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Carter Addn 3-SY110208 67/ DOWDEY, ANDERSON A & ASSOCIATES INC. CIVIL ENGINEERS 5225 Village Creek Drive Suite 200 Plano, Texas 75093 972.931.0694 972-931-9538 fax February 08, 2011 Mr. George Marshall, P.E. City of Coppell Engineering 255 Parkway Blvd. Coppell, Texas 75019 RE: Carter Addition Revised Water Pressure and Flow Analysis Dear Mr. Marshall: At the request of the Fire Marshal we have revised our analysis of the water distribution system adjacent to the location of the proposed Carter Addition. This analysis was done in order to confirm that the existing water distribution system in the area will be sufficient to provide combined fire and domestic flows at sufficient pressures. The attached exhibit shows the locations of the fire hydrants that were tested by the Coppell Fire Department. The pressure plane overflow elevation and map of the city's existing water distribution pipes was taken from the attached City of Coppell Water System Map that was included in the city's impact fee analysis. According to the attached letter from Assistant Fire Marshal David Malone the existing fire hydrants near the proposed Carter Addition are capable of providing the minimum residential fire flow of 1,000gpm required by the ISO for houses that are between 11 and 30 feet apart. (Note: All of the homes in the Carter Addition will be greater than 11' apart.) The results from the attached Fire Marshal's letter are as follows: @psi @psi @psi Hydrant Date Static Residual Pitot GPM 20 10 0 Pub 209.8 5 -23 -10 83 75 50 1186 3615 3914 4195 (443 Carter Dr, Coppell, Tx) Pub 210.15 4 -8 -09 76 75 56 1256 3855 4246 4609 (601 Christi Cir. @ S. Moore, Coppell, Tx) Coefficient = .90 2.5 diameter opening. According to these results the static, residual and pitot pressures are all well above the minimum TCEQ pressure of 35 psi. It should be noted that the "pitot" pressure is the pressure at the hydrant while it is open and flowing and is not required to be above 35 psi. The pressure in the R: \Data \2007\07111 \00\ Correspondence\ Letters \07111 C- Ltr-Coppell-Marshall- 2011 -02- 08Water Pressure.doc DOWDEY, ANDERSON & ASS INC CIVIL ENGINEERS 5225 Village Creek Drive Suite 200 Plano, Texas 75093 972.931.0694 972-931-9538 fax distribution pipes are required to be above 35 psi under domestic flow conditions, but under fire flow conditions the pressures in the pipes are allowed to get down to a minimum of 20 psi. The Carter Addition will have 8" water lines and is located in a lower portion of Coppell's 672.5' pressure plane with ground elevations in the proposed subdivision between 470' and 490'. Since the Carter Addition 8" water lines will be at lower elevations than the two tested fire hydrants, as can be seen in the attached exhibit, it follows then that under domestic flow conditions the water pressures in the proposed development will be slightly higher than the static pressures shown in the fire department's hydrant test results. (Note: A drop in elevation of 2.31' corresponds to an increase in static water pressure of 1 psi) Given that the test pressures of the existing hydrants stayed well above the TCEQ minimum's under combined fire and domestic flow conditions there will be no problem with the existing water distribution system providing the same for a development at a lower elevation. Below are the hydraulic calculations to confirm this assumption in order to ensure that the required fire flows will always be available in the proposed development. A fire flow hydraulic calculation consists of many iterations between the Hazen - Williams and orifice equations. In order to stream