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APPENDIX E_StormDrainageReport_20211027
STORM WATER DESIGN REPORT FOR THE HOMESTEAD AT BUFFALO RUN BOZEMAN GALLATIN COUNTY MONTANA Prepared By: Morrison-Maierle, Inc. 2880 Technology Blvd. West P.O. Box 1113 Bozeman, Montana 59771-1113 Engineer: Lee Hageman, P.E. Date: July 26, 2022 (Revision 3) May 24, 2022 (Revision 2) October 15, 2021 (Original) File:6475.005 7/26/2022 THE HOMESTEAD AT BUFFALO RUN STORM WATER DESIGN REPORT _________________________________________________________________________ Page 2 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table of Contents 1 Introduction ............................................................................................................................ 3 2 Proposed Development ......................................................................................................... 3 2.1 Project Location and Description .................................................................................... 3 2.2 Development Horizon ..................................................................................................... 3 3 Existing Area Conditions ........................................................................................................ 3 3.1 Existing Land Cover and Slopes .................................................................................... 3 3.2 NRCS Soils ..................................................................................................................... 4 3.3 Site Groundwater Levels ................................................................................................ 4 3.4 Existing Drainage Features ............................................................................................ 4 4 Major Drainage Basins .......................................................................................................... 4 5 Methodologies ....................................................................................................................... 5 5.1 Design Methodology ....................................................................................................... 5 5.2 Design Storm Analyses .................................................................................................. 7 5.3 Storm Drain Capture and Conveyance ........................................................................... 7 5.4 Storm Water Treatment Facilities ................................................................................. 11 5.5 Overflow ....................................................................................................................... 17 5.6 Irrigation Ditches ........................................................................................................... 18 6 Maintenance ........................................................................................................................ 19 7 Conclusions ......................................................................................................................... 19 List of Exhibits Exhibit A Vicinity Map Exhibit B Post-Development Drainage Basins List of Appendices Appendix A NRCS Soil Report Appendix B Groundwater Data Appendix C Storm Water Calculations Appendix D Operation and Maintenance Manual Appendix E Irrigation Ditch Information _________________________________________________________________________ Page 3 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT 1 INTRODUCTION This report provides a basis of storm drain design for the Homestead at Buffalo Run Site Plan (Buffalo Run) project and is submitted in conjunction with the site plan. The storm drain system serving Buffalo Run was designed and shall be installed in accordance with the following: The City of Bozeman Design Standards and Specifications Policy (dated May 1, 2017) o Including Addendum Numbers 1 thru 6 Montana Public Works Standard Specifications (MPWSS) – Current Edition The City of Bozeman Modifications to MPWSS 2 PROPOSED DEVELOPMENT 2.1 Project Location and Description The Buffalo Run Site Plan is located off of Kurk Drive between S 31st Ave and Fowler Lane. The property is a 20.33-acre tract of land situated in the N ½ SW ¼ SW ¼ of Section 23, located in Township 2 South, Range 5 East in Gallatin County, Montana. This project has been annexed and zoned into the City of Bozeman, Montana. The property is currently zoned R-4. See Exhibit A for location details. Buffalo Run Bozeman, LLC (BRB) plans to construct a 237-unit multi-family apartment community and a clubhouse as part of this development. The project is intended to be developed, owned, and operated by a single ownership group. 2.2 Development Horizon The project will begin development a soon as the required approvals are in place, tentatively scheduled for 2022. 3 EXISTING AREA CONDITIONS 3.1 Existing Land Cover and Slopes The existing property is primarily vacant, agricultural land but also includes a house, lawn, shop facility, and driveway surfacing. Additionally, the current site includes an existing pond. The existing slopes range from 0% to 4% and generally drain from south to north. An irrigation ditch exists on both sides of Fowler lane on the west side of the property. Additionally, an upstream seepage ditch feeds the existing pond and discharges into an irrigation ditch that bisects the property. These existing facilities are described further in the sections below, along with how they are planning to be addressed for this development. _________________________________________________________________________ Page 4 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT 3.2 NRCS Soils Data on existing site soils is provided in the Gallatin County Area, Montana Soil Survey dated July 20, 2019 through Web Soil Survey (WSS) operated by the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS). According to information obtained from WSS, the Phase 1 contains three basic soil types – Hyalite- Beaverton Complex, Turner Loam, and Meadowcreek Loam. See Appendix A for the complete Soil Resource Report. 3.3 Site Groundwater Levels Groundwater levels beneath the proposed subdivision experience seasonal variations but are generally quite high. The groundwater levels onsite range between approximately 1 and 5 feet below existing grade based on well monitoring performed from March 2020 to September of 2021. See complete groundwater data in Appendix B, including a map showing the locations of each well. High groundwater was a major design factor in the design of the infrastructure and required a substantial amount of fill be placed within the site. The site fill permitted the proposed drainage pipe to be designed to include sufficient cover and slope to convey the required design storm to the proposed subsurface storm treatment structures. Subsurface storm treatment structures were designed with bottom elevations above the seasonal high ground water level to ensure they will drain as required. Stormwater treatment structures designated onsite were designed with sufficient storage to retain the entire stormwater volume from contributing stormwater basins during the design storm. The contributing stormwater basin to the existing pond onsite was minimized as possible, with sufficient storage above the seasonally high groundwater elevation. 3.4 Existing Drainage Features As previously noted, two irrigation ditches exist within the property. One ditch lies within east side of the existing Fowler Lane easement and functions as a barrow/drainage ditch as well as conveyance facility for some irrigation water. An additional ditch bisects the property and is a lateral from the east Fowler Lane borrow ditch. This ditch conveys irrigation water for “waste and seepage” water rights holders. 4 MAJOR DRAINAGE BASINS Post-development runoff from the public rights-of-way (ROWs) and interior lots were used to size the proposed storm water treatment facilities. The site is split into twenty-three (23) major post-development drainage basins based on the receiving treatment facility. These major basins are further subdivided into a total of 41 subbasins to evaluate gutter spread and inlet capture for each sub-basin. Basin X-1 drains offsite due to site constraints with grading tie-ins and limitations from groundwater elevations, but the area was minimized to the extent feasible feasible. Basins were delineated based on proposed contours of the site. Please refer to Exhibit B for a visual representation of the major drainage basins and sub-basins used for the analysis. The pre-development drainage basin considered the longest time of concentration and conservatively estimated the runoff coefficient to be 0.2. _________________________________________________________________________ Page 5 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT 5 METHODOLOGIES This section documents the methodologies and assumptions used to conduct the storm water runoff analyses for the project. Drainage plan methodologies and analyses are based on the City of Bozeman’s Design Standards and Specifications Policy. 5.1 Design Methodology The storm water management system for the proposed development utilizes a system of curb, gutter, inlets, piping, and curb cut and surface drainage features to capture and convey stormwater. Subsurface retention structures (i.e., Stormtech®), Low-Impact-Design (LID) Stormwater Basins, and a Hydrodynamic Separator are proposed to treat storm water runoff. Summaries of runoff estimates, inlet and piping capacities, and treatment volumes are provided in the sections that follow. The stormwater design utilizes retention storage for the post- development condition, and the volume of stormwater created during the 10-year design storm is less than the pre-development condition. The pre-development condition assumed a runoff coefficient of 0.2 based on undeveloped pastureland to be conservative. A summary of the pre- and post-development runoff volume calculations is proved in the table below. Table 1: Pre- versus Pos-Development Conditions ENTIRE SITE Sub-basin Area (acres) Runoff Coefficient Tc (min) Stormwater Discharge Volume during 10-yr Storm (ft3) Treatment Facility Treatment Facility Type Pre-Development Buffalo Run - Pre 20.33 0.20 48.80 12,103 NONE NONE Post-Development Buffalo Run - Post (Combined) 20.33 0.73 Varies 4,135 VARIOUS VARIOUS NOTE: There is a net decrease in stormwater discharge during the 10-yr, 2-hr design storm due to use of retention facilities throughout the site that capture the entire 10-yr storm volume Post-Development – Site and Roads Onsite basins (interior parking and buildings) were designed to capture and retain the design storm to the extent feasible. Public road corridors were designed to capture and convey stormwater runoff separately from onsite areas using underground storage units to the extent practicable. Post-Development - Fowler Stormwater design along Fowler was performed in coordination with the City of to provide an immediate solution for the current development while also considering the future buildout of the Fowler Lane corridor. The current interim solution includes a mix of surface capture and _________________________________________________________________________ Page 6 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT treatment for the eastern side of the ROW and inlet capture, hydrodynamic separation treatment, and discharge to the existing eastern barrow ditch along Fowler. The trunk main is proposed to convey any captured stormwater from the east side of fowler and convey it to a hydrodynamic separation treatment unit prior to discharging back to the barrow ditch. Future Buildout Considerations – Fowler Lane Future buildout of Fowler Lane was considered by proposing a larger stormwater trunk main with sufficient capacity to convey future flows within the Fowler Lane corridor. The capacity analysis for this main considered the City of Bozeman’s 25-yr/2-hr design storm at the ultimate buildout of the Fowler ROW (62’ TBC-TBC) from Blackwood Road to the north end of the project site. An 18” PVC storm main is proposed to be installed along the entire property frontage to provide extension capabilities along the Fowler corridor. This trunk main is intended to convey treated stormwater to a future regional stormwater treatment facility, as indicated by the City of Bozeman. Based on the planned corridor dimensions above, a future runoff coefficient was estimated to be 0.77, which was adjusted to 0.85 by multiplying by the frequency factor. The time of concentration was conservatively assumed to be 9 minutes for a total area of approximately 3 acres. Based on these assumptions, the expected peak flow 6.64 cfs. An 18” A-2000 PVC storm main installed at 1.5% has a capacity of 15.3 cfs at a design depth of 75% (d/D). Calculations for the future trunk main have been provided in Appendix C. The hydrodynamic separation treatment unit that is proposed to be installed immediately upstream of the outfall of the trunk main into the existing east Fowler Lane barrow ditch. The hydrodynamic separator was designed in coordination with Contech Engineered Solutions LLC and was sized with sufficient capacity to treat the stormwater quality (SWQ) volume (first 0.5 inches) for the full buildout condition for the Fowler Corridor with the 62’ road section and 100’ ROW. The CDS 2020-5 unit specified treats the SWQ volume and was designed by the manufacturer to meet the State of Montana’s requirements to remove trash, oil, and 80% of TSS with a d50 = 125-micron gradation. Based on the full buildout conditions of the Fowler Corridor, the specified unit will adequately treat the design storm flow rate of 1.14 CFS and allow bypass of the 25-year peak flow rate of 6.64 CFS. This unit was oversized and is capable of treating a SWQ flow rate up to 1.6 cfs. In the interim, this facility will be oversized for the expected flows, and will actually provide improved treatment of the stormwater quality volume until the full buildout condition. Interim LID Ponds – Fowler Lane The eastern portion of the Fowler ROW frontage of the BRB property during the 38’ TBC-TBC configuration shall be treated using LID stormwater ponds. These ponds are designed with sufficient capacity to treat the 10-yr storage volume expected and include an overflow pipe which feeds into the trunk stormwater main and hydrodynamic separator. Stormwater shall be collected using curb cuts and a curbed conveyance channel. A curbed sediment trap area shall be installed at the outfall to the concrete channel to provide a preferred location for sediment deposition for ease of maintenance. These LID ponds shall be stabilized using a drought-resistant grass mixture as specified on the plans and shall be protected from scour after installation by using straw matting. _________________________________________________________________________ Page 7 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Installation of these LID storm ponds provides capture volume the design storm and will reduce flow received by Fowler Lane. The pre-development condition of Fowler Lane along the property frontage with a 24-foot gravel surface was estimated to discharge approximately 1.21 cfs during the 25-year conveyance design storm. The post-development discharge for the 38-ft asphalt and curb section for Fowler Lane was estimated to be 1.05 cfs. LID Ponds – Kurk Drive LID ponds were incorporated at the east end of Kurk Drive to capture runoff east of the intersection with Buffalo Run Avenue as subsurface treatment was unfeasible due to groundwater levels and the requirement to tie into the existing asphalt section grades at the Meadow Creek Subdivision’s west boundary. These LID ponds shall include a rip-rap inlet section and shall include a section of landscape rock in the main basin area that provides additional storage. The intent is for these LID ponds to be low maintenance and not require irrigation. 5.2 Design Storm Analyses Storm water runoff analyses were performed using the Rational Method. The analyses included evaluations of the 10-year, 2-hour design storm for sizing of retention facilities and the 25-year design storm recurrence interval for inlet and piping system design. Calculations were performed using excel spreadsheets for time of concentration, peak flows, retention volumes, pipe flows, velocities, and inlet gutter spread calculations. Bentley Flowmaster software was also used to evaluate pipe capacity and velocity. Detailed calculations are included in Appendix C. For the Hydrodynamic separator, the water quality volume of 0.5 inches was used by the manufacturer to design a facility that meets the State of Montana’s requirement for stormwater treatment for a Type II 24-hr storm. 5.3 Storm Drain Capture and Conveyance The storm drain piping system for the proposed development is designed to have maximum reliability of operation, minimal maintenance requirements, and to ensure that inlets function to their design capacities while meeting necessary area drainage requirements. The 25-year design storm has been selected as the basis for design for these conveyance facilities as that is the City of Bozeman requirement from the Design Standards and Specifications Policy (Standards). Time of concentrations for each sub-basin were calculated using the TR-55 method. These time of concentration values were used to calculate peak flows for the 25-year storm and size conveyance facilities. Time of concentration calculations are included in Appendix C. Inlets were placed at all low points in the curb line and at required intervals to limit gutter flow depth to 0.15’ below the top of the curb (spread widths less than 9.5 feet). Inlets and pipes were designed to convey peak flows from a 25-year design storm. A summary spreadsheet for each sub-basin is provided in Appendix C for each inlet. A summary table is provided below for quick reference: _________________________________________________________________________ Page 8 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 2: Basin Peak Flow and Capture Summary Sub- basin Basin Peak Flow (cfs) Runon (cfs) Comb. Peak Flow (cfs) Capture Facility # of Inlets Spread @ Upstr. of Capt. Facility (ft) Capt. Flow (cfs) Byp. Flow (cfs) Bypass Dest. F-West 1.02 0.00 1.02 INLET - GRADE 1 4.77 0.75 0.26 F-West- bypass F-West- bypass 0.03 0.26 0.29 INLET - GRADE 1 2.60 0.27 0.02 OFFSITE F-2.1 0.21 0.00 0.21 CURB CUT 1 2.15 0.21 0.00 F-2.2 F-2.2 0.25 0.00 0.25 CURB CUT 1 2.39 0.24 0.01 F-2.3 F-2.3 0.39 0.00 0.39 CURB CUT 1 3.04 0.35 0.04 F-2.4 F-2.4 0.26 0.00 0.26 CURB CUT 1 2.46 0.25 0.01 OFFSITE K-NW 0.47 0.00 0.47 INLET - GRADE 1 3.14 0.42 0.06 OFFSITE K-NW- BYPASS 0.04 0.06 0.09 INLET - GRADE 1 0.00 0.09 0.00 OFFSITE K-SW 0.56 0.00 0.56 INLET - GRADE 1 3.40 0.47 0.08 OFFSITE K-SW- BYPASS 0.03 0.08 0.11 INLET - GRADE 1 0.00 0.11 0.00 OFFSITE K-0 0.32 0.00 0.32 INLET - SAG 1 2.43 0.32 0.00 NONE K-1 0.47 0.00 0.47 INLET - SAG 1 3.15 0.47 0.00 NONE K-2 0.66 0.00 0.66 INLET - SAG 1 3.61 0.66 0.00 NONE K-3 0.90 0.00 0.90 INLET - SAG 1 4.45 0.90 0.00 NONE K-4 0.40 0.00 0.40 INLET - SAG 1 2.90 0.40 0.00 NONE K-5 0.68 0.00 0.68 INLET - SAG 1 4.11 0.68 0.00 NONE K-6 0.28 0.00 0.28 INLET - GRADE 1 2.37 0.27 0.01 OFFSITE KC-1 0.46 0.44 0.90 INLET - GRADE 1 5.02 0.69 0.22 OFFSITE B-1 1.01 0.00 1.01 INLET - GRADE 1 5.19 0.75 0.26 B-3 B-2 0.63 0.00 0.63 INLET - GRADE 1 4.20 0.52 0.11 B-4 _________________________________________________________________________ Page 9 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 2: Basin Peak Flow and Capture Summary Sub- basin Basin Peak Flow (cfs) Runon (cfs) Comb. Peak Flow (cfs) Capture Facility # of Inlets Spread @ Upstr. of Capt. Facility (ft) Capt. Flow (cfs) Byp. Flow (cfs) Bypass Dest. B-3 0.81 0.26 1.07 INLET - SAG 1 5.01 1.07 0.00 NONE B-4 0.87 0.12 0.98 INLET - SAG 1 4.72 0.98 0.00 NONE C-1 1.23 0.00 1.23 INLET - GRADE 1 5.69 0.87 0.36 C-3 C-2 0.59 0.00 0.59 INLET - GRADE 1 4.13 0.49 0.11 C-4 C-3 0.83 0.36 1.18 INLET - GRADE 1 5.67 0.85 0.33 KC-1 C-4 0.51 0.10 0.61 INLET - GRADE 1 4.26 0.50 0.11 KC-1 PF-1A 2.34 0.00 2.34 INLET - SAG 2 11.40 2.34 0.00 NONE PF-1B 2.07 0.00 2.07 INLET - SAG 2 14.89 2.07 0.00 NONE PF-2 3.69 0.00 3.69 INLET - SAG 3 18.69 3.69 0.00 NONE PF-3A 4.11 0.00 4.11 INLET - SAG 3 22.44 4.11 0.00 NONE PF-3B 4.12 0.00 4.12 INLET - SAG 3 25.02 4.12 0.00 NONE PF-4A 3.30 0.00 3.31 INLET - SAG 4 19.84 3.31 0.00 NONE PF-4B 3.94 0.00 3.94 INLET - SAG 4 21.68 3.94 0.00 NONE PF-M1 0.65 0.00 0.65 INLET - GRADE 1 9.23 0.59 0.07 PF-M2 PF-M2 0.15 0.06 0.21 INLET - GRADE 1 6.09 0.21 0.00 PF-4A P-1 1.54 0.00 1.54 N/A N/A N/A N/A N/A NONE D-1 0.31 0.00 0.31 N/A N/A N/A N/A N/A NONE X-1 0.48 0.00 0.48 N/A N/A N/A N/A N/A OFFSITE X-2N 0.26 0.00 0.26 INLET - SAG 1 0.00 0.26 0.00 NONE X-2S 0.23 0.00 0.23 INLET - SAG 1 0.00 0.23 0.00 NONE Fowler- PreDev 1.21 0.00 1.21 N/A N/A N/A N/A N/A NONE ________________________________________________________________________ Page 10 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Storm