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012 Appendix K - Storm Drainage Report
SRX Block 5, Lot 2 Storm IMPROVEMENTS Stormwater BASIS OF DESIGN REPORT July 2023 PREPARED BY: MMI #: 5659.019 2 Table of Contents INTRODUCTION ........................................................................................................................................................ 1 1 EXISTING CONDITIONS ................................................................................................................................. 1 2 SOUTH RANGE CROSSING SUBDIVISION DESIGN............................................................................... 1 3 APPROACH ....................................................................................................................................................... 3 4 DESIGN CRITERIA .......................................................................................................................................... 3 5 SITE INFORMATION ....................................................................................................................................... 4 6 ENVIRONMENTAL IMPACTS ........................................................................................................................ 4 APPENDICES Appendix A – Post Development Basin Exhibit Appendix B – Rational Method – Storage Appendix C – Conveyance Calculations Appendix D – Storm Water Design Report for the South Range Crossing Subdivision – Design Report, May 2023 Prepared By: Morrison Maierle, Inc 2880 Technology Blvd. W. Bozeman, Montana 59771 Phone: (406) 587-0721 Fax: (406) 922-6702 Written By: CMS Checked By: MEE Approved By: MEE PROJECT NO.: 5659.019 3 INTRODUCTION This report provides the hydrologic and hydraulic calculations for development of multiple single family dwelling units on Block 5, Lot 2 of the South Range Crossing (SRX) Subdivision Phase 1. This report is an addendum to the Stormwater Design Report for the South Range Crossing Subdivision – Design Report, May 2023 (Appendix D) to demonstrate consistency with the assumptions made in the original subdivision report. The original report assumed that storm runoff from Lot 2 would drain to the east into two proposed detention ponds (P-X) and would then overflow into a swale eventually to Pond B-2, which would provide storm water treatment and detention to the 10-year pre-development peak runoff rate, as required by the City of Bozeman. 1 EXISTING CONDITIONS The site is located east of Canter Ave and South of Brookdale Drive. Existing ground cover is vacant, abandoned agricultural land. The existing slopes range from 0% to 4% and generally draining from south to north. 2 SOUTH RANGE CROSSING SUBDIVISION DESIGN Per the South Range Crossing Stormwater Design Report, Lot 2 Block 5 is located in Sub- Basin 11. The stormwater runoff from Block 5 is to be treated in Pond B-2 located to the northeast corner of the Sub-basin. Pond B-2 is sized to detain the first 1/2” across the Sub- basin and has a storage volume of 4,530 CF. 3 APPROACH It will be shown that for the proposed development, the use of subdivision treatment facilities will limit the post-development 10-year peak runoff rate to the predevelopment rate and will provide effective treatment of storm runoff. All storm drain pipes have been sized to convey the 25-year peak runoff. Ponds shall be sized based on a 10-year, 2-hour storm intensity per the City of Bozeman design standards. Lot 2 is considered as two separate Basins as shown in Appendix A. Basin 1 will flow back to Canter Avenue and eventually conveyed into Pond B-1 located in Block 4 also known as Sub-basin 12 from the SRX Stormwater Design Report. Basin 2 will flow east along Lot 2 eventually into a swale that conveys north to Pond B-2. Additionally, east of the two driveways will be ponds, P-X as stated in the SRX storm report. Ponds P-X will provide additional treatment and will capture stormwater from primarily the driveways. Overflow from Ponds P-X will drain into the drainage swale east of Lot 2. See appendix B for rational method calculations for the proposed site. The values used in each column of the table are as follows 4 for each basin: Basin 1 Area: Calculated in AutoCAD (0.053 acres impervious, 0.045 pervious) C (Rational Method runoff coefficient): Runoff coefficients for Bock 5, Lot 2 development were calculated using 0.2 for pervious area (pre-development and developed landscape areas) and 0.9 for impervious areas (pavement, concrete and rooftops). Pro-rating by area resulted in the coefficients used in the calculations and a composite coefficient of 0.58. Storm Intensity: Determines the 10-year storm intensity at the time of concentration. Peak Runoff (Qp): Value calculated using the Rational Method formula (Q = CIA) and the intensity formulas in the City’s design standards (Rainfall Intensity – Duration Curve). The required detention volume for the 10-year design storm of Basin 1 is calculated to be 167.81 CF. Pond B-1 is sized to detain the first 1/2” across the Sub-basin of 4,165 CF and has a storage volume of 4,724 CF. Pond B-1 is oversized by 559 CF and will be able to accommodate Basin 1 from Lot 2. Basin 2 Area: Calculated in AutoCAD (0.874 acres impervious, 0.855 pervious) C (Rational Method runoff coefficient): Runoff coefficients for Bock 5, Lot 2 development were calculated using 0.2 for pervious area (pre-development and developed landscape areas) and 0.9 for impervious areas (pavement, concrete and rooftops). Pro-rating by area resulted in the coefficients used in the calculations and a composite coefficient of 0.55. Storm Intensity: Determines the 10-year storm intensity at the time of concentration. Peak Runoff (Qp): Value calculated using the Rational Method formula (Q = CIA) and the intensity formulas in the City’s design standards (Rainfall Intensity – Duration Curve). The required detention volume for the 10-year design storm of the proposed development is calculated to be 2,811.63 CF. Additionally the pond will hold the post-development volume from 5 Lot 1 of 1,082.32 CF. Therefore, Pond B-2 is adequately sized to hold the total volume, 3,893.95 CF. Ponds P-X Area: Calculated in AutoCAD (0.076 acres impervious, 0.000 pervious) Area was calculated using the driveway with the larger surface area. C (Rational Method runoff coefficient): Runoff coefficients for Bock 5, Lot 2 development were calculated using 0.2 for pervious area (pre-development and developed landscape areas) and 0.9 for impervious areas (pavement, concrete and rooftops). Pro-rating by area resulted in the coefficients used in the calculations and a composite coefficient of 0.90. Storm Intensity: Determines the 10-year storm intensity at the time of concentration. Peak Runoff (Qp): Value calculated using the Rational Method formula (Q = CIA) and the intensity formulas in the City’s design standards (Rainfall Intensity – Duration Curve). The required detention volume for the 10-year design storm for the driveways is calculated to be 200.99 CF. The original SRX storm report sized these ponds to detain the first 1/2” across the Sub-basin of 433 CF and are adequately sized to treat stormwater from the driveways. 4 CONVEYANCE The storm drain piping system for the propose development is designed to convey flows from a 25-year storm. Provisions for overland flow of larger, less frequent storms up to the 100-year storm will be incorporated into the site grading. Calculations are provided for representative pipes as required to ensure pipe size is adequate for all pipes; adequacy of other pipes are evident based on the calculated basin areas and flow rates for the representative pipes. Lot 2 is considered as two basins. The first basin will convey onto Canter Avenue and eventually into previously installed curb inlet with a 15” diameter outlet at 0.5% slope. Basin 2 will be conveyed by an 8” diameter pipe at 1.7% slope into a combination manhole located on Lot 1 that also captures stormwater from Lot 1 and will outlet into subdivision detention pond B-2. The outlet pipe into pond B-2 is designed to convey the total flows from post development Lot 2 as well as post development Lot 1. This is shown in Appendix C. 6 5 RESULTS SUMMARY The stormwater analysis for the proposed Block 5, Lot 2 was completed using applicable state and local regulations/standards as well as sound engineering practices. The result is a storm water design that provides for the conveyance, storage and treatment of stormwater. The subdivision ponds B-1 and B-2 as well as the conveyance systems through the site are adequately sized to convey, store and treat the runoff volume from Lot 2 as well as the post development of Lot 1. SDD> > >>>>>>>>>>>>>>>>>>>> > >>>SDSDD>>>>>>>>>>>>>>>>SDSDSDSD SD SD SD DDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SD SD SD SD SD SD SD SD DDDD8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W DYHDYH8W8W8W8W8W8W8W8W8W8WBBDYH FIRE FIRE FIREWW WWWWWWWWWWWWWW W W WW W WWWWW8W 8W 8W WW 8W8W8W8W 8W 8W 8W 8W 8W 8W B BWW8W8W8WBW WW W W W W WW WWWWWWWW BTBTBTBTBTBTBPBPBPBPBP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BPBTBTBTBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBTBTBT BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPNGNGNGNGNGNGNGBPBPBPBP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BP BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTNG NG NG BPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPNGNGNGNGBTBTBTBTBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBTBTBTBPBPBPBPBPNGNGNGBT BT BT BT BTBPBPBPBPBP BP BP BP BP BPBTBTBTBTBT BP BP BP BP BPBTBTBTBTBT 8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8SS S8S 8S 8S 8S S8S 8S8S8S8S8S8S8S8S8S8SSSSS8S8S8S8S8S8S8S8S8S 8S 8S 8S 8SS8S8S8S8SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SS SS SS SS SSSS SSSSSSSSSSSS SS SSSS SSSS SSSS SS SSSSSSSSSS SS SS SS SS SS SS SSSS LOT 50.26 acs.63.00'64.12' N0°00'00"E 127.12' 333.91' L=87.04' 58. 5 4 ' L=111.90' 33. 5 3 ' 101.19'199.71'42.00'101.19'LOT 11.94 acs.PARK 11.95 acs.N90°00'00"W223.21'N90°00'00"E183.15'S0°30'00"E185.60'N90°00'00"W226.71'L=76.57' 49. 0 0 ' 43. 0 7 ' L=100.30' L=21.55' 289.22' 17.44'BLOCK 4S0°00'00"E 420.41'N90°00'00"E486.42'30.00'30.00'30.00'30.00'127.12'90.70'N90°00'00"W199.71'BLOCK 5N0°00'00"E 385.75'427.50'O.S. 11.01 acs.177.00'193.81'176.94'83.75'O.S. 60.24 acs.O.S. 70.22 acs.N0°00'00"W N0°00'00"ESDSDSDSDSDSDSDBPBTBTBTBTBTBT BP BPBPBPBTBTBTBTBPBPBPBPBPBP BPBP BPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBPBTBP BPBPBPBT BTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBP BPBTBTBTBTBTBT BP BPBPBPBTBTBTBTBPBPBPBPBPBP BPBPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBPBTBPBPBPBPBTBTBTBTBTBTBTBPBPBPBPBPBPBP BT BTBTBT-2.90 %-8.06%-1 0 . 9 8%-1.70%-2.69%-12.05%-16.28%VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCH ON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2023COPYRIGHT © MORRISON-MAIERLE, SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\5659\019 - SWX SITE PLANS 1-3\ACAD\EXHIBITS\EX 1 POST DEV-BLOCK 5-LOT 2.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:ROSIE NICKELSON ON Aug/01/2023 BLOCK 5, LOT 2 POST DEVELOPMENT 5659.019 6 EX 1 50 10025500 SCALE IN FEET LEGEND BASIN BOUNDARY BASIN 1 - 0.10 Acres, C=0.58 SUB-BASIN BOUNDARY P-X P-X BASIN 2 - 1.729 Acres, C=0.55CANTER AVENUE BROOKDALE DRIVE8" STORM PIPE TO CONVEY FLOW FROM LOTS 2, 3 & 4 8" STORM PIPE TO CONVEY FLOW FROM LOTS 2, 3 & 4 B-2 B-1 12" STORM PIPE TO CONVEY FLOW FROM LOTS 1, 2, 3 & 4 289.22'199.71'427.50'SD SD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD SDSDSDSDSDSDSDSDBPBPBPBPBTBTBTBPBPBPBPBPBPBPBPBPBPBPBPBPBPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBT BT BT BT BT BT BT BT BT BT BT BT BTBTBT BT BT BT BTBTBT BT BPBP BP BP BP BP BP BP BP BP BP BP BPBPBP BP BP BP BPBPBP BP BP BP BP BP BP BPBPBPBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBPBP BP BP BP BP BP BP BP BPBPBP BT BT BT BT BT BT BT BT BT BT BT BTBTBPBP BP BP BP BP BP BP BPBPBP BP BP BP BP BP BP BP BP BP BP BP BPBPBPBP BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBTBTBT BT BP BP BP BP BP BP BP BP BP BP BP BP BPBPBPBPBP BP B BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPFFE: 4991.26 FFE: 4991.57 FFE: 4991.50 FFE: 4991.40 FFE: 4991.50 -2 .39% -2. 9 0% 90.68 91.44 91.03 91.48 91.48 91.40 91.40 91.22 91.11 90.65 90.58 90.51 90.88 91.6691.98 91.7891.86 91.78 91.7891.32 91.14 91.38 FG 90.76 90.76 FG 90.76 FG 91.07 90.94 -1.50%-1.97% 90.32 90.37 90.22 90.17 90.04 89.97 89.89MEG 89.78 MEG 89.89 89.97 -5.98%-2.88% -1.29% 89.92 89.92 89.93 89.95 -0.97% -0.20%-1.41%-1.51%-0.32%90.13 90.11 89.65 89.65 90.41 90.41 91.57-1.75%90.26 90.26 90.26 90.29 91.50 91.41 90.82 90.82 FG 90.90 91.40 91.35 90.05 90.08 91.05 91.07 91.00 FG 91.00 -4.65%-2 .39% 90.98 91.50 91.75 92.13 -2.12%-2.63%-2.38% >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> 90.34 -1.18%-0.93% 90.71 91.70 92.20 -2.18% -5.15%-1.36%-1.00%-1.00%-0.78% -1.37% 91.50 91.41 90.08 90.0890.80 -1.32% 90.50 91.17 91.26 90.76 90.76 -1.14%90.36 90.17 91.48 90.87 -3.97%-6.77%-5.21%-14.73% -15.67% -2. 3 7 %-2.00%-1.15%-0.50% -2.24%-1.28%91.3591.35 91.44 91.44 -0.73%-1.75%FG 91.07 0.00% 91.33 91.43 91.50 91.44 91.44 91.50 91.50 91.50 91.50 91.50 91.50 91.50 91.44 -1.63%-1.50% FG 90.76 90.63 90.98 FG 91.07 -1.39%90.90 90.30 -0.52% FG 90.90 89.90 89.76 89.85 89.81 -2.02%-0.50%-1.75%MEG 90.17MEG 90.17 -1.75%-1.58%FG 91.00 -0.75%-1.60% 90.92 90.92 FG 91.00FG 91.00 FFE: 4992.20 -1. 2 1 %-1.00%91.62 91.62 FG 91.70FG 91.70 -6.57%91.61 91.39 91.32 MEG 91.16 MEG 91.49 91.53 -6.20%-5.25%-1.48% -1.41% -1.36% 91.06 MEG 91.06 MEG 90.43 -6.17 % 91.20 91.42 91.47 91.46 91.44 91.41 91.39 91.31 91.28 91.19 91.16 91.08-3.63%-0.24%-0.76%-1.57%-3.14%-5.76%-8.31%92.73 FG 92.82 92.73 FG 92.82 -1.00%92.35 92.69 90.85 91.00 91.00 91.37 91.70 92.69 93.19 91.96 92.04 FG 92.69 92.61 -1.00% FG 92.69 92.61 92.1093.11 93.34 93.43 93.32 FFE: 4991.5090.43 FFE: 4993.19 FFE: 4993.32 93.23 92.22-1.20%-1.1 7 % 92.1191.19 -0.80% 90.99 91.03 91.6192.33 92.3292.39 -1.50%-4.45%-1.00%-1.08%-0.00%90.03 90.03 -6.47%-5.45% -2 .82%-5.61%-1.89%- 2 . 1 9% 90.98 -1.00% -1.00%-1.86%87.77 87.88 89.40 91.23 -5.67% 91.12 4991.70 92.03 -1. 7 0 % 4989.53 -1.87%-1.85%-1.85%-1.85%-1.00% -6.90%-7.63% TOP OF POND 4989.86 BOTTOM OF POND 4989.34 -0.10%-1.81%-3.20%-1.41%4989.78 4989.784990 49894989499049884991 4991499049894991 -2.22%-4.32%-7.07%-7.30%-0.82% -2.9 3 %-1.15%-2.25% -12.93% -14.21% -2. 2 1%-7.54%-2.16%-1.08 % 4991 4991 4993 4992 4990 4991 4989 Know what's below. before you dig.Call R THIS SITE HAS BEEN DESIGNED TO BE ACCESSIBLE TO INDIVIDUALS WITH DISABILITIES IN ACCORDANCE WITH THE AMERICANS WITH DISABILITIES ACT.CANTER AVENUENo. 49499 CELINE M PROFESSIONAL E N G INEERM O N TANA LICENSED SAUCIER VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCH ON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2023COPYRIGHT © MORRISON-MAIERLE, SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\5659\019 - SWX SITE PLANS 1-3\ACAD\SHEETS\002 BLOCK 5 LOT 2 SHEETS\C400 GRADING PLAN.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:CELINE SAUCIER ON Aug/01/2023 SRX BLOCK 5 LOT 2 BOZEMAN MONTANA ENLARGED GRADING PLAN (NORTH) 5659.019 8 C401 CMS CMS JAU 8/1/2023 10 205100 SCALE IN FEET T CATCH CURB SPILL CURB TRANSITION CURB (T) TOP BACK OF CURB ELEVATIONTBC EDGE OF GUTTER ELEVATIONEG LEGEND GRADE BREAK LINE (SEE NOTE 3) TOP OF WALL ELEVATIONTOW GENERAL NOTES 1.ALL STORM DRAIN MANHOLES SHALL BE 48-INCH DIAMETER, CONSTRUCTED PER CITY OF BOZEMAN STANDARD DETAILS. MANHOLES INDICATING “RIM=” SHALL HAVE SOLID COVERS, THOSE INDICATING “GRATE=” SHALL HAVE SLOTTED (GRATED) COVERS, AND THOSE INDICATING “TBC=” SHALL HAVE CURB INLET TYPE SLOTTED COVERS. 