line this process a water model was built in EPANET. This program is public domain software distributed by the U.S. EPA. This software can be downloaded here: http: / /www.epa.gov /nrmrl /wswrd /dwfepanet.html. See the attached exhibit that shows the water model layout. The orifice equation in EPANET is modeled by an emitter equation. This equation is used to model anything in a water system where the flow is dependent on the pressure available at a certain location in the pipe distribution network. So fire hydrants and leaks in pipes are modeled with the following emitter equation. q =CP The geometry of the orifice opening is represented by an "emitter coefficient" ( "C" in the above equation) that can be calculated from the standard orifice equation below. Q_CdA.Z Where Cd is the orifice coefficient for the nozzle opening. The fire department uses 0.9 for this orifice coefficient, so that is what was used in these hydraulic calculations. The emitter coefficient "C" can be solved for by setting the above two equations equal to each other and rearranging as follows: C = C ) 11.2 2;g R:\ Data\ 2007 \07111 \00\ Correspondence\ Letters \07111 C- Ltr-Coppell- Marshall-2011 -02 -08 -Water Pressure.doc DOWDEY, ANDERSON A & ASS INC CIVIL ENGINEERS 5225 Village Creek Drive Suite 290 Plano, Texas 75093 972-931-0694 972-931-9538 fax Where H =1' and p =0.433 because one foot of water head pressure is equal to 0.433 psi. The emitter coefficient "C" then has a unit of gpm /psi The emitter coefficient "C" for the 4" nozzle of the fire hydrant is then 429 gpm /psi / This was the value used in the EPANET emitter equation to model fire flow through the 4" hydrant nozzle. The Hazen - Williams equation used to calculate pressure loss along a pipe is shown below: 4.52Q .ss P — (41,85D4.87 Where p is in psi /ft, Q is in gpm, C is the pipe roughness coefficient and D is the interior pipe diameter in inches. Since the "C" is in the denominator in the above equation the higher the roughness coefficient is the less friction there will be in the pipe. The existing 6" water line in Carter Dr. was assigned a roughness coefficient of 120 and the proposed 8" water lines in the Carter Addition Development were assigned a roughness coefficient of 130. The fire hydrants were modeled using a technique commonly called "hydrant lifting" which involves raising the elevation of the hydrant by an amount equivalent to the minimum head pressure required in the distribution pipes during fire flow. Since the TCEQ minimum pipe pressure during fire flow is 20 psi the elevations of the fire hydrants were raised by 46.2 feet. (1 psi =2.31' of head pressure) This is done in order to test whether or not a hydrant can deliver the needed fire flow while still maintaining a minimum of 20 psi in the distribution pipe. Therefore the pressures shown in the attached EPANET reports for the hydrant nodes are the pitot pressures. All other pressures shown in the attached reports are static pressures. The existing 6" pipe in Carter Dr. is the water source and was modeled by two "reservoirs" on either end of the existing pipe with static pressures assigned to them. Each fire hydrant was modeled under a maximum flow and minimum flow scenario. The maximum fire flow available at any particular hydrant corresponds to a maximum possible pressure in the existing 6" Carter line of 83 psi, and the minimum fire flow available at any particular hydrant corresponds to a minimum possible pressure in the Carter line of 40 psi. The maximum pressure possible in the existing Carter line was assumed to be 83 psi because the highest static pressure shown in the fire department's hydrant