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THE COTTAGES OF COLLEGE STATION WATER LINE ANALYSIS March 2009 Prepared f or: ROB HOWLAND, COO CAPSTONE -CS, LLC 431 OFFICE PA RK DRIVE BIRMINGHAM, AL 35223 Submitted to OLLE E TAT! the heart nftle ReStnrch Valley By MITCHELL MORGAN ENGINEERS & CONSTRUCTORS 511 UNIVERSITY D RIVE , SUITE 204 COLLEGE STATION , TX 77840 OFFICE (979) 260-6963 FAX (979) 260-3564 - THE COTTAGES OF COLLEGE STATION WATER LINE ANALYSIS March 2009 Prepared f or: ROB HOWLAND, COO CAPSTO NE -CS, LLC 431 OFFICE PARK DRIVE BIRMING HAM, A L 35223 Submitted to LLE ,E 5TATIO rhe hl'rlrt of the Remrrch Vr1Ury By MITCHELL MM MORGAN ENGINEERS & C ONSTRUCTORS 511 UNIVERSITY D RIVE , SUITE 204 COLLEG E STATION, TX 77840 OFFICE (9 79) 260-6963 FAX (979) 260-3564 - WATERLINE ANALYSIS LOT 1, BLOCK 3 AND LOT 2, BLOCK 1, MANOR AVENUE AND A PORTION OF COTTAGE LANE, HOLLEMAN AND MARKET STREET RIGHTS OF WAY THE COTTAGES OF COLLEGE STATION SUBDIVISION MARCH 2009 The Cottages of College Station Subdivision is located on the south side of FM2818 at the future extension of Holleman Drive. The project will consist of commercial tracts near FM2818, with multifamily developments west of the Holleman Drive extension. This report presents the waterline analysis for the Final Plat of Lot 1, Block 3 and Lot 2, Block 1, Manor Avenue and a Portion of Cottage Lane, Holleman and Market Street Rights of Way, the Cottages of College Station Subdivision. The updated City of College Station water system lnfoWater model, compiled by Nick Dons at Freese & Nichols in January 2008, was checked against a flow test performed on hydrants within the 2818 Place Apartment Complex. Results were reasonably close to those found by flow tests under both static and residual conditions. Please see Exhibit 1 for the hydrant flow test report and Exhibit 2 for a map showing the tested hydrants. Flow Test and MikeNET Comparison Method Static Residual Demand Flow Test 108.0 psi 104.0 psi 1405 qpm MikeNET 94.6 psi 90.7 psi 1405 gpm Domestic flows were based on the September 2008 Concept Plan for the Cottages of College Station (Exhibit 3) using maximum densities as shown and 2.7 people estimated per dwelling unit. Open and green spaces were assum ed to generate no domestic demands. A preliminary site layout for the Cottages development (Lot 2, Block 1) was used to determine bedroom counts for this tract and is provided in Exhibit 4. Flows for the Cottages were based on a demand of 100 gpd/bed plus an additional use for the clubhouse. Analyses were performed with Phase 2 of the 2818 Place development complete. Domestic demands for 2818 Place were calculated as 100 gpd/person based on bed counts as provided in the site plans for each phase. Flows for commercial uses were based on Normal Flow Method 2 as described in the 2008 BCS Unified Design Guidelines. Fire demands were estimated on typical demands for similar