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HomeMy WebLinkAbout005_StormwaterDesignReport BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 Bozeman, Montana JULY 2025 DRAINAGE REPORT FOR BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN 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 7/8/2025 July 2025 Project No. 17095.13 DRAINAGE REPORT BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN BOZEMAN, MONTANA 59715 SITE NARRATIVE The purpose of this drainage report is to present a summary of calculations to quantify the stormwater runoff for the Bozeman Health Campus Phase 1 project (referred to in this document as “the project”). All design criteria and calculations are in accordance with the City of Bozeman Design and Construction Standards, dated October 2024. The site stormwater improvements have been designed with the intent of meeting the current drainage regulations for the City of Bozeman. LOCATION The development site is located on the Bozeman Health Campus at 915 Highland Boulevard in Bozeman, Montana. The project is in Sections 8, 17, and 18, Township 2 South, Range 6 East in Gallatin County. Parking Lot E is west of the Bozeman Health Complex, Gravel Lot I is south, and Lot A is east. EXISTING SITE CONDITIONS The Lot A addition location is currently an undeveloped lot with native grasses. The native grasses generally slope to the northeast at grades of 10-20% towards an existing detention pond in the northeast corner of the undeveloped area. Lot A is bordered by Highland Boulevard to the east, Ellis Street to the north, a one-way access to the west, and the existing Lot A to the south. The Lot E addition is currently an undeveloped lot with native grasses. The native grasses slope towards an existing detention pond directly to the west of the existing parking Lot E. There is an access road that loops around the existing stormwater pond and provides westerly access to the maintenance yard. The Maintenance yard is gravel-surfaced and slopes to the north at grades of 2-5%. Lot I is a gravel-surfaced parking lot that slopes to the north at grades of 5-10%. There are concrete jersey barriers that act as the northern boundary of the parking lot. Old Drainage Report Page 2 of 12 July 2025 Highland Boulevard runs to the west of the parking lot and Highland Boulevard is to the east. The parking lot is accessed by two approaches from Old Highland Boulevard. There is no existing storm infrastructure within the parking lot. PROPOSED PROJECT The proposed project includes the expansion of parking Lot A and Lot E. Parking Lot A will have an addition of 192 parking stalls. The expansion will connect the existing Lot A to the one-way access road that connects to Ellis Street. The addition to Lot A will require the construction of four retaining walls and an expansion to the existing stormwater detention pond. A series of inlets and manholes are proposed to transport stormwater to the expanded detention pond. The addition of Lot E will add 168 parking stalls. The expansion will connect Lot E to the maintenance yard, and the gravel maintenance yard will be expanded to the east paved with asphalt. A new stormwater detention pond will be developed to the west to manage stormwater from the east face of Peets Hill. The existing stormwater detention pond between the maintenance yard and Old Highland Boulevard will be expanded to manage stormwater from the paved maintenance yard. An underground ADS chamber system will be constructed for the purpose of retaining stormwater within the paved parking lot. Rock mulch swales are to be constructed between the parking aisles to treat and infiltrate water prior to discharging into the proposed ADS chamber system. Lot I will be reclaimed as a landscape area within the project and no longer be available for staff or patient parking. The gravel surfacing will be transported to the westerly expansion of Parking Lot E and used as base course material. HYDROLOGY The rational method was used to determine peak runoff rates and volumes since all basins within the project are less than 5 acres. The rational formula provided in the City of Bozeman Design and Construction Standards was used to calculate the peak runoff rates on-site, time of concentration, rainfall intensities, etc. To be conservative we used a time of concentration of 5 minutes within the parking lot basins. For asphalt concrete surfaces, a runoff coefficient of 0.95 was assumed, for landscape surfaces, a runoff coefficient of 0.15 was assumed, and for gravel surfaces, a runoff coefficient of 0.80 was assumed. The project proposes the redevelopment of two existing detention ponds, and the construction of an underground chamber system to manage the on-site drainage. The required detention and retention volumes have been sized for the 10-year, 2-hour storm with an intensity of 0.41 in/hour. To be conservative with sizing an infiltration rate of 0 was assumed to size the detention and retention ponds. Drainage Report Page 3 of 12 July 2025 A. Pre-Development Basins For the following sections, please refer to Appendix A – Exhibit A and Exhibit B of this report which graphically shows and labels the existing drainage basins for the project. Existing basins were only evaluated where grading was actively being changed within the scope of this project. Changes within the existing basins to the proposed basins were evaluated to properly resize the two existing detention basins within the project. Existing Basin A Existing Basin A has 11,706 ft2 of gravel area, 71 ft2 of asphalt/concrete area, and 100,237 ft2 of landscape area. Runoff generated in this basin sheet flows from southwest to northeast towards an existing culvert, located within existing storm pond B. The culvert flows under the existing gravel access road that connects to the maintenance yard. This culvert flows off-site to City of Bozeman property directly to the North of Parking Lot E. Existing Basin A has a peak flow of 2.17 cfs and a water quantity storage requirement of 1,658 cf for the 10-year storm event. Existing Basin B Existing Basin B has 22,942 ft2 of gravel area, 0 ft2 of asphalt/concrete area, and 25,823 ft2 of landscape area. Existing Basin B flows from southwest to northeast to existing detention storm pond A. Existing detention storm pond A has a storage capacity of 2,700 cf. Existing Basin B has a peak flow of 1.97 ft cfs and a water quality storage requirement of 102 cf for the 10-year storm event. Existing Basin C Existing Basin C has 1,320 ft2 of gravel area, 0 ft2 of asphalt/concrete area, and 77,625 ft2 of landscape area. Existing Basin B flows from southwest to northeast to existing storm pond C. Existing storm pond C has a storage capacity of 39,500 cf. There is an outlet structure located in the northeast corner of existing storm pond C. Existing Basin C has a peak flow of 1.13 cfs, a water quantity storage requirement of 0 cf, and a water quality storage of 164 cf for the 10-year storm event. The existing storm pond A has a concrete outlet structure that has an orifice limiting the pond discharge to 2.9 cfs. The existing storm pond C has a concrete outlet structure that has a slotted weir limiting the pond discharge to 4.90 cfs. An existing basin was not created for parking lot I. Parking lot I does not currently have any specific stormwater management facilities and is a gravel parking lot. The drainage from the gravel parking lot flows from south to north into the existing inlets in the asphalt parking lot north of the gravel lot and is conveyed west and north around Drainage Report Page 4 of 12 July 2025 the existing buildings until it ultimately discharges into the existing detention pond on the southwest corner of Ellis Street and Highland Boulevard (pond C). Within our design we are going to remove the gravel within the lot and restore the area to its historical nature with a mixture of native grasses. This will greatly decrease the amount of runoff that flows north towards Bozeman Health from the gravel parking lot. However, we assume existing detention pond C was not increased in capacity when the gravel lot was developed since it was intended to be temporary. Therefore, we have not accounted for a reduction in detention pond C volume to be conservative B. Post-Development Basins For the following sections, please refer to Appendix A – Exhibit C and Exhibit D of this report, which graphically shows and