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HomeMy WebLinkAboutCOLUMBINE RESIDENCES (FORMERLY WORTHINGTON AVENUE RESIDENCES) - FDP - FDP160045 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT Columbine Residences Subdivision, Lot 1 Prepared for: R4 Architects 226 Remington Street, Unit 3 Fort Collins, CO 80524 970-224-0630 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 460-8488 November 2, 2016 Job Number 1278-069-00 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 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 Hydrologic Criteria ........................................................................................................ 4 3.5 Hydraulic Criteria .......................................................................................................... 4 3.6 Floodplain Regulations Compliance ............................................................................. 5 3.7 Modifications of Criteria ............................................................................................... 5 4. DRAINAGE FACILITY DESIGN ....................................................................................... 5 4.1 General Concept ............................................................................................................. 5 4.2 Specific Flow Routing .................................................................................................... 5 4.3 Drainage Summary ........................................................................................................ 6 5. CONCLUSIONS .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 7 APPENDIX A VICINITY MAP AND DRAINAGE PLAN APPENDIX B HYDROLOGIC COMPUTATIONS APPENDIX C HYDRAULIC COMPUTATIONS APPENDIX D WATER QUALITY AND LID CALCULATIONS APPENDIX E DETENTION POND CALCULATIONS APPENDIX F SOILS INFORMATION, FEMA FIRMETTE, FIGURES & TABLES 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The proposed project is located northeast of the intersection of Centre Avenue and Worthington Circle in Fort Collins, Colorado and is the Centre for Advanced Technology 24th Filing. More specifically it is in the SW 1/4 of Section 23, Township 7 North, Range 69 West of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. Please refer to the vicinity map in Appendix A. Larimer Canal No. 2 bounds the site on the north and the New Mercer Ditch on the south and west. CSURF property is located to the east of the site. 1.2 Description of Property The property is approximately 8.2 acres in size and will consist of 17 single family paired homes. The site will be served by a private drive which accounts for the majority of the proposed pavement area. The land currently slopes to the northeast at about 0.6%. The majority of the land is currently vacant. The majority of the ground cover is native grasses. There are no offsite flows onto the property. The existing soil type on-site consists of Altvan-Satanta loams (21%) and Nunn clay loam (79%) which are classified as Type B and C, respectively, by the Natural Resources Conservation Service. Soil information is located in Appendix G. The property is not located within a City of Fort Collins Floodplain or FEMA 100-year floodplain (FEMA FIRM Panel 08069C0987G, effective May 2, 2012). 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the Spring Creek Master Drainage Basin. 2.2 Sub-basin Description The existing site drains to the northeast and discharges directly into Larimer Canal No. 2. 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 for the majority of the site will be routed through bioswales and a rain garden before entering the water quality and detention pond thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. 3 Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release The rain garden and bioswales help reduce total runoff by allowing the water to infiltrate. The water quality and detention pond located to the east of the project is designed to allow sediments to settle while incorporating a slow release. 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 proposed water quality and detention pond and release into an existing storm system in Centre Avenue, 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. Water quality facilities are required for the new construction proposed on the site. Water quality will be met through the use of a rain garden, 2’ wide bioswale trench drains (bioswale) and water quality pond. Fifty percent of the site runoff is required to be treated using the standard water quality treatment as described in the Fort Collins Stormwater Manual, Volume 3 Best Management Practices (BMPs) and runoff reduction practices (LID techniques) are also required. No less than seventy five percent (75%) of any newly developed or redeveloped area, and any modification on a previously developed area for which a construction permit is required under City codes and regulations, must be treated using one or a combination of LID techniques. 