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Home My WebLink About027 Water Design Report WATER MAIN DESIGN REPORT FOR: Blackwood Groves Infrastructure Improvements Bozeman, MT Prepared By: NOW A PART OF MADISON ENGINEERING ENGINEERING WWC Engineering 895 Technology Drive, Suite 203 Bozeman, MT 59718 (406) 586-0262 December 2024 WATER MAIN DESIGN REPORT FOR: Blackwood Groves Infrastructure Improvements Bozeman, MT x rnis " Iv oIle p�N j1j 0 iit��i� WWC Engineering 895 Technology Blvd Ste 203 Bozeman, MT 59718 (406) 586-0262 DECEMBER 2024 BLACKWOOD GROVES WATER SYSTEM DESIGN REPORT A. General This design report will give an overview of the proposed water main for the Blackwood Groves multi-unit residential development. The 7.84-acre proposed development consists of two lots located in the Residential Emphasis Mixed Use (REMU) zoning district in Bozeman, Montana, located on Lot 1, Block 1 and Lot 1, Block 13 of the Blackwood Grove Subdivision. The development will consist of 11 buildings (9 residential buildings, a clubhouse, and a maintenance building) comprised of 216 units. The proposed infrastructure is anticipated to be constructed during the spring of 2025. No phasing is proposed for the water system; however,the units within the development will be phased. The water infrastructure will be constructed in Phase 1. Once the water main is constructed and approved, the main will become a part of the City of Bozeman system. The following references were used in the preparation of this report: a. COB Design Standards and Specifications Policy, 2017. Addendum 47 b. COB Modifications to Montana Public Works Standard Specifications (MPWSS). c. MDEQ Circular No. 1 d. City of Bozeman Zoning Map e. City of Bozeman Water Facility Plan B. Existing Water System The proposed water main extensions will be looped into the existing City of Bozeman water distribution system. The four connection locations are two existing stubs on Canter Avenue, an existing stub on Victoria Street, and a hot tap of the main on Victoria Street. These connections create two water main loops to serve the north and south lots. Appendix 2 shows a site overview of the existing and proposed infrastructure. The connection to the city system was modeled using a pump curve provided by C & H Engineering. This pump curve was used to model flow for the existing Blackwood Groves development just east of this site (shown in Appendix 1). Due to limited flow data near this site, the provided pump curve was assumed to be the same for hydrants of closer proximity. For this reason, the hydrants used in the model have different elevations than the hydrant with the associated pump curve. Due to this assumption, we recommend the fire flow capacity be verified by the fire suppression engineer. The hydraulic models for both the north and south lots and their flow results are shown in Appendix 3. C. Existing Groundwater The geotechnical report conducted by Allied Engineering dated November 2023 states that the subsurface soils consist of native silt/clay underlain by native sandy gravel. Native silt/clay soils were encountered in various tests pits at a depth of 1.5 to 5.0 feet below the surface. The gravels Blackwood Groves Water Design Report Pagel of 3 extend to depths of at least 10 feet. Groundwater was encountered in all thirteen test pits at depths ranging from 2.1 to 8.5 feet below the ground surface.The presence or absence of observed ground water may be directly related to the time of the subsurface investigation. Numerous factors contribute to seasonal ground water occurrences and fluctuations, and the evaluation of such factors is beyond the scope of Allied Engineering(geotechnical engineer).Additional groundwater monitoring information is shown in Appendix 5. D. Proposed Water System The proposed water main extensions for the project consists of approximately 1,244 linear feet of 8" ductile iron pipe. The main located on the north lot will connect to an existing water main stub off Canter Avenue and will also connect to an existing water main stub on Victoria Street. The main located on the south lot will connect to the water main on Victoria Street through a hot tap and will connect to an existing stub off Canter Avenue. The layout of the proposed water main meets the COB design criteria and will be located within the easements/right of way and separated from the proposed sanitary sewer main by a minimum of 10 feet horizontally. Fire hydrants will be installed within COB design criteria and will not exceed the recommended distance. E. Capacity Analysis An estimation of the water flow rate was based on the City of Bozeman's design standards and specification policy, which suggests using an average daily flow rate of 2.11 people per dwelling unit and 170-gallons per capita per day. Applied to the 216 units, the required water flow rate is calculated: ( residents gallons 216 units * 2.11 unit * 170 capita day) = 77,479 gpd ca p Based on these parameters, the development at full build out (216 units) will have an estimated 77,479 gpd(53.81 gpm). In addition to the average daily demand, the water main extension must account for peak periods of daily use. Peaking factors are applied to the demand and account for these peak periods in daily use. The peaking factors used are maximum daily use and peak hour and are obtained from the City of Bozeman Design Standards. Table 1 shows the peaking factors and the resultant flows from those factors when applied to the average daily demand of 53.81 gpm. TABLE 1 PEAKING FACTORS Flow Designation Peaking Factor Flow (gpm) Average Day Demand 1 53.81 Maximum Day Demand 2.3 123.75 Maximum Hour 3 161.42 Demand Maximum Hour and - 1500 Fire Flow Demand Blackwood Groves Water Design Report Page 2 of 3 Based on communication with the architect,the nine apartment buildings will be built and installed with Type V-A (Protected Wood Frame) construction. The apartment buildings consist of three different building types (01, 02 & 03). The type 01 buildings have an area of 20,965 SF, the type 02 buildings 24,935 SF, and type 03 24,811 SF. The flow capacity for the largest building type, type 02, was used for a conservative estimate. A type V-A construction consisting of 24,935 SF requires 3,000 gpm for a 3-hour flow duration per the 2015 International Fire Code, Table B 105.1(2). Based on the fire sprinkler system designed for the buildings, the 2015 International Fire Code's Table B 105.2, the 3,000 gpm fire flow can be reduced but shall not be less than the minimum of 1,500 gpm. E. Results Based on the analysis outlined above,the maximum hour flow of 1,661.42 gpm, is required (Max Hour Demand + Max Fire Flow). The flow analysis shows that an 8-inch ductile iron pipe can provide the development with the required flow and remain above the minimum residual pressure of 20 psi. It is important to note that this analysis relies on the assumption that the pump curve provide by C & H is reflective of the site conditions for this project. Because of this assumption, the fire flow capacity should be verified by the fire suppression engineer. See attached flow analysis in Appendix 3. F. Conclusion Based on this analysis and the assumed verification of fire flow capacity by the fire suppression engineer, the proposed 8-inch ductile iron water main serving Blackwood Groves provides