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Home My WebLink AboutHARMONY COMMONS - PDP - PDP150027 - REPORTS - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT Harmony Commons Subdivision Prepared for: Brinkman Partners 3528 Precision Drive, Suite 100 Fort Collins, CO 80528 (970) 667-0954 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 January 20, 2016 Job Number 1254-045-00 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 .......................................................................................................... 5 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 Details ................................................................................................................ 5 5. CONCLUSIONS .................................................................................................................... 9 5.1 Compliance with Standards .......................................................................................... 9 5.2 Drainage Concept ........................................................................................................... 9 6. REFERENCES ...................................................................................................................... 9 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 OFFSITE STORM SYSTEM ...................................................................................................... F 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Harmony Commons Subdivision 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 southwest corner of E. Harmony Road and Lady Moon Drive. Lady Moon Drive bounds the property on the east, E. Harmony Road on the north, a vacant parcel on the west and Timberwood Drive on the south. The Harmony Commons Subdivision development consists of Lots 1 through 6 and is a replat of Lot One, Harmony Technology Park Second Filing. 1.2 Description of Property The property consists of about 9.2 acres of land and will be constructed in two phases. The first phase (Lots 3, 4 and 5) will consist of three new buildings and new parking and drive aisles. The second phase (Lots 1, 2 and 6) will also consist of three new buildings and additional parking and drive aisles. This report is specific to the design of Lots 3, 4 and 5 which are the only lots included in the current Project Development Plan. The site generally slopes in an easterly direction at approximately 0.5% to 1.0%. The land is currently vacant. Offsite flow contributes to the site from the adjacent south half of Harmony Road and the adjacent full width of Lady Moon Drive. 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. The overall development has been designed with a master plan by Stantec Consulting, Inc. and titled “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. 2.2 Sub-basin Description Historically, the site generally drains to the storm system in Lady Moon 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). 