sized developments. Commercial land uses were assumed to have a fire flow demand of 2500 gpm. This figure allows for a wide range of building sizes, and larger sites if a 50% sprinkler reduction is utilized. Multifamily residential was assumed to have a fire flow demand of 2000 gpm. This would all ow for two story non- sprinkler equipped units or sprinkler equipped three story units at the maximum densities as shown in the Cottages of College Station Concept Plan (Exhibit 3). A fire flow of 1500 gpm for the Cottages was based on preliminary architectural designs, with the largest area - A B c D E F G H between f ire walls of approximately 1800 square feet of type VB construction. Please see Exhibit 5 for area identifiers. Exhibit 6 is an excerpt from the College Station Site Design Standards showing building materials and square footage allowable per each fire flow requirement. Domestic demands and fire demands for each area are shown in the table below. Domestic and Fire Flow Demands Approximate Demand Population Flow Flow Peak Flow Fire MikeNET Area Type Flow Demand Area (acre) (gpd/cap) Factor (gpd) (gpm) (gpm) (gpm) Nodes multifamily 59368, residential 16.81 100 20 90,774.0 63 04 232.61 2000 59344 commercial 049 25 30 367.5 0.26 0.94 2500 59389 commercial 0.53 25 30 397.5 0.28 1.02 2500 59387 commercial 1.394 25 30 1045.5 0.73 2.68 2500 59418 59419, commercial 5.57 25 30 4177.5 2.90 10.70 2500 59386 59420, commercial 5.63 25 30 4222.5 2.93 10.82 2500 59413 commercial 0.895 25 30 671 .25 047 1.72 2500 59413 multifamily 59421, residential 20.92 100 20 112,968.0 78.45 28948 2000 5941 1 multifamily 59369, Cottages residential 53 .0 --135,700 94.24 347.73 1500 59344 The MikeNET model was updated with the waterlines proposed with the plat as well as future waterlines which will serve ultimate development as described in the concept plan. The proposed and future waterline alignments are shown in Exhibit 7. MikeNET line and node identifiers are provided in Exhibit 8. Fires were placed on various sections of the system under different conditions of development: 1. Plat waterlines (proposed) and cottages development constructed only (Exhibit 9) 2. All waterlines (proposed and future) and all development constructed, with a fire at Area A (Exhibit 1 O) 3. All waterlines (proposed and future) and all development constructed, with a fire at Area H (Exhibit 11 ) 4. All waterlines (proposed and future) and all development constructed, with a fire at Area F (Exhibit 12) It was found that the proposed waterlines under proposed (plat) and future conditions will sufficiently serve the water needs of the Cottages of College Station Subdivision, keeping pressures in the proposed waterlines above 30 psi, and velocities at or below 12 fps. EXHIBIT 1 College Station Ut ilities Reliable, flordahle, Conmnmitr 0\vned Date Thursday, January 22, 2009 Time 1 :30 P.M. Test completed by BENNY RODRIGUEZ Witness