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002 Velocity Carwash Storm Report
STORM WATER DESIGN REPORT FOR VELOCITY CAR WASH BOZEMAN, MONTANA Prepared By: Morrison-Maierle, Inc. 2880 Technology Blvd. West P.O. Box 1113 Bozeman, Montana 59771-1113 Engineer: Celine M. Saucier, P.E. Date: January 13, 2025 (Revised 8/15/25) File: 10554.001 __________________________________________________________________________________ VELOCITY CAR WASH STORM WATER DESIGN REPORT 2 VELOCITY CAR WASH STORM WATER DESIGN REPORT TABLE OF CONTENTS 1.0 Introduction ..................................................................................................... Page 3 2.0 Hydrology & Hydrogeology ........................................................................... Page 3 3.0 Existing Stormwater Drainage Conditions ..................................................... Page 3 4.0 Proposed Stormwater Drainage Conditions .................................................... Page 4 5.0 Evaluation of Major Storm Flood Risks ......................................................... Page 4 6.0 Underground Retention System Calculations ................................................. Page 4 7.0 Water Quality & Treatment……………………………………………...….Page 5 8.0 Storm Pipe Calculations .................................................................................. Page 5 9.0 Stormtech Drain-Down Time......……………………………………………Page 5 10.0 Operation, Inspection, and Maintenance Considerations ............................... Page 5 11.0 Summary ......................................................................................................... Page 6 12.0 Appendices ...................................................................................................... Page 6 __________________________________________________________________________________ VELOCITY CAR WASH STORM WATER DESIGN REPORT 3 Velocity Car Wash STORM WATER DESIGN REPORT 1.0 Introduction The purpose of this drainage report is to present a summary of calculations to quantify the stormwater runoff for a new car wash located in Bozeman, Montana. The project site is located at 3100 West Main Street and was previously used as the site for the Montana Woolen Shop. The site is approximately 1.11 acres. Improvements associated with the car wash are a new building, new utility services including water, sanitary sewer and storm drainage improvements, curb and gutter, asphalt, and other miscellaneous items and appurtenances. All design criteria and calculations are in accordance with the City of Bozeman Design Standards and Specifications Policy, dated October 2024. 2.0 Hydrology & Hydrogeology The hydrology calculations included in this report use precipitation data from the City of Bozeman Design and Construction Standards. A site-specific geotechnical investigation has not yet been conducted for this site, but one will be provided with a future submittal. An existing groundwater monitoring well located on the site was used to measure groundwater depth for the site. A reading of 7.12-feet below existing ground was taken on May 22, 2024. Correlating with adjacent well at the Bozeman Ponds (GWIC ID 148789), May is indeed the month where the water elevation in this area is the highest. Groundwater is not expected to impact construction or the efficiency of the stormwater treatment systems. The existing soil at the project site consists of Turner loam soil (USDA, Natural Resources Conservation Service, Web Soil Survey). The runoff generated from the site and directed to the infiltration system will have no effect on the ground water levels in the area. 3.0 Existing Stormwater Drainage Conditions The project site has been receiving fill material placed/compacted in lifts to desired grade. Pre- development storm water runoff currently is described as sheet flow and as pools in closed depressions (low spots) and is ascribed by infiltration as well as evaporation. The existing site is generally graded so that runoff flows northeast. See Appendix A for the pre-development __________________________________________________________________________________ VELOCITY CAR WASH STORM WATER DESIGN REPORT 4 exhibit outlining the existing drainage. Calculations are provided in Appendix C. Table 1 below provides a summary of the existing site drainage. Table 1: Existing Site Drainage Summary – Pre-Development Basin Name