2.SPOT ELEVATIONS ALONG CURB LINES AND SIDEWALK EDGES ARE TOP BACK OF CURB (TBC) AND TOP OF SIDEWALK ELEVATIONS. SUBTRACT 0.50' (SPILL CURB) OR 0.37' (CATCH CURB) TO OBTAIN EDGE OF GUTTER (EG) ELEVATION AT THE ASPHALT/GUTTER LINE. 3.GRADE BREAK LINES (SEE LEGEND): USE STRAIGHT-LINE INTERPOLATION TO DETERMINE FINISHED GRADE ELEVATIONS BETWEEN INDICATED SPOT ELEVATIONS. 4.SEE ARCHITECTURAL PLANS FOR FINISHED GRADE ELEVATIONS ADJACENT TO BUILDING 2 STAIRS 6.6" STEPS 2 STAIRS 6" STEPS 2 STAIRS 6.6" STEPS 2 STAIRS 6" STEPS EX 8" STUB INV IN: 4987.18 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS 6LF OF 8" CULVERT @ 1.7% SLOPE 6LF OF 8" CULVERT @ 1.7% SLOPE 7LF OF 8" CULVERT @ 1.7% SLOPE PROPOSED EARTHEN TRIANGULAR WEIR GRADE TO EXISTING SWALE N90°00'00"W 223.21'L=100.30'17.44'BLOCK 5 N0°00'00"E 385.75'>>>>>>>SD SD SDSDSDSDD SDBP BP BP BP BPBPBPBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBPBP BP BP BP BP BP BP BP BPBPBP BT BT BT BT BT BT BT BT BT BT BT BTBTBPBPBP BP BP BP BP BP BPBPBPBP BP BP BP BP BP BP BP BP BP BP BPBPBP BP BP BP BP BPBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBT BT BT BT BTBT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BT BTBTBTBTBTBT BT BP BP BP BP BP BP BP BP BP BP BP BP BPBPBPBPBP BP BPBPBPBPBPBTBTBTBTBPBPBPBPBPBPBPBPBPBPBPBPBPBPBT BT BT BT BT BT BT BT BT BT BT BT BT BTBT BT BT BT BTBTBT BT BP BP BP BP BP BP BP BP BP BP BP BP BPBPBP BP BP BP BPBPBP BP BP BTBTBTBTBTBTBTBTBTBTBTBTBTBT8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W B W W W W W W W W WWWWWWW W W W W W W WWWWWWBT BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBP93.43 91.6192.32 FFE: 4994.24 FG 93.74 93.66 FG 93.74 -1.00% 93.47 93.26 93.19MEG 93.03 MEG 93.36 93.40 -6.20 % -1.2 5 % -1.30% 92.90 92.83 -1. 3 6 % 93.49 94.15 94.24 93.74 93.74 FG 93.74 93.66 -1.47% 92.42 92.41 93.72 93.79 93.30 93.26 FFE: 4995.24 FG 94.74 94.59 -1.75% 95.24-1.75%95.15 94.04 FG 94.74 94.59 FG 94.74 FFE: 4993.91 FG 93.41 93.29 -1.50% 93.91-1.75%-1.65%93.83 93.16 FG 93.41 93.29 FG 93.41 95.10 95.10 MEG 95.23 95.27 -6.6 8 % 96.28 96.58 96.58 97.08 95.62 95.70 FG 96.58 96.50 -1.00% FG 96.58 96.50 96.0096.99 FFE: 4997.08 -7.01%MEG 94.93 95.29-1.73%-4.79% -1.36 % 96.24 FG 96.39 96.24 FG 96.39 -1.75%96.89 FFE: 4996.89 96.8095.79 -1.21%-5.23%FFE: 4995.00 -2 .69% -1. 8 6 % 94.47 95.16 94.80 95.19 95.19 95.11 95.12 94.94 94.79 94.33 94.24 94.14 94.54 95.3595.54 95.3495.41 95.41 95.4195.40 95.36 95.04 94.02 94.10 93.85 93.75 94.65 94.68 94.99 -4.44%-2 .69% 94.76 95.22 95.48 95.71 -1.09%-1.70 %-2.01% >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>-1.00% 94.35 95.45 95.95 -1.38% -5.73%-1.50%95.00 94.91 94.30 -1.32%-5.84%-2.45%-1.88%95.0895.08 95.17 95.17 -1.05%-1.75%-31.39%95.03 95.16 95.22 95.16 95.16 95.22 95.22 95.22 95.22 95.22 95.22 95.22 95.15 -0.66%-1.75% -0.80% 94.30 94.30 FG 94.43FG 94.43 FFE: 4995.95 -1. 2 1 % FG 95.45FG 95.45 -0.57% 94.87 -6.5 8 % 94.95 95.15 95.20 95.19 95.16 95.13 95.11 95.04 95.01 94.94 94.91 94.84-1.34%0.10%-1.06%-1.54%-2.99%-4.88%-7.00%96.24 FG 96.39 96.24 FG 96.39 -1.75%96.28 96.58 94.43 94.50 94.50 95.13 95.45 96.58 -1.00% FG 96.58 96.50 FFE: 4995.2294.14 -1. 2 7 % 95.25 -0.36% -1.50%-1.00%-5.56%-5.87%-7.53%91.44 91.57 93.08 93.21 -8.00% 94.72 -1.50%95.3295.32 94.89 94.84 94.80 94.75 95.6695.67 95.594996 -1.33% 95.75 95.74 -1.02%0.32%93.22 93.31 4991.70 4990.18 4991.66 -7.64%-1.85%-1.85%-1.85%-1.85%4996499495.8649954994.04 -11.12%-1.66% TOP OF POND 4994.00 BOTTOM OF POND 4993.61 -0.10%-1.81%-3.52%-1.75%-2.00%95.00 93.99 -2.01%49934994 4994499549954995 4996 FG 94.58FG 94.58 -1.59%94.4594.50 4993 4995.00 4994.24 93.64 93.69 -1.20%-1.00%-2.89%-1.00% FFE: 4995.08 95.08 -16.17%-14.66%-1 . 1 7%-8.29%-7.96%-3.20%499449934992-1.36%-1.76%-1.41%-5 .08% -1.17%-3.83% -5. 0 2 %-1.75%-1.75%-1.27%-9.51%-12.05%-3.87%-3.18% 4 9 94 49 9 3 499 2 Know what's below. before you dig.Call R THIS SITE HAS BEEN DESIGNED TO BE ACCESSIBLE TO INDIVIDUALS WITH DISABILITIES IN ACCORDANCE WITH THE AMERICANS WITH DISABILITIES ACT.CANTER AVENUENo. 49499 CELINE M PROFESSIONAL E N G INEERM O N TANA LICENSED SAUCIER VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCH ON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2023COPYRIGHT © MORRISON-MAIERLE, SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\5659\019 - SWX SITE PLANS 1-3\ACAD\SHEETS\002 BLOCK 5 LOT 2 SHEETS\C400 GRADING PLAN.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:CELINE SAUCIER ON Aug/01/2023 SRX BLOCK 5 LOT 2 BOZEMAN MONTANA ENLARGED GRADING PLAN (SOUTH) 5659.019 9 C402 CMS CMS JAU 8/1/2023 30 6015300 SCALE IN FEET T CATCH CURB SPILL CURB TRANSITION CURB (T) TOP BACK OF CURB ELEVATIONTBC EDGE OF GUTTER ELEVATIONEG LEGEND GRADE BREAK LINE (SEE NOTE 3) TOP OF WALL ELEVATIONTOW 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS 7LF OF 8" CULVERT @ 1.85% SLOPE 2 STAIRS 6" STEPS 7LF OF 8" CULVERT @ 1.85% SLOPE 7LF OF 8" CULVERT @ 1.85% SLOPE 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS 2 STAIRS 6" STEPS PROPOSED EARTHEN TRIANGULAR WEIR GRADE TO EXISTING RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION SRX Block 5, Lot 2 (BASIN 1) - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs)0,0 V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE BASIN CHARACTERISTICS Weighted Adjusted Runoff Surface Area, A Area, A Coefficient Coefficient1 Factor C' = Cwd x Cf Runoff Runoff Frequency Coefficient Description (ft2)(acres)C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Hard Surface (back, sides parking)2,326 0.053 0.90 0.048 0.58 1.00 0.58 0.057 Landscaping 1,980 0.045 0.20 0.009 Undeveloped 0 0.000 0.20 0.000 0.58 Totals 4,306 0.099 0.057 0.02 167.81 0.057 BASIN RETENTION VOLUME ANALYSIS 0.58 0.41 0.099 0.02 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 1 RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION SRX Block 5, Lot 2 (BASIN 2) - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs)0,0 V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE 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 Hard Surface (back, sides parking)38,061 0.874 0.90 0.786 0.55 1.000.000 0.20 0.000 0.55 Landscaping 37,258 0.855 0.20 0.171 Undeveloped 0 0.957 BASIN RETENTION VOLUME ANALYSIS 0.55 0.41 1.729 0.39 Totals 75,319 1.729 0.957 0.55 0.957 0.39 2,811.63 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 1 RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION SRX Block 5, Lot 2 (P-X) - 10 Year Design Storm Frequency Design Storm Frequency =Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = ΣCjAj / Σaj where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Calculation of Storm Water Runoff Flow Rate: Q = Storm Water Runoff Flow Rate (cfs)i = Rainfall Intensity (in/hr) Cwd = Weighted Runoff Coefficient A = Storm Drainage Basin Area (acres) Storm Drainage Basin Weighted Runoff Coefficient, Cwd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Qp =cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs)0,0 V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V =cf 0.03 200.99 0.068 BASIN RETENTION VOLUME ANALYSIS 0.90 0.41 0.076 0.03 Totals 3,313 0.076 0.068 0.000 0.20 0.000 0.90 0.90 0.068 Landscaping 0 0.000 0.20 0.000 Undeveloped 0 Cwd x Cf → Cwd x Cf ≤ 1.00 C' x A Hard Surface (back, sides parking)3,313 0.076 0.90 0.068 0.90 1.00 C' = Cwd x Cf Description (ft2)(acres)C C x A Cwd Cf Coefficient Surface Area, A Area, A Coefficient Coefficient1 Factor Adjusted Runoff Runoff Runoff Frequency 10 (Enter WQual, 2, 5, 10, 25, 50, or 100) DRAINAGE BASIN CHARACTERISTICS Weighted 𝑄𝑄=𝐶𝐶𝑤𝑤𝑤𝑤𝑖𝑖𝑖𝑖 𝑉𝑉=7200𝑄𝑄 1 SRX BLOCK 5, LOT 2-Basin 1 Conveyance Calculations MODIFIED RATIONAL METHOD i = A * (Tc/60) B Qp = C i A Qp = peak runoff, cfs Design Coefficients C = runoff coefficient Storm A B i = A(Tc/60)B (Bozeman IDF curve)2-yr 0.36 -0.60 Tc = time of concentration, minutes 5-yr 0.52 -0.64 A = Area, acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 Retention Volume = 7,200*(C)*(i)*(A), where i = 0.41 in./hr 100-yr 1.01 -0.67 (Bozeman Design Standards, March 2004) Sub-Basin Name Area C Tc Q2 Q5 Q10 Q25 Q50 Q100 Lot 2-Basin 1 0.99 0.58 5.00 0.92 1.46 1.85 2.20 2.72 3.07 Total Conveyance 2.20 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Aug 1 2023 15" @ 0.5% Slope Basin 1 (Canter Ave) Circular Diameter (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 2.20 Highlighted Depth (ft) = 0.56 Q (cfs) = 2.200 Area (sqft) = 0.54 Velocity (ft/s) = 4.11 Wetted Perim (ft) = 1.84 Crit Depth, Yc (ft) = 0.60 Top Width (ft) = 1.24 EGL (ft) = 0.82 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) SRX BLOCK 5, LOT 2-Basin 2 Conveyance Calculations MODIFIED RATIONAL METHOD i = A * (Tc/60) B Qp = C i A Qp = peak runoff, cfs Design Coefficients C = runoff coefficient Storm A B i = A(Tc/60)B (Bozeman IDF curve)2-yr 0.36 -0.60 Tc = time of concentration, minutes 5-yr 0.52 -0.64 A = Area, acres 10-yr 0.64 -0.65 25-yr 0.78 -0.64 50-yr 0.92 -0.66 Retention Volume = 7,200*(C)*(i)*(A), where i = 0.41 in./hr 100-yr 1.01 -0.67 (Bozeman Design Standards, March 2004) Sub-Basin Name Area C Tc Q2 Q5 Q10 Q25 Q50 Q100 Lot 2 1.73 0.55 13.75 0.83 1.27 1.59 1.90 2.31 2.58 Lot 1 0.46 0.79 5.00 0.58 0.93 1.17 1.39 1.72 1.94 Total Conveyance 3.29 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Aug 1 2023 8" @ 1.7% Basin 2 Circular Diameter (ft) = 0.66 Invert Elev (ft) = 100.00 Slope (%) = 1.70 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 1.90 Highlighted Depth (ft) = 0.58 Q (cfs) = 1.900 Area (sqft) = 0.32 Velocity (ft/s) = 5.96 Wetted Perim (ft) = 1.61 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 0.43 EGL (ft) = 1.13 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Aug 1 2023 12" @ 1.00% (Lots 1 and 2) Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.011 Calculations Compute by: Known Q Known Q (cfs) = 3.29 Highlighted Depth (ft) = 0.67 Q (cfs) = 3.290 Area (sqft) = 0.56 Velocity (ft/s) = 5.87 Wetted Perim (ft) = 1.92 Crit Depth, Yc (ft) = 0.78 Top Width (ft) = 0.94 EGL (ft) = 1.21 0 1 2 3 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) STORM WATER DESIGN REPORT FOR THE SOUTH RANGE CROSSING SUBDIVISION 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: May 23, 2023 (Revision 2) December 21, 2022 (Original) File: 5659.011 5/23/2023 SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 1 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........................................................................................................4 3.1 Existing Land Cover and Slopes.....................................................................................4 3.2 NRCS Soils.....................................................................................................................4 3.3 Site Groundwater Levels.................................................................................................4 3.4 Existing Drainage Features.............................................................................................4 3.5 South 15th Avenue...........................................................................................................5 4 Major Drainage Basins...........................................................................................................5 5 Methodologies........................................................................................................................6 5.1 Design Methodology .......................................................................................................6 5.2 Design Storm Analyses...................................................................................................7 5.3 Storm Drain Capture and Conveyance...........................................................................7 5.4 Storm Water Treatment Facilities ...................................................................................8 5.5 Temporary Storage Ponds............................................................................................13 5.6 Overflow........................................................................................................................14 5.7 Irrigation Ditches...........................................................................................................14 6 Maintenance.........................................................................................................................14 7 Conclusions..........................................................................................................................15 List of Exhibits Exhibit A Vicinity Map Exhibit ST-1 Post-Development Drainage Basins List of Appendices Appendix A NRCS Soil Report Appendix B Geotechnical Report Appendix C Groundwater Data Appendix D Storm Water Calculations Appendix E Operation and Maintenance Manual Appendix F Irrigation Ditch Correspondence Appendix G Infrastructure Phasing Exhibits SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 2 1 INTRODUCTION This report provides a basis of storm drain design for the South Range Crossing Subdivision (SRX) project. The storm drain system serving SRX 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) – 6th Edition The City of Bozeman Modifications to MPWSS 2 PROPOSED DEVELOPMENT 2.1 Project Location and Description The proposed SRX Subdivision encompasses a total of 38.41 acres and is generally located at the southeast corner of the intersection of Graf Street and South 19th Avenue. The property is within the boundaries of the City of Bozeman, Montana and was annexed in August of 2006. The property is zoned REMU (Residential Emphasis Mixed Use). See the vicinity map (Exhibit A) for additional location details. The following is the legal description for the property: Lot 1, Block 2 of Minor Subdivision 494. Located in the NW1/4 and SW1/4 of Section 24, Township 2 South, Range 5 East, P.M.M., City of Bozeman, Gallatin County, Montana The property has historically been utilized for agricultural purposes but has been inactive recently. Some remnant crops persist, but most vegetation is absent other than miscellaneous native weeds. Existing groundwater in the area is relatively shallow, and the results of ground water monitoring completed in 2022 are included in Appendix C. Storm collection for the project will consist of grated curb inlets located within rights-of-way (ROWs) where sufficient separation from groundwater can be achieved, and curb cuts and surface diversion channels in areas constrained vertically by shallow groundwater. Storm water will generally be conveyed using storm drain mains to ponds as designated on Exhibit ST-1. Storm water generated by the commercial area in the northwest corner of the property is proposed to be treated using underground storage chambers (Stormtech® or approved equal). Where outlet conveyance pathways are available, ponds will be allowed to overflow into the storm drain system for conveyance to the next pond. This design report provides a basis of design for the storm water system for the South Range Crossing Subdivision. The storm water system for the project was designed in accordance with Montana Public Works Standard Specifications (MPWSS); The City of Bozeman Modifications to MPWSS; and the City of Bozeman Design Standards and Specifications Policy March of 2004 (and all Addenda). 2.2 Development Horizon The project will begin development a soon as the required approvals are in place and is tentatively scheduled for 2023. Phasing is anticipated for the development as indicated on the preliminary plat. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 3 3 EXISTING AREA CONDITIONS 3.1 Existing Land Cover and Slopes The existing property is primarily vacant, abandoned agricultural land. The existing slopes range from 0% to 4% and generally drain from south to north. 