drain piping was designed to have a minimum velocity of 3.0 feet per second (fps) at the design depth of flow, or when flowing full, to prevent sediment deposits. Due to the minimum storm main and lateral sizing requirements in the city, some basins do not have sufficient inflow to achieve 3.0 fps during the 25-year design storm at the beginning of the reaches. Slopes were increased as much as feasible to increase velocities while maximizing cover depths at the required minimum pipe sizes. Due to the high groundwater at the site, the minimum cover depth per the COB Standards could not be met, however the piping selected has been designed with adequate cover to meet HS-20 loading requirements (or equivalent HL-93 loading). Piping crossing major traffic areas is proposed to be made of reinforced concrete. A list of conveyance pipes proposed for the site is included below. Table 3: Pipe Conveyance Summary Table Pipe Name Pipe Diameter (in) Pipe Slope (%) 25-yr Storm Peak Design Flow (cfs) Capacity of Pipe @ 0.75 d/D Flow Scenario (cfs) Basins Contributing K-NW-1 12 0.50 0.42 2.99 K-NW K-NW-Lateral 15 0.50 0.51 5.41 K-NW, K-NW-Bypass K-SW-1 15 0.50 0.98 5.41 K-NW, K-NW-Bypass, K-SW K-SW-2 15 0.50 1.09 5.41 K-NW, K-NW-Bypass, K-SW, K-SW-Bypass F-West- Bypass 12 0.50 0.27 2.99 F-West-Bypass F-West- Lateral 15 0.50 1.02 5.41 F-West, F-West-Bypass Fowler-South 18 1.50 1.02 15.25 F-West, F-West-Bypass Fowler-North 18 1.50 2.11 15.25 K-NW, K-NW-Bypass, K-SW, K-SW-Bypass, F-West, F- West-Bypass R-1 Lateral 12 0.30 0.32 1.78 K-0 R-1.1 15 0.30 0.79 4.19 K-0, K-1 R-1.2 15 0.30 0.79 4.19 K-0, K-1 B-3 Lateral 12 0.30 1.07 1.78 B-3 B-4 Lateral 12 0.30 0.98 1.78 B-4 R-2.1 15 0.30 2.05 3.23 B-3, B-4 R-2.2 15 0.30 2.05 4.19 B-3, B-4 K-2 Lateral 12 0.30 0.66 1.78 K-2 R-2.3 15 0.30 2.71 3.23 B-3, B-4, K-2 R-2.4 15 0.30 3.61 4.19 B-3, B-4, K-2, K-3 K-4 Lateral 12 0.30 0.40 1.78 K-4 ________________________________________________________________________ Page 11 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 3: Pipe Conveyance Summary Table Pipe Name Pipe Diameter (in) Pipe Slope (%) 25-yr Storm Peak Design Flow (cfs) Capacity of Pipe @ 0.75 d/D Flow Scenario (cfs) Basins Contributing R-3.1 15 0.30 1.08 3.23 K-4, K-5 R-3.2 15 0.30 1.08 4.19 K-4, K-5 B-1 Lateral 12 0.50 0.75 2.30 B-1 R-4.1 12 0.50 1.27 2.99 B-1, B-2 C-2 Lateral 12 0.30 0.49 2.31 C-2 R-5.1 12 0.30 1.36 2.31 C-1, C-2 C-3 Lateral 12 0.75 0.85 3.66 C-3 R-6.1 12 0.75 1.35 3.66 C-3, C-4 K-6 Lateral 12 0.30 0.69 1.78 K-6 R-6.2 12 0.30 0.96 2.31 K-6, KC-1 PF-2 15 0.40 3.69 3.73 PF-2 PF-3A 15 0.50 4.11 4.17 PF-3A PF-3B 15 0.50 4.12 4.17 PF-3B PF-M.1 12 0.50 0.59 2.99 PF-M1 PF-M.2 12 1.00 0.80 4.22 PF-M2 5.4 Storm Water Treatment Facilities Most stormwater treatment will be performed using subsurface Stormtech® systems. An existing pond will provide treatment for a small portion of the site that currently drains to it. Additionally, a small depression will serve as a stormwater retention area for a portion of the southwest part of the site. LID ponds shall be used in areas described above, and a hydrodynamic separator shall treat some stormwater from Fowler Lane and the westernmost portion of Kurk Drive. These facilities are further described below. Road Corridor Treatment Storm runoff from internal roads is captured in separate stormwater treatment facilities designated with an “R-“. These facilities will have easements associated with each for access and maintenance by the City of Bozeman. Storm facilities R-4 and R-5 shall have vehicular access using the proposed pedestrian ramps which have been oversized to have a 12-foot width. Facility R-6 shall be provided via the concrete boulevard section and proposed sidewalk. These facilities were designed to capture 100% of the 10-year design storm volume and are located above seasonally high groundwater. ________________________________________________________________________ Page 12 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Living Unit Facility Treatment Treatment of stormwater from interior buildings, lawns, and parking shall be performed using treatment facilities beneath parking lots proposed for those dwelling units. These facilities will be owned and maintained by the property owner in accordance with the operation and maintenance manual. These facilities were designed to capture 100% of the 10-year design storm volume and are located above seasonally high groundwater. Hydrodynamic Separator Unit A hydrodynamic separation treatment unit is proposed to be installed near the end of the proposed 18” storm trunk main, at the intersection of Kurk Drive and Fowler Lane. This unit shall initially receive flows from the east side of Fowler Lane and the west end of Kurk Drive and is designed to treat the initial stormwater quality volume while providing means of bypassing the 25-year City of Bozeman design storm. The hydrodynamic separator was designed in coordination with Contech Engineered Solutions LLC and was sized with sufficient capacity to treat the stormwater quality volume for the full buildout condition for the Fowler Corridor with the 62’ road section and 100’ ROW. The CDS 2020-5 unit specified treats the stormwater quality volume of 0.5 inches and was designed by the manufacturer to meet the State of Montana’s requirements to remove trash, oil, and 80% of TSS with a d50 = 125-micron gradation. Treatment is accomplished using a combination of vortex action and screening to remove stormwater pollutants including sediment, oil/hydrocarbons, and trash and debris. Debris and sediment are captured within a sump which shall be evacuated using a vacuum truck periodically. Eastern Fowler Lane LID Basins The eastern portion of the ROW within the current 38’ TBC-TBC configuration will be performed using a series of LID stormwater ponds. Stormwater shall be collected using curb cuts and a curbed conveyance channel. A curbed sediment trap area shall be installed at the outfall to the concrete channel to provide a preferred location for sediment deposition for ease of maintenance. These LID ponds shall be stabilized using a drought-resistant grass mixture as specified on the plans and shall be protected from scour after installation by using straw matting. These facilities were designed to capture 100% of the 10-year design storm volume and are located above seasonally high groundwater. The LID stormwater basins have very mild slopes to minimize danger to the public. The stormwater basins were limited in length due to the proposed running slope of the road. This resulted in a series of shallow depressions within the east boulevard that treat stormwater runoff from the proposed road surface and surrounding landscape and pedestrian facilities within the right-of-way. An overflow drain has been provided to convey water to the 18” trunk storm main which conveys water to the hydrodynamic separator unit. ________________________________________________________________________ Page 13 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Kurk Drive LID Basins Due to the existing high groundwater and grading constraints near the tie-in point at the east end of Kurk Drive (east of the intersection of Buffalo Run Avenue), capture and treatment of stormwater east of the last inlets on Kurk Drive is being proposed using a series of Low-Impact- Design (LID) stormwater ponds. These LID basins are designed to capture and treat the initial stormwater facility volume for Basins X-2N and X-2S and are maximized to the extent possible to provide volume to treat the 10-year storm event. A sag in the road section shall prevent water from leaving the site during the design storm. Park Area The park runoff coefficient is proposed to decrease for the post-development condition and the time of concentration will remain similar to pre-development condition the area will be planted and maintained with denser grasses than the current pasture. No facility is required for the park since there will be less runoff during the post-development condition. A summary table for the park is included below. Table 4: Pre- and Post-Development Summary for Park EAST PARK Sub-basin Area (acres) Runoff Coefficient Tc (min) Stormwater Discharge Volume during 10-yr Storm (ft3) Treatment Facility Treatment Facility Type Pre-Development Park- PreDev 1.96 0.20 27.87 1,169.28 NONE NONE Post-Development Park 1.96 0.17 48.80 1,016.40 NONE NONE NOTE: There is a net decrease in stormwater discharge during the 10-yr, 2-hr design storm due to installation of denser grasses that overall decrease the runoff coefficient for the area. The addition of impervious areas is included in this calculation but is offset by the amount of dense grasses which decrease the imperviousness. Design Storm and Treatment All treatment facilities were designed to store runoff from a 10-year 2-hour storm event. See the tables below for treatment areas, storage volumes, and elevations. Exhibit B is provided to illustrate post-development drainage basins and their designated treatment facilities. Treatment facilities were designed with bottom elevations above the seasonal-high groundwater level. Proposed elevations of treatment structures and estimated high groundwater elevations are specified in Table 5 below. High groundwater elevations are based on data collected at monitoring wells for the project (Appendix B). ________________________________________________________________________ Page 14 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 5: Storm Basin Summary Sub- basin Area (acres) Runoff Coefficient First 1/2" Facility (ft3) Retention Storage (ft3) Treatment Facility Treatment Facility Type F-West 0.27 0.90 438.30 718.81 CDS HYDRODYNAMIC F-West- bypass 0.01 0.90 13.13 21.53 CDS HYDRODYNAMIC F-2.1 0.18 0.51 169.35 277.73 F-2.1 L.I.D. BASIN F-2.2 0.24 0.47 202.02 331.31 F-2.2 L.I.D. BASIN F-2.3 0.41 0.42 313.58 514.28 F-2.3 L.I.D. BASIN F-2.4 0.23 0.50 213.33 349.85 F-2.4 L.I.D. BASIN K-NW 0.16 0.75 212.41 348.35 CDS HYDRODYNAMIC K-NW- BYPASS 0.01 0.75 15.47 25.37 CDS HYDRODYNAMIC K-SW 0.22 0.75 300.75 493.23 CDS HYDRODYNAMIC K-SW- BYPASS 0.01 0.75 13.75 22.55 CDS HYDRODYNAMIC K-0 0.15 0.65 178.02 291.95 R-1 STORMTECH K-1 0.21 0.65 252.58 414.23 R-1 STORMTECH K-2 0.36 0.65 423.45 694.45 R-2 STORMTECH K-3 0.56 0.60 605.53 993.06 R-2 STORMTECH K-4 0.20 0.65 232.05 380.56 R-3 STORMTECH K-5 0.33 0.70 419.85 688.56 R-3 STORMTECH K-6 0.09 0.75 122.19 200.39 R-6 STORMTECH KC-1 0.22 0.70 282.48 463.27 R-6 STORMTECH B-1 0.36 0.75 490.44 804.32 R-4 STORMTECH B-2 0.34 0.75 456.91 749.33 R-4 STORMTECH B-3 0.44 0.65 523.03 857.77 R-2 STORMTECH B-4 0.43 0.68 533.18 874.41 R-2 STORMTECH C-1 0.51 0.75 688.34 1128.88 R-5 STORMTECH C-2 0.27 0.75 363.84 596.70 R-5 STORMTECH C-3 0.43 0.70 551.31 904.15 R-6 STORMTECH C-4 0.28 0.70 350.09 574.14 R-6 STORMTECH PF-1A 0.62 0.90 1008.26 1653.55 S-1A STORMTECH PF-1B 0.70 0.85 1086.37 1781.65 S-1B STORMTECH PF-2 1.41 0.90 2301.49 3774.44 S-2 STORMTECH PF-3A 1.60 0.80 2318.87 3802.94 S-3A STORMTECH PF-3B 1.83 0.85 2820.09 4624.94 S-3B STORMTECH ________________________________________________________________________ Page 15 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 5: Storm Basin Summary Sub- basin Area (acres) Runoff Coefficient First 1/2" Facility (ft3) Retention Storage (ft3) Treatment Facility Treatment Facility Type PF-4A 1.93 0.80 2804.33 4599.11 S-4A STORMTECH PF-4B 2.38 0.80 3459.33 5673.31 S-4B STORMTECH PF-M1 0.25 0.80 360.63 591.44 S-M STORMTECH PF-M2 0.04 0.95 67.45 110.62 S-M STORMTECH P-1 1.14 0.70 1446.03 2371.48 POND DEPRESSION D-1 0.49 0.90 798.00 1308.72 DEPRESSION DEPRESSION X-1 0.20 0.65 238.17 390.60 N/A N/A X-2N 0.11 0.65 127.02 208.31 LID-K-N L.I.D. BASIN X-2S 0.13 0.65 147.82 242.43 LID-K-S L.I.D. BASIN Park 1.98 0.18 660.82 1083.74 N/A N/A Table 6: Treatment Facility Summary Treatment Facility Type Retention Volume Required (cf) Retention Volume Provided (cf) R-1 STORMTECH 706 848 R-2 STORMTECH 3,764 4,412 R-3 STORMTECH 1,069 1,336 R-4 STORMTECH 1,210 1,463 R-5 STORMTECH 1,291 1,454 R-6 STORMTECH 901 929 S-1A STORMTECH 1,654 1,732 S-1B STORMTECH 1,782 1,857 S-2 STORMTECH 3,774 3,899 S-3A STORMTECH 3,803 3,982 S-3B STORMTECH 4,625 4,722 S-4A STORMTECH 4,600 4,901 S-4B STORMTECH 5,673 5,800 S-M STORMTECH 642 710 F-2.1 L.I.D BASIN 272 536 F-2.2 L.I.D BASIN 318 537 ________________________________________________________________________ Page 16 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 6: Treatment Facility Summary Treatment Facility Type Retention Volume Required (cf) Retention Volume Provided (cf) F-2.3 L.I.D BASIN 463 537 F-2.4 L.I.D BASIN 332 562 LID-K-N L.I.D BASIN 208 371 (230 surface + 141 gravel) LID-K-S L.I.D BASIN 242 254 (134 surface + 120 gravel) CDS HYDRODYNAMIC 1,326 N/A - WATER QUAL P-1 POND 2,371 12,269 D-1 DEPRESSION 1,309 2,019 Totals 42,336 55,063 ________________________________________________________________________ Page 17 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT Table 7: Stormwater Facility Elevation and Groundwater Elevation Treatment Facility Bottom Elevation (ft-amsl) Estimated High Groundwater (ft-amsl) R-1 4,997.60 4,997.08 R-2 4,997.41 4,996.82 R-3 4,997.76 4,996.85 R-4 5,000.73 4,999.75 R-5 5,001.59 5,000.63 R-6 4,996.75 4,996.47 S-1A 4,996.05 4,995.75 S-1B 4,997.82 4,996.82 S-2 5,001.73 5,001.14 S-3A 5,002.31 5,001.59 S-3B 5,002.84 5,002.26 S-4A 4,998.25 4,997.23 S-4B 4,998.83 4,997.20 S-M 4,999.44 4,998.24 F-2.1 5,003.61 5,001.00 F-2.2 5,001.07 5,000.00 F-2.3 4,998.51 4,996.00 F-2.4 4,996.50 4,994.00 LID-K-N 4,997.28 4,995.78 LID-K-S 4,997.28 4,996.32 CDS N/A N/A P-1 EXISTING 4,999.06 D-1 5,001.00 5,000.50 5.5 Overflow Overflow from the Fowler Lane LID ponds shall be captured using the proposed overflow drain, conveyed via the proposed stormwater trunk main, and discharged into the Fowler Lane barrow ditch. The conveyance ditch that currently serves as an outlet to the existing onsite pond is proposed to be removed. To protect the proposed structures from damage, an outflow system is being proposed. The system includes a level control structure and Stormtech system that will provide treatment for pond effluent. This will allow the water to percolate back into the subsurface soils if available. In the event that the Stormtech system is unable to handle the peak flows, an overflow manifold and structure will be installed downstream that will allow stormwater to discharge to the proposed trunk storm main along Fowler Lane. It bears emphasizing that this outfall into the storm drain main is a backup measure and is not expected to be a frequent occurrence. Pond overflow will be conveyed through the hydrodynamic separator for treatment and discharge to the existing Fowler barrow ditch. ________________________________________________________________________ Page 18 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT 5.6 Irrigation Ditches The irrigation ditch which currently exists within the east barrow ditch of Fowler Lane is proposed to be redirected south of the property. This redirection is proposed just north of Blackwood Road and shall allow this water to be combined within an improved ditch cross section within the western side of the Fowler Lane right-of-way. This approach was determined to be preferable based on meetings with water rights owners who call water from the ditches. The ditch cross sections have been designed to ensure adequate flow is provided for the existing water rights users, plus provide additional capacity for stormwater flows expected in the ditches from the run-on basin upstream. The new west ditch shall remain combined until just south of Stucky Road where a diversion is provided to re-direct stormwater to an existing culvert that conveys water to Montana State University. Existing irrigation laterals and diversions that currently direct water to properties east of Fowler Lane will be preserved. This will require replacement of existing culverts beneath Fowler Lane. A design memo has been attached as Appendix E which details the design considerations and calculations for sizing the irrigation conveyance facilities along Fowler Lane. Conveying irrigation water within a ditch on the west side of Fowler Lane will allow water, sewer, and storm drain facilities to be installed within the proposed road corridor while maintaining required separation of facilities. Additionally, this methodology establishes the west side ditch as the future location for irrigation facilities within the Fowler corridor as development progresses. Stormwater conveyance and treatment will be located on the eastern side of the Fowler corridor and align with the City’s desire for a future regional stormwater facility to be installed in the future. The waste and seepage ditch that feeds the existing pond is proposed to be abandoned upstream of the project. Owners of BRB and the immediately adjacent upstream and downstream water rights holders for this right have expressed they do not wish to maintain the ditch since they are anticipating developing their properties. Additionally, the Middle Creek Ditch company has expressed they would prefer that this lateral be abandoned. BRB will continue coordinating a plan with the water rights owners and ditch company to divert the seepage ditch back into the Fowler Ditch where appropriate. Owners wishing to abandon their share of the waste and seepage right shall file paperwork with the state terminating water rights. BRB has been in contact with these owners and shall continue to ensure that necessary agreements and paperwork are in place prior to construction. BRB and its delegates have been coordinating with the existing irrigation ditch companies and other water rights holders that have vested water rights for the irrigation waters discussed above. Draft agreements have been provided to all vested parties, and BRB has received signed copies of the agreements from some of these. The executed agreements received so far have been provided with the submittal documents. All proposed development will maintain a minimum 50-ft setback from any designated wetland boundaries if preserving, except where mitigated through required permitting using piping or other means of conveyance. ________________________________________________________________________ Page 19 of 19 THE HOMESTEAD AT BUFFALO RUN – BOZEMAN STORM WATER DESIGN REPORT 6 MAINTENANCE Storm drain inlets, catch basins, and piping will be inspected at least once per year and following large storm events. Any necessary repair or maintenance should be prioritized and scheduled through the spring, summer, and fall. These items may include inspecting for any damage, removing blockages, cleaning and flushing the length of pipes, establishing vegetation on bare slopes at or near inlets, and sediment removal. Maintenance of retention basins is essential. General objectives of maintenance are to prevent clogging, standing water and the growth of weeds and wetland plants. This requires frequent unclogging of the outlets, inlets, and mowing. Removal of sediment with heavy equipment may also be necessary in 10 to 20 years. An Operation and Maintenance Manual is included in Appendix D. Fowler Lane LID ponds and hydrodynamic separator shall be maintained by the City of Bozeman. Facilities servicing the onsite public streets shall be maintained by BRB. Access easements are proposed to the City for these facilities. BRB shall be responsible for maintenance of all onsite stormwater facilities serving the parking lots and building sites. 7 CONCLUSIONS Runoff from the Buffalo Run development will be captured, conveyed, and treated according to City of Bozeman Standards with any alterations approved. The facilities are designed to provide maximum reliability of operation and minimal maintenance requirements. Access routes to any storm facilities not accessible from the road have been provided as required. Additionally, the stormwater design has considered future buildout of Fowler Lane to prevent significant reworking when the corridor is expanded in the future. Exhibit A Vicinity Map BUFFALO RUNBozeman, MontanaLand Planning 䘆 Landscape Architecture 䘆 Development Consulting475 W. 12th Avenue - Suite E - Denver, Colorado 80204-3688 - (303) 893-4288CONTEXT MAPNTSMarch 05, 2020 Exhibit B Post-Development Drainage Basins W A B C D E G F IJ K L M1 A/B 2 A/B 3 A/B 8 A/B 9 A/B 10 A/B 11 A/B 13 A/B 14 A/B 4 A/B 5 A/B 6 A/B 7 A/B 12 A/B N H O CLUBHOUSE 12S12S12S12S12S12S12S12S12S12S12S12S12S12S12S12S12S12S12S16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W-2 .2 5%-1.53%-2.06%-2. 