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HomeMy WebLinkAbout020_McIlhattan Road_Storm_Drainage_Report DRAINAGE REPORT 22147.01 Bozeman, MT APRIL 2026 FOR MCILHATTAN ROAD ADJACENT TO BIKEFILL BIKE PARK DRAINAGE REPORT FOR MCILHATTAN ROAD CERTIFICATION I hereby state that this Final Drainage Report has been prepared by me or under my supervision and meets the standard of care and expertise which is usual and customary in this community of professional engineers. The analysis has been prepared utilizing procedures and practices specified by the City of Bozeman and within the standard accepted practices. Robert Egeberg, P.E. Date 4/17/2026 April 17, 2026 Project No. 22147.01 STORM DRAINAGE REPORT FOR MCILHATTAN ROAD BOZEMAN, MONTANA INTRODUCTION The project is in the City of Bozeman within Gallatin County, Montana. The purpose of this storm drainage report is to describe the drainage design associated with the improvements to McIlhattan Road. The road will be realigned and improved along the unpaved section that is just north of St. Andrews Drive to just south of Snowfill Dog Park. HYDROLOGY & HYDROGEOLOGY The minor design storm used is a 10-year storm per the City of Bozeman Design and Construction Standards (COBDCS), October 2024. Sub watersheds were delineated using a combination of Stream Stats and delineating basins based on topography. Within the Churn Creek watershed, Multi-Resource Land Characteristics and Web Soil Survey were used to determine the land use and curve number for the watershed. A time of concentration was determined from considering multiple flow paths and determining the shortest time of concentration to be conservative. The SWM SCS method was used to calculate expected flows within the Churn Creek watershed. Outside of the Churn Creek watershed, all watersheds were delineated using topography. Within these watersheds, impervious, previous, and gravel areas were determined to calculate the weighted runoff coefficients for each watershed. Runoff Coefficients Impervious 0.95 Pervious 0.20 Gravel 0.75 2 (04/16/26) DME/RPE A time of concentration was determined for each of these watersheds. The delineated watersheds contained relatively short flow lengths, a minimum time of concentration of five minutes was used. The Rational Method was used to calculate expected flows within each delineated watershed. EXISTING STORMWATER DRAINAGE CONDITIONS Existing drainage conditions for McIlhattan Road vary significantly throughout the length of the project. Stormwater drainage is split into six different watersheds. These watersheds can be seen in Appendix A. Along the existing alignment there are three low points where drainage is conveyed from the east side of the road to the west side of the road. Drainage then makes its way to three separate wetland areas that flow towards the East Gallatin River. Longitudinal slopes generally flow from south to north and north to south along the alignment with the ultimate low point at the culvert crossing with Churn Creek. The south half of the project area exhibits very steep slopes on either side of the roadway with some slopes being 1:1. Starting on the south end of the road the first culvert, 24-inches RCP, collects drainage from the north end of the Bridger Creek subdivision to approximately station 1+30 along the proposed alignment. The drainage along McIlhattan Road flows south at a slope of 2.5 percent. The culvert slopes east to west at 5.6 percent and releases into a wetland area that eventually flows into the East Gallatin River. This culvert has a maximum discharge of 27.62-cfs before it overtops. Therefore, with the minimal repaving this culvert will remain in place as it has capacity and is outside of the project limits for the scope of this project. The second culvert, 15-inches CMP, collects drainage from the north that flows down from the hill that begins at the City of Bozeman owned parking lot at 2143 Story Mill Road. It conveys the wetland that is at approximately 2+90 along the proposed alignment. The culvert slopes east to west at 13 percent, and releases into the same wetland area as the first existing culvert before eventually flowing into the East Gallatin River. This culvert will be replaced with a 24-inch culvert to match the City of Bozeman minimum culvert size. The third culvert, 24-inches CMP, collects drainage from the east city owned property. Longitudinally drainage is conveyed from 2+50 to 7+30 at a slope of 3.56 percent that goes south to north. Drainage is also conveyed from 8+00 to 7+30 at a slope of 2.8 percent that flows north to south. This culvert slopes east to west at a slope of 9.6 percent and releases into a wetland area that eventually flows into the East Gallatin River. This culvert will be demoed within the scope of this project. The fourth culvert, 30-inches CMP, collects drainage from Churn Creek. Longitudinally drainage is conveyed from 8+00 to 13+85 at a slope of 5.0 percent that flows south to north. Drainage is also conveyed from the end station to 13+85 at an approximate slope of 7.1 percent. The culvert slopes east to west at a slope of 4.3 percent and eventually 3 (04/16/26) DME/RPE flows into the East Gallatin River. This culvert will be removed and replaced with a 88”x54” concrete arch culvert. Drainage that falls on the west crown of existing McIlhattan Road flows directly west into the wetlands and eventually to the East Gallatin River. PROPOSED STORMWATER DRAINAGE SYSTEM The proposed drainage system associated with the new road improvements will consist of new asphalt curb, inlets, culverts, and a v-ditch. The proposed drainage has been split into eleven drainage basins. Refer to Appendix A, to see the on-site proposed watersheds. The captured flow will be conveyed to the existing wetland basins to perpetuate historical drainage. In captured areas, the water quality volume will be stored and released at pre-development flowrates. The proposed road alignment shifted about 12-feet east of the original roadway alignment to create a shoulder that will be less susceptible to sloughing off after large storm events, while trying to maintain similar longitudinal slopes to perpetuate the original design. There are two localized low points within the centerline alignment of the project. The low points of the proposed alignment were generally sloped to match existing conditions and perpetuate historical flow patterns throughout the site. At these low points water to the west of the crown of McIlhattan Road will be captured by an asphalt curb before being transported into an inlet and out a storm drain pipe. The proposed storm system has been designed to covey the runoff from the 10-year storm event. Detention systems have been designed to treat the water quality volume as it exceeded the water quantity volume for the 10-year storm in each proposed basin. The 100-year storm was also evaluated for each drainage basin, outfall structures have been designed to convey the pre-development flowrate for the major storm event. Culvert Calculations The first culvert occurs at station 3+21.18 and is replacing the existing 15-inch CMP that collects drainage from the east that flows down from the hill that begins at the City of Bozeman owned parking lot at 2143 Story Mill Road. This flow area is defined by proposed basin two. The peak flow for a five-minute time of concentration in this area is 1.65-cfs. Flow is collected by a 24-inch circular inlet. The depth at the inlet will be 0.27-feet during the major storm, runoff will not leave the v-ditch in this event. The culvert was sized to allow no flow to overtop the roadway during the minor storm and to minimize overtopping to six-inches at the street crown during the major storm. There are no dwellings that are at risk in the event of overtopping from this culvert. Within the Churn Creek watershed, Multi-Resource Land Characteristics and Web Soil Survey were used to determine the land use and curve number for the watershed. A time of concentration was determined from considering multiple flow paths and determining the shortest time of concentration to be conservative. The SWM SCS method was used to calculate expected flows within the Churn Creek watershed using AutoDesk Storm and Sanitary Sewer Analysis 2022. The following table shows the 4 (04/16/26) DME/RPE statistical data from the Sanitary Sewer Analysis Model for the minor and major storm event. Storm Event Area (acres) CN Peak Rate Factor Total Precipitation (inches) Total Runoff (inches) Peak Runoff (cfs) Time of Concentration (minutes) 10-year 704 67 484 1.90 0.14 24.19 58 100-year 704 67 484 2.80 0.49 142.11 58 The peak runoff for the minor storm was used for the design flow of the culvert. FHWA HY-8 was used to analyze the crossing. The culvert was sized to allow no flow to overtop the roadway during the minor storm and to minimize overtopping at the street crown during the major storm to less than six-inches and have a Hw/D ratio of less than or equal to 1.5 in the minor and major storm events. In the case of a major storm event flow begins to overtop the culvert at a total discharge of 108.09-cfs. Headwater elevation will reach a maximum elevation of 4689.55, the low point crown elevation of the road is 4689.24. There are no dwellings that are at risk in the event of overtopping from this culvert. The culvert has been designed to be countersunk one foot into the natural stream as to be aligned with USACE regulations. Countersinking the culvert by one-foot allows the natural streambed to be maintained. See Appendix C for HY-8 calculations. Required Storage Volume Calculations – 10-Year Storm There are three proposed underground storage areas proposed within the design of the project. The underground storage has been designed to capture the runoff volume from the minor storm for multiple proposed watershed basins. Each underground storage area has been designed to release runoff events at both the pre-development flowrate for the minor and major storm event. ADS Chamber System A Proposed basins three and ten are detained by the proposed ADS A chamber system for the 10-year storm event. The two basins have a combined total area of 0.93-acres and have a runoff coefficient of 0.43, a required water quantity storage of 204-ft3, and a water quality storage of 533-ft3. The ADS chamber system has a total volume of 697-ft3, making the storm system adequate to meet the storage requirements. The pre-development peak flow of 0.884-cfs was used as a discharge rate when sizing the chamber system. V = (C x i x A x t x 60)-(d x t x 60) Where: C=0.43; i=3.87; A=0.93 acres; t=5 min; d=0.884-cfs 5 (04/16/26) DME/RPE Water Quantity Volume=204-ft3 WQV = (((P)(Rv)(A))/12) x 43,560 Where: P=0.5, Rv=0.32; A=0.93-acres Required Volume=533-ft3 ADS Chamber System B Proposed basin four is detained by the proposed ADS B chamber system for the 10-year storm event. The basin has a total area of 1.11-acres and have a runoff coefficient 0.40, a required water quantity storage of 201-ft3, and a water quality storage of 551-ft3. The ADS chamber system has a total volume of 784-ft3, making the storm system adequate to meet the storage requirements. The pre-development peak flow of 1.033-cfs was used as a discharge rate when sizing the chamber system. V = (C x i x A x t x 60)-(d x t x 60) Where: C=0.40; i=3.87; A=1.11 acres; t=5 min; d=1.033-cfs Water Quantity Volume=201-ft3 WQV = (((P)(Rv)(A))/12) x 43,560 Where: P=0.5, Rv=0.27; A=1.11-acres Required Volume=551-ft3 ADS Chamber System C Proposed basin six is detained by the proposed ADS C chamber system for the 10-year storm event. The basin has a total area of 0.88-acres and have a runoff coefficient of 0.49, a required water quantity storage of 391-ft3, and a water quality storage of 602-ft3. The ADS chamber system has a total volume of 755-ft3, making the storm system adequate to meet the storage requirements. The pre-development peak flow 0.579-cfs was used as a discharge rate when sizing the chamber system. V = (C x i x A x t x 60)-(d x t x 60) Where: C=0.49; i=2.83; A=0.88 acres; t=10 min; d=0.579-cfs Water Quantity Volume=391-ft3 6 (04/16/26) DME/RPE WQV = (((P)(Rv)(A))/12) x 43,560 Where: P=0.5, Rv=0.38; A=0.88-acres Required Volume=609-ft3 Proposed Basins one, five, seven, eight, nine, eleven, and twelve flow offsite and are not captured by proposed storm infrastructure. These basins continue their existing drainage pattern and flow towards existing drainage facilities. The amount of impervious areas has not increased significantly enough from the original gravel road discharge to effect the existing storm infrastructure with the addition of the detention chamber systems the overall peak discharge is reduced by at least 0.26 cfs. Water Quality The City of Bozeman has a requirement to capture or reuse the runoff generated from the first 0.5-inches of rainfall from a 24-hour storm. This requirement is met by detaining runoff on-site in the three below grade chamber systems. In addition to the storage provided in the detention facilities, sumps will be installed in the storm drain inlets prior to outflow, providing treatment before water infiltrates into the ground. Stormwater detention systems need to be maintained, per the recommendations in the Operations and Maintenance Manual, see Appendix D. Calculations: WQV = ((P x Rv x A) / 12) x 43,560 Where: WQV= Water Quality Volume P=Water Quality Rainfall Depth, inches (0.5-inches) Rv=The Unitless Runoff Coefficient, Rv=0.5+0.9(I) I=the percent impervious cover draining to the facility A=total site area draining to the structure ADS A WQV=533-ft3 Discharge=0.884-cfs Drawdown Time=533 cf / 3,182.4 cf/hr = 0.17-hours ADS B WQV=551-ft3 Discharge=1.033 cfs Drawdown Time=551 cf / 3,718.8 cf/hr = 0.15-hours 7 (04/16/26) DME/RPE ADS C WQV=609-ft3 Discharge=0.579-cfs Drawdown Time=609 cf / 2,084.4 cf/hr = 0.29-hours Gutter Flow and Inlet Calculations – 10-Year Storm The inlet locations were designed to limit the maximum curb flow as described in the COBDCS in relation to the street classification. Due to the classification of this street being a Local Collector Street, no curb overtopping is allowed, and flow spread must leave at least one, eleven foot lane free of water during the minor storm. The Rational Method was used to determine the flow to each inlet. A minimum five-minute time of concentration was estimated for each of the subbasin and inlet calculations. Inlets were sized to handle the peak flow resulting from the minor storm event. Flow intercepted by drainage inlets were determined using Federal Highway Administration (FHWA) Hydraulic Toolbox Software Version 5.3.0. All proposed inlet locations in sag conditions were sized assuming a 50 percent clogging factor, while inlets on-grade assumed a 25 percent clogging factor. For further information on inlet capacity calculations, see Appendix C. Storm Piping Design – 10-Year Storm Storm drain pipes exiting inlets were sized to handle peak flow resulting from the minor storm. Storm drain pipes exiting Storm Drain Manholes, that outflow east, were sized to handle peak flow resulting from the major storm. All storm drain pipes were designed with a minimum slope to maintain a full-flow velocity of at least 2.5-feet per second while limiting the full flow velocity to a maximum of 12-feet per second. The Federal Highway Administration (FHWA) Hydraulic Toolbox Software Version 5.3.0 was used to determine pipe sizing for the full flow capacity of the pipes. For further information on storm drain capacity calculations, see Appendix C. OUTLET STRUCTURES Each ADS chamber system has an outlet structure. The outlet structures have been designed to the COB Standard Drawing No. 02720-12 and have an orifice that releases the minor storm and major storm to the 5-min peak flow for the pre-development peak flow rate. Each orifice was defined with the following equation: h = Head Water Depth ft Cd = Discharge Coefficient 8 (04/16/26) DME/RPE A = Open Area ft2 g = Gravity ft/s2 Q = C x A x (2 x g x h)0.5 See Appendix C for orifice calculations for SDMH A, SDMH B, and SDMH C. CONCLUSION All runoff from the new hardscape and landscape areas being constructed will be captured and detained on-site to the greatest extent possible. There are three below grade detention ponds that will be constructed to capture the minor storm event and release outflow to the pre-development minor and major storm peak flows. In addition to the three outlet structures, two culverts will be constructed within the scope of the project. Each culvert has been designed to allow no overtopping of the road during the minor storm event and restrict overtopping to less than six-inches above the crown of the road during the major storm event. APPENDICES Appendix A – Stormwater Basins Appendix B – Hydrology Calculations Appendix C – Hydraulic Calculations Appendix D – O&M Plan Appendix E – TD&H Geotechnical Report MCILHATTAN ROAD 22147.01 APPENDIX A © 2026 Microsoft Corporation © 2026 Maxar ©CNES (2026) Distribution Airbus DS EXHIBIT A 0125 SCALE:1" = 250' 250125 © 2026 Microsoft Corporation © 2026 Maxar ©CNES (2026) Distribution Airbus DS EXHIBIT B 0125 SCALE:1" = 250' 250125 MCILHATTAN ROAD 22147.01 APPENDIX B Input parameters in light blue 10year design storm1,464 0.0336 0.75 1.00 0.75 0.75 0.02521742 0.0170 0.951.000.950.950.01618822,112 0.5076 0.201.000.200.200.10152324,318 0.56 0.14*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.00 0.00 0.0053.87165.930.000.55102.83242.680.000.40152.29294.560.000.33182.02311.800.000.29201.84315.570.000.26251.56334.440.000.22301.38355.020.000.20351.22366.160.000.17401.09373.880.000.16451385.890.000.14500.91390.180.000.13550.84396.180.000.12600.79406.470.000.111200.41421.900.000.061800.29447.630.000.043600.17524.810.000.027200.1617.420.000.0114400.071876.740.000.01Peak Flow: 0.55 cfsEXISTING BASIN 1 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00165.93242.68294.56315.57334.44355.02366.16373.88311.80385.89390.18396.18406.47421.90447.63524.81617.42876.74 Input parameters in light blue 25year design storm1,464 0.0336 0.75 1.10 0.83 0.83 0.027731742 0.0170 0.951.101.051.000.0170422,112 0.5076 0.201.100.220.220.11167524,318 0.56 0.16*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.00 0.00 0.0053.87182.520.000.61102.83266.950.000.44152.29324.020.000.36182.02342.980.000.32201.84347.130.000.29251.56367.880.000.25301.38390.520.000.22351.22402.780.000.19401.09411.270.000.17451424.480.000.16500.91429.190.000.14550.84435.800.000.13600.79447.110.000.121200.41464.090.000.061800.29492.390.000.053600.17577.290.000.037200.1679.160.000.0214400.071964.410.000.01Peak