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06 - Design Report - Bozeman Deaconess Health Service Land Bank - Water, Wastewater, Storm
Bozeman Deaconess Health Service Land Bank Water, Wastewater and Storm Water Master Plans Prepared By: E N G I N E E R I N G Final - July 2006 Bozeman Deaconess Health Service Land Bank Water, Wastewater and Storm Water Master Plans Prepared For: Bozeman Deaconess Health Services And PC Development Prepared By: E N G I N E E R I N G � 601 Nikles Drive; Ste. 2 ����NO ONT;ANq���%i,��� Bozeman, MT 59715 •. KEVIN R. oOHNUL i E N G IN E E R IN G Table of Contents I. Executive Summary.................................................................................................................I A. Introduction......................................................................................................................... 1 1. Project Description.......................................................................................................... 1 2. Purpose............................................................................................................................ I B. Water System...................................................................................................................... 1 1. Total Water Volume Requirements................................................................................ 1 2. Water System Infrastructure Requirements....................................................................2 3. Summary of Estimated Water System Costs.................................................................. 2 C. Wastewater Collection System........................................................................................... 3 1. Total Projected Wastewater Volumes............................................................................. 3 2. Sewer System Infrastructure Requirements.................................................................... 3 3. Summary of Estimated Sewer System Costs.................................................................. 4 D. Storm Water Management System..................................................................................... 5 1. Total Retention Requirements........................................................................................ 5 2. Storm Water Conveyance&Detention Infrastructure Rgrmts....................................... 5 3. Summary of Estimated Storm Water System Costs ....................................................... 5 E. Overall Projected Infrastructure Costs................................................................................ 6 II. Introduction..............................................................................................................................7 A. Area Description&Proposed Land Use.............................................................................. 7 1. Bozeman Deaconess Health Services Bozeman Deaconess property............................ 7 2. Development Considerations for Surrounding Area....................................................... 7 3. Master Plan Objectives................................................................................................... 7 III. Water System Analysis..........................................................................................................10 A. Existing Services to Area.................................................................................................. 10 B. Criteria for System Evaluation.......................................................................................... 10 1. Current System Demands ............................................................................................. 12 2. Existing Water System Operation................................................................................. 12 3. Modeling Criteria&Assumptions................................................................................ 13 C. Existing System ................................................................................................................ 14 1. Existing System Performance....................................................................................... 14 D. Proposed System—Bozeman Deaconess Property........................................................... 15 1. Total Demands by Area and Proposed Densities.......................................................... 15 2. Provisions for Future Development of Surrounding Areas .......................................... 19 3. Projected Overall City of Bozeman Design Year(10 yr) Flows.................................. 19 4. Impacts to Existing City of Bozeman Water System Facilities.................................... 20 5. Proposed Water System Layout.................................................................................... 21 6. Proposed System Performance.....................................................................................27 7. Cost Estimates............................................................................................................... 32 IV. Wastewater Collection System Analysis...............................................................................34 A. Existing Sewer Service To Area....................................................................................... 34 1. Description of Sewer Service to Area........................................................................... 34 2. Summary of Available Flow Monitoring Data............................................................. 36 B. Proposed On site Wastewater Collection System—Bozeman Deaconess Property......... 37 1. Total Estimated Sewer Flows From Bozeman Deaconess Property............................. 37 ii WV 2. Contributing Flows From Adjacent Areas............................... ........ 38 .............................. 3. Sewer Collection System Infrastructure Requirements................................................ 41 C. Off site Wastewater Collection System............................................................................ 48 1. Discussion of Existing Off site Mains and Available Capacities................................. 48 2. Summary of Required Off Site Sewer Improvements.................................................. 60 3. City of Bozeman Wastewater Facility Plan—Recommendations for Area Improvements ....................................................................................................................... 61 D. Cost Estimates................................................................................................................... 62 1. On site Sewer Assumptions, Basis of Costs....................... ............ 62 V. Storm water Management System Analysis..........................................................................63 A. Analysis Methodology and Design Criteria...................................................................... 63 1. Analysis Methodology.................................................................................................. 63 2. Design Criteria.............................................................................................................. 63 B. Off site Area...................................................................................................................... 63 1. Tributary Drainage Basins &Peak Runon.................................................................... 63 2. Existing Off site Culverts.............................................................................................. 65 C. Proposed Storm Water Management................................................. ..... 67 1. On site Management Objectives/Methodology ............................................................ 67 2. Proposed Detention Areas............................................................................................. 67 3. Cost Estimates............................................................................................................... 68 List of Tables Table ES-1 Summary of Estimated Water System Infrastructure Costs ........................................ 3 Table ES-2 Summary of Estimated Sewer System Infrastructure Costs........................................ 4 Table ES-3 Summary of Estimated Storm Water System Infrastructure Costs.............................. 6 Table ES-4 Overall Summary of Estimated Water, Sewer and Storm Water Infrastructure Costs 6 Table III-1 Summary of Projected Water System Demands by Subarea...................................... 18 Table III-2............................................................................ ............ 20 ............................................. City of Bozeman Design Year Population And Water Demand................................................... 20 TableIII-3 .............................................................................................. 33 Summary of Estimated Water System Infrastructure Costs By Area........................................... 33 Table IV-1 Summary of Projected Wastewater Flows By Subarea.............................................. 39 Table IV-2 On Site Trunk Main Size Requirements (With and Without Contributing Flows From Southof Kagy).................................................................................. Table W-3 —Existing Sewer Main Capacities—(w/out UI Included).......................................... 53 Table IV-4—Existing Sewer Main Capacities—(w/ 1/I Included)............................................... 53 Table IV-5 Projected Flows For Existing 8-inch Main (EPA Highlight Interceptor).................. 54 Table IV-6 Projected Flows For Existing 8-inch Main(SID425) From Highland to Haggerty Lane............................................................................................................................................... 55 Table IV-7 Projected Flows For Existing 10-inch Main (EPA Highlight Interceptor)................ 56 Table IV-8 Projected Flows For Existing 12-inch Main(SID425).............................................. 57 Table IV-9 Projected Flows For Existing 14-inch Main (SID425).............................................. 58 Table IV-10 Projected Flows For Existing Single 20-inch Main(WPCA125)............................ 59 Table IV-I I Proposed Off Site Main Sizes and Capacities Relative to Projected Total Flows Including the Bozeman Deaconess Property Development..........................................................61 Table IV-12 Summary of On Site and Off Site Sewer Collection System Infrastructure Costs..62 111 Table V-1 Tributary Drainage Basins and Peak Runon............................................................... 64 Table V-2 Potential Tributary Area West of Highland Boulevard.............................................. 64 Table V-2 Kagy Boulevard Culvert Crossings............................................................................. 65 TableV-3 ...................................................................................................................................... 68 Summary of Proposed Storm water Detention Pond Requirements TableV-4...................................................................................................................................... 70 Summary of Estimated Storm Water Infrastructure Quantities.................................................... 70 Table V-5 Estimated Storm Water Infrastructure Costs by Sub Area.......................................... 71 List of Figures Figure II-1 Bozeman Deaconess property...................................................................................... 8 Figure II-2 Surrounding Area Development Potential.................................................................... 9 Figure III-1 Existing Water Mains Adjacent to Project Area....................................................... 11 Figure III-2—Model Results—Pressures During Current Peak Hourly Flows............................. 16 Figure III-3—Model Results -Available Fire Flows (FF) During Current Peak Day Demand.... 17 Figure III-4 Proposed Water System Layout—Hillcrest West(the "Knolls at Hillcrest") &East23 Figure III-5 Proposed Water System Layout—Highland South Neighborhood........................... 24 Figure III-6 Proposed Water System Layout—Highland East &North....................................... 25 Figure III-7 Proposed Water System Layout—North Mixed Use Area....................................... 26 Figure III-8—Model Results—Pressures During Proposed Peak Hourly Flows.......................... 30 Figure III-9—Model Results - Available Fire Flows(FF) Proposed Peak Day Demand .............. 31 Figure IV-1 Existing Sewer Collection System Between Bozeman Deaconess Property and the Wastewater Treatment Facility..................................................................................................... 35 Figure IV-2 Proposed Sewer System—Hillcrest East and West..................................................43 Figure IV-3 Proposed Sewer System—Highland South Neighborhood.......................................44 Figure IV-4 Proposed Sewer System—Highland North and East Neighborhoods...................... 45 Figure IV-5 Proposed North Mixed Use.......................................................................................46 Figure IV-6 Proposed Sewer System—Estimated Sewer Flow Inputs......................................... 47 Figure IV-7 Existing Sewer Flow Allocations—No UI................................................................ 51 Figure IV-8 Existing Sewer Flow Allocations—With UI............................................................. 52 Figure V-1 Off site Tributary Areas............................................................................................. 66 Figure V-2 Proposed On site Storm Water Facilities................................................................... 69 List of Appendices Appendix A: Detailed Cost Tables Appendix B: Tables from Draft Water and Wastewater Facility Plans Appendix C: Sewer Capacity Calculation Tables—Extg. Mains & Flows No I/I Appendix D: Sewer Capacity Calculation Tables—Existing Mains & Flows w/UI Appendix E: Sewer Capacity Calculation Tables—Off site Mains Appendix F: Sewer Capacity Calculation Tables—On site Mains Appendix G: Flow Monitoring Results (MH-D0511) Appendix H: Photos of Off Site,Sewer Main Alignment Between Bozeman Deaconess property and WWTP Appendix I: Water System Modeling Results; Peak Hour; Peak Day+Available Fire Flow Appendix J: Full Size Water System Schematic Appendix K: Full Size Sewer Collection System Schematic Appendix L: Full Size Storm Water System Schematic iv I. Executive Summary A. Introduction 1. Project Description The scope of this report included development of water, sewer and storm water infrastructure master plans for the Bozeman Deaconess Health Services Land according to the adopted Bozeman Deaconess Subarea Plan. The total area includes approximately 360 acres proposed for future development with additional acreage dedicated to parks and open space. Residential development within the area will include an equivalent of approximately 1,500 dwelling units consisting of single-family homes, condominiums and cottages. Approximately 22 acres are proposed for condominiums and town homes. 70 acres within the property will be allocated for hospital expansions, multi-use commercial development, hotel, neighborhood services and expansion of the Hillcrest Facility. 2. Purpose Development of the property according to the approved Bozeman Deaconess Subarea Plan will require water, sewer and storm water management infrastructure. On and off site road improvements will also be required. This report does not address the transportation and traffic considerations of the property,but includes an evaluation of the water, sewer and storm water infrastructure requirements both on and off site for development of the property. The purpose of the evaluation was to detail the water demands, the wastewater flows, and the storm water management measures in sufficient detail to accurately assess the magnitude of the improvements, provide a long-range planning tool, and estimate the projected infrastructure costs. Further, the timing relative to the needed off site improvements is considered in estimation of the off site sewer capacity. B. Water System 1. Total Water Volume Requirements The total projected water demands for the Bozeman Deaconess Property were estimated based upon the proposed lot densities and the type of commercial development or use for those areas without a currently proposed lot configuration. Water consumption rates and peaking factors required in the City of Bozeman Design Standards were incorporated in calculation of the average day, the peak day and the peak hourly water demands. The projected total average daily water demand for the fully developed property is approximately 1,536,000 gallons per day, as compared to an existing City of Bozeman average daily demand of approximately 4.97 million gallons per day Bozeman Deaconess Health Services Property 1 ELINAPEKAK— Water,WW&Storm Water Master Plan ENGINEERING H:104\S512101 tMasterPlan-R.doc (MGD). The estimated peak daily demand for the fully developed Bozeman Deaconess property is approximately 3.84 MGD as compared to a current overall City of Bozeman Demand of approximately 12.4 MGD. It is important to note the projected water usage figures are derived using a standard per capita water demand of 200 gallons per person per day as required by the City of Bozeman Design Standards. The resulting projected demand suggests the project will require the equivalent of 30% of the total water currently used by all of the City of Bozeman. While it is prudent to utilize conservative values at this stage of planning, the application of this per capita water use rate tends to inflate the expected water use rates when uniformly applied to larger developments and/or populations. The current average per capita water use for the City of Bozeman is approximately 150 gallons per capita per day. 2. Water System Infrastructure Requirements To provide for water service to the Bozeman Deaconess property, water mains will need to be extended from the city's existing system on Kagy Boulevard, Haggerty Lane and Highland Boulevard. The largest main sizes required will be a 12-inch main between the Hilltop Tank and the Hillcrest West (the"Knolls at Hillcrest")Neighborhood and 10-inch mains on Kagy Boulevard, through the Hillcrest East neighborhood and paralleling Bozeman Trail Road through the Highland East and North neighborhoods. The remainder of the water distribution network serving the development will be 8-inch pipe. It total, approximately 53,000 linear feet of water main will be required as part of the "on site" infrastructure, and an additional 13,000 linear feet of water main will be required as part of the off site water system requirements. The only additional infrastructure required to service the area includes a booster pump station located near the Hilltop Tank and needed to provide for adequate system pressures to the Knolls at Hillcrest(Hillcrest West). 