6 6 % -2.67 % D D D D D D D D D D D D D D D D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D D D S-1A S-1B R-1 S-2 S-4A S-4B R-4 R-3 R-5 S-3A S-3B P-1 R-2 R-6 S-M D-1 D DD ST-POND 2022COPYRIGHT © MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY \\MMI\SHARE\BOZEMAN\PROJECTS\6475\005 - BUFFALO RUN - SITE PLAN\ACAD\EXHIBITS\STORMWATER\6475.005_STORMWATER-POSTDEV.DWG PLOTTED BY:LEE HAGEMANON May/24/2022 REVISIONS DRAWN BY: DSGN. BY: APPR. BY: DATE: Q.C. REVIEW DATE: BY: 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net engineers surveyors planners scientists MorrisonMaierle VERIFY SCALE AND COLOR! THIS SHEET MAY BE REDUCED AND IS INTENDED TO BE IN COLOR. THE BAR BELOW WILL MEASURE ONE INCH AT ORIGINAL DESIGN SCALE AND RED, GREEN, AND BLUE WILL BE VISIBLE IFREPRODUCED CORRECTLY. MODIFY SCALE ACCORDINGLY! THE HOMESTEAD AT BUFFALO RUN BOZEMAN MONTANA POST-DEVELOPMENT STORMWATER MAP 6475.005 EX-B LRH LRH MEE 05/2022 50 10025500 SCALE IN FEET 1.FACILITIES ARE DESIGNED AS RETENTION FOR THE REQUIRED 10-YR / 2-HR DESIGN STORM PER COB. 2.SUBSURFACE DRAINAGE FOR DOWNSPOUTS ARE NOT CURRENTLY PROPOSED. GENERAL NOTES LEGEND TREATMENT BASIN OUTLINE (COLOR VARIES) SUBBASINF2.3R-2D-1R-4R-5S-1AS-1BS-2S-3AS-3BS-4AS-4BPARKP-1R-1KURK DRIVE HOMESTEAD AVEBUFFALO RUN AVEFOWLER LANEX-105/16/2022 R-6F2.2F2.1F2.4R-3S-MCDS TREATMENT UNIT CDS X-2N X-2S Appendix A NRCS Soils Report United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Gallatin County Area, Montana Buffalo Run Natural Resources Conservation Service July 20, 2020 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Gallatin County Area, Montana.......................................................................13 448A—Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes....................................................................................................13 457A—Turner loam, moderately wet, 0 to 2 percent slopes.......................15 510B—Meadowcreek loam, 0 to 4 percent slopes......................................16 References............................................................................................................18 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 50544305054480505453050545805054630505468050547305054430505448050545305054580505463050546805054730493480 493530 493580 493630 493680 493730 493780 493830 493880 493930 493480 493530 493580 493630 493680 493730 493780 493830 493880 493930 45° 38' 46'' N 111° 5' 2'' W45° 38' 46'' N111° 4' 39'' W45° 38' 35'' N 111° 5' 2'' W45° 38' 35'' N 111° 4' 39'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,220 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Gallatin County Area, Montana Survey Area Data: Version 24, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 3, 2009—Sep 1, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 448A Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes 5.8 27.8% 457A Turner loam, moderately wet, 0 to 2 percent slopes 13.6 65.2% 510B Meadowcreek loam, 0 to 4 percent slopes 1.4 7.0% Totals for Area of Interest 20.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Custom Soil Resource Report 11 landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Gallatin County Area, Montana 448A—Hyalite-Beaverton complex, moderately wet, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 56sq Elevation: 4,450 to 5,300 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Farmland classification: Farmland of local importance Map Unit Composition Hyalite and similar soils: 70 percent Beaverton and similar soils: 20 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hyalite Setting Landform: Alluvial fans, stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy alluvium Typical profile A - 0 to 5 inches: loam Bt1 - 5 to 9 inches: clay loam Bt2 - 9 to 17 inches: silty clay loam 2Bt3 - 17 to 26 inches: very cobbly sandy clay loam 3C - 26 to 60 inches: very cobbly loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.57 in/hr) Depth to water table: About 48 to 96 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: Upland Grassland (R043BP818MT) Hydric soil rating: No Custom Soil Resource Report 13 Description of Beaverton Setting Landform: Alluvial fans, stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 5 inches: cobbly loam Bt - 5 to 21 inches: very gravelly clay loam Bk - 21 to 25 inches: very cobbly coarse sandy loam 2Bk - 25 to 60 inches: extremely cobbly loamy coarse sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 48 to 96 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 3.7 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: Upland Grassland (R043BP818MT) Hydric soil rating: No Minor Components Meadowcreek Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Subirrigated (Sb) 15-19" p.z. (R044XS359MT) Hydric soil rating: No Beaverton Percent of map unit: 5 percent Landform: Stream terraces, alluvial fans Down-slope shape: Linear Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Hydric soil rating: No Custom Soil Resource Report 14 457A—Turner loam, moderately wet, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 56tb Elevation: 4,300 to 5,200 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Farmland classification: Prime farmland if irrigated Map Unit Composition Turner and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Turner Setting Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Typical profile A - 0 to 6 inches: loam Bt - 6 to 12 inches: clay loam Bk - 12 to 26 inches: clay loam 2C - 26 to 60 inches: very gravelly loamy sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 48 to 96 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: Loamy (Lo) LRU 44B-B (R044BB032MT) Hydric soil rating: No Custom Soil Resource Report 15 Minor Components Meadowcreek Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Subirrigated (Sb) 15-19" p.z. (R044XS359MT) Hydric soil rating: No Beaverton Percent of map unit: 5 percent Landform: Alluvial fans, stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Hydric soil rating: No Turner Percent of map unit: 5 percent Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Silty (Si) 15-19" p.z. (R044XS355MT) Hydric soil rating: No 510B—Meadowcreek loam, 0 to 4 percent slopes Map Unit Setting National map unit symbol: 56vt Elevation: 4,200 to 5,950 feet Mean annual precipitation: 12 to 18 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Farmland classification: Prime farmland if irrigated Map Unit Composition Meadowcreek and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Meadowcreek Setting Landform: Stream terraces Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium Custom Soil Resource Report 16 Typical profile A - 0 to 11 inches: loam Bg - 11 to 25 inches: silt loam 2C - 25 to 60 inches: very gravelly sand Properties and qualities Slope: 0 to 4 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 24 to 42 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water storage in profile: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: Subirrigated (Sb) LRU 44B-Y (R044BY150MT) Hydric soil rating: No Minor Components Blossberg Percent of map unit: 10 percent Landform: Terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Wet Meadow (WM) 15-19" p.z. (R044XS365MT) Hydric soil rating: Yes Beaverton Percent of map unit: 5 percent Landform: Alluvial fans, stream terraces Down-slope shape: Linear Across-slope shape: Linear Ecological site: Shallow to Gravel (SwGr) 15-19" p.z. (R044XS354MT) Hydric soil rating: No Custom Soil Resource Report 17 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 18 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 19 Appendix B Groundwater Data [][][][][][][][][][][] E P E W W W W W DYH G G I II I I S S S I S MW MW T T W WV WV WV WV SAN MANHOLE RIM=5000.88 INV S=4989.86 INV E=4989.66 WV WV WV WV BRAWNER D I A N E L . R E V T R U S T D A T E D 0 7 / 2 3 / 1 4 C.O.S. 207 4 MEADOW C R E E K P A R T N E R S L L C MEADOW C R E E K S U B D I V I S I O N P H A S E 1 NEESE UR S U L A N12 S12 SW14 SW14 SECTIO N 2 3 T 2 S R 5 E KOUNTZ D A Y L E H . M A R I T A L T R U S T S12 SE14 SECTION 2 2 T 2 S R 5 E BRAWNER D I A N E L . R E V T R U S T D A T E D 0 7 / 2 3 / 1 4 C.O.S 1861 MW MW MW MW MW WV VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCH ON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2021COPYRIGHT © MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\6475\005 - BUFFALO RUN - SITE PLAN\ACAD\EXHIBITS\MONITORING\6475.005_MONITORINGWELLSEXHIBIT.DWGREVISIONS DRAWN BY: DSGN. BY: APPR. BY: DATE: Q.C. REVIEW DATE: BY: 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net engineers surveyors planners scientists MorrisonMaierle PLOTTED BY:LEE HAGEMAN ON Oct/14/2021 THE HOMESTEAD AT BUFFALO RUN BOZEMAN MONTANA GROUNDWATER WELL MONITORING MAP 6475.005 GW-1 LRH 10/2021 60 12030600 SCALE IN FEET GW WELL #1 GW WELL #2 GW WELL #3 GW WELL #4 GW WELL #5 NOTE: MONITORING WELLS INSTALLED BY RAWHIDE ENGINEERING ON 3/5/2020 4/6/2020 4/13/2020 4/21/2020 4/27/2020 5/4/2020 5/11/2020 5/18/2020 5/26/2020 6/3/2020 6/8/2020 6/15/2020 6/22/2020 6/29/2020 7/6/2020 7/13/2020 7/20/2020 7/27/2020 8/3/2020 8/10/2020 8/17/2020 8/24/2020 8/31/2020 9/8/2020 9/14/2020 9/21/2020 9/28/2020 10/5/2020 10/13/2020 10/20/2020 10/27/2020 11/3/2020 11/10/2020 11/17/2020 11/24/2020 12/1/2020 12/7/2020 12/14/2020 12/22/2020 12/28/202012.06 2.16 2.34 2.72 3.18 3.70 4.05 3.78 2.86 2.21 1.58 1.26 0.70 1.06 1.80 2.00 1.73 2.26 1.96 2.30 2.80 3.75 3.55 3.75 3.86 3.70 3.56 4.05 4.09 4.26 4.20 4.40 4.50 4.54 4.72 4.85 5.06 5.17 5.2222.52 2.80 2.97 3.41 3.95 4.44 4.77 4.47 3.69 2.95 2.29 1.99 1.92 2.14 2.77 2.82 2.34 3.88 2.37 3.28 3.61 3.82 4.37 3.82 4.68 4.70 4.48 4.87 4.97 5.02 4.87 5.04 5.13 5.14 5.30 5.40 5.55 5.66 5.6833.99 4.28 4.39 4.65 4.94 5.33 3.90 3.31 3.29 3.32 3.37 3.40 3.25 3.40 3.65 3.81 3.82 3.81 4.20 3.58 3.69 3.95 4.20 3.95 4.51 4.20 3.92 4.85 4.73 4.71 4.37 4.72 4.79 4.93 5.24 5.50 5.65 5.63 5.6743.18 3.37 3.50 3.84 4.27 4.68 4.68 3.78 2.44 2.38 2.17 2.05 1.65 1.80 2.33 2.63 2.68 4.12 3.22 2.48 2.43 2.84 3.74 2.84 4.18 3.28 3.53 4.43 4.40 4.65 4.44 4.90 4.86 4.93 5.20 5.40 5.60 5.73 5.7651.90 2.19 2.32 2.68 3.09 3.53 3.67 3.02 1.91 1.76 1.41 1.30 0.86 1.12 1.66 1.90 1.91 2.09 1.58 1.74 1.91 2.26 3.00 2.26 3.40 2.99 2.84 3.56 3.59 3.74 3.51 3.71 3.84 3.88 4.09 4.27 4.47 4.58 4.591/6/2021 1/12/2021 1/20/2021 1/28/2021 2/3/2021 2/12/2021 2/19/2021 2/26/2021 3/5/2021 3/12/2021 3/19/2021 3/26/2021 4/2/2021 4/9/2021 4/16/2021 4/24/2021 4/30/2021 5/7/2021 5/14/2021 5/21/2021 5/26/2021 6/2/2021 6/9/2021 6/16/2021 6/24/2021 6/30/2021 7/8/2021 7/14/2021 7/21/2021 7/28/2021 8/3/202115.33 5.39 5.44 5.55 5.63 5.72 5.77 5.66 5.66 4.59 3.27 2.96 3.06 3.19 3.44 3.76 3.83 4.1 3.62 3.81 3.48 3.28 3.36 3.03 2.26 2.46 2.66 2.74 3.56 3.91 3.8925.75 5.79 5.82 5.9 5.98 6.03 6.07 5.96 5.99 4.82 3.63 3.46 3.67 3.84 4.05 4.42 4.46 4.74 4.21 4.54 4.16 5 4.15 3.62 2.85 3.17 3.58 3.67 4.47 4.88 4.9735.91 5.97 6.09 6.28 6.36 6.49 6.53 6.49 6.51 4.7 3.41 3.61 3.91 4.36 4.57 4.89 4.8 5.29 4.75 4.07 3.65 3.28 3.54 3.44 3.57 3.47 4.00 4.12 4.33 4.58 4.4345.92 5.99 6.07 6.19 6.3 6.43 6.49 6.44 6.47 5.28 3.37 3.55 3.78 4.02 4.23 4.62 4.67 4.94 4.49 4.37 3.92 3.44 3.57 3.6 3.31 3.08 3.59 3.66 3.67 4.39 4.3754.73 4.81 4.87 4.99 5.09 5.19 5.22 5.14 5.19 3.97 2.45 2.49 2.7 2.9 3.12 3.46 3.5 3.77 3.33 3.41 4.00 2.68 2.81 2.75 2.33 2.35 2.7 2.76 3.41 3.63 3.64‐0.19 0.33 0.2‐0.08 0.33 0.77‐0.2‐0.2‐0.08‐0.82‐0.35 0.02 3.89‐0.33 0.38‐0.84 0.85 0.53 0.77‐0.32‐0.41‐0.09‐0.8‐0.41‐0.09 4.970.68 0.42 0.37‐0.26 0.1‐0.13 0.1‐0.53‐0.12‐0.21‐0.25 0.15 4.430.12 0.45 0.48‐0.13‐0.03 0.29 0.23‐0.51‐0.07‐0.01‐0.72 0.02 4.37‐0.08‐0.59 1.32‐0.13 0.06 0.42‐0.02‐0.35‐0.06‐0.65‐0.22‐0.01 3.640.04 0.198 0.306 0.05 0.198 0.424‐0.042‐0.4‐0.084‐0.498‐0.39 0.018 4.26WellDATES OF MEASUREMENT 6475.002 ‐ Buffalo Run ‐ Weekly Water Levels (FT) (Depths below Ground)Well 6475.002 ‐ Buffalo Run ‐ Weekly Water Levels (FT) (Depths below Ground)DATES OF MEASUREMENT0.000.501.001.502.002.503.003.504.004.505.005.506.006.507.003/10/2020 6/18/2020 9/26/2020 1/4/2021 4/14/2021 7/23/2021 10/31/2021Depth Below Ground (ft)DateGround Water Depth Below GroundWELL 1WELL 2WELL 3WELL 4WELL 5 Appendix C Storm Water Calculations Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Asphalt & Curb 11,688 0.268 0.90 0.241 0.90 1.10 0.99 0.99 0.266 Landscape 0 0.000 0.20 0.000 Totals 11,688 0.268 0.241 0.266 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 22.00 1.4% n/a 0.86 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 619.00 1.6% 2.69 3.84 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min <= Sum less than 5 minutes; therefore, use time of concentration of 5 minute QRUNON:0.000 cfs QPOST‐DEV(BASIN):1.016 cfs QTOTAL:1.016 cfs Inlet Type:Combination QINTERCEPTED:0.755 cfs QBYPASS:0.261 cfs Gutter Spread Width: 4.77 ft Depth of Flow in Gutter: 2.3 in Buffalo Run | Post-Development Subbasin F-West - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 1 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Asphalt & Curb 350 0.008 0.90 0.007 0.90 1.10 0.99 0.99 0.008 Totals 350 0.008 0.007 0.008 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 22.00 1.4% n/a 0.78 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 15.00 1.6% 2.12 0.12 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min <= Sum less than 5 minutes; therefore, use time of concentration of 5 minute QRUNON:0.261 cfs QPOST‐DEV(BASIN):0.030 cfs QTOTAL:0.291 cfs Inlet Type:Curb Only QINTERCEPTED:0.286 cfs QBYPASS:0.006 cfs Gutter Spread Width: 2.60 ft Depth of Flow in Gutter: 1.5 in Buffalo Run | Post-Development Subbasin F-West-bypass - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 2 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Asphalt & Path 3,508 0.081 0.90 0.072 0.51 1.10 0.56 0.56 0.103 Landscaped 4,536 0.104 0.20 0.021 Totals 8,044 0.185 0.093 0.103 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 58.00 2.1% n/a 12.71 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 63.34 1.6% 2.00 0.53 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 13.2 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.211 cfs QTOTAL:0.211 cfs Inlet Type:Curb Only QINTERCEPTED:0.210 cfs QBYPASS:0.000 cfs Gutter Spread Width: 2.15 ft Depth of Flow in Gutter: 1.4 in Buffalo Run | Post-Development Subbasin F-2.1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 3 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Asphalt & Path 3,985 0.091 0.90 0.082 0.47 1.10 0.52 0.52 0.122 Landscaped 6,310 0.145 0.20 0.029 Totals 10,295 0.236 0.111 0.122 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 58.00 2.1% n/a 12.53 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 93.50 1.6% 2.06 0.76 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 13.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.251 cfs QTOTAL:0.251 cfs Inlet Type:Curb Only QINTERCEPTED:0.250 cfs QBYPASS:0.001 cfs Gutter Spread Width: 2.39 ft Depth of Flow in Gutter: 1.4 in Buffalo Run | Post-Development Subbasin F-2.2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 4 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Asphalt & Path 5,690 0.131 0.90 0.118 0.42 1.10 0.47 0.47 0.190 Landscaped 12,025 0.276 0.20 0.055 Totals 17,715 0.407 0.173 0.190 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 58.00 2.1% n/a 12.53 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 93.15 1.6% 2.23 0.70 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 13.2 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.390 cfs QTOTAL:0.390 cfs Inlet Type:Curb Only QINTERCEPTED:0.362 cfs QBYPASS:0.028 cfs Gutter Spread Width: 3.04 ft Depth of Flow in Gutter: 1.7 in Buffalo Run | Post-Development Subbasin F-2.3 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 5 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Asphalt & Path 4,404 0.101 0.90 0.091 0.50 1.10 0.55 0.55 0.129 Landscaped 5,781 0.133 0.20 0.027 Totals 10,185 0.234 0.118 0.129 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 58.00 2.1% n/a 12.53 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 93.50 1.6% 2.08 0.75 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 13.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.265 cfs QTOTAL:0.265 cfs Inlet Type:Curb Only QINTERCEPTED:0.261 cfs QBYPASS:0.004 cfs Gutter Spread Width: 2.46 ft Depth of Flow in Gutter: 1.5 in Buffalo Run | Post-Development Subbasin F-2.4 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 6 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 6,797 0.156 0.75 0.117 0.75 1.10 0.83 0.83 0.129 Totals 6,797 0.156 0.117 0.129 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 13.50 1.5% n/a 4.10 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 184.00 2.1% 2.58 1.19 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.475 cfs QTOTAL:0.475 cfs Inlet Type:Combination QINTERCEPTED:0.418 cfs QBYPASS:0.058 cfs Gutter Spread Width: 3.14 ft Depth of Flow in Gutter: 1.7 in Buffalo Run | Post-Development Subbasin K-NW - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 7 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 495 0.011 0.75 0.009 0.75 1.10 0.83 0.83 0.009 Totals 495 0.011 0.009 0.009 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 13.50 1.5% n/a 4.10 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 10.00 2.1% 1.33 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min <= Sum less than 5 minutes; therefore, use time of concentration of 5 minute QRUNON:0.058 cfs QPOST‐DEV(BASIN):0.036 cfs QTOTAL:0.093 cfs Inlet Type:Combination QINTERCEPTED:0.093 cfs QBYPASS:0.000 cfs Gutter Spread Width: 0.00 ft Depth of Flow in Gutter: N/A Buffalo Run | Post-Development Subbasin K-NW-BYPASS - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 8 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 9,624 0.221 0.75 0.166 0.75 1.10 0.83 0.83 0.182 Totals 9,624 0.221 0.166 0.182 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 20.00 1.5% n/a 5.93 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 184.00 2.1% 2.66 1.15 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.1 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.558 cfs QTOTAL:0.558 cfs Inlet Type:Combination QINTERCEPTED:0.475 cfs QBYPASS:0.082 cfs Gutter Spread Width: 3.40 ft Depth of Flow in Gutter: 1.8 in Buffalo Run | Post-Development Subbasin K-SW - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 9 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 440 0.010 0.75 0.008 0.75 1.10 0.83 0.83 0.008 Totals 440 0.010 0.008 0.008 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 20.00 1.5% n/a 5.93 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 10.00 2.1% 1.58 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.9 min QRUNON:0.082 cfs QPOST‐DEV(BASIN):0.029 cfs QTOTAL:0.111 cfs Inlet Type:Combination QINTERCEPTED:0.111 cfs QBYPASS:0.000 cfs Gutter Spread Width: 0.00 ft Depth of Flow in Gutter: N/A Buffalo Run | Post-Development Subbasin K-SW-BYPASS - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 10 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 6,573 0.151 0.65 0.098 0.65 1.10 0.72 0.72 0.108 Totals 6,573 0.151 0.098 0.108 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 20.00 1.5% n/a 5.93 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 89.00 0.3% 1.09 1.36 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.324 cfs QTOTAL:0.324 cfs Inlet Type:Sag QINTERCEPTED:0.324 cfs QBYPASS:0.000 cfs Gutter Spread Width: 2.43 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-0 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 11 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 9,326 0.214 0.65 0.139 0.65 1.10 0.72 0.72 0.153 Totals 9,326 0.214 0.139 0.153 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 20.00 1.5% n/a 5.93 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 85.00 0.3% 1.18 1.20 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.1 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.467 cfs QTOTAL:0.467 cfs Inlet Type:Sag QINTERCEPTED:0.467 cfs QBYPASS:0.000 cfs Gutter Spread Width: 3.15 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 12 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 15,635 0.359 0.65 0.233 0.65 1.10 0.72 0.72 0.257 Totals 15,635 0.359 0.233 0.257 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 23.50 1.4% n/a 6.70 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 255.00 0.6% 1.61 2.64 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 9.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.658 cfs QTOTAL:0.658 cfs Inlet Type:Sag QINTERCEPTED:0.659 cfs QBYPASS:0.000 cfs Gutter Spread Width: 4.99 ft Gutter Spread Width: 3.61 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 13 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 24,221 0.556 0.60 0.334 0.60 1.10 0.66 0.66 0.367 Totals 24,221 0.556 0.334 0.367 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 30.00 1.5% n/a 7.55 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 255.00 0.6% 1.72 2.47 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 10.