Flow: 0.61 cfsEXISTING BASIN 1 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00182.52266.95324.02342.98347.13367.88390.52402.78411.27424.48429.19435.80447.11464.09492.39577.29679.16964.41 Input parameters in light blue 100year design storm1,464 0.0336 0.75 1.25 0.94 0.94 0.031513742 0.0170 0.951.251.191.000.0170422,112 0.5076 0.201.250.250.250.12690424,318 0.56 0.18*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.00 0.00 0.0053.87207.410.000.69102.83303.350.000.51152.29368.200.000.41182.02389.750.000.36201.84394.460.000.33251.56418.040.000.28301.38443.770.000.25351.22457.710.000.22401.09467.350.000.19451482.360.000.18500.91487.720.000.16550.84495.220.000.15600.79508.090.000.141200.41527.380.000.071800.29559.540.000.053600.17656.010.000.037200.1771.770.000.0214400.0711095.920.000.01Peak Flow: 0.69 cfsEXISTING BASIN 1 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00207.41303.35368.20389.75394.46418.04443.77457.71467.35482.36487.72495.22508.09527.38559.54656.01771.771095.92 Input parameters in light blue 10year design storm4,326 0.0993 0.75 1.00 0.75 0.75 0.0744812,836 0.0651 0.951.000.950.950.0618542,602 0.9780 0.201.000.200.200.19560249,764 1.14 0.33*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0053.87385.370.001.28102.83563.620.000.94152.29684.110.000.76201.84732.910.000.61251.56776.720.000.52301.38824.520.000.46351.22850.410.000.40401.09868.340.000.36451.00896.220.000.33500.91906.180.000.30550.84920.120.000.28600.79944.020.000.261200.41979.870.000.141800.291039.610.000.103600.171218.860.000.067200.101433.950.000.0314400.072036.210.000.02Peak Flow: 1.28 cfsTotal Required Storage:EXISTING BASIN 2 (10YR)Surface TypeC x CfArea (Acres)Runoff Coefficient (C)*0.00868.34920.12906.18Frequency Factor (Cf)GravelAsphalt/ConcreteLandscapeAdd other category as neededArea (ft2)Total Quantity896.22TotalsTotal QuantityTotal Quantity850.41824.52563.62385.372036.211433.951218.86Total Quantity776.72732.91684.11944.02Calculation Value (C') =(C x Cf) < or = 1C' x A (Acres)979.871039.61(ft3)= Runoff Volume - Discharge VolumeSite Detention Input parameters in light blue 25year design storm4,326 0.0993 0.75 1.10 0.83 0.83 0.0819292,836 0.0651 0.951.101.051.000.06510642,602 0.9780 0.201.100.220.220.21516249,764 1.14 0.36*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0054.76521.400.001.74103.48762.380.001.27152.83929.980.001.03202.26990.220.000.83251.931057.040.000.70301.701117.290.000.62351.501150.150.000.55401.351183.010.000.49451.231212.580.000.45501.121226.820.000.41551.041253.110.000.38600.971275.020.000.351200.491288.170.000.181800.341340.740.000.123600.191498.480.000.077200.121892.810.000.0414400.082586.850.000.03Peak Flow: 1.74 cfsEXISTING BASIN 2 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00521.40762.38929.98990.221057.041117.291150.151183.011212.581226.821253.111275.021288.171340.741498.481892.812586.85 Input parameters in light blue 100year design storm4,326 0.0993 0.75 1.25 0.94 0.94 0.0931012,836 0.0651 0.951.251.191.000.06510642,602 0.9780 0.201.250.250.250.24450249,764 1.14 0.40*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0056.09758.050.002.53104.451107.830.001.85153.611348.060.001.50202.891438.930.001.20252.461531.040.001.02302.181628.130.000.90351.921672.940.000.80401.721712.770.000.71451.571758.830.000.65501.441792.440.000.60551.331821.070.000.55601.241852.190.000.511200.611822.310.000.251800.411837.250.000.173600.221971.680.000.097200.142509.410.000.0614400.103513.180.000.04Peak Flow: 2.53 cfsEXISTING BASIN 2 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00758.051107.831348.061438.931531.041628.131672.941712.771758.831792.441821.071852.191822.311837.251971.682509.413513.18 Input parameters in light blue 10year design storm5,015 0.1151 0.75 1.00 0.75 0.75 0.086345- - 0.951.000.950.95030,947 0.7105 0.201.000.200.200.14209135,962 0.83 0.23*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0053.87265.210.000.88102.83387.880.000.65152.29470.810.000.52201.84504.390.000.42251.56534.540.000.36301.38567.430.000.32351.22585.250.000.28401.09597.590.000.25451.00616.780.000.23500.91623.630.000.21550.84633.220.000.19600.79649.670.000.181200.41674.340.000.091800.29715.460.000.073600.17838.810.000.047200.10986.840.000.0214400.071401.310.000.02Peak Flow: 0.884 cfsEXISTING BASIN 3 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00265.21387.88470.81504.39534.54567.43585.25597.59616.78623.63633.22649.67674.34715.46838.81986.841401.31 Input parameters in light blue 25year design storm5,015 0.1151 0.75 1.10 0.83 0.83 0.094979- - 0.951.101.051.00030,947 0.7105 0.201.100.220.220.156335,962 0.83 0.25*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0054.76358.830.001.20103.48524.670.000.87152.83640.010.000.71202.26681.470.000.57251.93727.450.000.48301.70768.910.000.43351.50791.530.000.38401.35814.140.000.34451.23834.500.000.31501.12844.300.000.28551.04862.390.000.26600.97877.470.000.241200.49886.510.000.121800.34922.700.000.093600.191031.250.000.057200.121302.630.000.0314400.081780.260.000.02Peak Flow: 1.20 cfsEXISTING BASIN 3 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00358.83524.67640.01681.47727.45768.91791.53814.14834.50844.30862.39877.47886.51922.701031.251302.631780.26 Input parameters in light blue 100year design storm5,015 0.1151 0.75 1.25 0.94 0.94 0.107931- - 0.951.251.191.00030,947 0.7105 0.201.250.250.250.17761335,962 0.83 0.29*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0056.09521.690.001.74104.45762.400.001.27153.61927.730.001.03202.89990.270.000.83252.461053.660.000.70302.181120.480.000.62351.921151.310.000.55401.721178.730.000.49451.571210.420.000.45501.441233.550.000.41551.331253.250.000.38601.241274.670.000.351200.611254.110.000.171800.411264.390.000.123600.221356.910.000.067200.141726.970.000.0414400.102417.760.000.03Peak Flow: 1.74 cfsEXISTING BASIN 3 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00521.69762.40927.73990.271053.661120.481151.311178.731210.421233.551253.251274.671254.111264.391356.911726.972417.76 Input parameters in light blue 10year design storm5,012 0.1151 0.75 1.00 0.75 0.75 0.086293- - 0.951.000.950.95039,314 0.9025 0.201.000.200.200.18050544,326 1.02 0.27*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0053.87309.750.001.03102.83453.020.000.76152.29549.870.000.61201.84589.090.000.49251.56624.310.000.42301.38662.730.000.37351.22683.540.000.33401.09697.940.000.29451.00720.360.000.27500.91728.360.000.24550.84739.560.000.22600.79758.770.000.211200.41787.590.000.111800.29835.610.000.083600.17979.680.000.057200.101152.570.000.0314400.071636.650.000.02Peak Flow: 1.03 cfs979.681152.571636.65720.36728.36739.56758.77787.59835.61549.87589.09624.31662.73683.54697.94Site Detention= Runoff Volume - Discharge Volume(ft3)0.00309.75453.02Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsEXISTING BASIN 4 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm5,012 0.1151 0.75 1.10 0.83 0.83 0.094923- - 0.951.101.051.00039,314 0.9025 0.201.100.220.220.19855544,326 1.02 0.29*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0054.76419.090.001.40103.48612.780.001.02152.83747.490.000.83202.26795.910.000.66251.93849.620.000.57301.70898.040.000.50351.50924.460.000.44401.35950.870.000.40451.23974.640.000.36501.12986.090.000.33551.041007.220.000.31600.971024.830.000.281200.491035.390.000.141800.341077.650.000.103600.191204.430.000.067200.121521.390.000.0414400.082079.230.000.02Peak Flow: 1.40 cfsEXISTING BASIN 4 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00419.09612.78747.49795.91849.62898.04924.46950.87974.64986.091007.221024.831035.391077.651204.431521.392079.23 Input parameters in light blue 100year design storm5,012 0.1151 0.75 1.25 0.94 0.94 0.107867- - 0.951.251.191.00039,314 0.9025 0.201.250.250.250.22563144,326 1.02 0.33*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0056.09609.300.002.03104.45890.440.001.48153.611083.530.001.20202.891156.570.000.96252.461230.610.000.82302.181308.650.000.73351.921344.660.000.64401.721376.680.000.57451.571413.700.000.52501.441440.710.000.48551.331463.720.000.44601.241488.730.000.411200.611464.720.000.201800.411476.730.000.143600.221584.780.000.077200.142016.990.000.0514400.102823.790.000.03Peak Flow: 2.03 cfsEXISTING BASIN 4 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00609.30890.441083.531156.571230.611308.651344.661376.681413.701440.711463.721488.731464.721476.731584.782016.992823.79 Input parameters in light blue 10year design storm3,455 0.0793 0.75 1.00 0.75 0.75 0.059483- - 0.951.000.950.95019,613 0.4502 0.201.000.200.200.0900523,068 0.53 0.15*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0053.87173.610.000.58102.83253.910.000.42152.29308.190.000.34201.84330.170.000.28251.56349.910.000.23301.38371.440.000.21351.22383.100.000.18401.09391.180.000.16451.00403.740.000.15500.91408.220.000.14550.84414.500.000.13600.79425.270.000.121200.41441.420.000.061800.29468.340.000.043600.17549.080.000.037200.10645.980.000.0114400.07917.290.000.01Peak Flow: 0.58 cfs549.08645.98917.29403.74408.22414.50425.27441.42468.34308.19330.17349.91371.44383.10391.18Site Detention= Runoff Volume - Discharge Volume(ft3)0.00173.61253.91Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsEXISTING BASIN 5 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm3,455 0.0793 0.75 1.10 0.83 0.83 0.065431- - 0.951.101.051.00019,613 0.4502 0.201.100.220.220.09905523,068 0.53 0.16*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0054.76234.890.000.78103.48343.450.000.57152.83418.950.000.47202.26446.090.000.37251.93476.190.000.32301.70503.330.000.28351.50518.130.000.25401.35532.930.000.22451.23546.260.000.20501.12552.670.000.18551.04564.520.000.17600.97574.390.000.161200.49580.310.000.081800.34603.990.000.063600.19675.050.000.037200.12852.700.000.0214400.081165.350.000.01Peak Flow: 0.78 cfsEXISTING BASIN 5 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00234.89343.45418.95446.09476.19503.33518.13532.93546.26552.67564.52574.39580.31603.99675.05852.701165.35 Input parameters in light blue 100year design storm3,455 0.0793 0.75 1.25 0.94 0.94 0.074354- - 0.951.251.191.00019,613 0.4502 0.201.250.250.250.11256223,068 0.53 0.19*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0056.09341.500.001.14104.45499.070.000.83153.61607.290.000.67202.89648.220.000.54252.46689.720.000.46302.18733.460.000.41351.92753.650.000.36401.72771.590.000.32451.57792.340.000.29501.44807.480.000.27551.33820.370.000.25601.24834.390.000.231200.61820.940.000.111800.41827.660.000.083600.22888.220.000.047200.141130.470.000.0314400.101582.660.000.02Peak Flow: 1.14 cfsEXISTING BASIN 5 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00341.50499.07607.29648.22689.72733.46753.65771.59792.34807.48820.37834.39820.94827.66888.221130.471582.66 Input parameters in light blue 10year design storm1,238 0.0284 0.75 1.00 0.75 0.75 0.02131623,367 0.5364 0.951.000.950.950.509612- - 0.201.000.200.20024,605 0.56 0.53*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0053.87616.410.002.05102.83901.520.001.50152.291094.240.001.22201.841172.290.000.98251.561242.370.000.83301.381318.830.000.73351.221360.240.000.65401.091388.910.000.58451.001433.510.000.53500.911449.430.000.48550.841471.730.000.45600.791509.960.000.421200.411567.300.000.221800.291662.870.000.153600.171949.570.000.097200.102293.610.000.0514400.073256.930.000.04Peak Flow: 2.05 cfs1949.572293.613256.931433.511449.431471.731509.961567.301662.871094.241172.291242.371318.831360.241388.91Site Detention= Runoff Volume - Discharge Volume(ft3)0.00616.41901.52Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsEXISTING BASIN 6 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm1,238 0.0284 0.75 1.10 0.83 0.83 0.02344823,367 0.5364 0.951.101.051.000.536434- - 0.201.100.220.22024,605 0.56 0.56*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0054.76806.610.002.69103.481179.420.001.97152.831438.690.001.60202.261531.890.001.28251.931635.260.001.09301.701728.460.000.96351.501779.290.000.85401.351830.130.000.76451.231875.880.000.69501.121897.910.000.63551.041938.580.000.59600.971972.470.000.551200.491992.810.000.281800.342074.150.000.193600.192318.170.000.117200.122928.210.000.0714400.084001.890.000.05Peak Flow: 2.69 cfsEXISTING BASIN 6 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00806.611179.421438.691531.891635.261728.461779.291830.131875.881897.911938.581972.471992.812074.152318.172928.214001.89 Input parameters in light blue 100year design storm1,238 0.0284 0.75 1.25 0.94 0.94 0.02664523,367 0.5364 0.951.251.191.000.536434- - 0.201.250.250.25024,605 0.56 0.56*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)0 0.00 0.00 0.00 0.0056.091031.990.003.44104.451508.160.002.51153.611835.220.002.04202.891958.920.001.63252.462084.320.001.39302.182216.490.001.23351.922277.500.001.08401.722331.720.000.97451.572394.420.000.89501.442440.180.000.81551.332479.150.000.75601.242521.510.000.701200.612480.840.000.341800.412501.180.000.233600.222684.190.000.127200.143416.250.000.0814400.104782.740.000.06Peak Flow: 3.44 cfsEXISTING BASIN 6 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.001031.991508.161835.221958.922084.322216.492277.502331.722394.422440.182479.152521.512480.842501.182684.193416.254782.74 Input parameters in light blue 10year design storm159 0.004 0.75 1.00 0.75 0.75 0.002734909 0.021 0.951.000.950.950.01982837,407 0.859 0.201.000.200.200.17174838,475 0.880.19*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87225.590.000.75102.83329.940.000.55152.29400.470.000.44182.02423.910.000.39201.84429.040.000.36251.56454.690.000.30301.38482.670.000.27351.22497.820.000.24401.09508.320.000.21451524.640.000.19500.91530.470.000.18550.84538.630.000.16600.79552.620.000.151200.41573.600.000.081800.29608.580.000.063600.17713.510.000.037200.1839.420.000.0214400.0711191.980.000.01Peak Flow:0.75 cfsWater Quality Storage: 114 ft3 Water Quality Storage114 ft3Peak Flow0.75 cfsThese are the volumes that must be mitigated713.51839.421191.98524.64530.47538.63552.62573.60608.58400.47429.04454.69482.67497.82508.32423.91Site Detention= Runoff Volume - Discharge Volume(ft3)0.00225.59329.94Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 1 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm159 0.004 0.75 1.10 0.83 0.83 0.003008909 0.021 0.951.101.051.000.02087237,407 0.859 0.201.100.220.220.18892238,475 0.880.21*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87248.150.000.83102.83362.930.000.60152.29440.520.000.49182.02466.300.000.43201.84471.940.000.39251.56500.150.000.33301.38530.930.000.29351.22547.610.000.26401.09559.150.000.23451577.100.000.21500.91583.510.000.19550.84592.490.000.18600.79607.880.000.171200.41630.960.000.091800.29669.440.000.063600.17784.860.000.047200.1923.360.000.0214400.0711311.170.000.02Peak Flow:0.83 cfsWater Quality Storage: 114 ft3 Water Quality Storage114 ft3Peak Flow0.83 cfsThese are the volumes that must be mitigated669.44784.86923.361311.17559.15577.10583.51592.49607.88630.96440.52466.30471.94500.15530.93547.61Site Detention= Runoff Volume - Discharge Volume(ft3)0.00248.15362.93Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 1 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm159 0.004 0.75 1.25 0.94 0.94 0.003418909 0.021 0.951.251.191.000.02087237,407 0.859 0.201.250.250.250.21468538,475 0.880.24*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87281.990.000.94102.83412.420.000.69152.29500.590.000.56182.02529.880.000.49201.84536.300.000.45251.56568.360.000.38301.38603.330.000.34351.22622.280.000.30401.09635.390.000.26451655.800.000.24500.91663.080.000.22550.84673.290.000.20600.79690.770.000.191200.41717.000.000.101800.29760.720.000.073600.17891.880.000.047200.11049.280.000.0214400.0711489.970.000.02Peak Flow:0.94 cfsWater Quality Storage: 114 ft3 Water Quality Storage114 ft3Peak Flow0.94 cfsThese are the volumes that must be mitigated760.72891.881049.281489.97635.39655.80663.08673.29690.77717.00500.59529.88536.30568.36603.33622.28Site Detention= Runoff Volume - Discharge Volume(ft3)0.00281.99412.42Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 1 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm2,492 0.0572 0.75 1.00 0.75 0.75 0.0429092,836 0.0651 0.951.000.950.950.0618521,423 0.4918 0.201.000.200.200.09836326,752 0.610.20*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87235.820.000.79102.83344.900.000.57152.29418.630.000.47201.84448.490.000.37251.56475.300.000.32301.38504.550.000.28351.22520.400.000.25401.09531.370.000.22451.00548.430.000.20500.91554.520.000.18550.84563.050.000.17600.79577.680.000.161200.41599.610.000.081800.29636.180.000.063600.17745.860.000.037200.10877.480.000.0214400.071246.030.000.01Peak Flow:0.79 cfsWater Quality Storage: 162 ft3 Water Quality Storage162 ft3Peak Flow0.79 cfsCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)599.61636.18(ft3)= Runoff Volume - Discharge VolumeSite DetentionThese are the volumes that must be mitigated1246.03877.48745.86Total Quantity475.30448.49418.63577.68Total Quantity548.43TotalsTotal QuantityTotal Quantity520.40504.55344.90235.82Frequency Factor (Cf)GravelAsphalt/ConcreteLandscapeAdd other category as neededArea (ft2)Runoff Coefficient (C)*0.00531.37563.05554.52Total Required Storage:PROPOSED BASIN 2 (10YR)Surface TypeC x CfArea (Acres) Input parameters in light blue 25year design storm2,492 0.0572 0.75 1.10 0.83 0.83 0.0471992,836 0.0651 0.951.101.051.000.06510521,423 0.4918 0.201.100.220.220.10819926,752 0.610.22*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.76319.060.001.06103.48466.530.000.78152.83569.090.000.63202.26605.950.000.50251.93646.840.000.43301.70683.710.000.38351.50703.820.000.34401.35723.920.000.30451.23742.020.000.27501.12750.740.000.25551.04766.820.000.23600.97780.230.000.221200.49788.270.000.111800.34820.450.000.083600.19916.970.000.047200.121158.280.000.0314400.081582.980.000.02Peak Flow:1.06 cfsWater Quality Storage: 162 ft3 Water Quality Storage162 ft3Peak Flow1.06 cfsThese are the volumes that must be mitigated916.971158.281582.98742.02750.74766.82780.23788.27820.45569.09605.95646.84683.71703.82723.92Site Detention= Runoff Volume - Discharge Volume(ft3)0.00319.06466.53Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 2 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm2,492 0.0572 0.75 1.25 0.94 0.94 0.0536362,836 0.0651 0.951.251.191.000.06510521,423 0.4918 0.201.250.250.250.12295426,752 0.610.24*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09463.880.001.55104.45677.920.001.13153.61824.930.000.92202.89880.530.000.73252.46936.900.000.62302.18996.310.000.55351.921023.730.000.49401.721048.110.000.44451.571076.290.000.40501.441096.860.000.37551.331114.380.000.34601.241133.420.000.311200.611115.140.000.151800.411124.280.000.103600.221206.540.000.067200.141535.600.000.0414400.102149.840.000.02Peak