3. Summary of Estimated Water System Costs The following Table ES-1 provides a summary by area of the estimated water system infrastructure costs. The off site improvements include a 10-inch main on Kagy Boulevard, a 10-inch main parallel to Bozeman Trail Road and routed internally through the subdivision, and a 10-inch main connecting between Highland Boulevard and the east side of the Hillcrest East Neighborhood. Bozeman Deaconess Health Services Property 2 Water,WW&Storm Water Master Plan ENGINEERING H AMS512101\MasterPlan-R.doc Table ES-1 Summary of Estimated Water System Infrastructure Costs Area Estimated Costs Hillcrest West $845,633 Hillcrest East $762,601 Highland South $1,486,733 Highland North $1,097,901 Highland East $519,337 North Commercial/Condo/Mix Use $1,005,233 South Commercial $57,886 Off-Site Improvements $1,053,000 Total Estimated Cost= $6,828,000 C. Wastewater Collection System 1. Total Projected Wastewater Volumes Projection of the total expected wastewater volumes from the Bozeman Deaconess property included the use of City of Bozeman Design Standards as well as wastewater flow projections for specific land use types included in the Draft City of Bozeman Wastewater Facility Plan. The key criteria for design of the wastewater collection system are the total projected average daily sewer flows and the peak hourly flows. The projected average daily wastewater volume from the Bozeman Deaconess property is approximately 695,000 gallons per day, as compared to an overall City of Bozeman average daily wastewater flow of approximately 6 MGD. The estimated total peak design flow generated by the Bozeman Deaconess property is approximately 3.4 cubic feet per second (CFS) as compared to a peak inflow at the wastewater treatment plan of approximately 21.5 CFS. 2. Sewer System Infrastructure Requirements The sewer system infrastructure required for complete development of the Bozeman Deaconess property will require on site sewer collection infrastructure, sewer capacity provisions to accommodate development south of the property and eventual replacement of sections of existing sewer trunk main between the Bozeman Deaconess property and the wastewater treatment facility. The potential for development south of the area will require the trunk main(s) within the Bozeman Deaconess property have capacity to convey the potential sewer flows through the property. The projected flows from south of the Bozeman Deaconess property were divided between two different points of entry on to the Bozeman Deaconess property from south of Kagy Boulevard. The projected total inflow was estimated at approximately 2.34 CFS, roughly equivalent to the projected flows from the entire Bozeman Deaconess property. Bozeman Deaconess Health Services Property 3 Water,WW&Storm Water Master Plan ENGINEERINY.V H AMS5121 d1\MasterPlan-R.doc These potential flows will require a larger trunk main from Kagy Boulevard to the north boundary of the property. The on site sewer collection infrastructure will consist almost entirely of 8-inch sewer mains. Approximately 55,000 linear feet of 8-inch sewer will be required as part of the"on site" sewer collection system, and an additional 9,000 linear feet of on site sewer trunk main of 10-inch and 15-inch size. The"off site" sewer system infrastructure requirements correspond to replacement of the existing sewer trunk mains between the north Bozeman Deaconess property boundary and the wastewater treatment facility. Portions of these existing trunk mains have limited available capacity to accommodate additional flows while other sections are relatively new and/or will not otherwise need replacement to allow for full development of the property. Coordination of the off site improvements with the pending City of Bozeman Wastewater Facility Plan will be an ongoing process as this project progresses. The city is currently in the process of updating this facility plan. Specific recommendations as to the available capacity and the necessary timing of replacement of sections of these downstream trunk mains are provided in Part IV of this report. 3. Summary of Estimated Sewer System Costs Table ES-2 provides a summary of the estimated on site sewer collection system costs. The off site sewer system costs reflect the recommendations for main sizing as provided in the 1998 City of Bozeman Wastewater Facility Plan. As noted, the final main sizing will require coordination with the pending City of Bozeman Wastewater Facility Plan(Update), as areas beyond the scope and impact of the Bozeman Deaconess Property development will also affect the relevant sewer trunk mains. Table ES-2 Summary of Estimated Sewer System Infrastructure Costs Area Estimated Costs Hillcrest West $433,425 Hillcrest East $647,195 Highland South $1,763,369 Highland North $1,055,868 Highland East $551,188 North Commercial/Condo/Mix Use $1,127,024 South Commercial $201,549 Off-Site Improvements $3,815,000 Total Estimated Cost= $9,595,000 Bozeman Deaconess Health Services Property 4 Water,WW&Storm Water Master Plan ENGINEERING HAMS 512101\MasterPian-R.doc D. Storm Water Management System 1. Total Retention Requirements The objective of the storm water management system within the Bozeman Deaconess property will be to limit the developed condition runoff to the existing undeveloped runoff rates. This will require multiple detention ponds to temporarily detain the storm water runoff from the developed areas and outlet control structures to limit the discharge rate to existing runoff rates. The criteria for the storm water system design are defined by the Department of Environmental Quality and the City of Bozeman Design Standards. Based upon these criteria, the total on site detention volume requirement was estimated at approximately 286,000 cubic feet or 6.6 acre-feet. The preliminary sitting of the detention ponds was based upon the site topography and the natural termination of collection piping as well as with consideration given to effects upon the proposed internal trail system and parks areas. 2. Storm Water Conveyance & Detention Infrastructure Rqrmts. For the areas with preliminary lot layouts the actual storm water inlets,piping and detention ponds were generally located using the rough topographic map of the site with 5-foot contours. The costs were developed assuming an average storm sewer main size of 15-inch throughout the developed areas, and catch basins were located according to Americans with Disabilities Act(ADA) accessibility requirements. The actual number of inlets and final pipe sizing are very dependent upon the final road grades. Based upon the preliminary estimation of the on site storm water infrastructure requirements approximately 56,000 feet of storm water conveyance piping, 615 water inlet structures and 130 manholes will be required for the on site storm water management system. 3. Summary of Estimated Storm Water System Costs Table ES-3 provides a summary of the estimated on site storm water infrastructure costs. For the areas without a specific lot layout established the number of catch basins and quantity of pipe was estimated based upon the quantities for those area with the preliminary lot layouts. For these undefined areas, a number of expected catch basins and linear feet of pipe per acre was estimated. Bozeman Deaconess Health Services Property 5 Water,WW&Storm Water Master Plan ENGINEERING HA MS512101WasterPlan-R.doc Table ES-3 Summary of Estimated Storm Water System Infrastructure Costs Area Estimated Costs Hillcrest West $234,069 Hillcrest East $438,054 Highland South $966,420 Highland North $1,077,359 Highland East $628,597 North Commercial/Condo/Mix Use $362,669 South Commercial $35,787 Off-Site Improvements $0 Total Estimated Cost= $3,743,000 E. {Overall Projected Infrastructure Costs Table ES-4 provides an overall summary of the on and off site water, sewer and storm water infrastructure requirements. More detailed cost estimates are provided in the corresponding sections and the appendices. Table ES4 Overall Summary of Estimated Water, Sewer and Storm Water Infrastructure Costs Area Water Sewer Storm Total Hillcrest West $845,633 $433,425 $234,069 $1,513,127 Hillcrest East $762,601 $647,195 $438,054 $1,847,851 Highland South $1,486,733 $1,763,369 $966,420 $4,216,521 Highland North $1,097,901 $1,055,868 $1,077,359 $3,231,127 Highland East $519,337 $551,188 $628,597 $1,699,123 North Commercial/Condo/Mx Use $1,005,233 $1,127,024 $362,669 $2,494,926 South Commercial $57,886 $201,549 $35,787 $295,222 Subtotal(On-Site) _ $5,775,000 $5,780,000 $3,743,000 $15,298,000 Off-Site Improvements $1,053,000 $3,815,000 $0 $4,868,000 Total Estimated Constr. Cost= $6,828,000 $9,595,000 $3,743,000 $20,166,000 Engineering $1,229,040 $1,727,100 $673,740 $3,629,880 Total Estimated Project Cost= $8,057,040 $11,322,100 $4,416,740 $23,795,880 Bozeman Deaconess Health Services Property 6 Water,WW&Storm Water Master Plan ENGINEERING � H AMS512101 WasterPlan-R.doc 11. Introduction A. Area Description& Proposed Land Use 1. Bozeman Deaconess Health Services Bozeman Deaconess property The proposed Bozeman Deaconess property includes approximately 360 acres proposed for future development with additional acreage dedicated to parks and open space. Residential development within the area will include approximately 1,500 dwelling units consisting of single-family homes, condominiums and cottages. Approximately 22 acres is proposed for condominiums and town homes. The remaining 70 acres will include area for hospital expansions,multi- use commercial development, hotel, neighborhood services and expansion of the Hillcrest facility. Figure II-1 provides a detail of the currently proposed land use for this area. 2. Development Considerations for Surrounding Area Currently undeveloped land abuts the Bozeman Deaconess property on the south and the east. The west side of the development adjoins the existing New Hyalite View Subdivision, Highwood Estates and Burke Park. The north side of the property is bounded by existing commercial development, the Comstock Apartments, a mixture of residential development, and currently open space across Haggerty Lane and Interstate 90 from the Bozeman Deaconess property. Across Bozeman Trail Road from the east side of the property are the Sunset Heights, Franklin Hills and Mountain Meadows Subdivisions along with several undeveloped parcels farther to the east. The land across Kagy from the south property boundary includes a 10.5-acre elementary school site, a current county subdivision (Painted Hills) and approximately 381 acres of undeveloped land currently within the county, but not within City of Bozeman limits. In consideration of the infrastructure requirements for the Bozeman Deaconess property these adjacent properties must be considered, with the primary focus on the south and east boundaries of the property. The provisions for these areas included in the analyses are discussed in the corresponding sections addressing the future water, wastewater and storm water infrastructure requirements. A map of the surrounding area is included in Figure II-2. 3. Master Plan Objectives The objectives of this master plan were to assess the water, sewer and storm water infrastructure required to provide for full development of the Bozeman Deaconess property over the next 10 years. This assessment includes determination of the ultimate water demands and sewer flows and the ultimate impact to the existing City of Bozeman facilities. The impacts to the off site sewer system infrastructure were also quantified, and the estimated schedule for improvements to this infrastructure was provided. Bozeman Deaconess Health Services Property 7 Water,WW&Storm Water Master Plan ENGINEERING HAMS 512101\MasterPlan-R.doc "roll I ��S-a ,r•�. -! I '( ..1 ��•{',{. 1 S A1LC0MPLW( _. 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CONDOS w'. 7 AC Hirwood N;) ,{X' NOR $Iibdivision • "" HHLc�RES EXPA slOw 6 I I �`� POTENTL`<L PARK t�P: - - FACILITIES A _'�I .,'• i _ _ — �'- .IDS=� 49 AC( ) POTENTIAL ,� ® ® _ Franklin Hills i= - .. r - �5 - -`- - PARK I '\ Subdivision POTENTIAL PARK .I I rAnrvrAr m.uoo, I FACILITIES PACTLCLIES �sy�'^' 10 '✓ M Crry 3 — Tower ; v 5e 7 ?. W. `-a �•.a t._f el I I \ XV �� r � .Y ICI ��'�j�'}•T. "'\�• s �' •I CL d Mead)ws Subd,�ssi / ems° nBbm1 icon � 'Meadow t / fA a ) t. Vies-- Suti fivision ,off * � '� y — /� eW '.'71 j. .may-,.�r. I�.4`L/+t + I '. r_ - I1• GH80RH0PIK SERCCES ...., use3 a " - 7�R BO1lCeZ'LZYI� rn?A rtlu ,sd i IDAC '...,.• •'�, r, j LLE.1fEN1'ARY ITllvATc I/OLDLNG —• - --. - S «), `i. SCHOOL SI76 �. , •1I I , .rr ;. . ' a ^i PRNATE HO@iM1C `,. 1 :'a`9 f 19."�• .iA74„v,r ,_-� Ccs _ ._ N �'•.f'�' .. .i ., ��• �'. ._ .J BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE II-1 WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 BDHS SUBAREA PLAN E N G I N E E R I N G SUBAREA-PLAN.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. •1 r , ED ELF Az 4 cr 93 VIM, 3 Y I I 1.• [ -c`\I � _ {� ,yet _ r LY • r _ 1 r - ti � � Y'• 1. I ', ._ 1 art'. �• r ,i ��.� ; � a }�1/ '.:��� \ i®®®®® i. � .r--, B•'f� 1 l t r•.. - - .E j �. '�'-�\ � , � ` ..� - ,3,.. �•i" ' 11 t. \ s� r , .. C � A ✓� `f� • -�I jl�r 1' ` `�� L7� S`' r( ` S",. - E7 - r Ir- ' Ate. r �. '� Pr7� +'• ,31 ��{{r��{{i,I•f�i3 - t tom/' \ ��� q I"-''`• t�� � i i 7- i.. b.7'.K-'� ® ��- A�, r' 'i-'v r� I. F"!(,rr "1• �.�', .-�•.: .7 � Y L. _ s ` _ �($ I (. . . r_ _... �'� _ .&s•�r ram-.• ryi — � J, � � `rr�'• � �'+,r� `h v, r -t'�niL• '� w_�C. - a^• "k"0.S�! - 3 y/ t� 4 e P. "+Y��• ., I - ��17.��� 3,:�yt k�i,,,=�@i4r .<,?J'�- .e �! �,�,,� _ � , �9c.: `P�.l ��:� ..wY ;a. d I �-_A f•. ;rya:. - k tl,•'~a� - - ,�f " #. - -*: r7T7�T,-� Q�'< �,�c r,[ + '� 3i}..��* ! r'1�1)Q�,� » a,.,, �:' r t k - 1 _ +. F~'M•' '•'SY a-.3�i.7F.i 1 1I I i r I/ '� r'P .• ,R7 t` CL .F , �5.^-ai.L+ +Ci 1 _ �.�_.::�.. r•.aneta.zn+rio�v,' •_. i;.#� .�,' was•,:,. _. , ` -- �.I •_r'.'ee'�r�` - .-- � � -';ice._ '... ,. �.., BOZEMAN DEACONESS HEALTH SERVICES - °LAN® BANK" FIGURE II-2 WATER, WASTEWATER & STORMWATER MASTER PLAN H 04S512.101 APRIL 2006 SURROUNDING AREA - DEVELOPMENT POTENTIAL ENGINEER 1 N G SUBAREA—PLAN.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. 11I.Water System Analysis Analysis of the water system infrastructure requirements for development of the Bozeman Deaconess property included an evaluation of the existing City of Bozeman system performance in the vicinity of the project, determination of the additional infrastructure needed to service the facility, impacts to the existing water system and estimates of probable costs for the proposed infrastructure. A. Existing Services to Area The City of Bozeman water system extends as far east as the New Hyalite View Subdivision just east of Highland Boulevard and north of Kagy Boulevard. An existing 12-inch main in Highland Boulevard, a 10-inch main in Ellis Street north of the Bozeman Deaconess property and a short extension of 10-inch main in Haggerty Lane are the extent of existing water mains adjacent to the Bozeman Deaconess property. Mains also serve the New Hyalite View Subdivision at the southwest corner of the property. These existing water mains are shown in Figure III-1. The mains are pressurized from the Hilltop Tank and the Sourdough Tank which operate at essentially the same hydraulic grade line(i.e. maximum water level). The pressure zone of the entire project area is the south pressure zone of the City of Bozeman system. The other pressure zones are the north zone and the northwest zones separated by pressure regulating valves. The general operation of the water system is described below in the section titled"Existing Water System Operation". E. Criteria for System Evaluation The water system analysis for the development plan considered the overall effects of the proposed development upon the existing City of Bozeman water system. To make this comparison, the existing system was evaluated to establish the current performance and capacity of the system in the vicinity of the Bozeman Deaconess Property. The indicators of the current distribution system performance and capacity are the system pressures during the peak hourly demands and the available fire flows during the peak daily system demand. As part of the 1997 Water Facility Plan for Bozeman, MT, HKM Engineering Inc. (Formerly MSE-HKM, INC) completed a water system model of the city's existing system. This model has been consistently updated to reflect the current system demands and water system improvements over the last few years. This model was previously calibrated based upon fire flow hydrant tests conducted as part of the Facility Plan and as provided by the City of Bozeman Fire Department. The friction factors for the existing system were appropriately adjusted in the water system model until the output from the model was within an acceptable range as compared to the results from the hydrant tests. Bozeman Deaconess Health Services Property 10 Water,WW&Storm Water Master Plan ENGINEERING 1� H:\041S512101\MasterPlan-R.doc - CEMETARY , SOFT-BALL CONIPLE% i -Softball Co pl �--__ _ Telemetry ETE'S HILL Ellis-R -T >�y Tower C HOSPITAL S ——�-f I EXISTLV HCE LC MST—' `4 ( sec ,1 P 90 -rP LEGEND: PAM /` I' HOSPITAL HIGHLAND `.. _risILHIF'S ,•\ \\\ _. FUTURE CITTCEMETERY (. EXPANSION VILLAGE : �� W= M EXISTING 20"0 WATER MAIN - E. STING DEACONESS 1\CI..1 MIXED USE S MULTI USE HOT,\LC\CILITIES E�S � IB.\C I•rl CMIPUS •,\ Vc' Easledge�� A R 16 Ji\e l•.1 Mead.- G' HOTEL . IE\TyLIRALT116t111Es �\ subdlsvian I I m ma e.>• ® ® a EXISTING 14"0 WATER MAIN —A— CONTIGUOUS HOSPITAL FARMSTEAD • AREA J/ \ j / OLD EXISTING 12"0 WATER MAIN 9Ac111 EXISTING 10"0 WATER MAIN /HOSPITAL He \\ E%=SION� \ \' \, J Subd[If n - ——— — - EXISTING 8"0 WATER MAIN aAC Pd T. _ CONTIGUOUS �% 0 ` � J ` EXISTING 60 WATER MAIN HOSPIT.\L �pFEP \ xACI•rl - — E%ISTINGtLILLCREST AREA fOTENTI'AL — — — FACIL TY i.l.1C 1•rl 9 ✓ pp,n\IA. �a•ate——— © 16.\C I•�L � A41L�TIES ;��' � _ � EXISTING 4"0 WATER MAIN _ a HICHLAND /HIGtILANO VILLAGE ancl.l TOWNHOMEW �jT-r��TTT /r MIXED USE A1I,ED USE / I CONDOS i ' I fL eT (11IC — �Uy A D U / ,D U \' loa\cl 1 LLll--11__LL1-LJ-J_1 1 I I F SPEN POINTS ` SIRCHIYOOD - _ TOW NHOMES/ P. ` CONDOS J.\cr,l � � nriarw9od x;x: cu CONTICUOus HILLCIIEST EXPANSION L 1 "a' Cq roTENT1ALrARK ) � FIRE HYDRANT (NOT ALL HYDRANTS SHOWN) �P•r+ II I iIfO m r FAfi 1L1T1E5 ' 1 V LLCRESi W E j i� F'A f I / \/ �/ .v.iC 1•�/ \ "'--r-_u-:�--W_I L�--{jI I \ ((L n.--1�7-uuu LU�J�"O �/. ._�• i•— � T7Tr�i f� iii Franklin Hilla POTENTIAL LL_L11 L_L II I' II!~J-{ 1 PARK Svbdivislvn FACILITIES - FACIC'T'ES 1 \\ PATIIWAYCOWROOx —.- PATHWAYM JL / \ N / j \ Tele �� ---- ✓ i� /l LLLLILJ Ni f I � 1 hwood � f� t I� � /a �\ � /1 T\ \\ New'-� view < l� SubdtWivn '1- --�- - < G E � I NE CNB ' I— � \ �`\' III / /• f��_�___�„Cr`/ �,/ \ �� `�/ � � ` 1 Madvwa \ � .I Grafljj —' / / `�-✓ C / / /I� FT81O __. °ubdivlel O Cnf� / SubdIJ1}ivn ' a NEIC FLVOCr OOD \ ' Sunrise SbRC10E5 nnn Acrts _ 1 /\`\ Subdlvlsion J ' — — — — L -,• \ I PARK,\CCESSr FACILH)ACITY ELEMENTARY PRIVATE HOLDING ��(PdintedHi115„ 800 0 SOD SCHOOL SITE 1,\Subdivision I a PRIVATE HOLDING I scale feet 7 0 BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE III-1 r WATER, WASTEWATER & STORMWATER MASTER PLAN 045512.101 APRIL 2006 ENGINEERING 0 EXISTING WATER FACILITIES III-2-3_7-8_OVERALL- WATER.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. 1. Current System Demands In the year 2005 the City of Bozeman used a total of approximately 1,814 million gallons (MG) of water for an average daily demand of approximately 4.97 million gallons per day(MGD). The peak daily demand for this year was recorded in July at a daily total of approximately 12.0 MG. 2. Existing Water System Operation To better understand the water system modeling analysis described in the following sections a brief discussion of the City of Bozeman water system operation is provided herein. The water supply for the City of Bozeman enters the distribution system at two points. The first point of entry is below the clearwell/tank at the water treatment plant at the mouth of Sourdough Canyon. Water enters the treatment facility from both Bozeman Creek and Hyalite Creek via the respective intake structures and pipelines. The second point of entry is below Lyman Creek Reservoir located northeast of Bozeman and just east of Story Mill Road and the intersection with Mcllhattan Road. This source water is groundwater from the Bridger Mountains, and the only treatment is the addition of fluoride and chlorine. The total water system storage includes the water treatment plant clearwell, Lyman Creek Reservoir, the Hilltop Tank located south of Bozeman Deaconess Hospital and the Sourdough Tank located east of Sourdough Road near the intersection with Goldenstein Road. The flow to the distribution system is then from the water treatment plant clearwell to Sourdough Tank to the Hilltop Tank for the south and east sides of town. For the north and northwest areas of town the water flows from both Lyman Creek Reservoir and the south pressure zone through pressure regulating valves (PRV's). Pressure regulating valves control the flow of water between pressure zones created by these respective reservoirs. The Pear Street Booster Station also allows water to be transferred from the pressure zone defined by Lyman Creek Reservoir to the south zone defined by both the Hilltop Tank and the Sourdough Tank. This pump station helps maintain the water level in the Hilltop Tank, a historical challenge associated with this tank as the overall water system demands have increased over time. The Sourdough Tank is filled via an electronic flow control valve. The water treatment plant operations staff adjust this rate of flow through the Supervisory Control And Data Acquisition(SCADA) system. The flow rate is set to maintain the Sourdough Tank level within an established range. When system demand exceeds this flow rate set point, the tank level drops. When demand decreases below the flow rate set point the tank again fills. The flow rate must be seasonally adjusted to prevent overflow or draining of the tanks. Bozeman Deaconess Health Services Property 12 Water,WW&Storm Water Master Plan "GI E"G - HAMS512101 WasterPlan-R.doc For the Bozeman Deaconess property the controlling hydraulic grade line(i.e. tank level) is the Hilltop Tank. Due to the proximity of Bozeman Deaconess property to the Hilltop Tank, the system pressures and flows in and around the property will be most immediately controlled by the water level in this facility while the Sourdough Tank and Pear Street Booster Station(while operating) supplement the rest of this pressure zone and ultimately help maintain an adequate volume of water in the Hilltop Tank. 3. Modeling Criteria & Assumptions The following criteria were included in the water system modeling analysis. 