adequate service to meet the 216-unit, clubhouse, and maintenance building peak hour demand requirements for the development. The water main was designed on conservative premise for future development. The water main design is consistent with the City of Bozeman Water Facility Plan. This project will require the approval of the City of Bozeman Engineer and MDEQ. Appendix: 1. Hydrant Pump Curve 2. Site Overview 3. WaterCAD Fire Flow Report 4. Water Main Capacity Analysis 5. Ground Water Monitoring 6. Master Subdivision Water Design Report 7. City of Bozeman Correspondence Blackwood Groves Water Design Report Page 3 of 3 Appendix 1 - Hydrant Pump Curve Hydrant Curve: Obtained from C&H Engineering Subdivision Report Hydrant Curve GIS Hydrant# Available Flow (gpm) Residual Pressure (psi) 2680 Hydrant Curve 0 48.55 200 48.22 400 47.68 600 46.95 800 46.03 1,000.00 44.94 50 1,200.00 43.68 _ 1,400.00 42.27 1,600.00 40.7 1,800.00 38.97 2,000.00 37.1 40 2,200.00 35.1 2,400.00 32.95 a 2,600.00 30.65 V) 2,800.00 28.2 V) v 30 3,000.00 25.6 a 2680 3,200.00 22.84 3,400.00 19.95 3,600.00 16.91 3,800.00 13.72 20 4,000.00 10.4 4,200.00 6.94 4,400.00 3.33 10 0 0 500 1000 1500 2000 2500 3000 3500 4000 4500 5000 Available Flow(gpm) Data Disclaimer:Water distribution information is calculated using hydraulic modeling software and is subject to variation.Actual field conditions may vary.This information is provided to the requestor for evaluation purposes only,without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature,or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract,tort, strict liability or inequity. = � I �- Site T ALDER CREEK DR IfT j 1 f F ITS ri ro ., n r-rrr, ` I Site - _ •4 Appendix 2 — Site Overview c� Z ; a as ra z z z ¢� N.T.S. ffi V I EXISTING FIRE HYDRA 4Y �EXBTMGFIRE M'DRANT v �IXBTING FIRE NY DR4 Nr _ - - - - - - - --- - -- �-- L — - -s - - - s - -S --� - - — - -e� -- - m -W -—- - - - -'A - -W --—- -'/i �- —L -'A' - CAN lER AVE --—- - �--w - --'A' - - — - - -I -IX 6TMG FIRE Hr DRAM - - - - - — - - - _ - — - - - -- - W I I I I � '� I uj I � 1 - a PROPOSED!-o E. I I mmur I ° - WATER MIN I I I IIII I � �• p CLUB iId III EM NG_ iIIIiI F ILfI`I. 30-•W-r.I DiHauSE PBUDur—a�r A IOU .5 JO'WbE BUILDING _w LL 3---Y BBU UII 7NG rrr EASEMEM iEULONG E CLUB 11 9 I PiPOS ED IRE HFOUSE I, 1 101 1 1 1 1 1 1 DRM PROPOSED•"Pvc PROPOSED!"PVC SEWER MAIN SEWER MAIN -J I , Pro PRD ED FIRE B WATER M W W w SERVPCE(TYP) I ' U /P{p POSED FIRE IYDRAf t [ItL IL � . JI - W q S I-4 �_I T S S [S 5 5 5 I I O } BUILDING BUILDING W Q M M M M M _ Q I I I I U �Oy N ui PRO SERVI E"M � — — — = m (� W op BU B NG - - - _ BUILDING - - BUILDING - i IX6TING FIRE Hf DRaM O O W :400 49 1 V ~ 34 a N � � J S 197H AVE SITE OVERVIEW N.T.S. Appendix 3 — WaterCAD Fire Flow Report NORTH LOT Scenario: Automated Fire Flow Analysis P41 J-47 P 2 J-17 P37 J-51 P52 PMP-1 P51 R 1 J--3 P12-NYD.LEAD - J-37 77 J-24{HYD.) J P4-FS J-8 v f`n P19- S J-3 w J-18 w J-48 ao ?20-WS J-40 v P5-FSJ-10 J-39 J-9 Color Coding Legend Pipe:Diameter(in) A rn <= 4.0 <= 6.0 J-20 <= 8.0 P22-.VJS J-4 J-50 J-19 P10-WS Other P7 -FS J-14 79 P25-FS J-43 J-13 R7 0.1 w J-5 P3-FS J fi M J-35 18-W J-36 a J-27 Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Groves Water System.wtg Center [10.04.00.108] 10/23/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 NORTH LOT Base Fire Flow Report Base Fire Flow Fire Flow(Needed) 1,500 gpm Velocity(Upper Limit) (N/A)ft/s Fire Flow(Upper Limit) 3,500 gpm Pressure(System Lower (N/A) psi Limit) Pressure(Residual Lower 20 psi Pipe Velocity Greater Than 0.00 ft/s Limit) Pressure(Zone Lower Limit) 20 psi Node Pressure Less Than 0 psi Use Minimum System False Pipe Set <All Pipes> Pressure Constraint? Use Velocity Constraint? False Nodes To Exclude <None> Use Pipe Velocity Greater False Fire Than? Fire Flow Nodes Supression System Use Node Pressure Less False Type Adding Auxiliary Results None Adding to Auxiliary Output Selection Set <No Apply Fire Flows By Baseline Elements> Demand Fire Flow Auxiliary Results None Type 13: Base Fire Flow,]unction and Hydrant Alternative Report * ID Label Specify Local Velocity Fire Flow Fire Flow Pressure Pressure Pressure Fire Flow (Upper (Needed) (Upper (Residual (Zone (System Constraints? Limit) (gpm) Limit) Lower Lower Lower Limit) (ft/s) (gpm) Limit) Limit) (psi) (psi) (psi) True 106 3-23 False (N/A) 1,500 3,500 20 20 (N/A) True 107 24 False (N/A) 1,500 3,500 20 20 (N/A) (HYD.) Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Groves Water System.wtg Center [10.04.00.108] 11/11/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 NORTH LOT Fire Flow Node FlexTable: Fire Flow Results Table Label Fire Flow Fire Flow Fire Flow Pressure Pressure Junction Is Fire Flow Run Status (Needed) (Available) (Residual (Calculated w/ Balanced? (gpm) (gpm) Lower Limit) Residual) Minimum (psi) (psi) Pressure (System) 3-23 Passed 1,500 1,736 20 23 PMP-1 True J 24 Passed 1,500 1,736 20 21 PMP-1 True (HYD.) Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Groves Water System.wtg Center [10.04.00.108] 11/11/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 SOUTH LOT Scenario: Automated Fire Flow Analysis J-26 v TIJ v J-3 P2 J-4 J-33 P8 J-34 A� 9 �O Cn n Cryfing Lxgend J-3 Pipe:DiametPrfin) Q -2 Q� '= 4.0 J-31 J-1 t= 6.0 Other P9 J-4 J-29 P3 J- J-41J-11 J-2� P1922 P21 v P-2 PMP-1 p_1 R-1 J-45 J-15 J-30Qrti 0 J-16 J-46 Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Broves Water System(South).wtg Center [10.04.00.108] 10/23/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 SOUTH LOT Base Fire Flow Report Base Fire Flow Fire Flow(Needed) 1,500 gpm Velocity(Upper Limit) (N/A)ft/s Fire Flow(Upper Limit) 3,500 gpm Pressure(System Lower (N/A) psi Limit) Pressure(Residual Lower 20 psi Pipe Velocity Greater Than 0.00 ft/s Limit) Pressure(Zone Lower Limit) 20 psi Node Pressure Less Than 0 psi Use Minimum System False Pipe Set <All Pipes> Pressure Constraint? Use Velocity Constraint? False Nodes To Exclude <None> Use Pipe Velocity Greater False Fire Than? Fire Flow Nodes Suppression System Use Node Pressure Less True Type Adding Auxiliary Results None Than? Adding to Auxiliary Output Selection Set <No Apply Fire Flows By Baseline Elements> Demand Fire Flow Auxiliary Results None Type 13: Base Fire Flow,]unction and Hydrant Alternative Report * ID Label Specify Local Velocity Fire Flow Fire Flow Pressure Pressure Pressure Fire Flow (Upper (Needed) (Upper (Residual (Zone (System Constraints? Limit) (gpm) Limit) Lower Lower Lower Limit) (ft/s) (gpm) Limit) Limit) (psi) (psi) (psi) True 61 3-21 False (N/A) 1,500 3,500 20 20 (N/A) True 62 22 False (N/A) 1,500 3,500 20 20 (N/A) (HYD.) Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Broves Water System(South).wtg Center [10.04.00.108] 11/11/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 SOUTH LOT Fire Flow Node FlexTable: Fire Flow Results Table Label Fire Flow Fire Flow Fire Flow Pressure Pressure Junction Is Fire Flow Run Status (Needed) (Available) (Residual (Calculated w/ Balanced? (gpm) (gpm) Lower Limit) Residual) Minimum (psi) (psi) Pressure (System) J-21 Passed 1,500 1,779 20 22 3-41 True ] 22 Passed 1,500 1,733 20 20 3-41 True (HYD.) Bentley Systems,Inc. Haestad Methods Solution WaterCAD Blackwood Broves Water System(South).wtg Center [10.04.00.108] 11/11/2024 76 Watertown Road,Suite 2D Thomaston,CT Page 1 of 1 06787 USA +1-203-755-1666 Appendix 4 — Water Main Capacity Analysis Daily Water Usage Analysis Blackwood Groves Average Dail Building Area Commercial Spaces 0 sq. ft. Annual Water Use/sq. ft. 0.273 gpd/sq. ft. Average Daily Flow 0 gpd No.Residential Units 216 Residents/unit 2.11 Gallons per Capita/day 170 Average Daily Flow 77,479 gpd Total Annual Water Use 77,479 gpd Peaking Factor Calculations Commercial: Max Occupancy Commercial Spaces N/A Residential: Zoning Acres Units/Acre Density Total (residents/unit) Population REMU 7.84 27.55 2.11 456 Total Site Population: 456 Peaking Q(�) = 18 +p p Population/thousands 0.50 = =93/1000= 0.456 = Factor Q(ave) 4 +p 0.50 Peaking Factor = 3.99 Peak Hour Water Usage Average Daily Usage 77,479 gpd Maximum Hour Usage 232,438 gpd Maximum Hour Usage 9684.9 gph Maximum Hour Usage 161.4 gpm Total Max.Hour Usage 0.36 cfs Appendix 5 - Ground Water Monitoring M NOW A PART OF MADISON � ENGINEERING WWC ENGINEERING 895 Technology Boulevard, Suite 203,Bozeman,MT 59718 1406.586.0262 August 22nd,2024 City of Bozeman Planning Department 20 East Olive Bozeman,MT 59715 RE: Blackwood Groves Groundwater Monitoring This document contains groundwater monitoring information for the Blackwood Groves subdivision located on Block 1,Lot 1 and Block 13,Lot 1 of the Blackwood Grove Subdivision Phase 1 and 9,north of Blackwood Road and Victoria Street, and east of S. 19t1i Ave in Bozeman,MT. Included in this document is groundwater depth information taken from 13 test pits throughout the site. Groundwater monitoring was completed by Allied Engineering from April to June 2024. Included is a map showing the test pit locations where monitoring took place. K:\Bozeman\Fourth Avenue Capital\2023531 Blackwood Grove Blk 1&13 Site Plan\04Data\Groundwater Monitoring\GW Monitoring.docx 895 Technology Blvd Suite 203 ♦ Bozeman,MT 59718 ♦ (406) 586-0262 _"PHy PARK•AREA Hunt Map Layers �I COLIINS T t' CITY OF BOZENIAN ROAD IIC bs S[ 1 n Cambridge Dr fail Y \ SOUTHBRIDGE SUB TP x `TP ? I~ LUDTKE \`� PH 3 PARK AREAS ►� BLAC KWOOD LAND CARY I FUND t I WILLIAM `AMY TF 3 SCHWEN�SEN •.� I X x Scotch Grass l *r I CITY OF BOZEMAN J ' P • I F, '( T a J GRANITE GRANITE OWNER OWNER x TP- X LLC LLC r d Is AwLYKKE + 1 Q CONDO CITY OF BOZEMAN M MASTER' TP-7 TP-8 `N Victoria St • x � r • Hf 4t Is i O =....F ` T P-9 1 BLACKWOOD _ LAND 1322 SOUTH ( �': , ' CHIPSET - X FUND LLC MONTANA I CONDO I 'LLC_r VMF-' MASTER b- �-_= TP-1 1 BLACKWOOD LAND r I FUND LLC x x c f T n < 3 — GAL-LAa" I TP 1? TP-13 • CON DO DO D LOVE MASTER I y KELLY& l� Jl� I • MICHAEL � � r• i Blackwood Rd Blackwood Rd • a 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23 150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-1 MW-2 MW-3 MW-4 MW-5 Date Time Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW below EG below EG below EG below EG below EG (feet) (feet) (feet) (feet) (feet) 10/06/23 N/A 6.3 4.5 6.5 6.5 4.3 03/22/24 4:00 PM 3.7 2.5 3.4 4.7 3.1 03/29/24 10:15 AM 3.7 2.5 3.4 4.7 3.1 04/05/24 10:15 AM 4.2 2.8 3.7 5.0 3.3 04/12/24 10:30 AM 4.7 3.2 4.1 5.4 3.6 04/26/24 10:00 AM 5.3 4.0 4.8 6.0 4.2 05/10/24 12:30 PM 3.7 2.1 3.4 5.0 2.9 05/17/24 10:00 AM 3.9 2.6 3.5 4.7 2.6 05/24/24 1:30 PM 3.9 2.4 3.6 5.0 3.1 06/03/24 10:00 AM 3.5 2.4 3.2 4.5 2.8 06/10/24 10:00 AM 4.5 3.0 4.0 5.3 3.4 06/17/24 12:00 PM 4.2 3.0 3.9 5.0 3.3 Groundwater Monitoring Data: Page 1 of 3 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23 150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-6 MW-7 MW-8 MW-9 MW-10 Date Time Depth to GW Depth to GW Depth to GW Depth to GW Depth to GW below EG below EG below EG below EG below EG (feet) (feet) (feet) (feet) (feet) 10/06/23 N/A 5.5 7.5 6.5 8.5 7.5 03/22/24 4:00 PM 4.3 5.1 4.5 6.1 4.5 03/29/24 10:15 AM 4.3 5.2 4.5 6.1 4.4 04/05/24 10:15 AM 4.6 5.4 4.7 6.3 4.7 04/12/24 10:30 AM 4.9 5.8 5.0 6.6 5.1 04/26/24 10:00 AM 5.4 6.3 5.4 7.1 5.4 05/10/24 12:30 PM 4.5 5.5 4.6 6.2 4.4 05/17/24 10:00 AM 4.3 5.1 4.5 5.9 4.4 05/24/24 1:30 PM 4.5 5.3 4.5 6.1 4.4 06/03/24 10:00 AM 4.0 4.8 4.3 5.6 4.2 06/10/24 10:00 AM 4.7 5.5 4.7 6.2 4.6 06/17/24 12:00 PM 4.5 5.0 4.6 5.9 4.6 Groundwater Monitoring Data: Page 2 of 3 2024 Groundwater Monitoring Data: Summary of 13 Wells Project Name: Blks 1 and 13, Blackwood Groves Sub. Project Number: 23-150 32 Discovery Drive Location: See Maps ALLIED Bozeman, MT 59718 Date Installed: 10/6/23 ENGINEERING Phone (406) 582-0221 Installed By: AESI SERVICES,INC. `S.o' Fax (406) 582-5770 Okerse Pr60- NOTES: 1) Block 1 is located on NE side of S. 19th Avenue and Victoria Street. 2) Block 13 is located on SE side of S. 19th Avenue and Victoria Street. 3) MW-1 through MW-13 were installed during test pit explorations on 10/6/23. 4) MW-1 through MW-13 were installed in TP-1 through TP-13, respectively. 5) All test pits were dug to a depth of 10.0'below existing ground (EG)surface. 6) All monitoring wells consist of 10'long,4"diameter, perforated PVC pipes. 7) Depths to bottom of MWs range from 9.0'to 9.2'below existing site grades. 8) MW-1 through MW-8 were installed on Lot 1, Block 1. 9) MW-9 through MW-13 were installed on Lot 1, Block 13. 10) Groundwater depths were monitored by AESI from 3/22/24 to 6/17/24. 11) Groundwater depths are below existing ground (EG). 12) "Dry" MWs are noted as dry at bottom of the 9.0'to 9.2'MW depth. 13) Highest(shallowest)groundwater measurement to date in each well: MW-11 MW-12 MW-13 Date Time Depth to GW Depth to GW Depth to GW below EG below EG below EG (feet) (feet) (feet) 10/06/23 N/A 7.0 6.5 6.5 03/22/24 4:00 PM 4.7 4.5 3.2 03/29/24 10:15 AM 4.9 4.7 3.5 04/05/24 10:15 AM 5.2 5.1 4.0 04/12/24 10:30 AM 5.7 5.6 4.5 04/26/24 10:00 AM 6.1 6.0 4.9 05/10/24 12:30 PM 4.9 4.7 3.6 05/17/24 10:00 AM 4.9 4.7 3.7 05/24/24 1:30 PM 5.0 4.7 3.7 06/03/24 10:00 AM 4.6 4.4 3.4 06/10/24 10:00 AM 5.2 4.7 3.9 06/17/24 12:00 PM 5.2 5.0 4.0 Groundwater Monitoring Data: Page 3 of 3 Appendix 6 — Master Subdivision Water Design Report WATER DESIGN REPORT Blackwood Groves Subdivision Prepared for: Bridger Builders, Inc. 115 West Kagy Boulevard Bozeman, MT 59715 Prepared by: Ecia. Engineering and Surveying Inc. 1091 SConeridge Drive • Bozeman, MT 5971 B Phone (406)587-1115 • Fax(406) 587-9768 www.chengineers.com • info@chengineers.com Project Number: 190390 , March, 2021 INTRODUCTION The Blackwood Groves Subdivision is a proposed 120-acre development located in the southeastern portion of the City of Bozeman in Gallatin County, Montana. The proposed project is comprised of Residential Emphasis Mixed Use zoning and will feature a variety of commercial, residential, and park/open space development. As part of the project, public improvements including water, sanitary sewer, stormwater, and City road infrastructure are proposed as well. This project is located in the City of Bozeman's South Pressure Zone (HGL 5125). WATER SYSTEM LAYOUT The proposed water system will utilize an existing 16" ductile iron main that runs east/west along Blackwood Road, and then north through the property into the Alder Creek Subdivision. In addition the project will extend existing stubs south and east for future development. The main was looped through the subdivision to provided redundancy in the system. The stubs for future development will be capped and have blowoffs installed. The proposed water system consists of 8" class 51 ductile iron water