Loading...
HomeMy WebLinkAboutEYE CENTER OF NORTHERN COLORADO - PDP - PDP150029 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPRELIMINARY 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 December 2, 2015 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 .................................................................................................................... 6 5.1 Compliance with Standards .......................................................................................... 6 5.2 Drainage Concept ........................................................................................................... 6 6. REFERENCES ...................................................................................................................... 7 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS (PROVIDED AT FINAL) ................................................. C WATER QUALITY 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 50% 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 and surrounding sidewalks shall drain directly into porous pavement systems thereby slowing runoff and also promoting infiltration. Runoff from 3 the building shall drain through a water quality 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 porous pavement system. The porous pavement system allows 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. Please refer to supporting documentation in Appendix E. Runoff reduction practices (LID techniques) are also required. No less than fifty percent of any newly added impervious area must be treated using one or a combination of LID techniques. The project adds 105,502 sf of new impervious area. Using the porous paver LID technique, 55,683 sf of new impervious area (53%) will be treated which exceeds the 50% requirement. 4 No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 57,410 sf of new pavement area. This project will incorporate 23,931 sf of porous pavers which is 42% of the newly added pavement which exceeds the required 25%. Please refer to Appendix D for LID calculations and information. 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 porous pavement system and in the water quality and detention pond. 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. 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 1.05 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 2.6 cfs and a 100-year discharge of 7.4 cfs. Flows from Basin A are captured by the porous paver system where the 100-year flow will be detained and reduced to 0.5 cfs (0.43 cfs/acre). An underdrain system will release this flow into the proposed storm system. This system releases into the existing storm system in Precision Drive. Basin B is 1.93 acres, contains the proposed