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HomeMy WebLinkAboutWaterline ReportWATERLINE REPORT For HEB - Tower Point Development Highway 6 and Highway 40 College Station, Texas FEBRUARY 2010 Prepared By: Bury + Partners 922 Isom Road, Suite 100 San Antonio, Texas 78216 TBPE F -1048 WATERLINE REPORT For HEB - Tower Point Development Highway 6 and Highway 40 College Station, Texas EBRUARY 2010 . K 8 2680 .• Ac Prepared By: ij . .. e. ° 1 41 4 c - 47 a hii;1 . 't...° 4 - 41. ' 4 Bury +Partners s 10 922 Isom Road, Suite 100 San Antonio, Texas 78216 Telephone: 210 -525 -9090 Fax: 210 -525 -052 TBPE F -1048 I:\ 001 \504 \Reports \Waterline \February 2010 \Flysheet.doc.mm BURY÷PARTN =RS, INC. 1 TABLE OF CONTENTS WATERLINE OVERVIEW 1 EXISTING CONDITIONS 1 PROPOSED SITE CONDITIONS 1 WATERLINE ANALYSIS 1 -3 CONDITIONS 3 APPENDIX Existing Waterline Data & Layout Exhibit 1 Proposed Waterline WaterCAD Model Layout Exhibit 2 BURY +PARTNERS, INC. WATERLINE OVERVIEW Introduction The waterline has been designed for the HEB project in general conformance with the requirements of College Station. The purpose of the report is to verify waterline pressures of the proposed waterline system serving the commercial development for this phase. This waterline analysis consists of this narrative and the accompanying exhibits included in the appendices. EXISTING CONDITIONS The site of the project is located approximately at the west corner of the intersection of Highway 6 and Highway 40 in College Station, Texas. The site is bounded by Highway 6 to the north, Highway 40 to the east and private development to the south and west. The project size is approximately 18 acres in size and is currently not developed. PROPOSED SITE CONDITIONS Proposed development consists of commercial retail shops and associated parking, drives, sidewalk and landscaping. The public infrastructure being constructed was designed by Walter P. Moore & Associates, Inc. and consists of new public roadways, public water mains, public storm sewer systems, and public sanitary sewer systems. The new 12" public waterline #2 (W2 illustrated on Walter P. Moore construction plans) will be connected to an existing 12" waterline system located at the south side of Arrington Road round - about, extending along Private Drive "C ", and connecting to a 12" waterline (W1), looping the system behind the new building of HEB with a connection point on Highway 6 along the east property line. WATERLINE ANALYSIS Analysis Procedures WatrCAD software was used to analyze the system and calculate the waterline flows (gpm), residual pressures (psi), and velocities (fps). Static pressures are higher than residual pressures as the system is impacted by a water flow demand. 