main, with one section of 12" class 51 ductile iron main located in S. 11th Avenue. WATER DISTRIBUTION SYSTEM SIZING Residential Lots: Values used for assessing the peak hour demand at residential lots were taken from the City of Bozeman Design Standards and Specifications Policy (2017). Average Daily Residential Usage = 170 gallons per capita per day Average Population Density = 2.17 persons/dwelling unit Maximum Day Demand (Peaking Factor=2.3) Maximum Hour Demand (Peaking Factor= 3.0) Commercial REMU Lots: Values used for assessing the peak hour demand at commercial lots were taken from Table 3.8 in the City of Bozeman's Water Facility Plan Update (2017). Average Daily Usage = 1,285 gallons per acre per day Max Day Demand = 2,635 gallons per acre per day Maximum Hour Demand = 3,855 gallons per acre per day (Peaking Factor= 3.0) Minimum Fire Hydrant Flow = 1,500 gpm Residual Pressure Required = 20 psi for Fire Flow The table shown below quantifies the demands placed at the junction nodes and calculates the demands for Average Day, Maximum Day and Peak Hour within the subdivision. The peaking factor for residential lots is 1, 2.3 and 3.0 respectively, and for Commercial REMU lots being 1, 2.0506 and 3.0 respectively based on the Average Day Demand of 1,285 gallons per acre per day. A map depicting the contributing lots associated with each demand junction is included in Appendix A. Table 1: Demand Junction Summary POPULATION AVERAGE DAY DEMAND Acres of AVERAGE DAY DEMAND MAX DAY DEMAND DWELLING (RES.)2.17 GPM(170 JUNCTION Commercial GPM(1,285 GAL PER (2,635 GAL PER UNITS PEOPLE PER GALLONS PER RESIDENTIAL PEAK HOUR GPM(3.0 NODE* Lots ACRE PER DAY)** ACRE PER DAY)'- D.U.*** D.U. DAY PER PERSON MAX.DAY GPM AVERAGE DAY DJ 1 7.7 6.9 14.1 20.7 DJ 2 12 26 3.1 7.1 9.2 DJ 3 12 26 3.1 7.1 9.2 DJ4 6 13 1.5 3.5 4.6 DJ 5 13 28 3.3 7.7 10.0 DJ 6 12 26 3.1 7.1 9.2 DJ 7 30 65 7.7 17.7 23.1 DJ 8 20 43 5.1 11.8 15.4 DJ 9 6 13 1.5 3.5 4.6 DJ 10 6 13 1.5 3.5 4.6 DJ 11 32 69 8.2 18.9 24.6 DJ 12 32 69 8.2 18.9 24.6 DJ 13 40 87 10.2 23.6 30.7 DJ 14 4.1 3.6 7.4 22.3 DJ 15 3.0 2.7 5.5 16.6 DJ 16 6 13 1.5 3.5 4.6 DJ 17 10 22 2.6 5.9 7.7 DJ 18 5 11 1.3 2.9 3.8 DJ 19 9 20 2.3 5.3 6.9 DJ 20 34 74 8.7 20.0 26.1 DJ 21 122 265 31.3 71.9 93.8 DJ 22 54 117 13.8 31.8 41.5 DJ 23 1.6 1.4 3.0 8.9 DJ 24 21 46 5.4 12.4 16.1 DJ 25 7 15 1.8 4.1 5.4 DJ 26 7 15 1.8 4.1 5.4 DJ 27 12 26 3.1 7.1 9.2 DJ 28 12 26 3.1 7.1 9.2 DJ 29 21 46 5.4 12.4 16.1 DJ 30 68 148 17.4 40.1 52.3 DJ 31 40 87 10.2 23.6 30.7 DJ 32 12 26 3.1 7.1 9.2 Total 16.4 14.7 30.1 661 1434 1 169.34 389.47 576.43 *See Demand Junction Map for more information on which lots contribute to each Demand Junction. **Per COB Water Facility Plan Update Table 3.8 ***COB Design Standards and Specifications HYDRAULIC ANALYSIS The water distribution model was created using WaterCAD Version 10.03.02.75 for demand forecasting and describing domestic and fire protection requirements. The WaterCAD analysis is enclosed at the end of the report analyzing the 8-inch and 12-inch water main extensions installed with this project. The connection to the existing system was modeled as a pump using hydrant curves obtained from the City of Bozeman Water Department. Curves were modeled for the following hydrants: hydrant #2680 located at the intersection of Alder Creek Drive and S. 15th Avenue and hydrant#2146 located at the southern terminus of S. 1 Ph Avenue. This data was used to develop the pump curve used at the connection point to model the existing system. In the model, the pump is connected to a reservoir which acts as a source of water. The elevation of the reservoir is fixed at the elevation of the pump, which is also equivalent to the elevation of the tie-in point. The reservoir does not create any head on the system;the head is generated entirely by the pumps. The input data and the pump curves are included at the end of the report. The pump curve table includes all calculations and equations used in determining flow characteristics at the connection point. A C-factor of 130 was chosen for ductile iron class 51 pipe. The system was modelled as a steady state hydraulic flow simulation. CONCLUSION The 8-inch class 51 ductile iron water main does provide adequate capacity with regards to the Peak Hour Demands. The flows and pressures within the system for the Peak Hour Demands were generated with the WaterCAD program and can be found at the end of the report. The capacity of the system to meet fire flow requirements was tested by running a steady state fire flow analysis for all junctions at fire hydrant locations. The model shows that the new hydrant junctions satisfies fire flow constraints (residual pressure > 20 psi, flow rate > 1500 gpm), while providing service to the proposed lots at peak hour. The results of the analysis at peak hourly flow are included in Appendix B. APPENDIX A Demand Junction Map � 11 • � � .� : . �"` IIII •� �. �� i Sheet I of I ij� BLOCK 11 � •� - — _ - - � 1�1 m MEMO r1 1 M a l�a-6-N�.■�I l l�Im IN •r r n •■MIN IN■��,■■n./= • ' ■■ 0-► _ ■ IIYIN in Yi - ■ ■ ,TIC■R�■��' 7 c DEMAND BLOCK 10 JUNCTION1JUNC • ' • • ■ • i ■ �n a / - - � - I BLOCK 13 BLOCK 14 I • DEMAND■ ■ ® DEMAND BLOCKJum n..,ia 11- :8 Gy JUNCTION 14 •• I I ■ , d, , Q 7I■ ■ �IL,1 IIA • ■II• I IIII BLOCKI / • DEMAND p_ ! ■ JUNCTION III - • :aml1NJ1104—1` G.11\`■,I lit • I LOT8 •! (!!IIII- • • men 1 ■ DEMAND • 1 JI I . _ `L �u • [— SF Mims 1\•I 1 M. ,10 7�--ice:.—■- `li . li• ■ � L•L } 1 ail Ii 8 • ■■�■-_■-■_ ■�•d.i;\P\__#_ ■_�■-■ I I �� _ _ SI�I ■�:r!�•�■■Ic�lII�r�I��■�yJ■16�fi�r - _ _ - _ •III�Y ammmum • APPENDIX B WaterCAD Output Results Scenario: Base '�..... .... Hl- WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center 0.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Scenario: Base HY- J-7,: W2, WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center 0.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Scenario Summary Report Scenario: Base Scenario Summary ID 1 Label Base Notes Active Topology Base Active Topology Physical Base Physical Demand Base Demand Initial Settings Base Initial Settings Operational Base Operational Age Base Age Constituent Base Constituent Trace Base Trace Fire Flow Base Fire Flow Energy Cost Base Energy Cost Transient Base Transient Pressure Dependent Demand Base Pressure Dependent Demand Failure History Base Failure History SCADA Base SCADA User Data Extensions Base User Data Extensions Steady State/EPS Solver Calculation Base Calculation Options Options Transient Solver Calculation Options Base Calculation Options Hydraulic Summary Time Analysis Type Steady State Use simple controls during True steady state? Friction Method Hazen- Is EPS Snapshot? False Williams Accuracy 0.001 Start Time 12:00:00 AM Trials 40 Calculation Type Fire Flow WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Base Fire Flow Report Base Fire Flow Fire Flow(Needed) 1,500 gpm Fire Flow Auxiliary Results None Type Fire Flow(Upper Limit) 3,500 gpm Velocity(Upper Limit) (N/A)ft/s Pressure(Residual Lower Pressure(System Lower Limit) 20 psi Limit) (N/A) psi Pressure(Zone Lower Limit) 20 psi Pipe Velocity Greater Than 0.00 ft/s Use Minimum System False Node Pressure Less Than 0 psi Pressure Constraint? Use Velocity Constraint? False Pipe Set All Pipes Use Pipe Velocity Greater False Fire Flow Nodes Hydrants Than? Use Node Pressure Less