AARON MATTHEWS Location 2818 PLACE (BUILDING 3) Nozzle size 2.5 Flow hydrant 0-111 Pitot reading 70 G.P.M. 1405 Static hydrant 0-112 Static PSI 108 Residual PSI 104 Comments EXHIBIT 1 - 0-111 FLOW HYDRANT \4 1 inch equals 300 feet '/'~~~ • Prepared fOf the City of College Station Planning and Development Department March 2009 Designed By: RAR Drawn By: RAR Checked By: VJBM MITCHELL MM MORGAN Civil Engineering; Hydraulics; Hydrology; Utility Planning & Design; Site Planning & Design: Slreet Design; Subdivision Planning & Design Ill o'<1" ~ . tj 0 \J') ~ ::lNO~ • .._ <lJ '<1" 0 -! ~~CO<O ....I C: ~ r"-N 0 r-..,......., ... u .µ' Ill O'I 1ij -0 Ill tt1 r-.. tt1 x O'I C\ ~ UJ ~ '--' ~Ul~,x ~ Ci;·;::§~ ~O:;:; ca ·cr. z-2 ~ = c: 'Vi Vl O'I cu UJ'-Q)<O .J::. ()) ~ 0>6 v c: ·-.!!! <D ... ·-C: -N ·-~ ::J 0 ~ ::l u,-., Ill ..... O'I c: ..... r-.. 0 \J') O'I u '--' Q.. <:: ~ 0 i=:: ~ ~ 0 (/) j::: LU ~ UJ (!) LU ...... 0 (.) ...... ..J <t 0 t-..J (.) Q.. u. ~ 0 ~ co ""'"' (/) co LU ~ C"I (!) ~ ::t: ..... ~ 0 (.) 0 LU ~ ~ 2 EXHIBIT AREA IDENTIFIERS EXHIBIT 5 ' :<o .. _,,,. AREA E ' "' .. ;: .. // GREEN/OPEN SPACE .. ,.,~. -·- MULTIFAMILY RESIDENTIAL -COMMERCIAL AREA F , ........ >-" ..... AREA H EXHIBIT s - Fire Service Standards limited to banquet halls, night clubs, restaurants, taverns, and bars that exceed 5,000 square feet in area shall require an automatic sprinkler system. A Fire Department Connection (FDC) is required for all buildings utilizing an automatic sprinkler system. The FDC must be located within 150 feet of a fire hydrant. Fire Flow Requirements In general, the calculation area for fire flow requirements is based on the total gross area of the structure, including any area under the horizontal projections of the roof of the structure. Portions of the building that are separated by fire walls without openings and constructed in accordance with the International Building Code, may be considered as separate areas for the purposes of fire flow calculations. For type IA and type IB construction, the calculation shall be based on the area of the three largest successive floors. MINIMUM REQUIRED FIRE FLOW ANO FLOW DURATION FOR BUILDINGS• FIRE·FLOW CALCULATION AREA (square feet) Type IA and 1e• l'ype llA and lllA" Type IV end V-A• Tyoe llB and 111e• Tvpe V·B" 0-21. 700 0-12,i()() 0-8.200 0-5.900 0-3,600 22.701-30.200 12.70 1-17,000 8.201-10.900 5.lJOl·7.9(Xl J.601-4.800 J0.201 "'.18.70/l 1 7.t~ll "1 .800 10.901 -12.900 7.901 lJ.~m _. 4.~il I ll,200 .lX. 70 I -·IS.300 2 I ,80 I · 2·1.200 12.901-1 7.400 9.801-12.600 6.201-7.700 48 . .l01-5V.OOO 24.21) J~'.l.\'.200 I i.·IOl-2(~()0 12.601-1 \-l(~J 7.701-9Cl00 59.00 I· 70.900 33.201·39.700 21 .30 I -25.S!Xl 15.401·18,400 9.401-l uoo 70.901-83. 700 39.701-47.100 25,501-30.100 18,401·21.800 I 1.301-13.400 8.UOl-'J7.7fXl 47.101-54,\)()(J 30,101-35,200 2 1,801-:!5.'XXl 13.401-15,600 97.701-11 2.700 54.901-63.400 35,201-40.600 25,901-29 .300 15.601-18.000 112.701-128.700 63.401-72.400 40.601--16.400 29.301-:13.500 I. 8.00 1-20.600 128.701-145.900 72.401-82.100 46.401-52.SCX) 33.501-37.900 20.601-2.UOO 145.901-1(,4.20() !