Flow:1.55 cfsWater Quality Storage: 162 ft3 Water Quality Storage162 ft3Peak Flow1.55 cfsThese are the volumes that must be mitigated1206.541535.602149.841076.291096.861114.381133.421115.141124.28824.93880.53936.90996.311023.731048.11Site Detention= Runoff Volume - Discharge Volume(ft3)0.00463.88677.92Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 2 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm523 0.0120 0.75 1.00 0.75 0.75 0.0090016,163 0.1415 0.951.000.950.950.13441827,707 0.6361 0.201.000.200.200.12721434,393 0.790.27*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0053.87314.20265.211.05102.83459.53530.430.77152.29557.77795.640.62201.84597.561060.850.50251.56633.281326.070.42301.38672.251591.280.37351.22693.361856.490.33401.09707.982121.710.29451.00730.712386.920.27500.91738.832652.140.25550.84750.192917.350.23600.79769.683182.560.211200.41798.916365.130.111800.29847.629547.690.083600.17993.7619095.380.057200.101169.1338190.750.0314400.071660.1776381.510.02Water Quantity Storage: 49 ft3Water Quality Storage: 303 ft3 Water Quality Storage303 ft3Total Required Storage 303 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.0048.99-----Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 3 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm523 0.0120 0.75 1.10 0.83 0.83 0.0099016,163 0.1415 0.951.101.051.000.14149327,707 0.6361 0.201.100.220.220.13993534,393 0.790.29*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.1960 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0054.76425.11358.831.42103.48621.59717.651.04152.83758.231076.480.84202.26807.351435.310.67251.93861.831794.130.57301.70910.952152.960.51351.50937.742511.780.45401.35964.532870.610.40451.23988.653229.440.37501.121000.263588.260.33551.041021.693947.090.31600.971039.554305.920.291200.491050.278611.830.151800.341093.1412917.750.103600.191221.7425835.500.067200.121543.2651671.000.0414400.082109.12103342.010.02Water Quantity Storage: 66 ft3Water Quality Storage: 303 ft3 Water Quality Storage303 ft3Total Required Storage 303 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.0066.28-----Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 3 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm523 0.0120 0.75 1.25 0.94 0.94 0.0112516,163 0.1415 0.951.251.191.000.14149327,707 0.6361 0.201.250.250.250.15901734,393 0.790.31*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.7390 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0056.09618.06521.692.06104.45903.241043.381.51153.611099.111565.071.22202.891173.192086.760.98252.461248.292608.450.83302.181327.453130.140.74351.921363.993651.830.65401.721396.464173.520.58451.571434.014695.210.53501.441461.425216.890.49551.331484.765738.580.45601.241510.136260.270.421200.611485.7712520.550.211800.411497.9518780.820.143600.221607.5637561.640.077200.142045.9875123.280.0514400.102864.38150246.570.03Water Quantity Storage: 96 ft3Water Quality Storage: 303 ft3 Water Quality Storage303 ft3Total Required Storage 303 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.0096.37-----Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 3 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm950 0.0218 0.75 1.00 0.75 0.75 0.01635512,019 0.2759 0.951.000.950.950.26212935,226 0.8087 0.201.000.200.200.16173848,196 1.110.44*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.0330 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0053.87511.10309.751.70102.83747.50619.511.25152.29907.30929.261.01201.84972.011239.010.81251.561030.121548.760.69301.381093.511858.520.61351.221127.852168.270.54401.091151.622478.020.48451.001188.602787.770.44500.911201.803097.530.40550.841220.293407.280.37600.791251.993717.030.351200.411299.537434.060.181800.291378.7711151.100.133600.171616.4922302.190.077200.101901.7644604.390.0414400.072700.4989208.770.03Water Quantity Storage: 201 ft3Water Quality Storage: 551 ft3 Water Quality Storage551 ft3Total Required Storage 551 ft3PROPOSED BASIN 4 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00201.34127.99------------------------------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 25year design storm950 0.0218 0.75 1.10 0.83 0.83 0.0179912,019 0.2759 0.951.101.051.000.27592535,226 0.8087 0.201.100.220.220.17791148,196 1.110.47*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.3970 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0054.76691.50419.092.30103.481011.10838.171.69152.831233.371257.261.37202.261313.271676.351.09251.931401.892095.430.93301.701481.792514.520.82351.501525.372933.610.73401.351568.953352.690.65451.231608.173771.780.60501.121627.064190.870.54551.041661.924609.950.50600.971690.985029.040.471200.491708.4110058.080.241800.341778.1415087.120.163600.191987.3430174.230.097200.122510.3260348.470.0614400.083430.77120696.930.04Water Quantity Storage: 272 ft3Water Quality Storage: 551 ft3 Water Quality Storage551 ft3Total Required Storage 551 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00272.41172.93Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 4 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm950 0.0218 0.75 1.25 0.94 0.94 0.02044312,019 0.2759 0.951.251.191.000.27592535,226 0.8087 0.201.250.250.250.20217248,196 1.110.50*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 02.0310 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0056.091005.36609.303.35104.451469.241218.602.45153.611787.851827.901.99202.891908.362437.201.59252.462030.523046.501.35302.182159.293655.801.20351.922218.724265.101.06401.722271.544874.400.95451.572332.625483.700.86501.442377.206093.000.79551.332415.166702.300.73601.242456.447311.600.681200.612416.8214623.210.341800.412436.6321934.810.233600.222614.9243869.620.127200.143328.0787739.250.0814400.104659.30175478.500.05Water Quantity Storage: 396 ft3Water Quality Storage: 551 ft3 Water Quality Storage551 ft3Total Required Storage 551 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00396.06250.64Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 4 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm1,054 0.0242 0.75 1.00 0.75 0.75 0.0181488,073 0.1853 0.951.000.950.950.17606122,971 0.5273 0.201.000.200.200.1054732,098 0.740.30*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87347.930.001.16102.83508.860.000.85152.29617.640.000.69201.84661.690.000.55251.56701.250.000.47301.38744.400.000.41351.22767.780.000.37401.09783.960.000.33451.00809.130.000.30500.91818.120.000.27550.84830.710.000.25600.79852.290.000.241200.41884.650.000.121800.29938.600.000.093600.171100.420.000.057200.101294.610.000.0314400.071838.350.000.02Water Quantity Storage: 348 ft3Water Quality Storage: 370 ft3 Water Quality Storage370 ft3Peak Flow1.16 cfsPROPOSED BASIN 5 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00347.93508.86617.64661.69701.25744.40767.78783.96809.13818.12830.71852.29884.65938.60These are the volumes that must be mitigated1100.421294.611838.35 Input parameters in light blue 25year design storm1,054 0.0242 0.75 1.10 0.83 0.83 0.0199638,073 0.1853 0.951.101.051.000.18532722,971 0.5273 0.201.100.220.220.11601732,098 0.740.32*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.76470.740.001.57103.48688.300.001.15152.83839.610.000.93202.26894.000.000.75251.93954.330.000.64301.701008.720.000.56351.501038.390.000.49401.351068.060.000.45451.231094.760.000.41501.121107.610.000.37551.041131.350.000.34600.971151.130.000.321200.491163.000.000.161800.341210.460.000.113600.191352.870.000.067200.121708.890.000.0414400.082335.480.000.03Water Quantity Storage: 471 ft3Water Quality Storage: 370 ft3 Water Quality Storage370 ft3Peak Flow1.57 cfsPROPOSED BASIN 5 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00470.74688.30839.61894.00954.331008.721038.391068.061094.761107.611131.351151.131163.001210.46These are the volumes that must be mitigated1352.871708.892335.48 Input parameters in light blue 100year design storm1,054 0.0242 0.75 1.25 0.94 0.94 0.0226868,073 0.1853 0.951.251.191.000.18532722,971 0.5273 0.201.250.250.250.13183732,098 0.740.34*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09684.390.002.28104.451000.180.001.67153.611217.070.001.35202.891299.110.001.08252.461382.270.000.92302.181469.930.000.82351.921510.380.000.72401.721546.350.000.64451.571587.930.000.59501.441618.270.000.54551.331644.120.000.50601.241672.210.000.461200.611645.240.000.231800.411658.720.000.153600.221780.100.000.087200.142265.580.000.0514400.103171.810.000.04Water Quantity Storage: 684 ft3Water Quality Storage: 370 ft3 Water Quality Storage370 ft3Peak Flow2.28 cfsPROPOSED BASIN 5 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00684.391000.181217.071299.111382.271469.931510.381546.351587.931618.271644.121672.211645.241658.72These are the volumes that must be mitigated1780.102265.583171.81 Input parameters in light blue 10year design storm1,283 0.0295 0.75 1.00 0.75 0.75 0.0220914,099 0.3237 0.951.000.950.950.30748522,967 0.5273 0.201.000.200.200.1054538,349 0.880.44*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.5790 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0053.87505.06173.611.68102.83738.67347.221.23152.29896.59520.821.00201.84960.54694.430.80251.561017.96868.040.68301.381080.601041.650.60351.221114.531215.250.53401.091138.031388.860.47451.001174.571562.470.44500.911187.621736.080.40550.841205.891909.680.37600.791237.212083.290.341200.411284.194166.580.181800.291362.506249.870.133600.171597.4112499.750.077200.101879.3124999.490.0414400.072668.6249998.990.03Water Quantity Storage: 391 ft3Water Quality Storage: 609 ft3 Water Quality Storage609 ft3Total Required Storage 609 ft3PROPOSED BASIN 6 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00331.46391.46375.76266.11149.9238.96----------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 25year design storm1,283 0.0295 0.75 1.10 0.83 0.83 0.02429914,099 0.3237 0.951.101.051.000.32366822,967 0.5273 0.201.100.220.220.11599538,349 0.880.46*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.7830 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0054.76683.34234.892.28103.48999.17469.771.67152.831218.81704.661.35202.261297.77939.541.08251.931385.341174.430.92301.701464.301409.320.81351.501507.361644.200.72401.351550.431879.090.65451.231589.192113.980.59501.121607.852348.860.54551.041642.312583.750.50600.971671.022818.630.461200.491688.255637.270.231800.341757.158455.900.163600.191963.8816911.800.097200.122480.6933823.610.0614400.083390.2767647.210.04Water Quantity Storage: 529 ft3Water Quality Storage: 609 ft3 Water Quality Storage609 ft3Total Required Storage 609 ft3PROPOSED BASIN 6 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00448.45529.39514.15358.22210.9154.98----------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 100year design storm1,283 0.0295 0.75 1.25 0.94 0.94 0.02761314,099 0.3237 0.951.251.191.000.32366822,967 0.5273 0.201.250.250.250.13181338,349 0.880.48*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.1380 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09993.49341.503.31104.451451.90682.992.42153.611766.751024.491.96202.891885.831365.981.57252.462006.551707.481.34302.182133.802048.971.19351.922192.532390.471.04401.722244.732731.960.94451.572305.093073.460.85501.442349.143414.960.78551.332386.663756.450.72601.242427.444097.950.671200.612388.298195.890.331800.412407.8612293.840.223600.222584.0524587.680.127200.143288.7949175.360.0814400.104604.3198350.720.05Water Quantity Storage: 769 ft3Water Quality Storage: 609 ft3 Water Quality Storage609 ft3Total Required Storage 769 ft3PROPOSED BASIN 6 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00651.99768.91742.26519.85299.0884.83----------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 10year design storm- - 0.75 1.00 0.75 0.75 01,360 0.0312 0.951.000.950.950.02966365 0.01 0.201.000.200.200.0016741,725 0.040.03*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.8736.380.000.12102.8353.200.000.09152.2964.580.000.07201.8469.180.000.06251.5673.320.000.05301.3877.830.000.04351.2280.280.000.04401.0981.970.000.03451.0084.600.000.03500.9185.540.000.03550.8486.860.000.03600.7989.110.000.021200.4192.500.000.011800.2998.140.000.013600.17115.060.000.017200.10135.360.000.0014400.07192.210.000.00Peak Flow:0.12 cfsWater Quality Storage: 55 ft3 Water Quality Storage55 ft3Peak Flow0.12 cfsThese are the volumes that must be mitigated115.06135.36192.2184.6085.5486.8689.1192.5098.1464.5869.1873.3277.8380.2881.97Site Detention= Runoff Volume - Discharge Volume(ft3)0.0036.3853.20Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 7 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm- - 0.75 1.10 0.83 0.83 01,360 0.0312 0.951.101.051.000.031221365 0.01 0.201.100.220.220.0018411,725 0.040.03*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.7649.220.000.16103.4871.970.000.12152.8387.790.000.10202.2693.470.000.08251.9399.780.000.07301.70105.470.000.06351.50108.570.000.05401.35111.670.000.05451.23114.460.000.04501.12115.810.000.04551.04118.290.000.04600.97120.360.000.031200.49121.600.000.021800.34126.560.000.013600.19141.450.000.017200.12178.680.000.0014400.08244.190.000.00Peak Flow0.16 cfsWater Quality Storage: 55 ft3 Water Quality Storage55 ft3Peak Flow0.16 cfsThese are the volumes that must be mitigated141.45178.68244.19114.46115.81118.29120.36121.60126.5687.7993.4799.78105.47108.57111.67Site Detention= Runoff Volume - Discharge Volume(ft3)0.0049.2271.97Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 7 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm- - 0.75 1.25 0.94 0.94 01,360 0.0312 0.951.251.191.000.031221365 0.01 0.201.250.250.250.0020921,725 0.040.03*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.0971.560.000.24104.45104.580.000.17153.61127.250.000.14202.89135.830.000.11252.46144.530.000.10302.18153.690.000.09351.92157.920.000.08401.72161.680.000.07451.57166.030.000.06501.44169.200.000.06551.33171.900.000.05601.24174.840.000.051200.61172.020.000.021800.41173.430.000.023600.22186.120.000.017200.14236.880.000.0114400.10331.630.000.00Peak Flow:0.24 cfsWater Quality Storage: 55 ft3 Water Quality Storage55 ft3Peak Flow0.24 cfsThese are the volumes that must be mitigated186.12236.88331.63166.03169.20171.90174.84172.02173.43127.25135.83144.53153.69157.92161.68Site Detention= Runoff Volume - Discharge Volume(ft3)0.0071.56104.58Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 7 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm- - 0.75 1.00 0.75 0.75 0463 0.0106 0.951.000.950.950.010095- - 0.201.000.200.200463 0.010.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.8711.720.000.04102.8317.140.000.03152.2920.810.000.02201.8422.290.000.02251.5623.620.000.02301.3825.080.000.01351.2225.860.000.01401.0926.410.000.01451.0027.260.000.01500.9127.560.000.01550.8427.980.000.01600.7928.710.000.011200.4129.800.000.001800.2931.620.000.003600.1737.070.000.007200.1043.610.000.0014400.0761.930.000.00Peak Flow:0.04 cfsWater Quality Storage: 18 ft3 Water Quality Storage18 ft3Peak Flow0.04 cfsPROPOSED BASIN 8 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0011.7217.1420.8122.2923.6225.0825.8626.4127.2627.5627.9828.7129.8031.62These are the volumes that must be mitigated37.0743.6161.93 Input parameters in light blue 25year design storm- - 0.75 1.10 0.83 0.83 0463 0.0106 0.951.101.051.000.010626- - 0.201.100.220.220463 0.010.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.7615.170.000.05103.4822.190.000.04152.8327.070.000.03202.2628.820.000.02251.9330.760.000.02301.7032.520.000.02351.5033.470.000.02401.3534.430.000.01451.2335.290.000.01501.1235.700.000.01551.0436.470.000.01600.9737.110.000.011200.4937.490.000.011800.3439.020.000.003600.1943.610.000.007200.1255.090.000.0014400.0875.280.000.00Peak Flow:0.05 cfsWater Quality Storage: 18 ft3 Water Quality Storage18 ft3Peak Flow0.05 cfsPROPOSED BASIN 8 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0015.1722.1927.0728.8230.7632.5233.4734.4335.2935.7036.4737.1137.4939.02These are the volumes that must be mitigated43.6155.0975.28 Input parameters in light blue 100year design storm- - 0.75 1.25 0.94 0.94 0463 0.0106 0.951.251.191.000.010626- - 0.201.250.250.250463 0.010.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.0919.410.000.06104.4528.370.000.05153.6134.520.000.04202.8936.850.000.03252.4639.210.000.03302.1841.700.000.02351.9242.850.000.02401.7243.870.000.02451.5745.040.000.02501.4445.910.000.02551.3346.640.000.01601.2447.440.000.011200.6146.670.000.011800.4147.050.000.003600.2250.500.000.007200.1464.270.000.0014400.1089.970.000.00Peak Flow:0.06 cfsWater Quality Storage: 18 ft3 Water Quality Storage18 ft3Peak Flow0.06 cfsPROPOSED BASIN 8 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0019.4128.3734.5236.8539.2141.7042.8543.8745.0445.9146.6447.4446.6747.05These are the volumes that must be mitigated50.5064.2789.97 Input parameters in light blue 10year design storm81 0.00 0.75 1.00 0.75 0.75 0.001397505 0.0116 0.951.000.950.950.011008142 0.00 0.201.000.200.200.000653728 0.020.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.8715.160.000.05102.8322.170.000.04152.2926.910.000.03201.8428.830.000.02251.5630.560.000.02301.3832.440.000.02351.2233.460.000.02401.0934.160.000.01451.0035.260.000.01500.9135.650.000.01550.8436.200.000.01600.7937.140.000.011200.4138.550.000.011800.2940.900.000.003600.1747.950.000.007200.1056.410.000.0014400.0780.100.000.00Peak Flow:0.05 cfsWater Quality Storage: 20 ft3 Water Quality Storage20 ft3Peak Flow0.05 cfsPROPOSED BASIN 9 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0015.1622.1726.9128.8330.5632.4433.4634.1635.2635.6536.2037.1438.5540.90These are the volumes that must be mitigated47.9556.4180.10 Input parameters in light blue 25year design storm81 0.00 0.75 1.10 0.83 0.83 0.001537505 0.0116 0.951.101.051.000.011588142 0.00 0.201.100.220.220.000718728 0.020.