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HomeMy WebLinkAboutWater Design ReportWATER DESIGN REPORT Lot 3B, Block 1 Gateway Subdivision Phase 3 Panera Bread Development Richard Carter Survey, A -8 College Station, Brazos County, Texas May, 2011 4 0 1 • * • • ALFRED A. PAINE .o• 97221 V • �` � •I a Q. 0 5/25/Z01/ PREPARED BY: Kling Engineering & Surveying 4101 Texas Ave., Suite A Bryan, Texas 77802 (979) 846 -6212 TBPE Firm #F -776 Table 1 WATER DESIGN REPORT Lot 3B, Block 1 Gateway Subdivision Phase 3 Panera Bread Development May 25, 2011 PURPOSE: The purpose of this report is to analyze the existing and proposed improvements to the public waterline system service Lot 3B, Block 1 of Gateway Subdivision Phase 3. This report will document proposed public facilities and the existingwaterline's adequacy to serve the proposed improvements under average, peak, and fire flow demands. 2 sf The proposed restaurant will be a single story building with a G.S.F. of fire flow coverage design iseaccomplished with the associated parking and utilities. The proposed utilizing two existing fire hydrants located 1) on the adjacent commercial driveway near the property lot line, south of the City Bank site and 2) on the subdivision entrance driveway (called N. Forest Drive). For existing fire hydrant locations, refer to Appendix 2 Fire Coverage exhibit. SERVICE AREA: The service area is defined by the location of the proposed development. The site is located along the north side of University Drive (FM 60) adjacent to the City Bank development. Refer to Appendix 1 for general location map. WATER DISTRIBUTION DESIGN CRITERIA: Currently, the site is able to be served by an existing 12" waterline within the University Drive right of way. In accordance with the City of College Station's Waterline Master Plan and as required by the City, a 6" waterline will be extended from the existing 12" line in University Drive right of way, across the site and connected to an existing 3" waterline serving Gateway Subdivision Phase 4. Refer to Appendix 3 City of College Station Waterline Masterplan Excerpt. The Gateway Phase 4 - 3" waterline is charged by an 8" line which connects to the 12" line in Forest Drive (private driveway). This 12" line connects to the 12" line in University Drive right of way. The following table summarizes the initial conducted tedi conditions (Fixed Grade Nodes — FGN) of the University Drive 12" line based on a flow test ond FIXED GRADE NODE R -1 R -2 LOCATION University Drive - 12" Line University Drive - 12" Line NODE PRESSURE ELEV. (ft) (psi) 283.14 104 283.14 1 104 HYDRAULIC GRADE LINE ELEVATION (ft) 523.38 523.38 No major improvements have been made to this section of the water system since this information was obtained. The peak hourly water demand of 60 gpm was assumed based on comparable sized restaurant uses. Average water demand was determined by dividing the peak demand by the peaking factor of 4 to yield 15 gpm. The building will be incorporate an automatic fire sprinkler system. An assumed fire sprinkler demand of 250 gpm was used for the analysis. Fire hydrant flows were calculated in compliance with the 2009 International Fire Code (IFC). An assumed building Type V -B, as referenced in the 2009 IFC Appendix B, Table B105.1, was used for the fire hydrant flow design requirements. Using the IFC Appendix B "Fire Flow Requirements for Buildings ", the fire hydrant flow for the building is determined to be 875 gpm after a reduction in the fire flow for buildings with an ss