>2. ICl 1-92,·lCXl 52.501-59,10() 37 .901-42.?tX) 23.301-26,300 164,201-183.400 92,40 1-103,100 59.101-66,000 42.701-47.700 26,.10 I -~9,300 18:1.401-203, 700 103,101-114.600 66.001-7\300 47.701 -53,000 29.301-32.600 203,701-225,200 1 I <1.601-126.700 73,301-81.HXl 53,001 -58,600 32.601 -36.0C.Xl 225.201-247.700 126.701-139.400 81.101-89.200 58.601-65.400 36.001-39.600 247,701-271 ,200 139.401-152.600 89,201-97.700 65,40 1-70.(i()O 39.(,() 1-43,400 271.201-295.'.100 15 2.601-166.500 97.701-106.500 70.60 I -77 .000 43.401-47..:l(X) 295.901-Grc<tlCr 166.501-Grealcr I 06.501-I 15,800 77 ,()(JI -83. 700 47.401-51.S(Xl --· 11 5.801-125.500 83. 70 l-90,600 51,501-55. 700 ..... ~ -125.501-135,500 90.601-97,9()() 55. 70 1-60.200 --135.501-145.800 97.901-106.800 60.201-64.800 --· 145.801 -156.7()() 106.801·I13.200 64.80 I ·69.600 156.701-167.'J(X) I 13.201 -121..lOO 69.60 I-7-l.6<XJ -···-167.901-179.400 121.JO 1-129,600 74,601-79.800 --179,401-191 .400 129.601-138,300 79,SO 1-85.100 --1 91.401-Grc~ter 138,301-Grcaicr 85.101 -Grdl.ICr For SI: 1 ~qua.re foot a 0.(lQ291111, I ~allon per minute = 3.785 llm, I pound per ~quarc irn.:h = 6.895 kPu. I :1. nw: minimum rc.•1uirL.-d lire llow shall he pcnniuc.xl tu be reduced h)' '25 pc1cc111 fen· Group R. b.. ly1'lt;~ uf i.:on~tnic1ion arc b~l~\.'11un1hc lmt'm1lfimwl fluihlm,t( Cad1:. c. Measured :u 20 P"'i. -10 - FIRE FLOW (oaUons per mlnu1e1• 1500 1.750 2.t)(~) 2.250 2.500 2.750 3,000 3,250 3.500 .1.750 4.l)()() 4.250 4.500 4.750 5,(XlO 5.250 5,5()() 5.750 6.()(XJ 6.250 6.500 6.750 7.(X)() 7.250 7,5()() 7.75() 8,000 FLOW DURATION (hours) 2 3 4 EXHIBIT 6 ---Existing Waterlines -Plat Associated Waterlines Future Waterlines ~ 1 inch equals 400 feet Prepared 10< the City of College Station Planning and Development Department March 2009 Designed By: RAR Drawn By: RAR Checked By: V JBM MITCHELL MORGAN Civil Engineering; Hydraulics; Hydrok>gy; Utility Planning & Design; Site Planning & Design; Street Design: Subdivision Planning & Oesfr;Jn Vl o"'" ~ • 1j 0 l.J") Ill. ::l N 0 M ~ ~~;1;~ ..J C t7l r"-N 0 r--. ,....._ c u .µ' Vl "' .., _,vircr--. '" cl'IJXO'I en rcll.J~'-' a.. a> .-•• 0 ~ > 'x or-a> ·-c re " a> 0 .Q u.. _.., c .µ gg ·o. .?;-.s ~ = c "Vi V1 "' Q.I LI.J W a> ID -'= Cl> enc, U C ·-~ID ~ :e§oN or" ::l u ........ " vi.-< "' c..... r--. 0 l.J") "' u '-' I-::> LU O a:: )... :::> q;: I-...J :::> LU u.. <:: al!S :J ~ ffi ...J I-ll. ~ 1 EXHIBIT <:: 0 ~ ~ (/) LU (!) LU ...J 5 u lL. 0 (/) LU (!) ~ .... 0 u LU ~ I --·59342 _ __. -~ ----1 .. C> • 59't~~.!) ~-5 ~·~i I -~ ~ .5'331 ~oi1 5.:J.332 .,, i ~,. .., I J~'325 0 \~ • 5'33, EXHIBIT 8 MikeNET Node and Line Identifier 5'422 59388 . "001 > 5'370 ' --·- "'o "' ... 