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Home My WebLink AboutFire Flow ReportFire Flow Analysis for The Tradition Subdivision Phase 23 College Station, Texas February 2013 Prepared By. S LLC TBPE Firm Registration No. 12327 2730 Longmire, Suite A College Station, Texas 77845 979.764.3900 ..N. . .....................Mt. JOSEPH P. SCHULTZ ............................. 65889 2 -/5-1 3 " F -12327 SCHULTZ ENGINEEMN6. LLC. General Information Location: The Traditions Subdivision Phase 23 is located at the corner of HSC Parkway & the future Biomedical Way. This report is prepared for the fire flow analysis for Traditions Subdivision Phase 23 Lots 1 & 2 only. General Note: The proposed 12" water line will connect to the proposed 18" City of College station water line along HSC Parkway, and will extend to the end of Biomedical Way. Land Use: BioCorridor Commercial Office & Manufacturing Design Criteria/Analysis Primary Water Supply: Proposed 18" City of College Station water line along HSC Parkway. Existing System Pressure & Flow Info: Pressure and flow data for the proposed 18" City of College Station water line was taken from the Technical Memorandum prepared by Kimley -Horn titled, `BioCorridor College Station Water Main Project Water System Analysis ", provided in Appendix A of this report. Peak hour flow rates were also determined in the same manner as the Technical Memorandum (mentioned above). Lot 1 Commercial Demand: Avg. Population Density: 30 People per Acre Avg. Flow: 50 gpd per Person Peaking Factor: 4 32 gpm for Lot 1 Lot 2 Manufacturing Demand: Avg. Flow: 4,200 gpd per Acre Peaking Factor: 4 145 gpm for Lot 2 Fire Flow: 2,500 gpm for Commercial Subdivision (split between 2 hydrants) Total flow: 2,677 gpm for Traditions Phase 23 Water System Analysis: WaterCad was used to model the proposed water system. Exhibit A shows the layout of the proposed water lines. The proposed 18" & 12" water lines are in accordance with the BCS Water Design Guidelines. This report provides the results of the water system analysis under the peak hourly flow and fire hydrant flow. The lowest pressure in the system, 54.8 psi, is a result of this flow at the proposed fire hydrants. This pressure exceeds the 20 psi minimum pressure requirement. The maximum velocity in all pipes is less than 12 fps for all scenarios. Appendices: Appendix A — Kimley -Horn Technical Memorandum Exhibits: Exhibit A — Water Layout Exhibit B — WaterCad Analysis Summary — Fire Flow Demand Conclusion The proposed public water line meets or exceeds all of the design criteria for the City of College Station. It will provide adequate water pressure and flowrate for fire flow demands of Traditions Phase 23 Lots 1 & 2. Appendix A Kimley -Horn Technical Memorandum MF1 Kimsey -Horn M and Associates, Inc. Technical Memorandum .: ; ° P ��. ..... �.:• To: City Of College Station ••.• �. JOHN R. ATKINS •..+•• From: John R. Atkins, P.6. ,t t ipb 85376 . Date: September 20, 2012 ;f 1:ivailN Subject: BioCorridor College Station Water Mai Projec 1.10 -lit Water System Analysis KHA Project No. 064295011. Purpose The Research Valley BioCorridor is a 3,500 -acre master plan development located at the western edge of Bryan - College Station and is composed of a mix of manufacturing, commercial, office, and research and development land uses. The purpose of this analysis was to identify the size of the water infrastructure required to serve approximately 450 acres of the development located northwest of Raymond Stotzer Parkway, between Harvey Mitchell Parkway and State. Highway 47, within the City of College Station (College Station). This analysis will also analyze the necessity of a water system interconnect between the City of Bryan (Bryan) and College Station. Although the development is located in both Bryan and College Station and relies on both cities infrastructure to serve its demand needs, this report will focus on the required infrastructure to serve the portion of development located within College Station. It was assumed that the Bryan infrastructure will be constructed as proposed in the Research Valley BtoCorridor Concept Master Plan,, dated January 2011. This technical memorandum presents results of the water system analysis for the development. This memorandum is divided into the following sections: • References and Design Criteria • Phasing • Water Line Recommendations • Interconnect Recommendations Conclusion ■ Suite 1800 12700 Park Central Drive Dallas, texas 75251 -1516 =n Kimley -Horn and Associates Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 2 References and Design Criteria References Water distribution mains throughout the development were sized by creating a hydraulic model of the system using InfoWater Suite 8. 1, SP 1 by Innovyze. The following data and references were used for creation of the model: • Fire flow tests performed by College Station Utilities dated April 25, 2012. See Appendix A for printouts of the resulting fire flow tests as well as Exhibit Al for fire flow locations. • Fire flow tests performed by the City of Bryan dated April 30, 2012. See Appendix A for printouts of the resulting fire flow tests as well as Exhibit Al for fire flow locations. • Research Valley BioCorridor Concept Master Plan, dated January 2011, prepared by Broaddus Planning. See Exhibits B1 and B2 for proposed land use and water infrastructure map. • Discussions with City of College Station and City of Bryan staff. Design Criteria Water distribution mains were sized based on design criteria listed in the 2009 Bryan/College Station Unified Design Guidelines for Domestic Water (Unified Design Guidelines) and the Unified Development Ordinance. :Required design criteria for new development includes: Normal (Average Day) Flow Conditions o Provide minimum pressure of 35 pounds per square inch (psi) Fire Flow Conditions o Provide the required fire flow at the most hydraulically remote pairings of 2 adjacent fire hydrants in the system improvement, if applicable, in addition to the peak hourly flow. o Peak Hourly Flow = (Average Daily Flow)(4) o Provide minimum residual pressure of 20 psi ■ TEL 972 770 1300 FAX 972 239 3820 � =FJ Kimley -Horn = and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 3 Velocity shall not exceed 12 feet per second (fps) Flow Calculations Normal (Average Day) Flow Conditions: In January 2011, Broaddus Planning prepared a master development plan for the BioCorridor area. As part of this study, a land use map was created and associated water demands were determined. At this point in the time, the BioCorridor was anticipated to be developed as a mixture of Manufacturing and Mixed Use land uses. Additionally, the Mixed Use land use was anticipated to be composed primarily of commercial and multi- family uses. As the project has moved forward, the land use projections have been revised to better match development projections. As part of this hydraulic analysis, KHA met with the City of College Station and the City of Bryan to gain more insight into how they anticipated this area to be developed. Below is a list of the proposed land use projections for the BioCorridor development as per the City of College Station Planning Department (Reference Exhibit Bi). • Tract 1— Business Park 0 40% Office, 30% Manufacturing, 30% Retail • Tract 2 — Manufacturing • Tract 3 — Office • Tract 4 — Office • Tract 5 — Research & Development 0 40% Office, 30% Multi- Family, 30% Retail • Tract 6 — Manufacturing 0 25% Office, 70% Manufacturing, 5% Storage • Tract 7 — Research & Development 0 40% Office, 30% Multi- Family, 30% Retail • Tract 8 — Commercial 0 30% Office, 30% Retail, 20% Multi - Family, 20% Manufacturing • Tract 9 — Business Park 0 40% Office, 30% Manufacturing, 30% Retail Kimley -Horn and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 4 • Tract 10 — Business Park 0 60% Office, 30% Manufacturing, 10% Retail • Tract 11— Texas A&M • Tract 12 — Institution & Park • Tract 13 — Commercial 0 50% Retail, 50% Office • Tract 14 - Greenbelt After finalizing the land uses for the proposed development, we projected water demands for the development. The Unified Design Guidelines allows for multiple methods of calculating demand for a development. For this analysis, Method 2 — Land Use Determination was used. A breakdown of the normal demands associated with each land use is shown below. • Manufacturing (Assumed Similar to Caliber Manufacturing Facility) • Approximately 4,200 gallons per acre per day • Source: Water Use Data of Caliber Manufacturing Facility • Office 0 30 capita per acre; 50 gallons per capita per day o Source: Unified Design Guidelines • Retail 0 30 capita per acre; 25 gallons per capita per day o Source: Unified Design Guidelines • Multi - Family o Assumed R4 Zoning 0 20 units per acre; 2.67 capita/unit, 100 gallons per capita per day o Source: Unified Design Guidelines, Unified Development Ordinance • Texas A &M o Assumed to be similar to an Office use 0 30 capita per acre; 50 gallons per capita per day o Source: Unified Design Guidelines Kimley -Horn ® and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 5 e Institution & Park (Aggie Field of Honor Cemetery) • Approximately 150 gallons per acre per day • Source: Irrigation Meter Data • Greenbelt (No Assumed Flow) See Table 1: Land Use Demands for proposed demand calculations. Table 1: Land Use Demands Track Na. Lend Use Typo Ana (Acres) Normal Daily Flow LUE's per Aar LUE'a Peaking Factor Peak Hourly Flow m 1 Business Park. 47.20 67.92 7.76 366.32 4.00 271.69 2 Manufacturing 36,20 104.51 15.57 56368 4.00 416.04 3 Office 3.47 3.61 5.62 19.49 4.00 14.46 4 Office 3.54 1 3.69 5,62 1 19.89 4,00 14.75 S 1 Research & Development 9.25 15.59 9.09 1 84.05 4.00 1 62.36 6 Manufacturing 53.40 121.82 12.30 1 857.02 4.00 487.29 7 Research & Oeveiopmenl 2120 39.10 9.09 210.89 4.00 156.41 8 commercial 35.20 62.93 9.64 339.40 4.00 251.72 9 Businesa Park 15.80 22.74 T.76 122.62 4.00 9045 10 Business Park 75.64 116.73 8.32 629.54 490 466.91 11 Teas A 3 M 17.55 1828 5.62 98.60 4,00 7313 12 institution & Park 56.56 5.74 1 0.58 30.96 4.00 22.95 13 commercial 37.63 29.40 4.21 158.55 400 11759 14 Greenbelt 3000 0.00 0.00 0.00 400 0.00 Total )UlUmab) 444.6 612.00 7A2. 3,300.99 4.00 2,448.24 'One LUE is equivalent to 267 gpd Fire Flow Conditions: In addition to analyzing the system during normal flow conditions, the Unified Design Guidelines requires a system to be analyzed during fire flow conditions. Fire flow conditions assume peak hour demands plus a fire flow event at the most hydraulically remote fire hydrant. Per the Unified Design Guidelines, either a fire flow of 2,500 gallons per minute (gpm) for commercial land uses or a fire flow as recommended in the adopted Fire Code should be utilized. Due to the preliminary nature of this master plan and the unknowns associated with the size and type of future buildings, the 2,500 gpm as recommended for commercial uses was utilized. Phasing It is understood that the infrastructure for the Research Valley BioCorridor is anticipated to be constructed in multiple phases. The first phase of the project (Phase 1) is understood to include water line infrastructure improvements as well as the construction of a hydraulic valve and vault which would provide an interconnect between the Bryan and College Station water systems. The hydraulic valve would operate without electronics by utilizing the differential Kimley -Horn and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 6 pressure across the valve to open and close the valve. This would provide College Station additional flexibility to meet extreme demand scenarios throughout the life of the project. The College Station Phase 1 water line infrastructure consists of a water line along HSC Parkway, from Harvey Mitchell Parkway to the proposed interconnect. Bryan's Phase 1 improvements consist of looping their existing system as well as constructing a water line along the proposed HSC Parkway extension, from their existing water system to the proposed interconnect location. The time frame for the construction of the remainder of the infrastructure is unclear; therefore, for the purpose of this analysis, the only other phase analyzed was at build -out (Phase 2). As part of Phase 2, College Station will construct additional infrastructure to loop its system. Reference Exhibit B2 for an overview of the proposed infrastructure improvements. Water Line Recommendations The intent of this analysis was to size the Phase 1 and Phase 2 College Station infrastructure required as well as to determine the necessity and potential size of a hydraulic valve that would provide an interconnect between Bryan and College Station. Several water line sizes were analyzed during three demand scenarios, including a 12 -inch, 16 -inch, and 18- water line along HSC Parkway. The three demand scenarios analyzed during both Phase 1 and Phase 2, as well as the minimum required system pressures, are as follows: • Normal Flow — Maintain a pressure of 35 psi throughout the system • Peak Hour Flow — Maintain a pressure of 35 psi throughout the system • Peak Hour Flow + Fire Flow — Maintain a pressure of 20 psi throughout the system Through an iterative analysis process, the required BioCorridor infrastructure sizes were determined and have been depicted in Exhibit 132. The model results can be found in Appendix C. Initial model results clearly indicated that a proposed 12 -inch water line along HSC Parkway would not be sufficient; therefore, it was not necessary to analyze each scenario with 12 -inch infrastructure. The retraining scenarios were analyzed with both a 16 -inch water line and an 18 -inch water line along HSC Parkway to determine the appropriate sizing. Below is a summary of the results. Normal Flow Conditions During normal flow conditions, system pressures throughout the development are greater than the required 35 psi in both Phase 1 and Phase 2 with a 1.6 -inch water Kimley -Horn r and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 7 line along HSC Parkway and without requiring the interconnect. The pressures ranged from 82 - 88 psi in Phase 1 and from 82 — 97 psi in Phase 2. Peak Hour Flow Conditions During peak flow conditions, system pressures throughout the development are greater than the required 35 psi in both Phase 1 and Phase 2 with a 16 -inch water line along HSC Parkway and without requiring the interconnect. The pressures ranged from 65 — 66 psi in Phase 1 and from 65 — 77 psi in Phase 2. Peak Hour Flow + Fire Flow Conditions The peak hour demand plus fire flow scenario creates the greatest strain on the proposed water system; thus, this scenario drives the infrastructure sizing as well as the necessity for the interconnect. To replicate the worst case scenario, a 2,500 gpm fire flow event was placed at the most hydraulically remote junction. This 2,500 gpm demand was placed on Junction J16 with Phase 1 infrastructure and on Junction J20 with Phase 2 infrastructure. Unlike the previous two scenarios, the peak hour phis fire flow event necessitates the use of an interconnect during Phase 1 to maintain the minimum required pressure of 20 psi regardless of line size along HSC Parkway. Similarly, various line size combinations for the Phase 2 infrastructure were analyzed to determine if the interconnect could be eliminated at build -out. The results indicate that the interconnect will be required through build -out to allow College Station to meet minimum pressure requirements during extreme demand scenarios. The Bryan- College Station interconnect is recommended to be an 8 -inch hydraulic valve. The hydraulic valve and vault configuration will be described in more detail in the following section. With the addition of the interconnect, College Station is able to meet the minimum 20 psi pressure requirement during a fire event with :Phase 1 infrastructure and approximately 1,620 gpm being provided by Bryan. College Station will also be able to meet the minimum 20 psi pressure requirement with Phase 2 infrastructure and approximately 1,560 gpm being provided by Bryan. The resulting minimum pressure with Phase 1 infrastructure occurs at Junction J16 with a pressure of 51.18 psi. The resulting minimum pressure with Phase 2 infrastructure occurs at Junction J20 with a pressure of 42.29 psi The system was also analyzed with only Phase 1 infrastructure to see how it would perform in the event that the hydraulic valve was not operational and all the demand was supplied through the proposed water line along HSC Parkway. 16 -inch and 18 -inch water lines were analyzed. Analysis indicated that during an extreme demand event, a 16 -inch water line was unable to meet system demands without forcing a negative pressure condition throughout the line while the installation of an 18 -inch water line along HSC Parkway would prevent the system from experiencing a negative pressure condition. Hence, an 18 -inch C —F1 Kimley -Horn and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 8 water line from Harvey Mitchell Parkway to the proposed interconnect is recommended to be constructed during Phase 1. Additionally, 12 -inch water lines are recommended for all Phase 2 infrastructure. This results in a minimum pressure without the interconnect of 6.86 psi and 3.97 psi with Phase 1 and Phase 2 infrastructure, respectively. Reference Exhibit B2 within Appendix B for proposed infrastructure layout and sizing. Reference Appendix C for InfoWater model results. Interconnect Recommendations Hydraulic analysis of the water system with both Phase 1 and Phase 2 infrastructure without the interconnect between College Station and Bryan resulted in insufficient pressures during the peak hour plus fire flow scenario. To mitigate insufficient pressures, the installation of a hydraulic valve was analyzed. A hydraulic valve does not require the use of electronics to tell the valve when to open and close; instead, it utilizes the differential pressure in the system to force the valve open and closed. Based on conversations with a hydraulic valve manufacturer (Cla -Val), a combination pressure reducing/pressure sustaining valve could be provided for this application. This valve would open when the pressure in College Station dropped below a certain point while sustaining a minimum pressure in Bryan during the same event. Once the fire event subsided, the demands would diminish, resulting in higher pressures throughout the College Station system which would force the hydraulic valve closed. A parallel 8 -inch valve could also be installed which would allow College Station to provide water to Bryan if Bryan experienced an extreme demand condition. The installation of 8 -inch hydraulic valves connecting Bryan and College Station at this location would allow for sufficient flow to be provided between Bryan and College Station during extreme demand events. Therefore, it is recommended to install two parallel 8 -inch hydraulic valves at the interconnect between College Station and Bryan. In addition to a hydraulic valve which would allow Bryan and College Station to share water, the cities may want the capability of metering the flow across the valves. Cla -Val offers a flow monitoring product that connects to the upstream flange of the pressure reducing/pressure sustaining valve which would allow the cities to measure flow up to an accuracy of plus or minus two percent (f2 %). Reference Exhibit B3 for a preliminary valve vault schematic drawing. Conclusion In conclusion, an 18 -inch water line should be built along HSC Parkway, from Harvey Mitchell Parkway to the Bryan - College Station city limits line as part of r, Kimley -Horn ® and Associates, Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 9 Phase 1. Additionally, two 8 -inch hydraulic valves should be installed in parallel within a concrete vault during Phase 1 which will allow water to be transferred between Bryan and College Station during an emergency demand event. The remainder of the build -out infrastructure should be 12- inches. These recommendations are preliminary in nature and are based on the best available data. Prior to final design, sizing should be confirmed based on actual land uses and fire flow requirements to ensure sufficient flow and pressure can be maintained throughout the development. Kimley -Horn and Associates, Inc. Appendix A Fire Flow :Results N ro O 1l Q N U N G a A f0 C = 3 0) LL Y ii T 3 Y `m a b 0 � N � O O N E �_ cC O a T 3 m CL N U N Y � S m 0 CL p 0 O C > .a c>0 W of J Q N to Of � N O 04 N V u u ° rn m m m d N N (D 4: O a E o m m LL o m �a 0 Z co O m x O O) Y C m N d F- 0 LL G1 LL w N N ma w LL Z N a CL E w m N N E 0 4 _o rn r-� 06 n .o v co M N Q (6 0 co m _O LL 00 C m CL E 0 U d U) C� LL a O 2 (D 3 > 0 LL Q a L W N r d' Q 0 O a p O X N W fJ O U) LL 0 L L O Cl) O r co M M y CV O - O � o a N � N N CL o �00 m a a U N m f = N a Z L L t `7 3 a W W as C J L L � U U f0 N = _ 0 u u i E o ° M j Qi o i J g J Y co O m x O O) Y C m N d F- 0 LL G1 LL w N N ma w LL Z N a CL E w m N N O �0 c d rn I cl rn U1 c m T 2 O �9 a C c0 m N I- O LL N UL w 4 m N U. da w z z 0 E Q C y N 0 N N c m 3 0 LL m i y L Y O 0 O b CD O U') O O a c �I a Y T C_ N CO Q. N N_ n O y 0 O N O O E N N O o0 O LL d c 0 E 0 N m V _ N 0 O 06 V � � L (h N O) to S O O N Y l0 � Y�CO 0 Q f0 � I I N I'U O1 C � + Q N W c t C C a o D O 0 = 3 >a a E`o a1 d LL 4 �i LL O m 1 0) 3 ,c g c m ° (D ° Yu. c w� °o 0 z� O �0 c d rn I cl rn U1 c m T 2 O �9 a C c0 m N I- O LL N UL w 4 m N U. da w z z 0 E Q C y N 0 N N c m 3 0 LL m i y L Y O 0 O b CD O U') O O a c �I a Y N CO O E N co O LL d co 0 N m V _ N 0 O CL D (h N O O N Q f0 Q Q1 QT 3 0 LL �NU'1 N N N N 7 CL E 0 U .rev CL ,N � T a _ U 3 O O LL O N J Q Q Q Z n z X x X w W w N N N 41 d N LL LL LL CD LO FA CO If) I,- � a 0 0 � o a� N a` 0 0 0 0 co co m d a U v C � O � 2 cn cn N L' ,a 1 ? o ' Q Q Q L L x w W W L d d m > U)mm u M V to aaa 0 y o - o E o r1 L 0 r O �0 c d rn I cl rn U1 c m T 2 O �9 a C c0 m N I- O LL N UL w 4 m N U. da w z z 0 E Q C y N 0 N N c m 3 0 LL m i y L Y O 0 O b CD O U') O O a c �I a Y MF J Kimley -Horn ® and Associates, Inc. Appendix B Exhibits _ o � w e i . . ) . .� . .. . . . . ❑ its | � § _ •� � | � � � | | � §| � � � ! � � § � § � � § � | | � , -- — — � §. E M" Kimley -Horn m and Associates, Inc. Appendix C Model Results N O N D 'D ?� u � T v t m r O E (A xa, m c o d r0 O a a t u° C > M o CL O ,. Q m L } a w N •N u1 m 00 00 N m O N O O f� N O ' N O m ul n fq O N m N u1 . m ll1 0 m r� fn e t\ l0 N N m O .--r O h K m et N M r,� N O $' ul 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m N O O O O m M O Y N 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 •+ 0 0 0 0 0 0 �• J o D o 0 0 0 0 0 0 0 0 0 0 0 0 0 W LO w w 0 r., co N m W •' ,n m 00 V Ln 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n t\ 0 O 0 O 0 O 0 O 0 O 00 N tD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �O N N N N N N N r-4 N N N N N N m m m M N M = m u1 In u1 u1 u1 u1 3 E 1 W t\ t` O O O O r� t\ O O O t\ r r rl 0 0 0 0 0 0 n V O Q Q O O O O N O O O r y ut O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 P O O H M Ui 0 0 u1 N m V 0 -! 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O y d D 7 m a � •� C� � a m -• u1 a` a a+ a � o 0 Exhibit A Water Layout 1 Exhibit B WaterCAD Analysis Summary — Fire Flow Demand Exhibit B WaterCAD Analysis Summary n*,-- Annk,rse - Mra I:Inw Pipe Number Length (ft) .fir...... Size (in) ., -.- . --- - Material -- Hazen- Williams C Flow m ;3.38 city /s P_1 2,659 18 PVC 150 2,677 332.5 P -2 1,962 18 PVC 150 2,677 3.38 P -3 1,856 18 PVC 150 2,677 3.38 P_4 491 18 PVC 150 0 0 P -5 349 12 PVC 150 2,677 7.59 p -6 660 12 PVC 150 1,395 3.96 P -res 82 18 1 PVC 150 2,677 3.38 watemAD Analysis -imimialy hinrtinn Annivsis - Fire Flow Junction Elevation Junction Demand (gpm) Pressure (psi) J -10 345.8 0 56.2 J -14 337 0 58.1 J -74 332.5 0 58.6 1 -23 -1 333 0 57 J -16 332 0 57.5 J- 23 -FH1 332 1,282 55.7 J- 23 -FH2 331.5 1,395 54.8