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HomeMy WebLinkAboutEYE CENTER OF NORTHERN COLORADO - FDP - FDP160012 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT Eye Center of Northern Colorado—Lot 1 Prepared for: Marasco & Associates, Inc. 475 Lincoln Street, Suite 150 Denver, CO 80203 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 March 8, 2016 Job Number 1240-140-00 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 1.3 Floodplain Submittal Requirements ............................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 2 2.2 Sub-basin Description .................................................................................................... 2 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Directly Connected Impervious Area (DCIA) Discussion .......................................... 2 3.3 Development Criteria Reference and Constraints ...................................................... 3 3.4 Hydrological Criteria ..................................................................................................... 4 3.5 Hydraulic Criteria .......................................................................................................... 4 3.6 Floodplain Regulations Compliance ............................................................................. 4 3.7 Modifications of Criteria ............................................................................................... 4 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 7 6. STANDARD OPERATING PROCEDURES ..................................................................... 7 6.1 Purpose ............................................................................................................................ 7 6.2 Site Specific SOPs ........................................................................................................... 8 7. REFERENCES .................................................................................................................... 11 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS .............................................................................................. C WATER QUALITY & DETENTION POND, RAIN GARDEN AND LID INFORMATION .. D EXCERPTS FROM REFERENCE REPORTS......................................................................... E 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Eye Center of Northern Colorado is located in the Northwest Quarter of Section 4, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. Please refer to the vicinity map in Appendix A. The project site is located at the southeast corner Ziegler Road and Precision Drive. Precision Drive bounds the property on the north, Ziegler Road on the west and a vacant parcel on the south and east. 1.2 Description of Property The property consists of about 4.2 acres of land and will consist of a new building and new parking and drive aisles. The site generally slopes in a southeasterly and northeasterly direction at approximately 0.5% to 1.0%. The land is currently vacant. There are no offsite flows contributing to the site. According to FEMA Panel 08069C0994F there are no mapped FEMA Floodways on this property. 1.3 Floodplain Submittal Requirements Because the project is not within any FEMA or City of Fort Collins mapped floodway, a Floodplain Submittal is not required and a “City of Fort Collins Floodplain Review Checklist for 100% Submittals” has not been included with this report. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Basin and McClellands Creek Master Drainage Plan. 2.2 Sub-basin Description Historically, the site generally drains to the east of the site and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID). 3. DRAINAGE DESIGN CRITERIA 3.1 Regulations This report was prepared to meet or exceed the “City of Fort Collins Storm Drainage Design Criteria Manual” specifications. Where applicable, the criteria established in the “Urban Storm Drainage Criteria Manual” (UDFCD), developed by the Denver Regional Council of Governments, has been used. 3.2 Directly Connected Impervious Area (DCIA) Discussion Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the parking lots, surrounding sidewalks and building shall drain directly into rain gardens thereby slowing runoff and also promoting infiltration. Runoff from the 3 eastern drive aisle shall drain through a water quality and detention pond which promotes settlement of particles. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release Once runoff has been minimized, the remaining runoff shall be treated through the rain gardens and water quality pond. Both systems allow for settlement of sediments. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to a storm sewer, bank stabilization is unnecessary with this project. Step 4: Implement Site Specific and Other Source Control BMPs Proactively controlling pollutants at their source by preventing pollution rather than removing contaminants once they have entered the stormwater system or receiving waters is important when protecting storm systems and receiving waters. This can be accomplished through site specific needs such as construction site runoff control, post- construction runoff control and pollution prevention / good housekeeping. It will be the responsibility of the contractor to develop a procedural best management practice for the site. 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department and the approved Harmony Technology Park Site Master Plan. Water quality capture volume and detention will be provided on site. The impervious area for the site was assumed to be 80% in the master plan. The release rate for the site is 0.43 cfs/acre or 1.7 cfs. Please refer to supporting documentation in Appendix E. Runoff reduction practices (LID techniques) are also required. The site has been designed to meet the requirement of treating 75% of the total impervious area with LID. The project will add 2.73 acres of impervious area. 2.31 acres will be treated with rain gardens (bioretention). This is 85% of the impervious area and meets the standard. Please refer to Appendix D for LID calculations and further information. 