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WA0003-SY040601BIRKHOFF, HENDRICKS & CONWAY, L.L.P. CONSULTING ENGINEERS 7502 Greenville Ave., #220 Dallas, Texas 75231 JOHN W. BIRKHOFF, P.E. RONALD V. CONWAY, P.E. GARY C. HENDRICKS, P.E. JOE R. CARTER, P.E. PAUL A. CARLINE, P.E. MATT HICKEY, P.E. DOUGLAS K. SHOWERS, P.E. Mr. Kenneth M. Griffin, P.E. Director of Engineering and Public Works City of Coppell 255 Parkway Blvd. P.O. Box 9478 Coppell, Texas 75019 Re: Water Distribution System Master Plan Update Final Report Dear Mr. Griffin: Fax (214) 361 -0204 Phone (214) 361 -7900 October 20, 2004 We have incorporated the response of City personnel, and under this cover are delivering the Final Report of the Water Distribution System Master Plan Update, dated October 2004. As detailed in our contract with the City, we are including the following with this transmittal: 1. Twenty -five (25) copies of the full size master plan water distribution map (incorporated as part of the report). 2. Ten (10) copies of the water system master plan report, including only the demands, hydraulic analysis, recommendations and conclusions. 3. Fifteen (15) copies of the water system master plan report, including all of the above and the appendix of computer analysis input and output data. A future transmittal will include twenty -five (25) copies of the existing conditions max hour pressure contour map. Although the deliverables were to include a CD with the electronic project files, the City has not yet communicated in which updated WaterCad version they desire the files to be saved. This information will also be included in a future transmittal. We trust that this information will be valuable as the City grows to its ultimate build -out population. We look forward to a continued working relationship with the City on its infrastructure improvements. If there are any questions relating to the master plan documents, we stand ready to be of continued service. Enclosures j: \clerical\coppel1\2001 -106 master plan \letters \cmres \k \final doc transmittal oct 20.doc WATER DISTRIBUTION SYSTEM MASTER PLAN Submitted To T H E C I T Y O F COPPELL Submitted By BIRKHOFF, HENDRICKS & CONWAY, L.L.P. CONSULTING ENGINEERS DALLAS, TEXAS ,.••``� "`>> October 2004 01 i *: .. *�/ / DOUGLAS K. SHOWERS �f �., ...... 40 88835 ......:: . tt�1.FSac E•��� •'�� DALLAS WATER UTILITIES WATER TREATMENT PLANT t VILLAGE PARKWAY PUMP STATT MAX. DAY DEMAND = 15 MGD >5 MGD 29 CITY OF COPPM MAX. DAY DEMAND = 29.4 MGD MAX. HOUR DEMAND = 60.8 MGD FUTURE STAR LEAF PUMP STATION MAX. DAY DEMAND = 14 MGD 14 MGD I 1 PLANNING BOUNDARY s T H E C IT Y O F COPPELL , r� T f�1f'o _ 4 A b 1 FIGURE NO. 1 WATER DISTRIBUTION OVERVIEW BIRKHOFF, HENDRICKS & CONWAY, L.L.P. CONSULTING ENGINEERS DALLAS, TEXAS October, 2004 CITY OF COPPELL WATER DISTRIBUTION SYSTEM MASTER PLAN - TABLE OF CONTENTS INSIDE FRONT COVER .............................. Figure No. 1 Water Distribution Overview Map Page No. I. INTRODUCTION • General ........................................................................................... ............................... 1 _. • Purpose and Scope ......................................................................... ............................... I • Planning Area ................................................................................. ............................... 2 • Planning Area Map, Figure No. 2 .................................................... ............................... 3 • Population ...................................................................................... ............................... 4 — . Definitions ...................................................................................... ............................... 4 1I. WATER SUPPLY .............................................................................. ............................... 5 III. WATER DISTRIBUTION SYSTEM DEMANDS • Residential Demands ..................................................................... ............................... 7 • Non - Residential Demands ............................................................. ............................... 8 IV. WATER DISTRIBUTION SYSTEM MASTER PLAN HYDRAULIC ANALYSIS • Distribution System ....................................................................... ............................... 9 • Pump Stations ................................................................................ ............................... 9 • Exhibit I ....................................................................................... ............................... 11 • Exhibit II ...................................................................................... ............................... 12 • Ground Storage Reservoirs .......................................................... ............................... 13 • Elevated Storage .......................................................................... ............................... 14 • Max Day Pressures ....................................................................... ............................... 15 • Max Day Pressure Areas, Figure No. 3 ........................................ ............................... 16 V. CONCLUSIONS AND RECOMMENDATIONS .......................... ............................... 18 VI. APPENDIX VII. MASTER PLAN MAP INSIDE BACK COVER ..... ............................... Figure No. 4 Max Day Pressure Contour Map j \clericalkuppell\3001 -106 maser plan \repons\indcx. doc Birkhof, , Hendricks & Conway, L.L.P. I. - INTRODUCTION GENERAL This analysis and report covers the water distribution system master plan for the City of Coppell. -" Although the system is designed to accommodate the ultimate development of the City, it should be examined at intervals and revised to conform to changing conditions that may arise as the City continues to grow. Likewise, prior to undertaking a major capital improvement expenditure, an examination should be made sufficient to verify that the design criteria used in developing the overall plan is still valid. PURPOSE AND SCOPE The purpose of this report is to evaluate the existing water distribution system hydraulics, present a comprehensive plan for the development of a water distribution system to serve the full growth and development of the City of Coppell and make recommendations for necessary immediate improvements. The scope of this report includes the following: ■ Review of the existing hydraulic map, ■ Creation of a current water system layout in AutoCAD (release 2002), ■ Preparation of a working hydraulic model in WaterCad (version 5.0), ■ Inclusion of potential residential and commercial demands in the model scenarios, ■ Inclusion of system pressure data gathered by BHC and City staff under separate task, ■ Comparison of hydraulic system pressures simulated in the model with those gathered in the field, ■ Synthesis of existing and proposed land use and population expectations into model hypotheses, ■ Inclusion of available water records as provided by the City of Coppell, and ■ Development of pump station, ground storage and elevated storage options to maintain water pressures to meet TCEQ guidelines. Water Distribution System Master Plan Page I j: Iclericallcoppe1113001 -106 master plmtlreports1report.doc Birkhoff, Hendricks & Conway, L.L.P. The final products of this study and report are a water system master plan for build -out development conditions, and a working hydraulic model for both the existing infrastructure and the build -out distribution system. The build -out Master Plan recommendations are illustrated on the map included as an attachment to this document. PLANNING AREA The planning area for this report is consistent with Coppell's anticipated ultimate city limits. The total planning area for the water distribution system encompasses approximately 14.7 square miles. The planning area is shown on Figure No. 2 as well as on the hydraulic model maps included with this report. Water Distribution System Master Plan Page Z j: lclericallcoppdfl1001 -106 mastu plonl reportslreport.doc CITY LIMIT CI DE TON COUNTY -- - I _ , . - - _ DENTON COUNTY DALLAS COUNTY o 4010 DALLAS COUNTY - r i so - a DEFOREST. RD_ 0 0 z rn PARKWAY 0 o : -. o MAC It a - _ w V GA'( BL QPPK C ww a a U:. w PARKWAY BLVD. 0 W ..`. _ `RD: -- __ - o - -. � a SANDY TAKE RD: Q_, - -- SANDY LAKE RD. -_. -- _ ._ L �4YE RD. N O W � � r r BETHEL SCHOOL RD. O r � o Z ti� I *ft G -_ a+ a $ETHEL - RD: - -' _ - __.. $ETHEL ,. RD. �_ R /I�FR(k1PSC w \ W o _ BECi - LINE .. RD. __ - - - -_- - > m Jr ' 0 _ T " SOUTHWESTERN _BLVD, i 63 S T H E C I T Y O F - A� p, COPPELL s ` � T O ti J X A b L 8 W m PLANNING AREA MAP A BIRKHOFF, HENDRICKS & CONWAY, L.L.P. CONSULTING ENGINEERS DALLAS. TE %AS October. 2004 FIGURE NO. 2 Birkhoff, Hendricks & Conway, L.L.P. POPULATION Typically, the demand for water in a community is closely related to its residential population. Total population of a fully developed area heavily contributes to the ultimate size of facilities required. The rate of population growth is important because it determines when new facilities are required. The _ water distribution system examined in this report is designed to serve a build -out residential population of approximately 39,053 persons. The projected population is based on information provided by the City's Planning Staff. In addition to the estimated residential population, the City's land use plan also projects 4,030 acres dedicated to non - residential use. DEFINITIONS Designing a water distribution system and establishing water supply requirements involves various rates of water use, which are generally referred to as water demand. The three most significant demand rates and a definition of each follows: 1. Maximum Daily Demand This is the total amount of water used during the day of heaviest consumption in any given year. This rate is the minimum rate that the high service pumps must be capable of pumping and the minimum rate of treated water supply required. 2. Maximum Hour Demand This is the rate in which water is drawn from the entire system during the hour of maximum consumption on the day of maximum demand. The rate is generally of short duration between the hours of 4:00 a.m. to 8:00 a.m. or in the evening between 5:00 p.m. to 7:00 p.m. It is most economically provided for by use of elevated storage in addition to water being supplied to the system by pumpage. The distribution system, including elevated storage and pumpage, must be capable of satisfying this demand. 3. 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 analysis of the water distribution system to determine the adequacy of the pump capabilities to replenish or refill the elevated storage. Water Distribution System Master Plan Page 4 j: klericallwppdA?001 -106 master planbeportslreport.doc g Birkhoff, Hendricks & Conway, L.L.P. II. - WATER SUPPLY When the City of Coppell reaches its ultimate development, it will have an estimated population of 39,053 persons. Based on water demands developed for this study, this population will yield a total maximum daily demand for treated water of approximately 29 million gallons per day (MGD). Currently, the City of Coppell receives its treated water supply from Dallas Water Utilities (DWU) at the Village Parkway Pump Station site and will take additional treated water at the future Star Leaf Pump Station site. The water supplied to the City is transmitted through a 60 -inch water line that supplies the Village Parkway Pump Station. Table No. 1 below shows the current and projected maximum day supply requirements at each of the three pump stations. TABLE NO. 1 Future treated water supply to the proposed Star Leaf Pump Station Ground Storage Reservoir(s) can be accomplished through one of two treated water sources in the vicinity of the pump station: 1. The Existing 54" Dallas Water Utilities Water Suppler The upstream (60 ") portion of this line currently serves Coppell's Village Parkway Pump Station. Coordination with Dallas Water Utilities and the City of Irving is necessary for connection to this line and final determination of the capacity available. We understand the City of Coppell currently has 20 MGD capacity through the existing DWU line to serve the Village Parkway Pump Station. This is approximately 9 MGD less than the ultimate supply required for the City at _ build -out. We recommend that the 29 MGD total supply be balanced between the existing Village Parkway Pump Station and the future Star Leaf Pump Station. By tapping the existing DWU Treated Water Supply Line, Coppell would retain DWU as their sole source of wholesale treated drinking water and thereby simplify contract negotiations and wholesale water rates. Water Distribution System Master Plan Page 5 j: IclericalleoppelA?001 -106 master planVVortAreporl.doc BirkhoJf, Hendricks & Conway, L.L.P. — 2. The new 54" City of Irving water supply line (parallel to the DWU supply line) Although the treated water in this supply line has its source at the Dallas Water Utilities Elm Fork Water Treatment Plant, it is owned by the City of Irving. Therefore, a tap on this supply line will require contract negotiation with the City of Irving and Coppell would likely become customer of the City of Irving. The water rights in the City of Irving Supply Line originate in Lake Chapman. The City of Irving pumps raw water out of Lake Chapman into Lake Lewisville. Dallas Water Utilities treats the City of Irving Raw Water at the Elm Fork Treatment Plant and delivers it to Irving through the Elm Fork WTP high service pump station. Once the treated water leaves the DWU City of Irving meter vault at the Elm Fork Plant, it is conveyed to the City of Irving via the Irving Supply Line. _- Additional capacity may be available in this line. For the purposes of enhancing the efficiency of operation of the two supply lines to Irving, the City of Irving may be interested in trading water capacity between the supply lines, with the City of Coppell supplementing its existing 20 MGD with 9 MGD additional maximum day supply. The advantage to Coppell would be an alternate delivery treated water line downstream of the Elm Fork Treatment Plant to serve the City and - therefore provide a measure of redundancy in the case of a catastrophic failure in one of the two lines. - -- Water Distribution System Master Plan Page 6 j: klericnikoppelA1001 -106 matter plan)reponstreporf.doc Birkhoff, Hendricks & Conway, L.L.P. III. - WATER DISTRIBUTION SYSTEM DEMANDS RESIDENTIAL DEMANDS Analysis and design of the proposed water distribution system is based on the anticipated maximum water demand and the proposed future land use, including residential population and non - residential acreage projections, in the City of Coppell. Daily consumption data for the summer of 2000 was provided by the City. Based on the available information, a maximum daily residential demand of 525 gallons per capita per day (gpcd) has been utilized for this analysis. This information has been used to determine a demand ratio for the Maximum Hour/Maximum Day. Records from the summer of 2000 indicate that on August 1, 2000, the City of Coppell experienced its peak hour demand for the year. Based on this data, the city's maximum hour to maximum day ratio is 2.13. This is marginally higher than that observed in other Metroplex area cities and appears to be related to the City's water conservation schedule. Table No..2 below shows the ratio for the maximum hourly demand rate versus the average demand rate for the 24 -hour period on the day of maximum use (Maximum Hour/Maximum Day). TABLE NO. 2 WATER DEMAND RATIOS Maximum Hour/Maximum Day ........... ............................... 2.13 RESIDENTIAL DEMANDS Maximum Daily Demand ............. ............................... 525 gpcd Maximum Hourly Demand ........ ............................... 1,217 gpcd These unit demands and demand ratios are recommended as it is believed that they represent a severe test of the water distribution system and accurately reflect the per capita demand currently experienced by the City of Coppell. Water Distribution System Master Plan Page 7 j 9clericallcoppe1RJ001 -106 master planlreportslreport.doc Birkhof; Hendricks & Conway, L.L.P. NON - RESIDENTIAL DEMANDS The analysis and design of the water distribution system is based largely on the total anticipated water demand and the manner in which that demand is distributed throughout the City. For the purpose of distributing the non - residential demands within the hydraulic model for this analysis, non - residential areas, as dictated by the City and their Proposed Land Use Map, were measured. Based on a review of water consumption rates for the City of Coppell and other North Texas communities, per acre demands for the non - residential areas were established. The unit demands for each land use and their corresponding ratios for Maximum Hour/Maximum Day are shown below in Table No. 3. TABLE NO. 3 NON - RESIDENTIAL UNIT DEMANDS Maximum Day Retail ......................................................................... ............................... 3000 gpad Office ........................................................................ ............................... 1500 gpad Commercial ............................................................... ............................... 2000 gpad LightIndustrial .......................................................... ............................... 3000 gpad MixedUse ................................................................. ............................... 2000 gpad HistoricDistrict ......................................................... ............................... 1500 gpad Public ........................................................................ ............................... 1500 gpad Park ............................................................................. ............................... 500 gpad WATER DEMAND RATIOS Maximum Hour / Maximum Day Retail ................................................................................... ............................... 1.50 Office .................................................................................. ............................... 1.50 Commercial ......................................................................... ............................... 1.50 LightIndustrial .................................................................... ............................... 1.50 MixedUse ........................................................................... ............................... 1.50 Historic District ................................................................... ............................... 1.50 Park/Public .......................................................................... ............................... 1.50 Water Distribution System Master Plan Page 8 j:lclericalkoppelAI001 -106 master plonlreporWreport.doc Birkhofj; Hendricks & Conway, L.L.P. IV. - WATER DISTRIBUTION SYSTEM MASTER PLAN HYDRAULIC ANALYSIS The design of the proposed distribution system is based on two extreme conditions. The first condition, which is used to size the water mains, is based on the water demand throughout the system during the maximum hour demand period. The second condition, which is used to analyze the refill rates of the elevated storage, is based on the minimum hourly demand on the day of maximum demand. The minimum hourly demand rate on the day of the maximum demand is estimated to be approximately 40% of the maximum daily demand for this analysis. The hydraulic results from both of these conditions are included in the output data contained in the Appendix of the report. DISTRIUBTION SYSTEM The City of Coppell's Water Distribution System is very close to built -out. The Water Distribution System Master Plan will require only a few infrastructure improvements and additions to accommodate the proposed Star Leaf Pump Station and future residential and non - residential growth in Coppell. The proposed pump station and ground storage tank facilities are shown on the Master Plan map included with this report. The addition of the Star Leaf Pump Station is discussed in the following section. PUMP STATIONS It is recommended that the City of Coppell plan for a total pump station capacity of approximately 47 million gallons per day. The City of Coppell is currently operating one pump station, the Village Parkway Pump Station. The current firm capacity of the Village Parkway Pump Station, with the largest pump out of service, is estimated to be in the range of 27 million gallons per day. The TCEQ requires the firm capacity of the pump station be calculated with the largest pump out of service. The Village Parkway Pump Station has no ability to be readily expanded. Therefore, it is recommended for the City to consider construction of a new pump station located in the general vicinity of the Dallas Water Utility (D)M supply line adjacent to MacArthur Blvd. and Star Leaf Road. It is also recommended that the station be sized for a firm capacity of no less than 20 MGD. The proposed site is near the existing Dallas supply line and is located favorably to meet the hydraulic conditions of the City's distribution system. Water Distribution System Master Plan Page 9 jldericaAcoppdA2001 -106 master planlreponjIreport.doc Birkhof, , Hendricks & Conway, L.L.P. 1. VILLAGE PARKWAY PUMP STATION The Village Parkway Pump Station is located on the northeast corner of Mac Arthur Boulevard and Sandy Lake Road. The existing pump facilities include two 250 horsepower pumps, three 400 horsepower pumps and one 600 horsepower pump. Using the actual pump curves provided by the City, and construction record drawings showing the Village Parkway Pump Station layout, the pump station piping, pumps and ground storage tanks were included in the model. The hydraulic analysis of the existing system indicates the Village Parkway Pump Station can deliver in the range of 27 MGD with the 600 horsepower pump and both 250 horsepower pumps out of service. The Village Parkway Pump Station has no ability to be readily expanded. Therefore, the Village Parkway Pump Station it considered to be at its ultimate capacity. 2. FUTURE STAR LEAF STATION The future Star Leaf Pump Station is proposed to be located on proposed Star Leaf Road, just east of MacArthur Boulevard between Sandy Lake Road and Belt Line Road. This site is near the DWU supply line and is located favorably to meet the hydraulic conditions of the City's distribution system. It is recommended that the future Star Leaf Pump Station be sized for a firm capacity of no less than 20 MGD. In the first phase construction of the Star Leaf Pump Station, a building, including slots for the installation of six pumps, is recommended. Three pumps should be installed in the initial construction scope. The pumps are expected to be vertical turbine pumps located inside the pump building. The pump station building will also house the pump control valves, isolation valves, discharge header, motor control center and a SCADA panel. To match the surrounding development, it is envisioned that the pump station building be constructed of CMU block with a decorative brick veneer. The building will likely be founded on a concrete foundation supported on drilled concrete piers. An overhead monorail crane with a push trolley and hand hoist for equipment manipulation inside the pump building have been included. One optional layout for Coppell's future pump station is shown on the conceptual site plan, Exhibit I, and the elevation view, Exhibit II. Table No. 4, below, illustrates an overview of the pump and motor performance data for the existing Village Parkway and future Star Leaf Pump Station. Water Distribution System Master Plan Page 10 i. Iderical koppdA2001 -106 master plarrlrepoHslreport.doc NOTE: 1. SUPPLY FOR ST lollo LEAF PUMP STATION TO COME FROM EITHER DFW OR IRVING SUPPLY LINES. vl 000 EXISTING 54" DFW SUPPLY LINE (DWU) EXISTING 54" CITY OF IRVING WATER SUPPLY LINE 0 50 100 SCALE IN FEET EXHIBIT I 370 . . . ...... -20"- -F.M.- ..... . ... . . ................. .......... . . ..... .... ................. ..... . ... .... ...... .......... _­­ J - . . . ...... ... ........ .... ... ........... TO MAC ARTHUR BLVD. — PROP. ST. SEW. ... ..... ... 42 i MONORAIL BEAM OVERHEAD 1 TON CHAIN HOIST MASONRY EXTERIOR (TYP.) W O Z �I H HOSE RACK Cy+ ALUM. CONC. PUMP SUPPORT 4 _� CRATING `` (SEE NO1F ABOVE). e," () ;. VALUE 09101X PROP. 4" REINS. CONC. WALK >.. EXPANSION TER�AL PROP 10" RSM.. EXPANS /ON MATER14L BEAM (SEE STRUCTURAL) ra; 4" P.V.C. RISER CON C. PIMT. (TO PUMP DRAW, TIP.) 1" WATER RISER 1/4" PIPE m. "T 2" WATER TO OU75 1DE IRRIG4T10N SYSTEM 6" WIDE DISCHARGE Pl NOU H p •. PERIMETER DRAIN (JYP.J 0 � PROP. 20" DIA. -- EXHIBIT 11 OR/LLED PIER R.C.C.P. BARREL CITY OF COPPELL, TEXAS W STAR LEAF PUMP STATION CONC. BLOCKING CONCEPTUAL ELEVATION VIEW BIRKHOFF. HENDRICKS & CONWAY LLP. OCT. 2004 CONSULTING ENGINEERS Birkhof, , Hendricks & Conway, L.L.P. TABLE NO. 4 CITY OF COPPELL -- PUMP STATION OVERVIEW VILLAGE PARKWAY PUMP STATION FUTURE STAR LEAF PUMP STATION GROUND STORAGE RESERVOIRS The Texas Commission on Environmental Quality (TCEQ) sets the minimum ground storage requirements at 130 gallons per capita, resulting in 5.1 million gallons for the City of Coppell at build -out. However, after careful evaluation, it is recommended that the City have no less than six hours of total ground storage supply during the maximum day demand period. This volume provides — Water Distribution System Master Plan Page 13 jAclericollcoppelA2001 -106 mwterplanlreportslreport.doc 1 N/A N/A 5500 GPM 2 N/A N/A 5500 GPM a 3 N/A N/A 3500 GPM I� 4 N/A N/A 5500 GPM W 5 N/A N/A 5500 GPM a 6 N/A N/A 3500 GPM GROUND STORAGE RESERVOIRS The Texas Commission on Environmental Quality (TCEQ) sets the minimum ground storage requirements at 130 gallons per capita, resulting in 5.1 million gallons for the City of Coppell at build -out. However, after careful evaluation, it is recommended that the City have no less than six hours of total ground storage supply during the maximum day demand period. This volume provides — Water Distribution System Master Plan Page 13 jAclericollcoppelA2001 -106 mwterplanlreportslreport.doc Birkhoff, Hendricks & Conway, L.L.P. for a reasonable level of protection against interruptions in water supply from DWU during the critical demand period. Using this approach, it is recommended that no less than 14 million gallons of ground storage be available at build -out. Presently there are 10.0- million gallons of ground storage in the City of Coppell, all located at the Village Parkway Pump Station. When the Star Leaf Pump Station is constructed, it is recommended that an additional 4.0 million gallons of ground storage be provided. The resulting build -out total volume of ground storage will be approximately 14 million gallons (See Table No. 5, below). TABLE NO. 5 CITY OF COPPELL GROUND STORAGE RESERVOIR OVERVIEW 0 Village Parkway No. 1 Village r kw y Pump 6.0 S H Village Parkway Pump w Village Parkway No. 2 Station 4.0 Existing SUBTOTAL 10.0 Star Leaf No. 1 Star Leaf Pump Station 2.0 Star Leaf No. 2 Star Leaf Pump Station 2.0 Future SUBTOTAL 4.0 GROUND STORAGE RESERVOIR GRAND TOTAL 14.0 ELEVATED STORAGE The City's existing elevated storage includes the 1.5 million gallon Southwestern Elevated Storage Tank located on the north side of Southwestern Boulevard between Coppell Road and Freeport Parkway, and the 2.0 million gallon Wagon Wheel Elevated Tank located off of Southpoint Drive, west of Royal Lane. In addition to serving as a regulator for the systems water pressure and providing emergency pressure during potential power outages at the pump stations, elevated storage in a distribution system serves as a source of supply when the system demand exceeds the ability to provide water by pumping alone. As previously stated, this normally occurs during the maximum hour demand situation. Water Distribution System Master Plan Page 14 j: kleHw11coppelA2001 -106 waster planlreportslreport. doc Birkhof; Hendricks & Conway, L.L.P. In the City of Coppell system, the build -out maximum hourly demand has been estimated to be 61 MGD. The City has expressed the desire to expand their pumping capacity to meet the future demand while maintaining their existing volume of elevated storage. Using an elevated storage drawdown time of 6 hours, an additional 14 MGD can be contributed from the existing 3.5 million gallons of elevated storage. Table No. 6, below, summarizes the existing capacities. The master plan map shows the location of the existing elevated storage tanks. TABLE NO. 6 CITY OF COPPELL ELEVATED STORAGE TANK OVERVIEW Royal Lane and Southwestern Tank North point Drive 1.5 H Southwestern Blvd. Wagon Wheel Tank and Co ell Road 2.0 Existing SUBTOTAL 3.5 ELEVATED STORAGE TANK GRAND TOTAL 3.5 MAX DAY PRESSURES As illustrated on Figure No. 3, Maximum Day Pressure Areas, there are essentially three areas of pressure over 80 psi within the limits of Coppell's water system. These pressures are due mainly to the geography and topography of the landscape as the elevation of the land descends towards the Elm Fork of the Trinity River. Although the nodes in the model, in this area, generally register pressures of 80 to 100 psi, the City Staff has received relatively few complaints from residents who are experiencing associated negative effects. Potential solutions include pressure reducing valves for the affected area or point -of -use reducing valves at the affected service connections. Water Distribution System Master Plan Page 15 j:1dericn1le0ppe1A2001 -106 master pinntreportslreport.d" PARKWAY PARKWAY BLVD. THWEAT RD. M SANDY LAKE RD. ••••.. 