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.900 cfs QTOTAL:0.900 cfs Inlet Type:Sag QINTERCEPTED:0.900 cfs QBYPASS:0.000 cfs Gutter Spread Width: 5.69 ft Gutter Spread Width: 4.45 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-3 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 14 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 8,568 0.197 0.65 0.128 0.65 1.10 0.72 0.72 0.141 Totals 8,568 0.197 0.128 0.141 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 24.00 1.5% n/a 6.63 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 134.00 0.7% 1.60 1.40 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.397 cfs QTOTAL:0.397 cfs Inlet Type:Sag QINTERCEPTED:0.397 cfs QBYPASS:0.000 cfs Gutter Spread Width: 3.76 ft Gutter Spread Width: 2.90 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-4 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 15 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 14,395 0.330 0.70 0.231 0.70 1.10 0.77 0.77 0.254 Totals 14,395 0.330 0.231 0.254 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 30.00 1.5% n/a 7.55 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 134.00 0.7% 1.78 1.25 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.8 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.678 cfs QTOTAL:0.678 cfs Inlet Type:Sag QINTERCEPTED:0.678 cfs QBYPASS:0.000 cfs Gutter Spread Width: 4.79 ft Gutter Spread Width: 4.11 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin K-5 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 16 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 3,910 0.090 0.75 0.067 0.75 1.10 0.83 0.83 0.074 Totals 3,910 0.090 0.067 0.074 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 15.00 1.5% n/a 0.63 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 90.00 2.1% 2.36 0.64 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.283 cfs QTOTAL:0.283 cfs Inlet Type:Combination QINTERCEPTED:0.271 cfs QBYPASS:0.013 cfs Gutter Spread Width: 2.37 ft Depth of Flow in Gutter: 1.4 in Buffalo Run | Post-Development Subbasin K-6 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS <= Sum less than 5 minutes; therefore, use time of concentration of 5 minutes N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 17 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 15,694 0.360 0.75 0.270 0.75 1.10 0.83 0.83 0.297 Totals 15,694 0.360 0.270 0.297 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 14.00 2.1% n/a 4.01 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 270.00 1.1% 2.31 1.95 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 6.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):1.017 cfs QTOTAL:1.017 cfs Inlet Type:Combination QINTERCEPTED:0.754 cfs QBYPASS:0.263 cfs Gutter Spread Width: 5.19 ft Depth of Flow in Gutter: 2.5 in Buffalo Run | Post-Development Subbasin B-1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 18 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 14,621 0.336 0.75 0.252 0.75 1.10 0.83 0.83 0.277 Totals 14,621 0.336 0.252 0.277 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 36.00 1.0% n/a 9.47 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 231.00 1.1% 2.09 1.84 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 11.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.628 cfs QTOTAL:0.628 cfs Inlet Type:Combination QINTERCEPTED:0.512 cfs QBYPASS:0.116 cfs Gutter Spread Width: 4.20 ft Depth of Flow in Gutter: 2.1 in Buffalo Run | Post-Development Subbasin B-2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 19 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 19,312 0.443 0.65 0.288 0.65 1.10 0.72 0.72 0.317 Totals 19,312 0.443 0.288 0.317 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 30.00 1.8% n/a 7.17 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 306.00 1.0% 2.30 2.22 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 9.4 min QRUNON:0.263 cfs QPOST‐DEV(BASIN):0.810 cfs QTOTAL:1.073 cfs Inlet Type:Sag QINTERCEPTED:1.073 cfs QBYPASS:0.000 cfs Gutter Spread Width: 5.01 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin B-3 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 20 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 18,818 0.432 0.68 0.294 0.68 1.10 0.75 0.75 0.323 Totals 18,818 0.432 0.294 0.323 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 25.00 1.8% n/a 6.45 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 306.00 1.0% 2.25 2.26 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.7 min QRUNON:0.116 cfs QPOST‐DEV(BASIN):0.866 cfs QTOTAL:0.982 cfs Inlet Type:Sag QINTERCEPTED:0.982 cfs QBYPASS:0.000 cfs Gutter Spread Width: 4.72 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin B-4 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 21 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 22,027 0.506 0.75 0.379 0.75 1.10 0.83 0.83 0.417 Totals 22,027 0.506 0.379 0.417 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 21.00 1.9% n/a 5.56 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 270.00 1.0% 2.37 1.90 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.5 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):1.235 cfs QTOTAL:1.235 cfs Inlet Type:Combination QINTERCEPTED:0.879 cfs QBYPASS:0.356 cfs Gutter Spread Width: 5.69 ft Depth of Flow in Gutter: 2.6 in Buffalo Run | Post-Development Subbasin C-1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 22 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 11,643 0.267 0.75 0.200 0.75 1.10 0.83 0.83 0.221 Totals 11,643 0.267 0.200 0.221 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 28.00 1.9% n/a 6.55 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 264.00 1.0% 2.03 2.17 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.7 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.591 cfs QTOTAL:0.591 cfs Inlet Type:Combination QINTERCEPTED:0.487 cfs QBYPASS:0.104 cfs Gutter Spread Width: 4.13 ft Depth of Flow in Gutter: 2.1 in Buffalo Run | Post-Development Subbasin C-2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 23 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 18,902 0.434 0.70 0.304 0.70 1.10 0.77 0.77 0.334 Totals 18,902 0.434 0.304 0.334 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 25.00 1.6% n/a 6.65 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 442.00 1.0% 2.28 3.23 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 9.9 min QRUNON:0.356 cfs QPOST‐DEV(BASIN):0.827 cfs QTOTAL:1.183 cfs Inlet Type:Combination QINTERCEPTED:0.851 cfs QBYPASS:0.332 cfs Gutter Spread Width: 5.67 ft Buffalo Run | Post-Development Subbasin C-3 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 24 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 12,003 0.276 0.70 0.193 0.70 1.10 0.77 0.77 0.212 Totals 12,003 0.276 0.193 0.212 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 23.50 1.4% n/a 6.70 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 442.00 1.0% 1.99 3.71 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 10.4 min QRUNON:0.104 cfs QPOST‐DEV(BASIN):0.508 cfs QTOTAL:0.612 cfs Inlet Type:Combination QINTERCEPTED:0.501 cfs QBYPASS:0.111 cfs Gutter Spread Width: 4.26 ft Depth of Flow in Gutter: 2.1 in Buffalo Run | Post-Development Subbasin C-4 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 25 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 9,685 0.222 0.70 0.156 0.70 1.10 0.77 0.77 0.171 Totals 9,685 0.222 0.156 0.171 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 41.00 2.1% n/a 7.92 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 102.00 1.0% 2.18 0.78 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.7 min QRUNON:0.443 cfs QPOST‐DEV(BASIN):0.459 cfs QTOTAL:0.903 cfs Inlet Type:Combination QINTERCEPTED:0.686 cfs QBYPASS:0.216 cfs Gutter Spread Width: 5.02 ft Depth of Flow in Gutter: 2.4 in Buffalo Run | Post-Development Subbasin KC-1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 26 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 26,887 0.617 0.90 0.556 0.90 1.10 0.99 0.99 0.611 Totals 26,887 0.617 0.556 0.611 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 134.00 1.8% n/a 2.47 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 89.00 1.9% 2.91 0.51 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):2.338 cfs QTOTAL:2.338 cfs Inlet Type:Sag QINTERCEPTED:2.338 cfs QBYPASS:0.000 cfs Gutter Spread Width: 11.40 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-1A - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS <= Sum less than 5 minutes; therefore, use time of concentration of 5 minutes N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 27 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 30,674 0.704 0.85 0.599 0.85 1.10 0.94 0.94 0.658 Totals 30,674 0.704 0.599 0.658 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 134.00 1.3% n/a 6.76 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 0.00 1.6% 3.12 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 6.8 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):2.077 cfs QTOTAL:2.077 cfs Inlet Type:Sag QINTERCEPTED:2.077 cfs QBYPASS:0.000 cfs Gutter Spread Width: 14.89 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-1B - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 28 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 61,373 1.409 0.90 1.268 0.90 1.10 0.99 0.99 1.395 Totals 61,373 1.409 1.268 1.395 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 46.00 1.6% n/a 5.86 Shallow Concentrated Flow 321.00 0.7% 1.78 3.01 Gutter 0.00 1.6% 3.56 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 8.9 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):3.700 cfs QTOTAL:3.700 cfs Inlet Type:Sag QINTERCEPTED:3.700 cfs QBYPASS:0.000 cfs Gutter Spread Width: 18.69 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 29 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 69,566 1.597 0.80 1.278 0.80 1.10 0.88 0.88 1.405 Totals 69,566 1.597 1.278 1.405 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 175.00 2.5% n/a 7.59 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 0.00 1.6% 3.66 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.6 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):4.118 cfs QTOTAL:4.118 cfs Inlet Type:Sag QINTERCEPTED:4.118 cfs QBYPASS:0.000 cfs Gutter Spread Width: 22.44 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-3A - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 30 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 79,626 1.828 0.85 1.554 0.85 1.10 0.94 0.94 1.709 Totals 79,626 1.828 1.554 1.709 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 107.00 0.7% n/a 10.33 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 0.00 1.6% 3.65 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 10.3 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):4.109 cfs QTOTAL:4.109 cfs Inlet Type:Sag QINTERCEPTED:4.109 cfs QBYPASS:0.000 cfs Gutter Spread Width: 25.02 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-3B - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 31 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 84,130 1.931 0.80 1.545 0.80 1.10 0.88 0.88 1.700 Totals 84,130 1.931 1.545 1.700 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 95.00 1.8% n/a 13.26 Shallow Concentrated Flow 158.00 1.3% 2.38 1.11 Gutter 0.00 1.6% 3.47 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 14.4 min QRUNON:0.001 cfs QPOST‐DEV(BASIN):3.309 cfs QTOTAL:3.311 cfs Inlet Type:Sag QINTERCEPTED:3.311 cfs QBYPASS:0.000 cfs Gutter Spread Width: 19.84 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-4A - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 32 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 103,780 2.382 0.80 1.906 0.80 1.10 0.88 0.88 2.097 Totals 103,780 2.382 1.906 2.097 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 102.00 0.9% n/a 13.39 Shallow Concentrated Flow 221.00 1.0% 2.03 1.82 Gutter 0.00 1.6% 3.62 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 15.2 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):3.937 cfs QTOTAL:3.937 cfs Inlet Type:Sag QINTERCEPTED:3.937 cfs QBYPASS:0.000 cfs Gutter Spread Width: 21.68 ft (AUTODESK HYDRAFLOW) Buffalo Run | Post-Development Subbasin PF-4B - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 33 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 10,819 0.248 0.80 0.199 0.80 1.10 0.88 0.88 0.219 Totals 10,819 0.248 0.199 0.219 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 169.00 2.7% n/a 6.84 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 60.00 1.8% 1.74 0.58 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 7.4 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.650 cfs QTOTAL:0.650 cfs Inlet Type:Grate Only QINTERCEPTED:0.586 cfs QBYPASS:0.063 cfs Gutter Spread Width: 9.23 ft Depth of Flow in Gutter: 1.0 in Buffalo Run | Post-Development Subbasin PF-M1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 34 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 1,704 0.039 0.95 0.037 0.95 1.10 1.05 1.00 0.039 Totals 1,704 0.039 0.037 0.039 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 68.00 2.7% n/a 1.11 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 10.00 1.8% 1.31 0.13 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 5.0 min <= Sum less than 5 minutes; therefore, use time of concentration of 5 minute QRUNON:0.063 cfs QPOST‐DEV(BASIN):0.150 cfs QTOTAL:0.213 cfs Inlet Type:Grate Only QINTERCEPTED:0.212 cfs QBYPASS:0.001 cfs Gutter Spread Width: 6.09 ft Depth of Flow in Gutter: 0.6 in Buffalo Run | Post-Development Subbasin PF-M2 - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 35 of 43 Design Storm Frequency =25 Years PRE-DEVELOPMENT BASIN CHARACTERISTICS Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 49,578 1.138 0.60 0.683 0.60 1.10 0.66 0.66 0.751 Totals 49,578 1.138 0.683 0.751 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (%) (ft/2)(min) Sheet Flow 80.00 1.0% n/a 14.2 Shallow Concentrated Flow 60.00 1.0% 0.15 6.6 20.8 POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 49,578 1.138 0.70 0.797 0.70 1.10 0.77 0.77 0.876 Totals 49,578 1.138 0.797 0.876 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 90.00 3.6% n/a 16.92 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 16.9 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):1.537 cfs QTOTAL:1.537 cfs POST‐DEVELOPMENT FLOW RATES Buffalo Run | Post-Development Subbasin P-1 - Time of Concentration PRE‐DEVELOPMENT FLOW RATE FOR DESIGN STORM 1.154 cfs N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 36 of 43 Design Storm Frequency =25 Years PRE-DEVELOPMENT BASIN CHARACTERISTICS Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 21,280 0.489 0.20 0.098 0.20 1.10 0.22 0.22 0.107 Totals 21,280 0.489 0.098 0.107 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (%) (ft/2)(min) Sheet Flow 147.00 3.4% n/a 12.8 Shallow Concentrated Flow 0.00 0.0% 0.00 0.0 12.8 POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Impervious Building/Sidewalk 6,174 0.142 0.90 0.128 0.40 1.10 0.44 0.44 0.217 Grass 15,106 0.347 0.20 0.069 Totals 21,280 0.489 0.197 0.217 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 98.00 1.4% n/a 14.22 Shallow Concentrated Flow 110.00 1.9% 0.21 8.83 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 23.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.312 cfs QTOTAL:0.312 cfs POST‐DEVELOPMENT FLOW RATES Buffalo Run | Post-Development Subbasin D-1 - Time of Concentration PRE‐DEVELOPMENT FLOW RATE FOR DESIGN STORM 0.226 cfs N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 37 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 8,794 0.202 0.65 0.131 0.65 1.10 0.72 0.72 0.144 Totals 8,794 0.202 0.131 0.144 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 38.00 3.4% n/a 5.64 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 70.00 1.5% 2.26 0.52 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 6.2 min QRUNON:0.004 cfs QPOST‐DEV(BASIN):0.483 cfs QTOTAL:0.487 cfs Buffalo Run | Post-Development Subbasin X-1 - Time of Concentration POST‐DEVELOPMENT FLOW RATES N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 38 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 4,690 0.108 0.65 0.070 0.65 1.10 0.72 0.72 0.077 Totals 4,690 0.108 0.070 0.077 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 21.00 2.3% n/a 5.18 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 84.00 0.8% 1.53 0.91 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 6.1 min QRUNON:0.013 cfs QPOST‐DEV(BASIN):0.260 cfs QTOTAL:0.272 cfs Buffalo Run | Post-Development Subbasin X-2N - Time of Concentration POST‐DEVELOPMENT FLOW RATES N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 39 of 43 Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 5,458 0.125 0.65 0.081 0.65 1.10 0.72 0.72 0.090 Totals 5,458 0.125 0.081 0.090 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 52.00 2.3% n/a 8.80 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 79.00 0.8% 1.68 0.78 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 9.6 min QRUNON:0.216 cfs QPOST‐DEV(BASIN):0.226 cfs QTOTAL:0.442 cfs Buffalo Run | Post-Development Subbasin X-2S - Time of Concentration POST‐DEVELOPMENT FLOW RATES N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 40 of 43 Design Storm Frequency =25 Years PRE-DEVELOPMENT BASIN CHARACTERISTICS Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Pasture 85,557 1.964 0.20 0.393 0.20 1.10 0.22 0.22 0.432 Totals 85,557 1.964 0.393 0.432 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (%) (ft/2)(min) Sheet Flow 300.00 1.9% n/a 22.0 Shallow Concentrated Flow - Pasture 304.00 1.6% 0.87 5.8 27.9 POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Lawn 61,500 1.412 0.10 0.141 0.17 1.10 0.19 0.19 0.376 Dog Park - Grass 16,905 0.388 0.15 0.058 Concrete Basketball Court & Sidewalk 6,324 0.145 0.90 0.131 Gravel Path 828 0.019 0.60 0.011 Totals 85,557 1.964 0.341 0.376 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 300.00 1.9% n/a 20.09 Shallow Concentrated Flow - Dense Grass 324.00 1.6% 0.19 28.70 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 48.8 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):0.334 cfs QTOTAL:0.334 cfs Buffalo Run | Post-Development Subbasin PARK - Time of Concentration POST‐DEVELOPMENT FLOW RATES PRE‐DEVELOPMENT FLOW RATE FOR DESIGN STORM 0.551 cfs N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 41 of 43 Design Storm Frequency =25 Years PRE-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Gravel 15,960 0.366 0.80 0.293 0.44 1.10 0.48 0.48 0.443 Ditches / Pasture 23,940 0.550 0.20 0.110 Totals 39,900 0.916 0.403 0.443 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 24.30 32.1% n/a 2.73 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 0.00 1.6% 3.84 0.00 Trapezoid/Triangular Channel 660.00 1.5% 1.92 5.73 8.5 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):1.211 cfs QTOTAL:1.211 cfs Buffalo Run | Pre-Development Subbasin PREDEV-FOWLER - Time of Concentration PRE‐DEVELOPMENT FLOW RATES N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 42 of 43 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jan 11 2022 B-3 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 1.07 Highlighted Q Total (cfs) = 1.07 Q Capt (cfs) = 1.07 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.40 Efficiency (%) = 100 Gutter Spread (ft) = 5.01 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jan 11 2022 B-4 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.98 Highlighted Q Total (cfs) = 0.98 Q Capt (cfs) = 0.98 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.29 Efficiency (%) = 100 Gutter Spread (ft) = 4.72 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 17 2022 K-0 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.32 Highlighted Q Total (cfs) = 0.32 Q Capt (cfs) = 0.32 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.39 Efficiency (%) = 100 Gutter Spread (ft) = 2.20 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 17 2022 K-1 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.47 Highlighted Q Total (cfs) = 0.47 Q Capt (cfs) = 0.47 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.62 Efficiency (%) = 100 Gutter Spread (ft) = 2.86 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Dec 30 2021 K-2 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.66 Highlighted Q Total (cfs) = 0.66 Q Capt (cfs) = 0.66 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.89 Efficiency (%) = 100 Gutter Spread (ft) = 3.61 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Dec 30 2021 K-3 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.90 Highlighted Q Total (cfs) = 0.90 Q Capt (cfs) = 0.90 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.20 Efficiency (%) = 100 Gutter Spread (ft) = 4.45 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 17 2022 K-4 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.40 Highlighted Q Total (cfs) = 0.40 Q Capt (cfs) = 0.40 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.52 Efficiency (%) = 100 Gutter Spread (ft) = 2.56 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 17 2022 K-5 Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 3.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.030 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 0.68 Highlighted Q Total (cfs) = 0.68 Q Capt (cfs) = 0.68 Q Bypass (cfs) = -0- Depth at Inlet (in) = 1.92 Efficiency (%) = 100 Gutter Spread (ft) = 3.68 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Dec 29 2021 PF-1A Combination Inlet Location = Sag Curb Length (ft) = 6.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 6.