automatic fire sprinkler system. According to the The IFC Appendix "Fire Hydrant Locations & than 1,500 gpm, therefore 1,500 gpm was used. pP endix C Distribution, Table C105.1 specifies a minimum of the building n are such that no part City of College Station Fire Code, hydrants serving area of the structure is greater than 300' from a hydrant. An additional 150' arc for coverage is allowed by Chapter 6, Section 1.B(1) of the City of College Station Code of Ordinances. Four existing hydrants are available to the site with two being included in the analysis. Additionally, the B /CS Unified Design Guidelines for Water indicate that commercial areas fie re gpm for fire flows split between two adjacent fire hydrants within 600 feet of each hydrant locations, which are depicted on the attached Fire Coverage exhibit in Appendix 2, meet the abovementioned spacing and distribution requirements. The existing hydrant nearest the property lot line is designated as HYD -1. The existing hydrant on North Forest Drive is designated as HYD -2. WATER DISTRIBUTION ANALYSIS & DESIGN: The proposed waterline design includes the connection of a 6" waterline from the 12" University Drive waterline to the 3" Gateway Phase 4 waterline. A 2" domestic service water service line and a 4" fire sprinkler line will be tapped into the proposed 6" public water line. The analysis and design as represented in this report were conducted using the computer program WaterCAD version 8i by Bentley Systems Inc. The waterline system demand scenarios were created by combining the various demand alternatives with the existing and proposed system configuration. The demand alternatives used are summarized in the following table. Refer to Appendix 4 and 7 for system configuration and waterline plans. Demand Scenario Ave Daily Peak Hourly Fire Flow 1 Fire Flow 2 Fire Flow 3 J -1 I I Node Flow (gpm) Node Flow (gpm) J -1 15 J -1 60 J -1 J -1 310 310 310 J -5 0 J -5 0 J -5 Node Flow (gpm) J -6 0 J -6 0 0 I J -6 1500 J -5 1500 J 0 J -5 1250 J -6 1250 Table 2 Demand Scenario Summaries: Average Daily & Peak Hourly are for the proposed building only placed at the connection point to the proposed 6" public line. Fire Flow 1 is the required fire hydrant flow (1500 gpm) placed at Hydrant 1 location with the building peak and sprinkler system demands. Fire Flow 2 is the required fire hydrant flow placed at Hydrant 2 location with the building peak and sprinkler system demands. Fire Flow 3 is the Commercial Development design guideline (2500 gpm divided between two hydrants) with the building peak and sprinkler system demands. DISCUSSION OF RESULTS: A complete summary list for both junctions and pipes can be found in Appendix 4. Demand Scenario Ave Daily Peak Hourly Fire Flow 1 Fire Flow 2 Fire Flow 3 Minimum Pressure si 102.6 102.6 102.6 102.1 102.3 @ Node J -5 J -5 J -5 J -5 J -5 Maximum Velocity fs In Line 0.6 P -2 0.2 P-2 3.2 P-2 4.2 1 P -7 3.6 1 P-7 Table 3 Listed above are the minimum pressures and maximum velocities for each of the five demand scenarios. In all scenarios, the minimum pressure is well above the required minimum of 20 psi. The maximum velocities are also well below the maximum allowable of 12 fps. CONCLUSIONS: Lot 3B, Block 1, Gateway Subdivision Phase 3 is proposed to be developed as a Panera Bread restaurant. A public 6" waterline will be constructed in accordance with City of College Station Waterline Masterplan. The new line will cross the site and complete a loop between the Gateway Phase 4 development and the 12" waterline