'e 0 SOUTHWESTERN BLVD. 6ELT ..... ... ........... ............ ........... v- .......... ............ T H E C I T Y 0 Pr ............ ........... COPPELL LEGEND -z �� 80 — 90 PSI ........... su m FIGURE NO. 3 90 — 100 PSI .......... MAX DAY PRESSURES AT BUILDOUT ............... 100 PSI BIRKHOFF, HENDRICK3 & CONWAY, L.L.P. CONSULTING ENGINEERS DALLt TEXAS October, 2004 GENERAL ANALYSIS PARAMETERS 1. MAXIMUM DAY DEMAND CONDITIONS BUILDOUT (29 MGD) 2. VILLAGE PARKWAY PUMP STATION (16.6 MGD) PUMP 1 ON PUMP 2 OFF PUMP 3 ON PUMP 4 OFF ............. PUMP 5 OFF b ' ............. PUMP 6 OFF 3. STAR LEAF PUMP STATION (16.0 MGD) ........ ....................... ...... PUMP 1 ON PUMP 2 ON 4 PUMP 3 OFF PUMP 4 OFF PUMP 5 OFF PUMP 6 OFF 0 . z B t � G 4. ELEVATED STORAGE (ALL TANKS) INITIAL WATER LEVEL=667 ...... HIGH WATER LEVEL=672.50 6ELT ..... ... ........... ............ ........... v- .......... ............ T H E C I T Y 0 Pr ............ ........... COPPELL LEGEND -z �� 80 — 90 PSI ........... su m FIGURE NO. 3 90 — 100 PSI .......... MAX DAY PRESSURES AT BUILDOUT ............... 100 PSI BIRKHOFF, HENDRICK3 & CONWAY, L.L.P. CONSULTING ENGINEERS DALLt TEXAS October, 2004 Birkhofj, Hendricks & Conway, L.L.P. Pressure reducing valves installed on the system distribution lines are not recommended for this application. In order to isolate the area of increased pressure, the City would have to purchase and install at least three 8 to 12 -inch pressure reducing valves and multiple blow off valves. This will be a relatively expensive solution and may have a deleterious affect on water circulation and the ability of the locally isolated system to -handle pressure spikes. In essence, a new pressure plane would be created for this zone, which is not advisable. Point -of -use pressure reducing valves may be a more economical and homeowner responsive solution. Although these units will require periodic maintenance, their installation on the City side of water meters at affected customer service points is recommended. This will facilitate the effectiveness of each unit in future years. Nevertheless, it is recommended that the City deal with high - pressure issues on a case -by -case basis. — Water Distribution System Master Plan Page 17 j: dericallcoppelll?001- 106 master plmilreportslrepore.doc Birkhoff, Hendricks & Conway, L.L.P. V. - CONCLUSIONS & RECOMMENDATIONS The Water Distribution System Master Plan recommendations are generally identified on the enclosed Water Distribution Master Plan Map. In addition to the sized water lines shown on the map, other recommendations for improvements to the water distribution system need to be made to accommodate build -out conditions. Included in these additional infrastructure improvements is the construction of the Star Leaf Pump Station to its full build -out capacity, including pump capacity and ground storage, within the next ten years. Appendix A documents the input information utilized to develop and run the model in WaterCad (Ver.5.0). For the two critical conditions, Maximum Hour and Minimum Hour, the data in Appendix A identifies critical system characteristics, which effect pressure and volume available to the end user. Table No. 7, below, is a summary of the conclusions and recommendations made in this report, and provides a comparison with the results presented in the previous water distribution system analysis for the City of Coppell prepared in 1994 by Rady and Associates. We recommend the City of Coppell make Dallas Water Utilities aware of the currently projected maximum day demand of 29 MGD, and begin discussions as to planning efforts to secure the additional 9 MGD requirement. At this time the City of Coppell has an agreement to be supplied with water from the Elm Fork Treatment Plant operated by Dallas Water Utilities through the DWU 60" (reducing to 54" south of Sandy Lake Road) water line. Although there is an existing 54" water line owned and operated by the City of Irving running parallel to the DWU line adjacent to the future Star Leaf Pump Station, the City of Coppell does not have a contractual relationship with the City of Irving to receive water out of this line. There may be good reasons for Coppell to approach the City of Irving with the goal of finding a way to trade water between the DWU line and the Irving line so that Coppell would obtain a second source of supply to the Star Leaf Pump Station from Irving. The cost of such an arrangement may or may not make the opportunity attractive. It is recommended that the City of Coppell approach the City of Irving in the near future to initiate discussions in this regard. Water Distribution System Master Plan Page 18 j •Iclericallcoppelfl?001 -106 master plarlreportslreport.doc Birkhoff, Hendricks & Conway, L.L.P. TABLE NO. 7 CITY OF COPPELL MASTER PLAN REPORT COMPARISON Planning Area (acres) 9,408 9,408 N/A Population Projection 40,000 39,053 — 947 Maximum Day per Capita Demand cd N/A 525 N/A Maximum Hour per Capita N/A 1,217 N/A Demand cd Maximum Day System Demand GD 30 29 - 1 Maximum Hour System Demand GD 60 61 + 1 Total Elevated Storage 5.0 3.5 - 1.5 recommended MG) Total Ground Storage 15 14 - 1 recommended MG P2m2 Rate (MGD) 1 52 1 47 - 5 Water Distribution System Master Plan Page 19 j:lclencallc ppo112001 -106 master p1mireportslreport.doc CITY OF COPPELL WATER DISTRIBUTION SYSTEM MASTER PLAN APPENDIX MAXIMUM HOUR Pipe Report Junction Report Tank Report MINIMUM HOUR Pipe Report Junction Report Tank Report Demand Input Demand Calculations Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1 266.00 36 - 14.88528 3.26 0.24 0.91 P -2 16.00 36 - 14.88528 3.26 0.01 0.91 P -3 20.00 36 14.88528 3.26 0.02 0.91 P -4 18.00 36 14.88529 3.26 0.02 0.91 P -5 18.00 36 - 6.67797 1.46 0.00 0.21 P -6 18.00 36 1.53017 0.33 0.00 0.01 P -7 26.00 36 9.73731 2.13 0.01 0.42 P -8 21.00 12 0.00000 0.00 0.00 0.00 P -8a 2.00 12 0.00000 0.00 0.00 0.00 P -9 26.00 48 14.99182 1.85 0.01 0.23 P -10 18.00 48 6.78469 0.84 0.00 0.05 P -11 18.00 48 - 1.42345 0.18 0.00 0.00 P -12 18.00 48 - 9.63077 1.19 0.00 0.10 P -13 20.00 48 - 9.63076 1.19 0.00 0.10 P -14 16.00 48 - 9.63076 1.19 0.00 0.10 P -15 13.00 24 - 8.20713 4.04 0.03 2.17 P-1 5a 13.00 24 - 8.20713 4.04 0.03 2.17 P -16 13.00 24 - 8.20814 4.04 0.03 2.17 P -16a 6.00 24 - 8.20814 4.04 0.01 2.18 P -17 13.00 24 - 8.20732 4.04 0.03 2.17 P-1 7a 13.00 24 - 8.20732 4.04 0.03 2.18 P -19 13.00 24 0.00000 0.00 0.00 0.00 P-1 9a 6.00 24 0.00000 0.00 0.00 0.00 P -20 13.00 24 0.00000 0.00 0.00 0.00 P -20a 6.00 24 0.00000 0.00 0.00 0.00 P -21 95.00 24 9.73730 4.80 0.28 2.98 P -22 82.00 48 - 14.99182 1.85 0.02 0.23 P -23 14.00 30 8.20713 2.59 0.01 0.73 P -24 19.00 12 - 0.00000 0.00 0.00 0.00 P -25 14.00 30 8.20814 2.59 0.01 0.73 P -26 14.00 30 8.20732 2.59 0.01 0.73 P -27 200.00 48 - 9.63076 1.19 0.02 0.10 P -28 517.00 12 1.22726 2.42 1.33 2.57 P -29 449.00 12 - 2.01026 196 2.88 6.41 P -30 2,067.00 24 4.38400 2.16 1.63 0.79 P -31 120.00 24 - 7.03893 3.47 0.23 1.90 P -32 280.00 6 - 0.00197 0.02 0.00 0.00 P -33 1,320.00 6 - 0.00197 0.02 0.00 0.00 P -35 1,034.00 8 - 0.33405 1.48 1.46 1.42 P -36 756.00 8 - 0.33405 1.48 1.07 1.42 P -37 1,174.00 12 - 0.00341 0.01 0.00 0.00 P -38 196.00 12 - 0.09965 0.20 0.00 0.02 P -39 334.00 12 - 0.33076 0.65 0.06 0.19 P-40 616.00 12 - 0.42093 0.83 0.19 0.30 P-42 1,479.00 12 - 0.94001 1.85 1.97 1.33 P -43 1,451.00 12 - 1.26218 2.49 3.34 2.30 P -44 135.00 12 - 0.23471 0.46 0.01 0.10 P-45 575.00 12 - 0.00938 0.02 0.00 0.00 P -46 1,366.00 6 - 0.22533 1.78 3.26 2.39 P -47 434.00 16 - 0.45313 0.50 0.04 0.09 P-49 258.00 16 - 0.43401 0.48 0.02 0.08 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Velocity (fUs) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -50 14.00 30 0.00000 0.00 0.00 0.00 P -51 14.00 30 0.00000 0.00 0.00 0.00 P -52 20.00 24 0.00000 0.00 0.00 0.00 P -52a 20.00 30 0.00000 0.00 0.00 0.00 P -53 698.00 16 - 0.62923 0.70 0.11 0.16 P -56 883.00 16 0.24737 0.27 0.02 0.03 P -58 299.00 6 0.05769 0.45 0.06 0.19 P -59 583.00 6 - 0.00000 0.00 0.00 0.00 P -64 363.00 8 0.08184 0.36 0.02 0.05 P -65 310.00 8 0.08184 0.36 0.01 0.05 P -67 616.00 8 0.17825 0.79 0.27 0.44 P -68 294.00 8 0.20511 0.91 0.17 0.57 P -70 524.00 16 0.70188 0.78 0.09 0.16 P -72 543.00 16 0.47987 0.53 0.04 0.08 P -73 330.00 16 0.45579 0.51 0.02 0.07 P -76 222.00 8 - 0.84329 3.74 1.75 7.86 P -79 302.00 8 - 0.44754 1.98 0.73 2.43 P -80 817.00 8 0.29290 1.30 0.78 0.96 P -82 519.00 8 0.08188 0.36 0.05 0.09 P -83 286.00 8 - 0.32223 1.43 0.38 1.32 P -84 270.00 8 - 0.36566 1.62 0.45 1.67 P -85 267.00 8 0.36245 1.61 0.38 1.42 P -87 521.00 8 - 0.05942 0.26 0.03 0.05 P -88 856.00 8 0.20017 0.89 0.40 0.47 P -89 464.00 8 - 0.20455 0.91 0.26 0.57 P -90 1,006.00 8 - 0.07977 0.35 0.10 0.10 P -91 369.00 8 - 0.49775 2.21 1.09 2.96 P -92 351.00 8 - 0.73401 3.25 2.13 6.08 P -95 741.00 8 0.06993 0.31 0.05 0.07 P -98 917.00 12 0.28935 0.57 0.12 0.13 P -99 1,299.00 12 - 0.62885 1.24 0.71 0.55 P -100 2,482.00 12 0.65788 1.30 1.71 0.69 P -101 910.00 12 - 0.68791 1.36 0.68 0.75 P -102 2,030.00 8 - 0.13332 0.59 0.52 0.26 P -106 1,417.00 12 - 0.04271 0.08 0.01 0.00 P -107 455.00 12 0.62589 1.23 0.29 0.63 P -108 190.00 12 0.39102 0.77 0.05 0.26 P -113 685.00 8 - 0.12689 0.56 0.16 0.24 P -114 1,357.00 12 0.29071 0.57 0.21 0.15 P -115 483.00 12 0.13370 0.26 0.02 0.04 P -116 890.00 8 0.10359 0.46 0.14 0.16 P -118 769.00 12 - 0.95007 1.87 1.05 1.36 P -119 2,046.00 12 0.04869 0.10 0.01 0.01 P -120 615.00 12 0.04869 0.10 0.00 0.01 P -122 1,420.00 12 0.59920 1.18 0.82 0.58 P -123 1,908.00 12 0.42375 0.83 0.58 0.31 P -124 460.00 12 - 0.12304 0.24 0.01 0.03 P -125 580.00 12 - 0.19073 0.38 0.04 0.07 P -131 2,609.00 12 - 0.49687 0.98 1.07 0.41 P -132 341.00 10 0.55564 1.58 0.42 1.22 P -133 329.00 10 - 0.73158 2.08 0.67 2.04 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report f � Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -134 3,913.00 12 - 0.37413 0.74 0.95 0.24 P -135 3,014.00 12 0.54863 1.08 1.48 0.49 P -138 786.00 12 - 0.51468 1.01 0.34 0.44 P -139 1,303.00 12 - 0.58220 1.15 0.72 0.55 P -141 789.00 12 0.36981 0.73 0.19 0.24 P -145 18.00 36 - 22.27908 4.88 0.04 2.22 P -146 18.00 36 - 14.85230 3.25 0.02 1.05 P -147 18.00 36 - 7.42614 1.63 0.01 0.29 P -148 20.00 24 0.00000 0.00 0.00 0.00 P -149 20.00 30 0.00000 0.00 0.00 0.00 P -150 18.00 48 0.00000 0.00 0.00 0.00 P -151 20.00 30 7.42678 2.34 0.01 0.71 P -152 20.00 24 7.42678 3.66 0.04 2.10 P -153 18.00 48 - 7.42678 0.91 0.00 0.07 P -154 970.00 12 - 0.00942 0.02 0.00 0.00 P -155 960.00 12 - 0.21513 0.42 0.08 0.09 P -156 20.00 30 7.42616 2.34 0.01 0.71 P -157 20.00 24 7.42616 3.66 0.04 2.10 P -158 18.00 48 - 14.85294 1.83 0.00 0.26 P -159 20.00 30 7.42614 2.34 0.01 0.71 P -160 20.00 24 7.42614 3.66 0.04 2.10 P -161 100.00 48 - 22.27908 2.74 0.05 0.55 P -162 1,880.00 12 - 0.66958 1.32 1.34 0.71 P -163 776.00 12 - 0.90215 1.78 0.96 1.24 P -164 2,955.00 12 - 0.82046 1.62 3.06 1.04 P -165 1,467.00 12 0.16259 0.32 0.08 0.05 P -166 1,694.00 12 - 0.91308 1.80 2.14 1.26 P -167 3,635.00 12 0.07243 0.14 0.04 0.01 �i P -168 3,166.00 12 - 0.25602 0.50 0.38 0.12 P -170 1,631.00 6 0.09624 0.76 0.81 0.49 P -171 1,426.00 6 - 0.09017 0.71 0.62 0.44 P -172 984.00 12 0.18641 0.37 0.07 0.07 * P -173 1,734.00 12 0.21015 0.41 0.14 0.08 P -174 4,050.00 12 0.06476 0.13 0.04 0.01 P -175 1,035.00 12 0.01427 0.03 0.00 0.00 P -176 1,957.00 12 - 0.09489 0.19 0.04 0.02 P -177 500.00 12 - 0.24206 0.48 0.05 0.11 P -178 3,002.00 12 0.01249 0.02 0.00 0.00 P -180 323.00 12 - 0.27340 0.54 0.04 0.14 P -181 2,311.00 16 - 2.27491 2.52 3.90 1.69 P -182 1,71 9.00 16 1.85606 2.06 1.99 1.16 P -185 425.00 8 0.28862 1.28 0.46 1.08 P -186 559.00 12 1.20915 2.38 1.19 2.13 P -187 1,219.00 8 - 0.08184 0.36 0.05 0.05 P -189 2,287.00 24 8.89197 4.38 6.69 2.93 P -190 213.00 36 22.27908 4.88 0.47 2.22 P -191 84.00 30 15.86621 5.00 0.24 2.88 * P -193 2,887.00 8 - 0.02686 0.12 0.03 0.01 P -194 311.00 8 0.08232 0.36 0.03 0.09 P -196 3,448.00 24 4.96595 2.45 3.43 0.99 P -197 1,051.00 8 0.09540 0.42 0.15 0.14 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 3 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -198 998.00 8 0.04190 0.19 0.03 0.03 P -199 1,011.00 10 - 0.81249 2.30 2.50 2.48 P -200 875.00 12 - 0.16782 0.33 0.05 0.05 P -201 1,380.00 12 - 0.72731 1.43 1.14 0.83 P -203 950.00 12 - 0.11317 0.22 0.03 0.03 P -204 1,340.00 12 0.62749 1.24 0.85 0.63 P -205 970.00 12 - 0.03026 0.06 0.00 0.00 P -206 2,730.00 12 0.31909 0.63 0.49 0.18 P -207 3,554.00 24 2.90801 1.43 1.31 0.37 P -210 1,059.00 24 7.05947 3.48 2.02 1.91 P -211 2,134.00 24 - 6.97424 3.43 3.98 1.87 P -212 91.00 30 - 14.03371 4.42 0.21 2.30 P -213 5,177.00 30 16.78674 5.29 16.57 3.20 P -214 5,358.00 30 8.45875 2.67 4.82 0.90 P -215 2,532.00 12 0.64467 1.27 1.68 0.66 P -216 2,350.00 8 - 0.16030 0.71 0.85 0.36 P -219 952.00 12 0.09516 0.19 0.02 0.02 P -220 2,564.00 12 0.13669 0.27 0.10 0.04 P -221 918.00 8 - 0.09516 0.42 0.13 0.14 P -222 3,225.00 12 - 0.51468 1.01 1.41 0.44 P -223 412.00 12 - 0.65137 1.28 0.28 0.68 P -224 301.00 10 - 0.01232 0.03 0.00 0.00 P -225 2,798.00 12 1.12930 2.22 5.24 1.87 P -226 495.00 12 0.09246 0.18 0.01 0.02 P -228 510.00 8 0.03020 0.13 0.01 0.02 P -229 734.00 8 - 0.01669 0.07 0.00 0.00 P -230 1,598.00 8 0.05922 0.26 0.08 0.05 P -231 319.00 8 0.07591 0.34 0.03 0.09 P -232 322.00 12 0.06226 0.12 0.00 0.01 P -234 451.00 8 - 0.02590 0.11 0.01 0.01 P -236 857.00 12 - 0.05448 0.11 0.01 0.01 P -237 351.00 8 - 0.10286 0.46 0.06 0.16 P -238 692.00 8 - 0.07103 0.31 0.06 0.08 P -239 1,025.00 8 - 0.07279 0.32 0.07 0.07 P -240 1,205.00 8 - 0.10463 0.46 0.17 0.14 P -241 1,008.00 8 - 0.03183 0.14 0.02 0.02 P -242 375.00 8 - 0.01981 0.09 0.00 0.01 P -243 311.00 8 - 0.00775 0.03 0.00 0.00 P -245 760.00 12 0.01654 0.03 0.00 0.00 P -246 657.00 8 - 0.00775 0.03 0.00 0.00 P -247 298.00 12 0.03635 0.07 0.00 0.00 P -248 339.00 12 0.02429 0.05 0.00 0.00 P -249 599.00 8 - 0.01206 0.05 0.00 0.00 P -250 1,812.00 8 - 0.00000 0.00 0.00 0.00 P -251 1,240.00 16 - 0.25841 0.29 0.04 0.03 P -252 1,460.00 16 - 0.62220 0.69 0.22 0.15 P -253 1,700.00 16 0.40948 0.45 0.12 0.07 P -254 1,018.00 8 0.00002 0.00 0.00 0.00 P -255 558.00 8 0.00002 0.00 0.00 0.00 P -256 316.00 8 - 0.00000 0.00 0.00 0.00 P -257 1,250.00 16 0.34179 0.38 0.06 0.05 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks R Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 4 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Headloss Pipe Gradient Headloss (ft/1000ft) (ft) 0.66 0.69 P -258 952.00 16 - 1.40101 1.55 P -259 2,348.00 16 - 1.66686 1.85 2.23 0.95 P -260 463.00 8 0.26585 1.18 0.43 0.93 P -261 679.00 8 0.11984 0.53 0.14 0.21 u P -262 1,029.00 8 0.11984 0.53 0.22 0.21 P -263 567.00 8 0.00224 0.01 0.00 0.00 P -264 1,185.00 8 - 0.14601 0.65 0.36 0.31 P -265 562.00 8 0.14825 0.66 0.18 0.31 P -266 299.00 8 0.14825 0.66 0.09 0.31 P -267 1,424.00 12 0.27965 0.55 0.20 0.14 P -268 576.00 12 0.39725 0.78 0.16 0.27 P -269 317.00 8 0.11760 0.52 0.06 0.20 P -270 543.00 8 - 0.23103 1.02 0.39 0.71 P -271 335.00 8 - 0.08101 0.36 0.03 0.10 P -273 939.00 12 - 0.09516 0.19 0.02 0.02 P -274 698.00 8 - 0.18476 0.82 0.33 0.47 P -275 285.00 8 - 0.15002 0.66 0.09 0.32 P -276 469.00 12 0.39592 0.78 0.13 0.27 P -277 333.00 12 0.24590 0.48 0.04 0.11 P -278 964.00 8 - 0.15002 0.66 0.31 0.32 P -279 357.00 8 - 0.26004 1.15 0.32 0.89 P -280 646.00 8 - 0.10375 0.46 0.10 0.16 P -281 879.00 8 - 0.15630 0.69 0.30 0.35 P -282 375.00 8 - 0.15630 0.69 0.13 0.35 P -283 214.00 12 0.39729 0.78 0.06 0.27 } P -284 797.00 12 0.39729 0.78 0.22 0.27 P -285 716.00 8 0.00000 0.00 0.00 0.00 P -286 984.00 8 0.00002 0.00 0.00 0.00 P -287 525.00 8 0.00003 0.00 0.00 0.00 P -288 857.00 8 0.00002 0.00 0.00 0.00 P -289 519.00 8 0.00002 0.00 0.00 0.00 P -290 705.00 8 0.00002 0.00 0.00 0.00 P -291 477.00 8 0.00002 0.00 0.00 0.00 P -292 817.00 8 0.00002 0.00 0.00 0.00 P -293 1,177.00 12 - 0.40435 0.80 0.33 0.28 P -294 233.00 12 - 0.31807 0.63 0.04 0.18 P -295 1,067.00 8 - 0.08628 0.38 0.12 0.12 P -296 368.00 8 - 0.08628 0.38 0.04 0.12 P -297 216.00 8 - 0.04508 0.20 0.01 0.03 P -298 511.00 8 - 0.06739 0.30 0.04 0.07 P -299 597.00 8 0.04120 0.18 0.02 0.03 P -300 472.00 8 0.04120 0.18 0.01 0.03 P -301 560.00 16 0.19960 0.22 0.01 0.02 P -302 457.00 8 0.04120 0.18 0.01 0.03 P -303 297.00 10 - 0.30975 0.88 0.12 0.41 P -305 848.00 8 0.02231 0.10 0.01 0.01 P -306 665.00 10 - 0.28744 0.82 0.24 0.36 P -307 448.00 10 - 0.39604 1.12 0.29 0.65 P -308 1,104.00 8 - 0.10860 0.48 0.20 0.18 P -309 844.00 8 - 0.50957 2.26 2.61 3.09 �i P -310 336.00 8 - 0.29898 1.33 0.39 1.15 City of Coppell Water Distribution System Master Plan Title: Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat\coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 5 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -311 1,177.00 8 - 0.21059 0.93 0.71 0.60 P -312 404.00 10 - 0.77347 2.19 0.91 2.26 P -313 386.00 10 - 1.33119 3.78 2.38 6.18 P -314 982.00 8 - 0.21059 0.93 0.59 0.60 P -315 191.00 8 - 0.69582 3.08 1.05 5.51 P -316 849.00 8 - 0.34870 1.55 1.30 1.53 P -317 1,457.00 8 0.34712 1.54 2.21 1.52 P -318 291.00 12 - 2.48383 4.89 2.35 8.07 P -319 439.00 12 - 1.93070 3.80 2.22 5.06 P -320 1,204.00 8 0.55313 2.45 4.34 3.60 P -321 1,107.00 8 - 0.19260 0.85 0.57 0.51 P -322 1,476.00 8 - 0.07178 0.32 0.12 0.08 P -323 837.00 8 - 0.28530 1.26 0.88 1.06 P -324 853.00 8 - 0.28530 1.26 0.90 1.06 P -325 380.00 12 - 1.81058 3.57 1.71 4.49 P -326 440.00 12 - 2.17463 4.28 2.78 6.31 P -327 670.00 8 0.36405 1.61 1.11 1.66 P -328 202.00 12 - 1.82272 3.59 0.92 4.55 P -329 288.00 12 - 1.45867 2.87 0.87 3.01 P -330 881.00 8 0.36405 1.61 1.46 1.66 P -331 908.00 8 0.19403 0.86 0.47 0.52 P -332 140.00 12 - 1.87671 3.70 0.67 4.80 P -333 200.00 12 - 1.68268 3.31 0.78 3.92 P -334 608.00 8 0.19403 0.86 0.31 0.52 P -335 1,221.00 8 0.40376 1.79 2.45 2.01 P -336 154.00 12 - 2.08237 4.10 0.90 5.82 P -337 297.00 12 - 1.74456 3.44 1.25 4.19 P -338 1,209.00 8 0.33781 1.50 1.75 1.44 P -339 188.00 8 0.47746 2.12 0.52 2.74 P -340 302.00 8 0.47746 2.12 0.83 2.74 P -341 698.00 8 0.47746 2.12 1.91 2.74 P -342 188.00 8 0.00000 0.00 0.00 0.00 P -343 633.00 8 0.00002 0.00 0.00 0.00 P -344 628.00 8 0.00002 0.00 0.00 0.00 P -345 1,681.00 8 - 0.23626 1.05 1.08 0.64 P -346 791.00 8 - 0.11873 0.53 0.14 0.18 P -347 799.00 8 - 0.23626 1.05 0.51 0.64 P -348 695.00 8 - 0.11753 0.52 0.14 0.20 P -349 332.00 8 - 0.29588 1.31 0.38 1.13 P -350 582.00 8 - 0.29588 1.31 0.66 1.13 P -351 890.00 12 - 0.30820 0.61 0.15 0.17 P -353 330.00 12 0.40134 0.79 0.09 0.28 P -354 310.00 16 0.52633 0.58 0.03 0.11 P -355 690.00 8 0.02791 0.12 0.01 0.01 P -357 650.00 8 - 0.09153 0.41 0.08 0.13 P -358 680.00 8 0.00210 0.01 0.00 0.00 P -359 702.00 12 1.36528 2.69 1.87 2.66 P -360 768.00 12 1.06939 2.11 1.30 1.69 P -361 237.00 8 - 0.29588 1.31 0.27 1.13 P -362 1,004.00 8 0.34571 1.53 1.51 1.51 P -363 196.00 8 0.69049 3.06 1.06 5.43 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 6 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (fUs) Pipe Gradient Headloss (ft/1000ft) (ft) P -364 245.00 8 - 0.34478 1.53 0.37 1.50 P -365 658.00 8 - 0.22335 0.99 0.44 0.67 P -366 2,034.00 8 0.12143 0.54 0.44 0.22 P -367 337.00 8 - 0.34478 1.53 0.51 1.50 P -368 167.00 12 - 2.06779 4.07 0.96 5.75 P -369 433.00 12 - 2.41256 4.75 3.31 7.64 P -370 772.00 8 - 0.34478 1.53 1.16 1.50 P -371 807.00 8 0.00002 0.00 0.00 0.00 P -372 794.00 8 0.00002 0.00 0.00 0.00 P -373 448.00 16 - 1.97475 2.19 0.58 1.30 P -374 1,072.00 16 - 2.20022 2.44 1.70 1.59 P -375 377.00 8 0.22547 1.00 0.26 0.68 P -376 1,096.00 8 0.22547 1.00 0.75 0.68 P -377 413.00 16 - 0.99698 1.10 0.15 0.37 P -378 317.00 16 - 0.77151 0.85 0.07 0.23 P -379 382.00 8 0.22547 1.00 0.26 0.68 P -380 1,354.00 8 - 0.08405 0.37 0.15 0.11 P -381 231.00 16 1.26872 1.41 0.13 0.57 P -382 599.00 16 1.00117 1.11 0.22 0.37 P -383 672.00 8 0.16922 0.75 0.27 0.40 P -384 285.00 12 - 0.45895 0.90 0.10 0.35 P -385 275.00 12 - 0.28973 0.57 0.04 0.15 P -386 206.00 8 0.16922 0.75 0.08 0.40 P -387 1,333.00 8 0.09833 0.44 0.20 0.15 P -388 251.00 8 - 0.11620 0.52 0.05 0.20 P -389 1,219.00 8 - 0.01788 0.08 0.01 0.01 P -390 469.00 8 0.09833 0.44 0.07 0.15 P -391 549.00 8 - 0.05218 0.23 0.02 0.05 P -392 474.00 8 0.01180 0.05 0.00 0.00 P -393 228.00 8 0.05221 0.23 0.01 0.05 P -394 194.00 8 0.06401 0.28 0.01 0.07 P -395 290.00 8 0.01180 0.05 0.00 0.00 P -396 793.00 8 0.00356 0.02 0.00 0.00 P -397 288.00 8 - 0.02645 0.12 0.00 0.01 P -398 916.00 8 - 0.02645 0.12 0.01 0.01 P -399 1,325.00 8 - 0.02511 0.11 0.02 0.01 P-400 653.00 8 0.03428 0.15 0.01 0.02 P -401 520.00 16 0.94611 1.05 0.17 0.33 P -402 730.00 12 - 0.94441 1.86 0.98 1.35 P -403 350.00 16 1.02660 1.14 0.14 0.39 P -404 210.00 8 - 0.31734 1.41 0.27 1.29 P-405 250.00 16 0.96993 1.07 0.09 0.35 P -406 750.00 8 - 0.07937 0.35 0.07 0.10 P -407 300.00 16 0.84442 0.94 0.08 0.27 P-408 740.00 8 - 0.07849 0.35 0.07 0.10 P-409 260.00 16 0.78021 0.86 0.06 0.23 P -410 580.00 8 - 0.01832 0.08 0.00 0.01 P -411 620.00 8 - 0.02630 0.12 0.01 0.01 P -412 770.00 8 0.12048 0.53 0.16 0.21 P -413 800.00 8 - 0.25191 1.12 0.67 0.84 P -414 540.00 8 - 0.16250 0.72 0.20 0.37 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppeII \build out. wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 7 of 24 Label Scenario: Max HOUR Steady State Analysis Pipe Report Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks S Conway, L.L.P. h:\ projects\ cybernet .dat\coppell \buildout.wed Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203- 755 -1666 Page 8 of 24 P -415 230.00 8 0.26622 1.18 0.21 0.91 P -416 1,600.00 12 - 1.38860 2.74 4.40 2.7; P -417 220.00 8 0.41730 1.85 0.47 2.1� P -418 400.00 8 0.32327 1.43 0.53 1.3; P -419 1,530.00 8 - 0.16554 0.73 0.59 0.3� P -420 290.00 8 0.14682 0.65 0.09 0.31 P -421 320.00 8 0.06834 0.30 0.02 0.07 P-422 170.00 8 - 0.23426 1.04 0.12 0.72 P -423 470.00 8 - 0.16592 0.74 0.18 0.3� P -424 270.00 8 0.11886 0.53 0.06 0.21 P -425 400.00 8 0.09257 0.41 0.05 0.13 P -426 1,160.00 8 0.26299 1.17 1.05 0.91 P -427 1,380.00 8 0.52560 2.33 4.52 3.28 P -428 300.00 10 1.18403 3.36 1.49 4.97 P -429 940.00 8 0.33672 1.49 1.35 1.44 P -430 150.00 24 - 1.13672 0.56 0.01 0.06 P -431 920.00 8 0.50634 2.24 2.81 3.06 P -433 330.00 8 0.07429 0.33 0.03 0.09 P -434 310.00 8 0.20024 0.89 0.17 0.55 P-435 300.00 8 0.22129 0.98 0.20 0.66 P -436 400.00 8 0.01024 0.05 0.00 0.00 P -437 300.00 8 0.21049 0.93 0.18 0.60 P -438 300.00 8 0.21105 0.94 0.18 0.60 P -439 400.00 8 0.00019 0.00 0.00 0.00 P -440 1 ,700.00 8 - 0.00009 0.00 0.00 0.00 P-441 980.00 24 1.78166 0.88 0.15 0.15 P -442 550.00 24 169536 1.82 0.32 0.58 P -443 330.00 8 0.51234 2.27 1.03 3.13 P -444 1,350.00 8 - 0.35634 1.58 2.15 1.60 P -445 760.00 8 0.28538 1.26 0.80 1.06 P-447 730.00 8 0.12028 0.53 0.16 0.21 P -448 330.00 8 0.07214 0.32 0.03 0.08 P -449 670.00 8 0.14346 0.64 0.20 0.30 P -450 320.00 8 - 0.66587 2.95 1.62 5.08 P -451 380.00 8 - 0.28747 1.27 0.41 1.07 P-452 590.00 8 0.18933 0.84 0.29 0.49 P -453 320.00 8 - 0.06480 0.29 0.02 0.07 P -454 1,380.00 8 - 0.15171 0.67 0.45 0.33 P -455 1,260.00 8 0.14910 0.66 0.40 0.32 P -456 320.00 8 0.07814 0.35 0.03 0.10 P-457 2,350.00 8 0.15889 0.70 0.84 0.36 P -458 300.00 10 - 0.76043 2.16 0.66 2.19 P -459 300.00 10 0.56421 1.60 0.38 1.26 P -460 287.00 8 0.03428 0.15 0.01 0.02 P-461 747.00 8 0.01994 0.09 0.01 0.01 P -462 370.00 8 0.00677 0.03 0.00 0.00 P -463 269.00 8 0.03786 0.17 0.01 0.02 P -464 643.00 8 0.03109 0.14 0.01 0.02 P-465 1,276.00 8 0.00000 0.00 0.00 0.00 P -466 1,279.00 8 - 0.01912 0.08 0.01 0.01 P -467 1,583.00 8 - 0.01912 0.08 0.01 0.