Runoff Coefficient (C) Total Area (SF) 10-yr Pre- Development Peak Runoff (cfs) 100-yr Pre- Development Peak Runoff (cfs) Existing Basin #1 0.68 48,130 (1.10 ac) 2.894 5.69 4.0 Proposed Stormwater Drainage Conditions Storm water runoff from the site will be conveyed across the asphalt and curb and gutter to several storm water inlets and piped to an underground retention system. See Appendix B for the post development exhibit outlining proposed basins areas and drainage systems. This project is analyzed as a closed basin, with all storm water runoff handled onsite. The 100-year storm event was used to evaluate the size of the retention system. Calculations are provided in Appendix C. Table 2 below provides a summary of the proposed site drainage. Table 2: Proposed Site Drainage Summary – Post-Development Basin Name Runoff Coefficient (C) Total Area (SF) 10-yr Post- Development Peak Runoff (cfs) 100-yr Post- Development Peak Runoff (cfs) Sub- Basin A 0.70 34,219 (0.79 ac) 2.140 4.205 Sub- Basin B 0.70 14,089 (0.32 ac) 0.867 1.704 5.0 Evaluation of Major Storm Flood Risks The proposed underground chamber system is sized to manage the 100-year storm volume. In the event of overtopping, the site will spill to the north and ultimately into the mall access road as it has historically done. The spillover elevation is 4852.42 and the finish floor elevation is set at 4857.50, reducing flooding risk to the proposed building. The addition of on-site stormwater storage reduces potential flooding impacts downstream. 6.0 Underground Retention System Calculations Storm drainage analysis and design is per the City of Bozeman Design Standards. The rational method is utilized for peak flow calculations for sizing the underground retention systems based on the 100-year storm. All calculations are based on post-development values and are included in Appendix C. The car wash site has been designed with one underground retention system. There is no off-site connection to City of Bozeman storm drain proposed for this site. There are two sub-basins located on site (A & B) that are both ultimately routed to Underground Retention System #1, which will be located within Sub-Basin B on the north side of the site. Underground Retention System #1 will utilize a stormtech chamber assembly using ADS StormTech model SC-800. The installation of these units will include a minimum 6-inch stone foundation below and above the __________________________________________________________________________________ VELOCITY CAR WASH STORM WATER DESIGN REPORT 5 chambers, with the average cover above the chambers to be 18 inches. The stone to be used for the stormtech installation will have a porosity of 40%. The ‘Bottom of Stone’ elevation for Underground Retention System #1 was set at 4848.17. Per section 2.0, high groundwater is assumed to be 7.12’ lower than existing finished grade, or 4846.14. Therefore, there is a minimum of 2.03 feet of separation between the seasonal high ground water and the bottom of the infiltration facility. Groundwater is not expected to impact construction or the efficiency of the stormwater treatment systems. Table 3 below summarizes the proposed on-site drainage basin and storage. Frequency correction factors for the rational method were applied per Table 6.6.3 in the City of Bozeman Design and Construction Standards (10-year storm – 1.00; 100-year storm – 1.25). Table 3: Basin Summary Basin Runoff Coefficient (C) Intensity, i (in/hr) Total Area (acres) 100-yr Post- development Peak Runoff (cfs) Time of Concentration (min) Proposed Storage (CF) Combined A & B 0.70 6.09 1.11 5.91 5 2,132 The addition of on-site stormwater retention reduces the runoff from the site that historically spills to the north and into the mall access road. Based on an analysis of the 100-year 24-hour storm event, the proposed chamber system providing 2,132 CF of storage will overtop at approximately 7.5 minutes at a peak flow of 5.15 cfs based on interpolation, which is less than the pre-development rate for the existing site of 5.69 cfs. Rational method calculations are provided in the appendices of this report. 7.0 Water Quality & Treatment Water Quality Volume = 0.5-in * (1 ft / 12-in) * 32,917 SF Impervious = 1,372 CF The proposed underground chamber system provides adequate storage for the first 0.5-inch of runoff. Runoff will be routed to the proposed storm drain inlets in the parking lot. The structures will consist of a 2-foot deep sump to allow for sedimentation, and a 12x12x12-inch tee will be placed on the outlet pipe inside the manhole with a cap and vent hole to allow for separation of oils and trash. 