in University Drive right -of -way. As indicated by the analysis results, the proposed 6" waterline and the existing 12" waterlines are adequate to meet the demands of the Panera Bread restaurant development. APPENDIX 1 GENERAL LOCATION VICINITY MAP NOT TO SCALE APPENDIX 2 FIRE COVERAGE EXHIBIT HALand Projects R2\University Drive—Lincoln—Spring Loop\dwg\The Gateway Phase Three\Panera Bread\Engineering\Fire Hydrant Exhibit.dwg 4/14/2011 9:42:12 AM CDT z 0 5 rn 0 0 z (/) L r f\-4)s 2 cn 5 4s- 0 0 X 11(:)1 11 0 11 11011 oi m co c 0 F z 0 > z 0 G z 2 m -0 3 m 0 CA I 0 000 — > 5 r ,9 00 01 *21 <A xi r71 F 0) 0 0 PRIVATE ACCESS DRIVEWAY (N. FOREST DRIVE) m o > (0 13 s cn -0 M • Co C CO —L 03 Cl) 0 APPENDIX 3 CITY OF COLLEGE STATION WATERLINE MASTERPLAN EXHIBIT APPENDIX 4 WATERLINE MODEL CONFIGURATION & SUMMARY TABLES OF RESULTS Active Scenario: AVERAGE DAILY 3 Bentley Systems, Inc. Haestad Methods Solution Bentley WaterCAD V8i Water line.wtg Center [08.11.00.30] 5 /26/2 5/26/2011 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1- 203 - 755 -1666 3-1 278.00 15 523.38 106.2 J -5 286.23 0 523.38 102.6 3-3 275.48 0 523.38 107.3 J -2 275.48 0 523.38 107.3 3-6 283.39 0 523.38 103.8 J -4 268.53 0 523.38 110.3 Label Waterline.wtg 5/26/2011 Elevation Active Scenario: AVERAGE DAILY Demand Hydraulic Grade ( Pressure (psi) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Bentley WaterCAD V8i [08.11.00.30] Page 1 of 1 Label Waterline.wtg 5/26/2011 Active Scenario: PEAK HOURLY Hydraulic Grade (ft) (gpm) (ft) 523.34 523.38 523.38 523.35 523.38 523.38 Elevation Demand Pressure (psi) 3-1 3-5 J -3 J -2 3-6 3-4 278.00 286.23 275.48 275.48 283.39 268.53 60 0 0 0 0 0 106.1 102.6 107.3 107.2 103.8 110.3 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Bentley WaterCAD V8i [08.11.00.3 Page 1 of 1 J -1 J -5 3-3 J -2 3-6 3-4 Label Active Scenario: PEAK HOURLY +FIRE WITH HYDRANT 1 Waterline.wtg 5/26/2011 Elevation Demand (ft) (gpm) 278.00 310 286.23 0 275.48 0 275.48 0 283.39 1,500 268.53 0 Hydraulic Grade (ft) 522.57 523.38 523.37 522.61 523.08 523.38 Pressure (psi) 105.8 102.6 107.2 106.9 103.7 110.3 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -166 Bentley WaterCAD V8i [08.11.00.30] Page 1 of 1 J -1 J -5 J -3 J -2 J -6 3-4 Label Active Scenario: PEAK HOURLY +FIRE WITH HYDRANT 2 Waterline.wtg 5/26/2011 Elevation Demand (ft) (gpm) 278.00 310 286.23 1,500 275.48 0 275.48 0 283.39 0 268.53 0 Hydraulic Grade (ft) 522.36 522.29 522.29 522,36 523.38 522.29 Pressure (psi) 105.7 102.1 106.8 106.8 103.8 109.8 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Bentley WaterCAD V8i [08.11.00.30] Page 1 of 1 J -1 J -5 3-3 3-2 3-6 3-4 Active Scenario: PEAK HOURLY +FIRE SPLIT BTWN 1 -2 Label Waterline.wtg 5/26/2011 Elevation Demand (ft) (gpm) 278.00 310 286.23 1,250 275.48 0 275.48 0 283.39 1,250 268.53 0 Hydraulic Grade (ft) 522.47 522.59 522.59 522.47 523.17 522.59 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 -755- 1666 Pressure (psi) 105.8 102.3 106.9 106.9 103.7 109.9 Bentley WaterCAD V8i [08.11.00.30] Page 1 of 1 Ti Ln 0 0. 