3.2 NRCS Soils Data on existing site soils is provided in the Gallatin County Area, Montana Soil Survey dated November 14, 2022 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 site contains two basic soil types – Meadowcreek Loam and Blackmore Silt 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 relatively high. The groundwater levels onsite range between approximately 1 and 6 feet below existing grade based on well monitoring performed from May 2022 to August of 2022 and was highest during the spring runoff season. Complete groundwater observation data is provided in Appendix C, including a map showing the locations of each well. High groundwater is a major design factor for this subdivision. Storm treatment structures for the subdivision were designed with bottom elevations above the seasonal high ground water level to ensure they will drain as required. Stormwater treatment structures were designed with sufficient storage to treat the Runoff Reduction Volume (first ½” over impervious areas). Overflow pathways for treatment basins was considered to the extent practicable that will allow larger storm events sufficient drainage pathways to prevent inundating structures. Some treatment basins are proposed as detention facilities to allow some water to discharge offsite. The total volume released from all detention structures is less than the total site pre-development rate. Each detention facility is designed to capture the first 0.5” of runoff from impervious areas to meet the State of Montana MS4-required levels prior to release. Currently the 10-year storm is almost entirely captured except for the pond along 19th avenue, and the detention facilities P-1, P-2, and P-3 (See Appendix D). 3.4 Existing Drainage Features A single active irrigation ditch exists on the west boundary of the property along 19th Avenue. This irrigation facility is operated and maintained by the Middle Creek Ditch Company (MCDC) and has active users who use this water. The west ditch is proposed to largely remain undisturbed except for planned roadway crossings where the water will be conveyed using culverts. SRX ownership and engineering consultants have been in contact with MCDC regarding expected impacts and will continue working towards a signed agreement. A remnant ditch along the east boundary of the property (adjacent to 15th Avenue) will be relocated to an existing 20-foot-wide easement dedicated previously as part of Minor Subdivision 494. The property directly south of SRX (Blackwood Groves Subdivision) installed overflow piping from their stormwater ponds that terminate in the existing ditch. Therefore, this conveyance channel will be maintained along the eastern boundary of this property to convey any stormwater discharge received from those ponds. Some modifications of the Blackwood Groves stormwater pond outfall structures shall be required to adjust the outfall to the specified easement and permit the installation of the standard road section and sidewalk along the west SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 4 side of 15th Avenue. Additionally, stormwater discharge from lots along the eastern boundary of SRX utilize detention facilities to discharge treated stormwater to the ditch beside 15th Avenue. A short section of underground piping north of Brookdale Drive will be installed to provide better spacing for building and sidewalks in that area. 3.5 South 15th Avenue As part of the development, the City of Bozeman has required that a section of 15th from the termination at the Alder Creek Subdivision’s northern boundary to the connection at West Graf Street be installed with this project. There are two existing storm drain systems that were installed as part of these two separate projects. 1. Alder Creek installed inlets at its northern boundary along 15th Avenue which currently convey stormwater from that development to an existing stormwater retention facility east of 15th Avenue. 2. As part of the extension of West Graf Street, a storm inlet and conveyance piping were installed beneath the existing eastern curb line south of the pedestrian ramps. a. This structure was installed to provide a capture facility for the section of 15th located south of Graf Street and north of Alder Creek Subdivision. b. Based on record drawing data, this inlet directs stormwater north of Graf Street where it is treated in an existing temporary stormwater pond. Since this facility was provided in anticipation of the section of 15th Avenue being completed, we are proposing a minimal extension to the south to accommodate an additional inlet along the western curb near Graf Street. The stormwater calculations provided previously by the design engineer for this facility would have accommodated this future runoff, and therefore the treatment of this stormwater should be treated by the existing temporary storm pond. No additional calculations for this extension of 15th Avenue have been provided. 4 MAJOR DRAINAGE BASINS The pre-development drainage basin for SRX was estimated to be undeveloped agricultural land and a conservative estimated runoff coefficient of 0.20 was used. In order to determine the pre-development discharge, the hydraulically longest time of concentration was estimated based on the existing contours and flow paths. Considering the relatively even grading of the site from south to north, this method of analysis provides a reasonable estimation of the current pre-development conditions. The site is estimated to have a current discharge rate of 3.13 cfs (Appendix D). Post-development runoff from the public ROWs and interior lots were used to size the proposed storm water treatment facilities. The site was divided into several drainage basins based on the collection and conveyance systems. For this report, a composite coefficient was selected for the entire property and the longest time of concentration was used to estimate the post- development discharge flow rate. Based on this analysis, the expected total discharge rate from the site would be 8.62 cfs without any capture or treatment. The storm drain system was therefore designed to capture and convey using a system of surface drainage features, curb and gutter, inlets, and storm drain mains. This water will then be treated using a series of stormwater ponds with overflow pathways to downstream ponds. Outfalls include the existing SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 5 storm drain stub at the existing roundabout and the ditch and culvert beneath Graf adjacent to the future extension of 15th Avenue. Road grades were set to minimize chance of discharging runoff offsite during the 10- and 25- year design storm events. Please refer to Exhibit ST-1 for a visual representation of the major drainage basins that were considered. This exhibit shows the general grading drainage pathways assumed for the analysis. 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 (Standards). 5.1 Design Methodology The storm water management system for the proposed subdivision utilizes a system of curb, gutter, inlets, piping, and curb cuts/chases with surface drainage features to capture and convey stormwater where applicable. Subsurface retention structures (e.g., Stormtech®) are planned for the northwest corner where groundwater is deeper and are proposed within the parking areas. Surface retention and/or detention ponds are proposed to treat storm water runoff from the ROWs and lots. Summaries of runoff estimates and treatment volumes are provided in the sections that follow. The pre-development condition assumed a runoff coefficient of 0.2 based on undeveloped agricultural land. Retention and detention ponds were designed to treat runoff during the post- development condition for a 10-year design storm. A summary of the pre- and post-development runoff volume calculations is provided in the table below. Further detail can be found in Appendix D. The proposed subdivision is designed to convey and capture runoff from individual lots using surface capture facilities to the extent practicable; however, some storm drainage from residential lots is expected to drain onto ROWs. Storm drain main sizes were sized to convey the 25-year design storm without exceeding 75% of the full flow capacity (d/D) and utilize the most efficient diameter. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 6 Table 1: Pre- versus Post-Development Conditions (Entire Site) Sub-basin Area (acres) Runoff Coefficient Tc (min) Stormwater Discharge Rate Expected during a 10-yr StormA (cfs) Treatment Facility Treatment Facility Type Pre-Development Pre- development 38.41 0.20 58.4 3.13 NONE NONE Post-Development Post- development 38.41 0.55 62.6 1.94A VARIOUS VARIOUS NOTE: A Peak discharge per the outfall report in Appendix D. Without capture and treatment, the estimated peak discharge would have been anticipated to be approximately 8.62 cfs. 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 treatment facility volumes and the 25-year, 2-hour design storm for sizing capture and conveyance facilities. Runoff coefficients were assumed based on expected future surfacing and checked against general development conditions expected as outlined in the City’s Standards. Autodesk Storm and Sanitary Analysis (SSA) software was utilized for the major storm analysis. Various excel spreadsheets were used to calculate rational coefficients, treatment volumes, and time of concentrations. Autodesk Hydraflow Express software was used to determine the maximum gutter conveyance/spread widths at inlets and the corresponding maximum flow to aid in final design for locating inlets. SSA was used as it more accurately depicts the expected performance of the system, considering there is a complex network of overflow piping. Detailed calculations and reports are included in Appendix D. 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 was used as the basis for design for these conveyance facilities pursuant to the City of Bozeman requirements outlined in the City Standards. Time of concentrations for each major drainage 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. SSA analysis results for conveyance of the 25-year storm are provided in Appendix D. The piping was sized to convey expected flows at less than 75% capacity. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 7 The model incorporates inflows for low points in the curb line of the roads. Spacing of inlets shall was designed to be sufficient to capture the expected flows and limit gutter spread. Based on the road design profiles, maximum runoff flows for each road was determined to limit gutter flow depth to 0.15’ below the top of the curb (spread widths less than 9.5 feet). A typical sag inlet was modeled for the site as well. Inlets and pipes were designed to convey peak flows from a 25-year design storm. A summary table for potential inlet/gutter spread conditions with the proposed road slopes is included below. Additional gutter spread reports are provided in Appendix D. Table 2: Inlet and Gutter Summary Table Road Road Running Slope (%) Gutter Slope (%) Road Cross Slope (%) Qmax at Inlets for Maximum Allowable Gutter Spread (ft) Maximum Depth (ft) NA - Typical Sag N/A 6.25%3.0%2.25 0.30 Brookdale - On-grade 0.50%6.25%3.0%2.36 0.30 Canter - On-grade 1.90%6.25%3.0%4.60 0.30 Providence - On-grade 1.00%6.25%3.0%3.34 0.30 Richland - On-grade 1.20%6.25%3.0%3.66 0.30 Storm drain piping was designed to have a minimum velocity of 3.0 feet per second (fps) when flowing full to prevent sediment deposition. Due to the 15-inch minimum storm drain main size requirement and 12-inch inlet lateral sizing requirement in the City of Bozeman, some basins do not have sufficient inflow to achieve 3.0 fps during the 25-year design storm (especially at the beginning reaches of the basins). 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 of 2 feet per the COB Standards could not be met in all cases, however the piping selected has been designed with adequate cover to meet HS-20 loading requirements (or equivalent HL-93 loading). Some stormwater piping may need to be called out to be watertight due to concerns of infiltration in areas of high groundwater. These pipes will be specifically called out in final design drawings on infrastructure submittals. Piping crossing major traffic areas shall be specified to be class IV reinforced concrete pipe if cover is less than 2 feet. Conveyance pipe sizing is tabulated in Appendix D 5.4 Storm Water Treatment Facilities Most stormwater treatment will be performed using surface retention ponds with overflow piping. All treatment facilities were designed to store runoff from a 10-year, 2-hour storm event for treatment and infiltration. The maximum water depth during a 10-year storm was designed to be 1.5 feet per the City of Bozeman Standards. These facilities are further described below. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 8 Surface Treatment Ponds Treatment of stormwater from roadways, buildings, lawns, and parking will be performed using surface ponds as shown on Exhibit ST-1. These facilities will be owned and maintained by the Property Owner’s Association (POA) in accordance with the operation and maintenance manual and shall be accessible using the proposed network of roads or additional access routes as required. These facilities were designed to capture runoff generated from the first ½” of rainfall from a 24-hour storm preceded by 48 hours of no measurable precipitation [Runoff Reduction Volume (RRV)]. Detention ponds were designed to release stormwater at cumulative pre-rates less than the site’s total pre-development runoff rate. The elevation of stormwater pond bottoms were located above the seasonally-high groundwater observed, but in many cases the pond bottom is within 1 foot of the seasonal high groundwater due grading constraints from existing conditions. The pond elevations were kept as high as possible and during most of the year will provide more than 1 foot of separation from expected groundwater. Year-round saturation at the bottom of ponds is not expected based on their design elevations. A series of connected ponds and discharge structures is proposed throughout the site to help attenuate peak flows received and reduce the size of stormwater piping. These ponds shall function as pre-treatment bays to provide treatment for the initial flush of stormwater. Finally, the large stormwater pond G-1 was designed to allow overflow into the existing storm drain stub to the site. Single Family Build-to-Rent Module – Block 1 Buildings and lawn areas within the east half of Lot 3 shall discharge directly into Pond G-2 along the southern edge of Graf Street. Pond G-2 shall include an overflow structure and piping to discharge to the existing storm drain ditch and culvert beneath Graf Street. Units within the west half of Lot 3 shall be conveyed to the inverted alley cross section which shall further convey stormwater to grated inlets within their proposed centerlines the roads for capture. Water captured in the inlets shall be conveyed to pond G-1 adjacent to the southern edge of Graf Street. Single Family Build-to-Rent Modules – Block 4 Small storage facilities are proposed at the end of the proposed internal access roads and parking areas for these single family build-to-rent modules. The accesses shall be designed with an inverted crown cross section to divert stormwater from upstream lot areas and access roads to conveyance and capture systems. Depending on grading constraints, some or all of the stormwater drainage from these shared access asphalt sections will be routed through small storage areas for initial stormwater treatment as shown on Exhibit ST-1. Overflow at pre-development rates from these modules shall discharge to the west and into the park for further conveyance to the Pond B-1 in the open space parcel. This overflow pathway through the park was discussed with the City of Bozeman Engineering and Park Staff, and was agreed to be considered as a viable solution. Some of the areas adjacent to street ROWs may discharge to the streets where grading constraints exist. Overflow pathways are provided using a series of storm drain mains and ponds with the ultimate outfall being pond G-1 along southern edge of Graf Street. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 9 Single Family Build-to-Rent Modules – Blocks 5 Small storage facilities are proposed at the end of the proposed internal access roads and parking areas for these single family build-to-rent modules. The accesses shall be designed with an inverted crown cross section to divert stormwater from upstream lot areas and access roads to conveyance and capture systems. Depending on grading constraints, some or all of the stormwater drainage from these shared access asphalt sections will be routed through the small treatment areas as shown on Exhibit ST-1. Overflow at pre-development rates from these modules shall discharge to a shared stormwater easement with conveyance channel and ultimately discharge into Pond B-2. Some of the areas adjacent to street ROWs may discharge to the streets where grading constraints exist. Lot 3 at the intersection of Canter Avenue and Alder Creek shall have a wide and shallow conveyance pathway navigating through the park to convey pre-development flows to the shared stormwater easement between Lots 2 and 4. This overflow pathway through the park was discussed with the City of Bozeman Engineering and Park Staff, and was agreed to be considered as a viable solution. Ultimate overflow pathways are provided using a series of storm drain mains and ponds with the ultimate outfall being pond G-1 along the southern edge of Graf Street. Pond G- 1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Single Family Build-to-Rent Modules – Block 6 For the units adjacent to the existing channel on the west side of 15th Avenue, small surface ponds shall treat some or all of the paved areas and a portion of the upstream site areas prior to discharging into the channel at pre-development rates. A portion of the runoff north of each pond shall be assumed to convey to the road ROWs. This portion of the stormwater runoff shall be conveyed using the road curb and gutter and captured using grated curb inlets as shown on Exhibit ST-1. Ultimately, stormwater captured in the ROW shall be conveyed through the shown series of storm drain mains and to Pond G-1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Stormwater collected in individual ponds P- 1, P-2, and P-3 shall have an overflow path to the stormwater ditch along 15th Avenue. Stormwater discharge is expected during the 10-year storm, however the cumulative discharge from the project is still below the total estimated pre-development discharge rate. Single Family Build-to-Rent Modules – Block 8 For the units south of the proposed extension of Alder Creek Drive, runoff shall flow south to north to mirror the existing grades in the area and will be discharged road ROWs. This method is common on residential lot developments. This stormwater runoff shall be conveyed using the road curb and gutter and captured using grated curb inlets as shown on Exhibit ST-1. As part of the planned project phasing, runoff prior to Phase 2 completion shall be conveyed to temporary pond T-1 as described below. Ultimately at final buildout, the stormwater from this phase will be collected in curb inlets and conveyed through the shown series of storm drain mains and to Pond G-1. Pond G- 1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 10 Rowhome Lots – Block 2 Rowhomes proposed on Lots 1 and 2 of Block 2 are generally adjacent to alley easements and/or open space. Access to these lots shall be provided using interior alleys which will be designed with an inverted crown cross section to transport runoff from these lots and ROW. The inverted crown alleys shall convey stormwater to grated inlets within their proposed centerlines the roads. Lot areas adjacent to open space lots will be captured by stormwater facilities located in those open spaces. Ultimately, stormwater will be conveyed through the shown series of storm drain mains and to Pond G-1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Townhome Lots – Block 3 Townhome lots on Block 3 are generally adjacent to alley ROWs, street ROWs, and/or open space. Access to these lots shall be provided using interior alleys which will be designed with an inverted crown cross section to transport runoff from these lots and ROW. The inverted crown alleys shall convey stormwater to a planned sag where flow will be divided between two small detention ponds as shown on Exhibit ST-1. The low area will surface drain into the ponds for initial treatment and flow attenuation prior to discharging to the proposed storm drain mains within the street ROW. Ultimately, stormwater will be conveyed through the shown series of storm drain mains and to Pond G-1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Townhome Lots – Block 7 Townhome lots on Block 7 are generally adjacent to alley ROWs, street ROWs, and/or open space. Access to these lots shall be provided using interior alleys which will be designed with an inverted crown cross section to transport runoff from these lots and ROW. The inverted crown alleys shall convey stormwater to a planned channel where flow will be conveyed to the Pond S-1 shown on Exhibit ST-1. This pond will be utilized for initial treatment and flow attenuation and will include an overflow structure to the proposed storm drain mains within the street ROW. Ultimately, stormwater will be conveyed through the shown series of storm drain mains and to Pond G-1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Street ROWs Street ROWs were included in Subbasins 06, 07, 08, 09, 10, 12, 14, and 17. The runoff coefficients for each ROW was based on the standard section anticipated and the ratio of impervious areas to pervious areas. These areas and coefficients were incorporated in the overall basin including lots and park areas (if present) for a combined weighted rational C coefficient. Ultimately, stormwater from the Street ROWs shall be captured using curb inlet structures and conveyed to treatment facilities as shown on Exhibit ST-1. The eastern portion of Brookdale (east of Providence Drive) is proposed to be conveyed to ponds B-3 and B-4 due to grade and groundwater constraints. These areas are shown as Subbasins 08 and 09. A road sag is planned near 15th avenue, which will convey water through curb cuts and chases beneath the proposed pedestrian facilities and into each respective pond for treatment. Overflow pathways have been provided for these ponds to the ditch along 15th Avenue. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 11 19th Avenue Drainage expected from 19th avenue will be conveyed using the proposed curb and gutter section. Due to the presence of the existing irrigation ditch immediately east of 19th Avenue and lack of sufficient space to treat the expected stormwater within the bounds of the ROW, a surface diversion shall be designed to convey water to a treatment area located within Block 1 of the subdivision. The expected runoff basin for 19th Avenue was assumed between the centerline and the proposed curb and gutter. Storm water shall be conveyed through intersections using valley gutters. A depressed curb cut shall be utilized along 19th which will direct flow through an armored channel. This armored channel shall traverse the irrigation ditch using a land bridge and culvert to ensure that irrigation flow remains uninterrupted and separated from the irrigation ditch. The channel was sized sufficiently to convey the 25-year storm flow rate. Treatment will be provided using the pond proposed within Open Space Parcel 1. This pond will have an overflow earthen weir which will allow treated stormwater to be conveyed to Middle Creek Ditch. Additionally, this overflow will allow larger storms to discharge without inundating surrounding lots and buildings. Alley ROWs – Block 2 Alley ROWs within Block 2 were designed with an inverted crown cross section to transport runoff from these ROWs to inlet structures as shown on Exhibit ST-1. Once captured, stormwater will be conveyed to Pond G-1 for treatment. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Alley ROWs – Block 3 Alley ROWs within Block 3 were designed with an inverted crown cross section to transport runoff from these ROWs to a planned low spot as shown on Exhibit ST-1. Once captured, stormwater will be conveyed to Ponds TH-1 and TH-2 for treatment. These ponds shall be hydraulically connected using a storm drain culvert between the two which is located above the pond bottom to prevent silting. An overflow structure and piping are planned at the east end of TH-2 which will convey overflow into the storm drain main within Richland Drive. Ultimately, stormwater will be conveyed through the shown series of storm drain mains and to Pond G-1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. Alley ROWs – Block 7 Alley ROWs within Block 7 were designed with an inverted crown cross section to transport runoff from these ROWs to a planned low spot as shown on Exhibit ST-1. Once captured, stormwater will be conveyed to pond S-1 for treatment. An overflow structure and piping are planned at the east end of the pond which will convey overflow into the storm drain main within Richland Drive. Ultimately, stormwater from the overflow will be conveyed through the shown series of storm drain mains and to Pond G- 1. Pond G-1 shall include an overflow structure and piping to discharge to the existing storm drain stub during larger storm events. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 12 Commercial Lots – Block 1 Storm runoff within the commercial areas shall be captured and treated in a separate underground stormwater treatment facility located beneath the proposed parking area. This facility will be located within an easement to allow the POA to inspect and maintain the facility as required. These facilities were designed to capture 100% of the 10-year design storm volume and are located above seasonally high groundwater. Low-profile chambers (Stormtech SC-160LP or similar) shall be used for treatment. Inlets will be placed as required for sufficient capture. At the inlet structure upstream of the distribution manifold, an outlet tee will be utilized to provide oil and water separation. Sumps shall be included at all structures with a minimum depth of 1.5 feet to prevent sediment accumulation. An isolation row(s) shall be included as recommended by the manufacturer to allow for a preferred location for sediment deposition and provide a means of maintenance when required. These isolation rows shall have a geotextile fabric installed between the gravel bed and chambers to allow for jetting equipment to remove sediment without damaging the gravel bed or compromising the subsurface structure. All isolation rows shall include an inspection/cleaning port with a 12” diameter (or as required per the manufacturer). Park Areas Park areas will be planted and maintained with denser grasses than the existing condition (barren pastureland). Therefore, the runoff coefficient during the post-development condition is expected to decrease and the time of concentration will remain similar (or longer) compared with the pre-developed condition. The park areas were included in subbasins as shown on Exhibit ST-1, and their runoff coefficient was included in the weighted runoff coefficient for those basins. 5.5 Temporary Storage Ponds Temporary stormwater pond shall be utilized for interim stages of the subdivision. It is anticipated that Phases 1 and 3 will require temporary ponds based on proposed development extents. During Phase 1, Pond T-1 will be placed within the future ROW for Alder Creek between Providence Drive and 15th Avenue. This pond will be sized as full retention and will include an overflow directed to the existing ditch adjacent to 15th Avenue. This pond will be abandoned during the development of Phase 2 of the subdivision. During Phase 1, Pond T-3 will be placed within the future ROW for Brookdale between 19th Avenue and Richland Drive. This facility will capture a very small portion of runoff west of the planned inlet pairs both east and south of the intersection of Brookdale and Richland Drive, with some minor capture and treatment provided for undeveloped Block 3. This pond will be abandoned during the development of Phase 4 of the subdivision. Ponds for these areas were sized according to City of Bozeman requirements for retention of the 10-year, 2-hour storm. Sizes required are tabulated below. Locations of these proposed ponds is included in the infrastructure phasing plan (Appendix G). SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 13 Table 3: Temporary Pond Summary Name Phase Installed Area Served (AC) Weighted Runoff Coefficient Required Volume (cf)Area Served T-1 Phase 1 3.45 0.40 4,076 Alder Creek Drive - East of High Point to Providence Drive T-3 Phase 3 0.98 0.60 1,735 Subbasin 17 (Brookdale Drive - Undeveloped Block 3 & Brookdale / Richland Drive Intersection) 5.6 Overflow As indicated previously, overflow pathways have been provided using storm drain mains within the planned ROWs through a series of storm ponds. These pipes were sized with sufficient capacity to convey the 25-year storm at less than 75% of the total capacity. Additionally, these pipes shall provide a flow in the event of larger storm events. Total offsite discharge during the 10-year storm is proposed to be 1.94 cfs, which is less than the existing discharge of 3.13 cfs. Calculations of flows received by outfalls, as well as pipe sizes and peak flow conveyance calculations is provided in Appendix D. 5.7 Irrigation Ditches An existing irrigation ditch located east of 19th Avenue will be preserved as close to existing conditions as possible. The ditch actively conveys water owned by the Middle Creek Ditch Company to downstream users. The ditch is proposed to be impacted during Phase 4 when connections are made to 19th Avenue. These proposed impacts include 3 culverts. Two culverts will be provided for road connections at Brookdale and Southbridge. A third culvert will be placed the conveyance of stormwater runoff from 19th Avenue through the previously described curb cut and armored channel. Based on discussions with the Conservation District and an onsite meeting on December 7, 2022, the active channel is classified as a stream/ditch. Due to this classification, permitting will be required for impacts and culverts greater than 80 feet in length will need mitigated for potential fish resting. 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. SOUTH RANGE CROSSING SUBDIVISION - STORM WATER DESIGN REPORT N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\5659.011_StormDrainageReport.docx Page 14 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 E. Access easements will be provided to the City and Property Owner’s Association (POA) for facilities treating stormwater from ROWs. The POA shall be responsible for maintenance of all onsite stormwater facilities serving the subdivision. 7 CONCLUSIONS Runoff from the South Range Crossing Subdivision will be captured, conveyed, and treated according to City of Bozeman Standards. Additionally, the stormwater design has accommodated expected runoff from South 19th Avenue. 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 will have sufficient accesses provided. ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Exhibit A Vicinity Map ©COPYRIGHT MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NO.DRAWN BY: FLD WK. BY: CHK. BY: DATE: 2022 Plotted by lee hageman on Nov/14/2022N:\5659\011 -YTI Development\ACAD\Exhibits\5659.011 - SRX-Vicinity Map.dwgSOUTH RANGE CROSSING VICINITY MAP BOZEMAN MONTANA 5659.011 EX-A JCW JCW MEE 11/2022engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 www.m-m.net 200SOUTH 19TH AVENUESOUTHBRIDGE SUB.PHASE1LOT 1BLK 4LEGAL DESCRIPTION GRAF STREET YELL O W S T O N E T H E O L O GI C A L INSTI T U T E MI N O R S U B 4 9 4 LOT 1, B L O C K 2 - 3 8. 4 1 A C SUMMER WAY LANEBROOKDALE DR ALDER CREEK DR SOUTHBRIDGE DR LOT 1BLK 5PUBLICPARKPUBLICPARKLOT AMINORSUB 235ALOT 3MINORSUB 235ALOT 2MINORSUB 235LOT 3, BLK 1MINOR SUB 494LOT 3, BLK 1MINOR SUB 494LOT 4, B L K 1 MINOR S U B 4 9 4 ALLISON SUBANNEX, S24, T02 S,R05 E, ACRES40.217, SE4NW4ALDER CREEKSUBDIVISION PH-5ALDER CREEKSUBDIVISION PH-5ALDER CREEKSUBDIVISIONPH-5ALLISON SUB ANNEX,S24, T02 S, R05 E, TRBEING IN ALLISONANNEX NE4SW47.653AC COS 792ALDER CREEKSUBDIVISIONPH-5OPEN SPACELOT 38 BLOCK 15LOT 37 LOT 36 LOT 35 LOT 34 LOT 33 LOT 32 LOT 31 LOT 30 LOT 29 LOT 28 PARK 9 LOT 27 LOT 26 LOT 25 LOT 24 LOT 23 LOT 22 LOT 21 LOT 20 LOT 38 BLOCK 14BLOCK 20BLACKWO O D G R O V E S S U B . S24, T02 S , R 0 5 E , A C R E S 117.47, S2S W 4 L E S S R W S E C 24 & N2N 2 N W 4 S E C 2 5 BOZEMAN COMMUNI T Y P L A N FUTURE L A N D U S E : RESIDENT I A L MIXED US E BOZE M A N C O M M U N I T Y PLAN F U T U R E L A N D USE: U R B A N NEIGH B O R H O O D BOZE M A N C O M M U N I T Y PLAN F U T U R E L A N D USE: U R B A N NEIGH B O R H O O D BOZE M A N C O M M U N I T Y PLAN F U T U R E L A N D USE: U R B A N NEIGH B O R H O O D BOZE M A N C O M M U N I T Y PLAN F U T U R E L A N D USE: U R B A N NEIGH B O R H O O D BOZE M A N C O M M U N I T Y PLAN F U T U R E L A N D USE: U R B A N NEIG H B O R H O O D A Tract of land being the SW1/4NW1/4 and the NW1/4SW1/4 of Section 24, Excepting therefrom that portion conveyed to the State of Montana in Bargain and Sale Deed recorded June 30, 1964 in Book 146 of Deeds, Page 24, Records of Gallatin County, located in the NW1/4 and SW1/4 of Section 24, Township 2 South, Range 5 East, P.M.M., City of Bozeman, Gallatin County, Montana,being more fully described as follows: Beginning at a point on the east line of said Lot 1 and lying S89°31'54" W a distance of 30.00 feet from the Center-West 1/16th corner of section 24 and being the True Point of Beginning; thence S0°17'12" E along the east line of said Lot 1 Block 2 of Minor Subdivision No. 494, for a distance of 1329.88 feet to a point being the southeast corner of said Lot 1 and also a point on the east-west south 1/16th line of said section 24; thence S88°58'32"W along the south line of said lot 1 for a distance of 1307.81 feet to the section line common to sections 23 and 24, T.2S.,R.5E.,P.M.; thence N00°42'16" W along said section line for a distance of 1368.09 feet to the intersection of the centerline of Graf Street extended per Yellowstone Theological Institute Minor Subdivision 494; thence along the said centerline the following (3) courses: thence N89°05'08" E for a distance of 1050.01 feet; thence along a tangent curve to the left with a radius of 300.00 feet, a central angle of 26°09'42", an arc length of 136.98 feet thence; along a compound curve to the right with a radius of 300.00 feet, a central angle of 26°56'09", an arc length of 141.04 feet; thence S0°09'49"E for a distance of 97.21 feet to the True Point of Beginning. Said Lot 1 having 41.38 acres, along with and subject to any easements.SOUTH 15TH AVESOUTH RANGE CROSSING SUBDIVISION - VICINITY MAP BLOCK 2 BLOCK 2 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6PARK 16 OS E OS F ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Exhibit ST-1 Post-Development Drainage Basins WVWVDYH WVWVWV30' WIDE PUBLIC STREET ANDUTILITY EASEMENT PERAMENDED PLAT OF LOT 1,BLOCK 9, ALLISON SUBDIVISIONPHASE 4A J702ABPBPSDD DDDDSS S S S S S S S S S S S SSSSSSSSS8001874987.197CS 16014604983.863CS 16014744980.544CS 16014144996.248CS16014154996.781BO 8015624983.833CS8015634983.677BO 8015785006.359FH 5368709144983.833CS5368709154983.677BO 5368709295006.359FH 8017665001.401WV8017675001.395WV 16014154996.781BO S700024991.746MHS-CL CO8003454980.389CO CO8003464982.113CO S8014435002.544MHS CO8015654970.969COCO5368709164970.969COSS DDSSSDSDSD S SDSDSDDDSSSSSSSSSS W WWWWWWWWW W W W W W W W W W WSSSSSSSS S S S S S S S S S S WWWTW LEASINGOFFICE > > >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>SD SD SD SD SDDD>>>>>>>>>>>>>>>>>>>>>>> SD SD SD SD SD SD SD SD SD SDD> > > > >>>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> > > >>>>>>>>>>>>>>>D>>>>>> >>>>>> SD SD >>>>DD>>>>>>>>>>>>>>>>>>>>> > >DDD>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>DDSD SD SD SD SD SD SDDD DSDSDSDSDSDSDSDSDDSD SD SD DDDDDDD>SDSDDSD D>>>>>>>>>>>>> >>>>>>>DD>>>>>>>>>>>DDDDALDER CREEK DRPROVIDENCE DR S 15TH AVE CANTER AVE RICHLAND DRSOUTHBRIDGE DRS 19TH AVE BROOKDALE DRGRAF STSUB-01SUB-02SUB-03SUB-04SUB-05SUB-06SUB-07SUB-10SUB-11SUB-12SUB-13SUB-14SUB-15SUB-16SUB-17SUB-P1SUB-P2SUB-08SUB-09SUB-P3SUB-18SUB-19G-2G-1X-1X-2X-3B-4B-3P-1P-2P-3B-2B-1TH-1TH-2S-1P-X (TYP,)ST-119THFIGURE NUMBER©PROJECT NO.DRAWN BY:DSGN. BY:APPR. BY:DATE:COPYRIGHT MORRISON-MAIERLE,2023Plotted by lee hageman on Mar/14/2023engineers surveyors planners scientistsMorrisonMaierle2880 Technology Blvd WestBozeman, MT 59718406.587.0721www.m-m.netN:\5659\011 -YTI Development\ACAD\Exhibits\Stormwater\5659.011_StormwaterBasins.dwg 5659.011ST-1SOUTH RANGE CROSSING SUBDIVISIONBOZEMANMONTANAMAJOR STORMWATER BASINS AND TREATMENT MAPLRHLRHMEE03/2023100200501000SCALE IN FEETEXISTING STORM CONVEYANCE DITCHLEGENDSUB-BASIN (COLOR VARIES)SDPROPOSED STORM DRAIN PIPEPROPOSED STORM DRAIN MANHOLE OR OUTFALL STRUCTUREPROPOSED COMBINATION MANHOLE & INLET STRUCTUREPROPOSED RECTANGULAR INLET STRUCTUREPROPOSED SURFACE POND (SIZE VARIES)>>>GENERAL STREET CONVEYANCE DIRECTIOND>>>>>>PRIMARY SURFACE CONVEYANCE TO TREATMENT>>>>>>OVERFLOW PATHPROPOSED CULVERTBLACKWOOD GROVES SUBDIVISIONEXISTING CULVERT BENEATH GRAF(OVERFLOW PATH FOR G-2)EXISTING CULVERT BENEATH GRAFEXISTING IRRIGATION DITCHCONNECT OVERFLOW TOEXISTING STORM DRAIN STUB ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT 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, MontanaNatural Resources Conservation Service November 14, 2022 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 350B—Blackmore silt loam, 0 to 4 percent slopes......................................13 510B—Meadowcreek loam, 0 to 4 percent slopes......................................14 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 505461050546805054750505482050548905054960505503050551005055170505461050546805054750505482050548905054960505503050551005055170495100 495170 495240 495310 495380 495450 495520 495100 495170 495240 495310 495380 495450 495520 45° 39' 1'' N 111° 3' 47'' W45° 39' 1'' N111° 3' 25'' W45° 38' 41'' N 111° 3' 47'' W45° 38' 41'' N 111° 3' 25'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 100 200 400 600 Feet 0 45 90 180 270 Meters Map Scale: 1:3,040 if printed on A portrait (8.5" x 11") 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 26, Aug 30, 2022 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 350B Blackmore silt loam, 0 to 4 percent slopes 0.2 0.5% 510B Meadowcreek loam, 0 to 4 percent slopes 39.2 99.5% Totals for Area of Interest 39.4 100.0% 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 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, Custom Soil Resource Report 11 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 350B—Blackmore silt loam, 0 to 4 percent slopes Map Unit Setting National map unit symbol: 56q7 Elevation: 4,850 to 5,550 feet Mean annual precipitation: 18 to 22 inches Mean annual air temperature: 37 to 43 degrees F Frost-free period: 80 to 95 days Farmland classification: All areas are prime farmland Map Unit Composition Blackmore and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Blackmore Setting Landform:Stream terraces Down-slope shape:Linear Across-slope shape:Linear Parent material:Calcareous loess Typical profile A - 0 to 10 inches: silt loam Bt - 10 to 27 inches: silty clay loam Bk1 - 27 to 42 inches: silt loam Bk2 - 42 to 60 inches: silt loam Properties and qualities Slope:0 to 4 percent Depth to restrictive feature:More than 80 inches 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:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:30 percent Available water supply, 0 to 60 inches: High (about 11.4 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R043BP818MT - Upland Grassland Group Hydric soil rating: No Minor Components Bowery Percent of map unit:5 percent Landform:Stream terraces, alluvial fans Down-slope shape:Linear Custom Soil Resource Report 13 Across-slope shape:Linear Ecological site:R044BB032MT - Loamy (Lo) LRU 01 Subset B Hydric soil rating: No Blackmore Percent of map unit:3 percent Landform:Stream terraces Down-slope shape:Linear Across-slope shape:Linear Ecological site:R043BP820MT - Upland Shrubland Group Hydric soil rating: No Brodyk Percent of map unit:2 percent Landform:Stream terraces Down-slope shape:Linear Across-slope shape:Linear Ecological site:R044BB030MT - Limy (Ly) LRU 01 Subset B 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 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 Custom Soil Resource Report 14 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 Maximum salinity:Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.1 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Ecological site: R044BP815MT - Subirrigated Grassland 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:R044BP815MT - Subirrigated Grassland Hydric soil rating: Yes Beaverton Percent of map unit:5 percent Landform:Stream terraces, alluvial fans Down-slope shape:Linear Across-slope shape:Linear Ecological site:R044BP818MT - Upland Grassland Hydric soil rating: No Custom Soil Resource Report 15 ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix B Geotechnical Report South Range Crossing Dipra Consequence Score Sheet (in)(points)Classification (points)(ft)(points)(yes/no)(points) Onsite <24 0 Routine 0 <10 0 Yes 0 0 Total PointsLocation Pipe Diameter Location Depth of Cover Alternate Water Supply N:\5659\011 -YTI Development\04 Design\Calcs\Corrosivity\5659.011_South Range_CorrosivityScoreSheets.xlsx 1 of 2 South Range Crossing Dipra Corrosivity Likelihood Score Sheet (ohm-cm)(points)(ppm)(points)(%)(points)(yes/no)(points)(s.u.)(points)(ppm)(points)(mv)(points)Yes/No (points) TP-1 979 25 124 8 >15 5 yes 5 7.7 0 48 4 292 0 Yes 2 49 TP-2 1600 19 48 0 >15 5 yes 5 7.6 0 56 4 287 0 Yes 2 35 TP-5 1410 22 20 0 >15 5 yes 5 7.5 0 29 4 288 0 Yes 2 38 TP-6 1620 19 27 0 >15 5 yes 5 7.8 0 28 4 284 0 Yes 2 35 Total PointsSample Bi-Metallic ConsiderationsRedox PotentialSulfide IonsPHGround Water InfluenceMoisture ContentChloridesResistivity N:\5659\011 -YTI Development\04 Design\Calcs\Corrosivity\5659.011_South Range_CorrosivityScoreSheets.xlsx 2 of 2 TP-1 TP-2, and TP-6 TP-5 5 < 500 ohm-cm 30 500 - 1000 ohm-cm 25 > 1000 - 1500 ohm-cm 22 > 1500 - 2000 ohm-cm 19 > 2000 - 3000 ohm-cm 10 > 3000 - 5000 ohm-cm 5 > 5000 ohm-cm 0 > 100 ppm = positive 8 50 - 100 ppm = trace 3 < 50 ppm = negative 0 > 15% = Wet 5 5 - 15% = Moist 2.5 < 5% = Dry 0 Pipe below the water 5 table at any time pH 0 - 4 4 pH > 4 - 6 1 pH 6 - 8, with sulfides and low or negative redox 4 pH > 6 0 positive ( 1 ppm)4 trace ( > 0 and < 1 ppm) 1.5 negative ( 0 ppm) 0 = negative 2 = positive 0 - 100 mv 1 = positive > 100 mv 0 Connected to noble metals 2 (e.g. copper) - yes Connected to noble metals 0 (e.g. copper) - no TOTAL POSSIBLE POINTS Cinders, Mine Waste, Peat Bog, Landfill, Fly Ash, Coal RESISTIVITY CHLORIDES MOISTURE CONTENT GROUND WATER INFLUENCE pH SULFIDE IONS REDOX POTENTIAL BI-METALLIC CONSIDERATIONS Known Corrosive Environments POINTS 30 8 5 5 4 4 2 2 60 21 * Soils with Known Corrosive Environments shall be assigned 21 points or the total of points for Likelihood Factors, whichever is greater. Likelihood Score Sheet TABLE 2 – > – > MAXIMUM POSSIBLE POINTS LIKELIHOOD FACTOR 6 DIPRA and Corrpro again listened to the needs of utility operators and recognized the differences between long, large diameter, straight-run transmission mains and the more complicated networks of distribution pipelines that bring water to our neighborhoods and businesses. The result provides a more practical solution for pipeline networks that comprise the distribution systems within a utility’s service area. The use of V-Bio® enhanced polyethylene encasement in conjunction with metallized zinc provides water operators with an effective alternative to controlling corrosion in distribution systems. 3” to 24” 0 30” to 36” 8 42” to 48” 12 54” to 64” 22 Routine (Fair to good access, minimal traffic/other utility 0 consideration, etc.) Moderate (Typical business/ residential areas, some right 8 of way limitations, etc.) Difficult (Subaqueous crossings, downtown metropolitan business areas, 20 multiple utilities congestion, swamps, etc.) 0 to 10 feet depth 0 > 10 to 20 feet depth 3 > 20 feet depth 5 Alternate supply available - no 3 Alternate supply available - yes 0 TOTAL POSSIBLE POINTS PIPE SERVICE LOCATION: Construction-Repair Considerations DEPTH OF COVER CONSIDERATIONS ALTERNATE WATER SUPPLY POINTS 22 20 5 3 50 Consequence Score Sheet TABLE 3 The revised DDM® recognizes the practical differences in corrosion control needs between transmission mains and distribution systems. MAXIMUM POSSIBLE POINTS CONSEQUENCE FACTOR ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix C Groundwater Data BPBPBPBPBPMW MW MW MW MW MWMW ©COPYRIGHT MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NO.DRAWN BY: FLD WK. BY: CHK. BY: DATE: 2022 Plotted by matt e. ekstrom on Nov/10/2022N:\5659\011 -YTI Development\ACAD\Exhibits\5659.011 - SRX- Groundwater Well Map.dwgSOUTH RANGE CROSSING -SUBDIVISION GROUNDWATER MONITORING WELL LOCATIONS BOZEMAN MONTANA 5659.011 EX-1 JCW JCW MEE 11/2022engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 www.m-m.net 200SOUTH 19TH AVENUELEGAL DESCRIPTION GRAF STREET SUMMER WAY LANEBROOKDALE DR ALDER CREEK DR SOUTHBRIDGE DR A Tract of land being the SW1/4NW1/4 and the NW1/4SW1/4 of Section 24, Excepting therefrom that portion conveyed to the State of Montana in Bargain and Sale Deed recorded June 30, 1964 in Book 146 of Deeds, Page 24, Records of Gallatin County, located in the NW1/4 and SW1/4 of Section 24, Township 2 South, Range 5 East, P.M.M., City of Bozeman, Gallatin County, Montana,being more fully described as follows: Beginning at a point on the east line of said Lot 1 and lying S89°31'54" W a distance of 30.00 feet from the Center-West 1/16th corner of section 24 and being the True Point of Beginning; thence S0°17'12" E along the east line of said Lot 1 Block 2 of Minor Subdivision No. 494, for a distance of 1329.88 feet to a point being the southeast corner of said Lot 1 and also a point on the east-west south 1/16th line of said section 24; thence S88°58'32"W along the south line of said lot 1 for a distance of 1307.81 feet to the section line common to sections 23 and 24, T.2S.,R.5E.,P.M.; thence N00°42'16" W along said section line for a distance of 1368.09 feet to the intersection of the centerline of Graf Street extended per Yellowstone Theological Institute Minor Subdivision 494; thence along the said centerline the following (3) courses: thence N89°05'08" E for a distance of 1050.01 feet; thence along a tangent curve to the left with a radius of 300.00 feet, a central angle of 26°09'42", an arc length of 136.98 feet thence; along a compound curve to the right with a radius of 300.00 feet, a central angle of 26°56'09", an arc length of 