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HomeMy WebLinkAbout61 Development Permit 627 College Station Teen CenterNov 09 99 10:17a ABE! 409 -775 -2874 ASll 8t BROWNE EJYGIJYEERIJVG, IJYC. Enginffrs and Conaultants P.O. Box 10838, College Station, Texas 77842 409-694-2123 Fax:409-694-3694 November 9, 1999 Jeff Tondre, P.E. Engineer City of College Station P.O . Box 9960 College Station, Texas 77842 Re .: Teen Center Engineer's Estimate ABEi No. 1002001 Dear Mr. Tondre: The following is the engineer's estimated construction costs for the for the above reference project. The engineer's estimated construction cost includes the following : Approximately 325 LF of 8"0 AWWA C900 water line -$6,600 • Type 2 fire hydrant assembly-$2,000 • 6" tapp ing sleeve and valve with 6 " x 8" reducer -$1 ,500 8" plug -$500 • 1" service connection -$200 • 2" service connection -$200 The eng ineer's estimated construction cost to install the above materials is $11 ,000. If you have any other quest ions or need any additional i nformatio n , please call. Sincerely, ,.,, ... "'l>~ .... ,~. ASH & BROWNE ENGINEERING, INC . ;j~:~.9 fJ~~~\ .,., -..... * •.I.) ~f 7 ;/JA ~ .._/}_p A f;tb.:..1..,,,,.,.1.u~i':·;>;4~~ ~ /~ t J. DALE BRO Wf~E . JR. ~ J . Dale Browne, Jr., P.E \·~~.:·······8··1 .. 8 ·· 9 .. 0 · ....... ?;;~ '~· ., ... ~ ol>o):·~~(', ~n~<?··:;,,~~;: 111 , ~ ... ~ s r ~f' .. ·~~'-'"' ,,.sst· .... "f:.\!;..~ ... -\\ ONAL ,,,.~~ '"~'ll>.~~ C:\Offioe\P rojecis\1002 -City of Colleg e St3U on"l01 -Teen Cente<\l~rs\CS . Tond re 1 -Letter.wpd p.2 Nov 09 99 10:17a ABEi 409-775-2874 ASll lit BROWNE EJYGIJVEERilYG1 INC. Enemeen and Con~ultanu P.O. Box 10838, College Station, Texas 77842 409-694-2123 Fax: 409-694-3694 TO: Phone: Debra Grace Development Services City of College Station P.O. Box 9960 College Station, Texas 77842 Fax: 409-764-3570 409-764-3496 ................... DATE: RE: FAX TRANSMITTAL November 9, 1999 Teen Center ABEi No.: 1002001 ATTACH. DESCRIPTION 1 Engineer's Estimated Construction Cost THESE ARE BEING SENT: o At your request o For your information o Per our conversation o For your signature o At request of _______ _ o For further action as noted o Per contract o For your approval o For review and comment o For your use oFor __________ _ o Original will follow by mail NUMBER OF PAGES INCLUDING COVER SHEET: 2 REMARKS: If you have any questions, please call. Copy to: Signed aJ,/kJufW>~ /i Dale Browne, ~ ~ C .IOlfice\Projeds\1002 -City of Col lege Station\001 -Teen Center\Lette~ICS -Grace1 -FaxT.wpd p. 1 DESIGN REPORT FOR THE SOUTHWOOD VALLEY ATHLETIC COMPLEX -TEEN CENTER WATER LINE IMPROVEMENTS FOR CITY OF COLLEGE STATION P.O. Box 9960 College Station, Texas 77842 PREPARED BY ASll lt BROWNE EIVGIJVEERIJVG, IJVC. P.O. BOX 10838, COLLEGE STATION, TEXAS 77842 409-694-2123 Fax: 409-694-3694 ..,,,,,,,, --<~OF r.~ \\ -~~'······ ... ~.¥.! '• ;'C:J •• ···*···':'/.s' • ,,, .. · ... ' ,, . . * ~ .*lJ J-c. £J • ... .'1 ~-································~ l J. DALE BROWNE, JR. ~ ( ................................. ~ r. • • ,, 't1i\ 81890 /$"' • o··.'9~ <c,<:) •• • ~.:' a,~~·· .. 9/STE.~ ••• ;..§"_. ' ~s ... ·····e..~'"7.:­,,,/oNAL ~--''''-"''.., i ~ .... 1 .... ,, ·. ,I .. ,. f ,. I / ,.J ·~ !I 1• .. j• TABLE OF CONTENTS DRAINAGE ANALYSIS GENERAL LOCATION AND DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Location ....................................................... · 1 Description of Proposed Building ................................... 