False Type Adding Auxiliary Results None Adding to Auxiliary Output Selection Set Hydrants Apply Fire Flows By Baseline Demand 13: Base Fire Flow, ]unction and Hydrant Alternative Report * ID Label Specify Local Velocity(Upper Fire Flow Fire Flow Pressure Pressure Pressure Fire Flow Limit) (Needed) (Upper (Residual (Zone Lower (System Constraints? (ft/s) (gpm) Limit) Lower Limit) Lower Limit) (gpm) Limit) (psi) (psi) (psi) True 190 HYD 1 False (N/A) 1,500 3,500 20 20 (N/A) True 194 HYD 2 False (N/A) 1,500 3,500 20 20 (N/A) True 198 HYD 3 False (N/A) 1,500 3,500 20 20 (N/A) True 202 HYD 4 False (N/A) 1,500 3,500 20 20 (N/A) True 206 HYD 5 False (N/A) 1,500 3,500 20 20 (N/A) True 210 HYD 6 False (N/A) 1,500 3,500 20 20 (N/A) True 211 HYD 7 False (N/A) 1,500 3,500 20 20 (N/A) True 215 HYD 8 False (N/A) 1,500 3,500 20 20 (N/A) True 219 HYD 9 False (N/A) 1,500 3,500 20 20 (N/A) True 223 HYD 10 False (N/A) 1,500 3,500 20 20 (N/A) True 227 HYD 11 False (N/A) 1,500 3,500 20 20 (N/A) WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 2 +1-203-755-1666 Base Fire Flow Report 13: Base Fire Flow, ]unction and Hydrant Alternative Report * ID Label Specify Local Velocity(Upper Fire Flow Fire Flow Pressure Pressure Pressure Fire Flow Limit) (Needed) (Upper (Residual (Zone Lower (System Constraints? (ft/s) (gpm) Limit) Lower Limit) Lower Limit) (gpm) Limit) (psi) (psi) (psi) True 232 HYD 12 False (N/A) 1,500 3,500 20 20 (N/A) True 236 HYD 13 False (N/A) 1,500 3,500 20 20 (N/A) True 240 HYD 14 False (N/A) 1,500 3,500 20 20 (N/A) True 244 HYD 15 False (N/A) 1,500 3,500 20 20 (N/A) True 245 HYD 16 False (N/A) 1,500 3,500 20 20 (N/A) True 249 HYD 17 False (N/A) 1,500 3,500 20 20 (N/A) True 253 HYD 18 False (N/A) 1,500 3,500 20 20 (N/A) True 257 HYD 18 False (N/A) 1,500 3,500 20 20 (N/A) True 261 HYD 19 False (N/A) 1,500 3,500 20 20 (N/A) True 265 HYD 20 False (N/A) 1,500 3,500 20 20 (N/A) True 269 HYD 21 False (N/A) 1,500 3,500 20 20 (N/A) True 270 HYD 22 False (N/A) 1,500 3,500 20 20 (N/A) True 277 HYD 23 False (N/A) 1,500 3,500 20 20 (N/A) True 281 HYD 24 False (N/A) 1,500 3,500 20 20 (N/A) True 285 HYD 25 False (N/A) 1,500 3,500 20 20 (N/A) True 289 HYD 26 False (N/A) 1,500 3,500 20 20 (N/A) True 293 HYD 27 False (N/A) 1,500 3,500 20 20 (N/A) True 297 HYD 28 False (N/A) 1,500 3,500 20 20 (N/A) True 304 HYD 29 False (N/A) 1,500 3,500 20 20 (N/A) True 305 HYD 30 False (N/A) 1,500 3,500 20 20 (N/A) True 309 HYD 31 False (N/A) 1,500 3,500 20 20 (N/A) True 313 HYD 32 False (N/A) 1,500 3,500 20 20 (N/A) True 322 HYD 33 False (N/A) 1,500 3,500 20 20 (N/A) True 329 HYD 34 False (N/A) 1 1,500 1 3,500 1 201 20 (N/A) WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 2 +1-203-755-1666 FlexTable: Pump Table ID Label Elevation Pump Definition Status(Initial) Hydraulic Grade Hydraulic Grade Flow(Total) Pump Head (ft) (Suction) (Discharge) (gpm) (ft) (ft) (ft) 512 HYDRANT 2680 4,999.36 HYD 2680 On 4,999.36 5,110.82 54 111.46 517 HYDRANT 2146 5,001.71 HYD 2146 On 5,001.71 5,110.95 523 109.24 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 1 +1-203-755-1666 Pump Definition Detailed Report: HYD 2146 Element Details ID 528 Notes Label HYD 2146 Pump Curve Flow Head (9Pm) (ft) 0 111.30 200 110.72 400 110.05 600 109.29 800 108.46 1,000 107.58 1,200 106.64 1,400 105.67 1,600 104.70 1,800 103.71 2,000 102.60 2,200 101.40 2,400 100.11 2,600 98.75 2,800 97.29 3,000 95.77 3,200 94.15 3,400 92.47 3,600 90.72 3,800 88.89 4,000 87.00 4,200 85.04 4,400 83.01 4,600 80.88 4,800 78.72 5,000 76.48 5,200 74.17 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 3 +1-203-755-1666 Pump Definition Detailed Report: HYD 2146 Pump Curve Flow Head (gpm) (ff) 5,400 71.79 5,600 69.37 5,800 66.85 6,000 64.27 6,200 61.64 6,400 58.94 6,600 56.17 6,800 53.33 7,000 50.45 7,200 47.47 7,400 44.45 7,600 41.33 7,800 38.17 8,000 34.96 8,200 31.66 8,400 28.29 8,600 24.88 8,800 21.39 9,000 17.84 9,200 14.24 9,400 10.57 9,600 6.83 9,8001 3.05 Pump Efficiency Type Best Motor Efficiency 100.0% Pump Efficiency Type Efficiency Point BEP Efficiency 100.0% Is Variable Speed Drive? False BEP Flow 0 gpm WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 3 +1-203-755-1666 Pump Definition Detailed Report: HYD 2146 Transient(Physical) Inertia (Pump and Motor) 0.000 Ib•ftz Specific Speed SI=25, US=1280 Speed (Full) 0 rpm Reverse Spin Allowed? True Graph 125.00 120.0 112.50 100.00 100.0 87.50 180.0 v 75.00 3 w M 62.50 60.0 ^. rD 2 n 50.00 0 40.0 37.50 25.00 20.0 12.50 0.00 0.0 0 1,250 2,500 3,750 5,000 6,250 7,500 8,750 Flow (gpm) WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 3 of 3 +1-203-755-1666 Pump Definition Detailed Report: HYD 2680 Element Details ID 513 Notes Label HYD 2680 Pump Curve Flow Head (gpm) (ft) 0 112.04 200 111.28 400 110.03 600 108.35 800 106.22 1,000 103.71 1,200 100.80 1,400 97.55 1,600 93.92 1,800 89.93 2,000 85.62 2,200 81.00 2,400 76.04 2,600 70.73 2,800 65.08 3,000 59.08 3,200 52.71 3,400 46.04 3,600 39.02 3,800 31.66 4,000 24.00 4,200 16.02 4,4001 7.68 Pump Efficiency Type WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 3 +1-203-755-1666 Pump Definition Detailed Report: HYD 2680 Pump Efficiency Type Best Motor Efficiency 100.0% Pump Efficiency Type Efficiency Point BEP Efficiency 100.0% Is Variable Speed Drive? False BEP Flow 0 gpm Transient(Physical) Inertia (Pump and Motor) 0.000 Ib•ftz Specific Speed SI=25, US=1280 Speed (Full) 0 rpm Reverse Spin Allowed? True WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 3 +1-203-755-1666 Pump Definition Detailed Report: HYD 2680 Graph 125.00 120.0 112.50 100.0 100.00 87.50 80.0 v c 75.00 3 w M 62.50 60.0 a o m 2 n 50.00 0 40.0 ., 37.50 25.00 20.0 12.50 0.00 10.0 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 4,500 Flow (gpm) WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 3 of 3 +1-203-755-1666 Fire Flow Node FlexTable: Fire Flow Report Label Satisfies Fire Fire Flow Fire Flow Flow(Total Pressure Junction w/ Junction w/ Pressure Flow (Needed) (Available) Available) (Residual Minimum Minimum (Calculated Constraints? (gpm) (gpm) (gpm) Lower Limit) Pressure Pressure Residual @ (psi) (Zone) (System) Total Flow Needed) (psi) HYD 1 True 1,500 3,500 3,500 20 3-54 HYDRANT 41 2146 HYD 2 True 1,500 3,500 3,500 20 3-54 HYDRANT 42 2146 HYD 3 True 1,500 3,500 3,500 20 3-54 HYDRANT 42 2146 HYD 4 True 1,500 3,500 3,500 20 3-54 HYDRANT 40 2146 HYD 5 True 1,500 3,500 3,500 20 3-54 HYDRANT 39 2146 HYD 6 True 1,500 3,500 3,500 20 3-54 HYDRANT 39 2146 HYD 7 True 1,500 3,500 3,500 20 3-54 HYDRANT 40 2146 HYD 8 True 1,500 3,500 3,500 20 3-54 HYDRANT 42 2146 HYD 9 True 1,500 3,500 3,500 20 3-54 HYDRANT 44 2146 HYD 10 True 1,500 3,500 3,500 20 3-54 HYDRANT 42 2146 HYD 11 True 1,500 3,500 3,500 20 3-54 HYDRANT 41 2146 HYD 12 True 1,500 3,500 3,500 20 3-54 HYDRANT 39 2146 HYD 13 True 1,500 3,500 3,500 20 3-98 HYDRANT 37 2146 HYD 14 True 1,500 3,500 3,500 20 3-54 HYDRANT 36 2146 HYD 15 True 1,500 3,500 3,500 20 3-54 HYDRANT 36 2146 HYD 16 True 1,500 3,500 3,500 20 3-103 HYDRANT 37 2146 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 3 +1-203-755-1666 Fire Flow Node FlexTable: Fire Flow Report Label Satisfies Fire Fire Flow Fire Flow Flow(Total Pressure Junction w/ Junction w/ Pressure Flow (Needed) (Available) Available) (Residual Minimum Minimum (Calculated Constraints? (gpm) (gpm) (gpm) Lower Limit) Pressure Pressure Residual @ (psi) (Zone) (System) Total Flow Needed) (psi) HYD 17 True 1,500 3,500 3,500 20 3-54 HYDRANT 35 2146 HYD 18 True 1,500 3,500 3,500 20 3-107 HYDRANT 36 2146 HYD 18 True 1,500 3,500 3,500 20 3-54 HYDRANT 35 2146 HYD 19 True 1,500 3,194 3,194 20 3-54 HYDRANT 33 2146 HYD 20 True 1,500 3,368 3,368 20 3-54 HYDRANT 33 2146 HYD 21 True 1,500 2,842 2,842 20 3-116 HYDRANT 30 2146 HYD 22 True 1,500 2,600 2,600 20 3-54 HYDRANT 30 2146 HYD 23 True 1,500 1,581 1,581 20 3-54 HYDRANT 21 2146 HYD 24 True 1,500 3,062 3,062 20 3-121 HYDRANT 31 2146 HYD 25 True 1,500 3,083 3,083 20 3-123 HYDRANT 31 2146 HYD 26 True 1,500 3,319 3,319 20 3-125 HYDRANT 32 2146 HYD 27 True 1,500 2,899 2,899 20 3-127 HYDRANT 31 2146 HYD 28 True 1,500 3,470 3,470 20 3-127 HYDRANT 34 2146 HYD 29 True 1,500 3,500 3,500 20 3-130 HYDRANT 34 2146 HYD 30 True 1,500 3,500 3,500 20 3-54 HYDRANT 37 2146 HYD 31 True 1,500 3,500 3,500 20 3-54 HYDRANT 37 2146 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 3 +1-203-755-1666 Fire Flow Node FlexTable: Fire Flow Report Label Satisfies Fire Fire Flow Fire Flow Flow(Total Pressure Junction w/ Junction w/ Pressure Flow (Needed) (Available) Available) (Residual Minimum Minimum (Calculated Constraints? (gpm) (gpm) (gpm) Lower Limit) Pressure Pressure Residual @ (psi) (Zone) (System) Total Flow Needed) (psi) HYD 32 True 1,500 3,500 3,500 20 3-54 HYDRANT 38 2146 HYD 33 True 1,500 3,500 3,500 20 DJ 7 HYDRANT 40 2146 HYD 34 True 1,500 3,079 3,079 20 3-144 HYDRANT 32 2146 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 3 of 3 +1-203-755-1666 FlexTable: Junction Table ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 412 DJ 1 5,012.15 21 5,110.76 43 415 DJ 2 5,003.53 9 5,110.78 46 418 DJ 3 5,002.52 9 5,110.79 47 421 DJ 4 5,003.30 5 5,110.81 47 424 DJ 5 5,003.25 10 5,110.88 47 427 DJ 6 5,010.66 9 5,110.86 43 317 DJ 7 5,007.41 23 5,110.91 45 433 DJ 8 5,004.68 15 5,110.80 46 436 DJ 9 5,004.85 5 5,110.79 46 439 DJ 10 5,005.51 5 5,110.78 46 442 DJ 11 5,011.28 25 5,110.77 43 445 DJ 12 5,010.41 25 5,110.78 43 448 DJ 13 5,010.17 31 5,110.79 44 455 DJ 14 5,019.78 22 5,110.79 39 430 DJ 15 5,019.41 17 5,110.81 40 458 DJ 16 5,017.21 5 5,110.83 41 461 DJ 17 5,020.33 8 5,110.83 39 464 DJ 18 5,027.64 4 5,110.82 36 467 DJ 19 5,023.00 7 5,110.82 38 470 DJ 20 5,022.41 26 5,110.79 38 473 DJ 21 5,028.55 94 5,110.76 36 500 DJ 22 5,016.08 42 5,110.77 41 503 DJ 23 5,020.65 9 5,110.78 39 491 DJ 24 5,021.45 16 5,110.77 39 479 DJ 25 5,026.84 5 5,110.77 36 476 DJ 26 5,029.04 5 5,110.77 35 482 DJ 27 5,029.26 9 5,110.77 35 485 DJ 28 5,024.58 9 5,110.77 37 488 DJ 29 5,021.88 16 5,110.77 38 497 DJ 30 5,016.59 52 5,110.76 41 84 DJ 31 5,023.46 31 5,110.77 38 494 DJ 32 5,030.23 9 5,110.76 35 190 HYD 1 5,003.98 0 5,110.78 46 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 5 +1-203-755-1666 FlexTable: Junction Table ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 194 HYD 2 5,003.24 0 5,110.78 47 198 HYD 3 5,005.44 0 5,110.78 46 202 HYD 4 5,006.53 0 5,110.77 45 206 HYD 5 5,010.70 0 5,110.77 43 210 HYD 6 5,010.14 0 5,110.77 44 211 HYD 7 5,008.93 0 5,110.79 44 215 HYD 8 5,004.48 0 5,110.79 46 219 HYD 9 5,002.11 0 5,110.80 47 223 HYD 10 5,005.59 0 5,110.82 46 227 HYD 11 5,007.00 0 5,110.81 45 232 HYD 12 5,011.80 0 5,110.81 43 236 HYD 13 5,015.48 0 5,110.80 41 240 HYD 14 5,020.18 0 5,110.80 39 244 HYD 15 5,018.61 0 5,110.79 40 245 HYD 16 5,014.61 0 5,110.79 42 249 HYD 17 5,022.05 0 5,110.78 38 253 HYD 18 5,017.67 0 5,110.77 40 257 HYD 18 5,019.97 0 5,110.78 39 261 HYD 19 5,023.31 0 5,110.77 38 265 HYD 20 5,025.44 0 5,110.77 37 269 HYD 21 5,030.40 0 5,110.77 35 270 HYD 22 5,028.47 0 5,110.77 36 277 HYD 23 5,031.88 0 5,110.76 34 281 HYD 24 5,028.15 0 5,110.77 36 285 HYD 25 5,029.12 0 5,110.79 35 289 HYD 26 5,027.10 0 5,110.82 36 293 HYD 27 5,027.16 0 5,110.82 36 297 HYD 28 5,021.38 0 5,110.82 39 304 HYD 29 5,023.40 0 5,110.82 38 305 HYD 30 5,016.46 0 5,110.84 41 309 HYD 31 5,017.60 0 5,110.82 40 313 HYD 32 5,013.34 0 5,110.83 42 322 HYD 33 5,007.42 0 5,110.92 45 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 5 +1-203-755-1666 FlexTable: Junction Table ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 329 HYD 34 5,024.59 0 5,110.79 37 31 J-2 5,020.26 0 5,110.78 39 32 J-3 5,011.02 0 5,110.77 43 33 J-4 5,013.26 0 5,110.76 42 34 J-5 5,005.78 0 5,110.78 45 35 J-6 5,001.24 0 5,110.78 47 36 J-7 5,003.69 0 5,110.78 46 37 J-8 5,001.46 0 5,110.81 47 38 J-9 4,999.36 0 5,110.82 48 39 J-10 5,005.12 0 5,110.82 46 40 J-11 5,003.01 0 5,110.82 47 41 J-12 5,006.06 0 5,110.81 45 42 J-13 5,003.24 0 5,110.80 47 43 J-14 5,004.49 0 5,110.79 46 44 J-15 5,005.23 0 5,110.78 46 45 J-16 5,011.55 0 5,110.77 43 46 J-17 5,009.30 0 5,110.79 44 47 J-18 5,010.55 0 5,110.80 43 48 J-19 5,010.90 0 5,110.80 43 49 J-20 5,011.62 0 5,110.81 43 50 J-21 5,009.90 0 5,110.81 44 51 J-22 5,008.48 0 5,110.81 44 52 J-23 5,007.07 0 5,110.81 45 53 J-24 5,025.79 0 5,110.77 37 54 J-25 5,029.20 0 5,110.79 35 55 J-26 5,022.37 0 5,110.78 38 56 J-27 5,018.99 0 5,110.79 40 57 J-28 5,020.60 0 5,110.80 39 58 J-29 5,018.43 0 5,110.82 40 59 J-30 5,016.96 0 5,110.80 41 60 J-31 5,014.91 0 5,110.81 41 61 J-32 5,013.10 0 5,110.81 42 62 J-33 5,004.09 0 5,110.85 46 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 3 of 5 +1-203-755-1666 FlexTable: Junction Table ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 64 J-35 5,002.46 0 5,110.92 47 65 J-36 5,001.71 0 5,110.94 47 66 J-37 5,007.72 0 5,110.90 45 67 J-38 5,007.97 0 5,110.89 45 68 J-39 5,008.92 0 5,110.88 44 69 J-40 5,009.87 0 5,110.87 44 70 J-41 5,012.64 0 5,110.83 42 71 J-42 5,013.04 0 5,110.83 42 72 J-43 5,015.03 0 5,110.83 41 73 J-44 5,017.62 0 5,110.82 40 74 J-45 5,016.33 0 5,110.84 41 75 J-46 5,016.44 0 5,110.84 41 76 J-47 5,021.74 0 5,110.82 39 77 J-48 5,023.82 0 5,110.82 38 78 J-49 5,027.30 0 5,110.82 36 79 J-50 5,027.89 0 5,110.82 36 80 J-51 5,027.89 0 5,110.77 36 81 J-52 5,030.41 0 5,110.77 35 82 J-53 5,028.25 0 5,110.77 36 83 J-54 5,032.26 0 5,110.76 34 85 J-56 5,027.68 0 5,110.77 36 86 J-57 5,025.96 0 5,110.77 37 87 J-58 5,021.04 0 5,110.77 39 88 J-59 5,022.71 0 5,110.77 38 89 J-60 5,020.43 0 5,110.78 39 91 J-62 5,003.37 0 5,110.78 46 92 J-63 5,003.61 0 5,110.87 46 137 J-69 5,004.57 0 5,110.83 46 150 J-70 5,012.29 0 5,110.83 43 187 J-72 5,003.81 0 5,110.78 46 191 J-74 5,003.97 0 5,110.78 46 195 J-76 5,005.99 0 5,110.78 45 199 J-78 5,006.41 0 5,110.77 45 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 4 of 5 +1-203-755-1666 FlexTable: Junction Table ID Label Elevation Demand Hydraulic Grade Pressure (ft) (gpm) (ft) (psi) 203 3-80 5,010.56 0 5,110.77 43 207 3-82 5,011.00 0 5,110.77 43 212 3-85 5,008.88 0 5,110.79 44 216 3-87 5,005.07 0 5,110.79 46 220 3-89 5,001.97 0 5,110.80 47 224 3-91 5,005.39 0 5,110.82 46 229 3-94 5,006.99 0 5,110.81 45 233 3-96 5,012.06 0 5,110.81 43 237 3-98 5,015.84 0 5,110.80 41 241 3-100 5,020.15 0 5,110.80 39 246 3-103 5,014.92 0 5,110.79 41 250 3-105 5,021.96 0 5,110.78 38 254 3-107 5,017.81 0 5,110.77 40 258 3-109 5,019.91 0 5,110.78 39 262 3-111 5,023.67 0 5,110.77 38 266 3-113 5,025.31 0 5,110.77 37 271 3-116 5,030.17 0 5,110.77 35 274 3-117 5,028.44 0 5,110.77 36 278 3-119 5,031.92 0 5,110.76 34 282 3-121 5,028.04 0 5,110.77 36 286 3-123 5,028.98 0 5,110.79 35 290 3-125 5,027.39 0 5,110.82 36 294 3-127 5,027.19 0 5,110.82 36 298 3-129 5,021.34 0 5,110.82 39 301 3-130 5,023.51 0 5,110.82 38 306 3-133 5,017.44 0 5,110.84 40 310 