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HomeMy WebLinkAbout009_Drainage ReportPage 1 of 4 Storm Drainage Calculations Bozeman Gateway – Bronken Warehouse January 13, 2022 1 Introduction This summary report provides hydrologic and hydraulic calculations for sizing of retention storage facilities and other storm drainage structures for development of the Bronken Warehouse building, in accordance with the City of Bozeman Design Standards. The proposed site consists of a new 68,000 square foot (sf) facility for beer and wine storage located on Lots 5 & 6 of Nelson Meadows Subdivision. The purpose of the report and calculations is to demonstrate the following: - Post- development peak runoff does not exceed pre-development (historic) conditions for the 10-year storm event - The 25-year peak runoff is conveyed by underground storm drain facility with no surface overflow - Storm water treatment is provided to intercept and contain sediment and floating debris on site, for eventual removal and disposal. 2 Drainage Basins Nelson Meadows Lots 5 & 6 have a drainage area of approximately 5.15 acres (224,334 ft2). Pre-development topography is gradual, about 1 to 2 percent slope from south to north. Existing groundcover is undeveloped. The proposed property can be divided into flows that will be contained on-site (Basins 1 through 3). Refer to Exhibit 1 for pre-development drainage basins and Exhibit 2 for post-development basins. See grading and drainage plans for more detail on retention facilities and conveyance design. Nelson Meadows Subdivision As a part of the Nelson Meadows Subdivision, the stormwater runoff from Nelson Road (NR) major basin will be collected and directed to Storm Water Tract 2 which is the property to the west of the proposed development (see attached Basin Map). The Nelson Road drainage basin includes approximately 0.69 acres of the proposed Lot 5. From the Post-development Exhibit 2, only 0.18 acres of predevelopment flow runs off from the site to Storm Water Tract 2. Therefore, the subject property does not exceed the assigned volume of runoff from Lot 5 to Tract 2 as a part of the Nelson Meadows Subdivision Comprehensive Drainage Plan. 3 Approach It will be shown that for the proposed development in Basins 1 through 4, the use of proposed facilities will limit the post-development 10-year peak runoff rate to the pre- development rate, and will provide effective treatment of storm runoff. All storm drain pipes have been sized to convey the 25-year peak runoff. Retention ponds shall be sized based on a 10-year, 2-hour storm intensity per the City of Bozeman design standards. See Appendix A for rational method retention calculations for Basins 1 & 2. The values used in each column of the table are as follows: Page 2 of 4 C (Rational Method runoff coefficient): Runoff coefficients were calculated using 0.10 for landscaped areas and 0.95 for impervious areas (pavement, concrete and rooftops). Pro-rating by area resulted in the weighted coefficients used in the calculations. Area: Calculated in AutoCAD from Figures 1 and 2 Intensity The rainfall intensity value of I = 0.41in/hr is used per the City of Bozeman design standards for a 10-year, 2-hour storm. Retention Volume Retention volume