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B104.3 Type IA and Type IB construction. The fire -flow cal- culation area of buildings constructed of Type IA and Type IB construction shall be the area of the three largest successive floors. SECTION B101 GENERAL B101.1 Scope. The procedure for determining fire -flow requirements for buildings or portions of buildings hereafter constructed shall be in accordance with this appendix. This appendix does not apply to structures other than buildings. SECTION B102 DEFINITIONS B102.1 Definitions. For the purpose of this appendix, certain terms are defined as follows: FIRE -FLOW. The flow rate of a water supply, measured at 20 pounds per square inch (psi) (138 kPa) residual pressure, that is available for fire fighting. FIRE -FLOW CALCULATION AREA. The floor area, in square feet (m used to determine the required fire flow. SECTION B103 MODIFICATIONS B103.1 Decreases. The fire chief is authorized to reduce the fire -flow requirements for isolated buildings or a group of buildings in rural areas or small communities where the devel- opment of full fire -flow requirements is impractical. B103.2 Increases. The fire chief is authorized to increase the fire -flow requirements where conditions indicate an unusual susceptibility to group fires or conflagrations. An increase shall not be more than twice that required for the building under consideration. B103.3 Areas without water supply systems. For informa- tion regarding water supplies for fire- fighting purposes in rural and suburban areas in which adequate and reliable water sup- ply systems do not exist, the fire code official is authorized to utilize NFPA 1142 or the International Wildland -Urban Inter- face Code. SECTION B104 FIRE -FLOW CALCULATION AREA B104.1 General. The fire -flow calculation area shall be the total floor area of all floor levels within the exterior walls, and under the horizontal projections of the roof of a building, except as modified in Section B104.3. B104.2 Area separation. Portions of buildings which are sep- arated by fire walls without openings, constructed in accor- dance with the International Building Code, are allowed to be considered as separate fire -flow calculation areas. 2009 INTERNATIONAL FIRE CODE Exception: Fire -flow calculation area for open parking garages shall be determined by the area of the largest floor. SECTION B105 FIRE -FLOW REQUIREMENTS FOR BUILDINGS B105.1 One- and two - family dwellings. The minimum fire -flow and flow duration requirements for one- and two - family dwellings having a fire -flow calculation area that does not exceed 3,600 square feet (344.5 m shall be 1,000 gal- lons per minute (3785.4 L /min) for 1 hour. Fire -flow and flow duration for dwellings having a fire -flow calculation area in excess of 3,600 square feet (344.5m shall not be less than that specified in Table B105.1. Exception: A reduction in required fire -flow of 50 percent, as approved, is allowed when the building is equipped with an approved automatic sprinkler system. B105.2 Buildings other than one- and two - family dwellings. The minimum fire -flow and flow duration for buildings other than one- and two - family dwellings shall be as specified in Table B105.1. Exception: A reduction in required fire -flow of up to 75 percent, as approved, is allowed when the building is pro- vided with an approved automatic sprinkler system installed in accordance with Section 903.3.1.1 or 903.3.1.2. The resulting fire -flow shall not be less than 1,500 gallons per minute (5678 L /min) for the prescribed duration as specified in Table B105.1. ICC SECTION B106 REFERENCED STANDARDS IBC -09 International Building Code B104.2, Table B105.1 B103.3 ICC IWUIC -09 International Wildland- Urban Interface Code NFPA 1142 -07 Standard on Water Supplies for B103.3 Suburban and Rural Fire Fighting i 425 APPENDIX B Type IA and IB Type HA and IIIA 0- 22,700 0- 12,700 22,701- 30,200 30,201- 38,700 38,701- 48,300 48,301- 59,000 59,001- 70,900 70,901- 83,700 