4 The project adds 136,00 sf of new impervious area. Using the rain garden and bioswale LID techniques, 127,108 sf of new impervious area (93%) will be treated which exceeds the 50% water quality treatment and the 75% LID treatment requirements. The City of Fort Collins requests that the bioswales have a maximum run-on ratio of 10:1. The bioswales are 2 feet wide; therefore, 20 square feet of impervious area is allowed for each 1 foot length of bioswale. All three bioswales are about half of the required length using this 10:1 ratio. Because of this deficiency, 100% of the entire site will be treated with standard water quality capture volume in the water quality and extended detention pond. A variance from the run-on ratio is requested. Please refer to Appendix D for LID calculations and. 3.4 Hydrologic Criteria The City of Fort Collins Rainfall Intensity-Duration–Frequency Curves (Figure RA-16 of the City of Fort Collins Storm Drainage Design Criteria Manual) is used for all hydrologic computations associated with this project. Runoff computations were prepared for the 2-year and 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. Please refer to Appendix A for the Drainage Plan depicting drainage basins and design points. Water quality volume was calculated using the method recommended in the “Urban Storm Drainage Criteria Manual”. Water quality capture volume calculations are located in Appendix D. 3.5 Hydraulic Criteria All hydraulic calculations will be presented in the final drainage report and prepared in accordance with the City of Fort Collins Drainage Criteria. All calculations will be included in Appendix C of this report and will be presented in the final drainage report. 5 3.6 Floodplain Regulations Compliance The site is not within a City of Fort Collins floodway or a FEMA special flood hazard area (Panel 08069C0987G). Therefore, a completed “City of Fort Collins Floodplain Review Checklist for 50% Submittals” has not been included with this report. 3.7 Modifications of Criteria There are no modifications to criteria for this project at this time. 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed detention pond on the eastern most portion of the site . The pond outfall will discharge to a 15-inch storm pipe and into the existing storm sewer in Centre Avenue located east of the site. This system discharges into Spring Creek. An emergency overflow spillway will be constructed and will be designed to pass the 100-year flow. The driveway is located over the New Mercer Ditch where a box culvert will be installed to maintain flow for the ditch. The roadside ditch adjacent to Worthington Circle along the ditch will pass through the proposed culvert under the driveway. The box culvert is sized to match the downstream culvert at Centre. 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin A includes the middle portion of the site. Runoff from this basin will sheet to a bioswale located at design point A. The bioswale will discharge to storm system A that will convey flow to the water quality and detention pond located to the east. 6 Basins B-E includes the portion of the site adjacent to the drive aisle. These basins sheet flow to the drive aisle where flow will be conveyed to the rain garden. This rain garden will discharge to storm system A that will convey flow to the water quality and detention pond located to the east. These basins account for all of the new pavements proposed. Basins F and G are adjacent to the outer boundary of the site. These two basins sheet to the bioswales located at the back side of the duplexes and roof area only. The bioswales contain underdrains that direct flow to the detention pond located to the east. The bioswales will have French drain materials to filter the water. Basin H is located to the east and includes the water quality and detention pond. Runoff from this basin will sheet to the pond. The pond outfall will discharge to a 15-inch storm pipe and into the existing storm sewer in Centre Avenue located east of the site. This system discharges into Spring Creek. 93% of the sites runoff will be treated for water quality in the rain gardens and bioswales. 100 % of the site will be treated using standard water quality capture volume in the onsite water quality and extended detention pond. Onsite detention is provided for the runoff volume difference between the 100-year developed inflow rate and the 2-year historic release rate. The historic release rate is for this basin is 2.3 cfs. Water will be released through an orifice plate storm system to the existing storm system in Centre Ave and eventually into Spring Creek. Please refer to Appendix D for water quality capture and detention volume calculations and pond volume table. 4.3 Drainage Summary Drainage facilities located outside of the right of way (including, water quality and detention pond, rain garden, bioswales, proposed storm drain system, and the pond outlet system) will be maintained by the property owners. 7 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 Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements will be designed during the final report to pass required flows and to minimize future maintenance. The design minimizes impacts to other utilities and properties and maintains the existing drainage flow paths as much as possible. The design will effectively control damage from storm runoff originating from the site. The recommended BMPs are sufficient to reduce runoff peaks, volumes and pollutant loads from the impervious areas of the site. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, “Storm Drainage Criteria Manual”, (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 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(2)tot Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) (cfs) a A 0.42 0.54 0.67 6.1 5.2 0.6 1.0 2.7 Swale A b B 0.70 0.63 0.78 11.2 9.3 0.9 1.6 4.4 c C 0.64 0.70 0.88 9.0 7.5 1.0 1.8 4.8 d D 0.59 0.64 0.80 9.8 7.9 0.8 1.4 4.0 e E 0.68 0.72 0.90 9.8 8.6 1.1 1.9 5.1 f F 1.58 0.53 0.66 15.6 15.6 1.5 2.6 6.7 Swale F g G 0.89 0.53 0.66 13.5 13.5 0.9 1.6 4.0 Swale G h H 1.03 0.35 0.44 5.0 5.0 1.0 1.8 4.5 TOTAL 6.53 0.56 0.70 17.3 17.3 6.3 10.8 27.6 Page 8 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 3/16/2016 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 Pavers: 0.50 40 Heavy Soil (Flat, <2%) : 0.20 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) Existing Lot 6.53 284,407 0 0 0 0 284,407 0.20 0 Historic %I Proposed Lot 6.53 284,407 69,695 39,018 0 27,287 148,408 0.56 45 Calc'd %I 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 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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 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) EX LOT 6.53 284,407 0 0 0 0 284,407 0.20 0 Used to Determine 2-yr Historic A 0.42 18,167 7,396 0 0 808 9,963 0.54 41 Swale A B 0.70 30,445 4,647 10,242 0 2,465 13,091 0.63 55 C 0.64 27,809 0 9,610 0 9,069 9,130 0.70 66 D 0.59 25,827 4,399 8,181 0 2,473 10,774 0.64 56 E 0.68 29,800 0 10,985 0 9,651 9,165 0.72 68 F 1.58 68,737 28,781 0 0 1,620 38,337 0.53 40 Swale F G 0.89 38,664 16,147 0 0 633 21,885 0.53 39 Swale G H 1.03 44,957 8,325 0 0 568 36,065 0.35 18 B-E 2.61 113,881 9,047 39,018 - 23,658 42,159 0.67 61 Rain Garden A-G 5.50 239,450 61,370 39,018 0 26,719 112,344 0.60 50 Developed Area Treated by LID TOTAL 6.53 284,407 69,695 39,018 0 27,287 148,408 0.56 45 Total Lot 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 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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) EX LOT 6.53 0.20 300 0.8 31.0 860 0.8 0.03 1.0 14.7 45.7 1160 16.4 16.4 a A 0.42 0.54 20 2.0 3.7 200 0.5 0.016 1.4 2.3 6.1 220 11.2 6.1 b B 0.70 0.63 65 2.0 5.7 470 0.5 0.016 1.4 5.5 11.2 535 13.0 11.2 c C 0.64 0.70 30 2.0 3.2 490 0.5 0.016 1.4 5.7 9.0 520 12.9 9.0 d D 0.59 0.64 60 2.0 5.3 380 0.5 0.016 1.4 4.5 9.8 440 12.4 9.8 e E 0.68 0.72 20 2.0 2.5 620 0.5 0.016 1.4 7.3 9.8 640 13.6 9.8 f F 1.58 0.53 100 2.0 8.4 900 0.5 0.03 0.8 19.8 28.2 1000 15.6 15.6 g G 0.89 0.53 100 2.0 8.5 530 0.5 0.03 0.8 11.7 20.2 630 13.5 13.5 h H 1.03 0.35 10 25.0 1.5 310 2.0 0.03 1.5 3.4 4.9 320 11.8 5.0 B-E 2.61 0.67 20 2.0 2.8 620 0.5 0.016 1.4 7.3 10.1 640 13.6 10.1 TOTAL 6.53 0.56 100 2.0 8.0 1210 0.9 0.03 1.0 20.0 28.0 1310 17.3 17.3 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 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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) EX LOT 6.53 0.20 0.25 300 0.8 29.3 860 0.8 0.03 1.0 14.7 44.0 1160 16.4 16.4 a A 0.42 0.54 0.67 20 2.0 2.8 200 0.5 0.016 1.4 2.3 5.2 220 11.2 5.2 b B 0.70 0.63 0.78 65 2.0 3.8 470 0.5 0.016 1.4 5.5 9.3 535 13.0 9.3 c C 0.64 0.70 0.88 30 2.0 1.8 490 0.5 0.016 1.4 5.7 7.5 520 12.9 7.5 d D 0.59 0.64 0.80 60 2.0 3.5 380 0.5 0.016 1.4 4.5 7.9 440 12.4 7.9 e E 0.68 0.72 0.90 20 2.0 1.3 620 0.5 0.016 1.4 7.3 8.6 640 13.6 8.6 f F 1.58 0.53 0.66 100 2.0 6.5 900 0.5 0.03 0.8 19.8 26.3 1000 15.6 15.6 g G 0.89 0.53 0.66 100 2.0 6.6 530 0.5 0.03 0.8 11.7 18.2 630 13.5 13.5 h H 1.03 0.35 0.44 10 25.0 1.3 310 2.0 0.03 1.5 3.4 4.8 320 11.8 5.0 B-E 2.61 0.67 0.84 20 2.0 1.7 620 0.5 0.016 1.4 7.3 9.0 640 13.6 9.0 TOTAL 6.53 0.56 0.70 100 2.0 6.0 1210 0.9 0.03 1.0 20.0 26.0 1310 17.3 17.3 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 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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) EX LOT 6.53 0.20 16.4 1.78 2.3 2.3 a A 0.42 0.54 6.1 2.65 0.6 0.6 b B 0.70 0.63 11.2 2.13 0.9 0.9 c C 0.64 0.70 9.0 2.32 1.0 1.0 d D 0.59 0.64 9.8 2.25 0.8 0.8 e E 0.68 0.72 9.8 2.24 1.1 1.1 f F 1.58 0.53 15.6 1.83 1.5 1.5 g G 0.89 0.53 13.5 1.96 0.9 0.9 h H 1.03 0.35 5.0 2.85 1.0 1.0 B-E 2.61 0.67 10.1 2.22 3.9 3.9 TOTAL 6.53 0.56 17.3 1.74 6.3 6.3 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 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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) EX LOT 6.53 0.20 16.4 3.04 4.0 4.0 a A 0.42 0.54 6.1 4.53 1.0 1.0 b B 0.70 0.63 11.2 3.63 1.6 1.6 c C 0.64 0.70 9.0 3.97 1.8 1.8 d D 0.59 0.64 9.8 3.84 1.4 1.4 e E 0.68 0.72 9.8 3.83 1.9 1.9 f F 1.58 0.53 15.6 3.13 2.6 2.6 g G 0.89 0.53 13.5 3.34 1.6 1.6 h H 1.03 0.35 5.0 4.87 1.8 1.8 B-E 2.61 0.67 10.1 3.78 6.7 6.7 TOTAL 6.53 0.56 17.3 2.97 10.8 10.8 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 = 41.44 / (10+ tc)0.7974 10-25-16 Final FC Flow-CSURF.