8.0 Storm Pipe Calculations The storm drain piping system for the proposed development is designed to maintain a full-flow velocity of at least 2.5 feet per second and a maximum full-flow velocity of 12 feet per second. There is no off-site connection to City of Bozeman storm drain proposed for this site. 9.0 Stormtech Drain-Down Time The proposed chamber system provides 2,132 CF of storage. Based on the attached soil logs and NRCS Soils Report, the existing soils consist of sandy clay loam. Per Table 3 in Appendix A.A.1 in MDEQ Circular 8, this soil type provides an infiltration rate of 1.1 __________________________________________________________________________________ VELOCITY CAR WASH STORM WATER DESIGN REPORT 6 inches/hr. Utilizing this infiltration rate, the drain-down time for the proposed storm tech system is as follows: Drain-Down Time = 1.1 in/hr * (1 ft / 12 in) * 965 sf = 88.46 cf/hr 2,132 cf / 88.46 cf/hr = 24.10 hours (less than the required 72 hours) 10.0 Operation, Inspection, and Maintenance Considerations The maintenance of on-site storm water retention will be integrated as part of the maintenance of the car wash. Duties shall include routine inspection to ensure that sediment, debris, yard waste, and seasonal ice does not impede operation of the storm drain facilities. It is recommended that these inspections occur after major runoff events and on a monthly basis throughout the year. 11.0 Summary The storm water analysis for the proposed Velocity Car Wash was completed using applicable state and local regulations/standards as well as sound engineering practices. The result is a storm water plan that provides for the conveyance and storage of storm water runoff while protecting private property and promoting public safety. 12.0 Appendices Appendix A – Exhibit A – Pre-Development Stormwater Exhibit Appendix B – Exhibit B – Post-Development Stormwater Exhibit Appendix C – Hydraulic Calculations Appendix D – NRCS Soil Report Appendix E – Stormwater Operation and Maintenance Manual APPENDIX A EXHIBIT A - PRE-DEVELOPMENT STORMWATER EXHIBIT FEE S TV TV EP P P T F TV E W G S W W CO BTV BTV BTV BTV BTV BTV BTV BF BF BF BF BF BF NG NG NG NGBTVBTVBTVBTVBTVBTVBTVBTVBTVBTVBTVBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBP BTV BTV BTV BTV BTV BTV BTV NG NGNGNGNGNGNGNGNGNGNGNGNGNGNGNGNGNGN G NG NG NG NG BP BP BF BF BF BF BF BF BF BF BF BF BF BF BF BF BF BP BP BP BP BP BP BP BP BPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBPBP BPBP BP BP BP BT BT BT BT BT BT BT BT BT BTBTVBTVNGNG SS W W W W W W W W W W S S SSS E P E 4857 48 5 6 48 6 2 4861 4859 4861 4860 4861 4860 4859 4858 4858 48 5 7 4856 48 5 5 48554 8 5 4 48 53 485548544 8 5 1 48524852 4853 4854 4852 4 8 5 5 48554855 485448 60 485648564857 4856 4851 4852 -2.13%-1.35%-2.26%-2.31%-3. 0 8 %-1.61%-3.79%FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2025 Plotted by jacob zwemke on Aug/5/2025 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\10554\001 - 3100 W Huffine\ACAD\Civil\Stormwater Calcs\10554.001 Pre-Developed.dwg10554.001 EX. A VELOCITY CARWASH BOZEMAN MONTANA EXHIBIT A PRE-DEVELOPMENT STORMWATER EXHIBIT JAZ JAZ CMS 08/05/25 1 20.51 0 SCALE IN FEET EXISTING GRAVEL AREA EXISTING PERVIOUS AREAS HUFFINE LANE GRAVEL AREA: 8,451 SF PERVIOUS AREA: 14,789 SF IMPERVIOUS AREA: 24,890 SF EXISTING ACCESSTO MALL APPENDIX B EXHIBIT B - POST-DEVELOPMENT STORMWATER EXHIBIT SD SD SS SSSSSSSSSSSSSSSSSSBPBPBPBPBPWWWWWD FEE S TV TV PP P T F TV S W BTV BTV BTV BTV BTV BTV BTV BF BF BF BF BF BF NG NG NG NG BTV BTV BTV BTV BTV BTV BTV NG NG NG NG NG BF BF BF BF BF BF BF BF BF BF BF BF BF BF BF BPBPBT BT BT BT BT BT BT BT BT BTBTVBTVWWWWWW W W W W S S SSSSD SDGAS GAS GASGAS10'4860 4859 485 8 4857 48 5 6 485 5 4 8 5 4 4 8 5 3 48564861 4862 4861 4860 4859 48584857 485748624857 485348544852 4852 4852 4854 4853 4852 4856 4856 48574856.5048564855.504854 . 5 0 48534853.504856.50485 6 . 5 0 48 5 5 4854. 5 0 48 5 3 . 