will be the stormwater runoff from the 10-year, 2-hour storm event or the first 0.5 inch of rainfall over parking impervious surfaces, whichever is greater 3 Retention Facilities Stormwater runoff from major Basins 1, 2 and 3 are proposed to be retained by surface storm water retention basins. A swale has been created in Basin 4 which has the same runoff coefficient both pre and post development. The function of this depression is to prevent any runoff from crossing the western property line. In accordance with the Design Standards and Specifications Policy, the retention facilities have been designed based on the 10-year, 2-hour storm event. A summary of the design parameters and sizing of the reservoirs is provided in Table 1 and the analysis are included in Appendix A. Table 1 – Retention Facilities Sizing Summary Drainage Basin(s) Required 10-Year, 2-Hour Retention Volume (ft3) Design System Storage Volume (ft3) Additional Design Notes 1 Surface Retention Basin 1,016 2,084 Maximum Water Depth = 1.0 ft Maximum Depth of Pond = 2.0 ft Side and End Slopes = 4:1 (Horizontal : Vertical) 2 Surface Retention Basin 3,873 3,895 Maximum Water Depth = 1.5 ft Maximum Depth of Pond = 2.50 ft Side and End Slopes = 4:1 (Horizontal : Vertical) 3 Surface Retention Basin 4,186.62 5,160 Maximum Water Depth = 1.5 ft Maximum Depth of Pond = 2.50 ft Side and End Slopes = 4:1 (Horizontal : Vertical) 4 Conveyance On Site Conveyance The storm drain piping system for the proposed 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 Page 3 of 4 pipes; adequacy of other pipe sizes are evident based on the calculated basin areas and flow rates for the representative pipes. Basin 1 will outlet into Retention Basin 1 using a curb cut within the proposed asphalt road. Basin 2 & 3 will use storm drain pipe to convey runoff to their respective basin retention ponds. See Appendix B for the conveyance calculations for each storm drain pipe on site. 15” Relocated Pipe Conveyance As a part of this project, the 15” storm drain pipe that bisected the site was relocated to make room for the building. The original 15” storm pipe had a slope of 0.62% through the site. With the realignment of the storm line, the storm line through the site has been shortened making the new slope 0.68%, 0.66% and 0.79%. With the increase in slope, the 15” pipe will have increased runoff capacity and improved conveyance. The proposed pipe will enter the existing pond at the retention pond bottom elevation of 4585.18’. The proposed 30” pipe will have an RCP flared end section as well as rip rap as to ensure that the slope change will have no adverse effects on the receiving stormwater pond and outfall to the north of the subject property. 5 Groundwater There are twelve monitoring wells in Nelson Meadows (see Appendix C) that were measured for 5 months in 2018. Well #4 is the closest to the proposed development located at the north east corner of Lot 6. During this time period, April had the highest groundwater levels of -6.28 below ground surface on 4/27/2017. Based on this information, it is assumed that around April, the groundwater will be at its highest. Groundwater Monitoring Well #4 has an approximate ground elevation of 4592.5’ making the high ground water elevation will be around 4,586.22. The retention ponds on the property have pond bottoms of 4588.50, 4588.33 and 4591. The bottom of the dry well will be approximately 4587.48. Therefore, all of the storm retention ponds are designed to be above the seasonal high groundwater. 