9 The minimum target pressure within the system during the peak hourly flow was 35 psi. The area immediately adjacent to the Hilltop Tank was exempted from this criterion, as the static pressures in this area are already less than 35 psi. Alternatively, pressures in this area were evaluated to determine the total drop in pressure during the projected demands was not excessive during any demand scenario. • The minimum allowable pressure during the fire flow analysis was 20 psi. As with the peak hourly demand analysis, the area immediately adjacent to the Hilltop tank with static pressures less than 20 psi were excluded from the analysis. o The peaking factors for the water system were based upon the City of Bozeman Design Standards as follows: Peak Daily Demand=Average Daily Demand x 2.5 Peak Hourly Demand=Average Daily Demand x 3.0 o For all of the water system analyses, including the peak hourly flow and the fire flow analyses, it was assumed the Hilltop Tank was operating at a level with a hydraulic grade line matching the elevation of 5,080 (COB Datum) and representing the tank at approximately 1/3 full. The overflow elevation of this tank is approximately 5,104.6 (COB Datum) and the tank floor elevation is approximately 5,068 (COB Datum). • It was assumed in the analysis the Pear Street Booster Station was not operating. All of the water system demand would be met from water supplied directly from Hilltop Tank, Sourdough Tank and Lyman Creek Reservoir. Without the Pear Street Booster station operating, the results generated by the water system model are conservative. The Pear Street Booster station can, however, be remotely operated through the SCADA system and emergency power is available to this pump station through an on site diesel generator. Therefore, this pump station could be operated during a fire situation to supplement the overall system demand in the south zone during a fire event. Bozeman Deaconess Health Services Property 13 Water,WW&Storm Water Master Plan E N G I N E E R I N G H AMS512101\MasterPlan-R.doc C. Existing System 1. Existing System Performance To evaluate the effects of serving the Bozeman Deaconess property upon the existing distribution system the system was evaluated first without any of the proposed Bozeman Deaconess property development included. The base system demands in this analysis corresponded to the year 2005 demands, as provided by the City of Bozeman. The results of the existing system analysis for the peak hourly demand are shown in Figure III-2. Several areas within the Highwood Estates west of Highland Boulevard area operate below the minimum 35 psi pressure criteria as there is not enough elevation difference between the tank and these areas. Pressures as low as 19 psi on Baxter Drive, 26 psi on Highland at North Spruce, and 34 psi at the highest hydrant at the Hillcrest Facility are experienced during the peak hourly flow. The remainder of New Hyalite View Subdivision and the existing Bozeman Deaconess Hospital facilities operate at pressures in excess of 35 psi. The results of the fire flow analysis for the existing system are shown in Figure III-3. With a few exceptions, most of the hydrants evaluated show an available fire flow in excess of 1,500 gpm. Fire flows within the New Hyalite View Subdivision ranged from a minimum at North Spruce and Highland of approximately 1,185 gpm to over 3,000 gpm on the east end of Cherry Drive. The areas of low fire flows are within the Highwood Estates and Graf s First Subdivision both west of Highland Boulevard and of minimal elevation difference with respect to the Hilltop Tank. These areas do not have adequate elevation difference to provide for the typical minimum design pressure of 35 psi during normal daily demands and 20 psi during a fire flow event. As noted in the modeling assumptions, the criteria for the available fire flow at a given hydrant include maintaining a pressure of 20 psi everywhere in the system during the hydrant flow. As with most system analyses, this requires excluding from the analyses locations immediately adjacent to tanks where this pressure is not available under any demand scenario. Generally, this is not an issue because there are, typically, no hydrants or service connections on the system this close to the storage tank(s). In the case of the Hilltop Tank area, however, existing houses are located immediately adjacent to the tank and at nearly the same elevation resulting in normal operating pressures as low as 10 psi. Therefore, these areas must be excluded from the analysis to obtain more representative results of available fire flows. For the purposes of the evaluation, nodes with a static pressure of less than 21 psi were excluded from the analysis. Other nodes in the immediate area, however, have static pressures of approximately 23 psi and were included in the analysis. Therefore, the fire flow results are representative of the available fire flows while allowing for an approximate 3 psi drop in pressure at these nodes. Pressures in the vicinity of the houses near the tank would maintain Bozeman Deaconess Health Services Property 14 Water,WW&Storm Water Master Plan E N G I N E E R I N G HAMS 512101 lMasterPlan-R.doc positive pressures under this scenario. Generally, more pressure drop or loss is available within a system before the risk of negative pressure is present. Therefore,because of the proximity of these houses to the Hilltop Tank the available fire flows determined through the modeling analyses criteria are conservatively low. Even an additional five(5)psi of available pressure drop would significantly increase the available fire flows throughout this area. D. Proposed System — Bozeman Deaconess Property 1. Total Demands by Area and Proposed Densities For those areas within the Bozeman Deaconess property with a proposed development density, the projected demands are based upon the proposed development density as shown in Figure II-1 and detailed in Table III-1. The assumptions for the water use rates per person were based upon the City of Bozeman Design Standards of 200 gallons per capita per day. It is important to note this value results in conservative estimates of the projected water use. While it is prudent to utilize conservative values in the planning for future water demands, application of this water use rate to larger developments and/or populations can tend to result in very conservative estimates of the projected water use. Actual current water use rates for the City of Bozeman are approximately 150 gallons per capita per day. In addition to the residential dwelling units shown in Table III-1, the Bozeman Deaconess Property development will include significant commercial and mixed use areas. For these areas, the equivalent population data were developed based upon the projected area land use. Information obtained from the draft City of Bozeman Water Facility Plan did not provide estimated water use data or population density data for the range of different land use descriptions within the Bozeman Deaconess Property development. However, information provided by the City of Bozeman from the"Draft"2006 City of Bozeman Wastewater Facility Plan included a detailed breakdown of various land use categories and the associated wastewater contributions in gallons per acre per day. A copy of this information is provided in the appendices. From this wastewater volume data and the estimated per capita wastewater contribution of 89 gallons per capita per day the equivalent population was calculated for the respective areas. The equivalent population for the areas defined in this way are shown in Table IV-I of Part IV— "Wastewater Service" and duplicated on the following Table III-1 of this report. The expected water demand from the respective areas was determined with this population data and the City of Bozeman design standard water usage rate of 200 gallons per capita per day. The summary of the total demands per area are provided in the following Table III-1. Bozeman Deaconess Health Services Property 15 Water,WW&Storm Water Master Plan E N G I N E E R I N GMT HAMS 512101 WasterPlan-R.doc CEMETARY sOFrBALL COMPLEX \ �� EXISTING CITY OF BOZEMAN PEAK HOURLY FLOW = 10,000 gpm Softball Co 85 psi�— _ Telemetry ETE'SHILL i1 Tower -IZi�Str��t �`r - - - - II CONTIGUOUS 11;� I EXISPWG�,cIIHCE I CO\,STOCK/ �q� jhter LEGEND: 90 C^p HOSPITAL L —,_ _cLl a vne 1 5 8P I �I 1 f - ————- EXISTING 0 0 WATER MAIN fate 77pSi l _ POTENTIAL ` ,v FUTunE jACILITEs EXISTING 14 0 WATER MAIN HOSPITAL HIGHLAND \ IS r' Cm CENIETERY _ _ _ _ EXPANSION VILLAGE I. u m EXISTING 12"b WATER MAIN _ _ ISfINC DEACONESS iAC 1,A MIXED USE `\ MULTIUSE ,•` yG Easledge H sPITA1�r,\CfLIT1E5 I.e.Ac u.l C6AM Pus 'vy ,f,ACX•.1 AtCnNO P HOTEL s)i•R-1 Nleadosy SAL Ac r.I �,oiD mvr•u nF.um c\�;res \ s�ban;,i°" — —••— — — EXISTING 10'�0 WATER MAIN /I cc iwsHT.uneLeTED CONTIGUOUS HOSPITAL I/Il) FARMSTEAD COS•\U'' AREA f — — — ——— EXISTING 8"0 WATER MAIN AC,., _ - - - -- - ' I� 64 P si �•,\ sV EXISTING 6"4 WATER MAIN 34 p51 62 psi IAN ION/ \ Hei 11 s"bai EXISTING 4"0 WATER MAIN ANSI •\TOWNHONIE / "'CONTIGUOUS ,•\ E%IST FA ILLCR[ST — — — ' 1� 'AREA 1��1� 14A FL- t A�\c l..l /� ,J.sp�• \ \ / 'ASE TIES 1 :vM �I I I ICl PRESSURES DURING EXISTING HIGHLAND ''s C,'' TOCNHOMES/ _J o i �HIGti1AEDVILLAGE f CONDOS H$$e / Fttte — PEAK HOURLY FLOW VILLAGE MIXED AC N1N AC Ini Acl�t LAC I.a , 1•.1 / ,\ POIhTE OIrtCHIY00D / TOIYNHOMFS °�°O5 —�� Rd subd,wY,axna FIRE HYDRANT � �p d ` ��� // r ---� � � / ��❑�� \\ lvisian CONi1000U5 sr�11 �. HILLCREISCXPANSIONs ` I \ [C65 L �,. H L7 111FILL E PO i r EI RO f)D D � FACILITIES 1 POPARA AL C Subdiv sHi^li ^rl I I POTENTIALPARK FACILITIES S �� ' FACILITIES / X� i,i -A \� U - renFwnrmnanwR / Q/� i�Acn.l /" J\ �ss�• / ��" •� OVDUREADMI—LWE � N le— Hi L�-TTM i _E G A •r ' /I /, 1 Tank ps1 41 psi A 1 23 31 psi 65 psi �19 1"P N H""" � \ Suew 37ps1 \ NEIcxRRH o 26 psi 34 psi ows Mead �, •\_'.\ �:I CnF`iR �� /�/ '�a � �� ,T eorubdi I I iviE�� � � !/I, �� / \� � �L1_I / `C�/+ 1\ SZ: ubdl / on \ 25 psi I 39 psi -- c�_ P \ / NEIGHUORHOOD 3_4 psi ' ` I SERVICES si _ Subd[0i1.R PARK ACCESS, — — _ FA C[I'Y s < - {ACI•r; rUvuc�v�iuss .—'kFt49T_BDIIIEYTtr --_-- ELEMENTARY PRIVATE HOLDING r Painted Hills vv e _ SCHOOL SITE Y`\\Subdivision PRIVATE HOLDING 800 0 800 0 �I I scale feet BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE III-2 WATER, WASTEWATER & STORMWATER MASTER PLAN EXISTING WATER FACILITIES INEERIN O4S512.101 APRIL 2006 i ENGG PEAK HOURLY DEMAND-PRESSURES III-2-3_7-8—OVERALL— WATER.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. J I I CEMETARY , SOFTBALL COMPLEX \ A.N, EXISTING CITY OF BOZEMAN PEAK DAILY DEMAND = 12 MGD (8,300 gpm) L' S. ball Co T T were E' ETS HILL ----£II1s St T-tre — � 5020gpm j I / CONTIGUOUS rs LEGEND:HOSPITAL gpm t �\ fate 90 POTENTIAL \Q�P ` EXISTING 20"0 WATER MAIN PARK FUTURE FACILITIES HOSPITAL HIGHLAND _ c YCEMETErsv ExrANT. VILLAGE "'+"'' \ \ o m o m e EXISTING 14n0 WATER MAIN E ISTING DEACONESS MIXED USE ) MULTI USE — — H SrITA CILITIES JAeI•r' 1.,IC I•rl CA.VIPUS •\ \\i Cusledge \ •' HOTEL ys Me dow, ® -- - EXISTING 12"4 WATER MAIN / M 6+C1•rl \r •III\TA LIIL+LI'I I GI 11US Subdivision I/ [`ESdAL / OLD •IIOSFITALROATEp •'\� } cm uccs CONTIGUOUS HOSPITAL P/ ' 4590 gpm 7,1 FAm+sTEAo \ -,1" --• --• — --• �-' — EXISTING 10"4 WATER MAIN AREA ( / • EXISTING 8 0 WATER MAIN 720gpm / ZENTEIL ---% — \ Hel - — — — — - EXISTING 6"0 WATER MAIN II UPAC SIGN -I-A \ \ \ Subdi isiu I \T014NHOME In �CHOS HOSPITAL c¢+�go / condos L J -n\\\ \ EXISTING 4"4 WATER MAIN EXISTING ILLCREST ( ARE.\ �' ,Ip• \ ` \ OTPPEpp INII1TKKIAL \�C--L--L-FJ A FACIL Y 5.l.+C I•rl FACILILIES , I-1 Ifi,AC I•V— � — e—'�— — /a A, HIc� � - TowNllon+esl [ 20408PIn AVAILABLE FIRE FLOW DURING HIGHLAND VILLAGE —� a® VILI ACE / CONDOS ��T�--� r ,,, FP���eeeCl Wile 'I / AIIXE \ M1IIXEDUSE / \1 \ [ PEAK\ � CURRENT DAI DEMAND .A 1\SPEN 6A POINTE oncHWoao (EXCLUDES NODES DAILY TownnoMEa a �• ie-�Ir jawos \ Bd.waoaHilh PRESSURE LESS THAN 21 psi) a�P ` / / ;—i-1�J \\\r.—' \Subdivision � �1 ; i I\ \ \\\� FIRE HYDRANT �` _ CONTIGUOUS I ❑ \\ // n I I L HLLcnEs;Ern,NsoN ` I �l /� ) � H Gass * psi STATIC PRESSURE; CJ \n �\ CUSS APPROX. 11 \ \ �11 AVAILABLE FIRE FLOW 10 psi MIN. POTENTIAL PARK / ) PRESSURE IT BO m FACILITIES Sf � LCBEBT WE' 6.9:Ac hri 0, -� POTENTPAR�IALS w S.bd n,i— ��`� FACILITIES Subdivision FACILITIES IRI 278o rconRmon I~ gpm / �\ �✓ �� �/ \ — ovLwleaowwcxlmv \' 1916gpm z / * \ 200gpin \ T 370gpm ( 3070gpm J l I 1 �\ I i II of \ 4\\ New Hyalite \ / 142oOlOH""" f11 �I Subdivision l� / //,• 1\ I — \ 3640 gpm I —•————— /\ / / ��, /� NE{GFIB Ni/IOD �.(. /. �.+cl f � 1185C\ LLLLI I I:\ I� I gpm / \1, erar _-_ — \ .• ////� J �+. \ I ezlsmc—_—subd viy anJ Mom\ v \\ / ,\ `�.,: I-II Subdivlli n I \� / J </\ •v / 4CS55__ M<,- View � `• \ `�l Sub IvbF� II. � / �I / � \ \ '----1 I Subdivsion N cif Q 1 I % \<\� 1 �.\ ,\ 2480 I I \—�J Q s I•_ \ -- - — ( C\\� / NEPICHIMRFIOOD f _ ^ 2120`gpm...��� J �\ I shmices — 1 \\\ =u: // ubdlvision PARK ACCESS QI ' ® `— -- FACLIBD TY HAC C`�' I ELEMENTARY PRIVATE HOLDING ys� IPdlRted Hills SCHOOLSITE \S11bd1Vls1on'� PRIVATE HOLDING \ 800 0 800 C 4 I scale feet BOZEMAN DEACONESS HEALTH SERVICES — "LAND BANK" FIGURE III-3 �n WATER, WASTEWATER & STORMWATER MASTER PLAN Cn EXISTING WATER FACILITIES 04S512.101 APRIL 2006 AVAILABLE FIRE FLOWS ENGINEER 1 N G III-2-3_7-8_OVERALL— WATER.DWG Copyright 9 2006 HKM Engineering Inc., All Rights Reserved. TE o , 70 O N N co 04 Y C co t0 O) NN O V co NO�� N O 000 M N MM.�- NCO N 1N lV v (O N Nm E O a a N > c m �-o a C a �+E a Y •{Op CO O 'O CO N n O) N O M V N CO O m N.Ov O � D1¢] r N M r- O 00 M t0 h. U .'m. C� ca NM Y C O r Cfif` MN rM N V co N aD Nr rM NCO `T N<TO N O Nca E N y C Z COL m m o E V1 y ` II II •O O O C O - m fn m m m 0_m O m N O O 0 0 0 O O O 0 coo M N n U O O m > O O co O O MO NO 0)CD 'V CO N V Cn 0 7 MO O)00 O o m > ¢ >, O C O i M CO�y aD n t0 O M D1 CO M N r O'n CO)O N V M 0) 1� V? U Q^ CO n CO CO M N O M CO r N Or O O O)O N V N Qj n m Cp co Cl) ~ r VO'N O D1 N O V co Cl)N N N N O O Cn CO N N O N M O m x �-V O(O N V N r V r M co N V CD N m C N Y Y A, O 4. m N'c W m d L a mi�,� z V A a m m py q r > Cz 17Y/yl U O• n -p C Q N 4 * N N N V 10 V N M 0 00 V Co V COO C~') CEO V O N N N m N Of O �10 N C (p M r 0 f� O n Cp co O O O M C- M GO r O N r 0 O r O > U vU C U) P M V Or OO NNOOMi NOO O COO V a0O MM O CO VM O) ~� �= r^ r r M N r r O K m CO r r M O r N N VL ° ° a E m * O m U j L Q� m >� m O C C m C U m ° 3 m y A CO (- O t0 M n O IT O) �N O)U') O n C' N O )A et V Q Cn 30 O n cli Cl) 10 r 7 N V O CO0N MO O) V O N O 04 { n VO 'O ° a•p va m °) n. oO O oym a m ® n w m it ° �° mUl v_ N 04 O a m N N CO coO LO Cl) N CD p f�V' O M U)N CO O CO O C 0 a m M C CU m 4 0 E it y m o CCt if it Yq m Y y C ° 00 N C C O O r+ m 7 m C � °f'00 0) 0 0) u) o u) a� � t? wo o vmrnto p a D O c y c m ^I a v > .w N N ,O O O G1 O y N 4) 01 y N N C) O y X >m O '0 'O y 'O N y d y m y y y a O N 11 C Q N Q" F�1 (U o�n 0 0 0 0 E o f o f »> 0 _ tow ,, 0 R(yS -2 12 ° _s o x o U o L P V y y mym mm mm xxrcd c U EX ° nm o � f3 c ° c c _ ° E 21 o n m iti /^ O O O O m O m O W y O a m 3 3 3> > > c g w U 0 m rn h 3 y X m O O O a W N N t�S U q I- 1- ~ t- ~ ~ Q W cc LL m V] Q W m d `� Ip m w m E m 0 `_' Q c a 3 3 1ha11 j L � m O O N y O °m Ezw o o 1° w cn o N Ny 7 IL m d m m m m -c 6 E t cn m x x s BE = - - ¢ w � m0 co N v ''d Q3 >~� N �p Pa �_ 2. Provisions for Future Development of Surrounding Areas The area to the south of the Bozeman Deaconess property across Kagy Boulevard presents a challenge relative to providing water service from the city's existing system. With exception of limited areas near the bottom of the two drainages crossing this section the area is above an elevation which would correspond to a minimum static water pressure of 35 psi if served from the existing City of Bozeman water storage facilities. Therefore, the majority of this property could not be served by the existing water system, and additional storage facilities and/or pipelines would have to be constructed south of this section to provide adequate pressure to service the area. The hydraulic grade line(i.e. water pressure) would have to be defined either by the existing water treatment plant clearwell or a new water storage facility with a minimum water surface elevation of approximately 5,150 feet, The existing Hilltop and Sourdough tanks have maximum water surface elevations of approximately 5,102 and 5,104 feet. Therefore, the area to the south of Kagy Boulevard would not be expected to impose a water demand upon the water infrastructure on Kagy Boulevard, and no provisions were included in the analysis or infrastructure recommendations to supply water to this area. The areas to the east of the Bozeman Deaconess property could be served from the pressure zone defined by the Hilltop and Sourdough tanks. The respective demands would impose a load on the water transmission main on Kagy Boulevard and the proposed main routed internally to the Bozeman Deaconess property and parallel to Bozeman Trail Road. Water demands to service these areas identified as"OS-3" in Figure II-2 are included in the analysis as shown in Table III-1 ("Adjacent Land Areas"). The areas to the northeast and north are partially served with a 10-inch main on Haggerty and a 10-inch main on Frontage Road. The potential development in this area could impose a limited demand on the proposed water main extension on Haggerty. Any additional demand could be served either from the existing mains to the north and west or through the proposed mains on Kagy and adjacent to Bozeman Trail Road. In either case, the future loads are expected to be of negligible consequence to the infrastructure requirements for the development. No additional demand was incorporated into the modeling analysis to account for development in these areas. I Projected Overall City of Bozeman Design Year (10 yr) Flows The City of Bozeman provided sections from the Draft City of Bozeman Wastewater Facility Plan(WWFP) addressing the population projections for the city. The estimated population for the City of Bozeman for the year 2005 was 33,450 people. The draft WWFP projected the annual growth rate to be 5%per year. Based upon the 2005 population and this annual growth rate, the population of the city in year 2016 would be approximately 57,200 people. The projected Bozeman Deaconess Health Services Property 19 Water,WW&Storm Water Master Plan ENGINEERING H AMS512101 WasterPlan-R.doc time period for full development for the entire Bozeman Deaconess property is approximately ten(10) years. Development of the Bozeman Deaconess property could account for an equivalent population of approximately 7,804 people, accounting for approximately 33% of the overall expected growth of the City of Bozeman within this time period. Applying the water consumption planning value of 200 gpcpd to the additional population of 23,750 people adds an average daily water demand of approximately 4.74 MGD to the current City of Bozeman water demands. Adding this additional demand to the current average daily demand of 4.97 MGD from year 2005 would result in a projected average daily water demand for the year 2016 of approximately 9.72 MGD. The corresponding system design flows would be as follows: Table III-2 City of Bozeman Design Year Population And Water Demand 'dear P �atac<h Aege lily I'e Lally Ielaiacl laek + 1r1 1�era7at� '°: d :d m `D�ziazid Year 2005 33,450 a 4,970,000 12,425,000 8,600 10,400 Year 2016 57,210 9,720,000 1 24,305,000 16,900 207300 (1)From Draft City of Bozeman 2006 Wastewater Facility Plan (2)From City of Bozeman Water Treatment Plant Staff (3)Based upon 5%annual growth rate and 200 gpcpd applied to additional population. 