labels the on-site watersheds. No percolation rates have been included in the required detention and retention storage volume calculations to be conservative. Storage volume calculations used the 10-year, 2-hour design storm frequency for rainfall data. The 100-year storm was also evaluated for each drainage basin, see Appendix B. Basin 1 Basin 1 has 2,743 ft2 of landscape area and 9,317 ft2 of asphalt/concrete area. Runoff within Basin 1 sheet flows in the proposed parking lot. Runoff then flows through curb cuts within the parking islands and then flows through a rock mulch swale. Runoff then flows into a landscape inlet before it is transported through a series of pipes and manholes to an underground chamber system located within the parking lot. Basin 1 has a peak flow of 0.82 cfs and a water quantity storage of 628 cf for the 10-year storm. Basin 2 Basin 2 has 17,048 ft2 of landscape area and 40,290 ft2 of asphalt/concrete area. Runoff within Basin 2 sheet flows in the proposed parking lot. Runoff then flows though curb cuts within the parking islands and then flows through a rock mulch swale. Runoff then flows into a landscape inlet before it is transported through a series of pipes and manholes to an underground chamber system located within the parking lot. Basin 2 has a peak flow of 3.63 cfs and a water quantity storage of 2,767 cf for the 10-year storm. Basin 3 Basin 3 has 8,567 ft2 of landscape area and 24,766 ft2 of asphalt/concrete area. Runoff within Basin 3 sheet flows in the proposed parking lot. Runoff then flows through curb cuts within the parking islands and then flows through a rock mulch swale. Runoff then flows into a landscape inlet before it is transported through a series of pipes and Drainage Report Page 5 of 12 July 2025 manholes to an underground chamber system located within the parking lot. Basin 3 has a peak flow of 2.20 cfs and a water quantity storage of 1,682 cf for the 10-year storm. Basin 4 Basin 4 has 18,253 ft2 of landscape area and 41,006 ft2 of asphalt/concrete area. Runoff within Basin 4 sheet flows in the maintenance yard towards a sag inlet. Runoff is then transported through a storm pipe to the expanded storm pond A. Basin 4 has a peak flow of 3.70 cfs and a water quantity storage of 391 cf for the 10-year storm. Basin 5 Basin 5 has 461 ft2 of landscape area and 19,461 ft2 of asphalt/concrete area. Runoff within Basin 5 sheet flows from south to north in the parking lot. Runoff then flows in a gutter along the retaining wall where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 5 has a peak flow of 1.65 cfs for the 10-year storm. Basin 6 Basin 6 has 1,200 ft2 of landscape area and 2,579 ft2 of asphalt/concrete area. Runoff within Basin 6 sheet flows out of the parking lot and then flows north along the one-way service drive that connects to Ellis Street. It then flows through an on-grade inlet that releases water into a bio-retention swale that leads to the expanded storm pond C. Basin 6 has a peak flow of 0.14 cfs for the 10-year storm. Basin 7 Basin 7 has 681 ft2 of landscape area and 16,370 ft2 of asphalt/concrete area. Runoff within Basin 7 sheet flows to the north across the expanded parking lot. Runoff then flows in a gutter where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 7 has a peak flow of 1.39 cfs for the 10-year storm. Basin 8 Basin 8 has 882 ft2 of landscape area and 15,779 ft2 of asphalt/concrete area. Runoff within Basin 8 sheet flows to the north across the expanded parking lot. Runoff then flows in a gutter where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 8 has a peak flow of 1.34 cfs for the 10-year storm. Drainage Report Page 6 of 12 July 2025 Basin 9 Basin 9 has 823 ft2 of landscape area and 10,974 ft2 of asphalt/concrete area. Runoff within Basin 9 sheet flows to the north across the expanded parking lot. Runoff then flows in a gutter where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 9 has a peak flow of 0.94 cfs and for the 10-year storm. Basin 10 Basin 10 has 1,025 ft2 of landscape area and 5,727 ft2 of asphalt/concrete area. Runoff within Basin 10 sheet flows to the north across the expanded parking lot. Runoff then flows in a gutter where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 10 has a peak flow of 0.50 cfs for the 10-year storm. Basin 11 Basin 11 has 0 ft2 of landscape area and 8,791 ft2 of asphalt/concrete area. Runoff within Basin 11 sheet flows to the north across the expanded parking lot. Runoff then flows in a gutter where it is then captured by a sag inlet. Runoff then is transported by a series of pipes and manholes to the expanded storm pond C. Basin 11 has a peak flow of 0.74 cfs for the 10-year storm. REQUIRED STORAGE VOLUME CALCULATIONS ADS Chamber System Basins 1, 2 and 3 are completely retained by the proposed ADS Chamber system for the 10-year 2-hour storm event. The three basins have a combined total area of 102,731 ft2 (2.36 acres) and have a runoff coefficient of 0.73, and a required water quantity storage of 5,076 ft3. The ADS chamber system has a total retention volume of 5,125 ft3, making the storm system adequate to meet the storage requirements. V = 7,200 X C X I x A Where: C=0.73; i=0.41; A=2.36 acres Required Volume=5,076 ft3 Drainage Report Page 7 of 12 July 2025 Detention Storm Pond A Basin 4 is in the middle of Existing Basin B. Basin 4 changes part of Existing Basin B from gravel to hardscape. Storm pond A will keep its original grading. The required water quantity storage will be increased by removing the existing structure and replacing it with a new structure that has an increased rim elevation. Water quality volume will be used in design as it is greater than the water quantity volume. Basin 4 requires a water quality storage of 1,661 cf. Existing Basin B had a water quality storage of 102 cf, the site development has resulted in an increased need of 1,559 cf for pond A. Pond A will be expanded to have a storage capacity of at least 1,661 cf. The expanded storm pond A will remove the existing structure and have a new structure placed. The structure will have a limited discharge of 2.4 cfs through an orifice. The proposed orifice was raised from the existing structure orifice to maintain the water quality volume below the orifice and maintain a discharge rate that is less than the pre-development discharge rate. WQV = ((P)(Rv)(A))/12 Where: P=0.5; Rv=0.67; A=1.36 acres Required Volume=1,661 ft3 Expanded Storm Pond C Basins 5, 6, 7, 8, 9, 10, and 11 are all detained by the expanded storm pond C for the 10-year storm event. The existing storm pond C has an existing water quality storage capacity of 164 cf. Storm Pond C will be expanded by the required storage of the basins for the 10-year 2-hour storm event. Basins 5, 6, 7, 8, 9, 10, and 11 have a combined area of 84,314 ft2 (1.94 acres) and a runoff coefficient of 0.89 and a water quality storage of 3,112 cf. Existing Basin C had a water quality storage of 164 cf, the site development has resulted in an increased need of 2,948 cf. Pond C will be expanded by 2,948 cf to have a total storage capacity of at least 3,112 cf. Water quality storage was used as it was greater than the water quantity storage volume. The expanded storm pond C will keep the existing outlet structure and has a limited discharge of 2.5 cfs through the slotted weir. The slotted weir has its invert raised to an elevation of 4863.50 to keep the discharge less than the pre-development discharge and have storage capacity for the new water quality volume. WQV = ((P)(Rv)(A))/12 Where: P=0.5; Rv=0.89; A=1.94 acres Drainage Report Page 8 of 12 July 2025 Required Volume=3,112 ft3 HYDRAULICS Storm Inlets and Storm Drains All storm drainage pipes were sized to handle peak flow resulting from the minor storm event 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 and Bentley FlowMaster softwares were used to determine pipe sizing for the full flow capacity of the pipes. 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 and Bentley FlowMaster. All proposed inlets located in sag conditions were sized assuming a 50% clogging factor, while inlets on-grade assumed a 25% clogging factor. For further information on storm drain and inlet capacity calculation, see Appendix C. 