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.015 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.34 Highlighted Q Total (cfs) = 2.34 Q Capt (cfs) = 2.34 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.92 Efficiency (%) = 100 Gutter Spread (ft) = 11.40 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Dec 29 2021 PF-1B Combination Inlet Location = Sag Curb Length (ft) = 6.00 Throat Height (in) = 6.00 Grate Area (sqft) = 4.50 Grate Width (ft) = 1.50 Grate Length (ft) = 6.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.010 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 2.08 Highlighted Q Total (cfs) = 2.08 Q Capt (cfs) = 2.08 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.74 Efficiency (%) = 100 Gutter Spread (ft) = 14.89 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Oct 15 2021 PF-2 Combination Inlet Location = Sag Curb Length (ft) = 9.00 Throat Height (in) = 6.00 Grate Area (sqft) = 13.50 Grate Width (ft) = 1.50 Grate Length (ft) = 9.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.010 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.69 Highlighted Q Total (cfs) = 3.69 Q Capt (cfs) = 3.69 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.20 Efficiency (%) = 100 Gutter Spread (ft) = 18.69 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Dec 29 2021 PF-3A Combination Inlet Location = Sag Curb Length (ft) = 9.00 Throat Height (in) = 6.00 Grate Area (sqft) = 13.50 Grate Width (ft) = 1.50 Grate Length (ft) = 9.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.009 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.12 Highlighted Q Total (cfs) = 4.12 Q Capt (cfs) = 4.12 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.40 Efficiency (%) = 100 Gutter Spread (ft) = 22.44 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Dec 29 2021 PF-3B Combination Inlet Location = Sag Curb Length (ft) = 9.00 Throat Height (in) = 6.00 Grate Area (sqft) = 13.50 Grate Width (ft) = 1.50 Grate Length (ft) = 9.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.008 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 4.11 Highlighted Q Total (cfs) = 4.11 Q Capt (cfs) = 4.11 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.39 Efficiency (%) = 100 Gutter Spread (ft) = 25.02 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 17 2022 PF-4A Combination Inlet Location = Sag Curb Length (ft) = 12.00 Throat Height (in) = 6.00 Grate Area (sqft) = 13.50 Grate Width (ft) = 1.50 Grate Length (ft) = 12.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.007 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.31 Highlighted Q Total (cfs) = 3.31 Q Capt (cfs) = 3.31 Q Bypass (cfs) = -0- Depth at Inlet (in) = 2.67 Efficiency (%) = 100 Gutter Spread (ft) = 19.84 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Oct 15 2021 PF-4B Combination Inlet Location = Sag Curb Length (ft) = 9.00 Throat Height (in) = 6.00 Grate Area (sqft) = 13.50 Grate Width (ft) = 1.50 Grate Length (ft) = 9.00 Gutter Slope, Sw (ft/ft) = 0.063 Slope, Sx (ft/ft) = 0.009 Local Depr (in) = -0- Gutter Width (ft) = 1.50 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Known Q Q (cfs) = 3.94 Highlighted Q Total (cfs) = 3.94 Q Capt (cfs) = 3.94 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.31 Efficiency (%) = 100 Gutter Spread (ft) = 21.68 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Design Storm Frequency =25 Years POST-DEVELOPMENT Weighted Adjusted Runoff Runoff Runoff Frequency Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Description (ft2) (acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Combined Pervious/Impervious 64,750 1.486 0.77 1.145 0.77 1.10 0.85 0.85 1.259 Totals 64,750 1.486 1.145 1.259 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Land Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 15.00 2.2% n/a 2.74 Shallow Concentrated Flow 0.00 0.0% 0.00 0.00 Gutter 1274.00 1.5% 3.42 6.22 Trapezoid/Triangular Channel 0.00 0.0% 0.00 0.00 9.0 min QRUNON:0.000 cfs QPOST‐DEV(BASIN):3.317 cfs QTOTAL:3.317 cfs Inlet Type:Combination QINTERCEPTED:1.835 cfs QBYPASS:1.484 cfs Gutter Spread Width: 7.90 ft Depth of Flow in Gutter: 3.4 in Buffalo Run | Post-Development Subbasin BlackwoodToKurkHalfofSection - Time of Concentration POST‐DEVELOPMENT FLOW RATES INLET CALCULATIONS N:\6475\005 - Buffalo Run - Site Plan\04 Design\Calcs\Storm\6475_StormwaterCalcs_CityofBozeman_25yr.xlsm 5/17/2022 1 of 1 75% Full Flow Capacity (d/D) of 18" A-2000 PVC @1.50% Project Description Manning FormulaFriction Method DischargeSolve For Input Data 0.010Roughness Coefficient %1.500Channel Slope in13.5Normal Depth in18.0Diameter Results cfs15.25Discharge ft²1.4Flow Area ft3.1Wetted Perimeter in5.4Hydraulic Radius ft1.30Top Width in16.9Critical Depth %75.0Percent Full %1.078Critical Slope ft/s10.73Velocity ft1.79Velocity Head ft2.91Specific Energy 1.808Froude Number cfs17.99Maximum Discharge cfs16.72Discharge Full %1.247Slope Full SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss %0.0Average End Depth Over Rise %75.0Normal Depth Over Rise ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in13.5Normal Depth in16.9Critical Depth %1.500Channel Slope %1.078Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 5/17/2022 FlowMaster[10.02.00.01]Bentley Systems, Inc. Haestad Methods Solution CenterThe Homestead at Buffalo Run_rev2.fm8 FUTURE FOWLER TRUNK MAIN Appendix D Operation and Maintenance Manual N:\6475\005 - Buffalo Run - Site Plan\04 Design\Reports\StormReport\Appendices\App-D_O&MManual\6475.005_O&MPlan.docx 1 of 4 The Homestead at Buffalo Run Storm Water Maintenance Plan May 2022 The Homestead at Buffalo Run (Buffalo Run) has a site-wide storm drainage system that is being constructed to capture, convey, and treat, storm and snowmelt runoff through the site to receiving waters, in accordance with City of Bozeman requirements. Typically, runoff collects in street gutters, enters the piped drainage system (storm drain) through curb inlets, drop inlets, manholes and culverts, and is stored and treated using underground retention and surface treatment basins. Some surface water drainage features are included for the road corridors where underground treatment was not feasible. These areas are proposed to be treated using Low Impact Development pond areas within the road boulevards which are shallow depressions and include natural vegetation for treatment. The Buffalo Run storm drain system will owned and operated by Buffalo Run Bozeman, LLC (BRB) and includes all storm drain and surface water treatment and conveyance facilities within the private property, including interior parking facilities. Systems around the site perimeter that treat runoff from internal public access and utility easements (roadways) for Kurk Drive, Homestead Avenue, and Buffalo Run Avenue, will be owned by City of Bozeman, but maintained by BRB. These public infrastructure conveyance and treatment facilities will have dedicated easements to the City of Bozeman. The following interior public road stormwater treatment facilities will be maintained by Buffalo Run Bozeman, LLC (BRB): • Facility R-1 o Kurk Drive (west of Avenue B) • Facility R-2 o Portion of Kurk Drive o North portion of Avenue B • Facility R-3 o Portion of Kurk Drive (east of midblock crossing) • Facility R-4 o Southern portion of Avenue B (south of midblock crossing) • Facility R-5 o Southern portion of Buffalo Run Avenue (south of midblock crossing) • Facility R-6 o Northern portion of Buffalo Run Avenue o Kurk Drive and Buffalo Run Avenue Intersection N:\6475\005 - Buffalo Run - Site Plan\04 Design\Reports\StormReport\Appendices\App-D_O&MManual\6475.005_O&MPlan.docx 2 of 4 • Kurk LID Ponds o East portion of Kurk (East of Buffalo Run Avenue) The following interior public road stormwater treatment facilities will be maintained by the City of Bozeman: • Fowler LID Ponds o Treats the east half of Fowler Lane along property frontage • Fowler Hydrodynamic Separator o Treats the west half of Fowler and west end of Kurk Dr up to the Fowler-Kurk Intersection This will also treat future Fowler corridor from Blackwood Rd. to Kurk Dr. Buffalo Run Bozeman, LLC (BRB) shall maintain those storm drainage systems they are responsible for in accordance with this maintenance plan and with the applicable City of Bozeman regulations. BRB will maintain a written account of all maintenance and repair activities, such as a logbook, for future reference. Every Month, May through October 1. Grass Swales (Lawns): Mow to maintain maximum grass height of 6 inches. Do not allow mulch to discharge or accumulate within 6 feet of the flowline. 2. Storm Drain Pipe and Culverts: Trim and control vegetation near open ends of pipes to prevent any significant restriction of flow. 3. Surface Detention/Treatment Facilities: Clean the area to keep free of leaves, grass clippings, excess vegetation and debris (paper, cardboard, plastic bags, etc.). If the basin contains water at the time of inspection, return later to clean the area. If ponded water persists over a dry period of a few days, remove cover from the outlet control structure and unclog the orifice (remove debris) to ensure unimpeded flow to the outlet pipe. If sediment sump is full to the orifice level, remove all sediment from the sump. Every Three Months, and Immediately after Major Storm or Snowmelt Events 1. Grass Swales (Lawns and Native Grasses): Walk along each swale to inspect. Clean as needed to keep free of silt, debris, excess vegetation, or any other material that impedes flow. Note areas of ponding and areas with dense weeds or sparse grass cover, and repair within 1 year (see “Repair Procedures” below). 2. Storm Water Manholes and Inlets: Inspect each inlet grate and grated manhole cover. Clean as needed to keep free of leaves, debris, excess vegetation, or any other material (paper, cardboard, plastic bags, etc.) that impedes flow. In winter, ice or snow may remain over inlet grate. If water ponds excessively and creates a problem during snowmelt events, chip ice to provide a drainage channel into the manhole or inlet. 3. Surface Detention/Treatment Facilities: From November through April, continue inspection and cleaning procedures as stated under the “monthly inspection” category above, every three months and immediately after major storm or snowmelt events. N:\6475\005 - Buffalo Run - Site Plan\04 Design\Reports\StormReport\Appendices\App-D_O&MManual\6475.005_O&MPlan.docx 3 of 4 4. Underground Detention/Treatment Facilities: Open inspection port(s) in the isolator row, and view with a flashlight. If the geotextile fabric (at the bottom of the chamber) is obscured by sediment, measure depth to sediment level, and subtract from baseline depth (full depth to geotextile fabric). If the result (sediment level) is greater than 3 inches, schedule to have sediment removed, as stated under the “annual inspection” category below. Annually 1. Storm Drain Pipe (pipe terminating in manhole or inlet): Pull inlet grates and manhole covers as needed, and inspect each end of each pipe. If observed sediment level in the sump is above the lowest (discharge) pipe flowline, clean all sediment from the pipes and the manhole or inlet sump. 2. Storm Drain Pipe or Culvert (pipe terminating in open ditch or swale): If sediment has accumulated to 3 inches or more above the pipe flowline, remove sediment from the outlet pipe and ditch to provide free drainage and re-seed or sod the area of disturbance. If soil has eroded and un-vegetated rills are visible, re-seed or sod the area. If there are recurring problem areas, repair as stated in “Repair Procedures” below. 3. Underground Detention/Treatment Facilities: Remove manhole covers at each end of the isolator row. If the observed sediment level is above the lowest pipe flowline, clean all sediment from the pipes and the manhole or inlet sump. Also, look down the isolator row to see if sediment level is at or above the lower row of sidewall holes (about 3 inches above the geotextile bottom). Follow OSHA regulations for confined space entry, or use pole-mounted mirrors or cameras. If this observation or previous inspections through the inspection ports noted sediment levels greater than 3 inches, employ a pipe cleaning service to remove all sediment from the isolator row in accordance with the detention system manufacturer’s recommendations. Every 5 years 1. Surface Detention/Treatment Facilities: Sediment, windblown dust and thatch will build up over time and reduce the storage capacity. Storage capacity is the basin’s airspace volume between two elevations measured in the outlet control structure: the top of the overflow riser, and the flowline elevation of the discharge pipe. Employ a land surveyor or engineer to determine the airspace volume. If it is less than the minimum volume indicated on the approved construction drawings (record drawings), remove excess material and replace landscape materials to originally constructed conditions. Repair Procedures 1. Grass Swales with Dense Weeds or Sparse Grass Cover: Re-seed or sod the area, but first determine and address the source of the problem. Expand irrigation coverage, add soil amendments, fertilize, etc., as needed to improve growth media and grass health, and to control weeds. 2. Grass Swales, Areas of Ponding: Cut sod and re-grade the area for consistent downgradient slope along the swale. Then re-seed or sod the area of disturbance. N:\6475\005 - Buffalo Run - Site Plan\04 Design\Reports\StormReport\Appendices\App-D_O&MManual\6475.005_O&MPlan.docx 4 of 4 3. Pipe Outlet Ditch, Excessive Sediment Accumulation: Cut sod, remove sediment, and re-grade the area to a consistent downgradient slope along the outlet ditch or swale. Extend the re-grading as far as needed to provide positive drainage. Then re-seed or re-sod the area of disturbance. 4. Pipe Outlet Ditch, Erosion: It is recommended to hire a Professional Engineer to address this issue. Another option is to cut sod and re-grade the area, install a permanent, non-degradable turf reinforcement mat (TRM) per the manufacturer’s recommendations, and re-seed the area of disturbance through the TRM per the manufacturer’s recommendations. Appendix E Irrigation Ditch Information memo \\mmi\Share\Bozeman\Projects\6475\003 - Offsite Imps - Fowler and S 27th\04 Design\Reports\Irrigation Report\_sourcedocs\1_Text\6475.003_Fowler Lane Irrigation Ditch Design Memo_Relocation_202203.docx Page 1 TO: File FROM: Lee Hageman DATE: May 17, 2022 JOB NO.: 6475.003 RE: Fowler Lane Irrigation Ditch Rerouting CC: Matt Ekstrom, Matt Gagnon Urgent For Review Please Comment Please Reply For Your Use The objective of this memo is intended to summarize engineering calculations performed to ensure that sufficient irrigation and stormwater conveyance is provided for rerouting a portion of conveyance channel along Fowler Lane. Existing barrow pits are currently used as irrigation ditches to convey irrigation water owned by the Middle Creek Ditch Company, West Gallatin Canal, and private water rights to users along Fowler Lane and downstream. Rerouting of a portion of the irrigation channel on the east side of Fowler Lane is necessary to provide sufficient room to construct a 38-foot-wide City of Bozeman minor arterial road section throughout the Homestead at Buffalo Run (HBR) property frontage on Fowler Lane. The HBR property is located approximately 0.20 miles north of the Fowler Lane and Blackwood Road intersection. Existing Ditch Location and History: There are two existing barrow pits associated with Fowler Lane that also provide conveyance for irrigation water to users in the vicinity. Irrigation water originates from the point of diversion from the West Gallatin Canal located 1.7 miles south of the project site and flows within a single ditch on the west side of Fowler Lane and through a Parshall flume to provide flow measurements. After the flume, the combined irrigation water flows north in the same ditch until it reaches the south side of the Gary Cook Residence’s driveway (Lot 1 of COS 2372B). There are two culverts located at the driveway, one providing conveyance to the east (beneath Fowler), and one to the north (beneath the driveway). These culverts discharge into the barrow pits and provide conveyance for water on both sides of Fowler Lane. The water then continues north in both ditches along Fowler Lane to Stucky Road where water is conveyed through culverts and discharged north into receiving channels. Fowler Lane Irrigation Ditch Rerouting \\mmi\Share\Bozeman\Projects\6475\003 - Offsite Imps - Fowler and S 27th\04 Design\Reports\Irrigation Report\_sourcedocs\1_Text\6475.003_Fowler Lane Irrigation Ditch Design Memo_Relocation_202203.docx Page 2 Until approximately 15 years ago, irrigation water was historically conveyed solely on the west side all the way from the diversion point to Stucky Road. The ditch companies decided at that time to install a culvert beneath Fowler Lane as it was a convenient way to ensure additional flow capacity while reducing maintenance frequency. Design Flow: In order to provide sufficient irrigation water to water rights holders along Fowler Lane, research was performed to determine the amount of irrigation water required to be conveyed. Based on water rights research and conversations with the ditch rider for both ditch companies and other stakeholders, it was determined that approximately 1,000 miner’s inches (25 cubic feet per second) is required for irrigation use within the ditch. Subsequent conversations with representatives from the Middle Creek Ditch company indicated that the maximum flow observed through the Parshall Flume has actually been less than 1,000 miner’s inches described above, though these ditches must maintain capacity for that amount. Stormwater was evaluated during the design process for these ditches. Calculations were performed to ensure that a 10-year, 24-hour storm event (as required by the Montana Department of Environmental Quality’s Circular #8) could be conveyed in addition to irrigation water. A stormwater basin for the area was determined using a digital elevation model from USGS within ArcGIS. This 17.73-acre drainage basin was used as a basis for determining the stormwater flows using the rational method, as summarized below: Stormwater Calculations o Total Drainage Area Basin = 17.73 Acres Gravel Roadway = 2.93 acres Pastureland = 14.8 acres o Composite Rational C Coefficient of Basin = 0.299 o Calculated Storm Runoff 9.62 CFS It was determined that total conveyance for all rerouted ditch sections should be adequate to provide 25 CFS of irrigation water and 9.62 CFS of stormwater, for a total of 34.62 CFS. Fowler Lane Irrigation Ditch Rerouting \\mmi\Share\Bozeman\Projects\6475\003 - Offsite Imps - Fowler and S 27th\04 Design\Reports\Irrigation Report\_sourcedocs\1_Text\6475.003_Fowler Lane Irrigation Ditch Design Memo_Relocation_202203.docx Page 3 Ditch Capacities Existing Ditch: The existing ditch capacity varies based on location along Fowler Lane due to running slope and dimensions, but is most constrained between the Parshall flume and the Cook residence driveway. A survey was performed on the constraining section to determine the existing maximum conveyance capacity and ensure that downstream channels have adequate capacity. Minimum Ditch Capacity Specifications: - Minimum cross-sectional area of ditch: 13.5 SF - Minimum average slope of ditch: 1.4% - Average bottom width: 7.75 FT - Wetted Perimeter: 13.56 FT - Depth: 1.4 FT - Side Slopes (H:V): 1.57 (Left), 2.06 (Right) - Maximum flow (Q): 75.36 CFS - Manning’s n Value: 0.035 (natural channel with stony bottom and weedy sides) Therefore, even the most constrained existing cross section is capable of conveying over two times the 34.6 CFS design flow calculated above. Proposed Ditch: The proposed rerouting includes diverting flow from a portion of the existing eastern ditch upstream of Blackwood Road to the west beneath Fowler Lane using a culvert to create a single combined conveyance facility on the west side of Fowler Lane next to the property. The proposed rerouting culvert shall be a 42” x 29” corrugated metal arch pipe and is located approximately 530 linear feet south of the Homestead at Buffalo Run’s southern property line. The arch pipe is equivalent to a 36” round pipe and shall provide a capacity of 40 cfs when installed at the proposed 1.15% slope, therefore exceeding the 34.6 cfs capacity. The culvert shall be required to carry only the flow from the eastern ditch, not the entire design flow of 34.6 cfs; therefore, this pipe is more than adequate for conveyance of irrigation and stormwater. Fowler Lane Irrigation Ditch Rerouting \\mmi\Share\Bozeman\Projects\6475\003 - Offsite Imps - Fowler and S 27th\04 Design\Reports\Irrigation Report\_sourcedocs\1_Text\6475.003_Fowler Lane Irrigation Ditch Design Memo_Relocation_202203.docx Page 4 Culverts beneath accesses to properties along the west side of Fowler shall be upsized to 36” CMP installed at approximately 2.00% slope (flattest being 1.92%). These culverts will provide conveyance capacity of approximately 54 cfs flowing full. The proposed ditch cross section is trapezoidal