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks S Conway, L.L.P. h:\ projects\ cybernet .dat\coppell \buildout.wed Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203- 755 -1666 Page 8 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report )el Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -468 1,235.00 8 0.04591 0.20 0.04 0.04 P -469 321.00 8 0.07242 0.32 0.03 0.08 P -470 291.00 8 - 0.40888 1.81 0.60 2.06 P-471 900.00 8 0.25045 1.11 0.75 0.83 P -472 660.00 8 - 0.09456 0.42 0.09 0.14 P-473 1,100.00 8 0.13425 0.60 0.29 0.26 P -474 300.00 8 0.42284 1.87 0.66 2.19 P -475 300.00 8 0.31373 1.39 0.38 1.26 P -476 1,150.00 8 - 0.09053 0.40 0.15 0.13 P-477 1,830.00 10 0.52621 1.49 2.03 1.11 P -478 1,830.00 8 0.29260 1.30 2.03 1.11 P -479 650.00 8 0.06450 0.29 0.04 0.07 P -480 293.00 8 0.10918 0.48 0.05 0.18 P -481 290.00 8 0.00026 0.00 0.00 0.00 P -482 240.00 8 - 0.06249 0.28 0.02 0.06 P -483 1,480.00 8 0.12632 0.56 0.35 0.23 P-484 430.00 8 - 0.08117 0.36 0.04 0.10 P -485 1,870.00 8 0.08417 0.37 0.21 0.11 P-486 710.00 8 0.10476 0.46 0.12 0.17 P -487 1,190.00 8 0.07927 0.35 0.12 0.10 P -488 440.00 8 - 0.08030 0.36 0.04 0.10 P -489 350.00 8 - 0.26732 1.18 0.33 0.94 P-490 350.00 8 - 0.00103 0.00 0.00 0.00 P -491 320.00 8 0.20658 0.92 0.19 0.58 P -492 670.00 12 - 0.05563 0.11 0.00 0.01 P -493 850.00 12 0.08135 0.16 0.01 0.01 P-494 230.00 8 - 0.05660 0.25 0.01 0.05 P -495 490.00 12 0.25586 0.50 0.06 0.12 P -496 480.00 12 0.63864 1.26 0.31 0.65 P -497 1,127.00 8 0.03676 0.16 0.03 0.02 P -498 780.00 12 0.37132 0.73 0.19 0.24 P-499 1,410.00 8 0.00107 0.00 0.00 0.00 P -500 820.00 8 - 0.05552 0.25 0.04 0.05 P -501 680.00 8 0.18114 0.80 0.31 0.46 P -502 667.00 8 - 0.03862 0.17 0.02 0.03 P -503 320.00 6 0.06031 0.48 0.08 0.24 P -504 1,700.00 8 0.05084 0.23 0.07 0.04 P -505 1,370.00 6 0.00523 0.04 0.00 0.00 P -506 250.00 6 0.06555 0.52 0.07 0.28 P -507 280.00 8 - 0.10670 0.47 0.05 0.17 P -508 1,040.00 6 0.00248 0.02 0.00 0.00 P -509 1,013.00 8 - 0.03862 0.17 0.03 0.03 P -510 340.00 6 0.07443 0.59 0.12 0.36 P -511 670.00 8 - 0.25112 1.11 0.56 0.83 P -512 882.00 8 0.00002 0.00 0.00 0.00 P -513 913.00 8 0.00002 0.00 0.00 0.00 P -514 1,149.00 8 - 0.09415 0.42 0.16 0.14 P -515 1,330.00 8 0.02673 0.12 0.02 0.01 P -517 310.00 24 0.59873 0.29 0.01 0.02 P -518 499.00 8 0.02673 0.12 0.01 0.01 P -519 954.00 8 - 0.40299 1.79 1.91 2.00 Distribution System Master Plan Title: City of Coppell Water Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 9 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -520 678.00 8 - 0.40299 1.79 1.36 2.0( P -521 2,020.00 16 - 0.89560 0.99 0.61 0.3( P -522 401.00 24 0.97499 0.48 0.02 0.0E P -523 870.00 16 - 1.22667 1.36 0.47 0.54 P -524 270.00 10 0.08429 0.24 0.01 0.04 P -525 270.00 16 - 0.29016 0.32 0.01 0.04 P -526 370.00 16 - 1.14642 1.27 0.18 0.47 P -527 1,480.00 8 - 0.08024 0.36 0.15 0.1 C P -528 460.00 16 - 1.72657 1.91 0.47 1.01 P -529 1,410.00 16 - 2.12193 2.35 2.09 1.48 P -530 249.00 24 0.57200 0.28 0.00 0.02 P -531 2,200.00 8 - 0.37651 1.67 3.89 1.77 P -532 1,250.00 16 0.44213 0.49 0.10 0.08 P -533 780.00 8 0.21913 0.97 0.51 0.65 P -534 870.00 16 - 0.46678 0.52 0.08 0.09 P -535 950.00 8 0.47548 2.11 2.59 2.72 P -536 490.00 16 - 2.77350 3.07 1.19 2.44 P -537 430.00 16 - 2.63757 2.92 0.95 2.22 P -538 210.00 24 3.53535 1.74 0.11 0.53 P -539 200.00 24 - 6.17292 3.04 0.30 1.49 P -540 1,450.00 12 - 1.57816 3.11 5.05 3.48 P -541 900.00 12 - 0.94344 1.86 1.21 1.34 P -542 320.00 12 0.69604 1.37 0.24 0.76 P -543 1,450.00 24 1.16431 0.57 0.10 0.07 P -544 1,190.00 8 - 0.08936 0.40 0.15 0.12 P -545 570.00 24 0.97811 0.48 0.03 0.05 P -546 675.00 8 - 0.40299 1.79 1.35 2.00 P -547 2,050.00 24 0.89627 0.44 0.09 0.04 P -548 589.00 8 0.03232 0.14 0.01 0.02 P -549 719.00 8 0.03232 0.14 0.01 0.02 P -550 358.00 8 0.11981 0.53 0.08 0.21 P -551 2,050.00 16 - 0.18756 0.21 0.03 0.02 P -552 2,270.00 12 0.31607 0.62 0.40 0.18 P -553 780.00 12 - 0.58794 1.16 0.44 0.56 P -554 880.00 12 0.83291 1.64 0.94 1.07 P -555 2,250.00 12 - 0.16293 0.32 0.12 0.05 P -556 1,420.00 12 - 0.68024 1.34 1.04 0.73 P -557 293.00 8 0.11981 0.53 0.06 0.21 P -558 880.00 12 0.82790 1.63 0.93 1.05 P -559 301.00 8 0.13880 0.62 0.08 0.28 P -560 309.00 8 0.12867 0.57 0.07 0.24 P -561 1,450.00 10 0.16173 0.46 0.18 0.12 P -562 325.00 8 0.03451 0.15 0.01 0.02 P -563 840.00 10 0.00207 0.01 0.00 0.00 P -564 363.00 8 - 0.01899 0.08 0.00 0.01 P -565 353.00 8 0.01013 0.04 0.00 0.00 P -566 849.00 8 - 0.01614 0.07 0.00 0.01 P -567 949.00 8 - 0.01108 0.05 0.00 0.00 P -568 971.00 8 0.00443 0.02 0.00 0.00 P -571 223.00 8 0.00443 0.02 0.00 0.00 P -572 298.00 8 0.00181 0.01 0.00 0.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks $ Conway, L.L.P. h:\projects\cybernet.dat\coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 10 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -573 305.00 8 - 0.01434 0.06 0.00 0.00 P -575 150.00 16 0.13675 0.15 0.00 0.01 P -576 819.00 16 0.10690 0.12 0.00 0.01 P -578 882.00 8 0.01551 0.07 0.00 0.00 P -579 984.00 8 0.01108 0.05 0.00 0.00 P -580 857.00 8 0.01434 0.06 0.00 0.00 P -581 392.00 8 0.06606 0.29 0.03 0.07 P -582 286.00 8 0.06606 0.29 0.02 0.07 P -583 135.00 8 - 0.02719 0.12 0.00 0.01 P -584 835.00 8 - 0.09415 0.42 0.11 0.14 P -585 285.00 8 0.06696 0.30 0.02 0.07 P -586 190.00 8 0.06696 0.30 0.01 0.07 P -587 302.00 8 0.06696 0.30 0.02 0.07 P -588 740.00 8 0.04027 0.18 0.02 0.03 P -589 277.00 8 - 0.05514 0.24 0.01 0.05 P -590 523.00 8 - 0.02669 0.12 0.01 0.01 P -591 420.00 12 0.25756 0.51 0.05 0.12 P -592 150.00 12 0.35297 0.70 0.03 0.22 P -593 389.00 8 0.09541 0.42 0.05 0.14 P -594 293.00 8 - 0.02845 0.13 0.00 0.01 P -595 426.00 8 - 0.09326 0.41 0.06 0.13 P -596 315.00 8 0.06480 0.29 0.02 0.07 P -597 281.00 12 - 0.37284 0.73 0.07 0.24 P -598 639.00 12 - 0.37284 0.73 0.15 0.24 P -599 944.00 8 0.00000 0.00 0.00 0.00 P -600 641.00 8 0.00002 0.00 0.00 0.00 P -601 1,210.00 8 - 0.12715 0.56 0.29 0.24 P -602 800.00 8 - 0.11822 0.52 0.17 0.21 P -603 360.00 8 - 0.12696 0.56 0.08 0.24 P -604 460.00 8 - 0.15887 0.70 0.16 0.36 P -605 700.00 8 - 0.08610 0.38 0.08 0.11 P -606 675.00 8 0.00002 0.00 0.00 0.00 P -607 1,067.00 8 - 0.07204 0.32 0.09 0.08 P -608 317.00 8 0.00002 0.00 0.00 0.00 P -609 974.00 8 0.00002 0.00 0.00 0.00 P -610 541.00 12 0.57029 1.12 0.29 0.53 P -611 1,070.00 8 0.08269 0.37 0.11 0.11 P -612 650.00 8 - 0.08969 0.40 0.08 0.12 P -613 880.00 8 0.11102 0.49 0.16 0.18 P -614 790.00 16 - 0.10763 0.12 0.00 0.01 P -615 2,010.00 8 - 0.10840 0.48 0.35 0.18 P -616 120.00 16 0.89047 0.99 0.04 0.30 ' -617 120.00 16 - 0.78790 0.87 0.03 0.24 ' -618 820.00 16 - 1.70140 1.89 0.81 0.99 ' -619 835.00 12 0.69174 1.36 0.63 0.76 ' -620 200.00 8 - 0.03533 0.16 0.00 0.02 ' -621 570.00 16 - 0.94790 1.05 0.19 0.33 ' -622 240.00 12 - 0.39892 0.79 0.07 0.27 3 -623 370.00 16 0.75669 0.84 0.08 0.22 3 -624 520.00 16 - 0.98572 1.09 0.19 0.36 ' -625 1,280.00 8 - 0.10231 0.45 0.20 0.16 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \build out. wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 11 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report 1 3 4 1 3 I Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD VS .0 [5.0037] 06/07/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 12 of 24 Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -626 610.00 12 - 0.42682 0.84 0.19 p.3 P -627 900.00 16 - 1.08804 1.21 0.39 0.4 P -628 360.00 8 0.04715 0.21 0.01 0.0 P -629 1,130.00 16 - 1.05488 1.17 0.46 0.4 P -630 530.00 8 - 0.05067 0.22 0.02 0.0 P -631 800.00 8 0.00352 0.02 0.00 0.0 P -632 710.00 12 1.06782 2.10 1.20 16' P -633 330.00 8 - 0.05067 0.22 0.01 0.01 u P -634 230.00 8 - 0.10366 0.46 0.04 0.11 P -635 290.00 8 - 0.15433 0.68 0.10 0.3 P -636 280.00 8 - 0.29303 1.30 0.31 1.1' P -637 490.00 8 - 0.05263 0.23 0.02 0.0 °. P -638 140.00 8 - 0.05938 0.26 0.01 0.0E P -639 300.00 8 - 0.14494 0.64 0.09 0.3C P -640 340.00 16 - 1.73978 1.93 0.35 1.03 P -641 840.00 8 - 0.01043 0.05 0.00 0.00 P -642 530.00 8 - 0.15536 0.69 0.18 0.34 P -643 810.00 16 - 1.78100 1.97 0.87 1.07 P -644 1,790.00 6 - 0.06605 0.52 0.51 0,29 P -645 370.00 8 0.11820 0,52 0.08 0.21 P -646 310.00 8 - 0.17084 0.76 0.13 0.41 P -647 790.00 8 0.07459 0.33 0.07 0.09 P -648 1,600.00 8 - 0.08561 0.38 0.18 0.11 P -649 320.00 8 0.03459 0.15 0.01 0.02 P -650 410.00 8 - 0.14718 0.65 0.13 0.31 P -651 310.00 8 - 0.11637 0.52 0.06 0.20 P -652 780.00 8 0.15096 0.67 0.25 0.33 P -653 300.00 8 - 0.22012 0.98 0.20 0.65 P -654 1,300.00 8 - 0.21093 0.93 0.79 0.60 P -655 350.00 8 0.19856 0.88 0.19 0.54 -� P -656 530.00 8 - 0.11328 0.50 0.10 0.19 P -657 980.00 8 0.08527 0.38 0.11 0.11 P -658 190.00 8 - 0.09138 0.41 0.02 0.13 P -659 1,030.00 8 - 0.02191 0.10 0.01 0.01 P -660 960.00 8 - 0.46566 2.06 2.51 2.62 P -661 270.00 8 0.37330 1.65 0.47 174 P -662 1,230.00 8 - 0.04135 0.18 0.04 0.03 P -663 310.00 8 - 0.54288 2.41 1.08 3.48 P -664 200.00 8 - 0.22234 0.99 0.13 0.67 P -665 710.00 8 - 0.03202 0.14 0.01 0.02 P -666 380.00 8 0.03118 0.14 0.01 0.02 P -667 600.00 8 - 0.17038 0.76 0.24 0.41 P -668 310.00 8 - 0.24694 1.09 0.25 0.81 P -669 290.00 8 - 0.32126 1.42 0.38 1.32 P -670 1,350.00 6 - 0.09606 0.76 0.77 0.57 P -671 960.00 8 - 0.10116 0.45 0.15 0.15 P -672 310.00 8 - 0.36874 1.63 0.53 1.70 P -673 640.00 8 0.20844 0.92 0.38 0.59 P -674 700.00 8 0.28509 1.26 0.74 1.06 P -675 310.00 8 - 0.55676 2.47 1.13 3.65 P -676 350.00 8 - 0.01456 0.06 0.00 0.00 1 3 4 1 3 I Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD VS .0 [5.0037] 06/07/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 12 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -677 310.00 8 - 0.34985 1.55 0.48 1.5 P -678 190.00 8 - 0.30120 1.34 0.22 1.1 P -679 1,000.00 8 - 0.33685 1.49 1.44 1.4 P -680 180.00 8 0.24168 1.07 0.14 0.7. P -681 320.00 8 0.07148 0.32 0.03 0.0 P -682 980.00 8 - 0.27738 1.23 0.98 1.01 P -683 850.00 8 - 0.04281 0.19 0.03 0.0: P -684 290.00 8 - 0.16450 0.73 0.11 0.3t P -685 140.00 8 0.13749 0.61 0.04 0.2 P -686 340.00 12 - 0.46577 0.92 0.12 0.3E P -687 860.00 8 0.06017 0.27 0.05 0.0E P -688 920.00 8 - 0.10036 0.44 0.14 0.1; P -689 830.00 8 0.08320 0.37 0.09 0.11 P -690 850.00 8 - 0.02986 0.13 0.01 0.0 2 2 P -691 620.00 12 0.94637 1.86 0.84 1.35 P -692 720.00 8 - 0.24456 1.08 0.57 0.79 P -693 710.00 8 0.08892 0.39 0.09 0.12 P -694 310.00 8 - 0.48898 2.17 0.89 2,87 P -695 310.00 8 - 0.57512 2.55 1.20 3.87 P -696 690.00 8 - 0.15116 0.67 0.22 0.33 P -697 336.00 8 - 0.77649 3.44 2.27 6.75 P -698 380.00 8 - 0.38802 1.72 0.71 1.87 P -699 1,065.00 8 - 0.12145 0.54 0.23 0.22 P -700 721.00 16 0.10952 0.12 0.00 0.01 P -701 710.00 16 0.13675 0.15 0.01 0.01 P -703 50.00 8 0.43491 1.93 0.12 2.31 P -704 700.00 16 2.84030 3.15 1.78 2.55 P -705 1,300.00 16 4.49780 4.98 7.76 5.97 P -706 730.00 8 0.31492 1.40 0.93 1.27 P -707 50.00 8 0.18275 0.81 0.02 0.46 P -708 330.00 16 2.45228 2.72 0.64 1.94 P -709 380.00 16 2.06523 2.29 0.54 1.41 P -710 310.00 16 1.60510 1.78 0.27 0.89 P -711 50.00 8 0.04161 0.18 0.00 0.03 P -712 1,270.00 8 - 0.10796 0.48 0.22 0.17 P -713 50.00 8 0.23193 1.03 0.04 0.72 P -714 1,570.00 8 0.03317 0.15 0.03 0.02 P -718 220.00 12 - 0.49633 0.98 0.09 0.41 P -719 150.00 8 0.20659 0.92 0.09 0.58 P -720 370.00 16 0.24988 0.28 0.01 0.03 P -721 390.00 16 0.04329 0.05 0.00 0.00 P -722 790.00 8 0.09450 0.42 0.11 0.14 P -723 550.00 16 0.06117 0.07 0.00 0.00 P -724 1,140.00 8 - 0.04091 0.18 0.02 0.02 P -725 120.00 8 2.39803 10.63 6.54 54.48 P -726 250.00 16 - 2.22326 2.46 0.40 1.62 P -727 700.00 16 - 0.27479 0.30 0.02 0.03 P -728 640.00 8 0.93760 4.16 6.12 9.57 P -730 485.00 8 - 0.25032 1.11 0.40 0.83 P -731 510.00 8 - 0.10732 0.48 0.09 0.17 P -751 90.00 8 0.61061 2.71 0.39 4.32 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks S Conway, L.L.P. h:\ projects\ cybernet .dat \coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 13 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (fU1000ft) P -752 530.00 8 0.24078 1.07 0.41 0.77 P -753 530.00 16 0.29491 0.33 0.02 0.04 P -754 470.00 6 0.02484 0.20 0.02 0.05 P -755 750.00 8 - 0.01941 0.09 0.01 0.01 P -756 300.00 6 0.01204 0.09 0.00 0.01 P -758 300.00 8 0.06637 0.29 0.02 0.07 P -759 290.00 8 - 0.03473 0.15 0.01 0.02 P -760 430.00 8 0.13035 0.58 0.11 0.25 P -762 130.00 8 0.01429 0.06 0.00 0.00 P -763 1,750.00 16 0.08979 0.10 0.01 0.00 P -764 690.00 8 - 0.14028 0.62 0.20 0.28 P -765 300.00 8 - 0.05978 0.26 0.02 0.06 P -767 330.00 8 - 0.05925 0.26 0.02 0.06 P -769 560.00 8 - 0.10689 0.47 0.10 017 P -772 370.00 8 0.08621 0.38 0.04 0.12 P -773 1,070.00 8 0.03214 0.14 0.02 0.02 P -774 730.00 8 0.03465 0.15 0.02 0.02 P -777 340.00 12 0.39760 0.78 0.09 0.27 P -781 300.00 8 - 0.02176 0.10 0.00 0.01 P -782 480.00 8 - 0.24043 1.07 0.37 0.77 P -783 490.00 8 0.06742 0.30 0.04 0.07 P -784 800.00 6 - 0.08918 0.70 0.40 0.50 P -787 330.00 8 - 0.07714 0.34 0.03 0.09 P -788 570.00 8 - 0.00972 0.04 0.00 0.00 P -789 300.00 8 - 0.04605 0.20 0.01 0.04 P -790 300.00 8 0.04978 0.22 0.01 0.04 P -791 400.00 8 0.08406 0.37 0.04 0.11 P -792 110.00 8 - 0.34809 1.54 0.17 1.53 P -793 320.00 16 - 0.43142 0.48 0.02 0.08 P -794 320.00 8 - 0.22974 1.02 0.23 0.71 P -796 740.00 12 0.47992 0.95 0.28 0.38 P -797 450.00 8 0.09103 0.40 0.06 0.13 P -798 400.00 12 0.28253 0.56 0.06 0.14 P -799 380.00 8 - 0.23008 1.02 0.27 0.71 P -800 160.00 12 0.27282 0.54 0.02 0.14 P -801 1,190.00 8 - 0.09202 0.41 0.15 0.13 P -802 910.00 12 - 0.83895 1.65 0.98 1.08 P -803 110.00 8 - 0.57034 2.53 0.42 3.81 P -804 1,450.00 8 0.20740 0.92 0.85 0.59 P -805 570.00 8 - 0.06403 0.28 0.04 0.07 P -806 1,450.00 16 - 1.19718 1.33 0.75 0.51 P -807 320.00 6 0.00834 0.07 0.00 0.01 P -808 610.00 8 - 0.01337 0.06 0.00 0.00 P -810 1,160.00 6 - 0.03754 0.30 0.12 0.10 P -811 140.00 8 0.02538 0.11 0.00 0.01 P -812 200.00 8 - 0.20468 0.91 0.11 0.57 P -813 460.00 6 - 0.00386 0.03 0.00 0.00 P -814 290.00 8 - 0.20082 0.89 0.16 0.55 P -815 260.00 6 - 0.03811 0.30 0.03 0.10 P -816 290.00 6 - 0.04840 0.38 0.05 0.16 P -817 710.00 6 - 0.03203 0.25 0.05 0.07 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h :\projects\cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 14 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 15 of 24 Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -818 770.00 6 - 0.08372 0.66 0.34 0.4 P -819 590.00 8 - 0.16271 0.72 0.22 0.3' P -820 320.00 6 - 0.07061 0.56 0.10 0.3: P -821 760.00 6 - 0.02011 0.16 0.02 0.0: P -822 220.00 6 0.05421 0.43 0.04 0.2( P -823 1,060.00 6 - 0.05871 0.46 0.24 0.2; P -824 230.00 8 - 0.25923 1.15 0.20 0.8f P -825 240.00 8 - 0.32009 1.42 0.31 1.31 P -826 1,080.00 6 - 0.06085 0.48 0.27 0.2E P -827 380.00 8 - 0.48406 2.15 1.07 2.81 P -828 1,180.00 6 0.06396 0.50 0.32 0.27 �} P -829 330.00 8 - 0.17667 0.78 0.14 0.44 P -830 810.00 12 0.38790 0.76 0.21 0.26 P -831 390.00 8 - 0.47946 2.13 1.08 2.76 P -832 1,920.00 8 - 0.24510 1.09 1.53 0.80 P -833 490.00 6 - 0.11214 0.88 0.37 0.76 P -834 690.00 8 - 0.35425 1.57 1.09 1.58 P -835 720.00 6 - 0.31786 2.50 3.77 5.24 P -836 300.00 6 - 0.19541 1.54 0.64 2.13 P -837 910.00 6 - 0.16378 1.29 1.40 1.54 P -838 610.00 8 - 0.30470 1.35 0.73 1.19 P -839 610.00 12 - 0.03169 0.06 0.00 0.00 P -840 1,260.00 6 - 0.19341 1.52 2.63 2.09 P -841 1,160.00 6 - 0.19180 1.51 2.39 2.06 P -842 1,150.00 8 - 0.33542 1.49 1.64 1.43 P -843 700.00 12 - 0.38424 0.76 0.18 0.25 P -844 300.00 6 - 0.10884 0.86 0.22 0.72 P -845 180.00 8 - 0.14606 0.65 0.06 0.31 P -846 290.00 8 - 0.22208 0.98 0.19 0.66 P -847 1,450.00 6 - 0.07602 0.60 0.54 0.37 P -848 410.00 6 - 0.09885 0.78 0.25 0.60 P -849 1,220.00 6 - 0.09701 0.76 0.71 0.58 P -850 1,140.00 6 - 0.07663 0.60 0.43 0.38 P -851 660.00 6 - 0.05931 0.47 0.15 0.23 P -852 1,590.00 6 0.11249 0.89 1.22 0.77 P -853 300.00 6 0.05157 0.41 0.05 0.18 P -854 710.00 6 0.09984 0.79 0.44 0.61 P -855 600.00 6 - 0.20238 1.59 1.36 2.27 P -856 300.00 12 0.21933 0.43 0.03 0.09 P -857 1,340.00 6 - 0.23970 1.89 4.16 3.11 P -858 500.00 12 - 0.02805 0.06 0.00 0.00 P -859 1,430.00 8 - 0.49496 2.19 4.19 2.93 P -860 330.00 6 - 0.23393 1.84 0.98 2.97 P -861 440.00 12 0.32587 0.64 0.08 0.19 P -862 740.00 8 0.24342 1.08 0.58 0.79 P -863 1,160.00 6 - 0.19481 1.54 2.46 2.12 P -864 1,510.00 6 - 0.18074 1.42 2.78 1.84 P -871 240.00 8 - 0.40442 1.79 0.48 2.02 P -872 680.00 8 - 0.47441 2.10 1.84 2.71 P -874 730.00 8 - 0.28972 1.28 0.79 1.09 P -875 1,740.00 8 0.11248 0.50 0.33 0.19 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 15 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report a 10 0. Label Length (ft) Diameter (in) Discharge (mgd) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -876 730.00 16 - 1.40966 1.56 0.51 0.7 P -877 300.00 8 - 0.01356 0.06 0.00 0.0 P -878 290.00 6 - 0.07435 0.59 0.10 0.31 P -880 760.00 6 - 0.06243 0.49 0.20 0.21 P -881 920.00 8 - 0.08791 0.39 0.11 0.1: P -882 560.00 6 0.00525 0.04 0.00 0.01 P -883 390.00 8 - 0.15034 0.67 0.13 0.3: P -884 630.00 8 0.00871 0.04 0.00 0.0( P -885 1,200.00 8 0.10666 0.47 0.21 0.1 - 4 P -886 590.00 8 - 0.15607 0.69 0.20 0.3f P -887 720.00 8 - 0.14735 0.65 0.22 0.31 P -888 360.00 8 0.32042 1.42 0.47 1.31 P -889 90.00 16 - 0.95491 1.06 0.03 0.34 P -891 1,330.00 8 - 0.22246 0.99 0.89 0.67 P -892 910.00 8 - 0.05353 0.24 0.04 0.05 P -893 980.00 8 - 0.51087 2.26 3.05 3.11 P -894 290.00 8 - 0.23215 1.03 0.21 0.72 P -895 1,950.00 8 - 0.21080 0.93 1.18 0.60 P -896 990.00 8 - 0.30115 1.33 1.16 1.17 P -897 550.00 10 0.27980 0.79 0.19 0.34 P -898 1,000.00 10 0.64994 1.84 1.64 1.64 P -900 1,650.00 8 0.30651 1.36 1.99 1.21 P -901 1,370.00 8 0.64390 2.85 6.54 4.77 P -902 1,320.00 12 0.17991 0.35 0.08 0.06 P -903 1,400.00 12 0.25496 0.50 0.17 0.12 P -904 1,660.00 12 0.30433 0.60 0.27 0.17 P -905 1,260.00 12 0.09738 0.19 0.03 0.02 P -906 6,320.00 24 - 4.78603 2.36 5.87 0.93 P -1001 850.00 12 - 0.89884 1.77 1.04 1.23 P -1002 760.00 8 - 0.24631 1.09 0.61 0.80 P -1003 260.00 8 - 0.36433 1.61 0.43 1.66 P -1005 210.00 12 - 1.14023 2.25 0.40 1.91 P -1006 360.00 8 - 0.28974 1.28 0.39 1.09 P -1008 580.00 8 - 0.07620 0.34 0.05 0.09 P -1009 780.00 8 - 0.01191 0.05 0.00 0.00 P -1010 870.00 8 0.05506 0.24 0.04 0.05 P -1011 270.00 12 - 1.06204 2.09 0.45 1.67 P -1012 1,160.00 8 0.16622 0.74 0.45 0.39 ' -1013 170.00 8 0.03152 0.14 0.00 0.02 ' -1014 260.00 12 - 1.03051 2.03 0.41 1.58 3 -1015 940.00 8 - 0.01439 0.06 0.00 0.00 ' -1016 1,250.00 8 0.13394 0.59 0.33 0.26 3 -1017 430.00 8 0.23987 1.06 0.33 0.77 3 -1018 280.00 8 - 0.37381 1.66 0.49 1.74 3 -1019 270.00 8 0.30911 1.37 0.33 1.23 ' -1020 1,030.00 12 - 0.65910 1.30 0.71 0.69 ' -1021 400.00 12 - 0.84703 1.67 0.44 1.10 ' -1022 410.00 8 0.08973 0.40 0.05 0.12 ' -1023 600.00 8 - 0.06536 0.29 0.04 0.07 ' -1024 310.00 8 - 0.12043 0.53 0.07 0.21 ' -1025 270.00 8 - 0.02689 0.12 0.00 0.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 16 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (fbs) Pipe Gradient Headloss (ft/1000ft) (ft) P -1026 250.00 8 - 0.26285 1.17 0.23 0.91 P -1027 890.00 8 - 0.09299 0.41 0.12 0.13 P -1028 1,260.00 8 - 0.07708 0.34 0.12 0.09 P -1029 310.00 8 0.31325 1.39 0.39 1.26 P -1030 330.00 10 - 0.42483 1.21 0.25 0.74 P -1031 300.00 10 - 0.73808 2.09 0.62 2.07 P -1032 300.00 8 - 0.11438 0.51 0.06 0.19 P -1033 340.00 8 - 0.06739 0.30 0.02 0.07 P -1034 1,080.00 8 - 0.04700 0.21 0.04 0.04 P -1035 600.00 8 0.03862 0.17 0.02 0.03 P -1036 530.00 8 - 0.17194 0.76 0.22 0.41 P -1037 290.00 8 - 0.22880 1.01 0.20 0.70 P -1038 690.00 8 - 0.40074 1.78 1.37 1.98 P -1039 240.00 8 0.13882 0.62 0.07 0.28 P -1040 570.00 10 - 0.59925 1.70 0.80 1.41 P -1041 990.00 8 - 0.09919 0.44 0.15 0.15 P -1042 1,000.00 8 - 0.38119 1.69 1.81 1.81 P -1043 150.00 10 1.14318 3.24 0.70 4.66 P -1044 240.00 10 0.56739 1.61 0.31 1.27 P -1045 1,060.00 8 0.70158 3.11 5.93 5.59 P -1046 180.00 10 0.29122 0.83 0.07 0.37 P -1047 1,370.00 8 0.27617 1.22 1.36 0.99 P -1048 890.00 8 - 0.19950 0.88 0.48 0.54 P -1049 560.00 8 - 0.15551 0.69 0.19 0.34 P -1050 880.00 8 - 0.24040 1.07 0.68 0.77 P -1051 230.00 8 0.58308 2.58 0.91 3.97 P -1052 230.00 8 - 0.25273 1.12 0.19 0.84 P -1053 240.00 8 - 0.38328 1.70 0.44 1.83 P -1054 560.00 8 0.27373 1.21 0.55 0.98 P -1055 940.00 12 - 0.93283 1.84 1.24 1.32 P -1056 280.00 12 - 0.97877 1.93 0.40 1.44 P -1057 1,060.00 8 - 0.04371 0.19 0.03 0.03 P -1058 990.00 8 - 0.05504 0.24 0.05 0.05 P -1059 280.00 12 - 1.03381 2.04 0.45 1.59 P -1060 280.00 8 - 0.33010 1.46 0.39 1.38 P -1061 280.00 8 - 0.36309 1.61 0.46 1.65 P -1062 180.00 8 0.13096 0.58 0.04 0.25 P -1063 320.00 8 - 0.02791 0.12 0.00 0.01 P -1064 1,030.00 8 - 0.15230 0.68 0.34 0.33 P -1065 2,390.00 8 0.09668 0.43 0.34 0.14 P -1071 690.00 8 - 0.13551 0.60 0.18 0.27 P -1072 930.00 8 - 0.04551 0.20 0.03 0.04 P -1073 280.00 8 - 0.40561 1.80 0.57 2.03 P -1074 250.00 12 - 1.07932 2.13 0.43 1.72 P -1075 680.00 8 - 0.21671 0.96 0.43 0.64 P -1076 320.00 12 - 1.02911 2.03 0.50 1.58 P -1077 350.00 8 - 0.11458 0.51 0.07 0.20 P -1078 320.00 8 - 0.18061 0.80 0.15 0.45 P -1079 740.00 8 0.04364 0.19 0.02 0.03 P -1080 460.00 8 - 0.15822 0.70 0.16 0.35 P -1081 180.00 8 0.32812 1.45 0.25 1.37 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 17 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report iW i. Ell 6 IR F 10 0 Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1082 970.00 8 - 0.36296 1.61 1.60 1.6 P -1083 800.00 12 - 1.26627 2.49 1.85 2.3; P -1084 520.00 10 0.81560 2.31 1.30 2.4! P -1085 500.00 8 0.31780 1.41 0.65 1.2! P -1088 270.00 8 - 0.11638 0.52 0.05 0.21 P -1089 315.00 8 - 0.11638 0.52 0.06 0.2( P -1090 550.00 8 - 0.12032 0.53 0.12 0.2' P -1091 680.00 8 - 0.08232 0.36 0.07 0.1 . P -1092 320.00 8 - 0.34141 1.51 0.47 1.4� P -1093 140.00 6 - 0.03729 0.29 0.01 0.1( P -1094 310.00 12 - 1.07212 2.11 0.53 1.7( P -1095 990.00 6 - 0.07826 0.62 0.39 0.3E P -1096 280.00 8 - 0.32736 1.45 0.38 1.3E P -1097 330.00 6 0.04096 0.32 0.04 0.12 P -1098 320.00 6 - 0.04464 0.35 0.04 0.14 P -1099 280.00 6 - 0.17363 1.37 0.48 1.71 P -1100 550.00 8 - 0.37075 1.64 0.94 1.72 P -1101 180.00 8 - 0.29087 1.29 0.20 1.10 P -1102 220.00 8 - 0.53985 2.39 0.76 3.44 P -1103 320.00 12 - 1.35760 2.67 0.84 2.64 P -1104 530.00 16 - 1.25517 1.39 0.30 0.56 P -1105 300.00 12 - 1.49599 2.95 0.95 3.15 P -1106 870.00 16 - 1.83197 2.03 0.98 1.13 P -1107 310.00 6 - 0.14773 1.16 0.39 1.27 P -1108 440.00 6 - 0.09588 0.76 0.25 0.57 P -1109 510.00 6 - 0.13988 1.10 0.58 1.15 P -1110 470.00 6 - 0.02590 0.20 0.02 0.05 P -1111 320.00 12 - 1.14976 2.27 0.62 1.94 P -1112 680.00 8 - 0.03629 0.16 0.02 0.02 P -1113 640.00 8 - 0.20099 0.89 0.35 0.55 P -1114 180.00 12 - 1.12313 2.21 0.33 1.86 P -1115 380.00 8 - 0.45618 2.02 0.96 2.52 P -1116 440.00 8 - 0.73566 3.26 2.69 6.11 P -1117 1,240.00 8 - 0.36979 1.64 2.12 1.71 P -1118 330.00 8 - 0.36587 1.62 0.55 1.67 P -1119 1,020.00 8 - 0.31518 1.40 1.30 1.27 P -1120 920.00 8 - 0.75662 3.35 5.92 6.43 P -1121 400.00 8 - 0.25223 1.12 0.34 0.84 P -1122 750.00 12 - 1.80427 3.55 3.35 4.46 P -1124 640.00 16 - 2.44273 2.71 1.23 1.93 P -1125 310.00 16 - 4.39248 4.87 1.77 5.71 P -1126 440.00 16 - 2.32140 2.57 0.77 1.75 P -1127 1,010.00 8 - 0.49880 2.21 3.00 2.97 P -1128 500.00 12 - 1.28115 2.52 1.18 2.37 P -1129 400.00 8 0.13815 0.61 0.11 0.28 P -1130 910.00 12 - 1.07832 2.12 1.57 1.72 P -1131 320.00 8 - 0.29250 1.30 0.35 1.11 P -1132 1,070.00 12 - 1.29681 2.55 2.59 2.42 P -1133 320.00 8 - 0.58436 2.59 1.28 3.99 P -1134 200.00 16 - 1.89859 2.10 0.24 1.21 P -1135 290.00 12 - 1.26300 2.49 0.67 2.31 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] >� 06/07/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 18 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mgd) (ft/s) Pipe Gradient Headloss (fU1000ft) (ft) 0 so 0 01 0 so 0 P -1136 310.00 12 - 2.15645 4.25 1.93 6.2' P -1138 220.00 6 - 0.30489 2.40 1.07 4.8: P -1139 270.00 12 - 1.86750 3.68 1.28 4.7E P -1140 280.00 6 - 0.26939 2.12 1.08 3.8E P -1141 550.00 12 - 1.93412 3.81 2.79 5.OE P -1143 1,110.00 8 - 0.34635 1.54 1.68 1.51 P -1145 910.00 6 - 0.10781 0.85 0.64 0.71 P -1146 420.00 8 - 0.53509 2.37 1.42 3.3£ P -1147 310.00 8 - 0.45885 2.03 0.79 2.54 P -1148 390.00 8 - 0.03295 0.15 0.01 0.02 P -1149 800.00 8 0.03820 0.17 0.02 0.03 P -1150 400.00 16 - 4.95827 5.49 2.86 7.15 P -1151 260.00 8 0.59143 2.62 1.06 4.08 P -1152 580.00 8 0.27304 1.21 0.57 0.97 P -1154 890.00 8 - 0.61462 2.72 3.90 4.38 P -1155 560.00 16 - 5.12786 5.68 4.26 7.61 P -1156 850.00 8 0.02879 0.13 0.01 0.02 P -1157 300.00 6 0.06284 0.50 0.08 0.26 P -1158 850.00 8 - 0.02693 0.12 0.01 0.01 P -1159 1,180.00 8 - 0.67417 2.99 6.13 5.20 P -1160 280.00 8 - 0.45763 2.03 0.71 2.54 P -1161 270.00 8 - 1.02433 4.54 3.04 11.27 P -1162 280.00 8 - 0.54295 2.41 0.97 3.48 P -1163 870.00 8 0.08532 0.38 0.10 0.11 P -1164 810.00 8 - 0.13806 0.61 0.22 0.28 P -1165 290.00 12 - 1.80527 3.56 1.30 4.47 P -1166 640.00 12 - 2.01576 3.97 3.51 5.48 P -1174 840.00 8 - 0.49412 2.19 2.45 2.92 P -1176 1,320.00 6 - 0.18499 1.46 2.54 1.92 P -1177 640.00 8 - 0.20416 0.90 0.36 0.57 P -1178 260.00 16 - 5.33203 5.91 2.13 8.18 P -1179 660.00 16 - 6.95234 7.70 8.82 1337 P -1180 440.00 10 1.49452 4.24 3.37 7.65 P -1181 100.00 36 - 12.62535 2.76 0.08 0.78 P -1182 300.00 30 - 13.57411 4.28 0.65 2.16 P -1183 520.00 12 0.51974 1.02 0.23 0.45 P -1184 930.00 16 5.49993 6.09 8.05 8.66 P -1185 960.00 16 4.32559 4.79 5.33 5.55 P -1186 1,330.00 8 - 0.56962 2.52 5.06 3.80 P -1187 180.00 8 - 1.11340 4.94 2.37 13.16 P -1188 160.00 30 3.08665 0.97 0.02 0.14 P -1189 310.00 8 - 0.38069 1.69 0.56 1.80 P -1190 310.00 8 - 0.13715 0.61 0.08 0.27 ' -1191 180.00 8 - 0.81927 3.63 1.34 7.45 : 460.00 16 3.41407 3.78 1.65 3.58 ' -1193 260.00 10 - 0.53207 1.51 0.29 1.13 :'-1194 630.00 16 2.53626 2.81 1.30 2.07 %1195 720.00 16 1.41005 1.56 0.50 0.70 :'-1196 220.00 10 - 0.63198 1.79 0.34 1.55 ' -1197 570.00 16 - 0.45968 0.51 0.05 0.09 ' - 1198 710.00 16 - 0.94379 1.05 0.24 0.33 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] �I 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 19 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge I Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1199 220.00 8 0.33848 1.50 0.32 1.4 P -1200 690.00 8 0.41364 1.83 1.45 2.1 P -1201 320.00 8 0.22487 1.00 0.22 0.6 P -1202 1,150.00 6 - 0.11360 0.90 0.90 0.7 P -1203 970.00 6 - 0.10435 0.82 0.65 0.6� P -1204 330.00 8 0.25020 1.11 0.27 0.8: P -1205 320.00 10 - 0.52763 1.50 0.36 1.1 P -1206 270.00 8 - 0.33193 1.47 0.38 1.4( P -1207 1,180.00 8 - 0.25454 1.13 1.01 0.8E P -1209 230.00 8 - 0.41976 1.86 0.50 2.1 E P -1210 840.00 6 0.08783 0.69 0.41 0.4E P -1211 290.00 10 - 0.45962 1.30 0.25 0.8E P -1221 330.00 8 0.48204 2.14 0.92 2.79 P -1222 970.00 6 - 0.09692 0.76 0.56 0.58 P -1223 300.00 8 - 0.34712 1.54 0.46 1.52 P -1224 320.00 10 0.43071 1.22 0.24 0.76 P -1225 820.00 10 - 0.86747 2.46 2.29 2.79 P -1226 580.00 8 - 0.33047 1.46 0.80 1.39 P -1227 270.00 10 - 1.19851 3.40 1.37 5.09 P -1228 270.00 8 0.12638 0.56 0.06 0.23 P -1229 270.00 10 - 1.41998 4.03 1.88 6.96 P -1230 1,150.00 8 - 0.22147 0.98 036 0.66 P -1231 500.00 10 - 1.59017 4.51 4.29 8.59 P -1232 290.00 8 0.04292 0.19 0.01 0.03 P -1233 330.00 10 - 1.60162 4.54 2.87 8.70 P -1234 1,410.00 6 0.01145 0.09 0.02 0.01 P -1237 2,150.00 8 - 0.24157 1.07 1.67 0.78 P -1239 1,160.00 6 - 0.15067 1.19 1.53 1.32 P -1240 1,170.00 8 0.23501 1.04 0.86 0.74 P -1241 980.00 6 - 0.02031 0.16 0.03 0.03 P -1242 740.00 8 0.02868 0.13 0.01 0.02 P -1243 270.00 6 - 0.14924 1.18 0.35 1.29 P -1244 1,170.00 6 - 0.10384 0.82 0.77 0.66 P -1245 750.00 6 - 0.15968 1.26 1.10 1.46 P -1246 270.00 8 0.17715 0.79 0.12 0.44 P -1247 310.00 8 - 0.79104 3.51 2.17 6.99 P -1248 270.00 8 - 0.45421 2.01 0.68 2.50 P -1249 280.00 10 - 0.24517 0.70 0.08 0.27 P -1250 490.00 10 0.46848 1.33 0.44 0.89 ' -1251 330.00 10 0.19447 0.55 0.06 0.18 ' -1252 1,200.00 6 - 0.15595 1.23 1.68 1.40 ' -1253 1,040.00 8 0.23624 1.05 0.77 0.75 ' -1254 250.00 8 - 0.50434 2.24 0.76 3.04 ' -1255 340.00 8 - 0.32819 1.45 0.47 1.37 3 -1256 780.00 8 - 0.09713 0.43 0.11 0.14 ' -1257 180.00 8 - 0.12749 0.57 0.04 0.24 ' -1258 820.00 6 - 0.12167 0.96 0.73 0.89 ' -1259 320.00 6 - 0.12594 0.99 0.30 0.94 ' -1260 920.00 6 - 0.04901 0.39 0.15 0.16 ' -1261 200.00 8 - 0.25342 1.12 0.17 0.85 ' -1262 320.00 8 0.53397 2.37 1.08 3.37 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 20 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report 0 1 lot # 0 } W 0 0 6 w -' s 0 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h : \projects\cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06107/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 21 of 24 Label Length (ft) Diameter (in) Discharge (mgd) Velocity (fUs) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -1263 370.00 8 0.53142 2.36 1.24 3.34 P -1264 790.00 6 - 0.19969 1.57 1.75 2.22 P -1265 300.00 8 0.11044 0.49 0.05 0.18 P -1266 300.00 8 0.00247 0.01 0.00 0.00 P -1267 850.00 6 - 0.13173 1.04 0.87 1.03 P -1268 660.00 10 - 0.57878 1.64 0.87 1.32 P -1269 380.00 8 0.46218 2.05 0.98 2.58 P -1270 360.00 10 - 0.71052 2.02 0.70 1.93 P -1271 230.00 6 0.05373 0.42 0.04 0.19 P -1272 340.00 6 0.09587 0.76 0.19 0.57 P -1273 760.00 6 - 0.12117 0.95 0.67 0.88 P -1274 1,060.00 10 - 0.69367 1.97 1.96 1.85 P -1275 350.00 6 - 0.24920 1.96 1.17 3.34 P -1276 330.00 10 0.21928 0.62 0.07 0.22 P -1277 380.00 10 - 0.59347 1.68 0.53 1.38 P -1278 1,220.00 8 - 0.42777 1.90 2.73 2.24 P -1279 680.00 8 0.35278 1.56 1.06 1.57 P -1280 870.00 8 - 0.07499 0.33 0.08 0.09 P -1281 380.00 8 - 0.05708 0.25 0.02 0.05 P -1282 270.00 8 - 0.45858 2.03 0.69 2.54 P -1283 270.00 8 - 0.37435 1.66 0.47 1.75 P -1284 1,200.00 8 0.13724 0.61 0.33 0.27 P -1285 270.00 8 - 0.43877 1.94 0.63 2.35 P -1286 1,070.00 6 0.06442 0.51 0.29 0.27 P -1287 240.00 8 - 0.47971 2.13 0.66 2.77 P -1288 940.00 6 0.06434 0.51 0.26 0.27 P -1289 320.00 8 - 0.68775 3.05 1.73 5.39 P -1290 770.00 8 0.20804 0.92 0.45 0.59 P -1291 290.00 8 - 1.05002 4.65 3.42 11.80 P -1292 1,140.00 6 0.30696 2.42 5.60 4.91 P -1293 400.00 8 - 1.34553 5.96 7.47 18.68 P -1294 1,020.00 12 - 2.36687 4.66 7.53 7.38 P -1295 1,150.00 12 1.44390 2.84 3.40 2.95 P -1296 250.00 8 - 0.38773 1.72 0.47 1.86 P -1297 270.00 8 - 0.45207 2.00 0.67 2.48 P -1299 270.00 8 - 0.38922 1.73 0.51 1.88 P -1300 410.00 8 - 0.52646 2.33 1.35 3.29 P -1301 280.00 8 0.45147 2.00 0.69 2.47 P -1302 240.00 10 - 0.63353 1.80 0.37 1.56 P -1303 1,090.00 8 0.00317 0.01 0.00 0.00 P -1304 330.00 10 - 0.67041 1.90 0.57 1.73 P -1305 390.00 8 0.01598 0.07 0.00 0.01 P -1306 1,790.00 8 - 0.02407 0.11 0.02 0.01 P -1307 260.00 8 0.26877 1.19 0.25 0.95 P -1308 300.00 8 - 0.05958 0.26 0.02 0.06 P -1309 520.00 6 - 0.19432 1.53 1.10 2.11 P -1310 300.00 8 - 0.31804 1.41 0.39 1.29 P -1311 380.00 6 - 0.04997 0.39 0.06 0.17 P -1312 550.00 8 - 0.46190 2.05 1.42 2.58 P -1313 440.00 6 - 0.41161 3.24 3.72 8.46 P -1314 1,000.00 8 - 0.58155 2.58 3.95 3.95 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h : \projects\cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06107/04 02:38:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 21 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mgd) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1315 470.00 12 - 0.56505 1.11 0.24 0.52 P -1316 540.00 6 0.09906 0.78 0.33 0.60 P -1317 1,010.00 8 0.02860 0.13 0.02 0.01 P -1318 130.00 12 - 0.62861 1.24 0.08 0.63 P -1319 290.00 8 - 0.58790 2.61 1.17 4.03 P -1320 390.00 8 - 0.15131 0.67 0.13 0.33 P -1321 1,100.00 8 - 0.19454 0.86 0.57 0.52 P -1322 550.00 8 - 0.47665 2.11 1.50 2.73 P -1323 950.00 8 - 0.13576 0.60 0.25 0.27 P -1324 440.00 8 - 0.38094 1.69 0.79 1.81 P -1325 350.00 10 - 0.90501 2.57 1.06 3.02 P -1326 990.00 8 - 0.49791 2.21 2.93 2.96 P -1327 310.00 10 - 0.69439 1.97 0.57 1.85 P -1328 370.00 8 - 0.35112 1.56 0.57 1.55 P -1329 490.00 8 - 0.06478 0.29 0.03 0.07 P -1330 510.00 8 - 0.14099 0.62 0.15 0.29 P -1331 860.00 8 - 0.24508 1.09 0.69 0.80 P -1332 320.00 8 - 0.41838 1.85 0.69 2.15 P -1333 1,030.00 8 - 0.41580 1.84 2.19 2.12 P -1334 260.00 8 - 0.27300 1.21 0.25 0.97 P -1335 1,050.00 8 - 0.32132 1.42 1.38 1.32 P -1336 290.00 8 - 0.25868 1.15 0.26 0.88 P -1337 1,120.00 8 - 0.12580 0.56 0.26 0.23 P -1338 410.00 8 - 0.17371 0.77 0.17 0.42 P -1339 430.00 8 - 0.24662 1.09 0.35 0.81 P -1340 830.00 8 - 0.42033 1.86 1.80 2.17 P -1341 440.00 8 - 0.28066 1.24 0.45 1.03 P -1342 320.00 8 - 0.37734 1.67 0.57 1.77 P -1343 1,260.00 8 - 0.05546 0.25 0.06 0.05 P -1344 200.00 8 - 0.76947 3.41 1.33 6.64 P -1345 310.00 8 - 0.58410 2.59 1.23 3.98 P -1346 770.00 8 - 0.18537 0.82 0.37 0.48 P -1347 310.00 8 - 0.24750 1.10 0.25 0.81 P -1348 970.00 8 - 0.33660 1.49 1.39 1.44 P -1349 520.00 8 - 0.71717 3.18 3.03 5.83 P -1350 740.00 8 - 0.33887 1.50 1.08 1.45 P -1351 700.00 8 0.09136 0.40 0.09 0.13 P -1352 300.00 8 0.46015 2.04 0.77 2.56 P -1353 290.00 8 - 1.17732 5.22 4.23 14.59 P -1354 290.00 8 0.12355 0,55 0.07 0.22 P -1355 460.00 8 - 0.32679 1.45 0.63 1.36 P -1356 280.00 8 - 0.75412 3.34 1.79 6.39 P -1358 270.00 8 - 1.08091 4.79 3.36 12.45 P -1359 790.00 12 0.95081 1.87 1.08 1.36 P -1361 860.00 12 - 0.96609 1.90 1.21 1.40 P -1362 2,650.00 24 - 5.84477 2.88 3.56 1.35 P -1363 280.00 12 - 0.24490 0.48 0.03 0.11 P -1364 1,070.00 8 - 0.01378 0.06 0.00 0.00 P -1365 780.00 12 - 0.32038 0.63 0.14 0.18 P -1367 3,290.00 24 - 6.34741 3.13 5.16 1.57 P -1368 470.00 8 - 0.25105 1.11 0.39 0.83 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 22 of 24 Scenario: Max HOUR Steady State Analysis Pipe Report f' ■ , Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -1369 390.00 8 - 0.33082 1.47 0.54 1.3 P -1372 250.00 8 0.33984 1.51 0.37 14 P -1373 300.00 10 - 0.78695 2.23 0.70 2.3; P -1374 1,230.00 8 - 0.20439 0.91 0.70 0.5' P -1375 630.00 8 - 0.00775 0.03 0.00 0.01 P -1376 780.00 10 - 0.90499 2.57 2.36 3.0, P -1377 1,630.00 8 0.33794 1.50 2.36 1.4: P -1378 300.00 10 1.36873 3.88 1.95 6.5( P -1381 580.00 30 14.98317 4.72 1.50 2.5� P -1383 720.00 6 0.00000 0.00 0.00 0.0C P -1384 2,210.00 16 1.40906 1.56 1.54 0.7C P -1405 340.00 8 0.27854 1.23 0.34 1.01 P -1406 390.00 8 0.28990 1.28 0.42 1.05 P -1407 420.00 8 0.10885 0.48 0.07 0.18 P -1408 1,940.00 8 - 0.04764 0.21 0.07 0.04 P -1409 300.00 8 - 0.20230 0.90 0.17 0.56 P -1410 650.00 12 1.21078 2.39 1.39 2.13 P -1411 300.00 8 - 0.03445 0.15 0.01 0.02 P -1412 310.00 8 - 0.35368 1.57 0.49 1.57 P -1413 780.00 8 0.02134 0.09 0.01 0.01 P -1414 1,130.00 8 - 0.09758 0.43 0.16 0.14 P -1415 200.00 8 - 0.52485 2.33 0.65 3.27 P -1416 780.00 8 0.17117 0.76 0.32 0.41 P -1417 340.00 12 0.68593 1.35 0.25 0.74 P -1418 1,060.00 8 0.17748 0.79 0.46 0.44 P -1419 420.00 12 0.50846 1.00 0.18 0.43 P -1420 830.00 8 0.04579 0.20 0.03 0.04 P -1421 590.00 8 0.00964 0.04 0.00 0.00 P -1423 310.00 8 0.07625 0.34 0.03 0.09 P -1424 580.00 8 0.18866 0.84 0.28 0.49 P -1425 570.00 12 0.03459 0.07 0.00 0.00 P -1426 230.00 12 - 0.15408 0.30 0.01 0.05 P -1427 200.00 8 - 0.47387 2.10 0.54 2.70 P -1428 520.00 8 - 0.08356 0.37 0.06 0.11 P -1429 960.00 8 - 0.09504 0.42 0.13 0.14 P -1430 260.00 8 0.24623 1.09 0.21 0.80 P -1431 460.00 8 - 0.16406 0.73 0.17 0.38 P -1432 330.00 8 - 0.18540 0.82 0.16 0.48 P -1433 260.00 8 - 0.04823 0.21 0.01 0.04 P -1451 1,470.00 8 0.09148 0.41 0.19 0.13 P -1452 340.00 8 0.40980 1.82 0.70 2.07 P -1453 800.00 12 0.56388 1.11 0.41 0.52 P -1454 2,680.00 12 0.88672 1.75 3.21 1.20 P -1455 990.00 12 - 0.03395 0.07 0.00 0.00 P -1456 1,490.00 24 8.41565 4.14 3.94 2.64 P -1457 850.00 24 7.29417 3.59 1.72 2.03 P -1458 180.00 12 0.25082 0.49 0.02 0.12 P -1459 570.00 12 - 0.03583 0.07 0.00 0.00 P -1461 800.00 12 0.03583 0.07 0.00 0.00 P -1462 340.00 12 - 0.17916 0.35 0.02 0.06 P -1463 100.00 10 - 0.08267 0.23 0.00 0.04 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks $ Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 23 of 24 Scenario: Max HOUR . Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mgd) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1464 300.00 8 0.01101 0.05 0.00 0.00 P -1465 330.00 12 - 0.06066 0.12 0.00 0.01 P -1468 140.00 8 - 0.02483 0.11 0.00 0.01 P -1469 2,500.00 8 - 0.15788 0.70 0.88 0.35 P -2001 1,333.00 12 - 0.05448 0.11 0.01 0.01 P -2008 940.00 8 0.39864 1.77 1.85 1.96 P -2009 530.00 8 0.24147 1.07 0.41 0.78 P -2013 900.00 16 0.27070 0.30 0.03 0.03 P -2029 330.00 10 0.92139 2.61 1.03 3.13 P -2030 930.00 12 0.60056 1.18 0.54 0.58 P -2033 1,330.00 12 0.40171 0.79 0.37 0.28 P -2034 1,046.00 16 - 2.57995 2.86 2.23 2.13 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ project s\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:38:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 24 of 24 Scenario: Max HOUR Steady State Analysis Junction Report Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 15 Label Elevation (ft) Type Demand (Calculated) (mg d) I Calculated Hydraulic Grade (ft) Pressure (psi) J -19 521.00 Demand 0.08091 665.14 62.31 J -22 524.50 Demand 0.00000 666.77 61.5: J -23 509.00 Demand 0.00000 659.00 64.91 J -25 509.00 Demand 0.00000 660.92 65.7: J -26 532.00 Demand 0.00000 658.03 54.5, J -27 526.00 Demand 0.00000 657.85 57.01 J -28 522.00 Demand 0.09684 661.05 60.1E J -29 524.00 Demand 0.00000 657.78 57.8E J -30 500.00 Demand 0.00000 662.32 70.22 J -31 506.00 Demand 0.17610 662.34 67.64 J -32 510.00 Demand 0.17610 662.31 65.90 J -34 490.00 Demand 0.05769 662.64 74.69 J -35 484.00 Demand 0.00000 662.64 77.29 J -36 514.00 Demand 0.00000 666.41 65.94 J -37 514.00 Demand 0.00000 666.39 65.93 J -38 514.00 Demand 0.00000 659.63 63.01 � J -39 512.00 Demand 0.17610 662.37 65.06 J -40 504.00 Demand 0.06999 662.33 68.50 J -42 508.00 Demand 0.10285 662.57 66.87 J -43 498.00 Demand 0.00000 661.83 70.88 J -44 510.00 Demand 0.00000 661.78 65.67 J-45 492.00 Demand 0.10285 661.38 73.28 J -46 516.00 Demand 0.10285 661.40 62.91 } J -47 482.00 Demand 0.11147 675.94 83.91 J -48 464.00 Demand 0.00000 677.67 92.45 J -49 464.00 Demand 0.23487 654.39 82.37 J -50 456.00 Demand 0.23487 654.31 85.80 J -51 458.00 Demand 0.23487 654.56 85.04 J -52 462.00 Demand 0.26060 655.96 83.92 J -53 466.00 Demand 0.26060 655.69 82.07 J -54 474.00 Demand 0.00000 657.00 79.18 J -55 466.00 Demand 0.23487 654.51 81.56 J -56 468.00 Demand 0.26060 654.46 80.67 J -58 514.00 Demand 0.26060 654.23 60.67 J -59 506.00 Demand 0.26060 654.40 64.20 J -60 494.00 Demand 0.26060 654.25 69.33 oil J -61 524.00 Demand 0.08091 662.77 60.04 J -62 530.00 Demand 0.00000 662.75 57.44 J -63 552.00 Demand 0.27340 660.43 46.91 J -64 554.00 Demand 0.06769 660.44 46.05 J -68 520.00 Demand 0.20571 660.97 60.99 J -69 518.00 Demand 0.00000 661.92 62.27 J -72 464.00 Demand 0.06752 657.34 83.65 J -73 532.00 Demand 0.15966 657.30 54.21 J -74 532.00 Demand 0.15966 657.12 54.13 J -80 463.00 Demand 0.00000 693.32 99.65 J -81 496.00 Demand 0.08091 659.78 70.86 J -82 502.00 Demand 0.08091 659.70 68.23 J -83 526.00 Demand 0.00000 657.22 56.77 J -84 530.00 Demand 0.15966 657.16 55.01 J -85 534.00 Demand 0.15966 657.16 53.28 J -86 530.00 Demand 0.15966 657.16 55.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -87 546.00 Demand 0.27340 660.38 49.49 J -88 458.00 Demand 0.00000 689.34 100.09 J -89 507.00 Demand 0.00000 659.66 66.05 J -90 520.00 Demand 0.00000 665.09 62.77 J -91 470.00 Demand 0.00000 655.31 80.18 J -92 500.00 Demand 0.00000 655.17 67.13 J -93 480.00 Demand 0.00000 655.29 75.84 J -94 470.00 Demand 0.00000 655.59 80.30 J -95 468.00 Demand 0.00000 654.43 80.66 J -96 462.00 Demand 0.00000 654.42 83.25 J -97 460.00 Demand 0.00000 654.39 84.10 J -98 468.00 Demand 0.00000 654.43 80.66 J -99 454.00 Demand 0.00000 654.42 86.71 J -100 454.00 Demand 0.00000 654.37 86.69 J -101 500.00 Demand 0.08091 658.74 68.68 J -102 452.00 Demand 0.00000 654.39 87.56 J -103 462.00 Demand 0.00000 654.42 83.25 J -104 462.00 Demand 0.00000 654.42 83.25 J -105 466.00 Demand 0.00000 654.42 81.52 J -106 468.00 Demand 0.00000 654.42 80.66 J -107 458.00 Demand 0.00000 655.88 85.61 J -108 458.00 Demand 0.00000 655.88 85.61 J -109 459.00 Demand 0.00000 655.88 85.18 J -110 464.00 Demand 0.00000 655.45 82.83 J -111 465.00 Demand 0.00000 655.02 82.21 J -112 468.00 Demand 0.00000 654.88 80.85 J -113 466.00 Demand 0.00000 654.66 81.62 J -114 464.00 Demand 0.00000 654.66 82.49 J -115 463.00 Demand 0.00000 654.48 82.84 J -116 464.00 Demand 0.00000 654.59 82.46 J -117 498.00 Demand 0.00000 654.78 67.83 J -118 514.00 Demand 0.00000 654.82 60.93 J -119 520.00 Demand 0.00000 655.15 58.47 J -120 486.00 Demand 0.00000 654.88 73.06 J -121 508.00 Demand 0.00000 655.19 63.68 J -122 515.00 Demand 0.00000 654.71 60.45 J -123 532.00 Demand 0.00000 655.02 53.22 J -124 462.00 Demand 0.00000 655.90 83.89 J -125 466.00 Demand 0.00000 655.90 82.16 J -126 468.00 Demand 0.00000 655.90 81.30 J -127 467.00 Demand 0.00000 655.90 81.73 J -128 468.00 Demand 0.00000 655.90 81.30 J -129 467.00 Demand 0.00000 655.90 81.73 J -130 472.00 Demand 0.00000 655.90 79.57 J -131 472.00 Demand 0.00000 656.64 79.88 J -132 454.00 Demand 0.00000 656.76 87.73 J -133 456.00 Demand 0.00000 656.81 86.88 J -134 458.00 Demand 0.00000 656.81 86.02 J -135 456.00 Demand 0.00000 656.85 86.90 J -136 456.00 Demand 0.00000 656.83 86.89 J -137 452.00 Demand 0.00000 656.82 88.62 J -138 472.00 Demand 0.00000 6 79.96 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 4 of 15 Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -191 480.00 Demand 0.00000 662.48 78.95 J -192 506.00 Demand 0.00000 663.83 68.29 J -193 510.00 Demand 0.00000 662.29 65.89 J -194 478.00 Demand 0.00000 658.19 77.96 J -195 476.00 Demand 0.00000 658.13 78.80 J -196 474.00 Demand 0.00000 658.04 79.63 J -197 474.00 Demand 0.00000 657.97 79.59 J -198 468.00 Demand 0.00000 657.68 82.07 J -199 469.00 Demand 0.00000 657.68 81.63 J -200 470.00 Demand 0.00000 657.69 81.20 J -201 528.00 Demand 0.20571 662.75 58.30 J -202 523.00 Demand 0.00000 663.90 60.96 J -203 528.00 Demand 0.20571 661.83 57.90 J -204 523.00 Demand 0.20571 661.86 60.08 J -205 540.00 Demand 0.20571 661.01 52.36 J -206 526.00 Demand 0.20571 661.01 58.41 J -207 470.00 Demand 0.00000 657.69 81.20 J -208 468.00 Demand 0.00000 657.69 82.07 J -209 470.00 Demand 0.00000 657.69 81.20 J -210 472.00 Demand 0.00000 657.69 80.34 J -212 470.00 Demand 0.00000 657.69 81.21 J -213 473.00 Demand 0.00000 657.87 79.99 J -214 472.00 Demand 0.00000 657.85 80.41 J -215 474.00 Demand 0.00000 657.86 79.55 J -216 470.00 Demand 0.00000 657.84 81.27 J -217 469.00 Demand 0.00000 657.82 81.69 J -218 470.00 Demand 0.00000 657.80 81.25 J -219 470.00 Demand 0.00000 657.78 81.24 J -220 470.00 Demand 0.00000 657.79 81.25 J -221 474.00 Demand 0.00000 657.73 79.49 J -222 472.00 Demand 0.00000 657.80 80.39 J -223 480.00 Demand 0.00000 658.28 77.14 J -224 479.00 Demand 0.00000 658.28 77.57 J -225 484.00 Demand 0.00000 658.28 75.40 J -226 474.00 Demand 0.00000 658.84 79.97 J -227 530.00 Demand 0.00000 662.46 57.31 J -228 526.00 Demand 0.00000 662.70 59.14 J -251 555.00 Demand 0.06769 660.48 45.64 J -252 523.00 Demand 0.27340 660.52 59.50 J -253 527.00 Demand 0.06769 660.40 57.72 J -255 545.00 Demand 0.07109 660.34 49.90 J -301 525.00 Demand 0.07109 660.31 58.54 J -351 483.00 Demand 0.14843 658.06 75.74 J -352 480.00 Demand 0.26548 658.07 77.04 J -353 471.00 Demand 0.09707 657.87 80.85 J -354 472.00 Demand 0.11705 657.78 80.38 J -355 472.00 Demand 0.21412 657.69 80.34 J -356 480.00 Demand 0.19796 658.22 77.11 J -401 480.00 Demand 0.29503 658.44 77.20 J-402 476.00 Demand 0.11705 658.27 78.86 J -403 474.00 Demand 0.11705 658.13 79.66 J -404 473.00 Demand 0.21412 658.04 80.06 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 4 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -405 472.00 Demand 0.11705 657.96 80.46 J -406 471.00 Demand 0.21412 657.90 80.86 J -407 472.00 Demand 0.21412 657.69 80.34 J -408 476.00 Demand 0.09707 658.54 78.97 J -409 481.00 Demand 0.17798 659.42 77.19 J -410 480.00 Demand 0.00000 659.21 77.53 J -411 479.00 Demand 0.09707 658.74 77.76 J -412 477.00 Demand 0.09707 658.20 78.40 J -413 475.00 Demand 0.00000 658.11 79.23 J -414 474.00 Demand 0.00000 658.09 79.65 J -415 473.00 Demand 0.09707 657.97 80.03 J -416 472.00 Demand 0.00000 657.91 80.43 J -417 473.00 Demand 0.00000 657.86 79.98 J -418 474.00 Demand 0.09707 658.27 79.73 J-419 476.00 Demand 0.09707 659.33 79.32 J -420 508.00 Demand 0.29168 662.34 66.77 J -421 500.00 Demand 0.08091 663.83 70.88 J -422 494.00 Demand 0.38875 663.82 73.47 J -423 518.00 Demand 0.21077 660.99 61.86 J -424 512.00 Demand 0.21077 661.02 64.47 J -425 512.00 Demand 0.00000 660.82 64.39 J -426 507.00 Demand 0.00000 660.82 66.55 J -427 504.00 Demand 0.21077 660.64 67.77 J -428 507.00 Demand 0.21077 660.64 66.47 J -429 488.00 Demand 0.30783 663.85 76.08 J -430 479.00 Demand 0.07096 662.16 79.24 J -431 490.00 Demand 0.38458 663.99 75.28 J -432 512.00 Demand 0.07096 664.31 65.90 J-433 480.00 Demand 0.07096 661.35 78.46 J -434 480.00 Demand 0.07096 658.52 77.24 J -435 475.00 Demand 0.07096 658.55 79.41 J -436 481.00 Demand 0.07096 661.20 77.96 J-437 487.00 Demand 0.00000 661.00 75.28 J -438 486.00 Demand 0.18907 659.38 75.01 J -439 487.00 Demand 0.07096 658.97 74.40 J -440 487.00 Demand 0.15717 658.95 74.39 JA51 492.00 Demand 0.21077 662.22 73.64 J -452 496.00 Demand 0.00000 662.96 72.24 J -453 503.00 Demand 0.21077 662.31 68.92 J -454 513.00 Demand 0.10285 661.93 64.43 J -455 514.00 Demand 0.10285 661.78 63.94 J -456 508.00 Demand 0.08621 659.08 65.37 J -457 512.00 Demand 0.10285 659.04 63.62 J-458 510.00 Demand 0.18907 659.04 64.48 J -459 507.00 Demand 0.10285 659.05 65.79 J -460 507.00 Demand 0.10285 659.10 65.81 J -461 511.00 Demand 0.10285 659.26 64.15 J -462 509.00 Demand 0.00000 659.22 64.99 J -463 508.00 Demand 0.10285 659.22 65.42 J -464 507.00 Demand 0.08232 659.39 65.93 J -465 507.00 Demand 0.18517 659.39 65.93 J -466 513.00 Demand 0.49879 659.90 63.56 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203- 755 -1666 Page 5 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -467 512.00 Demand 0.00000 659.59 63.85 J -468 509.00 Demand 0.08232 659.40 65.07 J -469 509.00 Demand 0.00000 659.40 65.07 J -470 516.00 Demand 0.35802 659.46 62.07 J -471 511.00 Demand 0.06999 659.15 64.10 J -472 511.00 Demand 0.00000 659.07 64.06 J -473 509.00 Demand 0.15231 659.08 64.93 J -474 509.00 Demand 0.06999 659.00 64.90 J-475 507.00 Demand 0.06999 659.00 65.76 J -476 509.00 Demand 0.06999 659.13 64.95 J -501 520.00 Demand 0.27340 660.74 60.89 J -502 514.00 Demand 0.44950 661.35 63.75 J -503 509.00 Demand 0.00000 661.82 66.12 J -504 513.00 Demand 0.24609 661.99 64.46 J -505 513.00 Demand 0.06999 662.46 64.66 J -507 514.00 Demand 0.06769 661.36 63.76 J -508 518.00 Demand 0.24379 661.46 62.07 J -509 515.00 Demand 0.17610 661.97 63.59 J -510 517.00 Demand 0.17610 664.55 63.84 J -511 516.00 Demand 0.27294 665.75 64.79 J -512 516.00 Demand 0.00000 666.70 65.20 J -513 518.00 Demand 0.16794 661.54 62.10 J -514 516.00 Demand 0.09684 666.59 65.15 J -515 518.00 Demand 0.00000 666.35 64.18 J -516 508.00 Demand 0.09684 666.49 68.57 J -517 513.00 Demand 0.00000 666.46 66.40 J -551 525.00 Demand 0.07109 660.30 58.54 J -552 521.00 Demand 0.16794 660.33 60.28 J -553 522.00 Demand 0.07109 659.90 59.66 J -554 520.00 Demand 0.09684 659.07 60.17 J -555 521.00 Demand 0.16794 658.96 59.69 J -556 522.00 Demand 0.23075 658.03 58.85 J -557 535.00 Demand 0.15966 658.03 53.23 J -558 529.00 Demand 0.15966 657.78 55.72 J -559 528.00 Demand 0.15966 657.60 56.07 J -560 530.00 Demand 0.23075 657.49 55.16 J -601 461.00 Demand 0.11802 659.03 85.68 J -602 460.00 Demand 0.11802 659.12 86.15 J -651 460.00 Demand 0.11802 658.01 85.67 J -652 468.00 Demand 0.18801 657.68 82.06 J -653 463.00 Demand 0.44861 657.67 84.22 J -654 463.00 Demand 0.02303 657.71 84.24 J -655 462.00 Demand 0.11802 657.68 84.66 J -656 464.00 Demand 0.11802 657.90 83.89 J -657 466.00 Demand 0.14105 657.90 83.03 J -658 464.00 Demand 0.13021 658.16 84.00 J -659 463.00 Demand 0.11802 658.09 84.41 J -660 462.00 Demand 0.11802 658.17 84.87 J -661 460.00 Demand 0.00000 658.36 85.82 J -662 464.00 Demand 0.22520 658.75 84.26 J -663 465.00 Demand 0.00000 658.76 8183 J -664 466.00 Demand 0.00000 658.78 83.41 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 (5.0037) 06/07/04 02:32:54 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 6 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -665 466.00 Demand 0.10718 658.76 83.40 J -666 465.00 Demand 0.00000 658.80 83.85 J -667 464.00 Demand 0.10728 658.90 84.32 J -668 463.00 Demand 0.33248 659.21 84.89 J -669 463.00 Demand 0.00000 659.20 84.89 J -670 463.00 Demand 0.00000 659.29 84.93 J -671 464.00 Demand 0.10728 659.56 84.61 J -672 466.00 Demand 0.00000 658.92 83.47 J -673 466.00 Demand 0.10718 658.84 83.43 J -674 465.00 Demand 0.10718 658.91 83.90 J -675 467.00 Demand 0.00000 658.92 83.03 J -676 465.00 Demand 0.10718 658.86 83.87 J -677 463.00 Demand 0.10718 658.66 84.65 J -678 462.00 Demand 0.00000 658.47 85.00 J -679 462.00 Demand 0.00000 658.37 84.96 J -680 464.00 Demand 0.13021 658.35 84.08 J -681 468.00 Demand 0.10718 658.36 82.36 J -682 469.00 Demand 0.00000 659.64 82.48 J -683 468.00 Demand 0.00000 659.17 82.71 J -684 466.00 Demand 0.10718 659.04 83.52 J -685 469.00 Demand 0.10718 659.05 82.23 J -686 468.00 Demand 0.10728 659.05 82.66 J -687 470.00 Demand 0.00000 659.30 81.90 J -688 471.00 Demand 0.10728 659.68 81.63 J -689 472.00 Demand 0.10728 659.83 81.26 J -690 473.00 Demand 0.26467 660.20 80.99 J -691 475.00 Demand 0.05021 660.94 80.45 J -692 474.00 Demand 0.05021 660.94 80.88 J -693 474.00 Demand 0.00000 660.72 80.78 J -694 472.00 Demand 0.10718 660.86 81.71 J -695 470.00 Demand 0.05021 660.89 82.59 J -696 468.00 Demand 0.18042 660.86 83.44 J -697 469.00 Demand 0.02303 660.90 83.02 J -698 484.00 Demand 0.02303 660.95 76.56 J -699 478.00 Demand 0.02303 660.98 79.17 J -700 472.00 Demand 0.05021 661.00 81.77 J -701 479.00 Demand 0.05021 661.42 78.93 J -702 476.00 Demand 0.10728 661.33 80.19 J -703 489.00 Demand 0.05021 662.53 75.08 J -704 490.00 Demand 0.05021 662.31 74.55 J -707 510.00 Demand 0.15749 664.80 66.98 J -708 507.00 Demand 0.11998 664.69 68.22 J -709 508.00 Demand 0.00000 663.02 67.07 J -710 511.00 Demand 0.05021 662.38 65.49 J -711 511.00 Demand 0.00000 661.84 65.26 J -712 510.00 Demand 0.07479 661.82 65.69 J -713 509.00 Demand 0.07479 661.57 66.01 J -714 508.00 Demand 0.05021 661.57 66.44 J -715 507.00 Demand 0.21405 661.18 66.71 J -716 505.00 Demand 0.02303 661.21 67.59 J -717 495.00 Demand 0.00000 661.13 71.87 J -718 502.00 Demand 0.02303 661.04 68.81 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203- 755 -1666 Page 7 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 8 of 15 Label Elevation (ft) Type Demand (Calculated) (mgd) Calculated Hydraulic Grade (ft) Pressure (psi) J -719 509.00 Demand 0.11209 661.20 65.85 J -720 514.00 Demand 0.02303 661.20 63.69 J -721 496.00 Demand 0.11209 661.20 71.48 J -722 495.00 Demand 0.15717 667.74 74.74 J -723 495.00 Demand 0.02303 660.80 71.73 J -724 466.00 Demand 0.02303 658.51 83.29 J -725 478.00 Demand 0.07096 658.11 77.93 J -726 479.00 Demand 0.07096 658.02 77.46 J -751 505.00 Demand 0.08621 661.62 67.76 J -752 504.00 Demand 0.00000 661.23 68.02 J -753 506.00 Demand 0.08906 661.10 67.10 J -754 510.00 Demand 0.08906 661.07 65.36 J -755 510.00 Demand 0.08906 661.08 65.36 J -756 512.00 Demand 0.00000 661.10 64.51 J -757 513.00 Demand 0.08906 661.21 64.12 J -758 512.00 Demand 0.08621 661.21 64.55 J -759 511.00 Demand 0.08906 661.08 64.93 J -760 510.00 Demand 0.00000 661.10 65.37 J -761 511.00 Demand 0.16385 661.12 64.95 J -763 513.00 Demand 0.00000 661.11 64.08 J -764 513.00 Demand 0.08621 661.01 64.04 J -765 511.00 Demand 0.00000 660.97 64.88 I* J -766 514.00 Demand 0.08621 660.95 63.58 J -767 506.00 Demand 0.08621 659.44 66.39 J -770 511.00 Demand 0.15530 661.22 64.99 J -771 511.00 Demand 0.00000 661.22 64.99 J -773 512.00 Demand 0.00000 661.18 64.54 J -774 512.00 Demand 0.00000 661.15 64.53 J -775 511.00 Demand 0.08906 661.14 64.96 J -776 511.00 Demand 0.00000 661.15 64.96 J -777 509.00 Demand 0.08906 661.20 65.85 J -778 509.00 Demand 0.08621 661.03 65.78 J -779 507.00 Demand 0.08232 659.54 66.00 J -780 507.00 Demand 0.08232 659.63 66.04 J -781 507.00 Demand 0.08232 659.74 66.08 J -782 508.00 Demand 0.06999 659.68 65.63 J -783 506.00 Demand 0.08232 659.80 66.54 J -784 507.00 Demand 0.08621 659.82 66.12 J -785 509.00 Demand 0.16853 660.80 65.68 J -786 509.00 Demand 0.13138 661.22 65.86 J -787 512.00 Demand 0.04232 661.19 64.55 J -788 511.00 Demand 0.04232 661.18 64.98 J -789 512.00 Demand 0.04232 661.18 64.54 J -790 512.00 Demand 0.16957 661.19 64.55 J -791 512.00 Demand 0.00000 661.30 64.59 J -792 510.00 Demand 0.04232 661.30 65.46 J -793 507.00 Demand 0.04232 661.49 66.84 J -794 511.00 Demand 0.00000 661.46 65.10 J-795 501.00 Demand 0.04232 661.53 69.45 J -796 501.00 Demand 0.04232 661.64 69.50 J -797 505.00 Demand 0.04232 661.68 67.79 J -798 508.00 Demand 0.00000 661.88 66.58 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 8 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 9 of 15 Label Elevation (ft) Type Demand (Calculated) (mgd) Calculated Hydraulic Grade (ft) Pressure (psi) J -799 500.00 Demand 0.10001 662.20 70.17 J -800 498.00 Demand 0.08051 66127 71.50 J -801 504.00 Demand 0.05769 663.41 68.97 J -802 500.00 Demand 0.08051 664.49 71.17 J -803 502.00 Demand 0.08051 664.11 70.14 J -804 506.00 Demand 0.08051 663.48 68.13 J -805 508.00 Demand 0.08051 664.20 67.58 J -806 512.00 Demand 0.08051 663.47 65.54 J -807 508.00 Demand 0.08051 661.62 66.46 i J -808 508.00 Demand 0.08051 661.83 66.56 J -809 510.00 Demand 0.00000 661.78 65.67 J -810 510.00 Demand 0.08051 661.59 65.58 J -811 512.00 Demand 0.07479 661.83 64.83 J -812 512.00 Demand 0.07479 661.60 64.72 J -813 509.00 Demand 0.07479 662.54 66.43 J -814 509.00 Demand 0.07479 662.26 66.31 J -815 512.00 Demand 0.07479 662.32 65.03 J -816 508.00 Demand 0.07479 663.65 67.34 J -817 506.00 Demand 0.04520 663.68 68.22 J -818 511.00 Demand 0.07479 662.70 65.63 J -819 510.00 Demand 0.11998 663.68 66.49 J -820 511.00 Demand 0.11998 663.76 66.09 J -821 510.00 Demand 0.04520 664.34 66.78 J -822 495.00 Demand 0.05769 668.26 74.96 J -851 508.00 Demand 0.08232 659.95 65.74 J -852 505.00 Demand 0.06999 660.44 67.25 J -853 493.00 Demand 0.08232 661.65 72.97 J -854 495.00 Demand 0.10001 661.97 72.24 J -855 493.00 Demand 0.04232 661.64 72.96 �i J -856 493.00 Demand 0.00000 661.64 72.96 J -857 508.00 Demand 0.04232 661.54 66.43 J -858 496.00 Demand 0.04232 661.56 71.63 J -859 492.00 Demand 0.00000 661.88 73.50 J -860 483.00 Demand 0.10001 661.88 77.39 J -861 481.00 Demand 0.00000 661.75 78.20 J -862 490.00 Demand 0.05769 662.70 74.72 J -863 491.00 Demand 0.00000 662.70 74.29 J -864 502.00 Demand 0.05769 662.91 69.62 J -865 495.00 Demand 0.05769 662.48 72.46 J -866 495.00 Demand 0.25842 662.45 72.45 J -867 493.00 Demand 0.25842 662.28 73.24 �I J -868 512.00 Demand 0.34194 663.33 65.47 J -869 510.00 Demand 0.06900 663.38 66.36 J -870 507.00 Demand 0.06900 663.59 67.75 J -871 517.00 Demand 0.06900 664.55 63.84 J -872 514.00 Demand 0.06900 664.74 65.22 J -873 514.00 Demand 0.16584 666.38 65.93 J -901 516.00 Demand 0.25650 664.39 64.20 J -902 524.00 Demand 0.15966 657.77 57.88 J -903 517.00 Demand 0.15966 657.85 60.94 J -904 530.00 Demand 0.15966 657.60 55.21 J -951 518.00 Demand 0.00000 657.58 60.39 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 9 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mgd) Calculated Hydraulic Grade (ft) Pressure (psi) J -952 524.00 Demand 0.15966 657.21 57.63 J -100 457.00 Demand 0.51629 655.27 85.78 J -100 459.00 Demand 0.11802 655.88 85.18 J -100 457.00 Demand 0.28142 656.31 86.23 J -100 474.00 Demand 0.28142 656.68 79.04 J -100 460.00 Demand 0.14318 657.19 85.31 J -100 457.00 Demand 0.08803 656.71 86.41 J -100 457.00 Demand 0.00000 657.16 86.60 J -100 459.00 Demand 0.08803 657.17 85.74 J -100 459.00 Demand 0.08803 657.16 85.74 J -101 460.00 Demand 0.00000 657.49 85.45 J -101 460.00 Demand 0.16651 657.57 85.48 J -101 461.00 Demand 0.14318 657.24 84.91 J -101 461.00 Demand 0.14318 657.19 84.88 J -101 457.00 Demand 0.00000 657.23 86.63 J -101 458.00 Demand 0.00000 657.07 86.13 J -101 456.00 Demand 0.14318 657.08 87.00 J -101 455.00 Demand 0.14318 657.19 87.48 J -101 456.00 Demand 0.00000 657.58 87.22 J -101 456.00 Demand 0.14318 657.34 87.11 J -102 456.00 Demand 0.00000 657.40 87.13 J -102 456.00 Demand 0.14318 657.42 87.15 J -102 453.00 Demand 0.14318 657.44 88.45 J -102 454.00 Demand 0.00000 657.64 88.11 J -102 456.00 Demand 0.00000 658.21 87.48 J -102 455.00 Demand 0.14318 658.27 87.95 J -102 456.00 Demand 0.14318 659.01 87.83 J -102 456.00 Demand 0.12579 659.71 88.13 J -102 458.00 Demand 0.00000 660.01 87.40 J -102 454.00 Demand 0.14318 658.12 88.32 J -103 456.00 Demand 0.14318 658.61 87.66 J -103 456.00 Demand 0.14318 657.93 87.37 J -103 457.00 Demand 0.14318 657.74 86.85 J -103 457.00 Demand 0.00000 657.30 86.66 J -103 460.00 Demand 0.00000 658.29 85.79 J -103 469.00 Demand 0.08803 658.01 81.78 J -103 475.00 Demand 0.00000 658.42 79.36 J -103 462.00 Demand 0.08803 658.37 84.96 J -103 461.00 Demand 0.00000 657.98 85.22 J -103 461.00 Demand 0.00000 659.28 85.79 J -104 461.00 Demand 0.11802 659.33 85.81 J -105 463.00 Demand 0.11802 659.29 84.92 J -105 464.00 Demand 0.08803 658.83 84.29 J -105 475.00 Demand 0.00000 658.86 79.55 J -105 464.00 Demand 0.00000 659.40 84.54 J -105 475.00 Demand 0.16651 659.29 79.73 J -105 468.00 Demand 0.07848 659.73 82.95 J -105 460.00 Demand 0.00000 659.79 86.44 J -105 456.00 Demand 0.07848 659.77 88.16 J -105 456.00 Demand 0.07848 659.52 88.05 J -106 453.00 Demand 0.14318 660.08 89.59 J -106 452.00 Demand 0.12579 665.64 92.43 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buiIdout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 10 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -106 451.00 Demand 0.12579 661.38 91.02 J -106 458.00 Demand 0.00000 660.01 87.40 J -106 460.00 Demand 0.07848 659.96 86.51 J -106 470.00 Demand 0.07848 659.87 82.15 J -106 476.00 Demand 0.08803 659.80 79.52 J -106 467.00 