3-135 5,017.89 0 5,110.82 40 314 3-137 5,013.22 0 5,110.83 42 318 3-139 5,002.49 0 5,110.92 47 323 3-141 5,006.48 0 5,110.92 45 326 3-142 5,018.62 0 5,110.79 40 330 1 3-144 1 5,025.21 0 1 5,110.79 1 37 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 5 of 5 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 333 P-88 15 HYD 1 J-72 6.0 130.0 0 0.00 0.000 334 P-89 11 HYD 2 J-74 6.0 130.0 0 0.00 0.000 338 P-92 15 HYD 9 J-89 6.0 130.0 0 0.00 0.000 339 P-93 15 HYD 10 J-91 6.0 130.0 0 0.00 0.000 340 P-94 5 HYD 33 J-141 6.0 130.0 0 0.00 0.000 341 P-95 17 HYD 32 J-137 6.0 130.0 0 0.00 0.000 342 P-96 10 HYD 31 J-135 6.0 130.0 0 0.00 0.000 343 P-97 15 HYD 30 J-133 6.0 130.0 0 0.00 0.000 344 P-98 15 HYD 28 J-129 6.0 130.0 0 0.00 0.000 345 P-99 15 HYD 27 J-127 6.0 130.0 0 0.00 0.000 346 P-100 15 HYD 26 J-125 6.0 130.0 0 0.00 0.000 347 P-101 15 HYD 25 J-123 6.0 130.0 0 0.00 0.000 348 P-102 15 HYD 24 J-121 6.0 130.0 0 0.00 0.000 349 P-103 15 HYD 21 J-116 6.0 130.0 0 0.00 0.000 350 P-104 15 HYD 22 J-117 6.0 130.0 0 0.00 0.000 351 P-105 15 HYD 23 J-119 6.0 130.0 0 0.00 0.000 352 P-106 15 HYD 19 J-111 6.0 130.0 0 0.00 0.000 354 P-107 15 HYD 20 J-113 6.0 130.0 0 0.00 0.000 355 P-108 15 HYD 17 J-105 6.0 130.0 0 0.00 0.000 356 P-109 15 HYD 18 J-109 6.0 130.0 0 0.00 0.000 357 P-110 15 HYD 5 J-80 6.0 130.0 0 0.00 0.000 358 P-111 15 HYD 6 J-82 6.0 130.0 0 0.00 0.000 359 P-112 15 HYD 7 J-85 6.0 130.0 0 0.00 0.000 360 P-113 15 HYD 12 J-96 6.0 130.0 0 0.00 0.000 361 P-114 11 HYD 16 J-103 6.0 130.0 0 0.00 0.000 362 P-115 11 HYD 13 J-98 6.0 130.0 0 0.00 0.000 363 P-116 12 HYD 18 J-107 6.0 130.0 0 0.00 0.000 364 P-117 12 HYD 11 J-94 6.0 130.0 0 0.00 0.000 365 P-118 10 HYD 8 J-87 6.0 130.0 0 0.00 0.000 366 P-119 10 HYD 3 J-76 6.0 130.0 0 0.00 0.000 367 P-120 16 HYD 4 J-78 6.0 130.0 0 0.00 0.000 368 P-121 15 HYD 34 J-144 6.0 130.0 0 0.00 0.000 369 P-122 15 HYD 29 J-130 6.0 130.0 0 0.00 0.000 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 1 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 410 P-123 15 HYD 15 3-142 6.0 130.0 0 0.00 0.000 411 P-124 15 HYD 14 3-100 6.0 130.0 0 0.00 0.000 97 P-4 124 3-62 3-6 8.0 130.0 0 0.00 0.390 103 P-9 125 3-8 3-9 8.0 130.0 -54 0.34 0.390 105 P-11 80 3-13 3-14 8.0 130.0 53 0.34 0.740 114 P-19 138 3-26 3-59 8.0 130.0 38 0.24 0.000 116 P-21 136 3-58 3-2 8.0 130.0 -35 0.22 0.000 119 P-23 190 3-58 DJ 31 8.0 130.0 33 0.21 0.350 123 P-27 138 3-60 3-27 8.0 130.0 -51 0.33 0.000 128 P-31 69 3-18 3-19 8.0 130.0 -48 0.31 0.000 129 P-32 91 3-19 3-20 8.0 130.0 -48 0.31 0.390 130 P-33 124 3-20 3-21 8.0 130.0 -18 0.11 0.000 131 P-34 111 3-21 3-22 8.0 130.0 -18 0.11 0.000 132 P-35 111 3-22 3-23 8.0 130.0 -18 0.11 0.000 136 P-39 124 3-10 3-11 8.0 130.0 0 0.00 0.000 138 P-40 60 3-10 3-69 8.0 130.0 -85 0.54 0.000 139 P-41 88 3-69 3-33 8.0 130.0 -85 0.54 0.000 140 P-42 88 3-33 3-63 8.0 130.0 -85 0.54 0.000 142 P-44 58 3-35 3-36 8.0 130.0 -118 0.75 0.400 145 P-47 28 3-37 3-38 8.0 130.0 82 0.52 0.000 146 P-48 69 3-38 3-39 8.0 130.0 82 0.52 0.200 147 P-49 69 3-39 3-40 8.0 130.0 82 0.52 0.000 149 P-51 33 3-41 3-42 8.0 130.0 27 0.17 0.000 151 P-52 35 3-41 3-70 8.0 130.0 46 0.29 0.740 152 P-53 367 3-70 3-20 8.0 130.0 46 0.29 0.050 154 P-55 114 3-32 3-31 8.0 130.0 16 0.10 0.000 159 P-60 168 3-44 3-43 8.0 130.0 -27 0.17 0.000 167 P-68 65 3-46 3-45 8.0 130.0 -40 0.25 0.350 171 P-72 146 3-51 3-57 8.0 130.0 -22 0.14 0.000 172 P-73 372 3-57 3-60 8.0 130.0 -29 0.19 0.000 175 P-76 330 3-53 DJ 31 8.0 130.0 -9 0.06 0.700 179 P-79 148 3-52 3-56 8.0 130.0 -16 0.10 0.000 180 P-80 180 3-56 3-24 8.0 130.0 -14 0.09 0.000 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 2 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 188 P-3(1) 180 3-5 3-72 8.0 130.0 -13 0.09 0.740 189 P-3(2) 40 3-72 3-62 8.0 130.0 -13 0.09 0.350 192 P-6(1) 180 3-15 3-74 8.0 130.0 -16 0.10 0.740 193 P-6(2) 40 3-74 3-7 8.0 130.0 -16 0.10 0.350 196 P-13(1) 41 3-15 3-76 8.0 130.0 25 0.16 0.890 201 P-2(2) 41 3-78 3-5 8.0 130.0 -28 0.18 0.740 204 P12(1) 29 3-3 3-80 8.0 130.0 -28 0.18 0.740 205 P22(1) 267 3-80 3-78 8.0 130.0 -28 0.18 0.350 208 P1)3(2) 267 3-76 3-82 8.0 130.0 25 0.16 0.350 209 P2)3(2) 29 3-82 3-16 8.0 130.0 25 0.16 0.740 213 P-16(1) 29 3-17 3-85 8.0 130.0 -20 0.13 0.740 217 P1)6(2) 267 3-85 3-87 8.0 130.0 -20 0.13 0.350 218 P2)6(2) 40 3-87 3-14 8.0 130.0 -20 0.13 0.740 221 P-10(1) 40 3-8 3-89 8.0 130.0 35 0.22 0.500 222 P-10(2) 100 3-89 3-13 8.0 130.0 35 0.22 0.350 225 P-86(1) 99 3-12 3-91 8.0 130.0 -51 0.33 0.350 226 P-86(2) 40 3-91 3-10 8.0 130.0 -51 0.33 0.000 230 P-36(1) 11 3-23 3-94 8.0 130.0 -18 0.11 0.350 231 P-36(2) 134 3-94 3-12 8.0 130.0 -18 0.11 0.350 234 P-54(1) 48 3-20 3-96 8.0 130.0 16 0.10 0.000 235 P-54(2) 115 3-96 3-32 8.0 130.0 16 0.10 0.000 238 P-56(1) 52 3-31 3-98 8.0 130.0 16 0.10 0.000 239 P-56(2) 62 3-98 3-30 8.0 130.0 16 0.10 0.350 242 P-57(1) 169 3-30 3-100 8.0 130.0 16 0.10 0.000 243 P-57(2) 24 3-100 3-28 8.0 130.0 16 0.10 0.740 248 P-29(2) 358 3-103 3-17 8.0 130.0 5 0.03 0.390 251 P-18(1) 24 3-26 3-105 8.0 130.0 28 0.18 0.740 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 3 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 255 P1)8(2) 237 3-105 3-107 8.0 130.0 28 0.18 0.350 259 P-22(1) 23 3-2 3-109 8.0 130.0 40 0.26 0.740 263 P-24(1) 40 DJ 31 3-111 8.0 130.0 -6 0.04 0.740 267 P-25(1) 30 3-24 3-113 8.0 130.0 -30 0.19 0.740 268 P-25(2) 160 3-113 3-59 8.0 130.0 -30 0.19 0.000 272 P-78(1) 41 3-52 3-116 8.0 130.0 7 0.04 0.740 275 P-77(1) 41 3-53 3-117 8.0 130.0 0 0.00 0.740 279 P-75(1) 37 3-54 3-119 8.0 130.0 0 0.00 0.000 284 P-71(2) 41 3-121 3-51 8.0 130.0 -23 0.15 0.740 287 P-64(1) 41 3-25 3-123 8.0 130.0 -53 0.34 0.740 288 P-64(2) 310 3-123 3-49 8.0 130.0 -53 0.34 0.500 291 P-81(1) 61 3-49 3-125 8.0 130.0 -12 0.07 0.000 295 P-82(1) 29 3-50 3-127 8.0 130.0 -15 0.10 0.740 296 P-82(2) 231 3-127 3-47 8.0 130.0 -15 0.10 0.000 299 P-67(1) 30 3-47 3-129 8.0 130.0 -32 0.20 0.000 302 P-66(1) 61 3-48 3-130 8.0 130.0 -10 0.06 0.740 308 P2)7(2) 74 3-133 3-46 8.0 130.0 -40 0.25 0.390 311 P-59(1) 25 3-29 3-135 8.0 130.0 -27 0.17 0.740 312 P-59(2) 12 3-135 3-44 8.0 130.0 -27 0.17 0.000 315 P-61(1) 153 3-43 3-137 8.0 130.0 -27 0.17 0.350 316 P-61(2) 15 3-137 3-42 8.0 130.0 -27 0.17 0.390 320 P-43(2) 5 3-139 3-35 8.0 130.0 -118 0.75 0.000 324 P-87(1) 31 DJ 7 3-141 8.0 130.0 -23 0.15 0.000 325 P-87(2) 134 3-141 3-139 8.0 130.0 -23 0.15 0.350 327 (1)9(1) 24 3-27 3-142 8.0 130.0 5 0.03 0.740 328 (2)9(1) 235 3-142 3-103 8.0 130.0 5 0.03 0.350 332 P-63(2) 305 3-144 3-25 8.0 130.0 18 0.11 0.700 413 P-1(1) 211 3-4 DJ 1 8.0 130.0 0 0.00 0.000 414 P-1(2) 213 DJ 1 3-3 8.0 130.0 -21 0.13 0.500 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 4 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 416 P-7(1) 220 3-7 DJ 2 8.0 130.0 23 0.14 0.390 417 P-7(2) 230 DJ 2 3-62 8.0 130.0 13 0.09 0.000 419 P-8(1) 219 3-7 DJ 3 8.0 130.0 -39 0.25 0.000 420 P-8(2) 199 DJ 3 3-8 8.0 130.0 -48 0.31 0.000 422 P-38(1) 294 3-8 DJ 4 8.0 130.0 -29 0.19 0.000 423 P-38(2) 290 DJ 4 3-10 8.0 130.0 -34 0.22 0.500 425 (Pi)3(1) 67 3-63 DJ 5 8.0 130.0 -85 0.54 0.000 426 P2)3(1) 144 DJ 5 3-139 8.0 130.0 -95 0.61 0.350 428 P-50(1) 62 3-40 DJ 6 8.0 130.0 82 0.52 0.000 429 P-50(2) 156 DJ 6 3-41 8.0 130.0 72 0.46 0.390 434 P-37(1) 286 3-12 DJ 8 8.0 130.0 33 0.21 0.000 435 P-37(2) 298 DJ 8 3-13 8.0 130.0 18 0.11 0.000 437 P-12(1) 206 3-14 DJ 9 8.0 130.0 33 0.21 0.000 438 P-12(2) 212 DJ 9 3-15 8.0 130.0 28 