141.04 feet; thence S0°09'49"E for a distance of 97.21 feet to the True Point of Beginning. Said Lot 1 having 41.38 acres, along with and subject to any easements.SOUTH 15TH AVESOUTH RANGE CROSSING SUBDIVISION GROUNDWATER MON. WELL - #7 GROUNDWATER MON. WELL - #6 GROUNDWATER MON. WELL - #5 GROUNDWATER MON. WELL - #8 C&H GROUNDWATER MON. WELL - #13 GROUND ~5001.30 HIGH GW DEPTH PER C&H = 0.72 APPROX GW ELEVATION = 5000.58 C&H GROUNDWATER MON. WELL - #13 GROUND ~5001.30 HIGH GW DEPTH PER C&H = 0.63 APPROX GW ELEVATION = 5000.67 C&H GROUNDWATER MON. WELL - #13 GROUND ~5003.30 HIGH GW DEPTH PER C&H = 1.90 APPROX GW ELEVATION = 5001.40 NOTE: THE C&H GROUNDWATER DATA SHOWN WAS TAKEN FROM THE BLACKWOOD GROVE SUBDIVISION APPLICATION MATERIALS. South Range Crossing - Measurements shown are from ground elevation to water surface elevation DATES Well 5/23/2022 6/2/2022 6/15/2022 6/25/2022 7/12/2022 7/26/2022 8/10/2022 8/31/2022 5 3.50 2.88 3.16 4.03 4.75 4.86 5.45 5.75 6 2.00 1.53 1.59 2.65 4.18 4.23 5.05 5.35 7 1.69 1.14 1.31 2.16 3.55 4.15 4.54 4.84 8 2.85 2.13 2.46 3.24 4.27 4.87 5.26 5.66 0.62 -0.28 -0.72 -0.11 -0.59 -0.30 5.75 0.47 -0.06 -1.53 -0.05 -0.82 -0.30 5.35 0.55 -0.17 -1.39 -0.60 -0.39 -0.30 4.84 0.72 -0.33 -1.03 -0.60 -0.39 -0.40 5.66 Average 0.47 -0.17 -0.93 -0.27 -0.44 -0.26 4.32 South Range Crossing - Ground Water Depth Below Surface 9/16/20228/27/20228/7/20227/18/20226/28/20226/8/20225/19/2022 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 WELL #5 WELL #6 WELL #7 WELL #8 ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix D Storm Water Calculations SOUTH RANGE CROSSING SUBBASINS - 10-YEAR DESIGN STORM (SSA OUTPUT) ID Description Area (Acres) Weighted Runoff Coefficien t Time of Concentration (days hh:mm:ss) Rainfall Intensity @ Tc (in/hr) Peak Runoff (cfs) Sub-01 North-Graf-Pond 0.95 0.41 0 00:05:00 3.22 1.25 Sub-02 NE-Graf-Pond 1.18 0.41 0 00:08:00 2.37 1.14 Sub-03 North-Townhomes 0.99 0.80 0 00:05:00 3.22 2.54 Sub-04 X-Ponds 0.58 0.33 0 00:05:00 3.22 0.61 Sub-05 NE-Townhomes&NW-BTR 1.4 0.60 0 00:15:00 1.58 1.32 Sub-06 North-Canter 0.9 0.60 0 00:06:00 2.86 1.54 Sub-07 CentralBrookdale_Canter_to_StreetA 0.64 0.58 0 00:05:00 3.22 1.2 Sub-08 NE-Brookdale-EastofStreetA 0.23 0.50 0 00:05:00 3.22 0.37 Sub-09 SE-Brookdale-EastofStreetA 0.39 0.55 0 00:05:00 3.22 0.69 Sub-10 StreetA&Partial-East-BTR 2.46 0.58 0 00:08:00 2.37 3.38 Sub-11 NorthBlock5_Combined_IncludingPark 6.34 0.45 0 00:40:00 0.83 2.38 Sub-12 Block4&Canter(SouthofBrookdale)6.15 0.43 0 00:45:00 0.77 2.04 Sub-13 Commercial 3.66 0.70 0 00:05:00 3.22 8.23 Sub-14 StreetB_&_Southbridge_Includ_Partial-NW-Townhouse 3.04 0.60 0 00:12:00 1.82 3.32 Sub-15 NW-TowhoulseLots&OpenSpace 1.51 0.60 0 00:05:00 3.22 2.91 Sub-16 SW-TownhouseLots 1.68 0.65 0 00:06:00 2.86 3.13 Sub-17 SouthBlock5&EastBlock8_IncludingAlderCreekDr 3.45 0.50 0 00:10:00 2.05 3.54 Sub-18 19thAvenue_CL_to_Curb 1.46 0.90 0 00:10:00 2.05 2.7 Sub-19 DitchRunoffIncludesSidewalk 0.6 0.40 0 00:08:00 2.37 0.57 Sub-P1 Lot1-PartialBTR_North 0.61 0.58 0 00:10:00 2.05 0.72 Sub-P2 Lot1-PartialBTR_Central 0.38 0.60 0 00:10:00 2.05 0.47 Sub-P3 Lot1-PartialBTR_South 0.55 0.58 0 00:10:00 2.05 0.66 Total = 39.15 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022 Page 1 of 7 SOUTH RANGE CROSSING STORAGE NODES - 10-YEAR DESIGN STORM (SSA OUTPUT) ID Invert Elevation (ft) Max Elevation - Rim (ft) Initial Water Depth (ft) Evaporation Loss Peak Inflow (cfs) Average HGL Depth Attained (ft) Maximum HGL Depth Attained (ft) Time of Maximum HGL (days hh:mm) Peak Outflow (cfs) 19th 4980.60 4983.00 0.00 0.00 2.70 1.16 1.16 0 00:20 0.00 B-1 4986.70 4989.20 0.00 0.00 2.04 1.03 1.44 0 01:15 0.68 B-2 4986.00 4988.40 0.00 0.00 5.78 1.02 1.36 0 00:44 2.12 B-3 4985.50 4986.50 0.00 0.00 0.69 0.46 0.46 0 00:10 0.00 B-4 4984.90 4986.30 0.00 0.00 0.37 0.45 0.45 0 00:10 0.00 G-1 4979.70 4982.10 0.00 0.00 5.42 1.14 1.24 0 23:59 0.02 G-2 4979.70 4982.10 0.00 0.00 1.14 0.10 0.10 0 00:16 0.00 P-1 4987.20 4988.60 0.00 0.00 0.72 0.90 0.97 0 00:11 0.59 P-2 4990.70 4992.10 0.00 0.00 0.47 0.90 0.94 0 00:14 0.25 P-3 4994.80 4996.20 0.00 0.00 0.66 0.90 0.95 0 00:12 0.54 S-1 4994.30 4995.60 0.00 0.00 3.12 0.76 0.79 0 00:12 0.01 ST-1 4982.50 4984.00 0.00 0.00 8.22 0.71 0.71 0 00:10 0.00 TH-1 4989.00 4990.40 0.00 0.00 1.45 0.74 0.75 0 00:10 0.01 TH-2 4989.00 4990.40 0.00 0.00 1.45 0.74 0.75 0 00:10 0.01 X-1 4983.90 4986.30 0.00 0.00 3.34 1.07 1.52 0 00:56 2.07 X-2 4983.20 4985.60 0.00 0.00 2.07 1.05 1.51 0 01:04 2.01 X-3 4982.30 4984.70 0.00 0.00 2.01 1.01 1.44 0 01:26 1.52 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022 Page 2 of 7 SOUTH RANGE CROSSING SUBBASINS - 10-YEAR DESIGN STORM (SSA OUTPUT) ID Diameter (in) Length (ft)Invert In Invert Out Slope (%) Manning's n Peak Flow (cfs) Time of Peak Flow (days hh:mm) Design Flow Capacity (cfs) Max Flow / Design Flow Ratio Link-01 12 5 4987.7 4987.68 0.40 0.013 0.68 0 01:15 2.25 0.30 Link-02 18 665 4992.23 4988.30 0.59 0.013 3.36 0 00:11 8.08 0.42 Link-03 18 300 4988.3 4986.20 0.70 0.013 3.14 0 00:12 8.36 0.38 Link-04 18 390 4985.2 4984.13 0.27 0.013 3.06 0 00:14 5.5 0.56 Link-05 18 154 4985.75 4985.20 0.36 0.013 3.11 0 00:13 6.28 0.49 Link-06 12 10 4987.85 4987.80 0.50 0.015 0 0 00:00 2.18 0.00 Link-08 15 372 4993.5 4985.95 2.03 0.013 0.01 0 00:34 9.2 0.00 Link-09 12 5 4995.05 4995.03 0.40 0.013 0.01 0 00:12 2.25 0.00 Link-10 18 6 4987 4986.00 16.05 0.013 2.12 0 00:44 42.08 0.05 Link-11 24 40 4986.4 4986.20 0.50 0.013 5.14 0 00:10 16 0.32 Link-16 24 74 4984.13 4983.90 0.31 0.013 3.34 0 00:16 12.61 0.27 Link-17 15 5 4984.9 4984.88 0.40 0.015 2.07 0 00:56 7.08 0.29 Link-18 15 5 4984.2 4984.18 0.40 0.015 2.01 0 01:04 7.08 0.28 Link-19 15 5 4983.3 4983.28 0.40 0.013 1.52 0 01:26 8.17 0.19 Link-21 6 5 4981.2 4981.18 0.40 0.013 0 0 00:00 0.35 0.00 Link-24 12 10 4987.85 4987.80 0.50 0.015 0 0 00:00 2.18 0.00 Link-26 12 52 4987.8 4987.54 0.50 0.013 0 0 00:00 2.52 0.00 Link-27 18 165 4987.54 4985.75 1.08 0.013 0 0 00:00 10.94 0.00 Link-29 12 15 4989.5 4989.00 3.33 0.015 1.45 0 00:05 5.64 0.26 Link-30 12 15 4989.5 4989.00 3.33 0.015 1.45 0 00:05 5.64 0.26 Link-34 12 31 4987.68 4986.50 3.78 0.013 0.68 0 01:15 6.93 0.10 Link-35 24 42 4984.45 4984.13 0.77 0.013 2.12 0 00:44 19.8 0.11 Link-36 24 27 4983.28 4981.00 8.34 0.013 1.52 0 01:26 65.34 0.02 Link-37 18 28 4981 4980.00 3.59 0.013 2.51 0 00:05 19.89 0.13 Link-39 6 85 4981.18 4978.00 3.74 0.013 0 0 00:00 1.09 0.00 Link-40 15 51 4994 4993.50 0.98 0.013 0.01 0 00:16 6.38 0.00 Link-41 15 19 4984.18 4982.30 9.91 0.015 2.01 0 01:04 35.25 0.06 Link-42 15 14 4984.88 4983.20 12.41 0.015 2.07 0 00:56 19.72 0.11 Link-43 12 2 4990.25 4990.24 0.50 0.015 0 0 00:00 2.18 0.00 Link-44 12 2 4990.25 4990.24 0.50 0.015 0 0 00:00 2.18 0.00 Link-46 18 83 4981.25 4980.50 0.90 0.013 1.31 0 00:15 9.99 0.13 Link-47 18 50 4980.5 4979.70 1.60 0.013 1.31 0 00:15 13.29 0.10 Link-48 18 95 4980.25 4979.70 0.58 0.013 1.54 0 00:06 9.64 0.16 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/20/2022 Page 3 of 7 SOUTH RANGE CROSSING PIPE CONVEYANCE - 10-YEAR DESIGN STORM (SSA OUTPUT) ID Length (ft)Invert In Invert Out Slope (%) Manning's n Peak Flow (cfs) Time of Peak Flow (days hh:mm) Design Flow Capacity (cfs) Max Flow / Design Flow Ratio Link-47 50 4980.5 4979.70 1.60 0.013 1.31 0 00:15 13.29 0.10 Link-48 95 4980.25 4979.70 0.58 0.013 1.54 0 00:06 9.64 0.16 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022 Page 4 of 7 SOUTH RANGE CROSSING CHANNEL CONVEYANCE - 10-YEAR DESIGN STORM (SSA OUTPUT) ID Inlet Outlet Length Average Slope (%) Manning's n Channel Type Channel Height Channel Total Width Peak Flow (cfs) Time of Peak Flow (days hh:mm) Max Flow Velocity (ft/s) Design Flow Capacity (cfs) Link-22 B-3 Out-B3 30 1 0.032 Trapezoidal 0.5 9 0 0 00:00 0 8.58 Link-23 B-4 Out-B4 30 8 0.032 Trapezoidal 0.5 9 0 0 00:00 0 24.27 Link-28 19th Out-MC 40 5.25 0.032 Trapezoidal 0.5 9 0 0 00:00 0 19.66 Link-31 P-3 Out-P3 30 10.33 0.032 Trapezoidal 0.5 9 0.54 0 00:12 2 27.59 Link-32 P-2 Out-P2 30 6 0.032 Trapezoidal 0.5 9 0.25 0 00:14 1.27 21.02 Link-33 P-1 Out-P1 30 4 0.032 Trapezoidal 0.5 9 0.59 0 00:11 1.54 17.16 Link-45 G-2 Out-15TH 35 9.8 0.032 Trapezoidal 0.5 9 0 0 00:00 0 26.86 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022 Page 5 of 7 SOUTH RANGE CROSSINGJUNCTIONS - 10-YEAR DESIGN STORM (SSA OUTPUT)IDInvert Elevation Rim ElevationInitial Water Depth(ft)Peak Inflow(cfs)Max HGL Depth Attained(ft)Total Flooded Volume(AC-in)Jun-004985.204989.700.003.110.860.00Jun-014986.404989.700.005.150.960.00Jun-024992.234996.320.003.540.700.00Jun-034988.304992.310.003.360.640.00Jun-044985.754988.500.003.320.820.00Jun-054993.504995.500.000.010.030.00Jun-064984.134988.360.003.721.310.00Jun-074981.004984.000.002.530.450.00Jun-084981.254984.000.001.320.400.00Jun-094987.804991.000.000.000.000.00Jun-104987.544990.600.000.000.000.00Jun-114989.504991.000.002.910.770.00Jun-124987.004993.000.000.680.920.00Jun-134984.454990.000.002.121.000.00Jun-144982.004988.000.001.521.500.00Jun-174980.004986.000.000.000.000.00Jun-184994.005000.000.000.010.040.00Jun-194983.004989.000.002.011.380.00Jun-204984.004990.000.002.071.160.00Jun-214987.804992.000.000.000.000.00Jun-224987.804992.000.000.000.000.00Jun-244980.504982.100.001.310.440.00Jun-254980.504982.100.001.540.470.00Note:Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0)N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022Page 6 of 7 SOUTH RANGE CROSSINGOUTFALLS - 10-YEAR DESIGN STORM (SSA OUTPUT)ID Invert ElevationPeak Outflow Rate(cfs)Maximum HGL Depth Attained(ft)Out-15TH4977.770.000.00Out-B34986.200.000.00Out-B44983.900.000.00Out-Canter4978.000.000.00Out-MC4980.000.560.00Out-P14986.900.590.07Out-P24989.800.250.04Out-P34992.600.540.05Total = 1.94cfsNote:Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0)N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_10yr_20221219.xlsx Date:12/19/2022Page 7 of 7 SOUTH RANGE CROSSING SUBBASINS - 25-YEAR DESIGN STORM (SSA OUTPUT) ID Description Area (Acres) Weighted Runoff Coefficient Time of Concentration (days hh:mm:ss) Rainfall Intensity @ Tc (in/hr) Peak Runoff (cfs) Sub-01 North-Graf-Pond 0.95 0.41 0 00:05:00 3.83 1.48 Sub-02 NE-Graf-Pond 1.18 0.41 0 00:08:00 2.83 1.37 Sub-03 North-Townhomes 0.99 0.80 0 00:05:00 3.83 3.02 Sub-04 X-Ponds 0.58 0.33 0 00:05:00 3.83 0.73 Sub-05 NE-Townhomes&NW-BTR 1.4 0.60 0 00:15:00 1.89 1.59 Sub-06 North-Canter 0.9 0.60 0 00:06:00 3.41 1.84 Sub-07 CentralBrookdale_Canter_to_StreetA 0.64 0.58 0 00:05:00 3.83 1.43 Sub-08 NE-Brookdale-EastofStreetA 0.23 0.50 0 00:05:00 3.83 0.44 Sub-09 SE-Brookdale-EastofStreetA 0.39 0.55 0 00:05:00 3.83 0.83 Sub-10 StreetA&Partial-East-BTR 2.46 0.58 0 00:08:00 2.83 4.04 Sub-11 NorthBlock5_Combined_IncludingPark 6.34 0.45 0 00:40:00 1.01 2.89 Sub-12 Block4&Canter(SouthofBrookdale)6.15 0.43 0 00:45:00 0.94 2.48 Sub-13 Commercial 3.66 0.70 0 00:05:00 3.83 9.79 Sub-14 StreetB_&_Southbridge_Includ_Partial-NW-Townhouse 3.04 0.60 0 00:12:00 2.19 3.99 Sub-15 NW-TowhoulseLots&OpenSpace 1.51 0.60 0 00:05:00 3.83 3.46 Sub-16 SW-TownhouseLots 1.68 0.65 0 00:06:00 3.41 3.73 Sub-17 SouthBlock5&EastBlock8_IncludingAlderCreekDr 3.45 0.50 0 00:10:00 2.46 4.24 Sub-18 19thAvenue_CL_to_Curb 1.46 0.90 0 00:10:00 2.46 3.23 Sub-19 DitchRunoffIncludesSidewalk 0.6 0.40 0 00:08:00 2.83 0.68 Sub-P1 Lot1-PartialBTR_North 0.61 0.58 0 00:10:00 2.46 0.86 Sub-P2 Lot1-PartialBTR_Central 0.38 0.60 0 00:10:00 2.46 0.56 Sub-P3 Lot1-PartialBTR_South 0.55 0.58 0 00:10:00 2.46 0.79 Total = 39.15 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022 Page 1 of 7 SOUTH RANGE CROSSING STORAGE NODES - 25-YEAR DESIGN STORM (SSA OUTPUT) ID Invert Elevation (ft) Max Elevation - Rim (ft) Initial Water Depth (ft) Evaporation Loss Peak Inflow (cfs) Average HGL Depth Attained (ft) Maximum HGL Depth Attained (ft) Time of Maximum HGL (days hh:mm) Peak Outflow (cfs) 19th 4980.60 4983.00 0.00 0.00 3.23 1.34 1.34 0 00:20 0.00 B-1 4986.70 4989.20 0.00 0.00 2.48 1.04 1.57 0 01:11 1.05 B-2 4986.00 4988.40 0.00 0.00 6.97 1.03 1.42 0 00:44 2.60 B-3 4985.50 4986.50 0.00 0.00 0.82 0.53 0.53 0 00:10 0.00 B-4 4984.90 4986.30 0.00 0.00 0.44 0.51 0.51 0 00:10 0.00 G-1 4979.70 4982.10 0.00 0.00 6.46 1.47 1.61 0 06:24 0.04 G-2 4979.70 4982.10 0.00 0.00 1.36 0.12 0.12 0 00:16 0.00 P-1 4987.20 4988.60 0.00 0.00 0.86 0.90 0.99 0 00:11 0.78 P-2 4990.70 4992.10 0.00 0.00 0.56 0.90 0.95 0 00:13 0.39 P-3 4994.80 4996.20 0.00 0.00 0.79 0.90 0.96 0 00:11 0.72 S-1 4994.30 4995.60 0.00 0.00 3.72 0.77 0.90 0 00:12 0.08 ST-1 4982.50 4984.00 0.00 0.00 9.77 0.81 0.81 0 00:10 0.00 TH-1 4989.00 4990.40 0.00 0.00 1.72 0.85 0.85 0 00:10 0.01 TH-2 4989.00 4990.40 0.00 0.00 1.72 0.85 0.85 0 00:10 0.01 X-1 4983.90 4986.30 0.00 0.00 4.80 1.09 1.65 0 00:24 3.07 X-2 4983.20 4985.60 0.00 0.00 3.07 1.07 1.61 0 01:04 2.78 X-3 4982.30 4984.70 0.00 0.00 2.78 1.03 1.58 0 01:15 2.56 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022 Page 2 of 7 SOUTH RANGE CROSSING PIPE CONVEYANCE - 25-YEAR DESIGN STORM (SSA OUTPUT) ID Diameter (in) Length (ft)Invert In Invert Out Slope (%) Manning's n Peak Flow (cfs) Time of Peak Flow (days hh:mm) Design Flow Capacity (cfs) Max Flow / Design Flow Ratio Link-01 12 5 4987.7 4987.68 0.40 0.013 1.05 0 01:11 2.25 0.46 Link-02 18 665 4992.23 4988.30 0.59 0.013 4.03 0 00:11 8.08 0.50 Link-03 18 300 4988.3 4986.20 0.70 0.013 3.78 0 00:12 8.36 0.45 Link-04 18 390 4985.2 4984.13 0.27 0.013 3.74 0 00:14 5.5 0.68 Link-05 18 154 4985.75 4985.20 0.36 0.013 3.73 0 00:13 6.28 0.59 Link-06 12 10 4987.85 4987.80 0.50 0.015 0 0 00:00 2.18 0.00 Link-08 15 372 4993.5 4985.95 2.03 0.013 0.07 0 00:16 9.2 0.01 Link-09 12 5 4995.05 4995.03 0.40 0.013 0.08 0 00:12 2.25 0.04 Link-10 18 6 4987 4986.00 16.05 0.013 2.6 0 00:44 42.08 0.06 Link-11 24 40 4986.4 4986.20 0.50 0.013 6.21 0 00:10 16 0.39 Link-16 24 74 4984.13 4983.90 0.31 0.013 4.8 0 00:16 12.61 0.38 Link-17 15 5 4984.9 4984.88 0.40 0.015 3.07 0 00:24 7.08 0.43 Link-18 15 5 4984.2 4984.18 0.40 0.015 2.78 0 01:04 7.08 0.39 Link-19 15 5 4983.3 4983.28 0.40 0.013 2.56 0 01:15 8.17 0.31 Link-21 6 5 4981.2 4981.18 0.40 0.013 0.03 0 06:24 0.35 0.09 Link-24 12 10 4987.85 4987.80 0.50 0.015 0 0 00:00 2.18 0.00 Link-26 12 52 4987.8 4987.54 0.50 0.013 0 0 00:00 2.52 0.00 Link-27 18 165 4987.54 4985.75 1.08 0.013 0 0 00:00 10.94 0.00 Link-29 12 15 4989.5 4989.00 3.33 0.015 1.72 0 00:05 5.64 0.31 Link-30 12 15 4989.5 4989.00 3.33 0.015 1.72 0 00:05 5.64 0.31 Link-34 12 31 4987.68 4986.50 3.78 0.013 1.05 0 01:11 6.93 0.15 Link-35 24 42 4984.45 4984.13 0.77 0.013 2.6 0 00:44 19.8 0.13 Link-36 24 27 4983.28 4981.00 8.34 0.013 2.56 0 01:15 65.34 0.04 Link-37 18 28 4981 4980.00 3.59 0.013 2.98 0 00:05 19.89 0.15 Link-39 6 85 4981.18 4978.00 3.74 0.013 0.03 0 06:25 1.09 0.03 Link-40 15 51 4994 4993.50 0.98 0.013 0.09 0 00:12 6.38 0.01 Link-41 15 19 4984.18 4982.30 9.91 0.015 2.78 0 01:04 35.25 0.08 Link-42 15 14 4984.88 4983.20 12.41 0.015 3.07 0 00:24 19.72 0.16 Link-43 12 2 4990.25 4990.24 0.50 0.015 0 0 00:00 2.18 0.00 Link-44 12 2 4990.25 4990.24 0.50 0.015 0 0 00:00 2.18 0.00 Link-46 18 83 4981.25 4980.50 0.90 0.013 1.58 0 00:15 9.99 0.16 Link-47 18 50 4980.5 4979.70 1.60 0.013 1.57 0 00:15 13.29 0.12 Link-48 18 95 4980.25 4979.70 0.58 0.013 1.83 0 00:06 9.64 0.19 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/20/2022 Page 3 of 7 SOUTH RANGE CROSSING PIPE CONVEYANCE - 25-YEAR DESIGN STORM (SSA OUTPUT) ID Length (ft)Invert In Invert Out Slope (%) Manning's n Peak Flow (cfs) Time of Peak Flow (days hh:mm) Design Flow Capacity (cfs) Max Flow / Design Flow Ratio Link-47 50 4980.5 4979.70 1.60 0.013 1.57 0 00:15 13.29 0.12 Link-48 95 4980.25 4979.70 0.58 0.013 1.83 0 00:06 9.64 0.19 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022 Page 4 of 7 SOUTH RANGE CROSSING CHANNEL CONVEYANCE - 25-YEAR DESIGN STORM (SSA OUTPUT) ID Inlet Outlet Length Average Slope (%) Manning's n Channel Type