1 BURY +PARTNERS, INC Building Area 87,738 ft Construction Type IIB Occupancy Commercial Sprinkler Yes Tabular Hydrant Fire Flow 6,250 GPM Allowable Reduction 50 % 3,125 Hydrants Domestic Flow 245 Fixture Units (100 GPM) Total Flow Building Area 14,400 ft Construction Type IIB Occupancy Commercial Sprinkler Yes Tabular Hydrant Fire Flow 2,500 GPM Allowable Reduction 50% (1,500 GPM minimum Hydrants Domestic Flow 85 Fixture Units (65 GPM) Total Flow Required Fire Flow ldin Table it 14K Existing Analysis The existing 24" waterline noted as R -036 at the water tower has a flow of 1350 gpm and a residual and static pressure of 88 psi provided by the City of College Station. The existing 12" waterline noted as R -06 has a flow of 1590 gpm and a residual and static pressure of 104 psi and 106 psi respectively at the south portion of Arrington Road round - about. The new waterline analysis below utilized the existing waterline pressure to calculate pressures along the waterlines #1 (W1) and #2 (W2) (shown on C7.8 and C7.9 of Walter P. Moore & Associates, Inc.'s plans dated December 14, 2009) within the development (see Exhibit #1 for existing waterline data). Proposed Analysis The proposed 12" PVC waterlines are designated as W1 and W2. W1 and W2 have 4 hydrants with calculated pressures, velocities, flows, and flow demands. The residual pressures range from 71 psi to 84 psi. The residual pressures are much greater than the required 20 psi for all the hydrant flow demands. The elevation change within the system is greater than the frictional losses increasing the pressures slightly from the existing pressure at the connection point (see Exhibit #3 for calculations). 2 BURY +PARTNERS, INC. Z = 289 ft. 88psi \(144. 2 _ H = 289 + 289 = 203.7 = 492+ 4 = 496 ft 62.41b l ft 2 ft 2 - The source was modeled as a Reservoir with a set elevation based on the static pressure taken by College Station Utilities CONCLUSION H= Z +P +U y 2 The hydraulic calculation indicates the system is capable of providing the required flows at pressures that exceed the 20 psi minimum 3 BURY +PARTNERS, INC. EXHIBIT 1 EXISTING WATERLINE DATA & LAYOUT ic ummuuuuuunuuuuuuuunnuumiuuuuuuuuunuuuuuuuuuHumonn u III _ I' I, j? I IIII ?,iii I � 0 �� l ! v , o � l et $ TOMS° 14111.11 93S0mxd MRii 1331 SS 39 VMS SMEM 344 TN TiZA 0 � EZ 1S z g 3 S •i • . A. 1 / / 4 . 8 a aff,, a : NIIIIILLIIIIIMIIMM,,S,,ve ■ ■■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ AI AP1 ■1, ■ e a y4 , a N e `� s 3 # E Si I ■ ■ ■� ■. ■ ■ ■a SS iO L �,p ® ■■ iI1IIII1 6��f?71[TA 8 c 8� /1711 ■! ` l li[ii:■ , 4 i /Q�Jj 111 ■■ ■. /; : I �uuiuu�uuuuuuuummuuu 9 ' * � `� \ i . 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W 1 00 +91 00 +51: 00 ++1 \ \ \ \ V% \ \ \ \ \ \ ® ■ ■ ■ ■■ lave ®I _ ^ , __ _t I 2 q a GG � � id SOYA LIJ ,r t I Z „ ,,, __ L -_ . ,g3: i / 1 , I ■11 ■■■ � / ILA 000 101991 0-, 3M .9 T 19111 t PRIVATE DRIVE C Mg s r I, / h' \1 : � 1 / 6 �to.� %:, / te:vu ' MOO 60 CO $8 oa AZ 1 '2- AFB II ) • 4, E 1 • 8 g _i I I d : Ald0 31VAldd e'. $ - 143.3YI3 551. ' 1 1 . h if \ - 913l. ilt YS Pre Ni /,� ■ , T �7 x� k 1 V Idd 8 ■ aent • Ill!. rFF G a ■ • L -M Mao '00 01 .0 1 YIS ■ ■ ■ ■■ ■ li \ 0 - 1111111n n1■ 11un11■ n11111nnn111111111111111 ■11n1I111111111111■11111111 ■I I ■111 ■111 ■111 ■111 4 T \: 'w ,y t t. .w ti a - W a _ O J W W CD W CY W I — � U o CC C!) �rrv ic9wsu, - 1,\ m \RAI0- ax0I00(0 t1' EXHIBIT 2 PROPOSED WATERLINE WaterCAD MODEL LAYOUT Co O . lDw 70 a. go 514. fD c co co cn FJ 0 ( 1 4 cn 0) 0) 0) ()" 0 fD m > 7 0 0 . (.11 • H 0 4 CO 4, -a 0 O " C 01 / / / / / / / // / 1 // ;A .0C\ e p /// ) "1110 et. i „ ! 