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.7620.510.000.07103.4829.990.000.05152.8336.590.000.04202.2638.960.000.03251.9341.580.000.03301.7043.950.000.02351.5045.250.000.02401.3546.540.000.02451.2347.700.000.02501.1248.260.000.02551.0449.300.000.01600.9750.160.000.011200.4950.680.000.011800.3452.750.000.003600.1958.950.000.007200.1274.460.000.0014400.08101.770.000.00Peak Flow:0.07 cfsWater Quality Storage: 20 ft3 Water Quality Storage20 ft3Peak Flow0.07 cfsPROPOSED BASIN 9 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0020.5129.9936.5938.9641.5843.9545.2546.5447.7048.2649.3050.1650.6852.75These are the volumes that must be mitigated58.9574.46101.77 Input parameters in light blue 100year design storm81 0.00 0.75 1.25 0.94 0.94 0.001747505 0.0116 0.951.251.191.000.011588142 0.00 0.201.250.250.250.000816728 0.020.01*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.0929.820.000.10104.4543.580.000.07153.6153.030.000.06202.8956.610.000.05252.4660.230.000.04302.1864.050.000.04351.9265.810.000.03401.7267.380.000.03451.5769.190.000.03501.4470.510.000.02551.3371.640.000.02601.2472.870.000.021200.6171.690.000.011800.4172.280.000.013600.2277.570.000.007200.1498.720.000.0014400.10138.210.000.00Peak Flow:0.10 cfsWater Quality Storage: 20 ft3 Water Quality Storage20 ft3Peak Flow0.10 cfsPROPOSED BASIN 9 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsTotal Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.0029.8243.5853.0356.6160.2364.0565.8167.3869.1970.5171.6472.8771.6972.28These are the volumes that must be mitigated77.5798.72138.21 Input parameters in light blue 10year design storm417 0.01 0.75 1.00 0.75 0.75 0.0071765,797 0.1331 0.951.000.950.950.126423- - 0.201.000.200.2006,214 0.140.13*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0053.87155.11265.210.52102.83226.85530.430.38152.29275.35795.640.31201.84294.991060.850.25251.56312.621326.070.21301.38331.861591.280.18351.22342.281856.490.16401.09349.502121.710.15451.00360.722386.920.13500.91364.732652.140.12550.84370.342917.350.11600.79379.963182.560.111200.41394.386365.130.051800.29418.439547.690.043600.17490.5819095.380.027200.10577.1538190.750.0114400.07819.5576381.510.01Water Quantity Storage: -----ft3Water Quality Storage: 230 ft3 Water Quality Storage230 ft3Total Required Storage 230 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00----------Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 10 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm417 0.01 0.75 1.10 0.83 0.83 0.0078935,797 0.1331 0.951.101.051.000.133077- - 0.201.100.220.2206,214 0.140.14*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.1960 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0054.76203.70358.830.68103.48297.84717.650.50152.83363.321076.480.40202.26386.851435.310.32251.93412.961794.130.28301.70436.492152.960.24351.50449.332511.780.21401.35462.172870.610.19451.23473.723229.440.18501.12479.293588.260.16551.04489.563947.090.15600.97498.124305.920.141200.49503.258611.830.071800.34523.7912917.750.053600.19585.4125835.500.037200.12739.4751671.000.0214400.081010.61103342.010.01Water Quantity Storage: -----ft3Water Quality Storage: 230 ft3 Water Quality Storage230 ft3Total Required Storage 230 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00----------Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 10 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm417 0.01 0.75 1.25 0.94 0.94 0.008975,797 0.1331 0.951.251.191.000.133077- - 0.201.250.250.2506,214 0.140.14*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.7390 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0056.09260.61521.690.87104.45380.861043.380.63153.61463.451565.070.51202.89494.692086.760.41252.46526.362608.450.35302.18559.743130.140.31351.92575.143651.830.27401.72588.844173.520.25451.57604.674695.210.22501.44616.235216.890.21551.33626.075738.580.19601.24636.776260.270.181200.61626.5012520.550.091800.41631.6318780.820.063600.22677.8537561.640.037200.14862.7275123.280.0214400.101207.80150246.570.01Water Quantity Storage: -----ft3Water Quality Storage: 230 ft3 Water Quality Storage230 ft3Total Required Storage 230 ft3These are the volumes that must be mitigated---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00----------Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 10 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm940 0.0216 0.75 1.00 0.75 0.75 0.01617611,960 0.2746 0.951.000.950.950.26084227,707 0.6361 0.201.000.200.200.12721440,607 0.930.40*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabSCjAjSAjWhere Cj is the adjusted runoff coefficient for surface type jCwd x Cf x SAj = 0.4042 and Aj is the area of surface type jRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87469.31265.211.56102.83686.39530.431.14152.29833.12795.640.93201.84892.541060.850.74251.56945.901326.070.63301.381004.111591.280.56351.221035.641856.490.49401.091057.472121.710.44451.001091.432386.920.40500.911103.552652.140.37550.841120.532917.350.34600.791149.643182.560.321200.411193.296365.130.171800.291266.059547.690.123600.171484.3419095.380.077200.101746.2838190.750.0414400.072479.7276381.510.03Water Quantity Storage: 204 ft3Water Quality Storage: 533 ft3 Water Quality Storage533 ft3Total Required Storage 533 ft3PROPOSED BASIN 3 and 10 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsWeighted Runoff Coefficient, Cwd= = 0.4336Cwd x Cf =0.4336Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00204.10155.9637.48-------------------------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 25year design storm940 0.0216 0.75 1.10 0.83 0.83 0.01779411,960 0.2746 0.951.101.051.000.2745727,707 0.6361 0.201.100.220.220.13993540,607 0.930.43*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabSCjAjSAjWhere Cj is the adjusted runoff coefficient for surface type jCwd x Cf x SAj = 0.4447 and Aj is the area of surface type jRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.1960 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.76634.97358.832.12103.48928.44717.651.55152.831132.541076.481.26202.261205.901435.311.00251.931287.281794.130.86301.701360.642152.960.76351.501400.662511.780.67401.351440.682870.610.60451.231476.703229.440.55501.121494.043588.260.50551.041526.063947.090.46600.971552.744305.920.431200.491568.748611.830.221800.341632.7712917.750.153600.191824.8625835.500.087200.122305.0951671.000.0514400.083150.29103342.010.04Water Quantity Storage: 276 ft3Water Quality Storage: 533 ft3 Water Quality Storage533 ft3Total Required Storage 533 ft3These are the volumes that must be mitigated---------------------------------------------56.06-------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00276.14210.79Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityWeighted Runoff Coefficient, Cwd= = 0.4336Cwd x Cf =0.4770C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 3 and 10 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm940 0.0216 0.75 1.25 0.94 0.94 0.02022111,960 0.2746 0.951.251.191.000.2745727,707 0.6361 0.201.250.250.250.15901740,607 0.930.45*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabSCjAjSAjWhere Cj is the adjusted runoff coefficient for surface type jCwd x Cf x SAj = 0.5053 and Aj is the area of surface type jRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 01.7390 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09923.16521.693.08104.451349.121043.382.25153.611641.691565.071.82202.891752.342086.761.46252.461864.522608.451.24302.181982.763130.141.10351.922037.333651.830.97401.722085.844173.520.87451.572141.924695.210.79501.442182.855216.890.73551.332217.725738.580.67601.242255.616260.270.631200.612219.2312520.550.311800.412237.4218780.820.213600.222401.1437561.640.117200.143055.9975123.280.0714400.104278.39150246.570.05Water Quantity Storage: 401 ft3Water Quality Storage: 533 ft3 Water Quality Storage533 ft3Total Required Storage 533 ft3These are the volumes that must be mitigated---------------------------------------------76.62-------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00401.47305.74Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityWeighted Runoff Coefficient, Cwd= = 0.4336Cwd x Cf =0.5420C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 3 and 10 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm570 0.01 0.75 1.25 0.94 0.94 0.012268,670 0.1990 0.951.251.191.000.199037- - 0.201.250.250.2509,240 0.210.21*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09387.530.001.29104.45566.340.000.94153.61689.160.000.77202.89735.610.000.61252.46782.700.000.52302.18832.340.000.46351.92855.240.000.41401.72875.610.000.36451.57899.150.000.33501.44916.330.000.31551.33930.970.000.28601.24946.880.000.261200.61931.610.000.131800.41939.240.000.093600.221007.970.000.057200.141282.870.000.0314400.101796.010.000.02Peak Flow:1.29 cfsWater Quality Storage: 344 ft3 Water Quality Storage344 ft3Peak Flow1.29 cfsThese are the volumes that must be mitigated1007.971282.871796.01899.15916.33930.97946.88931.61939.24689.16735.61782.70832.34855.24875.61Site Detention= Runoff Volume - Discharge Volume(ft3)0.00387.53566.34Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 11 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 25year design storm570 0.01 0.75 1.10 0.83 0.83 0.0107898,670 0.1990 0.951.101.051.000.199037- - 0.201.100.220.2209,240 0.210.21*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0054.76302.900.001.01103.48442.890.000.74152.83540.250.000.60202.26575.250.000.48251.93614.070.000.41301.70649.070.000.36351.50668.160.000.32401.35687.250.000.29451.23704.430.000.26501.12712.700.000.24551.04727.980.000.22600.97740.700.000.211200.49748.340.000.101800.34778.880.000.073600.19870.520.000.047200.121099.600.000.0314400.081502.790.000.02Peak Flow1.01 cfsWater Quality Storage: 344 ft3 Water Quality Storage344 ft3Peak Flow1.01 cfsThese are the volumes that must be mitigated870.521099.601502.79704.43712.70727.98740.70748.34778.88540.25575.25614.07649.07668.16687.25Site Detention= Runoff Volume - Discharge Volume(ft3)0.00302.90442.89Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 11 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 100year design storm570 0.01 0.75 1.25 0.94 0.94 0.012268,670 0.1990 0.951.251.191.000.199037- - 0.201.250.250.2509,240 0.210.21*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabTotal QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09387.530.001.29104.45566.340.000.94153.61689.160.000.77202.89735.610.000.61252.46782.700.000.52302.18832.340.000.46351.92855.240.000.41401.72875.610.000.36451.57899.150.000.33501.44916.330.000.31551.33930.970.000.28601.24946.880.000.261200.61931.610.000.131800.41939.240.000.093600.221007.970.000.057200.141282.870.000.0314400.101796.010.000.02Peak Flow1.29 cfsWater Quality Storage: 344 ft3 Water Quality Storage344 ft3Peak Flow1.29 cfsThese are the volumes that must be mitigated1007.971282.871796.01899.15916.33930.97946.88931.61939.24689.16735.61782.70832.34855.24875.61Site Detention= Runoff Volume - Discharge Volume(ft3)0.00387.53566.34Total Quantity Total Quantity Total Quantity Total QuantityC' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPROPOSED BASIN 11 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1 Input parameters in light blue 10year design storm- - 0.75 1.00 0.75 0.75 02,357 0.0541 0.951.000.950.950.051411- - 0.201.000.200.2002,357 0.050.05*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0053.8759.69265.210.20102.8387.30530.430.15152.29105.96795.640.12201.84113.511060.850.09251.56120.301326.070.08301.38127.701591.280.07351.22131.711856.490.06401.09134.492121.710.06451.00138.812386.920.05500.91140.352652.140.05550.84142.512917.350.04600.79146.213182.560.041200.41151.766365.130.021800.29161.029547.690.013600.17188.7819095.380.017200.10222.0938190.750.0114400.07315.3776381.510.00Water Quantity Storage: -----ft3Water Quality Storage: 93 ft3 Water Quality Storage93 ft3Total Required Storage 93 ft3PROPOSED BASIN 12 (10YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00----------------------------------------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 25year design storm- - 0.75 1.10 0.83 0.83 02,357 0.0541 0.951.101.051.000.054116- - 0.201.100.220.2202,357 0.050.05*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0054.7677.28265.210.26103.48113.00530.430.19152.83137.83795.640.15202.26146.761060.850.12251.93156.671326.070.10301.70165.601591.280.09351.50170.471856.490.08401.35175.342121.710.07451.23179.722386.920.07501.12181.832652.140.06551.04185.732917.350.06600.97188.973182.560.051200.49190.926365.130.031800.34198.729547.690.023600.19222.0919095.380.017200.12280.5438190.750.0114400.08383.4076381.510.00Water Quantity Storage: -----ft3Water Quality Storage: 93 ft3 Water Quality Storage93 ft3Total Required Storage 93 ft3PROPOSED BASIN 12 (25YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00----------------------------------------------------------------------These are the volumes that must be mitigated--------------- Input parameters in light blue 100year design storm- - 0.75 1.25 0.94 0.94 02,357 0.0541 0.951.251.191.000.054116- - 0.201.250.250.2502,357 0.050.05*Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tabRate Discharge Allowable*Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr0 0 00.8840 0 0Total QuantityRainfallRainfallRunoff VolumeDischarge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3) (ft3) (ft3/sec)00.000.000.000.0056.0998.87265.210.33104.45144.49530.430.24153.61175.82795.640.20202.89187.681060.850.16252.46199.691326.070.13302.18212.351591.280.12351.92218.201856.490.10401.72223.392121.710.09451.57229.402386.920.08501.44233.782652.140.08551.33237.522917.350.07601.24241.583182.560.071200.61237.686365.130.031800.41239.639547.690.023600.22257.1619095.380.017200.14327.3038190.750.0114400.10458.2176381.510.01Water Quantity Storage: -----ft3Water Quality Storage: 93 ft3 Water Quality Storage93 ft3Total Required Storage 93 ft3PROPOSED BASIN 12 (100YR)Total Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)GravelAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00----------------------------------------------------------------------These are the volumes that must be mitigated--------------- MCILHATTAN ROAD 22147.01 APPENDIX C Culvert Crossing: Churn Creek Culvert Summary Table - Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth(ft) Outlet Control Depth(ft) HW / D Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 24.19 24.19 4686.75 1.22 0.0* 0.35 1-S2n 0.64 0.70 0.64 0.66 5.17 7.72 35.98 35.98 4687.12 1.59 0.0* 0.45 1-S2n 0.82 0.91 0.82 0.77 6.03 8.52 47.77 47.77 4687.47 1.94 0.0* 0.56 1-S2n 0.98 1.10 0.98 0.86 6.73 9.15 59.57 59.57 4687.84 2.31 0.0* 0.66 1-S2n 1.13 1.27 1.13 0.93 7.33 9.67 71.36 71.36 4688.20 2.67 0.0* 0.76 1-S2n 1.27 1.43 1.27 1.00 7.85 10.11 83.15 83.15 4688.54 3.01 0.31 0.86 1-S2n 1.40 1.58 1.40 1.06 8.32 10.51 94.94 94.94 4688.87 3.34 0.68 0.95 1-S2n 1.53 1.73 1.53 1.11 8.74 10.86 106.73 106.73 4689.20 3.67 1.08 1.05 5-S2n 1.66 1.86 1.66 1.16 9.13 11.19 118.53 113.52 4689.39 3.86 1.33 1.10 5-S2n 1.73 1.94 1.73 1.21 9.34 11.48 130.32 116.59 4689.48 3.95 1.44 1.13 5-S2n 1.76 1.97 1.76 1.25 9.44 11.76 142.11 118.99 4689.55 4.02 1.53 1.15 5-S2n 1.79 2.00 1.79 1.29 9.51 12.01 Culvert Crossing: Churn Creek Crossing Summary Table Headwater Elevation (ft) Total Discharge (cfs) Culvert 1 Discharge (cfs) Roadway Discharge (cfs) Iterations 4686.75 24.19 24.19 0.00 1 4687.12 35.98 35.98 0.00 1 4687.47 47.77 47.77 0.00 1 4687.84 59.57 59.57 0.00 1 4688.20 71.36 71.36 0.00 1 4688.54 83.15 83.15 0.00 1 4688.87 94.94 94.94 0.00 1 4689.20 106.73 106.73 0.00 1 4689.39 118.53 113.52 4.88 12 4689.48 130.32 116.59 13.64 8 4689.55 142.11 118.99 23.07 7 4689.24 108.09 108.09 0.00 Overtopping Channel ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Mar 19 202612 inchCircularDiameter (ft) = 1.00Invert Elev (ft) = 4700.00Slope (%) = 1.00N-Value = 0.013CalculationsCompute by: Q vs Depth No. Increments = 20HighlightedDepth (ft) = 0.95Q (cfs) = 3.826 Area (sqft) = 0.77 Velocity (ft/s) = 4.96Wetted Perim (ft) = 2.70Crit Depth, Yc (ft) = 0.84Top Width (ft) = 0.43EGL (ft) = 1.330123Elev (ft)Depth (ft)Section4699.50-0.504700.000.004700.500.504701.001.004701.501.504702.002.00Reach (ft) MAX FLOW FOR 12-INCH CONCRETE PIPE Hydraflow Express - 12 inch - 03/19/26 1DepthQAreaVelocWpYc(ft)(cfs)(sqft)(ft/s)(ft)(ft)0.050.0180.0151.180.450.060.100.0750.0411.820.640.120.150.1770.0752.360.800.180.200.3150.1132.800.930.230.250.4920.1553.191.050.290.300.6990.1983.521.160.350.350.9460.2473.831.270.410.401.2020.2944.091.370.470.451.4960.3454.341.470.520.501.7930.3954.541.570.570.552.0980.4454.721.670.620.602.4010.4934.871.770.670.652.7070.5424.991.880.710.702.9890.5885.081.980.740.753.2490.6325.142.100.780.803.4820.6745.172.220.800.853.6740.7125.162.350.820.903.7970.7455.102.500.830.953.8260.7714.962.700.841.003.5610.7854.533.140.81FLOW RESULTS FOR 12-INCH CONCRETE PIPE Hydraflow Express - 12 inch - 03/19/26 2TopWidthEnergy(ft)(ft)0.440.070.600.150.720.240.800.320.870.410.920.490.960.580.980.661.000.741.000.820.990.900.980.970.951.040.921.100.871.160.801.220.711.260.601.300.431.330.001.32FLOW RESULTS FOR 12-INCH CONCRETE PIPE Channel ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Mar 19 202615 inchCircularDiameter (ft) = 1.00Invert Elev (ft) = 4700.00Slope (%) = 1.00N-Value = 0.013CalculationsCompute by: Q vs Depth No. Increments = 20HighlightedDepth (ft) = 0.95Q (cfs) = 3.826 Area (sqft) = 0.77 Velocity (ft/s) = 4.96Wetted Perim (ft) = 2.70Crit Depth, Yc (ft) = 0.84Top Width (ft) = 0.43EGL (ft) = 1.330123Elev (ft)Depth (ft)Section4699.50-0.504700.000.004700.500.504701.001.004701.501.504702.002.00Reach (ft) MAX FLOW FOR 15-INCH CONCRETE PIPE Hydraflow Express - 15 inch - 03/19/26 1DepthQAreaVelocWpYc(ft)(cfs)(sqft)(ft/s)(ft)(ft)0.050.0180.0151.180.450.060.100.0750.0411.820.640.120.150.1770.0752.360.800.180.200.3150.1132.800.930.230.250.4920.1553.191.050.290.300.6990.1983.521.160.350.350.9460.2473.831.270.410.401.2020.2944.091.370.470.451.4960.3454.341.470.520.501.7930.3954.541.570.570.552.0980.4454.721.670.620.602.4010.4934.871.770.670.652.7070.5424.991.880.710.702.9890.5885.081.980.740.753.2490.6325.142.100.780.803.4820.6745.172.220.800.853.6740.7125.162.350.820.903.7970.7455.102.500.830.953.8260.7714.962.700.841.003.5610.7854.533.140.81FLOW RESULTS FOR 15-INCH CONCRETE PIPE Hydraflow Express - 15 inch - 03/19/26 2TopWidthEnergy(ft)(ft)0.440.070.600.150.720.240.800.320.870.410.920.490.960.580.980.661.000.741.000.820.990.900.980.970.951.040.921.100.871.160.801.220.711.260.601.300.431.330.001.32FLOW RESULTS FOR 15-INCH CONCRETE PIPE Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI ACombination InletLocation = On gradeCurb Length (ft) = 2.20Throat Height (in) = 4.40Grate Area (sqft) = -0-Grate Width (ft) = 1.48Grate Length (ft) = 1.47GutterSlope, Sw (ft/ft) = 0.015Slope, Sx (ft/ft) = 0.040Local Depr (in) = 1.60Gutter Width (ft) = 1.50Gutter Slope (%) = 0.77Gutter n-value = 0.016CalculationsCompute by: Known QQ (cfs) = 1.29Highlighted Q Total (cfs) = 1.29 Q Capt (cfs) = 0.85 Q Bypass (cfs) = 0.44Depth at Inlet (in) = 3.84Efficiency (%) = 66Gutter Spread (ft) = 5.60Gutter Vel (ft/s) = 2.16 Bypass Spread (ft) = 3.87 Bypass Depth (in) = 1.41 Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI B 10-YRDrop Grate InletLocation = SagCurb Length (ft) = -0-Throat Height (in) = -0-Grate Area (sqft) = 1.05Grate Width (ft) = 1.90Grate Length (ft) = 1.90GutterSlope, Sw (ft/ft) = 0.250Slope, Sx (ft/ft) = 