4. Impacts to Existing City of Bozeman Water System Facilities This nearly 100% increase in system demand over the expected 10-year duration of the Bozeman Deaconess property development will require significant infrastructure improvements throughout the City of Bozeman water system facilities. These improvements will include additional supply, additional system storage and additional water transmission mains from the treatment facility and/or additional sources to serve the expanding city. Current reliable water supply yield from the City of Bozeman existing water supply sources is approximately 3,517 million gallons per year(Ref. 1: COB Water Facility Plan `97; Table 4.4.1-1). Based upon the projected 10-year demands the City would be slightly exceeding the estimated reliable yield of existing water supply sources within this time period. Current treated water supply capacity is approximately 16 MGD with 15 MGD of treatment capacity from the Sourdough Water Treatment Facility and a reliable dry year yield of between 750,000 gpd and 1.0 MGD from the Lyman Creek Reservoir supply. As shown in Table I1I-2, projected peak daily demands for the Bozeman Deaconess Health Services Property 20 Water,WW&Storm Water Master Plan ".1 E E d I N G �% H AMS512101 WasterPlan-R.doc overall city for the year 2016 (24.3 MGD) are approximately 162% of the currently available treated water production capacity. The projected peak daily demands of 3.84 MGD from the Bozeman Deaconess property alone could exceed the current available treated water capacity based upon the year 2005 City of Bozeman water demands. (16 MGD— 12.45 MGD = 3.55 MGD currently available) Therefore, the City of Bozeman will need additional supply and finished water capacity to meet the projected demands of the overall city for ten years and beyond. In addition to the source and production capacity, the water transmission and distribution system and current available storage will need improvements to deliver the additional demands to the system. As the water system demands approach the finished water production capacity of the system, the availability of adequate equalization storage becomes more important. As noted in the description of the existing system, during peak demand periods the Hilltop Tank water level can draw down below half full. The Pear Street Booster station has helped alleviate this problem by transferring water from the north zone to the south zone, thereby decreasing the demand for equalization volume from the Hilltop Tank. As demands continue to increase, however,more equalization storage will be required, and the needed fire protection volume in the reservoirs may not be maintained. Assessment of the overall system supply, storage and water transmission system needs are beyond the scope of this planning document for the Bozeman Deaconess property. The overall City of Bozeman Water System Master Plan is currently in progress, and the recommended improvements to meet the long term projected needs will be included therein. This document was not available for review at the time of this report, and the City of Bozeman has not adopted preferred alternatives for the various system improvements needed. The recommended improvements, however, will be expected to account for system supply, storage, and water transmission improvements to meet the projected demands, of which the Bozeman Deaconess property is included. Further, through the City of Bozeman's infrastructure impact fees, Bozeman Deaconess will contribute significantly to improvements to the City's overall water and sewer system upgrades. 5. Proposed Water System Layout The proposed water distribution system improvements are based upon the capacity of the system to provide the required peak hourly domestic water demands and the minimum recommended fire flows throughout the development area. Additional consideration was given to system looping, redundancy provisions, and ease of expansion of the system beyond the property boundary to serve additional areas. Further, the minimum main size allowed by the City of Bozeman Design Standards is 8-inch. The proposed water mains are shown in Figures III-4 through III-7 and a full-size map is provided in the appendices. Bozeman Deaconess Health Services Property 21 Water,WW&Storm Water Master Plan ENGINEERING HA04\S512101\MasterPlan-R.doc The required water transmission and distribution system mains include 10-inch and 8-inch mains. The 10-inch main would extend down Kagy to Bozeman Trail Road where the 10-inch main would then be routed internally within the proposed subdivision and extend north to Haggerty Lane. The area to the east of Bozeman Trail Road is not expected to develop such that extensive connections would be made directly into a main otherwise located within Bozeman Trail Road. Therefore, it is proposed to route the main internally within the subdivision and provide several locations for lateral connections across Bozeman Trail Road for possible future extensions to this area. All water mains would be located within the proposed roads throughout the Bozeman Deaconess property as well as within Kagy Boulevard and Haggerty Lane. The proposed water system layout is provided in the following figures and a full size map of the overall area is provided in the appendices. The areas without a currently proposed lot configuration include an assumed water main alignment to provide service to the area. It can be reasonably assumed these large areas will require more than single service line connections to surrounding mains. Therefore, for the purpose of conservatively accounting for the anticipated water infrastructure for these areas, the costs for the assumed water main alignments through these areas are included in the cost estimates. Other criteria incorporated into the proposed water system layout include the following requirements from the City of Bozeman Design Standards and. Specifications Policy: • Valves shall be located not more than 500-foot intervals in commercial districts and not more than one block or 800-foot intervals in other districts. • Every leg of a main intersection shall have a valve. • Valves shall be placed so that main shut-downs can be accomplished with only one hydrant being out of service at a time. • Hydrants shall be provided at each street intersection and at intermediate points so that hydrants are spaced 350 to 600 feet apart depending on the area served. Bozeman Deaconess Health Services Property 22 Water,WW&Storm Water Master Plan HAMS512101\MasterPlan-R.doc E N G I N E E R I NW. . eo / TOTA / CONTIGUOUS ���� �' / O. C HOSPITAL �� \ 4 EXISTING HILLCREST / AREA FACILITY ,/ 5A AC(+,-)/�� LEGEND: 16 AC EXISTING 20"0 WATER MAIN /HIGHLAND HIGHLAND VILLAGE I / ® � o ® � EXISTING 14"0 WATER MAIN i y / MIXED U / MIXED USE EXISTING 12"0 WATER MAIN ASPEN / 6 AC(+, 24 AC(+,/) —— —® — EXISTING 10"0 WATER MAIN POINTS / / EXISTING 8"0 WATER MAIN BIRCHWOOD To . z — — — — — — EXISTING 6"0 WATER MAIN .0010 66 t CES HP EXISTING 4"0 WATER MAIN r / EXISTING FIRE HYDRANT PROPOSED 12" WATER MAIN PROPOSED 10" WATER MAIN PROPOSED 8" WATER MAIN Ct PROPOSED FIRE HYDRANT CONTIGUOUS \ ua PROPOSED WATER VALVE HILLCREST EXPANSION H ILL E EAST -- - - -�'—� � � \ •/' // RS Ili EIG BO�II CRE POTENTIAL PARK JACILITIES i PATHWAY CORRIDOR 111��� r:' 2.3 AC / / - PATHWAY (CORRIDOR '-- e, _� .> s.. - .. _s ._. ..- - - - - - .n,! PROPOSED BOOSTER STATION / L. -. _. .- r -..y � �� � s / �•d / ��/ ---- -- i I rle -- ---�� \//�� 9 '/�� -N row I l: Highwood 1 ■Y Estates 1 i G Water ! ----------- — .* I Tank 300 0 300 scale feet r 3 i BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE III-4 WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 ENGINEERING � PROPOSED WATER SYSTEM - HILLCREST EAST & WEST WATER—SYSTEM—MAPS.DWG Copyright ® 2006 HKM Engineering Inc., All Rights Reserved. 117 -,—",U�dz OR: L 0 / J I -rn I H 0 uu F 0:1 0 C) F 0 - 411,"', u (SEE NOTE 2) 0, LI-3—�jl 0 Icy J 0 H LL L L I All/I F ji 40P 4P 7 $)Ckl H u d. 0 u saxw > J z c'u, SD(3 a. u LEGEND: f C11 EXISTING 20"0 WATER MAIN EXISTING 14"0 WATER MAIN V 0 EXISTING 12"0 WATER MAIN EXISTING 10"0 WATER MAIN EXISTING 8% WATER MAIN 9 LLSDCH EXISTING 6% WATER MAIN 71 -A 01 < -o EXISTING 4% WATER MAIN cn U) >7_1 < EXISTING FIRE HYDRANT Ru L PROPOSED 10" WATER MAIN PROPOSED 8" WATER MAIN C( PROPOSED FIRE HYDRANT >< PROPOSED WATER VALVE < NOTES: (1) MAIN NEEDED ONLY IF REDUNDANCY IS REQUIRED 400 0 400 BOZEMAN DEACONESS HEALTH SERVICES "LAND BANK" FIGURE 111-6 Ln En (2) 10" MAINS INCLUDED IN "OFF— SITE" S feet, WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 Cole INFRASTRUCTURE ESTIMATES. I C, PROPOSED WATER SYSTEM - HIGHLAND NORTH & EAST ENGINEERING o WATER—SYSTEM—MAPS.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. CONTIGUOUS I. 1 EXISTING OFFICE HOSPITAL " s_ m _ _ S ACV,-) -A LEGEND: ♦ 2 AC - - -- - . ............� oil H - _ EXISTING 20"o WATER MAIN ® �I HIP�"{ � � OTENT — — ® — @— EXISTING 14"0 WATER MAIN \ _ PARK FUTURE — EXISTING 12"0 WATER MAIN t' I HOSPITAL 4.5 AL HIGHLAND A _ — _ __ EXISTING 10"0 WATER MAIN �� ' �•� A AC C(+ ETERY - I EXPANSION�' _ '® '® �- -4_-_-_�-- f EXISTING DEACONESS I VILLAGE t • ' — — ———— EXISTING 8"0 WATER MAIN 3 AC(+,) N"• 1 — — — — — — EXISTING 6"0 WATER MAIN HIDSPIT�A 'ACILITIES EXI 4.8 AC(+,-) ��® AC®'> ACCeSSG 4# p( E HOTEL ® EXISTING 4"0 WATER MAIN 6 ACOLD EXISTING FIRE HYDRANT 4 ! \ I FARMSTEAD PROPOSED 10" WATER MAIN JSPITAL 14 " — PROPOSE D 8' WATER MAIN t I Cj PROPOSED FIRE HYDRANT >11 PROPOSED WATER VALVE FUTUR i ® s HOSPIT L / EXPAN ON / t ♦ /, n�� i TOWN OMES/, I' CONTIGUOUS �o�titi �s�f / / CON OS HOSPITAL s�ti� / s�� \ 4 AC(+ } POTENTIAL AREA ♦� �` �' \ l p� I 5.4 AC 9 FACILRK TIES 1.5 AC HIGHLAND ' VILLAGE HIGHLAND VILLAGE MIXED USE MIXED * / 6AC(+U / 24AC(+,) IRCHWOOD ' / / W7OMES/TONDOS �. ������• DES - �� ��� ND P z C r" C\, 1 01 TIGUOUS iT EXPANSIONAC i - Z -" , 1 H = HILL RE3�iT. I ,� \ %/ / POTENTIAL PARK FACILITIES 6.9 AC iT WE !T---� 300 0 300 f ' PC sccle feet a 3 BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE III-7 WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 / PROPOSED WATER SYSTEM - NORTH MIXED USE AREA ENGINEERING rj WATER—SYSTEM—MAPS.DWG Copyright ® 2006 HKM Engineering Inc-, All Rights Reserved. a) Comparison to COB Facility Plan Recommendations The 1997 City of Bozeman Water Facility Plan provided recommendations for both 20-year and 50-year water main extensions. The corresponding recommendations for the southeast portion of the city included a 10-inch loop on Kagy Boulevard, Bozeman Trail Road and Haggerty Lane. Based upon the water system analysis discussed herein the proposed l0-inch main remains an appropriate recommendation for extension of water service in this area. At the time of this report the City of Bozeman was in the process of reviewing a draft version of an updated water facility plan. This plan was not available for review, and the City had not officially accepted any part of the plan. Therefore, close coordination with the recommendations provided in the facility plan update was not possible within the timeframe available for this report. 6. Proposed System Performance Based upon the proposed water system configuration and the estimated demands of the Bozeman Deaconess property, the water system was modeled under the peak hourly demand and the peak day plus fire flow demand. a) Proposed System— Peak Hourly Flow Analysis The results of the peak hourly flow analysis are shown in Figure III-8. As with the analysis of the existing system, there are areas with pressures below the minimum 35 psi scattered through the Highwood Estates and Graf s lst Subdivision between Hilltop Tank and Highland Boulevard. Based upon the water system analysis the proposed increase in system demands would have a minimal effect upon these areas of low pressures. For instance, the water main on Highland Boulevard between Holly Drive and North Spruce would be expected to experience a maximum of three (3)psi of pressure reduction under these higher demands. The areas within Highwood Estates and Graf s 1st Subdivision would be expected to operate within four(4)psi of the current pressures. The areas on Highland with pressures less than 35 psi during the peak hourly analysis affect a small number of houses. The homes in this area are served from the water mains within North Cedarview, South Spruce and North Spruce Streets where the elevations quickly drop away from Highland Boulevard and pressures quickly rise above the minimum 35 psi criterion. The southwest quarter of the proposed Hillcrest West(the"Knolls at Hillcrest") area is too high in elevation relative to the Hilltop Tank to Bozeman Deaconess Health Services Property 27 Water,WW&Storm Water Master Plan ENGINEER 1 N.". H AMS512101\MasterPlan-R.doc maintain the minimum 35 psi criteria even under lower flow conditions. This area will need a booster station to supplement the normal domestic demands of the system. A conceptual description of the booster station is included in the corresponding section below. b) Proposed System— Available Fire Flow Analysis The results of the peak day plus available fire flow are shown in Figure I11-9. Based upon the projected system demands, the proposed water system layout, and the criteria described for the fire flow analysis, the available fire flows throughout the majority of the Bozeman Deaconess property are in excess of the 1.500 gpm needed fire flows for the proposed development areas. Similar to the peak hourly flow analysis, the fire flows in the existing areas do decrease to a limited degree as a result of the higher peak daily demand from the Bozeman Deaconess property. Further, the same areas with limited static pressures are not included in the fire flow analysis as described in section 11.3.C.I for the existing system evaluation. As with the normal domestic flows (i.e. peak hourly demand)the proposed Knolls at Hillcrest(Hillcrest West(the"Knolls at Hillcrest")) neighborhood would have available fire flows significantly lower than the remainder of the proposed development area. The available fire flows, however, are in excess of 600 gpm. Mitigation of these lower available fire flows is described in the next section. (1) Water Service to Hillcrest West(the "Knolls at Hillcrest") Neighborhood The options for improving the available fire flows to this area are limited. The difference in elevation between this area and the minimum operating levels of the Hilltop Tank is fixed. Therefore, the options for improving fire protection are limited to installation of fire pumps. To achieve an available fire flow of 1,500 gpm would require installation of a major pump station,potentially with emergency power to drive the fire flow pumps. For an additional 500 gpm of available fire flow, the life cycle cost to benefit ratio should be carefully considered. Alternatively, individual sprinkler systems could be installed in all of the facilities within this neighborhood, effectively reducing the fire hydrant flow requirement to a fraction of the 1,500 gpm. Under this scenario,however, the minimum required hydrant flow would still be 500 gpm. To supplement the domestic pressures to this area while still allowing the tank to supply at least 500 gpm of fire flows to the area, a booster Bozeman Deaconess Health Services Property 28111 Water,WW&Storm Water Master Plan E N G I N E E R I"G � H A04\S512101\MasterPlan-R.doc pump station with an appropriate pressure controlled bypass would be required. To provide for the domestic flow and pressures to this area, the entire Hillcrest West(the "Knolls at Hillcrest")Neighborhood would be placed on a separate and isolated pressure zone beginning at the discharge of the domestic flow booster pumps. The conceptual booster pump system would include a minimum of two pumps with at least one of the pumps equipped with a variable frequency drive. A third pump could provide a more optimal operation or be required to meet redundancy requirements but these are details to address in final design. A small hydropneumatic pressure tank would also be included to control the pump start and stop based upon the downstream pressure. The variable frequency drive(s) would require 3-phase, 480 volt power. Northwestern Energy has confirmed the power lines on the south side of the property would provide the required power supply. A pump system bypass line would include a simple check valve allowing water to flow only from the tank toward the Hillcrest West (the"Knolls at Hillcrest")Neighborhood. Under normal domestic operation the check valve would be closed from the downstream pressure created by the domestic pump system. In the event of a fire truck pumping from any hydrant in this pressure zone, the domestic pumps would not be able to maintain the minimum downstream pressure, and the pump controls would automatically stop the pumps. The pressure downstream of the check valve would drop, thereby, allowing the check valve to open and supply the fire flow directly from the tank. As noted, however, the available fire flow would be limited to approximately 600 gpm while maintaining 20 psi at southwest corner of the Knolls at Hillcrest neighborhood. The available fire flow while maintaining 15 psi at this location would exceed 1,000 gpm. It is important to note,however, with individual sprinkler systems the required fire suppression volume decreases drastically. A typical residential dwelling would have a fire sprinkler water demand in the range of 30—40 gpm. In the case of a fire in an individual dwelling, the domestic pumps would be designed with the capacity to supply the peak instantaneous domestic demand plus the required sprinkler system flow for one or more structures. The exact details of the pump station operation and provisions for fire protection will be finalized in the final design stages of the project. The estimated costs for this pump station are included in the cost tables of the next section. Bozeman Deaconess Health Services Property 29 AS Water,WW&Storm Water Master Plan ENGINEERING a� H AMS512101\MasterPlan-R.doc CEMETARY \ soF.. LCOmmtEx ice\ " ..._-: COB PK HR = 10,350 gpm ` BDHS SUB AREA PK HR = 3,250 gpm ADJACENT AREAS = 250 gpm —�-f� TOTAL PK HR = 13,850 gpm Softball Co 80 psi -� ` __ -I Telemetry ETE'S HILL ��,lZtS-C 1 .�- � ._��" �. Tower •ems... -' - 1 J E%ISFfN IflCE COh/STOCK r � tT- « x CHO�AOLs—�• - Ac�y.,� 71psi I -• 's 4` I te�St t, �.f. ' L _LJ LA \ Nk 58psi 9� I hP - psit r ^� -:�� .. y LEGEND: J. FUTURE }'ACHIT�S �' 1' - ' , HOSPITAL MCMAND uAc Ill CT1YL'EMETERY —� EXPANSION] VILLAGE • \ - -- - I EAA4it S"nl.NO DEACONESS �£s J' 'O `+ _W -•r�.>.• / —j—— H SP17AyEAULITIES \ )ALI•.I id ACPrI 4 - MULTI `•\ E+eledge '^16� �c�a nC�p)5" �dcc Hc Ei ;i Ei niR�niensiaa ien I EXISTING 20"� WATER MAIN coNTlcuousxosPlT�1. — — — — — — EXISTING 14"0 WATER MAIN AREA \` � / ' I-' •• \ - Ie AC hd \\ — ,' J >C® 7//'� 62 psi - _i EXISTING 12"0 WATER MAIN n 28 si �; TU OS L 54 psi t - \ � I ——— —' — — EXISTING 10"0 WATER MAIN p J \ 56 psi X;, P — i -- ��— \ Snbdl'v}A \� OME \f �`CH I UOUS Y'/c"�Ey�� \ .0 s - �7 I \ j r - - ---- EXISTING 8"0 WATER MAIN EXISTING)lILLCRESF Ij AREA J .N' /� LAc �pFT..L IJ._I •• ��sN� 71ACLL�I(•)1_ — — �ARARKr� - �� }�ILLc�ITT�' EXISTING 6"0 WATER MAIN �} �. ,�_1 %//% MILLAND HIGMANDVILLAOE % T co DoO, — ��e ane —� EXISTING 4"0 WATER MAIN ASPEN I I I fi VILLAGE I_MIXED U MIXED USE ,ITS Ac 1•r 6 ACI• POINTE / 45 psi { Tow OMES \ 59 psi I ��mrtcHwoaD ! �� f I I I � PROPOSED 12" WATER MAIN tt,, �_ ,\C" S L"� Bdam'ood Hills w 80 psi ® 1'E` ( / J SubdlNslon PROPOSED 10" WATER MAIN I - _ J ^ _- - I i h\ PROPOSED 81e WATER MAIN 86 psi � � � I I .,g^ ' / '�i �� � i — LE"I y CONTIGUOUS ANS IONHILLCIIEST EXP si I 46 psi I � 0 39 i PRESSURES DURING PROJECTED El -TErvT1ALPARK PEAK HOURLY FLOW FARn 1 /.! r�s I'LLCREST I ^/� T\ -M r/ AC IFS 44 psi 1 L I 4-P y / PO F.klln Mlle PAANT Al. FS.bdwwen FIRE HYDRANT t ' \\ r'/ POTENTULPMK --_ _� / FACRFRES I / FACILITIES /' n LfL 1•r1 U _ _ AYCONRRIDR )ACI.rI _ _ 28 psi 33psi ------> ___ �__�/_ I „„�, I I _i p (1) MAIN NEEDED FOR REDUNDANCY PROPOSED P\ I �_I i 71 psi _ p -� �` / %// I ovtm uoivwERuuFN BOOSTER 2AT _ _ / ONLY; RESULTS CONNECTION H�WSYSTEM MODEL. STATION I 62 pSi - - \ -- 72 psi. 41 psi \ --� hrvoud �SEE sales I ) //�' LE q I [I _1� �• � � IM Gk[IAN4E 1/ 58 psi l �, r 44 psi n 11N Ta"k 23 psi r II 43 psi 29psi V New Hyalite psi Y/, 1 S�a h 17 io, /jam X1s \\ 34psi — ——_�( \ /�i/ � / � < cHnplso �// \ %\ '` I I I 23 pss //////!