Channel Height Channel Total Width Peak Flow (cfs) Time of Peak Flow (days hh:mm) Max Flow Velocity (ft/s) Design Flow Capacity (cfs) Link-22 B-3 Out-B3 30 1 0.032 Trapezoidal 0.5 9 0 0 00:00 0 8.58 Link-23 B-4 Out-B4 30 8 0.032 Trapezoidal 0.5 9 0 0 00:00 0 24.27 Link-28 19th Out-MC 40 5.25 0.032 Trapezoidal 0.5 9 0 0 00:00 0 19.66 Link-31 P-3 Out-P3 30 10.33 0.032 Trapezoidal 0.5 9 0.72 0 00:11 2.23 27.59 Link-32 P-2 Out-P2 30 6 0.032 Trapezoidal 0.5 9 0.39 0 00:13 1.5 21.02 Link-33 P-1 Out-P1 30 4 0.032 Trapezoidal 0.5 9 0.78 0 00:11 1.71 17.16 Link-45 G-2 Out-15TH 35 9.8 0.032 Trapezoidal 0.5 9 0 0 00:00 0 26.86 Note: Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022 Page 5 of 7 SOUTH RANGE CROSSINGJUNCTIONS - 25-YEAR DESIGN STORM (SSA OUTPUT)IDInvert ElevationRim ElevationInitial Water Depth(ft)Peak Inflow(cfs)Max HGL Depth Attained(ft)Total Flooded Volume(AC-in)Jun-004985.204989.700.003.730.960.00Jun-014986.404989.700.006.221.070.00Jun-024992.234996.320.004.230.780.00Jun-034988.304992.310.004.030.710.00Jun-044985.754988.500.004.010.930.00Jun-054993.504995.500.000.090.080.00Jun-064984.134988.360.005.281.450.00Jun-074981.004984.000.003.010.500.00Jun-084981.254984.000.001.580.440.00Jun-094987.804991.000.000.000.000.00Jun-104987.544990.600.000.000.000.00Jun-114989.504991.000.003.450.850.00Jun-124987.004993.000.001.050.980.00Jun-134984.454990.000.002.601.140.00Jun-144982.004988.000.002.561.570.00Jun-174980.004986.000.000.031.240.00Jun-184994.005000.000.000.080.120.00Jun-194983.004989.000.002.781.420.00Jun-204984.004990.000.003.071.290.00Jun-214987.804992.000.000.000.000.00Jun-224987.804992.000.000.000.000.00Jun-244980.504982.100.001.580.810.00Jun-254980.504982.100.001.830.810.00Note:Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0)N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022Page 6 of 7 SOUTH RANGE CROSSINGOUTFALLS - 25-YEAR DESIGN STORM (SSA OUTPUT)ID Invert ElevationPeak Inflow(cfs)Maximum HGL Depth Attained(ft)Out-15TH4977.770.000.00Out-B34986.200.000.00Out-B44983.900.000.00Out-Canter4978.000.030.06Out-MC4980.000.670.00Out-P14986.900.780.08Out-P24989.800.390.05Out-P34992.600.720.06Total = 2.59cfsNote:Analysis was performed using Autodesk Storm & Sanitary Analysis 2022 (Version 12.3.254.0)N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\20221219\SSA_Output_25yr_20221219.xlsx Date:12/19/2022Page 7 of 7 SOUTH RANGE CROSSING REQUIRED INITIAL STORMWATER FACILITY CALCULATIONS Basin Total Area (sf) Area (acres)Post-Develop C Impervious Area (sf) First 1/2" Volume (cf) Treatment Facilty Sub-01 41,196 0.946 0.41 14,281 595.1 G-1 Sub-02 51,242 1.176 0.41 17,764 740.2 G-2 Sub-03 42,916 0.985 0.80 37,194 1,549.7 G-0 & Downstream Sub-04 25,031 0.575 0.33 6,007 250.3 X-2 & Downstream Sub-05 60,776 1.395 0.60 36,466 1,519 G-2 Sub-06 39,171 0.899 0.60 23,503 979 Graf SD Pond Sub-07 28,040 0.644 0.58 16,076 670 X-1 & Downstream Sub-08 9,987 0.229 0.50 4,661 194 B-4 Sub-09 17,097 0.392 0.55 9,118 380 B-3 Sub-10 107,145 2.460 0.58 61,430 2,560 G-2 Sub-11 276,280 6.343 0.45 110,512 4,605 B-2 & Downstream Sub-12 267,732 6.146 0.43 99,953 4,165 B-1 & Downstream Sub-13 159,210 3.655 0.70 116,754 4,865 ST-1 Sub-14 132,436 3.040 0.60 79,462 3,311 X-1 & Downstream Sub-15 65,652 1.507 0.60 39,391 1,641 TH-1, TH-2, & Downstream Sub-16 73,333 1.683 0.65 48,889 2,037 S-1 & Downstream Sub-17 150,368 3.452 0.50 70,172 2,924 G-2 Sub-18 63,734 1.463 0.90 63,734 2,656 19th Sub-19 26,063 0.598 0.40 8,688 362 No Change - MC Ditch Sub-P1 26,352 0.605 0.58 15,108 630 P-1 Sub-P2 16,660 0.382 0.60 9,996 417 P-2 Sub-P3 24,068 0.553 0.58 13,799 575 P-3 Totals = 1,704,489.0 39.130 37,623.2 N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\Routing-Detention\First0.5Inches.xlsx Date:12/19/2022 Page 1 of 1 SOUTH RANGE CROSSING TREATMENT FACILITY SUMMARY Treatment Facility Type Quantity Basin Max Water Depth (ft) Individual Storage Volume @ Max Basin Depth Cumulative Volume Provided @ Basin Max Depth (cf) Basin Bottom Elevation Basin Outlet Elevation B-1 Surface Pond 1 1.50 4,724 4,724 4,986.70 4,988.20 B-2 Surface Pond 1 1.50 4,530 4,530 4,986.00 4,987.50 B-3 Surface Pond 1 1.00 544 544 4,985.50 4,986.50 B-4 Surface Pond 1 1.40 574 574 4,984.90 4,986.30 G-1 Surface Pond 1 1.50 11,549 11,549 4,979.70 4,981.20 G-2 Surface Pond 1 1.50 1,461 1,461 4,979.70 4,981.20 X-1 Surface Pond 1 1.50 2,561 2,561 4,983.90 4,985.40 X-2 Surface Pond 1 1.50 2,782 2,782 4,983.20 4,984.70 X-3 Surface Pond 1 1.50 3,596 3,596 4,982.30 4,983.80 TH-1 Surface Pond 1 1.40 1,013 1,013 4,989.00 4,990.40 TH-2 Surface Pond 1 1.40 1,013 1,013 4,989.00 4,990.40 S-1 Surface Pond 1 1.30 2,204 2,204 4,994.30 4,995.60 ST-1 Stormtech SC-160 LP 1 1.50 8,029 8,029 4,982.50 4,984.00 19th Surface Pond 1 1.50 2,233 2,233 4,980.60 4,982.10 P-1 Surface Pond 1 1.40 433 433 4,987.20 4,988.60 P-2 Surface Pond 1 1.40 433 433 4,990.70 4,992.10 P-3 Surface Pond 1 1.40 433 433 4,994.80 4,996.20 P-X Surface Pond 7 1.40 433 3,030 TBD TBD Totals 48,545 51,142 Notes: - Total basin depths may be greater than 1.5 feet deep, but volumes at the 1.5 foot depth and below are noted below due to the City of Bozeman's Requirement to maintain water levels below 1.5 feet during the 10-year design storm. - Total volume at the 1.5-foot level is adequate contain the first 1/2" over the impervious areas (37,623 CF) from the 10-year design storm. See separate attached table. N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\5659.011_10yr_PreliminaryTreatment_202211.xlsm 12/19/2022 1 of 1 Design Storm Frequency =10 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 Pastureland - Undeveloped 1,673,087 38.409 0.20 7.682 0.20 1.00 0.20 0.20 7.682 Totals 1,673,087 38.409 7.682 7.682 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 100.00 1.4% n/a 15.04 Shallow Concentrated Flow 500.00 1.4% 1.08 7.75 Trapezoid/Triangular Channel 750.00 1.4% 0.35 35.58 1350.00 58.4 min QRUNON:0.000 cfs QPRE-DEV(BASIN):3.133 cfs QTOTAL:3.133 cfs South Range Crossing | Subbasin Calculations - Total Site - Pre-development PRE-DEVELOPMENT FLOW RATES (10-YEAR STORM) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\5659.011_10yr_PreliminaryTreatment_202211.xlsm 12/20/2022 1 of 1 Design Storm Frequency =10 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 Total Site - Composite Rational Coefficient 1,673,087 38.409 0.55 21.125 0.55 1.00 0.55 0.55 21.125 Totals 1,673,087 38.409 21.125 21.125 FLOW PATH SUMMARY BY TYPE Flow Type Flow Length Average Slope Average Velocity Travel Time (ft) (ft/ft) (ft/2)(min) Sheet Flow 100.00 1.4% n/a 15.88 Shallow Concentrated Flow 500.00 1.4% 0.18 46.75 Circular Pipe Flow 375.00 0.25% 3.97 1.57 62.6 min QRUNON:0.000 cfs QPOST-DEV(BASIN):8.616 cfs QTOTAL:8.616 cfs South Range Crossing | Subbasin Calculations - Total Site - Post-development POST-DEVELOPMENT FLOW RATES (10-YEAR STORM) N:\5659\011 -YTI Development\04 Design\Calcs\Stormwater\Preliminary\5659.011_10yr_PreliminaryTreatment_202211.xlsm 12/20/2022 1 of 1 Inlet Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 20 2022 Sag Inlets (Typical) Combination Inlet Location = Sag Curb Length (ft) = 3.00 Throat Height (in) = 5.00 Grate Area (sqft) = 3.75 Grate Width (ft) = 1.25 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) = 1.25 Gutter Slope (%) = -0- Gutter n-value = -0- Calculations Compute by: Q vs Depth Max Depth (in) = 20 Highlighted Q Total (cfs) = 2.25 Q Capt (cfs) = 2.25 Q Bypass (cfs) = -0- Depth at Inlet (in) = 3.65 Efficiency (%) = 100 Gutter Spread (ft) = 8.77 Gutter Vel (ft/s) = -0- Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 20 2022 Brookdale - 0.5% Running Slope Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.063 Gutter Width (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.016 Calculations Compute by: Q vs Depth No. Increments = 20 Highlighted Depth (ft) = 0.30 Q (cfs) = 2.361 Area (sqft) = 1.15 Velocity (ft/s) = 2.06 Wetted Perim (ft) = 8.95 Crit Depth, Yc (ft) = 0.30 Spread Width (ft) = 8.65 EGL (ft) = 0.37 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 20 2022 Canter On Grade Inlet Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.063 Gutter Width (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 1.90 N-Value = 0.016 Calculations Compute by: Q vs Depth No. Increments = 20 Highlighted Depth (ft) = 0.30 Q (cfs) = 4.602 Area (sqft) = 1.15 Velocity (ft/s) = 4.01 Wetted Perim (ft) = 8.95 Crit Depth, Yc (ft) = 0.39 Spread Width (ft) = 8.65 EGL (ft) = 0.55 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 20 2022 Street A - On-Grade Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.063 Gutter Width (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.016 Calculations Compute by: Q vs Depth No. Increments = 20 Highlighted Depth (ft) = 0.30 Q (cfs) = 3.339 Area (sqft) = 1.15 Velocity (ft/s) = 2.91 Wetted Perim (ft) = 8.95 Crit Depth, Yc (ft) = 0.34 Spread Width (ft) = 8.65 EGL (ft) = 0.43 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Dec 20 2022 Street B- 1.2% Running Slope Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.063 Gutter Width (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 1.20 N-Value = 0.016 Calculations Compute by: Q vs Depth No. Increments = 20 Highlighted Depth (ft) = 0.30 Q (cfs) = 3.657 Area (sqft) = 1.15 Velocity (ft/s) = 3.19 Wetted Perim (ft) = 8.95 Crit Depth, Yc (ft) = 0.36 Spread Width (ft) = 8.65 EGL (ft) = 0.46 0 2 4 6 8 10 12 14 16 18 20 Elev (ft)Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) SOUTH RANGE CROSSING SUBDIVISION - SSA MODELAutodesk Storm and Sanitary AnalysisSOUTH RANGE CROSSING SUBDIVISION - SSA MODELAutodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis SOUTH RANGE CROSSING Autodesk Storm and Sanitary Analysis ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix E Operation and Maintenance Manual N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\Appendices\App-E_O&MManual\5659.011_O&MPlan.docx1 of 4 South Range Crossing Subdivision Storm Water Maintenance Plan May 2023 The South Range Crossing Subdivision (SRX) 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. The SRX storm drain system will be owned and operated by the SRX Property Owner’s Association (POA) 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 Brookdale Drive, Southbridge Drive, Alder Creek Drive, Richland Drive, Canter Avenue, and Providence Drive, will be owned by City of Bozeman, but maintained by the POA. These public infrastructure conveyance and treatment facilities will have dedicated easements to the POA and City of Bozeman for access and maintenance. The following interior public road stormwater treatment facilities will be maintained by the POA: Facility SUB-06 o North portion of Canter Avenue Facility SUB 07 o Center portion of Brookdale Drive Facility SUB 08 o East portion of Brookdale Drive (north lane) Facility SUB 09 o East portion of Brookdale Drive (south lane) Facility SUB-10 o Providence Drive Facility SUB-12 o South portion of Canter Avenue o West portion of Alder Creek Drive Facility SUB-14 o Southbridge Drive o Richland Drive o West portion of Brookdale Drive N:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\Appendices\App-E_O&MManual\5659.011_O&MPlan.docx2 of 4 Facility SUB-17 o Alder Creek Drive Facility SUB-18 o 19th Avenue The following ponds will have dedicated easements to the City of Bozeman, but will still be maintained by the POA. Pond G-1 Ponds X-1, X-2, and X-3 Ponds B-4, and B-3 Pond 19th The POA shall maintain those storm drainage systems they are responsible for in accordance with this maintenance plan and with the applicable City of Bozeman regulations. The POA 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 Pond 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 Pond 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:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\Appendices\App-E_O&MManual\5659.011_O&MPlan.docx3 of 4 4. Underground 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 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 Pond 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:\5659\011 -YTI Development\04 Design\Reports\Stormwater\FinalStormwaterReport\Appendices\App-E_O&MManual\5659.011_O&MPlan.docx4 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. ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix F Irrigation Ditch Correspondence BPBPBPBPBPSDDDSS S S S S S S S S S S S S S S S S S S S S S S S S SSSBPBPBPBP16014604983.863CS8015624983.833CS8015634983.677BO 5368709144983.833CS5368709154983.677BO 8017665001.401WV8017675001.395WV CO8003464982.113CO SSSSD SD S S SDSDSDSDSDSDSD DDSSSSSSSSSSSS S W W W WWWS SSSTW8S8S8S8S8S8S8SSS8S 8S 12W12W12W12W12W12W12W12W12W8W 8W 8W LOT A MINOR SUB 235A LOT 3 MINOR SUB 235A LOT 1 BLOCK 4 SOUTHBRIDGE SUBDIVISION PHASE 1 PB J-507 LOT 1 BLOCK 5 SOUTHBRIDGE SUBDIVISION PHASE 1 PB J-507 PUBLIC PARK SOUTHBRIDGE SUBDIVISION PHASE 1 PB J-507 O.S. FBLACKWOOD GROVESSUBDIVISION PHASE 9PB. J-714499 0 49 9 5 49 9 1 49 9 2 49 9 3 499 4 4 9 9 6 49 97 4 9 9 84999 49 8 5 499 0 499 5 500 0 4986498 74988498949 9 1499249934994 49 9 6499749 9 8 4999 500 1500050 01 5002 500 3 5004 STREET B CANTER AVE.SOUTHBRIDGE DR.SOUTH 19TH AVE. 120' R.O.W. (LANDSCAPED BLOCK FRONTAGE)WEST GRAF ST.90' R.O.W.(LANDSCAPED BLOCK FRONTAGE)CANTER AVE.SDDSDDSD >>SD SDSD>>SDSDSDSDDD>>>>>>>>>>>>>>>>>>>>>>>>>> > > >>>SDDSDDSD SD SD SD SD SD SD SD SD SD SD SD SD SDDD DSDSDSDSDSDSDSDSDSDSDSDSDSDDSD SD SD SD SD SD DDDDSDSDSD SDSD SD DDFIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Feb/23/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\DitchCompany\5659.011 - S. 19TH AVE. ACCESS SECTIONS.dwg5659.011 EX. 1 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MT PROPOSED SOUTH 19TH. AVE. ACCESSES RSP LH LH 02/17/2023 50 10025500 SCALE IN FEET 1 EX. 1 OVERALL SITE SCALE: 1" = 50' PROPOSED DITCH CROSSING FOR SOUTHBRIDGE DRIVE ACCESS TO SOUTH 19TH AVE. (SEE EXH-2) PROPOSED DITCH CROSSING FOR BROOKDALE DRIVE ACCESS TO SOUTH 19TH AVE. (SEE EXH-3) GENERAL NOTES 1.DESIGN SHOWN IS PROVIDED FOR GENERAL REVIEW OF DESIGN. FINAL IMPACTS AND LENGTHS OF CULVERTS MAY CHANGE DEPENDING ON FEEDBACK FROM THE MIDDLE CREEK DITCH COMPANY AND/OR THE CITY OF BOZEMAN AND OTHER REVIEWING ENTITIES. 