0.250Local Depr (in) = -0-Gutter Width (ft) = 1.90Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 0.79Highlighted Q Total (cfs) = 0.79 Q Capt (cfs) = 0.79 Q Bypass (cfs) = -0-Depth at Inlet (in) = 1.27Efficiency (%) = 100Gutter Spread (ft) = 2.75Gutter Vel (ft/s) = 1.23 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI B 100-YRDrop Grate InletLocation = SagCurb Length (ft) = -0-Throat Height (in) = -0-Grate Area (sqft) = 1.05Grate Width (ft) = 1.90Grate Length (ft) = 1.90GutterSlope, Sw (ft/ft) = 0.250Slope, Sx (ft/ft) = 0.250Local Depr (in) = -0-Gutter Width (ft) = 1.90Gutter Slope (%) = -0-Gutter n-value = 0.033CalculationsCompute by: Known QQ (cfs) = 1.55Highlighted Q Total (cfs) = 1.55 Q Capt (cfs) = 1.55 Q Bypass (cfs) = -0-Depth at Inlet (in) = 2.00Efficiency (%) = 100Gutter Spread (ft) = 3.23Gutter Vel (ft/s) = 1.23 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI CCombination InletLocation = SagCurb Length (ft) = 1.47Throat Height (in) = 4.40Grate Area (sqft) = 1.05Grate Width (ft) = 1.48Grate Length (ft) = 1.47GutterSlope, Sw (ft/ft) = 0.038Slope, Sx (ft/ft) = 0.040Local Depr (in) = 1.60Gutter Width (ft) = 1.50Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 1.29Highlighted Q Total (cfs) = 1.29 Q Capt (cfs) = 1.29 Q Bypass (cfs) = -0-Depth at Inlet (in) = 3.68Efficiency (%) = 100Gutter Spread (ft) = 4.40Gutter Vel (ft/s) = 1.23 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI D 10-YRDrop Grate InletLocation = SagCurb Length (ft) = -0-Throat Height (in) = -0-Grate Area (sqft) = 1.05Grate Width (ft) = 1.90Grate Length (ft) = 1.90GutterSlope, Sw (ft/ft) = 0.250Slope, Sx (ft/ft) = 0.250Local Depr (in) = -0-Gutter Width (ft) = 1.90Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 1.05Highlighted Q Total (cfs) = 1.05 Q Capt (cfs) = 1.05 Q Bypass (cfs) = -0-Depth at Inlet (in) = 1.54Efficiency (%) = 100Gutter Spread (ft) = 2.93Gutter Vel (ft/s) = 2.16 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI EDrop Grate InletLocation = SagCurb Length (ft) = -0-Throat Height (in) = -0-Grate Area (sqft) = 1.05Grate Width (ft) = 1.90Grate Length (ft) = 1.90GutterSlope, Sw (ft/ft) = 0.250Slope, Sx (ft/ft) = 0.250Local Depr (in) = -0-Gutter Width (ft) = 1.90Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 1.70Highlighted Q Total (cfs) = 1.70 Q Capt (cfs) = 1.70 Q Bypass (cfs) = -0-Depth at Inlet (in) = 2.12Efficiency (%) = 100Gutter Spread (ft) = 3.32Gutter Vel (ft/s) = 2.16 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI FCombination InletLocation = SagCurb Length (ft) = 1.47Throat Height (in) = 4.40Grate Area (sqft) = 1.05Grate Width (ft) = 1.48Grate Length (ft) = 1.47GutterSlope, Sw (ft/ft) = 0.040Slope, Sx (ft/ft) = 0.020Local Depr (in) = 0.20Gutter Width (ft) = 1.50Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 0.20Highlighted Q Total (cfs) = 0.20 Q Capt (cfs) = 0.20 Q Bypass (cfs) = -0-Depth at Inlet (in) = 1.19Efficiency (%) = 100Gutter Spread (ft) = 2.63Gutter Vel (ft/s) = 2.16 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Inlet ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Apr 3 2026SDI GDrop Grate InletLocation = SagCurb Length (ft) = -0-Throat Height (in) = -0-Grate Area (sqft) = 1.05Grate Width (ft) = 1.90Grate Length (ft) = 1.90GutterSlope, Sw (ft/ft) = 0.250Slope, Sx (ft/ft) = 0.250Local Depr (in) = -0-Gutter Width (ft) = 1.90Gutter Slope (%) = -0-Gutter n-value = -0-CalculationsCompute by: Known QQ (cfs) = 1.68Highlighted Q Total (cfs) = 1.68 Q Capt (cfs) = 1.68 Q Bypass (cfs) = -0-Depth at Inlet (in) = 2.11Efficiency (%) = 100Gutter Spread (ft) = 3.30Gutter Vel (ft/s) = 2.16 Bypass Spread (ft) = -0- Bypass Depth (in) = -0- Channel ReportHydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Mar 19 2026V DITCHTriangularSide Slopes (z:1) = 4.00, 4.00Total Depth (ft) = 1.00Invert Elev (ft) = 4700.00Slope (%) = 0.50N-Value = 0.035CalculationsCompute by: Q vs Depth No. Increments = 10HighlightedDepth (ft) = 1.00Q (cfs) = 7.412 Area (sqft) = 4.00 Velocity (ft/s) = 1.85Wetted Perim (ft) = 8.25Crit Depth, Yc (ft) = 0.74Top Width (ft) = 8.00EGL (ft) = 1.05012345678910Elev (ft)Depth (ft)Section4699.50-0.504700.000.004700.500.504701.001.004701.501.504702.002.00Reach (ft) SDMH A Outlet Orifice 10-yr Orifice (Unknown Q) 4.73 ft User Enter Desired Value 0.6 0.1364 ft2 32.2 ft/s2 1.43 cfs Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = SDMH A Outlet Orifice 100-yr Orifice (Unknown Q) 3.48 ft User Enter Desired Value 0.6 0.3491 ft2 32.2 ft/s2 3.14 cfs Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Flow (Q) = SDMH B Outlet Orifice 10-yr Orifice (Unknown Q) 4.02 ft User Enter Desired Value 0.6 0.1650 ft2 32.2 ft/s2 1.59 cfs 1.76 Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Flow (Q) = SDMH B Outlet Orifice 100-yr Orifice (Unknown Q) 2.77 ft User Enter Desired Value 0.6 0.3941 ft2 32.2 ft/s2 3.16 cfs Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Flow (Q) = SDMH C Outlet Orifice 10-yr Orifice (Unknown Q) 2.96 ft User Enter Desired Value 0.6 0.1963 ft2 32.2 ft/s2 1.63 cfs Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Flow (Q) = SDMH C Outlet Orifice 100-yr Orifice (Unknown Q) 1.71 ft User Enter Desired Value 0.6 0.5454 ft2 32.2 ft/s2 3.43 cfs Head Water Depth (h): Discharge Coeff. (Cd ): Open Area (A): Gravity (g): Flow (Q) = C ∙ A ∙ (2 ∙ g ∙ h) ^ (0.5) Flow (Q) = MCILHATTAN ROAD 22147.01 APPENDIX D March 2026 Project No. 22147.01 STORM DRAINAGE FACILITY MAINTENANCE PLAN MCILHATTAN ROAD BOZEMAN, MONTANA 59718 OVERVIEW NARRATIVE The purpose of this maintenance plan is to outline the necessary details related to ownership, responsibility, and cleaning schedule for the storm drainage facilities for the improvements along McIlhattan Road adjacent to the Bikefill Bike Park project. This plan has been completed in accordance with The City of Bozeman Design and Construction Standards, dated October 2024. The site stormwater improvements have been designed with the intent to meet the current City of Bozeman drainage regulations for the entire site to the extent feasible. Specific site information and criteria are described below: OWNERSHIP OF FACILITIES City of Bozeman City of Bozeman will own all stormwater facilities which includes the underground detention ponds, piping, ditch, catch basins, and manholes within the site boundary. INSPECTION THRESHOLDS FOR CLEANING Catch Basins If sediment fills 60 percent of the sump or comes within 6-inches of a pipe, clean sump with a vac truck. Infiltration Chamber If sediment in the isolator row exceeds 3-inches or grate is more than 25 percent clogged with debris, clean grate and/or structure and vacuum isolator row. CLEANING Catch Basins To clean grate of structure, remove and dispose of debris clogging the grate. To clean the structure, use a vac truck to remove sediment and debris. Infiltration Chamber To clean isolator row, use a JetVac. INSPECTION, MAINTENANCE, AND REPLACEMENT SCHEDULE Catch Basins • Inspection: every 6-months and after storm events larger than 0.5-inches of precipitation • Maintenance: clean grate of structure and vacuum sediment and debris out of the sump every 5-years or as needed based on inspection • Design life/replacement schedule: 50-years Infiltration Chamber • Inspection: every 6-months and after storm events larger than 0.5-inches of precipitation • Maintenance: vacuum isolator row every 5-years or as needed based on inspection • Design life/replacement schedule: 50-years RESPONSIBLE PARTY City of Bozeman City of Bozeman will be responsible for the inspection, maintenance, and replacement of all stormwater facilities located within the project limits. I agree to the above inspection, maintenance, and replacement schedule detailed above. Signature: __________________________________________ City of Bozeman Representative MCILHATTAN ROAD 22147.01 APPENDIX E MONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA JOB NO. B25-012-001 May 2025 REPORT OF GEOTECHNICAL INVESTIGATION CLIENT ENGINEER Gallatin Valley Land Trust 212 S Wallace Avenue, Suite 101 Bozeman, MT 59715 Craig Nadeau, PE Craig.nadeau@tdhengineering.com REPORT OF GEOTECHNICAL INVESTIGATION PROJECT NAME PROJECT LOCATION 406.761.3010 tdhengineering.com 1800 River Drive North Great Falls, MT 59401 MCILHATTAN ROAD IMPROVEMENTS BOZEMAN, MONTANA McIlhattan Road Improvements Table of Contents Bozeman, Montana i Table of Contents 1.0 INTRODUCTION ..................................................................................................................... 3 1.1 Purpose and Scope .......................................................................................................... 3 1.2 Project Description ........................................................................................................... 3 2.0 SITE CONDITIONS ................................................................................................................. 4 2.1 Geology and Physiography .............................................................................................. 4 2.2 Surface Conditions ........................................................................................................... 4 2.3 Subsurface Conditions ..................................................................................................... 5 2.3.1 Soils ......................................................................................................................... 5 2.3.2 Ground Water ......................................................................................................... 6 3.0 ENGINEERING ANALYSIS .................................................................................................... 7 3.1 Introduction ....................................................................................................................... 7 3.2 Site Grading and Excavations.......................................................................................... 7 3.3 Preliminary Slope Stability Assessment .......................................................................... 7 3.4 Pavements ....................................................................................................................... 9 4.0 RECOMMENDATIONS ......................................................................................................... 11 4.1 Site Grading and Excavations........................................................................................ 11 4.2 Slope Stabilization Improvements ................................................................................. 11 4.3 Pavements ..................................................................................................................... 12 4.4 Continuing Services ....................................................................................................... 14 5.0 SUMMARY OF FIELD AND LABORATORY STUDIES ..................................................... 155 5.1 Field Explorations ......................................................................................................... 155 5.2 Laboratory Testing ....................................................................................................... 155 6.0 LIMITATIONS ...................................................................................................................... 177 McIlhattan Road Improvements Appendix Bozeman, Montana ii APPENDIX ♦ Boring Location Map (Figure 1) ♦ Logs of Exploratory Borings (Figures 2 through 5) ♦ Laboratory Test Data (Figures 6 through 21) ♦ LTTPBind Online PG Asphalt Binder Analysis Summary ♦ Construction Standard 02901-05 ♦ Nearby Monitoring Well Logs ♦ Soil Classification and Sampling Terminology for Engineering Purposes ♦ Classification of Soils for Engineering Purposes McIlhattan Road Improvements Introduction Bozeman, Montana Page 3 1.0 INTRODUCTION 1.1 Purpose and Scope This report presents the results of our geotechnical study for the proposed improvements to McIlhattan Road in Bozeman, Montana. The purpose of the geotechnical study is to determine the general surface and subsurface conditions at the proposed site and to develop geotechnical engineering recommendations for the design of the planned roadway improvements. This report describes the field work and laboratory analyses conducted for this project, the surface and subsurface conditions encountered, and presents our recommendations for the proposed roadway construction. Our field work included drilling three soil borings along the existing roadway alignment within the zone identified for improvement. A fourth boring was planned but could not be drilled due to unsafe conditions at the time of our field investigation. Samples were obtained from the borings and returned to our Great Falls laboratory for testing. Laboratory testing was performed on selected soil samples to determine engineering properties of the subsurface materials. The information obtained during our field investigations and laboratory analyses was used to develop recommendations for the roadway improvements. 1.2 Project Description It is our understanding that the proposed project consists of the improvement of approximately 2,000 lineal feet of McIlhattan Road. The stretch to be improved is the gravel surfaced portion west of the City of Bozeman Waste Management facility and extends between the currently asphalt paved sections located to the north and south. As part of the roadway improvements, the roadway is to be widened and paved within this stretch. The new roadway is to include a total width of approximately 30 feet, consisting of a 4-foot shoulder on the west, two 12-foot travel lanes, and a 2- foot shoulder on the east side of the road. The current roadway is only 24 feet wide with no shoulders and steep slopes on both the uphill and downhill sides. The additional width is to be obtained by pushing into the uphill slope. Cut slopes on this side of the improved roadway will be regraded to avoid the need for soil retaining walls as part of the design. McIlhattan Road Improvements Site Conditions Bozeman, Montana Page 4 2.0 SITE CONDITIONS 2.1 Geology and Physiography The site is geologically characterized as primarily gravel (Qgr & QTgr). The deposits consist of variable deposits ranging from pebble to boulder size and including sand, silt, and clay. Deposits are dominantly associated with alluvial terrace, abandoned channel and floodplain, remnant alluvial fan, and local glacial outwash deposits. These gravels generally overlie upper tertiary sediments and sedimentary rock consisting of conglomerate, tuffaceous sandstone and siltstone, marlstone, and equivalent sediment and ash beds. GEOLOGIC MAP OF MONTANA, EDITION 1.0 (2007) MONTANA BUREAU OF MINES & GEOLOGY 2.2 Surface Conditions The proposed project site is located along McIlhattan Road from the end of the existing asphalt just north of St. Andrews Drive and includes approximately 2,000 lineal feet of unpaved gravel roadway. The roadway at the time of our investigation was heavily potholed and exhibited high levels of surface distress. Based on background information and site observations, the existing roadway is considered hilly with an overall downward slope towards the north. The south half of the work area exhibits steep to very steep slopes extending both up and down from the existing roadway. Slopes adjacent to the roadway exhibit grades estimated to range from 1:1 or steeper with areas exhibiting signs of surface sloughing and instability. McIlhattan Road Improvements Site Conditions Bozeman, Montana Page 5 2.3 Subsurface Conditions 2.3.1 Soils The subsurface soil conditions appear to be somewhat variable based on our exploratory drilling and soil sampling. In general, the subsurface soil conditions encountered within the borings consist of surficial roadway gravels underlain by lean clay subgrade. On the north end of the roadway, the clay subgrade extends to depths of 10.8 feet to more than 11.5 feet, the maximum depths drilled at this location. At the south end, lean clay was limited to only 3.5 feet and is underlain by dense gravels extending to depths of more than 31.0 feet. The subsurface soils are described in detail on the enclosed boring logs and are summarized below. The stratification lines shown on the logs represent approximate boundaries between soil types, and the actual in situ transition may be gradual vertically or discontinuous laterally. LEAN CLAY The lean clay encountered contains varying amounts of sand and classifies as either lean clay with sand or sandy lean clay. The lean clay is firm to stiff as indicated by penetration resistance values which ranged from 4 to 13 blows per foot (bpf) and averaged 8 bpf. Four samples of the material contained between 0 and 2.3 percent gravel, between 8.5 and 48.8 percent sand, and between 51.2 and 90.2 percent fines (clay and silt). The same samples exhibited liquid limits ranging from 31 to 49 percent and plasticity indices ranging from 13 to 26 percent. The natural moisture contents varied from 14.3 to 26.5 percent and averaged 20.6 percent. Two bulk samples of the lean clay were tested to assess the compaction properties of the material using the standard proctor test outlined in ASTM D698. These tests indicate maximum dry densities of 109.9 and 118.5 pounds per cubic foot (pcf) and optimum moisture contents of 16.8 and 12.9 percent, respectively. The same samples were tested using the California Bearing Ratio (CBR) test method outlined in ASTM D1883 which resulted in design CBR values of 2.1 and 2.2 percent when compacted to at least 90 percent. NATIVE GRAVELS Native gravels were encountered in boring B-01 at a depth of 3.5 feet and extending to a depth of at least 31.0 feet, the maximum depth investigated. Visual classifications of the material included poorly-graded gravel with sand, clayey gravel with sand, and clayey sand with gravel. These materials are considered medium dense to very dense as indicated by penetration resistance values which ranged from 11 to greater than 100 bpf and averaged 69 bpf. A single sample of the clayey sand with gravel contained 39.1 percent gravel, 44.4 percent sand, and 16.5 percent fines. The natural moisture contents varied from 3.9 to 19.1 percent and averaged 10.1 percent. McIlhattan Road Improvements Site Conditions Bozeman, Montana Page 6 2.3.2 Ground Water Ground water was only encountered in the deep boring (B-01), at a depth of approximately 20 feet below the existing roadway surface. The water level shown on the log is based on the observation of free water on drilling equipment during drilling. The presence or absence of observed ground water may be directly related to the time of the subsurface investigation. Numerous factors contribute to seasonal ground water occurrences and fluctuations, and the evaluation of such factors is beyond the scope of this report. McIlhattan Road Improvements Engineering Analysis Bozeman, Montana Page 7 3.0 ENGINEERING ANALYSIS 3.1 Introduction The primary geotechnical concern regarding this project is the presence of very steep slopes on the downward side of the existing roadway. Existing slopes were estimated to be at least 1:1 or steeper based on visual observations. Very steep slopes such as these often experience surficial instabilities regardless of the composition of the slope due to erosion and surface moisture and cannot be readily mitigated without considerable site work to either flatten the slopes or retain them with properly designed retaining structures. Widening the roadway to the east, as proposed, poses little concern provided the resulting cut slopes are properly addressed to minimize the potential for slope instabilities. At this time, we understand that no retaining walls are planned for this project and that all cut slopes will be flattened as needed for stability. It will be critical to re-establish vegetation on all cut slopes as quickly as possible to minimize surface erosion and disturbance which can destabilize slopes. 