6 Maintenance Considerations The Bronken Warehouse storm drain system is owned an operated by Stella Fria, includes the surface water treatment and conveyance facilities for the property’s storm water runoff. It does not include the stormwater infrastructure for the subdivision that is routed through the site and discharges to existing Nelson Road Drainage Basin Surface Retention Pond #2, which is operated and maintained by City of Bozeman. Stella Fria, LLC, shall maintain their components of the storm drainage system in accordance with the maintenance plan and with the applicable City of Bozeman regulations. Stella Fria, LLC will maintain a written account of all maintenance and repair activities, such as a log book, for future reference. Storm Water Conveyance Facilities Storm drain inlets, catch basins, and piping should 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. Page 4 of 4 Storm Water Retention Facility Maintenance of retention basin is also 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. Cleaning out sediment with earth-moving equipment may also be necessary in 10 to 20 years. 7 Conclusions The included analyses and calculations show that the storm water management systems for the proposed development will adequately handle the design storm events. During the 100-year design storm recurrence interval, ponding may occur at inlets due to their capacities; however, depths are estimated to remain at or below the top-back of curb in the lower areas of the site. If clogging of inlets or larger storm water runoff events occur provisions have been included in the design for overflows without presenting a hazard to the public or adjacent property. Based on the included analyses and calculations, the proposed storm water management system meets the requirements of the City of Bozeman Design Standards and Specifications Policy. Comprehensive Drainage Plan Nelson Meadows | Bozeman, Gallatin County, Montana 10 Figure 7: Nelson Road Major Drainage Basin | Sub-basin Designations F F TV TV TV TV EEDYH DYH DYH I I D D D D S D S D D D S P P P WV WVWV WVWV WV WVWV WV WV BPBP BP BP BP BP BP BP BP BP BP BP BP BP BP NG NG NG NG NG NG NG NG NG NG NGS S S S S S SDSDSDSDSDSD SDSDSDSDSDSDSDSDSDSDSDSD BP BP BP BP BP BP BP BP BP BP BP BP BPBP BPBPBPBPBPBPBPBPBPBPBPBPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBT BT SD SD SD SD S S W W W W W W W W W W WXXXXXXXXXXXXXX N0°01'20"E 497.68'S2°00'58"W 512.38'S2°00'58"WN2°00'58"E45.02' N89°52'46"W 155.00'342.68'222.49'230.88' 213.19'222.63' N87°59'02"W 435.82' S89°52'46"E 453.37' 108.74'77.67'S0°01'20"W 505.04'4592 4593 4594 4595 4596 40 8020400 SCALE IN FEET NOT FOR CONSTRUCTION 9/2021 VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCHON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2021COPYRIGHT © MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\2200\048 - STELLA FRIA SITE PLAN\ACAD\EXHIBITS\EX 1 - PREDEVELOPMENT MAP.DWG PLOTTED BY:CELINE SAUCIER ON Dec/06/2021 REVISIONS DRAWN BY: DSGN. BY: APPR. BY: DATE: Q.C. REVIEW DATE: BY: 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net engineers surveyors planners scientists MorrisonMaierle BRONKEN WAREHOUSE 3345 PRINCE LANE, BOZEMAN, MT BOZEMAN MONTANA PRE DEVELOPMENT STORM 2200.048 EX1 CMS CMS MEE 12/03/21 LEGEND BASIN BOUNDARY PRE-DEVELOPMENT SUB-BASIN DESIGNATION SUB-BASIN AREA (ACRES) X.X X.XX Ac. BASIN 1 SUB-BASIN BOUNDARY SD SD SD SD SD SDSDSDSDSDSDSDSDSDSDSDSD SD SD SS8WWS12SD 12SD 12S D 12 S D 12 S D 12SD 15SD15SD15SDSDSDSD SD12SD12SD SDF F TV TV TV TV EEDYH DYH DYH I I D D D D S D S D D D S P P P WV WVWV WVWV WV WVWV WV WV BPBP BP BP BP BP BP BP BP BP BP BP BP BP BP NG NG NG NG NG NG NG NG NG NG NGS S S S S S SDSDSDSDSDSD SDSDSDSDSDSDSDSDSDSDSDSD BP BP BP BP BP BP BP BP BP BP BP BP BPBP BPBPBPBPBPBPBPBPBPBPBPBPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBT BT SD SD SD SD S S W W W W W W W W W W WXXXXXXXXXXXXXX 4591 4596 N0°01'20"E 497.68'S2°00'58"W 512.38'S2°00'58"WN2°00'58"E45.02' N89°52'46"W 155.00'342.68'222.49'230.88' 213.19'222.63' N87°59'02"W 435.82' S89°52'46"E 453.37' 108.74'77.67'S0°01'20"W 505.04'20 4010200 SCALE IN FEET NOT FOR CONSTRUCTION 9/2021 VERIFY SCALE! THESE PRINTS MAY BE REDUCED. LINE BELOW MEASURES ONE INCHON ORIGINAL DRAWING. MODIFY SCALE ACCORDINGLY! 2022COPYRIGHT © MORRISON-MAIERLE, INC., SHEET NUMBER PROJECT NUMBER DRAWING NUMBER DATEDESCRIPTIONNO.BY N:\2200\048 - STELLA FRIA SITE PLAN\ACAD\EXHIBITS\EX 2 - POSTDEVELOPMENT MAP.DWG PLOTTED BY:CELINE SAUCIER ON Jan/13/2022 REVISIONS DRAWN BY: DSGN. BY: APPR. BY: DATE: Q.C. REVIEW DATE: BY: 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net engineers surveyors planners scientists MorrisonMaierle BRONKEN WAREHOUSE 3345 PRINCE LANE, BOZEMAN, MT BOZEMAN MONTANA POST DEVELOPMENT STORM 2008 EX2 CMS CMS MEE 1/12/2022 LEGEND BASIN BOUNDARY POST-DEVELOPMENT SUB-BASIN DESIGNATION SUB-BASIN AREA (ACRES) X.X X.XX Ac. FLOW DIRECTION BASIN 1 BASIN 2 SUB-BASIN BOUNDARY BASIN 3 BASIN 3 POND BASIN 2 POND BASIN 1 POND BASIN 4 SWALE BASIN 4 APPENDIX A Stormwater Retention Calculations RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION Bronken Warehouse - Basin 1 | Post-Development - 10 Year Design Storm Frequency Design Storm Frequency = Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = SCjAj / Saj 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, Q p = cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V = cf 0.14 1,015.48 0.346 BASIN RETENTION VOLUME ANALYSIS 0.25 0.41 1.380 0.14 0.25 Totals 60,116 1.380 0.346 C' x A Hard Surface (front parking area) 10,649 0.244 0.95 0.232 0.25 1.00 0.25 0.346 Landscaping 49,467 1.136 0.10 0.114 Undeveloped 0 0.000 0.20 0.000 Description (ft2)(acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 Runoff Runoff Frequency Coefficient 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 = =7200 N:\2200\048 - Stella Fria Site Plan\04 Design\Reports\Storm Report\Bronken -Rational Method Storm Calcs.xlsx Page 1 of 1 Printed: 12/6/2021 - 9:04 AM RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION Bronken Warehouse - Basin 2 | Post-Development - 10 Year Design Storm Frequency Design Storm Frequency = Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = SCjAj / Saj 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, C