� i �Ir�=-C %\✓, �T\ I \� I I ! - /�//// �' %`��' �"✓/>^^ 55 psi \� 38 ----------- < 1._ $ �. Ac nNc 6d3we hfv`iew S"bam mA Snbdl r ; 1, 36psi _ �\ �� ,�• P I (�0 psi IL-LIJ � �y. NEIGHBORHOOD f,\ Sunrise SNEdivu w iun 42 st rARr.AccEss . — p FAcTv J TB AC Painted Hills SCHOOL SITE PRIVATEHo1Dwc 38psi Subdivision 800 0 800 \ PIUVATE HOLDING scale feet BOZEMAN DEACONESS HEALTH SERVICES — "LAND BANK" FIGURE III-8 WATER, WASTEWATER & STORMWATER MASTER PLAN PROPOSED WATER FACILITIES O4S512.101 APRIL 2006 ENGINEERING r PEAK HOURLY DEMAND—PRESSURES III-2-3-7-8-OVERALL- WATER.DWG Copyright ® 2006 HKM Engineering Inc., All Rights Reserved. J f I CEMETARY , TBALL COWLEX \ COB PEAK DAY - 12.40 MGD BDHS SUB AREA PK DAY = 3.84 MGD FUTURE ADJACENT DEMANDS = 0.30 MGD TOTAL PEAK DAY = 14.74 MGD ETE'S HILL -Softball Co Teleme E� s Str- _— T--- ToWe`� (11,490 9Pm) llzlz CONTIGUOUS I'� � E%ISTIN FlCE 3342 gpm./ Iy�\� Iht nosrluL iii L—_ e,a ,� ,PARrMtS 8her ers - 3787gpm tateg o LEGEND. I 1 3175O�t»1 T4 \o-P Or"• \` PILI 1 \ :.— �.:.�. FUTURE � FTC Es '.. .• lsA CITY CEMETERY Ez°wNsio� nuacE `' c"?' \ W —m EXISTING 20"� WATER MAIN STING DEACONESS — I 1 Ac1•,1 TD, 'c c+�\• MULTI USE 1 HOSPITA [ILFi1Es EU is nCl•.I P CAMPUS '' cc u% x OTEL� n;aos`s = G EXISTING 14"0 WATER MAIN AC nd j e.11TED, S •,\ J subarvislun CONTIGUOUS Hosrrrr<L / 3256gpm S� 1 �\ '`�,,v irnees I_'FARMSTEA1i �< EXISTING 12"4 WATER MAIN (AREA /�� 2756gpm \• \ / EXISTING 10"0 WATER MAIN i 3140 gpm _ R \ t' 2034 gpm s . ON/ � -'- EXISTING 8"0 WATER MAIN // �_/ s 1.,1 `�• To OM \ / 5 balTision cHNSPITAL \ op tip co EXISTING 6"0 WATER MAIN EMmNclal.cnEsr �� HOSPITAL ' \iaa I !2032oY1 � u_L1._L_LLl .\7I / — Et5 Ac5 TV )t_ — — 1 i.i nC 1•d��q0S' \ I'OTENT,AL pr'•" ,\' \ PA!'st`I4,Es I I � 1 EXISTING 4"4 WATER MAIN 1" ct•r, I T WMIOM1 ES, o / vILLACE HIGHLAND VILLAGE ! �� CONDO ._ I— Aa-erne — - PROPOSED 12" WATER MAIN "v1 ASPEN I /// MDIEDU / MiiEO'USE gg—J POINTE row IoNIEs I PROPOSED 10" WATER MAIN omanvOOD jl / 3020gpm w ` 613 gpm Tr Acwos _ R0,,wed Hilb // `1�11 _ / gp Subdivision PROPOSED 8" WATER MAIN 32 T# 3225 m / 650 gpm � — +?" / 3194 gp n- L d; CUD cxiMuii,onTH I HILLCREST E\PANSION v mI i1/ I s.]ACI.,1 l � II III I� Imo' // � YORFIO[I�—W �� CCE59 cn; 655 gmL —� � I �" I � I I I\. rOTENTIAL PARR 11 N FACILITIES FIRE HYDRANT I.rl .� .rD��nicl•u f.LL11�1 o F,.�,ku"xw, (1 MAIN NEEDED•s r1/l��H�.11 ) ONLY IF THIS REDUNDANCY POTENTI.\L rAnK FACILITIES �, 3224 gpm Subdivision 3009gpm 1180gpm �AcaMIS i oAn.,l IS REQUIRED. MODEL RESULTS SHOWN ARE V� 680gpm �j. 1' P.mnvermnnnwR nAcr,l I 1 - WITHOUT THIS CONNECTION INCLUDED. , g /!I PROPOSED P i _ '/ ••✓-•T - _ I BOOSTER / 1 1-- 60yg7,n STATION 3070gpm ✓' �•X \ �, h r� NOTE: — o `.` I NODES WITH STATIC PRESSURE 1 aL'V I ----_ i �ii> I \� ITIT� —�1 LESS THAN 21 psi EXCLUDED (r Hi�bieud I I 1 l I % / // 4� FROM ANALYSIS 9p (I.E. THOSE NEAR HILLTOP TANK). \ Tank �i SPm 7f �� 3647gpm I 1324 150 gpm \ NeW xyme (®lopsi Alm ��/, 1600 pm �� ��---- � y //,• \ `, /HlGH1:ANP SOUTH;'� NEfGHRf pHpOD I F 2246gpm I� �I / /- - - nnrna� 1, / bdi bleadpw Subd, 31169pmLL Zo— subao" —� 1344 gptn ———— 2580 / 2630 gpm NneHRonx000 \ ae Ir.acl.,lc _. __ 9ubdlvistan 2250 gpm I P'RKACCi Erss,„ 1 I FAc < — ELEk,ENTARY PRIVATE HOLDING „ (Painted Hills ' SCHOOL SITE .� �7— BOZEMAN•SI1dIVISLOn t� PRIVATE HOLDING oDD D 8DD ` scale feet 11 DEACONESS HEALTH SERVICES - "LAND BANK" WATER, WASTEWATER & STORMWATER MASTER PLAN FIGURE III-9 PROPOSED WATER FACILITIES O4S512.101 APRIL 2006 � AVAILABLE FIRE FLOWS ENGINEERING III-2-3-7-8—OVERALL— WATER.DWG Copyright ® 2006 HKM Engineering Inc., All Rights Reserved. 7. Cost Estimates a) Description of Assumptions, Basis of Costs The basis for the cost estimates include bid tabs from recently constructed projects in the Bozeman area. As the water infrastructure would be installed prior to any surface improvements no surface restoration was included in the estimates. For the proposed water main on Kagy Boulevard, it was assumed this road would be reconstructed and widened as part of the conditions of this project. Only in the areas where connection to the existing mains would be completed within currently paved streets would any surface restoration be required. These restoration costs are considered to be within the global markups added to the costs estimates under the"unlisted"items percentage. The cost estimates include markups identified as "unlisted items" and "contingency". The unlisted items percentage is intended to account for required infrastructure items not yet identified in the itemized tables. This percentage is relative to the level of analysis completed to estimate the infrastructure requirements. Such items could include additional pipe, valves and appurtenances required in the final design of the respective areas. The contingency factor is applied to account for escalation of construction costs, higher than anticipated bids, and unforeseen issues associated with multiple economic factors at the time of construction. The contingency is also included to conservatively estimate the ultimate funding required and minimize the potential for short falls in the financial planning of the project. b) Cost Tables The following costs correspond to the sub areas included in the Figures III-4 through III-7 with exception of the"off site" improvements. The off site improvements are assumed to include the following: • The proposed 10-inch main on Kagy Boulevard from Highland Boulevard to Bozeman Trail Road; o The proposed 10-inch main paralleling Bozeman Trail Road but routed internally within the Highland East and Highland North Sub Areas. This 10-inch main would extend all the way to Haggerty where it would tie in to the existing dead end main on Haggerty. The following Table III-3 is a summary of the estimated water system infrastructure costs by area. Each area is separately detailed in the appendices with the total quantities of pipe and appurtenances within each of the respective areas. Bozeman Deaconess Health Services Property 32 Water,WW&Storm Water Master Plan ENGINEERING �® H:104\S5121011MasterPla n-R.doc Table III-3 Summary of Estimated Water System Infrastructure Costs By Area Area Estimated Costs Hillcrest West $845,633 Hillcrest East $762,601 Highland South $1,486,733 Highland North $1,097,901 Highland East $519,337 North Commercial/Condo/Mix Use $1,005,233 South Commercial $57,886 Off-Site Improvements $1,053,000 Total Estimated Cost= $6,828,000 Bozeman Deaconess Health Services Property 33 Water,WW&Storm Water Master Plan E N G I N E E R I N G H AMS5121011MasterPl an-R.doc IV. Wastewater Collection System Analysis A. Existing Sewer Service To Area 1. Description of Sewer Service to Area Existing sewer mains within the Bozeman Deaconess property serve the New Hyalite View Subdivision, Bozeman Deaconess Hospital and the Hillcrest Assisted Living Facility. The sewer mains serving the New Hyalite View Subdivision traverse the Bozeman Deaconess property near the bottom of the natural drainage across this area. The existing main is an 8-inch PVC main the entire length from the east edge of the New Hyalite View Subdivision to the downstream connection point of this main between Haggerty Lane and Interstate 90. The only other sewer main servicing the area is an 8-inch clay tile main. This main is partially within and adjacent to Highland Blvd. and runs from near the Hillcrest Facility to the intersection of Ellis Road. The main then turns northeast toward the eventual connection point also between Haggerty Lane and Interstate 90. This main currently provides service to the Hillcrest facility, the multiple buildings at Bozeman Deaconess Hospital and the new medical and commercial businesses on Ellis Road. Each of these mains is of limited size but of significant capacity due to the relatively steep grades provided through of the existing topography. From the connection points between Haggerty Lane and I-90 these mains combine with the force main from the Burrup lift station located between Frontage Road and I-90. This lift station serves the areas from the lift station east along Frontage Road. The two mains leaving the project area along with the flows from the force main make up the majority of the flow currently carried by the main from this point all the way to the tie in point to the new trunk main on Rouse Avenue at the intersection of Rouse Avenue and Tamarack. The main on Rouse Avenue is one of the two largest sewer trunk mains in the city routing the wastewater flows to the wastewater treatment facility near the intersection of Springhill Road and Moss Bridge Road. These mains from the Bozeman Deaconess property to the wastewater treatment facility are shown in Figure IV-1. Bozeman Deaconess Health Services Property 34 Water,WW&Storm Water Master Plan IMM ENGINEERING . H:\04\S512101\MasterPlan-R.doc MAIN "A" EPA HYALITE INTERCEPTOR; 8—INCH � MAIN "B" SID425; 8—INCH HIGHLAND TO HAGGERTY r \` _ (. 1�• MAIN "C" EPA HYALITE INTERCEPTOR; 10—INCH ""C d MAIN "D" SID425; 12—INCH � � � MAIN MAIN °Ell SID425 _14—INCH �/ (loll) L MH D0511 f a MAIN "F" N. ROUSE IMPROVEMENTS; 30—INCH �� Qa = 568,SFE's! MAIN(S) "G" WPCA125/EPA OUTFALL; PARALLEL 20—INCH MAINS MAIN "H" WPCA125; 20—INCH MAINS) "I" WPCA125 EPA OUTFALL; PARALLEL 20—INCH MAINS MAIN "J" WPCA125; 20—INCH MAIN "D" /� MAIN K OUTFALL TO WWTP; 30—INCH (121.) Qa = 986 A SFE's �/ ��� d u1 , i _ 443 SFE's Qa = CAPACITY AVAILABLE SFE's = SINGLE—FAMILY EQUIVALENT MAIN „E„ �j //� 1��� � �'•�t� \� ��y�CJ��I 1\ (14") Qa 526 SFE's -"MHO-D0507 0319�1 BS''l� MAINS "G" ) � < f�\ v� \ I�(8 )— �'` ��t* ' B', !'EA 2, 20" MAINS // Qa = 6384 SFE's r' ` I\.,\�; Qa 460 SFE's �� �Z.l ' .' 'I / ) d I I�l I I MH—G033MA 20 g Qa > 535 SFE / MAIN "F �' � (30") 1/ QA = 4,000 SFE'� MAINS "I" (2, 20" MAINS) Qa = 3800 SFE's lei o BOZEMAN WWTP MAIN "J" � Qa = 4847 SFE's W f �, ~ /MAIN "K" (30") _ =1 o Qa 5850 SFE's ' _ �� (� _` Not to scale a' BOZEMAN DEACONESS HEALTH SERVICES — "LAND BANK" FIGURE IV-1 WATER, WASTEWATER & STORMWATER MASTER PLAN14 v 04S512.101 APRIL 2006 ENGINEERING EXISTING SEWER SYSTEM FROM BDHS PROPERTY TO WWTP 't' OFF—SITE—SEWER.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. 2. Summary of Available Flow Monitoring Data The City of Bozeman completed flow monitoring in several sections of the downstream sewer collection system affected by the proposed Bozeman Deaconess property development. The monitoring was completed in 2005 for Allied Engineering and PC Development as part of a preliminary assessment of off site infrastructure improvements required to provide services to the proposed development. Accordingly, the flow monitoring data reported in the Allied Engineering report titled"Infrastructure Improvement Recommendation and Construction Cost Estimates"(3)were incorporated into the analysis of this report. These locations are described below and shown on Figure IV-1. MH-D0507: The flows recorded in this location include contributions from the Bozeman Deaconess Hospital complex and the Hillcrest Facility on Highland. Flows from the New Hyalite View Subdivision east of Highland Boulevard are not included in these measurements. The peak flow recorded during the period April 16 to April 22 of 2005 was 0.24 cfs. MH-E0319: The flows recorded at this location near Tamarack and North Rouse include the flows from MHD0507, the New Hyalite View Subdivision, the pumped flows from the Burrup Lift Station east of the interstate along Frontage Road, and a few areas on East Main. The peak flow recorded at this manhole during the period between April 23 and April 29, 2005 was 0.71 cfs. MH-GO133: The flows recorded in this location along one of the two major trunk mains delivering flows to the wastewater treatment plant include approximately the east half of the city of Bozeman. The peak flow recorded in this manhole between the dates of April 30 and May 5, 2005 was 4.07 cfs. MH-56: The location of this manhole is farther downstream on the same trunk main as the above manhole GO133. The peak flow recorded in this manhole between the dates of September 25 to October 1, 2004 was 5.63 cfs. MH-D0511: To closer evaluate the effects of the Burrup Lift Station and more closely estimate the available capacity on the 12-inch and 14-inch mains immediately north of the Bozeman Deaconess property, additional flow monitoring was completed in this location as part of this evaluation. The peak base flow recorded in this manhole between the dates of March 31 and April 7, 2006 was 0.75 cfs. During the monitoring period, however, Bozeman experienced a near record rainfall event on April 4 and 5, 2006. The effect of this rainfall event was apparent in the flow monitoring, as recorded flows peaked to approximately 1.57 cfs. The flows gradually increased on April 4ch and continued to climb through the next few days as the rain apparently reached groundwater levels and the snow that did fall melted and joined in the storm water runoff. Sections of the corresponding sewer mains were potentially receiving inflow Bozeman Deaconess Health Services Property 36 Water,WW&Storm Water Master Plan ENGINEER 1 N G �.. H AMS512101 WasterPlan-R.doc through suspect manholes as well as significant infiltration, as would be supported through the gradual and consistent increase in the flows from the beginning of the storm event to the end of the monitoring period. The effects of the Burrup Lift Station operation could not be identified in the flow monitoring data. While the rated capacity of the pumps are approximately 450 gpm, it appears the pumps operate for very short periods at a time. The effective attenuation of the pumped flows begins immediately at the first downstream manhole such that the peak rate was indistinguishable in the flow monitoring results. B. Proposed On site Wastewater Collection System - Bozeman Deaconess Property 1. Total Estimated Sewer Flows From Bozeman Deaconess Property The basis of the projected sewer flows from the Bozeman Deaconess property include application of typical wastewater flows from the various areas with a proposed lot densities. For areas with only a descriptive land use(i.e. Multiuse Campus or Mixed Use) typical wastewater generation values for the various proposed land use types were applied. For the areas with a currently proposed development density, the basis for the wastewater flows included application of per capita wastewater generation rate and the average expected occupancy rate of the respective properties. The 1998 City of Bozeman Wastewater Facility Plan incorporated an average wastewater generation rate of 72 gallons per person per day. The facility plan update currently in progress has incorporated an increased rate of 89 gallons per person per day for planning purposes. Therefore, the projections included herein utilize the higher daily contribution rate. For the various commercial, institutional and mixed use areas within the Bozeman Deaconess property the City of Bozeman provided tables from the draft Wastewater Facility Plan for estimation of wastewater flows from these areas. These tables include land use classifications and corresponding projected wastewater loads from these areas in units of gallons per acre per day. For each of these areas within the Bozeman Deaconess property an appropriate area classification was selected from the areas defined in these tables. These tables are included in the appendices and are labeled as Tables 2-16 and 2-18. For areas within the Bozeman Deaconess property with more than one classification in the Tables 2-16 and 2-18 that appeared appropriate for the respective area, the larger of the two or more values was utilized in calculation of the projected wastewater loads. Bozeman Deaconess Health Services Property 37 Water,WW&Storm Water Master Plan E N G IN E E R IN G AIIIIIIIIIIIIII H AMS5121011MasterPlan-R.doc The following Table IV-1 provides a detailed breakdown of the projected wastewater loads from the corresponding areas. The total projected wastewater flow from the Bozeman Deaconess property is estimated at approximately 694,600 gpd with a peak design flow of approximately 3.38 cfs (1,520 gpm). In addition to these flows generated on site, are the potential flows that could be generated south of the Bozeman Deaconess property. These flows would be conveyed through the sewer collection system infrastructure within the BHDS property. These flows are discussed in the next section. 2. Contributing Flows From Adjacent Areas In addition to the wastewater loads generated within the Bozeman Deaconess property, several areas to the south of Kagy have the potential to contribute wastewater flows that could be routed through the Bozeman Deaconess property. Therefore, these areas and the potential flows from the south must be taken into account in sizing the trunk main traversing the Bozeman Deaconess property from Kagy to Haggerty Lane as well as the sewer mains from the north property boundary to the wastewater treatment plant. The following sections describe the assumptions on wastewater loads from these areas and the potential routing of these flows through the Bozeman Deaconess property. a) Northwest Quarter of Section 20 (South of Kagy) ("OS Area I") This area includes approximately 156 acres of currently undeveloped property. The area is bounded to the north by Kagy Boulevard and to the west by the extension of Highland Boulevard. The area includes a north- south drainage approximately in the middle of the property that would require conveyance of sewer flows from the perimeter of the area toward the drainage. From a point near Kagy the sewer main would have to cross under Kagy and tie into the proposed mains in the Highland South Neighborhood. The same drainage continues on to the Bozeman Deaconess property and eventually intercepts the main natural drainage through the property. While the exact routing of sewer mains from south of Kagy would depend upon the development plan for this area, it appears the best option for sewer service to this area would be to convey the sewer through the Highland South area. Development to the south would need to occur in a way to allow this connection to be completed. Bozeman Deaconess Health Services Property 38 Water,WW&Storm Water Master Plan E N G I N E E R I N G •�� H AMS512101\MasterPlan-R.doc M N M N O O N O O O O N O O N O 0000 000 O o 0 0 0 o O o o 00 P m E F Ol.70 -o O m m� c0a o N O rnI? C 0.NN 6 NNMrmN Of m V NNV �a O LL M U II m M C O M m O M r m G : MO O N o O NNOON 0NNOO LL O N M N O O O Oam•d' O n 7 OI •� ; m m � r mm a N N N °ri N m V N N N O fN0 N N a N + _•O„ N W N m M N O M V O O O N N O O O O O O O m 0 O N O I N N OV M a m v a vvv oia vv avvoi I+ivv v v v v v v vva vv u U ° z LL m Z rY•y �01 V .-?O M N N m 1� V m m M N V m n O--m 4. M N��m N M N V N M m Z A^' W � C w O W C V N P ° W d n g m ' a O n°. o ° vo d M ° E 3N N (N'm N OMi N N N N t�D V N m N N O m Y O Ai W O IL O m a aG a a o •ram a m m m m m m m m m Q � O1 N u� n o n m c r m m N 0 o6,5 u 0 c T o C?V -E E— d N N N Z)7 I N m d - O � C}y w m m m N N N m m m m r �' m N CV N `o o ; — rn o C lV m 10 5 d 0 N oN m a E E E --- E o= p 0 0 0 N m N O 0 0 O �y Od U U U LLLL LL U 2 2 2 = 2 5 0 m m m 01 E E E E U U U U U a t U LL m o 0 c 0 0 0 0 ~ U U U U Z a c v a s k a N a a N N M O1 `f N ?`n o"L w O 16 N N M �O_ N m /Fy Li .Cc LL o.m�i C Vl Qi `N m N 7 p N C." m C 6 Ol O O O) o V V] �y U � II -moo A c oOc�� o � I a N Ot LL � F�1 ° m ° m o m W u -Can- O E 2 E 2 E m �u mi n m LL m ti awl y m m LU o. m 600 o a N w0 to a . -a o f c o2z c2 m2 �2m 'o a m o =• N c c o.