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. We meet this requirement by detaining or retaining all runoff on-site in the two above ground detention ponds and the underground retention facility. In addition to the storage provided in the detention and retention ponds, sumps will be installed in the storm drain inlets prior to outflow, providing treatment before water infiltrates into the ground. Stormwater detention and retention systems need to be maintained, per the recommendations in the Operations and Maintenance Manual, see Appendix D. A. 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 Drainage Report Page 9 of 12 July 2025 ADS Chamber System Water Quality Volume = 0.5in x 0.70 x 2.36ac x (1ft/12in) x 43,560ft/ac = 3,003 cf Drawdown time = 3,003 cf / 2,255 sf storage area / .28 ft/hr = 4.8 hours The storage area of the ADS Chamber System is 2,255 sf which will draw down the 3,003 cf of water quality volume in 4.8 hours using the infiltration rate of 0.28 ft/hr. The ADS Chamber System is located within TP-2 from DOWL Geotechnical Report, see Appendix E. The chamber system will tie into poorly graded gravel. From USCS the minimum infiltration rate is 6.8 inches/hour for this soil type, to be conservative a factor of safety of 2 was applied. Pond A Water Quality Volume = 0.5in x 0.67 x 1.36ac x (1ft/12in) x 43,560ft/ac = 1,661 cf Drawdown time = 1,661 cf / 1,724 sf storage area / .02 ft/hr = 48.2 hours Pond A has an area of 1,724 sf which will draw down the 1,661 cf of water quality volume in 48.2 hours using the infiltration rate of 0.02 ft/hr. The soil under the pond was assumed to be poorly graded gravel. From USCS the minimum infiltration rate is 0.50 inches/hour for this soil type, to be conservative a factor of safety of 2 was applied. Expanded Pond C Water Quality Volume = 0.5in x 0.89 x 1.94ac x (1ft/12in) x 43,560ft/ac = 3,112 cf Drawdown time = 3,112 cf / 19,858 sf storage area / .02 ft/hr = 7.8 hours The expanded pond C has an area of 19,858 sf which will draw down the 3,112 cf quality volume in 7.8 hours using the infiltration rate of 0.02 ft/hr. The soil under the pond was assumed to be poorly graded gravel. From USCS the minimum infiltration rate is 0.50 inches/hour for this soil type, to be conservative a factor of safety of 2 was applied. OUTLET STRUCTURES There is an existing weir outlet structure located in the northeast corner of storm pond C. The weir controls flow from Bozeman Health into the City of Bozeman storm drain located within Ellis Street. The existing slotted weir was defined with the following equation: h = Head Water Depth ft Cw = Discharge Coefficient Drainage Report Page 10 of 12 July 2025 L = Length of Weir Q = Flow cfs Q = Cw x L x h1.5 4.9 cfs = 3.33 x 0.33 ft x (2.7 ft)1.5 The proposed slotted weir was defined with the following equation: H= Head Water Depth ft Cw = Discharge Coefficient L = Length of Weir Q = Flow cfs Q = Cw x L x h1.5 2.5 cfs = 3.33 x .33 ft x (1.7)1.5 The proposed ADS Storm Chamber System will have an overflow pipe that connects to the existing Bozeman Health storm drain infrastructure. The pipe has been sized to limit the flow to the 100-year peak flow from Existing Basin A, 4.28 cfs. The cross-sectional average velocity was defined with the following equation: Q = (k/n) x Rh2/3 x S1/2 x A Q = volumetric flow rate cfs K = unit conversion factor 1.4859 n = Manning roughness coefficient Rh = hydraulic radius S = pipe slope A = cross-sectional flow area ft2 4.26 cfs = (1.4859/.015) x (0.363 ft)2/3 x .0051/2 x 1.194 ft2 There is an existing orifice outlet structure located in the north corner of the storm pond A. The outlet controls flow from Bozeman Health into its private storm drain system. Drainage Report Page 11 of 12 July 2025 The existing orifice was defined with the following equation: Q = C x A x (2 x g x h)0.5 Q = flow cfs C = discharge coefficient A = open area ft2 g = gravity constant h = head water depth ft 2.9 cfs = 0.6 x .35 x (2 x 32.2 x 3).5 The proposed orifice was defined with the following equation: Q = C x A x (2 x g x h)0.5 Q = flow cfs C = discharge coefficient A = open area ft2 g = gravity constant h = head water depth ft 2.4 cfs = 0.6 x .35 x (2 x 32.2 x 2.1).5 CONCLUSION All runoff from the new hardscape and landscape areas being constructed will be captured and detained or retained on-site. There are two above ground detention ponds that will be expanded from existing conditions to capture the additional stormwater capacity from the new hardscape areas. There is one underground retention system designed for the development of the parking lot expansion E. The retention system has been designed to completely store the minor storm event with no outflow. There are two planned outlet structures, and one existing structure planned for this project. During the large storm event, the underground retention system will overflow. This will then cause runoff to flow into the existing Bozeman Health storm facilities via a 15” overflow pipe limited to the 100-year pre-development peak flow. In the case runoff overtops the existing facilities runoff will backflow into the rock mulch swales located within the parking islands of Lot E. There is a proposed outlet structure for storm pond A. There is an existing outlet structure located within storm pond C. The outlet structure will be modified to maintain the water quality volume within the project. The outlet structure located within pond A will control flow in the case of the large storm event and releases water into the private Bozeman Health storm drain Drainage Report Page 12 of 12 July 2025 system. The pond C outlet will control flow in the case of the large storm event and releases runoff into the City of Bozeman storm system located within Ellis Street. In the case of the large storm event no runoff will impact the existing Bozeman Health Structures. APPENDICES Appendix A – Stormwater Basins Appendix B – Hydrology Calculations Appendix C – Hydraulic Calculations Appendix D – O&M Plan Appendix E – DOWL Geotechnical Report Appendix F – Groundwater Monitoring Data from 2024 BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX A STORMWATER BASINS CP#23CP#1CP#3CP#29CP#21EXHIBIT A075SCALE:1" = 150'15075 CP#23CP#41EXHIBIT B050SCALE:1" = 100'10050 EXHIBIT C075SCALE:1" = 150'15075 EXHIBIT D050SCALE:1" = 100'10050 BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX B HYDROLOGY CALCULATIONS Input parameters in light blue 10year design storm11,706 0.27 0.80 1.00 0.80 0.80 0.271 0.00 0.951.000.950.950100,237 2.30 0.151.000.150.150.3112,014 2.570.56*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 02.9000 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)00.000.000.000.0053.87652.15870.002.17102.83953.791740.001.59152.291157.692610.001.29201.841240.263480.001.03251.561314.404350.000.88301.381395.295220.000.78351.221439.106090.000.69401.091469.446960.000.61451.001516.627830.000.56500.911533.478700.000.51550.841557.069570.000.47600.791597.5110440.000.441200.411658.1720880.000.231800.291759.2831320.000.163600.172062.6062640.000.107200.102426.59125280.000.0614400.073445.76250560.000.04Water Quantity Storage: - ft3Peak Flow: 2.17 ft3/sEXISTING BASIN A (10-YR)RUNOFF CALCULATIONSTotal 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 (AcrGravelAsphalt/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-------------------------------------------------------------------------------------1/15 Water Quality Storage:Where: P = 0.5inchesRv = 0.050570204I = 0.00A = 2.57acresWater Quality Storage: 236 ft3 Water Quality Storage236 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 2/15 Input parameters in light blue 100year design storm11,706 0.27 0.80 1.25 1.00 1.00 0.26874371 0.00 0.951.251.191.000.001629100,237 2.30 0.151.250.190.190.431461112,014 2.570.70*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 02.9000 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)00.000.000.000.0056.091282.81870.004.28104.451874.711740.003.12153.612281.252610.002.53202.892435.023480.002.03252.462590.894350.001.73302.182755.195220.001.53351.922831.026090.001.35401.722898.436960.001.21451.572976.377830.001.10501.443033.248700.001.01551.333081.699570.000.93601.243134.3510440.000.871200.613083.7920880.000.431800.413109.0731320.000.293600.223336.5762640.000.157200.144246.54125280.000.1014400.105945.15250560.000.07Water Quantity Storage: -----ft3Peak Flow: 4.28 ft3/sEXISTING BASIN A (100-YR)RUNOFF CALCULATIONSTotal 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)0.00412.81134.71---------------------------------------------------------------------------3/15 