5 0 4851.50 4852.50FIGURE NUMBER © PROJECT NO.DRAWN BY: DSGN. BY: APPR. BY: DATE: COPYRIGHT MORRISON-MAIERLE,2025 Plotted by jacob zwemke on Aug/15/2025 engineers surveyors planners scientists MorrisonMaierle 2880 Technology Blvd West Bozeman, MT 59718 406.587.0721 www.m-m.net N:\10554\001 - 3100 W Huffine\ACAD\Civil\Stormwater Calcs\10554.001 Post-Developed.dwg10554.001 EX. B VELOCITY CAR WASH BOZEMAN MONTANA EXHIBIT B POST-DEVELOPMENT STORMWATER EXHIBIT JAZ JAZ CMS 08/15/25 1 20.51 0 SCALE IN FEET SUB-BASIN A - PERVIOUS AREAS SUB-BASIN B - PERVIOUS AREAS HUFFINE LANE IMPERVIOUS AREA: 23,375 SF PERVIOUS AREA: 10,844 SF IMPERVIOUS AREA: 9,542 SF PERVIOUS AREA: 4,547 SFNEW BUILDINGEXISTING ACCESSTO MALLNEW UNDERGROUND CHAMBER SYSTEM #1 NUMBER OF CHAMBERS: 22 EACH NUMBER OF END CAPS: 8 EA INSTALLED SYSTEM AREA: 965 SF INSTALLED SYSTEM VOLUME: 2,132 CF PROPOSED STORM DRAIN AREA INLET, TYP. (SEE CIVIL PLANS) PROPOSED STORM DRAIN CURB INLET, TYP. (SEE CIVIL PLANS) PROPOSED TRENCH DRAIN, TYP. (SEE CIVIL PLANS) PROPOSED STORM DRAIN PIPING, TYP. (SEE CIVIL PLANS) MAJOR BASIN #1 SUB-BASIN B SUB-BASIN A APPENDIX C HYDRAULIC CALCULATIONS Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 1 POST-DEV SUB-BASIN A Hydrograph type = Rational Peak discharge = 2.140 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 642 cuft Drainage area = 0.790 ac Runoff coeff. = 0.7* Intensity = 3.869 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.250 x 0.15) + (0.540 x 0.95)] / 0.790 1 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) POST-DEV SUB-BASIN A Hyd. No. 1 -- 10 Year Hyd No. 1 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 2 POST-DEV SUB-BASIN B Hydrograph type = Rational Peak discharge = 0.867 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 260 cuft Drainage area = 0.320 ac Runoff coeff. = 0.7* Intensity = 3.869 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.15) + (0.220 x 0.95)] / 0.320 2 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 0.10 0.10 0.20 0.20 0.30 0.30 0.40 0.40 0.50 0.50 0.60 0.60 0.70 0.70 0.80 0.80 0.90 0.90 1.00 1.00 Q (cfs) Time (hrs) POST-DEV SUB-BASIN B Hyd. No. 2 -- 10 Year Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 3 PRE-DEV Hydrograph type = Rational Peak discharge = 2.894 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 868 cuft Drainage area = 1.100 ac Runoff coeff. = 0.68* Intensity = 3.869 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.190 x 0.80) + (0.340 x 0.15) + (0.570 x 0.95)] / 1.100 3 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 Q (cfs) Time (hrs) PRE-DEV Hyd. No. 3 -- 10 Year Hyd No. 3 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 4 COMBINED A & B Hydrograph type = Combine Peak discharge = 3.006 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 902 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 1.110 ac 4 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) COMBINED A & B Hyd. No. 4 -- 10 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 5 POST-DEV Hydrograph type = Rational Peak discharge = 3.006 cfs Storm frequency = 10 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 902 cuft Drainage area = 1.110 ac Runoff coeff. = 0.7* Intensity = 3.869 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.350 x 0.15) + (0.760 x 0.95)] / 1.110 5 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) POST-DEV Hyd. No. 5 -- 10 Year Hyd No. 5 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 1 POST-DEV SUB-BASIN A Hydrograph type = Rational Peak discharge = 3.364 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,009 cuft Drainage area = 0.790 ac Runoff coeff. = 0.7* Intensity = 6.083 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.250 x 0.15) + (0.540 x 0.95)] / 0.790 6 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 Q (cfs) Time (hrs) POST-DEV SUB-BASIN A Hyd. No. 1 -- 100 Year Hyd No. 1 *1.25 = 4.205 cfs Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 2 POST-DEV SUB-BASIN B Hydrograph type = Rational Peak discharge = 1.363 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 409 cuft Drainage area = 0.320 ac Runoff coeff. = 0.7* Intensity = 6.083 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.100 x 0.15) + (0.220 x 0.95)] / 0.320 7 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 Q (cfs) Time (hrs) POST-DEV SUB-BASIN B Hyd. No. 2 -- 100 Year Hyd No. 2 *1.25 = 1.704 cfs Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 3 PRE-DEV Hydrograph type = Rational Peak discharge = 4.550 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,365 cuft Drainage area = 1.100 ac Runoff coeff. = 0.68* Intensity = 6.083 