83,701- 97,700 97,701- 112,700 112,701- 128,700 128,701- 145,900 145,901 - 164,200 164,201 - 183,400 183,401- 203,700 203,701- 225,200 225,201- 247,700 247,701- 271,200 295,901- Greater 426 FIRE -FLOW CALCULATION AREA (square feet) 12,701 - 17,000 17,001- 21,800 21,801- 24,200 24,201- 33,200 33,201- 39,700 39,701- 47,100 47,101- 54,900 54,901- 63,400 63,401- 72,400 72,401- 82,100 82,101- 92,400 TABLE B105.1 MINIMUM REQUIRED FIRE -FLOW AND FLOW DURATION FOR BUILDINGS 92,401- 103,100 103,101- 114,600 114,601 - 126,700 126,701 - 139,400 139,401 - 152,600 271,201 - 295,900 152,601- 166,500 166,501- Greater Type IV and V - A a 0 -8,200 8,201 - 10,900 5,901 -7,900 10,901- 12,900 12,901- 17,400 17,401- 21,300 21,301- 25,500 25,501- 30,100 Type IIB and IIIB 0 -5,900 7,901 -9,800 9,801 - 12,600 12,601 - 15,400 15,401- 18,400 30,101- 35,200 21,801- 25,900 35,201- 40,600 25,901- 29,300 40,601- 46,400 46,401- 52,500 52,501-59,100 59,101- 66,000 42,701- 47,700 66,001- 73,300 47,701- 53,000 73,301- 81,100 81,101- 89,200 89,201- 97,700 97,701- 106,500 106,501 - 115,800 115,801- 125,500 125,501- 135,500 18,401- 21,800 11,301- 13,400 29,301- 33,500 33,501- 37,900 37,901- 42,700 53,001- 58,600 58,601- 65,400 65,401- 70,600 70,601- 77,000 77,001- 83,700 83,701- 90,600 90,601- 97,900 Type V - B' 0 -3,600 3,601 - 4,800 1,750 4,801 -6,200 6,201 -7,700 7,701 -9,400 2,500 9,401- 11,300 13,401- 15,600 15,601- 18,000 18,001- 20,600 20,601- 23,300 23,301- 26,300 4,250 26,301 - 29,300 29,301- 32,600 32,601- 36,000 36,001- 39,600 39,601- 43,400 43,401- 47,400 47,401- 51,500 51,501- 55,700 55,701- 60,200 135,501 - 145,800 97,901 - 106,800 60,201- 64,800 145,801 - 156,700 106,801- 113,200 64,801- 69,600 For SI: 1 square foot = 0.0929 m 1 gallon per minute = 3.785 L /m, 1 pound per square inch = 6.895 kPa. a. Types of construction are based on the International Building Code. b. Measured at 20 psi residual pressure. FIRE -FLOW (gallons per minute) 1,500 2,000 2,250 2,750 3,000 3,250 3,500 3,750 4,000 4,500 4,750 5,000 5,250 5,500 5,750 6,000 6,250 6,500 6,750 7,000 FLOW DURATION (hours) 156,701 - 167,900 167,901- 179,400 179,401- 191,400 191,401- Greater 113,201 - 121,300 121,301- 129,600 129,601- 138,300 138,301- Greater 69,601- 74,600 74,601- 79,800 79,801- 85,100 85,101- Greater 7,250 7,500 7,750 8,000 2 3 4 2009 INTERNATIONAL FIRE CODE® --- -- - - -- • ••-- .-•.. • •..�.v . eviv wr r IRE fl T UKHIV I FIRE -FLOW REQUIREMENT M MINIMUM NUMBER B AVERAGE SPACING M MAXIMUM DISTANCE FROM 1,750 or less 1 1 5 500 2 250 2,000 -2,250 2 2 4 450 2 225 2,500 3 3 4 450 2 225 3,000 3 3 4 400 2 225 3,500 -4,000 4 4 3 350 2 210 4,500 -5,000 5 5 3 300 1 180 5,500 6 6 3 300 1 180 6,000 6 6 2 250 150 6,500 -7,000 7 7 2 250 1 150 7,500 or more 8 8 or more' 2 200 120 For SI 1 4',,,-.. — 304 8 The provisions contained in this appendix are not mandatory SECTION C101 GENERAL C101.1 Scope. Fire hydrants shall be provided in accordance with this appendix for the protection of buildings, or portions of buildings, hereafter constructed. SECTION C102 LOCATION C102.1 Fire hydrant locations. Fire hydrants shall be pro- vided along required fire apparatus access roads and adjacent public streets. SECTION C103 NUMBER OF FIRE HYDRANTS C103.1 Fire hydrants available. The minimum number of fire hydrants available to a building shall not be less than that listed in Table C105.1. The number of fire hydrants available to a complex or subdivision shall not be less than that determined by spacing requirements listed in Table C105.1 when applied to fire apparatus access roads and perimeter public streets from which fire operations could be conducted. 