1 DRAINAGE BASINS AND SUB-BASINS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Primary Basin Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Secondary Drainage-way Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DRAINAGE DESIGN CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Development Criteria Reference and Constraints . . . . . . . . . . . . . . . . . . . . . . . 1 HYDROLOGICAL CRITERIA . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Design Rainfall and Intensity ....................................... 2 TABLE 1 DESIGN RAINFALL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Runoff Calculation Method ........................................ 2 Hydraulic Criteria ................................................ 3 TABLE 2 EFFECTS OF DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 FIRE FLOW ANALYSIS PROPOSED IMPROVEMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 FIRE FLOW REQUIREMENTS .......................................... 4 Building Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Fire Flow Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Flow Rate Factors ............................................... 4 Exposure Protection .............................................. 4 Final Fire Flow Required . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 DESIGN ............................................................ 5 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 ATTACHMENT #1 GENERAL LOCATION/DRAINAGE MAP ATTACHMENT #2 FIRM Map ATTACHMENT #3 DRAINAGE CALCULATIONS ATTACHMENT #4 REQUIRED FIRE FLOW CALCULATIONS ATTACHMENT #5 CYBERNET MODEL ATTACHMENT #6 CALIBRATION DATA ATTACHMENT #7 DESIGN CALCULATIONS ATTACHMENT #8 FIRE FLOW CALCULATIONS ii DRAINAGE ANALYSIS GENERAL LOCATION AND DESCRIPTION Location The proposed building site is located in the South\NOOd Valley Athletic Complex along Rock Prairie Road in College Station . Attachment #1 -General Location/Dra inage Map shows the general location of the proposed structure within the Complex. The property on the north , west, and east side of the proposed building site is owned by the City of College Stat ion . The land adjacent to the rear of the proposed structure is currently pasture land . Description of Proposed Building The proposed project will involve the construction of a building consisting of approximately 4,019 sq. ft. plus a 745 sq. ft. area for future expansion. All of the drainage from the site will be discharged into the secondary drainage-way located along the east side of the Athletic Complex. DRAINAGE BASINS AND SUB-BASINS Primary Basin Description The property is located within the Basin Reference Number 4 of the Carter Creek drainage basin as set forth in the City of College Station - "Drainage Policy and Design Standards" (Policy). The "Flood Insurance Rate Map" produced by FEMA, Map Number 48041 C0182 C, effective date July 2 , 1992, illustrates that the property lies w ithin "Flood Zone X" (refer to Attachment #2.) Secondary Drainage-way Description Attachment #1 shows that the runoff from the proposed structure will be d ischarged into an unnamed tributary of Bee Creek Tributary "A" located along the east side of the Athletic Complex. This secondary drainage pathway will then transport the stormwater to Bee Creek Tributary "A " and then to Carter Creek. The unnamed tributary