3 Runoff for the northern portion adjacent to Harmony Road will be routed through vegetated areas through sheet flow thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. Runoff for the eastern portion adjacent to Lady Moon Drive will be routed through two bioswales thereby reducing runoff from impervious surfaces over permeable areas to slow runoff and increase the time of concentration and promote infiltration. Runoff from the parking lots and surrounding sidewalks shall drain directly into porous pavement systems thereby slowing runoff and also promoting infiltration 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 master planned regional water quality and detention pond, 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 Tech Park drainage plan. Because water quality capture volume from this site will be provided for in the downstream regional detention and water quality pond 301, water quality facilities are not required for the site. However, City LID requirements are necessary therefore; additional water 4 quality will be accomplished through the use of the porous pavement systems that include 12” of storage in the voids below the pavers and bioswales located along Lady Moon Drive. The impervious area for the site has also already been accounted for in Pond 301 and was assumed to have a C value of 0.80 and an impervious value of 80%. 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 177,583 sf of new impervious area. Using the porous paver LID technique, 97,224 sf of new impervious area (55%) will be treated which exceeds the 50% requirement. No less than twenty five percent of any newly added pavement areas must be treated using a permeable pavement technology. The project adds 106,822 sf of new pavement area. This project will incorporate 29,571 sf of porous pavers which is 28% of the newly added pavement which meets 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 has been provided for in the downstream regional detention and water quality pond 301. 5 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. Preliminary StormCAD calculations are included in Appendix C of this report. Finalized hydraulic calculations will be presented in the final drainage report. 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 The Master Plan basin cannot all reach Pond 301 at Lady Moon and Harmony. This area will free release and is discussed in the report. 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 via porous pavement systems before being under Timberwood Drive to Pond 301. Lady Moon and Harmony flows will be treated for water quality via bioswales before being released into the existing storm system in Lady Moon 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. 6 PROPOSED DEVELOPMENT (LOTS 3, 4 AND 5) Basins A and B are 0.56 and 0.81 acres, respectively. They contain the parking lot on Lot 5. Basin A is calculated to have a 10-year discharge of 1.7 cfs and a 100-year discharge of 4.8 cfs. Flows from Basin A are captured by the porous paver system where the 100-year flow will be detained and reduced to 1.5 cfs. Basin B is calculated to have a 10-year discharge of 2.5 cfs and a 100-year discharge of 6.8 cfs. Flows from Basin B are also captured by the porous paver system where the 100-year flow will be detained and reduced to 3.2 cfs. An underdrain system will release this flow into the proposed storm system. This system releases into the east side of the existing double 5’x2’ box culvert under Timberwood Drive. This culvert directs flow south to Pond 301. Basin