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C\ z/ / / , , / / / / '..- .—...... / / / 7:. `A UN , / / / (Th /// / / 0 / ; / / / / / ..:\ / , / , f---) / + / / / / / / /,,, / / / / , /, / . / / / / . / / / / / / / / / . / / / , / / / ", , : „„";i:, ,/ Label Elevation (ft) Zone Type Demand ( Pattern Demand CalculatedHydraulic (gpm) Calculated Grade (ft) Pressure (psi) J -1 292.00 Zone -1 Demand 0.00 Fixed 0.00 474.31 78.88 J -2 300.00 Zone -1 Demand 200.00 Fixed 200.00 468.67 72.98 J -3 301.50 Zone -1 Demand 0.00 Fixed 0.00 467.90 71.99 J -4 302.00 Zone -1 Demand 0.00 Fixed 0.00 467.25 71.49 J -5 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.76 70.42 J -6 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.17 70.16 J -7 303.00 Zone -1 Demand 0.00 Fixed 0.00 464.98 70.08 J -8 297.00 Zone -1 Demand 0.00 Fixed 0.00 458.92 70.06 J -9 300.00 Zone -1 Demand 0.00 Fixed 0.00 456.14 67.55 J -10 300.00 Zone -1 Demand 0.00 Fixed 0.00 453.58 66.44 J -11 300.00 Zone -1 Demand 400.00 Fixed 400.00 452.71 66.07 J -12 300.00 Zone -1 Demand 0.00 Fixed 0.00 451.57 65.58 J -13 307.00 Zone -1 Demand 260.00 Fixed 260.00 445.90 60.10 J -14 312.00 Zone -1 Demand 0.00 Fixed 0.00 444.70 57.41 J -15 314.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 443.42 55.99 J -16 314.00 Zone -1 Demand 0.00 Fixed 0.00 443.12 55.86 J -17 310.00 Zone -1 Demand 0.00 Fixed 0.00 442.62 57.38 J -18 297.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 441.73 62.62 J -19 285.00 Zone -1 Demand 0.00 Fixed 0.00 441.73 67.81 J -20 284.00 Zone -1 Demand 0.00 Fixed 0.00 441.73 68.24 J -21 276.00 Zone -1 Demand 0.00 Fixed 0.00 441.73 71.71 J -22 289.00 Zone -1 Demand 0.00 Fixed 0.00 491.92 87.80 Scenario: Automated Fire Flow Steady State Analysis Junction Report S rt, r 3125 G Pin bcfNveut H its e 1-6 1-18 1/ Adolrken Fe AK / ik c sf uat, u Pc goof Aarftr611“ r 1' F /ew M✓crt.c. flow) (tO . 5-2 d' 1.13 wart jne rem✓ z( +v meet rek- -Now dur'* J, Title: College Station m: \... \water model.wcd 03/22/10 08:57:00 AM Project Engineer: BPI User Bury & Partners WaterCAD v4.5 [4.5015a] © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 Label Length (ft) Diameter (in) Material Hazen- Williams C Check Valve? Minor Loss Coefficient ContrdUpstream Status StrucheDwnstream Hydraulic Grade (ft) Structuieressure Hydraulic Grade (ft) Pipe Headloss (ft) Headloss Gradient (ft/1000ft) Velocity (f /s) P -1 18.00 12.0 PVC 150.0 false 0.20 Open 468.67 467.90 0.77 42.77 10.74 P -2 13.00 12.0 PVC 150.0 false 0.20 Open 467.90 467.25 0.66 50.42 10.74 P -3 65.00 12.0 PVC 150.0 false 0.00 Open 467.25 465.76 1.49 22.88 10.74 P -4 22.00 12.0 PVC 150.0 false 0.05 Open 465.76 465.17 0.59 26.94 10.74 P -5 8.00 12.0 PVC 150.0 false 0.00 Open 465.17 464.98 0.18 22.87 10.74 P -6 265.00 