Water Quality Storage:Where: P = 0.5inchesRv = 0.050570204I = 0.00A = 2.57acresWater Quality Storage: 236 ft3 Water Quality Storage236 ft3Total Required Storage -----ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 4/15 Input parameters in light blue 10year design storm22,942 0.53 0.80 1.00 0.80 0.80 0.421342- - 0.951.000.950.95025,823 0.59 0.151.000.150.150.08892448,766 1.120.51*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 02.9000 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)00.000.000.000.0053.87592.42870.001.97102.83866.431740.001.44152.291051.662610.001.17201.841126.673480.000.94251.561194.024350.000.80301.381267.505220.000.70351.221307.306090.000.62401.091334.856960.000.56451.001377.727830.000.51500.911393.028700.000.46550.841414.469570.000.43600.791451.2010440.000.401200.411506.3020880.000.211800.291598.1531320.000.153600.171873.6962640.000.097200.102204.35125280.000.0514400.073130.17250560.000.04Water Quantity Storage: - ft3Peak Flow: 1.97 ft3/sEXISTING BASIN B (10-YR)RUNOFF CALCULATIONSTotal 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 Area Measured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00-------------------------------------------------------------------------------------3/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.05I = 0.00A = 1.12acresWater Quality Storage: 102 ft3 Water Quality Storage102 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 4/13 Input parameters in light blue 100year design storm22,942 0.53 0.80 1.25 1.00 1.00 0.526677- - 0.951.251.191.00025,823 0.59 0.151.250.190.190.11115548,766 1.120.64*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 02.9000 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)00.000.000.000.0056.091165.32870.003.88104.451703.011740.002.84153.612072.322610.002.30202.892212.003480.001.84252.462353.604350.001.57302.182502.855220.001.39351.922571.746090.001.22401.722632.976960.001.10451.572703.777830.001.00501.442755.438700.000.92551.332799.449570.000.85601.242847.2810440.000.791200.612801.3620880.000.391800.412824.3231320.000.263600.223030.9862640.000.147200.143857.61125280.000.0914400.105400.65250560.000.06Water Quantity Storage: -----ft3Peak Flow: 3.88 ft3/sEXISTING BASIN B (100-YR)RUNOFF CALCULATIONSTotal 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)0.00295.32--------------------------------------------------------------------------------5/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.05I = 0.00A = 1.12acresWater Quality Storage: 102 ft3 Water Quality Storage102 ft3Total Required Storage -----ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 6/13 Input parameters in light blue 10year design storm1,320 0.03 0.80 1.00 0.80 0.80 0.024241- - 0.951.000.950.95077,625 1.78 0.151.000.150.150.26730378,945 1.810.29*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 04.9000 0 0Total QuantityRainfallRainfallRunoff Volume Discharge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.87338.481470.001.13102.83495.042940.000.83152.29600.874410.000.67201.84643.735880.000.54251.56682.217350.000.45301.38724.198820.000.40351.22746.9410290.000.36401.09762.6811760.000.32451.00787.1713230.000.29500.91795.9114700.000.27550.84808.1616170.000.24600.79829.1517640.000.231200.41860.6435280.000.121800.29913.1252920.000.083600.171070.55105840.000.057200.101259.47211680.000.0314400.071788.45423360.000.02Water Quantity Storage: - ft3Peak Flow: 1.13 ft3/sEXISTING BASIN C (10-YR)RUNOFF CALCULATIONSTotal 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 Area Measured Perc. Rate*Equals 50% of measured Total Quantity Total QuantityTotal QuantityTotal QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00-------------------------------------------------------------------------------------7/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.05I = 0.00A = 1.81acresWater Quality Storage: 164 ft3 Water Quality Storage164 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 8/13 Input parameters in light blue 100year design storm1,320 0.03 0.80 1.25 1.00 1.00 0.030301- - 0.951.251.191.00077,625 1.78 0.151.250.190.190.33412978,945 1.810.36*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 04.9000 0 0Total QuantityRainfallRainfallRunoff Volume Discharge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.09665.811470.002.22104.45973.032940.001.62153.611184.034410.001.32202.891263.845880.001.05252.461344.757350.000.90302.181430.028820.000.79351.921469.3810290.000.70401.721504.3711760.000.63451.571544.8213230.000.57501.441574.3414700.000.52551.331599.4816170.000.48601.241626.8117640.000.451200.611600.5835280.000.221800.411613.6952920.000.153600.221731.77105840.000.087200.142204.07211680.000.0514400.103085.70423360.000.04Water Quantity Storage: - ft3Peak Flow: 2.22 ft3/sEXISTING BASIN C (100-YR)RUNOFF CALCULATIONSTotal 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 Area Measured Perc. Rate*Equals 50% of measured Total Quantity Total QuantityTotal QuantityTotal QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.00-------------------------------------------------------------------------------------9/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.05I = 0.00A = 1.81acresWater Quality Storage: 164 ft3 Water Quality Storage164 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 10/13 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 9,317 0.21 0.95 1.00 0.95 0.95 0.203194 2,743 0.06 0.15 1.00 0.15 0.15 0.009446 12,060 0.28 0.21 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 628 ft3 Peak Flow: 0.82 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.74529851 I = 0.77 A = 0.28 acres Water Quality Storage: 375 ft3 Water Quality Storage 375 ft3 Total Required Storage 628 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 1 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 1/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 9,317 0.21 0.95 1.25 1.19 1.00 0.213889 2,743 0.06 0.15 1.25 0.19 0.19 0.011807 12,060 0.28 0.23 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 1,167 ft3 Peak Flow: 1.62 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.74529851 I = 0.77 A = 0.28 acres Water Quality Storage: 375 ft3 Water Quality Storage 375 ft3 Total Required Storage 1,167 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 1 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 2/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 40,290 0.92 0.95 1.00 0.95 0.95 0.878685 17,048 0.39 0.15 1.00 0.15 0.15 0.058705 57,338 1.32 0.94 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 2,767 ft3 Peak Flow: 3.63 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.68240783 I = 0.70 A = 1.32 acres Water Quality Storage: 1,630 ft3 Water Quality Storage 1,630 ft3 Total Required Storage 2,767 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 2 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 3/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 40,290 0.92 0.95 1.25 1.19 1.00 0.924931 17,048 0.39 0.15 1.25 0.19 0.19 0.073382 57,338 1.32 1.00 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 5,146 ft3 Peak Flow: 7.14 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.68240783 I = 0.70 A = 1.32 acres Water Quality Storage: 1,630 ft3 Water Quality Storage 1,630 ft3 Total Required Storage 5,146 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 2 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 4/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 24,766 0.57 0.95 1.00 0.95 0.95 0.540122 8,567 0.20 0.15 1.00 0.15 0.15 0.029501 33,333 0.77 0.57 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 1,682 ft3 Peak Flow: 2.20 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.71868869 I = 0.74 A = 0.77 acres Water Quality Storage: 998 ft3 Water Quality Storage 998 ft3 Total Required Storage 1,682 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 3 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 5/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 24,766 0.57 0.95 1.25 1.19 1.00 0.568549 8,567 0.20 0.15 1.25 0.19 0.19 0.036876 33,333 0.77 0.61 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 3,127 ft3 Peak Flow: 4.34 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.71868869 I = 0.74 A = 0.77 acres Water Quality Storage: 998 ft3 Water Quality Storage 998 ft3 Total Required Storage 3,127 ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 3 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 6/39 Input parameters