of Bee Creek Tributary "A " is currently being improved under the "Flood Safe" program . DRAINAGE DESIGN CRITERIA Development Criteria Reference and Constraints No pr ior reports or investigations were reviewed for this site. Since no other reports were reviewed , this report looks at the impact the proposed structure will have on the primary and secondary drainage-ways. The existing site where the proposed building will be constructed is currently a grassy 1 The existing site where the proposed building will be constructed is currently a grassy lawn. At present, runoff from this location naturally flows over the grass lawns and is discharged into the secondary drainage-way . After completion of the building, the runoff from the building will follow the same pre-developed drainage path . HYDROLOGICAL CRITERIA Design Rainfall and Intensity The design rainfall and intensity for the proposed structure was taken in accordance with Figure 111-1 of the Policy. The following table shows the design rainfalls and intensity used in runoff calculations : TABLE 1 DESIGN RAINFALL Storm Return lntensi~y Period (inches/hour) (years) 2 5.9 5 7 .2 10 8.1 25 9 .3 50 10.5 100 11.0 Runoff Calculation Method The entire drainage area for the secondary drainage system above the discharge point is approximately 25.0 acres (refer to Attachment #1 ). Of this area, 9.9 acres represents impervious areas (i .e. pavement, buildings, concrete, etc.) and the remaining 15.1 acres is made up of pervious areas (primarily lawns and grassy areas). The new building will contribute 0.11 acres to the existing impervious area within the drainage boundary. Runoff for this area was calculated based on the "Rational Formula." Runoff coefficients and time of concentration were determined for the existing and proposed conditions. The weighted runoff coefficients for pre-development and post- development were determined to be 0.568 and 0 .570, respectively. The time of concentration was determined to be 11.5 minutes under both development conditions. 2 Hydraulic Criteria Calculations show that the development of this site will have no detrimental effects on the downstream drainage-ways or structures (refer to Attachment #3 -Drainage Calculations). Table 2 summarize the drainage calculations and illustrates the effect of constructing the Teen Center. TABLE 2 EFFECTS OF DEVELOPMENT Storm Period Pre-Runoff Post-Runoff Percent Change (Yr) (cfs) (cfs) (%) 2 84.2 84.6 0.43 5 102.7 103.2 0.43 10 115.5 116.0 0.43 25 132.0 132.6 0.43 50 149.3 149.9 0.43 100 155.8 156.5 0.43 CONCLUSION No drainage/detention facilities will be required due to the construction of the proposed building . From the information that is presented in this report, we have shown that the development of this site will have an insignificant impact on the downstream primary and secondary drainage systems. 3 FIRE FLOW ANALYSIS PROPOSED IMPROVEMENTS The proposed Teen Center will be supplied with water from an existing 6"0 AC water line that is located approximately 350 feet west of the building site . The existing water line will be tapped and a new water main will be constructed to the building site. FIRE FLOW REQUIREMENTS The required fire flow was determined using the City's fire flow equation : where: F = 18(C)(A)0·5 F = Required Flow (g .p.m.) C = Coefficient related to type of construction A= Building Area (square feet) Construction Type Coefficient