12.0 PVC 150.0 false 0.00 Open 464.98 458.92 6.06 22.88 10.74 P -7 106.00 12.0 PVC 150.0 false 0.20 Open 458.92 456.14 2.78 26.25 10.74 P -8 112.00 12.0 PVC 150.0 false 0.00 Open 456.14 453.58 2.56 22.88 10.74 P -9 38.00 12.0 PVC 150.0 false 0.00 Open 453.58 452.71 0.87 22.88 10.74 P -10 61.00 12.0 PVC 150.0 false 0.00 Open 452.71 451.57 1.13 18.60 9.60 P -11 301.00 12.0 PVC 150.0 false 0.05 Open 451.57 445.90 5.67 18.84 9.60 P -12 75.00 12.0 PVC 150.0 false 0.00 Open 445.90 444.70 1.20 16.04 8.86 P -13 76.00 12.0 PVC 150.0 false 0.05 Open 444.70 443.42 1.28 16.85 8.86 P -14 53.00 12.0 PVC 150.0 false 0.20 Open 443.42 443.12 0.30 5.60 4.43 P -15 98.00 12.0 PVC 150.0 false 0.20 Open 443.12 442.62 0.50 5.07 4.43 P -16 197.00 12.0 PVC 150.0 false 0.05 Open 442.62 441.73 0.89 4.52 4.43 P -17 421.00 12.0 PVC 150.0 false 0.20 Open 441.73 441.73 0.00 0.00 0.00 P -18 65.00 12.0 PVC 150.0 false 0.20 Open 441.73 441.73 0.00 0.00 0.00 P -19 275.00 12.0 PVC 150.0 false 0.20 Open 441.73 441.73 0.00 0.00 0.00 P -0 224.00 12.0 PVC 150.0 false 0.00 Open 468.67 474.31 5.64 25.17 11.30 P -21 700.00 12.0 PVC 150.0 false 0.00 Open 474.31 491.92 17.62 25.17 11.30 P -22 89.00 24.0 PVC 150.0 false 0.00 Open 492.00 491.92 0.08 0.86 2.83 Title: College Station m: \... \water model.wcd 03/22/10 08:57:16 AM Scenario: Automated Fire Flow Steady State Analysis Pipe Report Project Engineer: BPI User Bury & Partners WaterCAD v4.5 [4.5015a] © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 Label Elevation Zone Type Demand Pattern Cal and Calculated Grade Pressure , (ft) (gpm) (gpm) y (ft) J -1 292.00 Zone -1 Demand 0.00 Fixed 0.00 474.31 78.88 J -2 300.00 Zone -1 Demand 200.00 Fixed 200.00 468.67 72.98 J -3 301.50 Zone -1 Demand 0.00 Fixed 0.00 467.90 71.99 J-4 302.00 Zone -1 Demand 0.00 Fixed 0.00 467.25 71.49 J -5 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.76 70.42 J -6 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.17 70.16 J -7 303.00 Zone -1 Demand 0.00 Fixed 0.00 464.98 70.08 J -8 297.00 Zone -1 Demand 0.00 Fixed 0.00 458.92 70.06 J -9 300.00 Zone -1 Demand 0.00 Fixed 0.00 456.14 67.55 J -10 300.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 453.58 66.44 J -11 300.00 Zone -1 Demand 400.00 Fixed 400.00 453.25 66.30 J -12 300.00 Zone -1 Demand 0.00 Fixed 0.00 452.89 66.15 J -13 307.00 Zone -1 Demand 260.00 Fixed 260.00 451.09 62.34 J -14 312.00 Zone -1 Demand 0.00 Fixed 0.00 450.76 60.03 J -15 314.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 450.41 59.02 J -16 314.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 59.02 J -17 310.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 60.75 J -18 297.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 66.37 J -19 285.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 71.56 J -20 284.