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.190 x 0.80) + (0.340 x 0.15) + (0.570 x 0.95)] / 1.100 8 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (hrs) PRE-DEV Hyd. No. 3 -- 100 Year Hyd No. 3 *1.25 = 5.69 cfs Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 4 COMBINED A & B Hydrograph type = Combine Peak discharge = 4.727 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,418 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 1.110 ac 9 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (hrs) COMBINED A & B Hyd. No. 4 -- 100 Year Hyd No. 4 Hyd No. 1 Hyd No. 2 *1.25 = 5.91 cfs Hydrograph Report Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 08 / 5 / 2025 Hyd. No. 5 POST-DEV Hydrograph type = Rational Peak discharge = 4.727 cfs Storm frequency = 100 yrs Time to peak = 0.08 hrs Time interval = 1 min Hyd. volume = 1,418 cuft Drainage area = 1.110 ac Runoff coeff. = 0.7* Intensity = 6.083 in/hr Tc by User = 5.00 min IDF Curve = City of Bozeman IDF Updated 2025.IDFAsc/Rec limb fact = 1/1 * Composite (Area/C) = [(0.350 x 0.15) + (0.760 x 0.95)] / 1.110 10 0.0 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.1 0.2 0.2 Q (cfs) 0.00 0.00 1.00 1.00 2.00 2.00 3.00 3.00 4.00 4.00 5.00 5.00 Q (cfs) Time (hrs) POST-DEV Hyd. No. 5 -- 100 Year Hyd No. 5 *1.25 = 5.91 cfs Hydraflow Rainfall Report 11 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 04 / 22 / 2025 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period (Yrs) B D E (N/A) 1 0.0000 0.0000 0.0000 -------- 2 33.9356 9.9000 1.0341 -------- 3 0.0000 0.0000 0.0000 -------- 5 42.6620 8.8000 0.9925 -------- 10 44.6763 7.9000 0.9566 -------- 25 57.8038 8.2000 0.9680 -------- 50 72.0182 8.7000 0.9886 -------- 100 77.8038 8.5000 0.9792 -------- File name: City of Bozeman IDF Updated 2025.IDF Intensity = B / (Tc + D)^E Return Intensity Values (in/hr) Period (Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.08 1.54 1.22 1.01 0.86 0.75 0.66 0.60 0.54 0.49 0.45 0.42 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 3.15 2.32 1.84 1.52 1.30 1.13 1.00 0.90 0.82 0.75 0.69 0.64 10 3.87 2.83 2.23 1.85 1.58 1.38 1.23 1.10 1.00 0.92 0.85 0.79 25 4.76 3.48 2.75 2.28 1.95 1.70 1.51 1.36 1.23 1.13 1.04 0.97 50 5.42 3.98 3.15 2.61 2.22 1.94 1.72 1.55 1.40 1.29 1.19 1.10 100 6.08 4.47 3.54 2.93 2.50 2.18 1.93 1.74 1.58 1.45 1.34 1.24 Tc = time in minutes. Values may exceed 60. Rainfall Precipitation Table (in) Precip. file name: C:\Users\ckrause\OneDrive - Morrison-Maierle, Inc\Hydraflow Precipitation Data\City of Bozeman Updated Precipitation 2025.pcp Storm Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.18 0.00 1.49 1.70 1.96 2.15 2.34 SCS 6-Hr 0.00 0.71 0.00 0.88 0.99 1.14 1.24 1.35 Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Design Storm Frequency =100 years Length (ft) Width (ft) Depth (ft)Voids Storage Provided (CF)Infiltration Rate (in/hr) Discharge Rate, d =0.0000 cfs 0.00 0.00 0.00 0.38 0.00 0.00 Input values for runoff coefficients from appropriate tables. Length (ft) Diameter (ft) 0.00 0.00 Height (ft) Diameter (ft)Total Storage Provided 0.00 0.00 0.00 Area Area Runoff Coefficie nt Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 24890 0.571 0.95 1.25 1.19 1.00 0.57 14789 0.340 0.15 1.25 0.19 0.19 0.06 8451 0.194 0.8 1.25 1.00 1.00 0.19 1.25 0.00 0.00 0 1.25 0.00 0.00 0 48130 1.1049 0.8291 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.94 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 5 6.09 5.70 10 4.45 4.17 15 3.61 3.38 20 2.89 2.71 25 2.46 2.30 30 2.18 2.04 35 1.92 1.80 40 1.72 1.61 45 1.57 1.47 50 1.44 1.35 55 1.33 1.25 60 1.24 1.16 7926.98 120 0.61 0.57 180 0.41 0.38 360 0.22 0.21 720 0.14 0.13 1440 0.098 0.09 7,926.98 ft3 5.70 (ft3/s) 0.00 Manhole Storage Storage Provided (CF) 0.00 RATIONAL METHOD FOR RUNOFF CALCULATIONS PRE-IMPROVEMENT CONDITIONS Gravel Voids Storage Pipe Storage Storage Provided (CF) Totals = = 0.6778 Surface Type Impervious Pervious Gravel Cwd x Cf =0.85 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume Runoff Volume Discharge Volume Site Detention (ft3) (ft 3) (ft 3) 1710.43 0.00 1710.43 2499.65 0.00 2499.65 3041.71 0.00 3041.71 3246.74 0.00 3246.74 3454.57 0.00 3454.57 3673.64 0.00 3673.64 3774.75 0.00 3774.75 3864.63 0.00 3864.63 3968.55 0.00 3968.55 4044.38 0.00 4044.38 4108.98 0.00 4108.98 4179.19 0.00 4179.19 4111.78 0.00 4111.78 4145.49 0.00 4145.49 7926.98 0.00 7926.98 4448.82 0.00 4448.82 