5'387 "o .s>s ::; i ;: I .5'411 412 7 EXHIBIT 8 - 019 124 Z3 !2 1 Description: C> :5'~.9 5~ -- • ---5j331 e.oi1 • 5JJ-3-32 Horizontal Plan EXHIBIT9 MikeNET ANALYSIS Steady State Analysis, Fire of 1500 gpm on Node 59344 (Cottages) Cottages constructed only "' 0 w w 5j336 2 789 U 26 EXHIBIT 9 Results -Junctions Time Level: O; 0 day 0:00 hr Number of Junctions: l 7(Selection) Junction ID Elevation Demand Grade Pressure [ft) [gpm] [ft] [psi) 1905 316.199 0.286 489.664 75.162 59344 325.000 1673 .900 453.208 55.553 59369 323.000 173.900 486.241 70.732 59370 312.000 0.000 489.384 76.860 59383 326.000 0.000 488.711 70.503 59384 325.000 0.000 488.711 70.936 59385 321.000 0.000 488.945 72.77 1 59386 320.000 0.000 489.098 73.270 59387 318.000 0.000 489.239 74 .198 r 59388 304.000 0.000 489.443 80.353 59389 316.000 0.000 489 .607 75 .224 59417 323.000 0.000 488.711 71.803 59418 323.000 0.000 487.723 71.375 ~- 59419 317.914 0.000 490.400 74.738 59420 321.000 0.000 491.459 73.860 59422 322.000 0.000 485.960 71.044 59423 318.875 0.000 481 .965 70.667 EXHIBIT 9 Results -Pipes Time Level: O; 0 day 0:00 hr Number of Pipes: l 6(Selection) Pipe ID Node 1 Node 2 Diameter Length Roughness Flow Velocity Head loss [in] [ft) [millift] [gpm) [ft/s] [ft] 2789 1905 59419 18 .000 325.541 130.000 -2731.527 -3.444 0.73 6 4082 59383 59384 8.000 122.704 130.000 0.000 0.000 0.000 4083 59384 59417 8.000 52.182 130.000 0.000 0.000 0.000 4084 59385 59386 12.000 191.702 130.000 -536.376 -1.522 0.153 4085 59386 59387 12.000 175 .96 1 130.000 -536.376 -1.522 0.141 4086 59387 59370 12.000 181.268 130.000 -536.376 -1.522 0.145 4087 59370 59388 12.000 74.027 130.000 -536.376 -1.522 0.059 4088 59388 59389 12.000 204.664 130.000 -536.376 -1.522 0.164 4089 59389 1905 12.000 71.223 130.000 -536.376 -1.522 0.057 4123 59417 59385 12.000 292.550 130.000 -536.376 -1.522 0.234 4124 59369 59418 8.000 257.229 130.000 -536.376 -3.424 1.482 4125 59418 59417 8.000 171.410 130.000 -536.376 -3.424 0.988 4126 59419 59420 18.000 468.475 130.000 -2731.527 -3.444 1.059 4129 59422 59369 8.000 100.63 1 130.000 -362.476 -2.314 0.28 1 4130 59423 59344 8.000 606.380 130.000 1673.900 10.684 28.757 4131 59423 59422 8.000 1432.578 130.000 -362.476 -2.314 3.995 EXHIBIT 9 EXHIBIT 10 MikeNET ANALYSIS Description: Steady State Analysis, Fire of2000 gpm on Node 59422 All Future Lines and Sites Constructed Results -Junctions Time Level: O; 0 day 0:00 hr Number of Junctions: 27(Selection) Junction ID Elevation Demand Grade Pressure [ft] [gpm] [ft] [psi) 1905 316.199 0.286 487.281 74.130 --~ 59344 325.000 290.900 480.581 67.413 r--- 1 173.900 I 468.397 I 63 .001 59369 323.000 59370 312.000 I o.ooo 487.049 75.849 59372 326.000 0.000 485.309 69.029 r-- 59383 326.000 0.000 485.300 69.025 59384 325.000 0.000 485.274 69.447 59385 321.000 0.000 486.690 71.794 ---- I 486.814 i 72.280 59386 320.000 6.000 59387 318.000 I i.020 486.930 73.197 59388 304.000 0.000 487.098 79.337 59389 316.000 0.940 487.234 74.196 -,- 59409 328.500 