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 72.00 J -21 276.00 Zone -1 Demand 0.00 Fixed 0.00 450.41 75.46 J -22 289.00 Zone -1 Demand 0.00 Fixed 0.00 491.92 87.80 Scenario: Automated Fire Flow Steady State Analysis Junction Report sr/ fr 3/2 S 61 ,6ef •vee,1 F// 5 3:-ID cs /� pe4k)1A5 FA OE ` / wK to awful - 5=2 1 Title: College Station m: \... \water model.wcd 03/22/10 08:58:12 AM Project Engineer: BPI User Bury & Partners WaterCAD v4.5 [4.5015a] © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 1 Label Length (ft) Diameter (in) Material Hazen - Williams V C P -1 18.00 12.0 PVC 150.0 P -2 13.00 12.0 PVC 150.0 P -3 65.00 12.0 PVC 150.0 P -4 22.00 12.0 PVC 150.0 P -5 8.00 12.0 PVC 150.0 P-6 265.00 12.0 PVC 150.0 P -7 106.00 12.0 PVC 150.0 P -8 112.00 12.0 PVC 150.0 P -9 38.00 12.0 PVC 150.0 P -10 61.00 12.0 PVC 150.0 P -11 301.00 12.0 PVC 150.0 P -12 75.00 12.0 PVC 150.0 P -13 76.00 12.0 PVC 150.0 P -14 53.00 12.0 PVC 150.0 P -15 98.00 12.0 PVC 150.0 P -16 197.00 12.0 PVC 150.0 P -17 421.00 12.0 PVC 150.0 P -18 65.00 12.0 PVC 150.0 P -19 275.00 12.0 PVC 150.0 P -0 224.00 12.0 PVC 150.0 P -21 700.00 12.0 PVC 150.0 P -22 89.00 24.0 PVC 150.0 Scenario: Automated Fire Flow Steady State Analysis Pipe Report Minor Loss Coefficient 0.20 0.20 0.00 0.05 0.00 0.00 0.20 0.00 0.00 0.00 0.05 0.00 0.05 0.20 0.20 0.05 0.20 0.20 0.20 0.00 0.00 0.00 Contrdll Status Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open pstream StructiI Hydraulic Grade (ft) 468.67 467.90 467.25 465.76 465.17 464.98 458.92 456.14 453.58 453.25 452.89 451.09 450.76 450.41 450.41 450.41 450.41 450.41 450.41 468.67 474.31 492.00 wnstream Structui Hydraulic Grade (ft) 467.90 467.25 465.76 465.17 464.98 458.92 456.14 453.58 453.25 452.89 451.09 450.76 450.41 450.41 450.41 450.41 450.41 450.41 450.41 474.31 491.92 491.92 Pressure Pipe Headloss (ft) 0.77 0.66 1.49 0.59 0.18 6.06 2.78 2.56 0.32 0.36 1.80 0.33 0.35 0.00 0.00 0.00 0.00 0.00 0.00 5.64 17.62 0.08 Headloss Gradient (ft/1000ft) 42.77 50.42 22.88 26.94 22.88 22.88 26.25 22.88 8.53 5.91 5.98 4.44 4.64 0.00 0.00 0.00 0.00 0.00 0.00 25.17 25.17 0.86 Velocity (ft/s) 10.74 10.74 10.74 10.74 10.74 10.74 10.74 10.74 6.30 5.17 5.17 4.43 4.43 1.45e -6 0.00 0.00 0.00 1.45e -6 0.00 11.30 11.30 2.83 heck alve? false false false false false false false false false false false false false false false false false false false false false false Project Engineer: BPI User m : \. . College r Station WaterCAD v4.5 [4.5015a] m: \... \water model.wcd Bury & Partners Page 1 of 1 03/22/10 08:58:01 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 -755 -1666 Pa Label Elevation Zone Type Demand Pattern Ca cu Demand ddFiyd aCalculated cl l t Grade Pressure (ft) (gpm) (gpm) (ft) J -1 292.00 Zone -1 Demand 0.00 Fixed 0.00 474.31 78.88 J -2 300.00 Zone -1 Demand 200.00 Fixed 200.00 468.67 72.98 J -3 301.50 Zone -1 Demand 0.00 Fixed 0.00 467.90 71.99 J-4 302.00 Zone -1 Demand 0.00 Fixed 0.00 467.25 71.49 J -5 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.76 70.42 J -6 303.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 465.17 70.16 J -7 303.00 Zone -1 Demand 0.00 Fixed 0.00 465.10 70.13 J -8 297.00 Zone -1 Demand 0.00 Fixed 0.00 462.84 71.75 J -9 300.00 Zone -1 Demand 0.00 Fixed 0.00 461.81 70.01 J -10 300.00 Zone -1 Demand 1,562.50 Fixed 1,562.50 460.85 69.59 J -11 300.00 Zone -1 Demand 400.00 Fixed 400.00 460.82 69.58 J -12 300.00 Zone -1 Demand 0.00 Fixed 0.00 460.81 69.57 J -13 307.00 Zone -1 Demand 260.00 Fixed 260.00 460.76 66.52 J -14 312.