5662.13 0.00 5662.13 = Design Storm Frequency =100 years Length (ft) Width (ft) Depth (ft)Voids Storage Provided (CF)Infiltration Rate (in/hr) Discharge Rate, d =0.0000 cfs 0.00 0.00 0.00 0.38 0.00 0.00 Input values for runoff coefficients from appropriate tables. Length (ft) Diameter (ft) 0.00 0.00 Height (ft) Diameter (ft)Total Storage Provided 0.00 0.00 0.00 Area Area Runoff Coefficie nt Frequency Factor Calculation Value A A/(43560 ft2/acre)C Cf C x Cf C' C' x A (ft2)(Acres)=(C x Cf) < or = 1 (Acres) 32917 0.756 0.95 1.25 1.19 1.00 0.76 15392 0.353 0.15 1.25 0.19 0.19 0.07 1.25 0.00 0.00 0 1.25 0.00 0.00 0 1.25 0.00 0.00 0 48309 1.1090 0.8219 Weighted Runoff Coefficient, Cwd SCjAj SAj Cwd x Cf x SAj =0.96 Where Cj is the adjusted runoff coefficient for surface type j and Aj is the area of surface type j Rainfall Rainfall Peak Flow Duration, t Intensity, i = Cwd x SAj x i (min) (in/hr)(ft3/s) 5 6.09 5.87 10 4.45 4.29 15 3.61 3.48 20 2.89 2.78 25 2.46 2.37 30 2.18 2.10 35 1.92 1.85 40 1.72 1.66 45 1.57 1.51 50 1.44 1.39 55 1.33 1.28 60 1.24 1.19 8159.10 120 0.61 0.59 180 0.41 0.40 360 0.22 0.21 720 0.14 0.13 1440 0.098 0.09 8,159.10 ft3 5.87 (ft3/s) 5827.93 0.00 5827.93 8159.10 0.00 8159.10 4266.87 0.00 4266.87 4579.08 0.00 4579.08 4232.18 0.00 4232.18 4301.56 0.00 4301.56 4162.80 0.00 4162.80 4229.29 0.00 4229.29 3977.79 0.00 3977.79 4084.75 0.00 4084.75 3781.21 0.00 3781.21 3885.28 0.00 3885.28 3341.81 0.00 3341.81 3555.73 0.00 3555.73 2572.84 0.00 2572.84 3130.78 0.00 3130.78 1760.52 0.00 1760.52 = Cwd x SAj x i x t = d x t = Runoff Volume - Discharge Volume (ft3) (ft 3) (ft 3) = 0.6951 Cwd x Cf =0.87 Runoff Volume Discharge Volume Site Detention = Pervious Totals Impervious RATIONAL METHOD FOR RUNOFF CALCULATIONS POST-IMPROVEMENT CONDITIONS (OVERALL) Surface Type Gravel Voids Storage Pipe Storage Storage Provided (CF) 0.00 Manhole Storage Storage Provided (CF) 0.00 = INTERPOLATION @ 2,132 CF OF STORAGE -7.5 MINUTES -5.15 CFS Design Storm Intensity-Duration Table for Bozeman, Montana Time W Qual 2 5 10 25 50 100 (min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) 5 1.07 1.60 2.55 3.22 3.83 4.74 5.34 10 0.70 1.05 1.64 2.05 2.46 3.00 3.35 15 0.55 0.83 1.26 1.58 1.89 2.30 2.56 20 0.46 0.70 1.05 1.31 1.58 1.90 2.11 25 0.41 0.61 0.91 1.13 1.37 1.64 1.82 30 0.36 0.55 0.81 1.00 1.22 1.45 1.61 35 0.33 0.50 0.73 0.91 1.10 1.31 1.45 40 0.31 0.46 0.67 0.83 1.01 1.20 1.33 45 0.29 0.43 0.63 0.77 0.94 1.11 1.22 50 0.27 0.40 0.58 0.72 0.88 1.04 1.14 55 0.25 0.38 0.55 0.68 0.82 0.97 1.07 60 0.24 0.36 0.52 0.64 0.78 0.92 1.01 75 0.21 0.31 0.45 0.55 0.68 0.79 0.87 90 0.19 0.28 0.40 0.49 0.60 0.70 0.77 105 0.17 0.26 0.36 0.44 0.55 0.64 0.69 120 0.16 0.24 0.33 0.41 0.50 0.58 0.63 150 0.14 0.21 0.29 0.35 0.43 0.50 0.55 180 0.12 0.19 0.26 0.31 0.39 0.45 0.48 360 0.08 0.12 0.17 0.20 0.25 0.28 0.30 720 0.05 0.08 0.11 0.13 0.16 0.18 0.19 1440 0.04 0.05 0.07 0.08 0.10 0.11 0.12 Design Storm Yearly Recurrence Intervals FREQUENCY FACTORS FOR THE RATIONAL FORMULA Recurrence Interval Adjustment Factor (Years)Cf WQual 1.00 2 1.00 5 1.00 10 1.00 25 1.10 50 1.20 100 1.25 * C X Cf should not exceed 1.0 APPENDIX D NRCS SOIL 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 April 22, 2025 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 457A—Turner loam, moderately wet, 0 to 2 percent slopes.......................13 References............................................................................................................15 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 505752050575305057540505755050575605057570505758050575905057600505761050576205057630505752050575305057540505755050575605057570505758050575905057600505761050576205057630493720 493730 493740 493750 493760 493770 493780 493790 493800 493720 493730 493740 493750 493760 493770 493780 493790 493800 45° 40' 20'' N 111° 4' 50'' W45° 40' 20'' N111° 4' 46'' W45° 40' 16'' N 111° 4' 50'' W45° 40' 16'' N 111° 4' 46'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 12N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:590 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 28, Aug 22, 2024 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 18, 2022—Aug 29, 2022 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 457A Turner loam, moderately wet, 0 to 2 percent slopes 1.3 100.0% Totals for Area of Interest 1.3 100.0% 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, onsite