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 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) EX LOT 6.53 0.25 16.4 6.22 10.1 10.1 a A 0.42 0.67 5.2 9.68 2.7 2.7 b B 0.70 0.78 9.3 7.99 4.4 4.4 c C 0.64 0.88 7.5 8.62 4.8 4.8 d D 0.59 0.80 7.9 8.47 4.0 4.0 e E 0.68 0.90 8.6 8.23 5.1 5.1 f F 1.58 0.66 15.6 6.39 6.7 6.7 g G 0.89 0.66 13.5 6.83 4.0 4.0 h H 1.03 0.44 5.0 9.95 4.5 4.5 B-E 2.61 0.84 9.0 8.09 17.8 17.8 TOTAL 6.53 0.70 17.3 6.06 27.6 27.6 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 10-25-16 Final FC Flow-CSURF.xls C APPENDIX C HYDRAULIC CALCULATIONS Circular Area Inlet Capacity LOCATION: COLUMBINE RESIDENCES PROJECT NO: 1278-069-00 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 10/27/2016 Inlet Data: Weir Length 6.7 ft Open Area 2.00 ft^2 Solve for h using Orifice Equation Q = Co Ao sqrt(2gh) where Qo = flow through orifice (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.2 ft/s Ao = effective area of the orifice (ft 2 ) h = head on the orifice (ft) Q100 = 2.70 cfs 100-yr Event Ao = 1.00 ft 2 (Assume 50% clogged) Co = 0.65 Solve for h: 0.27 ft Q= 2.70 cfs Required Head d= 0.27 ft Available Head Prior to Overtopping 1.10 ft Beehive Grate (DP-A) Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlets Project: Columbine Residences Job Number : 1278-069-00 Calculations by : es Date : 10/27/2016 Objective: to determine capacity of Type C area inlet with close mesh grate Geometry at inlet : Close Mesh Grate Width (W): 2.625 feet Length (L): 3.3542 feet Open Area (A): 6.6944 sq ft Reduction Factor (F): 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = Qi * (1-F) At Rain Garden DETERMINE CAPACITY OF TYPE C INLET AT DP A H = 0.5 ft Single Type C Inlet A = 1*A = 6.69 ft2 Qi = C*A*SQRT(2*g*H) = 25.45 cfs QG = Qi * F = 12.73 cfs OK, 1/2 Flow of Basins B-E = 8.9 cfs USE : Single Type C Inlet Grate Dimensions and information: WSEL Page1 Scenario: 100-yr Title: Columbine x:\...\drainage\design\stormcad\storm a.stm 10/31/16 01:51:10 PM 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 P-3 P-2 P-1 MH W/ GRATE 3 MH-2 WQ/DET POND TYPE C INLET Calculation Results Summary Title: Columbine x:\...\drainage\design\stormcad\storm a.stm 10/31/16 01:51:33 PM 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 ================================================================= Scenario: 100-yr >>>> Info: Subsurface Network Rooted by: WQ/DET POND >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS ________________________________________________________________________________________________________________ | Label | Inlet | Inlet | Total | Total | Capture | Gutter | Gutter | | | Type | | Intercepted | Bypassed | Efficiency | Spread | Depth | | | | | Flow | Flow | (%) | (ft) | (ft) | | | | | (cfs) | (cfs) | | | | |---------------|---------------|----------------------|-------------|----------|------------|--------|--------| | MH W/ GRATE 3 | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | | TYPE C INLET | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | ---------------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: WQ/DET POND _______________________________________________________________________________________________ | Label | Number | Section | Section | Length | Total | Average | Hydraulic | Hydraulic | | | of | Size | Shape | (ft) | System | Velocity | Grade | Grade | | | Sections | | | | Flow | (ft/s) | Upstream | Downstream | | | | | | | (cfs) | | (ft) | (ft) | |-------|----------|---------|----------|--------|--------|----------|-----------|------------| | P-1 | 1 | 24 inch | Circular | 30.00 | 20.50 | 6.53 | 5,040.55 | 5,040.30 | | P-2 | 1 | 18 inch | Circular | 89.00 | 2.70 | 1.53 | 5,040.94 | 5,040.88 | | P-3 | 1 | 15 inch | Circular | 116.00 | 2.70 | 2.20 | 5,041.17 | 5,040.97 | ----------------------------------------------------------------------------------------------- ______________________________________________________________ | Label | Total | Ground | Hydraulic | Hydraulic | | | System | Elevation | Grade | Grade | | | Flow | (ft) | Line In | Line Out | | | (cfs) | | (ft) | (ft) | |---------------|--------|-----------|-----------|-----------| | WQ/DET POND | 20.50 | 5,041.10 | 5,040.30 | 5,040.30 | | TYPE C INLET | 20.50 | 5,042.00 | 5,040.88 | 5,040.55 | | MH-2 | 2.70 | 5,042.00 | 5,040.97 | 5,040.94 | | MH W/ GRATE 3 | 2.70 | 5,042.86 | 5,041.17 | 5,041.17 | -------------------------------------------------------------- ================================================================= Completed: 10/31/2016 01:51:28 PM Profile Scenario: 100-yr Title: Columbine x:\...\drainage\design\stormcad\storm a.stm 10/31/16 01:51:51 PM 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: Profile - 1 Scenario: 100-yr -3+00 -2+00 -1+00 0+00 5,035.00 5,040.00 5,045.00 Sump: 5,039.17 ft Rim: 5,042.86 ft Label: MH W/ GRATE 3 Sump: 5,038.60 ft Rim: 5,042.00 ft Label: MH-2 Sump: 5,038.15 ft Rim: 5,042.00 ft Label: TYPE C INLET Sump: 5,038.00 ft Rim: 5,041.10 ft Label: WQ/DET POND S: 0.004914 ft/ft Size: 15 inch L: 116.00 ft Dn. Invert: 5,038.60 ft Up. Invert: 5,039.17 ft Label: P-3 S: 0.005056 ft/ft Size: 18 inch L: 89.00 ft Dn. Invert: 5,038.15 ft Up. Invert: 5,038.60 ft Label: P-2 S: 0.005000 ft/ft Size: 24 inch L: 30.00 ft Dn. Invert: 5,038.00 ft Up. Invert: 5,038.15 ft Label: P-1 Scenario: 100-yr Release Title: Columbine x:\...\drainage\design\stormcad\storm b.stm 10/31/16 01:52:15 PM 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 P-3 P-2 P-1 OUTLET STRUCTURE EX SYSTEM J-1 J-2 Calculation Results Summary Title: Columbine x:\...