� o 0 m m A t °a c m O. 3 3 W 3 to m 3 Z m W m > x -E m m c mm t ro---1°-ar H'> rn mm as w iL G N Q 2 2 2 2 2 2 r li U U 2 Z r 1V M V N m n C In G � aJ N O Therefore, for the purposes of this report and sizing of the mains through the Bozeman Deaconess property, it is assumed the sewer flows from this area south of Kagy would be conveyed through the Bozeman Deaconess property. The estimated flows from this area were calculated as follows, utilizing zoning density estimates from the 1998 WWFP and the updated contribution rate of 89 gallons per capita per day as provided by the City of Bozeman. Total Area: 156 acres Assumed Density: 12.5 people acre Flow Per Capita: 89 gpcpd Average Daily Domestic Flow= 174,000 gpd Infiltration: 150 gpapd =23,400 gpd Total = 197,400 gpd Peaking Factor: 3.60 Peak Design Flow= 1.0 CFS (448 gpm) Including these flows in the trunk main sizing requires increasing of the main size through the Highland South Neighborhood from an 8-inch main to a 10-inch main. See Table IV-2 for the additional effects of these flos on the trunk main sizing. b) East Side of Section 20 ("OS Area 2") This area includes approximately 225 acres of undeveloped land. Kagy Boulevard is the north boundary and the section line is the east boundary for approximately half the length across section 20. Then the southwest quarter of the adjacent section 21 is included. The majority of this area would easily drain to the southeast corner of the Bozeman Deaconess property but the area within section 21 is divided by a drainage. Based upon the contours on a USGS map, however, it appears the wastewater flows from the property could eventually reach the southeast corner and connect into the proposed sewer trunk main north of the Neighborhood Services area. Otherwise a sewer main serving this area would have to cross the main drainage traversing the Bozeman Deaconess property near the intersection of Kagy and Bozeman Trail Road. The alternative route on or adjacent to Bozeman Trail road north from this intersection would be adverse grade. Therefore, for the purposes of this report and sizing of the mains through the Bozeman Deaconess property, it is assumed the sewer flows from this area south of Kagy and east of the Painted Hill Subdivision would be conveyed through the proposed trunk main on the Bozeman Deaconess property. The potential flows from this area were calculated as follows: Bozeman Deaconess Health Services Property 40 Water,WW&Storm Water Master Plan ENGINEER 1 N G wmra HAMS512101 WasterPian-R.doc Total Area: 225 acres Assumed Density: 12.5 people acre Flow Per Capita: 89 gpcpd Average Daily Domestic Flow=250,000 gpd Infiltration: 150 gpapd= 33,750 gpd Total: 283,750 gpd Peaking Factor: 3.48 Peak Design Flow= 1.39 CFS (625 gpm) 3. Sewer Collection System Infrastructure Requirements a) On site Infrastructure Based upon the calculated flows shown in the table above and accounting for the potential flows from the south of the Bozeman Deaconess property, each of the respective sections of sewer main were sized to provide for a maximum allowable flow depth corresponding to a pipe of 75% full during the peak hourly flow at maximum build out of the respective area. The minimum allowable main size is an 8-inch main. Additional design criteria for the on and off site sewer collection system infrastructure include the following from the City of Bozeman Design Standards: • An infiltration allowance of 150 gal/acre/day shall be added to all flow calculations for new sewers. s A manning friction factor of 0.013 shall be used for design of new sewers. • Manholes for mains from 8-inch to 15-inch shall be a maximum of 400 feet apart; 18-30-inch a maximum of 500 feet apart; over 30-inch a maximum of 600 feet apart. The total peak hourly flows from each respective area, as shown in the far right hand column of Table IV-1, were used to evaluate the on site sewer main sizing. The additional flows from south of the Bozeman Deaconess property were included in the sizing of the trunk main crossing the property from Kagy to Haggerty. These values provide for conservatively high flows, as the actual peaking factor decreases as the population increases. Therefore, instead of recalculating the peaking factor for each reach of the trunk main through the Bozeman Deaconess property the sum of the values from the respective areas are sequentially added together, resulting in a higher actual flow than what would be expected. The total Bozeman Deaconess Health Services Property 41 Water,WW&Storm Water Master Plan ENGINEERING HA04\S512101 NasterPian-R.doc summation of these respective flows would be 4.44 cfs, excluding the areas south of Kagy. For the off site sewer mains north of the Bozeman Deaconess property the overall peaking factor determined from the total overall population of 7,804 was used for estimating the peak flow. The peaking factor for the overall population was 3.06 while the average peaking factor associated with each of the individual tributary areas on site was approximately 4.43. The resulting peak flow generated from the Bozeman Deaconess property is 3.38 cfs, excluding the areas south of Kagy. Figures IV-2 through IV-5 provide a detailed layout of the proposed sewer mains serving the Bozeman Deaconess property, and a full-size map of the same is provided in the appendices. Figure IV-6 provides a detail of the sewer inputs into the system for each respective area. b) On Site Trunk Main(s) Sizing Without consideration of the flows from south of Kagy Boulevard the trunk main(s) would be required to convey approximately 2.34 cfs less flow. This 2.34 cfs is divided between the main entering the Highland South Neighborhood and the main entering the property near the southeast corner. The respective flows entering the property in these two locations were estimated at 1.0 cfs and 1.34 cfs,respectively. The required trunk main size from Kagy to Haggerty with and without the flows from south of Kagy are shown in the following table. Table IV-2 On Site Trunk Main Size Requirements (With and Without Contributing Flows From South of Kagy) Required Trunk Main Size Between Kagy& Haggerty Trunk Main Section Between Kagy Assumed With Flows W/out Flows and Haggerty Section Slope From S. of From S. of ft/ft Kau Kagy "TM-l" Main Through Highland South 0.005 10" 8" "TM-2" Main From Southeast Corner (1)0.0063 12" 8" to Junction "TM-3"Below Highland South (2)0.0095 15" 10" "TM-4" Just South of North Property (2)0.0095 15" 12" Boundary "TM-5"North of Property Boundary (2)0.0095 15" 12" (1)Approximately%2 of apparent available slope from contour map. (2)Minimum"As-Built"slope of existing main. Bozeman Deaconess Health Services Property 42 Water,WW&Storm Water Master Plan E N G IN E E R IN W. . H:\04\S512101\MasterPian-R.doc Toc, i CO�VTIGUOUS j .y♦ HOSPITAL ® \. 4 EXISTING HILLCREST AREA FACILITY ,/ 'R LEGEND: % HIGHLAND. HIGHLAND VI L GE VILLAGE'' / MIXED TJSE MIXED Lr •——e •! EXISTING 12"0 SEWER MAIN ASPEN j i� j 6 AC 24 AC{rc=,) ® ®a= ® EXISTING 10"4 SEWER MAIN POINTS I I % m ®® EXISTING 8"0 SEWER MAIN BIRCHWOOD �S �, / � � � i T EXISTING SANITARY SEWER MANHOLE PROPOSED 15" SEWER MAIN PROPOSED 12" SEWER MAIN ®- - PROPOSED 10" SEWER MAIN — \ ! — --- PROPOSED 8" SEWER MAIN }' ✓1 / Q PROPOSED SANITARY SEWER MANHOLE COr}tTIGUOUS HILLCREST EXPANSION ---- / 5.� AC{+,) 1 . ILL ES EAST �•! I / El B ALLi..R ST YYE —jl ill J 11i'�1 \ •` I(y// —POD-ENTIAL PARK I / FACILITIES I 1 e PATHWAY CORItID©R 2.3 AC . I�aeene—eerees.eeeea aaraw axe®aavoese>`xx vazseea --,:. / .::-. •ia+ asaeea—ee exee�seeeeev ner�e —, :, PATIPNAY CORRIDOR N - N I \! ' �• 0000 9 I 00 i i /�� 00 3 Towe I-Iihwood I i i #�=fates I ��� �00 00 i l 00 Ln z Water \ ♦ Tank °' I 300 0 300 Ld \ / _----- --- ' , scale feet ♦ `. / _ BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE IV-2 M En WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 11 0 PROPOSED SEWER SYSTEM - HILLCREST EAST & WEST ENGINEERING SEWER—SYSTEM—MAPS.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. I n a I �_� " `' •.� - i i PV I UN IIAL FAK& + - EIG� BO > � / f FACILITIES l / V— POTENTIAL / L'{_2TENTIAL PARK FACILITIES ' FACILITIES — ./' �; 3 AC ' PATHWAY CORRIDOR �' 2.3 AC LEGEND: ————Q i' ,`,., EXISTING 12"s6 SEWER MAIN / !/ �;� �� > -\ ��` 'y -�———� EXISTING 10"0 SEWER MAIN / ` I + \yY _ v �\ i� — ®———— EXISTING 8"4 SEWER MAIN - -C EXISTING SANITARY SEWER MANHOLE PROPOSED 15" SEWER MAIN 00 wood 1 /'� /' �'' �. PROPOSED 12" SEWER MAIN ates 1 / /// 1,, \ PROPOSED 10" SEWER MAIN // d ———._~— ——— ———— /// —— PROPOSED 8" SEWER MAIN / 01 PROPOSED SANITARY SEWER MANHOLE 01 ' 1 / 100 New Hyalite /zz .0000 / 11 \View® z� Co---- ----$--- - -I- '3u�i / j / IGH AND SO,ITT \ 3 i N0GHB RIIOOD 87 AC .40 Graf' IsE Subdiuision [TIT 0 --� / NEIGII$ORH SERVICE.. 6 AC cn .�, 10 AC PRIVATE HOLDING Sul ;Painted Hills P I v ELEtiIENTARY Sbd1VyS1�n PRIVATE HOLDING SCHOOL SITE w Q`' cx� Ln \ 400 0 400 Lical\ se feet � \ i N BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE IV-3 Ln En WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 PROPOSED SEWER SYSTEM - HIGHLAND SOUTH ENGIN E ERING SEWER—SYSTEM—MAPS.DWG Copyright O 2006 HKM Engineering Inc., All Rights Reserved. 83 >� I _ Cnul (u A tu E a ` U r I! I RUC II / M I ou Z � z I ZOc \ g U A, A 9 �rcZ-a O O o z IZSIX3 Q n / Ufa m - ✓ zav \ Oz \ I 1.w� ,� _ - w \. I a. N ' I O ± w• cn .n _..tL," \ b \. � / / � SS3JJV \ y N11SIX3 I LEGEND: z U v EXISTING 12"0 SEWER MAIN -——— ® - EXISTING 10"0 SEWER MAIN zv \ 1 EXISTING 8"0 SEWER MAIN \ _ Ln N O EXISTING SANITARY SEWER MANHOLE \ _ i fte PROPOSED 15" SEWER MAIN `� \ I ' e y �cn PROPOSED 12" SEWER MAIN I �' i PROPOSED 10" SEWER MAIN �I ---- PROPOSED 8" SEWER MAIN 400 0 400 BOZEMAN DEACONESS HEALTH SERVICES — "LAND BANK" FIGURE IV-4 PROPOSED SANITARY SEWER MANHOLE scale feet WATER, WASTEWATER & STORMWATER MASTER PLAN , 04S512.101 APRIL 2006 PROPOSED SEWER SYSTEM — HIGHLAND NORTH & EAST E N G I N E E R I N G a SEWER—SYSTEM—MAPS.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. CONTIGUOUS ; 1 EXISTING N +OFFICE HOSPITAL 1 1 A AREA �— —— — ———— ——= --� - y�/ - i � e., o ® �� - - _. la.avid�aisaa�is��a�a-aa�ii�i-a n -_aa�5 a -_._ •�. _.__ __ _ _ � ..,., °' �i.eL] +' ^_ .` / - _- .. a �iYaaariaa—.■aaa�aaviLaa�eaav�aa�e�ao�ae�a-a < LEGEND: POTErJ I PA1,K / (Z) FUTURE PACI'_IT m m m m —m EXISTING 12"0 SEWER MAIN HOSPITAL HIGHLAN 4.5 aC(+ ETER�' EXPAI�SI�N �ILLAG ®® ® ® ®® EXISTING 10"0 SEWER MAIN �` �' e ® � EXISTING 8"0 SEWER MAIN Et�STING DEACONESS / 3 AC(+,-) MIXED USE � / HOSPITAL FACILITIES / 4.8 AC(+ j �° 0 EXISTING SANITARY SEWER MANHOLE 28 AC(+,) ExrC7,r1Vc� P / HOTEL �. `I SS I �NSSAL _ J 6 AC PROPOSED 15" SEWER MAIN r�y�a/ 0 C[,.D �� PROPOSED 12" SEWER MAIN `dJ / ( FARM STEAD � PROPOSED 10" SEWER MAIN DSPITAL / - / �\ --- --- — PROPOSED 8" SEWER MAIN r l\\.JJJ PROPOSED SANITARY SEWER MANHOLE <6s1 �, ems•' / 'FUTUP E HOSPYPAL EXPA_I+lION �� 1 —� SAC JOWNHOMES/\ ,) CO�14TIGUOUS � CONDOS HOSPITAL ®•, \ `� \ 4 AC AREA POTE \-TIAL '.4 AC i+,) ri 1 �� PA Z K i 1 t FACIIITTIES ,G11 1.5At'(+,-) a sI i HIGHLAND VILLAGE:: � HIGHLAND VILLAGE C GQ� \ �MIXED USE MIXED L'SE 24 AC [RCHWOOD 1s / / / f` TOWNHOMES/,() A �r�lG CONDOS cli 7 AC TIGu®us i \ % j N iT EXPANSIONAC I ✓ Cn - \ / ILL ESTS _ �, / POTENTIAL PARK EIG BO ~ ` % FACILITIES 6.9 AC Cn iT WE ifs' / /' 300 0 300 C '` J to b— scale feet I �I "PC cn a BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE IV-5 Ln WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 o PROPOSED SEWER SYSTEM - NORTH MIXED USE AREA "GI E E R I ING G SEWER—SYSTEM—MAPS.DWG Copyright ® 2006 HKM Engineering Inc., All Rights Reserved. - - J CEMETARY soma.-1t L co:r[r�ex EXTO.0.45 CFS \ [ PROP.0.54 CFS lJ PROPOSED FLOW RATE /. 0.991 CFS SUMMATION=560 CFS � ADJUSTED_5E 4.859 CFS � "DTE, LEGEND: Sof�allCo ��iLicme[ry ` ETE'S HILL �V�`ver PROP sEb o2FLDw- \ jhte -— — — —- EXISTING 12"0 SEWER MAIN RATE=0.26 CFS !D\nI`AL S 'I.II FtISTINc Drr+cr COAISTUCI. P - W f. s ^ I IARTM1IEN7I RATE-TO 997�LF5 •�f�t. go -- - - EXISTING 10 4 SEWER MAIN pRopOSEO FLOW Al L IL - — — — — - EXISTING 8"0 SEWER MAIN FU rat RATE 0 7FS `" .. --- - - I / ..\i... ,ffF g,. M+ CV/ '� ' V \II\'LI6 Lfl .. `I\;j �RPRAOT E 5.298�WC FS II I.UIN.rI'LLS.-1 •`�• \ -•� \ S1uE•lbaedsatidcvodis+gvmes n - EXISTING SANITARY SEWER MANHOLECT rFSIFT RI E C E T\C DEACONESS HOSr!l %1ILITIEfi +OT F TLa PROPOSED 15" SEWER MAIN CONTIGUOUS HOSI'1TAL / /// / ,• A OPOSEQ RTE=0.761 CFS I'- •/ RA =0.41rcvS _ ( PROPOSED 12 SEWER MAIN F W PR 0 ED- FUn I'i / RATE 4.537'CFS ' _ RKIE-=0:413 FS _ - \ H Iyyy"ht PROPOSED 10" SEWER MAIN I --' -� �r10 11 PROPOSED FLOW \ i�I , 'y rtr, I RAT-_0.913 CFS \ \ II IP {� ��. I / '� --_ --- PROPOSED 8" SEWER MAIN Co IT DOS E\ISTIN(.HILLCRESi PROPOSED FLOW f'CI L'Tl ki a •' \ - `\ 4�s11 �Ls RATE_0.348 CFS I �r(7TT'1-TT�(7T-T�,, ( ' PROPOSED SANITARY SEWER MANHOLE ?/ u.LLI t i I t MI:I+L:\NO �il� _ TD`s'nIID.\I r'T rr-r� a L'YT <Tltn SILL Gcc/ ^ IIICti vU' ,:I.\C•I ;•/ UNOOSI, �I I---m-�T�� �r \I+FO USE \I:c+`I PROPOSED Ft ' L_j ^� ASFES RATE 1 3'1 CFS I v' �rPROPif9E0 FLOW roINTt RATE_0.0815 CFS ro ' _ NOTES: PROPOSED FLOW I Onsaubvanai.iluinl0 s CFSRATE 1,119 PROPOSE°FLOW J -�/ R P S OW �------xATE _a.oai5 cvs ;� % RATE_3.167 CFS r( If�' IFF—"l!' FLOW REDUCED TO REFLECT PEAKING FACTOR FOR OVERALL POPULATION (3.38 VERSUS APPROX. AVERAGE FOR 1 1," ruL 1 m F,rwsloNQj PROPOSED FLDw. r s SUBAREAS OF 4.43). SEE TABLE IV-1 Qj I+II s `T is f111T L� _ 1 1. PROPOSED FLOW \ PROPOSED —__ J'- -;•—R iE_'_0•b6-Cfu`_ ` FLOW l7 1 I.��. . - _—_ —� — _ / ✓.' /� 1� 01477 CFS RATE 2.759 115 i / L PROPOSED FLOW �• Ft I ITT RATE=1.464 CFS Painted Hills=.. `PROPOSED ROW FROM FUTURE 800 0 800 k.LL\IE\i.\Rl PRIVN I'l I!DLDING lSS "I(IDI SI'IL _ EIITdIVIS1OR' ` ru!,\n II(t1 nl1l, UPSTREAM DEVELOP ENTS 0_1.34 CFS � � W PROPOSED FLOW FROM FUTURE SCO2 LI! UPSTREAM-DEVELOPMENTS 0=1.0 CFS \ j NO n. 0 o_ / BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE IV-6 N PROPOSED SEWER SYSTEM 04S512.101 APRIL 2006 ENGINEERING PROJECTED SEWER FLOW INPUTS PROPOSED—SEWER—SYSTEM.DWG a Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. c) Alignment and Grade Considerations Given the relatively steep grades throughout the Bozeman Deaconess property the majority of the on site sewer collection mains are expected to be in the six (6)to eight(8) foot depth range. In a few areas the proposed sewer mains will run briefly adverse grade or parallel to the surface contours thereby increasing depths of these sections. The trunk main crossing the Bozeman Deaconess property from the southeast corner of the property to the north side of the property presents specific challenges associated with grades, depth of bury and groundwater issues. In three(3) separate locations along this trunk main the sewer main alignment crosses natural drainages from the west side of the property. Providing for continuous downhill sewer grades across these drainages forces the sewer trunk main to near the bottom of the main drainage crossing the property. Ideally, this trunk main would be routed higher up along the hillside to minimize the impact to the wet areas and wetlands in the bottom of the drainage. One potential alternative to routing the sewer main along the bottom of the drainage is to provide for alternative means of crossing the lateral drainages in the form of short berms with appropriate storm water culverts across these drainages. The possible locations of these berms include one just north of the neighborhood services off of Kagy Boulevard and two (2) locations north of the Highland South Neighborhood. The berms would effectively detain storm water flowing in these drainages, and provisions would be needed to convey the appropriate storm event through the drainages. Appropriate permitting would be require to provide for these facilities but this option may be a good alternative to working in the sensitive and wet area at the bottom of the drainages while providing for a drainage crossing as part of a proposed on site trail system. C. Off site Wastewater Collection System 1. Discussion of Existing Off site Mains and Available Capacities While the sewer collection system between the Bozeman Deaconess property and the wastewater treatment plant has already been identified as needing eventual upgrades, the timing of the respective improvements can be related to the pending development and the associated sewer loads to be expected from subsequent development(s). Therefore, the focus of the following sections of this report was to identify the available capacity in the associated sewer mains downstream of the Bozeman Deaconess property and to identify the timing of the improvements relative to the addition of the proposed developments. Bozeman Deaconess Health Services Property 48 Water,WW&Storm Water Master Plan ENGINEERING H AMS512101\MasterPlan-R.doc The following sections discuss each section of the associated off site server mains between the north end of the Bozeman Deaconess property and the wastewater treatment facility. Based upon the results of the flow monitoring, the available capacity of the mains between the Bozeman Deaconess property and the wastewater treatment facility were estimated. The slopes of the respective mains were based upon the minimum slopes for each respective main size as indicated in the record drawings. Each relevant reach of sewer main is discussed separately in the following sections, and the calculations are summarized in the subsequent tables and the appendices. Each of the separate reaches of sewer main is labeled in Figure IV-1 to correspond to the following discussion and tables. Tables IV-3 and IV-4 provide the estimated current flows and available capacity of each section of the existing sewer mains. To estimate the available capacity of each reach, the design maximum capacity of the respective main at 80% full was determined. Therefore, the maximum capacities of the mains as shown in the tables are not representative of a completely full pipe. City of Bozeman design maximum flows for new mains is 75% full. With the existing mains this was increased to allow for a slightly fuller pipe while still providing for a reasonable level of conservatism in estimation of available capacity. The difference between the estimated current flows and the pipe at 80% of full is considered the available capacity of the respective main. The available capacity was associated back to Single Family Equivalents (SFE). �✓ For the purposes of tl1iS report, one (1) SFF was calculated as follows: r�(J \J 89 pepd x 2.54 people/household=226 gal/house/day A peaking factor of 3.06, as calculated at the bottom of Table IV-1 for the total overall population, was further applied to this value to account for the peak hourly flows used in calculation of sewer main capacity. 226 gpd x 3.06 x (1 day/1440 min) x (1 cfs/448.8 gpm) = 0.00111 cfs/SFE To account for infiltration, an additional reduction was made by multiplying the 0 potential number of lots that could be served by 95%. Therefore, the estimated available SFE's are considered conservatively low. For each of the mains described below, Tables IV-3 and IV-4 provide the following information: • Minimum "As-Built" Slope, • Measured or Estimated Peak Flow in CFS: • Current Percent of Full Capacity: • Capacity of the Main at 80% Full in CFS: Bozeman Deaconess Health Services Property 49 Water,WW&Storm Water Master Plan ENGINEERING �� H AMS512101 WasterPlan-R.doc • Available Capacity in CFS (based upon 80% as full pipe): • Available Capacity in SFE's. Table IV-3 provides these calculations for the mains under the measured and/or estimated base flow. Table IV-4 provides the same calculations but takes into account the infiltration and inflow(I/I)recorded during the record rain event. The respective I/I assigned to each reach of the affected mains upstream of the monitoring point is partially subjective but reasonably distributed based upon the given information including the known topography and site conditions (i.e. potential groundwater influence or inflow), and the configuration of the contributing mains. Figures IV-7 and IV-8 show the allocations of sewer flows within the mains immediately north of the Bozeman Deaconess property. Figure IV-7 shows the distribution of base flows among these mains, and Figure IV-8 provides an estimated distribution of the observed I/I among these mains. The effects of the precipitation event downstream of the flow monitoring point (MH D0511) were not quantified. It is probable the actual infiltration and inflow volume increases farther downstream, especially considering the existing reach of 14-inch main(Main"D" in Figure IV-1) was observed having several feet of standing water over the main on April 15. Given the actual infiltration volume was unknown, the measured infiltration was added to the measured base flow and propagated all the way to the treatment facility. The resulting capacities then at least take into account the observed UI that occurs on or near the Bozeman Deaconess property and as recorded in MHD0511. (Note: The City of Bozeman has conducted efforts to seal the manholes from inflow on this low lying reach of 12-inch and 14-inch sewer main. The effectiveness of these sealing efforts is unknown and these efforts are not expected to have reduced the effects of infiltration along the sewer main itse f) Bozeman Deaconess Health Services Property 50 Water,WW&Storm Water Master Plan ".I E E R I N G HAMS 512101 WasterPian-R.doo \, EXTG. 14" BASE FLOW = 0.75 CFS — 1.0 CFS •'X I \�, \ytl ,\\ 71 Ii I \, EXTG_ 12" TOTAL FLOW (MEAS.) 0.75 CFS D0511 MONITORD 3/31-4/07/06 ! ;! t i I ;� /� MEASURED PEAK FLOW = 0.75 CFS ; � z ! — EXTG. 10" BASE FLOW (MEAS) =0.51--C; EXTG. "BURRUP LIFT STATION" \ ATTENUATED FLOW INCLUDED = 0.25 FS co \� SOPT6ALLCOMPLEX \ M EXTG. 8" BASE FLOW\(MEAS.) = 0.24 CF *\ \' DOWNSTREAM 10" EST.) 0.51 CFS I N \ — BURRUP LIFT STATION" 0.25 TOTA = 0.26 CFS CF .