C is 0.19 acres, contains the western east-west drive aisle and is calculated to have a 10-year discharge of 0.7 cfs and a 100-year discharge of 1.7 cfs. Flows from Basin C are captured by the proposed Type R inlets in the drive aisle that direct flow to the proposed storm system that releases to the existing double 5’x2’ box culvert under Timberwood Drive. Basin D1 and D2 are 0.25 and 0.37 acres, respectively. These basins contain the Lot 5 building and eastern most portion of the east-west drive aisle and the southern parking lot of Lot 4. Basin D1 has a 10-year discharge of 1.0 cfs and a 100-year discharge of 2.5 cfs. Flows from the parking lot will be captured in the proposed Type R inlet located at design point d1. Flows from the north half of the drive aisle will be captured in the proposed Type R inlet in the drive aisle. Basin D2 has a 10-year discharge of 1.6 cfs and a 100- year discharge of 3.7 cfs. Flows from the south half of the drive aisle will be captured in the proposed Type R inlet in the drive aisle and the roof flow will be collected in roof drains. Both inlets and roof drains will drain to the same proposed storm system that releases into the existing double 5’x2’ box culvert under Timberwood Drive. Basins E and F are 0.82 and 0.83 acres, respectively. They contain the north-south drive aisle and the parking lots on the south side of Lots 3 and 4. Basin E is calculated to have a 10-year discharge of 2.8 cfs and a 100-year discharge of 6.5 cfs. Flows from Basin E are captured by the porous paver system where the 100-year flow will be detained and reduced to 2.2 cfs. Basin F is calculated to have a 10-year discharge of 2.6 cfs and a 100- year discharge of 7.6 cfs. Flows from Basin F are also captured by the porous paver 7 system where the 100-year flow will be detained and reduced to 2.5 cfs. An underdrain system will release this flow into the proposed storm system. This system releases into the existing double 5’x2’ box culvert under Timberwood Drive. This culvert directs flow south to Pond 301. Basin G is 1.18 acres and contains buildings of Lots 3 and 4. This basin has a 10-year discharge of 2.9 cfs and 8.2 cfs. Flows from the buildings roofs will be collected in roof drains that will drain to the same proposed storm system that releases into the existing double 5’x2’ box culvert under Timberwood Drive. Basin H is 0.69 acres, contains the south half of Harmony Road adjacent to Lots 2 and 3 and is calculated to have a 10-year discharge of 1.9 cfs and a 100-year discharge of 5.5 cfs. Flows from Basin B are captured by the existing 24” flared end section which directs flow into the proposed storm system that releases into the existing double 5’x2’ box culvert under Timberwood Drive. FUTURE DEVELOPMENT (LOTS 1, 2 AND 6) The final design of the future development will occur when these projects submit a PDP. Basin I is 1.73 acres and has a 10-year discharge of 4.3 cfs and a 100-year discharge of 12.0 cfs. Basin I contains Lot 6’s building, the adjacent east-west drive aisle located to the north of the building and parking lot located to the south of the building. Flows from this basin will be collected in the building roof drains, Type R inlets proposed in the drive aisle and porous paver system that