4 3.4 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality capture volume and detention is provided on site in the rain gardens and water quality and detention pond. 3.5 Hydraulic Criteria All hydraulic calculations area presented in Appendix C and are prepared in accordance with the City of Fort Collins Drainage Criteria. Storm systems were analyzed using StormCAD software. 3.6 Floodplain Regulations Compliance The project is not within any FEMA or City of Fort Collins mapped floodway; therefore, Floodplain Regulations Compliance is not required. 3.7 Modifications of Criteria There are no Modifications of Criteria at this time. 5 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed storm drain system where it will be treated for water quality and detention via porous pavement systems or the water quality and detention pond before being released into the existing storm system in Precision Drive. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Please refer to Appendix A for the drainage plan. Basins A is 0.99 acres and contains the parking lot on the north side of the proposed building. Basin A is calculated to have a 10-year discharge of 3.4 cfs and a 100-year discharge of 9.6 cfs. Flows from Basin A are captured by Rain Garden A where water quality will occur. An underdrain system will release this flow into the proposed Type C inlet and Storm 1. This system releases into the water quality and detention pond. When the capacity of the underdrain is exceeded, flow will enter the proposed inlet above the media. Basin B is 0.97 acres, contains the proposed building. Basin B is calculated to have a 10- year discharge of 3.6 cfs and a 100-year discharge of 9.6 cfs. Flows from Basin B are captured by Rain Gardens B-NW, B-NE, B-SW, B-S MID AND B-SE where water quality will occur. An underdrain system will release the north flow into proposed Storm 1 and the south flow into Storm 2. This system releases into the existing storm system in Precision Drive. Basin C is 0.89 acres and contains the parking lot on the south side of the proposed building. Basin C is calculated to have a 10-year discharge of 3.3 cfs and a 100-year discharge of 8.8 cfs. Flows from Basin C are captured by Rain Garden C where water quality will occur. An underdrain system will release this flow into the proposed Type C inlet and Storm 2. This system releases into the water quality and detention pond. When the capacity of the underdrain is exceeded, flow will enter the proposed inlet above the media. 6 The rain gardens provide water quality for basins A-C. The following table is a summary of each rain garden. BASIN RAIN GARDEN AREA REQD RAIN GARDEN VOLUME REQD RAIN GARDEN BOTTOM AREA PROVIDED RAIN GARDEN TOP AREA PROVIDED RAIN GARDEN DEPTH RAIN GARDEN VOLUME PROVIDED BOTTOM OK? VOLUME OK? SF CF SF SF INCH CF A 595 892 688 1177 12 933 OK OK B - NW 126 188 207 536 8 248 OK OK B - NE 136 204 200 518 8 239 OK OK B - SW 84 126 118 409 9 198 OK OK B - S MID 122 182 158 454 9 230 OK OK B - SE 86 129 140 338 9 179 OK OK C 609 913 690 1170 12 930 OK OK Basin D is 0.56 acres and contains the drive aisle running north to south on the east side of the proposed building. Basin D is calculated to have a 10-year discharge of 1.9 cfs and a 100-year discharge of 5.3 cfs. Flows from Basin D sheet to the water quality and detention pond through curb openings. This system releases into the existing storm system in Precision Drive. Basin E is 0.56 acres and contains the water quality and detention pond. Water quality volume is only for basins D and E. Basin E is calculated to have a 10-year discharge of 0.4 cfs and a 100-year discharge of 1.1 cfs. This system releases into the existing storm system in Precision Drive. The water quality capture volume for Basins D and E is 0.02 ac-ft. The volume was sized based on a 40-hour drain time. This will be accomplished at an elevation of 4917.0 ft. The total site will be detained in the pond. Based on the 0.43 cfs/acre release rate, the required storage volume for the site is 0.75 ac-ft at a release rate of 1.7 cfs. Therefore, the total required volume of the pond is 0.77 ac-ft and will be achieved at an elevation of 4920.7 ft. The pond is released into the existing storm system in Precision Drive. An emergency overflow spillway will be designed to pass the 100-year flow of the site in the drive cut to the eastern drive and out the Precision Drive. 7 Adjacent Ziegler Road is below the site and not a part of this drainage system. Adjacent Precision Drive shall be treated by a downstream property. The weighted average C value and percent imperviousness of the entire site is 0.72 and 67%, respectively which is below the master plan model assumption of 0.80 and 80%. Please refer to Appendix E for excerpts from the master plan. 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. STANDARD OPERATING PROCEDURES 6.1. Purpose In order for physical stormwater Best Management Practices (BMPs) to be effective, proper maintenance is essential. Maintenance includes both routinely scheduled activities, as well as non-routine repairs that may be required after large storms, or as a result of other unforeseen problems. Standard Operating Procedures (SOPs) should clearly identify BMP maintenance responsibility. BMP maintenance is typically the responsibility of the entity owning the BMP. 8 Identifying who is responsible for maintenance of BMPs and ensuring that an adequate budget is allocated for maintenance is critical to the long-term success of BMPs. Maintenance responsibility may be assigned either publicly or privately. For this project, the privately owned BMPs shown in Section B below are to be maintained by the property owner or property manager. 