Based on information provided by the Architect, wood frame construction will be used for the proposed building. The coefficient for this type of construction is 1.5. Building Area The proposed footprint of the building will be approximately 4 ,019 square feet with an additional 7 45 square feet designated for future expansion. Therefore , the total square footage used for calculations is 4 ,764 s .f . Fire Flow Required Based on the above information and rounding the required flow to the nearest 250 g.p.m., the initial fire flow required is 2,000 g.p .m. (refer to Attachment #4 -Required Fire Flow Calculations) Flow Rate Factors The required flow rate can be reduced or increased depending on occupancy types . The occupancies of the proposed · building are considered a low fire hazard risk and the building will not be equipped with a fire sprinkler system . Therefore, the initial fire flow required may be reduced by 25%. Exposure Protection Fire risk increases with the location of existing and proposed structures that will be located near the proposed building . Attachment #4 shows the separation distances for all sides 4 of the proposed building. The required fire flow will be increased by 30% due to the buildings separation distances . Final Fire Flow Required Based on the above information, the final fire flow required for the new Teen Center will be 1,750 g .p.m. COMPUTER MODELING A portion of the water distribution system was entered into "Cybernet", a computer modeling program. Refer to Attachment #5 -Cybernet Model for the layout of the water distribution system . The system was first calibrated based on the fire flow data provided by the City of College Station Public Utilities Department. Attachment #6 -Calibration Data shows the flow test report provided by the City and the results of the calibration run . DESIGN As stated previously, the new water main will connect to the existing 611 0 AC water line that is located in the Athletic Complex. A 6 11 0 line was initially selected to be installed to the new building. A quick calculation of the water velocity in the proposed 6 11 0 line shows that the velocity would be around 20 f.p.s., which is not acceptable. Therefore , an 811 0 line was then selected and a simulation was ran using the calibrated computer model. The results of this simulation are found in Attachment #7 -Design Calculations. Note that the velocities within the proposed 8"0 line will be around 11 f.p.s . and that the lowest pressure (52.39 p.s.i.) is at the fire hydrant that will be located in front of the proposed structure . Once the line size was known, a fire flow analysis was conducted to determine the maximum fire flow capabilities of the new fire hydrant. With an upper limit of 2,000 g .p.m . set during the fire flow analysis , the new fire hydrant will be capable of producing 2 ,000 g .p.m. with a residual pressure of 52.44 p.s.i. at Junction Node 2, the location of the connection of the new line to the existing water line . Refer to Attachment #8 -Fire Flow Calculation for the fire flow calculations . CONCLUSION The new water line that will serve the new Teen Center will be an 8"0 AWWA C900 CL 200 water line with the associated appurtenances. A new fire hydrant will be installed at the end of the line to provide fire protection to the new building . This line will also serve as the domestic and irrigation supply for the building . 