Demand 0.00000 659.78 83.41 J -106 465.00 Demand 0.08803 659.82 84.29 J -106 464.00 Demand 0.08803 659.78 84.70 J -107 466.00 Demand 0.00000 659.67 83.79 J -107 463.00 Demand 0.00000 659.47 85.00 J -107 467.00 Demand 0.29192 660.43 83.69 J -107 470.00 Demand 0.06662 661.27 82.75 J -107 466.00 Demand 0.20605 660.72 84.25 J -107 468.00 Demand 0.08803 660.70 83.37 J -107 468.00 Demand 0.00000 660.30 83.20 J -107 476.00 Demand 0.08803 660.33 79.75 J -107 477.00 Demand 0.07848 660.95 79.58 J -107 471.00 Demand 0.07848 660.34 81.92 J -108 469.00 Demand 0.07848 661.30 83.20 J -108 463.00 Demand 0.00000 663.99 86.96 J -108 460.00 Demand 0.07848 660.07 86.56 J -108 453.00 Demand 0.07848 661.37 90.15 J -108 454.00 Demand 0.12579 665.95 91.70 J -108 457.00 Demand 0.12579 666.28 90.55 J -108 455.00 Demand 0.14548 669.29 92.71 J -108 453.00 Demand 0.06700 668.06 93.05 J -108 453.00 Demand 0.14548 667.29 92.71 J -108 456.00 Demand 0.12554 666.10 90.90 J -109 464.00 Demand 0.00000 664.54 86.76 J -109 478.00 Demand 0.29167 661.95 79.59 J -109 472.00 Demand 0.06662 661.71 82.08 J -109 478.00 Demand 0.00000 661.28 79.30 J -109 471.00 Demand 0.06662 662.22 82.73 J -109 464.00 Demand 0.10728 661.15 85.30 J -109 464.00 Demand 0.10728 660.07 84.83 J -109 471.00 Demand 0.06662 663.50 83.29 J -109 479.00 Demand 0.06662 663.87 79.99 J -109 469.00 Demand 0.05854 665.82 85.15 J -110 458.00 Demand 0.05854 666.46 90.19 J -110 451.00 Demand 0.06700 667.18 93.53 J -110 452.00 Demand 0.06700 671.06 94.78 J -110 450.00 Demand 0.12579 672.86 96.42 J -110 452.00 Demand 0.19279 673.92 96.02 J -110 455.00 Demand 0.06700 667.17 91.80 J -110 459.00 Demand 0.12554 667.25 90.10 J -110 480.00 Demand 0.05854 667.24 81.01 J -110 485.00 Demand 0.00000 666.53 78.54 J -110 476.00 Demand 0.05854 665.55 82.01 J -111 480.00 Demand 0.06662 665.33 80.18 J -111 481.00 Demand 0.12516 666.63 80.31 J -111 475.00 Demand 0.17390 666.29 82.76 J -111 483.00 Demand 0.06662 668.08 80.07 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 11 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -111 488.00 Demand 0.06662 670.13 78.8( J -111 478.00 Demand 0.05854 670.28 83.1 J -111 456.00 Demand 0.06700 667.16 91.3E J -111 450.00 Demand 0.06700 677.82 98.51 J -111 454.00 Demand 0.00000 678.18 96.9E J -112 455.00 Demand 0.12579 680.31 97.4E J -112 456.00 Demand 0.42902 689.21 100.9[ J -112 458.00 Demand 0.00000 689.13 100.0[ J -112 474.00 Demand 0.12727 681.08 89.5 J -112 476.00 Demand 0.12554 675.75 86.42 J -112 472.00 Demand 0.05854 673.38 87.13 J -112 476.00 Demand 0.20466 675.73 86.41 J -112 471.00 Demand 0.05854 672.82 87.32 J -112 473.00 Demand 0.05854 672.74 86.42 J -112 479.00 Demand 0.05854 674.08 84.40 J -113 497.00 Demand 0.15642 672.78 76.05 J -113 502.00 Demand 0.12516 672.28 73.67 J -113 491.00 Demand 0.14564 672.33 78.45 J -113 493.00 Demand 0.29812 672.56 77.69 J -113 494.00 Demand 0.00000 672.01 77.01 J -113 496.00 Demand 0.07903 671.79 76.06 J -113 494.00 Demand 0.00000 672.43 77.20 J -113 477.00 Demand 0.07739 675.14 85.73 J -113 475.00 Demand 0.00000 675.52 86.76 J -113 474.00 Demand 0.07739 676.02 87.40 J -115 504.00 Demand 0.04520 671.11 72.30 J -115 505.00 Demand 0.00000 671.51 72.04 J -115 490.00 Demand 0.00000 672.08 78.78 J -115 472.00 Demand 0.07739 676.27 88.38 J -115 466.00 Demand 0.20466 678.56 91.96 J -115 467.00 Demand 0.00000 679.93 92.13 J -115 468.00 Demand 0.12727 681.81 92.51 J -115 470.00 Demand 0.00000 686.11 93.50 J -115 460.00 Demand 0.12727 688.98 99.07 J -116 472.00 Demand 0.12727 681.80 90.77 J -116 471.00 Demand 0.07739 678.50 89.77 J -116 474.00 Demand 0.07739 675.46 87.16 J -116 478.00 Demand 0.07739 675.12 85.28 J -116 480.00 Demand 0.07739 674.14 83.99 J -116 482.00 Demand 0.00000 674.02 83.08 J -116 487.00 Demand 0.07739 671.85 79.98 J -116 489.00 Demand 0.28368 671.78 79.08 J -116 487.00 Demand 0.00000 671.83 79.97 J -117 504.00 Demand 0.07903 671.06 72.28 J -117 501.00 Demand 0.07903 670.30 73.25 J -117 503.00 Demand 0.07903 669.83 72.18 J -117 506.00 Demand 0.07903 670.09 71.00 J -117 504.00 Demand 0.00000 669.79 71.73 J -117 508.00 Demand 0.04520 670.19 70.17 J -117 509.00 Demand 0.12422 669.11 69.27 J -117 508.00 Demand 0.12571 667.87 69.17 J -117 505.00 Demand 0.00000 667.82 70.44 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 12 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -117 498.00 Demand 0.11908 667.82 73.41 J -118 489.00 Demand 0.00000 668.69 77.7 J -118 503.00 Demand 0.00000 669.62 72.09 J -118 502.00 Demand 0.07903 669.58 72.50 J -118 493.00 Demand 0.07903 669.38 76.31 J -118 496.00 Demand 0.07903 670.24 75.39 J -118 491.00 Demand 0.11908 671.34 78.03 J -118 490.00 Demand 0.00000 671.41 78.49 J -118 482.00 Demand 0.07739 674.69 83.37 J -118 480.00 Demand 0.00000 677.42 85.42 J -118 477.00 Demand 0.07739 678.47 87.16 J -119 478.00 Demand 0.07739 678.49 86.74 J -119 484.00 Demand 0.00000 679.17 84.44 J -119 495.00 Demand 0.00000 679.65 79.89 J -119 502.00 Demand 0.12727 680.28 77.13 J -119 498.00 Demand 0.00000 680.94 79.15 J -119 496.00 Demand 0.12727 682.67 80.76 J -119 482.00 Demand 0.00000 686.09 88.30 J -119 463.00 Demand 0.12727 693.56 99.75 J -119 499.00 Demand 0.12727 680.49 78.52 J -119 496.00 Demand 0.00000 680.02 79.62 J -120 493.00 Demand 0.12727 679.35 80.63 J -120 495.00 Demand 0.00000 678.85 79.54 J -120 491.00 Demand 0.00000 677.50 80.69 J -120 503.00 Demand 0.04006 672.24 73.22 J -120 499.00 Demand 0.04006 671.87 74.79 J -120 495.00 Demand 0.04006 666.59 74.24 J -120 500.00 Demand 0.00000 666.84 72.18 J -120 505.00 Demand 0.12057 666.59 69.91 J -120 508.00 Demand 0.04006 666.61 68.62 J -120 502.00 Demand 0.08051 665.51 70.74 J -121 496.00 Demand 0.05769 665.58 73.37 J -121 506.00 Demand 0.21321 666.99 69.65 J -121 490.00 Demand 0.05769 670.72 78.19 J -121 471.00 Demand 0.03496 670.96 86.51 J -121 473.00 Demand 0.03496 670.95 85.64 J -121 476.00 Demand 0.04006 672.24 84.90 J -121 468.00 Demand 0.04006 672.12 88.31 J -121 467.00 Demand 0.04006 673.62 89.39 J -121 505.00 Demand 0.04006 672.81 72.61 J -121 501.00 Demand 0.15153 673.87 74.79 J -122 475.00 Demand 0.03496 674.41 86.28 J -122 469.00 Demand 0.03496 674.99 89.12 J -122 497.00 Demand 0.07501 674.45 76.77 J -122 496.00 Demand 0.03496 675.13 77.50 J -122 493.00 Demand 0.11147 675.39 78.91 J -122 500.00 Demand 0.12727 676.81 76.50 J -122 498.00 Demand 0.11147 676.63 77.29 J -122 500.00 Demand 0.00000 676.98 76.57 J -122 487.00 Demand 0.11147 676.52 81.99 J -122 496.00 Demand 0.11147 677.08 78.35 J-1231 495.00 Demand 0.00000 678.41 79.35 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 13 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation (ft) Type Demand (Calculated) (mg d) Calculated Hydraulic Grade (ft) Pressure (psi) J -123 484.00 Demand 0.00000 679.65 84.65 J -123 494.00 Demand 0.11147 678.78 79.94 J -123 478.00 Demand 0.00000 679.90 87.35 J -123 460.00 Demand 0.00000 681.81 95.97 J -123 458.00 Demand 0.00000 681.04 96.50 J -123 452.00 Demand 0.11147 680.97 99.07 J -123 463.00 Demand 0.11147 679.81 93.80 J -123 447.00 Demand 0.00000 681.60 101.50 J -123 455.00 Demand 0.23874 686.04 99.96 J -125 469.00 Demand 0.05769 671.04 87.41 J -125 474.00 Demand 0.09264 672.25 85.77 J -125 491.00 Demand 0.00000 675.64 79.89 J -125 488.00 Demand 0.03496 675.67 81.20 J -125 460.00 Demand 0.18226 675.81 93.37 J -125 465.00 Demand 0.11147 675.65 91.14 J -125 453.00 Demand 0.00000 676.04 96.50 J -125 451.00 Demand 0.11147 676.58 97.60 J -130 453.00 Demand 0.12579 668.63 93.29 J -130 450.00 Demand 0.12579 672.30 96.18 J -130 451.00 Demand 0.00000 671.93 95.59 J -130 452.00 Demand 0.12579 672.63 95.46 J -130 451.00 Demand 0.12579 672.63 95.89 J -130 452.00 Demand 0.12579 674.99 96.48 J -130 452.00 Demand 0.12579 676.94 97.32 J -130 447.00 Demand 0.00000 689.86 105.07 J -131 447.00 Demand 0.00000 676.94 99.48 J -135 462.00 Demand 0.23475 690.17 98.72 J -135 446.00 Demand 0.12579 688.32 104.84 J -135 444.00 Demand 0.35680 684.05 103.86 J -135 447.00 Demand 0.12205 681.47 101.44 J -135 447.00 Demand 0.12205 681.13 101.30 J -135 447.00 Demand 0.35680 680.88 101.19 J -135 448.00 Demand 0.12205 681.05 100.83 J -135 448.00 Demand 0.12205 681.05 100.83 J -135 446.00 Demand 0.23475 678.35 100.53 J -136 447.00 Demand 0.00000 678.84 100.31 J -136 446.00 Demand 0.00000 679.49 101.02 J -136 450.00 Demand 0.00000 679.24 99.18 J -136 446.00 Demand 0.12205 678.78 100.71 .J -136 446.00 Demand 0.12205 678.75 100.70 J -136 450.00 Demand 0.12205 678.77 98.98 J -136 452.00 Demand 0.00000 679.06 98.24 J -136 451.00 Demand 0.23475 678.31 98.35 J -136 453.00 Demand 0.00000 679.06 97.81 J -136 453.00 Demand 0.23475 678.52 97.57 J -137 450.00 Demand 0.00000 678.35 98.79 J -137 446.00 Demand 0.23475 678.19 100.46 J -137 448.00 Demand 0.23475 686.63 103.24 J -137 449.00 Demand 0.11147 684.96 102.09 J -140 447.00 Demand 0.23475 678.18 100.02 J -140 447.00 Demand 0.23475 678.37 100.10 J -140 447.00 Demand 0.00000 679.07 100.41 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 14 of 15 Scenario: Max HOUR Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -140 447.00 Demand 0.35680 679.48 100.58 J -140 446.00 Demand 0.23475 682.69 102.41 J -140 450.00 Demand 0.14731 680.97 99.93 J -140 446.00 Demand 0.03583 680.92 101.64 J -140 448.00 Demand 0.03583 680.95 100.79 J -140 445.00 Demand 0.03583 680.93 102.07 J -141 445.00 Demand 0.03583 680.93 102.08 J -141 448.00 Demand 0.03583 680.93 100.78 J -141 448.00 Demand 0.03583 680.95 100.79 J -141 440.00 Demand 0.35680 679.49 103.61 J -141 444.00 Demand 0.15788 678.60 101.50 J -141 450.00 Demand 0.03583 680.92 99.91 J -200 449.00 Demand 0.23487 654.44 88.88 J -200 450.00 Demand 0.00000 654.43 88.45 J -200 466.00 Demand 0.23487 654.44 81.53 J -200 462.00 Demand 0.49547 654.79 83.41 J -200 489.00 Demand 0.15717 659.36 73.71 J -200 519.00 Demand 0.08091 662.59 62.12 J -900 450.00 Demand 0.00000 691.36 104.43 J -900 443.00 Demand 0.00000 691.64 107.58 J -900 443.00 Demand 0.00000 691.66 107.58 J -900 443.00 Demand 0.00000 691.66 107.58 J -900 443.00 Demand 0.00000 691.65 107.58 J -900 443.00 Demand 0.00000 691.64 107.57 J -900 443.00 Demand 0.00000 691.62 107.56 J -900 443.00 Demand 0.00000 691.60 107.56 J -900 443.00 Demand 0.00000 472.98 12.97 J -900 450.00 Demand 0.00000 472.97 9.94 J -901 450.00 Demand 0.00000 472.96 9.94 J -901 450.00 Demand 0.00000 472.96 9.94 J -901 450.00 Demand 0.00000 472.98 9.94 J -901 450.00 Demand 0.00000 472.98 9.94 J -901 440.00 Demand 0.00000 472.98 14.27 J -901 440.00 Demand 0.00000 472.98 14.27 J -901 440.00 Demand 0.00000 472.97 14.27 J -901 440.00 Demand 0.00000 472.97 14.27 J -901 440.00 Demand 0.00000 472.98 14.27 J -901 440.00 Demand 0.00000 472.98 14.27 J -902 440.00 Demand 0.00000 472.98 14.27 J -910 460.00 Demand 0.00000 694.04 101.26 J -910 460.00 Demand 0.00000 694.08 101.27 J -910 460.00 Demand 0.00000 694.10 101.28 J -910 460.00 Demand 0.00000 694.10 101.28 J 910 460.00 Demand 0.00000 482.94 9.92 J -910 460.00 Demand 0.00000 482.94 9.92 J -910 460.00 Demand 0.00000 482.94 9.93 J -910 460.00 1 Demand 1 0.000001 482.951 9.93 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat\coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 15 of 15 Scenario: Max HOUR Steady State Analysis Tank Report Label Base Minimum Initial Maximum Tank Inflow Current Calculated Elevation Elevation HGL Elevation Diameter (mg d) Status Hydraulic Grade (ft) (ft) (ft) (ft) (ft) (ft) 1.5 MG Southwestern 630.00 630.00 667.00 672.50 150.00 - 6.17292 Draininc 667.00 2 MG Wagon Wheel E 630.00 630.00 667.00 672.50 150.00 - 7.03893 Draininc 667.00 Star Leaf 4 MG GST 463.00 463.00 483.00 493.00 50.00 22.27908 Drainin 483.00 Village GST #1 453.00 453.00 473.00 483.00 150.00 14.99182 Draininc 473.00 Village GST #2 453.00 453.00 473.00 483.00 150.00 - 9.63076 Draininc 473.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.015.00371 06/07/04 02:32.41 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/ s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -1 266.00 36 - 10.29280 2.25 0.12 0.46 P -2 16.00 36 - 5.92600 1.30 0.00 0.16 P -3 20.00 36 1.55927 0.34 0.00 0.02 P -4 18.00 36 1.55927 0.34 0.00 0.01 P -5 18.00 36 - 1.55927 0.34 0.00 0.01 P -6 18.00 36 6.06334 1.33 0.00 0.17 P -7 26.00 36 6.06334 1.33 0.00 0.17 P -8 21.00 12 0.00000 0.00 0.00 0.00 P -8a 2.00 12 0.00000 0.00 0.00 0.00 P -9 26.00 48 9.18715 1.13 0.00 0.09 P -10 18.00 48 9.18715 1.13 0.00 0.09 P -11 18.00 48 1.56454 0.19 0.00 0.00 P -12 18.00 48 1.56454 0.19 0.00 0.00 P -13 20.00 48 1.56454 0.19 0.00 0.00 P -14 16.00 48 - 2.80219 0.35 0.00 0.01 P -15 13.00 24 0.00000 0.00 0.00 0.00 P -15a 13.00 24 0.00000 0.00 0.00 0.00 P -16 13.00 24 - 7.62262 3.75 0.02 1.90 P -16a 6.00 24 - 7.62262 3.75 0.01 1.89 P -17 13.00 24 0.00000 0.00 0.00 0.00 P -17a 13.00 24 0.00000 0.00 0.00 0.00 P -19 13.00 24 - 4.36673 2.15 0.01 0.68 P-1 9a 6.00 24 - 4.36673 2.15 0.00 0.68 P -20 13.00 24 - 4.36680 2.15 0.01 0.68 P -20a 6.00 24 - 4.36680 2.15 0.00 0.68 P -21 95.00 24 6.06334 2.99 0.12 1.24 P -22 82.00 48 - 9.18715 1.13 0.01 0.09 P -23 14.00 30 - 0.00000 0.00 0.00 0.00 P -24 19.00 12 - 0.00000 0.00 0.00 0.00 P -25 14.00 30 7.62262 2.40 0.01 0.64 P -26 14.00 30 - 0.00000 0.00 0.00 0.00 P -27 200.00 48 - 7.16899 0.88 0.01 0.06 P -28 517.00 12 0.19980 0.39 0.05 0.09 P -29 449.00 12 1.22833 2.42 1.16 2.57 P -30 2,067.00 24 - 4.89819 2.41 2.00 0.97 P -31 120.00 24 6.83562 3.37 0.22 1.80 P -32 280.00 6 - 0.01769 0.14 0.01 0.02 P -33 1,320.00 6 - 0.01769 0.14 0.03 0.02 P -35 1,034.00 8 0.36726 1.63 1.74 1.69 P -36 756.00 8 0.36726 1.63 1.28 1.69 P -37 1 ,174.00 12 - 0.27032 0.53 0.16 0.13 P -38 196.00 12 - 0.30291 0.60 0.03 0.16 P -39 334.00 12 0.09628 0.19 0.01 0.02 P -40 616.00 12 0.05531 0.11 0.00 0.01 P -42 1,479.00 12 - 0.65584 1.29 1.01 0.69 P -43 1,451.00 12 - 0.81216 1.60 1.48 1.02 P -44 135.00 12 0.02688 0.05 0.00 0.00 P -45 575.00 12 0.15750 0.31 0.03 0.05 P -46 1,366.00 6 - 0.13061 1.03 1.19 0.87 P-47 434.00 16 - 1.79855 1.99 0.47 1.09 P -49 258.00 16 - 1.72267 1.91 0.26 1.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -50 14.00 30 - 4.36673 1.38 0.00 0.23 P -51 14.00 30 - 4.36680 1.38 0.00 0.23 P -52 20.00 24 0.00000 0.00 0.00 0.00 P -52a 20.00 30 0.00000 0.00 0.00 0.00 P -53 698.00 16 - 1.84437 2.04 0.80 1.14 P -56 883.00 16 - 1.80227 2.00 0.97 1.10 P -58 299.00 8 0.01494 0.07 0.00 0.00 P -59 583.00 8 - 0.00002 0.00 0.00 0.00 P -64 363.00 8 - 0.32836 1.46 0.50 1.37 P -65 310.00 8 - 0.32836 1.46 0.42 1.37 P -67 616.00 8 0.24159 1.07 0.48 0.78 P -68 294.00 8 0.37147 1.65 0.51 1.72 P -70 524.00 16 - 1.92793 2.14 0.56 1.07 P -72 543.00 16 - 1.80140 2.00 0.51 0.94 P -73 330.00 16 - 1.99192 2.21 0.38 1.14 P -76 222.00 8 - 0.30649 1.36 0.27 1.21 P -79 302.00 8 - 0.15633 0.69 0.10 0.35 P -80 817.00 8 0.12352 0.55 0.16 0.19 P -82 519.00 8 0.08768 039 0.05 0.10 P -83 286.00 8 0.00765 0.03 0.00 0.00 P -84 270.00 8 - 0.06865 0.30 0.02 0.08 P -85 267.00 8 - 0.06143 0.27 0.01 0.05 P -87 521.00 8 0.04967 0.22 0.02 0.04 P -88 856.00 8 - 0.03839 0.17 0.02 0.02 P -89 464.00 8 - 0.32813 1.45 0.64 1.37 P -90 1,006.00 8 - 0.12344 0.55 0.23 0.22 P -91 369.00 8 - 0.38548 1.71 0.68 1.84 P -92 351.00 8 - 0.61905 2.74 1.56 4.44 P -95 741.00 8 - 0.01206 0.05 0.00 0.00 P -98 917.00 20 0.78469 0.56 0.06 0.07 P -99 1,299.00 20 - 1.18347 0.84 0.19 0.15 P -100 2,482.00 12 0.44742 0.88 0.84 0.34 P -101 910.00 12 0.61134 1.20 0.55 0.60 P -102 2,030.00 8 0.13500 0.60 0.54 0.26 P -106 1,417.00 12 0.05863 0.12 0.01 0.01 P -107 455.00 12 0.78886 1.55 0.44 0.96 P -108 190.00 12 0.72796 1.43 0.16 0.83 P -113 685.00 8 0.17267 0.77 0.29 0.42 P -114 1,357.00 12 0.47260 0.93 0.51 0.37 P -115 483.00 12 0.24064 0.47 0.05 0.11 P -116 890.00 8 - 0.16399 0.73 0.34 0.38 P -118 769.00 12 0.40436 0.80 0.22 0.28 P -119 2,046.00 12 0.39594 0.78 0.55 0.27 P -120 615.00 12 0.39594 0.78 0.17 0.27 P -122 1,420.00 12 - 0.21428 0.42 0.12 0.09 P -123 1,908.00 12 - 0.03700 0.07 0.01 0.00 P -124 460.00 12 - 0.18281 0.36 0.03 0.06 P -125 580.00 12 - 0.20086 0.40 0.04 0.08 P -131 2,609.00 12 0.78072 1.54 2.47 0.95 P -132 341.00 10 0.63905 1.81 0.54 1.59 P -133 329.00 10 0.72935 2.07 0.67 2.03 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -134 3,913.00 12 - 0.40142 0.79 1.08 0.28 P -135 3,014.00 12 - 0.34351 0.68 0.62 0.21 P -138 786.00 12 0.72756 1.43 0.65 0.83 P -139 1,303.00 12 0.70955 1.40 1.03 0.79 P -141 789.00 12 - 0.03042 0.06 0.00 0.00 P -145 18.00 36 - 14.41579 3.16 0.02 0.99 P -146 18.00 36 - 14.41579 3.16 0.02 0.99 P -147 18.00 36 - 7.20784 1.58 0.00 0.27 P -148 20.00 24 0.00000 0.00 0.00 0.00 P -149 20.00 30 0.00000 0.00 0.00 0.00 P -150 18.00 48 0.00000 0.00 0.00 0.00 P -151 20.00 30 - 0.00000 0.00 0.00 0.00 P -152 20.00 24 - 0.00000 0.00 0.00 0.00 P -153 18.00 48 0.00000 0.00 0.00 0.00 P -154 970.00 12 0.52772 1.04 0.44 0.46 P -155 960.00 12 0.47287 0.93 0.36 0.37 P -156 20.00 30 7.20796 2.27 0.01 0.67 P -157 20.00 24 7.20796 3.55 0.04 1.98 P -158 18.00 48 - 7.20796 0.89 0.00 0.07 P -159 20.00 30 7.20784 2.27 0.01 0.67 P -160 20.00 24 7.20784 155 0.04 1.98 P -161 100.00 48 - 14.41579 1.77 0.02 0.24 P -162 1,880.00 12 0.63199 1.25 1.20 0.64 P -163 776.00 12 0.72476 1.43 0.64 0.82 P -164 2,955.00 12 0.82188 1.62 3.07 1.04 P -165 1,467.00 12 0.11870 0.23 0.04 0.03 P -166 1,694.00 12 0.49172 0.97 0.68 0.40 P -167 3,635.00 12 - 0.55648 1.10 1.84 0.51 P -168 3,166.00 12 0.57080 1.12 1.68 0.53 P -170 1,631.00 6 0.03260 0.26 0.11 0.07 P -171 1,426.00 6 - 0.04097 0.32 0.15 0.10 P -172 984.00 12 0.07357 0.14 0.01 0.01 P -173 1,734.00 12 - 0.07299 0.14 0.02 0.01 P -174 4,050.00 12 - 0.03226 0.06 0.01 0.00 P -175 1,035.00 12 0.08331 0.16 0.02 0.01 P -176 1,957.00 12 - 0.07483 0.15 0.02 0.01 P -177 500.00 12 - 0.16972 0.33 0.03 0.06 P -178 3,002.00 12 - 0.05231 0.10 0.02 0.01 P -180 323.00 12 - 0.07291 0.14 0.00 0.01 P -181 2,311.00 16 0.45591 0.51 0.20 0.09 P -182 1,719.00 16 1.09110 1.21 0.74 0.43 P -185 425.00 8 0.20834 0.92 0.25 0.59 P -186 559.00 12 0.80542 1.59 0.56 1.00 P -187 1,219.00 8 0.32836 1.46 1.67 1.37 P -189 2,287.00 24 6.13014 3.02 336 1.47 P -190 213.00 36 14.41579 3.16 0.21 0.99 P -191 84.00 30 10.51300 3.31 0.11 1.35 P -193 2,887.00 8 - 0.12988 0.58 0.61 0.21 P -194 311.00 8 0.02133 0.09 0.00 0.01 P -196 3,448.00 24 7.08260 3.49 6.62 1.92 P -197 1,051.00 8 0.29971 1.33 1.22 1.16 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 3 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -198 998.00 8 0.29138 1.29 1.10 1.10 P -199 1,011.00 10 0.70777 2.01 1.94 1.92 P -200 875.00 12 - 0.00132 0.00 0.00 0.00 P -201 1,380.00 12 0.35437 0.70 0.30 0.22 P -203 950.00 12 0.06608 0.13 0.01 0.01 P -204 1,340.00 12 - 0.30982 0.61 0.23 0.17 P -205 970.00 12 - 0.23213 0.46 0.10 0.10 P -206 2,730.00 12 - 0.04032 0.08 0.01 0.00 P -207 3,554.00 24 - 5.12089 2.52 3.74 1.05 P -210 1,059.00 24 4.73904 2.33 0.97 0.91 P -211 2,134.00 24 - 4.38286 2.16 1.68 0.79 P -212 91.00 30 - 9.12190 2.88 0.09 1.03 P -213 5,177.00 30 12.55465 3.96 9.68 1.87 P -214 5,358.00 30 9.22737 2.91 5.66 1.06 P -215 2,532.00 12 - 0.70910 1.40 2.00 0.79 P -216 2,350.00 8 0.18739 0.83 1.14 0.49 P -219 952.00 12 - 0.03980 0.08 0.00 0.00 P -220 2,564.00 12 0.31148 0.61 0.44 0.17 P -221 918.00 8 0.04980 0.22 0.04 0.04 P -222 3,225.00 12 0.72756 1.43 2.68 0.83 P -223 412.00 12 0.42608 0.84 0.13 0.31 P -224 301.00 10 - 0.27263 0.77 0.10 0.33 P -225 2,798.00 12 0.64099 1.26 1.84 0.66 P -226 495.00 12 - 0.73503 1.45 0.42 0.85 P -228 510.00 8 - 0.15503 0.69 0.17 0.34 P -229 734.00 8 - 0.26573 1.18 0.59 0.80 P -230 1,598.00 8 - 0.23718 1.05 1.03 0.65 P -231 319.00 8 0.02854 0.13 0.00 0.01 P -232 322.00 12 - 0.58001 1.14 0.18 0.55 P -234 451.00 8 - 0.01285 0.06 0.00 0.00 P -236 857.00 12 - 0.72379 1.43 0.70 0.82 P -237 351.00 8 - 0.11484 0.51 0.07 0.20 P -238 692.00 8 0.03979 0.18 0.02 0.03 P -239 1,025.00 8 - 0.18324 0.81 0.41 0.40 P -240 1,205.00 8 - 0.33788 1.50 1.50 1.25 P -241 1,008.00 8 - 0.15463 0.69 0.34 0.34 P -242 375.00 8 - 0.17071 0.76 0.15 0.41 P -243 311.00 8 - 0.12926 0.57 0.08 0.24 P -245 760.00 12 - 0.76357 1.50 0.69 0.91 P -246 657.00 8 - 0.12926 0.57 0.16 0.24 P -247 298.00 12 - 0.59286 1.17 0.17 0.57 P -248 339.00 12 - 0.63431 1.25 0.22 0.64 P -249 599.00 8 - 0.04145 0.18 0.02 0.03 P -250 1,812.00 8 - 0.00000 0.00 0.00 0.00 P -251 1,240.00 16 - 0.21891 0.24 0.03 0.02 P -252 1,460.00 16 - 0.26895 0.30 0.05 0.03 P -253 1,700.00 16 - 0.06319 0.07 0.00 0.00 P -254 1,018.00 8 0.00004 0.00 0.00 0.00 P -255 558.00 8 0.00004 0.00 0.00 0.00 P -256 316.00 8 - 0.00000 0.00 0.00 0.00 P -257 1,250.00 16 - 0.08124 0.09 0.00 0.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 4 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -258 952.00 16 - 0.30621 0.34 0.04 0.04 P -259 2,348.00 16 - 0.03879 0.04 0.00 0.00 P -260 463.00 8 - 0.26742 1.19 0.43 0.94 P -261 679.00 8 - 0.11871 0.53 0.14 0.21 P -262 1,029.00 8 - 0.11871 0.53 0.21 0.21 P -263 567.00 8 - 0.04405 0.20 0.02 0.03 P -264 1,185.00 8 0.14871 0.66 0.37 0.32 P -265 562.00 8 - 0.19276 0.85 0.29 0.51 P -266 299.00 8 - 0.19276 0.85 0.15 0.51 P -267 1,424.00 12 - 0.61153 1.20 0.86 0.60 P -268 576.00 12 - 0.68619 1.35 0.43 0.74 P -269 317.00 8 - 0.07466 0.33 0.03 0.09 P -270 543.00 8 0.12636 0.56 0.13 0.23 P -271 335.00 8 0.04454 0.20 0.01 0.03 P -273 939.00 12 0.05980 0.12 0.01 0.01 P -274 698.00 8 0.10126 0.45 0.11 0.16 P -275 285.00 8 0.08182 0.36 0.03 0.10 P -276 469.00 12 - 0.20889 0.41 0.04 0.08 P -277 33100 12 - 0.12707 0.25 0.01 0.03 P -278 964.00 8 0.08182 0.36 0.10 0.10 P -279 357.00 8 0.14233 0.63 0.10 0.29 P -280 646.00 8 0.05672 0.25 0.03 0.05 P -281 879.00 8 0.08561 0.38 0.10 0.11 P -282 375.00 8 0.08561 0.38 0.04 0.11 P -283 214.00 12 0.37945 0.75 0.05 0.25 P -284 797.00 12 0.37945 0.75 0.20 0.25 P -285 716.00 8 0.00000 0.00 0.00 0.00 P -286 984.00 8 0.00004 0.00 0.00 0.00 P -287 525.00 8 0.00007 0.00 0.00 0.00 P -288 857.00 8 0.00004 0.00 0.00 0.00 P -289 519.00 8 0.00004 0.00 0.00 0.00 P -290 705.00 8 0.00004 0.00 0.00 0.00 P -291 477.00 8 0.00004 0.00 0.00 0.00 P -292 817.00 8 0.00004 0.00 0.00 0.00 P -293 1,177.00 12 - 0.55224 1.09 0.59 0.50 P -294 233.00 12 - 0.46034 0.91 0.08 0.36 P -295 1,067.00 8 - 0.09189 0.41 0.14 0.13 P -296 368.00 8 - 0.09189 0.41 0.05 0.13 P -297 216.00 8 - 0.05101 0.23 0.01 0.04 P -298 511.00 8 - 0.06483 0.29 0.03 0.07 P -299 597.00 8 0.04088 0.18 0.02 0.03 P -300 472.00 8 0.04088 0.18 0.01 0.03 P -301 560.00 16 - 0.11916 0.13 0.00 0.01 P -302 457.00 8 0.04088 0.18 0.01 0.03 P -303 297.00 10 - 0.29026 0.82 0.11 0.37 P -305 848.00 8 0.01382 0.06 0.00 0.00 P -306 665.00 10 - 0.27644 0.78 0.22 0.34 P -307 448.00 10 - 0.38215 1.08 0.27 0.61 P -308 1,104.00 8 - 0.10571 0.47 0.19 0.17 P -309 844.00 8 - 0.29824 1.32 0.97 1.15 P -310 336.00 8 - 0.17884 0.79 0.15 0.45 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 5 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -311 1,177.00 8 - 0.11940 0.53 0.25 0.21 P -312 404.00 10 - 0.42794 1.21 0.31 0.76 P -313 386.00 10 - 0.75346 2.14 0.83 2.15 P -314 982.00 8 - 0.11940 0.53 0.21 0.21 P -315 191.00 8 - 0.42262 1.87 0.42 2.19 P -316 849.00 8 - 0.21650 0.96 0.54 0.63 P -317 1,457.00 8 0.20612 0.91 0.84 0.58 P -318 291.00 12 - 1.41705 2.79 0.83 2.85 P -319 439.00 12 - 1.13673 2.24 0.83 1.90 P -320 1,204.00 8 0.28032 1.24 1.23 1.02 P -321 1,107.00 8 - 0.07358 0.33 0.10 0.09 P -322 1,476.00 8 - 0.07996 0.35 0.15 0.10 P -323 837.00 8 - 0.13312 0.59 0.22 0.26 P -324 853.00 8 - 0.13312 0.59 0.22 0.26 P -325 380.00 12 - 0.83180 1.64 0.40 1.06 P -326 440.00 12 - 1.00001 1.97 0.66 1.50 P -327 670.00 8 0.16820 0.75 0.27 0.40 P -328 202.00 12 - 0.84961 1.67 0.22 1.11 P -329 288.00 12 - 0.68141 1.34 0.21 0.74 P -330 881.00 8 0.16820 0.75 0.35 0.40 P -331 908.00 8 0.09308 0.41 0.12 0.13 P -332 140.00 12 - 0.90032 1.77 0.17 1.23 P -333 200.00 12 - 0.80724 1.59 0.20 1.01 P -334 608.00 8 0.09308 0.41 0.08 0.13 P -335 1,221.00 8 0.19385 0.86 0.63 0.52 P -336 154.00 12 - 0.70646 1.39 0.12 0.79 P -337 297.00 12 - 0.48136 0.95 0.11 0.39 P -338 1,209.00 8 0.22510 1.00 0.82 0.68 P -339 188.00 8 0.16219 0.72 0.07 0.37 P -340 302.00 8 0.16219 0.72 0.11 0.37 P -341 698.00 8 0.16219 0.72 0.26 0.37 P -342 188.00 8 0.00000 0.00 0.00 0.00 P -343 633.00 8 0.00004 0.00 0.00 0.00 P -344 628.00 8 0.00004 0.00 0.00 0.00 P -345 1,681.00 8 - 0.23357 1.04 1.06 0.63 P -346 791.00 8 - 0.11738 0.52 0.14 0.18 P -347 799.00 8 - 0.23357 1.04 0.50 0.63 P -348 695.00 8 - 0.11619 0.52 0.14 0.20 P -349 332.00 8 - 0.16520 0.73 0.13 0.38 P -350 582.00 8 - 0.16520 0.73 0.22 0.38 P -351 890.00 12 - 0.01127 0.02 0.00 0.00 P -353 330.00 12 - 1.05424 2.08 0.54 1.65 P -354 310.00 16 - 1.08604 1.20 0.13 0.43 P -355 690.00 8 - 0.05694 0.25 0.04 0.05 P -357 650.00 8 0.07218 0.32 0.05 0.08 P -358 680.00 8 0.36116 1.60 1.11 1.64 P -359 702.00 12 0.76230 1.50 0.64 0.91 P -360 768.00 12 0.59710 1.18 0.44 0.58 P -361 237.00 8 - 0.16520 0.73 0.09 0.38 P -362 1,004.00 8 0.17356 0.77 0.42 0.42 P -363 196.00 8 0.34601 1.53 0.30 1.51 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 6 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -364 245.00 8 - 0.17246 0.76 0.10 0.42 P -365 658.00 8 - 0.11172 0.50 0.12 0.19 P -366 2,034.00 8 0.06074 0.27 0.12 0.06 P -367 337.00 8 - 0.17246 0.76 0.14 0.42 P -368 167.00 12 - 1.02835 2.03 0.26 1.58 P -369 433.00 12 - 1.20081 2.37 0.91 2.10 P -370 772.00 8 - 0.17246 0.76 0.32 0.42 P -371 807.00 8 0.00004 0.00 0.00 0.00 P -372 794.00 8 0.00004 0.00 0.00 0.00 P -373 448.00 16 - 0.89748 0.99 0.14 0.30 P -374 1,072.00 16 - 0.79729 0.88 0.26 0.24 P -375 377.00 8 - 0.10020 0.44 0.06 0.15 P -376 1,096.00 8 - 0.10020 0.44 0.17 0.15 P -377 413.00 16 - 1.84218 2.04 0.47 1.14 P -378 317.00 16 - 1.94238 2.15 0.40 1.26 P -379 382.00 8 - 0.10020 0.44 0.06 0.15 P -380 1,354.00 8 - 0.08142 0.36 0.14 0.10 P -381 231.00 16 1.84020 2.04 0.26 1.14 P -382 599.00 16 1.49067 1.65 0.46 0.77 P -383 672.00 8 0.15731 0.70 0.24 0.35 P -384 285.00 12 0.22780 0.45 0.03 0.10 P -385 275.00 12 0.38511 0.76 0.07 0.26 P -386 206.00 8 0.15731 0.70 0.07 0.35 P -387 1,333.00 8 0.19223 0.85 0.68 0.51 P -388 251.00 8 - 0.34874 1.55 0.38 1.53 P -389 1,219.00 8 - 0.15651 0.69 0.42 0.35 P -390 469.00 8 0.19223 0.85 0.24 0.51 P -391 549.00 8 0.08673 0.38 0.06 0.12 P -392 474.00 8 - 0.02551 0.11 0.01 0.01 P -393 228.00 8 - 0.14354 0.64 0.07 0.30 P -394 194.00 8 - 0.16906 0.75 0.08 0.40 P -395 290.00 8 - 0.02551 0.11 0.00 0.01 P -396 793.00 8 - 0.12289 0.54 0.18 0.22 P -397 288.00 8 - 0.00686 0.03 0.00 0.00 P -398 916.00 8 - 0.00686 0.03 0.00 0.00 P -399 1,325.00 8 - 0.00652 0.03 0.00 0.00 P-400 653.00 8 - 0.22553 1.00 0.45 0.68 P -401 520.00 16 - 1.11671 1.24 0.24 0.45 P -402 730.00 12 0.20952 0.41 0.06 0.08 P -403 350.00 16 - 1.08487 1.20 0.15 0.43 P -404 210.00 8 0.06612 0.29 0.01 0.07 P -405 250.00 16 - 1.10775 1.23 0.11 0.45 P -406 750.00 8 0.02435 0.11 0.01 0.01 P -407 300.00 16 - 1.17432 1.30 0.15 0.50 P -408 740.00 8 0.03683 0.16 0.02 0.02 P -409 260.00 16 - 1.20952 1.34 0.14 0.52 P -410 580.00 8 0.02709 0.12 0.01 0.01 P -411 620.00 8 0.01784 0.08 0.00 0.01 P -412 770.00 8 - 0.23352 1.04 0.56 0.73 P -413 800.00 8 0.08387 0.37 0.09 0.11 P -414 540.00 8 - 0.04288 0.19 0.02 0.03 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 7 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (fu 1000ft) P -415 230.00 8 - 0.25200 1.12 0.19 0.84 P -416 1,600.00 12 0.41480 0.82 0.47 0.29 P-417 220.00 8 - 0.18540 0.82 0.10 0.48 P -418 400.00 8 - 0.15674 0.69 0.14 0.35 P -419 1,530.00 8 - 0.09668 0.43 0.22 0.14 P -420 290.00 8 - 0.15753 0.70 0.10 0.35 P -421 320.00 8 - 0.12069 0.53 0.07 0.21 P -422 170.00 8 0.19637 0.87 0.09 0.53 P -423 470.00 8 0.07568 0.34 0.04 0.09 P -424 270.00 8 - 0.19442 0.86 0.14 0.52 P -425 400.00 8 - 0.17658 0.78 0.17 0.43 P -426 1,160.00 8 - 0.05054 0.22 0.05 0.04 P -427 1,380.00 8 0.07127 0.32 0.11 0.08 P -428 300.00 10 0.72124 2.05 0.60 1.99 P -429 940.00 8 0.00590 0.03 0.00 0.00 P -430 150.00 24 6.07668 2.99 0.22 1.45 P -431 920.00 8 0.21298 0.94 0.57 0.61 P -433 330.00 8 0.07677 0.34 0.03 0.09 P -434 310.00 8 0.02795 0.12 0.00 0.01 P -435 300.00 8 0.08149 0.36 0.03 0.10 P -436 400.00 8 0.02292 0.10 0.00 0.01 P -437 300.00 8 0.05086 0.23 0.01 0.04 P -438 300.00 8 0.05858 0.26 0.02 0.06 P -439 400.00 8 0.00265 0.01 0.00 0.00 P -440 1,700.00 8 - 0.00121 0.01 0.00 0.00 P -441 980.00 24 5.59747 2.76 1.22 1.24 P -442 550.00 24 6.64813 3.27 0.94 1.71 P -443 330.00 8 0.23268 1.03 0.24 0.72 P -444 1,350.00 8 - 0.10952 0.49 0.24 0.18 P -445 760.00 8 0.09106 0.40 0.10 0.13 P-447 730.00 8 0.04072 0.18 0.02 0.03 P -448 330.00 8 - 0.35869 1.59 0.53 1.61 P -449 670.00 8 0.05413 0.24 0.03 0.05 P -450 320.00 8 - 0.00808 0.04 0.00 0.00 P -451 380.00 8 0.45796 2.03 0.96 2.54 P -452 590.00 8 0.41703 1.85 1.26 2.13 P -453 320.00 8 0.32796 1.45 0.44 1.37 P -454 1,380.00 8 0.14847 0.66 0.43 0.32 P -455 1,260.00 8 0.01087 0.05 0.00 0.00 P -456 320.00 8 - 0.00759 0.03 0.00 0.00 P -457 2,350.00 8 - 0.17452 0.77 1.00 0.43 P -458 300.00 10 - 0.34802 0.99 0.15 0.51 P -459 300.00 10 0.29727 0.84 0.12 0.38 P -460 287.00 8 - 0.22553 1.00 0.20 0.68 P -461 747.00 8 - 0.21515 0.95 0.47 0.63 P -462 370.00 8 - 0.16569 0.73 0.14 0.39 P -463 269.00 8 - 0.13316 0.59 0.07 0.26 P -464 643.00 8 0.03253 0.14 0.01 0.02 P -465 1,276.00 8 0.00002 0.00 0.00 0.00 P -466 1,279.00 8 - 0.07589 0.34 0.12 0.09 P-467 1,583.00 8 - 0.07589 0.34 0.14 0.09 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 8 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -468 1,235.00 8 - 0.17235 0.76 0.51 0.42 P -469 321.00 8 0.10030 0.44 0.05 0.15 P-470 291.00 8 - 0.13343 0.59 0.08 0.26 P -471 900.00 8 0.10961 0.49 0.16 0.18 P -472 660.00 8 - 0.02424 0.11 0.01 0.01 P -473 1,100.00 8 0.07913 0.35 0.11 0.10 P -474 300.00 8 0.19351 0.86 0.15 0.51 P -475 300.00 8 0.16530 0.73 0.12 0.38 P -476 1,150.00 8 0.24600 1.09 0.92 0.80 P -477 1,830.00 10 0.48910 1.39 1.77 0.97 P -478 1,830.00 8 0.27197 1.21 1.77 0.97 P -479 650.00 8 0.24684 1.09 0.53 0.81 P -480 293.00 8 0.15121 0.67 0.10 0.33 P -481 290.00 8 0.36802 1.63 0.49 1.69 P -482 240.00 8 0.23253 1.03 0.17 0.72 P -483 1,480.00 8 - 0.08648 0.38 0.17 0.12 P -484 430.00 8 0.12847 0.57 0.10 0.24 P -485 1,870.00 8 - 0.07743 0.34 0.18 0.09 P -486 710.00 8 - 0.05687 0.25 0.04 0.05 P -487 1,190.00 8 - 0.04497 0.20 0.04 0.03 P -488 440.00 8 0.06699 0.30 0.03 0.07 P -489 350.00 8 0.11779 0.52 0.07 0.21 P -490 350.00 8 0.02202 0.10 0.00 0.01 P -491 320.00 8 - 0.00821 0.04 0.00 0.00 P -492 670.00 12 0.22367 0.44 0.06 0.09 P -493 850.00 12 - 0.22699 0.45 0.08 0.10 P -494 230.00 8 - 0.02465 0.11 0.00 0.01 P -495 490.00 12 0.18515 0.36 0.03 0.07 P -496 480.00 12 - 0.39214 0.77 0.13 0.26 P -497 1,127.00 8 0.05091 0.23 0.05 0.04 P -498 780.00 12 - 0.27435 0.54 0.11 0.14 P -499 1,410.00 8 - 0.06047 0.27 0.08 0.06 P -500 820.00 8 - 0.08512 0.38 0.09 0.11 P -501 680.00 8 - 0.09015 0.40 0.09 0.13 P -502 667.00 8 - 0.14782 0.66 0.21 0.31 P -503 320.00 6 - 0.04598 0.36 0.05 0.15 P -504 1,700.00 8 - 0.06234 0.28 0.11 0.06 P -505 1,370.00 6 0.02415 0.19 0.06 0.04 P -506 250.00 6 - 0.02184 0.17 0.01 0.04 P -507 280.00 8 - 0.12599 0.56 0.07 0.23 P -508 1,040.00 6 0.02232 0.18 0.04 0.04 P -509 1,013.00 8 - 0.14782 0.66 0.32 0.31 P -510 340.00 6 0.05819 0.46 0.08 0.23 P -511 670.00 8 - 0.20236 0.90 0.37 0.56 P -512 882.00 8 0.00004 0.00 0.00 0.00 P -513 913.00 8 0.00004 0.00 0.00 0.00 P -514 1,149.00 8 - 0.03187 0.14 0.02 0.02 P -515 1,330.00 8 0.16835 0.75 0.53 0.40 P -517 310.00 24 5.47193 2.69 0.37 1.19 P -518 499.00 8 0.16835 0.75 0.20 0.40 P -519 954.00 8 0.01727 0.08 0.01 0.