flow test was 83 psi at the hydrant just north of the proposed development on Carter Dr. This proves that the Coppell water distribution system is capable of delivering a static pressure of 83 psi in the existing Carter 6" line. The minimum possible pressure in the existing Carter 6" line was assumed to be 40 psi. This assumption was made based off of the ground elevations adjacent to the Carter addition as compared to the highest elevations in Coppell that must be served with water. The highest ground elevations in Coppell are around 520' and the city's water system is required per TCEQ to maintain a minimum of 35 psi at all points in the system. The elevation of the hydrant adjacent to the development that was tested by the city fire department has a ground elevation of approximately 493.6'. So if the system has to maintain 35 psi at a ground elevation of 520' at all times then the pressures in the R: \Data \2007\0711 1 \00 \Correspondence \Letters \07111 C -Ltr- Copped- Marshall -201 1 -02-0&Water Pressure.doc DEY ANDERSON 4A SS ATES INC. CIVIL ENGINEERS 5225 Village Creek Drive Suite 200 Plano, Texas 75093 912. 931.0694 912. 931.9538 fax city's system at lower elevations will necessarily be higher than 35 psi. Given the fact that 1 psi =2.31' of head pressure we can calculate the approximate minimum static pressure that is allowable at the hydrant tested by the fire department. 520' - 493.6' = 26.4' and 26.4'/2.31(ft /psi) = 11.43 psi This pressure is then added to 35 psi to calculate the minimum allowable pressure at the tested fire hydrant adjacent to the proposed Carter Addition Development. 35 + 11.43 = 46.43psi. However, in order to be conservative and to account for other minor pressure losses in the system a minimum pressure of 40 psi was assumed in the existing 6" Carter water line. Thus the maximum and minimum fire flows for each proposed hydrant in the new development were calculated using the respective maximum and minimum possible pressures in the source water line in Carter Dr. So for any given pressure in the Carter Dr. source water line the fire flows at one of the proposed hydrants will be somewhere in the max - min range shown in the table below. Hydrant Flow at Max Hydrant Flow at Min Max Pitot Min Pitot Source Point Source Point Fire Hydrant Location Pressure Pressure at Hydrant at Hydrant (4" Nozzle Results) (GPM) (GPM) (PSI) (PSI) Heritage Oak & Alley A 2746 1571 41 13 Heritage Oak at Mid Block 2719 1621 40 14 Heritage Oak & Legacy 2781 1733 42 16 Legacy at Mid Block 2870 1805 45 18 Legacy & Carter 2929 1783 47 17 These values are highlighted in the attached EPANET water model reports. Since the fire flows at the minimum allowable pressure in the existing Carter water line are all well above the minimum required fire flow of 1,000 gpm, this analysis confirms that the existing water infrastructure adjacent to the proposed Carter Addition Development is sufficient to provide the combined fire and domestic flows needed for the proposed subdivision without negatively affecting the surrounding existing water pressures and flows. Sin erely, al44..._ J. Casey R s, P.E. R: \Data \2007\07111 \00\ Correspondence\ Letters \07111 C- Ltr -Coppell-Marshall- 201 1 -02 -08-Water Pressure.doc 1 . , ,.. 0 3 gi,:a # 1 * mo t s ' � A F4 Lk t 00 `R , i \ N � � tl Y • 1, •' y ( I ' 41k T ilo + 7 i, 44 ' b dl�" .... 4 4 • � 0 q , j },gy • 1 , , 4 , , / Off, w „' ' • 4` x w # a, \\‘‘, ',..-: w " sou r /a i / \\ L4 ` . ! f 1 -4 . r , M x O I = '.1.," - aka ,M a ..,. / w . \�\ a„l1v NOFININY : It f a 4 #� �� J w i 4. e lig t / ell 011 m o0 IF 1 d W w r .q , "%� » it I�• � asq• II 4 r`" _. x / u " �� P ICI ' o __ � ,,\,, ,. x v - �'T 1 L7 Tyro 3Jv LI2I3A s I� iii Y z ,,,,,,b , - _ _ w � �., ..e .. rye .10 ,-. n f g 111 M o w '9 € 3 € � 9 � U a ,, a�gd�� . 