wd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Q p = cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) V = Required Retention Volume (cf) Storm Drainage Basin Runoff Flow Rate, Q =cfs Basin Required Retention Volume, V = cf 0.54 3,873.22 1.319 BASIN RETENTION VOLUME ANALYSIS 0.78 0.41 1.694 0.54 0.78 Totals 73,791 1.694 1.319 C' x A Hard Surface (back, sides parking) 58,911 1.352 0.95 1.285 0.78 1.00 0.78 1.319 Landscaping 14,880 0.342 0.10 0.034 Undeveloped 0 0.000 0.20 0.000 Description (ft2)(acres) C C x A Cwd Cf Cwd x Cf → Cwd x Cf ≤ 1.00 Runoff Runoff Frequency Coefficient 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 = =7200 N:\2200\048 - Stella Fria Site Plan\04 Design\Reports\Storm Report\Bronken -Rational Method Storm Calcs.xlsx Page 1 of 1 Printed: 12/6/2021 - 9:05 AM RATIONAL METHOD FOR ANALYSIS OF STORM WATER RETENTION Bronken Warehouse - Basin 3 | Post-Development - 10 Year Design Storm Frequency Design Storm Frequency = Year Input values for runoff coefficients from appropriate tables. 1Weighted runoff coefficient, Cwd = SCjAj / Saj 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, C wd = Rainfall Intensity, i =in/hr (10-year, 2-hour Design Storm) Storm Drainage Basin Area, A =acres Basin Design Peak Flow, Q p = cfs Calculation of Required Retention Volume: Q = Storm Water Runoff Flow Rate (cfs) 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) 64,121 1.472 0.95 1.398 0.82 1.000.000 0.20 0.000 0.82 Landscaping 11,878 0.273 0.10 0.027 Undeveloped 0 1.426 BASIN RETENTION VOLUME ANALYSIS 0.82 0.41 1.745 0.58 Totals 75,999 1.745 1.426 0.82 1.426 0.58 4,186.62 = =7200 N:\2200\048 - Stella Fria Site Plan\04 Design\Reports\Storm Report\Bronken -Rational Method Storm Calcs.xlsx Page 1 of 1 Printed: 12/6/2021 - 9:05 AM APPENDIX B Conveyance Calculations Bronken Warehouse 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 Pipe Size & Min Slope Capacity (cfs) Basin 1 1.38 0.25 5.00 0.55 0.88 1.11 1.32 1.64 1.84 N/A N/A Basin 2 1.69 0.78 5.00 2.11 3.37 4.25 5.06 6.27 7.05 12" @ 1.5% Slope 5.49 Basin 2 (roof drainage)0.70 0.95 5.00 1.06 1.70 2.14 2.54 3.15 3.55 12" @ 1.8% Slope 6.02 Basin 3 1.75 0.82 5.00 2.29 3.65 4.61 5.47 6.79 7.64 15" @ 0.5% Slope 5.75 Basin 3 (roof drainage)0.87 0.95 5.00 1.32 2.11 2.66 3.16 3.92 4.41 12" @ 0.75% Slope 3.89 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Jan 13 2022 Basin 2 (roof): 25 Year Storm Conveyance Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.80 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.90 Q (cfs) = 6.020 Area (sqft) = 0.74 Velocity (ft/s) = 8.08 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.96 Top Width (ft) = 0.60 EGL (ft) = 1.92 0 1 2 3 Elev (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) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 6 2021 Basin 2: 25 Year Storm Coneyance Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.90 Q (cfs) = 5.495 Area (sqft) = 0.74 Velocity (ft/s) = 7.38 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.94 Top Width (ft) = 0.60 EGL (ft) = 1.75 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) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 6 2021 Basin 3: 25 Year Storm Coneyance Circular Diameter (ft) = 1.25 Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 1.13 Q (cfs) = 5.753 Area (sqft) = 1.16 Velocity (ft/s) = 4.94 Wetted Perim (ft) = 3.13 Crit Depth, Yc (ft) = 0.97 Top Width (ft) = 0.75 EGL (ft) = 1.50 0 1 2 3 Elev (ft)Section 99.50 100.00 100.50 101.00 101.50 102.