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 9 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -520 678.00 8 0.01727 0.08 0.00 0.01 P -521 2,020.00 16 - 0.34185 0.38 0.10 0.05 P -522 401.00 24 5.28632 2.60 0.45 1.12 P -523 870.00 16 - 0.48610 0.54 0.08 0.10 P -524 270.00 10 - 0.13424 0.38 0.02 0.09 P -525 270.00 16 0.46209 0.51 0.02 0.09 P -526 370.00 16 - 0.62191 0.69 0.06 0.15 P -527 1,480.00 8 0.13581 0.60 0.40 0.27 P -528 460.00 16 - 0.31864 0.35 0.02 0.04 P -529 1,410.00 16 1.38513 1.53 0.95 0.67 P -530 249.00 24 5.30359 2.61 0.28 1.12 P -531 2,200.00 8 0.20598 0.91 1.27 0.58 P -532 1,250.00 16 - 0.57828 0.64 0.17 0.13 P -533 780.00 8 - 0.10098 0.45 0.12 0.15 P -534 870.00 16 0.41343 0.46 0.06 0.07 P -535 950.00 8 - 0.19099 0.85 0.48 0.50 P -536 490.00 16 1.53031 1.70 0.40 0.81 P -537 430.00 16 1.59221 1.76 0.37 0.87 P -538 210.00 24 - 6.64437 127 0.36 1.71 P -539 200.00 24 8.23658 4.06 0.51 2.54 P -540 1,450.00 12 0.63996 1.26 0.95 0.65 P -541 900.00 12 0.27119 0.53 0.12 0.13 P -542 320.00 12 - 0.41056 0.81 0.09 0.29 P -543 1,450.00 24 - 5.61956 2.77 1.81 1.25 P -544 1,190.00 8 - 0.33801 1.50 1.72 1.45 P -545 570.00 24 - 5.98329 2.95 0.80 1.40 P -546 675.00 8 0.01727 0.08 0.00 0.01 P -547 2,050.00 24 - 5.65493 2.79 2.59 1.27 P -548 589.00 8 - 0.23547 1.04 0.44 0.74 P -549 719.00 8 - 0.23547 1.04 0.53 0.74 P -550 358.00 8 - 0.12829 0.57 0.09 0.24 P -551 2,050.00 16 0.02478 0.03 0.00 0.00 P -552 2,270.00 12 - 0.16290 0.32 0.12 0.05 P -553 780.00 12 0.29108 0.57 0.12 0.15 P -554 880.00 12 - 0.47294 0.93 0.33 0.37 P -555 2,250.00 12 - 0.33995 0.67 0.46 0.20 P -556 1,420.00 12 - 0.29018 0.57 0.21 0.15 P -557 293.00 8 - 0.12829 0.57 0.07 0.24 P -558 880.00 12 - 0.17766 0.35 0.05 0.06 P -559 301.00 8 - 0.16008 0.71 0.11 0.36 P -560 309.00 8 - 0.18581 0.82 0.15 0.48 P -561 1,450.00 10 0.01864 0.05 0.00 0.00 P -562 325.00 8 0.02221 0.10 0.00 0.01 P -563 840.00 10 - 0.02393 0.07 0.00 0.00 P -564 363.00 8 0.03179 0.14 0.01 0.02 P -565 353.00 8 0.02572 0.11 0.00 0.01 P -566 849.00 8 0.21649 0.96 0.54 0.63 P -567 949.00 8 0.14861 0.66 0.30 0.32 P -568 971.00 8 - 0.05938 0.26 0.06 0.06 P -571 223.00 8 - 0.05938 0.26 0.01 0.06 P -572 298.00 8 - 0.02422 0.11 0.00 0.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 10 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -573 305.00 8 0.19228 0.85 0.16 0.51 P -575 150.00 16 - 1.83380 2.03 0.17 1.13 P -576 819.00 16 - 1.43353 1.59 0.59 0.72 P -578 882.00 8 - 0.20799 0.92 0.52 0.59 P -579 984.00 8 - 0.14861 0.66 0.31 0.32 P -580 857.00 8 - 0.19228 0.85 0.44 0.51 P -581 392.00 8 - 0.19678 0.87 0.21 0.53 P -582 286.00 8 - 0.19678 0.87 0.15 0.53 P -583 135.00 8 0.02707 0.12 0.00 0.01 P -584 835.00 8 0.20802 0.92 0.49 0.59 P -585 285.00 8 - 0.18095 0.80 0.13 0.45 P -586 190.00 8 - 0.18095 0.80 0.09 0.45 P -587 302.00 8 - 0.18095 0.80 0.14 0.45 P -588 740.00 8 - 0.12736 0.56 0.18 0.24 P -589 277.00 8 0.19930 0.88 0.15 0.54 P -590 523.00 8 0.05358 0.24 0.02 0.05 P -591 420.00 12 - 1.09051 2.15 0.74 1.76 P -592 150.00 12 - 1.41718 2.79 0.43 2.85 P -593 389.00 8 - 0.32666 1.45 0.53 1.36 P -594 293.00 8 0.14571 0.65 0.09 0.30 P -595 426.00 8 0.22385 0.99 0.29 0.67 P -596 315.00 8 - 0.07813 0.35 0.03 0.10 P -597 281.00 12 - 0.19817 0.39 0.02 0.07 P -598 639.00 12 - 0.19817 0.39 0.05 0.07 P -599 944.00 8 0.00000 0.00 0.00 0.00 P -600 641.00 8 0.00004 0.00 0.00 0.00 P -601 1,210.00 8 - 0.23177 1.03 0.87 0.72 P -602 800.00 8 - 0.10110 0.45 0.12 0.15 P -603 360.00 8 - 0.16128 0.71 0.13 0.37 P -604 460.00 8 - 0.21748 0.96 0.29 0.64 P -605 700.00 8 0.02559 0.11 0.01 0.01 P -606 675.00 8 0.00004 0.00 0.00 0.00 P -607 1,067.00 8 - 0.04508 0.20 0.04 0.03 P -608 317.00 8 0.00004 0.00 0.00 0.00 P -609 974.00 8 0.00004 0.00 0.00 0.00 P -610 541.00 12 - 0.01328 0.03 0.00 0.00 P -611 1,070.00 8 0.18935 0.84 0.53 0.49 P -612 650.00 8 - 0.05835 0.26 0.04 0.06 P -613 880.00 8 0.16160 0.72 0.32 0.37 P -614 790.00 16 2.05710 2.28 1.11 1.40 P -615 2,010.00 8 - 0.09378 0.42 0.27 0.13 P -616 120.00 16 2.52750 2.80 0.25 2.05 P -617 120.00 16 1.77278 1.96 0.13 1.06 P -618 820.00 16 - 0.76074 0.84 0.18 0.22 P -619 835.00 12 - 0.09334 0.18 0.02 0.02 P -620 200.00 8 0.15874 0.70 0.07 0.36 P -621 570.00 16 - 1.82027 2.02 0.64 1.12 P -622 240.00 12 - 0.41118 0.81 0.07 0.29 P -623 370.00 16 1.49806 1.66 0.29 0.78 P -624 520.00 16 - 1.69027 1.87 0.51 0.97 P -625 1,280.00 8 - 0.20381 0.90 0.73 0.57 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 11 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -626 610.00 12 - 0.24114 0.48 0.07 0.11 P -627 900.00 16 - 1.89408 2.10 1.08 1.20 P -628 360.00 8 0.08933 0.40 0.04 0.12 P -629 1,130.00 16 - 1.54991 1.72 0.94 0.83 P -630 530.00 8 - 0.05074 0.22 0.02 0.04 P -631 800.00 8 - 0.03860 0.17 0.02 0.03 P -632 710.00 12 - 0.40110 0.79 0.20 0.28 P -633 330.00 8 - 0.05074 0.22 0.01 0.04 P -634 230.00 8 - 0.06634 0.29 0.02 0.07 P -635 290.00 8 - 0.11708 0.52 0.06 0.20 P -636 280.00 8 - 0.48721 2.16 0.80 2.85 P -637 490.00 8 0.26094 1.16 0.44 0.90 P -638 140.00 8 0.16968 0.75 0.06 0.40 P -639 300.00 8 - 0.24519 1.09 0.24 0.80 P -640 340.00 16 - 1.95358 2.16 0.43 1.27 P -641 840.00 8 0.07049 0.31 0.07 0.08 P -642 530.00 8 - 0.17470 0.77 0.23 0.43 P -643 810.00 16 - 1.93559 2.14 1.01 1.25 P -644 1,790.00 6 - 0.04577 0.36 0.26 0.14 P -645 370.00 8 0.21616 0.96 0.23 0.63 P -646 310.00 8 0.04478 0.20 0.01 0.03 P -647 790.00 8 - 0.06504 0.29 0.05 0.07 P -648 1,600.00 8 - 0.12338 0.55 0.36 0.22 P -649 320.00 8 - 0.08906 0.39 0.04 0.12 P -650 410.00 8 - 0.05176 0.23 0.02 0.04 P -651 310.00 8 - 0.14742 0.65 0.10 0.31 P -652 780.00 8 0.05836 0.26 0.04 0.06 P -653 300.00 8 - 0.20272 0.90 0.17 0.56 P -654 1,300.00 8 - 0.08305 0.37 0.14 0.11 P -655 350.00 8 0.29836 1.32 0.40 1.15 P -656 530.00 8 - 0.19169 0.85 0.27 0.51 P -657 980.00 8 0.10666 0.47 0.17 0.17 P -658 190.00 8 - 0.27061 1.20 0.18 0.96 P -659 1,030.00 8 0.07892 0.35 0.10 0.10 P -660 960.00 8 - 0.00430 0.02 0.00 0.00 P -661 270.00 8 - 0.00722 0.03 0.00 0.00 P -662 1,230.00 8 - 0.12864 0.57 0.30 0.24 P -663 310.00 8 0.05281 0.23 0.01 0.05 P -664 200.00 8 0.06558 0.29 0.01 0.07 P -665 710.00 8 - 0.14508 0.64 0.21 0.30 P -666 380.00 8 - 0.08692 0.39 0.04 0.12 P -667 600.00 8 - 0.08591 0.38 0.07 0.11 P -668 310.00 8 - 0.06992 0.31 0.02 0.08 P -669 290.00 8 0.00109 0.00 0.00 0.00 P -670 1,350.00 6 - 0.15693 1.24 1.91 1.42 P -671 960.00 8 - 0.03632 0.16 0.02 0.02 P -672 310.00 8 - 0.11901 0.53 0.06 0.21 P -673 640.00 8 0.06410 0.28 0.04 0.07 P -674 700.00 8 0.01224 0.05 0.00 0.00 P -675 310.00 8 - 0.23939 1.06 0.24 0.76 P -676 350.00 8 - 0.20185 0.89 0.19 0.56 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 12 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mgd) Veloci ty (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -677 310.00 8 - 0.22709 1.01 0.21 0.69 P -678 190.00 8 - 0.27208 1.21 0.18 0.97 P -679 1,000.00 8 - 0.08322 0.37 0.11 0.11 P -680 180.00 8 - 0.32489 1.44 0.24 1.34 P -681 320.00 8 - 0.32177 1.43 0.42 1.32 P -682 980.00 8 - 0.02463 0.11 0.01 0.01 P -683 850.00 8 - 0.20358 0.90 0.48 0.57 P -684 290.00 8 0.10519 0.47 0.05 0.17 P -685 140.00 8 - 0.11129 0.49 0.03 0.18 P -686 340.00 12 0.04122 0.08 0.00 0.00 P -687 860.00 8 - 0.04574 0.20 0.03 0.04 P -688 920.00 8 0.05953 0.26 0.05 0.06 P -689 830.00 8 - 0.03971 0.18 0.02 0.03 P -690 850.00 8 - 0.19261 0.85 0.43 0.51 P -691 620.00 12 - 0.32105 0.63 0.11 0.18 P -692 720.00 8 - 0.10041 0.45 0.11 0.15 P -693 710.00 8 - 0.04016 0.18 0.02 0.03 P -694 310.00 8 - 0.19992 0.89 0.17 0.55 P -695 310.00 8 - 0.30734 1.36 0.38 1.21 P -696 690.00 8 - 0.15169 0.67 0.23 0.33 P -697 336.00 8 - 0.47202 2.09 0.90 2.68 P -698 380.00 8 - 0.06123 0.27 0.02 0.06 P -699 1,065.00 8 0.08005 0.35 0.11 0.10 P -700 721.00 16 - 1.46870 1.63 0.54 0.75 P -701 710.00 16 - 1.83380 2.03 0.80 1.13 P -703 50.00 8 0.27859 1.23 0.05 1.01 P -704 700.00 16 2.19384 2.43 1.11 1.58 P -705 1,300.00 16 3.19356 3.54 4.11 3.16 P -706 730.00 8 0.24747 1.10 0.59 0.81 P -707 50.00 8 0.12020 0.53 0.01 0.21 P -708 330.00 16 2.13261 2.36 0.49 1.50 P -709 380.00 16 2.03640 2.26 0.52 1.38 P -710 310.00 16 1.89157 2.10 0.37 1.20 P -711 50.00 8 - 0.06204 0.27 0.00 0.06 P -712 1,270.00 8 - 0.10081 0.45 0.20 0.15 P -713 50.00 8 0.21199 0.94 0.03 0.61 P -714 1,570.00 8 0.08142 0.36 0.16 0.10 P -718 220.00 12 0.47832 0.94 0.08 0.38 P -719 150.00 8 - 0.09321 0.41 0.02 0.13 P -720 370.00 16 1.75097 1.94 0.38 1.04 P -721 390.00 16 1.43294 1.59 0.28 0.72 P -722 790.00 8 0.28891 1.28 0.85 1.08 P -723 550.00 16 1.20215 1.33 0.29 0.52 P -724 1,140.00 8 0.22477 1.00 0.77 0.68 P -725 120.00 8 1.46415 6.49 2,62 21.85 P -726 250.00 16 - 0.80331 0.89 0.06 0.25 P -727 700.00 16 1.41335 1.57 0.49 0.70 P -728 640.00 8 0.63979 2.84 3.02 4.72 P -730 485.00 8 - 0.13071 0.58 0.12 0.25 P -731 510.00 8 - 0.06716 0.30 0.04 0.07 P -751 90.00 8 0.28250 1.25 0.09 1.04 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 13 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -752 530.00 8 0.33491 1.48 0.75 1.42 P -753 530.00 16 1.92062 2.13 0.65 1.23 P -754 470.00 6 0.13796 1.09 0.53 1.12 P -755 750.00 8 0.12786 0.57 0.18 0.24 P -756 300.00 6 - 0.02814 0.22 0.02 0.06 P -758 300.00 8 - 0.10096 0.45 0.05 0.15 P -759 290.00 8 - 0.09592 0.43 0.04 0.14 P -760 430.00 8 - 0.21321 0.95 0.26 0.62 P -762 130.00 8 - 0.05353 0.24 0.01 0.05 P -763 1,750.00 16 2.05720 2.28 2.45 1.40 P -764 690.00 8 - 0.36606 1.62 1.16 1.68 P -765 300.00 8 - 0.28807 1.28 0.32 1.08 P -767 330.00 8 - 0.37536 1.66 0.58 1.76 P -769 560.00 8 - 0.06911 0.31 0.04 0.08 P -772 370.00 8 0.02238 0.10 0.00 0.01 P -773 1,070.00 8 - 0.32131 1.42 1.41 1.32 P -774 730.00 8 0.00899 0.04 0.00 0.00 P -777 340.00 12 0.29265 0.58 0.05 0.15 P -781 300.00 8 0.29327 1.30 0.33 1.11 P -782 480.00 8 - 0.40261 1.78 0.96 2.00 P -783 490.00 8 0.43262 1.92 1.12 2.28 P -784 800.00 6 - 0.13936 1.10 0.91 1.14 P -787 330.00 8 - 0.22647 1.00 0.23 0.69 P -788 570.00 8 0.20616 0.91 0.33 0.58 P -789 300.00 8 - 0.19394 0.86 0.16 0.52 P -790 300.00 8 - 0.33653 1.49 0.43 1.43 P -791 400.00 8 - 0.56206 2.49 1.48 3.71 P -792 110.00 8 - 0.28962 1.28 0.12 1.09 P -793 320.00 16 2.30654 2.56 0.55 1.73 P -794 320.00 8 - 0.58855 2.61 1.29 4.04 P -796 740.00 12 0.31397 0.62 0.13 0.18 P -797 450.00 8 0.33240 1.47 0.63 1.40 P -798 400.00 12 0.50494 0.99 0.17 0.42 P -799 380.00 8 0.11186 0.50 0.07 0.19 P -800 160.00 12 0.76022 1.50 0.14 0.90 P -801 1,190.00 8 0.23396 1.04 0.87 0.73 P -802 910.00 12 - 1.09656 2.16 1.62 1.77 P -803 110.00 8 - 0.83956 3.72 0.86 7.80 P -804 1,450.00 8 - 0.28785 1.28 1.56 1.07 P -805 570.00 8 0.46358 2.05 1.48 2.60 P -806 1,450.00 16 1.89649 2.10 1.75 1.21 P -807 320.00 6 - 0.17246 1.36 0.54 1.69 P -808 610.00 8 0.30210 1.34 0.72 1.17 P -810 1,160.00 6 - 0.06054 0.48 0.28 0.24 P -811 140.00 8 0.43597 1.93 0.32 2.32 P -812 200.00 8 - 0.27375 1.21 0.20 0.98 P -813 460.00 6 0.12282 0.97 0.41 0.90 P -814 290.00 8 - 0.39657 1.76 0.56 1.94 P -815 260.00 6 - 0.04241 0.33 0.03 0.13 P -816 290.00 6 - 0.15391 1.21 0.40 1.37 P -817 710.00 6 0.10052 0.79 0.44 0.62 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 14 of 24 Scenario: Min Flour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -818 770.00 6 0.05130 0.40 0.14 0.18 P -819 590.00 8 - 0.35416 1.57 0.93 1.58 P -820 320.00 6 - 0.14484 1.14 0.39 1.22 P -821 760.00 6 - 0.02005 0.16 0.02 0.03 P -822 220.00 6 0.08931 0.70 0.11 0.50 P -823 1,060.00 6 - 0.06650 0.52 0.31 0.29 P -824 230.00 8 - 0.45445 2.01 0.58 2.50 P -825 240.00 8 - 0.41963 1.86 0.52 2.16 P -826 1,080.00 6 0.03482 0.27 0.09 0.09 P -827 380.00 8 - 0.55763 2.47 1.39 3.66 P -828 1,180.00 6 0.11207 0.88 0.90 0.76 P -829 330.00 8 - 0.03150 0.14 0.01 0.02 P -830 810.00 12 0.54697 1.08 0.40 0.49 P -831 390.00 8 - 0.35690 1.58 0.62 1.60 P -832 1,920.00 8 - 0.31046 1.38 2.37 1.24 P -833 490.00 6 - 0.01880 0.15 0.01 0.03 P -834 690.00 8 - 0.27356 1.21 0.67 0.98 P -835 720.00 6 - 0.12299 0.97 0.65 0.90 P -836 300.00 6 - 0.10982 0.87 0.22 0.73 P -837 910.00 6 - 0.11187 0.88 0.69 0.76 P -838 610.00 8 - 0.25178 1.12 0.51 0.84 P -839 610.00 12 0.20622 0.41 0.05 0.08 P -840 1,260.00 6 - 0.14647 1.15 1.57 1.25 P -841 1,160.00 6 - 0.12616 0.99 1.10 0.95 P -842 1,150.00 8 - 0.33347 1.48 1.62 1.41 P -843 700.00 12 - 0.56053 1.10 0.36 0.51 P -844 300.00 6 - 0.19502 1.54 0.64 2.12 P -845 180.00 8 - 0.11759 0.52 0.04 0.20 P -846 290.00 8 - 023653 1.05 0.22 0.75 P -847 1,450.00 6 - 0.11894 0.94 1.23 0.85 P -848 410.00 6 - 0.18693 1.47 0.80 1.96 P -849 1,220.00 6 - 0.11164 0.88 0.92 0.75 P -850 1,140.00 6 - 0.09468 0.75 0.63 0.56 P -851 660.00 6 - 0.04838 0.38 0.11 0.16 P -852 1,590.00 6 0.08265 0.65 0.69 0.43 P -853 300.00 6 0.01969 0.16 0.01 0.03 P -854 710.00 6 0.09437 0.74 0.39 0.55 P -855 600.00 6 - 0.15801 1.25 0.86 1.44 P -856 300.00 12 0.38044 0.75 0.07 0.25 P -857 1,340.00 6 - 0.19948 1.57 2.96 2.21 P -858 500.00 12 0.13708 0.27 0.02 0.04 P -859 1,430.00 8 - 0.41310 1.83 3.00 2.10 P -860 330.00 6 - 0.16214 1.28 0.50 1.51 P -861 440.00 12 0.33033 0.65 0.08 0.19 P -862 740.00 8 0.19662 0.87 0.39 0.53 P -863 1,160.00 6 - 0.07492 0.59 0.42 0.36 P -864 1,510.00 6 - 0.06302 0.50 0.40 0.26 P -871 240.00 8 0.32449 1.44 0.32 1.34 P -872 680.00 8 0.30632 1.36 0.82 1.21 P -874 730.00 8 0.26653 1.18 0.68 0.93 P -875 1,740.00 8 - 0.42894 1.90 3.91 2.25 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD u5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 15 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length (ft) Diameter (in) Discharge (mg d) Velocity (ft/s) Pressure Pipe Headloss (ft) Headloss Gradient (ft/1000ft) P -876 730.00 16 2.29951 2.55 1.26 1.72 P -877 300.00 8 - 0.38862 1.72 0.56 1.87 P -878 290.00 6 0.08954 0.71 0.15 0.50 P -880 760.00 6 - 0.03102 0.24 0.05 0.07 P -881 920.00 8 - 0.29908 1.33 1.06 1.15 P -882 560.00 6 0.04557 0.36 0.08 0.14 P -883 390.00 8 - 0.33010 1.46 0.54 1.38 P -884 630.00 8 0.05032 0.22 0.03 0.04 P -885 1,200.00 8 - 0.02043 0.09 0.01 0.01 P -886 590.00 8 0.06151 0.27 0.04 0.06 P -887 720.00 8 0.11183 0.50 0.13 0.19 P -888 360.00 8 - 0.06700 0.30 0.03 0.07 P -889 90.00 16 - 1.71682 1.90 0.09 1.00 P -891 1,330.00 8 0.07185 0.32 0.11 0.08 P -892 910.00 8 - 0.01243 0.06 0.00 0.00 P -893 980.00 8 - 0.00564 0.03 0.00 0.00 P -894 290.00 8 0.02537 0.11 0.00 0.01 P -895 1,950.00 8 0.01079 0.05 0.00 0.00 P -896 990.00 8 0.00697 0.03 0.00 0.00 P -897 550.00 10 0.00761 0.02 0.00 0.00 P -898 1,000.00 10 0.01904 0.05 0.00 0.00 P -900 1,650.00 8 0.18019 0.80 0.74 0.45 P -901 1,370.00 8 0.39084 1.73 2.59 1.89 P -902 1,320.00 12 0.16782 0.33 0.07 0.05 P -903 1,400.00 12 0.09836 0.19 0.03 0.02 P -904 1,660.00 12 0.18044 0.36 0.10 0.06 P -905 1,260.00 12 0.03185 0.06 0.00 0.00 P -906 6,320.00 24 - 6.86745 3.38 11.46 1.81 P -1001 850.00 12 - 1.01015 1.99 1.30 1.52 P -1002 760.00 8 - 0.30709 1.36 0.92 1.21 P -1003 260.00 8 - 0.33770 1.50 0.38 1.44 P -1005 210.00 12 - 0.86848 1.71 0.24 1.15 P -1006 360.00 8 - 0.24295 1.08 0.28 0.78 P -1008 580.00 8 0.04501 0.20 0.02 0.03 P -1009 780.00 8 - 0.00378 0.02 0.00 0.00 P -1010 870.00 8 0.07829 0.35 0.08 0.10 P -1011 270.00 12 - 0.77415 1.53 0.25 0.93 P -1012 1,160.00 8 0.11711 0.52 0.24 0.20 P -1013 170.00 8 0.00100 0.00 0.00 0.00 P -1014 260.00 12 - 0.77316 1.52 0.24 0.93 P -1015 940.00 8 - 0.03051 0.14 0.02 0.02 P -1016 1,250.00 8 0.05430 0.24 0.06 0.05 P -1017 430.00 8 0.10939 0.48 0.08 0.18 P -1018 280.00 8 - 0.16368 0.73 0.11 0.38 P -1019 270.00 8 - 0.06263 0.28 0.02 0.06 P -1020 1,030.00 12 - 0.55619 1.10 0.52 0.50 P -1021 400.00 12 - 0.19746 0.39 0.03 0.07 P -1022 410.00 8 - 0.05468 0.24 0.02 0.05 P -1023 600.00 8 - 0.09552 0.42 0.08 0.14 P -1024 310.00 8 - 0.17381 0.77 0.13 0.42 P -1025 270.00 8 - 0.14688 0.65 0.08 0.31 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:35:29 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 16 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1026 250.00 8 - 0.09607 0.43 0.04 0.14 P -1027 890.00 8 - 0.10058 0.45 0.14 0.15 P -1028 1,260.00 8 - 0.08337 0.37 0.14 0.11 P -1029 310.00 8 0.22101 0.98 0.20 0.66 P -1030 330.00 10 - 0.26043 0.74 0.10 0.30 P -1031 300.00 10 - 0.48144 1.37 0.28 0.94 P -1032 300.00 8 - 0.15878 0.70 0.11 0.36 P -1033 340.00 8 - 0.09913 0.44 0.05 0.15 P -1034 1,080.00 8 - 0.05964 0.26 0.06 0.06 P -1035 600.00 8 0.03373 0.15 0.01 0.02 P -1036 530.00 8 - 0.10247 0.45 0.08 0.16 P -1037 290.00 8 - 0.13043 0.58 0.07 0.25 P -1038 690.00 8 - 0.23290 1.03 0.50 0.73 P -1039 240.00 8 0.09197 0.41 0.03 0.13 P -1040 570.00 10 - 0.38947 1.10 0.36 0.63 P -1041 990.00 8 - 0.09586 0.42 0.14 0.14 P -1042 1,000.00 8 - 0.22489 1.00 0.68 0.68 P -1043 150.00 10 0.65943 1.87 0.25 1.68 P -1044 240.00 10 0.27585 0.78 0.08 0.33 P -1045 1,060.00 8 0.41619 1.84 2.25 2.13 P -1046 180.00 10 0.13993 0.40 0.02 0.10 P -1047 1,370.00 8 0.13592 0.60 0.37 0.27 P -1048 890.00 8 - 0.08020 0.36 0.09 0.10 P -1049 560.00 8 - 0.13899 0.62 0.16 0.28 P -1050 880.00 8 - 0.13911 0.62 0.25 0.28 P -1051 230.00 8 0.25637 1.14 0.20 0.87 P -1052 230.00 8 - 0.24104 1.07 0.18 0.77 P -1053 240.00 8 - 0.26989 1.20 0.23 0.95 P -1054 560.00 8 0.06591 0.29 0.04 0.07 P -1055 940.00 12 - 0.62209 1.23 0.58 0.62 P -1056 280.00 12 - 0.29944 0.59 0.04 0.16 P -1057 1,060.00 8 - 0.07919 0.35 0.10 0.10 P -1058 990.00 8 - 0.08788 0.39 0.12 0.12 P -1059 280.00 12 - 0.38732 0.76 0.07 0.26 P -1060 280.00 8 - 0.08449 0.37 0.03 0.11 P -1061 280.00 8 - 0.01939 0.09 0.00 0.01 P -1062 180.00 8 0.19315 0.86 0.09 0.51 P -1063 320.00 8 - 0.02434 0.11 0.00 0.01 P -1064 1,030.00 8 - 0.13687 0.61 0.28 0.27 P -1065 2,390.00 8 0.08688 0.39 0.28 0.12 P -1071 690.00 8 - 0.12543 0.56 0.16 0.23 P -1072 930.00 8 - 0.11696 0.52 0.19 0.20 P -1073 280.00 8 0.07478 0.33 0.02 0.09 P -1074 250.00 12 - 0.50428 0.99 0.11 0.42 P -1075 680.00 8 - 0.17922 0.79 0.30 0.45 P -1076 320.00 12 - 0.36817 0.73 0.08 0.24 P -1077 350.00 8 - 0.28463 1.26 0.37 1.05 P -1078 320.00 8 0.08507 0.38 0.04 0.11 P -1079 740.00 8 - 0.13211 0.59 0.19 0.25 P -1080 460.00 8 - 0.15252 0.68 0.15 0.33 P -1081 180.00 8 0.05215 0.23 0.01 0.05 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037j 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 17 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1082 970.00 8 - 0.20459 0.91 0.55 0.57 P -1083 800.00 12 - 0.84664 1.67 0.88 1.10 P -1084 520.00 10 0.40189 1.14 0.35 0.67 P -1085 500.00 8 0.15055 0.67 0.16 0.32 P -1088 270.00 8 - 0.08499 0.38 0.03 0.11 P -1089 315.00 8 - 0.08499 0.38 0.04 0.11 P -1090 550.00 8 - 0.08787 0.39 0.07 0.12 P -1091 680.00 8 - 0.14012 0.62 0.19 0.28 P -1092 320.00 8 - 0.07538 0.33 0.03 0.09 P -1093 140.00 6 - 0.11499 0.91 0.11 0.80 P -1094 310.00 12 - 0.36583 0.72 0.07 0.23 P -1095 990.00 6 - 0.06597 0.52 0.28 0.29 P -1096 280.00 8 0.14076 0.62 0.08 0.29 P -1097 330.00 6 - 0.04901 0.39 0.05 0.16 P -1098 320.00 6 - 0.12726 1.00 0.31 0.96 P -1099 280.00 6 - 0.10103 0.80 0.18 0.63 P -1100 550.00 8 0.24523 1.09 0.44 0.80 P -1101 180.00 8 - 0.30013 1.33 0.21 1.16 P -1102 220.00 8 - 0.52389 2.32 0.72 3.26 P -1103 320.00 12 - 0.62762 1.24 0.20 0.63 P -1104 530.00 16 - 1.90752 2.11 0.65 1.22 P -1105 300.00 12 - 0.72485 1.43 0.25 0.82 P -1106 870.00 16 - 1.71569 1.90 0.87 1.00 P -1107 310.00 6 - 0.05742 0.45 0.07 0.22 P -1108 440.00 6 - 0.03958 0.31 0.05 0.11 P -1109 510.00 6 - 0.04063 0.32 0.06 0.12 P -1110 470.00 6 - 0.04361 0.34 0.06 0.13 P -1111 320.00 12 - 0.31011 0.61 0.05 0.17 P -1112 680.00 8 - 0.12212 0.54 0.15 0.22 P -1113 640.00 8 - 0.19622 0.87 0.34 0.53 P -1114 180.00 12 - 0.17380 0.34 0.01 0.06 P -1115 380.00 8 - 0.21783 0.97 0.24 0.64 .P -1116 440.00 8 - 0.43438 1.93 1.01 2.30 P -1117 1,240.00 8 - 0.25640 1.14 1.08 0.87 P -1118 330.00 8 - 0.17798 0.79 0.15 0.44 P -1119 1,020.00 8 - 0.19319 0.86 0.52 0.51 P -1120 920.00 8 - 0.41812 1.85 1.97 2.14 P -1121 400.00 8 - 0.23947 1.06 0.31 0.76 P -1122 750.00 12 - 0.92986 1.83 0.98 1.31 P -1124 640.00 16 - 1.62880 1.80 0.58 0.91 P -1125 310.00 16 - 2.59635 2.88 0.67 2.16 P -1126 440.00 16 - 1.64193 1.82 0.41 0.92 P -1127 1,010.00 8 - 0.31081 1.38 1.25 1.24 P -1128 500.00 12 - 1.00758 1.98 0.76 1.52 P -1129 400.00 8 0.17854 0.79 0.18 0.44 P -1130 910.00 12 - 0.81381 1.60 0.93 1.02 P -1131 320.00 8 - 0.09516 0.42 0.04 0.14 P -1132 1,070.00 12 - 0.95175 1.87 1.46 1.37 P -1133 320.00 8 - 0.31592 1.40 0.41 1.28 P -1134 200.00 16 - 1.73296 1.92 0.20 1.02 P -1135 290.00 12 - 0.21442 0.42 0.03 0.09 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 18 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1136 310.00 12 - 1.07120 2.11 0.53 1.70 P -1138 220.00 6 - 0.17829 1.40 0.40 1.80 P -1139 270.00 12 - 0.92041 1.81 0.35 1.28 P -1140 280.00 6 - 0.23047 1.82 0.81 2.89 P -1141 550.00 12 - 0.93768 1.85 0.73 1.33 P -1143 1,110.00 8 - 0.18815 0.83 0.54 0.49 P -1145 910.00 6 - 0.10051 0.79 0.57 0.62 P -1146 420.00 8 - 0.23059 1.02 0.30 0.71 P -1147 310.00 8 - 0.21085 0.93 0.19 0.60 P -1148 390.00 8 - 0.10482 0.46 0.06 0.17 P -1149 800.00 8 0.05637 0.25 0.04 0.05 P -1150 400.00 16 - 2.92452 3.24 1.08 2.69 P -1151 260.00 8 0.21050 0.93 0.16 0.60 P -1152 580.00 8 0.10431 0.46 0.10 0.16 P -1154 890.00 8 - 0.32115 1.42 1.17 1.32 P -1155 560.00 16 - 2.86382 3.17 1.45 2.59 P -1156 850.00 8 - 0.03902 0.17 0.02 0.03 P -1157 300.00 6 - 0.12648 1.00 0.29 0.95 P -1158 850.00 8 - 0.19724 0.87 0.45 0.53 P -1159 1,180.00 8 - 0.31414 1.39 1.49 1.26 P -1160 280.00 8 - 0.46417 2.06 0.73 2.60 P -1161 270.00 8 - 0.51269 2.27 0.84 3.13 P -1162 280.00 8 - 0.32206 1.43 0.37 1.32 P -1163 870.00 8 - 0.14211 0.63 0.25 0.29 P -1164 810.00 8 - 0.11874 0.53 0.17 0.21 P -1165 290.00 12 - 0.79885 1.57 0.29 0.99 P -1166 640.00 12 - 0.68919 1.36 0.48 0.75 P -1174 840.00 8 - 0.23723 1.05 0.63 0.75 P -1176 1,320.00 6 - 0,09679 0.76 0.77 0.58 P -1177 640.00 8 - 0.17631 0.78 0.28 0.43 P -1178 260.00 16 - 3.04013 3.37 0.75 2.89 P -1179 660.00 16 - 3.81132 4.22 2.90 4.39 P -1180 440.00 10 0.73858 2.10 0.91 2.07 P -1181 100.00 36 - 9.01613 1.97 0.04 0.42 P -1182 300.00 30 - 9.29783 2.93 0.32 1.07 P -1183 520.00 12 0.17057 0.34 0.03 0.06 P -1184 930.00 16 3.49890 3.88 3.49 3.75 P -1185 960.00 16 2.92765 3.24 2.59 2.69 P -1186 1,330.00 8 - 0.37611 1.67 2.34 1.76 P -1187 180.00 8 - 0.61760 2.74 0.80 4.42 P -1188 160.00 30 2.27752 0.72 0.01 0.08 P -1189 310.00 8 - 0.28828 1.28 0.33 1.08 P -1190 310.00 8 - 0.17631 0.78 0.13 0.43 P -1191 180.00 8 - 0.26994 1.20 0.17 0.95 P -1192 460.00 16 2.71671 3.01 1.08 2.35 P -1193 260.00 10 - 0.49219 1.40 0.25 0.98 P -1194 630.00 16 2.43159 2.69 1.20 1.91 P -1195 720.00 16 1.70015 1.88 0.71 0.98 P -1196 220.00 10 - 0.46582 1.32 0.19 0.88 P -1197 570.00 16 1.18634 1.31 0.29 0.51 P -1198 710.00 16 1.09948 1.22 0.31 0.44 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell\buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 19 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (fUs) Pipe Gradient Headloss (ft/1000ft) (ft) P -1199 220.00 8 0.04913 0.22 0.01 0.04 P -1200 690.00 8 0.15596 0.69 0.24 0.35 P -1201 320.00 8 - 0.03736 0.17 0.01 0.02 P -1202 1,150.00 6 - 0.08650 0.68 0.54 0.47 P -1203 970.00 6 - 0.11741 0.93 0.80 0.83 P -1204 330.00 8 0.05959 0.26 0.02 0.06 P -1205 320.00 10 - 0.34841 0.99 0.17 0.52 P -1206 270.00 8 - 0.22790 1.01 0.19 0.70 P -1207 1,180.00 8 - 0.20783 0.92 0.69 0.59 P -1209 230.00 8 - 0.27835 1.23 0.23 1.01 P -1210 840.00 6 0.05045 0.40 0.15 0.17 P -1211 290.00 10 - 0.41450 1.18 0.21 0.71 P -1221 330.00 8 0.23073 1.02 0.24 0.71 P -1222 970.00 6 - 0.10538 0.83 0.66 0.68 P -1223 300.00 8 - 0.16497 0.73 0.11 0.38 P -1224 320.00 10 0.24303 0.69 0.08 0.26 P -1225 820.00 10 - 0.65663 1.86 1.37 1.67 P -1226 580.00 8 - 0.22207 0.98 0.39 0.66 P -1227 270.00 10 - 0.79497 2.26 0.64 2.38 P -1228 270.00 8 0.08533 0.38 0.03 0.11 P -1229 270.00 10 - 0.94583 2.68 0.89 3.28 P -1230 1,150.00 8 - 0.15086 0.67 0.37 0.32 P -1231 500.00 10 - 0.95310 2.70 1.66 3.33 P -1232 290.00 8 - 0.02567 0.11 0.00 0.01 P -1233 330.00 10 - 0.94305 2.68 1.08 3.26 P -1234 1,410.00 6 - 0.01005 0.08 0.01 0.01 P -1237 2,150.00 8 - 0.12814 0.57 0.52 0.24 P -1239 1,160.00 6 - 0.09390 0.74 0.64 0.55 P -1240 1,170.00 8 0.15251 0.68 0.39 0.33 P -1241 980.00 6 - 0.01876 0.15 0.03 0.03 P -1242 740.00 8 0.04651 0.21 0.03 0.04 P -1243 270.00 6 - 0.11018 0.87 0.20 0.74 P -1244 1,170.00 6 - 0.09183 0.72 0.62 0.53 P -1245 750.00 6 - 0.14057 1.11 0.87 1.16 P -1246 270.00 8 0.18777 0.83 0.13 0.49 P -1247 310.00 8 - 0.69379 3.08 1.70 5.48 P -1248 270.00 8 - 0.36546 1.62 0.45 1.67 P -1249 280.00 10 - 0.16998 0.48 0.04 0.14 P -1250 490.00 10 0.50375 1.43 0.50 1.02 P -1251 330.00 10 0.02145 0.06 0.00 0.00 P -1252 1,200.00 6 - 0.11796 0.93 1.00 0.84 P -1253 1,040.00 8 0.22158 0.98 0.69 0.66 P -1254 250.00 8 - 0.36609 1.62 0.42 1.68 P -1255 340.00 8 - 0.20208 0.90 0.19 0.56 P -1256 780.00 8 - 0.14355 0.64 0.23 0.30 P -1257 180.00 8 - 0.07501 0.33 0.02 0.09 P -1258 820.00 6 - 0.10661 0.84 0.57 0.69 P -1259 320.00 6 - 0.12752 1.00 0.31 0.97 P -1260 920.00 6 - 0.03002 0.24 0.06 0.07 P -1261 200.00 8 - 0.20253 0.90 0.11 0.56 P -1262 320.00 8 0.36255 1.61 0.53 1.65 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 WaterCAD v5. 