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 64.36 J -15 314.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 63.50 J -16 314.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 63.50 J -17 310.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 65.23 J -18 297.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 70.85 J -19 285.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 76.04 J -20 284.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 76.48 J -21 276.00 Zone -1 Demand 0.00 Fixed 0.00 460.76 79.94 J -22 289.00 Zone -1 Demand 0.00 Fixed 0.00 491.92 87.80 Scenario: Automated Fire Flow Steady State Analysis Junction Report SPG /r" 3/25 6Pm b e wen rM -�v x .► -� pEA6c i/t/6 FA cT1 t& y Wlt2 i Title: College Station m: \... \water model.wcd 03/22/10 09:01:00 AM Project Engineer: BPI User Bury & Partners WaterCAD v4.5 [4.5015a] © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 1 Label Length (ft) Diameter (in) Material Hazen- Williams C Check Valve? C P -1 P -2 P -3 P-4 P -5 P -6 P -7 P -8 P -9 P -10 P -11 P -12 P -13 P -14 P -15 P -16 P -17 P -18 P -19 P -0 P -21 P -22 18.00 13.00 65.00 22.00 8.00 265.00 106.00 112.00 38.00 61.00 301.00 75.00 76.00 53.00 98.00 197.00 421.00 65.00 275.00 224.00 700.00 89.00 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 24.0 PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 false false false false false false false false false false false false false false false false false false false false false false Title: College Station m: \... \water model.wcd 03/22/10 09:01:12 AM Scenario: Automated Fire Flow Steady State Analysis Pipe Report Contra) Status Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open Open pstream Structiwnstream Structui Hydraulic Grade Hydraulic Grade (ft) (ft) 468.67 467.90 467.25 465.76 465.17 465.10 462.84 461.81 460.85 460.82 460.81 460.76 460.76 460.76 460.76 460.76 460.76 460.76 460.76 468.67 474.31 492.00 467.90 467.25 465.76 465.17 465.10 462.84 461.81 460.85 460.82 460.81 460.76 460.76 460.76 460.76 460.76 460.76 460.76 460.76 460.76 474.31 491.92 491.92 Pressure Pipe Headloss (ft) 0.77 0.66 1.49 0.59 0.07 2.26 1.03 0.96 0.03 0.01 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.64 17.62 0.08 Headloss Gradient (fU1000ft) 42.77 50.42 22.88 26.94 8.53 8.53 9.70 8.53 0.90 0.16 0.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25.17 25.17 0.86 Velocity (fUs) 10.74 10.74 10.74 10.74 6.30 6.30 6.30 6.30 1.87 0.74 0.74 0.00 1.45e -6 0.00 0.00 1.45e -6 0.00 0.00 0.00 11.30 11.30 2.83 Minor Loss efficien 0.20 0.20 0.00 0.05 0.00 0.00 0.20 0.00 0.00 0.00 0.05 0.00 0.05 0.20 0.20 0.05 0.20 0.20 0.20 0.00 0.00 0.00 Project Engineer: BPI User Bury & Partners WaterCAD v4.5 [4.5015a] +1 -203- 755 -1666 Page 1 of 1 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA