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Water line Fire Flow Analysis
16" Water Line Fire Flow Analysis for The Tradition Subdivision Phase 23 College Station, Texas May2013 Prepared Bv: TBPE Firm Registration No. 12327 2730 Longmire, Suite A College Station, Texas 77845 979.764.3900 4""¥4_.., 5: e o ..... I 3 f'-12327 SCHULTZ ENGINEE:BING0 LLt. General Information Location: General Note: Land Use: The Traditions Subdivision Phase 23 is located at the comer of HSC Parkway & the future Biomedical Way. This report is prepared for the peak flow and fire flow analysis for Traditions Subdivision Phase 23 Lots 1 & 2 only. The proposed 16" 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. A 12' water line stub will be extended to Lot 1 and a 16" water line stub will be extended to Lot 2. BioCorridor Commercial Office -Lot 1 2 Manufacturing Buildings -Lot 2 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-Hom titled, "BioCorridor College Station Water Main Project Water System Analysis", provided in Appendix B 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 50 gpd per Person 4 Avg. Flow: Peaking Factor: 32 gpm for Lot 1 Lot 2 Manufacturing Demand (Demands from PIF Campus Engineer-See Appendix A): Peak Flow: 500 gpm for Lot 2 Peak Fire Flow: 4, 000 gpm for Lot 2 Fire flow: Tota/flow: Lot 2 will include 2 Type JIB manufacturing buildings. These buildings are proposed to could be greater than 138,301 sf. In accordance with Table B105.l of the International Fire Code, the minimum required fire hydrant flow is 8000 gpm. The buildings will be fully sprinkled, therefore, the hydrant flows are reduced by 50% to 4000 gpm. 4532 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 location of the water lines and hydrants for Lot 2 are not known at this time so the 4000 gpm hydrant flows are input in the model at the end of the 16" stub to Lot 2. The proposed 18" & 16" water lines will be constructed 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 flow scenarios. The lowest pressure in the system, 82.8 psi, is a result of the peak flow and this pressure exceeds the 35 psi minimum requirement. The results of the model for this scenario are shown on Exhibit B-1. The lowest pressure in the system under fire flow conditions, ( 4,532 gpm - peak flow plus hydrant flow) is 18.0 psi. The pressure at the 2 most remote hydrants should be less than 18 psi. This pressure does not meet the 20 psi minimum pressure_requirement. The results of the model for this scenario are shown on Exhibit B-2. The maximum velocity in all pipes is less than 12 fps for all scenarios. The Kirnley-Hom Technical Memorandum included scenarios for an extension of a 12" City of Bryan water line which would interconnect with the 18" City of College Station to provide adequate flow and pressure for the Bio-Corridor Development. Appendices: Appendix A -PIF Campus Estimated Water Use Appendix B -Kirnley-Hom Technical Memorandum Exhibits: Conclusion Exhibit A -Water Layout Exhibit B-1 -WaterCad Analysis Summary -Peak Flow Demand Exhibit B-2 -WaterCad Analysis Summary -Fire Flow Demand The proposed public water lines do not meet the design criteria for residual pressure under fire flow conditions for the City of College Station and the B/CS Design Guidelines. Additional water system capacity will need to be provided for there to be adequate water pressure and flowrate for fire flow demands of Traditions Phase 23 Lots 1 & 2. As shown in the Kirnley-Hom Technical Memorandum the interconnection between the 18" City of College Station water line and an extension of a 12" City of Bryan water line will provide adequate flow and pressure for the Bio-Corridor Development. Appendix A Traditions -Phase 23 -Lot 2 PIF Campus Estimated Water Use PIF Campus Estimated Water Use 29.March.2013 PIF Facility Peak Flow Peak Daily Description (gpm) Volume (gal) Plumbing -Domestic Uses 100 3,000 Irrigation WFI 7 10,050 ROCIP 6 8,000 RO Humidification -- RO Autoclaves (incl steam) 10 1,200 RO Misc 2 400 RO Reject 25 19,650 Cooling Tower Make-Up 47 38,352 Sub-Total = 197 80,652 Safety Factor= 20% 20% Total= 236 96,782 LVF/PD Multiplier= 2 2 campus Total = 500 200,000 TAMUS PROPRIETARY I BUSINESS CONFIDENTIAL INFORMATIOf'! •this load is far less than cooling tower make-up and they are non-coincident •Assumed 3 autoclaves, roughly the size of NCTM decon, all operating 6 times per day •hopeful that this includes misc QC RO use •Rounded Appendix B Kimley-Horn Technical Memorandum ,,.....,,. Klmley-Horn ...._ _ , and Associates, Inc. Purpose the Researclt Valley ,J~ioCorr~d,or Is a 31SQO-,~cre ~ier plan development located at the we~em ~g~ of Bry~~College StatiQn andls. c~ntposed ofa ntiX Qf manufactt:1ring. cqmm~rciaJ. Qfflc~. and research ~md . development lan~ uses. The purp.og~ Qf this. 1u1alysl$ was tQ identify the size Clf thtf ~ter infrastructure requir~d to serve approXimately 450 acres of the development focated northwest · of Raymond Stotzer Parkway, between Harver Mitchell ParkWay and. State: Highway 4.1; withiri-'tl\e City of College Statfon (C9Jleg~ Statfoti). This analysjs wit{ also. ~lyze the nec~~ity oh, wa~er system foteJConneci b~w~n the, crty qf Bryan (Bryari) an<J Coll~g~ $tation. . Although the, development ls locat~ in both Bryan and College Smti.ort and relies on both clties infrastructure to serve its demand needs~ this :report will focus on the .required infrastructure to serve the portion of developrtient located within College Station. It wa:s assumed that the Bryan infrastructure will be· constr:ucted ~ propQsed in the Re11eatch Valley BioCorrldor. CorJcept Alaster Plan,. d~ted J~uary 2011. Thls technical i:nemorandum p~enis r~ults of the water system analys.is for the development. This memorandum is divided Into. the following seet1Ms! • Ret~~ences and Desigh Criteria • Phasing • Water Line Recommendations • lntercpnne<;t Recomm~ndations • Conclusion • SUik! 18()0 12700 Park Centrill Oi1ve Dalla., T 8X8$ 1~2&j.151g ~-, .. 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 Info Water 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 Bl 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 ..,....,,. Kimley-Horn ......._ _ · ., and Associates. Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 3 o 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 Bl). • Tract 1 -Business Park o 40% Office, 30% Manufacturing, 30% Retail • Tract 2 -Manufacturing • Tract 3 -Office • Tract 4 -Office • Tract 5 -Research & Development o 40% Office, 30% Multi-Family, 30% Retail • Tract 6 -Manufacturing o 25% Office, 70% Manufacturing, 5% Storage • Tract 7 -Research & Development o 40% Office, 30% Multi-Family, 30% Retail • Tract 8 -Commercial o 30% Office, 30% Retail, 20% Multi-Family, 20% Manufacturing • Tract 9 -Business Park o 40% Office, 30% Manufacturing, 30% Retail ......-.,. ,. Kimley-Horn ...._ _ · ., and Associates, Inc. • Tract 10 -Business Park BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page4 o 60% Office, 30% Manufacturing, 10% Retail • Tract 11 -Texas A&M • Tract 12 -Institution & Park • Tract 13 -Commercial o 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) o Approximately 4,200 gallons per acre per day o Source: Water Use Data of Caliber Manufacturing Facility • Office o 30 capita per acre; 50 gallons per capita per day o Source: Unified Design Guidelines • Retail o 30 capita per acre; 25 gallons per capita per day o Source: Unified Design Guidelines • Multi-Family o Assumed R-4 Zoning o 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 o 30 capita per acre; 50 gallons per capita per day o Source: Unified Design Guidelines .......--,·~ Kimley-Horn 1111111.... ~ and Associates. Inc. BioCorridor College Station Water Main Project Water System Analysis September 20, 2012 Page 5 • Institution & Park (Aggie Field of Honor Cemetery) o Approximately 150 gallons per acre per day o Source: Irrigation Meter Data • Greenbelt (No Assumed Flow) S T bl 1 L d U D ee a e . . ' an se eman d £ s or propos edd eman d 1 1 . ca cu atlons. Table 1: la~ Use Dema.nds ~ Ni:ifitJal n.ily LUE't pi1r Pealdnt PMkHourly Tract NO. Land UN TYll" Flow, LUE-_ FIOI( (AJ:nal ,......,, ~rit fllClilr '"-' 1 84"""9~· 47~ $7.9~ 7110 3641.JZ .f,00 2J1.69 2 Manuf~ling 3&.20 104.51 15.!!7 5e3.65; 4.QO. 41,8.04 3 omc. 3_,.7 M1 i;.~ 19.49 4.oO 14.~ 4 ~-3.54 3.611 5.82 19.89 4.00-14.78· 5 Rnfftd!& -us: 15.59 9.0ll 84,08 4.00 62,.3& 6 Manufw:turfng; $).!IC) 121.8.2 12.30 657.0X 4.0Q 437.29 7 Rtseafth & O.Vek)pnient . 23.~ 39'.1Q 9,09 110.89 4.00· 1541:41 8 Commercial 35.20 62.93 9.84 339.40 4.00' 251.72 9 BlllinMSPmlc 1s.ao 22.74 7.78 122.62 4.00 90.98 10 Bysineu PMlc · 75.84 118.73 8.32 829.54· 4.0Q. 488.9' 11 T-A&M 17.55 18.24 5.62 98.110. 4.QO 73.13 12 lnatitutloll & Palk 5"58 5.74 o.55 30.95 4.00 22.95 13 ColT!mercial 37.83 29.40 4.21 158.55 4.00 117.69 14 ~ ,30:00 o.®. o.oo 0.00: 40ti 0.00. T Ol8I (UltlmN) 4-U.t 512.Qe. 1.U 3,300.et uo 2,~24 'One LUE Is equiilalent fO 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 l) 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 ...,..--, .. Klmley-Horn ....._ -· , ~nd 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 I 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 3 5 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 82. 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 remaining 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 16-inch water ...... _. ,11 Klmley-Horn ~ ~ 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 Jl6 with Phase 1 infrastructure and on Junction J20 with Phase 2 infrastructure. Unlike the previous two scenarios, the peak hour plus 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 IP""" _ ,,. 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 Info Water 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 (±2%). 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 ,,,,. _. , .... Klmley-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. .......--n Kimley-Horn ~ •r ., and Associates. Inc. Appendix A Fire Flow Results Kimley-Hom and Associates, Inc. Fire Flow Analysis Engineer: Reviewed by: Location of Project: Date: Date of Field Testing= Nozzle Diameter Size = Coefficient of Discharge = KSS JRA Harvey Mitchell Parkway and Raymond Statzer Parkway 6/1812012 TABLE A-1 Citv of Colleae Station Fire Flow Field Data Analvsis Pressure Hvdrant Time Location Static Pressure (psi) 9:30 400 Harvev Mitchell (P1. Re: Exhibit A 1 l 84 10:00 404 Harvey Mitchell IP2 Re: Exhibit A 1 l 88 References: 1. NFPA 291 Fire Flow Testing and Marking of Hydrants 1983 K:IDAL_Municipal\064295011 -Bio-Corridor\Wks\FireFlow_CollegeStation.xls Flow Hydrant Residual Location Velocity Pressure Computed Flow Available Flow Pressure (psi) (psi) (gpm) at 20psi (gpm) 78 3735 F&B IF1 , Re: Exhibit A 1) 65 1,352.80 4,857.00 80 3800 Ravmond Statzer lF2, Re: Exhibit A 1 l 50 1,186.48 3,768.31 Design Assumptions Kimley-Horn and Associates, Inc. Fire Flow Analysis Engineer: Reviewed by: Location of Project: Date: Date of Field Testing= Nozzle Diameter Size = Coefficient of Discharge = KSS JRA State Highway 47 & Raymond Stotzer Parkway 6/18/2012 4/30/2012 TABLE A-2 City of Bryan Fire Flow Field Data Analvsis Pressure H~drant Time Location Static Pressure (psi) 10:00 P3 (See Exhibit A 1) 90 10:15 P4 (See Exhibit A 1 ) 80 10:30 PS (See Exhibit A 1) 80 Residual Pressure (psi) 80 55 70 ·1n all testing scenarios, two -2.5" nozzles were opened to obtain a higher pressure drop References: 1. NFPA 291 Fire Flow Testing and Marking of Hydrants 1983 K:\DAL_Municipal\064295011 -Bio-Corridor\Wks\FireFlow_Bryan.xls Flow Hydrant Location Velocity Pressure Computed Flow* Available Flow (psi) at 20psi (gpm) F3 (See Exhibit A 1) 45 2,251 .19 6,438.21 F4 (See Exhibit A 1) 45 2,251 .19 3,611 .82 F5 (See Exhibit A 1) 45 2,251 .19 5,923.98 Design Assumptions --Existing 2" -6" Water Line Existing 8" Water Line Existing 1 O" Water Line Existing 12" Water Line --Existing 16" Water line --Existing 18" Water Line --Existing 20" Water Line --Existing 30" Water Line --Existing 36" Water Line CJ City Limits e 8 Static/Residual Pressure Location e @ Flowing Hydrant location June 2012 0 400 800 1,200 1,600 Feet ------- ,,,..,..._n Kimley-Horn ~ •r 1 and Associates, Inc. Appendix B Exhibits ... ~ - Tract Number Exhibit B1 Land Use Map June 2012 0 400 800 1,200 1,600 Feet ------- Exhibit 82 Proposed Water Infrastructure June 2012 0 400 800 1,200 1,600 Feet ------- ..... ·. -· ,..· . ~ ·. ~ . . CO! l EGE SIATION a· 90' BOC> EXHIBITB3 HYDRAULIC VALVE AND VAULT SCHEMATIC LAYOUT 1111""1-lnl Kimey-Hom -.....J-LJ and Associates, Inc. 2IOOSD.o"''-"'-~20I .,...,1-77902 ..: ............. llo. f-13 ,,Bi lli!l,~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--'L-~~~~~~~~~~~~~~~__j .......--n Kimley-Horn ..._ _, ~ and Associates, Inc. Appendix C Model Results Junction Report Demand Elevation Head Pressure ID l1mm) (ft) (ft) (psi) JlO S3.42 34S.80 S3S.8S 82.3S J14 218.76 337.00 S3S.20 8S.88 J16 172.43 332.00 S34.91 87.92 J28 0.00 330.00 S3S.86 89.20 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336.00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.50 526.10 9S.1S JSO 0.00 30S.SO S26.10 9S.S9 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 J56 0.00 337.S3 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.9S S3S.86 87.92 J64 0.00 339.46 S3S.86 8S.10 J66 0.00 34S.OO S3S.86 82.70 J68 0.00 342.14 S3S.86 83.94 J72 0.00 334.00 526.10 83.24 J74 167.4S 332.50 S34.97 87.73 Proposed Phase 1 Infrastructure 16-lnch Along HSC Parkway Average Day Demands Without Bryan -College Station Interconnect From To Length ID Node Node (ft) Pll JlO J14 26Sl.S5 P13 J14 J74 2366.0S P31 J48 J46 36S.29 P33 J46 J36 1423.44 P3S J36 J34 307.64 P37 J34 J32 1449.06 P39 J32 V8000 41.69 P41 V8000 J16 39.30 P43 J36 J38 905.08 P45 J38 J40 8S3.S2 P47 J40 J42 S21.84 P49 J42 JS8 662.01 ' PSl JS4 JS6 80S.99 PS3 J40 J44 28S.42 PSS J44 J72 1083.16 PS7 JS2 JSO 1394.69 PS9 J50 J48 1961.42 P61 JS8 JS4 746.58 P71 JlO J66 40.02 P77 J66 J68 1646.15 P79 J64 J62 734.31 P83 J68 J64 477.43 Plll J28 J62 1790.63 P117 J72 JS2 506.62 P123 J74 J16 1884.37 6/19/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 (in) llrnm) (ft/s) (ft/kft) 16 120 SS8.64 0.89 0.2S 16 120 339.88 0.54 0.10 12 120 0.17 0.00 0.00 12 120 0.17 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 16 120 0.00 0.00 0.00 12 120 0.17 0.00 0.00 12 120 0.17 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.17 0.00 0.00 12 120 0.17 0.00 0.00 16 120 0.17 0.00 0.00 16 120 0.17 0.00 0.00 12 120 0.00 0.00 0.00 18 120 -612.06 0.77 0.16 12 120 0.00 0.00 0.00 10 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 8 120 0.00 0.00 0.00 12 120 0.17 0.00 0.00 16 120 172.43 0.28 0.03 Junction Report Demand Elevation Head Pressure ID (e:om) (ft) {ft) (osil JlO 213.67 34S.80 497.16 6S.S8 J14 87S.04 337.00 488.6S 6S.71 J16 689.72 332.00 484.94 66.27 J28 0.00 330.00 497.24 72.47 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336:00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.SO S26.10 9S.1S JSO 0.00 30S.SO S26.10 9S.S9 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 JS6 0.00 337.53 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.9S 497.24 71.19 J64 0.00 339.46 497.24 68.37 J66 0.00 34S.OO 497.24 6S.97 J68 0.00 342.14 497.24 67.21 J72 0.00 334.00 S26.10 83.24 J74 669.80 332.SO 48S.62 66.3S Proposed Phase 1 lntrastructure 16-lnch Along HSC Parkway Peak Hour Demands Without Bryan -College Station Interconnect ID From To Length Node Node {ft) Pll JlO J14 26Sl.SS P13 J14 J74 2366.0S P31 J48 J46 36S.29 P33 J46 J36 1423.44 P3S J36 J34 307.64 P37 J34 J32 1449.06 P39 J32 V8000 41.69 P41 V8000 J16 39.30 P43 J36 J38 90S.08 P4S J38 J40 8S3.S2 P47 J40 J42 S21.84 P49 J42 JS8 662.01 PSl JS4 JS6 80S.99 PS3 J40 J44 28S.42 PSS J44 J72 1083.16 PS7 JS2 JSO 1394.69 PS9 JSO J48 1961.42 P61 JS8 JS4 746.S8 P71 JlO J66 40.02 P77 J66 J68 1646.lS P79 J64 J62 734.31 P83 J68 J64 477.43 Plll J28 J62 1790.63 P117 J72 JS2 S06.62 P123 J74 Jl6 1884.37 0/ J.'3/LUJ.L Pipe Report Diameter Roughness Flow Velocity HL/1000 (in) hmm) {ft/sl {ft/kft) 16 120 2234.S6 3.S7 3.21 16 120 13S9.S2 2.17 1.28 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 16 120 0.00 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 16 120 0.82 0.00 0.00 16 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 18 120 -2448.23 3.09 2.14 12 120 0.00 0.00 0.00 10 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 8 120 0.00 0.00 0.00 12 120 0.82 0.00 0.00 16 120 689.72 1.10 0.36 Junction Report Demand Elevation Head Pressure ID hmm) (ft) (ft) (psi) JlO 213.67 34S.80 38S.46 17.18 J14 87S.04 337.00 3Sl.27 6.18 J16 3189.72 332.00 318.69 -S.77 J28 0.00 330.00 38S.77 24.17 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336.00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.SO 526.10 9S.15 JSO 0.00 30S.SO S26.10 9S.S9 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 JS6 0.00 337.53 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.9S 38S.77 22.89 J64 0.00 339.46 38S.77 20.07 J66 0.00 34S.OO 38S.77 17.67 J68 0.00 342.14 38S.77 18.90 J72 0.00 334.00 S26.10 83.24 J74 669.80 332.SO 330.38 -0.92 Proposed Phase 1 Infrastructure 16-lnch Along HSC Parkway Peak Hour+ Fire Flow (2500 GPM @ J-16} Demands Without Bryan -College Station Interconnect Pipe Report From To Length Diameter ID Node Node (ft) (in) Pll JlO J14 26Sl.SS 16 P13 J14 J74 2366.0S 16 P31 J48 J46 36S.29 12 P33 J46 J36 1423.44 12 P3S J36 J34 307.64 12 P37 J34 J32 1449.06 12 P39 J32 V8000 41.69 12 P41 V8000 J16 39.30 16 P43 J36 J38 90S.08 12 P4S · J38 J40 8S3.S2 12 P47 J40 J42 S21.84 12 P49 J42 JS8 662.01 12 PSl JS4 JS6 805.99 12 PS3 J40 144 28S.42 12 PSS J44 172 1083.16 12 PS7 JS2 1SO 1394.69 16 PS9 JSO J48 1961.42 16 P61 JS8 JS4 746.58 12 P71 JlO 166 40.02 18 P77 166 168 1646.lS 12 P79 J64 162 734.31 10 P83 J68 164 477.43 12 Plll 128 162 1790.63 8 P117 172 JS2 S06.62 12 P123 174 J16 1884.37 16 6/19/2012 Roughness Flow Velocity HL/1000 hmm) (ft/s) (ft/kft) 120 4734.S6 7.SS 12.89 120 38S9.52 6.16 8.83 120 1.78 0.01 0.00 120 1.78 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.77 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.78 0.01 0.00 120 1.78 0.00 0.00 120 1.78 0.00 0.00 120 0.00 0.00 0.00 120 -4948.23 6.24 7.88 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.78 0.01 0.00 120 3189.72 S.09 6.20 Junction Report Demand Elevation Head Pressure ID hmm} (ft) (ft) (psi} JlO 213.67 34S.80 38S.46 17.18 J14 87S.04 337.00 366.20 12.6S J16 3189.72 332.00 347.84 6.86 J28 0.00 330.00 38S.77 24.17 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336.00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.SO S26.10 9S.1S JSO 0.00 30S.SO S26.10 9S.S9 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 JS6 0.00 337.S3 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.9S 38S.77 22.89 J64 0.00 339.46 38S.77 20.07 J66 0.00 34S.00 38S.77 17.67 J68 0.00 342.14 38S.77 18.90 J72 0.00 334.00 S26.10 83.24 J74 669.80 332.50 3S4.42 9.50 Proposed Phase 1 Infrastructure 18-lnch Along HSC Parkway Peak Hour+ Fire Flow (2500 GPM @ J-16} Demands Without Bryan -College Station Interconnect Pipe Report From To length Diameter ID Node Node (ft} (in) Pll JlO J14 26Sl.SS 18 P13 J14 J74 2366.0S 18 P31 J48 J46 36S.29 12 P33 J46 J36 1423.44 12 P3S J36 J34 307.64 12 P37 J34 J32 1449.06 12 P39 J32 V8000 41.69 12 P41 V8000 J16 39.30 18 P43 J36 J38 90S.08 12 P4S J38 J40 8S3.S2 12 P47 J40 J42 S21.84 12 P49 J42 JS8 662.01 12 PSl JS4 JS6 80S.99 12 PS3 J40 J44 28S.42 12 PSS J44 J72 1083.16 12 PS7 JS2 JSO 1394.69 16 PS9 JSO J48 1961.42 16 P61 JS8 JS4 746.S8 12 P71 JlO J66 40.02 18 P77 J66 J68 1646.lS 12 P79 J64 J62 734.31 10 P83 J68 J64 477.43 12 Plll J28 J62 1790.63 8 P117 J72 JS2 S06.62 12 P123 J74 J16 1884.37 18 b/l~/2012 Roughness Flow Velocity Hl/1000 le:om} (ft/s) (ft/kft) 120 4734.S6 S.97 7.26 120 38S9.S2 4.87 4.98 120 1.78 0.01 0.00 120 1.78 O.Ql 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.77 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.78 0.01 0.00 120 1.78 0.00 0.00 120 1.78 0.00 0.00 120 0.00 0.00 0.00 120 -4948.23 6.24 7.88 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.78 0.01 0.00 120 3189.72 4.02 3.SO Junction Report Demand Elevation Head ID l2om) (ft) lftl JlO 213.67 345.80 468.18 J14 875.04 337.00 453.13 J16 3189.72 332.00 443.08 J28 0.00 330.00 468.33 J32 0.00 332.25 471.98 J34 0.00 324.70 483.28 J36 0.00 302.00 485.68 J38 0.00 334.50 488.39 J40 0.00 340.10 490.94 J42 0.00 336.00 490.94 J44 0.00 341.00 491.80 J46 0.00 313.10 487.75 J48 0.00 306.50 488.28 JSO 0.00 305.50 488.98 J52 0.00 314.00 489.48 J54 0.00 336.00 490.94 J56 0.00 337.53 490.94 J58 0.00 336.25 490.94 J62 0.00 332.95 468.33 J64 0.00 339.46 468.33 J66 0.00 345.00 468.33 J68 0.00 342.14 468.33 J72 0.00 334.00 490.22 J74 669.80 332.50 445.96 Valve Report Diameter U/S Pressure D/S Pressure Flow (in) (psi) (psi) (gpm) 8 60.47 48.12 1693.8 Proposed Phase I Infrastructure 16-lnch Along HSC Parkway, 8-lnch Hydraulic Valve Peak Hour+ Fire Flow (2500 GPM @ J-16) Demands With Bryan -College Station Interconnect Pressure ID From To Length (psi) Node Node (ft) 53.03 Pll JlO J14 2,651.55 50.32 P13 J14 J74 2,366.05 48.13 P31 J48 J46 365.29 59.94 P33 J46 J36 1,423.44 60.54 P35 J36 J34 307.64 68.71 P37 J34 J32 1449.06 79.59 P39 J32 V8000 41.69 66.68 P41 V8000 J16 39.3 65.36 P43 J36 J38 905.08 67.14 P45 J38 J40 853.52 65.34 P47 J40 J42 521.84 75.68 P49 J42 J58 662.01 78.77 P51 J54 J56 805.99 79.50 P53 J40 J44 28S.42 76.04 PSS J44 J72 1083.16 67.14 P57 J52 JSO 1394.69 66.47 P59 J50 J48 1961.42 67.03 P61 J58 JS4 746.58 58.66 P71 JlO J66 40.02 55.84 P77 J66 J68 1,646.lS 53.44 P79 J64 J62 734.31 54.68 P83 J68 J64 477.43 67.69 Plll J28 J62 1790.63 49.16 P117 J72 JS2 506.62 P123 J74 J16 1,884.37 Velocity (ft/s) 10.81 6/20/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 linl 12om) (ft/sl (ft/kftl 16 120 3040.76 4.85 5.68 16 120 2165.72 3.46 3.03 12 120 684.02 1.94 1.45 12 120 684.02 1.94 1.45 12 120 1693.8 4.8 7.8 12 120 1693.8 4.8 7.8 12 120 1693.8 4.8 7.8 16 120 1693.8 2.7 1.92 12 120 -1009.78 2.86 2.99 12 120 -1009.78 2.86 2.99 12 120 0 0 0 12 120 0 0 0 12 120 0 0 0 12 120 -1009.78 2.86 2.99 12 120 684.02 1.94 1.45 16 120 684.02 1.09 0.36 16 120 684.02 1.09 0.36 12 120 0 0 0 18 120 -32S4.43 4.1 3.63 12 120 0 0 0 10 120 0 0 0 12 120 0 0 0 8 120 0 0 0 12 120 684.02 1.94 l.4S 16 120 1495.92 2.39 1.53 Junction Report Demand Elevation Head ID le:om) (ft) (ft) JlO 213.67 34S.80 46S.07 J14 87S.04 337.00 4S6.19 J16 3189.72 332.00 4SO.ll J28 0.00 330.00 46S.22 J32 0.00 332.2S 476.42 134 0.00 324.70 486.79 J36 0.00 302.00 488.99 J38 0.00 334.50 491.48 J40 0.00 340.10 493.82 J42 0.00 336.00 493.82 J44 0.00 341.00 494.61 J46 0.00 313.10 490.89 J48 0.00 306.SO 491.38 JSO 0.00 30S.SO 492.03 JS2 0.00 314.00 492.49 JS4 0.00 336.00 493.82 JS6 0.00 337.53 493.82 JS8 0.00 336.2S 493.82 J62 0.00 332.9S 46S.22 J64 0.00 339.46 46S.22 J66 0.00 34S.OO 46S.22 J68 0.00 342.14 46S.22 J72 0.00 334.00 493.16 J74 669.80 332.50 451.88 Valve Report Diameter U/S Pressure D/S Pressure Flow (in) (psi) (psi) (gpm) 8 62.4 Sl.lS 1617.2 Proposed Phase 1 Infrastructure 18-lnch Along HSC Parkway, 8-lnch Hydraulic Valve Peak Hour+ Fire Flow (2500 GPM @ J-16) Demands With Bryan -College Station Interconnect Pressure ID From To Length (psi) Node Node (ft} Sl.68 Pll JlO J14 2,6Sl.SS Sl.64 P13 J14 J74 2,366.0S Sl.18 P31 J48 J46 36S.29 S8.S9 P33 J46 J36 1,423.44 62.47 P3S J36 J34 307.64 70.23 P37 J34 J32 1449.06 81.02 P39 J32 V8000 41.69 68.02 P41 V8000 J16 39.3 66.61 P43 J36 J38 905.08 68.39 P4S J38 J40 8S3.52 66.S6 P47 J40 J42 S21.84 77.04 P49 J42 JS8 662.01 80.11 PSl JS4 JS6 80S.99 80.82 PS3 J40 J44 28S.42 77.34 PSS J44 J72 1083.16 68.39 PS7 JS2 JSO 1394.69 67.72 PS9 JSO J48 1961.42 68.28 P61 JS8 JS4 746.S8 S7.31 P71 JlO J66 40.02 S4.49 P77 J66 J68 1,646.lS S2.09 P79 J64 J62 734.31 S3.33 P83 J68 J64 477.43 68.96 Plll J28 J62 1790.63 Sl.73 P117 J72 JS2 S06.62 P123 J74 J16 1,884.37 Velocity (ft/s) 10.32 6/20/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 (in) le:om) (ft/s) (ft/left) 18 120 3117.36 3.93 3.3S 18 120 2242.32 2.83 1.82 12 120 6S3.09 l.8S 1.34 12 120 6S3.09 l.8S 1.34 12 120 1617.2 4.S9 7.16 12 120 1617.2 4.S9 7.16 12 120 1617.2 4.S9 7.16 18 120 1617.2 2.04 0.99 12 120 -964.12 2.74 2.7S 12 120 -964.12 2.74 2.7S 12 120 0 0 0 12 120 0 0 0 12 120 0 0 0 12 120 -964.12 2.74 2.7S 12 120 6S3.09 l.8S 1.34 16 120 6S3.09 1.04 0.33 16 120 6S3.09 1.04 0.33 12 120 0 0 0 18 120 -3331.03 4.2 3.79 12 120 0 0 0 10 120 0 0 0 12 120 0 0 0 8 120 0 0 0 12 120 6S3.09 l.8S 1.34 18 120 1S72.52 1.98 0.94 Junction Report Demand Elevation Head ID f,mm) {ft) {ft) JlO 213.67 345.80 471.43 J14 875.04 337.00 463.37 J16 3189.72 332.00 458.15 J28 0.00 330.00 471.57 J32 0.00 332.25 467.04 J34 0.00 324.70 479.38 J36 0.00 302.00 482.00 J38 0.00 334.50 484.95 J40 0.00 340.10 487.74 J42 0.00 336.00 487.74 J44 0.00 341.00 488.67 J46 0.00 313.10 484.26 J48 0.00 306.50 484.84 J50 0.00 305.50 485.60 J52 0.00 314.00 486.15 J54 0.00 336.00 487.74 J56 0.00 337.53 487.74 JS8 0.00 336.25 487.74 J62 0.00 332.95 471.57 J64 0.00 339.46 471.57 J66 0.00 345.00 471.57 J68 0.00 342.14 471.57 J72 0.00 334.00 486.95 J74 669.80 332.50 459.61 Valve Report Diameter U/S Pressure D/S Pressure Flow (in) (psi) (psi) (gpm) 10 58.32 54.64 1775.55 Proposed Phase 1 Infrastructure 18-lnch Along HSC Parkway, 10-lnch Hydraulic Valve Peak Hour+ Fire Flow (2500 GPM @ J-16) Demands With Bryan -College Station Interconnect Pressure ID From To Length {osil Node Node {ft) 54.44 Pll JlO J14 2,651.55 54.76 P13 J14 J74 2,366.05 54.66 P31 J48 J46 365.29 61.34 P33 J46 J36 1,423.44 58.41 P35 J36 J34 307.64 67.02 P37 J34 J32 1449.06 77.99 P39 J32 V8000 41.69 65.19 P41 V8000 J16 39.3 63.97 P43 J36 J38 905.08 65.75 P45 J38 J40 853.52 63.99 P47 J40 J42 521.84 74.16 P49 J42 J58 662.01 77.27 P51 J54 J56 805.99 78.04 PS3 J40 J44 285.42 74.59 PSS J44 J72 1083.16 65.75 PS7 JS2 JSO 1394.69 65.09 PS9 JSO J48 1961.42 65.64 P61 JS8 JS4 746.58 60.06 P71 JlO J66 40.02 57.24 P77 J66 J68 1,646.15 54.84 P79 J64 J62 734.31 56.08 P83 J68 J64 477.43 66.28 Plll J28 J62 1790.63 55.08 P117 J72 J52 506.62 P123 J74 J16 1,884.37 Velocity (ft/s) 7.25 6/20/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 {in) (11om) lft/sl {ft/kftl 18 120 2959.01 3.73 3.04 18 120 2083.97 2.63 1.59 12 120 717.03 2.03 1.59 12 120 717.03 2.03 1.59 12 120 1775.55 5.04 8.51 12 120 1775.55 5.04 8.51 12 120 1775.55 5.04 8.51 18 120 1775.55 2.24 1.18 12 120 -1058.52 3 3.27 12 120 -1058.52 3 3.27 12 120 0 0 0 12 120 0 0 0 12 120 0 0 0 12 120 -1058.52 3 3.27 12 120 717.03 2.03 1.59 16 120 717.03 1.14 0.39 16 120 717.03 1.14 0.39 12 120 0 0 0 18 120 -3172.68 4 3.46 12 120 0 0 0 10 120 0 0 0 12 120 0 0 0 8 120 0 0 0 12 120 717.03 2.03 1.59 18 120 1414.17 1.78 0.77 Junction Report Demand Elevation Head Pressure ID hmm) lftl (ft) (psi) 110 S3.42 34S.80 S3S.8S 82.3S 114 128.93 337.00 S3S.37 8S.96 116 S2.2S 332.00 S3S.22 88.0S 118 33.96 326.00 S3S.17 90.63 J20 S2.2S 329.96 S3S.1S 88.91 J22 33.96 324.10 S3S.1S 91.4S J24 83.6S 311.30 S3S.1S 97.00 J26 89.83 316.68 S3S.26 94.71 J28 0.00 330.00 S3S.33 88.97 J30 0.00 316.00 S3S.28 9S.02 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336.00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.SO S26.10 9S.1S JSO 0.00 30S.SO S26.10 95.59 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 JS6 0.00 337.53 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.9S S3S.73 87.87 J64 0.00 339.46 S3S.79 8S.07 J66 0.00 34S.00 53S.86 82.70 J68 0.00 342.14 S3S.81 83.91 J72 0.00 334.00 S26.10 83.24 J74 83.80 332.SO 53S.26 87.8S Proposed Phase 2 Infrastructure 16-lnch Along HSC Parkway Average Day Demands Without Bryan -College Station Interconnect From To Length ID Node Node (ft) Pll JlO J14 26Sl.SS P13 114 J74 2366.05 P15 116 118 1136.84 P17 118 J22 999.91 P19 J22 J20 1112.83 P21 J20 J24 1584.69 P23 J24 J26 2418.36 P27 J26 114 2206.06 P31 J48 J46 36S.29 P33 J46 J36 1423.44 P35 J36 J34 307.64 P37 J34 J32 1449.06 P39 J32 V8000 41.69 P41 V8000 J16 39.30 P43 J36 J38 905.08 P4S J38 J40 853.52 P47 J40 J42 S21.84 P49 J42 JS8 662.01 PSl JS4 J56 80S.99 PS3 J40 J44 28S.42 PSS J44 J72 1083.16 PS7 JS2 J50 1394.69 PS9 JSO J48 1961.42 P61 JS8 JS4 746.S8 P71 JlO J66 40.02 P77 J66 J68 1646.15 P79 J64 J62 734.31 P83 J68 J64 477.43 P107 J28 J30 1504.61 P109 J30 J26 S80.91 Plll J28 J62 1790.63 P117 J72 JS2 S06.62 P123 J74 116 1884.37 6/19/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 (in) leoml {ft/sl {ft/kftl 16 120 472.SO 0.7S 0.18 16 120 233.70 0.37 0.05 12 120 97.6S 0.28 0.04 12 120 63 .69 0.18 0.02 12 120 29.73 0.08 0.00 12 120 -22.52 0.06 0.00 12 120 -106.17 0.30 o.os 12 120 -109.87 0.31 o.os 12 120 0.38 0.00 0.00 12 120 0.38 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 16 120 0.00 0.00 0.00 12 120 0.38 0.00 0.00 12 120 0.38 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.38 0.00 0.00 12 120 0.38 0.00 0.00 16 120 0.38 0.00 0.00 16 120 0.38 0.00 0.00 12 120 0.00 0.00 0.00 18 120 -S2S.92 0.66 0.12 12 120 86.13 0.24 0.03 10 120 86.13 0.3S 0.08 12 120 86.13 0.24 0.03 12 120 86.13 0.24 0.03 12 120 86.13 0.24 0.03 8 120 -86.13 o.ss 0.23 12 120 0.38 0 0 16 120 149.9 0.24 0.02 Junction Report Demand Elevation Head Pressure ID le:om) (ft} {ft} losil 110 213.67 34S.80 497.18 6S.S9 J14 SlS.72 337.00 490.94 66.70 116 209.02 332.00 488.90 67.98 118 13S.84 326.00 488.31 70.33 120 209.02 329.96 488.01 68.49 J22 13S.84 324.10 488.08 71.0S 124 334.S9 311.30 488.07 76.60 126 3S9.32 316.68 489.S2 74.89 128 0.00 330.00 490.37 69.49 BO 0.00 316.00 489.76 7S.29 B2 0.00 332.2S S26.10 84.00 B4 0.00 324.70 S26.10 87.27 136 0.00 302.00 526.10 97.10 J38 0.00 334.50 S26.10 83.02 J40 0.00 340.10 S26.10 80.59 142 0.00 336.00 S26.10 82.37 144 0.00 341.00 S26.10 80.20 146 0.00 313.10 S26.10 92.29 J48 0.00 306.SO S26.10 9S.1S JSO 0.00 30S.SO S26.10 9S.S9 JS2 0.00 314.00 S26.10 91.90 1S4 0.00 336.00 S26.10 82.37 1S6 0.00 337.53 S26.10 81.71 1S8 0.00 336.2S S26.10 82.26 J62 0 332.95 49S.65 70.S J64 0 339.46 496.37 67.99 J66 0 34S 497.24 65.97 J68 0 342.14 496.S7 66.91 172 0 334 S26.l 83.24 174 33S.21 332.S 489.42 68 Proposed Phase 2 Infrastructure 16-lnch Along HSC Parkway Peak Hour Demands Without Bryan -College Station Interconnect From To Length ID Node Node {ft) Pll 110 J14 26Sl.SS P13 J14 J74 2366.0S PlS J16 118 1136.84 P17 J18 122 999.91 P19 J22 120 1112.83 P21 J20 124 1S84.69 P23 124 J26 2418.36 P27 J26 114 2206.06 P31 148 146 36S.29 P33 146 B6 1423.44 P3S 136 B4 307.64 P37 J34 B2 1449.06 P39 132 V8000 41.69 P41 V8000 J16 39.30 P43 B6 138 90S.08 P4S B8 J40 8S3.S2 P47 140 142 S21.84 P49 J42 1S8 662.01 PSl JS4 1S6 805.99 PS3 140 J44 285.42 PSS 144 172 1083.16 PS7 1S2 lSO 1394.69 P59 lSO 148 1961.42 P61 1S8 1S4 746.S8 P71 JlO 166 40.02 P77 166 168 1646.lS P79 164 162 734.31 P83 168 164 477.43 P107 J28 BO 1504.61 P109 130 126 S80.91 Plll 128 162 1790.63 P117 172 152 S06.62 P123 174 116 1884.37 6/19/2012 Pipe Report Diameter Roughness Flow Velocity HL/1000 {in) le:om) {ft/sl (ft/kftl 16 120 1890.0S 3.02 2.3S 16 120 934.84 1.49 0.64 12 120 390.61 1.11 O.S2 12 120 254.77 0.72 0.23 12 120 118.93 0.34 0.06 12 120 -90.09 0.26 0.03 12 120 -424.68 1.20 0.60 12 120 -439.49 l.2S 0.64 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 16 120 0.00 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.00 0.00 0.00 12 120 0.82 0.00 0.00 12 120 0.82 0.00 0.00 16 120 0.82 0.00 0.00 16 120 0.82 0.00 0.00 12 120 0.00 0.00 0.00 18 120 -2103.72 2.6S 1.62 12 120 344.Sl 0.98 0.41 10 120 344.Sl 1.41 0.99 12 120 344.Sl 0.98 0.41 12 120 344.51 0.98 0.41 12 120 344.51 0.98 0.41 8 120 -344.Sl 2.20 2.94 12 120 0.82 0.00 0.00 16 120 S99.63 0.96 0.28 Junction Report Demand Elevation Head Pressure ID li!Dm) (ft) (ft) (psi) JlO 213.67 34S.80 38S.S4 17.22 J14 SlS.72 337.00 360.91 10.36 J16 209.02 332.00 348.79 7.27 J18 13S.84 326.00 339.90 6.02 J20 2709.02 329.96 326.90 -1.32 J22 13S.84 324.10 333.20 3.94 J24 334.S9 311.30 334.31 9.97 J26 3S9.32 316.68 3Sl.68 lS.16 J28 0.00 330.00 3SS.44 11.02 J30 0.00 316.00 3S2.72 lS.91 J32 0.00 332.2S S26.10 84.00 J34 0.00 324.70 S26.10 87.27 J36 0.00 302.00 S26.10 97.10 J38 0.00 334.SO S26.10 83.02 J40 0.00 340.10 S26.10 80.S9 J42 0.00 336.00 S26.10 82.37 J44 0.00 341.00 S26.10 80.20 J46 0.00 313.10 S26.10 92.29 J48 0.00 306.SO S26.10 9S.1S JSO 0.00 30S.SO S26.10 9S.59 JS2 0.00 314.00 S26.10 91.90 JS4 0.00 336.00 S26.10 82.37 JS6 0.00 337.S3 S26.10 81.71 JS8 0.00 336.2S S26.10 82.26 J62 0.00 332.95 378.72 19.83 J64 0.00 339.46 381.94 18.41 J66 0.00 34S.OO 38S.77 17.67 J68 0.00 342.14 382.80 17.62 J72 0.00 334.00 526.10 83.24 J74 33S.21 332.SO 3S3.29 9.01 Proposed Phase 2 Infrastructure 16-lnch Along HSC Parkway, 12-lnch Loop Peak Hour+ Fire Flow (2500 GPM @ J-20) Demands Without Bryan -College Station Interconnect Pipe Report From To Length Diameter ID Node Node (ft) (in) Pll JlO J14 26Sl.SS 16 P13 J14 J74 2366.0S 16 PlS J16 J18 1136.84 12 P17 J18 J22 999.91 12 P19 J22 J20 1112.83 12 P21 J20 J24 1584.69 12 P23 J24 J26 2418.36 12 P27 J26 J14 2206.06 12 P31 J48 J46 36S.29 12 P33 J46 J36 1423.44 12 P3S J36 J34 307.64 12 P37 J34 J32 1449.06 12 P39 J32 V8000 41.69 12 P41 V8000 J16 39.30 16 P43 J36 J38 90S.08 12 P4S J38 J40 8S3.S2 12 P47 J40 J42 521.84 12 P49 J42 J58 662.01 12 PSl J54 J56 80S.99 12 PS3 J40 J44 28S.42 12 PSS J44 J72 1083.16 12 PS7 JS2 JSO 1394.69 16 PS9 JSO J48 1961.42 16 P61 JS8 JS4 746.S8 12 P71 JlO J66 40.02 18 P77 J66 J68 1646.lS 12 P79 J64 J62 734.31 10 P83 J68 J64 477.43 12 P107 J28 J30 1S04.61 12 P109 J30 J26 S80.91 12 Plll J28 J62 1790.63 8 P117 J72 JS2 S06.62 12 P123 J74 J16 1884.37 16 6/19/2012 Roughness Flow Velocity HL/1000 limml {ft/sl {ft/kftl 120 3966.28 6.33 9.29 120 2240.04 3.S7 3.22 120 169S.81 4.81 7.82 120 15S9.97 4.43 6.70 120 1424.13 4.04 S.66 120 -1284.89 3.64 4.68 120 -1619.48 4.S9 7.18 120 -1210.51 3.43 4.19 120 1.78 0.01 0.00 120 1.78 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.77 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.78 0.01 0.00 120 1.78 0.00 0.00 120 1.78 0.00 0.00 120 0.00 0.00 0.00 120 -4179.9S S.27 S.77 120 768.28 2.18 1.80 120 768.28 3.14 4.38 120 768.28 2.18 1.80 120 768.28 2.18 1.80 120 768.28 2.18 1.80 120 -768.28 4.90 13.00 120 1.78 0.01 0.00 120 1904.83 3.04 2.39 Junction Report Demand Elevation Head Pressure ID f.,.nml (ft) lftl (psi) JlO 213.67 345.80 385.53 17.21 J14 515.72 337.00 370.84 14.66 J16 209.02 332.00 363.44 13.62 J18 135.84 326.00 353.64 11.98 J20 2709.02 329.96 339.12 3.97 J22 135.84 324.10 346.19 9.57 J24 334.59 311.30 345.57 14.85 J26 359.32 316.68 361.15 19.27 J28 0.00 330.00 363.87 14.67 J30 0.00 316.00 361.91 19.89 J32 0.00 332.25 526.10 84.00 J34 0.00 324.70 526.10 87.27 J36 0.00 302.00 526.10 97.10 J38 0.00 334.50 526.10 83.02 J40 0.00 340.10 526.10 80.59 J42 0.00 336.00 526.10 82.37 J44 0.00 341.00 526.10 80.20 J46 0.00 313.10 526.10 92.29 J48 0.00 306.50 526.10 95.15 JSO 0.00 305.50 526.10 95.59 JS2 0.00 314.00 526.10 91.90 JS4 0.00 336.00 526.10 82.37 JS6 0.00 337.53 526.10 81.71 JS8 0.00 336.25 526.10 82.26 J62 0.00 332.95 380.68 20.68 J64 0.00 339.46 383.00 18.87 J66 0.00 345.00 385.77 17.67 J68 0.00 342.14 383.63 17.98 J72 0.00 334.00 526.10 83.24 J74 335.21 332.50 366.21 14.61 Proposed Phase 2 Infrastructure 18-lnch Along HSC Parkway, 12-lnch Loop Peak Hour + Fire Flow (2500 GPM @ J-20) Demands Without Bryan -College Station Interconnect Pipe Report From To Length Diameter ID Node Node (ft) (in) Pll JlO J14 2651.55 18 P13 J14 J74 2366.05 18 PlS J16 J18 1136.84 12 P17 J18 J22 999.91 12 P19 J22 J20 1112.83 12 P21 J20 J24 1584.69 12 P23 J24 J26 2418.36 12 P27 J26 J14 2206.06 12 P31 J48 J46 365.29 12 P33 J46 J36 1423.44 12 P35 J36 J34 307.64 12 P37 J34 J32 1449.06 12 P39 J32 V8000 41.69 12 P41 V8000 J16 39.30 18 P43 J36 J38 905.08 12 P45 J38 J40 853.52 12 P47 J40 J42 521.84 12 P49 J42 J58 662.01 12 PSl JS4 J56 805.99 12 PS3 J40 J44 285.42 12 PSS J44 J72 1083.16 12 PS7 JS2 JSO 1394.69 16 PS9 JSO J48 1961.42 16 P61 JS8 JS4 746.58 12 P71 JlO J66 40.02 18 P77 J66 J68 1646.15 12 P79 J64 J62 734.31 10 P83 J68 J64 477.43 12 P107 J28 J30 1504.61 12 P109 J30 J26 580.91 12 Plll J28 J62 1790.63 8 P117 J72 J52 506.62 12 P123 J74 J16 1884.37 18 6/19/2012 Roughness Flow Velocity Hl/1000 fl!'nm) lft/sl lft/kftl 120 4090.11 5.16 5.54 120 2332.22 2.94 1.96 120 1787.99 5.07 8.62 120 1652.15 4.69 7.45 120 1516.31 4.30 6.35 120 -1192.71 3.38 4.07 120 -1527.30 4.33 6.44 120 -1242.17 3.52 4.39 120 1.78 0.01 0.00 120 1.78 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.77 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.78 0.01 0.00 120 1.78 0.00 0.00 120 1.78 0.00 0.00 120 0.00 0.00 0.00 120 -4303.78 5.43 6.09 120 644.45 1.83 1.30 120 644.45 2.63 3.17 120 644.45 1.83 1.30 120 644.45 1.83 1.30 120 644.45 1.83 1.30 120 -644.45 4.11 9.39 120 1.78 0.01 0.00 120 1997.01 2.52 1.47 Junction Report Demand Elevation Head Pressure ID hmm) (ft) (ft) (psi) JlO 213.67 345.80 385.52 17.21 Jl4 515.72 337.00 370.16 14.37 J16 209.02 332.00 364.98 14.29 J18 135.84 326.00 364.12 16.52 J20 2709.02 329.96 362.91 14:28 J22 135.84 324.10 363.48 17.06 J24 334.59 311.30 364.42 23.02 J26 359.32 316.68 367.69 22.10 J28 0.00 330.00 369.69 17.20 J30 0.00 316.00 368.25 22.64 J32 0.00 332.25 526.10 84.00 J34 0.00 324.70 526.10 87.27 J36 0.00 302.00 526.10 97.10 J38 0.00 334.50 526.10 83.02 J40 0.00 340.10 526.10 80.59 J42 0.00 336.00 526.10 82.37 J44 0.00 341.00 526.10 80.20 J46 0.00 313.10 . 526.10 92.29 J48 0.00 306.50 526.10 95.15 J50 0.00 305.50 526.10 95.59 J52 0.00 314.00 526.10 91.90 J54 0.00 336.00 526.10 82.37 J56 0.00 337.53 526.10 81.71 J58 ·o.oo 336.25 526.10 82.26 J62 0.00 332.95 382.03 21.27 J64 0.00 339.46 383.74 19.19 J66 0.00 345.00 385.77 17.67 J68 0.00 342.14 384.20 18.22 J72 0.00 334.00 526.10 83.24 J74 . 335.21 332.50 366.85 14.88 Proposed Phase 2 Infrastructure 18-lnch Along HSC Parkway, 18-lnch Loop Peak Hour+ Fire Flow (2500 GPM @ J-20) Demands Without Bryan -College Station Interconnect Pipe Report .. From To length D~meter ID Node Node (ft) (in) Pll JlO Jl4 2651.55 18 Pl3 J14 J74 2366.05 18 Pl5 J16 Jl8 1136.84 18 Pl7 Jl8 J22 999.91 18 Pl9 J22 J20 1112.83 18 P21 J20 J24 1584.69 18 P23 J24 J26 2418.36 18 P27 J26 h4 2206.06 18 P31 J48 J46 365.29 12 -P33 J46 J36 1423.44 12 P35 J36 J34 307.64 12 P37 J34 J32 1449.06 12 P39 J32 V8000 41.69 12 P41 V8000 J16 39.30 18 P43 J36 J38 905.08 12 P45 J38 J40 853.52 12 P47 J40 J42 521.84 12 P49 J42 .JS8 662.01 12 PSl JS4 JS6 805.99 12 P53 J40 J44 285.42 12 PSS J44 J72 1083.16 12 PS7 JS2 JSO 1394.69 16 PS9 JSO J48 1961.42 16 P61 JS8 JS4 746.58 12 P71 JlO J66 40.02 18 P77 J66 J68 1646.15 12 P79 J64 J62 734.31 10 P83 J68 J64 477.43 i2 Pl07 J28 J30 1504.61 12 Pl09 J30 J26 580.91 12 Plll J28 J62 1790.63 8 Pll7 J72 JS2 506.62 . 12 Pl23 J74 Jl6 1884.37 18 6/19/2012 -Flow Velocity HL/1000 Roughness lizom) (ft/s) (ft/kftl 120 4189.10 s.28 5.79 120 1947.64 2.46 1.40 120 1403.41 1.77 0.76 120 1267.57 1.60 0.63 120 1131.73 1.43 0.51 120 -1577.29 1.99 0.95 120 -1911.88 2.41 1.35 120 -1725.74 2.18 1.12 120 1.78 0.01 0.00 120 1.78 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.77 0.01 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 0.00 0.00 0.00 120 1.77 0.01 0.00 120 1.78 0.01 0.00 120 1.78 0.00 0.00 120 1.78 0.00 0.00 120 0.00 0.00 0.00 120 -4402.77 5.55 6.35 120 545.46 1.55 0.96 120 545.46 2.23 2.33 120 545.46 1.55 0.96 120 545.46 1.55 0.96 120 545.46 1.55 0.96 120 -545.46 3.48 6.89 120 1.78 0.01 0.00 120 1612.43 2.03 0.99 Junction Report Demand Elevation Head Pressure ID l2om) (ft) lftl losil JlO 213.67 34S.80 464.31 Sl.35 J14 SlS.72 337.00 4S3.39 50.43 J16 209.02 332.00 4Sl.81 Sl.91 J18 13S.84 326.00 441.01 49.83 J20 2709.02 329.96 424.82 41.10 J22 135.84 324.10 432.74 47.07 J24 334.S9 311.30 430.34 Sl.S8 J26 359.32 316.68 444.16 S5.24 J28 0.00 330.00 446.39 S0.43 J30 0.00 316.00 444.78 S5.80 J32 0.00 332.2S 477.S2 62.94 J34 0.00 324.70 487.66 70.61 J36 0.00 302.00 489.82 81.38 J38 0.00 334.50 492.2S 68.35 J40 0.00 340.10 494.54 66.92 J42 0.00 336.00 494.S4 68.70 J44 0.00 341.00 49S.31 66.86 J46 0.00 313.10 491.68 77.38 J48 0.00 306.50 492.15 80.44 J50 0.00 30S.SO 492.78 81.15 JS2 0.00 314.00 493.23 77.66 JS4 0.00 336.00 494.54 68.70 J56 0.00 337.53 494.54 68.03 JS8 0.00 336.2S 494.S4 68.S9 J62 0.00 332.95 460.23 5S.15 J64 0.00 339.46 462.lS S3.16 J66 0.00 34S.OO 464.42 Sl.75 J68 0.00 342.14 462.66 S2.22 J72 0.00 334.00 493.89 69.28 J74 33S.21 332.50 4S2.18 Sl.86 Valve Report U/S D/S Diameter Pressure Pressure Flow Velocity (in) (psi) (psi) (gpm) (ft/s) 8 62.88 Sl.9 1597.7 10.2 Proposed Phase 2 Infrastructure 16-lnch Along HSC Parkway, 12-lnch loop, 8-lnch Hydraulic Valve Peak Hour+ Fire Flow (2500 GPM @ J-20) Demands With Bryan -College Station Interconnect Pipe Report From To Length Diameter Roughness ID Node Node (ft) (in) Pll JlO J14 2651.55 16 120 P13 J14 J74 2366.0S 16 120 PlS J16 J18 1136.84 12 120 P17 J18 J22 999.91 12 120 P19 J22 J20 1112.83 12 120 P21 J20 J24 1S84.69 12 120 P23 J24 J26 2418.36 12 120 P27 J26 J14 2206.06 12 120 P31 J48 J46 36S.29 12 120 P33 J46 J36 1423.44 12 120 P3S J36 J34 307.64 12 120 P37 J34 J32 1449.06 12 120 P39 J32 V8000 41.69 12 120 P41 V8000 J16 39.30 16 120 P43 J36 J38 90S.08 12 120 P4S J38 J40 8S3.S2 12 120 P47 J40 J42 S21.84 12 120 P49 J42 JS8 662.01 12 120 PSl J54 JS6 80S.99 12 120 PS3 J40 J44 28S.42 12 120 PSS J44 J72 1083.16 12 120 PS7 JS2 JSO 1394.69 16 120 PS9 JSO J48 1961.42 16 120 P61 JS8 JS4 746.S8 12 120 P71 JlO J66 40.02 18 120 P77 J66 J68 1646.15 12 120 P79 J64 J62 734.31 10 120 P83 J68 J64 477.43 12 120 P107 J28 J30 1S04.61 12 120 P109 J30 J26 580.91 12 120 Plll J28 J62 1790.63 8 120 P117 J72 JS2 S06.62 12 120 P123 J74 J16 1884.37 16 120 6/20/2012 Flow Velocity HL/1000 l2om) (ft/sl lft/kftl 2556.73 4.08 4.12 830.47 1.33 O.Sl 1883.93 S.34 9.SO 1748.09 4.96 8.27 1612.2S 4.57 7.12 -1096.77 3.11 3.49 -1431.36 4.06 S.71 -1210.S4 3.43 4.19 645.21 1.83 1.31 645.21 1.83 1.31 1S97.70 4.S3 7.00 1S97.70 4.S3 7.00 1S97.70 4.S3 7.00 1S97.70 2.SS 1.72 -952.49 2.70 2.69 -9S2.49 2.70 2.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -952.49 2.70 2.69 64S.21 1.83 1.31 645.21 1.03 0.32 645.21 1.03 0.32 0.00 0.00 0.00 -2770.40 3.49 2.69 580.14 l.6S 1.07 580.14 2.37 2.61 S80.14 l.6S 1.07 580.14 l.6S 1.07 S80.14 l.6S 1.07 -580.14 3.70 7.73 645.21 1.83 1.31 495.26 0.79 0.20 Junction Report Demand Elevation Head Pressure ID hmm} (ft} (ft) (psi) JlO 213.G7 34S.80 4G2.7S SO.G8 114 SlS.72 337.00 4SG.1G Sl.G3 11G 209.02 332.00 4SS.13 S3.3S 118 13S.84 32G.OO 444.11 Sl.18 J20 2709.02 329.9G 427.SS 42.29 J22 13S.84 324.10 43S.GG 48.34 J24 334.S9 311.30 432.89 S2.G9 J2G 3S9.32 31G.G8 44G.34 SG.18 J28 0.00 330.00 448.17 Sl.20 BO 0.00 31G.00 44G.8S S6.70 B2 0.00 332.2S 479.Gl G3.8S J34 0.00 324.70 489.32 71.33 BG 0.00 302.00 491.38 82.0G J38 0.00 334.SO 493.71 68.98 J40 0.00 340.10 49S.90 G7.Sl J42 0.00 336.00 49S.90 G9.28 J44 0.00 341.00 49G.63 G7.44 J4G 0.00 313.10 493.lG 78.02 J48 0.00 306.SO 493.Gl 81.08 JSO 0.00 30S.SO 494.22 81.77 JS2 0.00 314.00 494.GS 78.27 JS4 0.00 336.00 49S.90 G9.28 JSG 0.00 337.S3 49S.90 G8.62 JS8 0.00 336.2S 49S.90 G9.18 JG2 0.00 332.9S 4S9.4S S4.81 J64 0.00 339.46 461.01 S2.67 J6G 0.00 34S.OO 4G2.87 Sl.07 J68 0.00 342.14 4Gl.43 Sl.G9 J72 0.00 334.00 49S.28 G9.88 J74 33S.21 332.50 4SS.38 S3.24 Valve Report U/S D/S Diameter Pressure Pressure Flow Velocity (in) (psi) (psi) (gpm) (ft/s) 8 G3.8 S3.32 1S60.1 9.9G Proposed Phase 2 Infrastructure 18-lnch Along HSC Parkway, 