building and the east portion of the lot containing the proposed water quality and detention pond. Basin B is calculated to have a 10-year discharge of 4.8 cfs and a 100-year discharge of 13.3 cfs. Flows from Basin B are detained from the 100-year storm event to a 0.43cfs/acre release rate that was determined in the master plan. The water quality capture volume for the entire site will be treated in the pond. The volume was sized based on a 40-hour drain time and is 0.09 ac-ft. This will be accomplished at an elevation of 4919.0 ft. As mentioned above, Basin B will be detained in the pond. Based on the 0.43 cfs/acre release rate, the required storage volume for Basin B is 0.34 ac-ft at a release rate of 0.8 cfs. Therefore, the total required volume of the pond is 0.43 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 Precision Drive. 6 Basin C is 0.94 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 2.8 cfs and a 100-year discharge of 7.7 cfs. Flows from Basin C are captured by the porous paver system where the 100-year flow will be detained and reduced to 0.4 cfs (0.43 cfs/acre). An underdrain system will release this flow into the proposed storm system. This system releases into the existing storm system in Precision Drive. 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 0.68 and 61%, 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. 7 6. 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 1.05 0.66 0.82 10.5 7.8 2.6 7.4 b B 1.93 0.67 0.84 10.9 8.7 4.8 13.3 c C 0.94 0.71 0.89 8.0 6.2 2.8 7.7 0 A+B+C 3.92 0.68 0.85 11.6 9.9 9.5 25.9 Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 10/21/2015 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 1.05 45,891 0 21,655 10,872 2,000 11,364 0.66 61 B 1.93 84,001 34,300 15,638 0 3,000 31,063 0.67 59 C 0.94 40,970 0 20,117 13,059 2,500 5,294 0.71 68 A+B+C 3.92 170862 34300 57410 23931 7500 47,721 0.68 61 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 11-5-15 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: ######### 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 1.05 0.66 120 2.0 7.2 250 0.4 0.016 1.3 3.3 10.5 370 12.1 10.5 b B 1.93 0.67 50 1.0 5.7 450 0.5 0.016 1.4 5.3 10.9 500 12.8 10.9 c C 0.94 0.71 50 2.0 4.1 300 0.4 0.016 1.3 3.9 8.0 350 11.9 8.0 A+B+C 3.92 0.68 50 2.0 4.4 550 0.4 0.016 1.3 7.2 11.6 600 13.3 11.6 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 11-5-15 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: ######## 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 1.05 0.66 0.82 120 2.0 4.5 250 0.4 0.016 1.3 3.3 7.8 370 12.1 7.8 b B 1.93 0.67 0.84 50 1.0 3.4 450 0.5 0.016 1.4 5.3 8.7 500 12.8 8.7 c C 0.94 0.71 0.89 50 2.0 2.2 300 0.4 0.016 1.3 3.9 6.2 350 11.9 6.2 A+B+C 3.92 0.68 0.85 50 2.0 2.7 550 