4 1 to 1 $ 1. dj ,, 1 i I � e If �°,'� a iiiiii'� : -- 4---- - j I1 i o` /11 I i , • 3 5 GA limn it z-���c ���� O ; i * J 1 j ,-,- V '` ice k. 1 ). �' r, � �, o f i re t i , �R API ., , r •� tl l Jo . 0 0‘ # re i IBRA.` Mil" v i r i 1 . g was -1 Aie if Ito ._ s, .„_, it tsime w l,,„,_ Ai ® _ . ' _. t wi'r.ij f�'E,, fir ///.., ,. . ; inn . r j ` ti- �: ... s i t , „ till t r.:_. PIM ii . p. - .;a ti M '' d n n III T H E • C I T Y O F COPPELL t1 1 J / Wednesday, January 12, 2011 Fire Hydrant Flow Test Results The following hydrant locations have been tested and the results were accurate at the date of test: @Psi @psi @Psi Hydrant Date Static Residual Pitot GPM 20 10 0 Pub 209.8 5 -23 -10 83 75 50 1186 3615 3914 4195 (443 Carter Dr, Coppell, Tx) Pub 210.15 4-8-09 76 75 56 1256 3855 4246 4609 (601 Christi Cir. @ S. Moore, Coppell, Tx) Coefficient = .90 2.5 diameter opening. David Malone Assistant Fire Marshal Coppell Fire Department 500 Southwestern Blvd. Coppell, Texas 75019 255 PARKWAY * P.O.6OX 9478 * COPPELL TX 75019 * TEL 972/462 0022 * FAX 972/304 3673 CHAPTER 7 Other Considerations for Determining Needed Fire Flow (NFFi) • When the subject building or exposure buildings have a wood - shingle roof covering and ISO determines that the roof can contribute to spreading fires, ISO adds 500 gpm to the needed fire flow. • The maximum needed fire flow is 12,000 gpm. The minimum is 500 gpm. • ISO rounds the final calculation of needed fire flow to the nearest 250 gpm if less than 2,500 gpm and to the nearest 500 gpm if greater than 2,500 gpm. • For 1- and 2- family dwellings not exceeding 2 stories in height, ISO uses the following needed fire flows: DISTANCE BETWEEN BUILDINGS NEEDED FIRE FLOW More than 100' 500 gpm 31 -100' 750 gpm 11 -30' 1,000 gpm 10' or less 1,500 gpm • For other types of habitational buildings, the maximum needed fire flow is 3,500 gpm. EDITION 05 -2008 - 24 - COPYRIGHT © ISO PROPERTIES, INC., 2001, 2006, 2008 07111C- FH- at- Heritage�QRk -t- /alley -A- • Page 1 - 22 /5 /2 11 6:52:2 PM *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * version 2.0 * *************************************** * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C-Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "Wat- Source -N 6 76 6 Cart - Pipe -2 6 7 315 6 Lgcy- Pipe -3 7 8 47.33 8 Lgcy- Pipe -2 8 9 312 8 Lgcy- Pipe -1 9 10 446 8 Herit- Pipe -3 10 11 389 8 Herit- Pipe -2 11 12 436 8 Herit- Pipe -1 12 6 220 8 FH- Stub -1 12 FH- Herit&Aly -A 5 6 FH- StUb -2 11 FH- Herit- Md -blk 5 6 FH- Stub -3 10 FH-Herit-&-Lgcy 5 6 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 6 FH- Stub -5 8 FH- Lgcy -& -Cart 5 6 Cart - Pipe -3 6 "Wat- Source -S 7 36 6 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 664.79 75.39 0.00 7 0.00 671.80 82.50 0.00 8 0.00 671.12 82.60 0.00 9 0.00 666.68 83.83 0.00 10 0.00 660.33 80.35 0.00 11 0.00 654.35 74.12 0.00 © FH 0. 00 647.08 y I- -Herjt &Ak:A 274 631.09 40.99 S 0.00 FH- Herit- Md -m 00 654.35 . 1 0.00 FH-Herit-&-Lgcy 0.00 660.33 60.33 0.00 FH- Lgcy- Md -Blk 0.00 666.68 63.82 0.00 FH- Lgcy -& -Cart 0.00 671.12 62.58 0.00 6 "Wat- Source -N - 1390.42 685.33 0.00 0.00 Reservoir 6 "Wat- Source -S - 1356.12 685.33 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow velocityUnit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 1390.42 15.78 270.26 open Cart - Pipe -2 - 481.78 5.47 22.25 open Lgcy - Pipe -3 874.34 5.58 14.24 Open Lgcy - Pipe -2 874.34 5.58 14.24 open Lgcy- Pipe -1 874.34 5.58 14.24 Open Herit- Pipe -3 874.34 5.58 15.36 Open Herit- Pipe -2 874.34 5.58 16.68 open Herit - Pipe -1 - 1872.19 11.95 80.52 Open FH- Stub -1 2746.54 31.17 3196.23 open FH- Stub -2 0.00 0.00 0.00 Open FH- Stub -3 0.00 0.00 0.00 Open FH- Stub -4 0.00 0.00 0.00 Open FH- Stub -5 0.00 0.00 0.00 open Cart - Pipe -3 1356.12 15.39 375.90 Open Page 1 0711 -FH -at -Heri ..