6.2. Site Specific SOPs The following stormwater facilities contained within the Eye Center of Northern Colorado development are subject to SOP requirements: - Rain Gardens - Dry Detention Pond and Water Quality Outlet Structure - Storm Drains The location of said facilities can be found on the Utility Plans for Eye Center of Northern Colorado, Lot 1. Inspection and maintenance procedures and frequencies, specific maintenance requirements and activities, as well as BMP-specific constraints and considerations shall follow the guidelines outlined in Volumes 3 and 6 of the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. SOP Maintenance Summary Stormwater Facility/BMP Ownership/Responsibility UDFCD Maintenance Reference Rain Gardens Private See Bioretention Dry Detention Pond Private See Extended Detention Basins Storm Drains Private 9 Rain Garden Maintenance Plan Routine Maintenance Table (Summary adapted from Chapter 6 of UDFCD, Volume 3) Required Action Maintenance Objective Frequency of Action Debris and Litter Removal Remove debris and litter from the infiltrating surface to minimize clogging of the media. Remove debris and litter from the overflow structure. Routine - Including just before annual storm seasons (April and May), end of storm season after leaves have fallen (October), and following significant rainfall events. Sediment Removal and Growing Media Replacement Maintain adequate infiltration rates to drain pond within 24 hours. Non-routine – Maintenance activities to restore infiltration capacity of bioretention facilities will vary with the degree and nature of the clogging. The frequency of media replacement will depend on site-specific pollutant loading characteristics. Mowing & Plant Care Maintain healthy, weed-free vegetation Routine - Mowing of manicured grasses may vary from as frequently as weekly during the summer, to no mowing during the winter. Mow as desired or as needed for weed control. Non-Routine – Performed as needed depending on planting scheme and cover. Weeds should be removed before they flower. Irrigation Scheduling and Maintenance Adjust irrigation throughout the growing season to provide the proper irrigation application rate to maintain healthy vegetation. Non-Routine – Check for broken sprinkler heads and repair as needed. Replacement of Wood Mulch Replace wood mulch only when needed to maintain a mulch depth of up to approximately 3 inches. Excess mulch will need to be removed. Non-Routine – Inspect mulch conditions at least twice annually following precipitation events. Inspections 10 Dry Detention Basin Maintenance Plan Routine Maintenance Table (Summary adapted from Chapter 6 of UDFCD, Volume 3) Required Action Maintenance Objective Frequency of Action Sediment, Debris and Litter Removal Remove sediment, debris and litter from the entire pond to minimize outlet clogging and improve aesthetics Routine - Including just before annual storm seasons (that is, April and May), end of storm season after leaves have fallen, and following significant rainfall events. Major Pond Sediment Removal Remove accumulated sediment from the bottom of the basin. Non-routine – Performed when sediment accumulation occupies 20 percent of the pond volume. This may vary considerably, but expect to do this every 15 to 25 years, as necessary per inspection if no construction activities take place in the tributary watershed. More often if they do. Mowing & Plant Care Maintain healthy, weed-free vegetation Non-routine – Performed as needed depending on planting scheme and cover. Weeds should be removed before they flower. Aeration Supply the soil and roots with air and increase infiltration, reduce soil compaction, and help water move into the root zone Routine – Performed at least once per year when the ground is not frozen. Water turf thoroughly prior to aeration. Avoid aerating in hot & dry conditions. Heavy traffic areas may require more frequent aeration Mosquito Control Inspect for signs of mosquito breeding; provide treatment when breeding is found. Inspection and treatment is recommended to be performed by a mosquito control service Routine - Inspect Weekly. Typically, inspections start in mid-May and extend to mid- September. Inspections 11 Storm Drain Lines Maintenance Plan Routine Maintenance Table Required Action Maintenance Objective Frequency of Action Debris Removal from Inlets and Catch Basins Remove debris and trash from inlets to prevent them from continuing downstream or clogging and reducing the flow capacity of the system. Non-routine – Remove debris as needed after storm events or seasonally such as during the Fall with heavy amounts of leaves and twigs entering the system. Debris Removal from Storm Pipes Ensure the pipe systems function as intended. Reduced capacities in the pipes will cause the system to back up and increase the frequency of surface flooding that could damage property. Non-routine – Pipe cleaning is recommended as needed based on the results of inspections or when the system is no longer able to regularly convey routine storm flows from the site. Inspection Use a video camera to inspect the condition of the storm drain pipes looking for sediment buildup and structural integrity. Clean out pipes as needed. If the integrity of the pipe is compromised, then repair the damaged section(s). Routine – Visually Inspect pipes and inlets at least annually or after major storm events. Every 2-5 years the pipes should be inspected with a video camera. 7. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 3. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 4. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) a A 0.99 0.78 0.97 6.9 5.0 3.4 9.6 Rain Garden b B 0.97 0.82 1.00 6.1 5.0 3.6 9.6 Rain Garden c C 0.89 0.84 1.00 6.4 5.0 3.3 8.8 Rain Garden d D 0.56 0.76 0.95 6.5 5.0 1.9 5.3 Water Quality and Detention Pond e E 0.56 0.20 0.25 8.9 8.6 0.4 1.1 Water Quality and Detention Pond TOTAL 3.96 0.72 0.90 12.1 9.8 10.0 27.8 Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 Recommended Runoff Coefficients from Table RO-11 of City of Fort Collins Stormwater Code, Volume I Recommended % Impervious from Table RO-3 Urban Storm Drainage Criteria Manual, Volume I Type C Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, heavy) : 0.20 0 Landscape Areas (Steep, heavy) : 0.35 0 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) A 0.99 43,100 0 31,200 0 2,000 9,900 0.78 77 NORTH LOT B 0.97 42,100 33,000 0 0 1,600 7,500 0.82 74 BUILDING C 0.89 38,600 0 30,300 0 2,400 5,900 0.84 84 SOUTH LOT D 0.56 24,600 900 15,200 0 2,300 6,200 0.76 74 EAST DRIVE E 0.56 24,300 0 0 0 0 24,300 0.20 0 POND D+E 1.12 48,900 900 15,200 - 2,300 30,500 0.48 37 POND WQ TOTAL 3.96 172,700 33,900 76,700 - 8,300 53,800 0.72 67 Equations - Calculated C coefficients & % Impervious are area weighted C = Σ (Ci Ai) / At Ci = runoff coefficient for specific area, Ai Ai = areas of surface with runoff coefficient of Ci n = number of different surfaces to consider At = total area over which C is applicable; the sum of all Ai's 3-8-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.99 0.78 80 2.0 4.3 220 0.5 0.016 1.4 2.6 6.9 300 11.7 6.9 b B 0.97 0.82 80 2.0 3.8 200 0.5 0.016 1.4 2.3 6.1 280 11.6 6.1 c C 0.89 0.84 80 2.0 3.5 250 0.5 0.016 1.4 2.9 6.4 330 11.8 6.4 d D 0.56 0.76 70 3.0 3.7 240 0.5 0.016 1.4 2.8 6.5 310 11.7 6.5 e E 0.56 0.20 20 2.0 6.0 250 0.5 0.016 1.4 2.9 8.9 270 11.5 8.9 TOTAL 3.96 0.72 80 2.0 5.1 570 0.5 0.016 1.3 7.0 12.1 650 13.6 12.1 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 3-8-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.99 0.78 0.97 80 2.0 1.7 220 0.5 0.016 1.4 2.6 4.3 300 11.7 5.0 b B 0.97 0.82 1.00 80 2.0 1.3 200 0.5 0.016 1.4 2.3 3.7 280 11.6 5.0 c C 0.89 0.84 1.00 80 2.0 1.3 250 0.5 0.016 1.4 2.9 4.3 330 11.8 5.0 d D 0.56 0.76 0.95 70 3.0 1.6 240 0.5 0.016 1.4 2.8 4.4 310 11.7 5.0 d E 0.56 0.20 0.25 20 2.0 5.6 250 0.5 0.016 1.4 2.9 8.6 270 11.5 8.6 5.0 TOTAL 3.96 0.72 0.90 80 2.0 2.7 570 0.5 0.016 1.3 7.0 9.8 650 13.6 9.8 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L 0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 3-8-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.99 0.78 6.9 2.55 2.0 2.0 b B 0.97 0.82 6.1 2.64 2.1 2.1 c C 0.89 0.84 6.4 2.60 1.9 1.9 d D 0.56 0.76 6.5 2.60 1.1 1.1 e E 0.56 0.20 8.9 2.33 0.3 0.3 TOTAL 3.96 0.72 12.1 2.05 5.8 5.8 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 3-8-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.99 0.78 6.9 4.36 3.4 3.4 b B 0.97 0.82 6.1 4.52 3.6 3.6 c C 0.89 0.84 6.4 4.44 3.3 3.3 d D 0.56 0.76 6.5 4.43 1.9 1.9 e E 0.56 0.20 8.9 3.98 0.4 0.4 TOTAL 3.96 0.72 12.1 3.51 10.0 10.0 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 3-8-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.99 0.97 5.0 9.95 9.6 9.6 b B 0.97 1.00 5.0 9.95 9.6 9.6 c C 0.89 1.00 5.0 9.95 8.8 8.8 d D 0.56 0.95 5.0 9.95 5.3 5.3 d E 0.56 0.25 8.6 8.24 1.1 1.1 TOTAL 3.96 0.90 9.8 7.84 27.8 27.8 Q = C iA Q = peak discharge (cfs) C = runoff coefficient i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 84.682 / (10+ tc) 0.7975 3-8-16 FC FLOW.xls ✁ ✦ ✂ ✌ ☞ ✠ ✑ ☛ ✂ ✞ ✠ ✎ ✌ ☛ ✌ ✟ ✄ ✍ ✆ ✝ ☛ ✏ ✞ ☛ ☞ ☎ ✝ ☛ ✞ ✍ ✎ ✆ ✎ ✡ ✎ ✂ ✌ ✍ ✏ ☞ ✠ ✝ ✝ ✂ ✝ ✞ ✞ ☛ ✒ ✑ ✏ ✍ ✟ ✍ ☛ ✎ ✂ ✞ ✠ ✌ ✝ ☎ ✍ ✎ ✜ ☛ ✡ ✡ ✡ ✆ ✂ ✝ ✢ ☛ ✞ ☛ ✌ ✕ ✍ ✒ ✗ ✞ ✆ ✂ ✝ ☛ ✎ ✂ ✖ ✑ ☛ ☞ ☛ ✎ ✙ ✝ ✌ ✝ ✞ ✖ ✞ ☞ ✍ ✌ ✂ ✒ ✠ ✏ ✌ ✌ ✂ ✠ ☛ ✝ ✎ ✞ ✟ ✞ ✎ ☛ ✌ ✡ ✍ ✂ ✜ ✡ ✝ ✝ ✂ ✆ ☞ ✎ ✝ ✝ ✏ ✟ ✂ ✠ ✞ ✝ ✔ ✌ ☎ ☛ ✝ ✆ ✎ ✡ ✌ ✞ ✆ ✏ ✗ ☞ ✆ ✝ ✎ ✚ ☞ ✕ ✁ ✞ ✌ ✍ ✏ ✎ ✑ ✆ ✏ ✂ ✓ ✌ ✑ ✠ ✎ ✂ ✎ ✌ ☛ ✏ ✠ ✎ ✝ ✆ ✏ ✂ ✡ ✌ ✝ ✑ ✞ ✘ ✞ ✡ ☛ ☞ ✡ ✌ ✝ ✍ ✏ ✠ ✝ ✎ ✂ ✏ ✞ ✑ ✒ ☛ ✎ ✂ ☛ ✍ ✍ ☛ ✏ ✌ ☛ ✝ ✞ ✍ ✞ ✡ ✞ ☛ ✂ ✒ ✝ ✂ ✠ ✞ ✎ ☛ ✌ ✎ ✒ ✏ ✌ ✞ ✍ ✆ ✂ ✄ ✡ ☛ ✑ ☛ ☛ ✠ ✌ ✎ ✕ ☛ ✂ ✏ ✓ ✒ ✟ ✑ ✂ ✑ ✌ ✍ ✔ ✑ ✌ ✂ ☛ ✗ ☛ ✝ ✡ ✆ ✎ ✝ ✜ ✞ ✁ ✂ ✞ ✑ ✞ ✒ ☛ ✟ ☛ ✍ ☛ ✂ ✂ ✎ ✑ ✌ ✝ ✍ ✞ ✏ ✂ ☛ ☞ ✝ ✝ ✟ ☞ ✏ ✂ ✠ ✝ ✌ ✑ ✍ ✌ ✟ ✎ ✂ ☛ ✂ ✌ ☛ ✂ ✓ ✂ ☛ ☞ ☛ ☛ ✎ ✍ ✍ ✡ ✏ ✝ ☛ ✟ ✆ ✢ ✓ ☞ ✌ ✍ ✝ ✆ ✠ ✟ ☛ ✎ ✌ ☛ ✟ ✧ ✞ ☎ ✚ ☎ ☎ ✆ ✂ ☞ ✂ ✠ ✝ ✑ ✑ ✔ ✍ ✌ ☛ ☛ ☛ ✞ ✍ ✡ ✌ ✟ ✟ ☛ ☞ ✔ ✑ ✏ ☞ ✄ ✎ ✌ ✣ ✍ ✍ ✞ ✤ ✎ ☎ ✜ ✒ ✌ ✓ ✆ ✠ ☛ ✂ ☛ ✢ ✠ ✆ ✡ ✖ ✆ ✤ ☛ ✄ ✂ ✥ ✒ ✍ ✗ ✌ ☎ ✍ ☎ ✌ ✟ ✆ ✆ ✡ ✂ ✂ ✂ ☎ ✝ ✌ ✞ ✖ ✍ ✂ ☛ ☛ ✒ ☛ ✆ ✄ ✛ ☞ ☞ ☎ ☛ ✠ ✍ ✌ ✆ ✞ ✝ ✂ ✞ ✂ ✎ ✝ ✏ ✍ ✎ ✌ ✝ ☛ ✏ ✂ ✆ ✎ ✡ ✟ ✕ ✎ ✂ ✎ ✑ ☛ ✄ ✍ ☛ ✠ ✠ ☞ ☛ ✍ ✠ ✌ ✙ ☛ ✝ ✆ ✘ ✘ ✘ ✣ ★ ✩ ✥ ✪ ✞ ☛ ✕ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✝ ✆ ✌ ✡ ✡ ☛ ✡ ✚ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶  ✆ ✷ ✪ ✷ ✎ )✟ ✕ LQDO&✑ ✑ ✑ ✦ ☛ ✝ ✞ ☛ ✆ ✝ ☛ ✡ ✞ ✢ ✝ ✍ ☎ ✌ ✞ ✆ ✕ ✠ ✠ ✆ ✑ ☛ ORVH2XW,☞ ✜ ✞ ✝ ✡ ☞ ☛ ☛ ✠ ✟ ✎ ✕ ✍ ✌ ✂ ✆ ✞ ✝ ✝ ✄ ☛ ✎ ✂ ✡ ✑ ✘ ✞ ☎ ✢ ✄ ✂ ✆ ✄ ✑ ☎ ✂ ✌ ☛ ✂ ☎ ✝ ✍ QVSHFWLRQ ✞ ✁ ☛ ✜ ✆ ✞ ✂ ✂ ✧ ☛ ✝ ✆ ☎ ✂ ✖ ✞ ☞ ✔ ☛ ☛ ✌ ☛ ✆ ✏ ✞ ✟ ✆ ✂ ✎ ✂ ✟ ✟ ✝ ✠ ✂ ☛ ✎ ✑ ✠ ✑ ✎ ☛ ✞ ✍ ☛ ✕ ✡ ☛ ✝ ✆ ☎ ✦ ✝ ✆ ☞ ✞ ✠ ✝ ✍ ☛ ✎ ✒ ✞ ☛ ✡ ✞ ✌ ✧ ✌ ✠ ✆ ☎ ✌ ✝ ✄ ✂ ✜ ✖ ✝ ✍ ✝ ✂ ✝ ☛ ✠ ✠ ✑ ✞ ✎ ✝ ✡ ☛ ✂ ✝ ✆ ✝ ✄ ☛ ✏ ☛ ✟ ✎ ✘ ✆ ☎ ✎ ✢ ✍ ✄ ✎ ✞ ✌ ☎ ✏ ✟ ✠ ✂ ✠ ✂ ✠ ✂ ☎ ✕ ✑ ✁ ✞ ✆ ✞ ☛ ✎ ☛ ✝ ✆ ✎ ✕ ✘ ✆ ☞ ✕ ✞ ✝ ✂ ☛ ✡ ☛ ☛ ✟ ✎ ☛ ☛ ✂ ✂ ✏ ✓ ✝ ✺ ✎ ✎ ✌ ☛ ✌ ✞ ✌ ✠ ✠ ✠ ✎ ✡ ✆ ✏ ☞ ✓ ✟ ☎ ✍ ✎ ✄ ✌ ✎ ✖ ✞ ✞ ✄ ✆ ☛ ✟ ✆ ☛ ✞ ✂ ☛ ✧ ✍ ✂ ✂ ☎ ✆ ☎ ✑ ✞ ✟ ☛ ☛ ✎ ✌ ✂ ✞ ✞ ✂ ✝ ✝ ✜ ✎ ✂ ✡ ✟ ✞ ☛ ✝ ☛ ✍ ✂ ✞ ✗ ✔ ☛ ✌ ✂ ✡ ✗ ✟ ✝ ✂ ☛ ✂ ✔ ✝ ✓ ✷ ✓ ✆ ☛ ✝ ✑ ☎ ✠ ✂ ✎ ✝ ☛ ✟ ☛ ☞ ✑ ✆ ✦ ✄ ✌ ✝ ✎ ✞ ☛ ✆ ✞ ✌ ✞ ✌ ✠ ✂ ✂ ✑ ✆ ✸ ✜ ✗ ☛ ✎ ✠ ✎ ✆ ✄ ✝ ✆ ✂ ☛ ☛ ☛ ✘ ✢ ✢ ✌ ✞ ✕ ☎ ✡ ✂ ✞ ☞ ☛ ✁ ✞ ✍ ✍ ✝ ✆ ✆ ✎ ✹ ☞ ✍ ✪ ☛ ✂ ✟ ✆ ✎ ✂ ✆ ✝ ✎ ✎ ✂ ✍ ✟ ✞ ✌ ✝ ✞ ✌ ✄ ✂ ✆ ✝ ✏ ✎ ☎ ☛ ✞ ✆ ✍ ✂ ✍ ✗ ✝ ✞ ✖ ✒ ☛ ✕ ✪ ✖ ✻ ✝ ✝ ✂ ☎ ✠ ✠ ✝ ✍ ✠ ✂ ✂ ✝ ✝ ✑ ✞ ✖ ✌ ☛ ☛ ✥ ✆ ✒ ☛ ✗ ✂ ✌ ✂ ✝ ✪ ✑ ✄ ✆ ☛ ✆ ✠ ✠ ☛ ☎ ✦ ✄ ☞ ✎ ✝ ☛ ✞ ✏ ✝ ✍ ✞ ✌ ✄ ✂ ✠ ✒ ✑ ✜ ✌ ☛ ✎ ✞ ✠ ✕ ✜ ✎ ☛ ✆ ✞ ✞ ✠ ✎ ☛ ✂ ☛ ✘ ✆ ✍ ✢ ✡ ☛ ✆ ✍ ✑ ✘ ☎ ✌ ✢ ✝ ✂ ✝ ☞ ✞ ☎ ✁ ✌ ✞ ✂ ✌ ✒ ✞ ✆ ✁ ☞ ☛ ✡ ✞ ☛ ✆ ✏ ✄ ✟ ☞ ✌ ✂ ☛ ✟ ✌ ✝ ✟ ✎ ✝ ✝ ✠ ✂ ✞ ✞ ✝ ✝ ✂ ✎ ✂ ✚ ☛ ✝ ✞ ✂ ☛ ✞ ✑ ✆ ✌ ☛ ✂ ✞ ✑ ✌ ✢ ✟ ☛ ✞ ☛ ✡ ✕ ✢ ✍ ✞ ✼ ☛ ✕ ☛ ✆ ✽ ✞ ✍ ☞ ☛ ✎ ✄ ✾ ✍ ✞ ✆ ☎ ✆ ✄ ✆ ✝ ✑ ✖ ✂ ☎ ✌ ✝ ✡ ✆ ✠ ✓ ✂ ☛ ✝ ☛ ✂ ✄ ✝ ☞ ☛ ✍ ✖ ✎ ✆ ✎ ☛ ✞ ✓ ✌ ☛ ✆ ✞ ✝ ✞ ✂ ✡ ✍ ✡ ☛ ✌ ✟ ✂ ✌ ✎ ☛ ✂ ✎ ✞ ☞ ✂ ✆ ✎ ✠ ✂ ✂ ✌ ✑ ✍ ✞ ✂ ☎ ☛ ✑ ✟ ✏ ☛ ✜ ✂ ✎ ☛ ✆ ✍ ✝ ✡ ✌ ✂ ✔ ✏ ✂ ☎ ✝ ✝ ✆ ✞ ✟ ✞ ✏ ✎ ✡ ✌ ✟ ✞ ✟ ✝ ✎ ✞ ✂ ✂ ✝ ✌ ✄ ✒ ✎ ✟ ✞ ☞ ✌ ✂ ✞ ✠ ✎ ✝ ✝ ✡ ✞ ✌ ✏ ✏ ✞ ✟ ✂ ✎ ✟ ✑ ✌ ✍ ☛ ☛ ✄ ✍ ✍ ✜ ✕ ✔ ✌ ✝ ✂ ✝ ✝ ✞ ✝ ✂ ✂ ✎ ✔ ✑ ✒ ✞ ✂ ✎ ✂ ✑ ✑ ✏ ☎ ✌ ✎ ☛ ✂ ✂ ✍ ✶ ✂ ✌ ✑ ✂ ☞ ✑ ☛ ☞ ☛ ✆ ✍ ☛ ✎ ☛ ✞ ✍ ✓ ☛ ✂ ☛ ✝ ✆ ✡ ✂ ☞ ✔ ✎ ✏ ✂ ✞ ✝ ✑ ✞ ✆ ✌ ✌ ✝ ✘ ✂ ✠ ✟ ✡ ☞ ✖ ✥ ✥ ✠ ✥ ✌ ✞ ✪ ✪ ✪ ✡ ✠ ✠ ✠ ✠ ✠ ✠ ✎ ✡ ✂ ✍ ✟ ☛ ☛ ✍ ☎ ✄ ✓ ✌ ✄ ✝ ☛ ☞ ✞ ✒ ☛ ✎ ✌ ☛ ✞ ✒ ✍ ✂ ✂ ✌ ✌ ☛ ✆ ✍ ✂ ✔ ✌ ✝ ✏ ✎ ✌ ✞ ✼ ✞ ✟ ✡ ✝ ✽ ✠ ✄ ✌ ✝ ✂ ✍ ✾ ☛ ✝ ☛ ☛ ✌ ✆ ✆ ✏ ✆ ✑ ☎ ☎ ✌ ✌ ✞ ✍ ✞ ✓ ☛ ✟ ✡ ✆ ☛ ✂ ✝ ✌ ✌ ✎ ✖ ☞ ✍ ✞ ☛ ☛ ☞ ✝ ☛ ✞ ☎ ✞ ✟ ✒ ✍ ✎ ✂ ✍ ✄ ☛ ✌ ☛ ✞ ✆ ✄ ☞ ✌ ✡ ✠ ✎ ✞ ☛ ☛ ✓ ✟ ✂ ✆ ☛ ☛ ☛ ✝ ✡ ✒ ✆ ✌ ✞ ✞ ✑ ✏ ☛ ✍ ✡ ✌ ✎ ✡ ✓ ✌ ✄ ✗ ☛ ✠ ✠ ✖ ✂ ✆ ✑ ☛ ✎ ☛ ☛ ✝ ✞ ✠ ✡ ✆ ☛ ✟ ☎ ✓ ✠ ☛ ✍ ☛ ✏ ✌ ✠ ✌ ✍ ✎ ✟ ☛ ☞ ☛ ✡ ✄ ✆ ✎ ✌ ☛ ✏ ✍ ✞ ☛ ✌ ✂ ✞ ✆ ✆ ✔ ✂ ✝ ✌ ✂ ☛ ✡ ✖ ✗ ☛ ✠ ☛ ✖ ✗ ✍ ✝ ✆ ✌ ✞ ✡ ✆ ☛ ✡ ✝ ✄ ☛ ✞ ✂ ✗ ✣ ✣ ✣ ✣ ✣ ★ ★ ★ ★ ★ ❅ ❃ ❂ ❁ ★ ✥ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✱ ✿ ✿ ✿ ✿ ✿ ✳ ✳ ✳ ✳ ✳ ❆ ❄ ✵ ✴ ❀ ✝ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✣ ❁ ❁ ❁ ★ ★ ❑ ✩ ❏ ❇ ▲ ✥ ✥ ✥ ✥ ✥ ❖ ❈ ❈ ❈ ❈ ❉ ❉ ❉ ❉ ✯ P ❊ ❊ ❊ ❊ ◗ ❋ ❋ ❋ ❋ ✬ ✬ ✬ ✬ ❘ ✬ ● ● ● ● ● ❍ ❍ ❍ ❍ ❍ ■ ■ ■ ■ ❆ ❄ ✵ ✴ ■ ✴ ✤ ✝ ✝ ✝ ✆ ✆ ✆ ▼ ✝ ✆ ✡ ✡ ✡ ☛ ✡ ☛ ☛ ☛ ✧ ✠ ✠ ☛ ✠ ☎ ☛ ☛ ☛ ✠ ✝ ✂ ✂ ☛ ✂ ✍ ☛ ☛ ☛ ✂ ☛ ✡ ✡ ☛ ✡ ✡ ✡ ✝ ✝ ✝ ✽ ✞ ✞ ✞ ✝ ✞ ✝ ✝ ✝ ✌ ✂ ✂ ✂ ✝ ✆ ✆ ✆ ✝ ✂ ✞ ✆ ☛ ☛ ☛ ✂ ☛ ✞ ✞ ☛ ✞ ✞ ✞ ✂ ✂ ✂ ✝ ✝ ✝ ✌ ✂ ✍ ✍ ✍ ✝ ✞ ☛ ☛ ☛ ✍ ☛ ✂ ✂ ✂ ✟ ✔ ✔ ✔ ✂ ☛ ✔ ✗ ✗ ✗ ◆ ✗ ✌ ✆ ☛ ✄ ☛ ✞ ✂ ✆ ✤ ✝ ✆ ✌ ✡ ✡ ☛ ✡ ✗ ✣ ✣ % ✩ ▲ ✥ ✥ ❞ ✣ ★ ✥ ✩ ✪ ✎ ✘ ✏ ✔ ✞ ☛ ☛ ☛ ✙ ✌ ✕ ✟ ✍ ☛ ✆ ✫ ☛ ✂ ✡ ✬ ✎ ✭ ✌ ✍ ✮ ✄ ✞ ✯ ✰ ✟ ✗ ☛ ✱ ☛ ✴ ✓ ✳ ✵ ☛ ✍ ✝ ✔ ✆ ✔ ✌ ☛ ✡ ✌ ✡ ✍ ☛ ✥ ✡ ✗ ✚ ✁ ✂ ✞ ✎ ✆ ✍ ☛ ✎ ✌ ✄ ✡ ☛ ✌ ✝ ✆ ✞ ✏ ✆ ✎ ✂ ✌ ✠ ✠ ✞ ✎ ✟ ✕ ☛ ✆ ✆ ✶ ✂ ✑ ☛ ▲ ❑ ❑ ✘ ✔ ☛ ✌ ✍ ✆ ✂ ✎ ✍ ✄ ✍ ✎ ☎ ✂ ✝ ✞ ✒ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✕ ✝ ✠ ✠ ✞ ✎ ✂ ✖ ☛ ✂ ✑ ☛ ✆ ✌ ✄ ☛ ✌ ✆ ✂ ✑ ✌ ✂ ✏ ✎ ✍ ✂ ✑ ☛  ✣ ❁ ✥ ✪ ☞ ✡ ✔ ✷ ❻ ⑥ ⑥ ⑥ ⑥ ⑥ ❸ ⑨ ⑤ ❷ ⑩ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ❸ ⑦ ⑨ ❶ ❷ ❸ ⑩ ⑥ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑨ ⑨ ❸ ❸ ⑤ ❶ ⑨ ❶ ⑨ ⑤ ⑨ ⑨ ⑨ ⑤ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ⑧ ⑩ ⑦ ⑥ ❶ ⑧ ⑩ ⑧ ⑥ ⑥ ❸ ⑧ ❶ ❺ ❹ ❹ ❹ ⑦ ⑦ ❸ ❸ ⑦ ❸ ⑨ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ❶ ⑤ ❹ ⑨ ⑨ ⑨ ⑦ ⑦ ❷ ⑤ ⑦ ❷ ❶ ⑥ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VHZLWKWKH5DWLRQDO0HWKRG ❢ ❣ ❤ ✐ ❥ ❦ ❧ ❸ ❸ ❸ ❸ ♠ ❹ ⑥ ❸ ⑨ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ❹ ❹ ❹ ❹ t ⑦ ⑦ ⑦ ⑦ ♠ ⑥ ⑥ ⑥ ❹ ✈ ⑩ ⑨ ⑥ ❶ ❦ ❥ ✇ ♥ ❦ PLQXWHVWRPLQXWHV ♠ ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑥ ⑥ ⑥ ⑥ ❥ t ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❺ ❺ ♠ ❷ ⑥ ⑧ ⑨ ✈ ❦ ❥ ✇ ❽ 7DEOH5$ ❢ ❣ ❤ ✐ ❥ ❦ ❧ ♠ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ♥ ❦ ❤ ♠ ✉ ① &② ♠ LW\❤ ❥ ♣ t ♠ RI)✈ ❦ ❥ ✇ RUW&❾ ROOLQV5DLQIDOO,r s t ✐ ♥ ❦ ❤ ♠ ✉ ① ② ♠ ❥ ❤ ♣ t ♠ ✈ ❦ ❥ ✇ QWHQVLW\③ ④ r s ±'XUDWLRQ±)t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ UHTXHQF\q 7DEOHIRU8VHZLWK6:00 ❾ r s t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ ❾ ④ r s t ♥ ✐ ❦ ♠ ❤ ① ✉ ② ♠ ❤ ❥ ♣ t ♠ ✈ ❦ ❥ ✇ ③ ④ ④ r s t ♥ ❦ ✐ ♠ ❤ ① ② ✉ ♠ ❤ ♣ ❥ t ♠ ✈ ❦ ❥ ✇ ❹ ❹ ⑥ ⑥ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑥ ❸ ❸ ⑧ ❶ ❸ ⑧ ⑨ ❹ ❺ ❺ ❺ ❺ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑤ ⑧ ❹ ❺ ⑤ ❸ ❶ ❸ ❺ ❺ ❺ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑤ ❷ ❺ ❸ ❶ ❷ ⑤ ❶ ❶ ❺ ❺ ❺ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑩ ⑧ ⑨ ⑧ ❸ ⑥ ⑨ ❹ ❺ ❺ ❺ ❹ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❶ ❺ ⑩ ⑥ ❶ ❺ ⑤ ⑩ ⑤ ❹ ❹ ❹ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❹ ❸ ⑥ ⑧ ❺ ⑨ ❸ ❸ ⑨ ❸ ❸ ⑨ ⑨ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❹ ⑥ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑧ ❹ ⑩ ⑨ ⑩ ⑤ ⑧ ❹ ⑥ ⑥ ❸ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ❹ ❶ ❶ ⑤ ❶ ⑩ ⑨ ❶ ⑧ ⑥ ⑨ ⑥ ❹ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑧ ❺ ⑥ ⑩ ❶ ⑩ ⑥ ❹ ❹ ❸ ❷ ⑥ ❹ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ❸ ❷ ⑨ ❶ ⑧ ❺ ❹ ⑩ ⑥ ⑨ ⑩ ❸ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❶ ⑥ ❶ ❹ ❷ ❺ ⑩ ⑩ ❷ ⑤ ❶ ⑨ ⑥ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ❶ ❹ ⑨ ⑨ ❶ ⑤ ⑥ ⑧ ❷ ⑤ ❷ ❷ ⑩ ⑩ ⑤ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❸ ⑥ ❹ ❹ ⑤ ❺ ❺ ❶ ⑧ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑥ ⑥ ⑥ ❶ ⑥ ⑧ ⑩ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ⑤ ❸ ❸ ❸ ❺ ⑥ ❶ ⑩ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❷ ❷ ⑤ ⑤ ⑩ ⑩ ⑥ ❶ ❷ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑩ ⑩ ⑩ ⑩ ⑨ ❶ ⑤ ⑥ ❹ ❹ ❹ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑥ ❺ ❺ ❶ ❶ ⑥ ❷ ❺ ⑤ ❹ ❹ ⑧ ⑧ ❶ ❶ ❺ ❺ ⑤ ❺ ⑤ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❹ ⑩ ⑩ ❷ ⑤ ⑤ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ⑥ ⑥ ⑨ ❸ ⑥ ❹ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❸ ❸ ❸ ❸ ⑥ ⑨ ⑥ ❹ ❺ ❶ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑨ ⑨ ⑨ ⑥ ❺ ⑧ ⑩ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ❷ ❷ ❷ ❶ ❷ ⑨ ⑥ ❺ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑧ ⑧ ⑧ ⑩ ⑩ ⑩ ⑨ ❹ ⑧ ⑤ ✣ ▲ ★ ✥ ✫ ✬ ❹ ❹ ❹ ❹ ✭ ❺ ❹ ❹ ⑥ ⑤ ❺ ⑤ ❺ ✮ ✯ ✰ ✱ ❿ ✳ ❀ ✝ ✆ ✡ ☛ ✠ ☛ ❺ ❺ ❺ ❺ ✂ ☛ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ✡ ⑨ ⑨ ❸ ❸ ✝ ✞ ✝ ✂ ✆ ☛ ✞ ✂ ✝ ✍ ☛ ✂ ✔ ✗ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❶ ❶ ⑧ ⑧ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑥ ⑥ ⑥ ⑥ ⑧ ⑩ ❷ ⑤ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ⑨ ⑤ ⑨ ⑥ ❹ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑤ ⑧ ❷ ⑨ ❸ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑩ ⑩ ❷ ❷ ❸ ❹ ❶ ⑩ ✣ ✣ ✣ ✣ ▲ ▲ ▲ ▲ ❅ ❃ ❂ ❁ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✲ ✿ ✿ ✿ ✳ ✳ ✳ ✳ ✵ ✴ ❀ ❀ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✩ ✩ ▲ ▲ ❑ ❏ ❇ ▲ ✥ ✥ ✥ ✥ ✫ ✫ ❈ ❈ ✬ ✬ ❉ ❉ ✭ ✭ ❊ ❊ ✮ ✮ ❋ ❋ ✯ ✯ ✬ ✬ ✰ ✰ ✱ ✱ ➁ ➁ ➂ ➂ ➀ ✿ ✳ ✳ ■ ■ ❀ ❄ ✵ ✴ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✣ ✣ ✣ ✩ ✩ ✩ ✩ ❂ ❁ ★ ✩ ✥ ✥ ✥ ✥ ❈ ❈ ❈ ❈ ❉ ❉ ❉ ❉ ❊ ❊ ❊ ❊ ❋ ❋ ❋ ❋ ✬ ✬ ✬ ✬ ➁ ➁ ➁ ➁ ➂ ➂ ➂ ➂ ■ ■ ■ ■ ✲ ❿ ❆ ❄ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✣ ✩ ❃ ✥ ✄ ❈ ❉ ✝ ❊ ✞ ❋ ☎ ✬ ✂ ☛ ➁ ✆ ➂ ✂ ✎ ■ ✿ ★ ➃ ❑ ✜ ✄ ✝ ✝ ✂ ✞ ✔ ☎ ✎ ✂ ☛ ✏ ✆ ✥ ✦ ✝ ✎ ✆ ✍ ✂ ✌ ✡ ✜ ✡ ✎ ☛ ✠ ✡ ✠ ✝ ✗ ✞ ✆ ▼ ✌ ✝ ✞ ✏ ✌ ✠ ✠ ✁ ✞ ✂ ☛ ✞ ✆ ✝ ✂ ✔ ✘ ✻ ☎ ✍ ✌ ✂ ✝ ✎ ✞ ✘ ✦ ✍ ☛ ✧ ☎ ☛ ✞ ✟ ✔ ✷ ✌ ✖ ✠ ☛ ✏ ✎ ✍ ☎ ✆ ☛ ✕ ✝ ✂ ✑ ✂ ✑ ☛ ▼ ✌ ✂ ✝ ✎ ✞ ✌ ✠ ✽ ☛ ✂ ✑ ✎ ✡ ✣ ❂ C APPENDIX C HYDRAULIC CALCULATIONS Scenario: 100-YR Inlet Report Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:51:22 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Label Ground Elevation (ft) Rim Elevation (ft) Sump Elevation (ft) Additional Flow (cfs) Energy Grade Line In (ft) Energy Grade Line Out (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) Total Flow (cfs) WQ STRUCTURE 4,922.00 4,922.00 4,915.50 1.704,916.214,916.21 4,916.02 4,916.02 1.70 I-A 4,921.00 4,925.00 4,917.00 9.604,922.534,922.53 4,921.58 4,921.58 9.60 I-B NORTH 4,924.10 4,924.10 4,916.60 4.804,921.134,920.31 4,920.10 4,919.27 14.40 I-B SOUTH 4,924.05 4,924.05 4,917.90 4.804,922.594,922.13 4,922.01 4,921.55 4.80 I-C 4,921.00 4,925.00 4,917.30 8.804,921.204,920.47 4,920.28 4,919.55 13.60 Scenario: 100-YR Outlet Report Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:52:09 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Label Station (ft) Ground Elevation (ft) Set Rim Equal to Ground Elevation? Rim Elevation (ft) Sump Elevation (ft) Tailwater Condition Tailwater Elevation (ft) DescriptionHydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) EX 18" SYSTEM 0+00 