4 Page e 2 20 0 o of f 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mgd) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1263 370.00 8 0.43698 1.94 0.86 2.33 P -1264 790.00 6 - 0.17015 1.34 1.30 1.65 P -1265 300.00 8 0.16146 0.72 0.11 0.37 P -1266 300.00 8 0.07108 0.32 0.02 0.08 P -1267 850.00 6 - 0.10910 0.86 0.61 0.72 P -1268 660.00 10 - 0.48943 1.39 0.64 0.97 P -1269 380.00 8 0.52968 2.35 1.26 3.32 P -1270 360.00 10 - 0.59853 1.70 0.51 1.41 P -1271 230.00 6 0.03238 0.26 0.02 0.08 P -1272 340.00 6 0.11553 0.91 0.27 0.80 P -1273 760.00 6 - 0.10361 0.82 0.50 0.66 P -1274 1,060.00 10 - 0.50346 1.43 1.08 1.02 P -1275 350.00 6 - 0.15409 1.21 0.48 1.37 P -1276 330.00 10 0.34966 0.99 0.17 0.52 P -1277 380.00 10 - 0.18463 0.52 0.06 0.16 P -1278 1,220.00 8 - 0.29370 1.30 1.36 1.12 P -1279 680.00 8 0.33186 1.47 0.95 1.40 P -1280 870.00 8 0.03817 0.17 0.02 0.03 P -1281 380.00 8 - 0.00131 0.01 0.00 0.00 P -1282 270.00 8 - 0.30673 1.36 0.33 1.21 P -1283 270.00 8 - 0.27736 1.23 0.27 1.00 P -1284 1,200.00 8 0.12149 0.54 0.26 0.22 P -1285 270.00 8 - 0.32165 1.43 0.36 1.32 P -1286 1,070.00 6 0.04429 0.35 0.15 0.14 P -1287 240.00 8 - 0.30715 1.36 0.29 1.21 P -1288 940.00 6 0.04646 0.37 0.14 0.15 P -1289 320.00 8 - 0.43303 1.92 0.73 2.29 P -1290 770.00 8 0.12587 0.56 0.18 0.23 P -1291 290.00 8 - 0.61847 2.74 1.28 4.43 P -1292 1,140.00 • 6 0.18511 1.46 2.20 1.93 P -1293 400.00 8 - 0.81363 3.61 2.94 7.36 P -1294 1 ,020.00 12 - 1.54896 3.05 3.43 3.36 P -1295 1,150.00 12 0.86627 1.71 1.32 1.15 P -1296 250.00 8 - 0.27805 1.23 0.25 1.01 P -1297 270.00 8 - 0.32450 1.44 0.36 1.34 P -1299 270.00 8 - 0.33585 1.49 0.39 1.43 P -1300 410.00 8 - 0.45735 2.03 1.04 2.53 P -1301 280.00 8 0.49551 2.20 0.82 2.94 P -1302 240.00 10 - 0.19500 0.55 0.04 0.18 P -1303 1,090.00 8 - 0.15332 0.68 0.36 0.33 P -1304 330.00 10 - 0.35868 1.02 0.18 0.54 P -1305 390.00 8 0.06389 0.28 0.03 0.07 P -1306 1,790.00 8 0.05352 0.24 0.09 0.05 P -1307 260.00 8 0.38321 1.70 0.47 1.82 P -1308 300.00 8 0.16194 0.72 0.11 0.37 P -1309 520.00 6 - 0.13902 1.10 0.59 1.13 P -1310 300.00 8 0.06607 0.29 0.02 0.07 P -1311 380.00 6 0.00630 0.05 0.00 0.00 P -1312 550.00 8 - 0.28220 1.25 0.57 1.04 P -1313 440.00 6 0.07912 0.62 0.18 0.40 P -1314 1,000.00 8 - 0.35048 1.55 1.55 1.55 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 21 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (mss) Headloss (ft/1000ft) (ft) P -1315 470.00 12 - 0.03439 0.07 0.00 0.00 P -1316 540.00 6 - 0.02365 0.19 0.02 0.04 P -1317 1,010.00 8 - 0.36927 1.64 1.72 1.70 P -1318 130.00 12 0.32582 0.64 0.02 0.19 P -1319 290.00 8 - 0.72882 3.23 1.74 6.00 P -1320 390.00 8 - 0.33236 1.47 0.55 1.40 P -1321 1,100.00 8 - 0.18941 0.84 0.54 0.49 P -1322 550.00 8 - 0.40683 1.80 1.12 2.04 P -1323 950.00 8 - 0.17418 0.77 0.40 0.42 P -1324 440.00 8 - 0.24302 1.08 0.35 0.79 P -1325 350.00 10 - 0.55846 1.58 0.43 1.24 P -1326 990.00 8 - 0.46858 2.08 2.62 2.65 P -1327 310.00 10 - 0.30331 0.86 0.12 0.40 P -1328 370.00 8 - 0.09045 0.40 0.05 0.13 P -1329 490.00 8 - 0.16164 0.72 0.18 0.37 P -1330 510.00 8 - 0.15180 0.67 0.17 0.33 P -1331 860.00 8 0.05228 0.23 0.04 0.05 P -1332 320.00 8 -0.08160 0.36 0.03 0.10 P -1333 1,030.00 8 - 0.40278 1.79 2.06 2.00 P -1334 260.00 8 0.09315 0.41 0.03 0.13 P -1335 1,050.00 8 - 0.33562 1.49 1.50 1,43 P -1336 290.00 8 0.17345 0.77 0.12 0.42 P -1337 1,120.00 8 - 0.10918 0.48 0.20 0.18 P -1338 410.00 8 - 0.00601 0.03 0.00 0.00 P -1339 430.00 8 - 0.27949 1.24 0.44 1.02 P -1340 830.00 8 - 0.28550 1.27 0.88 1.06 P -1341 440.00 8 - 0.15218 0.67 0.15 0.33 P -1342 320.00 8 - 0.41414 1.84 0.67 2.11 P -1343 1,260.00 8 0.04964 0.22 0.05 0.04 P -1344 200.00 8 - 0.59520 2.64 0.82 4.12 P -1345 310.00 8 - 0.41556 1.84 0.66 2.12 P -1346 770.00 8 - 0.17964 0.80 0.35 0.45 P -1347 310.00 8 - 0.16619 0.74 0.12 0.39 P -1348 970.00 8 - 0.24938 1.11 0.80 0.82 P -1349 520.00 8 - 0.49402 2.19 1.52 2.92 P -1350 740.00 8 - 0.25841 1.15 0.65 0.88 P -1351 700.00 8 0.09222 0.41 0.09 0.13 P -1352 300.00 8 0.32701 1.45 0.41 1.36 P -1353 290.00 8 - 0.82103 3.64 2.17 7.48 P -1354 290.00 8 0.07763 0.34 0.03 0.09 P -1355 460.00 8 - 0.20966 0.93 0.27 0.60 P -1356 280.00 8 - 0.55571 2.46 1.02 3.63 P -1358 270.00 8 - 0.76536 3.39 1.77 6.57 P -1359 790.00 12 0.66611 1.31 0.56 0.70 P -1361 860.00 12 0.27150 0.53 0.12 0.13 P -1362 2,650.00 24 - 6.61996 3.26 4.49 1.69 P -1363 280.00 12 0.31818 0.63 0.05 0.18 P -1364 1,070.00 8 - 0.14473 0.64 0.32 0.30 P -1365 780.00 12 0.68951 1.36 0.59 0.75 P -1367 3,290.00 24 - 5.97796 2.94 4.61 1.40 P -1368 470.00 8 - 0.28279 1.25 0.49 1.04 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] h6 /0 7 /04ts \ 35:2et.dat\c© Haestad +1 -203- 755 -1666 Page 22 of 24 06/07/04 02:35:29 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1369 390.00 8 - 0.40623 1.80 0.79 2.03 P -1372 250.00 8 0.14529 0.64 0.08 0.30 P -1373 300.00 10 - 0.48162 1.37 0.28 0.94 P -1374 1,230.00 8 - 0.12655 0.56 0.29 0.23 P -1375 630.00 8 - 0.02334 0.10 0.01 0.01 P -1376 780.00 10 - 0.49088 1.39 0.76 0.97 P -1377 1,630.00 8 0.18249 0.81 0.75 0.46 P -1378 300.00 10 0.70598 2.00 0.57 1.91 P -1381 580.00 30 9.89026 3.12 0.70 1.20 P -1383 720.00 6 0.00000 0.00 0.00 0.00 P -1384 2,210.00 16 0.59243 0.66 0.31 0.14 P -1405 340.00 8 0.14090 0.62 0.10 0.29 P -1406 390.00 8 0.17346 0.77 0.16 0.42 P -1407 420.00 8 0.07598 0.34 0.04 0.09 P -1408 1,940.00 8 - 0.03326 0.15 0.04 0.02 P -1409 300.00 8 - 0.21940 0.97 0.19 0.65 P -1410 650.00 12 0.88920 1.75 0.78 1.20 P -1411 300.00 8 - 0.07759 0.34 0.03 0.09 P -1412 310.00 8 - 0.17752 0.79 0.14 0.44 P -1413 780.00 8 0.05283 0.23 0.04 0.05 P -1414 1,130.00 8 - 0.06385 0.28 0.07 0.07 P -1415 200.00 8 - 0.29642 1.31 0.23 1.13 P -1416 780.00 8 0.11890 0.53 0.16 0.21 P -1417 340.00 12 0.59278 1.17 0.19 0.57 P -1418 1,060.00 8 0.12435 0.55 0.24 0.23 P -1419 420.00 12 0.46842 0.92 0.15 0.37 P -1420 830.00 8 0.04176 0.19 0.02 0.03 P -1421 590.00 8 0.05094 0.23 0.03 0.04 P -1423 310.00 8 - 0.01011 0.04 0.00 0.00 P -1424 580.00 8 - 0.02939 0.13 0.01 0.02 P -1425 570.00 12 0.34858 0.69 0.12 0.21 P -1426 230.00 12 0.37798 0.74 0.06 0.25 P -1427 200.00 8 - 0.11984 0.53 0.04 0.21 P -1428 520.00 8 0.07216 0.32 0.04 0.08 P -1429 960.00 8 - 0.01105 0.05 0.00 0.00 P -1430 260.00 8 0.14406 0.64 0.08 0.30 P -1431 460.00 8 - 0.03384 0.15 0.01 0.02 P -1432 330.00 8 - 0.08666 0.38 0.04 0.12 P -1433 260.00 8 - 0.08967 0.40 0.03 0.12 P -1451 1,470.00 8 - 0.03988 0.18 0.04 0.03 P -1452 340.00 8 - 0.05120 0.23 0.01 0.04 P -1453 800.00 12 - 0.42918 0.85 0.25 0.31 P -1454 2,680.00 12 0.14054 0.28 0.11 0.04 P -1455 990.00 12 0.47721 0.94 0.38 0.38 P -1456 1,490.00 24 5.94115 2.93 2.07 1.39 P -1457 850.00 24 5.73977 2.83 1.11 1.30 P -1458 180.00 12 0.06689 0.13 0.00 0.01 P -1459 570.00 12 - 0.00956 0.02 0.00 0.00 P -1461 800.00 12 0.00956 0.02 0.00 0.00 P -1462 340.00 12 - 0.04778 0.09 0.00 0.01 P -1463 100.00 10 - 0.02205 0.06 0.00 0.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 23 of 24 Scenario: Min Hour Steady State Analysis Pipe Report Label Length Diameter Discharge Velocity Pressure Headloss (ft) (in) (mg d) (ft/s) Pipe Gradient Headloss (ft/1000ft) (ft) P -1464 300.00 8 0.00294 0.01 0.00 0.00 P -1465 330.00 12 - 0.01618 0.03 0.00 0.00 P -1468 140.00 8 - 0.00662 0.03 0.00 0.00 P -1469 2,500.00 8 - 0.04121 0.18 0.07 0.03 P -2001 1,333.00 12 - 0.72379 1.43 1.10 0.82 P -2008 940.00 8 0.42051 1.86 2.04 2.17 P -2009 530.00 8 0.37967 1.68 0.95 1.79 P -2013 900.00 16 - 0.10020 0.11 0.00 0.01 P -2029 330.00 10 0.41846 1.19 0.24 0.72 P -2030 930.00 12 0.03112 0.06 0.00 0.00 P -2033 1,330.00 12 0.21229 0.42 0.11 0.08 P -2034 1,046.00 16 - 1.72683 1.91 1.06 1.01 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:35:29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 24 of 24 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -19 521.00 Demand 0.02158 669.22 64.13 J -22 524.50 Demand 0.00000 667.22 61.75 J -23 509.00 Demand 0.00000 672.38 70.69 J -25 509.00 Demand 0.00000 670.48 69.87 J -26 532.00 Demand 0.00000 669.59 59.53 J -27 526.00 Demand 0.00000 669.63 62.14 J -28 522.00 Demand 0.02571 670.85 64.40 J -29 524.00 Demand 0.00000 669.66 63.02 J -30 500.00 Demand 0.00000 672.12 74.47 J -31 506.00 Demand 0.04581 672.38 71.99 J -32 510.00 Demand 0.04581 670.68 69.52 J -34 490.00 Demand 0.01494 673.11 79.22 J -35 484.00 Demand 0.00000 673.11 81.82 J -36 514.00 Demand 0.00000 672.15 68.42 J -37 514.00 Demand 0.00000 672.65 68.64 J -38 514.00 Demand 0.00000 672.74 68.68 J -39 512.00 Demand 0.04581 669.79 68.27 J -40 504.00 Demand 0.01818 670.30 71.95 J -42 508.00 Demand 0.02663 676.16 72.76 J -43 498.00 Demand 0.00000 676.06 77.04 J -44 510,00 Demand 0.00000 676.01 71.82 J -45 492.00 Demand 0.02663 676.04 79.62 J -46 516.00 Demand 0.02663 676.02 69.23 J -47 482.00 Demand 0.02888 690.24 90.10 J -48 464.00 Demand 0.00000 691.94 98.62 J -49 464.00 Demand 0.06090 681.16 93.96 J -50 456.00 Demand 0.06090 682.79 98.12 J -51 458.00 Demand 0.06090 684.70 98.08 J -52 462.00 Demand 0.06797 678.71 93.76 J -53 466.00 Demand 0.06797 678.46 91.92 J -54 474.00 Demand 0.00000 675.34 87.11 J -55 466.00 Demand 0.06090 679.44 92.34 J -56 468.00 Demand 0.06797 679.28 91.41 J -58 514.00 Demand 0.06797 678.72 71.27 J -59 506.00 Demand 0.06797 678.44 74.60 J -60 494.00 Demand 0.06797 678.77 79.94 J -61 524.00 Demand 0.02158 669.39 62.90 J -62 530.00 Demand 0.00000 668.84 60.07 J -63 552.00 Demand 0.07291 668.82 50.54 J -64 554.00 Demand 0.01805 668.85 49.69 J -68 520.00 Demand 0.05486 670.75 65.22 J -69 518.00 Demand 0.00000 671.83 66.55 J -72 464.00 Demand 0.01800 674.68 91.15 J -73 532.00 Demand 0.04257 669.44 59.46 J -74 532.00 Demand 0.04257 669.47 59.48 J -80 463.00 Demand 0.00000 700.17 102.61 J -81 496.00 Demand 0.02158 672.51 76.37 J -82 502.00 Demand 0.02158 672.46 73.75 J -83 526.00 Demand 0.00000 669.48 62.08 J -84 530.00 Demand 0.04257 669.47 60.34 J -85 534.00 Demand 0.04257 669.46 58.61 J -86 530.00 Demand 0.04257 669.49 60.35 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -87 546.00 Demand 0.07291 668.81 53.14 J -88 458.00 Demand 0.00000 698.48 104.05 J -89 507.00 Demand 0.00000 673.35 71.97 J -90 520.00 Demand 0.00000 669.22 64.56 J -91 470.00 Demand 0.01000 678.14 90.05 J -92 500.00 Demand 0.01000 678.18 77.09 J -93 480.00 Demand 0.01000 678.14 85.73 J -94 470.00 Demand 0.01000 678.01 90.00 J -95 468.00 Demand 0.00000 681.58 92.41 J -96 462.00 Demand 0.00000 681.76 95.08 J -97 460.00 Demand 0.00000 681.75 95.94 J -98 468.00 Demand 0.00000 681.76 92.48 J -99 454.00 Demand 0.00000 682.83 99.01 J -100 454.00 Demand 0.00000 682.85 99.01 J -101 500.00 Demand 0.02158 673.10 74.89 J -102 452.00 Demand 0.00000 683.20 100.03 J -103 462.00 Demand 0.00000 681.91 95.14 J -104 462.00 Demand 0.00000 681.98 95.18 J -105 466.00 Demand 0.00000 682.14 93.52 J -106 468.00 Demand 0.00000 681.93 92.56 J -107 458.00 Demand 0.00000 685.81 98.56 J -108 458.00 Demand 0.00000 685.81 98.56 J -109 459.00 Demand 0.00000 685.81 98.13 J -110 464.00 Demand 0.00000 679.92 93.42 J -111 465.00 Demand 0.00000 680.35 93.17 J -112 468.00 Demand 0.00000 680.49 91.93 J -113 466.00 Demand 0.00000 680.71 92.89 J -114 464.00 Demand 0.00000 680.72 93.77 J -115 463.00 Demand 0.00000 681.01 94.32 J -116 464.00 Demand 0.00000 680.73 93.77 J -117 498.00 Demand 0.00000 678.31 78.01 J -118 514.00 Demand 0.00000 678.30 71.08 J -119 520.00 Demand 0.00000 678.19 68.44 J -120 486.00 Demand 0.00000 678.28 83.19 J -121 508.00 Demand 0.00000 678.18 73.63 J -122 515.00 Demand 0.00000 678.33 70.67 J -123 532.00 Demand 0.00000 678.23 63.27 J -124 462.00 Demand 0.00000 678.65 93.74 J -125 466.00 Demand 0.00000 678.65 92.01 J -126 468.00 Demand 0.00000 678.65 91.14 J -127 467.00 Demand 0.00000 678.65 91.57 J -128 468.00 Demand 0.00000 678.65 91.14 J -129 467.00 Demand 0.00000 678.65 91.57 J -130 472.00 Demand 0.00000 678.65 89.41 J -131 472.00 Demand 0.00000 686.77 92.92 J -132 454.00 Demand 0.00000 686.91 100.77 J -133 456.00 Demand 0.00000 686.96 99.92 J -134 458.00 Demand 0.00000 686.97 99.06 J -135 456.00 Demand 0.00000 687.00 99.94 J -136 456.00 Demand 0.00000 686.98 99.94 J -137 452.00 Demand 0.00000 686.97 101.66 J -138 472.00 Demand 0.00000 686.96 93.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -139 456.00 Demand 0.00000 687.19 100.02 J -140 452.00 Demand 0.00000 691.68 103.70 J -141 452.00 Demand 0.00000 691.93 103.80 J -142 450.00 Demand 0.00000 692.13 104.76 J -143 456.00 Demand 0.00000 691.29 101.80 J -144 452.00 Demand 0.00000 689.73 102.86 J -145 473.00 Demand 0.00000 687.43 92.77 J -146 484.00 Demand 0.00000 688.05 88.28 J -147 482.00 Demand 0.00000 687.79 89.03 J -148 478.00 Demand 0.00000 687.44 90.61 J -149 470.00 Demand 0.00000 688.19 94.40 J -150 478.00 Demand 0.00000 688.11 90.90 J -151 521.00 Demand 0.07643 669.17 64.11 J -152 492.00 Demand 0.00000 689.20 85.32 J -153 524.00 Demand 0.05486 668.73 62.62 J -154 462.00 Demand 0.00000 694.83 100.74 J -155 460.00 Demand 0.00000 694.72 101.55 J -156 464.00 Demand 0.00000 694.83 99.87 J -157 462.00 Demand 0.00000 694.83 100.74 J -158 456.00 Demand 0.00000 691.30 101.80 J -159 448.00 Demand 0.00000 691.44 105.32 J -160 448.00 Demand 0.00000 696.32 107.44 J -161 450.00 Demand 0.00000 696.54 106.67 J -162 448.00 Demand 0.00000 696.63 107.57 J -163 446.00 Demand 0.00000 696.85 108.53 J -164 446.00 Demand 0.00000 696.95 108.57 J -165 448.00 Demand 0.00000 697.07 107.76 J -166 448.00 Demand 0.00000 697.21 107.82 J -167 446.00 Demand 0.00000 697.53 108.83 J -168 464.00 Demand 0.00000 680.86 93.83 J -169 474.00 Demand 0.00000 680.11 89.17 J -170 469.00 Demand 0.00000 680.17 91.36 J -171 467.00 Demand 0.00000 680.33 92.30 J -172 466.00 Demand 0.00000 680.39 92.76 J -173 506.00 Demand 0.00000 681.84 76.08 J -174 488.00 Demand 0.00000 681.60 83.76 J -175 486.00 Demand 0.00000 681.53 84.60 J -176 512.00 Demand 0.00000 681.16 73.19 J -177 512.00 Demand 0.00000 680.92 73.09 J -178 514.00 Demand 0.00000 679.56 71.63 J -179 512.00 Demand 0.00000 679.56 72.49 J -180 508.00 Demand 0.00000 678.12 73.60 J -181 512.00 Demand 0.00000 678.76 72.15 J -182 512.00 Demand 0.00000 678.96 72.24 J -183 512.00 Demand 0.00000 678.89 72.21 J -184 508.00 Demand 0.00000 672.24 71.06 J -185 508.00 Demand 0.00000 673.44 71.58 J -186 510.00 Demand 0.00000 674.46 71.15 J -187 514.00 Demand 0.00000 675.91 70.05 J -188 507,00 Demand 0.00000 673.75 72.14 J -189 500.00 Demand 0.00000 673.55 75.09 J -190 480.00 Demand 0.00000 673.84 83.86 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 3 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -191 480.00 Demand 0.00000 673.83 83.86 J -192 506.00 Demand 0.00000 673.83 72.61 J -193 510.00 Demand 0.00000 671.12 69.71 J -194 478.00 Demand 0.00000 674.03 84.81 J -195 476,00 Demand 0.00000 674.10 85.71 J -196 474.00 Demand 0.00000 674.21 86.62 J -197 474.00 Demand 0.00000 674.36 86.68 J -198 468.00 Demand 0.00000 677.63 90.70 J -199 469.00 Demand 0.00000 677.32 90.13 J -200 470.00 Demand 0.00000 677.02 89.57 J -201 528.00 Demand 0.05486 668.67 60.86 J -202 523.00 Demand 0.00000 668.37 62.90 J -203 528.00 Demand 0.05486 668.69 60.87 J -204 523.00 Demand 0.05486 668.68 63.03 J -205 540.00 Demand 0.05486 668.81 55.73 J -206 526.00 Demand 0.05486 668.91 61.83 J -207 470.00 Demand 0.00000 677.08 89.59 J -208 468.00 Demand 0.00000 677.09 90.46 J -209 470.00 Demand 0.00000 677.09 89.60 J -210 472.00 Demand 0.00000 676.94 88.67 J -212 470.00 Demand 0.00000 676.50 89.34 J -213 473.00 Demand 0.00000 674.70 87.27 J -214 472.00 Demand 0.00000 674.85 87.76 J -215 474.00 Demand 0.00000 674.85 86.90 J -216 470.00 Demand 0.00000 674.98 88.68 J -217 469.00 Demand 0.00000 675.06 89.15 J -218 470.00 Demand 0.00000 675.20 88.78 J -219 470.00 Demand 0.00000 675.38 88.86 J -220 470.00 Demand 0.00000 675.23 88.79 J -221 474.00 Demand 0.00000 675.91 87.35 J -222 472.00 Demand 0.00000 675.14 87.89 J -223 480.00 Demand 0.00000 673.66 83.79 J -224 479.00 Demand 0.00000 673.66 84.22 J -225 484.00 Demand 0.00000 673.66 82.06 J -226 474.00 Demand 0.00000 680.17 89.20 J -227 530.00 Demand 0.00000 668.67 60.00 J -228 526.00 Demand 0.00000 668.57 61.68 J -251 555.00 Demand 0.01805 668.89 49.28 J -252 523.00 Demand 0.07291 668.92 63.13 J -253 527.00 Demand 0.01805 668.92 61.40 J -255 545.00 Demand 0.01896 668.93 53.62 J -301 525.00 Demand 0.01896 668.93 62.27 J -351 483.00 Demand 0.03958 673.65 82.49 J -352 480.00 Demand 0.06990 673.64 83.78 J -353 471.00 Demand 0.02514 674.62 88.10 J -354 472.00 Demand 0.03032 675.17 87.90 J -355 472.00 Demand 0.05546 676.33 88.41 J -356 480.00 Demand 0.05190 673.64 83.78 J -401 480.00 Demand 0.07704 673.71 83.81 J -402 476.00 Demand 0.03032 673.94 85.64 J-403 474.00 Demand 0.03032 674.09 86.57 J -404 473.00 Demand 0.05546 674.20 87.05 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 4 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -405 472.00 Demand 0.03032 674.35 87.55 J -406 471.00 Demand 0.05546 674.49 88.04 J -407 472.00 Demand 0.05546 675.22 87.92 J -408 476.00 Demand 0.02514 673.93 85.63 J -409 481.00 Demand 0.04671 673.65 83.35 J -410 480.00 Demand 0.00000 673.84 83.87 J -411 479.00 Demand 0.02514 673.95 84.34 J -412 477.00 Demand 0.02514 674.09 85.27 J -413 475.00 Demand 0.00000 674.19 86.18 J -414 474.00 Demand 0.00000 674.26 86.64 J -415 473.00 Demand 0.02514 674.35 87.11 J -416 472.00 Demand 0.00000 674.49 87.61 J -417 473.00 Demand 0.00000 674.66 87.25 J -418 474.00 Demand 0.02514 674.21 86.62 J -419 476.00 Demand 0.02514 674.16 85.74 J -420 508.00 Demand 0.07630 672.37 71.11 J -421 500.00 Demand 0.02158 672.96 74.83 J -422 494.00 Demand 0.10143 673.18 77.52 J -423 518.00 Demand 0.05472 672.37 66.79 J -424 512.00 Demand 0.05472 672.40 69.40 J -425 512.00 Demand 0.00000 672.36 69.38 J -426 507.00 Demand 0.00000 672.37 71.55 J -427 504.00 Demand 0.05472 672.35 72.84 J -428 507.00 Demand 0.05472 672.35 71.54 J -429 488.00 Demand 0.07986 674.28 80.59 J -430 479.00 Demand 0.01846 676.19 85.31 J -431 490.00 Demand 0.09982 675.49 80.25 J -432 512.00 Demand 0.01846 676.43 71.14 J -433 480.00 Demand 0.01846 676.09 84.84 J -434 480.00 Demand 0.01846 677.44 85.42 J -435 475.00 Demand 0.01846 677.44 87.59 J -436 481.00 Demand 0.01846 676.07 84.40 J -437 487.00 Demand 0.00000 676.04 81.79 J -438 486.00 Demand 0.04901 676.04 82.22 J -439 487.00 Demand 0.01846 677.00 82.21 J -440 487.00 Demand 0.04084 677.44 82.39 J -451 492.00 Demand 0.05472 675.09 79.21 J -452 496.00 Demand 0.00000 675.25 77.55 J -453 503.00 Demand 0.05472 675.10 74.46 J -454 513.00 Demand 0.02663 674.98 70.08 J -455 514.00 Demand 0.02663 675.91 70.05 J -456 508.00 Demand 0.02238 674.78 72.16 J -457 512.00 Demand 0.02663 674.25 70.20 J -458 510.00 Demand 0.04901 673.76 70.85 J -459 507.00 Demand 0.02663 673.59 72.08 J -460 507.00 Demand 0.02663 673.49 72.03 J -461 511.00 Demand 0.02663 673.41 70.27 J -462 509.00 Demand 0.00000 673.44 71.15 J -463 508.00 Demand 0.02663 673.45 71.58 J -464 507.00 Demand 0.02133 673.53 72.05 J -465 507.00 Demand 0.04796 673.59 72.08 J -466 513.00 Demand 0.13090 673.21 69.32 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 5 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -467 512.00 Demand 0.00000 673.34 69.80 J -468 509.00 Demand 0.02133 673.45 71.15 J -469 509.00 Demand 0.00000 673.53 71.18 J-470 516.00 Demand 0.09436 672.23 67.59 J-471 511.00 Demand 0.01818 672.31 69.79 J -472 511.00 Demand 0.00000 672.36 69.81 J -473 509.00 Demand 0.03950 672.42 70.70 J-474 509.00 Demand 0.01818 672.37 70.68 J -475 507.00 Demand 0.01818 672.41 71.56 J -476 509.00 Demand 0.01818 672.49 70.73 J -501 520.00 Demand 0.07291 668.97 64.45 J -502 514.00 Demand 0.11872 669.07 67.09 J -503 509.00 Demand 0.00000 669.15 69.29 J -504 513.00 Demand 0.06399 669.21 67.58 J -505 513.00 Demand 0.01818 669.23 67.59 J -507 514.00 Demand 0.01805 669.04 67.08 J -508 518.00 Demand 0.06386 668.88 65.28 J -509 515.00 Demand 0.04581 668.76 66.52 J -510 517.00 Demand 0.04581 668.28 65.45 J -511 516.00 Demand 0.07152 667.88 65.71 J -512 516.00 Demand 0.00000 667.51 65.55 J -513 518.00 Demand 0.04467 668.82 65.25 J -514 516.00 Demand 0.02571 667.87 65.71 J -515 518.00 Demand 0.00000 667.96 64.88 J -516 508.00 Demand 0.02571 669.68 69.95 J -517 513.00 Demand 0.00000 670.48 68.13 J -551 525.00 Demand 0.01896 668.94 62.27 J -552 521.00 Demand 0.04467 668.94 64.00 J -553 522.00 Demand 0.01896 669.05 63.62 J -554 520.00 Demand 0.02571 669.84 64.83 J -555 521.00 Demand 0.04467 669.38 64.20 J -556 522.00 Demand 0.06153 669.44 63.79 J -557 535.00 Demand 0.04257 669.62 58.25 J -558 529.00 Demand 0.04257 669.64 60.85 J -559 528.00 Demand 0.04257 669.63 61.28 J -560 530.00 Demand 0.06153 669.43 60.33 J -601 461.00 Demand 0.03061 684.17 96.56 J -602 460.00 Demand 0.03061 684.31 97.05 J -651 460.00 Demand 0.03061 681.39 95.78 J -652 468.00 Demand 0.04879 678.44 91.05 J -653 463.00 Demand 0.11676 679.54 93.69 J -654 463.00 Demand 0.00603 679.79 93.79 J -655 462.00 Demand 0.03061 679.92 94.28 J -656 464.00 Demand 0.03061 680.86 93,83 J -657 466.00 Demand 0.03664 680.79 92.93 J -658 464.00 Demand 0.03377 681.50 94.10 J -659 463.00 Demand 0.03061 681.43 94.50 J -660 462.00 Demand 0.03061 681.71 95.06 J -661 460.00 Demand 0.00000 682.22 96.14 J -662 464.00 Demand 0.05835 683.30 94.88 J -663 465.00 Demand 0.00000 683.35 94.47 J -664 466.00 Demand 0.00000 683.37 94.05 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037) 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 6 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -665 466.00 Demand 0.02774 683.37 94.05 J -666 465.00 Demand 0.00000 683.38 94.48 J -667 464.00 Demand 0.02778 683.44 94.94 J -668 463.00 Demand 0.08613 684.24 95.72 J -669 463.00 Demand 0.00000 684.30 95.74 J -670 463.00 Demand 0.00000 684.54 95.85 J -671 464.00 Demand 0.02778 684.67 95.48 J -672 466.00 Demand 0.00000 683.00 93.89 J -673 466.00 Demand 0.02774 682.77 93.79 J -674 465.00 Demand 0.02774 682.72 94.20 J -675 467.00 Demand 0.00000 682.68 93.31 J -676 465.00 Demand 0.02774 682.58 94.14 J -677 463.00 Demand 0.02774 682.41 94.93 J -678 462.00 Demand 0.00000 682.01 95.19 J -679 462.00 Demand 0.00000 681.74 95.07 J -680 464.00 Demand 0.03377 681.56 94.13 J -681 468.00 Demand 0.02774 681.84 92.52 J -682 469.00 Demand 0.00000 682.72 92.47 J -683 468.00 Demand 0.00000 682.72 92.90 J -684 466.00 Demand 0.02774 682.74 93.77 J -685 469.00 Demand 0.02774 682.95 92.57 J -686 468.00 Demand 0.02778 682.99 93.02 J -687 470.00 Demand 0.00000 683.02 92.16 J -688 471.00 Demand 0.02778 683.02 91.73 J -689 472.00 Demand 0.02778 683.04 91.31 J -690 473.00 Demand 0.06852 683.08 90.89 J -691 475.00 Demand 0.01299 683.09 90.03 J -692 474.00 Demand 0.01299 682.89 90.38 J -693 474.00 Demand 0.00000 682.71 90.30 J -694 472.00 Demand 0.02774 682.46 91.06 J -695 470.00 Demand 0.01299 682.04 91.74 J -696 468.00 Demand 0.04677 681.56 92.40 J -697 469.00 Demand 0.00603 681.54 91.95 J -698 484.00 Demand 0.00603 681.50 85.45 J -699 478.00 Demand 0.00603 681.56 88.07 J -700 472.00 Demand 0.01299 681.99 90.85 J -701 479.00 Demand 0.01299 683.30 88.39 J -702 476.00 Demand 0.02778 683.32 89.70 J -703 489.00 Demand 0.01299 683.70 84.24 J -704 490.00 Demand 0.01299 683.47 83.71 J -707 510.00 Demand 0.04078 684.60 75.54 J -708 507.00 Demand 0.03111 684.55 76.82 J -709 508.00 Demand 0.00000 683.49 75.93 J -710 511.00 Demand 0.01299 683.00 74.42 J -711 511.00 Demand 0.00000 682.48 74.19 J -712 510.00 Demand 0.01939 682.47 74.62 J -713 509.00 Demand 0.01939 682.11 74.90 J -714 508.00 Demand 0.01299 682.10 75.33 J -715 507.00 Demand 0.05548 681.35 75.43 J -716 505.00 Demand 0.00603 681.38 76.31 J -717 495.00 Demand 0.00000 681.46 80.67 J -718 502.00 Demand 0.00603 681.48 77.65 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 7 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -719 509.00 Demand 0.02912 680.99 74.41 J -720 514.00 Demand 0.00603 680.71 72.13 J -721 496.00 Demand 0.02912 680.43 79.79 J -722 495.00 Demand 0.04084 683.05 81.36 J -723 495.00 Demand 0.00603 680.37 80.20 J -724 466.00 Demand 0.00603 679.97 92.58 J -725 478.00 Demand 0.01846 679.85 87.33 J -726 479.00 Demand 0.01846 679.81 86.88 J -751 505.00 Demand 0.02238 680.03 75.73 J -752 504.00 Demand 0.00000 679.94 76.12 J -753 506.00 Demand 0.02309 680.14 75.34 J -754 510.00 Demand 0.02309 679.61 73.38 J -755 510.00 Demand 0.02309 679.60 73.38 J -756 512.00 Demand 0.00000 679.55 72.49 J -757 513.00 Demand 0.02309 679.29 71.94 J -758 512.00 Demand 0.02238 679.28 72.37 J -759 511.00 Demand 0.02309 679.64 72.96 J -760 510.00 Demand 0.00000 679.96 73.53 J -761 511.00 Demand 0.04248 680.54 73.35 J -763 513.00 Demand 0.00000 679.49 72.03 J -764 513.00 Demand 0.02238 678.12 71.44 J -765 511.00 Demand 0.00000 678.12 72.30 J -766 514.00 Demand 0.02238 678.12 71.01 J -767 506.00 Demand 0.02238 673.62 72.52 J -770 511.00 Demand 0.04024 680.58 73.37 J -771 511.00 Demand 0.00000 680.25 73.23 J -773 512.00 Demand 0.00000 679.13 72.31 J -774 512.00 Demand 0.00000 678.90 72.21 J -775 511.00 Demand 0.02309 678.75 72.58 J -776 511.00 Demand 0.00000 678.32 72.39 J -777 509.00 Demand 0.02309 676.83 72.61 J -778 509.00 Demand 0.02238 676.71 72.56 J -779 507.00 Demand 0.02133 673.68 72.11 J -780 507.00 Demand 0.02133 673.35 71.97 J -781 507.00 Demand 0.02133 673.49 72.03 J -782 508.00 Demand 0.01818 672.86 71.33 J -783 506.00 Demand 0.02133 673.66 72.54 J -784 507.00 Demand 0.02238 673.81 72.17 J -785 509.00 Demand 0.04370 675.42 72.00 J -786 509.00 Demand 0.03407 676.28 72.37 J -787 512.00 Demand 0.01098 677.76 71.72 J -788 511.00 Demand 0.01098 678.30 72.38 J -789 512.00 Demand 0.01098 678.47 72.03 J -790 512.00 Demand 0.04394 678.80 72.17 J -791 512.00 Demand 0.00000 678.99 72.25 J -792 510.00 Demand 0.01098 678.58 72.94 J -793 507.00 Demand 0.01098 679.59 74.67 J -794 511.00 Demand 0.00000 679.56 72.93 J -795 501.00 Demand 0.01098 679.99 77.44 J -796 501.00 Demand 0.01098 680.38 77.61 J -797 505.00 Demand 0.01098 680.49 75.93 J -798 508.00 Demand 0.00000 681.07 74.88 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \Coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 8 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -799 500.00 Demand 0.02592 681.58 78.56 J -800 498.00 Demand 0.02085 682.97 80.03 J -801 504.00 Demand 0.01494 682.98 77.44 J -802 500.00 Demand 0.02085 683.60 79.44 J -803 502.00 Demand 0.02085 683.59 78.56 J -804 506.00 Demand 0.02085 683.37 76.74 J -805 508.00 Demand 0.02085 683.88 76.10 J -806 512.00 Demand 0.02085 683.42 74.16 J -807 508.00 Demand 0.02085 681.16 74.92 J -808 508.00 Demand 0.02085 681.80 75.19 J -809 510.00 Demand 0.00000 681.76 74.31 J -810 510.00 Demand 0.02085 681.54 74.22 J -811 512.00 Demand 0.01939 682.35 73.70 J -812 512.00 Demand 0.01939 682.27 73.67 J -813 509.00 Demand 0.01939 683.27 75.40 J -814 509.00 Demand 0.01939 682.98 75.27 J -815 512.00 Demand 0.01939 682.99 73.98 J -816 508.00 Demand 0.01939 683.78 76.05 J -817 506.00 Demand 0.01172 683.85 76.95 J -818 511.00 Demand 0.01939 683.37 74.58 J -819 510.00 Demand 0.03111 683.87 75.23 J -820 511.00 Demand 0.03111 683.95 74.83 J -821 510.00 Demand 0.01172 684.35 75.43 J -822 495.00 Demand 