2009 INTERNATIONAL FIRE CODE APPENDIX C FIRE HYDRANT LOCATIONS AND DISTRIBUTION TABLE C105.1 unless specifically referenced in the adopting ordinance. SECTION C104 CONSIDERATION OF EXISTING FIRE HYDRANTS C104.1 Existing fire hydrants. Existing fire hydrants on pub- lic streets are allowed to be considered as available. Existing fire hydrants on adjacent properties shall not be considered available unless fire apparatus access roads extend between properties and easements are established to prevent obstruction of such roads. SECTION C105 DISTRIBUTION OF FIRE HYDRANTS C105.1 Hydrant spacing. The average spacing between fire hydrants shall not exceed that listed in Table C105.1. Exception: The fire chief is authorized to accept a defi- ciency of up to 10 percent where existing fire hydrants pro- vide all or a portion of the required fire hydrant service. Regardless of the average spacing, fire hydrants shall be located such that all points on streets and access roads adjacent to a building are within the distances listed in Table C105.1. . mm 1 ga llon per minute = 3.78 L /m. a. Reduce by 100 feet for dead -end streets or roads. b. Where streets are provided with median dividers which cannot be crossed by fire fighters pulling hose lines, or where arterial streets are provided with four or more traffic lanes and have a traffic count of more than 30,000 vehicles per day, hydrant spacing shall average 500 feet on each side of the street and be arranged on an alternating basis up to a fire -flow requirement of 7,000 gallons per minute and 400 feet for higher fire -flow requirements. c. Where new water mains are extended along streets where hydrants are not needed for protection of structures or similar fire problems, fire hydrants shall be pro- vided at spacing not to exceed 1,000 feet to provide for transportation hazards. d. Reduce by 50 feet for dead -end streets or roads. e. One hydrant for each 1,000 gallons per minute or fraction thereof. 427 APPENDIX 6 FLOW REPORT 10/22/2007 15:23 FAX 979 704 3452 COLLEGE STATION P[ B. L!TL, Residual PSI 102 COMMENTS College Station Utilities Reliable, Affordable, Community Owned WATER SERVICES DEPARTMENT P.O. BOX 9960 COLLEGE STATION TEXAS 77842 BUTCH WILLIS, FIELD SERVICES DIVISION PHONE 979 -764 -3435 FAX: 979 - 764 -3452 DATE 22- Oct -07 FAX NUMBER 846 -8252 ATTENTION FRED PAYNE FLOW TEST REPORT Nozzle size 2.5 Location FOREST AND UNIVERSITY Flow Hydrant Number B -030 Pitot Reading 85 GPM 1550 Static Hydrant Number G -050 Static PSI 104 41001 APPENDIX 7 CONSTRUCTION PLANS 173 �Z 0LL NO 5310N 3Nntl3ltlM TM 30O HSnV mrn1SNi 'NOML3W 3AVd-N-03VOOl-S0 - V-SIAM30�OIAV35-M31Y 'S13k31HV S W30 01M3d3N:3f 00 NUMIIOZ/f/SO d mHSI 9OL 3V %09 'SNOLLV0H103d�5 -NOIH'15- IO3i700 C11 - 04 y(�PIMA. �:AS -- i c A=NV Y�i 4 l�^�- � J __ s >� • �Z tdd'W4WO i p�•N� i ep __� Rey :1tl0 03AOMd& :AB NMYSO OZ-1 S r+ %9L'0+- d015'JO SON3WLi O'SONndnoO% S83 •'JN6nl g�� TiLti —03S M M = :SN UY 301/a'35 90n1ONl :SNOLLVTItl15Nl 3OM3SOU31vm 30WJ35 M31VM 'ONLVM te 3H1 d0 .INIOdOW 3Ht 15 51 SON '3dld d0 3NnV3JN3O ONO — ALL dO 9OILVIS .L9 �� 51 ONINOLLtl15 't ....----_—.-- -- y — gyOI P 4 y — :S31ON 3NnuavM /� / W - — WX OLT �N I{W Nd ANI NO 3'd 3NHd Y AI41K !8 639bONYH SYM U311(IbCU eLr' __ _ _____ __ SQd-' hYiY Yl5 TMIN'JR �� A _ _ ___ __ H9T� bXl MiS Y15 IIIOfIWS fl YB.. � _____ __ _ '_� NMag t,. ♦a 3- iL• _ Y00'9 �Z t Ail pp pp on i 3NN. 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