0.18 0.000 440 P-5(1) 220 3-5 DJ 10 8.0 130.0 -15 0.09 0.000 441 P-5(2) 230 DJ 10 3-15 8.0 130.0 -19 0.12 0.000 443 P-14(1) 228 3-16 DJ 11 8.0 130.0 29 0.19 0.500 444 P-14(2) 222 DJ 11 3-3 8.0 130.0 4 0.03 0.740 446 P-15(1) 211 3-16 DJ 12 8.0 130.0 -18 0.12 0.000 447 P-15(2) 207 DJ 12 3-17 8.0 130.0 -43 0.27 0.890 449 P-30(1) 230 3-17 DJ 13 8.0 130.0 -17 0.11 0.390 450 P-30(2) 102 DJ 13 3-18 8.0 130.0 -48 0.31 0.000 462 P 67(2) 75 3-129 DJ 17 8.0 130.0 -32 0.20 0.350 (1)(1) 463 P 67(2) 215 DJ 17 3-133 8.0 130.0 -40 0.25 0.000 (1)(2) 465 P1)1(2) 174 3-125 DJ 18 8.0 130.0 -12 0.07 0.000 466 (P2)1(2) 179 DJ 18 3-50 8.0 130.0 -15 0.10 0.350 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 5 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 468 P1)6(2) 102 3-130 DJ 19 8.0 130.0 -10 0.06 0.000 469 P2)6(2) 250 DJ 19 3-47 8.0 130.0 -16 0.10 0.350 471 (Pi)3(1) 138 3-28 DJ 20 8.0 130.0 44 0.28 0.000 472 P2)3(1) 213 DJ 20 3-144 8.0 130.0 18 0.11 0.350 474 (Pi)1(1) 179 3-25 DJ 21 8.0 130.0 71 0.45 0.700 475 (P2)1(1) 141 DJ 21 3-121 8.0 130.0 -23 0.15 0.000 477 P1)8(2) 186 3-116 DJ 26 8.0 130.0 7 0.04 0.000 478 P2)8(2) 192 DJ 26 3-51 8.0 130.0 1 0.01 0.350 480 P-74(1) 205 3-56 DJ 25 8.0 130.0 -2 0.01 0.000 481 P-74(2) 213 DJ 25 3-57 8.0 130.0 -7 0.05 0.000 483 P1)7(2) 170 3-117 DJ 27 8.0 130.0 0 0.00 0.000 484 P2)7(2) 240 DJ 27 3-52 8.0 130.0 -10 0.06 0.350 486 P1)4(2) 175 3-111 DJ 28 8.0 130.0 -6 0.04 0.700 487 P2)4(2) 234 DJ 28 3-24 8.0 130.0 -16 0.10 0.700 489 P-20(1) 222 3-59 DJ 29 8.0 130.0 14 0.09 0.350 490 P-20(2) 228 DJ 29 3-58 8.0 130.0 -2 0.01 0.000 492 P-26(1) 232 3-59 DJ 24 8.0 130.0 -6 0.04 0.000 493 P-26(2) 186 DJ 24 3-60 8.0 130.0 -22 0.14 0.700 495 P1)5(2) 182 3-119 DJ 32 8.0 130.0 0 0.00 0.000 496 P2)5(2) 212 DJ 32 3-53 8.0 130.0 -9 0.06 0.350 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 6 of 7 +1-203-755-1666 FlexTable: Pipe Table ID Label Length Start Stop Diameter Hazen-Williams Flow Velocity Minor Loss (Scaled) Node Node (in) C (gpm) (ft/s) Coefficient (ft) (Derived) 498 P1)2(2) 223 3-109 DJ 30 8.0 130.0 40 0.26 0.700 499 P2)2(2) 375 DJ 30 3-3 8.0 130.0 -12 0.08 0.000 501 P 18(2) 99 3-107 DJ 22 8.0 130.0 28 0.18 0.000 (2)(1) 502 P 18(2) 259 DJ 22 3-16 8.0 130.0 -14 0.09 0.000 (2)(2) 514 P-127 16 HYDRANT 3-9 8.0 130.0 54 0.34 0.000 2680 164 P-65 262 3-49 3-48 12.0 130.0 -41 0.12 0.350 169 P-70 393 3-29 3-48 12.0 130.0 32 0.09 0.000 144 P-46 396 3-36 3-37 16.0 130.0 404 0.65 0.000 184 P-84 450 3-2 3-26 16.0 130.0 -75 0.12 0.350 185 P-85 665 3-37 3-45 16.0 130.0 323 0.51 0.350 431 P-58(1) 193 3-28 DJ 15 16.0 130.0 -257 0.41 0.000 432 P-58(2) 158 DJ 15 3-29 16.0 130.0 -274 0.44 0.500 456 P-62(1) 183 3-28 DJ 14 16.0 130.0 229 0.36 0.500 457 P-62(2) 177 DJ 14 3-27 16.0 130.0 206 0.33 0.000 459 P-69(1) 146 3-45 DJ 16 16.0 130.0 283 0.45 0.350 460 P-69(2) 202 DJ 16 3-29 16.0 130.0 279 0.44 0.000 504 P-28(1) 205 3-27 DJ 23 16.0 130.0 150 0.24 0.500 505 P-28(2) 213 DJ 23 3-26 16.0 130.0 141 0.22 0.000 520 P-129 16 HYDRANT 3-36 16.0 130.0 523 0.83 0.000 2146 HYDRA 516 P-128 30 R-2 NT 9,999.0 130.0 54 0.00 0.000 2680 HYDRA 524 P-131 16 R-3 NT 9,999.0 130.0 523 0.00 0.000 2146 WaterCAD WaterModel.wtg Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.75] 3/12/2021 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA Page 7 of 7 +1-203-755-1666 Appendix 7 — City of Bozeman Correspondence Josh Wolfram From: Lance Lehigh <Ilehigh@BOZEMAN.NET> Sent: Thursday, November 14, 2024 2:42 PM To: Josh Wolfram Cc: Joselyn Hartwig; Christopher Budeski;jBurtell@SummitFireSecurity.com; Scott Mueller; Shawn Kohtz Subject: RE: [EXTERNAL][SENDER UNVERIFIED]Blackwood Groves Fire Flows Attachments: ATT00001.txt;ATT00002.htm Follow Up Flag: Follow up Flag Status: Flagged WARNING: This email originated from an external sender. Please use caution when clicking links or opening attachments. Josh and team, The City requires a minimum fire flow of 1,500 gpm on the City's distribution system at a residual pressure at 20 psi at the hydrant/main, noting some hydrants may not meet these requirements at dead ends.The City owns the distribution system, and this is where the City's Fire Department will connect in an event to fight a fire. Providing some additional context,the City's water facility plan recommends fire flows of at least 1,500 gpm or higher on the mains, depending on the anticipated land use, and provides recommended long-term infrastructure requirements, such as backbone transmission mains to be constructed as development occurs to achieve these recommendations as the City builds out. This helps the City maintain a good ISO rating for insurance. When new buildings are constructed,the Fire Code requires a water supply to meet the fire flow for that particular building type.The fire flow value is a building-specific value. Without going into exhaustive detail,the value is calculated on the area of the building,type of construction, occupancy of the building, presence or lack of fire sprinklers, etc. If the building is not suppressed,then the needed fire flow increases to meet the needed fire flow requirements for that particular building type. In general, almost all new construction of any scale requires a fire suppression system. The fire suppression design engineer will evaluate these parameters, including the available flow that can be provided by the City's distribution system, and design a system to meet IBC/IFC codes for that particular structure. I think the confusion may be around what is required at the distribution system node (hydrant) and what is required for the fire line to supply the fire suppression system, which are two different values. Ensure you can provide the proper fire fighting flow to the hydrants (minimum 1,500 gpm)within the development and the needed fire flow to the suppression system fire line to meet IBC/IFC codes. Even with a reduced flow due to an automatic sprinkler system in a building, the City wants to achieve 1,500 gpm at the hydrant/distribution main for fire flow purposes. I hope this clears up any confusion and lays a path forward for all parties. Please let us know if you have additional questions. Lance City of Bozeman i Lance Lehigh, PE, CFM I Engineer III From:Josh Wolfram <jwolfram@wwcengineering.com> Sent: Monday, November 11, 2024 11:07 AM To: Lance Lehigh <Ilehigh@BOZEMAN.NET> Cc:Joselyn Hartwig<jhartwig@wwcengineering.com>; Christopher Budeski <cbudeski@wwcengineering.com>; jBurtell@SummitFireSecurity.com Subject: [EXTERNAL][SENDER UNVERIFIED]Blackwood Groves Fire Flows CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. Lance, We are working on modeling the flows for the proposed water main and services at Blackwood Groves for our infrastructure submittal. We have had projects in the past where the City has required 1500 gpm to each fire service, however we failed to find anywhere in the International Fire Code or City code that states this. Joe with Summit Fire Security relayed that you had a conversation on Friday about this and that the City would not require 1500 gpm to each fire service to approve the infrastructure. Can you confirm this is the case? Let me know if you have any questions. Thanks, r NOW A YAKY Or' MADISON ^ ENGINEERING �r WWC —J ENGINEERING JOSH WOLFRAM I Associate Engineer 895 Technology Blvd,Ste 203 1 Bozeman,MT 59718 0:406.586.0262 1 D:406.898.3445 www.wwcengineering.com 2