0.000 485.898 68.200 59410 328.000 0.000 486.103 68.506 59411 327.000 145.000 486.384 69.061 r- 59412 327.000 0.000 488.013 69.767 59413 324.000 7.720 487.552 70.867 i--- 59414 320.000 0.000 487.119 72.413 59415 328.000 0.000 490.023 70.205 59416 i 327.000 i 0.000 490.912 71.023 r----r 59417 323.000 0.000 485.263 70.308 EXHIBIT 10 Junction ID Elevation Demand [ft] [gpm] 59418 323.000 2.680 59419 317.914 6.000 59420 321.000 6.000 59421 327.250 145.000 59422 322.000 2117.000 59423 318.875 0.000 Results -Pipes Time Level: O; 0 day 0:00 hr Number of Pipes: 27(Selection) Grade Pressure [ft] [psi) 478.505 67 .380 487.897 73 .653 488.786 72.702 485.414 68.533 465.244 62.068 481.706 70.555 Pipe ID Node 1 Node ;--;:;iameter I Length Roughness Flow Velocity Headloss 2789 4081 4082 4083 4084 4085 I 1905 1 59372 1 59383 1 59384 59385 59386 4086 59387 4087 59370 4088 59388 4089 59389 4112 59409 4113 59410 4114 59411 4115 59412 4116 59413 4117 59414 [in) 59419 18.000 1 59383 I 8.000 59384 8.000 I 59417 8.000 59386 12.000 593;;-l 12.000 59370 12.000 59388 12.000 59389 12.000 1905 12.000 59410 8.000 59411 8.000 59412 8.000 59413 12.000 59414 12.000 59385 12.000 [ft] !milliftJ T !gpmJ [ft/s] [ft] I -2479.866 -3.127 1 325.541 130.000 I 41.50-5 ----;1-J-3-0.-00_0 __ _,_9-0.-63-1-~ ~o_.6_16_ J I 122.704 I 52.182 191.702 175.961 181.268 74.027 204.664 71 .223 163.477 223.500 533.635 197.971 189.021 187.079 130.000 j 130.000 130.000 130.000 130.000 130.000 130.000 130.000 130.000 130.000 130.000 130.000 130.000 0.578 90.631 0.578 I 90.631 0.578 -477.118 -1.353 1-483.118 -1.3 71 -484.138 -1.373 -484.138 -1.373 -484.138 -1.373 ---r-485.0.; -1.376 -235.631 -1.504 -235.631 -1.504 -380.631 -2.429 954.947 2.709 0.009 0.026 0.011 I 0.123 0.116 0.120 0.049 0.135 0.047 0.205 0.281 I J J I J J j _1_.6_29_ J 0.461 J 947.227 2.687 0.433 J ----+-- 130.000 947.227 2.687 .I. 0.429 J EXHIBIT 10 .,----- Pipe ID Node 1 Node 2 Diameter Length Roughness Flow Velocity Headloss ,-- [in) [ft) [millift] [gpm) [ft/s) [ft) 4118 59412 59415 12.000 T 463 .974 130.000 -1335.578 -3 .789 2.010 4119 59415 59416 12.000 205.281 130.000 -1335 .578 -3 .789 0.889 4122 59372 59421 8.000 491.944 130.000 -90.631 -0.578 0.105 4123 59417 59385 12.000 292 .550 130.000 -1424.345 -4.041 1.428 4124 59369 59418 8.000 257.229 130.000 -1512.296 -9.653 10.108 4125 159418 59417 8.000 171 .410 130.000 -1514.976 -9.670 6.758 r 468.475 ~ 4126 59419 59420 18.000 130.000 -2485.866 -3.134 0.890 ,--- 159421 1384.941 4128 59409 8.000 130.000 -235.631 -1.504 0.484 r-- 159422 18.ooo j 100.631 j 130.000 -1338 .396 I -8 .543 4129 59369 3.154 r-I 59423 1 8.ooo 1606.380 --.