2.STRUCTURES ARE PROVIDED WITHIN THE CULVERT CROSSING DUE TO GALLATIN CONSERVATION DISTRICT REQUIREMENTS. DRAF T FOR M C D C R E VI E W Febru ar y 2 3, 2 0 2 3 PROPOSED CURB CHASE FOR 19TH AVE. STORMWATER (SEE EXH-4) MINOR REALIGNMENT OF DITCH TO ALLOW REQUIRED EXTENSION OF 19TH AVENUE TO FULL SECTION MINOR REALIGNMENT OF DITCH TO ALLOW REQUIRED EXTENSION OF 19TH AVENUE TO FULL SECTION EXISTING DITCH (TYP.) PROPOSED SHARED USE PATH (TYP.) EXISTING 43" X 26" RCP ARCH PIPE BENEATH GRAF ST PROPOSED STORM POND FOR 19TH AVENUE PRESERVE EXISTING DIVERSION STRUCTURE (MODIFY TO REMOVE EAST DIVERSION) 4985 4990 4995 5000 4985 4990 4995 5000 FG-4996.32EG-4996.320+00 FG-4997.16EG-4997.16FG-4996.13EG-4992.281+00 FG-4995.97EG-4995.57FG-4995.62EG-4995.722+00 EXISTING GRADE FINISHED GRADE 43"x 26" CL. IV RCP ARCH 4985 4990 4995 5000 4985 4990 4995 5000 FG-4993.90EG-4993.770+00 FG-4993.14EG-4993.14FG-4996.13EG-4992.281+00 FG-4991.70EG-4991.70FG-4990.72EG-4990.722+00 76.00 LF 43"x 26" CL. IV RCP ARCH @ 1.70% FET INV = 4991.61 EXISTING GRADE FINISHED GRADESSSSSSSSS0+001+002+0076.00 LF 43"x 26" CL. IV RCP ARCH @ 1.70% FET INV IN = 4992.90 FET INV OUT = 4991.61 S S S S S S S S S SS 0+001+002+0076.00 LF 43"x 26" CL. IV RCP ARCH @ 1.70% FET INV IN = 4992.90FET INV OUT = 4991.61 FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Feb/23/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\DitchCompany\5659.011 - S. 19TH AVE. ACCESS SECTIONS.dwg5659.011 EX. 2 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MT SOUTHBRIDGE DRIVE PROPOSED DITCH CROSSING SECTIONS RSP LH LH 02/17/2023 1 - SOUTHBRIDGE DRIVE ENTRANCE - W. TO E. SECTION SCALE: 1" = 20' 2 - SOUTHBRIDGE DRIVE ENTRANCE - S. TO N. SECTION SCALE: 1" = 20'SOUTH19TH AVE.SOUTHBRIDGE DRIVE SOUTHBRIDGEDRIVESOUTH 19TH AVE. PROPOSED DITCH CROSSING FOR SOUTHBRIDGE DRIVE ACCESS TO SOUTH 19TH AVE. PROPOSED DITCH CROSSING FOR SOUTHBRIDGE DRIVE ACCESS TO SOUTH 19TH AVE. DRAF T FOR M C D C R E VI E W Febru ar y 2 3, 2 0 2 3 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 1020 20 40 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 1020 20 40 EXISTING DITCH ℄ EXISTING DITCH ℄ STRAIGHTEN DITCH AND RECLAIM (~30 LF) STRAIGHTEN DITCH AND RECLAIM (~20 LF) STRAIGHTEN DITCH AND RECLAIM (~30 LF)19TH AVE EXTENSION PROPOSED 10' SHARED USE PATH PROPOSED 10' SHARED USE PATH 19TH AVE EXTENSION 4980 4985 4990 4995 4980 4985 4990 4995 FG-4989.91EG-4989.910+00 FG-4990.06EG-4990.06FG-4988.89EG-4984.631+00 FG-4988.70EG-4987.43FG-4988.48EG-4987.962+00 RST-01 STA 0+99.14 INSTALL NEW 96" Ø MH RIM = 4988.61 INV IN (S) = 4984.52 INV OUT (N) = 4984.52 SUMP DEPTH = 1.50' EXISTING GRADE FINISHED GRADE 4980 4985 4990 4995 4980 4985 4990 4995 FG-4986.26EG-4986.260+00 FG-4987.61EG-4985.58FG-4988.89EG-4984.631+00 FG-4984.07EG-4983.70FG-4983.68EG-4983.462+00 RST-01 STA 1+10.82 INSTALL NEW 96" Ø MH RIM = 4988.61 INV IN (S) = 4984.52 INV OUT (N) = 4984.52 SUMP DEPTH = 1.50' 38.75 LF 43"x 26" CL. IV RCP ARCH @ 1.85% FET INV = 4983.80 65.25 LF 43"x 26" CL. IV RCP ARCH @ 1.84%FET INV = 4985.72 FINISHED GRADE EXISTING GRADE S D SSSSSSSS0+001+002+0038.75 LF 43"x 26" CL. IV RCP ARCH @ 1.85% FET INV = 4983.80 65.25 LF 43"x 26" CL. IV RCP ARCH @ 1.84% FET INV = 4985.72 RST-01 STA 0+99.14 INSTALL NEW 96" Ø MH RIM = 4988.61 INV IN (S) = 4984.52 INV OUT (N) = 4984.52 SUMP DEPTH = 1.50' D SDS S S S S S S S S S 0+001+002+0038.75 LF 43"x 26" CL. IV RCP ARCH @ 1.85% FET INV = 4983.80 65.25 LF 43"x 26" CL. IV RCP ARCH @ 1.84% FET INV = 4985.72 RST-01 STA 0+99.14 INSTALL NEW 96" Ø MH RIM = 4988.61 INV IN (S) = 4984.52 INV OUT (N) = 4984.52 SUMP DEPTH = 1.50'DFIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Feb/23/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\DitchCompany\5659.011 - S. 19TH AVE. ACCESS SECTIONS.dwg5659.011 EX. 3 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MT BROOKDALE DRIVE PROPOSED DITCH CROSSING SECTIONS RSP LH LH 23/02/2023 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 1020 20 40 1 - BROOKDALE DRIVE ENTRANCE - W. TO E. SECTION SCALE: 1" = 20' 2 - BROOKDALE DRIVE ENTRANCE - S. TO N. SECTION SCALE: 1" = 20' BROOKDALE DRIVE BROOKDALEDRIVESOUTH 19TH AVE.SOUTH19TH AVE.PROPOSED DITCH CROSSING FOR BROOKDALE DRIVE ACCESS TO SOUTH 19TH AVE. PROPOSED DITCH CROSSING FOR BROOKDALE DRIVE ACCESS TO SOUTH 19TH AVE. DRA F T FOR M C D C R E VI E W Febru ar y 2 3, 2 0 2 3 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 1020 20 40 EXISTING DITCH ℄ EXISTING DITCH ℄ 19TH AVE EXENSION PROPOSED 10' SHARED USE PATH PROPOSED 10' SHARED USE PATH 4975 4980 4985 4990 4975 4980 4985 4990 FG-4985.33EG-4985.330+00 FG-4986.25EG-4986.25FG-4986.69EG-4986.691+00 FG-4984.84EG-4981.10FG-4984.37EG-4983.262+00 EXISTING GRADE FINISHED GRADE 43"x 26" CL. IV RCP ARCH PROPOSED CURB CHASE FROM 19TH AVENUE TO STORM PONDBPBPBPBPBPBPBPBPBPBPBPSSSSSSSSS49850+001+002+0052.00 LF 43"x 26" CL. IV RCP ARCH @ 1.17%FET INV IN = 4981.42 FET INV OUT = 4980.81 >>>>>>FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Feb/23/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\DitchCompany\5659.011 - S. 19TH AVE. ACCESS SECTIONS.dwg5659.011 EX. 4 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MT 19TH AVENUE STORM CHASE CROSS SECTION RSP LH LH 02/17/2023 1 - 19TH STORM CHASE - W. TO E. SECTION SCALE: 1" = 20'SOUTH19TH AVE.STORMWATER CHASE CULVERT CROSSING DRAF T FOR M C D C R E VI E W Febru ar y 2 3, 2 0 2 3 0 VERT. SCALE IN FEET 0 HORIZ. SCALE IN FEET 12 2 4 1020 20 40 STORMPONDEXISTING DITCH ℄ PROPOSED 10' SHARED USE PATH ____________________________________________________________________________________ SOUTH RANGE CROSSING SUBDIVISION – STORM WATER DESIGN REPORT Appendix G Infrastructure Phasing Exhibits BPBPS D D D D D D SSSSSSSSSSSSSS S S S S S S SS 8001874987.197CS 16014604983.863CS 16014744980.544CS 16014144996.248CS16014154996.781BO 8015624983.833CS 8015634983.677BO 8015785006.359FH 5368709144983.833CS 5368709154983.677BO 5368709295006.359FH 8017665001.401WV8017675001.395WV 16014154996.781BO S700024991.746MHS-CL CO8003454980.389CO CO8003464982.113CO S8014435002.544MHS CO8015654970.969COCO5368709164970.969CO S S DD S S SD SD SDSSD SD SD D D SSSSSSSSSS WW W W W W W W W WWWWWWWWWWWS S S S S S S S SSSSSSSSSSW W W T W 30' WIDE PUBLIC STREET AND UTILITY EASEMENT PER AMENDED PLAT OF LOT 1, BLOCK 9, ALLISON SUBDIVISION PHASE 4A J702A 8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S8S8S8S8SS S S SS 8S 8S 8S 8S 8S 8S 8S8SSS SS S S S SS 8S8S8S8S 8S 8S 8S8S8S8S 8S8S 8S 8S 8S8S8S8S8SS S S S SS S S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S S S SS SS S 8S8S 8S 8S 8S 8S 8S 8S 8S S S S S SS S S S S S S S S S S S S S S S S 8S8S8S8S8S8S8S8S8S8S 8S S S S SS S S 8S 8S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8SS S S 8SS S S 8S8S8SS 8W 8W8W8W8W8W 8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W8W8W8W 8W8W8W8W8W8W 8W 8W 8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 8WDYH DYHDYH DYHDYHDYH DYHDYH DYH DYHDYH DYHDYH DYHDYH8W8W 8W 8W 8W8W B B B B B B B B B B B B B 8W 8W B 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8WDYH DYH 8W 8W 8W B DYH B B 8WB B 8W8WB B 8W8W8W>>>Stormtech(COMMERCIAL)>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>D SD > > D D >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>D D SDSDSDSDSDSDSDSDSDD D D SD SD SD SD SDD SDSDD D D >>>> >> D SDSDSDSDSDSDSDSDSDD D D SDD D SD SD SD SDD D D D D SD D SD SD SDD D >>>>>>>SDSDSDSDSDD D D >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>D FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 INDEX SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN MEE LRH 02/2023 100 200501000 SCALE IN FEET INDEX PHASE 1 PHASE 3 PHASE 2 PHASE 4 PHASE 5 PHASE 1 PHASE 4 PROPOSED STORMDRAIN PROPOSED 8" WATER MAIN PROPOSED 8" SEWER MAIN PROPOSED PERMANENT STORMDRAIN POND PROPOSED ROAD SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - INDEX ALDER CREEK DRIVE (60')STREET A (60')CANTER AVE (60')SOUTHBRIDGE (60')STREET B (60')SOUTH 19TH AVENUEBROOKDALE DRIVE (60')SOUTH 15TH AVENUE (60')WEST GRAF STREET (90') 8W 8W 8S 8S SD SD PHASE BOUNDARY PHASE 2 PROPOSED TEMPORARY STORMDRAIN POND D D D S S S S S S BPBPBP8001874987.197CS 16014604983.863CS 16014744980.544CS 16014144996.248CS16014154996.781BO 8015624983.833CS 8015634983.677BO 5368709144983.833CS 5368709154983.677BO 8017665001.401WV 8017675001.395WV 16014154996.781BO S700024991.746MHS-CL CO8003454980.389CO CO8003464982.113CO CO8015654970.969COCO5368709164970.969CO S S SD SD SD SDSSD SD SD SD SD SD D D SSSSSS S S S S S WW W W W W W W W W WWWWWWWWWWWWWWWWWWWSSSSSSSSSSSSSSSSSS W W W W S 69.06'69.07'N7°24'05"W46.19'L1L219.76 '8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8SS S SS 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8SS SS S S S S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S S S S S S S S S S S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8SS S S S S S S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8SS 8SS 8S 8S 8SS S S 8S8S8S8S8S8SS 8W 8W 8W8W8W8W8W8W8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 8W8WDYH DYH DYHDYH DYHDYHDYH DYH 8W8W8WB B B 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8WDYH 8W 8W 8W8W8W8W8W 8W8W8W8W8W8W>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>SDD D >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> > >>>>>>>>SD SD SD SDSDSDD D >>>>> >>>>>> D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SDSDD D SD SD SD SD SD SD SDSDSDD D D D D SD SD SD D SD SD SD SD SD SD SDSDD D >>>>>>>>>>>>SDSDSDSDSDSDSDSD D D D SD D FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 PH-1 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN - PHASE 1 MEE LRH 02/2023 60 12030600 SCALE IN FEET PHASE 1 PHASE 1 PHASE 2 PHASE 4 PHASE 5 PHASE 1 SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - PHASE 1 SOUTH 15TH AVENUE (60')STREET A (60')WEST GRAF STREET (90') BROOKDALE DRIVE (60') ALDER CREEK DRIVE (60')CANTER AVE (60')PHASE 3 STREET B (60')TEMPORARY STORM POND T-1 PHASE 2 D D D S S S S S S BPBPBP8001874987.197CS 16014604983.863CS 16014744980.544CS 16014144996.248CS16014154996.781BO 8015624983.833CS 8015634983.677BO 5368709144983.833CS 5368709154983.677BO 8017665001.401WV 8017675001.395WV 16014154996.781BO S700024991.746MHS-CL CO8003454980.389CO CO8003464982.113CO S8014435002.544MHS CO8015654970.969COCO5368709164970.969CO S S DD S S SD SD SD SDSSD SD SD SD SD SD D D SSSSSS S S S S S WWW W W W W W W W W W W W W WWWWWWWWWWWWWWWWWWWS S S S S S S S S S S S S S SSSSSSSSSSSSSSSSSS W W W W S 69.06'69.07'N7°24'05"W46.19'L1L28S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8SS S S S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8SS SS S S S S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8SS S S SS S S S S S S S S S S S S S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8SS S S S S S 8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8SS 8SS 8S 8S 8SS S S 8S8S8S8S8S8SS 8W 8W 8W8W8W8W8W8W8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W 8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 8W8W8WDYH DYH DYH DYHDYH DYHDYHDYH DYHDYH8W8W8WB B B B B BB B 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8WDYH 8W 8W 8W 8W 8W B 8WB 8WB 8W8WB8W8W8W8WB B 8W8W8W8W8W8WSD SD SDSDD D SD SD SD SDSDSDD D D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SDSDD D SD SD SD SD SD SD SDSDSDD D D D D SD SD SD D SD SD SD SD SD SD SDSDD D SDSDSDSDSDSDSDSDD D D SD D FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 PH-2 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN - PHASE 2 MEE LRH 02/2023 60 12030600 SCALE IN FEET PHASE 2 PHASE 3 PHASE 2 PHASE 5 PHASE 1 SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - PHASE 2 SOUTH 15TH AVENUE (60')STREET A (60')STREET B (60')WEST GRAF STREET (90') BROOKDALE DRIVE (60') ALDER CREEK DRIVE (60')CANTER AVE (60')PHASE 4 PHASE 1 PHASE 1 BPBPBPBPS D SSSSSSSSSSSSSSSSSSSSSSSS S S BPBPBP16014604983.863CS 16014744980.544CS 8015624983.833CS 8015634983.677BO 5368709144983.833CS 5368709154983.677BO 8017665001.401WV 8017675001.395WV CO8003454980.389CO CO8003464982.113CO S8014435002.544MHS S S S S SD SD SD SDSSD SD SD SD SD SD D D SSSSSS S S S S S S S S SSS WWW W W W W W W W W W W S S S S S S S S S S S T W 69.06'N7°24'05"W46.19'L1L219.76'8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8SS S S S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8SS S SS S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S S S S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8SS S S S S S S S S S S S S S S S S 8S 8S S S S S S 8S 8S 8S 8S 8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8SS 8SS S 8S 8S 8SS S 8W 8W 8W8W8W8W8W8W8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W DYHDYHDYHDYH DYHDYH DYH DYH DYHDYH DYH 8W8W8WB B B B B B 8W 8W 8W 8W B 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8WDYH DYH 8W 8W 8W 8W B 8WB 8WB B 8W8W8W8W>>>> > D SDSDD D SD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SD SD SD SD SD SD SD SD SDSDSDD D D D SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SDSDD D SD SD SD SD SD SD SDSDSDD D D D D SD SD SD D SD SD SD SD SD SD SDSDD D >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>D FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 PH-3 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN - PHASE 3 MEE LRH 02/2023 60 12030600 SCALE IN FEET PHASE 1 PHASE 3 PHASE 2 PHASE 4 PHASE 5 PHASE 1 SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - PHASE 3 STREET A (60')WEST GRAF STREET (90') BROOKDALE DRIVE (60') ALDER CREEK DRIVE (60')CANTER AVE (60')PHASE 1 PHASE 4 STREET B (60')SOUTHBRIDGE (60')SOUTH 19TH AVENUETEMPORARY STORM POND T-3 BPBPBPBPS D D D SSSSSSSSSSSSSSSSSSSSSSSS S S BPBPBP16014604983.863CS 16014744980.544CS 8015624983.833CS 8015634983.677BO 5368709144983.833CS 5368709154983.677BO 8017665001.401WV 8017675001.395WV CO8003454980.389CO CO8003464982.113CO S S SD SD SD SDSSD SD SD SD SD SD D D SSSSSS S S S S S S S S SSS WT W N7°24'05"W46.19'L1L219.76' 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8SS S S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8SS S S 8S8S8S8S8S8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S S S SS S S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S S S SS SS S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8SS S S S S S S S S S S S S S S 8S 8S 8S 8S 8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8SS 8SS S 8S 8S 8SS S 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W8W8W8W8W8W8W 8W 8W8W8W8W8W8W 8W8W8W 8W 8W 8W 8W 8W 8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 8W8WDYHHDYHDYH DYH DYH DYH DYHDYH 8W 8W 8W 8W 8W 8W 8W8W8W8W 8W B B B B B B B B B B 8W 8W 8W 8W B 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8WDYH 8W 8W 8W B DYH 8WB B 8W8W8W8W>>>>>D SDD D D SDD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SD SD SD SD SD SD SD SD SD SDD SDSDSDD D D D D D D SDSDD D SD SD SD SD SD SD SDSDSDD D SD SD SD D SD SD SD SD SD >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>> >>>FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 PH-4 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN - PHASE 4 MEE LRH 02/2023 60 12030600 SCALE IN FEET PHASE 1 PHASE 3 PHASE 2 PHASE 4 PHASE 5 PHASE 1 SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - PHASE 4 STREET B (60')SOUTH 19TH AVENUEWEST GRAF STREET (90') BROOKDALE DRIVE (60') ALDER CREEK DRIVE (60')CANTER AVE (60')SOUTHBRIDGE (60') PHASE 4 SOUTH 19TH AVE WIDENING W/ PH-4 PHASE 1 BPBPBPBPS D D D SSSSSSSSSSSSSSSSSSSSSSSS S S BPBPBP16014604983.863CS 16014744980.544CS 8015624983.833CS 8015634983.677BO 5368709144983.833CS 5368709154983.677BO 8017665001.401WV 8017675001.395WV CO8003454980.389CO CO8003464982.113CO S S SD SD SD SDSSD SD SD SD SD SD D D SSSSSS S S S S S S S S SSS WT W N7°24'05"W46.19'L1L219.76' 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8SS S S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8SSS SS S S S S 8S8S8S8S8S8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8SS S SS S S S S S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S S S SS SS S 8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8SS S S S S S S S S S S S S S S 8S 8S 8S 8S 8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8SS 8SS S 8S 8S 8SS S 8W 8W 8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W 8W8W8W8W8W8W8W 8W 8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W8W8W8W8W8W8W8W8W8W8W 8W 8W 8W 8W 8W 8W12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 12W 8W8WDYHDYHDYH DYH DYHDYH DYH DYHDYH 8W 8W 8W 8W 8W 8W 8W8W8W8W 8W B B B B B B B B B B 8W 8W 8W 8W B 8W 8W 8W 8W 8W 8W 8W 8W 8W 8W8W8W8WDYH 8W 8W 8W B DYH 8WB B 8W8W8W8WStormtech(COMMERCIAL) D SDD D D SDD SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDD D D SD SD SD SD SD SD SD SD SD SDD SDSDSDD D D D D D D SDSDD D SD SD SD SD SD SD SDSDSDD D SD SD SD D SD SD SD SD SD PHASE 5 PHASE 1 SOUTH RANGE CROSSING SUBDIVISION INFRASTRUCTURE PHASING PLAN - PHASE 5 STREET B (60')SOUTH 19TH AVENUEWEST GRAF STREET (90') BROOKDALE DRIVE (60') ALDER CREEK DRIVE (60')CANTER AVE (60')SOUTHBRIDGE (60') FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2023 Plotted by lee hageman on Mar/13/2023 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\5659\011 -YTI Development\ACAD\Exhibits\InfrastructurePhasing\5659.011_InfrastructurePhasingExhibit.dwg5659.011 PH-5 SOUTH RANGE CROSSING SUBDIVISION BOZEMAN MONTANA PHASING PLAN - PHASE 5 MEE LRH 02/2023 60 12030600 SCALE IN FEET PHASE 1 PHASE 3 PHASE 2 PHASE 4 PHASE 4 PHASE 1