in shape and was designed with similar foreslopes and backslopes as the existing ditches. This design can handle the design flow (irrigation plus stormwater) while providing a factor of safety of 1.9 in the typical section or approximately 65 cfs with a running slope of 1.5 percent. Once combined, the ditch section shall be improved from that point all the way to Stucky Road. Proposed Ditch Design Dimensions: o 2:1 (H:V) Foreslope & 1:1 (H:V) Backslope o Bottom Width: 1.5 feet o Minimum Depth: 2.3 feet o Manning’s N coefficient: 0.035 o Ditch Running Slope: 1.5% Culverts for redirection of the main channel flow plus any laterals for ditch users shall have riprap installed at the inlets and outlets to prevent erosion at these locations. Culverts are proposed to be oriented at less than 90-degree angles (45-degrees typical) when crossing Fowler Lane to improve conveyance while reducing water losses and scouring. Fowler Lane Irrigation Ditch Rerouting \\mmi\Share\Bozeman\Projects\6475\003 - Offsite Imps - Fowler and S 27th\04 Design\Reports\Irrigation Report\_sourcedocs\1_Text\6475.003_Fowler Lane Irrigation Ditch Design Memo_Relocation_202203.docx Page 5 Typical Cross Sections Representative cross sections were taken along Fowler Lane showing the existing and proposed conveyance facilities. These cross sections show the elevation of the design flow graphically and based on cross section dimensions and longitudinal flow slopes. Exhibit 1 shows the existing and proposed cross sections at two locations: - South of the HBR property (Station 2+50) - At the HBR property frontage (Station 14+00) The existing and proposed cross sections both have sufficient capacity for the required design flows while providing large factors of safety for unexpected flow scenarios. The proposed cross section was designed with similar cross sections to the extent feasible in the area available within the existing rights-of-way. Summary: The proposed rerouting design of the ditch through the City of Bozeman section of Fowler Lane and the transition sections have been designed to convey both irrigation water and anticipated stormwater runoff while providing a factor of safety for larger storm events. Relocation of the ditch to the west using the proposed cross section represents a viable long-term solution for this project as well as future projects in the Fowler Lane corridor. This methodology will allow existing irrigation users access to their water rights while minimizing future disruption to irrigation ditches users as the City of Bozeman expands along its current boundary. Attachments - Exhibit 1 (Overview Map) - Exhibit 2 (Representative Design Cross Sections) - Major Culvert Reports - Fowler Design Plans Subset o Plan and Profile Sheets LEGEND PROPOSED WEST SIDE DITCH IMPROVEMENTS FOR COMBINED FLOW ALONG COUNTY ROAD SECTIONS NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM WEST TO EAST) PROPOSED WEST SIDE DITCH OPTION THROUGHOUT PROPERTY FRONTAGE FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2022N:\6475\003 - Offsite Imps - Fowler and S 27th\ACAD\Exhibits\6475.003_DITCH REALIGNMENT VICINITY MAP.dwg Plotted by lee hageman on May/17/2022 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net 6475.003 EXH-1 BUFFALO RUN - OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE IRRIGATION DITCH REALIGNMENT OVERVIEW MAP LRH LRH LRH 05/17/2022 N.T.S. BLACKWOOD ROAD STUCKY ROAD FOWLER LANEHERIZA, T H O M A S J & M A Y L HAGGER T Y F A M I L Y 2B HOLD I N G S GAVIN, W I L L I A M M B & R E N E E R BRADLEY P L A C E KOUNTZ , D A Y L E H CHRISTE N S E N , J O N & E L I Z A B E T H REAL RE D L L C KOUNTZ , D A Y L E H KOUNTZ , D A Y L E H BUFFALO RUN BOZEMAN PROPERTY TOWERS , CHRISTO P H E R R FOWLER L A N E LLC COOK REVOCA B L E TRUST COOK, JE F F E R Y W & SARA H TOWERS , CHRISTO P H E R R PRESERVE EXISTING CMP CULVERT TO EAST TO MAINTAIN WATER ACCESS TO REAL RED LLC PROPERTY PRESERVE EXISTING CMP CULVERTS UNDER STUCKY ROAD ON EACH SIDE OF FOWLER LANE NEW CULVERT TO CONVEY LOCALIZED STORM RUNOFF FROM EAST SIDE DITCH. INSTALL 15" CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW NEW 36" EQUIVALENT ARCH CMP CULVERT CROSSING. INSTALL CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. ALL IRRIGATION WATER CONVEYED WEST TO COMBINED DITCH NEW 30" EQUIVALENT ARCH PIPE CMP CULVERT TO BE ANGLED AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. CULVERT INSTALLED TO PROVIDE DIVERSION FOR MSU WATER RIGHTS NO MODIFICATIONS TO EXISTING DITCHES SOUTH OF BLACKWOOD ROAD NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM EAST TO WEST) NO MODIFICATIONS TO EXISTING CULVERTS BENEATH BLACKWOOD ROAD AT INTERSECTION BOZEMAN H A U S T W O L L C KDG HOL D I N G S L L C >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>MAINTAIN EXISTING DIVERSION FOR BRADLEY PROPERTY ===[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]======[]===2+50 -2.74%-2.98%5015501350145016501750155013501450165017501550155015STA. 2+50 5010 5020 5010 5020 0 10 20 30 400-10-20-30-40 5017.05016.871.3:1 2.4:1 2.1 :12.0:12.0 :12.1:13%3% 4% 4%3.45'1.50' 14+00 -2.06%-1.33%4996499649974997499749984997499749984998499849954995STA. 14+00 4992 5000 4992 5000 0 10 20 30 400-10-20-30-40 4998.34998.424998.04998.846% 3%2. 4 :10.9:11.50'2.30'3%2%1.0:12.0:11%5. 3 : 1 [][][][] EG T T KOUNTZ DA Y L E H . M A R I T A L T R U S T S12 SE14 SECTION 22 T 2 S R 5 E T T T T ===[]======[]======[]======[]===W UDUDUDUD UD 2022COPYRIGHT © MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY \\MMI\SHARE\BOZEMAN\PROJECTS\6475\003 - OFFSITE IMPS - FOWLER AND S 27TH\ACAD\EXHIBITS\6475.003_ROAD CROSS SECTION EXHIBIT_REVISED_03-22-22.DWG PLOTTED BY:LEE HAGEMAN ON May/17/2022 REVISIONS DRAWN BY: DSGN. BY: APPR. BY: DATE: Q.C. REVIEW DATE: BY: 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net engineers surveyors planners scientists MorrisonMaierle VERIFY SCALE AND COLOR! THIS SHEET MAY BE REDUCED AND IS INTENDED TO BE IN COLOR. THE BAR BELOW WILL MEASURE ONE INCH AT ORIGINAL DESIGN SCALE AND RED, GREEN, AND BLUE WILL BE VISIBLE IFREPRODUCED CORRECTLY. MODIFY SCALE ACCORDINGLY! BUFFALO RUN SUBDIVISION OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE PROPOSED DESIGN CROSS SECTIONS 6475.003 1 EXH-2 LRH LRH MEE 05/2022 PROPOSED CITY SECTION EXISTING GROUND PROPOSED ROAD & DITCH SECTION EXISTING GROUND PROPOSED IRRIGATION DITCH EXISTING IRRIGATION DITCH PROPOSED IRRIGATION DITCH EXISTING IRRIGATION DITCH FOWLER LANE STATION 2+50 FOWLER LANE STATION 14+00 PROPOSED DITCH REQUIRED CAPACITY LEVEL AT DESIGN FLOW OF 35 CFS 1.35'PROPOSED DITCH REQUIRED CAPACITY LEVEL AT DESIGN FLOW OF 35 CFS BLACKWOOD ROAD FOWLER LANEHOMEST E A D A T BUFFALO R U N FUTURE KURK DRIVE 100 200501000 SCALE IN FEET 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 510 10 20 1.72'0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 510 10 20 PROPOSED CULVERT AT 45° FROM EAST TO WEST 62 LF OF 42 X 29 ARCH CMP @ 1.15% PROPOSED CULVERT AT 45° FROM EAST TO WEST 62 LF OF 42 X 29 ARCH CMP @ 1.15% PROPOSED CULVERT AT 45° FROM EAST TO WEST FOR ISOLATED AREAS DRAINING TO NORTH THAT WILL NOT DRAIN WITH LARGER CULVERT NEAR BLACKWOOD ~70 LF OF 15"Ø CMP @ 1.25% PLUG AND ABANDON OR REMOVE EXISTING CULVERT PRESERVE EXISTING CULVERT IF POSSIBLE OR RE-INSTALL AT REQUIRED ELEVATIONS FOR DRAINAGE TO NORTH REPLACE EXISTING CULVERT WITH NEW 18" CMP FULL FLOW CAPACITY: 65 CFS (2,600 MINER'S INCHES) WITH 1.5% RUNNING SLOPE PROPOSED EDGE OF ASPHALT (TYP,) PROPOSED TOP BACK CURB (TYP,) EXISTING EDGE OF GRAVEL ROAD PROPOSED EDGE OF GRAVEL ROAD Culvert Calculator Report Fowler-MSUArch-35x24 Title: 27th - Buffalo Run n:\...\culvertmaster\27thave-proposedculverts.cvm 05/16/22 12:18:30 PM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: lhageman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Discharge Culvert Summary Allowable HW Elevation 4,934.81 ft Headwater Depth/Height 1.55 Computed Headwater Eleva 4,934.81 ft Discharge 10.41 cfs Inlet Control HW Elev. 4,934.81 ft Tailwater Elevation 4,931.09 ft Outlet Control HW Elev. 4,933.19 ft Control Type Inlet Control Grades Upstream Invert 4,931.72 ft Downstream Invert 4,931.09 ft Length 63.50 ft Constructed Slope 1.274331 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.24 ft Slope Type Steep Normal Depth 0.24 ft Flow Regime Supercritical Critical Depth 0.84 ft Velocity Downstream 23.29 ft/s Critical Slope 0.011841 ft/ft Section Section Shape Arch Mannings Coefficient 0.022 Section MaterialSteel and Aluminum Var CR Span 2.92 ft Section Size 35 x 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,933.19 ft Upstream Velocity Head 0.37 ft Ke 0.70 Entrance Loss 0.26 ft Inlet Control Properties Inlet Control HW Elev. 4,934.81 ft Flow Control Unsubmerged Inlet Type Mitered to slope (arch) Area Full 4.5 ft² K 0.03000 HDS 5 Chart 34 M 1.00000 HDS 5 Scale 2 C 0.04630 Equation Form 1 Y 0.75000 Culvert Calculator Report Fowler-SouthDiversion-42x29 Title: 27th - Buffalo Run n:\...\culvertmaster\27thave-proposedculverts.cvm 05/16/22 12:17:58 PM Morrison Maierle Inc © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Project Engineer: lhageman CulvertMaster v3.3 [03.03.00.04] Page 1 of 1 Solve For: Discharge Culvert Summary Allowable HW Elevation 5,015.60 ft Headwater Depth/Height 1.49 Computed Headwater Eleva 5,015.60 ft Discharge 40.25 cfs Inlet Control HW Elev. 5,015.60 ft Tailwater Elevation 5,011.29 ft Outlet Control HW Elev. 5,015.15 ft Control Type Inlet Control Grades Upstream Invert 5,012.01 ft Downstream Invert 5,011.29 ft Length 62.00 ft Constructed Slope 0.011613 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1.68 ft Slope Type Mild Normal Depth 2.01 ft Flow Regime Subcritical Critical Depth 1.68 ft Velocity Downstream 7.64 ft/s Critical Slope 0.016076 ft/ft Section Section Shape Arch Mannings Coefficient 0.022 Section MaterialSteel and Aluminum Var CR Span 3.50 ft Section Size 42 x 29 inch Rise 2.42 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 5,015.15 ft Upstream Velocity Head 0.69 ft Ke 0.70 Entrance Loss 0.49 ft Inlet Control Properties Inlet Control HW Elev. 5,015.60 ft Flow Control Transition Inlet Type Mitered to slope (arch) Area Full 6.5 ft² K 0.03000 HDS 5 Chart 34 M 1.00000 HDS 5 Scale 2 C 0.04630 Equation Form 1 Y 0.75000 March 18, 2022 Middle Creek Ditch Company 5100 Patterson Road Bozeman, MT 59718 RE: Agreement for Relocation of the Middle Creek Ditch along Fowler Lane Dear Middle Creek Ditch Company Board: In April of 2021, the Homestead at Buffalo Run project was approved by the City of Bozeman for annexation into the City with a R4 zoning classification. Currently, the project is going through the final stages of Site Plan approval from the City of Bozeman. As part of the Homestead at Buffalo Run project on Fowler Lane, the City of Bozeman is requiring that Fowler Lane be widened to an approved City section for a minor arterial classification (within the property limits of the project). As a result of this requirement, the irrigation ditch that currently runs along the east side of Fowler Lane is proposed to be relocated to the west side of Fowler Lane between Stucky Road and south of Blackwood Road. During the course of designing and engineering the project, our consultant team has been in consistent communication with the ditch companies and most of the private water owners on those same ditches. Calculations and design options have been provided and comments received from multiple parties. Modifications and revisions were made to the originally proposed design as a result of the comments and concerns that were expressed. Attached is an agreement with exhibits that reflect the final proposed design. We are requesting your signature on the attached agreement reflecting that you are in agreement with the proposed design for relocation of the water to be conveyed to the west side of Fowler. Based on calculations and engineering, the amount of water received by the water owners, or the point of diversion will not change and will be the same amount of water as historically received. If you have any questions, I and/or our legal counsel will be happy to answer them for you. Below is the contact information for those parties: • Derek Williams – derek@bridgerdevelop.com, 303-887-4045 • Susan Swimley - swimley@swimleylaw.com, 406-586-5544 • Abigail Brown - abby@mtwaterlaw.com, 406-457-5494 We are requesting the fully signed and executed agreement from you by Friday April 1, 2022. Thank you so much for your time and consideration. Sincerely, Buffalo Run Bozeman, LLC Derek Williams Manager/Member Cc: Susan Swimley Abigail Brown Page 1 of 5 DITCH RELOCATION AGREEMENT This Ditch Relocation Agreement (“Agreement”) is entered into this ______ day of ____________, 2022, by and between the Middle Creek Ditch Company, a Montana corporation with address of 5100 Patterson Road, Bozeman, MT 59718, (hereinafter referred to as “the Ditch Company”) and Buffalo Run Bozeman, LLC, a Colorado limited liability company of 5400 Fowler Lane, Bozeman, MT 59718 (hereinafter referred to as “BRB”) and collectively referred to as “the Parties”. WHEREAS, the Ditch Company is the owner of an irrigation ditch system located in the southwest area of Bozeman and more particularly between Blackwood Road and Stucky Road (hereinafter referred to as the “Ditch”); WHEREAS, the Ditch Company has established a ditch easement for the Ditch for the purpose of conveying irrigation water to its members’ real property; WHEREAS, the Ditch runs parallel to Fowler Lane on both the east and west side of Fowler Lane; WHEREAS, BRB desires to relocate the east-side portions of the Ditch and improve the west-side portions of the Ditch to facilitate the improvements to Fowler Lane in accordance with approved plans required by the City of Bozeman and prepared by Morrison Maierle; and WHEREAS, the Parties are desirous of formalizing an agreement between them which will define the terms and conditions under which BRB might relocate and improve the Ditch; NOW, THEREFORE, the Parties mutually covenant and agree as follows: Page 2 of 5 1. All recitals are incorporated herein as if fully set forth. 2. The Ditch Company, subject to the terms and conditions set forth herein, shall permit BRB to relocate and improve the Ditch in accordance with approved plans prepared by Morrison Maierle and as set forth on Exhibit A attached hereto, which exhibit shall become an integral part of this Agreement. 3. Upon execution of this Agreement, the Ditch Company shall review any and all plans, specifications, and drawings prepared by BRB or any engineer, agent, contractor, or other person on behalf of BRB which specify the nature of such construction methods and materials for the relocation and improvement of the Ditch including, but not limited to, description of materials, re- grading, cleaning, clearing of vegetation, realignment, or culverts which BRB intends to construct and which will encroach upon or in any way interfere with the Ditch. BRB shall provide the aforementioned plans, specifications, and drawings to the Ditch Company as soon after execution of this Agreement as practicable. BRB acknowledges Ditch Company may hire, at BRB’s expense, a qualified, third party professional engineer to review any plans, specifications, or drawings to determine if the same, once constructed, will provide for the adequate transport of water through the Ditch without jeopardizing the integrity of the Ditch. In the event the Ditch Company shall determine the proposed relocation or improvement of the Ditch, once constructed, will not provide for the adequate transport of water through the new Ditch and/ or will jeopardize the integrity of the water conveyance, the Ditch Company shall give notice of the same, together when any other findings, to BRB within fourteen (14) days of receipt of the aforementioned plans, specifications, and drawings. BRB shall have the right to cure the issues raised by the Ditch Company. 5. During relocation and improvement of the Ditch, BRB shall be responsible for stabilizing the ditch bank around any culvert or pipeline openings so no sloughing occurs. 6. BRB agrees to reimburse Ditch Company for any and all expenses it may incur in the preparation and recording of this Agreement including, but not limited to Ditch Company staff time, reasonable attorney fees incurred by Ditch Company to review this Agreement or any and all plans, drawings, or specifications for construction work or changes which BRB undertakes pursuant to this Agreement. All fees and expenses to be paid under this Agreement shall be invoiced to BRB by the Ditch Company no later than forty-five (45) days after the expense is incurred. BRB shall pay the Ditch Company’s invoice(s) within forty-five (45) days of presentation Page 3 of 5 to BRB by Ditch Company. 7. BRB agrees the Ditch Company may enter upon the Ditch and ditch easement during construction of the new Ditch for purposes of inspection, repair, operation and maintenance of the Ditch. However, at no time shall such entry interfere with the construction of the new Ditch or the on-going operations on the Property. 8. Under no circumstances shall BRB interrupt or in any way interfere with the flow of water through the Ditch at any time without prior written consent of the Ditch Company. Permission to interrupt the flow of water will be granted based on the sole discretion of the Ditch Company, but will not be unreasonably withheld and be consistent with achieving the purpose of this Agreement. 9. Upon BRB’s completion of the relocation and improvement of the Ditch, the Ditch Company shall have the opportunity to inspect and confirm the relocated and improved Ditch operates and performs as expected. Once the Ditch Company confirms the relocated and improved Ditch operates as expected, the Parties agree BRB shall have no further obligation to inspect, maintain, or repair the new Ditch. The Ditch Company’s confirmation shall not be unreasonably withheld. 10. BRB hereby agrees to indemnify and hold the Ditch Company harmless from any and all claims, causes of action, costs, and reasonable attorney fees which the Ditch Company may sustain by reason of or in connection with any claim filed against it for any event which may occur during BRB’s relocation and improvement of the Ditch or as a result of any action by BRB, its successors, agents, assigns or property owner(s). 11. All covenants and agreements herein contained shall extend to and be binding upon the heirs, personal representatives, assigns, or successors of the respective parties hereto and shall run with the title of the property in perpetuity unless rescinded in writing by the Ditch Company. 12. This Agreement constitutes the entire agreement and understanding between the parties hereto and supersedes all prior and contemporaneous agreements and understandings of the parties in connection herewith which conflict with the expressed terms, covenants, and conditions of this Agreement. Covenant, representation, or condition not expressed in this Agreement shall not be effective to interpret, change, or restrict the express provisions of this Agreement unless specified in writing and signed by both parties hereto. Page 4 of 5 13. If it becomes necessary for either party hereto to bring suit to enforce their rights under this Agreement and if that party shall prevail in such action, the other party agrees to pay all of the costs of the action as allowed by the Court together with reasonable attorney fees. 14. Nothing in this Agreement is intended to convey any ownership interest in the water rights owned by Ditch Company nor any permission to use water conveyed in the Ditch pursuant to a water right in any manner not consistent with Montana law. BRB is expressly prohibited from seeking to change any elements of Ditch Company’s water rights without the express written consent of Ditch Company. 15. This Agreement may be signed in counterparts, paper or electronic, each of which shall constitute an original, and all of which will be collectively deemed to constitute one document. 16. The Parties represent and warrant that they have read this Agreement, and each and every part thereof; that they understand the terms and conditions; and have consulted with counsel with respect thereto; and that they accept, agree to and intend to be bound by the terms and conditions of this Agreement. IN WITNESS WHEREOF, the parties hereto have signed and sealed this Agreement the day and year above first written. MIDDLE CREEK DITCH COMPANY _________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Middle Creek Ditch Company. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ Page 5 of 5 BUFFALO RUN BOZEMAN, LLC: __________________________________ BY:_______________________________ Its: Manager STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by __________________, as Manager of Buffalo Run Bozeman, LLC. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ LEGEND PROPOSED WEST SIDE DITCH IMPROVEMENTS FOR COMBINED FLOW ALONG COUNTY ROAD SECTIONS NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM WEST TO EAST) PROPOSED WEST SIDE DITCH OPTION THROUGHOUT PROPERTY FRONTAGE FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2022 N:\6475\003 - Offsite Imps - Fowler and S 27th\ACAD\Exhibits\6475.003_DITCH REALIGNMENT VICINITY MAP.dwg Plotted by lee hageman on Mar/11/2022 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net 6475.003 EX-A BUFFALO RUN - OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE IRRIGATION DITCH REALIGNMENT OPTION #2 LRH LRH LRH 03/11/2022 N.T.S. BLACKWOOD ROAD STUCKY ROAD FOWLER LANEHERIZA, T H O M A S J & M A Y L HAGGER T Y F A M I L Y 2B HOLD I N G S GAVIN, W I L L I A M M B & R E N E E R BRADLEY P L A C E KOUNTZ , D A Y L E H CHRISTE N S E N , J O N & E L I Z A B E T H REAL RE D L L C KOUNTZ , D A Y L E H KOUNTZ , D A Y L E H BUFFALO RUN BOZEMAN PROPERTY TOWERS , CHRISTO P H E R R FOWLER L A N E LLC COOK REVOCA B L E TRUST COOK, JE F F E R Y W & SARA H TOWERS , CHRISTO P H E R R PRESERVE EXISTING CMP CULVERT TO EAST TO MAINTAIN WATER ACCESS TO REAL RED LLC PROPERTY PRESERVE EXISTING CMP CULVERTS UNDER STUCKY ROAD ON EACH SIDE OF FOWLER LANE NEW CULVERT TO CONVEY LOCALIZED STORM RUNOFF FROM EAST SIDE DITCH. INSTALL 15" CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW NEW 36" EQUIVALENT ARCH CMP CULVERT CROSSING. INSTALL CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. ALL IRRIGATION WATER CONVEYED WEST TO COMBINED DITCH NEW 30" EQUIVALENT ARCH PIPE CMP CULVERT TO BE ANGLED AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. CULVERT INSTALLED TO PROVIDE DIVERSION FOR MSU WATER RIGHTS NO MODIFICATIONS TO EXISTING DITCHES SOUTH OF BLACKWOOD ROAD NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM EAST TO WEST) NO MODIFICATIONS TO EXISTING CULVERTS BENEATH BLACKWOOD ROAD AT INTERSECTION BOZEMAN H A U S T W O L L C KDG HOL D I N G S L L C >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>MAINTAIN EXISTING DIVERSION FOR BRADLEY PROPERTY March 18, 2022 Montana State University Office of Legal Counsel, MSU 211 Montana Hall PO Box 172420 Bozeman, MT 59717-2420 RE: Agreement for Relocation of the Middle Creek Ditch along Fowler Lane Dear Water Right Owner: In April of 2021, the Homestead at Buffalo Run project was approved by the City of Bozeman for annexation into the City with a R4 zoning classification. Currently, the project is going through the final stages of Site Plan approval from the City of Bozeman. As part of the Homestead at Buffalo Run project on Fowler Lane, the City of Bozeman is requiring that Fowler Lane be widened to an approved City section for a minor arterial classification (within the property limits of the project). As a result of this requirement, the irrigation ditch that currently runs along the east side of Fowler Lane is proposed to be relocated to the west side of Fowler Lane between Stucky Road and south of Blackwood Road. During the course of designing and engineering the project, our consultant team has been in consistent communication with the ditch companies and most of the private water owners on those same ditches. Calculations and design options have been provided and comments received from multiple parties. Modifications and revisions were made to the originally proposed design as a result of the comments and concerns that were expressed. Attached is an agreement with exhibits that reflect the final proposed design. We are requesting your signature on the attached agreement reflecting that you are in agreement with the proposed design for relocation of the water to be conveyed to the west side of Fowler. Based on calculations and engineering, the amount of water received by the water owners, or the point of diversion will not change and will be the same amount of water as historically received. If you have any questions, I and/or our legal counsel will be happy to answer them for you. Below is the contact information for those parties: • Derek Williams – derek@bridgerdevelop.com, 303-887-4045 • Susan Swimley - swimley@swimleylaw.com, 406-586-5544 • Abigail Brown - abby@mtwaterlaw.com, 406-457-5494 We are requesting the fully signed and executed agreement from you by Friday April 1, 2022. Thank you so much for your time and consideration. Sincerely, Buffalo Run Bozeman, LLC Derek Williams Manager/Member Cc: Susan Swimley Abigail Brown Page 1 of 5 DITCH RELOCATION AGREEMENT This Ditch Relocation Agreement (“Agreement”) is entered into this ______ day of ____________, 2022, by and between the Montana State University, with and address of Office of Legal Counsel, MSU, 211 Montana Hall, P.O. Box 172420, Bozeman, MT 59717-2420, (hereinafter referred to as “Water Right Owner”) and Buffalo Run Bozeman, LLC, a Colorado limited liability company of 5400 Fowler Lane, Bozeman, MT 59718 (hereinafter referred to as “BRB”) and collectively referred to as “the Parties”. WHEREAS, the Middle Creek Ditch Company and the West Gallatin Canal Company (hereinafter “Ditch Companies”) are the owners of an irrigation ditch system located in the southwest area of Bozeman and more particularly between Blackwood Road and Stucky Road (hereinafter referred to as the “Ditch”); WHEREAS, the Ditch Companies have established a ditch easement for the Ditch for the purpose of conveying irrigation water to their members’ real property; WHEREAS, the Water Right Owner owns private water right number 41H 107211-00 and private water right number 41H 139068-00, which rights are conveyed through the Ditch; WHEREAS, the Ditch runs parallel to Fowler Lane on both the east and west side of Fowler Lane; WHEREAS, BRB desires to relocate the east-side portions of the Ditch and improve the west-side portions of the Ditch to facilitate the improvements to Fowler Lane in accordance with approved plans required by the City of Bozeman and prepared by Morrison Maierle; and Page 2 of 5 WHEREAS, the Parties are desirous of formalizing an agreement between them which will define the terms and conditions under which BRB might relocate and improve the Ditch; NOW, THEREFORE, the Parties mutually covenant and agree as follows: 1. All recitals are incorporated herein as if fully set forth. 2. The Water Right Owner, subject to the terms and conditions set forth herein, shall permit BRB to relocate and improve the Ditch in accordance with approved plans prepared by Morrison Maierle and as set forth on Exhibit A attached hereto, which exhibit shall become an integral part of this Agreement. 3. Upon execution of this Agreement, the Water Right Owner shall review any and all plans, specifications, and drawings prepared by BRB or any engineer, agent, contractor, or other person on behalf of BRB which specify the nature of such construction methods and materials for the relocation and improvement of the Ditch including, but not limited to, description of materials, re-grading, cleaning, clearing of vegetation, realignment, or culverts which BRB intends to construct and which will encroach upon or in any way interfere with the Ditch. BRB shall provide the aforementioned plans, specifications, and drawings to the Water Right Owner as soon after execution of this Agreement as practicable. BRB acknowledges Water Right Owner may hire, at BRB’s expense, a qualified, third party professional engineer to review any plans, specifications, or drawings to determine if the same, once constructed, will provide for the adequate transport of water through the Ditch without jeopardizing the integrity of the Ditch. In the event the Water Right Owner shall determine the proposed relocation or improvement of the Ditch, once constructed, will not provide for the adequate transport of water through the new Ditch and/ or will jeopardize the integrity of the water conveyance, the Water Right Owner shall give notice of the same, together when any other findings, to BRB within fourteen (14) days of receipt of the aforementioned plans, specifications, and drawings. BRB shall have the right to cure the issues raised by the Water Right Owner. 5. During relocation and improvement of the Ditch, BRB shall be responsible for stabilizing the ditch bank around any culvert or pipeline openings so no sloughing occurs. 6. BRB agrees to reimburse Water Right Owner for any and all expenses it may incur in the preparation and recording of this Agreement including, but not limited to Water Right Owner staff time, reasonable attorney fees incurred by Water Right Owner to review this Agreement or any and all plans, drawings, or specifications for construction work or changes which BRB Page 3 of 5 undertakes pursuant to this Agreement. All fees and expenses to be paid under this Agreement shall be invoiced to BRB by the Water Right Owner no later than forty-five (45) days after the expense is incurred. BRB shall pay the Water Right Owner’s invoice(s) within forty-five (45) days of presentation to BRB by Water Right Owner. 7. BRB agrees the Water Right Owner may enter upon the Ditch and ditch easement during construction of the new Ditch for purposes of inspection, repair, operation and maintenance of the Ditch. However, at no time shall such entry interfere with the construction of the new Ditch or the on-going operations on the Property. 8. Under no circumstances shall BRB interrupt or in any way interfere with the flow of water through the Ditch at any time without prior written consent of the Water Right Owner. Permission to interrupt the flow of water will be granted based on the sole discretion of the Water Right Owner, but will not be unreasonably withheld and be consistent with achieving the purpose of this Agreement. 9. Upon BRB’s completion of the relocation and improvement of the Ditch, the Water Right Owner shall have the opportunity to inspect and confirm the relocated and improved Ditch operates and performs as expected. Once the Water Right Owner confirms the relocated and improved Ditch operates as expected, the Parties agree BRB shall have no further obligation to inspect, maintain, or repair the new Ditch. The Water Right Owner’s confirmation shall not be unreasonably withheld. 10. BRB hereby agrees to indemnify and hold the Water Right Owner harmless from any and all claims, causes of action, costs, and reasonable attorney fees which the Water Right Owner may sustain by reason of or in connection with any claim filed against it for any event which may occur during BRB’s relocation and improvement of the Ditch or as a result of any action by BRB, its successors, agents, assigns or property owner(s). 11. All covenants and agreements herein contained shall extend to and be binding upon the heirs, personal representatives, assigns, or successors of the respective parties hereto and shall run with the title of the property in perpetuity unless rescinded in writing by the Water Right Owner. 12. This Agreement constitutes the entire agreement and understanding between the parties hereto and supersedes all prior and contemporaneous agreements and understandings of the parties in connection herewith which conflict with the expressed terms, covenants, and Page 4 of 5 conditions of this Agreement. Covenant, representation, or condition not expressed in this Agreement shall not be effective to interpret, change, or restrict the express provisions of this Agreement unless specified in writing and signed by both parties hereto. 13. If it becomes necessary for either party hereto to bring suit to enforce their rights under this Agreement and if that party shall prevail in such action, the other party agrees to pay all of the costs of the action as allowed by the Court together with reasonable attorney fees. 14. Nothing in this Agreement is intended to convey any ownership interest in the water rights owned by Water Right Owner nor any permission to use water conveyed in the Ditch pursuant to a water right in any manner not consistent with Montana law. BRB is expressly prohibited from seeking to change any elements of Water Right Owner’s water rights without the express written consent of Water Right Owner. 15. This Agreement may be signed in counterparts, paper or electronic, each of which shall constitute an original, and all of which will be collectively deemed to constitute one document. 16. The Parties represent and warrant that they have read this Agreement, and each and every part thereof; that they understand the terms and conditions; and have consulted with counsel with respect thereto; and that they accept, agree to and intend to be bound by the terms and conditions of this Agreement. IN WITNESS WHEREOF, the parties hereto have signed and sealed this Agreement the day and year above first written. MONTANA STATE UNIVERSITY _________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Montana State University. ___________________________________ Notary State of Montana (seal) Printed Name: ______________________ Page 5 of 5 BUFFALO RUN BOZEMAN, LLC: __________________________________ BY:_______________________________ Its: Manager STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by __________________, as Manager of Buffalo Run Bozeman, LLC. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ LEGEND PROPOSED WEST SIDE DITCH IMPROVEMENTS FOR COMBINED FLOW ALONG COUNTY ROAD SECTIONS NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM WEST TO EAST) PROPOSED WEST SIDE DITCH OPTION THROUGHOUT PROPERTY FRONTAGE FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2022 N:\6475\003 - Offsite Imps - Fowler and S 27th\ACAD\Exhibits\6475.003_DITCH REALIGNMENT VICINITY MAP.dwg Plotted by lee hageman on Mar/11/2022 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net 6475.003 EX-A BUFFALO RUN - OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE IRRIGATION DITCH REALIGNMENT OPTION #2 LRH LRH LRH 03/11/2022 N.T.S. BLACKWOOD ROAD STUCKY ROAD FOWLER LANEHERIZA, T H O M A S J & M A Y L HAGGER T Y F A M I L Y 2B HOLD I N G S GAVIN, W I L L I A M M B & R E N E E R BRADLEY P L A C E KOUNTZ , D A Y L E H CHRISTE N S E N , J O N & E L I Z A B E T H REAL RE D L L C KOUNTZ , D A Y L E H KOUNTZ , D A Y L E H BUFFALO RUN BOZEMAN PROPERTY TOWERS , CHRISTO P H E R R FOWLER L A N E LLC COOK REVOCA B L E TRUST COOK, JE F F E R Y W & SARA H TOWERS , CHRISTO P H E R R PRESERVE EXISTING CMP CULVERT TO EAST TO MAINTAIN WATER ACCESS TO REAL RED LLC PROPERTY PRESERVE EXISTING CMP CULVERTS UNDER STUCKY ROAD ON EACH SIDE OF FOWLER LANE NEW CULVERT TO CONVEY LOCALIZED STORM RUNOFF FROM EAST SIDE DITCH. INSTALL 15" CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW NEW 36" EQUIVALENT ARCH CMP CULVERT CROSSING. INSTALL CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. ALL IRRIGATION WATER CONVEYED WEST TO COMBINED DITCH NEW 30" EQUIVALENT ARCH PIPE CMP CULVERT TO BE ANGLED AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. CULVERT INSTALLED TO PROVIDE DIVERSION FOR MSU WATER RIGHTS NO MODIFICATIONS TO EXISTING DITCHES SOUTH OF BLACKWOOD ROAD NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM EAST TO WEST) NO MODIFICATIONS TO EXISTING CULVERTS BENEATH BLACKWOOD ROAD AT INTERSECTION BOZEMAN H A U S T W O L L C KDG HOL D I N G S L L C >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>MAINTAIN EXISTING DIVERSION FOR BRADLEY PROPERTY March 18, 2022 Bradley Family Revocable Trust 5912 Our Way Citrus Heights, CA 95610-6709 RE: Agreement for Relocation of the Middle Creek Ditch along Fowler Lane Dear Water Right Owner: In April of 2021, the Homestead at Buffalo Run project was approved by the City of Bozeman for annexation into the City with a R4 zoning classification. Currently, the project is going through the final stages of Site Plan approval from the City of Bozeman. As part of the Homestead at Buffalo Run project on Fowler Lane, the City of Bozeman is requiring that Fowler Lane be widened to an approved City section for a minor arterial classification (within the property limits of the project). As a result of this requirement, the irrigation ditch that currently runs along the east side of Fowler Lane is proposed to be relocated to the west side of Fowler Lane between Stucky Road and south of Blackwood Road. During the course of designing and engineering the project, our consultant team has been in consistent communication with the ditch companies and most of the private water owners on those same ditches. Calculations and design options have been provided and comments received from multiple parties. Modifications and revisions were made to the originally proposed design as a result of the comments and concerns that were expressed. Attached is an agreement with exhibits that reflect the final proposed design. We are requesting your signature on the attached agreement reflecting that you are in agreement with the proposed design for relocation of the water to be conveyed to the west side of Fowler. Based on calculations and engineering, the amount of water received by the water owners, or the point of diversion will not change and will be the same amount of water as historically received. If you have any questions, I and/or our legal counsel will be happy to answer them for you. Below is the contact information for those parties: • Derek Williams – derek@bridgerdevelop.com, 303-887-4045 • Susan Swimley - swimley@swimleylaw.com, 406-586-5544 • Abigail Brown - abby@mtwaterlaw.com, 406-457-5494 We are requesting the fully signed and executed agreement from you by Friday April 1, 2022. Thank you so much for your time and consideration. Sincerely, Buffalo Run Bozeman, LLC Derek Williams Manager/Member Cc: Susan Swimley Abigail Brown Page 1 of 7 DITCH RELOCATION AGREEMENT This Ditch Relocation Agreement (“Agreement”) is entered into this ______ day of ____________, 2022, by and between the Bradley Family Revocable Trust, with an address of 5912 Our Way, Citrus Heights, CA 95610-6709, Gordon & Jacklyn Bradley Family Trust, with an address of 3852 46th Ave. NE, Seattle, WA 98105; and Glenn David Cowles Trust, with an address of 5912 Our Way, Citrus Heights, CA 95601-6709 (hereinafter collectively referred to as “Water Right Owner”) and Buffalo Run Bozeman, LLC, a Colorado limited liability company of 5400 Fowler Lane, Bozeman, MT 59718 (hereinafter referred to as “BRB”) and collectively referred to as “the Parties”. WHEREAS, the Middle Creek Ditch Company and the West Gallatin Canal Company (hereinafter “Ditch Companies”) are the owners of an irrigation ditch system located in the southwest area of Bozeman and more particularly between Blackwood Road and Stucky Road (hereinafter referred to as the “Ditch”); WHEREAS, the Ditch Companies have established a ditch easement for the Ditch for the purpose of conveying irrigation water to their members’ real property; WHEREAS, the Water Right Owner owns private water right number 41H 35506-00, which is conveyed through the Ditch; WHEREAS, the Ditch runs parallel to Fowler Lane on both the east and west side of Fowler Lane; WHEREAS, BRB desires to relocate the east-side portions of the Ditch and improve the west-side portions of the Ditch to facilitate the improvements to Fowler Lane in accordance with approved plans required by the City of Bozeman and prepared by Morrison Maierle; and WHEREAS, the Parties are desirous of formalizing an agreement between them which will define the terms and conditions under which BRB might relocate and improve the Ditch; NOW, THEREFORE, the Parties mutually covenant and agree as follows: Page 2 of 7 1. All recitals are incorporated herein as if fully set forth. 2. The Water Right Owner, subject to the terms and conditions set forth herein, shall permit BRB to relocate and improve the Ditch in accordance with approved plans prepared by Morrison Maierle and as set forth on Exhibit A attached hereto, which exhibit shall become an integral part of this Agreement. 3. Upon execution of this Agreement, the Water Right Owner shall review any and all plans, specifications, and drawings prepared by BRB or any engineer, agent, contractor, or other person on behalf of BRB which specify the nature of such construction methods and materials for the relocation and improvement of the Ditch including, but not limited to, description of materials, re-grading, cleaning, clearing of vegetation, realignment, or culverts which BRB intends to construct and which will encroach upon or in any way interfere with the Ditch. BRB shall provide the aforementioned plans, specifications, and drawings to the Water Right Owner as soon after execution of this Agreement as practicable. BRB acknowledges Water Right Owner may hire, at BRB’s expense, a qualified, third party professional engineer to review any plans, specifications, or drawings to determine if the same, once constructed, will provide for the adequate transport of water through the Ditch without jeopardizing the integrity of the Ditch. In the event the Water Right Owner shall determine the proposed relocation or improvement of the Ditch, once constructed, will not provide for the adequate transport of water through the new Ditch and/ or will jeopardize the integrity of the water conveyance, the Water Right Owner shall give notice of the same, together when any other findings, to BRB within fourteen (14) days of receipt of the aforementioned plans, specifications, and drawings. BRB shall have the right to cure the issues raised by the Water Right Owner. 