•- •.. - : -, - Page 1 2/5/2011 6:51: PM *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * ** Input File: 07111C-Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "Wat- Source -N 6 76 Cart - Pipe -2 6 7 315 Lgcy - Pipe -3 7 8 47.33 Lgcy- Pipe -2 8 9 312 Lgcy- Pipe -1 9 10 446 Herit- Pipe -3 10 11 389 Herit- Pipe -2 11 12 436 Herit- Pipe -1 12 6 220 FH- Stub -1 12 FH- Herit&Aly -A 5 FH- Stub -2 11 FH- Herit- Md -blk 5 FH- Stub -3 10 FH-Herit-&-Lgcy 5 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 FH- Stub -5 8 FH- Lgcy -& -Cart 5 Cart - Pipe -3 6 "wat- Source -S 7 36 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 578.92 38.18 0.00 7 0.00 581.43 43.34 0.00 8 0.00 581.19 43.63 0.00 9 0.00 579.62 46.11 0.00 10 0.00 577.38 44.40 0.00 11 0.00 575.28 39.86 0.0 . L 1.10 572.75 .00 /7 D FH- Herit &Alv -A 157 .110 567.45 0.00 FIT = Herit- Md -blk 0.11 575.28 0.00 FH- Herit - & -L cy 0.00 577.38 24.39 0.00 FH- Lgcy- Md -Blk 0.00 579.62 26.09 0.00 FH- Lgcy -& -Cart 0.00 581.19 23.61 0.00 6 "Wat- Source -N - 796.26 586.00 0.00 0.00 Reservoir 6 "Wat- Source -S - 774.75 586.00 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 796.26 9.04 93.10 Open Cart - Pipe -2 - 276.48 3.14 7.95 Open Lgcy- Pipe -3 498.27 3.18 5.03 Open Lgcy - Pipe -2 498.27 3.18 5.03 Open Lgcy- Pipe -1 498.27 3.18 5.03 Open Herit- Pipe -3 498.27 3.18 5.39 Open Herit - Pipe -2 498.27 3.18 5.82 Open Herit- Pipe -1 - 1072.74 6.85 28.08 open FH- Stub -1 1571.01 17.83 1059.33 Open FH- Stub -2 0.00 0.00 0.00 Open FH- Stub -3 0.00 0.00 0.00 Open FH- Stub -4 0.00 0.00 0.00 Open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 774.75 8.79 126.95 open Page 1 077] FH -at- Heritage- Mid -Block -MAX Page 1 173/2011 7:2b: PM ****** * * ** * * * * * ** * ******** * ** * * *** * *r * **r ***** ** ** ** t ** *** ** * * ** * * * ** * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * Version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C- Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "wat- Source -N 6 76 6 Cart - Pipe -2 6 7 315 6 Lgcy- Pipe -3 7 8 47.33 8 Lgcy - Pipe -2 8 9 312 8 Lgcy - Pipe -1 9 10 446 8 Herit- Pipe -3 10 11 389 8 Herit- Pipe -2 11 12 436 8 Herit - Pipe -1 12 6 220 8 FH- Stub -1 12 FH- Herit&Aly -A 5 6 FH- Stub -2 11 FH- Herit- Md -blk 5 6 FH- Stub -3 10 FH-Herit-&-Lgcy 5 6 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 6 FH- Stub -5 8 FH- Lgcy -& -Cart 5 6 Cart - Pipe -3 6 "Wat- Source -s 7 36 6 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 667.84 76.71 0.00 7 0.00 670.12 81.77 0.00 8 0.00 668.95 81.65 0.00 9 0.00 661.23 81.47 0.00 10 0.00 650.20 75.96 0.00 11 0.00 637.85 66.97 0.00 12 0.00 658.89 73.05 e--- / F. - .• ' '•1 - 0.10 658.89 00 / iirr07nNMAra :lil• 622.19 40.16 0.00 H- Herit - & -L cy 1.00 650.20 0.00 FH- Lgcy- Md -Blk 0.00 661.23 61.45 0.00 FH- Lgcy -& -Cart 0.00 668.95 61.64 0.00 6 "Wat- Source -N - 1278.32 685.33 0.00 0.00 Reservoir 6 "wat- Source -5 - 1440.43 685.33 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 1278.32 14.51 230.11 Open Cart - Pipe -2 - 262.51 2.98 7.23 open Lgcy- Pipe -3 1177.92 7.52 24.74 Open Lgcy - Pipe -2 1177.92 7.52 24.74 Open Lgcy - Pipe -1 1177.91 7.52 24.74 Open Herit- Pipe -3 1177.91 7.52 31.73 Open Herit- Pipe -2 - 1540.83 9.83 48.26 Open Herit - Pipe -1 - 1540.83 9.83 40.68 open FH- Stub -1 0.00 0.00 0.00 open FH- Stub -2 2718.74 30.85 3132.57 open FH- Stub -3 0.00 0.00 0.00 open FH- Stub -4 0.00 0.00 0.00 open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 1440.43 16.34 422.57 Open Page 1 0711 - . -a -H• ' ..