\drainage\design\stormcad\storm b.stm 10/31/16 01:52:29 PM 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 ================================================================= Scenario: 100-yr Release >>>> Info: Subsurface Network Rooted by: EX SYSTEM >>>> Info: Subsurface Analysis iterations: 1 >>>> Info: Convergence was achieved. CALCULATION SUMMARY FOR SURFACE NETWORKS ___________________________________________________________________________________________________________________ | Label | Inlet | Inlet | Total | Total | Capture | Gutter | Gutter | | | Type | | Intercepted | Bypassed | Efficiency | Spread | Depth | | | | | Flow | Flow | (%) | (ft) | (ft) | | | | | (cfs) | (cfs) | | | | |------------------|---------------|----------------------|-------------|----------|------------|--------|--------| | OUTLET STRUCTURE | Generic Inlet | Generic Default 100% | 0.00 | 0.00 | 100.0 | 0.00 | 0.00 | ------------------------------------------------------------------------------------------------------------------- CALCULATION SUMMARY FOR SUBSURFACE NETWORK WITH ROOT: EX SYSTEM _______________________________________________________________________________________________ | Label | Number | Section | Section | Length | Total | Average | Hydraulic | Hydraulic | | | of | Size | Shape | (ft) | System | Velocity | Grade | Grade | | | Sections | | | | Flow | (ft/s) | Upstream | Downstream | | | | | | | (cfs) | | (ft) | (ft) | |-------|----------|---------|----------|--------|--------|----------|-----------|------------| | P-1 | 1 | 15 inch | Circular | 158.60 | 2.30 | 1.87 | 5,038.20 | 5,038.00 | | P-2 | 1 | 15 inch | Circular | 175.50 | 2.30 | 1.87 | 5,038.46 | 5,038.23 | | P-3 | 1 | 15 inch | Circular | 34.70 | 2.30 | 1.87 | 5,038.53 | 5,038.49 | ----------------------------------------------------------------------------------------------- _________________________________________________________________ | Label | Total | Ground | Hydraulic | Hydraulic | | | System | Elevation | Grade | Grade | | | Flow | (ft) | Line In | Line Out | | | (cfs) | | (ft) | (ft) | |------------------|--------|-----------|-----------|-----------| | EX SYSTEM | 2.30 | 5,047.80 | 5,038.00 | 5,038.00 | | J-2 | 2.30 | 5,044.93 | 5,038.23 | 5,038.20 | | J-1 | 2.30 | 5,043.47 | 5,038.49 | 5,038.46 | | OUTLET STRUCTURE | 2.30 | 5,041.30 | 5,038.53 | 5,038.53 | ----------------------------------------------------------------- ================================================================= Completed: 10/31/2016 01:52:25 PM Profile Scenario: 100-yr Release Title: Columbine x:\...\drainage\design\stormcad\storm b.stm 10/31/16 01:52:45 PM 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: Profile - 1 Scenario: 100-yr Release -4+00 -3+00 -2+00 -1+00 0+00 5,030.00 5,035.00 5,040.00 5,045.00 5,050.00 Sump: 5,035.73 ft Rim: 5,041.30 ft Label: OUTLET STRUCTURE Sump: 5,035.67 ft Rim: 5,043.47 ft Label: J-1 Sump: 5,035.32 ft Rim: 5,044.93 ft Label: J-2 Sump: 5,035.00 ft Rim: 5,047.80 ft Label: EX SYSTEM S: 0.001729 ft/ft Size: 15 inch L: 34.70 ft Dn. Invert: 5,035.67 ft Up. Invert: 5,035.73 ft Label: P-3 S: 0.001994 ft/ft Size: 15 inch L: 175.50 ft Dn. Invert: 5,035.32 ft Up. Invert: 5,035.67 ft Label: P-2 S: 0.002018 ft/ft Size: 15 inch L: 158.60 ft Dn. Invert: 5,035.00 ft Up. Invert: 5,035.32 ft Label: P-1 LOCATION: Columbine Residences ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP From Urban Strom Drainage Criterial Manual, 08/2006 (Referenced figures are attached at the end of this section) Q = discharge, cfs V = allowable non-eroding velocity in the downstream channel, ft/s D = diameter of circular conduit, ft = 7.0 ft/s for erosion resistant soils Yt = tailwater depth, ft = 5.5 ft/s for erosive soils Distance Design Tailwater Downstream d50 Type of Flow Diam. Depth Velocity Qtot Yt Riprap Figure 5-8, L Table MD-7 LOCATION Pipe Qtot (cfs) D (ft) Yt (ft) V (ft/s) D1.5 He Type (ft) (in) 24" RCP 17.8 2.0 2.3 6.5 6.29 1.15 Type L 6.0 9.0 LOCATION: Columbine Residences ITEM: RIPRAP CALCULATIONS FOR CIRCULAR CONDUIT OUTLETS COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP From Urban Strom Drainage Criterial Manual, 08/2006 (Referenced figures are attached at the end of this section) Q = discharge, cfs V = allowable non-eroding velocity in the downstream channel, ft/s D = diameter of circular conduit, ft = 7.0 ft/s for erosion resistant soils Yt = tailwater depth, ft = 5.5 ft/s for erosive soils Figure 5-6 Figure 5-6 Riprap Riprap Expansion Depth Depth Width Factor L = (1/(2tanq)) to L/2 L/2 to L of Riprap Qeach 1/(2 tan θθθθ) At = Q/V *(At/Yt-W) Use L LOCATION (in) (in) (ft) D2.5 Figure MD-24 (ft2) (ft) (ft) 24" 18.0 13.5 6 3.1 6.7 2.73 -5.46 6.00 USE MINIMUM 6'X6' PAD D APPENDIX D WATER QUALITY AND LID CALCULATIONS New Impervious Area 136,000 SF Required Minimum Impervious Area to be Treated by LID (75%) 102,000 SF Rain Garden Impervious Area Treated by Rain Garden (Basins B-E) 71,723 SF Bioswale Trench Drain Impervious Area Treated by Swale A (BASIN A) 8,204 SF Bioswale Trench Drain Impervious Area Treated by Swale F (BASIN F) 30,401 SF Bioswale Trench Drain Impervious Area Treated by Swale G (BASIN G) 16,780 SF Actual % of New Impervious Area Treated by LID (100% of site treated in WQ/Detention Pond) 93 % 75% On-Site Treatment by LID Requirement LID Table Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 61.