will all drain to a proposed storm system (future) that will release into the west side of the existing double 5’x2’ box culvert under Timberwood Drive. The porous paver system will reduce the 100-year flow to 7.0 cfs. Basin J is 1.39 acres and contains Lot 1’s parking lot and southern portion of Lot 1’s building and the southern portion of Lot 2’s parking lot. Basin J is calculated to have a 10-year discharge of 3.5 cfs and a 100-year discharge of 9.8 cfs. Flows from Basin J will be captured by the porous paver system where the 100-year flow will be detained and reduced to 5.0 cfs. An underdrain system will release this flow into the proposed storm system (future) that will release into the existing double 5’x2’ box culvert under Timberwood Drive. 8 Basin K is 1.39 acres and contains Lot 2’s building and the northern portion of Lot 2’s parking lot and the northern portion of Lot 1’s building. Basin K is calculated to have a 10-year discharge of 3.2 cfs and a 100-year discharge of 8.8 cfs. Flows from Basin K will be captured by the porous paver system where the 100-year flow will be detained and reduced to 7.0 cfs. An underdrain system will release this flow into the proposed storm system (future) that will release into the existing double 5’x2’ box culvert under Timberwood Drive. Basin L is 1.40 acres, contains the south half of Harmony Road adjacent to Outlot B and Lots 1 and 2 and is calculated to have a 10-year discharge of 2.8 cfs and a 100-year discharge of 7.2 cfs. Flows from Basin L are captured by the existing 24” flared end section that directs flow into the proposed storm system (future) that releases into the existing double 5’x2’ box culvert under Timberwood Drive. Today a temporary swale will be built to drain this area. Basin OS-1 is 2.17 acres. The majority of Basin OS-1 is the west half of Lady Moon Drive and is calculated to have a 10-year discharge of 4.7 cfs and a 100-year discharge of 13.0 cfs. Flows from a portion of this basin will sheet to bioswales located between the existing curb and gutter of Lady Moon and the proposed sidewalk. The bioswales will direct flow to existing Type R inlet and storm system located in Lady Moon Drive. Basin OS-1 is master planned to drain to Pond 301, but is physically lower than the pond and cannot drain there. Interwest worked with the City to study the capacity of the storm system in Lady Moon Drive from Harmony to Rock Creek and determined that 15 cfs of free release from this area could be achieved without flooding the system. Current design is for 13.0 cfs and therefore will not flood the system. See Appendix F for the offsite storm system study. The weighted average C value of the entire site is 0.65 which is below the Harmony Tech Park model assumption of 0.80; therefore, detention is not required on-site and is provided for in the regional Pond 301 located south of the site. Please refer to Appendix E for excerpts from the Harmony Tech Park design. 9 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 3. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 4. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) a A 0.56 0.75 0.93 8.2 5.9 1.7 4.8 Flow reduced to 1.5 cfs b B 0.81 0.71 0.89 6.6 5.6 2.5 6.8 Flow reduced to 3.2 cfs c C 0.19 0.70 0.88 5.0 5.0 0.7 1.7 d1 D1 0.25 0.80 1.00 5.0 5.0 1.0 2.5 d2 D2 0.37 0.90 1.00 5.0 5.0 1.6 3.7 e E 0.82 0.73 0.91 10.1 7.2 2.3 6.5 Flow reduced to 2.2 cfs f F 0.83 0.75 0.94 7.7 5.0 2.6 7.6 Flow reduced to 2.5 cfs g G 1.18 0.66 0.83 10.5 8.1 2.9 8.2 h H 0.69 0.71 0.89 9.0 6.5 1.9 5.5 i I 1.73 0.64 0.80 9.4 7.5 4.3 12.0 Flow reduced to 7.0 cfs j J 1.39 0.63 0.79 8.6 6.8 3.5 9.8 Flow reduced to 5.0 cfs k K 1.39 0.56 0.70 8.1 6.5 3.2 8.8 Flow reduced to 7.0 cfs l L 1.40 0.61 0.76 13.7 13.7 2.8 7.2 A-H 5.70 0.73 0.91 15.9 15.9 12.8 32.8 I-L 5.91 0.61 0.77 19.3 19.3 10.1 25.9 OS-1 2.17 0.65 0.81 13.1 11.1 4.7 13.0 Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 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 B Soils Runoff % coefficient Impervious C Streets, parking lots (asphalt): 0.95 100 Sidewalks (concrete): 0.95 96 Roofs: 0.95 90 Gravel or Pavers: 0.50 40 Landscape Areas (Flat, heavy) : 0.20 0 Landscape Areas (Steep, heavy) : 0.35 0 SUBBASIN TOTAL TOTAL ROOF PAVED PAVERS SIDEWALK LANDSCAPE RUNOFF % DESIGNATION AREA AREA AREA AREA AREA AREA AREA COEFF. Impervious REMARKS (ac.) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (C) A 0.56 24,180 0 13,588 6,400 1,465 2,727 0.75 73 B 0.81 35,123 0 19,331 5,571 2,387 7,834 0.71 68 C 0.19 8,395 0 4,474 0 1,143 2,778 0.70 66 D1 0.25 10,993 0 7,567 0 1,212 2,214 0.80 79 D2 0.37 15,992 12,790 1,156 0 919 1,126 0.90 85 E 0.82 35,675 0 19,449 8,931 2,117 5,178 0.73 70 F 0.83 36,353 0 13,627 8,668 9,558 4,500 0.75 72 G 1.18 51,411 25,571 0 0 6,198 19,642 0.66 56 H 0.69 30,043 0 20,294 0 106 9,644 0.71 68 I 1.73 75,441 15,656 17,447 10,162 7,427 24,749 0.64 57 J 1.39 60,573 5,020 22,757 9,025 3,282 20,489 0.63 56 K 1.39 60,453 13,762 7,838 3,667 6,157 29,029 0.56 46 L 1.40 61,034 0 33,204 0 0 27,830 0.61 54 H + L 2.09 91,077 0 53,498 0 106 37,474 0.64 59 A-H 5.70 248,164 38,361 99,486 29,570 25,105 55,643 0.73 68 I-L 5.91 257,501 34,438 81,246 22,854 16,866 102,097 0.61 53 OS-1 2.17 94,480 0 48,672 0 7,629 38,179 0.65 59 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 1-12-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 2 and 10-yr storm Cf = 1.00 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.56 0.75 66 2.0 4.3 195 0.6 0.03 0.8 3.9 8.2 261 11.5 8.2 b B 0.81 0.71 12 2.0 2.0 227 0.6 0.03 0.8 4.6 6.6 239 11.3 6.6 c C 0.19 0.70 12 2.0 2.0 35 0.7 0.016 1.7 0.3 2.4 47 10.3 5.0 d1 D1 0.25 0.80 20 2.0 2.0 82 0.5 0.016 1.4 1.0 3.0 102 10.6 5.0 d2 D2 0.37 0.90 20 2.0 1.3 50 0.5 0.016 1.4 0.6 1.9 70 10.4 5.0 e E 0.82 0.73 82 1.2 5.9 210 0.6 0.03 0.8 4.2 10.1 292 11.6 10.1 f F 0.83 0.75 84 1.7 5.0 135 0.6 0.03 0.8 2.7 7.7 219 11.2 7.7 g G 1.18 0.66 60 1.0 6.3 355 0.5 0.016 1.4 4.2 10.5 415 12.3 10.5 h H 0.69 0.71 92 2.0 5.6 221 1.0 0.03 1.1 3.4 9.0 313 11.7 9.0 i I 1.73 0.64 60 2.0 5.3 350 0.5 0.016 1.4 4.1 9.4 410 12.3 9.4 j J 1.39 0.63 60 2.0 5.4 160 0.6 0.03 0.8 3.2 8.6 220 11.2 8.6 k K 1.39 0.56 60 2.0 6.2 95 0.6 0.03 0.8 1.9 8.1 155 10.9 8.1 l L 1.40 0.61 60 2.0 5.7 610 0.8 0.03 1.0 10.6 16.3 670 13.7 13.7 h H + L 2.09 0.64 60 2.0 5.3 831 0.9 0.03 1.0 13.6 18.9 891 15.0 15.0 A-H 5.70 0.73 92 2.0 5.3 965 0.3 0.020 0.9 18.3 23.6 1057 15.9 15.9 I-L 5.91 0.61 60 2.0 5.6 1620 0.4 0.020 1.0 26.6 32.2 1680 19.3 19.3 OS-1 2.17 0.65 100 2.0 6.7 464 0.5 0.020 1.1 6.8 13.5 564 13.1 13.1 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 1-12-16 FC FLOW.