• -M -; 0 k - MIN Page 1 / 9 2 5 11 PM * E P A N E T * Hydraulic and water Quality * * Analysis for Pipe Networks * Version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C-Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "Wat- Source -N 6 76 6 Cart - Pipe -2 6 7 315 6 Lgcy- Pipe -3 7 8 47.33 8 Lgcy- Pipe -2 8 9 312 8 Lgcy- Pipe -1 9 10 446 8 Herit- Pipe -3 10 11 389 8 Herit- Pipe -2 11 12 436 8 Herit- Pipe -1 12 6 220 8 FH- Stub -1 12 FH-Herit&Aly-A 5 6 FH- Stub -2 11 FH- Herit- Md -blk 5 6 FH- Stub -3 10 FH- Herit - & -Lgcy 5 6 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 6 FH- Stub -5 8 FH- Lgcy -& -Cart 5 6 Cart - Pipe -3 6 "wat- Source -S 7 36 6 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 579.51 38.44 0.00 7 0.00 580.40 42.90 0.00 8 0.00 579.95 43.09 0.00 9 0.00 576.99 44.97 0.00 10 0.00 572.75 42.40 0.00 11 0.00 568.09 36.74 0.00 12 0.00 576.08 37.17 0.00 FH HPrit&A v O.pppp 576.08 9'0� t49 f ( FH- Herit -M -6 � k 1621.19) 562.46 14.28 0.00 Herit -& -Lgcy . 572.75 . : 0.00 FH- Lgcy- Md -Blk 0.00 576.99 24.95 0.00 FH- Lgcy -& -Cart 0.00 579.95 23.07 0.00 6 "Wat- Source -N - 760.87 586.00 0.00 0.00 Reservoir 6 "Wat- Source -S - 860.31 586.00 0.00 0.00 Reservoir CI Page 2 Link Results: Link Flow Velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 760.87 8.63 85.36 Open Cart - Pipe -2 - 157.95 1.79 2.82 Open Lgcy- Pipe -3 702.36 4.48 9.49 Open Lgcy- Pipe -2 702.36 4.48 9.49 Open Lgcy- Pipe -1 702.36 4.48 9.49 Open Herit- Pipe -3 702.36 4.48 11.98 Open Herit- Pipe -2 - 918.83 5.86 18.31 Open Herit- Pipe -1 - 918.83 5.86 15.62 Open FH- Stub -1 0.00 0.00 0.00 Open FH- stub -2 1621.19 18.40 1127.23 Open FH- Stub -3 0.00 0.00 0.00 open FH- Stub -4 0.00 0.00 0.00 Open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 860.31 9.76 155.52 Open Page 1 07111C- FH- at- Herita.• -:- •e.. -u_ N Page 1 2.1 : 8: PM * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C- Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "wat- Source -N 6 76 Cart - Pipe -2 6 7 315 Lgcy - Pipe -3 7 8 47.33 Lgcy - Pipe -2 8 9 312 Lgcy - Pipe -1 9 10 446 Herit - Pipe -3 10 11 389 Herit- Pipe -2 11 12 436 Herit- Pipe -1 12 6 220 FH- Stub -1 12 FH- Herit&Aly -A 5 FH- Stub -2 11 FH- Herit- Md -blk 5 FH- Stub -3 10 FH-Herit-&-Lgcy 5 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 FH- Stub -5 8 FH- Lgcy -& -Cart 5 Cart - Pipe -3 6 "Wat- Source -S 7 36 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 579.17 38.29 0.00 7 0.00 579.20 42.38 0.00 8 0.00 578.44 42.44 0.00 9 0.00 573.47 43.45 0.00 10 0.00 565.17 39.11 0.00 11 0.00 571.18 38.08 0.00 12 0.00 576.49 37.35 0.00 FH- Herit &Aly -A 0.00 576.49 17.33 0.00 F - - - bl 0.00 571.18 . 1. f19 f FH -Her it Lgcy 1732.5 558.74 0.00 -LgR" gcy-MM B'1Tc 6 0 573.47 0.00 FH- Lgcy -& -Cart 0.00 578.44 22.42 0.00 6 "wat- Source -N - 781.40 586.00 0.00 0.00 Reservoir 6 "wat- Source -S - 951.17 586.00 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow VelocityUnit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 781.40 8.87 89.81 Open Cart - Pipe -2 -22.41 0.25 0.08 Open Lgcy- Pipe -3 928.76 5.93 15.93 Open Lgcy- Pipe -2 928.76 5.93 15.93 Open Lgcy - Pipe -1 928.76 5.93 18.62 Open Herit - Pipe -3 - 803.81 5.13 15.45 Open Herit - Pipe -2 - 803.81 5.13 12.19 Open Herit- Pipe -1 - 803.81 5.13 12.19 Open FH- Stub -1 0.00 0.00 0.00 Open FH- Stub -2 0.00 0.00 0.00 open FH- Stub -3 1732.57 19.66 1285.41 open FH- Stub -4 0.00 0.00 0.00 Open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 