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.610 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 113,881 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 1,819 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1212 sq ft D) Actual Flat Surface Area AActual = 1669 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2993 sq ft F) Rain Garden Total Volume VT= 2,331 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 3.4 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 1,819 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.88 in Design Procedure Form: Rain Garden (RG) ES INTERWEST October 20, 2016 Worthington Residences (CSURF) RAIN GARDEN B-E (Drive Aisle Area) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 10-25-16 RG (Drive Aisle area).xlsm, RG 10/31/2016, 1:57 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) ES INTERWEST October 20, 2016 Worthington Residences (CSURF) RAIN GARDEN B-E (Drive Aisle Area) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 10-25-16 RG (Drive Aisle area).xlsm, RG 10/31/2016, 1:57 PM RAIN GARDEN SUMMARY Project Name: WORTHINGTON AVENUE RESIDENCES Project Number: 1278-069-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 10/20/2016 BASIN RAIN GARDEN RAIN GARDEN FLAT AREA REQUIRED (SAND AREA) RAIN GARDEN TOTAL VOLUME REQUIRED RAIN GARDEN FLAT AREA PROVIDED (SAND AREA) RAIN GARDEN DEPTH RAIN GARDEN VOLUME PROVIDED SF CF SF INCH CF B-E B 1212 1819 1669 12 2993 *NOTE: FULL WATER QUALITY PROVIDED IN POND; THERFORE, NOT PLATE ON RG PIPE RAIN GARDEN SUMMARY E APPENDIX E DETENTION POND CALCULATIONS Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es DATE: 10/25/2016 Equations: Area trib. to pond = 6.5 acre Developed flow = QD = CIA C (100) = 0.70 Vol. In = Vi = T C I A = T QD Developed C A = 4.6 acre Vol. Out = Vo =K QPO T Release rate, QPO = 2.30 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 45.3 13582 690 12892 0.30 10 7.77 35.3 21202 1380 19822 0.46 20 5.62 25.6 30689 2760 27929 0.64 30 4.47 20.3 36596 4140 32456 0.75 40 3.74 17.0 40840 5520 35320 0.81 50 3.23 14.7 44142 6900 37242 0.85 60 2.86 13.0 46842 8280 38562 0.89 70 2.57 11.7 49129 9660 39469 0.91 80 2.34 10.6 51113 11040 40073 0.92 90 2.15 9.8 52868 12420 40448 0.93 100 1.99 9.1 54443 13800 40643 0.93 110 1.86 8.5 55873 15180 40693 0.93 120 1.75 7.9 57183 16560 40623 0.93 130 1.65 7.5 58393 17940 40453 0.93 140 1.56 7.1 59518 19320 40198 0.92 150 1.48 6.7 60570 20700 39870 0.92 160 1.41 6.4 61559 22080 39479 0.91 170 1.35 6.1 62492 23460 39032 0.90 180 1.29 5.9 63375 24840 38535 0.88 190 1.24 5.6 64215 26220 37995 0.87 200 1.19 5.4 65015 27600 37415 0.86 210 1.15 5.2 65780 28980 36800 0.84 Required Storage Volume: 40693 ft3 0.93 acre-ft 10-25-16 Final Detention-CSURF (100 perc wq).xls,FAA-100yr Proposed Detention Pond - Stage/Storage LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 10/25/2016 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour POND Surface Incremental Total Detention Stage Area Storage Storage Storage (ft) (ft2) (ac-ft) (ac-ft) (ac-ft) 36.0 0 0.00 37.0 3819 0.03 0.03 0.00 WQCV- 37.7 10424 0.11 0.14 0.00 38.0 13723 0.08 0.22 0.08 39.0 17920 0.36 0.58 0.45 40.0 21463 0.45 1.04 0.90 100-yr WSEL- 40.3 22541 0.17 1.20 1.06 Top of Berm - 41.3 26205 0.54 1.74 1.61 REQUIRED DETENTION VOL = 0.93 AC-FT TOTAL REQUIRED WQCV= 0.13 AC-FT TOTAL REQUIRED VOL IN EDB= 1.06 AC-FT PROVIDED VOLUME IN EDB = 1.06 AC-FT 10-25-16 Final Detention-CSURF (100 perc wq).xls POND 100-yr Event, Outlet Sizing LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 10/25/2016 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 = 2.30 cfs outlet pipe dia = D = 15.0 in Invert elev. = 5036.00 ft (inv. "D" on outlet structure) Eo = 5038.00 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 5040.30 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.291 ft2 = 41.9 in2 orifice dia. = d = 7.30 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.49 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 3.95E+05 Co = (K in figure) = 0.65 check Use d = 7.25 in A o = 0.287 ft 2 = 41.28 in 2 Qmax = 2.27 cfs orifice - 100yr, 10-25-16 Final Detention-CSURF (100 perc wq).xls Detention Pond Emergency Overflow Spillway Sizing LOCATION: Worthington Residences (CSURF) PROJECT NO: 1278-069-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 10/25/2016 Equation for flow over a broad crested weir Q = CLH3/2 where C = weir coefficient = 2.6 H = overflow height L = length of the weir The pond has a spill elevation equal to the maximum water surface elevation in the pond Design spillway with 0.5 ft flow depth, thus H = 0.5 ft Size the spillway assuming that the pond outlet is completely clogged. Pond Q (100) = 28 cfs (peak flow into pond) Spill elev = 5040.30 ft = 100-year WSEL Min top of berm elev.