in light blue 10year design storm- - 0.80 1.00 0.80 0.80 041,006 0.94 0.951.000.950.950.894318,253 0.42 0.151.000.150.150.06285559,259 1.360.96*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 02.4000 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)00.000.000.000.0053.871111.26720.003.70102.831625.251440.002.71152.291972.702160.002.19201.842113.402880.001.76251.562239.743600.001.49301.382377.574320.001.32351.222452.235040.001.17401.092503.925760.001.04451.002584.326480.000.96500.912613.037200.000.87550.842653.237920.000.80600.792722.158640.000.761200.412825.5217280.000.391800.292997.8125920.000.283600.173514.6751840.000.167200.104134.91103680.000.1014400.075871.57207360.000.07Water Quantity Storage: -----ft3Peak Flow: 3.70 ft3/s---------------------------------------------------------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00391.26185.25Percolation 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 neededTotalsBasin 4 (10-YR)RUNOFF CALCULATIONSTotal Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 17/41 Water Quality Storage:Where: P = 0.5inchesRv = 0.67278135I = 0.69A = 1.36acresWater Quality Storage: 1,661 ft3 Water Quality Storage1,661 ft3Total Required Storage -----ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 8/41 Input parameters in light blue 100year design storm- - 0.80 1.25 1.00 1.00 041,006 0.94 0.951.251.191.000.94136818,253 0.42 0.151.250.190.190.07856859,259 1.361.02*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 02.4000 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)00.000.000.000.0056.092185.90720.007.29104.453194.501440.005.32153.613887.242160.004.32202.894149.262880.003.46252.464414.883600.002.94302.184694.844320.002.61351.924824.065040.002.30401.724938.925760.002.06451.575071.726480.001.88501.445168.637200.001.72551.335251.197920.001.59601.245340.928640.001.481200.615254.7817280.000.731800.415297.8525920.000.493600.225685.5051840.000.267200.147236.09103680.000.1714400.1010130.52207360.000.12Water Quantity Storage: -----ft3Peak Flow: 7.29 ft3/s---------------------------------------------1727.241269.26814.88374.84----------Site Detention= Runoff Volume - Discharge Volume(ft3)0.001465.901754.50Percolation 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 neededTotalsBasin 4 (100-YR)RUNOFF CALCULATIONSTotal Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x CfCalculation Value (C') =(C x Cf) < or = 19/41 Water Quality Storage:Where: P = 0.5inchesRv = 0.67278135I = 0.69A = 1.36acresWater Quality Storage: 1,661 ft3 Water Quality Storage1,661 ft3Total Required Storage -----ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 10/41 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 19,461 0.45 0.95 1.00 0.95 0.95 0.424425 461 0.01 0.15 1.00 0.15 0.15 0.001587 19,922 0.46 0.43 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 494.60 1470.00 1.65 10 2.83 723.37 2940.00 1.21 15 2.29 878.01 4410.00 0.98 20 1.84 940.64 5880.00 0.78 25 1.56 996.87 7350.00 0.66 30 1.38 1058.21 8820.00 0.59 35 1.22 1091.44 10290.00 0.52 40 1.09 1114.45 11760.00 0.46 45 1.00 1150.23 13230.00 0.43 50 0.91 1163.01 14700.00 0.39 55 0.84 1180.91 16170.00 0.36 60 0.79 1211.58 17640.00 0.34 120 0.41 1257.59 35280.00 0.17 180 0.29 1334.27 52920.00 0.12 360 0.17 1564.32 105840.00 0.07 720 0.10 1840.37 211680.00 0.04 1440 0.07 2613.33 423360.00 0.03 Water Quantity Storage: - ft3 Peak Flow: 1.65 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 5 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 9/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.92917378 I = 0.98 A = 0.46 acres Water Quality Storage: 771 ft3 Water Quality Storage 771 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 10/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 19,461 0.45 0.95 1.25 1.19 1.00 0.446763 461 0.01 0.15 1.25 0.19 0.19 0.001984 19,922 0.46 0.45 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 835.57 1470.00 2.79 10 4.45 1221.11 2940.00 2.04 15 3.61 1485.92 4410.00 1.65 20 2.89 1586.08 5880.00 1.32 25 2.46 1687.61 7350.00 1.13 30 2.18 1794.63 8820.00 1.00 35 1.92 1844.02 10290.00 0.88 40 1.72 1887.93 11760.00 0.79 45 1.57 1938.69 13230.00 0.72 50 1.44 1975.74 14700.00 0.66 55 1.33 2007.29 16170.00 0.61 60 1.24 2041.59 17640.00 0.57 120 0.61 2008.66 35280.00 0.28 180 0.41 2025.13 52920.00 0.19 360 0.22 2173.31 105840.00 0.10 720 0.14 2766.03 211680.00 0.06 1440 0.10 3872.44 423360.00 0.04 Water Quantity Storage: - ft3 Peak Flow: 2.79 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 5 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 11/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.92917378 I = 0.98 A = 0.46 acres Water Quality Storage: 771 ft3 Water Quality Storage 771 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 12/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 1,200 0.03 0.95 1.00 0.95 0.95 0.026171 2,579 0.06 0.15 1.00 0.15 0.15 0.008881 3,779 0.09 0.04 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 40.69 1470.00 0.14 10 2.83 59.52 2940.00 0.10 15 2.29 72.24 4410.00 0.08 20 1.84 77.39 5880.00 0.06 25 1.56 82.02 7350.00 0.05 30 1.38 87.07 8820.00 0.05 35 1.22 89.80 10290.00 0.04 40 1.09 91.70 11760.00 0.04 45 1.00 94.64 13230.00 0.04 50 0.91 95.69 14700.00 0.03 55 0.84 97.16 16170.00 0.03 60 0.79 99.69 17640.00 0.03 120 0.41 103.47 35280.00 0.01 180 0.29 109.78 52920.00 0.01 360 0.17 128.71 105840.00 0.01 720 0.10 151.42 211680.00 0.00 1440 0.07 215.02 423360.00 0.00 Water Quantity Storage: - ft3 Peak Flow: 0.14 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 6 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 13/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.33578989 I = 0.32 A = 0.09 acres Water Quality Storage: 53 ft3 Water Quality Storage 53 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 14/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 1,200 0.03 0.95 1.25 1.19 1.00 0.027548 2,579 0.06 0.15 1.25 0.19 0.19 0.011101 3,779 0.09 0.04 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 80.05 1470.00 0.27 10 4.45 116.98 2940.00 0.19 15 3.61 142.35 4410.00 0.16 20 2.89 151.95 5880.00 0.13 25 2.46 161.68 7350.00 0.11 30 2.18 171.93 8820.00 0.10 35 1.92 176.66 10290.00 0.08 40 1.72 180.87 11760.00 0.08 45 1.57 185.73 13230.00 0.07 50 1.44 189.28 14700.00 0.06 55 1.33 192.30 16170.00 0.06 60 1.24 195.59 17640.00 0.05 120 0.61 192.43 35280.00 0.03 180 0.41 194.01 52920.00 0.02 360 0.22 208.21 105840.00 0.01 720 0.14 264.99 211680.00 0.01 1440 0.10 370.99 423360.00 0.00 Water Quantity Storage: - ft3 Peak Flow: 0.27 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 6 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 15/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.33578989 I = 0.32 A = 0.09 acres Water Quality Storage: 53 ft3 Water Quality Storage 53 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 16/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 16,370 0.38 0.95 1.00 0.95 0.95 0.357013 681 0.02 0.15 1.00 0.15 0.15 0.002345 17,051 0.39 0.36 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 417.22 1470.00 1.39 10 2.83 610.19 2940.00 1.02 15 2.29 740.64 4410.00 0.82 20 1.84 793.46 5880.00 0.66 25 1.56 840.90 7350.00 0.56 30 1.38 892.65 8820.00 0.50 35 1.22 920.68 10290.00 0.44 40 1.09 940.08 11760.00 0.39 45 1.00 970.27 13230.00 0.36 50 0.91 981.05 14700.00 0.33 55 0.84 996.14 16170.00 0.30 60 0.79 1022.02 17640.00 0.28 120 0.41 1060.83 35280.00 0.15 180 0.29 1125.51 52920.00 0.10 360 0.17 1319.56 105840.00 0.06 720 0.10 1552.43 211680.00 0.04 1440 0.07 2204.45 423360.00 0.03 Water Quantity Storage: - ft3 Peak Flow: 1.39 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 7 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 17/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.91405489 I = 0.96 A = 0.39 acres Water Quality Storage: 649 ft3 Water Quality Storage 649 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 18/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 16,370 0.38 0.95 1.25 1.19 1.00 0.375803 681 0.02 0.15 1.25 0.19 0.19 0.002931 17,051 0.39 0.38 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 715.16 1470.00 2.38 10 4.45 1045.14 2940.00 1.74 15 3.61 1271.78 4410.00 1.41 20 2.89 1357.50 5880.00 1.13 25 2.46 1444.40 7350.00 0.96 30 2.18 1536.00 8820.00 0.85 35 1.92 1578.27 10290.00 0.75 40 1.72 1615.85 11760.00 0.67 45 1.57 1659.30 13230.00 0.61 50 1.44 1691.01 14700.00 0.56 55 1.33 1718.02 16170.00 0.52 60 1.24 1747.38 