---,-- 4130 59344 130.000 290.900 1.857 1.125 4131 I 5942--;-' 59422 8.000 j 1432.578 , 130.000 778.604 4.970 16.462 EXHIBIT 10 EXHIBIT 11 MikeNET ANALYSIS Description: Steady State Analysis, Fire of 2000 gpm on Node 59421 (Area H) All Future Lines and Sites Constructed Results -Junctions Time Level: O; 0 day 0:00 hr Number of Junctions: 28(Selection) ,----, Junction ID Elevation Demand Grade Pressure [ft) [gpm) [ft] [psi] 1887 319.629 0.000 490.473 74.027 1905 316.199 0.2 86 487.645 74.2 ~ 59344 I 325.ooo 1290.900 484.692 69.195 I 323.ooo I 59369 173.900 484.616 70.02~ 59370 I 312.000 I o.ooo 487.022 75.837 I 59372 I 326.ooo 1 o.ooo I 4 78.683 , 66.157 59383 326.000 0.000 479.844 66.660 59384 325.000 0.000 483.275 68.580 59385 321.000 0.000 486.051 71.517 59386 320.000 6.000 486.387 72.096 59387 318.000 1.020 486.700 73 .098 I o.ooo i 59388 304.000 487.154 79.361 59389 316.000 0.940 487.518 74.319 ------- 59409 328.500 0.000 470.551 61.551 59410 328.000 I o.ooo I 472.939 I 62.802 I r----- 145.ooo I 476.205 , 64.6~ 59411 327.000 59412 327.000 0.00~ 486.5;-69.124 ~.0-;;-~720 ----, -- 59413 486.361 70.351 59414 320.000 0.000 486.205 1 72.017 1328.000 I 59415 0.000 489.284 69.884 EXHIBIT 11 Junction ID Elevation Demand Grade Pressure [ft] [gpm] [ft] [psi] 59416 327.000 0.000 490.504 70.846 59417 323 .000 0.000 484.734 70.079 59418 323.000 2.680 484.686 70.058 59419 317.914 6.000 488.195 73 .783 59420 321 .000 6.000 488.991 72.790 59421 327.250 2145.000 464.926 59.655 59422 322.000 117.000 484.630 70.468 ---- 59423 318.875 0.000 485.817 72.33 ~ ---- Results -Pipes Time Level: O; 0 day 0:00 hr Number of Pipes: 28(Selection) Pipe I Node I Node ID 1 2 Diameter Length Roughness Flow Velocity I Headloss I [in) [ft] I [millift] [gpm) [ft/s) [ I I I 2789 I 1905 I 59419 I 18.000 325.541 130.000 -2334.263 -2.943 0.550 I 4081 I 59372 I 59383 I 8.000 41.505 130.000 -1258.547 -8.033 1.161 I 4082 I 59383 I 59384 I 8.000 122 .704 130.000 -12 58.547 -8.033 3.431 I 4083 I 59384 59417 8.000 52 .182 130.000 -12 58.547 -8.033 1.459 ,-----~--,--~7~ 130.000 4084 59385 59386 12.000 -819.114 -2.324 0.336 4085 59386 I 59387 12.000 175 .961 130.000 -825.114 -2.341 0.312 -- 4086 59387 59370 12.000 181.268 130.000 -826.134 -2.344 0.323 J 4087 59370 59388 12.000 74.027 130.000 -826.134 -2.344 0.132 -,--- 4088 59388 59389 12.000 204.664 130.000 -826.134 -2.344 0.364 4089 59389 1905 12.000 71 .223 130.000 -827.074 -2.346 0.127 I 4112 I 59409 -- 59410 8.000 163.477 130.000 -886.453 -5.658 2.389 . 41 13 I 59410 ~ - 59411 8.000 223 .500 130.000 -886.453 -5.658 3.266 '4114 1 59411 --,-- 59412 8.000 533 .635 130.000 -1031.453 -6.584 10.323 EXHIBIT 11 Pipe Node Node Diameter ID 1 2 Length Roughness Flow Velocity Headloss r---l [in) [ft] [millift] [gpm) [ft/s] 4115 59412 59413 12.000 197.971 130.000 552.483 1.567 4116 59413 59414 12.000 189 .021 130.000 544.763 1.545 ---, ----,-- 4117 59414 59385 12.000 187 .079 130.000 544.763 1.545 r--- 4118 59412 59415 12.000 463 .974 130.000 -1583.936 -4.493 4119 59415 59416 12.000 205.281 130.000 -1583 .936 -4.493 r 4122 59372 59421 8.000 491.944 130.000 1258.547l 8.033 ----... - 4123 59417 59385 12.000 292.550 130.000 -1363 .877 -3.869 I 4124 I 59369 59418 8.000 I 4125 1 59418 I 59417 i 8.000 257.229 130.000 -102.650 1-0.655 ~-+----+----T-----+--17_1_.4-10--;,-1-3-0.