5 ATTACHMENT #1 GENERAL LOCATION/DRAINAGE MAP ATTACHMENT #2 FIRM Map COPIED FROM Nu FIRM MAP MBER48 EFFECTIVE DA 041C0182 C TE: JUL y 2, 1992 ATIACHMENT#2 FIRM MAP 409-694-2 123 eg~!'.ation, Texas 77842 409-694-3694 ATTACHMENT #3 DRAINAGE CALCULATIONS RATIONAL DRAINAGE CALCULATIONS Project: City of College Station Teen Center ABEi No.: 1002001 Flow Type Before Development Area Runoff Coefficien . (acres) Imperviou s 9.90 0.90 Lawn and short grass 15.10 0.35 Total : 25.00 0 .568 !Time of Concentration I 11.5 min. Storm Period BRAZOS COUNTY b d e (Year) 2 65 8.0 0.806 5 76 8.5 0.785 10 80 8.5 0.763 25 89 8.5 0 .754 50 98 8.5 0.745 100 96 8.0 0.730 Before After Runoff#1 Runoff #1 (cfs) (cfs) 84.2 84 .6 102.7 103.2 115.5 116.0 132.0 132.6 149.3 149.9 155.8 156.5 Date : Nov . 1998 By : JDB After Development Area Runoff Coefficien . (acres) 10.01 0.90 14.99 0.35 25.00 0.570 lntensitv (in/hr) 5 .9 7.2 8.1 9.3 10.5 11 .0 % Delta 0.43 0.43 0.43 0.43 0.43 0.43 ATTACHMENT #4 REQUIRED FIRE FLOW CALCULATIONS CITY OF COLLEGE STATION, TEXAS TEEN CENTER PROJECT FIRE FLOW REQUIREMENTS November 1998 Building Size: 4.764 s.f. (includes future expansion) Formula for calculating required flow: Therefore; F = 18(C)(A)0 ·5 where: F = Required Flow (g.p.m.) C = Coefficient related to type of construction (Wood Frame Construction) A = Building Area c A Required Flow (sf) (g.p.m.) 1.5 4,764 1,864 Round to nearest 250 g.p.m., therefore; Rounded Flow Required: 1,750 g.p.m. Flow Rate Factors: Factor Increase/ Decrease Occupancy Reduction: -25%> Automatic Sprinkler Reduction: NA Total Reduction: -25%> Adjusted Flow Required: Adjusted Flow Required: 1,313 g.p.m. Separation Factors: Side of Description Distance Increase Building North Parking Lot 35'± 15°/c, East No structures are within 101 '. 101'+ 5% South Property Line 35'± 15°/c, West No structures are within 101 '. 101'+ 501o TOTAL: 40% Total increase due to separation distances: 1,837 g.p.m. Round to nearest 250 g.p.m.; therefore, required fire flow for the new fire hydrant is: REQUIRED FIRE FLOW =1.750 g.p.m. ATTACHMENT #5 CYBERNET MODEL '· \. ' \ \ ' "' Trtle: 1002001 -Teen Center c :\.. \cytw\projects\1002001-teen center. wed 1 1123196 08:46:51 AM © Haestad Methods, Inc. Scenario: Base .,,.'''' .... i / )(•tl l x"'' :ic:"'' ,/•• • ' I Ash & Browne Engineering, Inc. 37 Brookside Road Waterbury, CT 06708 USA Hll i 'f' • ',~I ·· .f xn•, D lllf x ...... ·,,r ~ )CI )t"'' -~/ I x"'·' "'' ~ . ) / P r oject Engineer: J . Dale Browne, ..Jr .. P .E . Cybernet v3.1 [071b) (203) 7'35-1666 Page 1 of 1 ATTACHMENT #6 CALIBRATION DATA Q-Od- Flow Test Report Date I: ~5 A.M-@:> --------- Test made by: JB f\f Ptno ·wsb ~ Location : Rach \), tA0 \ r ~ e. R~.j n So~ LuOo~ Yp.s 1 /. Purpose of test: _..f---'-\o'"'--w"""· '---~----=~=;\-....:...__ ______________ _ Representative: C ;+'/ D \ C .S . Wimess : ~~~~~~~\~e=~~$?='<\-'-'-----------~------- Flow hydrant number: Q-0 ~ Nozzle size : cl . 50 Pitot reading: _lo...._Q......_. ____ G .P.M . : lOYO Static hydrant number : Q ~ 0 <B ' Static: Bl.\ .· P.S.I. Residual : 80 P.S.I. Remar1c.s: -----------------------~ .. . . :·-·; ·.· . .lif '.~':·I'. ' • '1f~: .'