= 5041.30 Weir length required: L = 30 ft Use L = 32 ft v = 1.53 ft/s spillway, 10-25-16 Final Detention-CSURF (100 perc wq).xls F APPENDIX F SOILS INFORMATION, FEMA FIRMETTE, FIGURES, TABLES AND EXCERPTS FROM REPORTS ✁ ✂ ✄ ☎ ✆ ✝ ✄ ✞ ✞ ☎ ✆ ✟ ✠ ✆ ✡ ☎ ✟ ☛ ☞ ✌ ✍ ✂ ✄ ✟ ☎ ✎ ✆ ☞ ✝ ✂ ✠ ✏ ✍ ✠ ✆ ✑ ☛ ✑ ✍ ✂ ✒ ✠ ✖ ✕ ✓ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✙ ✘ ✗ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✜ ✛ ✚ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✕ ✓ ✢ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✔ ✓ ✓ ✕ ✓ ✔ ✓ ✓ ✖ ✓ ✔ ✓ ✓ ✣ ✤ ✥ ✦ ✧ ★ ✩ ✦ ✗ ✪ ✓ ✤ ✔ ✓ ✫ ✓ ✥ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✘ ✓ ✔ ✓ ✓ ✙ ✓ ✔ ✓ ✓ ✚ ✓ ✔ ✓ ✓ ✸✾✹✽✼✹✸✻✻✷✺✹✸✷✶ ❁❀✿✼ ❄ ❄❇ ❋ ❃❂ ❆❅ ❊❉❈ ✖ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖ ✕ ✓ ✓ ● ❍ ■ ❏ ❑ ▲ ▼ ◆ ❑ ❖  )LJXUH5$±&LW\RI)RUW&ROOLQV 5DLQIDOO,QWHQVLW\±'XUDWLRQ±)UHTXHQF\&XUYHV & ❴ ❴ ✈ ❵ ❛ ❛ ✁ ✂ ✄ ☎ ✂ ✆ ✝ ✞ ✁ ✄ ✟ ✝ ✓ ✁ ✔ ✄ ✕ ✂ ✖ ✗ ✠ ✘ ✂ ✙ ☎ ✚ ✡ ✛ ✜ ✂ ☛ ✘ ☞ ✗ ✌ ✢ ✍ ✣ ✎ ✤ ✏ ✤ ✗ ✥ ✦ ✗ ✦ ✧ ✗ ★ ✢ ✗ ✥ ✩ ✔ ✪ ✗ ✫ ✤ ✬ ✗ ★ ✭ ✮ ✣ ✯ ✰ ✥ ✗ ✰ ✰ ✱ ✔ ✖ ✯ ✗ ✰ ✁ ✡ ☎ ✑ ✒ ✒ ❅ ✺ ✵ ✿ ✳ ✶ ✵ ✹ ✵ ❆ ✺ ✸ ✻ ✲ ✼ ☛ ✶ ✲ ✳ ✞ ✴ ✽ ✡ ✲ ✸ ✵ ✲ ✶ ✼ ✾ ✷ ✶ ✸ ✸ ✿ ✵ ✾ ✿ ✼ ✵ ✄ ❂ ❀ ❃ ✶ ✶ ✸ ✸ ✼ ❄ ✶ ✿ ✷ ✳ ✺ ✾ ✵ ✲ ✳ ❁ ✶ ✶ ✵ ✵ ✁ ✶ ✞ ☎ ✹ ✠ ✵ ✿ ✷ ✶ ✿ ✺ ✳ ✴ ❂ ✿ ❇ ❁ ❁ ✶ ✾ ✿ ❇ ✽ ✳ ❂ ● ✶ ✺ ❊ ✾ ● ✿ ✶ ✳ ✻ ✲ ✷ ✲ ✸ ✿ ❇ ✸ ✾ ✼ ❂ ❆ ✽ ✿ ☞ ✲ ✷ ✴ ✿ ❇ ❇ ✷ ❍ ✶ ✲ ✴ ✾ ✲ ✸ ✶ ✲ ✼ ✲ ✸ ✽ ✶ ✵ ✶ ✲ ✴ ✵ ✏ ❈ ❋ ❏ ■ ❉ ❉ ❑ ✄ ✳ ✴ ✠ ▼ ✂ ☛ ✺ ✿ ❃ ✲ ❁ ✺ ✵ ✲ ❇ ✽ ❇ ✾ ✻ ✾ ✸ ● ✸ ✿ ✾ ✿ ✲ ● ✾ ✲ ❂ ✺ ✲ ✼ ❇ ✳ ✸ ❆ ✸ ✶ ✶ ✶ ✿ ✾ ✳ ✲ ❇ ☞ ✾ ✵ ✷ ✵ ✲ ✾ ✾ ✾ ✷ ✲ ✸ ✼ ❇ ✽ ✲ ✶ ✸ ✴ ❁ ✏ ✶ ✸ ▲ ❋ ❋ ■ ❉ ❑ ❑ ❀ ✲ ▼ ✸ ◆ ✶ ✵ ✲ ❖ ❄ ✼ ❍ ✶ ✲ ❂ ✸ ✶ ✶ ✾ ✲ ✶ ✵ ✸ ✿ ✶ ✵ ❈ ❉ ❑ ❀ ✹ ✁ ✡ ❇ ✼ ✲ ✳ ✲ ✽ ✿ ✴ ❍ ❇ ✸ ✷ ✶ ❁ ✷ ✷ ❄ ✸ ✲ ✷ ❇ ✶ ✵ ✴ ✺ ❇ ✷ ✳ ❍ ❃ ✴ ✲ ✶ ✵ ✸ ✴ ✴ ✂ ✲ ✸ ✸ ✶ ✶ ✲ ✲ ✵ ✵ ❆ ❉ ✎ ✎ ❑ ❑ ❉ ☞ ▼ ✆ ✑ P ✿ ✸ ✻ ✵ ✽ ✻ ✶ ● ✾ ✶ ✵ ✶ ✷ ✳ ✿ ✳ ✸ ✾ ✿ ✶ ❊ ✼ ❇ ✲ ✶ ✻ ✻ ❇ ✳ ❇ ❇ ✷ ✷ ✾ ✴ ✵ P P ❖ ✺ ✲ ✲ ✲ ✵ ❁ ✳ ✶ ✳ ✸ ✲ ✲ ✿ ✳ ✼ ❇ ❇ ❍ ❍ ✷ ✺ ✵ ✵ ✾ ❇ ✾ ✿ ✿ ✵ ✺ ✴ ✵ ✸ ✶ ✲ ✻ ✿ ❇ ✳ ✶ ✴ ✏ ❘ ◗ ◗ ❉ ✹ ✾ ✸ ❀ ✆ ✶ ✲ ✸ ✶ ✲ ❄ ✾ ✵ ❄ ✶ ✶ ❆ ✴ ❇ ☞ ❃ ✲ ✼ ◆ ✶ ✴ ✏ ✎ ❘ ❑ ❑ ❑ ✁ ☛ ☛ ✲ ✲ ✸ ✷ ✿ P P ✷ ❄ ✶ ✻ ✳ ✳ ✵ ✵ ✵ ✲ ❖ ❖ ✳ ✵ ✼ ✴ ✲ ❇ ✲ ✳ P ❍ ✴ ✶ ✲ ❍ ❍ ❇ ◆ ✵ ✵ ✵ ✷ ✷ ✿ ✿ ❇ ❇ ❈ ❈ ❑ ❑ ❑ ❑ ■ ✹ ✶ ✶ ✒ ✿ ❁ ✺ ✸ ✶ ✵ ✁ ✑ ● ❙ ✾ ✽ ✸ ✷ ✺ ❁ ✽ ✁ ✑ ● ❉ ✻ ✷ ✸ ❃ ✶ ✸ ✼ ✶ ✳ ✾ ✲ ❁ ✶ ✿ ❂ ❃ ✶ ✸ ❄ ✿ ✷ ✺ ✵ ✳ ✶ ✵ ✵ ✍ ❴ ❵ ❫ ❵  ❚ ❱ ❳ ❚ ❪ ❭  ❚ ❱ ❩ ❩ ❪ ❬  ❚ ❱ ❚ ❳ ❨ ❪  ❲ ❱ ❚ ❯ ✻ ✷ ✸ ❴ ❛ t ❲ ❖ ✷ ✾ ✽ ✶ ✸ P ✿ ✵ ✶ ❴ ❛ ❜ ❲ ☞ ✁ ✑ ● ❏ ✏ ♥ ♦ ♣ ♠ ♦ ♣  ❝ ❡ ❣ ✐ ❣ ❧ ❦  ❝ ❡ ❢ ❣ ❤ ❧ ❥  ❝ ❡ ❢ ❢ ❞ ❧  ❝ ❡ ❝ ❞ ☞ ✁ ✑ ● ▲ ✏ ◗ ✉ ❑ ✈ ✇ ❑ ① ▲ ② ● ③ ❑ ✈ ① ✎ ④ ♥ ② ① t ⑤ ⑥ ① ② ⑦ r ⑧ s ⑨ ⑩ ⑩  ⑦ ❶ ♥ ⑩ ♦ ② ♣ ❷ ✈ ⑩ ⑨ ③ q ④ ❸ ❷ ✈ ④ ❹ ❷ ✁ ✑ ● ❈ ✁ ✂ ✒ ☞ ☞ ✄ ✝ ✝ ✑ ☎ ☛ ☛ ✎ ✖ ✕ ✖ ✕ ✆ ✚ ✏ ✏ ✌ ☞ ✝ ✏ ✛ ✏ ✝ ✞ ☛ ✎ ✏ ✎ ✟ ✎ ✑ ✌ ☞ ✠ ✑ ✝ ☛ ✞ ✕ ✕ ✝ ✝ ✌ ✌ ✡ ✗ ✞ ✗ ☛ ☛ ☛ ✌ ☞ ✗ ✌ ✟ ✘ ☛ ☞ ✠ ✞ ✌ ✝ ✖ ✍ ✒ ✟ ✘ ✏ ✟ ✕ ✎ ✝ ✕ ✍ ☛ ✑ ✝ ✞ ✞ ☛ ✒ ✞ ☛ ✖ ✎ ✎ ✆ ✑ ✝ ✌ ✏ ✏ ✕ ✎ ✌ ✌ ✕ ✙ ☛ ✟ ✘ ✚ ☞ ✍ ☛ ✝ ✠ ✑ ☛ ✍ ✕ ✟ ✝ ✕ ✎ ✕ ✏ ☞ ✍ ✑ ✏ ✟ ☛ ✒ ✎ ✎ ✄ ✖ ✌ ✓ ✑ ✑ ✏ ✒ ✓ ✌ ✞ ✌ ✟ ✕ ✟ ✟ ✍ ✙ ✔ ☞ ☛ ✞ ✄ ✒ ✑ ☛ ✚ ✎ ✝ ✖ ✜ ✕ ✏ ✕ ✕ ✗ ✕ ☛ ☛ ☞ ✞ ✝ ✞ ☛ ✒ ☛ ✎ ✕ ✎ ✌ ✕ ✝ ✏ ✕ ☞ ✕ ✞ ✕ ✏ ✝ ☛ ☞ ✓ ✎ ✝ ✌ ☛ ✑ ✌ ✕ ✗ ✄ ✕ ✝ ✏ ✟ ☞ ✑ ✑ ✏ ☛ ☛ ☛ ✖ ✎ ✑ ✌ ✘ ✝ ✒ ☛ ✎ ☞ ✑ ☛ ✏ ✌ ✕ ✗ ✖ ✏ ☛ ☛ ✕ ✖ ✝ ✘ ✞ ✞ ✏ ✎ ✝ ✖ ✘ ☛ ✜ ✝ ✑ ✟ ✏ ✑ ✧ ✄ ☛ ✎ ✖ ✍ ☛ ✓ ✍ ✢ ✟ ✒ ✎ ✣ ✑ ✖ ✌ ✤ ✄ ✑ ✥ ✒ ✦ ☛ ✞ ✔ ✄ ✕ ✜ ✟ ✟ ☞ ✑ ✟ ☛ ☛ ✄ ✖ ✍ ✌ ☛ ✙ ✝ ✘ ✢ ✎ ☛ ✣ ✑ ✌ ✗ ✤ ✓ ☛ ✥ ✒ ✟ ✥ ☞ ✑ ✍ ✌ ✌ ✏ ✒ ✑ ✄ ✟ ✌ ☛ ✑ ✍ 7DEOH52 5DWLRQDO0HWKRG0LQRU6WRUP5XQRII&✾ ✸ ❀ ✸ ✹ ✹ ✹ ✹ ★ ❁ ✺ ❀ ✿ ✩ ❅ ✹ ✪ ❆ ❂ ✫ ❃ ✬ ✹ ❇ ✭ ✮ ✹ ✯ ❀ ✭ ✰ ✱ ✰ ✲ ✳ ✬ ✩ ✴ ✰ ✬ ✵ ✰ ✱ ✭ ✱ ✶ RHIILFLHQWVIRU=✷ ✰ ✩ ✻ ✲ ✻ ✻ ✻ ✲ ✼ RQLQJ&❄ ✼ ✼ ✼ ✭ ✽ ✽ ❈ ✫ ❄ ✭ ✩ ✱ ✯ ODVVLILFDWLRQV ❆ ❁ ❉ ❋ ✹ ✹ ❇ ● ❁ ❇ ✸ ❍ ✹ ❃ ✹ ✹ ❉ ✹ ❆ ■ ❇ ▼ ● ✹ ✹ ❅ ● ❆ ✸ ❆ ❏ ❅ ❅ ✹ ❇ ❇ ❇ ✹ ✹ ✹ ❇ ❇ ❁ ❅ ✹ ✸ ❇ ❅ ✹ ❇ ❀ ✹ ❆ ❅ ❆ ✹ ❇ ❅ ❇ ✹ ❑ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ❈ ▲ ▲ ✼ ❊ ❄ ❄ ❄ ❂ ❃ ❖ ❋ ▼ ◆ ❇ ✿ ● ✹ ❅ ✹ P ❑ ❇ ◗ ❇ ❍ ❘ ❙ ❏ ✻ ✻ ✻ ✻ ✼ ✼ ✼ ✼ ▲ ▲ ▲ ❚ ❄ ❄ ❄ ❄ ✺ ❱ ◗ ❭ ❋ ❍ ❖ ❘ ❃ ❪ ■ ◗ ■ ❭ ❘ ◗ ❖ ❍ ❃ ❭ ❫ ❱ ❃ ❍ ❃ ❭ ❖ ❍ ● P ◗ ❍ ❪ P ● ❘ ❃ ✾ ❖ ❃ ❪ ❖ ❙ ❂ ✸ ❩ ❘ ■ ✹ ● ✹ ❯ ❬ ❇ ● ■ ❍ ✹ ❅ ❴ ❙ ❀ ❱ ❍ ❳ ❪ ❲ ❘ ■ P ❖ ❍ ❱ ❏ ❃ ● ❱ ❴ ● ❋ ❪ ❵ ❖ ❍ ● P ◗ ❍ ❪ P ● ❲ ❙ ■ ❘ ● ■ ◗ ■ ❴ ■ ◗ P ❱ ❛ ◗ P ❍ ❪ ✻ ✻ ❙ ✻ ■ ✼ ✼ ▲ ❨ ✼ ❨ ✺ ❄ ❄ ❱ ❋ ◗ ❱ ❴ P ❵ ■ ❇ ❍ P ❜ ❀ ❘ ❃ ❖ ✾ ● ■ ❇ ❱ ❖ ■ ❅ ❘ ● ❘ ❝ ■ ❃ ❖ ■ ❖ ✼ 7DEOH52 5DWLRQDO0HWKRG5XQRII&❑ P ◗ ■ ❛ ❇ ✐ ■ ✷ ❱ P ● ◗ ❞ ● ❲ ❘ ❃ ❅ ✴ ❯ ❵ ❪ ❲ ✬ ■ ❘ ◗ ✴ ❘ ❙ ■ ❙ ✫ ◗ P P ❤ ■ ✯ ✩ ❍ ❃ ✬ ❭ ✰ ✲ ❙ ❱ ❡ P ❢ ● ❅ ✬ ✲ ❖ ✴ ◗ ❍ ✫ ❯ RHIILFLHQWVIRU&✩ ■ ● ❏ ❣ ❢ ✱ ✰ ✲ ✲ RPSRVLWH$✻ ✻ ✷ ✻ ✼ ✼ ▲ ▲ ✼ ✰ ❄ ❄ ❄ ✩ ✲ ✲ ✭ ✫ ✭ ✩ ✱ QDO\✯ VLV ❀ ❘ ❥ ✸ ✸ ✺ ❛ ❃ ❙ ❱ ■ ❯ ❘ ● ❪ ❱ ■ P ❅ ❜ ◗ ❴ ❦ ● ❘ ● ❪ ❘ ❨ ❭ ❙ ❃ ■ ❧ ■ ❖ ❖ ❜ ❨ ❘ P ● ● ❱ ❲ ❱ ❍ ❵ ❊ ❙ ❘ ❏ ❧ ❙ P ✻ ✻ ✻ ✻ ✼ ✼ ▲ ♠ ✼ ✼ ♠ ❚ ❄ ❄ ❀ ❘ ❥ ❑ ✺ ❛ ❑ ❃ P ❙ P ❯ ❘ ■ ■ ● ■ ■ P ■ ❅ ❲ ❲ ◗ ❦ ❵ ❘ ■ ❨ ❭ ♥ ♥ ❘ ❧ ■ ❊ ❊ ❯ ❧ ❧ ❜ ❨ P ● ❱ ❱ ❍ ❊ ❙ ❏ ❧ ✻ ✻ ✻ ✻ ✼ ✼ ❨ ✽ ✼ ✼ ❨ ❨ ❄ ❄ ✂ ♦ ☎ ♣ ✎ ☛ q r s t ✉ ✈ ✇ ① ② ③ ④ ✏ ✑ ✟ ✖ ✖ ☛ ✖ ✔ ✌ ✝ ✞ ☛ ✟ ✖ ✟ ✑ ✕ ✝ ✍ ✍ ✝ q ✑ ⑤ ✁  ✟ ✜ ✂ &✠ ✗ ✄ RPSRVLWH5XQRII&☎ ☎ ✟ ✆ ✒ ✝ ✒ ✓ ✓ ☎ ✞ ✔ ✔ ✟ ✕ ✕ ✠ ✓ ✓ ✡ ✠ ✠ ☛ ✆ ✆ ✎ ✎ ☞ ✟ ✟ ☛ ✄ ☎ ✄ ✡ ✡ ✠ ✝ ✆ ✝ ✝ ✓ ✓ ✠ ✌ ✌ ✌ ✌ ☎ RHIILFLHQW ✄ ✒ ✒ ✟ ✓ ✓ ✟ ✟ ✌ ✄ ✌ ✌ ✟ ✌ ✌ ✆ ✆ ✍ ✒ ✒ ✡ ✆ ✆ ✟ ✟ ✟ ✝ ✝ ✝ ✎ ✎ ✎ ✏ ✔ ✆ ✑ ✠ ✡ ✒ ✓ ✠ ✓ ☛ ✎ ✔ ✎ ☛ ☎ ✕ ✆ ✟ ✝ ✓ ✒ ✟ ✠ ☎ ✖ ✟ ✏ ✖ ✒ ✡ ✡ ✠ ✓ ✏ ✆ ✌ ☎ ✝ ✎ ✏ ✞ ✟ ☎ ✖ ✝ ✎ ✗ ✖ ✌ ✟ ✓ ✎ ✄ ✌ ✗ ✓ ☎ ☎ ✏ ✎ ✝ ✏ ✓ ✗ ✑ ✢ ☎ ✞ ✠ ✆ ✆ ✝ ✛ ✔ ✞ ✟ ✡ ✝ ✌ ✏ ✓ ✎ ✖ ✆ ✄ ✕ ✄ ✔ ☎ ✏ ✟ ✆ ✡ ✝ ✏ ✠ ☎ ☎ ✡ ✞ ✣ ✄ ✟ ✌ ☎ ✠ ✒ ✡ ✟ ☛ ✠ ☞ ☛ ✓ ☎ ✄ ✠ ✘ ✆ ✝ ✓ ✙ ✝ ✆ ✝ ✞ ✒ ✏ ☎ ✠ ✠ ✆ ✌ ✆ ✒ ☎ ✎ ✆ ✓ ✝ ✠ ✙ ✚ ✝ ✠ ✡ ✒ ✗ ✒ ☎ ✠ ☞ ✦ ✥ ( ✦ ✤ ✦ ) ★ ∑ ★ ✧ ✧ ✰ ✗ = ✟ ✄ ✟ = ✩ ✣ ✪ ✫ ✬ ✭ ☞ ✮ ✯ ✵ ✱ ✝ ✱ ✳ ✳ ✲ ✲ ✲ ✲ ✸ ✱ ✬ ✵ ✡ ✓ ✡ ✄ ✔ ✔ ✟ ✝ ☎ ☛ ✓ ✕ ✟ ✌ ✓ ✓ ✌ ✄ ✌ ✠ ✱ ✆ ✓ ✴ ✎ ✌ ✟ ✓ ✡ ✟ ✖ ✄ ✬ ✌ ✌ ✆ ✌ ☎ ✌ ✡ ✆ ✌ ✒ ✝ ✒ ✟ ✟ ✓ ✆ ✄ ✟ ✟ ✌ ✢ ✝ ✌ ✝ ✎ ✆ ✎ ✱ ✎ ✌ ✗ ✠ ✓ ✓ ✡ ✟ ✄ ✬ ✄ ✌ ✌ ✴ ✡ ✌ ☎ ✆ ✕ ✝ ✒ ✒ ✟ ✓ ✟ ✆ ✒ ✟ ✌ ✠ ✌ ✆ ✝ ✌ ✎ ✎ ✱ ✓ ✆ ✒ ✓ ☛ ✵ ✟ ✟ ✌ ✄ ✌ ✒ ✟ ✆ ✓ ☎ ✒ ✝ ✆ ✫ ✟ ✠ ✵ ✝ ✆ ✖ ✎ ✳ ✯ ✟ ✓ ✄ ✌ ✟ ✖ ✱ ✳ ✶ ☎ ✒ ✄ ✟ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷ ✫ ✺ ✯ ✵ ✵ ✹ ✝ ✲ ✟ ✢ ✜ ✓ ✻ ✎ ✼ ☎ ✽ ✏ ✾ ✵ ✿ ❀ ✄ ❁ ✟ ☎ ❂ ✓ ❃ ❄ ✛ ❅ ✟ ✄ ✆ ✠ ✢ ☎ ✗ ✖ ✆ ✖ ✒ ✟ ✗ ✖ ✱ ✶ ✎ ✆ ✓ ✠ ✄ ☎ ✟ ✕ ☎ ✕ ✖ ✏ ✆ ☎ ✒ ✠ ☎ ☛ ✌ ✓ ✏ ✟ ✏ ✏ ✶ ✓ ☎ ✢ ✒ ✄ ✠ ✟ ✣ ✠ ✓ ✄ ✌ ✟ ✟ ✎ ✷  ✎ ✠ ✄ ✜ ✜QIUHTXHQW6WRUPV 5XQRII&✄ ✡ ✎ ☎ ✗ ✗ ✓ ✝ ✎ ✟ ✟ ✄ ✓ ✆ ✔ ✠ ✓ ✄ ✌ ✟ ✝ ✌ ✡ ✠ ✙ ✶ ✌ ✝ ✢ ✄ ✓ ✖ ✜ ✟ ✆ ✌ ✟ ✍ ✗ ✎ RHIILFLHQW$✌ ✕ ✗ ✡ ✆ ✒ ✄ ✠ ✟ ✟ ✗ ✓ ✝ ☎ ✠ ✆ ✟ ✒ ✖ ✞ ✠ ✌ ❊ ✑ ✆ ✗ ✌ ✓ ✡ ✆ ✟ ☎ ✒ ✝ ✠ ✄ ✖ ✆ ✎ ✟ ✔ ❊ ✄ ✆ ✝ ✝ ✟ ✡ ✟ ✎ ✎ ✎ ✠ ✟ ✟ ✠ ✝ GMXVWPHQWIRU,✎ ✔ ✝ ✝ ✎ ✕ ✎ ✠ ✆ ✄ ✟ ✆ ✆ ✠ ✓ ✓ ✎ ✝ ✆ ☎ ✝ ✛ ✎ ✟ ✕ ✶ ✆ ✠ ✌ ✖ ✕ ✶ ☎ ✟ ✟ ✏ ✒ ☎ ✛ ✆ ✖ ✎ ✝ ✟ ☎ ✓ ✖ ✕ ✆ ✄ ☎ ✝ ✓ ✠ ✖ ✎ ✓ ☞ ✎ ❊ ☎ ✎ ☎ ✡ ✄ ✄ ✎ ☛ ☎ ✟ ✠ ✗ ✏ ✎ ✝ ✟ ✟ ✔ ✌ ✠ ✓ ✠ ✒ ✕ ✟ ✡ ✓ ✬ ✆ ✝ ✝ ✄ ✔ ✭ ✎ ☎ ✖ ✎ ✓ ✕ ☞ ✆ ✆ ✓ ✌ ✓ ❆ ✝ ✝ ❇ ✠ ✎ ✜ ✗ ✆ ✎ ☎ ☎ ✟ ✟ ☎ ✝ ✝ ☛ ✄ ✄ ✖ ✖ ✡ ✏ ✡ ✟ ✝ ✬ ✝ ✓ ✬ ✓ ✓ ✎ ✭ ✗ ✌ ✌ ✭ ✌ ✌ ✟ ☞ ❆ ☞ ✄ ✒ ✒ ❆ ❆ ✓ ✓ ✏ ❈ ✓ ✟ ✟ ☎ ✙ ✠ ✌ ✌ ✄ ✌ ✠ ✌ ✟ ✆ ✆ ✟ ✒ ✒ ☎ ✠ ✆ ✆ ✟ ✕ ✟ ✎ ✝ ✕ ✝ ✗ ✎ ✄ ✎ ☎ ✙ ✓ ✎ ✆ ✠ ✕ ✗ ✄ ✄ ☎ ✆ ✟ ☎ ✛ ✍ ✎ ✟ ✟ ✡ ✆ ☎ ✌ ✄ ✓ ✟ ✕ ✄ ✖ ✄ ✡ ✓ ✖ ✠ ✕ ✡ ✟ ✓ ✟ ✢ ✄ ✎ ✎ ✓ ✆ ✆ ✓ ✎ ✗ ✎ ✝ ✗ ☎ ✎ ✟ ✗ ✏ ✏ ✟ ✏ ✑ ✟ ❈ ✠ ✠ ✠ ☞ ✔ ✟ ✑ ✝ ✟ ☎ ✆ ☎ ✏ ✝ ✏ ✄ ✟ ✞ ✄ ✠ ✎ ☎ ✟ ✓ ✔ ✌ ✄ ✌ ✔ ✓ ✟ ✡ ✒ ✟ ✎ ✝ ✛ ✎ ✓ ✟ ✓ ✝ ✝ ✌ ✎ ✠ ✙ ✆ ✎ ✝ ✓ ❉ ✌ ✄ ✆ ✓ ✔ ✏ ☞ ✄ 7DEOH52 ❋ 5DWLRQDO0HWKRG5XQRII&● ❍ ■ ❏ ❑ ▲ ● ❜ ▼ ❴ ❭ ❭ ❴ ■ ❴ ❝ ◆ ❪ ❪ ❪ ❪ ❫ ❫ ❫ ❫ ❖ ❴ ❴ ▲ ❭ ❜ ❵ ❵ ■ ❜ ❵ ❵ P ❍ ◗ ❘ ❙ ▲ ❚ ■ ❯ ❱ RHIILFLHQWVIRU&❲ ■ ▲ ❳ ▼ RPSRVLWH$▲ ◆ ❴ ❴ ❴ ❴ ❨ ❙ ❛ ❛ ❛ ❛ ❵ ❴ ❭ ❭ ❲ ❵ ❵ ❵ ❜ ❚ ❨ ● ❍ QDO\■ ❩ ❬ VLV 1RWH❞ ❡ ❢ ❣ ❤ ✐ ❫ ❥ ❦ ❧ ❪ ❫ ♠ ♥ ❪ ♦ ♣ ❣ q ♥ r ❧ s t t ❫ ❪ ❣ ✉ ❧ ❣ ❣ ❥ ❪ ❢ ❣ ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ① ♦ t ❪ ❢ ❣ ❧ s q ❣ q ② ❢ ❣ ✐ ❣ ♦ ❪ ❥ ❫ ❣ q ③ s ✈ s ✇ ❦ ❣ ❫ ♠ ❴ ♣ ❦ q ❪ ④ ✫ ✫ ⑦ ⑤ ✯ ✯ ✻ ✻ ✼ ✼ ✽ ✽ ✾ ✾ ✿ ✿ ❀ ❀ ❁ ❁ ⑥ ⑥ ❃ ❃ ❂ ❄ ✆ ✆ ✠ ✠ ✖ ✖ ✟ ✟ ✏ ✏ ✟ ✟ ✎ ✎ ✟ ✟ ✖ ✖ ✆ ✆ ✝ ✝ ✆ ✆ ✎ ✎ ✠ ✠ ✟ ✟ ✝ ✝ ✎ ✎ ✆ ✆ ✄ ✄ ✟ ✟ ✎ ✎ ✑ ✑ ✙ ✙ ❣ ❦ q ❣ ❥ ❛ ✫ ✫ ⑧ ✮ ✯ ✯ ✻ ✵ ✼ ✽ ✝ ✾ ✟ ✿ ✢ ❀ ❁ ✻ ⑥ ✼ ❃ ✽ ⑥ ✾ ✿ ✆ ❀ ✠ ❁ ✖ ⑨ ✟ ❃ ✏ ⑥ ✟ ✎ ✟ ✆ ✠ ✖ ☎ ✆ ✖ ✝ ✖ ✆ ✟ ✎ ✠ ✖ ✶ ✟ ✎ ✝ ✓ ✎ ✆ ✄ ✄ ✟ ✟ ☎ ✎ ✑ ✖ ✙ ☎ ✠ ✌ ✓ ✏ ✏ ✓ ✢ ✠ ✣  ✫ ✴ ✫ ✎ ✟ &✗ ☎ ☛ ✄ ✎ RPSXWHU0RGHOLQJ3UDFWLFHV ✟ ✯ ✠ ✓ ✯ ❸ ✄ ✕ ✔ ❉ ✬ ✗ ✓ ✢ ✟ ✑ ✄ ✌ ⑩ ✠ ☎ ✟ ✆ ✒ ✎ ✒ ✄ ☎ ✟ ✆ ☎ ✝ ✎ ✄ ✄ ✏ ✓ ✒ ✡ ⑩ ✒ ✡ ☎ ✎ ✗ ✔ ✗ ✏ ☎ ☎ ✟ ✝ ✠ ✄ ✎ ☎ ☎ ✴ ☎ ✒ ✞ ✰ ✝ ✒ ✎ ✟ ✟ ✒ ☎ ✔ ⑩ ✄ ✟ ✝ ✆ ✠ ✟ ✠ ⑩ ✎ ✝ ✆ ✄ ✒ ✎ ✟ ✠ ❷ ✍ ☛ ⑩ ✡ ✓ ✟ ✠ ✆ ✓ ✌ ✟ ✄ ✖ ✄ ✆ ✎ ✠ ✝ ✗ ✟ ❸ ✞ ✟ ✏ ✌ ⑩ ✓ ✫ ✠ ✒ ✴ ✡ ✆ ☎ ✓ ✎ ✰ ✝ ✟ ✝ ✔ ✖ ✙ ✡ ⑩ ✕ ☎ ✏ ✡ ⑩ ✎ ✌ ✟ ✓ ✓ ✯ ✄ ✄ ✙ ✝ ✔ ☎ ❶ ✕ ✓ ✕ ☎ ✖ ✄ ✠ ✎ ✟ ✓ ✗ ✆ ✏ ✝ ✕ ✟ ✆ ✝ ✄ ☎ ✆ ✞ ☎ ✝ ✶ ✎ ✖ ✟ ✎ ❹ ✗ ✒ ✔ ✝ ✟ ✓ ✛ ✓ ✝ ✖ ✆ ✖ ✛ ✄ ✟ ✟ ✓ ✟ ✠ ✏ ✝ ✑ ✆ ✆ ✝ ✞ ✔ ☎ ✞ ✝ ✝ ✟ ✒ ✝ ✔ ✠ ✟ ✎ ✎ ☎ ✟ ✓ ✟ ✏ ✎ ✄ ✏ ✗ ✔ ✟ ✓ ✔ ✖ ✗ ✟ ✓ ❺ ✑ ✝ ✏ ✄ ✓ ✖ ✎ ✓ ✞ ✄ ✎ ✕ ✓ ✟ ✑ ☎ ✞ ✒ ✶ ✄ ✎ ✄ ☎ ✕ ✆ ☎ ✓ ✔ ✄ ✕ ☎ ✝ ✗ ✟ ✒ ✎ ✠ ✎ ✟ ✆ ✒ ✄ ✔ ✠ ✟ ✵ ✠ ✡ ✔ ✞ ✠ ☎ ✎ ✡ ✟ ✝ ✝ ✠ ✖ ☛ ✎ ✒ ✟ ✑ ✖ ☛ ✟ ✖ ✟ ✛ ✟ ✒ ✟ ✎ ✟ ✓ ✏ ✫ ✓ ✄ ✔ ❹ ✔ ✕ ❺ ✕ ✔ ✆ ✵ ✡ ✝ ✟ ✎ ✟ ✯ ✟ ✝ ✖ ✖ ✎ ✙ ✡ ☛ ✠ ✜ ☎ ✢ ✆ ✠ ✗ ✝ ✟ ✟ ✟ ✞ ☛ ✖ ❷ ✠ ✎ ✆ ✓ ✗ ✎ ✠ ✝ ✟ ✟ ☞ ✫ ✱ ✫ ✗ ✒ ✆ ✎ ✯ ✎ ✎ ✑ ✕ ✣ ✚ ✒ ❻ ✎ ❻ ✄ ✢ ✆ ✆ ✠ ✎ ✢ ✟ ✎ ✄ ✢ ✗ ✆ ☎ ✟ ✙ ✟ ☎ ✕ ✄ ✝ ✟ ☎ ✖ ✠ ✙ ✞ ✕ ✄ ✓ ✓ ✟ ✛ ✝ ✞ ❻ ✠ ✟ ✡ ✆ ✖ ✏ ☛ ☎ ✝ ✆ ✎ ✝ ✏ ✆ ✆ ✄ ✓ ✎ ✔ ✑ ✝ ✠ ✄ ✓ ✏ ✙ ❻ ✌ ✔ ✎ ✓ ✗ ✖ ✟ ✟ ✏ ✖ ✠ ✟ ❻ ✠ ✠ ✢ ✆ ✞ ✔ ✝ ✔ ✟ ❻ ✝ ✆ ✝ ✞ ✖ ✆ ✝ ✟ ✟ ❼ ✟ ✙ ✗ ✄ ✎ ✔ ✎ ✓ ✯ ✙ ✛ ✟ ✄ ✆ ✌ ✑ ✎ ✗ ☎ ✎ ☎ ✏ ✏ ✓ ✌ ✎ ✗ ✟ ✔ ✓ ✖ ✟ ✏ ✠ ✡ ✠ ✟ ✖ ✆ ✝ ✎ ✗ ✟ ✖ ✟ ✠ ✆ ✞ ✝ ✔ ✟ ✟ ✎ ☎ ✏ ✏ ✒ ✡ ✄ ✄ ✟ ✝ ✎  ❜ ✇ P ❝ ◗ ❞ r ❘ ❡ ♦ ❙ ❢ ① ❚ ❣ ❤ ❯ ❜ ✐ ❝ ❱ ❥ ❞ ❲ ❦ ❡ ❳ ❢ ❧ ❣ ♠ ❨ ❤ ♥ ❩ ❬ ✐ ♦ ❥ ♣ ❭ ✐ ♦ ❯ q ❪ ♦ ❧ ♠ ♥ ❫ ② ±5XQRII ❧ ♥ r ♥ ❧ ♦ q ♠ ♥ ③ ♦ q r ④ q ❧ s s ♦ ♦ ② q t ♥ ✉ ② ♠ ⑤ ④ ♣ ♣ ④ ① ♠ ⑥  ❴ ❽ ⑩ ❴ r 5XQRII0HWKRGRORJLHV ② ❹ ② q ♦ ❛ ④ ❛ q q ❧ s ④ ⑧ ⑩ ⑦ ⑦ ④ r ⑧ ⑧ ① ♥ ④ ♦ ♦ ④ ② ⑤ s ♣ q ❻ ♦ ④ q ♦ ⑧ ② ❶ s ② ♦ q t s ❧ ❼ ④ ♦ ② q ❷ r ④ ② q ❷ ② ① r ⑨ ♣ s ② ④ ④ ♠ ❼ ❶ ♦ ❷ ♦ s s ♦ ⑨ ⑩ ⑨ ❧ q ② r r ⑧ ♦ q ④ ♥ ④ ♦ r ⑤ ♦ ♥ q ⑤ s s ⑨ ⑩ ❼ ♥ ♥ r ♦ ❧ ② ④ ④ ⑤ q t ⑤ ⑤ ♦ ♥ ⑤ ♦ s ④ ♦ s ⑩ ⑩ ♣ ♦ r r ❧ ♣ ♦ ❴ r t q ❽ q ② ⑧ ❿ ❾ ❹ q ④ ❧ ❧ ♦ ④ s ♥ ❼ ❿ r ⑨ ④ ⑨ ♠ ♣ ❼ ⑩ ④ ⑩ ♦ ❶ ♥ ❛ ♠ ♦ t ✉ q q q ② ⑧ ④ q r ④ ④ ⑦ ♥ ❿ ♥ ⑧ ⑨ ♦ ♦ ④ ♦ ♠ q ♠ ♦ ♣ ✉ ♦ ④ s ❺ ✉ ❶ ⑩ ➀ ❧ ❧ q ② ❧ ♦ t r s ♠ ♣ ♦ t ❧ q ♠ ⑧ q ⑧ ❿ ② q ♦ ④ q ⑧ r ♦ s ② ⑨ q s ② ♥ r ♦ ❿ ♦ ④ q ② q ⑤ ♦ ① ❷ ⑤ s ❷ ⑤ ❧ ⑩ q s s ⑧ ④ ④ ❧ r ⑩ ❸ q ❧ ⑧ ♦ r ♥ ♦ ♥ ❶ s ❺ ❹ ② ② ❧ t ❧ ⑨ r q t q ② q ⑧ ⑧ ❶ ❧ ④ ♦ ♦ ♠ s ❧ ♦ ❹ ❺ q r t ② ❧ ❿ q ♠ t ❧ ① ④ r ③ ⑨ ❧ ♠ q q s ⑧ ⑧ ② q ⑧ ♦ ❶ ② s ♦ ♦ ❻ q ♥ ♠ ② ② ❷ ⑤ s q ♦ ④ ❧ ♦ ④ ❿ s ♣ r q ♦ q ② ⑧ ♠ q ♣ ④ ♠ ♦ ❼ q q q ⑧ ❧ ⑧ ⑩ ② ♦ ♦ r q ♦ ⑧ ② ♣ r ④ t ❷ ❧ ♥ r ❷ ♥ ♦ s ② ♦ ④ q r q t ❷ ♦ ♥ s s ❴ ❧ ⑩ ➂ q ② ⑧ ➃ q ❧ ♦ ♦ ❛ ➁ ❴ ➇ ❛ ② ❴ ❴ q ✇ ⑧ ➂ ❿ ❿ ♦ ❛ ➃ s r ♦ ❛ ❽ ♦ ♠ ✇ ① ② q ④ ❿ ❧ ♣ r ♣ s s ❜ ♦ ⑩ ❝ s ♠ ♠ ⑨ ❞ ❧ ➄ ➅ ④ r ❡ ❢ ♦ s ④ ❣ s ✉ ② ⑤ ❤ ⑩ ⑤ ❧ r ⑦ ➈ ④ ❿ ② ❥ ⑧ s ② ➉ ❶ ♦ ♦ ♣ ✉ ❿ ♦ ❧ ⑨ ❽ ♠ ❻ ♣ q ② ② ④ ♦ ♥ q s ❷ ❧ ♥ ⑩ ④ ④ ♦ r s ① ♥ q ♠ ③ ② ② ⑩ q q r ④ ♦ ♥ ② s s ♥ ② ♦ ❼ ♦ ♣ ② ♣ ♥ ② ❧ ♠ r r q ② ④ ② ♠ q ❶ s ⑧ ⑤ ⑩ ♦ ♦ ④ ⑩ ♣ ♥ ♥ ♣ ♦ ④ ♦ s r ② ① ♠ q ❧ ❧ ❶ ♠ r ❼ ⑥ r ② ❶ ④ ④ ♦ ♥ ⑤ ⑤ ♦ ❹ ② ♣ ❿ ④ ❴ ❧ q ❽ ♣ ⑧ ❧ ❾ q ❧ ✈ ♦ ➁ ❼ ♠ t ♥ ♦ ❼ ② ♦ s ♠ ❛ ❧ ② ❶ ⑩ r r ⑨ ♥ ♦ ♠ ♥ q ❵ ⑩ ➃ ❹ ➃ ♦ ⑨ ➁ ♠ t ⑨ q ♦ ♠ ❹ ♦ ② ♦ ♥ s ♠ ♥ q ⑧ ④ s ④ ② ⑩ ❧ ① r ④ r ② ❶ ♥ ④ ♦ ♦ r ♣ ♠ ❽ ♥ t s q ♠ ④ ② q ♦ ❧ s r ⑩ ⑩ ② ♠ ❶ ➅ ♦ ⑩ s ② ❹ ⑨ ❧ ② r ♠ ♠ q ② ❧ ❶ r ❹ ♦ ♦ ② ➆ s ❧ ♦ r ♣ ② ② ❿ r ♠ ♣ ⑨ ♠ ④ ♥ ✉ ⑤ ♦ ♥ r ❧ ① r ♦ ❧ q q t ⑧  ⑨ ❴ q s 5DWLRQDO0HWKRG5XQRII&❧ ② ⑨ ⑩ ④ ❛ r r ♦ ④ ♠ ♠ ⑦ ⑤ ⑤ ④ ⑧ ⑤ s ❿ ④ ♦ ④ s q ⑧ ♦ s ② ⑨ ♦ ⑤ r ⑤ r ❧ q ④ ❿ t ➋ ⑤ ❧ ❷ ♦ ⑤ ❸ ♦ r ♦ ❿ ♠ q s ④ ♠ ④ ② ♦ ⑤ ♣ ⑤ ⑤ ♣ ④ ⑤ ♠ s ❧ ➅ ⑨ ❿ ❿ s ❧ s ④ ⑤ ♦ ② ② r ⑩ ❧ ❿ r q ♦ ♠ ⑩ ② ♠ ❶ RHIILFLHQWV q ④ ♦ ④ ④ r r ➆ ❹ q t q ♦ ♣ ⑧ ② ❷ r ♦ ⑨ ♦ ♠ ♠ ♥ ❴ ♦ ➋ s ④ ♥ ② ⑤ ➅ ❧ ❧ r ➄ r ➆ ② ④ ❛ ❶ r q ⑧ ♦ ❧ ♠ ♦ r ⑨ ② ❶ ❹ ❻ s ⑩ ♦ ❿ ② ② ♣ ❧ q ② ✉ q ❧ ♠ q ④ ② ♠ ➊ r ♣ ❧ ④ ③ ② ⑤ ❧ ♣ r ❧ ❿ ⑤ ❧ ❼ ② r q q ❶ ❧ ⑧ ♦ ④ ♦ q ❿ r ⑧ ♣ ♠ q ④ ② t ♥ ♠ ❧ ❷ r ♠ ♦ ❧ ❿ q ⑤ ♠ ② ⑧ ❧ ❿ r ♦ ④ ② ⑤ ❿ ❹ q ❧ ❧ ♠ ♦ ④ q ⑨ t r ♥ s ♠ ⑤ ④ ♦ ② ⑤ q ⑩ ❿ ♦ ➍ ♦ s ② ⑩ ④ ♠ t s ❧ ② q ❹ r s ❺ ♦ ♦ ♦ ♥ ④ ⑨ r ♣ ♠ ❹ ♣ ④ ♦ ❧ ② q r ♥ ♠ ♠ ➌ ♦ q ✉ r ④ ♥ ④ ♦ ④ ① ♠ r q r ❧ ✉ ⑩ ♦ ❧ ② q ⑦ ⑧ q ♦ ♦ ② ❹ s ⑤ ♣ ♣ ➄ ♦ ④ ④ ① ❻ r ❧ ➋ s r ② ❶ ➁ q ♦ ❵ ❿ ➃ ♠ ♣ ② ② ♣ ♠ ❧ r ♠ ♠ ♥ q ❧ ♠ ⑤ ❸ ❧ ❿ q ④ ⑧ ② ♣ ♦ ➁ ➁