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 100-yr storm Cf = 1.25 from Table RO-12 of City of Fort Collins Stormwater Code, Volume I SUB-BASIN INITIAL /OVERLAND TRAVEL TIME / GUTTER OR CHANNEL FLOW tc CHECK FINAL REMARKS DATA TIME (ti) (tt) (URBANIZED BASIN) tc DESIGN SUBBASIN(s) Area C C*Cf Length Slope ti Length Slope n Vel. tt tc = Total L tc=(l/180)+10 PONIT (ac) (ft) (%) (min) (ft) (%) Manning (ft/s) (min) ti + tt (ft) (min) (min) (1) (2) (3) (4) (5) (6) (7) (8) rough. (9) (10) (11) (12) (13) (14) a A 0.56 0.75 0.93 66 2.0 2.0 195 0.6 0.03 0.8 3.9 5.9 261 11.5 5.9 b B 0.81 0.71 0.89 12 2.0 1.1 227 0.6 0.03 0.8 4.6 5.6 239 11.3 5.6 c C 0.19 0.70 0.88 12 2.0 1.1 35 0.7 0.016 1.7 0.3 1.5 47 10.3 5.0 d1 D1 0.25 0.80 1.00 20 2.0 0.7 82 0.5 0.016 1.4 1.0 1.6 102 10.6 5.0 d2 D2 0.37 0.90 1.00 20 2.0 0.7 50 0.5 0.016 1.4 0.6 1.3 70 10.4 5.0 e E 0.82 0.73 0.91 82 1.2 3.0 210 0.6 0.03 0.8 4.2 7.2 292 11.6 7.2 f F 0.83 0.75 0.94 84 1.7 2.3 135 0.6 0.03 0.8 2.7 5.0 219 11.2 5.0 g G 1.18 0.66 0.83 60 1.0 3.9 355 0.5 0.016 1.4 4.2 8.1 415 12.3 8.1 h H 0.69 0.71 0.89 92 2.0 3.0 221 1.0 0.03 1.1 3.4 6.5 313 11.7 6.5 i I 1.73 0.64 0.80 60 2.0 3.4 350 0.5 0.016 1.4 4.1 7.5 410 12.3 7.5 j J 1.39 0.63 0.79 60 2.0 3.6 160 0.6 0.03 0.8 3.2 6.8 220 11.2 6.8 k K 1.39 0.56 0.70 60 2.0 4.6 95 0.6 0.03 0.8 1.9 6.5 155 10.9 6.5 l L 1.40 0.61 0.76 60 2.0 3.9 610 0.8 0.03 1.0 10.6 14.5 670 13.7 13.7 h H + L 2.09 0.64 0.80 60 2.0 3.4 831 0.9 0.03 1.0 13.6 17.1 891 15.0 15.0 A-H 5.70 0.73 0.91 92 2.0 2.7 965 0.3 0.02 0.9 18.3 21.0 1057 15.9 15.9 I-L 5.91 0.61 0.77 60 2.0 3.8 1620 0.4 0.02 1.0 26.6 30.4 1680 19.3 19.3 OS-1 2.17 0.65 0.81 100 2.0 4.3 464 0.5 0.02 1.1 6.8 11.1 564 13.1 11.1 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 1-12-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 2 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (2) from Q (2) Q(2)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.56 0.75 8.2 2.40 1.0 1.0 b B 0.81 0.71 6.6 2.59 1.5 1.5 c C 0.19 0.70 5.0 2.85 0.4 0.4 d1 D1 0.25 0.80 5.0 2.85 0.6 0.6 d2 D2 0.37 0.90 5.0 2.85 0.9 0.9 e E 0.82 0.73 10.1 2.21 1.3 1.3 f F 0.83 0.75 7.7 2.45 1.5 1.5 g G 1.18 0.66 10.5 2.18 1.7 1.7 h H 0.69 0.71 9.0 2.32 1.1 1.1 i I 1.73 0.64 9.4 2.28 2.5 2.5 j J 1.39 0.63 8.6 2.36 2.1 2.1 k K 1.39 0.56 8.1 2.41 1.9 1.9 l L 1.40 0.61 13.7 1.94 1.7 1.7 h H + L 2.09 0.64 15.0 1.87 2.5 2.5 A-H 5.70 0.73 15.9 1.81 7.5 7.5 I-L 5.91 0.61 19.3 1.64 5.9 5.9 OS-1 2.17 0.65 13.1 1.98 2.8 2.8 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 1-12-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 10 yr storm, Cf = 1.00 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Design Tributary A C Cf tc i Q (10) from Q (10) Q(10)tot Sub-basin Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.56 0.75 8.2 4.10 1.7 1.7 b B 0.81 0.71 6.6 4.42 2.5 2.5 c C 0.19 0.70 5.0 4.87 0.7 0.7 d1 D1 0.25 0.80 5.0 4.87 1.0 1.0 d2 D2 0.37 0.90 5.0 4.87 1.6 1.6 e E 0.82 0.73 10.1 3.78 2.3 2.3 f F 0.83 0.75 7.7 4.18 2.6 2.6 g G 1.18 0.66 10.5 3.73 2.9 2.9 h H 0.69 0.71 9.0 3.96 1.9 1.9 i I 1.73 0.64 9.4 3.90 4.3 4.3 j J 1.39 0.63 8.6 4.02 3.5 3.5 k K 1.39 0.56 8.1 4.12 3.2 3.2 l L 1.40 0.61 13.7 3.32 2.8 2.8 h H + L 2.09 0.64 15.0 3.19 4.3 4.3 A-H 5.70 0.73 15.9 3.10 12.8 12.8 I-L 5.91 0.61 19.3 2.80 10.1 10.1 OS-1 2.17 0.65 13.1 3.39 4.7 4.7 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 1-12-16 FC FLOW.