0.01494 684.25 81.88 J -851 508.00 Demand 0.02133 672.79 71.30 J -852 505.00 Demand 0.01818 672.47 72.46 J -853 493.00 Demand 0.02133 673.86 78.25 J -854 495.00 Demand 0.02592 674.53 77.67 J -855 493.00 Demand 0.01098 678.44 80.23 J -856 493.00 Demand 0.00000 679.00 80.48 J -857 508.00 Demand 0.01098 679.15 74.05 J -858 496.00 Demand 0.01098 680.01 79.61 J -859 492.00 Demand 0.00000 680.69 81.64 J -860 483.00 Demand 0.02592 680.61 85.49 J -861 481.00 Demand 0.00000 680.07 86.13 J -862 490.00 Demand 0.01494 673.11 79.22 J -863 491.00 Demand 0.00000 673.14 78.80 J -864 502.00 Demand 0.01494 673.10 74.03 J -865 495.00 Demand 0.01494 673.27 77.13 J -866 495.00 Demand 0.06714 673.18 77.09 J -867 493.00 Demand 0.06714 671.65 77.29 J -868 512.00 Demand 0.08992 673.07 69.69 J -869 510.00 Demand 0.01840 673.08 70.56 J -870 507.00 Demand 0.01840 673.07 71.85 J -871 517.00 Demand 0.01840 673.07 67.52 J -872 514.00 Demand 0.01840 673.07 68.82 J -873 514.00 Demand 0.04411 673.07 68.82 J -901 516.00 Demand 0.06829 672.33 67.64 J -902 524.00 Demand 0.04257 669.66 63.02 J -903 517.00 Demand 0.04257 669.74 66.08 J -904 530.00 Demand 0.04257 669.64 60.41 J -951 518.00 Demand 0.00000 669.63 65.60 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppeil \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 9 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -952 524.00 Demand 0.04257 669.52 62.96 J -100 457.00 Demand 0.13377 684.89 98.60 J -100 459.00 Demand 0.03061 685.81 98.13 J -100 457.00 Demand 0.07287 686.18 99.16 J -100 474.00 Demand 0.07287 686.85 92.09 J -100 460.00 Demand 0.03706 686.96 98.19 J -100 457.00 Demand 0.02279 686.43 99.26 J -100 457.00 Demand 0.00000 686.68 99.37 J -100 459.00 Demand 0.02279 686.68 98.51 J -100 459.00 Demand 0.02279 686.66 98.50 J -101 460.00 Demand 0.00000 686.74 98.10 J -101 460.00 Demand 0.04312 686.92 98.18 J -101 461.00 Demand 0.03706 686.94 97.75 J -101 461.00 Demand 0.03706 686.96 97.76 J -101 457.00 Demand 0.00000 687.04 99.53 J -101 458.00 Demand 0.00000 687.14 99.14 J -101 456.00 Demand 0.03706 687.22 100.04 J -101 455.00 Demand 0.03706 687.36 100.53 J -101 456.00 Demand 0.00000 687.56 100.19 J -101 456.00 Demand 0.03706 687.46 100.14 J -102 456.00 Demand 0.00000 687.57 100.19 J -102 456.00 Demand 0.03706 687.62 100.21 J -102 453.00 Demand 0.03706 687.63 101.51 J -102 454.00 Demand 0.00000 687.70 101.11 J -102 456.00 Demand 0.00000 687.84 100.31 J -102 455.00 Demand 0.03706 687.87 100.75 J -102 456.00 Demand 0.03706 688.20 100.46 J -102 456.00 Demand 0.03260 688.46 100.57 J -102 458.00 Demand 0.00000 688.54 99.74 J -102 454.00 Demand 0.03706 687.73 101.13 J -103 456.00 Demand 0.03706 687.82 100.30 J -103 456.00 Demand 0.03706 687.58 100.19 J -103 457.00 Demand 0.03706 687.40 99.68 J -103 457.00 Demand 0.00000 687.17 99.58 J -103 460.00 Demand 0.00000 687.44 98.40 J -103 469.00 Demand 0.02279 686.95 94.30 J -103 475.00 Demand 0.00000 686.99 91.72 J -103 462.00 Demand 0.02279 686.88 97.29 J -103 461.00 Demand 0.00000 686.84 97.71 J -103 461.00 Demand 0.00000 684.60 96.74 J -104 461.00 Demand 0.03061 684.69 96.78 J -105 463.00 Demand 0.03061 684.60 95.88 J -105 464.00 Demand 0.02279 686.88 96.43 J -105 475.00 Demand 0.00000 687.07 91.75 J -105 464.00 Demand 0.00000 686.85 96.42 J -105 475.00 Demand 0.04312 687.17 91.80 J -105 468.00 Demand 0.02033 687.48 94.96 J -105 460.00 Demand 0.00000 687.84 98.58 J -105 456.00 Demand 0.02033 688.03 100.39 J -105 456.00 Demand 0.02033 688.02 100.39 J -106 453.00 Demand 0.03706 688.55 101.91 J -106 452.00 Demand 0.03260 690.71 103.28 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buiidout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 10 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -106 451.00 Demand 0.03260 688.90 102.93 J -106 458.00 Demand 0.00000 688.03 99.52 J -106 460.00 Demand 0.02033 688.00 98.64 J -106 470.00 Demand 0.02033 687.44 94.08 J -106 476.00 Demand 0.02279 687.25 91.40 J -106 467.00 Demand 0.00000 687.14 95.24 J -106 465.00 Demand 0.02279 687.08 96.08 J -106 464.00 Demand 0.02279 686.77 96.38 J -107 466.00 Demand 0.00000 684.97 94.74 J -107 463.00 Demand 0.00000 684.76 95.95 J -107 467.00 Demand 0.07566 685.69 94.62 J -107 470.00 Demand 0.01727 685.89 93.41 J -107 466.00 Demand 0.05339 686.33 95.33 J -107 468.00 Demand 0.02279 687.32 94.89 J -107 468.00 Demand 0.00000 687.26 94.86 J -107 476.00 Demand 0.02279 687.32 91.43 J -107 477.00 Demand 0.02033 687.37 91.02 J -107 471.00 Demand 0.02033 687.47 93.66 J -108 469.00 Demand 0.02033 687.71 94.63 J -108 463.00 Demand 0.00000 688.72 97.66 J -108 460.00 Demand 0.02033 688.06 98.67 J -108 453.00 Demand 0.02033 688.59 101.93 J -108 454.00 Demand 0.03260 690.57 102.35 J -108 457.00 Demand 0.03260 690.87 101.19 J -108 455.00 Demand 0.03769 691.55 102.34 J -108 453.00 Demand 0.01735 690.96 102.96 J -108 453.00 Demand 0.03769 690.56 102.78 J -108 456.00 Demand 0.03253 689.80 101.15 J -109 464.00 Demand 0.00000 688.87 97.29 J -109 478.00 Demand 0.07557 687.41 90.60 J -109 472.00 Demand 0.01727 687.21 93.11 J -109 478.00 Demand 0.00000 687.38 90.59 J -109 471.00 Demand 0.01727 686.14 93.08 J -109 464.00 Demand 0.02778 685.74 95.94 J -109 464.00 Demand 0.02778 684.93 95.59 J -109 471.00 Demand 0.01727 686.48 93.23 J -109 479.00 Demand 0.01727 687.94 90.40 J -109 469.00 Demand 0.01518 689.28 95.30 J -110 458.00 Demand 0.01518 689.84 100.31 J -110 451.00 Demand 0.01735 690.38 103.57 J -110 452.00 Demand 0.01735 692.22 103.93 J -110 450.00 Demand 0.03260 693.13 105.19 J -110 452.00 Demand 0.04996 693.29 104.40 J -110 455.00 Demand 0.01735 690.32 101.81 J -110 459.00 Demand 0.03253 690.03 99.96 J -110 480.00 Demand 0.01518 689.58 90.67 J -110 485.00 Demand 0.00000 688.85 88.20 J -110 476.00 Demand 0,01518 688.48 91.93 J -111 480.00 Demand 0.01727 688.31 90.13 J -111 481.00 Demand 0.03245 688.60 89.82 J -111 475.00 Demand 0.04505 687.21 91.82 J -111 483.00 Demand 0.01727 687.65 88.54 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 11 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -111 488.00 Demand 0.01727 689.08 87.00 J -111 478.00 Demand 0.01518 690.42 91.91 J -111 456.00 Demand 0.01735 690.34 101.39 J -111 450.00 Demand 0.01735 694.46 105.77 J -111 454.00 Demand 0.00000 694.74 104.16 J -112 455.00 Demand 0.03260 695.49 104.05 J -112 456.00 Demand 0.11114 698.43 104.89 J -112 458.00 Demand 0.00000 698.39 104.00 J -112 474.00 Demand 0.03294 694.90 95.57 J -112 476.00 Demand 0.03253 692.32 93.59 J -112 472.00 Demand 0.01518 691.52 94.98 J -112 476.00 Demand 0.05301 692.30 93.58 J -112 471.00 Demand 0.01518 691.19 95.26 J -112 473.00 Demand 0.01518 691.05 94.34 J -112 479.00 Demand 0.01518 691.22 91.82 J -113 497.00 Demand 0.04053 690.02 83.51 J -113 502.00 Demand 0.03245 689.31 81.04 J -113 491.00 Demand 0.03773 689.02 85.68 J -113 493.00 Demand 0.07724 688.71 84.68 J -113 494.00 Demand 0.00000 689.02 84.37 J -113 496.00 Demand 0.02046 689.02 83.51 J -113 494.00 Demand 0.00000 689.83 84.73 J -113 477.00 Demand 0.02006 692.14 93.08 J -113 475.00 Demand 0.00000 692.33 94.03 J -113 474.00 Demand 0.02006 692.56 94.56 J -115 504.00 Demand 0.01172 688.47 79.81 J -115 505.00 Demand 0.00000 689.00 79.61 J -115 490.00 Demand 0.00000 689.66 86.38 J -115 472.00 Demand 0.02006 692.76 95.51 J -115 466.00 Demand 0.05301 694.13 98.70 J -115 467.00 Demand 0.00000 694.77 98.55 J -115 468.00 Demand 0.03294 695.66 98.50 J -115 470.00 Demand 0.00000 697.32 98.35 J -115 460.00 Demand 0.03294 698.40 103.14 J -116 472.00 Demand 0.03294 695.66 96.77 J -116 471.00 Demand 0.02006 694.10 96.53 J -116 474.00 Demand 0.02006 692.38 94.48 J -116 478.00 Demand 0.02006 692.18 92.67 J -116 480.00 Demand 0.02006 691.44 91.48 J -116 482.00 Demand 0.00000 691.31 90.56 J -116 487.00 Demand 0.02006 689.61 87.66 J -116 489.00 Demand 0.07347 689.58 86.78 J -116 487.00 Demand 0.00000 689.58 87.65 J -117 504.00 Demand 0.02046 688.89 79.99 J -117 501.00 Demand 0.02046 688.47 81.11 J -117 503.00 Demand 0.02046 688.28 80.16 J -117 506.00 Demand 0.02046 688.57 78.99 J -117 504.00 Demand 0.00000 688.26 79.72 J -117 508.00 Demand 0.01172 688.24 77.98 J -117 509.00 Demand 0.03218 687.71 77.32 J -117 508.00 Demand 0.03257 686.85 77.38 J -117 505.00 Demand 0.00000 686.74 78.63 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037j 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 12 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mgd) (ft) J -117 498.00 Demand 0.03083 686.72 81.65 J -118 489.00 Demand 0.00000 687.35 85.82 J -118 503.00 Demand 0.00000 688.15 80.11 J -118 502.00 Demand 0.02046 688.13 80.53 J -118 493.00 Demand 0.02046 687.86 84.31 J -118 496.00 Demand 0.02046 688.63 83.34 J -118 491.00 Demand 0.03083 688.94 85.64 J -118 490.00 Demand 0.00000 689.11 86.15 J -118 482.00 Demand 0.02006 691.76 90.75 J -118 480.00 Demand 0.00000 693.12 92.21 J -118 477.00 Demand 0.02006 694.08 93.92 J -119 478.00 Demand 0.02006 694.08 93.49 J -119 484.00 Demand 0.00000 694.40 91.03 J -119 495.00 Demand 0.00000 694.67 86.39 J -119 502.00 Demand 0.03294 695.03 83.51 J -119 498.00 Demand 0.00000 695.32 85.37 J -119 496.00 Demand 0.03294 696.05 86.55 J -119 482.00 Demand 0.00000 697.34 93.17 J -119 463.00 Demand 0.03294 700.28 102.66 J -119 499.00 Demand 0.03294 695.14 84.86 J -119 496.00 Demand 0.00000 694.89 86.05 J -120 493.00 Demand 0.03294 694.53 87.19 J -120 495.00 Demand 0.00000 694.14 86.16 J -120 491.00 Demand 0.00000 693.10 87.44 J -120 503.00 Demand 0.01037 689.05 80.49 J -120 499.00 Demand 0.01037 689.00 82.21 J -120 495.00 Demand 0.01037 684.95 82.18 J -120 500.00 Demand 0.00000 685.45 80.24 J -120 505.00 Demand 0.03122 684.98 77.87 J -120 508.00 Demand 0.01037 684.87 76.52 J -120 502.00 Demand 0.02085 684.28 78.86 J -121 496.00 Demand 0.01494 684.28 81.46 J -121 506.00 Demand 0.05523 684.85 77.38 J -121 490.00 Demand 0.01494 684.67 84.22 J -121 471.00 Demand 0.00907 684.67 92.45 J -121 473.00 Demand 0.00907 686.39 92.33 J -121 476.00 Demand 0.01037 688.68 92.02 J -121 468.00 Demand 0.01037 688.13 95.24 J -121 467.00 Demand 0.01037 689.26 96.16 J -121 505.00 Demand 0.01037 689.22 79.71 J -121 501.00 Demand 0.03925 689.66 81.62 J -122 475.00 Demand 0.00907 689.60 92.85 J -122 469.00 Demand 0.00907 689.65 95.46 J -122 497.00 Demand 0.01944 689.78 83.41 J -122 496.00 Demand 0.00907 689.81 83.85 J -122 493.00 Demand 0.02888 689.78 85.14 J -122 500.00 Demand 0.03294 692.28 83.19 J -122 498.00 Demand 0.02888 691.84 83.87 J -122 500.00 Demand 0.00000 692.28 83.19 J -122 487.00 Demand 0.02888 691.31 88.40 J -122 496.00 Demand 0.02888 691.99 84.79 J -123 495.00 Demand 0.00000 692.81 85.58 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppefl \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 13 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -123 484.00 Demand 0.00000 693.47 90.63 J -123 494.00 Demand 0.02888 693.16 86.17 J -123 478.00 Demand 0.00000 693.59 93.28 J -123 460.00 Demand 0.00000 694.68 101.53 J -123 458.00 Demand 0.00000 694.27 102.22 J -123 452.00 Demand 0.02888 694.24 104.81 J -123 463.00 Demand 0.02888 693.50 99.73 J -123 447.00 Demand 0.00000 694.52 107.09 J -123 455.00 Demand 0.06182 696.85 104.64 J -125 469.00 Demand 0.01494 684.65 93.30 J -125 474.00 Demand 0.02401 684.53 91.09 J -125 491.00 Demand 0.00000 689.66 85.95 J -125 488.00 Demand 0.00907 689.61 87.23 J -125 460.00 Demand 0.04751 689.02 99.09 J -125 465.00 Demand 0.02888 689.98 97.34 J -125 453.00 Demand 0.00000 690.47 102.74 J -125 451.00 Demand 0.02888 691.26 103.95 J -130 453.00 Demand 0.03260 691.83 103.33 J -130 450.00 Demand 0.03260 693.04 105.15 J -130 451.00 Demand 0.00000 692.96 104.69 J -130 452.00 Demand 0.03260 693.25 104.38 J -130 451.00 Demand 0.03260 693.25 104.81 J -130 452.00 Demand 0.03260 694.00 104.70 J -130 452.00 Demand 0.03260 694.58 104.95 J -130 447.00 Demand 0.00000 698.75 108.92 J -131 447.00 Demand 0.00000 694.58 107.11 J -135 462.00 Demand 0.06084 698.96 102.52 J -135 446.00 Demand 0.03260 698.44 109.22 J -135 444.00 Demand 0.09250 697.27 109.58 J -135 447.00 Demand 0.03165 696.55 107.97 J -135 447.00 Demand 0.03165 696.45 107.93 J -135 447.00 Demand 0.09250 696.19 107.81 J -135 448.00 Demand 0.03165 696.39 107.47 J -135 448.00 Demand 0.03165 696.42 107.48 J -135 446.00 Demand 0.06084 695.05 107.75 J -136 447.00 Demand 0.00000 695.18 107.38 J -136 446.00 Demand 0.00000 695.41 107.91 J -136 450.00 Demand 0.00000 695.22 106.09 J -136 446.00 Demand 0.03165 694.98 107.72 J -136 446.00 Demand 0.03165 694.95 107.71 J -136 450.00 Demand 0.03165 694.95 105.98 J -136 452.00 Demand 0.00000 694.94 105.11 J -136 451.00 Demand 0.06084 694.94 105.54 J -136 453.00 Demand 0.00000 695.06 104.73 J -136 453.00 Demand 0.06084 695.02 104.71 J -137 450.00 Demand 0.00000 695.01 106.00 J -137 446.00 Demand 0.06084 694.97 107.72 J -137 448.00 Demand 0.06084 696.81 107.65 J -137 449.00 Demand 0.02888 696.29 106.99 J -140 447.00 Demand 0.06084 694.94 107.27 J -140 447.00 Demand 0.06084 694.90 107.25 J -140 447.00 Demand 0.00000 694.88 107.25 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat\coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.00371 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 14 of 15 Scenario: Min Hour Steady State Analysis Junction Report Label Elevation Type Demand Calculated Pressure (ft) (Calculated) Hydraulic Grade (psi) (mg d) (ft) J -140 447.00 Demand 0.09250 694.64 107.14 J -140 446.00 Demand 0.06084 694.74 107.62 J -140 450.00 Demand 0.03844 693.64 105.41 J -140 446.00 Demand 0.00956 693.63 107.14 J -140 448.00 Demand 0.00956 693.63 106.27 J -140 445.00 Demand 0.00956 693.63 107.57 J -141 445.00 Demand 0.00956 693.63 107.57 J -141 448.00 Demand 0.00956 693.63 106.27 J -141 448.00 Demand 0.00956 693.63 106.27 J -141 440.00 Demand 0.09250 694.26 110.01 J -141 444.00 Demand 0.04121 694.19 108.24 J -141 450.00 Demand 0.00956 693.63 105.41 J -200 449.00 Demand 0.06090 684.64 101.95 J -200 450.00 Demand 0.00000 683.54 101.04 J -200 466.00 Demand 0.06090 681.16 93.09 J -200 462.00 Demand 0.12887 679.88 94.26 J -200 489.00 Demand 0.04084 678.39 81.94 J -200 519.00 Demand 0.02158 671.16 65.83 J -900 450.00 Demand 0.00000 699.45 107.92 J -900 443.00 Demand 0.00000 699.57 111.00 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 699.57 111.01 J -900 443.00 Demand 0.00000 472.99 12.98 J -900 450.00 Demand 0.00000 472,99 9.95 J -901 450.00 Demand 0.00000 472.98 9.94 J -901 450.00 Demand 0.00000 472.99 9.95 J -901 450.00 Demand 0.00000 472.99 9.94 J -901 450.00 Demand 0.00000 472.99 9.94 J -901 440.00 Demand 0.00000 472.99 14.27 J -901 440.00 Demand 0.00000 472.99 14.27 J -901 440.00 Demand 0.00000 472.99 14.27 J -901 440.00 Demand 0.00000 472.99 14.27 J -901 440.00 Demand 0.00000 472.99 14.27 J -901 440.00 Demand 0.00000 472.99 14.27 J -902 440.00 Demand 0.00000 472.99 14.27 J -910 460.00 Demand 0.00000 700.49 104.05 J -910 460.00 Demand 0.00000 700.51 104.06 J -910 460.00 Demand 0.00000 700.53 104.06 J -910 460.00 Demand 0.00000 700.53 104.07 J -910 460.00 Demand 0.00000 482.97 9.94 J -910 460.00 Demand 0.00000 482.97 9.94 J -910 460.00 Demand 0.00000 482.97 9.94 J -910 460.00 Demand 0.00000 482.98 9.94 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects \cybernet.dat \coppell \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:33:09 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Page 15 of 15 Scenario: Min Hour Steady State Analysis Tank Report Label Base Minimum Initial Maximum Tank Inflow Current Calculated Elevation Elevation HGL Elevation Diameter (mg d) Status Hydraulic Grade (ft) (ft) (ft) (ft) (ft) (ft) 1.5 MG Southwestern 630.00 630.00 667.00 672.50 150.00 8.23658 Filling 667.00 2 MG Wagon Wheel E 630.00 630.00 667.00 672.50 150.00 6.83562 Filling 667.00 Star Leaf 4 MG GST 463.00 463.00 483.00 493.00 50.00 14.41579 Draininc 483.00 Village GST #1 453.00 453.00 473.00 483.00 150.00 - 9.18715 Draininc 473.00 Village GST #2 453.00 453.00 473.00 483.00 150.00 - 7.16899 Draininc 473.00 Title: City of Coppell Water Distribution System Master Plan Project Engineer: Birkhoff, Hendricks & Conway, L.L.P. h:\ projects\ cybernet .dat \coppeli \buildout.wcd Birkhoff, Hendrick & Conway, LLP WaterCAD v5.0 [5.0037] 06/07/04 02:32:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 S O 0, , bat dY k ,' . ..` N _ c ' m 000‘ m a 0 E o = = p E c i C . 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N M O r N e0 .- M m m M m Q O N Q 010000L0)000-.0p-..- - c-,- N e- O O a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N .- 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 M N p O O N 0101 = m Q M M m M 0 � Q co y co M O O coo 0 66 66 ,_ Wm _ NN CD C 2 M Q N N Q O m (0 0 0 N m N M 0 m M O 66 s- 0 Tel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 000 0 0 Q 00 .0 N 0 u MM 0 0 m Q M' m c- T O 0 0 66 i C O O o 0 0 0 0 0 0 0 0 0 0 6 0 0 M O 0 6 Q 0 O O O O o 0 0 O O O 0 0 O 0 0 0 0 O 0 6 O O M N 0 A y 0 M ( 00 0- r N O N M N .0 M a = a v„ 88888000 00088888 '888uj°8888888888888888888888888 w 6 6 0 6 0 6 0 0 0 0 0 0 0 0 0 o 6 o 0 o 6 m o 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 6 o 0 <0 N 0,- E .11 (0 00000000000000000000000000000000000000000000000 Z o y -J.2 a# 0 9 O o 0 0 0 0 0 0 0 O 0 0 e- m N 0 0 0 0 0 0 M O 0 0 0 0 M O M u0 0 r N 0 0 0 0 0 0 0 O O N 6 0 0 Q O N N NOM M 0 O ((( O ((ppppp Q 00 V n U C N M N O O N O N Q N N O O o o O O O O 0 0 O O Z TG O 0 0 O O 66 66 O o 2 2 p 0 0 0 0 0 0 0 0 0 O 0 0 e- r M 0 0 0 0 0 0 0 Q 0 O 0 0 0 m 0 m N 0 r O 0 0 0 0 0 0 o Q o m 0 0 0 , O 0 0 M Q o0 M .-w.-- M m M M 0 co M m O E E m e- O 0 N M N M m °v.,- 6 O MM O e- O 2 O g 0 666 0 66 66 0 o a W h m C 0 mOm m O O O O o 0 0 0 0 N O 6 M N M o 0 0 0 0 0 Q o 0 0 0 0 m O NO O m O O N m 0 0 0 0 0 0 0 r o y O O O (0 ,' W 0 o m G r Q Q o on M Q O N N 0 o 0 o O O N,- 0 0 0 O I 0 o O O O 66 66 0 0 O 0 0 0 0 0 0 0 0 0 0 0 M m N 0 0 0 0 0 0 m 0 0 0 0 0 m 0 Q O r e- O O O O O O O M O N O 0 0 Q O o 0- m N M V N O O ! M 5 U N co 0 n o a J O 8888 088888. 080 808880 Edo 0 0 0 0 0 0 0 0 0 o e o 0 0 6 0 0 0 0 0 0 0 0 0 0 0 o v 0 6 6 6 6 0 6 6 6 6 0 6 0 0 6 6 0 b T m 0 0 0 0 0 0 0 0 0 N 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m e- O m Q 0 0 0 0 0 0 0 N 0 10 0 0 0 O Q 1 N M Q N NO N Q O J d # 0 0 0 0 0 0 Nm y Q Q M 0 0 0 . M 10 m 0 M O M m M r h N O m O r � Q o O t0 O t r t 0 N Q O N r 0 0 0 r 6 O 0-m m t ' t-p M Q MrN Nm NM N m N0N N O M t 00 ,-r ' 0 N M (00 00 010 0 010 0 O O.- 0 m m N Q N O N N o N 0 O N N O c m m ONO 6 0 O N. m 0 m M N m M V 8 r i o ( y oO N N 0 M 0 60000 OOOO o 0060' oM No 0 0 o 66 o 0 6 O 66 7 '- 0 0 0 0 0 0 0 m Q. 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N 10 r m N 8,28 ▪ 0 0 0 0 N N O O 0 O � 000 0 66666 O 0 O 666 ▪ 9 ,5 m m M o t0 c 7 m pl O O O O O O O p O O O O O O O O 0 0 O 0 O O'- o O o O O o O o o o 0 O N m N O Q O M m N Q O N O Q r'' M r m O ro.m mrr E mmv 2 t m n m M 0 0 � p M e- m M M d r N N M M 828 N 9 o 2 O N 0 0 66 O O O 666 T N r N Q r o 0 0 o P o o O m 0 0 0 0 0 0 0 0 0 0 0 0 0 o m o 0 0 0 0 0 0 0 0 0 0 o t0 N N N r m Q m O) m m 0 m m r 01 Ol N O p m m P N M N , P t0 ?� N 8 rn m m r m N m 8 N 00,- 0 p N R P: 8 N N 8 8 A r N 266.-66666 O d 666 N r 8 m 4 r O O O O mm O O O N 0 0 0 0 0 0 0 0 0 0 0 8 0 0 2 O O o 0 0 0 0 0 0 0 0 o M M Q O N N N Q O ` O 0 0 0 0 0 0 0 o m 0 0 0 0 0 0 0 0 0 0 0 0 0 o t0 0 0 0 0 0 0 0 0 0 0 0 0 0 m m m Q o A r N 0 M m r N t0 O O O O Nv O O O OO O O O O O O O O O O O O O r i N� O O O O O O O O O D O O t7 sr N m 01 0 'is,f Z . p 0 0 0 0 N P M m 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 N S n ,- v Z 0 0 0 0 000 O 666 7. t =w O o m 0 0 0 0 m M m 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 E x 2 0 ,- U bpg 000 0 £ ( 0 0 0 0 0 0 2 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 Z a p mo. g x Q o N W 8 0 0 200 a 2 — N y w >. a m CO /- ,5 0 0 0 0 0 [p O O O O o 0 o O O o O O O O O O O O O O O O O O O o o O O o 0 0 o O O O o o O O o O 'o r N O 1 Qs� W m w J C _ o ° _ N O 666 O m F's::' " 0 0 0 0 0 m 0 0 0 0 0 0 0 0 0 0 O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 8 0 0 0 0 0 0 0 0 c o - M 0S E . d Z°2 00 Z (2 V m N P p m N N X ,- r O ` G 66 ° `€ 8 888 8 e88888888888888888888888888888888888888888 66666, ', a m 666606600666000060006000000000066000666000 ?1 < N O M O O O O O O N O O � N r m m O O Q N O N O 0 O O O M O O N m 0 O O r O O N Q O) p m 0 O N M M r A r D N 0 O 0 m r V 0000 2 N Q P m o 9 8 Nm NO N N M O m N N V 0000 t0 ▪ 88 8 88828 8 8 8 8 8 8 8a 8 8 s ° 8 ° 66 66 66666 0 0 0 0 0 0 66 0 ° 0 0 6 V O M O1 0 0 0 O 0 0 N m O o m m M r P o o o? o M 0 o m o o o r o O M N o 0 0 t^ o o r m 0 C P M V. 0) m m N 0 M Q m N r m P 288 r E= N N N V ONONm r r 8 N 0 ON 0 0 M 07,- tt � 8 g8 82 ,000. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -R 2 ad 66 66666 O O O O O O 0 0 O O 0000 il N 0 0 0 0 0 0^ 0 0 0 M 0) m N N W N 0 0; O m O Q O r 0 0 0 m 0 0 O1 r 0 M 0 o r O O N Q r ,00 P O1 N O M P r Q r 0 Q N N m N N O 0 Q N N N O O 1: " N O N • x M M ° m O O r 0 m 0 9 N I m m m m N P O N ▪ N 0 0 0 0 06006 8 O O 0 8 0 8 8 00 2 0000 _ 2 66 0 0 0 66 66 0 0 0 0 66 0 6666 ° • 0 ° o ° o0 ° ° e 8828 m r 2° 88s2888: °o °0°omo°OO°oe °0°o' °o °8,7°86 • 0 0 N N 0 00 0000 00 0—Ot 0010 M0ry 000 N 00010 00 to 00.000100.-10 0 0 - -i a N N N N N N M Q N CO r CO O O.- r r vt r m N 0,00 ,- N M P N CO r CO 0,01- N P NW r P N m r O ..- N N N N N N N N N (NM M M t7 M M M M M M O N M M Q Q Q Q P P Q Q 0 L 0 N. a J -J d 3 c 0 U s U C a c ._. .. _. ._ .._ d R M m m Q N M r m m m m N m m N N r N M N Q r N m N dt < Q< N (O Q m N N M M N O N Q M V Q Q N (O m M N ¢J N N Q (O 0 IO 0 m< (O M m V Q N V Q N , r O N O N N Q m m 0 O m r N O M N O M O 0 0 0 0 O 0 7 m O Q V V m< Q O 0 m h r 0 M 0 0 0 V m m N 0< M m ¢] r r 0 r O M 0 Q m 0 Q N N 0 . t = O M a m m 4 0 N O M O m V N 8(p < m O « O M 7 O 0 0 0 N 0 N O m O n N N O m N N N V M O 0 M 0 N n O r n O 0 0 i!) O ,- N N M (0 m M M N O m C O M 0 N N O N N M N N N N V N N N O M N V M M < N N O< N p O N< < o O N< N O M N O M N O ';' 666666666666666 0 0 0 666666 0 0 0 6666666 0 0 0 0 0 6 0 0 m 0 < 0 N 0 N 0 V m N 0) 0 0 0-0 n M n 000 CO CO N n M (0 M n M 0 V V M r N m m (0 M V M 0.- m 0 .0 O N ( V O m Nm N 88 Q M O MN M m 7NN Q # E c Mm MOOO M�gt F;;gmnNm00ONN 00nV)m V 8T. V O V V ONNN 0,0 M N 0 CO 0 M < < r N N V M O V N 0 CO n M m N 0 CO « V N 0 Q co < 0< 0 m W V M 7 'CO2 O< M O N N O < << N c N< « O « 6.-,-6,-6 666,--66 <. O N< M r O n N r 0 0 0 cO M 0 N 0 M 0 O N 0 V Q M N Q< t0 Q 0 m m n N m m N Q O 0 N 0 N m 0 m r 0 m . 0 m 0 0 0 m m r O N 0 n N N m N m 0 0 0 0 V M 0 0 m N m O O M N N M V N r 0 0 0 O m 0 0 0 m m 0 O N N m 0 O 0 V N V O m M 0 0 0 N N N 0 0 m .- N N r m O N 0 m 0 Ln O N 0 0 0 r 0 N O N V N O O V N M O(p N n m M M V 0 O r o (O V M 0 n V V m 0 0 0 M V O r M (0 N 0 0 0 0 0 iO m r m (O (0 0 M O O m 0 V 0 m n 0 m N N 0 N N 0 N 0 N M 0 (O N �!] ( N N O 0 ((1 0 m M V I 0 0 0 0 m 0 0 0 0 N V 0 N M O M 0 M 0 r M m cO �' � O ° N O ,z666666.-666 66b6666666 �cpp (cpp �p � N V M V V NN 0ON V -.0 N0 >0)M N ° O) N 000- V 0 r ((0 0( m ° O)0 N(0m0 ° 000 000000 0 0 0 0 0 N 0 0 V N 0 0 r m N V 0 N V V. m Q M < 0 M< M 0 0 0 0 M n N N Q 14) 0 , = O M N V 0 co m M m 0 0.(p Q O < O 07 M 0 0 0 0 N M O r 8 7 0 (n o O N N 0 0 O m N N M O M N N O N 0 0 0 0< Q M M O O O M 0 0 0< O O O O o N V N m O M 0 N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0000000 0 0000 0000000 26666666 6666 0 0 0 0 0 666 0 0 0 0 0 0 0 0 6666 0 0 0 0 0 0 0 08 9 j m m V NOM N M N V N W N m m N O (l ° ,000 ° V m V m h m N N r ch V O 0, m O r 0 V m C C O N 0 0 m N 0 0 0 0 n 0 V M 0 M 0 0 0 0 m n 00000 O V 0< 0 M M 0 N N n M d d= n M 0 0 0 V(((ppp V n 0 0 N N N O M n Q M Q 0 0< n< m 0< M O 0(001010 00(010000 a d M N O M 6 m M O O T- m N 0 V0.-,- « 0 0 0.- O O O O Q O 0 V 0 O 6 O O 0,-00000 0 m 0 O 8 0000. 0 N 6666666 0 0 6 0 6666 0 0 0 0 0 0 0 0 O 666 O O ( 66666 . 0 ry n 1!) 0 MN(0 r0T mNM V ° mMM0 (0M ° Q (0O M m m m Q )(O V n ° 0 MQN 0000 ,-N On 0 N O X. 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Q V M M N M (0 O N V n m O N 0 V ( r °0 0 N N m ( mp M (N0 O m N 0 O 0 0 m 8 M O N n N o n M< 0 0 V N< M n O N N V M O 0 O �p M N O 0 0 0 0 0 0 N < 0 0 0 M O O 0 0 0 0 O O O 6 O O N O O O O O O 0 6 0 O N TS 26 66666 0 0 0 0 66666666 0 0 0 0 0 6666666 N V 0 N V M N N 0 N O N 0 M 0< O N V O O m M 0 0 0 0 V (O m N V 0 0 (0 r O N m OO ( O V N O O n 0 0 m 0< 0 0 0 M V< O 0 N n 0 O r 0 0 0 y N O n 0 0 r 0< m Mmr O�!c(op m m 6 m mN O M ((pp �o u) 0 0000 m m V 0000 t7m m 0 m Y mn6 m r N m M N 0 N O ,r,-,r N 0< 0 0 V 1 0 N 0 N N m M < N< N M M M O N `- < • 0 0 M 0 0 0 0 m N 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 • = N N 0 Z O 0 O O o 66 P , 0 , 0 0 N 0 0 0 0 c0 N 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 C O O C d = 0407, 0 00 J d p 8 21 U o O g O o 0 0 ,66.- o 0 o e n M o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o e e o 0 0 0 0 0 0 0 0 0 0 0 Q W 1 g O 0 0 M Q o 66 d m ° 0 88�8888mo ° oo 0 o0 O OO ° ° o ° o ° o ° o °° oo ° °000 ° °o °o °o °0 °0 °88 °00° ° °0 °0 °0°00° °0 °0 °0 °0 °0°00° °0 °0 °o a w ;:vd 0000000( 00000000000000000000000000000000000000 H O O O O 0 O O O O O m 0° 0 0 O O Q O O r O n O n< 0 0 V 8 0 0 M O 0 8 V 0 O O 0 0 N Q O O N 0 p M V f N 0 N. 0 = 0 0 0 8 < O g8 O O O 0 0 O CO '58:E O O A, C 0 00 O 0 O O O p O O 88 O O 0 0 0 O J `K O 66 O 6 O O O 6 6 66 O 000 O m ; D 0 0 0 0 0 0 0 0- 0 0 0 0 0 0 8 0 O NO < O < m 0 0 n O M 0 0 0 M 0 0 0 6 0 0 0 O m V 0 0 r (O (O O .0 n '4' n 2$? N 0,-N s- N CO ) : : d g 0 g8 8 O n 8 8E, O O 8 '§§ O 80 O O ;cog o 00 6 6 6 6 66 6 6 6 66 6 66 6 0 0 M 0 0 0 0 r 0 n O O O N 0 0< 0 0 0 0 r O n m 0 0 0 0 0 0 0 N o 0 0 0< O O r 0 8 m V O 0 O d WW 0 m M O 00 0 m 0 0 OM N N Q N C), n M N 0 N n O N n V V m M O V M d O 88 8 O 8 8 8 8 S O 0 88 O 00 • 0 2 O 66 o O o 0 66 0 6 o 66 0 66 6 —8888888888888288: E O O m 0 0 0 O m n 0 0 0 0 0 0 N 0 0 N 0 N 0 m t 0 0< 6 0 0 o m o 0 0 m m O o m 0 0 0 N 6 m a < m 0 ,5 00040( (n ( 1000 o tp 0 0 ° °2,400000 O ° (8o° o00o( ° (0o( ; & 0 0) OO O (' O N p ° r O M i0 fOO 0 0 00 t 0 0O V C 8 O O 0 o O ° o o O o 0 g8 8 o °° o 8 8. 8 5 66 66 66 66 0 66 6 666 6 66 6 6 66 6 0'V ,- 0 0 0 0.00 0 8 u) 00 (0 V 0 NQ 0 0 0 0 0 0 0 0 N O O V 0 m 0 0 0 V 0 0 0 ✓ 0 V O O M O V m O 0 ' O 00 MO ON MM 0 0 V N N N 0 < M 0 O N 0 d= .. 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N OM n N M 0 r 0 N n co (O O m N ((pp N 0-, 0 O V 0 V ,- 40 0 N r 0 n O O N 0 N (0 X V O N< n V V M, 0 O N V 0 N < d M 0 0 0 0 O o 0 0 0 0 000 0 66 O o O O o ° 5 6 66 66 66 6 66 6 666 0 0 0 0 66 0 00000 00 0 0 0s{ N O O n 0 0 0 0 0 O M 0 0 0 M MOO O O O V O 0 N 0 0 O N N O 000000.00 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 0 0 0 0 0 0 N O O m r 0 0 0 0 0 0 0< O 0 Q e 666.-.- 6,-.:.--66h:66.--66 N 0 0 0.- m O N O O N� 0 0 0 0 0 0 0 m M O N O O Q 0 6, 6N: N < ,- -tea ,- N M V 0 0 n 0 0 0< N M V 0 t0 40 0 0 0< N M V (0 (0 0 0 0 N M V 0 0 r 0 0 0 N M V 0 O r O ('410401 N 0 N N N N M M M M M M M M M M V V V V V V V V d 0 O N i �1 / THWEAT / Z I (bo�` I V I v rn V _ENE l \ , E C I T Y O R COPPELL Contour Interval = 5 psi j i_J O� l 1 9.yz 0� GENERAL ANALYSIS PARAMETER 1. MAXIMUM DAY DEMAND CONDITIONS BUILDOUT (29 MGD) 2. VILLAGE PARKWAY PUMP STATION (16.6 MGD) PUMP 1 ON PUMP 2 OFF PUMP 3 ON PUMP 4 OFF PUMP 5 OFF PUMP 6 OFF 3. STAR LEAF PUMP STATION (16.0 MGD) PUMP 1 ON PUMP 2 ON PUMP 3 OFF PUMP 4 OFF PUMP 5 OFF PUMP 6 OFF 4. ELEVATED STORAGE (ALL TANKS) INITIAL WATER LEVEL =667 HIGH WATER LEVEL= 672.50 100 \\ 11 00D 0 X A fi 1 B MAX DAY PRESSURE CONTOUR MAP FIGURE NO. 4 BIRKHOFF, HENDRICK3 & CONWAY, L.L.P. CONSULTING ENGINEERS DALLAS, TEXAS October. 2004 SCALE: 1 - 4000' 70 l B5 g5 "1 THWEAT -_ , 9s r BS _ - - 70p ,p ,Do i 0 0 FtPiFRCW' s l 6S l � 1 /1 T M E_ C I T Y O F v`7 COPPELL Contour Interval = 5 ps \I BIRKHOFF, HENDRICK3 # CONWAY, L.L.P. CONSULTING ENGINEERS DALLAS. TEXAS October, 2004 T 9 O MAX HOUR PRESSURE CONTOUR MAP r ,\pressure con—r map- nan.awg