17640.00 0.49 120 0.61 1719.19 35280.00 0.24 180 0.41 1733.28 52920.00 0.16 360 0.22 1860.11 105840.00 0.09 720 0.14 2367.41 211680.00 0.05 1440 0.10 3314.38 423360.00 0.04 Water Quantity Storage: - ft3 Peak Flow: 2.38 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 7 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 19/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.91405489 I = 0.96 A = 0.39 acres Water Quality Storage: 649 ft3 Water Quality Storage 649 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 20/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 15,779 0.36 0.95 1.00 0.95 0.95 0.344124 882 0.02 0.15 1.00 0.15 0.15 0.003037 16,661 0.38 0.35 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 403.05 1470.00 1.34 10 2.83 589.48 2940.00 0.98 15 2.29 715.50 4410.00 0.79 20 1.84 766.53 5880.00 0.64 25 1.56 812.36 7350.00 0.54 30 1.38 862.35 8820.00 0.48 35 1.22 889.43 10290.00 0.42 40 1.09 908.17 11760.00 0.38 45 1.00 937.34 13230.00 0.35 50 0.91 947.75 14700.00 0.32 55 0.84 962.33 16170.00 0.29 60 0.79 987.33 17640.00 0.27 120 0.41 1024.82 35280.00 0.14 180 0.29 1087.31 52920.00 0.10 360 0.17 1274.78 105840.00 0.06 720 0.10 1499.74 211680.00 0.03 1440 0.07 2129.63 423360.00 0.02 Water Quantity Storage: - ft3 Peak Flow: 1.34 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 8 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 21/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.9023558 I = 0.95 A = 0.38 acres Water Quality Storage: 626 ft3 Water Quality Storage 626 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 22/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 15,779 0.36 0.95 1.25 1.19 1.00 0.362236 882 0.02 0.15 1.25 0.19 0.19 0.003796 16,661 0.38 0.37 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 698.80 1470.00 2.33 10 4.45 1021.23 2940.00 1.70 15 3.61 1242.69 4410.00 1.38 20 2.89 1326.45 5880.00 1.11 25 2.46 1411.37 7350.00 0.94 30 2.18 1500.87 8820.00 0.83 35 1.92 1542.18 10290.00 0.73 40 1.72 1578.89 11760.00 0.66 45 1.57 1621.35 13230.00 0.60 50 1.44 1652.33 14700.00 0.55 55 1.33 1678.72 16170.00 0.51 60 1.24 1707.41 17640.00 0.47 120 0.61 1679.87 35280.00 0.23 180 0.41 1693.64 52920.00 0.16 360 0.22 1817.56 105840.00 0.08 720 0.14 2313.26 211680.00 0.05 1440 0.10 3238.57 423360.00 0.04 Water Quantity Storage: - ft3 Peak Flow: 2.33 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 8 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 23/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.9023558 I = 0.95 A = 0.38 acres Water Quality Storage: 626 ft3 Water Quality Storage 626 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 24/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 10,974 0.25 0.95 1.00 0.95 0.95 0.239332 823 0.02 0.15 1.00 0.15 0.15 0.002834 11,797 0.27 0.24 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 281.15 1470.00 0.94 10 2.83 411.20 2940.00 0.69 15 2.29 499.10 4410.00 0.55 20 1.84 534.70 5880.00 0.45 25 1.56 566.67 7350.00 0.38 30 1.38 601.54 8820.00 0.33 35 1.22 620.43 10290.00 0.30 40 1.09 633.51 11760.00 0.26 45 1.00 653.85 13230.00 0.24 50 0.91 661.11 14700.00 0.22 55 0.84 671.28 16170.00 0.20 60 0.79 688.72 17640.00 0.19 120 0.41 714.87 35280.00 0.10 180 0.29 758.46 52920.00 0.07 360 0.17 889.23 105840.00 0.04 720 0.10 1046.16 211680.00 0.02 1440 0.07 1485.54 423360.00 0.02 Water Quantity Storage: - ft3 Peak Flow: 0.94 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 9 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 25/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.88721285 I = 0.93 A = 0.27 acres Water Quality Storage: 436 ft3 Water Quality Storage 436 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 26/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 10,974 0.25 0.95 1.25 1.19 1.00 0.251928 823 0.02 0.15 1.25 0.19 0.19 0.003543 11,797 0.27 0.26 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 494.79 1470.00 1.65 10 4.45 723.09 2940.00 1.21 15 3.61 879.90 4410.00 0.98 20 2.89 939.21 5880.00 0.78 25 2.46 999.33 7350.00 0.67 30 2.18 1062.70 8820.00 0.59 35 1.92 1091.95 10290.00 0.52 40 1.72 1117.95 11760.00 0.47 45 1.57 1148.01 13230.00 0.43 50 1.44 1169.95 14700.00 0.39 55 1.33 1188.64 16170.00 0.36 60 1.24 1208.95 17640.00 0.34 120 0.61 1189.45 35280.00 0.17 180 0.41 1199.20 52920.00 0.11 360 0.22 1286.95 105840.00 0.06 720 0.14 1637.93 211680.00 0.04 1440 0.10 2293.10 423360.00 0.03 Water Quantity Storage: - ft3 Peak Flow: 1.65 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 9 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 27/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.88721285 I = 0.93 A = 0.27 acres Water Quality Storage: 436 ft3 Water Quality Storage 436 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 28/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 5,727 0.13 0.95 1.00 0.95 0.95 0.1249 1,025 0.02 0.15 1.00 0.15 0.15 0.00353 6,752 0.16 0.13 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 149.11 1470.00 0.50 10 2.83 218.07 2940.00 0.36 15 2.29 264.69 4410.00 0.29 20 1.84 283.57 5880.00 0.24 25 1.56 300.53 7350.00 0.20 30 1.38 319.02 8820.00 0.18 35 1.22 329.04 10290.00 0.16 40 1.09 335.97 11760.00 0.14 45 1.00 346.76 13230.00 0.13 50 0.91 350.61 14700.00 0.12 55 0.84 356.01 16170.00 0.11 60 0.79 365.25 17640.00 0.10 120 0.41 379.12 35280.00 0.05 180 0.29 402.24 52920.00 0.04 360 0.17 471.59 105840.00 0.02 720 0.10 554.82 211680.00 0.01 1440 0.07 787.84 423360.00 0.01 Water Quantity Storage: - ft3 Peak Flow: 0.50 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 10 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 29/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.81337382 I = 0.85 A = 0.16 acres Water Quality Storage: 229 ft3 Water Quality Storage 229 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 30/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 5,727 0.13 0.95 1.25 1.19 1.00 0.131474 1,025 0.02 0.15 1.25 0.19 0.19 0.004412 6,752 0.16 0.14 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 283.19 1470.00 0.94 10 4.45 413.86 2940.00 0.69 15 3.61 503.61 4410.00 0.56 20 2.89 537.56 5880.00 0.45 25 2.46 571.97 7350.00 0.38 30 2.18 608.24 8820.00 0.34 35 1.92 624.98 10290.00 0.30 40 1.72 639.86 11760.00 0.27 45 1.57 657.06 13230.00 0.24 50 1.44 669.62 14700.00 0.22 55 1.33 680.32 16170.00 0.21 60 1.24 691.94 17640.00 0.19 120 0.61 680.78 35280.00 0.09 180 0.41 686.36 52920.00 0.06 360 0.22 736.58 105840.00 0.03 720 0.14 937.47 211680.00 0.02 1440 0.10 1312.45 423360.00 0.02 Water Quantity Storage: - ft3 Peak Flow: 0.94 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 10 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 31/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.81337382 I = 0.85 A = 0.16 acres Water Quality Storage: 229 ft3 Water Quality Storage 229 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 32/39 Input parameters in light blue 10 year design storm - - 0.80 1.00 0.80 0.80 0 8,791 0.20 0.95 1.00 0.95 0.95 0.191723 - - 0.15 1.00 0.15 0.15 0 8,791 0.20 0.19 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 3.87 222.59 1470.00 0.74 10 2.83 325.55 2940.00 0.54 15 2.29 395.14 4410.00 0.44 20 1.84 423.32 5880.00 0.35 25 1.56 448.63 7350.00 0.30 30 1.38 476.24 8820.00 0.26 35 1.22 491.19 10290.00 0.23 40 1.09 501.55 11760.00 0.21 45 1.00 517.65 13230.00 0.19 50 0.91 523.40 14700.00 0.17 55 0.84 531.46 16170.00 0.16 60 0.79 545.26 17640.00 0.15 120 0.41 565.97 35280.00 0.08 180 0.29 600.48 52920.00 0.06 360 0.17 704.01 105840.00 0.03 720 0.10 828.24 211680.00 0.02 1440 0.07 1176.11 423360.00 0.01 Water Quantity Storage: - ft3 Peak Flow: 0.74 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 11 (10-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 33/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.95 I = 1.00 A = 0.20 acres Water Quality Storage: 348 ft3 Water Quality Storage 348 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 34/39 Input parameters in light blue 100 year design storm - - 0.80 1.25 1.00 1.00 0 8,791 0.20 0.95 1.25 1.19 1.00 0.201814 - - 0.15 1.25 0.19 0.19 0 8,791 0.20 0.20 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 4.900 0 0 0 Total Quantity Rainfall Rainfall Runoff Volume Discharge Volume Peak Flow Duration, t Intensity, 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 0.00 5 6.09 368.71 1470.00 1.23 10 4.45 538.84 2940.00 0.90 15 3.61 655.69 4410.00 0.73 20 2.89 699.89 5880.00 0.58 25 2.46 744.69 