-`bOft4att Telemetry Co x2 kx — .r\, r 1 , SCreet� r 1 r=• _ I\f471 I7FI ICI 1 1 fICCC 411 ,J .. �._: ,_ tll K ��/A� } _ .� w� �__ - 3 FIGURE IV-7 BOZEMAN DEACONESS HEALTH SERVICES "LAND BANK" WATER, SEWER AND STORM WATER MASTER PLAN EXISTING SEWER FLOW ALLOCATIONS NO 1/I E N G I N E E R I N ®..® a 04S512.101 APRIL 2006 Copyright ® 2003 HKM Engineering Inc., All Rights Reserved. EXTG. 14" BASE FLOW = 0.75 CFS - 1.0 CFS \ ESTIMATED I&I = 0.75 CFS \\\ ESTIMATED PEAK FLOW = 1.75 CFS � I j I EXTG. 12" TOTAL FLOW (MEAS.) = 1.57 CFS ; D0511 MONITORED 3/31-4/07/06 MEASURED PEAK FLOW = 1.57 CFS MEASURED PEAK BASE FLOW = 0.75 CFS (ESTIMATED I&I �OMPONENT = 0.83 CFS) ELTO"BASE-FLO]N_= 0 51 C S f o \ — ! ` ESIMATED I&I ALLOCATION—-O:G-CFS_'' l ESTIMATED TOTAL PEAK FLOW = 1:12-CfS. EXTG. "BURRUP LIFT STATION" ATTENUATED FLOW INCLUDED = 0.50 FS v \ N \ cp SOFTBALL CONIPLEN N o \ N EXTG. 8" BASE FLOW'(MEAS.) = 0.24 CFS ESTIMATED I ALLOCA1I01! = 0,21 CFS f \� ESTIMATED PEAK FLOW '0.45 CFS DOWNSTREAM 10" (EST.) -1:12 CFS -o ` ("BURRUP LIFT STATION" = 0.50'0FS ESTIMATED TOTAL FLOW = 0.62 CFS 1 \I ''Softhal.j co — \\ \V\ Teem t 3 Tower �I t el eLs � `mil ' r - I. v A a G ) UI CU� C C Itl II` CfIICC \\ Q_+ I _ 4i C7StllU �r )IkfzD, L,,,LJ i rn FIGURE IV-8 BOZEMAN DEACONESS HEALTH SERVICES "LAND BANK" WATER, SEWER AND STORM WATER MASTER PLAN EXISTING SEWER FLOW ALLOCATIONS - WITH 1/1 '"�IL 04S512.1012.101 APRIL 2006 Copyright ® 2003 NKM Engineering Inc., All Rights Reserved. Table IV-3 -Existing Sewer Main Capacities- (w/out I/I Included) Measuredor Capacity at Available Available Map Main Size Min.As-Built Estimated(.) (')Current Max.of 80% Capacity Capacity in Descriptor Sewer Main Segment (in) Slope(%) Peak Flow Percent Full Full(cfs) (cfs) SFE's Main"A" EPA Hyalite Interceptor 8 0.95 Main"B" SID425 8"Highland to H e 8 0.749 0.26 32.0% 1.15 0.89 744 Main"C" EPA Hyalite Interceptor 0.24 32. 1. 0. 635 10 . 2 0.51 35.8% 1 1.80 1.29 1078 Main"D" SID 425 12 0.62 0.75 35.3% 1 2.75 2.00 1671 Main"E" SID 425 14 0.20 0.75 38.4% 1 2.38 1.63 1362 Main"F" North Rouse Improvements 30 0.69 4.04 23.0% 33.50 29.46 24619 Mains"G" WPCA 125/EPA Parallel Sewer 2,20's 0.21 4.04 38.7% 12.50 8.46 7070 Main"H" WPCA 125 20 0.16 4.04 63.2% 5.50 1.46 1220 Mains"I" WPCA 125/EPA Parallel Sewer 2,20's 0.16 5.63 50.3% 11.00 5.37 4488 Main"J" WPCA 125 To Springhill Rd. 20 0.80 5.63 47.0% 12.25 6.62 5532 Main"K" 'IOutfall To W WTP 30 0.50 21.5 64.1% 28.50 7.00 5850 (1) See Flowmaster Calculation Sheets in Appendices (2) One SFE equals 89 gpcpd x 2.54 persons per household x(Peak Hr/Ave Day=3.25);Multiplied by 95%to account for infiltration allowance (3)Max flow as reported by Wastewater Treatment Plant operating personnel Table IV-4 - Existing Sewer Main Capacities - (w/I/I Included) easur or Capacity at Available Map Main Size Min.As-Built Estimated(") (')Current Max.of 80% Capacity Descriptor Sewer Main Segment (in) Slope(%) Peak Flow Percent Full Full(cfs) (cfs) Main"A" EPA H alite Interceptor w/1&I 8 0.95 0.62 51.5% 1.15 0.53 Main"B" SID425 8"Highland to Haggerty w/I&I 8 0.749 0.45 45.8% 1.00 0.55 Main"C" EPA H alite Interceptor w/1&I 10 0.72 1.12 56.0% 1.80 0.68 Main"D" SID 425 w/IM 12 0.62 1.57 53.5% 2.75 1.18 Main"E` SID 425 w/I&1 14 0.20 1.75 63.3% 2,38 0.63 Main"F" °)North Rouse Improvements w/1&I 30 0.69 4.86 25.5% 33.50 28.64 Mains"G" (`)WPCA 125/EPA Parallel Sewer w/I&I 2,20's 0.21 4,86 42.8% 12.50 7.64 Main"H" (4WPCA 125 w/1&I 20 0.16 4.86 72.3% 5.50 0.64 Mains"I" (`)WPCA 125/EPA Parallel Sewer w/1&1) 2,20's 0.16 6.45 54.6% 11.00 4.55 Main"J" "WPCA 125 w/MI To Springhill Rd 20 0.80 6.45 51.1% 12.25 5.8 Main"K" """'Outfall To WWTP w/I&I 30 0.50 21.5 64.1% 28.50 7 (1) See Flowmaster Calculation Sheets in Appendices (2) One SFE equals 89 gpcpd x 2.54 persons per household x(Peak Hr/Ave Day=3.25);Multiplied by 95%to account for infiltration allowance (3)Max flow as reported by Wastewater Treatment Plant operating personnel (4)The Infiltration included in these sections is not representative of all the I&i that likely appears in these sections of the system. Only the I&I contribution recorded in and attributed to the mains immediately serving the BDHS property is included. Main "A" EPA Hyalite Interceptor; 8-inch Main: This main services the New Hyalite View Subdivision at the intersection of Highland Boulevard and Kagy Boulevard. The main is routed through the bottom of the deep drainage across the property. It is expected much of this alignment may be influenced by groundwater despite the relatively steep grades. Further, this drainage contains various wetlands, and any construction in the area of this Bozeman Deaconess Health Services Property 53 Water,WW&Storm Water Master Plan HA04\S512101\MasterP1an-R.doc ENGINEERING main will require mitigation measures. This main follows the natural steep topography from south to north and is generally of shallow bury(less than 7'). The lower reach of this main is adjacent to the I-90 east on ramp. This alignment along the borrow ditch also serves as a significant storm drainage for a large upland area. At times this alignment is below an actively flowing channel of water. Replacement of this main may require a jack and bore operation under Haggerty Lane. Available Capacity: The estimated available capacity of this main is approximately 0.53 cfs. The equivalent number of SFE's this main would accommodate would be approximately 443 SFE's. Based upon the preliminary phasing of the Bozeman Deaconess property development and the proposed on site sewer facilities, the Highland South Neighborhood would utilize this main first. The projected peak flow from this area is approximately 0.34 cfs. Therefore, the existing main has adequate capacity to accommodate development of this area. Subsequent areas that would utilize this main would be as shown in the following table. This main will require replacement with a larger main prior to complete build out of the Bozeman Deaconess property. NOTE: The projected peak flows shown in the following tables IV-5 through IV- 10 are representative of the higher peaking factor utilized for each of the individual neighborhood populations. This approach results in conservatively high estimates of the cumulative flows for the combined mains downstream. Table IV-5 Projected Flows For Existing 8-inch Main (EPA Highlight Interceptor) Area Projected Peak Cumulative Flows Flows (cfs) (cfs) Highland South Neighborhood 0.443 0.443 Hillcrest East 0.1630 0.606 (1)Exceeds available capacity of main. Main "B" (SID425), 8-inch Highland to Haggerty: This main currently services the Hillcrest Facility, Bozeman Deaconess Hospital and the various medical and professional buildings on Highland Boulevard and Ellis Street. The lower reach of this main connects to the EPA Hyalite Interceptor within the borrow ditch adjacent to the I-90 east on ramp. The sewer main is generally shallow for its entire length as the existing surface topography is fairly steep heading north. Bozeman Deaconess Health Services Property 54 Water,WW&Storm Water Master Plan E N G I N E E R I N G H A04\S512101\MasterPlan-R.doc Available Ca aaccity: The estimated available capacity of this main is approximately 0.55 cfs (Main "B"; Table IV-4). Based upon the preliminary phasing of the Bozeman Deaconess property development and the proposed on site sewer facilities,the following areas would contribute flows to this main: Table IV-6 Projected Flows For Existing 8-inch Main (SID425) From Highland to Haggerty Lane Area Projected Peak Cumulative Flows Flows (cfs) (cfs) Hillcrest West("Knolls") 0.122 0.122 Conti . Hillcrest Expansion 0.137 0.259 Conti . Hospital Area(19 ac) 0.203 0.462 Conti . Hospital Area 5.4 ac) 0.058 0.520 Conti . Hospital Area(2 ac) 0.021 0.541 Based upon these estimated peak flows, this main would have capacity to accommodate the flows from all of these areas. The estimated equivalent SFE's this main would accommodate is approximately 460. This main will not require replacement for full development of the affecting areas within the Bozeman Deaconess property. Main "C" EPA Hyalite Interceptor; 10-inch Main: This main receives flow from the EPA Hyalite Interceptor and the Burrup Sewer Lift Station located on the north/east side of I-90. This main is located within the borrow ditch among thick brush and frequently wet conditions. The same ditch conveys storm water from a large upland area including a large portion of the Bozeman Deaconess property. The sewer main is relatively shallow in these areas, as the available topography provides for sufficient slope. Available Capacity The estimated available capacity of this main is 0.68 cfs. This main would eventually receive flow from almost the entire Bozeman Deaconess property east of Highland Boulevard. The only exceptions are the areas described in the preceding section. As with the 8-inch section of this EPA Hyalite Interceptor, and based upon the preliminary phasing plan of the Bozeman Deaconess property development, the first additional flows this main would receive would be from the Highlands South Neighborhood. Subsequent areas could include Hillcrest East, Highland East Neighborhood, Highland North Neighborhood, and the adjacent townhouse/condo and Multiuse Campus. The cumulative flows from these areas would be as shown in the following table. Bozeman Deaconess Health Services Property 55 Water,WW&Storm Water Master Plan ENGINEERING H:\04\S512101\MasterPlan-R.doc Table IV-7 Projected Flows For Existing 10-inch Main (EPA Highlight Interceptor) Area Projected Peak Cumulative Flows Flows (cfs) (cfs) Highland South Neighborhood 0.443 0.443 Hillcrest East 0.163 0.606 (1)Exceeds available capacity of main. Based upon these estimated peak flows, this main has capacity to accommodate a portion of the on site property development. The equivalent number of SFE's this main could accommodate is estimated at approximately 568. This main will require replacement with a larger main to allow for full build out of the Bozeman Deaconess property. Main "D" (SID425); 12-inch Main: This main receives all the current flow from the Bozeman Deaconess property, New Hyalite View Subdivision and the developments along Frontage Road on the east side of the interstate. The main crosses a low lying area that also receives significant storm water discharge from adjacent upland areas. This area is historically wet with a very shallow water table. Most of the main is under less than six (6) feet of cover with exception of the north end of the 12-inch stretch where the bury is close to ten(10) feet adjacent to the existing railroad spur berm. At this location the main is cased in a steel or concrete casing through the berm which is in excess of 20 feet in height over the sewer main. Any construction in this area would be expected to encounter significant groundwater relative to the time of year and recent precipitation events. Replacement of this reach of main will also require a relatively long jack and bore operation across East Main Street. Available Capacity The estimated available capacity of this main is approximately 1.18 cfs. This main will receive the flows from any and all of the property development regardless which side of Highland Boulevard. Based upon the preliminary property development phasing the capacity of this main would be incrementally utilized as shown in the following table. Bozeman Deaconess Health Services Property 56 Water,WW&Storm Water Master Plan E NGIN E E R ING �... HA04\S512101\MasterPlan-R.doc Table IV-8 Projected Flows For Existing 12-inch Main (SID425) Area Projected Peak Cumulative Flows Flows (cfs) (cfs) Hillcrest West("Knolls") 0.122 0.122 Highland South Neighborhood 0.443 0.565 Hillcrest East 0.163 0.728 Highland East Nei borhood 0.284 1.012 (1)Exceeds available capacity of main. Based upon the estimated peak flows, this main has adequate capacity to accommodate a significant portion of the Bozeman Deaconess property development. The available capacity relates to an equivalent number of SFE's of approximately 986. This main will require replacement with a larger main for full build out of the Bozeman Deaconess property. Main "E" (SID425); 14-inch Main Connecting to house Avenue: This main begins on the north side of the existing railroad spur,parallels the railroad tracks to near the intersection of Cottonwood and Front Street before turning west on Tamarack and proceeding to the tie in with the 30-inch main on North Rouse. This is the only stretch of existing sewer that would require significant asphalt restoration as part of a main replacement project. This reach of main is also the deepest section of main as the bury depth averages greater than nine(9) feet and exceeds 13 feet in several places. Replacement of this main will also require crossing of Bozeman Creek just before the tie in to Rouse Avenue. Groundwater and wetlands will also be a major consideration for replacement of approximately one third of this reach of sewer main. Available Capacity This main has an estimated available capacity of 0.63 cfs. The available capacity is significantly less than the immediately upstream 12-inch main because the slope is much flatter and there is additional flow in the 14-inch main. The following table shows the potential sequential utilization of the available capacity in this main. Bozeman Deaconess Health Services Property 57 Water,WW&Storm Water Master Plan "GI E E R I N G H:\04\55121011MasterPlan-R.doc Table IV-9 Projected Flows For Existing 14-inch Main (SID425) Area Projected Cumulative Flows Peak Flows Hillcrest West("Knolls") 0.122 0.122 Highland South Nei borhood 0.443 0.565 In .,.�;".;. (1)Exceeds available capacity of main. Based upon the available capacity and potential phasing of the development this main becomes a limiting factor before any of the other associated mains reach capacity. The available capacity equates to an equivalent number of SFE's of approximately 526. This main will require replacement with a larger main for full build out of the Bozeman Deaconess property. Main "F" 30-inch Main on Rouse: This reach of main was recently upgraded to the 30-inch main size. The section relevant to this report includes from the intersection of Tamarack and Rouse to the end of the 30-inch main immediately east of the Gallatin Valley Humane Society on North Rouse. This main is sized to accommodate the projected flows from the 1998 Wastewater Facility Plan, and no future modifications are anticipated. Available Capacity The estimated available capacity of this main is approximately 28.6 cfs. This available capacity greatly exceeds the additional peak estimated flow from the Bozeman Deaconess property. This main will not be a limiting factor in development of the Bozeman Deaconess property, and no future improvements are anticipated to this main. Main(s) "G" WPCA125/EPA Outfall; Parallel 20-inch Mains: The reach of sewer trunk main includes the original 20-inch main installed as part of the WPCA 125 project. A subsequent project, the"EPA Outfall"included installation of a parallel 20-inch main installed immediately beside the existing 20-inch main. These parallel mains begin at North Rouse and the EPA outfall line then ends just west of Manley Road. This main passes through the north side of the NW Energy storage yard and just south of the pond at the East Gallatin Recreation area. Portions of this reach of sewer are in excess of 12 feet deep, primarily in the first 1,000 feet heading west from Rouse Avenue. With the proximity to the pond and depth of this main it is probable the groundwater level is above the pipe invert for all or portions of this reach. Bozeman Deaconess Health Services Property 58 Water,WW&Storm Water Master Plan E H A04\5512101 WasterPlan-R.doc Available Capacity_ The estimated available, combined capacity of these parallel mains is approximately 7.6 cfs. The available capacity is well in excess of the maximum expected additional flow from the Bozeman Deaconess property, and this section of main will not be a limiting factor in development of the Bozeman Deaconess property. Main "H" WPCA125; Single 20-inch Main, Just west of Manley Road the EPA Outfall parallel 20-inch stops and the single WPCA125 20-inch main continues approximately 4,200 feet to near the Cherry Creek Recreation area on Frontage Road (North 7th). This reach parallels the railroad tracks to the North 7th overpass then passes between the overpass embankment and the pond at the Cherry Creek Recreation area. This reach of main is not excessively deep, as most of the alignment ranges from six(6) to eight (8) feet in depth. Groundwater can be expected to be fairly shallow at the end of this reach near the Cherry Creek Recreation area, and the sewer main crosses the stream/ditch feeding the ponds. Available Capacity; The estimated available capacity in this main is 0.64 cfs. This main would reach capacity concurrently with the 14-inch (SID425) main. The estimated available capacity equates to approximately 535 SFE's. This main will require replacement for full build out of the Bozeman Deaconess property. Table IV-10 Projected Flows For Existing Single 20- inch Main (WPCA125) Area Projected Cumulative Flows Peak Flows Hillcrest West("Knolls") 0.122 0.122 Highland South Neighborhood 0.443 0.565 (1)Exceeds available capacity of main. Main(s) "I" WPCA125/EPA Outfall; Parallel 20-inch Mains: Near the Cherry Creek Recreation area the second section of the parallel 20-inch EPA Outfall line begins and extends to approximately the 19'h Street overpass where it again ends before the single 20-inch sewer crosses under the overpass embankment. This reach of sewer is actually above ground in one location adjacent to Frontage Road where the sewer mains actually cross over a deep ditch. Most of this reach is at a six (6) to eight(8) foot bury with a few locations over ten(10) feet. Groundwater conditions in this reach area unknown except near the Cherry Creek Recreation area where groundwater can most certainly be expected at the depths of the sewer. Bozeman Deaconess Health Services Property 59 Water,WW&Storm Water Master Plan 14a HAMS5121 01\MasterPlan-R.doc E N G IN E E R I N G Ally Available Capacity The estimated available combined capacity of these parallel mains is approximately 4.55 cfs. The available capacity is less for this reach of parallel 20-inch mains than for the first reach because the slope is flatter and the existing flows are significantly higher. The available capacity is essentially equivalent to the estimated additional flow from the Bozeman Deaconess property, and these mains will not be a limiting factor in developing the Bozeman Deaconess property. Adding the projected flows from the Bozeman Deaconess property would cause these mains to flow at 80% of full flow capacity. Main "J" WPCA125; Siniale 20-inch To Springhill Road: The last reach of the single 20-inch extends to just west of Springhill Road where it connects to the 30-inch outfall to the wastewater treatment facility. This reach is also at a bury between six (6) and eight(8) feet with a few limited deeper areas. Available Capacity The estimated available capacity of this reach of main is approximately 5.8 cfs. Though a single 20-inch main, the capacity is significantly greater due to the steeper slope than the first reach of single 20-inch main. The available capacity is in excess of the estimated total peak flow from the Bozeman Deaconess property and this reach of main will not be a limiting factor in developing the Bozeman Deaconess property. Main "K" Outfall to Wastewater Treatment Facility; 30-inch Main: This last reach of sewer extends between Frontage Road and the inlet headworks at the wastewater treatment facility. Available Capacity The estimated available capacity of this main is approximately 7.0 cfs. The available capacity is well in excess of the estimated total peak flow from the Bozeman Deaconess property and this reach of main will not be a limiting factor in developing the Bozeman Deaconess property. 