3.2 Site Grading and Excavations The existing roadway is considered hilly with an overall downward slope towards the north. The south half of the project area exhibits steep to very steep slopes extending both up and down from the existing roadway. Slopes adjacent to the roadway exhibit grades estimated to be 1:1 or steeper, with areas already exhibiting signs of surface sloughing and instability. Based on our field work, lean clays are anticipated to be encountered at the subgrade elevation along most of the roadway alignment; however, areas along the south end may encounter gravels in the cut slope where the roadway will be widened depending on the conditions extending to the east outside the existing roadway. Ground water should be below the anticipated depth of excavations for roadway construction; however, depending on the time of year, occasional pockets of trapped or perched ground water associated with recent precipitation events should be anticipated in the cut slopes as well as potential for seepage emerging from cut slopes. All lean clay subgrade is expected to exhibit moistures which are higher than the optimum for compaction and will be sensitive to moisture and likely exhibit some instability to large construction traffic. 3.3 Preliminary Slope Stability Assessment Data obtained from boring B-01 were utilized to prepare a preliminary slope stability model intended to assess the overall risk of deep-seated slope failures which may have long-term impacts to the roadway. We are not aware of a full topographic survey of the roadway area having been performed at the time of this analysis and no information regarding the slopes were provided; thus, site topography was estimated from site observations and information available via Google Earth regarding the ground surface. Additionally, since only borings within the current roadway alignment were drilled for this project, information regarding subsurface conditions outside the limits of the existing roadway was obtained from various water well logs in the area for use in developing the preliminary cross-section used in our analysis. Our slope analyses were limited to the south portion McIlhattan Road Improvements Engineering Analysis Bozeman, Montana Page 8 of the roadway, which exhibits significantly steeper and taller slopes than those on the north end and exhibits evidence of surficial sloughing. The preliminary model for this project confirmed that deep-seated slope failures are unlikely for the existing roadway alignment due to the relatively shallow depth of the gravels. The stability model predicted safety factors with respect to slope failure generally exceeding 2.0 for any failure plane which would include the existing roadway. A minimum safety factor of 1.5 is typically required for newly constructed slopes; thus, the site is considered low risk for a deep-seated slope failure of the roadway. While deep-seated failure is unlikely, the very steep slopes present on the downslope side of the roadway are expected to continue to experience surficial instabilities due to their grade. Even strong gravel formations exhibit instabilities at slopes nearing 1:1 or steeper as this is approaching the material’s natural angle of repose, the steepest angle relative to the horizontal plane on which the material can be piled without slumping. The acceptable angle for stable slopes flattens for weaker materials such as topsoil and any clay materials which may be present above the gravel. These materials are much weaker and often result in surface failures of these materials which cannot support as steep of slopes. The introduction of water reduces the stability by acting as a lubricant, allowing particles to more easily shift around one another, increasing the weight of the soil, and reducing the strength of most materials. While temporarily stable under dry conditions, steep slopes often exhibit surface sloughs or slips due to erosion resulting from site grading and surface flows or seepage of water through the roadway embankment emerging from the face of the slope. Maintaining an adequate vegetative cover can help to control erosion and sloughing; however, often the ability to maintain vegetation on such steep grades is difficult, and vegetation alone often proves ineffective against sloughing. In order to reduce the potential for surficial slips like have been seen previously, the slopes would need to be flattened to more appropriate grades. This would be done either by adding a wedge of soil on the downslope side to build the slope outward to flatten grades or by re-aligning the roadway farther east and removing materials to flatten the slopes adequately. For most soil materials, stable slope configurations must be no steeper than a 2:1 (horizontal to vertical). The placement of fill to build out the existing slope is likely not possible as it would require earthwork to be performed on property owned by another party and in areas which may be delineated as wetlands based on field observations. Re-alignment of the roadway may be possible but would require a substantial amount of earthwork as the realignment would likely move centerline more than ten feet to the east. This option would need to be carefully evaluated and may require the use of retaining walls as it would be nearing the existing structures for the City of Bozeman Waste Management Office. The other option is to design a retaining wall or geosynthetically reinforced slope to support the downslope side of the roadway while staying within the limits of the property. Wall systems would likely be limited to mechanically stabilized earth (MSE) or soldier pile walls based on the height and site conditions, and neither of these options is expected to be cost effective for this project given the height of the wall structure needed. McIlhattan Road Improvements Engineering Analysis Bozeman, Montana Page 9 Without efforts to flatten the slopes, occasional surface sloughs and slips should be expected and will require periodic maintenance. These sloughs and slips are most likely to occur during spring or fall months when moisture is more prevalent. We would advise incorporating a shoulder width between the paved roadway and the existing slopes that is wide enough so that minor sloughs are less likely to impact the roadway; however, any sloughs should be repaired or address promptly, as they will continue to grow in size the longer they are left unaddressed and could eventually adversely impact the paved roadway. 3.4 Pavements A pavement section is a layered system designed to distribute concentrated traffic loads to the subgrade. Performance of the pavement structure is directly related to the physical properties of the subgrade soils and the magnitude and frequency of traffic loadings. Pavement design procedures are based on strength properties of the subgrade and pavement materials, along with the design traffic conditions. Traffic information was not available at the time of this report. We have assumed that traffic utilizing this portion of McIlhattan Road will be limited to primarily passenger-car traffic for access to the Snowfill dog park, new bike park, as well as the various businesses and residential housing areas north of this site. However, once improved, it is possible that larger truck traffic associated with accessing the City of Bozeman Waste Management site may also utilize this roadway more frequently. Thus, we have accounted for higher traffic on this roadway in the development of the recommended pavement section. Our analysis has been based on a 20-year design equivalent single axle load (ESAL) of 75,000 which equates to up to 150 passenger cars and 10 garbage trucks per day (each direction). The anticipated subgrade material is lean clay which is classified as an A-6 soil in accordance with the American Association of State Highway and Transportation Officials (AASHTO) classification. AASHTO considers this soil type to be a poor subgrade material due to its moisture sensitivity, high frost susceptibility, relatively low strength, and poor drainage properties. Typical California Bearing Ratio (CBR) values for this type of soil range from 3 to 5 percent when properly compacted. This was confirmed by laboratory testing which measured CBR values of just over 3 assuming the material could be properly compacted to at least 95 percent density. However, the in-situ moisture contents of the clay soils are up to ten percent higher than the optimum moisture content for compaction, which will inhibit the ability to reach these levels. Thus, our design is based on a reduced CBR value of 2.1 percent, which based on the laboratory testing and is indicative of approximately 90 percent compaction, the maximum anticipated to be achievable at in-situ moistures. While high levels of compaction are not likely, it will be necessary to compact the subgrade soils to the extent possible using static rolling methods prior to placing fill material associated with the pavement section. The fill should be selected, placed, and compacted in accordance with our recommendations. Due to the anticipated subgrade conditions and the limited compaction expected, the incorporation of a woven reinforcing geotextile is advised beneath pavement section gravels and over the prepared lean clay subgrade. This geotextile will act as both a separator and reinforcing element to McIlhattan Road Improvements Engineering Analysis Bozeman, Montana Page 10 prevent the upward migration of fines and the loss of aggregate into the subgrade, aid in compaction of the overlying gravels, and add strength to the pavement section, thereby prolonging the structural integrity and performance of the pavement section. The pavement section presented in this report is based on the laboratory measured CBR value of 2.1 percent, assumed traffic loadings, recommended pavement section design information presented in the Asphalt Institute and AASHTO Design Manuals, and our past pavement design experience in Bozeman. McIlhattan Road Improvements Recommendations Bozeman, Montana Page 11 4.0 RECOMMENDATIONS 4.1 Site Grading and Excavations 1. All topsoil and organic material and existing gravel surfacing should be removed from the proposed roadway alignment and any areas to receive site grading fill. 2. All fill and backfill should be non-expansive, free of organics and debris and should be approved by the project geotechnical engineer. The on-site soils, exclusive of topsoil, are suitable for use as general site grading fill, when required. We do not recommend the reuse of the existing pavement section gravels unless evaluated prior by our engineers due to the high potential for clay contamination of these materials which will impact its ability to drain water beneath the new roadway. 3. All fill should be placed in uniform lifts not exceeding 8 inches in thickness for fine- grained soils and not exceeding 12 inches for granular soils. All fill and backfill shall be moisture conditioned to near the optimum moisture content and compacted to the following percentages of the maximum dry density determined by a standard proctor test which is outlined by ASTM D698 or equivalent (e.g. ASTM D4253-D4254). a) Subgrade Beneath Pavement ..................................................... 90% b) Base & Subbase Courses Beneath Pavement ........................... 95% c) General Site Grading Fill ............................................................. 92% 4. Develop and maintain site grades which will rapidly drain surface runoff away from subgrade soils; both during and after construction. 5. It is the responsibility of the Contractor to provide safe working conditions in connection with underground excavations. Temporary construction excavations greater than four feet in depth, which workers will enter, will be governed by OSHA guidelines given in 29 CFR, Part 1926. The contractor is responsible to provide an OSHA knowledgeable individual during all excavation activities to regularly assess the soil conditions and ensure that all necessary safety precautions are implemented and followed. 4.2 Slope Stabilization Improvements Global stability risk for the existing slope appears to be low based on our preliminary stability models; however, the very steep slopes are expected to continue to experience surficial sloughing and slips such as those which have been seen unless improved. The following are considered to be options to help mitigate these surficial slope instabilities. McIlhattan Road Improvements Recommendations Bozeman, Montana Page 12 6. The easiest way to help alleviate the surface sloughing is to flatten the existing slopes to more conventional grades. This can be done either by placing a wedge of soil against the existing slope or by realigning the roadway further east to allow the existing slope to be flattened. We would advise that all slopes be no steeper than 2:1 (horizontal to vertical) and be revegetated promptly after regrading. Similar slopes should be maintained for all new cut slopes on the uphill side of the roadway. 7. Retaining wall options are possible to support the downhill side of the roadway; however, these structures would be very large and expensive to construct. Similar structure would require detailed engineering to design and are likely to be limited to either mechanically stabilized earth (MSE) or soldier-pile wall systems based on the existing conditions. Our engineers are available to discuss this option with you further if of interest. 8. Most of the surface sloughing and slips result from erosion of the soil surface or seepage emerging from the steep face of the slope. Thus, moisture management can be an ideal way to help reduce the risk. Efforts to minimize surface discharge of water down these slopes through the use of curb and gutter or cross grading of the roadway should be considered. Additionally, interceptor drains can be incorporated along the roadway shoulder on the upslope side in areas which are at higher risk of surface sloughing. A typical interceptor drain for roadway construction is shown on Construction Standard 02801-05. All areas with very steep downslope grades which have experienced or may experience surface sloughing would benefit from the inclusion of an interceptor drain to limit subsurface flow through the pavement system; however, we would likely advise the inclusion of this system at the existing drainage located near B-01, evident by the lush vegetation above and below the roadway. Ideally, this system would connect directly to a nearby storm water system, if available, but can be surface discharged when needed outside the problematic slope areas. 9. Geosynthetically reinforced slopes are possible to support the downhill side of the roadway; however, this approach would be expensive to construct and require the existing roadway embankment be removed and reconstructed incorporating appropriate geosynthetic materials and spacing. This system will also require detailed engineering to design. Our engineers are available to discuss this option with you further if of interest. 4.3 Pavements 10. The following pavement section or an approved equivalent section should be selected in accordance with the discussions in the Engineering Analysis. McIlhattan Road Improvements Recommendations Bozeman, Montana Page 13 Pavement Component Component Thickness Asphaltic Concrete Pavement 4” Crushed Base Course 4” Crushed Subbase Course 12” Total 20” 11. Final pavement thicknesses exceeding 3 inches shall be constructed in two uniform lifts. 12. Crushed base courses shall conform to the material properties outlined in Section 02235 of the Montana Public Works Standard Specifications (MPWSS). All gradations outlined in this specification are acceptable for this application based on the local availability and contractor preference. Crushed subbase courses shall conform to material properties outlined in Section 02234 of the MPWSS. All gradations outlined in this specification are acceptable for this application based on local availability and contractor preference. 13. Where the existing grades will be raised more than the thickness of the pavement section, all fill should be placed, compacted and meet the general requirements given in Item 2 above. 14. A geotextile is recommended between the pavement section and the prepared lean clay subgrade to prevent the migration of fines upward into the gravel and the loss of aggregate into the subgrade. A woven Mirafi RS380i, or equivalent, geotextile is recommended for this application to help reinforce the subgrade and promote compaction of the overlying gravels. 15. Ideally, the asphaltic cement should be a Performance Graded (PG) binder having the following minimum high and low temperature values based on the desired pavement reliability. Reliability Min. High Temp Rating Min. Low Temp Rating 50% 35.8 -23.8 98% 39.8 -32.6 The use of a PG 58-28 grade oil is advised for all pavements on this project. This oil will provide a reliability of approximately 80 percent which is generally adequate for most low traffic applications. McIlhattan Road Improvements Recommendations Bozeman, Montana Page 14 4.4 Continuing Services Three additional elements of geotechnical engineering service are important to the successful completion of this project. 