7350.00 0.50 30 2.18 791.92 8820.00 0.44 35 1.92 813.71 10290.00 0.39 40 1.72 833.09 11760.00 0.35 45 1.57 855.49 13230.00 0.32 50 1.44 871.83 14700.00 0.29 55 1.33 885.76 16170.00 0.27 60 1.24 900.90 17640.00 0.25 120 0.61 886.37 35280.00 0.12 180 0.41 893.63 52920.00 0.08 360 0.22 959.02 105840.00 0.04 720 0.14 1220.57 211680.00 0.03 1440 0.10 1708.80 423360.00 0.02 Water Quantity Storage: - ft3 Peak Flow: 1.23 ft3/s ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- Site Detention = Runoff Volume - Discharge Volume (ft3) 0.00 ----- ----- Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured Total Quantity Total Quantity Total Quantity Total Quantity C' x A (Acres) Gravel Asphalt/Concrete Landscape Add other category as needed Totals Basin 11 (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 35/39 Water Quality Storage:Where: P = 0.5 inches Rv = 0.95 I = 1.00 A = 0.20 acres Water Quality Storage: 348 ft3 Water Quality Storage 348 ft3 Total Required Storage - ft3 I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 36/39 Input parameters in light blue 10 year design storm - - 0.95 1.00 0.95 0.95 0 74,373 1.71 0.95 1.00 0.95 0.95 1.622001 28,358 0.65 0.15 1.00 0.15 0.15 0.097652 102,731 2.36 1.72 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 5,076 ft3 Peak Flow: 6.66 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.70156282 I = 0.72 A = 2.36 acres Water Quality Storage: 3,003 ft3 Water Quality Storage 3,003 ft3 Total Required Storage 5,076 ft3 Basins 1-3 Calculation Value (C') =(C x Cf) < or = 1 C' x A (Acres) Percolation Discharge Rate: Infiltration Area These are the volumes that must be mitigated Totals Frequency Factor (Cf) Building/Roof Asphalt/Concrete Landscape Add other category as needed Area (ft2) Runoff Coefficient (C)* A = total site area draining to the structure, in acres I = the percent impervious cover draining to the facility, in decimal Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) P = Water Quality Rainfall Depth, inches (0.5-inches) WQV = Water Quality Volume, in acre-feet Total Required Storage: Measured Perc. Rate *Equals 50% of measured RUNOFF CALCULATIONS ADS Chamber System (10-YR) Surface Type C x Cf Area (Acres) 1/11 Input parameters in light blue 100 year design storm - - 0.95 1.25 1.19 1.00 0 74,373 1.71 0.95 1.25 1.19 1.00 1.707369 28,358 0.65 0.15 1.25 0.19 0.19 0.122064 102,731 2.36 1.83 *Input values for Runoff Coefficients (C) from 'Runoff Coefficients' tab Rate Discharge Allowable* Length (ft) Width (ft) (in/hr) (cfs) min/inch in/hr in/hr 0 0 0 0.000 0 0 0 Water Quantity Storage: 9,441 ft3 Peak Flow: 13.09 ft3/s Water Quality Storage:Where: P = 0.5 inches Rv = 0.70156282 I = 0.72 A = 2.36 acres Water Quality Storage: 3,003 ft3 Water Quality Storage 3,003 ft3 Total Required Storage 9,441 ft3 Basins 1-3 ADS Chamber System (100-YR) RUNOFF CALCULATIONS Total Required Storage: Surface Type Area (ft2) Area (Acres) Runoff Coefficient (C)* Frequency Factor (Cf) C x Cf Calculation Value (C') =(C x Cf) < or = 1 C' x A (Acres) Building/Roof Asphalt/Concrete Landscape Add other category as needed Totals Percolation Discharge Rate: Infiltration Area Measured Perc. Rate *Equals 50% of measured I = the percent impervious cover draining to the facility, in decimal A = total site area draining to the structure, in acres These are the volumes that must be mitigated WQV = Water Quality Volume, in acre-feet P = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 2/11 Input parameters in light blue 10year design storm- - 0.95 1.00 0.95 0.95 041,006 0.94 0.951.000.950.950.894318,253 0.42 0.151.000.150.150.06285559,259 1.360.96*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 02.1000 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)00.000.000.000.0053.871111.26630.003.70102.831625.251260.002.71152.291972.701890.002.19201.842113.402520.001.76251.562239.743150.001.49301.382377.573780.001.32351.222452.234410.001.17401.092503.925040.001.04451.002584.325670.000.96500.912613.036300.000.87550.842653.236930.000.80600.792722.157560.000.761200.412825.5215120.000.391800.292997.8122680.000.283600.173514.6745360.000.167200.104134.9190720.000.1014400.075871.57181440.000.07Water Quantity Storage: - ft3Peak Flow: 3.70 ft3/s---------------------------------------------82.70-------------------------Site Detention= Runoff Volume - Discharge Volume(ft3)0.00481.26365.25Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityTotalsCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)Building/RoofAsphalt/ConcreteLandscapeAdd other category as neededBasin 4Expanded Pond A (10-YR)RUNOFF CALCULATIONSTotal Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x Cf3/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.67278135I = 0.69A = 1.36acresWater Quality Storage: 1,661 ft3 Water Quality Storage1,661 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 4/13 Input parameters in light blue 100year design storm- - 0.95 1.25 1.19 1.00 041,006 0.94 0.951.251.191.000.94136818,253 0.42 0.151.250.190.190.07856859,259 1.361.02*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 02.1000 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)00.000.000.000.0056.092185.90630.007.29104.453194.501260.005.32153.613887.241890.004.32202.894149.262520.003.46252.464414.883150.002.94302.184694.843780.002.61351.924824.064410.002.30401.724938.925040.002.06451.575071.725670.001.88501.445168.636300.001.72551.335251.196930.001.59601.245340.927560.001.481200.615254.7815120.000.731800.415297.8522680.000.493600.225685.5045360.000.267200.147236.0990720.000.1714400.1010130.52181440.000.12Water Quantity Storage: - ft3Peak Flow: 7.29 ft3/s---------------------------------------------1997.241629.261264.88914.84414.06-----Site Detention= Runoff Volume - Discharge Volume(ft3)0.001555.901934.50Percolation Discharge Rate:Infiltration AreaMeasured Perc. Rate*Equals 50% of measured Total Quantity Total Quantity Total Quantity Total QuantityTotalsCalculation Value (C') =(C x Cf) < or = 1C' x A (Acres)Building/RoofAsphalt/ConcreteLandscapeAdd other category as neededBasin 4Expanded Pond A (100-YR)RUNOFF CALCULATIONSTotal Required Storage:Surface TypeArea (ft2)Area (Acres)Runoff Coefficient (C)*Frequency Factor (Cf)C x Cf5/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.67278135I = 0.69A = 1.36acresWater Quality Storage: 1,661 ft3 Water Quality Storage1,661 ft3Total Required Storage - ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 6/13 Input parameters in light blue 10year design storm- - 0.95 1.00 0.95 0.95 078,302 1.80 0.951.000.950.951.7076886,012 0.14 0.151.000.150.150.02070284,314 1.941.73*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 02.5000 0 0Total QuantityRainfallRainfallRunoff Volume Discharge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0053.872006.66750.006.69102.832934.811500.004.89152.293562.212250.003.96201.843816.293000.003.18251.564044.433750.002.70301.384293.324500.002.39351.224428.145250.002.11401.094521.476000.001.88451.004666.656750.001.73500.914718.517500.001.57550.844791.108250.001.45600.794915.549000.001.371200.415102.2118000.000.711800.295413.3227000.000.503600.176346.6554000.000.297200.107466.65108000.000.1714400.0710602.64216000.000.12Water Quantity Storage: 1,435 ft3Peak Flow: 6.69 ft3/sBasins 5-11Expanded Pond C (10-YR)RUNOFF CALCULATIONSTotal 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)Building/RoofAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration Area Measured Perc. Rate*Equals 50% of measured Total Quantity Total QuantityTotal QuantityTotal QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.001256.661434.811312.21816.29294.43------------------------------------------------------------7/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.8858256I = 0.93A = 1.94acresWater Quality Storage: 3,112 ft3 Water Quality Storage3,112 ft3Total Required Storage 1,435 ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 8/13 Input parameters in light blue 100year design storm- - 0.95 1.25 1.19 1.00 078,302 1.80 0.951.251.191.001.7975676,012 0.14 0.151.250.190.190.02587884,314 1.941.82*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 02.5000 0 0Total QuantityRainfallRainfallRunoff Volume Discharge VolumePeak FlowDuration, tIntensity, i= Cwd x SAj x i x t= d x