investigation is needed to define and locate the soils and miscellaneous areas. Custom Soil Resource Report 11 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 457A—Turner loam, moderately wet, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 56tb Elevation: 4,300 to 5,200 feet Mean annual precipitation: 15 to 19 inches Mean annual air temperature: 39 to 45 degrees F Frost-free period: 90 to 110 days Farmland classification: Prime farmland if irrigated Map Unit Composition Turner and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Turner Setting Landform:Stream terraces Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile A - 0 to 6 inches: loam Bt - 6 to 12 inches: clay loam Bk - 12 to 26 inches: clay loam 2C - 26 to 60 inches: very gravelly loamy sand Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.57 to 1.98 in/hr) Depth to water table:About 48 to 96 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R044BB032MT - Loamy (Lo) LRU 01 Subset B Hydric soil rating: No Minor Components Turner Percent of map unit:5 percent Landform:Stream terraces Custom Soil Resource Report 13 Down-slope shape:Linear Across-slope shape:Linear Ecological site:R044BB032MT - Loamy (Lo) LRU 01 Subset B Hydric soil rating: No Meadowcreek Percent of map unit:5 percent Landform:Stream terraces Down-slope shape:Linear Across-slope shape:Linear Ecological site:R044BP815MT - Subirrigated Grassland Hydric soil rating: No Beaverton Percent of map unit:5 percent Landform:Alluvial fans, stream terraces Down-slope shape:Linear Across-slope shape:Linear Ecological site:R044BP818MT - Upland Grassland Hydric soil rating: No Custom Soil Resource Report 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 16 APPENDIX E Stormwater Operation and Maintenance Manual Storm Water Management System Operation & Maintenance Manual Velocity Carwash 3100 West Main Street Bozeman, Montana Prepared For: Velocity Carwash Prepared By: 2880 Technology Blvd. W. • PO Box 1113 • Bozeman, MT 59771 (406) 587-0721 • www.m-m.net Velocity Carwash Storm Water Operation & Maintenance Manual 1 Site Data Location: Velocity Carwash 3100 West Main Street Bozeman, MT Responsible Party for Maintenance: Velocity Carwash, the owner of the property and shall be required to keep a log of all required inspections and maintenance required. The log shall be made available to the City of Bozeman Public Works Department for review as requested. Land Use & Site Area: The project site is located at 3100 West Main Street and zoned B-2 – Community Business District. The site consists of one building with an asphalt parking lot. The site will be landscaped according to approved landscaping plans and must meet the City of Bozeman Unified Development Code. Storm Water Management Systems: The storm water management system includes a system of inlets and piping that routes stormwater runoff to an underground retention chamber system in the parking lot. Inspection & Maintenance Storm water facilities and permanent Best Management Practices (BMPs) must be inspected in accordance with this document. All documentation on scheduled inspections, times of inspections, maintenance completed, remedial actions taken to make repairs, and any modifications or reconstruction of the storm system shall be maintained on-site. Disposal of the accumulated sediment must be in accordance with all applicable local, state, and federal guidelines and regulations. If any drainage structure or outfall indicates the presence of petroleum, the petroleum material shall be removed and disposed of immediately in accordance with applicable regulations. All estimated costs are based on labor rates assumed in 2025. Velocity Carwash Storm Water Operation & Maintenance Manual 2 Pavement Sweeping & Vacuuming: All paved areas shall be swept twice a year, scheduled in spring and fall. Estimated Annual Cost: $500 Strom Drain Inlet/ Sump The inlets shall be inspected to ensure they have adequate sump capacity, the grate is in place, secure and free of debris, the frame and grate are not damaged, and internal concrete and grout is intact. Inspect the inlets four times per year and following large storm events. Clean sumps annually or whenever sumps become filled with sediment to half its depth (1’-0”). Estimated Cost: $500 If inspection indicates the presence of petroleum, the petroleum material shall be removed and disposed of immediately