951.17 10.79 188.93 open Page 1 07111c- FH -at -Le lock -MAX Page 1 2 5 2011 PM *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C- Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "wat- Source -N 6 76 6 Cart - Pipe -2 6 7 315 6 Lgcy- Pipe -3 7 8 47.33 8 Lgcy- Pipe -2 8 9 312 8 Lgcy- Pipe -1 9 10 446 8 Herit - Pipe -3 10 11 389 8 Herit - Pipe -2 11 12 436 8 Herit- Pipe -1 12 6 220 8 FH- Stub -1 12 FH- Herit&Aly -A 5 6 FH- Stub -2 11 FH- Herit- Md -blk 5 6 FH- Stub -3 10 FH-Herit-&-Lgcy 5 6 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 6 FH- Stub -5 8 FH- Lgcy -& -Cart 5 6 Cart - Pipe -3 6 "Wat- Source -S 7 36 6 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 668.55 77.02 0.00 7 0.00 666.24 80.09 0.00 8 0.00 663.45 79.27 0.00 9 0.00 640.10 72.32 0.00 10 0.00 649.40 75.61 0.00 11 0.00 656.88 75.21 0.00 12 0.00 664.64 75.54 0.00 FH- Herit&Aly -A 0.00 664.64 55.52 0.00 FH- Herit- Md -blk 0.00 656.88 55.19 - & 0. 0 p -L'cy 0.0 649.40 • .0 0 /'''74;074' 2 869. 7 622.67 4.7 0.00 gcy -& -Cart •.II 663.45 0.00 6 "wat- Source -N - 1250.81 685.33 0.00 0.00 Reservoir 6 "wat- Source -S - 1618.96 685.33 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 1250.81 14.19 220.73 Open Cart - Pipe -2 264.60 3.00 7.33 Open Lgcy- Pipe -3 1883.57 12.02 59.01 Open Lgcy - Pipe -2 1883.57 12.02 74.83 open Lgcy- Pipe -1 - 986.20 6.29 20.84 Open Herit- Pipe -3 - 986.20 6.29 19.23 open Herit- Pipe -2 - 986.20 6.29 17.80 open Herit- Pipe -1 - 986.20 6.29 17.80 open FH- Stub -1 0.00 0.00 0.00 open FH- Stub -2 0.00 0.00 0.00 open FH- Stub -3 0.00 0.00 0.00 Open FH- Stub -4 2869.77 32.56 3486.07 open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 1618.96 18.37 530.15 Open Page 1 07111C- FH- at -Le.ac - Mid -B .ck -MIN Page 1 / • PM * E P A N E T * * Hydraulic and Water Quality * * Analysis for Pipe Networks * * Version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C-Water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "wat- Source -N 6 76 Cart - Pipe -2 6 7 315 Lgcy- Pipe -3 7 8 47.33 Lgcy- Pipe -2 8 9 312 Lgcy- Pipe -1 9 10 446 Herit- Pipe -3 10 11 389 Herit - Pipe -2 11 12 436 Herit- Pipe -1 12 6 220 FH- Stub -1 12 FH- Herit&Aly -A 5 FH- Stub -2 11 FH- Herit- Md -blk 5 FH- Stub -3 10 FH-Herit-&-Lgcy 5 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 FH- StUb -5 8 FH-Lgcy-&-Cart 5 Cart - Pipe -3 6 "Wat- Source -S 7 36 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 579.15 38.28 0.00 7 0.00 578.19 41.94 0.00 8 0.00 577.00 41.81 0.00 9 0.00 567.22 40.74 0.00 10 0.00 571.09 41.68 0.00 11 0.00 574.23 39.40 0.00 12 0.00 577.50 37.78 0.00 FH- Herit&Aly -A 0.00 577.50 17.76 0.00 FH- Herit- Md -blk 0.00 574.23 19.38 0 . vr r & L.c 1 11 571.09 .6 .00 ', FH - L.0 - . - 804.8 560.25 Iffift1, 0.00 gcy & Cart 1.11 577.00 0.00 6 "Wat- Source -N - 783.08 586.00 0.00 0.00 Reservoir 6 "Wat- Source -S - 1021.77 586.00 0.00 0.00 Reservoir n Page 2 Link Results: Link Flow velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 783.08 8.89 90.18 Open Cart - Pipe -2 164.77 1.87 3.05 Open Lgcy- Pipe -3 1186.54 7.57 25.07 Open Lgcy- Pipe -2 1186.54 7.57 31.35 Open Lgcy- Pipe -1 - 618.31 3.95 8.69 Open Herit - Pipe -3 - 618.31 3.95 8.06 Open Herit- Pipe -2 - 618.31 3.95 7.50 Open Herit- Pipe -1 - 618.31 3.95 7.50 Open FH- Stub -1 0.00 0.00 0.00 Open FH- Stub -2 0.00 0.00 0.00 open FH- Stub -3 0.00 0.00 0.00 Open FH- Stub -4 1804.85 20.48 1393.57 open FH- Stub -5 0.00 0.00 0.00 Open Cart - Pipe -3 1021.77 11.59 217.07 Open Page 1 071110 FH at -Le ac -& -Car er -MAX Page 1 PM *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * Version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C-water.net Link - Node Table: Link Start End Length Diameter ID Node Node ft in Cart- Pipe -1 6 "Wat- Source -N 6 76 6 Cart - Pipe -2 6 7 315 6 Lgcy- Pipe -3 7 8 47.33 8 Lgcy- Pipe -2 8 9 312 8 Lgcy - Pipe -1 9 10 446 8 Herit- Pipe -3 10 11 389 8 Herit- Pipe -2 11 12 436 8 Herit- Pipe -1 12 6 220 8 FH- Stub -1 12 FH- Herit&Aly -A 5 6 FH- Stub -2 11 FH- Herit- Md -blk 5 6 FH- Stub -3 10 FH- Herit - & -Lgcy 5 6 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 6 FH- Stub -5 8 FH- Lgcy -& -Cart 5 6 Cart - Pipe -3 6 "wat- Source -S 7 36 6 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 670.28 77.77 0.00 7 0.00 663.20 78.77 0.00 8 0.00 652.44 74.50 0.00 9 0.00 656.04 79.22 0.00 10 0.00 660.22 80.30 0.00 11 0.00 664.14 78.36 0.00 12 0.00 668.22 77.09 0.00 FH- Herit &Aly -A 0.00 668.22 57.07 0.00 FH- Herit- Md -blk 0.00 664.14 58.34 0.00 FH -H ---Lggcy 0.00 660.22 60.28 0.00 A • - F - - w. -:1, 1 11 656.04 00 FH - L.c - art 2929.14 634.29 (.66 0.00 at- Source - - 685.33 0:II0 0.00 Reservoir 6 "Wat- Source -S - 1747.33 685.33 0.00 0.00 Reservoir o Page 2 Link Results: Link Flow VelocityUnit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 1181.79 13.41 198.03 Open Cart - Pipe -2 484.59 5.50 22.49 Open Lgcy - Pipe -3 2231.93 14.25 227.26 Open Lgcy - Pipe -2 - 697.20 4.45 11.53 Open Lgcy- Pipe -1 - 697.20 4.45 9.37 Open Herit - Pipe -3 - 697.20 4.45 10.08 Open Herit - Pipe -2 - 697.20 4.45 9.37 Open Herit - Pipe -1 - 697.20 4.45 9.37 Open FH- Stub -1 0.00 0.00 0.00 Open FH- Stub -2 0.00 0.00 0.00 Open FH- Stub -3 0.00 0.00 0.00 open FH- Stub -4 0.00 0.00 0.00 open FH- Stub -5 2929.12 33.24 3630.11 open Cart - Pipe -3 1747.33 19.83 614.81 open Page 1 07111C- FH- at -Le. - - Page 1 2 5 2011 7:34:25 PM * E P A N E T * * Hydraulic and water Quality * * Analysis for Pipe Networks * * version 2.0 * *************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Input File: 07111C- water.net Link - Node Table: Link start End Length Diameter ID Node Node ft in Cart - Pipe -1 6 "Wat- Source -N 6 76 Cart - Pipe -2 6 7 315 Lgcy - Pipe -3 7 8 47.33 Lgcy- Pipe -2 8 9 312 Lgcy- Pipe -1 9 10 446 Herit- Pipe -3 10 11 389 Herit - Pipe -2 11 12 436 Herit- Pipe -1 12 6 220 FH- Stub -1 12 FH- Herit&Aly -A 5 FH- Stub -2 11 FH- Herit- Md -blk 5 FH- Stub -3 10 FH-Herit-&-Lgcy 5 FH- Stub -4 9 FH- Lgcy- Md -Blk 5 FH- Stub -5 8 FH- Lgcy -& -Cart 5 Cart- Pipe -3 6 "Wat- Source -S 7 36 Node Results: Node Demand Head Pressure Quality ID GPM ft psi 6 0.00 580.27 38.77 0.00 7 0.00 577.46 41.62 0.00 8 0.00 573.34 40.23 0.00 9 0.00 574.73 43.99 0.00 10 0.00 576.35 43.96 0.00 11 0.00 577.87 40.98 0.00 12 0.00 579.47 38.64 0.00 FH- Herit&Aly -A 0.00 579.47 18.62 0.00 FH- Herit- Md -blk 0.00 577.87 20.96 0.00 FH-Herit-&-Lgcy 0.00 576.35 23.94 / f - O/ - F rv - Mt{ - Rlk fr 0Q 574.73 .00 H- Lgcy -& -Cart 1782. 1 566.54 OM, 0.00 wat- Source -N - 713.08 586.00 1.10 0.00 Reservoir 6 "Wat- Source -S - 1069.43 586.00 0.00 0.00 Reservoir 0 Page 2 Link Results: Link Flow Velocityunit Headloss Status ID GPM fps ft /Kft Cart - Pipe -1 713.08 8.09 75.41 Open Cart- Pipe -2 293.89 3.33 8.91 open Lgcy - Pipe -3 1363.32 8.70 87.08 Open Lgcy - Pipe -2 - 419.20 2.68 4.43 Open Lgcy - Pipe -1 - 419.20 2.68 3.65 Open Herit- Pipe -3 - 419.20 2.68 3.91 Open Herit - Pipe -2 - 419.20 2.68 3.65 Open Herit - Pipe -1 - 419.20 2.68 3.65 Open FH- Stub -1 0.00 0.00 0.00 Open FH- Stub -2 0.00 0.00 0.00 Open FH- Stub -3 0.00 0.00 0.00 Open FH- Stub -4 0.00 0.00 0.00 Open FH- Stub -5 1782.51 20.23 1359.67 Open Cart - Pipe -3 1069.43 12.13 237.13 Open - Page 1 VI 7 + - 1 0 0 01 01 0 0 01 01 01 0 0 0 0 0 0 0) 0) 0) 0) 00 0) 00 0 ) 0 ) V 0. 0. 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