t=C*I*A(min)(in/hr)(ft3)(ft3)(ft3/sec)00.000.000.000.0056.093536.31750.0011.79104.455168.011500.008.61153.616288.712250.006.99202.896712.603000.005.59252.467142.303750.004.76302.187595.234500.004.22351.927804.275250.003.72401.727990.096000.003.33451.578204.946750.003.04501.448361.727500.002.79551.338495.278250.002.57601.248640.449000.002.401200.618501.0818000.001.181800.418570.7627000.000.793600.229197.8954000.000.437200.1411706.41108000.000.2714400.1016388.97216000.000.19Water Quantity Storage: 4,039 ft3Peak Flow: 11.79 ft3/sBasins 5-11Expanded Pond C (100-YR)RUNOFF CALCULATIONSTotal 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)Building/RoofAsphalt/ConcreteLandscapeAdd other category as neededTotalsPercolation Discharge Rate:Infiltration Area Measured Perc. Rate*Equals 50% of measured Total Quantity Total QuantityTotal QuantityTotal QuantitySite Detention= Runoff Volume - Discharge Volume(ft3)0.002786.313668.014038.713712.603392.303095.232554.271990.091454.94861.72245.27------------------------------9/13 Water Quality Storage:Where: P = 0.5inchesRv = 0.8858256I = 0.93A = 1.94acresWater Quality Storage: 3,112 ft3 Water Quality Storage3,112 ft3Total Required Storage 4,039 ft3I = the percent impervious cover draining to the facility, in decimalA = total site area draining to the structure, in acresThese are the volumes that must be mitigatedWQV = Water Quality Volume, in acre-feetP = Water Quality Rainfall Depth, inches (0.5-inches) Rv = the unitless runoff coefficient, Rv = 0.05 + 0.9(I) 10/13 STORMWATER MANAGEMENT MANUAL INTENSITY - DURATION FOR BOZEMAN, MONTANA Time 2 5 10 25 50 100 (min)(in/hr)(in/hr)(in/hr)(in/hr)(in/hr)(in/hr) 0 0.00 0.00 0.00 0.00 0.00 0.00 5 2.08 3.16 3.87 4.76 5.43 6.09 10 1.53 2.31 2.83 3.48 3.97 4.45 15 1.24 1.87 2.29 2.83 3.22 3.61 20 0.99 1.5 1.84 2.26 2.58 2.89 25 0.84 1.28 1.56 1.93 2.2 2.46 30 0.75 1.13 1.38 1.7 1.94 2.18 35 0.66 0.99 1.22 1.5 1.71 1.92 40 0.59 0.89 1.09 1.35 1.53 1.72 45 0.54 0.81 1 1.23 1.4 1.57 50 0.49 0.74 0.91 1.12 1.28 1.44 55 0.45 0.69 0.84 1.04 1.18 1.33 60 0.42 0.64 0.79 0.97 1.1 1.24 120 0.24 0.34 0.41 0.49 0.55 0.61 180 0.19 0.25 0.29 0.34 0.37 0.41 360 0.12 0.15 0.17 0.19 0.21 0.22 720 0.08 0.09 0.1 0.12 0.13 0.14 1440 0.049 0.062 0.071 0.082 0.09 0.098 BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX C HYDRAULIC CALCULATIONS Circular Pipe (17095_13_Bozeman Health Campus) Normal Depth (in) Channel Slope (ft/ft) Roughness Coefficient Friction MethodSolve ForLabel 7.90.0910.013Manning FormulaNormal DepthCircular Pipe - 24INCH PIPE 4.10.0800.013Manning FormulaNormal DepthCircular Pipe - 12INCH PIPE Top Width (ft) Hydraulic Radius (in) Wetted Perimeter (ft) Flow Area (ft²) Discharge (cfs) Diameter (in) 1.884.42.40.916.0424.0 0.952.31.20.22.5312.0 Specific Energy (ft) Velocity Head (ft) Velocity (ft/s) Critical Slope (ft/ft) Percent Full (%) Critical Depth (in) 5.544.8817.730.00733.017.3 2.111.7610.650.00834.28.2 NotesFlow TypeSlope Full (ft/ft) Discharge Full (cfs) Maximum Discharge (cfs) Froude Number Supercritical0.00568.0973.244.506 Supercritical0.00510.0510.813.753 Messages Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/10/2025 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution Center17095_13_BH FlowMaster Model.fm8 Combination Inlet In Sag (17095_13_Bozeman Health Campus) Gutter Cross Slope (ft/ft) Gutter Width (ft) Spread (ft) Discharge (cfs) Solve ForLabel 0.0421.503.30.74Spread Combination Inlet In Sag - SDI E 0.0421.502.70.50Spread Combination Inlet In Sag - SDI F 0.0421.503.40.94Spread Combination Inlet In Sag - SDI G 0.0421.504.31.34Spread Combination Inlet In Sag - SDI H 0.0421.505.71.79Spread Combination Inlet In Sag - SDI I 0.0421.506.73.70Spread Combination Inlet In Sag - SDI K Grate TypeGrate Length (ft) Grate Width (ft) Local Depression Width (in) Local Depression (in) Road Cross Slope (ft/ft) Curved Vaned3.11.4817.81.00.035 Curved Vaned3.11.4817.81.00.033 Curved Vaned3.11.4817.81.00.040 Curved Vaned3.11.4817.81.00.040 Curved Vaned3.11.4817.81.00.036 Curved Vaned6.21.4817.81.00.036 Depth (in) Throat Incline Angle (degrees) Curb Throat Type Opening Height (ft) Curb Opening Length (ft) Clogging (%) 1.590.00Horizontal0.53.150.0 1.290.00Horizontal0.53.150.0 1.790.00Horizontal0.53.150.0 2.190.00Horizontal0.53.150.0 2.690.00Horizontal0.53.150.0 3.090.00Horizontal0.56.250.0 NotesCalculation Option Active Grate Weir Length (ft) Open Grate Area (ft²) Total Depression (in) Gutter Depression (in) Use Both4.60.81.10.1 Use Both4.60.81.20.2 Use Both4.60.81.00.0 Use Both4.60.81.00.0 Use Both4.60.81.10.1 Use Both7.71.61.10.1 Messages Page 1 of 227 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 3/10/2025 FlowMaster [10.03.00.03] Bentley Systems, Inc. Haestad Methods Solution Center17095_13_BH FlowMaster Model.fm8 Hydraulic Analysis Report Channel Analysis: ADS Outlet Pipe 100-YR Notes: Input Parameters Channel Type: Circular Pipe Diameter 1.25 ft Longitudinal Slope: 0.0050 ft/ft Manning's n: 0.0150 Depth 1.1700 ft Result Parameters Flow 4.2583 cfs Area of Flow 1.1941 ft^2 Wetted Perimeter 3.2876 ft Hydraulic Radius 0.3632 ft Average Velocity 3.5661 ft/s Top Width 0.6119 ft Froude Number: 0.4499 Critical Depth 0.8356 ft Critical Velocity 4.8848 ft/s Critical Slope: 0.0093 ft/ft Critical Top Width 1.18 ft Calculated Max Shear Stress 0.3650 lb/ft^2 Calculated Avg Shear Stress 0.1133 lb/ft^2 BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX D O&M PLAN July 2025 Project No. 17095.13 STORM DRAINAGE FACILITY MAINTENANCE PLAN BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN BOZEMAN, MONTANA 59715 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 Bozeman Health Campus Phase 1 Design. This plan has been completed in accordance with 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 Bozeman Health Bozeman Health will own all stormwater facilities which includes the chamber system, surface ponds, catch basins, manholes, outlet structures, and piping within the site boundary. The City of Bozeman will have physical access to the surface ponds from the public right-of-way and within the drainage easements surrounding the surface ponds. INSPECTION THRESHOLDS FOR CLEANING 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. Catch Basins If sediment fills 60 percent of the sump or comes within 6 inches of a pipe, clean sump with vacuum. Surface Ponds If sediment reduces pond volume by 25%, clean pond banks and bottom manually or mechanically. CLEANING Infiltration Chamber To clean isolator row, use a JetVac. Catch Basins To clean grate of structure, remove and dispose of debris clogging the grate. To clean the structure, use catch basin vacuum to remove sediment and debris. Surface Ponds To clean the pond manually or mechanically and remove sediment and debris from the pond banks and bottom. INSPECTION, MAINTENANCE, AND REPLACEMENT SCHEDULE 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 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 Surface Ponds • Inspection: Every 6 months and after storm events larger than 0.5 inches of precipitation • Maintenance: Remove sediment accumulation from the pond bottom, remove trash, undesirable vegetation, and noxious weeds. Repair pond area such as sidewalls due to erosion, settlement, or rodent damage. • Design Life/Replacement Schedule: 100 years RESPONSIBLE PARTY Bozeman Health Bozeman Health 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: __________________________________________ Bozeman Health Representative BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX E DOWL GEOTECHNICAL REPORT BOZEMAN HEALTH CAMPUS PHASE 1 DESIGN Project # 17095.13 APPENDIX F GROUNDWATER MONITORING DATA FROM 2024 =NO GROUNDWATER PRESENTDATEWELL #1WELL #2WELL #3DATEWELL #1WELL #2WELL #3=GROUNDWATER PRESENT4/17/2024 DRY DRY DRY 4/17/2024 DRY DRY DRY4/24/2024 DRY DRY DRY 4/24/2024 DRY DRY DRY5/1/2024 DRY DRY DRY 5/1/2024 DRY DRY DRY5/8/2024 DRY DRY DRY 5/8/2024 DRY DRY DRY5/15/2024 DRY DRY DRY 5/15/2024 DRY DRY DRY5/17/2024 DRY DRY DRY 5/17/2024 DRY DRY DRY5/22/2024 DRY DRY DRY 5/22/2024 DRY DRY DRY5/29/2024 DRY DRY DRY 5/29/2024 DRY DRY DRY6/5/2024 DRY DRY DRY 6/5/2024 DRY DRY DRY6/12/2024 DRY DRY DRY 6/12/2024 DRY DRY DRY6/20/2024 DRY DRY DRY 6/20/2024 DRY DRY DRY6/26/2024 DRY DRY DRY 6/26/2024 DRY DRY DRY7/3/2024 DRY DRY DRY 7/3/2024 DRY DRY DRY7/9/2024 DRY DRY DRY 7/9/2024 DRY DRY DRY7/17/2024DRYDRYDRY7/17/2024DRYDRYDRYGROUNDWATER DEPTH FROM TOP OF CASINGGROUNDWATER DEPTH BELOW GROUND SURFACEBozeman Health PH1 Groundwater MonitoringBozeman Health PH1 Groundwater Monitoring0.000.501.00Depth (ft)DateGroundwater DepthWELL #1WELL #2WELL #3