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Monday, Dec 6 2021 Basin 3 (roof): 25 Year Storm Coneyance Circular Diameter (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 0.75 N-Value = 0.011 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.90 Q (cfs) = 3.886 Area (sqft) = 0.74 Velocity (ft/s) = 5.22 Wetted Perim (ft) = 2.50 Crit Depth, Yc (ft) = 0.84 Top Width (ft) = 0.60 EGL (ft) = 1.32 0 1 2 3 Elev (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) APPENDIX C Groundwater Measurements TV P P46004605 4605 4610460046 1 0 46 0 5 46 0 0 46 1 0 4615 4605 46 0 5 4590 4595 46004591 4592 4593 4594 4596 4597 4598 45994601 4602 46 0 3 4590 4595 46 0045884589 4591 4592 4593 4594 4596 459745 9 8 4599 4 6 0 1 4 6 0 2 4595 4600 4591 4592 4593 4594 4596 4597 4598 4599 4601 4602 4 6 0 3 460445 9 5 4600 4605 4591 4592 4593 459445944594 45 9 6 4597 4598 4599 4601 46 0 2 4603 46034603 4604X X X X X X BT BT BT BT BT BT BT BT BT BT BT BTPETROPETROPETROPETROPETROPETROPETROPETROPETROPETROXXOHPO H P OH P OH P OH P OH P O H P OH P OH P OH P NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG NG BT BT BT BT BT BT B T BTBT BT BT BT BT BT BTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTOH P O H P O H P OH P OH P OH P O H P O H P OHPBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBTBT16W16W16W 16W 16W 16W16W16W16W16W16W16W16W16W16W8W8W8W8W8W8W8W8W8W 8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W8W16W16W16 W 16 W 16W 16 W 16 W 16 W 16 W 16 W 16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16W16WFM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM8S8S8S8S8S8S8S8S8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S 8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S8S FMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMFMLOT 1 6.13 acs.LOT 6 2.73 acs. LOT 71.13 acs. LOT 81.11 acs. LOT 9 1.77 acs. LOT 10 1.88 acs. LOT 11 0.72 acs. LOT 12 0.72 acs.LOT 13 0.70 acs. LOT 20 1.39 acs. LOT 211.34 acs. LOT 25 1.78 acs. LOT 26 4.47 acs. LOT 27 5.50 acs. LIFT STATION TRACT 0.10 acs. LOT 23.01 acs.417.86'597.01'S5°24'17"E 440.78'N88°01'48"W 652.06'N2°00'58"E 500.00'231.93'S0°01'20"W 535.04'S87°59'02"E 190.18' S42°59'02"E 63.29'S2°00'58"W 169.00'S87°59'02"E 214.93' S89°59'56"E 214.66'S89°59'56"E 227.41'S2°00'58"W 175.57'S2°00'58"W 189.50'N89°59'56"W 148.46'N89°59'56"W 140.39'N89°59'56"W 140.39'N0°00'04"E 189.34'S2°00'58"W 173.00'S46°53'26"W 80.06' N88°06'34"W83.97'N0°00'04"E 224.84'S88°06'34"E 140.46'N0°00'04"E 224.84'N89°59'56"W 140.39'S0°00'04"W 215.58'S 4 3 ° 0 6 ' 3 4 " E 8 0 . 1 1 ' S1°53'26"W 102.00' N0°00'04"E 157.59' N37°21'37" E 300.00' S52 ° 1 8 ' 4 3 " E 2 5 8 . 0 2 ' 70 0 . 7 2 'R=230.00'L=188 .30'Δ=4 6 °54'26 " S5 2 ° 1 8 ' 4 3 " E 1 9 5 . 1 4 '294.97'S5°24'17"E 337.94'N89°59'56"W 424.46' S37°41'21"W 113.37' 25 1 . 