in accordance with applicable regulations. Storm Drain Inlet Expected Design Life: If regular maintenance is performed, the storm drain inlet can be expected to last for 50 to 100 years. Expected Replacement Cost: $5,000 Underground Retention System (Stormtech Chambers): All storm drain pipe shall be inspected for any damage and/or blockages. Inspect piping annually and following large storm events. If excessive sediment is determined to exist in the pipe, it shall be removed through jetting and flushing. Estimated cost: $1,000 After major storm events, monitor the system to ensure the runoff is infiltrating into the ground and completely draining within 72 hours after cessation of the storm. If the systems appear to be clogged, consult with an engineer or other qualified professional to evaluate the system and determine whether it needs to be replaced. If the retention system becomes clogged, the entire system must be replaced. Regular maintenance and sedimentation prevention greatly increases the life of the system. Underground Retention Expected Design Life: 50+ years if regular maintenance is performed. Expected Replacement Cost: $20,000 to $30,000 Velocity Carwash Storm Water Operation & Maintenance Manual 3 Housekeeping Operations Good housekeeping and material management reduces the risk of spills or other accidental exposure of materials and substances to storm water runoff. All materials stored on-site must be stored in a neat, orderly manner in their appropriate containers and, if possible, under a roof or other enclosure. Products shall be kept in their original containers with the original manufacturer’s label. Substances should not be mixed with one another unless recommended by the manufacturer. Whenever possible, all of a product will be used up before disposing of a container. Original materials labels and material safety data sheets (MSDS) shall be kept by the Owner. Petroleum products: All on-site vehicles and parking areas shall be monitored weekly for leaks and spills. Spills shall be cleaned immediately. Petroleum products shall be stored under cover and shall be in tightly sealed containers that are clearly labeled. Fertilizers: Fertilizers shall only be used in the minimum amounts as recommended by the manufacturer. The contents of any unused fertilizer shall be transferred to a clearly labeled, sealable plastic bin to avoid spillage. Paints solvents. All paints and solvents shall be stored in original manufacturer’s containers in a covered location. The use of paints and solvents shall, whenever possible, be limited to service or storage bays. Where not possible, the work area shall be protected with impermeable drop clothes or tarps. At no point shall material be used in parking or access ways that are tributaries to the drainage system. Spill Control Practices Manufacturer's recommended methods shall be clearly posted for spill clean-up and hotel personnel shall be made aware of the procedures and the locations of cleanup information and supplies. Material and equipment necessary for spill clean-up will be kept on-site in a designated material storage area. Equipment will include, but not be limited to, brooms, dust pans, mops, rags, gloves, goggles, absorbent materials, sand, sawdust, and plastic & metal trash containers specifically kept and labeled for this purpose. All spills must be cleaned-up immediately after discovery. Spills of toxic or hazardous material must be reported to the appropriate state, local, or federal agency, as required by-law. Winter Maintenance Activities Snow plowing operations shall stockpile snow, ice and accumulated materials in areas where snow melt will flow into the on-site drainage systems, including drainage basins. During winter conditions sand use site-wide shall be applied to the minimum extent possible to maintain safe conditions. Velocity Carwash Storm Water Operation & Maintenance Manual 4 The usage of sodium chloride or chloride containing materials for snow and ice removal is not recommended so as to avoid the introduction of salts to the storm water management system. Repair Procedures Grass Swales, 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. 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. Emergency Contacts PLEASE CALL 9-1-1 FOR ALL POTENTIAL EMERGENCIES City of Bozeman Fire Department: (406) 582-2350 City of Bozeman Police Department: (406) 582-2000