-000 1 -105.330 '-0.672 I I I I 468.475 I I -2340.263 4126 . 59419 I 59420 18.ooo 130.000 -2.951 I 59420 I 1887 I 868.701 I -2346.263 4127 18.000 130.000 -2.958 I 1384.941 I -886.453 4128 59421 59409 8.000 130.000 -5.658 I 4129 159422 59369 8.000 100.631 130.000 71 .250 0.455 I 4130 I 59423 59344 I 8.000 I I 606.380 130.000 290.900 1.857 I 59423 I 59422 I 1432.578 I 130.000 I 188.250 4131 8.000 1.202 [ft] 0.167 0.156 0.154 2.756 1.219 13.757 1.317 0.069 0.048 0.796 I 1.482 I 5.625 I 0.014 _, _j I J I J I 1.125 _j I I I 1.1 87 EXHIBIT 11 EXHIBIT 12 MikeNET ANALYSIS Description: Steady State Analysis, Fire of 2500 gpm split on Nodes 59420 and 59414 (Area F) All Future Lines and Sites Constructed Results -Junctions Time Level: O; 0 day 0:00 hr Number of Junctions: 27(Selection) Junction ID Elevation Demand Grade Pressure [ft] [gpm) [ft] [psi) 1905 316.199 l o.286 485.673 73.433 ~ - 59344 325.000 290.900 483.389 68.630 J 59369 323.000 1 173.900 484.478 69 .968 59370 312.000 0.000 485.477 75 .168 59372 326.000 0.000 485.106 68 .941 --- 59383 326.000 0.000 485.106 68.941 59384 325.000 0.000 485.107 69 .375 ---' 59385 321.000 I o.ooo 485.175 71.137 59386 320.000 16.000 485 .279 71.615 59387 318.000 1.020 I 485.376 72.524 59388 304.000 0.000 485.519 78.652 59389 316.000 0.940 485.633 73.502 ..,.-- 59409 328.500 0.000 485.262 67 .925 59410 328.000 0.000 485.331 68.171 ' - 59411 327.000 145 .000 485.424 68.645 59412 327.000 0.000 486.315 69.031 59413 324.000 7.720 485.720 70.073 59414 320.000 1250.000 485.159 71.563 59415 328.000 0.000 488.425 69 .512 59416 327.000 0.000 489.359 70.350 ,..--- 59417 323.000 0.000 485 .108 70.241 ---- EXHIBIT 12 ... Junction ID Elevation Demand Grade Pressure [ft] [gpm] [ft] !psi I 59418 323.000 2.680 484.853 70.131 59419 317.914 6.000 485.986 72.826 59420 32 1.000 1256.000 486.440 71.685 59421 327.250 145 .000 485 .102 68.397 59422 322.000 117 .000 484.460 70.394 59423 318.875 0.000 484.514 71.772 EXHIBIT 12 Pipe Node I Node 2 Di ameter Length Roughness Flow Velocity Headloss ID [in] [ft] [millift] [gpm] [ft/s] [ft] 4117 59414 59385 12.000 187.079 130.000 -1 61.195 -0.457 0.016 4118 59412 594 15 12.000 463.974 130.000 -1371.322 -3.890 2.110 4119 59415 59416 12 .000 205.281 130.000 -1371.322 -3 .890 0.934 4122 59372 59421 8.000 491.944 130.000 15.203 0.097 0.004 4123 59417 59385 12.000 292.550 130.000 -273.259 -0.775 0.067 4124 59369 594 18 8.000 257.229 130.000 -255.376 -1.630 0.375 4125 59418 59417 8.000 I 71.410 130.000 -258.056 -1.647 0.255 4126 59419 59420 18.000 468.475 130.000 -1728.535 -2.179 0.454 4128 5942 1 59409 8.000 384.941 130.000 -129.797 -0.828 0.160 r-- 4129 59422 59369 8.000 100.631 130.000 -8 1.476 -0.520 0.018 4 130 59423 59344 8.000 1 606.380 130.000 290.900 1.857 1.125 413 1 59423 59422 8.000 ~32.578 130.000 35.524 0.227 0.054 EXHIBIT 12 -