16. Consultation between the geotechnical engineer and the design professionals during the design phases is highly recommended. This is important to ensure that the intentions of our recommendations are incorporated into the design, and that any changes in the design concept consider the geotechnical limitations dictated by the on-site subsurface soil and ground water conditions. 17. Observation, monitoring, and testing during construction is required to document the successful completion of all earthwork and foundation phases. A geotechnical engineer from our firm should be retained to observe the excavation and earthwork phases of the work to determine that subsurface conditions are compatible with those used in the analysis and design. 18. During site grading, placement of all fill and backfill should be observed and tested to confirm that the specified density has been achieved. We recommend that the Owner maintain control of the construction quality control by retaining the services of an experienced construction materials testing laboratory. We are available to provide construction inspection services as well as materials testing of compacted soils and the placement of Portland cement concrete and asphalt. In the absence of project specific testing frequencies, TD&H recommends the following minimum testing frequencies be used: Compaction Testing Road Subgrade 1 Test per 2,500 SF per Lift Road Base & Subbase 1 Test per 5,000 SF per Lift LF = Lineal Feet SF = Square Feet McIlhattan Road Improvements Summary of Field & Laboratory Studies Bozeman, Montana Page 15 5.0 SUMMARY OF FIELD AND LABORATORY STUDIES 5.1 Field Explorations The field exploration program was conducted on March 31, 2025. A total of three borings were drilled to depths ranging from 11.5 to 31.0 feet at the locations shown on Figure 1 to observe subsurface soil and ground water conditions. Boring B-02, as shown on the Figure 1, was planned for this project but could not be drilled due to unsafe conditions at the time of drilling. At this location, the roadway is especially narrow and had received snow and rain through the night making the roadway surface muddy and slick. The downslope side of the hill is very steep, and we were not authorized to completely close the road during our investigation. Thus, it was determined to be unsafe to attempt to drill while maintaining one lane of traffic with the conditions observed. The borings were advanced through the subsurface soils using a truck-mounted Longyear BK-81 drill rig equipped with 4.25-inch hollowstem augers. The subsurface exploration and sampling methods used are indicated on the attached boring logs. The borings were logged by Mr. Craig Nadeau, PE of TD&H Engineering. The location of the borings was recorded using a Trimble handheld GPS unit. The locations shown are accurate to within 18 inches of the actual field location. Samples of the subsurface materials were taken using 1⅜-inch I.D. split spoon samplers. The samplers were driven 18 inches, when possible, into the various strata using a 140-pound drop hammer falling 30 inches onto the drill rods. For each sample, the number of blows required to advance the sampler each successive six-inch increment was recorded, and the total number of blows required to advance the sampler the final 12 inches is termed the penetration resistance (“N- value”). This test is known as the Standard Penetration Test (SPT) described by ASTM D1586. Penetration resistance values indicate the relative density of granular soils and the relative consistency of fine-grained soils. Logs of all soil borings, which include soil descriptions, sample depths, and penetration resistance values, are presented on the Figures 2 through 5. Measurements to determine the presence and depth of ground water were made in the borings by lowering an electronic water sounder through the open boring or auger shortly after the completion of drilling. The depths or elevations of the water levels measured, if encountered, and the date of measurement are shown on the boring logs. 5.2 Laboratory Testing Samples obtained during the field exploration were returned to our materials laboratory where they were observed and visually classified in general accordance with ASTM D2487, which is based on the Unified Soil Classification System. Representative samples were selected for testing to determine the engineering and physical properties of the soils in general accordance with ASTM or other approved procedures. McIlhattan Road Improvements Summary of Field & Laboratory Studies Bozeman, Montana Page 16 Tests Conducted: To determine: Natural Moisture Content Representative moisture content of soil at the time of sampling. Grain-Size Distribution Particle size distribution of soil constituents describing the percentages of clay/silt, sand and gravel. Atterberg Limits A method of describing the effect of varying water content on the consistency and behavior of fine-grained soils. Moisture-Density Relationship A relationship describing the effect of varying moisture content and the resulting dry unit weight at a given compactive effort. Provides the optimum moisture content and the maximum dry unit weight. Also called a Proctor Curve. California Bearing Ratio The measure of a subgrade’s or granular base’s ability to resist deformation due to penetration during a saturated condition. Used to assist in pavement thickness designs. The laboratory testing program for this project consisted of 19 moisture-visual analyses, 5 sieve (grain-size distribution) analyses, and 4 Atterberg Limits analyses. The results of the water content analyses are presented on the boring logs, Figures 2 through 5. The grain-size distribution curves and Atterberg limits are presented on Figures 6 through 14. In addition, two proctor (moisture- density) tests and two California Bearing Ratio (CBR) tests were performed. The CBR and moisture density relationships are shown on Figures 15 through 18. McIlhattan Road Improvements Limitations Bozeman, Montana Page 17 6.0 LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area for use by the client for design purposes. The findings, analyses, and recommendations contained in this report reflect our professional opinion regarding potential impacts the subsurface conditions may have on the proposed project and are based on site conditions encountered. Our analysis assumes that the results of the exploratory borings are representative of the subsurface conditions throughout the site, that is, that the subsurface conditions everywhere are not significantly different from those disclosed by the subsurface study. Unanticipated soil conditions are commonly encountered and cannot be fully determined by a limited number of soil borings and laboratory analyses. Such unexpected conditions frequently require that some additional expenditures be made to obtain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs. The recommendations contained within this report are based on the subsurface conditions observed in the borings and are subject to change pending observation of the actual subsurface conditions encountered during construction. TD&H cannot assume responsibility or liability for the recommendations provided if we are not provided the opportunity to perform limited construction inspection and confirm the engineering assumptions made during our analysis. A representative of TD&H should be retained to observe all construction activities associated with subgrade preparation, foundations, and other geotechnical aspects of the project to ensure the conditions encountered are consistent with our assumptions. Unforeseen conditions or undisclosed changes to the project parameters or site conditions may warrant modification to the project recommendations. Long delays between the geotechnical investigation and the start of construction increase the potential for changes to the site and subsurface conditions which could impact the applicability of the recommendations provided. If site conditions have changed because of natural causes or construction operations at or adjacent to the site, TD&H should be retained to review the contents of this report to determine the applicability of the conclusions and recommendations provide considering the time lapse or changed conditions. Misinterpretation of the geotechnical information by other design team members is possible and can result in costly issues during construction and with the final product. Our geotechnical engineers are available upon request to review those portions of the plans and specifications which pertain to earthwork and foundations to determine if they are consistent with our recommendations and to suggest necessary modifications as warranted. This service was not included in the original scope of the project and will require additional fees for the time required for specification and plan document review and comment. In addition, TD&H should be involved throughout the construction process to observe construction, particularly the placement and compaction of all fill, preparation of all foundations, and all other geotechnical aspects. Retaining the geotechnical engineer who prepared your geotechnical report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. McIlhattan Road Improvements Limitations Bozeman, Montana Page 18 This report was prepared for the exclusive use of the owner and architect and/or engineer in the design of the subject facility. It should be made available to prospective contractors and/or the contractor for information on factual data only and not as a warranty of subsurface conditions such as those interpreted from the boring logs and presented in discussions of subsurface conditions included in this report. Prepared by: Reviewed by: Craig Nadeau PE & Principal Peter Klevberg PE Geotechnical Manager Geotechnical Engineer TD&H ENGINEERING TD&H ENGINEERING 0 3 6 9 12 15 18 21 Clayey GRAVEL with Sand (Roadway Gravels), appears medium dense, brown, moist Sandy Lean CLAY, firm to stiff, brown, moist - See Figures 15 and 17 for proctor and CBR results Poorly-Graded GRAVEL with Sand, medium dense to very dense, brown, slightly moist Clayey GRAVEL with Sand, very dense, brown, slightly moist Clayey SAND with Gravel, very dense, brown, moist to wet 1.0 3.5 9.0 17.0 BULK 3-9-15 50/5" 25-41- 41 15-30- 30 22-33- 50/4" 13-27- 48 G 50/5" 81 60 83/10" 75 LEGEND LOG OF SOIL BORING B-01SPT blows per foot Atterberg Limits Field Moisture content McIlhattan Road Improvements Bozeman, MontanaGroundwater Level Grab/composite sample 1-3/8-inch I.D. split spoon Logged by:Craig Nadeau, PE 2-1/2-inch I.D. split spoon Drilled by:Haztech Drilling Truck-mounted Longyear BK-81 with 4.25-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic 3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate boundaries between soil types. Actual boundaries may be gradual or transitional. 3-31-2025 B25-012-002 No sample recovery Figure No. 2 SheetGRAPHICLOGSOIL DESCRIPTION SURFACE:Gravel Roadway SURFACE ELEVATION:Not Measured DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT 0 10 20 30 40 50 = BLOWS PER FOOT = MOISTURE CONTENT 1 of 2 24 27 30 33 36 39 42 Clayey GRAVEL with Sand, very dense, brown, moist to wet Bottom of Boring 23.0 31.0 25-50/ 2" 30-50/ 5.5" 50/2" 50/5.5" LEGEND LOG OF SOIL BORING B-01SPT blows per foot Atterberg Limits Field Moisture content McIlhattan Road Improvements Bozeman, MontanaGroundwater Level Grab/composite sample 1-3/8-inch I.D. split spoon Logged by:Craig Nadeau, PE 2-1/2-inch I.D. split spoon Drilled by:Haztech Drilling Truck-mounted Longyear BK-81 with 4.25-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic 3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate boundaries between soil types. Actual boundaries may be gradual or transitional. 3-31-2025 B25-012-002 No sample recovery Figure No. 2 SheetGRAPHICLOGSOIL DESCRIPTION SURFACE:Gravel Roadway SURFACE ELEVATION:Not Measured DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT 0 10 20 30 40 50 = BLOWS PER FOOT = MOISTURE CONTENT 2 of 2 6 9 12 15 18 21 24 27 UNABLE TO DRILL DUE TO UNSAFE CONDITIONS ON ROADWAY - ROAD TOO NARROW WITH STEEP SLOPE AND WET MUDDY CONDITIONS LEGEND LOG OF SOIL BORING B-02SPT blows per foot Atterberg Limits Field Moisture content McIlhattan Road Improvements Bozeman, MontanaGroundwater Level Grab/composite sample 1-3/8-inch I.D. split spoon Logged by:Craig Nadeau, PE 2-1/2-inch I.D. split spoon Drilled by:Haztech Drilling Truck-mounted Longyear BK-81 with 4.25-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic 3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate boundaries between soil types. Actual boundaries may be gradual or transitional. 3-31-2025 B25-012-002 No sample recovery Figure No. 3 SheetGRAPHICLOGSOIL DESCRIPTION SURFACE:Gravel Roadway SURFACE ELEVATION:Not Measured DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT 0 10 20 30 40 50 = BLOWS PER FOOT = MOISTURE CONTENT 1 of 1 0 3 6 9 12 15 18 21 Clayey GRAVEL with Sand (Roadway Gravels), relatively dense, brown, slightly moist Lean CLAY with Sand, stiff to firm, dark brown, moist Clayey SAND with Gravel, medium dense, brown, slightly moist Bottom of Boring 1.5 10.8 12.0 Ground water not encoun- tered 3-4-5 3-6-7 3-2-3 2-4-7- 11 LEGEND LOG OF SOIL BORING B-03SPT blows per foot Atterberg Limits Field Moisture content McIlhattan Road Improvements Bozeman, MontanaGroundwater Level Grab/composite sample 1-3/8-inch I.D. split spoon Logged by:Craig Nadeau, PE 2-1/2-inch I.D. split spoon Drilled by:Haztech Drilling Truck-mounted Longyear BK-81 with 4.25-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic 3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate boundaries between soil types. Actual boundaries may be gradual or transitional. 3-31-2025 B25-012-002 No sample recovery Figure No. 4 SheetGRAPHICLOGSOIL DESCRIPTION SURFACE:Gravel Roadway SURFACE ELEVATION:Not Measured DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT 0 10 20 30 40 50 = BLOWS PER FOOT = MOISTURE CONTENT 1 of 1 0 3 6 9 12 15 18 21 ASPHALT BASE: Poorly-Graded GRAVEL with Sand, relatively dense, gray and brown, moist Lean CLAY, soft to firm, brown, moist - See Figures 16 and 18 for proctor and CBR results Clayey SAND with Gravel, dense, brown, moist Sandy Lean CLAY, firm, brown, moist Bottom of Boring 0.3 0.8 7.0 9.0 11.5 Ground water not encoun- tered 12-6-5 1-2-2 BULK 5-3-2 16-23- 15 3-3-3 G G LEGEND LOG OF SOIL BORING B-04SPT blows per foot Atterberg Limits Field Moisture content McIlhattan Road Improvements Bozeman, MontanaGroundwater Level Grab/composite sample 1-3/8-inch I.D. split spoon Logged by:Craig Nadeau, PE 2-1/2-inch I.D. split spoon Drilled by:Haztech Drilling Truck-mounted Longyear BK-81 with 4.25-inch HSA2-1/2-inch I.D. ring sampler GNP = Granular and Nonplastic 3-inch I.D. thin-walled sampler Note: The stratification lines represent approximate boundaries between soil types. Actual boundaries may be gradual or transitional. 3-31-2025 B25-012-002 No sample recovery Figure No. 5 SheetGRAPHICLOGSOIL DESCRIPTION SURFACE:Asphalt Roadway SURFACE ELEVATION:Not Measured DEPTH (FT)GROUNDWATERSPT BLOWCOUNTSSAMPLEDEPTH (FT)PENETRATION RESISTANCE/MOISTURE CONTENT 0 10 20 30 40 50 = BLOWS PER FOOT = MOISTURE CONTENT 1 of 1 Tested By: BS / IR Checked By: Particle Size Distribution Report ASTM C117 & C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.00010.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.0 8.8 18.2 21.8 51.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description Atterberg Limits Coefficients Classification Test Remarks Sample Date:Location: B-01 Sample Number: A-31514 Depth: 2.5 - 5.0 ft Client: Project: Project No: Figure Sieve Size or Diam. (mm.) Finer (%) Spec.* (%) Out of Spec. (%) Pct. of Fines Sandy Lean CLAY #4 #10 #20 #40 #60 #80 #100 #200 100.0 91.2 83.0 73.0 64.4 60.1 57.8 51.2 14 31 17 1.7706 1.0219 0.1783 CL A-6(5) Report No. A-31514-206 Report Date: 4-23-2025 F.M.=1.17 3-31-2025 Gallatin Valley Land Trust McIlhattan Road Improvements Bozeman, Montana B25-012-002 PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *(no specification provided) 6 Tested By: IR Checked By: Particle Size Distribution Report ASTM C117 & C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.00010.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.3 2.6 9.0 11.7 74.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description Atterberg Limits Coefficients Classification Test Remarks Sample Date:Location: B-03 Sample Number: A-31515 Depth: 2.5 - 4.0 ft Client: Project: Project No: Figure Sieve Size or Diam. (mm.) Finer (%) Spec.* (%) Out of Spec. (%) Pct. of Fines Lean CLAY with Sand 3/8" #4 #10 #20 #40 #60 #80 #100 #200 100.0 97.7 95.1 91.0 86.1 82.4 80.2 78.9 74.4 Not Tested Not Tested Not Tested 0.7313 0.3629 CL Report No. A-31515-206 report Date: 4-23-2025 F.M.=0.63 3-31-2025 Gallatin Valley Land Trust McIlhattan Road Improvements Bozeman, Montana B25-012-002 PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *(no specification provided) 7 Tested By: BS / IR Checked By: Particle Size Distribution Report ASTM C117 & C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.00010.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 1.3 1.2 2.0 5.3 90.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description Atterberg Limits Coefficients Classification Test Remarks Sample Date:Location: B-04 Sample Number: A-31523 Depth: 2.0 - 5.0 ft Client: Project: Project No: Figure Sieve Size or Diam. (mm.) Finer (%) Spec.* (%) Out of Spec. (%) Pct. of Fines Lean CLAY 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #80 #100 #200 100.0 99.9 99.6 98.7 97.5 96.5 95.5 94.5 93.9 93.4 90.2 98.8 97.7 96.7 95.7 95.1 94.6 91.4 18 35 17 CL A-6(15) Report No. A-31523-206 Report Date: 4-23-2025 F.M.=0.23 3-31-2025 Gallatin Valley Land Trust McIlhattan Road Improvements Bozeman, Montana B25-012-002 PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *(no specification provided) 8 Tested By: BS Checked By: Particle Size Distribution Report ASTM C117 & C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.00010.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 13.6 25.5 11.7 16.8 15.9 16.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description Atterberg Limits Coefficients Classification Test Remarks Sample Date:Location: B-04 Sample Number: A-31525 Depth: 7.5 - 9.0 ft Client: Project: Project No: Figure Sieve Size or Diam. (mm.) Finer (%) Spec.