0.4 0.016 1.3 7.2 9.9 600 13.3 9.9 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 11-5-15 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: 10/21/2015 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 1.05 0.66 10.5 2.19 1.5 1.5 b B 1.93 0.67 10.9 2.15 2.8 2.8 c C 0.94 0.71 8.0 2.42 1.6 1.6 A+B+C 3.92 0.68 11.6 2.09 5.6 5.6 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 11-5-15 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: 10/21/2015 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 1.05 0.66 10.5 3.73 2.6 2.6 b B 1.93 0.67 10.9 3.67 4.8 4.8 c C 0.94 0.71 8.0 4.13 2.8 2.8 A+B+C 3.92 0.68 11.6 3.57 9.5 9.5 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 11-5-15 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: ######## 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 1.05 0.82 7.8 8.52 7.4 7.4 b B 1.93 0.84 8.7 8.19 13.3 13.3 c C 0.94 0.89 6.2 9.20 7.7 7.7 A+B+C 3.92 0.85 9.9 7.81 25.9 25.9 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 11-5-15 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 (PROVIDED AT FINAL) D APPENDIX D WATER QUALITY & DETENTION POND AND LID INFORMATION Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility POND Project Name: Eye Center Project Number: 1253-142-00 Company: INTERWEST CONSULTING GROUP Designer: ES Date: 11/5/2015 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i=Ia/100) Ia = 61 % i = 0.61 B) Contributing Watershed Area (Area) A = 3.92 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.239554 watershed inches (WQCV = 1.0 * (0.91 * i3 - 1.19 * i2 + 0.78i) ) D) Design Volume: Vol = WQCV/12 * Area * 1.2 Vol. = 0.093905 ac-ft Interwest Consulting Group DETENTION VOLUME CALCULATIONS Rational Volumetric (FAA) Method 100-Year Event LOCATION: Eye Center - BASIN B POND PROJECT NO: 1253-142-00 COMPUTATIONS BY: es DATE: 11/5/2015 Equations: Area trib. to pond = 1.93 acre Developed flow = QD = CIA C (100) = 0.84 Vol. In = Vi = T C I A = T QD Developed C A = 1.6 acre Vol. Out = Vo =K QPO T Release rate, QPO = 0.8 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 16.1 4839 240 4599 0.11 10 7.77 12.6 7555 480 7075 0.16 20 5.62 9.1 10935 960 9975 0.23 30 4.47 7.2 13039 1440 11599 0.27 40 3.74 6.1 14552 1920 12632 0.29 50 3.23 5.2 15728 2400 13328 0.31 60 2.86 4.6 16690 2880 13810 0.32 70 2.57 4.2 17505 3360 14145 0.32 80 2.34 3.8 18212 3840 14372 0.33 90 2.15 3.5 18837 4320 14517 0.33 100 1.99 3.2 19399 4800 14599 0.34 110 1.86 3.0 19908 5280 14628 0.34 120 1.75 2.8 20375 5760 14615 0.34 130 1.65 2.7 20806 6240 14566 0.33 140 1.56 2.5 21207 6720 14487 0.33 150 1.48 2.4 21582 7200 14382 0.33 160 1.41 2.3 21934 7680 14254 0.33 170 1.35 2.2 22266 8160 14106 0.32 180 1.29 2.1 22581 8640 13941 0.32 Required Storage Volume: 14628 