· . . ·i: Analysis Results Scenario: Node 6 -1,040 gpm Demand Steady State Analysis Title: Project Engineer: Project Date: Comments : 1002001 -Teen Center J. Dale Browne, Jr., P .E. 11111196 Pressure Information : Flow Fire Hydrant: Q-02 Flow Rate: 1 ,040 g.p.m. Pressure Hydrant: Q-06 static: 84 psi Residual : 80 psi Scenario Summary Label Demand Alternative Physical Alternative Initial Settings Alternative Operational Alternative Aae Alternative Constituent Alternative Trace Alternative Node 5 -1,040 gpm Demand Demand-1 ,040 gpm Demand at Node 5 Base-Physical Fire Flow Alternative Liquid Characteristics Liquid Kinematic Viscosty Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: Base-Initial Settings Base-Operational Base-A{Je Alternative Base-Constituent Base-Trace Alternative Base-Fire Flow Water at 20C(68F) 0 .1 OBe-4 ft21s 13 2 9 2 0 -One Point (Design Point): 0 -Standard (3 Point): -Standard Extended: -Custom Extended: -Muliple Point: Pipe Inventory Total Length 6in 24in Label Constituent (mg/I) J-1 NIA J-2 NIA J-3 NIA J-4 NIA 2 0 0 0 3 ,824.00 ft 2 ,488.00 ft 684.00 ft Junctions @ 0.00 hr Calculated Pressure Demand Hydraulic (psQ (Calculated) Grade (gpm) (ft) 495.10 78.74 0 .00 488.49 77.18 0 .00 488.49 77.18 0 .00 474.99 73.08 0 .00 Title: 1CXl2CXl1 -Teen Center Specific Gravity Number of Tanks -Constant Area : -Variable Area: Number of Valves -FCVs: -PBVs: -PRVs: -PSVs: -TCVs: Number of Spot Elevations 30in 48in Pressure Head (ft) 182.10 178.49 178.49 168.99 c :\. .. \cytw\projects\1 CXl2CXl1-teen center.wed Ash & Browne Engln-ring, Inc. 0 0 0 0 0 0 0 0 0 0 1 .00 650.00 ft 2.00 ft Project Engineer: J . Dale Browne, Jr., P .E. Cybernet v3.1 (071 b] 11 /11198 03:07:57 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06706 USA (203) 755-1666 Page 1 of 2 Analysis Results Scenario: Node 6 -1,040 gpm Demand Steady State Analysis Label Constituent (mg/I) J-5 NIA J-6 NIA J-7 NIA J-8 NIA J-10 NIA Junctions @ 0.00 hr Calculated Pressure Hydraulic (psi) Grade (ft) 470.87 68.70 495.10 80.91 495.10 80.04 495.10 80.04 495.10-80.41 Demand (Calculated) (gpm) 1 ,040.00 0 .00 0 .00 0 .00 0:00- Reservoirs @ 0.00 hr Label Constituent Calculated Reservoir Reservoir (mg/I) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-1 NIA 310.50 NIA 631 .34 R-2 NIA 310.00 NIA 408.66 Pressure Head (ft) 158.87 187.10 185.10 185.10 186.10 Pipes @ 0 .00 hr Label Status Constituent Flow Velocity From To (mg/I) (gpm) (ft/s) Grade Grade (ft) (ft) P-1 Open NIA 518.91 5 .89 495.10 488.49 P-2 Open NIA 0 .00 0 .00 488.49 488.49 P-3 Open NIA 518.91 5 .89 488.49 474.99 P-4 Open NIA 1 ,040.00 11 .80 474.99 470.87 P-5 Open NIA -521.09 5 .91 474.99 495.10 P-6 Open NIA -631 .34 0 .29 495.10 495.10 P-8 Open NIA -631 .34 0 .29 495.10 495.10 P-9 Open NIA -631 .34 0 .11 310.50 310.50 P-10 Open NIA -408.66 0 .29 495.10 495.10 P-12 Open NIA -408.66 0 .29 495.10 495.10 P-13 Open NIA -408.66 0.07 310.00 310.00 P-16 Open NIA -110.25 0 .06 495.10 495.10 P-17 Open NIA -110.25 0 .00 495.10 495.10 Pumps @ 0.00 hr /o ic Friction M inor Loss Loss (ft) (ft) 6 .61 0 .00 0 .00 0 .00 13.49 0 .00 4 .13 0 .00 20.10 0 .00 0 .17e-2 0 .00 0 .52e-3 0 .00 0 .00 0 .00 0 .23e-2 0 .00 0 .58e-3 0 .00 0 .00 0 .00 0 .73e-3 0 .00 0 .24e-3 0 .00 Label Status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (gpm) (ft) Speed Power (ft) (ft) (Hp) PMP-1 On NIA 310.50 495.10 631 .34 184.60 1 .00 29.42 PMP-:< On NIA 310.00 495.10 408.66 185.10 1.00 19.10 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 6 .61 19.33 0 .00 0 .00 13.49 19.33 4 .13 69.95 20.10 19.48 0 .17e-2 O.Q1 0 .52e-3 O.Q1 0 .00 0 .00 0 .23e-2 0.02 0 .58e-3 0 .02 0 .00 0 .00 0 .73e-3 0 .14e-2 0 .24e-3 0 .52e-3 Trtle : 1C02C01 -Teen Center Project Engineer : J . Dale Browne, Jr., P.E. c :\ .. \cytw\projects \1C02C01-teen center.wed Ash & Browne Engineering, Inc. Cybernet v3.1 (071 b) 11111198 03:0 7:57 PM © Haestad Methods, Inc. 3 7 Brookside Road Waterbury, CT 00700 USA (203) 755-1666 Page 2 of 2 ATIACHMENT #7 DESIGN CALCULATIONS Analysis Results Scenario: 8" Pipe Installed Steady State Analysis Title: Project Engineer: Project Date: Comments: 1002001 -Teen Center J . Dale Browne, Jr., P.E. 11/11198 Pressure Information : Flow Fire Hydrant: Q-02 Flow Rate: 1 ,040 g.p.m Pressure Hydrant: Q-06 Static: 84 psi Residual: 80 psi Scenario Summary Label 8" Pipe Installed Demand Alernative Physical Alernative Initial Settings Alernative Operational Alernative Age Alernative Constituent Alernative Trace Alernative Demand-Node 3 - 1 , 7fAJ gpm Demand New8" Pipe Fire Flow Alernative Liquid Characteristics Liquid Kinematic Viscosity Network Inventory Number of Pipes Number of Reservoirs Number of Junctions Number of Pumps -Constant Power: Base-Initial Settings Base-Operational Base-Age Alernative Base-Constituent Base-Trace Alernative Base-Fire Flow Water at 20C(68F) 0 .108&-4 ft'/s 13 2 9 2 0 -One Point (Design Point): 0 -Standard (3 Point): -Standard Extended: -Custom Extended: -Muliple Point: Pipe Inventory Total Length 6in Bin 24in Label Constituent (mg/I) J-1 N/A 2 0 0 0 3,824.00 ft 2 ,131 .00 ft 357.00 ft 684.00 ft Junctions @ 0.00 hr Calculated Pressure Demand Hydraulic (psi) (Calculated) Grade (gpm) (ft) 480.16 72.'2!3 0 .00 Specific Gravity Number of Tanks -Constant Area : -Variable Area : Number of Valves -FCVs: -PBVs: -PRVs: -PSVs: -TCVs: Number of Spot Elevations 30in 48in Pressure Head (ft) 167.16 0 0 0 0 0 0 0 0 0 0 J-2 N/A 447.26 59.36 0 .00 137.26 /Ok-/111f-/1;111JrVl J-3 N/A 431 .15 ~ 1,7f:AJ.OO 121 .15 Trtle : 1002:)'.)1 -Teen Center c :\progra-1\haestad\cytw\projects\1002'.X>-1 . wed 11/16196 03:14:33 PM © Haestad Methods, Inc. Ash & Browne Engineering, Inc. 37 Brookside Road Waterbury, CT 06708 USA 1 .00 650.00 ft 2.00 ft P~1E:'.S:S l,)(Z,~ > 2fJ f~l . Project Engineer: J . Dale Browne, Jr., P .E . Cybernet v3.1 [071 b] (203) 756-1666 Page 1 of2 Analysis Results Scenario: 8" Pipe Installed Steady State Analysis Label Constituent (mg/I) J-4 NIA J-5 NIA J-6 N/A J-7 NIA J-8 NIA J-10 NIA Junctions @ 0.00 hr Calculated Pressure Hydraulic (psi) Grade (ft) 460.55 66.83 460.55 64.24 480.18 74.46 480.19 73.59 480.17 73.59 480.18 74.02 Demand (Calculated) (gpm) 0 .00 0 .00 0 .00 0.00 0.00 0 .00 Reservoirs @ 0.00 hr Label Constituent Calculated Reservoir Reservoir (mg/I) Hydraulic Inflow Outflow Grade (gpm) (gpm) (ft) R-1 N/A 310.50 N/A 1,054.48 R-2 N/A 310.00 N/A 695.52 Pressure Head (ft) 154.55 148.55 172.18 170.19 170.17 171.18 Pipes @ 0.00 hr Label status Constituent Flow Velocity From To (mg/I) (gpm) (ft/s) Grade Grade (ft) (ft) P-1 Open NIA 1,235.47 14.02 480.16 447.26 P-2 Open NIA 1,750.00 11.17 447.26 431 .15 P-3 Open NIA -514.53 5.84 447.26 460.55 P-4 Open N/A 0 .00 0 .00 460.55 460.55 P-5 Open N/A -514.53 5.84 460.55 480.18 P-6 Open NIA -1,054.48 0 .48 480.18 480.19 P-8 Open NIA -1,054.48 0 .48 480.19 480.19 P-9 Open NIA -1 ,054.48 0 .19 310.50 310.50 P-10 Open NIA -695.52 0 .49 480.16 480.17 P-12 Open NIA -695.52 0.49 480.17 480.17 P-13 Open NIA -695.52 0.12 310.00 310.00 P-1 6 Open N/A -539.95 0.38 480.16 480.18 P-17 Open NIA -539.95 0 .25 480.18 480.18 Pumps @ 0.00 hr Friction Minor Loss Loss (ft) (ft) 32.90 0 .00 16.11 0.00 13.28 0 .00 0 .00 0 .00 19.64 0 .00 0.450-2 0 .00 0.13e-2 0 .00 0 .00 0 .00 0.01 0 .00 0 .16e-2 0.00 0 .00 0 .00 0 .01 0 .00 0.450-2 0.00 Label status Constituent From To Flow Head Relative Useful (mg/I) Grade Grade (ft) (ft) PMP-1 On NIA 310.50 480.19 PMP-:; On N/A 310.00 480.17 Title: 1002001 -Teen Center c :\progra-1\haestad\cytw\projects\1002X>-1 .wcd (gpm) (ft) Speed Power (Hp) 1,054.48 169.69 1 .00 45.18 695.52 170.17 1 .00 29.88 Ash & Browne Engineering, Inc. Total Head loss (ft) 32.90 16.11 13.28 0 .00 19.64 0 .450-2 0 .13e-2 0 .00 0 .01 0 .16e-2 0 .00 0 .01 0 .450-2 Headloss Gradient (ft/1 OOOft) 96.20 45.13 ./ () /L- 19.03 0 .00 19.03 0 .03 0 .03 0 .00 0 .04 0.04 0 .00 0 .03 O.Q1 Project Engineer: J . Dale Browne, Jr., P.E. Cybernet \13.1 [071 b] 11116198 03: 1 4 :33 PM @ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 of 2 ATTACHMENT #8 FIRE FLOW CALCULATIONS Node Needed Total Satisfies Label Fire Flow Needed Fire Flow (gpm) Flow Constraints (gpm) J-1 750.00 750.00 true J-2 750.00 750.00 true J-3 750.00 750.00 true J-4 750.00 750.00 true J-0 750.00 750.00 true J-6 750.00 750.00 true J-7 750.00 750.00 true J-8 750.00 750.00 true J-10 750.00 750.00 true Tiiie: 1 CXX2(X)1 • Teen Center c :\. .. lcytw\projects\1 CXX2(X)1-teen center.wed 11/19198 11 :07:19AM Available Residual Calculated Fire Pressure Residual Flow (psi) Pressure (gpm) (psi) 2 ,000.00 20.00 69.34 2 ,000.00 20.00 52.44 2,000.00 20.00 43.52 2 ,000.00 20.00 43.25 2,000.00 20.00 34.67 2,000.00 20.00 71 .52 2 ,000.00 20.00 70.66 2,000.00 20.00 70.64 2,000.00 20.00 71 .08 Scenario: Fire Flow Fire Flow Analysis Fire Flow Report Mini1T1Jm Zone Calculated Pressure Mini1T1Jm Zone (psi) Pressure (psi) 20.00 69.79 20.00 52.44 20.00 52.44 20.00 40.65 20.00 43.25 20.00 69.37 20.00 69.38 20.00 69.35 20.00 69.37 Ash & Browne Engineering, Inc. MinilTIJm Mini1T1Jm System Zone Pressure Junction (psi) J-0 20.00 J-3 20.00 J-2 20.00 J-0 20.00 J-4 20.00 J-1 20.00 J-1 20.00 J-1 20.00 J-1 20.00 ® Haestad l\i1ethods , Inc. 37 Brookside ROad Waterbury, CT 06~ USA (203) 75&1066 Calculated Mini1T1Jm Mini1T1Jm System System Pressure Junction (psi) 69.79 J-0 52.44 J-3 52.44 J-2 40.65 J-0 43.25 J-4 69.37 J-1 69.38 J-1 69.35 J-1 69.37 J-1 Project Engineer : J . Dale Browne, Jr., P.E. Cybernet v3.1 (071 b) Page 1of1 ASH lit BROWNE ENGINEERING, INC. November 23 , 1998 Veronica Morgan , P.E. Assistant City Engineer City of College Station P.O. Box 9960 Eni;neers and Consultants P.O. Box 10838, College Station, Texas 77842 409-694-2123 Fax: 409-694-3694 College Station , Texas 77842 Re .: Teen Center Water Line Improvements ABEi No. 1002001 Dear Ms. Morgan: Please find attached a copy of the design report and water line drawings for the above referenced project for your review and approval. The design report includes information regarding the drainage from the site, how the increase drainage will impact existing drainage structures , and water line design calculations. Please let me know when the water line drawing is approved . At that time , I send you a sealed copy of the drawing on film for your approval stamp. If you have any questions or need any additional information , please call. Sincerely, ASH & BROWNE ENGINEERING , INC. Attachments cc: C ity of College Station , Rick Ploeger C:\Office\Projects\1002 ·City of College Sllltion\001 • Te«1 Center'Lellers\COCS ·Letter • Morgan1 .wpd