* (%) Out of Spec. (%) Pct. of Fines Clayey SAND with Gravel 1.5 1 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #80 #100 #200 100.0 92.0 86.4 75.4 71.3 60.9 49.2 40.2 32.4 27.1 24.0 21.9 16.5 Not Tested Not Tested Not Tested 22.8698 18.0314 4.4516 2.1300 0.3369 SC Report No. A-31525-206 Report Date: 4-23-2025 F.M.=4.00 3-31-2025 Gallatin Valley Land Trust McIlhattan Road Improvements Bozeman, Montana B25-012-002 PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *(no specification provided) 9 Tested By: BS Checked By: Particle Size Distribution Report ASTM C117 & C136 PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.00010.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.2 1.8 14.7 24.8 58.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Test Results (ASTM C117 & C136)Material Description Atterberg Limits Coefficients Classification Test Remarks Sample Date:Location: B-04 Sample Number: A-31526 Depth: 10.0 - 11.5 ft Client: Project: Project No: Figure Sieve Size or Diam. (mm.) Finer (%) Spec.* (%) Out of Spec. (%) Pct. of Fines Sandy Lean CLAY 3/8" #4 #10 #20 #40 #60 #80 #100 #200 100.0 99.8 98.0 91.2 83.3 77.0 72.2 68.9 58.5 18 31 13 0.7532 0.4894 0.0830 CL A-6(5) Report No. A-31526-206 Report Date: 4-23-2025 F.M.=0.72 3-31-2025 Gallatin Valley Land Trust McIlhattan Road Improvements Bozeman, Montana B25-012-002 PL= LL= PI= D90= D85= D60= D50= D30= D15= D10= Cu= Cc= USCS= AASHTO= *(no specification provided) 10 Tested By: BC Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT29.6 30 30.4 30.8 31.2 31.6 32 32.4 32.8 33.2 33.6 NUMBER OF BLOWS 5 6 7 8 9 10 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No. Client: Remarks: Project: Location: B-01 Sample Number: A-31514 Depth: 2.5 - 5.0 ft Figure Sandy Lean CLAY 31 14 17 73.0 51.2 CL B25-012-002 Gallatin Valley Land Trust 11 Report No. A-31514-207 Report Date: 4-23-2025McIlhattan Road Improvements Bozeman, Montana Tested By: IR Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT47 47.4 47.8 48.2 48.6 49 49.4 49.8 50.2 50.6 51 NUMBER OF BLOWS 5 6 7 8 9 10 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No. Client: Remarks: Project: Location: B-03 Sample Number: A-31516 Depth: 5.0 - 6.5 ft Figure Lean CLAY with Sand 49 23 26 Not Tested Not Testd CL B25-012-002 Gallatin Valley Land Trust 12 Report No. A-31516-207 Report Date: 4-23-2025McIlhattan Road Improvements Bozeman, Montana Tested By: BC Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT33.2 33.6 34 34.4 34.8 35.2 35.6 36 36.4 36.8 37.2 NUMBER OF BLOWS 5 6 7 8 9 10 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No. Client: Remarks: Project: Location: B-04 Sample Number: A-31523 Depth: 2.0 - 5.0 ft Figure Lean CLAY 35 18 17 95.5 90.2 CL B25-012-002 Gallatin Valley Land Trust 13 Report No. A-31523-207 Report Date: 4-23-2025McIlhattan Road Improvements Bozeman, Montana Tested By: BS Checked By: LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX0 10 20 30 40 50 60 LIQUID LIMIT 0 10 20 30 40 50 60 70 80 90 100 110 CL-ML C L o r O L C H o r O H ML or OL MH or OH Dashed line indicates the approximate upper limit boundary for natural soils 47 WATER CONTENT29.2 29.6 30 30.4 30.8 31.2 31.6 32 32.4 32.8 33.2 NUMBER OF BLOWS 5 6 7 8 9 10 20 25 30 40 MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS Project No. Client: Remarks: Project: Location: B-04 Sample Number: A-31526 Depth: 10.0 - 11.5 ft Figure Sandy Lean CLAY 31 18 13 83.3 58.5 CL B25-012-002 Gallatin Valley Land Trust 14 Report No. A-31526-206 Report Date: 4-23-2025McIlhattan Road Improvements Bozeman, Montana Tested By: BS Checked By: Moisture-Density Test Report for Curve No. A-31514 Dry density, pcf100 105 110 115 120 125 Water content, % 5 7.5 10 12.5 15 17.5 20 12.9%, 118.5 pcf ZAV for Sp.G. = 2.70 Test specification:ASTM D 698-12 Method A Standard 2.5 - 5.0 ft CL A-6(5) Not Tested 2.7 31 17 0.0 51.2 Sandy Lean CLAY B25-012-002 Gallatin Valley Land Trust Report No. A-31514-204 Report Date: 4-23-20254-16-2025 15 Elev/ Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist. #4 No.200 TEST RESULTS MATERIAL DESCRIPTION Project No. Client:Remarks: Project: Date: Location: B-01 Sample Number: A-31514 Figure Maximum dry density = 118.5 pcf Optimum moisture = 12.9 % McIlhattan Road Improvements Bozeman, Montana Tested By: BS Checked By: Moisture-Density Test Report for Curve No. A-31523 Dry density, pcf102 104 106 108 110 112 Water content, % 10 12 14 16 18 20 22 16.8%, 109.9 pcf ZAV for Sp.G. = 2.70 Test specification:ASTM D 698-12 Method A Standard 2.0 - 5.0 ft CL A-6(15) Not Tested 2.7 35 17 1.3 90.2 Lean CLAY B25-012-002 Gallatin Valley Land Trust Report No. A-31523-204 Report Date: 4-23-20254-14-2025 16 Elev/ Classification Nat.Sp.G. LL PI % > % < Depth USCS AASHTO Moist. #4 No.200 TEST RESULTS MATERIAL DESCRIPTION Project No. Client:Remarks: Project: Date: Location: B-04 Sample Number: A-31523 Figure Maximum dry density = 109.9 pcf Optimum moisture = 16.8 % McIlhattan Road Improvements Bozeman, Montana Tested By: CRN Checked By: BEARING RATIO TEST REPORT ASTM D1883-14 Project No: B25-012-002 Project:McIlhattan Road Improvements Location: B-01 Sample Number: A-31514 Depth: 2.5 - 5.0 ft Date: 3-31-2025 Sandy Lean CLAY Test Description/Remarks: ASTM D698 with 6-inch mold 96-hour soak prior to testing Report No. A-31514-210 Report Date: 5-9-2025 Figure 17 118.5 12.9 31 17CL Material Description USCS Max. Dens. (pcf) Optimum Moisture (%) LL PI Molded Density (pcf) Percent of Max. Dens. Moisture (%) Soaked Density (pcf) Percent of Max. Dens. Moisture (%) CBR (%) 0.10 in. 0.20 in. Linearity Correction (in.) Surcharge (lbs.) Max. Swell (%) 1 104.5 88.2 13.8 104.6 88.2 17.5 2.1 1.8 0.000 10 0 2 113.9 96.1 14.3 113.6 95.9 14.8 3.2 3.1 0.000 10 0.2 3 116.4 98.2 14.8 116.2 98.1 14.4 4.9 4.8 0.000 10 0.1Penetration Resistance (psi)0 40 80 120 160 200 Penetration Depth (in.) 0 0.1 0.2 0.3 0.4 0.5 Swell (%)-0.17 -0.12 -0.07 -0.02 0.03 0.08 0.13 0.18 0.23 0.28 0.33 Elapsed Time (hrs) 0 24 48 72 96CBR (%)0 1.5 3 4.5 6 Molded Density (pcf) 100 104 108 112 116 120 10 blows 20 blows 64 blows CBR at 90% Max. Density = 2.1% for 0.10 in. Penetration Tested By: CRN Checked By: BEARING RATIO TEST REPORT ASTM D1883-14 Project No: B25-012-002 Project:McIlhattan Road Improvements Location: B-04 Sample Number: A-31523 Depth: 2.0 - 5.0 ft Date: 3-31-2025 Lean CLAY Test Description/Remarks: ASTM D698 with 6-inch mold 96-hour soak prior to testing Report No. A-31523-210 Report Date: 5-9-2025 Figure 18 109.9 16.8 35 17CL Material Description USCS Max. Dens. (pcf) Optimum Moisture (%) LL PI Molded Density (pcf) Percent of Max. Dens. Moisture (%) Soaked Density (pcf) Percent of Max. Dens. Moisture (%) CBR (%) 0.10 in. 0.20 in. Linearity Correction (in.) Surcharge (lbs.) Max. Swell (%) 1 95.0 86.4 17.9 94.4 85.9 22.9 2.2 1.8 0.000 10 0.7 2 102.7 93.4 19.2 102.3 93.1 19.8 2.6 3.0 0.000 10 0.4 3 105.3 95.8 20.0 104.7 95.3 18.9 4.5 4.5 0.000 10 0.5Penetration Resistance (psi)0 20 40 60 80 100 Penetration Depth (in.) 0 0.1 0.2 0.3 0.4 0.5 Swell (%)0 0.2 0.4 0.6 0.8 1 Elapsed Time (hrs) 0 24 48 72 96CBR (%)0 1.5 3 4.5 6 Molded Density (pcf) 92 96 100 104 108 112 10 blows 20 blows 64 blows CBR at 90% Max. Density = 2.2% for 0.10 in. Penetration General Project Information Project Number: B25-012-002 Project Title: McIlhattan Road Improvements Project Description: Climatic Data Source (MERRA) Latitude, Degree: 45.71744 Longitude, Degree: -111.03399 Climatic Data Lowest Yearly Air Temperature, ºC: -31.47 Low Air Temp Standard Deviation, ºC: 5.13 Yearly Degree-Days > 10 Deg. ºC: 1662.04 High Air Temperature of high 7 days: 28.96 Standard Dev. of the high 7 days: 1.98 Low Pavement Temperature 50%*: -30.50 Low Pavement Temperature 98%*: -39.30 High Avg Pavement Temperature of 7 Days 50%: 50.94 High Avg Pavement Temperature of 7 Days 98%: 55.10 Target Rut Depth Target Rut Depth (mm): 16.5 Temperature Adjustments Depth of Layer, mm: 0 Base HT PG: 52 Traffic Adjustments Traffic loading Cumulative ESAL for the Design Period, Millions: 0.1 Traffic Speed (Fast: >70 km/h, Slow: 20-70 km/h, Standing: < 20 km/h): Slow Performance Grade AASHTO M320-10 Performance-Graded Asphalt Binder PG Temperature High Low Performance Grade Temperature at 50% Reliability*35.8 -23.8 Performance Grade Temperature at 98% Reliability*39.8 -32.6 Adjustment for Traffic (AASHTO M323-13)2.8 Adjustment for Depth 0.0 0.0 Adjusted Performance Grade Temperature 42.6 -32.6 Selected PG Grade 52 -34 PG Grade M323, PG 52-34 5/13/25, 6:38 PM LTPPBind Online about:blank 1/2 QUALITY CHECK: DESIGNED BY: DRAWN BY: CAD NO. JOB NO. DATE: 02801-05 Engineering tdhengineering.com CONSTRUCTION STANDARD NO. 02801-05 INTERCEPTOR DRAIN RLT CRN MMJ 5/21/15 FIGURE MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (2/21/2007 3:49:21 PM) Site Name: MBMG RESEARCH * LF 2A GWIC Id: 147363 Section 1: Well Owner(s) Section 2: Location Township Range Section Quarter Sections 01S 06E 30 SE¼ SE¼ SE¼ SW¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.714841 -111.031747 TRS-SEC NAD83 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water RESEARCH (1) Section 4: Type of Work Drilling Method: Status: NEW WELL Section 5: Well Completion Date Date well completed: Wednesday, February 20, 1985 Section 6: Well Construction Details Borehole dimensions From To Diameter 0 33 8 Casing From To Diameter Wall Thickness Pressure Rating Joint Type 0 33 4 PVC Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 22 23.5 4 SAW SLOTS Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 0 0 BENTONITE Section 7: Well Test Data Total Depth: 33 Static Water Level: Water Temperature: Unknown Test Method * Yield gpm. Pumping water level feet. Time of recovery hours. Recovery water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks Section 9: Well Log Geologic Source Unassigned From To Description 0 3 TOPSOIL DARK BROWN TO BLACK 3 8 SILT CLAYEY DARK BROWN TO BLACK 8 13 CLAY SILTY BLACK GRAVEL ABOUT 13' 13 14 GRAVEL VERY COARSE W/ ANGULAR FRAG SANDSTONE 14 18 CLAY SILTY BLACK WITH GRAVELS & ANGULAR FRAG. 18 23 SAND.MED-COARSE WITH SOME GRAVELS 23 28 NO RETURN DRILLING ALTERNATING GRINDING (GRAVELS) AND SOFT DRILLING (CLAY) 28 29 NO RETURN GRINDING GRAVELS 29 33 NO RETURN GRINDING GRAVELS Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:FAS License No:- Date Completed:2/20/1985 5/13/25, 2:39 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2025 https://mbmggwic.mtech.edu/reports/SiteSummary.asp?gwicid=147363&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (6/19/2014 11:24:20 AM) Site Name: CITY OF BOZEMAN SANITARY LANDFILL * * MW-10 GWIC Id: 254642 Section 1: Well Owner(s) 1) CITY OF BOZEMAN SANITARY LANDFILL (MAIL) N/A BOZEMAN MT N/A [06/22/1994] Section 2: Location Township Range Section Quarter Sections 01S 06E 30 SW¼ SE¼ SE¼ SW¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.71513 -111.03349 NAV-GPS WGS84 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: HOLLOWSTEM AUGER Status: NEW WELL Section 5: Well Completion Date Date well completed: Wednesday, June 22, 1994 Section 6: Well Construction Details Borehole dimensions From To Diameter 0 13.5 12 Casing From To Diameter Wall Thickness Pressure Rating Joint Type -2 4 6 STEEL -1 13 2 FLUSH THREAD PVC-SCHED 40 Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 8 13 2 0.02"FACTORY SLOTTED Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 0 1 CONCRETE 1 7 HOLEPLUG 7 13.5 10/20 CSSI SAND Section 7: Well Test Data Total Depth: 13.5 Static Water Level: Water Temperature: * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks BAILED APPROXIMATELY 15 GALLONS WITH DISPOSABLE BAILER. Section 9: Well Log Geologic Source Unassigned From To Description 0 6 SILT. SANDY SILT, HIGHLY ORGANIC, MOIST, BLACK. 6 8.5 SAND. SILTY SAND, BLACK, FEW GRAVEL CLASTS. 8.5 13.5 GRAVEL. SANDY GRAVEL, ORGANIC, BLACK. Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name:WALT Company:HUNTINGDON ENGINEERING AND ENVIRONMENTAL, INC License No:- Date Completed:6/22/1994 5/13/25, 2:40 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2025 https://mbmggwic.mtech.edu/reports/SiteSummary.asp?gwicid=254642&reqby=M&1/1 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View scanned well log (6/19/2014 11:33:52 AM) Site Name: CITY OF BOZEMAN SANITARY LANDFILL * * MW-4 GWIC Id: 254658 Section 1: Well Owner(s) 1) CITY OF BOZEMAN SANITARY LANDFILL (MAIL) N/A BOZEMAN MT N/A [05/10/1986] Section 2: Location Township Range Section Quarter Sections 01S 06E 30 NE¼ SE¼ SE¼ SW¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.71576 -111.03182 NAV-GPS WGS84 Ground Surface Altitude Ground Surface Method Datum Date Addition Block Lot Section 3: Proposed Use of Water MONITORING (1) Section 4: Type of Work Drilling Method: CABLE TOOL Status: NEW WELL Section 5: Well Completion Date Date well completed: Saturday, May 10, 1986 Section 6: Well Construction Details Borehole dimensions From To Diameter 0 39 6 Casing From To Diameter Wall Thickness Pressure Rating Joint Type 0 37 4 FLUSH THREAD PVC-SCHED 40 Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 27 37 4 0.030 FACTORY SLOTTED Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 0 1 CONCRETE 1 2 BENTONITE 2 21 CUTTINGS 21 23 BENTONITE 23 38 SILICA SAND 38 39 CUTTINGS Section 7: Well Test Data Total Depth: 39 Static Water Level: 20.6 Water Temperature: * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks BAILED OUT HOLE WITH SURGE SAND BAILER BEFORE INSTALLATION OF PVC. 6 IN. DIAMETER THREADED STEEL CASING WAS USED. Section 9: Well Log Geologic Source Unassigned From To Description 0 2 TOPSOIL; DARK BROWN TO BLACK, SILTY-CLAYEY LOAM; ORGANICS. 2 4 SILTY SANDY GRAVEL; (70% GRAVEL, 30% SAND AND SILT); GRAVELS MODERATELY ROUNDED, UP TP 1.5 IN., SMALLER GRAVELS ARE SUBANGULAR TO SUBROUNDED, GRAVELS ARE LIMESTONE; POORLY SORTED, SILT/SAND MATRIX TAN TO ORANGE. 4 10 GRAVELLY SILTY SAND; (60% SAND AND SILT, 40% GRAVLE); LESS GRAVELS THAN ABOVE, HARD DRILLING, A FEW THIN BEDS OF ORANGE TO TAN CLAY; LIGHT BROWN TO RED MATRIX. 10 13 SAND AND GRAVEL; (SAND 50%. GRAVEL 50%); OCCASIONAL THIN BEDS OF REDDISH-ORANGE CLAY 1-3 IN., DRILLS HARD, APPROXIMATELY 5 FEET/HOUR. CLASTS ARE PREDOMINANTLY DARK GRAY TO BLACK LIMESTONE, MOSTLY CARBONATES, OCCASIONAL QUARTZ AND CHERT GRAINS, PLENTY OF CALCITE. 13 22 CLAYEY SANDY GRAVEL, DRILLS HARD; CORE SAMPLE AT 14.5 FT., 100 BLOWS/3 IN. SAMPLE; CORE RECOVERED LIMESTONE CLAST 1 IN. DIAMETER, MATRIX OF SANDY CLAY, ORANGE TAN, CORE SAMPLE AT 20 FT., 100 BLOWS/8 IN. SAMPLE, CORE - SANDY GRAVEL, LITTLE CLAY, CLASTS 1/4 TO 1/2 IN. LIMESTONE GRAVELS, MATRIX - DARK ORANGE BROWN SAND. 22 28 SAND AND GRAVEL; (70% SAND, 30% GGRAVEL); GRAVEL UP TP 1 IN., LIMESTONE GRAVELS, MEDIUM TO FINE SAND, POORLY SORTED SUBROUNDED, DARK BROWN TO ORANGE, CORE SAMPLE AT 25 FT., 100 BLOWS/3 IN. SAMPLE. 28 34 GRAVEL; (80% GRAVEL, 20% SAND); GRAVEL UP TP 2 IN. DIAMETER, DARK GRAY LIMESTONE, MEDIUN TO FINE SAND MATRIX, VERY HARD DRILLING; CALICHE ON CLAST SURFACES, VERY LITTLE SILT AND CLAY. CORE SAMPLE AT 30 FT., 100 BLOWS/4 IN. SAMPLE; RECOVERED A FEW LARGE GRAVELS, NO MATRIX. 34 39 SILTY CLAY; TAN TO ORANGE, FAST EASY DRILLING. HOLE STAYS OPEN, APPEARS TO MAKE WATER AT 33 FT., CLAY STICKS TO DRILL TOOL. 5/13/25, 2:40 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2025 https://mbmggwic.mtech.edu/reports/SiteSummary.asp?gwicid=254658&reqby=M&1/2 Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name:JOE AND LAWRENCE Company:MAHURIN DRILLING License No:WWC-359 Date Completed:5/10/1986 5/13/25, 2:40 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2025 https://mbmggwic.mtech.edu/reports/SiteSummary.asp?gwicid=254658&reqby=M&2/2 MONTANA WELL LOG REPORT Other Options This well log reports the activities of a licensed Montana well driller, serves as the official record of work done within the borehole and casing, and describes the amount of water encountered. This report is compiled electronically from the contents of the Ground Water Information Center (GWIC) database for this site. Acquiring water rights is the well owner's responsibility and is NOT accomplished by the filing of this report. Go to GWIC website Plot this site in State Library Digital Atlas Plot this site in Google Maps View hydrograph for this site View field visits for this site View scanned well log (2/21/2007 3:49:01 PM) Site Name: CITY OF BOZEMAN - LANDFILL GWIC Id: 181714 DNRC Water Right: 110068 Section 1: Well Owner(s) 1) CITY OF BOZEMAN (MAIL) 2143 STORY MILL ROAD BOZEMAN MT 59771 [11/08/1999] Section 2: Location Township Range Section Quarter Sections 01S 06E 30 NE¼ SE¼ SE¼ SW¼ County Geocode GALLATIN Latitude Longitude Geomethod Datum 45.71599 -111.0317 NAV-GPS NAD83 Ground Surface Altitude Ground Surface Method Datum Date 4730 MAP NGVD29 6/29/2010 Measuring Point Altitude MP Method Datum Date Applies 4732 MAP NGVD29 6/29/2010 Addition Block Lot Section 3: Proposed Use of Water UNKNOWN (1) DOMESTIC (2) Section 4: Type of Work Drilling Method: ROTARY Status: NEW WELL Section 5: Well Completion Date Date well completed: Monday, November 8, 1999 Section 6: Well Construction Details Borehole dimensions From To Diameter 0 95 6 Casing From To Diameter Wall Thickness Pressure Rating Joint Type -1.8 90 6 .250 STEEL Completion (Perf/Screen) From To Diameter # of Openings Size of Openings Description 90 90 6 OPEN BOTTOM Annular Space (Seal/Grout/Packer) From To Description Cont. Fed? 0 0 BENTONITE Y Section 7: Well Test Data Total Depth: 95 Static Water Level: 37 Water Temperature: Air Test * 20 gpm with drill stem set at 87 feet for 1 hours. Time of recovery 1 hours. Recovery water level 37 feet. Pumping water level feet. * During the well test the discharge rate shall be as uniform as possible. This rate may or may not be the sustainable yield of the well. Sustainable yield does not include the reservoir of the well casing. Section 8: Remarks Section 9: Well Log Geologic Source 120SNGR - SAND AND GRAVEL (TERTIARY) From To Description 0 2 GRAVEL AND DIRT FILL 2 25 SANDY BROWN CLAY 25 81 CLAYBOUND GRAVEL AND SAND 81 95 GRAVEL AND SAND Driller Certification All work performed and reported in this well log is in compliance with the Montana well construction standards. This report is true to the best of my knowledge. Name: Company:VAN DYKEN DRILLING INC License No:WWC-380 Date Completed:11/8/1999 5/13/25, 2:41 PM Montana's Ground-Water Information Center (GWIC) | Site Report | V.11.2025 https://mbmggwic.mtech.edu/reports/SiteSummary.asp?gwicid=181714&reqby=M&1/1 TD&H Engineering Consultants Great Falls, Kalispell, Bozeman, MT Spokane, WA; Lewiston, ID, Watford City, ND TD&H Engineering Consultants Great Falls, Kalispell, Bozeman, MT Spokane, WA; Lewiston, ID, Watford City, ND