2. Summary of Required Off Site Sewer Improvements As described in the preceding section, some of the existing sewer mains between the Bozeman Deaconess property and the wastewater treatment facility have adequate available capacity to carry the projected additional wastewater flows from the fully developed property. The existing mains that will require replacement solely as a result of the projected flows from the Bozeman Deaconess property include the following mains corresponding to the labels in Figure IV-1: • Main"A"— 8" EPA Hyalite Inteceptor • Main"C"— 10" SID 425 Main"D"— 12" SID 425 Bozeman Deaconess Health Services Property 60 Water,WW&Storm Water Master Plan E N G I NEE R IN G AIIIIIIIIIIIIIIIII HAMS 512101\MasterPlan-R.doc • Main"B"— 14" SID 425 • Main"H"—Single 20" WPCA 125 The minimum required main sizes that would be needed to accommodate the projected flows would be as indicated in the following table. The required main sizes take into account the existing flows in the mains, the projected flows from the Bozeman Deaconess property and the potential flows from immediately south of the property as described in Part B.2 of this Section IV. The remainder of the existing mains between Tamarack Street and the wastewater treatment facility would not need to be replaced to accommodate the projected flows from the Bozeman Deaconess property. Table IV-I1 Proposed Off Site Main Sizes and Capacities Relative to Projected Total Flows Including the Bozeman Deaconess Property Development Main Reach Required Existing Projected Percent Minimum Main Peak (%) of Full Size Slope Flow (cfs) Flow FUT"A"; Replace 8" EPA Interceptor 15" 0.95 4.56 63.1% FUT"C";_Replace 10"EPA Interceptor 18" 0.72 5.06 54.0% FUT"D"; Replace 12" SID425 18" 0.62 6.05 63.5% FUT"E"; Re lace 14' SID425 21" 0.20 6.30 73.4% FUT "H";Rp lace 20" WPCA 125 27" 0.16 9.70 66.6% (1)Refer to Appendix E for the sewer capacity calculation tables and development of projected peak flows. 3. City of Bozeman Wastewater Facility Plan — Recommendations for Area Improvements The City of Bozeman Wastewater Facility Plan(WWFP) completed in 1998 by MSE-HKM included recommendations for increasing the capacity of the sewer mains described above between the Bozeman Deaconess property and the wastewater treatment facility. Development of the Bozeman Deaconess property and any of the property to the immediate south of the Bozeman Deaconess property would require utilization of the remaining capacity of the existing mains and subsequent replacement and extension of these mains to accommodate the projected flows. The recommendations from the 1998 WWFP for the immediate Bozeman Deaconess property included a new trunk main of 12-inch and 15-inch diameters between Kagy Boulevard and Haggerty Lane. Between Haggerty Lane and North Rouse the proposed trunk main sizing included sections of 18-inch, 21-inch and Bozeman Deaconess Health Services Property 61 Water,WW&Storm Water Master Plan ENGINEERING - H:\04\S51 Z 101\MasterPlan-R.doc 24-inch mains. Since the completion of this facility plan, the City of Bozeman has replaced the pre-existing 20-inch trunk main on Rouse with a 30-inch main between Main Street and approximately one block north of Griffin Drive. The recommendations from the WWFP include replacement of the mains between North Rouse and the wastewater treatment facility with a new 42-inch main. At the time of this report, the WWFP update was not finalized. Therefore, the recommendations and proposed main sizing included in the 1998 Wastewater Facility Plan were included in estimation of the off site sewer infrastructure requirements. In the interest of conservatism, the cost estimates for replacement of the identified sections of off site include the main sizes identified in the 1998 Wastewater Facility Plan. These proposed mains were slightly larger than what would be required to accommodate the just the additional flows from the Bozeman Deaconess property. D. Cost Estimates 1. On site Sewer Assumptions, Basis of Costs The on site sewer system cost estimates are based upon unit costs from recently completed subdivision projects within the City of Bozeman. Based upon the relatively steep grades throughout the property, it is assumed the majority of the sewer would be at typical shallow grades not exceeding eight (8) feet of cover. a) Cost Tables (On Site Sewer Collection) The following table provides a summary of the estimated on site sewer infrastructure costs by area. Table IV-12 Summary of On Site and Off Site Sewer Collection System Infrastructure Costs Area Estimated Costs Hillcrest West $433,425 Hillcrest East $647,195 Highland South $1,763,369 Highland North $1,055,868 Highland East $551,188 North Commercial/Condo/Mix Use $1,127,024 South Commercial $201,549 Off-Site Improvements $3,815,000 Total Estimated Cost= $9,595,000 Bozeman Deaconess Health Services Property 62 AS Water,WW&Storm Water Master Plan ENGINEERING A1111111Ra H A04\S512101\M asterPla n-R.doc V. Storm water Management System Analysis A. Analysis Methodology and Design Criteria 1. Analysis Methodology The storm water evaluation for the proposed total project concept plan is based on the use of the Rational Method to determine runoff volumes. An alternate methodology(hydrograph method)was proposed for this analysis, but the City of Bozeman(COB) design standards requires the use of the Rational Method for design of storm water facilities. The City indicated they did not object to the use of a an alternate hydrologic method for the development of the conceptual storm water plan,but stated the Rational Method would be required by the COB when the project moves out of the conceptual planning phase. Therefore, the method that will ultimately be required by the COB has been utilized for the planning level analysis. 2. Design Criteria The objective of storm water management facilities is to limit the peak runoff rate after development to the peak runoff rate prior to the development. Collection, conveyance, and detention facilities are designed to prevent runoff from inundating roads,parking areas, and developed landscapes, as well as prevent/minimize erosion. The Montana Department of Environmental Quality(DEQ)has established minimum storm water design criteria(Circular DEQ 8) for development as the 2- year, 1-hour storm event (Section 4.3). However, Section II of the COB Design Standards and Specifications Policy requires a minimum design storm frequency of 10-years, and recommends that, when there is available area, a 100-year design frequency be used for detention pond design. As the 100-year design frequency is only a recommendation, the detention ponds for this planning study have been conceptually designed based on the 10-year event. All of the parameters necessary to develop the existing condition and developed condition runoff characteristics have been selected in accordance with the COB Design Standards and Specifications Policy. These include runoff coefficients, time of concentration,rainfall intensity,minimum required detention volume, and pond design criteria. B. Off site Area 1. Tributary Drainage Basins & Peak Runon The estimated area of influence for the BDHS property has been divided into six subbasin areas, as shown in Figure V-1, Table V-1, below, and the appendices. As can be seen from Table V-1, in most cases runoff from each subbasin area was calculated using two methods. For basin areas less than approximately 250 acres, Bozeman Deaconess Health Services Property 63 Water,WW&Storm Water Master Plan ENGIN E E R I N G H A04\S512101\MasterPlan-R.doc the USGS Regional Regression Equations are not considered valid, and for basin areas greater than approximately 100 acres, the Rational Method is generally not considered valid. As can be seen from Figure V-1, basins OSW, OSM, and OSE are south of Kagy Blvd., while basins OSW 1, OSW2, and OSW3 represent the New Hyalite View Subdivision. Table V-1 Tributary Drainage Basins and Peak Runon USGS Regional 24-hour Duration Regression Storm, Rational Method (cfs) Equations (cfs) CN Method (cfs) Basin Area Q2 Q10 Q25 Q100 Q2 Q10 Q25 Q100 Q2 Quo Q25 Q100 Name Ac OSW 155.24 Not Valid 3 13 20 35 Not Valid OSM' 445.72 5 33 64 141 11 42 68 115 Not Valid OSE' 893.42 8 55 106 229 17 59 93 156 Not Valid OSW12 11.43 Not Valid 0.4 1 2 3 3 6 7 9 OSW22 26.83 Not Valid 1 3 4 7 6 10 13 16 OSW32 118.55 Not Valid 4 11 16 26 21 38 46 60 'The unit hydrograph used for the more rural, undeveloped drainage basins is the SCS unit hydrograph with a peaking factor of 484. 2The unit hydrograph used for the areas within the New Hyalite View subdivision is the Santa Barbara Unit Hydrograph(SBUH). Based on the COB Design Standards, the Rational Method runoff coefficient used for these drainage basins has been estimated to be C=0.5. Inspection of the access roads into the Highwood Estates Subdivision and Graf s I" Subdivision shows catch basin structures at the intersections with Highland Boulevard. At this time it is unclear where these catch basins drain to, and the intercepted runoff may be tributary to the subject project area. Table V-2, below, identifies the approximate tributary areas and peak runoff rates from the two potential tributary areas west of Highland Boulevard. Table V-2 Potential Tributary Area West of Highland Boulevard 24-hour Duration Storm, Rational Method (cfs) CN Method cfs Basin Area Q2 Qio Q25 Qioo Q2 Quo Q25 Q100 Name Ac HB1' 10.39 0.4 1 2 3 2 3 4 5 HB2' 14.33 0.5 2 2 4 3 5 6 7 The unit hydrograph used for the areas west of Highland Boulevard is the Santa Barbara Unit Hydrograph (SBUH). The Rational Method runoff coefficient used for these drainage basis has been estimated to be C=0.5. Bozeman Deaconess Health Services Property 64 Water,W W&Storm Water Master Plan ENGINEERING yea HAMS 5121011MasterPlan-R.doc As the project moves from preliminary planning/layout to detailed design a more detailed investigation of the offsite area will be required to more accurately identify the offsite area that is tributary to the project area. 2. Existing Off site Culverts A review of the existing culvert system indicates that the area south of Kagy Blvd. is conveyed under Kagy Blvd. through culverts as described in the table below. Table V-2 Kagy Boulevard Culvert Crossings Drainage Basin Culvert Description Material Type Size(inches) OSW CSP 36 OSM CSP 36 OSE CSP 42 Hydraulic modeling of the existing culvert system is beyond the scope of the current work effort; however, it is likely that as the 25-year frequency flood magnitude is approached/exceeded, the existing upstream culverts will become inlet controlled. Use of the FHWA HDS-5 program indicates that the headwater depth for a 42-inch corrugated steel pipe(CSP) culvert under inlet control for a discharge of 64 cfs is 4.0 ft, and 7.0 ft for a discharge of 106 cfs. Observation of the inlet conditions for the culverts crossing under Kagy Blvd. shows that there is significant storage potential at each crossing, indicating that small increases in headwater depth lead to significant increases in the upstream pond surface area and storage volume. Consequently, it is very likely that as the upstream peak runoff rate increases, so too will the ponding upstream of the existing culverts, and the peak discharge through each culvert will be significantly reduced. Downstream of the subject property, the primary drainage is conveyed under Ellis Street via an approximately 48-inch reinforced concrete pipe(RCP) culvert with flared end terminal section (FETS) and then under Haggerty Lane via a 48-inch CSP with FETS. There is also a smaller culvert crossing(30-inch RCP w/FETS) under Ellis Street at the intersection of Ellis Street and Highland Blvd. that drains the northwest corner of the subject property. Bozeman Deaconess Health Services Property 65 Water,WW&Storm Water Master Plan ENGINEERING H A04\S512101\MasterPlan-R.doc BOZEMAN DEACONESS HEALTH SERVICES "LAND BANK" FIGURE V-1 STORM WATER ANALYSIS OZ5�APRIL 2006 I N"IN I 1111 G*� OFFSITE TRIBUTARY AREAS OFFSITE-BASINS.DWG Copyright @ 2006 HKM Engineering Inc., All Rights Reserved. G. Proposed Storm Water Management 1. On site Management Objectives/Methodology Development of the overall Bozeman Deaconess property would include multiple phases, each of which would require storm water management facilities designed to limit the runoff during the design storm in the developed condition to the predeveloped peak runoff rate. Therefore, though some development areas and the associated storm water management facilities may be combined at a later time, it is assumed each of the areas will stand alone, and separate conceptual detention facilities have been designed. The locations of the conceptual detention ponds are driven by the anticipated final grades of the proposed road network and site grading, the available area within the current Bozeman Deaconess property, and the overall topography of the project area. Based upon the design criteria and calculation methodology described above and the existing site topography, conceptual storm water detention facilities have been preliminarily designed throughout the project site. 2. Proposed Detention Areas Using the existing conditions contour map (five foot contour interval),provided to HKM by PC Development, a total of 11 detention ponds have been conceptually designed throughout the project area. The ponds are located with consideration of the following criteria: • The pond location would be a logical termination of the future storm drain system; • The existing topography was best suited for pond construction; • The pond location would have a minimal impact on the proposed development. In some instances, the proposed detention ponds do encroach within proposed lots/development area. Similarly, grading around many of the ponds will have to be designed to accommodate the proposed trail network. Specifically, the trails may be designed to coincide with a pond berm, or the trail may be designed into the pond grading catch slopes. Control structures to regulate the discharge from each pond and the discharge points into the existing stream/creek channels have not been designed. Table V-3,below, identifies how the tributary area to the conceptual detention pond network has been subdivided, and the resulting minimum required detention pond volume and footprint area. The detention ponds and preliminary storm sewer layout within the areas with proposed lot configuration are provided in Figure V-2, and a full size map is provided in the appendices. Bozeman Deaconess Health Services Property 67 Water,WW&Storm Water Master Plan MI HA MS5121011MasterPlan-R.doc E N G I N E E R I N G Table V-3 Summary of Proposed Storm water Detention Pond Requirements Basin Pond Min. Pond Subdivision Area Area Volume ( 2) (acres) (ft) Area ft Highland South Neighborhood* HSN-1 19.63 11,008 483 Highland South Neighborhood* HSN-2 19.13 12,446 480 Highland South Neighborhood HSN-3 21.14 14,004 531 Highland East Neighborhood HEN-1 31.05 22,203 594 Highland North Neighborhood HNN-1 75.85 60,223 1,577 Hillcrest East Neighborhood HCEN-1 26.01 21,020 666 Highland Village Mixed Use HVMU 61.95 80,057 1,374 Townhomes/Condos THC 14.80 15,456 496 Multi Use Campus MUC 19.45 21,144 605 Neighborhood Services NS 5.77 6,505 168 Hillcrest West(the"Knolls at Hillcrest" Neighborhood HWN 31.40 22,138 793 Totals: 326 i 286,205 *The Highland South Neighborhood has been combined into two detention ponds rather than three as implied by this table. 3. Cost Estimates I_n_generating the quantity estimates for the future storm water collection and conveyance system, the goal was to provide a general understanding of the magnitude of the storm system cost. A more accurate quantity/cost estimate requires a better understanding of the final design. Determination of the required conveyance system size(s), catch basin locations, storm structure sizes, and detention pond discharge structure designs are beyond the scope of the current evaluation. a) Basis of Costs, Methodology For each of the subareas within the overall Bozeman Deaconess property, planning level quantity estimates for storm inlets, storm manholes, and storm conveyance piping were developed. Inlet spacing has been estimated based on a maximum spacing of 300 ft, as well as compliance with the American with Disabilities Act(ADA) design criteria, which requires drainage interception at pedestrian cross walks. Conveyance piping has been assumed to be an average of 15-inch in diameter, which is the COB's minimum allowable size for a storm drain trunk line. In subareas for which HKM has not been given a preliminary lot layout, the estimated quantities for storm system components is based on the average number of structures/pipe per acre from the subareas for which a preliminary layout was provided. Bozeman Deaconess Health Services Property 68 Water,WW&Storm Water Master Plan ENGINEERING V. H:\04\S 512101 WasterPlan-R.doc SOFTBALL COMPLEX CENI ETA RY t� :k '"Softball Co Telemetry ETE'S HILL E��iS SITLT�' Tower --- - t. LEGEND: CONi1cLOl$ ( l 1111.C Url'ICI CUIISTOCA HOn"11.. .� IPI'1r F-S f •`j a,�rt m PROPOSED STORM SEWER nIc 1Er•I POND #9—�■/��■/)//➢ u ui POND #10 --cm CEAIF.IILL 11.1 -_C 'r;Rl" _ _ EXIST IG NO51'li\Lrf\CII.IT CS f 11 O F.r,1 s10\. \iINLO LSE \..\ �uI I ".• C Tl i ,`•\ EasleJy• , •• n' ll Yong., f ` r.rs Horn .� F,f D CONTIGUOGS HOSPIT:H / \R:NSE.Inx II.i•'s " `'•` I` y `La r P 11 HOSI I I a,l F\IFTItiC, cWc/'f.INn.CiL51 ,It OthlE1N.IFT{11EAs1 POND #7 r•� / 1 roe'\i.CLr.b' 1 I H'x Lrh .R77C vu LacE / mcHL.>w taLacl. I cuvnw •� vltrn uss. '\ ASPLI Q•' SIRCHWOUD sl yf,.i ' /•/ IOcuvn 05F" U._ POND #2 POND #1 �- µ+ j HII,LCREST YtPiNSlOsv �CCI is ILI POPE NTIM Plitt, _ r\CI`IT1E., / jj Y I�� ON 110,11 r? I _ Vxnkl�n Hills 1 ��. rl1A ' � SJbYlra�un " \ I i rur:�nnl rllil, 11ai.ines ^�+ I — � V InrLLlnLs L) ' nnm„:mnuuox ice. :',�,., / — — — — �—' — — �\\ I POND #6 PROPOSED P L-- / �/ \BOOSTER ralnn,ltmmgrun STATION r� - -- I— /-- / Tgter},n \ POND #4 POND #s Lz CD \ / //,r J✓ ;11IGHY,:NA50•CT1:4/ \ CD \, I.rN CL- < '—� I NElcurtortH000 � �� � �ne°• W to mac Painted Hills — — 800 0 800 I ELENIEiWA I PRIt:In HOLDING _ _ --- ",1001 IFFf _ ubdivision - PRII trr HOLDING rc 0 I I ��\\ I I Scale feet j I m 3 BOZEMAN DEACONESS HEALTH SERVICES - "LAND BANK" FIGURE V-2 WATER, WASTEWATER & STORMWATER MASTER PLAN 04S512.101 APRIL 2006 STORMWATER COLLECTION FACILITIES ENGINEER 1 IN G O STORM—SYSTEM—MAP.DWG Copyright ® 2006 HKM Engineering Inc., All Rights Reserved. Based upon this methodology, Table V-4,below, lists the estimated quantities of storm inlets, storm manholes, and storm conveyance pipe for each of the proposed subareas within the overall project. Table V-4 Summary of Estimated Storm Water Infrastructure Quantities Number of Number Length of Neighborhood Inlets of Pipe (ft) Manholes Highland South Neighborhood 113 32 11,230 Highland East Neighborhood 69 18 7,800 Highland North Neighborhood 162 25 11,770 Hillcrest East Neighborhood 64 9 4,780 Hillcrest West(the"Knolls at Hillcrest") Neighborhood 26 6 2,750 Highland Village Mixed Use 111 25 10,540 Townhomes/Condos 26 6 2,515 Multi Use Campus 35 8 3,315 Neighborhood Services 10 1 2 980 Totals': 1 615 1 130 55,680 Quantity totals are round up to the nearest multiple of five. b) Estimated Storm Water Infrastructure Costs By Sub Area Table V-5 lists the estimated unit price for each storm system component identified, the cost for each component by neighborhood, and the overall project storm system related costs. The unit costs are based upon the bid prices from recently constructed projects in the Bozeman area. The estimated storm system costs are for planning purposes only, and does not include pond grading or control/discharge structures. To attempt to account for these costs in the overall estimate of probable storm water infrastructure costs, the"unlisted item"percentage in the cost tables is increased as compared to the percentage utilized in the water and sewer system infrastructure costs. Bozeman Deaconess Health Services Property 70 Water,WW&Storm Water Master Plan ENGINEERING IL HAMS512101\MasterPlan-R.doc Table V-5 Estimated Storm Water Infrastructure Costs by Sub Area Area Estimated Costs Hillcrest West $234,069 Hillcrest East $438,054 Highland South $966,420 Highland North $1,077,359 Highland East $628,597 North Commercial/Condo/Mix Use $362,669 South Commercial $35,787 Off-Site Improvements $0 Total Estimated Cost= $3,743,000 Bozeman Deaconess Health Services Property 71 Water,WW&Storm Water Master Plan E HAMS512101\MasterPlan-R.doc REFERENCES 1. MSE-HKM Engineering. (October 1997). Water Facility Plan for City of Bozeman 2. MSE-HKM Engineering(August 1998). Wastewater Facility Plan for City of Bozeman 3. Allied Engineering Services, Inc. (December 2005). Bozeman Deaconess Health Services "Land Bank Area"Bozeman MT' Infrastructure Improvement Recommendations and Construction Cost Estimates" 4. City of Bozeman. (May 2003). City of Bozeman Design Standards and Specifications Policy. Bozeman Deaconess Health Services Property 72 Water,WW&Storm Water Master Plan HAMS51210lWasterPlan-R.doc ENGINEERING �111110111111