4 7 ' N5°24'17"W 70.15' 66.85' N89°59'56"W60.09' STORMWATER TRACT 10.67 acs.STORMWATER TRACT 2 0.55 acs. LOT 42.88 acs. LOT 3 2.36 acs. LOT 162.14 acs. LOT 15 2.67 acs. LOT 14 2.04 acs. LOT 19 1.27 acs. LOT 18 0.95 acs. LOT 170.97 acs. LOT 24 2.41 acs. N8°28'37"W 105.95' 269.96'S0°07'18"W 104.76'191.07'S0°01'20"W 122.61'N89°52'46"W 198.29' N87°59'02"W 332.14' N6°49'13"W 75.62'S0°07'18"W 403.10'S87°59'02"E 236.45' N6°49'13"W75.40'N10°00'41"E 341.15'N89°52'46"W 285.80' N87°59'02"W 483.08'S5°24'17"E 133.81'N6°49'13"W 343.82'S87°59'02"E 308.76' S0°00'04"W 229.44' S0°00'04"W 175.51' S89°59'43"W 261.38' N4°58'44"W78.90'N6°49'13"W 339.64'S0°02'05"W 221.88'S89°59'43"W 435.90'S4°58'44"E 281.00'S5 2 ° 1 8 ' 4 3 " E 1 4 5 . 2 3 ' R=170.00'L=106.21'Δ=35°47'52" S88°06'34"E23.74' S89°59'43"W 261.38'S0°00'04"W 215.58'S88°06'34"E 140.46'N0°00'04"E 220.21'S54 ° 5 0 ' 5 6 " E 1 1 5 . 3 5 'S4°58'44"E 331.77'N5 2 ° 1 8 ' 4 3 " W 3 4 0 . 0 9 ' N37°41'17"E 238.84' S5 4 ° 5 0 ' 5 6 " E 1 7 5 . 4 1 ' N5 2 ° 1 8 ' 4 3 " W 1 7 5 . 2 4 'N37°41'17"E 231.08' N54°50'56"W 100.33' N89°59'56"W 191.24' S5°24'17"E76.50'R=17 0.0 0 'L=139.18 'Δ=46°5 4'2 6" S5 2 ° 1 8 ' 4 3 " E 75. 1 7 'N37°41'17"E 231.08' S5 2 ° 1 8 ' 4 3 " E 1 9 2 . 6 3 ' S4°58'44"E 60.71'S3°49'09"E 210.72'N69°31'56"W 75.44' 40 3 . 2 5 ' N37°21'16" E 300.01' 258 . 0 5 ' COMMON OPEN SPACE 1 0.66 acs. COMMON OPEN SPACE 2 0.47 acs. COMMON OPEN SPACE 3 0.27 acs.N3°23'47"E 122.81'LOT 52.71 acs. 222.49'S0°01'20"W 535.04'N87°59'02"W 222.63'N0°01'20"E 405.07'N10°00'41"E 285.79'N68°10'28"E 100.28' N89°52'46"W 198.29' S87°59'02"E 170.79' N47°00'58"E 59.95'N0°01'20"E 527.68'S0°07'18"W 507.87'226.49' S87°59'02"E 245.12'S5°24'17"E 431.94'S0°07'18"W 69.70' S5 4 ° 5 0 ' 5 6 " E 3 9 1 . 0 9 ' S89°59'56"E 429.23'N0°00'04"E 404.91'S89°59'56"E 442.07' N0°00'04"E 404.95' S89°59'56"E 373.95'S1°53'26"W 157.68'S88°06'34"E 322.74' N0°00'04"E 328.66' LOT 22 2.55 acs. LOT 23 1.90 acs.N1°53'26"E 428.13'N89°59'56"W 368.75' S29°56'38"W 122.23'S37°41'29"W 0.70' S5 2 ° 1 8 ' 4 3 " E 5 2 5 . 7 7 'S16°20'13"E 128.36'S3°49'09"E 227.55'S69°31'56"E 58.60' S52°18'31"E 98.49' S15°43'59"E 81.76' N88°06'34"W 65.74' R=230.00'L=143.70'Δ=35°47'52" N5 2 ° 1 8 ' 4 3 " W 8 9 . 9 3 ' N89°59'56"W 373.95' N0°00'04"E 171.07' S52°18'43"E 40.80' S4°58'44"E 30.07' N69°31'56"W 32.91'N16°20'13"W 128.05'S5 2 ° 1 8 ' 4 3 " E 1 6 1 3 . 4 9 'N1°48'08"E 712.83'60.28' S89°52'46"E 2002.76' 136.68' N87°59'02"W 30.36' S87°59'02"E 30.36' N52°18'43"W 40.80'N1°53'26"E 836.91'N2°00'58"E 1412.22'©COPYRIGHT MORRISON-MAIERLE, INC.,2018 PLOTTED DATE: Aug/27/2018 PLOTTED BY: matt e. ekstrom DRAWING NAME: N:\2286\008\ACAD\Survey\PPLAT\2286008_Groundwater Monitoring.dwg 1/4 SEC.SECTION TOWNSHIP RANGE PROJ. #:SHEET OF PRINCIPAL MERIDIAN, MONTANA COUNTY, MONTANADATE: SCALE: CLIENT: FIELD WORK: DRAWN BY: CHECKED BY:32BARTIMCO Gallatin 2286.008 1" = 100' 08/27/2018 MEE CJF JCW 5 EAST 1 SOUTH 27 22 NE SE engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 Phone: 406.587.0721 www.m-m.net SITUATED IN THE SE ¼ SECTION 22 AND THE NE ¼ SECTION 27, TOWNSHIP 1 SOUTH, RANGE 5 EAST, PRINCIPAL MERIDIAN, CITY OF BOZEMAN, GALLATIN COUNTY, MONTANA. GROUNDWATER MONITORING WELLS NELSON MEADOWS SUBDIVISION PARCE L 1 & 2 & T R A C T C COS 25 8 1 TRACT 2 COS 2 1 8 8 C TRACT 1 A COS 13 7 2 A TRAC T M D T COS 47 3 F TRACT 2 COS 22 1 7 A TRACT C O B COS 47 3 F M1 ZO N I N G BOZEM A N C O M M U N I T Y P L A N FUTU R E L A N D U S E : P R E S E N T RURA L GALLA T I N C O U