ft3 0.34 acre-ft 11-5-15 detention.xls,FAA-100yr Pond B Proposed Detention Pond - Stage/Storage LOCATION: Eye Center PROJECT NO: 1253-142-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 11/5/2015 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 B Surface Incremental Total Stage Area Storage Storage (ft) (ft2) (ac-ft) (ac-ft) 16.7 0 17.0 100 0.00 0.00 18.0 3300 0.03 0.03 WQCV= 19.0 5900 0.10 0.13 20.0 8300 0.16 0.30 20.5 9600 0.10 0.40 100-yr WSEL- 20.7 10000 0.04 0.44 REQUIRED DETENTION VOL = 0.34 AC-FT WQCV = 0.09 AC-FT TOTAL REQUIRED VOLUME = 0.43 AC-FT 11-5-15 detention.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: Eye Center Basin A Paver Area 10872 ft PROJECT NO: Void Depth 2.5 ft COMPUTATIONS BY: MPO 30% Void 8154 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 45891 sf Developed flow = QD = CIA C (100) = 0.83 Vol. In = Vi = T C I A = T QD Developed C A = 38090 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.5 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 8.7 2610 150 2460 10 7.77 6.8 4077 300 3777 20 5.62 4.9 5897 600 5297 30 4.47 3.9 7036 900 6136 40 3.74 3.3 7849 1200 6649 50 3.23 2.8 8473 1500 6973 60 2.86 2.5 9003 1800 7203 70 2.57 2.2 9438 2100 7338 80 2.34 2.0 9821 2400 7421 90 2.15 1.9 10152 2700 7452 100 1.99 1.7 10441 3000 7441 110 1.86 1.6 10734 3300 7434 120 1.75 1.5 11018 3600 7418 130 1.65 1.4 11254 3900 7354 140 1.56 1.4 11458 4200 7258 158 1.48 1.3 12268 4740 7528 160 1.41 1.2 11836 4800 7036 170 1.35 1.2 12041 5100 6941 180 1.29 1.1 12182 5400 6782 Storage Volume for Design Flow:7528 ft3 11-19-15 FAA POND PAVER FLOW REDUCTION.xls,BASIN A FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: Eye Center Basin C Paver Area 13059 ft PROJECT NO: 1254-045-00 Void Depth 2.5 ft COMPUTATIONS BY: MPO 30% Void 9794 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 40970 sf Developed flow = QD = CIA C (100) = 0.89 Vol. In = Vi = T C I A = T QD Developed C A = 36361 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.4 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 8.3 2492 120 2372 10 7.77 6.5 3892 240 3652 20 5.62 4.7 5629 480 5149 30 4.47 3.7 6716 720 5996 40 3.74 3.1 7493 960 6533 50 3.23 2.7 8089 1200 6889 60 2.86 2.4 8594 1440 7154 70 2.57 2.1 9010 1680 7330 80 2.34 2.0 9376 1920 7456 90 2.15 1.8 9691 2160 7531 100 1.99 1.7 9967 2400 7567 110 1.86 1.6 10247 2640 7607 120 1.75 1.5 10518 2880 7638 130 1.65 1.4 10743 3120 7623 140 1.56 1.3 10938 3360 7578 158 1.48 1.2 11712 3792 7920 160 1.41 1.2 11299 3840 7459 170 1.35 1.1 11494 4080 7414 180 1.29 1.1 11629 4320 7309 Storage Volume for Design Flow:7920 ft3 11-19-15 FAA POND PAVER FLOW REDUCTION.xls,BASIN C New Impervious Area 105,052 acre/sq. ft. Required Minimum Impervious Area to be Treated 52,526 acre/sq. ft. Area of Paver Section #1 (Basin A) 10,872 acre/sq. ft. Run-on area for Paver Section #1 (up to 3:1 is permited) 27,924 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 27,942 acre/sq. ft. Area of Paver Section #2 (Basin C) 13,059 acre/sq. ft. Run-on area for Paver Section #1 (up to 3:1 is permited) 27,741 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 27,741 acre/sq. ft. Total Impervious Area Treated 55,683 acre/sq. ft. Actual % On-Site Treated by LID 53 % New Pavement Area 57,410 acre/sq. ft. Required Minimum Area of Porous Pavement 14,353 acre/sq. ft. Area of Paver Section #1 10,872 acre/sq. ft. Area of Paver Section #2 13,059 acre/sq. ft. Total Porous Pavement Area 23,931.00 acre/sq. ft. Actual % of Porous Pavement Provided--APPROVED VARIANCE 42 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table E APPENDIX E EXCERPTS FROM REFERENCE REPORTS ✛ ✁ ✝ ✘ ✂ ✄ ✠ ☎ ✍ ✆ ✍ ✝ ✂ ✑ ✞ ✂ ✞ ✝ ✂ ✆ ✟ ✂ ✠ ✠ ✡ ✡ ✂ ✆ ✟ ✝ ✞ ☛ ✝ ✘ ☞ ✙ ✌ ✠ ✑ ✠ ✂ ✄ ✝ ✆ ✍ ✝ ✝ ✌ ✘ ✆ ✠ ✆ ✡ ✝ ✠ ✝ ✍ ✞ ✞ ✎ ✂ ✍ ✟ ✂ ✝ ✠ ✆ ✡ ✟ ✏ ✝ ☛ ✟ ✑ ☞ ✒ ✪ ✓ ☛ ✔ ✡ ✒ ✎ ✓ ✠ ✕ ✄ ✖ ✎ ✗ ✟ ✝ ✞ ✘ ✆ ✝ ✑ ✙ ✠ ✟ ✑ ✑ ✁ ✚ ✎ ✂ ✑ ✚ ☞ ✂ ✑ ✝ ☞ ✞ ✛ ✝ ✞ ✝ ✛ ✘ ✑ ✝ ✚ ✘ ✑ ✝ ✚ ✡ ✡ ✝ ✂ ✆ ✡ ✡ ✄ ✂ ✆ ✫ ✄ ✑ ✜ ✂ ✡ ☎ ✂ ✑ ✢ ✂ ✎ ✡ ✄ ✂ ✟ ✔ ✣ ✕ ✕ ✎ ✟ ✤ ✝ ✘ ✝ ✍ ✝ ✄ ✍ ✤ ✬ ✎ ✑ ✘ ✢ ✎ ✄ ✎ ✂ ✑ ✑ ✎ ✛ ✥ ✝ ✁ ✘ ✑ ✑ ✑ ☛ ✚ ✥ ✦ ✝ ✦ ✟ ✡ ✡ ✂ ✂ ✑ ✆ ☞ ✄ ✍ ✪ ✝ ✚ ✟ ✏ ✄ ✧ ✞ ✭ ✟ ★ ✕ ✝ ✗ ✩ ✓ ✮ ✧ ✟ ✝ ✫ ✙ ✬ ✯  ♥ ❦ ♠ 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 ✠ ✠ ✆ ☛ ✂ ✆ ✄ ❝ ✑ ✡ ✏ ✗ ☛ ✂ ✍ ✝ ✌ ✎ ✍ ✌ ✠ ✌ ✆ ✍ ✝ ✠ ✂ ✞ ✓ ✄ ☛ ✌ ✍ ☛ ✝ ✤ ✆ ✒ ✍ ✡ ✚ ✌ ☛ ✂ ☛ ✒ ✑ ✕ ☞ ☛ ☛ ✆ ✑ ✂ ✔ ✚ ✑ ☛ ✝ ✆ ✎ ✟ ✝ ✂ ✎ ✑ ✒ ✞ ☛ ✏ ✑ ✟ ✄ ✝ ☛ ✂ ✍ ✆ ✝ ✌ ☛ ☛ ✡ ✂ ✝ ✂ ✑ ✞ ✓ ☛ ✑ ☛ ✗ ☛ ✆ ✝ ✣ ✍ ✩ ✒ ✷ ❇ ✔ ✘ ✞ ❑ ✑ ✔ ✂ ✂ ✕ ✝ ☛ ✌ ✑ ✆ ✌ ✞ ✥ ✎ ✆ ✍ ✡ ☞ ✂ ✣ ✆ ✎ ☛ ✩ ✟ ✂ ✍ ✎ ✍ ✥ ✎ ✄ ✟ ✍ ✞ ✔ ☛ ✄ ☛ ✆ ✞ ☛ ✂ ✌ ✓ ✂ ✍ ✝ ✝ ✍ ☎ ✞ ☛ ✠ ✆ ☛ ✞ ✟ ✂ ✣ ✂ ✂ ✑ ✆ ✎ ✝ ✎ ✂ ✝ ☛ ✍ ✎ ✆ ✞ ✟ ✍ ✎ ☎ ✄ ✝ ✞ ✄ ✆ ✂ ✔ ☛ ☛ ☎ ☛ ✡ ✂ ✎ ✓ ✆ ✑ ✂ ✂ ✏ ☛ ✌ ✎ ✞ ✂ ✦ ✂ ✌ ✂ ✡ ✎ ✑ ✺ ✎ ☛ ✍ ✌ ☛ ✆ ✂ ✍ ✆ ✝ ✜ ✝ ✒ ✂ ✌ ✞ ✑ ✞ ✎ ✂ ☛ ✏ ✎ ✠ ✝ ✕ ✠ ✍ ✏ ✝ ✌ ✟ ✂ ✞ ✌ ✔ ✝ ✎ ✆ ✂ ✞ ☛ ✗ ✞ ☞ ✍ ✆ ☛ ☛ ✷ ✝ ✧ ✓ ✍ ✡ ✟ ✑ ☛ ☎ ☛ ☛ ✞ ✝ ✌ ✍ ✆ ✞ ✂ ✠ ✌ ✝ ✂ ✝ ✂ ✏ ✂ ✆ ✝ ✔ ✎ ✟ ✎ ✑ ✍ ✂ ✞ ✏ ✑ ✌ ☛ ✕ ☛ ✞ ✂ ✌ ✑ ✑ ✟ ✂ ✆ ☎ ✍ ✝ ☛ ✂ ✟ ☛ ✎ ✍ ☛ ✑ ☛ ☞ ✍ ✆ ✄ ✍ ❇ ✆ ✗ ✎ ☛ ❑ ✖ ✂ ☞ ✷ ✑ ❜ ✌ ✌ ✑ ✌ ✖ ✍ ✂ ☛ ✝ ✎ ✌ ✠ ✑ ✂ ✝ ✏ ✆ ☛ ✂ ✌ ☛ ✔ ✌ ✆ ✟ ✌ ✠ ✎ ✠ ✎ ✞ ✌ ✏ ✞ ✍ ✡ ✌ ☞ ✡ ☛ ✝ ✍ ✡ ✙ ✞ ✎ ✝ ✝ ✟ ✆ ✖ ✆ ☛ ☛ ✂ ✂ ✌ ✓ ☛ ✝ ✑ ✖ ✞ ☛ ✡ ☛ ✝ ✟ ✞ ✌ ✠ ✂ ✤ ✝ ✂ ✞ ✂ ✆ ✽ ✡ ✔ ✟ ✑ ☛ ✍ ✝ ✎ ✌ ✌ ✞ ☛ ✏ ✝ ✓ ✎ ✞ ✓ ☛ ✎ ✍ ✌ ☛ ✤ ✟ ✒ ✍ ✌ ✟ ✔ ☛ ✎ ✞ ☎ ✍ ✔ ✍ ☞ ☛ ✍ ✤ ☛ ✧ ✍ ✝ ✁ ✌ ✎ ✞ ☎ ✞ ✍ ✖ ✒ ✌ ✝ ✥ ✘ ✘ ✠ ✚ ✗ ✷ ☞ ✍ ✑ ✎ ☛ ✖ ✌ ✂ ✑ ✖ ✝ ✝ ✍ ✠ ✡ ✝ ✂ ✔ ✝ ✆ ✎ ✂ ✏ ✑ ✎ ☛ ✟ ✤ ✟ ✽ ☎ ✍ ✌ ✍ ✛ ✝ ✞ ✎ ✒ ✍ ✚ ❝ ✎ ✂ ✞ ✎ ✍ ✂ ✄ ✑ ☛ ✤ ✚ ✌ ✕ ✓ ☛ ✑ ✍ ✝ ✌ ✟ ✒ ✑ ☛ ✚ ✝ ✆ ✎ ✞ ✂ ✑ ✟ ☛ ☛ ☛ ▲ ❑ ✓ ☛ ❑ ✍ ✘ ✔ ✔ ☛ ✎ ✌ ✞ ✍ ☛ ✆ ✑ ✂ ✎ ☎ ✍ ✞ ✄ ✡ ✍ ✝ ☛ ✞ ✡ ✂ ✣ ✑ ▲ ☛ ❑ ❑ ✟ ✝ ✥ ✂ ✔ ✔ ☛ ✎ ✌ ✏ ✍ ✆ ✦ ✣ ✎ ✎ ✍ ✍ ✂ ✎ ✜ ✞ ✎ ☛ ✠ ✠ ✂ ✝ ✑ ✞ ✌ ✆ ✂ ✗ ✑ ✷ ✌ ✆ ✑ ✝ ✌ ✆ ✎ ✝ ✞ ✆ ☛ ✂ ✑ ☞ ☛ ☛ ✍ ✆ ✟ ✂ ✎ ☛ ✞ ✍ ✄ ✂ ☞ ✂ ✍ ✑ ✎ ✌ ✖ ✂ ✌ ✖ ✑ ✌ ✝ ✠ ✆ ✝ ✂ ✔ ✌