12-lnch Loop, 8-lnch Hydraulic Valve .. Peak Hour + Fire Flow (2500 GPM @ J-20) Demands With Bryan -College Station Interconnect Pipe Report From To Length Diameter Roughness ID Node Node (ft) (in) Pll JlO 114 2GS1.SS 18 120 P13 114 J74 236G.OS 18 120 PlS 116 118 113G.84 12 120 P17 118 J22 999.91 12 120 P19 J22 J20 1112.83 12 120 P21 J20 J24 1S84.69 12 120 P23 J24 J2G 2418.36 12 120 P27 J2G 114 220G.OG 12 120 P31 J48 J4G 36S.29 12 120 P33 J46 BG 1423.44 12 120 P3S B6 B4 307.64 12 120 P37 B4 B2 1449.0G 12 120 P39 B2 V8000 41.G9 12 120 P41 V8000 11G 39.30 18 120 P43 BG B8 90S.08 12 120 P4S B8 J40 8S3.S2 12 120 P47 J40 J42 S21.84 12 120 P49 J42 JS8 GG2.01 12 120 PSl J54 JSG 80S.99 12 120 PS3 J40 J44 28S.42 12 120 PSS J44 J72 1083.lG 12 120 PS7 JS2 JSO 1394.G9 lG 120 PS9 JSO J48 19Gl.42 lG 120 P61 JS8 JS4 74G.S8 12 120 P71 JlO JGG 40.02 18 120 P77 JGG JG8 164G.1S 12 120 P79 J64 JG2 734.31 10 120 P83 J68 J64 477.43 12 120 P107 J28 BO 1S04.Gl 12 120 P109 BO J2G S80.91 12 120 Plll J28 J62 1790.G3 8 120 P117 J72 JS2 SOG.G2 12 120 P123 J74 J16 1884.37 18 120 012012012 Flow Velocity HL/1000 h!Dm) (ft/s) (ft/kft) 2GS4.83 3.3S 2.49 888.37 1.12 0.33 1904.24 S.40 9.G9 1768.40 S.02 8.4S 1632.SG 4.G3 7.29 -1076.46 3.0S 3.37 -1411.0S 4.00 S.SG -12S0.74 3.SS 4.4S G30.02 1.79 1.2S G30.02 1.79 1.2S lSG0.10 4.43 G.70 lSG0.10 4.43 G.70 lSG0.10 4.43 G.70 lSG0.10 1.97 0.93 -930.07 2.64 2.S7 -930.07 2.64 2.S7 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -930.07 2.64 2.S7 G30.02 1.79 1.2S G30.02 1.01 0.31 G30.02 1.01 0.31 0.00 0.00 0.00 -28G8.SO 3.G2 2.87 S19.G3 1.47 0.87 S19.G3 2.12 2.13 519.G3 1.47 0.87 S19.G3 1.47 0.87 S19.G3 1.47 0.87 -S19.G3 3.32 G.30 630.02 1.79 l .2S 5S3.1G 0.70 0.14 Junction Report Demand Elevation Head Pressure ID hmm) (ft) (ft) IDsil JlO 213.67 345.80 469.07 53.41 J14 515.72 337.00 463.12 54.65 J16 209.02 332.00 462.42 56.51 J18 135.84 326.00 451.33 54.31 J20 2709.02 329.96 434.65 45.36 J22 135.84 324.10 442.82 51.44 J24 334.59 311.30 439.92 55.74 J26 359.32 316.68 453.25 59.18 J28 0.00 330.00 455.01 54.17 J30 0.00 316.00 453.74 59.68 J32 0.00 332.25 470.72 60.00 J34 0.00 324.70 482.29 68.28 J36 0.00 302.00 484.74 79.18 J38 0.00 334.50 487.51 66.30 J40 0.00 340.10 490.13 65.01 J42 0.00 336.00 490.13 66.78 J44 0.00 341.00 491.00 65.00 J46 0.00 313.10 486.86 75.29 J48 0.00 306.50 487.41 78.39 JSO 0.00 305.50 488.12 79.13 J52 0.00 314.00 488.64 75.67 J54 0.00 336.00 490.13 66.78 J56 0.00 337.53 490.13 66.12 J58 0.00 336.25 490.13 66.68 J62 0.00 332.95 465.88 57.60 J64 0.00 339.46 467.38 55.43 J66 0.00 345.00 469.17 53.80 J68 0.00 342.14 467.78 54.44 J72 0.00 334.00 489.39 67.33 J74 335.21 332.50 462.57 56.36 Valve Report U/S D/S Diameter Pressure Pressure Flow Velocity (in) (psi) (psi) (gpm) (ft/s) 10 59.92 56.49 1714.9 7.01 Proposed Phase 2 Infrastructure 18-lnch Along HSC Parkway, 12-lnch Loop, 10-lnch Hydraulic Valve Peak Hour+ Fire Flow (2500 GPM @ J-20) Demands With Bryan -College Station Interconnect Pipe Report From To Length Diameter Roughness ID Node Node (ft) (in) Pll JlO J14 2651.55 18 120 P13 J14 J74 2366.05 18 120 PlS J16 J18 1136.84 12 120 P17 J18 J22 999.91 12 120 P19 J22 J20 1112.83 12 120 P21 J20 J24 1584.69 12 120 P23 J24 J26 2418.36 12 120 P27 J26 J14 2206.06 12 120 P31 J48 J46 365.29 12 120 P33 J46 J36 1423.44 12 120 P35 J36 J34 307.64 12 120 P37 J34 J32 1449.06 12 120 P39 J32 V8000 41.69 12 120 P41 V8000 J16 39.30 18 120 P43 J36 J38 905.08 12 120 P45 J38 J40 853.52 12 120 P47 J40 J42 521.84 12 120 P49 J42 J58 662.01 12 120 P51 J54 J56 805.99 12 120 P53 J40 J44 285.42 12 120 PSS J44 J72 1083.16 12 120 P57 J52 JSO 1394.69 16 120 P59 JSO J48 1961.42 16 120 P61 J58 J54 746.58 12 120 P71 JlO J66 40.02 18 120 P77 J66 J68 1646.15 12 120 P79 J64 J62 734.31 10 120 P83 J68 J64 477.43 12 120 P107 J28 J30 1504.61 12 120 P109 BO J26 580.91 12 120 Plll J28 J62 1790.63 8 120 P117 J72 J52 506.62 12 120 P123 J74 J16 1884.37 18 120 6/20/2012 Flow Velocity Hl/1000 hmm) (ft/s) (ft/kft) 2510.45 3.17 2.24 740.50 0.93 0.23 1911.17 5.42 9.76 1775.33 5.04 8.51 1639.49 4.65 7.34 -1069.53 3.03 3.33 -1404.12 3.98 5.51 -1254.24 3.56 4.47 692.54 1.96 1.49 692.54 1.96 1.49 1714.90 4.86 7.98 1714.90 4.86 7.98 1714.90 4.86 7.98 1714.90 2.16 1.11 -1022.36 2.90 3.06 -1022.36 2.90 3.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1022.36 2.90 3.06 692.54 1.96 1.49 692.54 1.11 0.37 692.54 1.11 0.37 0.00 0.00 0.00 -2724.12 3.43 2.61 509.21 1.44 0.84 509.21 2.08 2.05 509.21 1.44 0.84 509.21 1.44 0.84 509.21 1.44 0.84 -509.21 3.25 6.07 692.54 1.96 1.49 405.29 0.51 0.08 Exhibit A Water Layout Exhibit B WaterCAD Analysis Summary - Fire Flow Demand .. Pipe Number P-1 P-2 P-3 P-4 P-5 P-res P-9 P-11 P-12 P-13 P-14 Length (ft) 2,659 1,962 1,856 491 349 82 15 79 495 149 77 Exhibit B-1 WaterCAD Analysis Summary Pipe Analysis -Domestic Demand Size (in) Material Hazen- Williams C 18 PVC 150 18 PVC 150 18 PVC 150 18 PVC 150 16 PVC 150 18 PVC 150 16 PVC 150 12 PVC 150 16 PVC 150 16 PVC 150 16 PVC 150 WaterCAD Analysis Summary Junction Analysis -Domestic Demand Junction Junction Elevation Demand Pressure (gpm) (psi) J-10 345.8 0 82.8 J-14 337 0 86.5 J-74 332.5 0 88.4 J-23-1 333 0 88.1 J-16 332 0 88.5 J-23-FHl 332 0 88.5 J-23-FH2 331.5 0 88.7 J-8 331.99 32 88.5 J-10 331.99 0 88.5 J-11 331.61 500 88.6 J-12 331.61 0 88.6 Flow Velocity (1rnm) (ft/s) 532 0.67 532 0.67 532 0.67 0 0 532 0.85 532 0.67 532 0.85 -32 0.09 500 0.8 0 0 -500 0.8 • • Pipe Number P-1 P-2 P-3 P-4 P-5 P-res P-9 P-11 P-12 P-13 P-14 Length (ft) 2,659 1,962 1,856 491 349 82 15 79 495 149 77 Exhibit B-2 WaterCAD Analysis Summary Pipe Analysis -Fire Flow Size (in) Material Hazen- Williams C 18 PVC 150 18 PVC 150 18 PVC 150 18 PVC 150 16 PVC 150 18 PVC 150 16 PVC 150 12 PVC 150 16 PVC 150 16 PVC 150 16 PVC 150 WaterCAD Analysis Summary Junction Analysis -Fire Flow Junction Junction Elevation Demand Pressure (gpm) (psi) J-10 345.8 0 27.4 J-14 337 0 26.l J-74 332.5 0 24.3 J-23-1 333 0 20.6 J-16 332 0 21 J-23-FHl 332 0 19.8 J-23-FH2 331.5 0 18.3 J-8 331.99 32 19.8 J-10 331.99 0 19.8 J-11 331.61 4,500 18 J-12 331.61 0 18.3 Flow Velocity (gpm) (ft/s) 4,532 5.71 4,532 5.71 4,532 5.71 0 0 4,532 7.23 4,532 5.71 4,532 7.23 -32 0.09 4,500 7.18 0 0 -4,500 7.18 -