5. During relocation and improvement of the Ditch, BRB shall be responsible for stabilizing the ditch bank around any culvert or pipeline openings so no sloughing occurs. 6. BRB agrees to reimburse Water Right Owner for any and all expenses it may incur in the preparation and recording of this Agreement including, but not limited to Water Right Owner staff time, reasonable attorney fees incurred by Water Right Owner to review this Agreement or any and all plans, drawings, or specifications for construction work or changes which BRB undertakes pursuant to this Agreement. All fees and expenses to be paid under this Agreement shall be invoiced to BRB by the Water Right Owner no later than forty-five (45) days after the expense is incurred. BRB shall pay the Water Right Owner’s invoice(s) within forty-five (45) days of presentation to BRB by Water Right Owner. Page 3 of 7 7. BRB agrees the Water Right Owner may enter upon the Ditch and ditch easement during construction of the new Ditch for purposes of inspection, repair, operation and maintenance of the Ditch. However, at no time shall such entry interfere with the construction of the new Ditch or the on-going operations on the Property. 8. Under no circumstances shall BRB interrupt or in any way interfere with the flow of water through the Ditch at any time without prior written consent of the Water Right Owner. Permission to interrupt the flow of water will be granted based on the sole discretion of the Water Right Owner, but will not be unreasonably withheld and be consistent with achieving the purpose of this Agreement. 9. Upon BRB’s completion of the relocation and improvement of the Ditch, the Water Right Owner shall have the opportunity to inspect and confirm the relocated and improved Ditch operates and performs as expected. Once the Water Right Owner confirms the relocated and improved Ditch operates as expected, the Parties agree BRB shall have no further obligation to inspect, maintain, or repair the new Ditch. The Water Right Owner’s confirmation shall not be unreasonably withheld. 10. BRB hereby agrees to indemnify and hold the Water Right Owner harmless from any and all claims, causes of action, costs, and reasonable attorney fees which the Water Right Owner may sustain by reason of or in connection with any claim filed against it for any event which may occur during BRB’s relocation and improvement of the Ditch or as a result of any action by BRB, its successors, agents, assigns or property owner(s). 11. All covenants and agreements herein contained shall extend to and be binding upon the heirs, personal representatives, assigns, or successors of the respective parties hereto and shall run with the title of the property in perpetuity unless rescinded in writing by the Water Right Owner. 12. This Agreement constitutes the entire agreement and understanding between the parties hereto and supersedes all prior and contemporaneous agreements and understandings of the parties in connection herewith which conflict with the expressed terms, covenants, and conditions of this Agreement. Covenant, representation, or condition not expressed in this Agreement shall not be effective to interpret, change, or restrict the express provisions of this Agreement unless specified in writing and signed by both parties hereto. 13. If it becomes necessary for either party hereto to bring suit to enforce their rights under this Agreement and if that party shall prevail in such action, the other party agrees to pay Page 4 of 7 all of the costs of the action as allowed by the Court together with reasonable attorney fees. 14. Nothing in this Agreement is intended to convey any ownership interest in the water rights owned by Water Right Owner nor any permission to use water conveyed in the Ditch pursuant to a water right in any manner not consistent with Montana law. BRB is expressly prohibited from seeking to change any elements of Water Right Owner’s water rights without the express written consent of Water Right Owner. 15. This Agreement may be signed in counterparts, paper or electronic, each of which shall constitute an original, and all of which will be collectively deemed to constitute one document. 16. The Parties represent and warrant that they have read this Agreement, and each and every part thereof; that they understand the terms and conditions; and have consulted with counsel with respect thereto; and that they accept, agree to and intend to be bound by the terms and conditions of this Agreement. IN WITNESS WHEREOF, the parties hereto have signed and sealed this Agreement the day and year above first written. [Signatures on Pages Immediately Following] Page 5 of 7 BRADLEY FAMILY REVOCABLE TRUST ________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Bradley Family Revocable Trust. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ GORDON & JACKLYN BRADLEY FAMILY TRUST ________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Bradley, Gordon & Jacklyn Family Trust. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ Page 6 of 7 GLENN DAVID COWLES TRUST ________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Cowles, Glenn David Trust. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ Page 7 of 7 BUFFALO RUN BOZEMAN, LLC: __________________________________ BY:_______________________________ Its: Manager STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by __________________, as Manager of Buffalo Run Bozeman, LLC. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ LEGEND PROPOSED WEST SIDE DITCH IMPROVEMENTS FOR COMBINED FLOW ALONG COUNTY ROAD SECTIONS NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM WEST TO EAST) PROPOSED WEST SIDE DITCH OPTION THROUGHOUT PROPERTY FRONTAGE FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2022 N:\6475\003 - Offsite Imps - Fowler and S 27th\ACAD\Exhibits\6475.003_DITCH REALIGNMENT VICINITY MAP.dwg Plotted by lee hageman on Mar/11/2022 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net 6475.003 EX-A BUFFALO RUN - OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE IRRIGATION DITCH REALIGNMENT OPTION #2 LRH LRH LRH 03/11/2022 N.T.S. BLACKWOOD ROAD STUCKY ROAD FOWLER LANEHERIZA, T H O M A S J & M A Y L HAGGER T Y F A M I L Y 2B HOLD I N G S GAVIN, W I L L I A M M B & R E N E E R BRADLEY P L A C E KOUNTZ , D A Y L E H CHRISTE N S E N , J O N & E L I Z A B E T H REAL RE D L L C KOUNTZ , D A Y L E H KOUNTZ , D A Y L E H BUFFALO RUN BOZEMAN PROPERTY TOWERS , CHRISTO P H E R R FOWLER L A N E LLC COOK REVOCA B L E TRUST COOK, JE F F E R Y W & SARA H TOWERS , CHRISTO P H E R R PRESERVE EXISTING CMP CULVERT TO EAST TO MAINTAIN WATER ACCESS TO REAL RED LLC PROPERTY PRESERVE EXISTING CMP CULVERTS UNDER STUCKY ROAD ON EACH SIDE OF FOWLER LANE NEW CULVERT TO CONVEY LOCALIZED STORM RUNOFF FROM EAST SIDE DITCH. INSTALL 15" CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW NEW 36" EQUIVALENT ARCH CMP CULVERT CROSSING. INSTALL CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. ALL IRRIGATION WATER CONVEYED WEST TO COMBINED DITCH NEW 30" EQUIVALENT ARCH PIPE CMP CULVERT TO BE ANGLED AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. CULVERT INSTALLED TO PROVIDE DIVERSION FOR MSU WATER RIGHTS NO MODIFICATIONS TO EXISTING DITCHES SOUTH OF BLACKWOOD ROAD NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM EAST TO WEST) NO MODIFICATIONS TO EXISTING CULVERTS BENEATH BLACKWOOD ROAD AT INTERSECTION BOZEMAN H A U S T W O L L C KDG HOL D I N G S L L C >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>MAINTAIN EXISTING DIVERSION FOR BRADLEY PROPERTY March 18, 2022 Haggerty Family, LLC 5100 Patterson Road Bozeman, MT 59718 RE: Agreement for Relocation of the Middle Creek Ditch along Fowler Lane Dear Mr. and Mrs. Haggerty: In April of 2021, the Homestead at Buffalo Run project was approved by the City of Bozeman for annexation into the City with a R4 zoning classification. Currently, the project is going through the final stages of Site Plan approval from the City of Bozeman. As part of the Homestead at Buffalo Run project on Fowler Lane, the City of Bozeman is requiring that Fowler Lane be widened to an approved City section for a minor arterial classification (within the property limits of the project). As a result of this requirement, the irrigation ditch that currently runs along the east side of Fowler Lane is proposed to be relocated to the west side of Fowler Lane between Stucky Road and south of Blackwood Road. During the course of designing and engineering the project, our consultant team has been in consistent communication with the ditch companies and most of the private water owners on those same ditches. Calculations and design options have been provided and comments received from multiple parties. Modifications and revisions were made to the originally proposed design as a result of the comments and concerns that were expressed. Attached is an agreement with exhibits that reflect the final proposed design. We are requesting your signature on the attached agreement reflecting that you are in agreement with the proposed design for relocation of the water to be conveyed to the west side of Fowler. Based on calculations and engineering, the amount of water received by the water owners, or the point of diversion will not change and will be the same amount of water as historically received. If you have any questions, I and/or our legal counsel will be happy to answer them for you. Below is the contact information for those parties: •Derek Williams – derek@bridgerdevelop.com, 303-887-4045 •Susan Swimley - swimley@swimleylaw.com, 406-586-5544 •Abigail Brown - abby@mtwaterlaw.com, 406-457-5494 We are requesting the fully signed and executed agreement from you by Friday April 1, 2022. Thank you so much for your time and consideration. Sincerely, Buffalo Run Bozeman, LLC Derek Williams Manager/Member Cc: Susan Swimley Abigail Brown Page 1 of 5 DITCH RELOCATION AGREEMENT This Ditch Relocation Agreement (“Agreement”) is entered into this ______ day of ____________, 2022, by and between the Haggerty Family, LLC, a Montana limited liability corporation with address of 5100 Patterson Road, Bozeman, MT 59718, (hereinafter referred to as “Water Right Owner”) and Buffalo Run Bozeman, LLC, a Colorado limited liability company of 5400 Fowler Lane, Bozeman, MT 59718 (hereinafter referred to as “BRB”) and collectively referred to as “the Parties”. WHEREAS, the Middle Creek Ditch Company and the West Gallatin Canal Company (hereinafter “Ditch Companies”) are the owners of an irrigation ditch system located in the southwest area of Bozeman and more particularly between Blackwood Road and Stucky Road (hereinafter referred to as the “Ditch”); WHEREAS, the Ditch Companies have established a ditch easement for the Ditch for the purpose of conveying irrigation water to their members’ real property; WHEREAS, the Water Right Owner owns private water right number 41H 139072-00, which is conveyed through the Ditch; WHEREAS, the Ditch runs parallel to Fowler Lane on both the east and west side of Fowler Lane; WHEREAS, BRB desires to relocate the east-side portions of the Ditch and improve the west-side portions of the Ditch to facilitate the improvements to Fowler Lane in accordance with approved plans required by the City of Bozeman and prepared by Morrison Maierle; and Page 2 of 5 WHEREAS, the Parties are desirous of formalizing an agreement between them which will define the terms and conditions under which BRB might relocate and improve the Ditch; NOW, THEREFORE, the Parties mutually covenant and agree as follows: 1. All recitals are incorporated herein as if fully set forth. 2. The Water Right Owner, subject to the terms and conditions set forth herein, shall permit BRB to relocate and improve the Ditch in accordance with approved plans prepared by Morrison Maierle and as set forth on Exhibit A attached hereto, which exhibit shall become an integral part of this Agreement. 3. Upon execution of this Agreement, the Water Right Owner shall review any and all plans, specifications, and drawings prepared by BRB or any engineer, agent, contractor, or other person on behalf of BRB which specify the nature of such construction methods and materials for the relocation and improvement of the Ditch including, but not limited to, description of materials, re-grading, cleaning, clearing of vegetation, realignment, or culverts which BRB intends to construct and which will encroach upon or in any way interfere with the Ditch. BRB shall provide the aforementioned plans, specifications, and drawings to the Water Right Owner as soon after execution of this Agreement as practicable. BRB acknowledges Water Right Owner may hire, at BRB’s expense, a qualified, third party professional engineer to review any plans, specifications, or drawings to determine if the same, once constructed, will provide for the adequate transport of water through the Ditch without jeopardizing the integrity of the Ditch. In the event the Water Right Owner shall determine the proposed relocation or improvement of the Ditch, once constructed, will not provide for the adequate transport of water through the new Ditch and/ or will jeopardize the integrity of the water conveyance, the Water Right Owner shall give notice of the same, together when any other findings, to BRB within fourteen (14) days of receipt of the aforementioned plans, specifications, and drawings. BRB shall have the right to cure the issues raised by the Water Right Owner. 5. During relocation and improvement of the Ditch, BRB shall be responsible for stabilizing the ditch bank around any culvert or pipeline openings so no sloughing occurs. 6. BRB agrees to reimburse Water Right Owner for any and all expenses it may incur in the preparation and recording of this Agreement including, but not limited to Water Right Owner staff time, reasonable attorney fees incurred by Water Right Owner to review this Agreement or any and all plans, drawings, or specifications for construction work or changes which BRB Page 3 of 5 undertakes pursuant to this Agreement. All fees and expenses to be paid under this Agreement shall be invoiced to BRB by the Water Right Owner no later than forty-five (45) days after the expense is incurred. BRB shall pay the Water Right Owner’s invoice(s) within forty-five (45) days of presentation to BRB by Water Right Owner. 7. BRB agrees the Water Right Owner may enter upon the Ditch and ditch easement during construction of the new Ditch for purposes of inspection, repair, operation and maintenance of the Ditch. However, at no time shall such entry interfere with the construction of the new Ditch or the on-going operations on the Property. 8. Under no circumstances shall BRB interrupt or in any way interfere with the flow of water through the Ditch at any time without prior written consent of the Water Right Owner. Permission to interrupt the flow of water will be granted based on the sole discretion of the Water Right Owner, but will not be unreasonably withheld and be consistent with achieving the purpose of this Agreement. 9. Upon BRB’s completion of the relocation and improvement of the Ditch, the Water Right Owner shall have the opportunity to inspect and confirm the relocated and improved Ditch operates and performs as expected. Once the Water Right Owner confirms the relocated and improved Ditch operates as expected, the Parties agree BRB shall have no further obligation to inspect, maintain, or repair the new Ditch. The Water Right Owner’s confirmation shall not be unreasonably withheld. 10. BRB hereby agrees to indemnify and hold the Water Right Owner harmless from any and all claims, causes of action, costs, and reasonable attorney fees which the Water Right Owner may sustain by reason of or in connection with any claim filed against it for any event which may occur during BRB’s relocation and improvement of the Ditch or as a result of any action by BRB, its successors, agents, assigns or property owner(s). 11. All covenants and agreements herein contained shall extend to and be binding upon the heirs, personal representatives, assigns, or successors of the respective parties hereto and shall run with the title of the property in perpetuity unless rescinded in writing by the Water Right Owner. 12. This Agreement constitutes the entire agreement and understanding between the parties hereto and supersedes all prior and contemporaneous agreements and understandings of the parties in connection herewith which conflict with the expressed terms, covenants, and Page 4 of 5 conditions of this Agreement. Covenant, representation, or condition not expressed in this Agreement shall not be effective to interpret, change, or restrict the express provisions of this Agreement unless specified in writing and signed by both parties hereto. 13. If it becomes necessary for either party hereto to bring suit to enforce their rights under this Agreement and if that party shall prevail in such action, the other party agrees to pay all of the costs of the action as allowed by the Court together with reasonable attorney fees. 14. Nothing in this Agreement is intended to convey any ownership interest in the water rights owned by Water Right Owner nor any permission to use water conveyed in the Ditch pursuant to a water right in any manner not consistent with Montana law. BRB is expressly prohibited from seeking to change any elements of Water Right Owner’s water rights without the express written consent of Water Right Owner. 15. This Agreement may be signed in counterparts, paper or electronic, each of which shall constitute an original, and all of which will be collectively deemed to constitute one document. 16. The Parties represent and warrant that they have read this Agreement, and each and every part thereof; that they understand the terms and conditions; and have consulted with counsel with respect thereto; and that they accept, agree to and intend to be bound by the terms and conditions of this Agreement. IN WITNESS WHEREOF, the parties hereto have signed and sealed this Agreement the day and year above first written. HAGGERTY FAMILY, LLC _________________________________ By:______________________________ Its:______________________________ STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by ___________________, as _______________ of Haggerty Family, LLC. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ Page 5 of 5 BUFFALO RUN BOZEMAN, LLC: __________________________________ BY:_______________________________ Its: Manager STATE OF MONTANA ) : ss. COUNTY OF GALLATIN ) This instrument was acknowledged before me on _____________________2022, by __________________, as Manager of Buffalo Run Bozeman, LLC. ___________________________________ Notary State of Montana (seal) Printed Name: _______________________ LEGEND PROPOSED WEST SIDE DITCH IMPROVEMENTS FOR COMBINED FLOW ALONG COUNTY ROAD SECTIONS NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM WEST TO EAST) PROPOSED WEST SIDE DITCH OPTION THROUGHOUT PROPERTY FRONTAGE FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE, INC.,2022 N:\6475\003 - Offsite Imps - Fowler and S 27th\ACAD\Exhibits\6475.003_DITCH REALIGNMENT VICINITY MAP.dwg Plotted by lee hageman on Mar/11/2022 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net 6475.003 EX-A BUFFALO RUN - OFFSITE IMPROVEMENTS BOZEMAN MONTANA FOWLER LANE IRRIGATION DITCH REALIGNMENT OPTION #2 LRH LRH LRH 03/11/2022 N.T.S. BLACKWOOD ROAD STUCKY ROAD FOWLER LANEHERIZA, T H O M A S J & M A Y L HAGGER T Y F A M I L Y 2B HOLD I N G S GAVIN, W I L L I A M M B & R E N E E R BRADLEY P L A C E KOUNTZ , D A Y L E H CHRISTE N S E N , J O N & E L I Z A B E T H REAL RE D L L C KOUNTZ , D A Y L E H KOUNTZ , D A Y L E H BUFFALO RUN BOZEMAN PROPERTY TOWERS , CHRISTO P H E R R FOWLER L A N E LLC COOK REVOCA B L E TRUST COOK, JE F F E R Y W & SARA H TOWERS , CHRISTO P H E R R PRESERVE EXISTING CMP CULVERT TO EAST TO MAINTAIN WATER ACCESS TO REAL RED LLC PROPERTY PRESERVE EXISTING CMP CULVERTS UNDER STUCKY ROAD ON EACH SIDE OF FOWLER LANE NEW CULVERT TO CONVEY LOCALIZED STORM RUNOFF FROM EAST SIDE DITCH. INSTALL 15" CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW NEW 36" EQUIVALENT ARCH CMP CULVERT CROSSING. INSTALL CMP AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. ALL IRRIGATION WATER CONVEYED WEST TO COMBINED DITCH NEW 30" EQUIVALENT ARCH PIPE CMP CULVERT TO BE ANGLED AT 45° ANGLE TO ROAD IN DIRECTION OF FLOW TO MINIMIZE ENERGY/ WATER LOSS AND MINIMIZE DEBRIS BUILDUP. CULVERT INSTALLED TO PROVIDE DIVERSION FOR MSU WATER RIGHTS NO MODIFICATIONS TO EXISTING DITCHES SOUTH OF BLACKWOOD ROAD NEW CULVERT OF SPECIFIED SIZE (FLOW DIRECTION FROM EAST TO WEST) NO MODIFICATIONS TO EXISTING CULVERTS BENEATH BLACKWOOD ROAD AT INTERSECTION BOZEMAN H A U S T W O L L C KDG HOL D I N G S L L C >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>MAINTAIN EXISTING DIVERSION FOR BRADLEY PROPERTY