N T Y B O Z E M A N AREA P L A N NI N G J U S R I S D I C T I O N BOZEM A N C O M M U N I T Y PLAN F U T U R E L A N D U S E: PRESE N T R U R A L BOZEM A N C O M M U N I T Y PLAN F U T U R E L A N D U S E: PRESEN T R U R A L BOZE M A N C O M M U N I T Y P L A N FUTU R E L A N D U S E: P U B LI C INSTIT U TI O N S AREA SUMMARY LOTS 58.85 Ac. OPEN SPACE TRACTS 1.40 Ac. LIFT STATION TRACT 0.10 Ac. STORM WATER TRACTS 0.97 Ac. RIGHT-OF-WAY 7.94 Ac. TOTAL: 69.26 Ac. EDGE OF ASPHALT//////EDGE OF GRAVEL BOTTOM EDGE OF DITCH CENTERLINE OF ROAD OVERHEAD POWER LINE BURIED TELEPHONE LINE BUSH/HEDGE DECIDUOUS TREE CONIFEROUS TREE SIGN LIGHT POLE GUY ANCHOR POWER POLE EXISTING CONTOUR - MAJOR 5' EXISTING CONTOUR - MINOR 1' PVC MONITOR WELL ELECTRICAL BOX [][][][][]WIRE FENCE BURIED PETROLEUM PIPELINE T T P TELEPHONE PEDESTAL / BOX CABLE TV PEDESTAL / BOX MW COUNTY ROAD EASEMENT LINE BURIED TELEPHONE LINE PROPOSED SEWER LINE8S8S PROPOSED WATER LINE16W16W S1/2S W 1/ 4 S23 C O S 2 9 5 2 - S T A T E H I G H W A Y & C O S 2 3 3 2 GROUNDWATER MON. WELL - #1 GROUNDWATER MON. WELL - #2 GROUNDWATER MON. WELL - #3 GROUNDWATER MON. WELL - #4 GROUNDWATER MON. WELL - #5 GROUNDWATER MON. WELL - #6 GROUNDWATER MON. WELL - #7 GROUNDWATER MON. WELL - #8 GROUNDWATER MON. WELL - #9 GROUNDWATER MON. WELL - #10 GROUNDWATER MON. WELL - #11 GROUNDWATER MON. WELL - #12 3/30/2018 4/6/2018 4/13/2018 4/19/2018 4/27/2018 5/4/2018 5/11/2018 5/18/2018 5/25/2018 6/1/2018 6/8/2018 6/15/2018 6/22/2018 6/29/2018 7/5/2018 7/13/2018 7/27/2018 8/16/2018 1 7.21 6.97 6.41 6.19 6.12 6.63 6.74 7.03 6.98 7.12 7.26 7.54 6.23 7.29 7.48 7.73 8.18 - 2 6.36 6.46 5.92 5.67 5.49 6.26 6.50 6.73 6.64 6.91 6.97 7.26 7.15 6.77 7.32 7.67 8.31 - 3 ------------------ 4 6.36 6.70 6.36 6.36 6.28 6.86 7.02 7.23 7.11 7.40 7.50 7.53 7.55 7.71 7.86 --- 5 5.57 5.84 5.52 5.54 5.49 5.93 5.99 6.19 6.00 6.22 6.28 6.42 6.31 6.43 6.59 6.92 7.49 - 6 5.16 5.34 4.93 4.93 4.89 5.35 5.40 5.65 5.43 5.66 5.74 5.95 5.77 5.86 6.00 6.35 6.86 - 7 6.61 6.74 6.28 6.27 6.29 6.68 6.71 6.98 6.82 6.93 7.05 7.30 6.95 6.88 7.23 7.35 7.71 - 8 ---7.89 7.09 7.81 8.04 8.22 8.19 8.35 8.43 --8.54 ---- 9 8.16 7.91 7.59 7.19 6.55 6.68 6.78 6.89 6.79 6.94 7.02 7.28 7.41 7.54 7.65 8.04 -- 10 4.55 4.55 4.16 4.09 3.93 4.15 4.17 4.32 4.10 4.28 4.35 4.47 4.38 4.43 4.67 5.03 5.57 6.00 11 ------------------ 12 ------------------ *NOTE: During the Week of 6/15/2018 to 6/23/2018 Bozeman, MT received 1.83" of rain. Red highlighted cells indicate the highest groundwater depth measured. Cells that have a value of " - " means that no water was present within the monitoring well at the time of measurement. Well Value in each cell is the measurement from the ground level at each monitoring well to the static water level in each well. Nelson Meadows - Weekly Water Levels (FT) DATES 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00 6.25 6.50 6.75 7.00 7.25 7.50 7.75 8.00 8.25 8.50 8.75 3/22/2018 3/29/2018 4/5/2018 4/12/2018 4/19/2018 4/26/2018 5/3/2018 5/10/2018 5/17/2018 5/24/2018 5/31/2018 6/7/2018 6/14/2018 6/21/2018 6/28/2018 7/5/2018 7/12/2018 7/19/2018 7/26/2018 8/2/2018 8/9/2018 8/16/2018 8/23/2018 8/30/2018Groundwater depth (feet)Date Nelson Meadows Groundwater Depth Well 1 Well 2 Well 4 Well 5 Well 6 Well 7 Well 9 well 10