4,921.48 true 4,921.48 4,910.69 User-Specified 4,911.25 4,911.25 4,911.25 STORM 1 OUTLET0+00 4,922.00 true 4,922.00 4,916.05 User-Specified 4,917.00 4,917.00 4,917.00 STORM 2 OUTLET0+00 4,922.00 true 4,922.00 4,917.00 User-Specified 4,917.00 4,917.00 4,917.00 Scenario: 100-YR Pipe Report Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:51:47 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Label Upstream Node Downstream Node Total System Flow (cfs) Length (ft) Constructed Slope (ft/ft) Section Size Mannings n Total Flow (cfs) Full Capacity (cfs) Upstream Invert Elevation (ft) Downstream Invert Elevation (ft) Upstream Ground Elevation (ft) Downstream Ground Elevation (ft) Hydraulic Grade Line In (ft) Hydraulic Grade Line Out (ft) P-1 MH-4 EX 18" SYSTEM 1.70 18.00 0.017222 18 inch 0.013 1.70 13.78 4,911.00 4,910.69 4,922.30 4,921.48 4,911.49 4,911.25 P-2 WQ STRUCTUREMH-4 1.70 93.57 0.010687 15 inch 0.013 1.70 6.68 4,915.50 4,914.50 4,922.00 4,922.30 4,916.02 4,914.93 P-3 I-B NORTH STORM 1 OUTLET14.40 94.12 0.005844 18 inch 0.013 14.40 8.03 4,916.60 4,916.05 4,924.10 4,922.00 4,919.27 4,917.44 P-4 I-A I-B NORTH 9.60 67.00 0.005970 15 inch 0.013 9.60 4.99 4,917.00 4,916.60 4,921.00 4,924.10 4,921.58 4,920.10 Profile Scenario: 100-YR Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:49:38 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM 1 Scenario: 100-YR -2+00 -1+00 0+00 4,915.00 4,920.00 4,925.00 Sump: 4,917.00 ft Rim: 4,925.00 ft Label: I-A Sump: 4,916.60 ft Rim: 4,924.10 ft Label: I-B NORTH Sump: 4,916.05 ft Rim: 4,922.00 ft Label: STORM 1 OUTLET S: 0.005970 ft/ft Size: 15 inch L: 67.00 ft Dn. Invert: 4,916.60 ft Up. Invert: 4,917.00 ft Label: P-4 S: 0.005844 ft/ft Size: 18 inch L: 94.12 ft Dn. Invert: 4,916.05 ft Up. Invert: 4,916.60 ft Label: P-3 Profile Scenario: 100-YR Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:50:16 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM 2 Scenario: 100-YR 0+00 1+00 2+00 4,915.00 4,920.00 4,925.00 Sump: 4,917.00 ft Rim: 4,922.00 ft Label: STORM 2 OUTLET Sump: 4,917.30 ft Rim: 4,925.00 ft Label: I-C Sump: 4,917.90 ft Rim: 4,924.05 ft Label: I-B SOUTH S: 0.004566 ft/ft Size: 18 inch L: 65.70 ft Dn. Invert: 4,917.00 ft Up. Invert: 4,917.30 ft Label: P-5 S: 0.005101 ft/ft Size: 12 inch L: 117.63 ft Dn. Invert: 4,917.30 ft Up. Invert: 4,917.90 ft Label: P-6 Profile Scenario: 100-YR Title: Eye Center x:\...\stormcad\3-5-16 stormcad.stm 03/07/16 07:50:31 AM Interwest Consulting Group © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: Interwest Consulting Group StormCAD v5.5 [5.5005] Page 1 of 1 Elevation (ft) Station (ft) Profile: STORM 3 (POND OUTLET) Scenario: 100-YR -2+00 -1+00 0+00 4,910.00 4,915.00 4,920.00 4,925.00 Sump: 4,915.50 ft Rim: 4,922.00 ft Label: WQ STRUCTURE Sump: 4,911.00 ft Rim: 4,922.30 ft Label: MH-4 Sump: 4,910.69 ft Rim: 4,921.48 ft Label: EX 18" SYSTEM S: 0.010687 ft/ft Size: 15 inch L: 93.57 ft Dn. Invert: 4,914.50 ft Up. Invert: 4,915.50 ft Label: P-2 S: 0.017222 ft/ft Size: 18 inch L: 18.00 ft Dn. Invert: 4,910.69 ft Up. Invert: 4,911.00 ft Label: P-1 D APPENDIX D WATER QUALITY & DETENTION POND, RAIN GARDEN AND LID INFORMATION Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility BASIN D DETENTION POND WQ Project Name: Eye Center Project Number: 1253-142-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 3/8/2016 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 37 % i = 0.37 B) Contributing Watershed Area (Area) A = 1.12 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.172 watershed inches (WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) ) D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.019 ac-ft Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia = 37.0 percent Catchment Area, A = 1.12 acres Diameter of holes, D = 0.324 inches Depth at WQCV outlet above lowest perforation, H = 1 feet Number of holes per row, N = 1 Vertical distance between rows, h = 4.00 inches OR Number of rows, NL = 4.00 Orifice discharge coefficient, Co = 0.65 Height of slot, H = inches Slope of Basin Trickle Channel, S = 0.005 ft / ft Width of slot, W = inches Time to Drain the Pond = 40 hours Watershed Design Information (Input): 1.4 Percent Soil Type A = % Percent Soil Type B = % Percent Soil Type C/D = 100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV = 0.221 watershed inches Water Quality Capture Volume (WQCV) = 0.021 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol = 0.025 acre-feet Outlet area per row, Ao = 0.08 square inches Total opening area at each row based on user-input above, Ao = 0.08 square inches Total opening area at each row based on user-input above, Ao = 0.001 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ΣΣΣΣ 4915.65 4915.98 4916.32 4916.65 Flow 4915.65 0.0000 0.0000 0.0000 0.0000 0.00 4915.75 0.0009 0.0000 0.0000 0.0000 0.00 4915.85 0.0013 0.0000 0.0000 0.0000 0.00 4915.95 0.0016 0.0000 0.0000 0.0000 0.00 4916.05 0.0019 0.0008 0.0000 0.0000 0.00 4916.15 0.0021 0.0012 0.0000 0.0000 0.00 4916.25 0.0023 0.0016 0.0000 0.0000 0.00 4916.35 0.0025 0.0018 0.0005 0.0000 0.00 4916.45 0.0027 0.0020 0.0011 0.0000 0.01 4916.55 0.0028 0.0023 0.0014 0.0000 0.01 4916.65 0.0030 0.0024 0.0017 0.0000 0.01 4916.75 0.0031 0.0026 0.0020 0.0009 0.01 4916.85 0.0033 0.0028 0.0022 0.0013 0.01 4916.95 0.0034 0.0029 0.0024 0.0016 0.01 4917.05 0.0035 0.0031 0.0025 0.0019 0.01 4917.15 0.0037 0.0032 0.0027 0.0021 0.01 4917.25 0.0038 0.0034 0.0029 0.0023 0.01 4917.35 0.0039 0.0035 0.0030 0.0025 0.01 4917.45 0.0040 0.0036 0.0032 0.0027 0.01 4917.55 0.0041 0.0037 0.0033 0.0028 0.01 4917.65 0.0042 0.0039 0.0034 0.0030 0.01 4917.75 0.0043 0.0040 0.0036 0.0031 0.01 4917.85 0.0044 0.0041 0.0037 0.0033 0.02 4917.95 0.0045 0.0042 0.0038 0.0034 0.02 4918.05 0.0046 0.0043 0.0039 0.0035 0.02 4918.15 0.0047 0.0044 0.0040 0.0037 0.02 4918.25 0.0048 0.0045 0.0041 0.0038 0.02 4918.35 0.0049 0.0046 0.0043 0.0039 0.02 4918.45 0.0050 0.0047 0.0044 0.0040 0.02 4918.55 0.0051 0.0048 0.0045 0.0041 0.02 4918.65 0.0052 0.0049 0.0046 0.0042 0.02 4918.75 0.0053 0.0050 0.0047 0.0043 0.02 4918.85 0.0053 0.0051 0.0047 0.0044 0.02 Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Eye Center - DETENTION POND PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 3/8/2016 Equations: Area trib. to pond = 3.96 acre Developed flow = QD = CIA C (100) = 0.90 Vol. In = Vi = T C I A = T QD Developed C A = 3.6 acre Vol. Out = Vo =K QPO T Release rate, QPO = 1.70 cfs storage = S = Vi - Vo K = 1 (from fig 2.1) Rainfall intensity from City of Fort Collins IDF Curve with updated (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Storage Duration, T Intensity, I (cfs) Vi Vo S S (min) (in/hr) (ft3) (ft3) (ft3) (ac-ft) 5 9.95 35.5 10639 511 10128 0.23 10 7.77 27.7 16608 1022 15586 0.36 20 5.62 20.0 24038 2043 21995 0.50 30 4.47 15.9 28665 3065 25600 0.59 40 3.74 13.3 31990 4087 27903 0.64 50 3.23 11.5 34576 5108 29468 0.68 60 2.86 10.2 36692 6130 30561 0.70 70 2.57 9.2 38483 7152 31331 0.72 80 2.34 8.3 40037 8173 31864 0.73 90 2.15 7.7 41412 9195 32217 0.74 100 1.99 7.1 42645 10217 32428 0.74 110 1.86 6.6 43765 11238 32526 0.75 120 1.75 6.2 44791 12260 32531 0.75 130 1.65 5.9 45739 13282 32457 0.75 140 1.56 5.6 46620 14304 32317 0.74 150 1.48 5.3 47444 15325 32119 0.74 160 1.41 5.0 48219 16347 31872 0.73 170 1.35 4.8 48950 17369 31581 0.73 180 1.29 4.6 49642 18390 31251 0.72 Required Storage Volume: 32531 ft3 0.75 acre-ft 3-8-16 detention.xls,FAA-100yr Proposed Detention Pond - Stage/Storage LOCATION: Eye Center PROJECT NO: Eye Center - DETENTION POND COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/8/2016 V = 1/3 d ( A + B + sqrt(A*B)) 3.89 where V = volume between contours, ft3 0.91 d = depth between contours, ft A = surface area of contour POND B Surface Incremental Total Detention Stage Area Storage Storage Storage (ft) (ft2) (ac-ft) (ac-ft) (ac-ft) 15.6 0 16.0 200 0.00 0.00 WQCV= 17.0 4500 0.04 0.04 0.00 18.0 6900 0.13 0.17 0.13 19.0 9600 0.19 0.36 0.32 20.0 12700 0.26 0.62 0.57 20.5 14600 0.16 0.77 0.73 100-yr WSEL- 20.7 15700 0.07 0.84 0.80 REQUIRED DETENTION VOL = 0.75 AC-FT WQCV = 0.02 AC-FT TOTAL REQUIRED VOLUME = 0.77 AC-FT 3-8-16 detention.xls POND 100-yr Event, Outlet Sizing LOCATION: Eye Center PROJECT NO: Eye Center - DETENTION POND COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 3/5/2016 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 1.70 cfs (0.43 cfs/acre) outlet pipe dia = D = 15.0 in Invert elev. = 4915.50 ft (inv. "D" on outlet structure) Eo = 4916.02 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4920.70 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.151 ft2 = 21.7 in2 orifice dia. = d = 5.26 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.35 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 4.05E+05 Co = (K in figure) = 0.65 check Use d = 5.25 in A o = 0.150 ft 2 = 21.65 in 2 Qmax = 1.70 cfs orifice - 100yr, 3-8-16 detention.xls RAIN GARDEN SUMMARY Project Name: Eye Center Project Number: 1253-142-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 3/8/2016 BASIN RAIN GARDEN AREA REQD RAIN GARDEN VOLUME REQD RAIN GARDEN BOTTOM AREA PROVIDED RAIN GARDEN TOP AREA PROVIDED RAIN GARDEN DEPTH RAIN GARDEN VOLUME PROVIDED BOTTOM OK? VOLUME OK? SF CF SF SF INCH CF A 595 892 688 1177 12 933 OK OK B - NW 126 188 207 536 8 248 OK OK B - NE 136 204 200 518 8 239 OK OK B - SW 84 126 118 409 9 198 OK OK B - S MID 122 182 158 454 9 230 OK OK B - SE 86 129 140 338 9 179 OK OK C 609 913 690 1170 12 930 OK OK RAIN GARDEN SUMMARY E APPENDIX E EXCERPTS FROM REFERENCE REPORTS ✛ ✁ ✝ ✘ ✂ ✄ ✠ ☎ ✍ ✆ ✍ ✝ ✂ ✑ ✞ ✂ ✞ ✝ ✂ ✆ ✟ ✂ ✠ ✠ ✡ ✡ ✂ ✆ ✟ ✝ ✞ ☛ ✝ ✘ ☞ ✙ ✌ ✠ ✑ ✠ ✂ ✄ ✝ ✆ ✍ ✝ ✝ ✌ ✘ ✆ ✠ ✆ ✡ ✝ ✠ ✝ ✍ ✞ ✞ ✎ ✂ ✍ ✟ ✂ ✝ ✠ ✆ ✡ ✟ ✏ ✝ ☛ ✟ ✑ ☞ ✒ ✪ ✓ ☛ ✔ ✡ ✒ ✎ ✓ ✠ ✕ ✄ ✖ ✎ ✗ ✟ ✝ ✞ ✘ ✆ ✝ ✑ ✙ ✠ ✟ ✑ ✑ ✁ ✚ ✎ ✂ ✑ ✚ ☞ ✂ ✑ ✝ ☞ ✞ ✛ ✝ ✞ ✝ ✛ ✘ ✑ ✝ ✚ ✘ ✑ ✝ ✚ ✡ ✡ ✝ ✂ ✆ ✡ ✡ ✄ ✂ ✆ ✫ ✄ ✑ ✜ ✂ ✡ ☎ ✂ ✑ ✢ ✂ ✎ ✡ ✄ ✂ ✟ ✔ ✣ ✕ ✕ ✎ ✟ ✤ ✝ ✘ ✝ ✍ ✝ ✄ ✍ ✤ ✬ ✎ ✑ ✘ ✢ ✎ ✄ ✎ ✂ ✑ ✑ ✎ ✛ ✥ ✝ ✁ ✘ ✑ ✑ ✑ ☛ ✚ ✥ ✦ ✝ ✦ ✟ ✡ ✡ ✂ ✂ ✑ ✆ ☞ ✄ ✍ ✪ ✝ ✚ ✟ ✏ ✄ ✧ ✞ ✭ ✟ ★ ✕ ✝ ✗ ✩ ✓ ✮ ✧ ✟ ✝ ✫ ✙ ✬ ✯ 4918.95 0.0054 0.0051 0.0048 0.0045 0.02 4919.05 0.0055 0.0052 0.0049 0.0046 0.02 4919.15 0.0056 0.0053 0.0050 0.0047 0.02 4919.25 0.0057 0.0054 0.0051 0.0048 0.02 4919.35 0.0057 0.0055 0.0052 0.0049 0.02 4919.45 0.0058 0.0056 0.0053 0.0050 0.02 4919.55 0.0059 0.0056 0.0054 0.0051 0.02 4919.65 0.0060 0.0057 0.0054 0.0052 0.02 4919.75 0.0060 0.0058 0.0055 0.0053 0.02 4919.85 0.0061 0.0059 0.0056 0.0053 0.02 4919.95 0.0062 0.0059 0.0057 0.0054 0.02 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Eye Center Basins D and E WQ Outlet Holes.xls, WQCV 3/7/2016, 12:54 PM P-5 I-C STORM 2 OUTLET13.60 65.70 0.004566 18 inch 0.013 13.60 7.10 4,917.30 4,917.00 4,921.00 4,922.00 4,919.55 4,918.37 P-6 I-B SOUTH I-C 4.80 117.63 0.005101 12 inch 0.010 4.80 3.31 4,917.90 4,917.30 4,924.05 4,921.00 4,921.55 4,920.28  ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ⑨ ❥ ⑦ ⑦ ⑦ ⑦ t ⑨ ❸ ⑥ ❹ ♠ ⑥ ❸ ⑨ ❷ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❸ ❸ ❸ ❸ ❸ ⑤ ❷ ⑩ ⑧ ❶ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❹ ❹ ❹ ❹ ❺ ⑩ ⑤ ❷ ❹ ❶ ❹ ❹ ❹ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❺ ❷ ❸ ❶ ❷ ⑨ ⑨ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❶ ⑧ ⑦ ⑧ ⑧ ❹ ❸ ⑩ ⑨ ⑨ ⑨ ⑨ ⑨ ❺ ❹ ⑥ ❸ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❺ ❺ ❺ ❺ ⑩ ⑤ ⑨ ⑥ ❹ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ⑩ ⑩ ⑦ ⑧ ❸ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑩ ❷ ❷ ⑤ ⑤ ⑨ ⑧ ⑥ ❷ ❹ ⑨ ⑨ ⑨ ⑨ ⑨ ⑤ ❷ ⑩ ⑧ ❶ ⑦ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ❶ ❶ ❶ ❶ ⑧ ❷ ⑤ ⑨ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ❷ ❷ ⑦ ❷ ❶ ⑩ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ❸ ❸ ⑥ ❷ ❹ ❷ ❹ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ❺ ❹ ⑥ ❸ ⑨ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ❶ ❶ ⑧ ⑧ ⑦ ❶ ⑥ ❹ ❶ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑤ ⑤ ⑤ ⑤ ⑦ ⑤ ⑧ ❷ ⑨ ⑥ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❹ ❺ ⑦ ❹ ❸ ⑧ ⑨ ⑩ ⑤ ⑤ ⑤ ⑤ ⑤ ⑤ ❷ ⑩ ⑧ ❶ ❺ ❺ ❺ ❺ ❺ ⑦ ⑦ ⑦ ⑦ ⑦ ⑧ ⑧ ⑧ ⑧ ⑧ ⑩ ❷ ⑤ ⑨ ❸ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ⑦ ⑨ ⑨ ⑨ ⑨ ⑨ ⑧ ⑩ ⑤ ❸ ⑥ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ❶ ❶ ❶ ⑧ ❸ ❶ ❷ ❷ ❶ ✣ ▲ ✩ ✥ ✪ ✞ ☛ ✕ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ✴ ✝ ✆ ❷ ❺ ✌ ✡ ✡ ☛ ✡ ✚ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ❺ ✏ ✎ ⑦ ⑧ ✠ ⑥ ✠ ✎ ✕ ✆ ✶ ❹ ⑦ ⑨ ⑥ ⑦ ⑧ ❷  ❂ ✷ ,QWHQVLW\❑ ✑ ✘ ☛ ✌ ✑ ✞ ✔ ✡ ☛ ✂ ▲ ✎ 'XUDWLRQ)❑ ✒ ❑ ✍ ✘ ✌ ✔ ☞ ☛ ✑ ✌ ✍ ✝ ✞ ✜ ☞ ✝ ☎ ✂ ✔ ✂ ✎ UHTXHQF\✎ ☞ ✏ ✂ ✦ ✝ ✎ ✎ ✞ ✍ ✂ ✄ ✜ ☎ ✎ &✆ ✠ ✂ ✠ ✝ XUYHVIRU6:✖ ✞ ☛ ✆ ✍ ✆ ✌ ☛ ✝ ✠ ✞ ☛ ✟ ✏ ✌ ✂ ☛ ✠ ✠ ✡ ☛ ✕ ✓ ☛ ✑ 00 ✞ ☛ ✂ ✞ ✆ ✟ ✌ ✍ ✍ ☛ ☛ ✌ ☞ ✂ ✝ ✍ ✞ ✎ ✒ ✓ ✝ ❝ ✡ ❼ ☛ ✡ ✽ ✝ ✞ ✽ ✷ ✌ ✝ ✞ ✖ ☞ ✠ ☛ ☎ ✂ ▼ ✏ ✪ ✝ ✠ ✘ ☛ ❏ ✆ ✗ ✗ ✸ ✔ ☛ ✂ ✎ ✒ ✍ ✌ ☞ ✑ ✆ ✏ ✎ ✍ ✂ ✑ ☛ ✩ ✘ ✚ ❂ ✘ ✚ ▲ ❑ ✘ ✚ ✩ ❂ ✘ ✚ 6WRUP3URYLVLRQV 0LQRU ☛ ✎ ✌ ✑ ✌ ✄ ✞ ✞ ☛ ✍ ☛ ✡ ✌ ✎ ✕ ✆ ✆ ✒ ✂ ✚ ✖ ☛ ✎ ✛ ✫ ✍ <✍ ☛ ✝ ✬ ✌ ✓ ✄ ✟ ✭ ✞ ☛ ✂ ✮ ✝ ✡ ✍ ✯ ✡ ✓ ✆ ✰ HDU ✍ ☛ ✚ ✂ ✱ ✌ ✎ ✆ ✆ ✝ ✂ ✴ ✞ ✎ ✍ ✍ ✳ ✌ ☛ ☛ ❄ ✏ ✒ ✌ ✡ ✆ ☛ ✄ ✝ ☎ ✆ ☎ ✟ ✆ ✆ ✟ ✌ ☛ ✔ ✚ ✑ ✡ ✆ ✌ ✄ ✡ ✂ ✞ ✡ ☛ ☛ ✌ ✡ ✍ ✄ ✡ ✌ ✝ ✞ ✚ ✡ ✝ ✞ ✂ ✄ ✂ ☛ ☛ ✎ ✌ ✂ ✞ ✌ ☛ ✒ ✍ ✌ ✔ ✞ ☛ ☛ ✞ ✂ ✌ ✝ ✝ ✆ ✟ ✞ ✎ ✡ ✔ ☛ ✟ ✞ ✆ ✌ ✠ ✟ ✂ ☎ ✆ ✏ ☛ ✎ ✌ ✡ ✏ ✄ ✟ ✆ ✎ ☛ ✂ ✝ ✠ ✆ ✠ ✆ ✠ ☞ ✝ ✎ ✂ ☎ ✝ ✠ ✝ ✞ ✕ ✌ ✟ ☛ ✞ ✑ ✆ ✆ ✎ ✗ ✞ ✶ ✍ ✏ ✝ ✡ ✌ ✞ ✟ ☛ ✒ ✝ ✍ ✠ ✝ ✌ ✂ ✂ ✎ ✍ ✝ ☛ ☛ ✆ ✟ ✂ ✍ ✎ ✌ ☛ ✆ ✌ ✄ ✂ ✟ ☛ ☎ ✝ ✞ ✍ ✌ ✝ ✖ ✞ ✄ ✌ ✎ ✝ ✞ ❡ ✍ ✡ ☛ ✡ ☛ ✒ ✝ ✍ ✞ ☎ ✠ ✟ ✔ ✂ ✎ ✂ ☛ ✡ ✞ ✍ ✍ ✓ ✚ ✌ ☛ ✆ ✝ ✞ ✞ ✂ ✎ ✝ ✌ ☛ ✍ ✒ ✄ ✞ ☛ ✟ ☛ ✆ ✆ ☛ ✚ ✔ ✕ ✆ ✂ ✎ ✂ ☛ ☛ ✍ ✄ ☞ ✚ ✍ ✎ ✎ ✌ ☞ ✂ ✂ ☛ ☛ ✟ ✌ ✞ ✂ ✍ ✟ ✌ ☛ ✑ ✒ ✌ ✌ ✌ ✆ ✞ ✎ ✝ ✞ ✞ ✞ ✆ ☛ ✌ ✂ ✠ ✖ ✆ ✍ ✠ ✚ ☛ ☛ ✡ ✟ ✍ ✟ ☎ ✌ ✎ ✍ ✝ ✍ ✆ ✞ ✝ ✂ ✞ ✌ ✗ ✒ ✒ ☛ ✷ ✄ ✕ ✑ ✝ ☛ ✌ ✞ ✔ ✎ ✩ ✆ ✍ ✘ ✚  ✣ ❂ ✥ ✫ ✡ ✡ ✟ ✷ 0DMRU ✎ ✬ ✌ ☛ ✑ ✭ ✄ ✂ ✎ ☛ ☛ ✮ ✍ ✯ ✞ ✌ ✡ ✰ ✎ ✒ ✂ ✝ ✱ ✝ ✖ ✞ ☛ ✎ ✛ <✌ ✗ ✵ ✞ ☛ ✂ ✟ ✳ ☛ ✽ ❀ ✏ ✂ ✡ ✌ ✝ ✓ ✝ ✌ ✟ ✡ ✆ ✛ ☛ ✝ ✠ ✎ ✍ ✆ ✡ ✝ ✌ HDU ✍ ✂ ☛ ✝ ✝ ✎ ✞ ✠ ✡ ☛ ☛ ✏ ✆ ✌ ✍ 6WRUP3URYLVLRQV ✂ ✌ ✗ ✒ ✂ ☛ ✑ ✝ ☛ ✡ ✞ ✷ ☛ ✌ ✆ ✝ ✑ ✞ ✔ ✒ ▲ ☛ ✆ ☛ ❑ ✝ ✂ ✟ ✂ ❑ ☛ ✆ ✆ ✎ ✔ ✘ ✄ ✍ ☛ ✔ ✆ ✍ ✞ ☛ ✂ ☛ ✝ ☛ ✂ ✌ ✆ ✠ ✝ ✄ ✌ ✍ ✍ ✡ ✂ ☛ ✆ ✝ ✆ ☛ ✂ ✎ ✂ ✔ ✆ ✄ ✎ ✞ ✝ ✗ ✒ ✍ ✌ ✖ ✄ ✞ ✔ ☛ ☛ ✂ ✡ ✝ ✡ ✕ ✞ ✍ ✌ ✟ ☛ ✌ ✞ ✠ ☛ ✝ ☎ ✞ ✡ ✞ ✡ ✌ ✟ ☛ ✂ ✒ ✑ ✎ ☛ ✆ ☛ ✞ ✂ ✎ ✆ ✆ ✄ ✂ ✔ ✍ ✍ ✄ ✝ ✆ ☎ ✞ ✂ ✟ ☛ ✎ ✆ ✂ ✄ ✍ ☛ ☛ ✡ ✕ ✌ ☞ ✗ ✞ ☛ ✠ ✡ ✍ ✌ ✆ ✞ ✄ ✚ ✞ ✎ ✌ ✝ ☞ ✛ ✞ ✎ ☛ ✒ ✍ ✞ ✌ ✆ ✟ ✂ ✍ ✑ ✎ ☛ ✌ ✍ ✄ ✂ ✞ ✎ ✞ ✆ ☛ ☛ ✔ ✠ ✠ ✆ ✆ ✝ ✚ ✄ ✂ ☛ ✡ ✝ ✄ ✍ ✞ ✌ ✌ ✝ ✄ ✂ ✞ ☛ ✌ ☎ ✒ ✆ ✆ ☎ ☛ ✂ ✕ ✖ ✖ ✆ ☛ ✌ ✂ ✔ ✌ ✌ ✞ ✆ ✞ ✚ ✂ ✌ ✝ ☞ ✠ ✌ ✔ ✎ ✠ ❡ ✞ ✠ ☛ ✡ ✎ ✡ ✆ ✆ ✚ ✆ ✂ ✎ ✍ ✎ ✝ ✓ ☛ ✏ ☛ ✞ ✠ ✍ ✆ ✝ ✆ ✏ ☎ ✚ ☛ ✍ ✆ ☛ ✂ ✎ ✍ ✂ ✍ ☛ ✑ ✌ ✌ ☞ ✄ ✂ ✍ ✎ ✌ ✆ ☞ ✚ ✕ ☛ ✌ ✍ ☛ ✞ ✂ ✠ ✡ ✔ ✠ ✣ ✣ ✣ ✣ ✣ ❏ ❇ ❅ ❃ ▲ ❑ ✥ ✥ ✥ ✥ ✥ ✫ ✫ ✫ ✫ ✫ ✬ ✬ ✬ ✬ ✬ ✭ ✭ ✭ ✭ ✭ ✮ ✮ ✮ ✮ ✮ ✯ ✯ ✯ ✯ ✯ ✰ ✰ ✰ ✰ ✰ ✱ ✱ ✱ ✱ ✱ ❄ ❄ ❄ ✵ ✵ ✳ ✳ ✳ ✳ ✳ ✵ ✴ ❀ ✵ ✴ ✝ ✝ ✝ ✝ ✝ ✆ ✆ ✆ ✆ ✆ ✡ ✡ ✡ ✡ ✡ ☛ ☛ ☛ ☛ ☛ ✠ ✠ ✠ ✠ ✠ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ☛ ☛ ☛ ☛ ☛ ✡ ✡ ✡ ✡ ✡ ✝ ✝ ✝ ✝ ✝ ✞ ✞ ✞ ✞ ✞ ✝ ✝ ✝ ✝ ✝ ✂ ✂ ✂ ✂ ✂ ✆ ✆ ✆ ✆ ✆ ☛ ☛ ☛ ☛ ☛ ✞ ✞ ✞ ✞ ✞ ✂ ✂ ✂ ✂ ✂ ✝ ✝ ✝ ✝ ✝ ✍ ✍ ✍ ✍ ✍ ☛ ☛ ☛ ☛ ☛ ✂ ✂ ✂ ✂ ✂ ✔ ✔ ✔ ✔ ✔ ✗ ✗ ✗ ✗ ✗ ✣ ▲ ▲ ✥ ✫ ✬ ✭ ✮ ✯ ✰ ✱ ❆ ✳ ❀ ✝ ✆ ✌ ✄ ☛ ✞ ✡ ☛ ✡ ✂ ✎ ✍ ☛ ✌ ✡ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶  ✷ ☞ ,QWHQVLW\✍ ✑ ✎ ☛ ✓ ✝ ✎ ✡ ✞ ☛ ☛ ✡ ✘ ✑ 'XUDWLRQ)✝ ✞ ✎ ☎ ✷ ✍ ✌ ✖ ✍ ✌ ✠ ☛ ✝ ✞ ▼ ✏ ✌ ✪ ✠ ✠ ✘ UHTXHQF\❅ ✁ ✞ ✌ ✂ ✞ ☛ ✞ ✡ ✆ ✝ ✝ ✞ ✂ ✔ ✷ ✘ &✻ ✌ ✖ ☎ XUYHVIRU5DWLRQDO0HWKRG ✠ ✍ ☛ ✌ ✂ ▼ ✝ ✎ ✪ ✞ ✘ ✘ ❇ ✦ ✗ ✍ ☛ ✧ ☎ ☛ ✞ ✟ ✔ ✂ ✌ ✖ ✠ ☛ ✆ ✏ ✎ ✍ ☎ ✆ ☛ ✕ ✝ ✂ ✑ ✂ ✑ ☛ ▼ ✌ ✂ ✝ ✎ ✞ ✌ ✠ ✽ ☛ ✂ ✑ ✎ ✡ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✌ ✞ ✌ ✠ ✔ ✆ ✝ ✆ ✌ ✍ ☛ 7DEOH5$ &LW\RI)RUW&ROOLQV5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\7DEOHIRU8VH:LWKWKH5DWLRQDO0HWKRG ❢  ❣ ❤ ✐ ❥ ❦ ❧ ⑤ ❷ ⑩ ⑧ ♠ ♥ ♦ ❦ ♠ ♣ q r s t ✐ ❤ ✉ ♠ ❥ ⑥ ⑥ ⑥ t ⑥ ⑦ ⑦ ⑦ ♠ ⑧ ❷ ⑤ ⑦ ⑨ ✈ ⑤ ⑩ ⑥ ❦ ❥ ✇ ♥ ❦ ♠ PLQXWHVWRPLQXWHV ① ② ❤ ♣ ③ ④ r s t ✐ ❤ ✉ ♠ ⑨ ⑨ ⑨ ❥ ⑨ t ⑦ ⑦ ⑦ ⑧ ⑤ ❸ ⑦ ♠ ❹ ⑩ ❷ ❹ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ③ ④ ④ r s t ✐ ❤ ✉ ♠ ❶ ❶ ⑧ ⑧ ❥ ⑦ ⑦ ⑦ t ❶ ❸ ❸ ⑦ ⑧ ♠ ⑤ ❹ ⑧ ✈ ❦ ❥ ✇ ♥ ❦ ♠ ① ② ❤ ♣ ❹ ❹ ❹ ❹ ❶ ❺ ❹ ⑥ ❸ ⑥ ⑥ ⑥ ❹ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❸ ❹ ❸ ⑤ ⑧ ❸ ❸ ❸ ❸ ❸ ⑦ ⑦ ⑦ ⑦ ❶ ⑩ ❷ ❸ ⑦ ⑤ ❸ ⑧ ❸ ❶ ⑧ ⑩ ⑩ ⑩ ❷ ⑦ ⑦ ⑦ ⑦ ⑦ ❺ ⑩ ⑨ ❹ ❶ ❸ ⑥ ⑥ ❷ ⑥ ❹ ❹ ❹ ❹ ❹ ⑨ ⑤ ❷ ⑩ ⑧ ❹ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❶ ⑧ ⑧ ⑩ ⑦ ⑩ ⑥ ⑩ ❹ ⑤ ❸ ❸ ❸ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑥ ❹ ❺ ❶ ⑦ ❶ ❶ ❶ ⑧ ❶ ❷ ❷ ⑤ ❷ ❷ ⑦ ⑦ ⑦ ⑩ ⑤ ❶ ⑦ ⑦ ❸ ❹ ❹ ⑥ ⑥ ❹ ⑥ ⑥ ⑥ ❶ ❺ ❹ ⑥ ❹ ❹ ❹ ❹ ⑦ ⑦ ⑦ ⑦ ❷ ❷ ⑤ ⑤ ⑤ ❹ ❷ ❸ ⑥ ⑥ ⑥ ⑥ ⑦ ⑦ ⑦ ⑦ ⑧ ⑩ ❷ ❷ ⑥ ⑨ ⑩ ❹ ⑤ ⑤ ⑤ ⑤ ⑦ ⑦ ⑦ ⑩ ⑨ ❸ ⑦ ❷ ⑤ ❷ ⑥  ✫ ✪ ❙ ✬ ❚ ✭ ✞ ❯ ✮ ☛ ❱ ✯ ✕ ❲ ✰ ✱ ❳ ✫ ✴ ✬ ❨ ✳ ✭ ❩ ❀ ✮ ❬ ✯ ✝ ✰ ✆ ❭ ✱ ✡ ❪ ❫ ✴ ☛ ✠ ✳ ❴ ✴ ☛ ❳ ✂ ❵ ☛ ✝ ✆ ✡ ❛ ✌ 5DLQIDOO ✝ ✡ ✞ ✡ ✝ ☛ ✂ ✆ ✡ ✚ ☛ ✂ ✞ ✎ ✂ ✝ ✍ ✍ ☛ ☛ ✌ ✂ ✔ ✡ ✗ ✌ ✆ ✏ ✎ ✠ ✠ ✎ ✕ ✆ ✶  ✂ ✠ ✎ ✎ ✷ ✪ *✝ ☛ ✍ ✞ ✌ ✑ ✠ ✄ HQHUDO'HVLJQ6WRUPV ✠ ✠ ✆ ☛ ✂ ✆ ✄ ❝ ✑ ✡ ✏ ✗ ☛ ✂ ✍ ✝ ✌ ✎ ✍ ✌ ✠ ✌ ✆ ✍ ✝ ✠ ✂ ✞ ✓ ✄ ☛ ✌ ✍ ☛ ✝ ✤ ✆ ✒ ✍ ✡ ✚ ✌ ☛ ✂ ☛ ✒ ✑ ✕ ☞ ☛ ☛ ✆ ✑ ✂ ✔ ✚ ✑ ☛ ✝ ✆ ✎ ✟ ✝ ✂ ✎ ✑ ✒ ✞ ☛ ✏ ✑ ✟ ✄ ✝ ☛ ✂ ✍ ✆ ✝ ✌ ☛ ☛ ✡ ✂ ✝ ✂ ✑ ✞ ✓ ☛ ✑ ☛ ✗ ☛ ✆ ✝ ✣ ✍ ✩ ✒ ✷ ❇ ✔ ✘ ✞ ❑ ✑ ✔ ✂ ✂ ✕ ✝ ☛ ✌ ✑ ✆ ✌ ✞ ✥ ✎ ✆ ✍ ✡ ☞ ✂ ✣ ✆ ✎ ☛ ✩ ✟ ✂ ✍ ✎ ✍ ✥ ✎ ✄ ✟ ✍ ✞ ✔ ☛ ✄ ☛ ✆ ✞ ☛ ✂ ✌ ✓ ✂ ✍ ✝ ✝ ✍ ☎ ✞ ☛ ✠ ✆ ☛ ✞ ✟ ✂ ✣ ✂ ✂ ✑ ✆ ✎ ✝ ✎ ✂ ✝ ☛ ✍ ✎ ✆ ✞ ✟ ✍ ✎ ☎ ✄ ✝ ✞ ✄ ✆ ✂ ✔ ☛ ☛ ☎ ☛ ✡ ✂ ✎ ✓ ✆ ✑ ✂ ✂ ✏ ☛ ✌ ✎ ✞ ✂ ✦ ✂ ✌ ✂ ✡ ✎ ✑ ✺ ✎ ☛ ✍ ✌ ☛ ✆ ✂ ✍ ✆ ✝ ✜ ✝ ✒ ✂ ✌ ✞ ✑ ✞ ✎ ✂ ☛ ✏ ✎ ✠ ✝ ✕ ✠ ✍ ✏ ✝ ✌ ✟ ✂ ✞ ✌ ✔ ✝ ✎ ✆ ✂ ✞ ☛ ✗ ✞ ☞ ✍ ✆ ☛ ☛ ✷ ✝ ✧ ✓ ✍ ✡ ✟ ✑ ☛ ☎ ☛ ☛ ✞ ✝ ✌ ✍ ✆ ✞ ✂ ✠ ✌ ✝ ✂ ✝ ✂ ✏ ✂ ✆ ✝ ✔ ✎ ✟ ✎ ✑ ✍ ✂ ✞ ✏ ✑ ✌ ☛ ✕ ☛ ✞ ✂ ✌ ✑ ✑ ✟ ✂ ✆ ☎ ✍ ✝ ☛ ✂ ✟ ☛ ✎ ✍ ☛ ✑ ☛ ☞ ✍ ✆ ✄ ✍ ❇ ✆ ✗ ✎ ☛ ❑ ✖ ✂ ☞ ✷ ✑ ❜ ✌ ✌ ✑ ✌ ✖ ✍ ✂ ☛ ✝ ✎ ✌ ✠ ✑ ✂ ✝ ✏ ✆ ☛ ✂ ✌ ☛ ✔ ✌ ✆ ✟ ✌ ✠ ✎ ✠ ✎ ✞ ✌ ✏ ✞ ✍ ✡ ✌ ☞ ✡ ☛ ✝ ✍ ✡ ✙ ✞ ✎ ✝ ✝ ✟ ✆ ✖ ✆ ☛ ☛ ✂ ✂ ✌ ✓ ☛ ✝ ✑ ✖ ✞ ☛ ✡ ☛ ✝ ✟ ✞ ✌ ✠ ✂ ✤ ✝ ✂ ✞ ✂ ✆ ✽ ✡ ✔ ✟ ✑ ☛ ✍ ✝ ✎ ✌ ✌ ✞ ☛ ✏ ✝ ✓ ✎ ✞ ✓ ☛ ✎ ✍ ✌ ☛ ✤ ✟ ✒ ✍ ✌ ✟ ✔ ☛ ✎ ✞ ☎ ✍ ✔ ✍ ☞ ☛ ✍ ✤ ☛ ✧ ✍ ✝ ✁ ✌ ✎ ✞ ☎ ✞ ✍ ✖ ✒ ✌ ✝ ✥ ✘ ✘ ✠ ✚ ✗ ✷ ☞ ✍ ✑ ✎ ☛ ✖ ✌ ✂ ✑ ✖ ✝ ✝ ✍ ✠ ✡ ✝ ✂ ✔ ✝ ✆ ✎ ✂ ✏ ✑ ✎ ☛ ✟ ✤ ✟ ✽ ☎ ✍ ✌ ✍ ✛ ✝ ✞ ✎ ✒ ✍ ✚ ❝ ✎ ✂ ✞ ✎ ✍ ✂ ✄ ✑ ☛ ✤ ✚ ✌ ✕ ✓ ☛ ✑ ✍ ✝ ✌ ✟ ✒ ✑ ☛ ✚ ✝ ✆ ✎ ✞ ✂ ✑ ✟ ☛ ☛ ☛ ▲ ❑ ✓ ☛ ❑ ✍ ✘ ✔ ✔ ☛ ✎ ✌ ✞ ✍ ☛ ✆ ✑ ✂ ✎ ☎ ✍ ✞ ✄ ✡ ✍ ✝ ☛ ✞ ✡ ✂ ✣ ✑ ▲ ☛ ❑ ❑ ✟ ✝ ✥ ✂ ✔ ✔ ☛ ✎ ✌ ✏ ✍ ✆ ✦ ✣ ✎ ✎ ✍ ✍ ✂ ✎ ✜ ✞ ✎ ☛ ✠ ✠ ✂ ✝ ✑ ✞ ✌ ✆ ✂ ✗ ✑ ✷ ✌ ✆ ✑ ✝ ✌ ✆ ✎ ✝ ✞ ✆ ☛ ✂ ✑ ☞ ☛ ☛ ✍ ✆ ✟ ✂ ✎ ☛ ✞ ✍ ✄ ✂ ☞ ✂ ✍ ✑ ✎ ✌ ✖ ✂ ✌ ✖ ✑ ✌ ✝ ✠ ✆ ✝ ✂ ✔ ✌ Inspect basins to insure that the pond continues to function as initially intended. Examine the outlet for clogging, erosion, slumping, excessive sedimentation levels, overgrowth, embankment and spillway integrity and damage to any structural element. Routine – Annual inspection of hydraulic and structural facilities. Also check for obvious problems during routine maintenance visits, especially for plugging of outlets. Determine if the bioretention area is providing acceptable infiltration, and outlet structures are not obstructed. Check for erosion and repair as necessary. Routine - Inspect the infiltrating surface at least twice annually following precipitation events. Check for obvious problems during routine maintenance visits, especially for plugging of outlets and erosion.