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 1/4/2016 100 yr storm, Cf = 1.25 DIRECT RUNOFF CARRY OVER TOTAL REMARKS Des. Area A C Cf tc i Q (100) from Q (100) Q(100)tot Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) a A 0.56 0.93 5.9 9.31 4.8 4.8 b B 0.81 0.89 5.6 9.45 6.8 6.8 c C 0.19 0.88 5.0 9.95 1.7 1.7 d1 D1 0.25 1.00 5.0 9.95 2.5 2.5 d2 D2 0.37 1.00 5.0 9.95 3.7 3.7 e E 0.82 0.91 7.2 8.75 6.5 6.5 f F 0.83 0.94 5.0 9.74 7.6 7.6 g G 1.18 0.83 8.1 8.42 8.2 8.2 h H 0.69 0.89 6.5 9.06 5.5 5.5 i I 1.73 0.80 7.5 8.64 12.0 12.0 j J 1.39 0.79 6.8 8.92 9.8 9.8 k K 1.39 0.70 6.5 9.07 8.8 8.8 l L 1.40 0.76 13.7 6.78 7.2 7.2 h H + L 2.09 0.80 15.0 6.51 10.9 10.9 A-H 5.70 0.91 15.9 6.32 32.8 32.8 I-L 5.91 0.77 19.3 5.72 25.9 25.9 OS-1 2.17 0.81 11.1 7.43 13.0 13.0 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 1-12-16 FC FLOW.xls ✁ ✦ ✂ ✌ ☞ ✠ ✑ ☛ ✂ ✞ ✠ ✎ ✌ ☛ ✌ ✟ ✄ ✍ ✆ ✝ ☛ ✏ ✞ ☛ ☞ ☎ ✝ ☛ ✞ ✍ ✎ ✆ ✎ ✡ ✎ ✂ ✌ ✍ ✏ ☞ ✠ ✝ ✝ ✂ ✝ ✞ ✞ ☛ ✒ ✑ ✏ ✍ ✟ ✍ ☛ ✎ ✂ ✞ ✠ ✌ ✝ ☎ ✍ ✎ ✜ ☛ ✡ ✡ ✡ ✆ ✂ ✝ ✢ ☛ ✞ ☛ ✌ ✕ ✍ ✒ ✗ ✞ ✆ ✂ ✝ ☛ ✎ ✂ ✖ ✑ ☛ ☞ ☛ ✎ ✙ ✝ ✌ ✝ ✞ 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✝ ✂ ✎ ✂ ✚ ☛ ✝ ✞ ✂ ☛ ✞ ✑ ✆ ✌ ☛ ✂ ✞ ✑ ✌ ✢ ✟ ☛ ✞ ☛ ✡ ✕ ✢ ✍ ✞ ✼ ☛ ✕ ☛ ✆ ✽ ✞ ✍ ☞ ☛ ✎ ✄ ✾ ✍ ✞ ✆ ☎ ✆ ✄ ✆ ✝ ✑ ✖ ✂ ☎ ✌ ✝ ✡ ✆ ✠ ✓ ✂ ☛ ✝ ☛ ✂ ✄ ✝ ☞ ☛ ✍ ✖ ✎ ✆ ✎ ☛ ✞ ✓ ✌ ☛ ✆ ✞ ✝ ✞ ✂ ✡ ✍ ✡ ☛ ✌ ✟ ✂ ✌ ✎ ☛ ✂ ✎ ✞ ☞ ✂ ✆ ✎ ✠ ✂ ✂ ✌ ✑ ✍ ✞ ✂ ☎ ☛ ✑ ✟ ✏ ☛ ✜ ✂ ✎ ☛ ✆ ✍ ✝ ✡ ✌ ✂ ✔ ✏ ✂ ☎ ✝ ✝ ✆ ✞ ✟ ✞ ✏ ✎ ✡ ✌ ✟ ✞ ✟ ✝ ✎ ✞ ✂ ✂ ✝ ✌ ✄ ✒ ✎ ✟ ✞ ☞ ✌ ✂ ✞ ✠ ✎ ✝ ✝ ✡ ✞ ✌ ✏ ✏ ✞ ✟ ✂ ✎ ✟ ✑ ✌ ✍ ☛ ☛ ✄ ✍ ✍ ✜ ✕ ✔ ✌ ✝ ✂ ✝ ✝ ✞ ✝ ✂ ✂ ✎ ✔ ✑ ✒ ✞ ✂ ✎ ✂ ✑ ✑ ✏ ☎ ✌ ✎ ☛ ✂ ✂ ✍ ✶ ✂ ✌ ✑ ✂ ☞ ✑ ☛ ☞ ☛ ✆ ✍ ☛ ✎ ☛ ✞ ✍ ✓ ☛ ✂ ☛ ✝ ✆ ✡ ✂ ☞ ✔ ✎ ✏ ✂ ✞ ✝ ✑ ✞ ✆ ✌ ✌ ✝ ✘ ✂ ✠ ✟ ✡ ☞ ✖ ✥ ✥ ✠ ✥ ✌ ✞ ✪ ✪ ✪ ✡ ✠ ✠ ✠ ✠ ✠ ✠ ✎ ✡ ✂ ✍ ✟ ☛ ☛ ✍ ☎ ✄ ✓ ✌ ✄ ✝ ☛ ☞ ✞ ✒ ☛ ✎ ✌ ☛ ✞ ✒ ✍ ✂ ✂ ✌ ✌ ☛ ✆ ✍ ✂ ✔ ✌ ✝ ✏ ✎ ✌ ✞ ✼ ✞ ✟ ✡ ✝ ✽ ✠ ✄ ✌ ✝ ✂ ✍ ✾ ☛ ✝ ☛ ☛ ✌ ✆ ✆ ✏ ✆ ✑ ☎ ☎ ✌ ✌ ✞ ✍ ✞ ✓ ☛ ✟ ✡ ✆ ☛ ✂ ✝ ✌ ✌ ✎ ✖ ☞ ✍ ✞ ☛ ☛ ☞ ✝ ☛ ✞ ☎ ✞ ✟ ✒ ✍ ✎ ✂ ✍ ✄ ☛ ✌ ☛ ✞ ✆ ✄ ☞ ✌ ✡ ✠ ✎ ✞ ☛ ☛ ✓ ✟ ✂ ✆ ☛ ☛ ☛ ✝ ✡ ✒ ✆ ✌ ✞ ✞ ✑ ✏ ☛ ✍ ✡ ✌ ✎ ✡ ✓ ✌ ✄ ✗ ☛ ✠ ✠ ✖ ✂ ✆ ✑ ☛ ✎ ☛ ☛ ✝ ✞ ✠ ✡ ✆ ☛ ✟ ☎ ✓ ✠ ☛ ✍ ☛ ✏ ✌ ✠ ✌ ✍ ✎ ✟ ☛ ☞ ☛ ✡ ✄ ✆ ✎ ✌ ☛ ✏ ✍ ✞ ☛ ✌ ✂ ✞ ✆ ✆ ✔ ✂ ✝ ✌ ✂ ☛ ✡ ✖ ✗ ☛ ✠ ☛ ✖ ✗ ✍ ✝ ✆ ✌ ✞ ✡ ✆ ☛ ✡ ✝ ✄ ☛ ✞ ✂ ✗ ✣ ✣ ✣ ✣ ✣ ★ ★ ★ ★ ★ ❅ 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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 AND LID INFORMATION FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin A Paver Area 6400 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 1920 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 24180 sf Developed flow = QD = CIA C (100) = 0.93 Vol. In = Vi = T C I A = T QD Developed C A = 22487 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.5 cfs storage = S = Vi - Vo K = 0.9 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 5.1 1541 405 1136 6 9.31 4.8 1730 486 1244 7 8.80 4.5 1908 567 1341 8 8.38 4.3 2077 648 1429 9 8.03 4.1 2239 729 1510 10 7.72 4.0 2391 810 1581 11 7.42 3.8 2528 891 1637 12 7.16 3.7 2661 972 1689 13 6.92 3.6 2786 1053 1733 14 6.71 3.5 2910 1134 1776 15 6.52 3.4 3029 1215 1814 16 6.30 3.3 3122 1296 1826 17 6.10 3.1 3212 1377 1835 18 5.92 3.1 3301 1458 1843 19 5.75 3.0 3384 1539 1845 20 5.60 2.9 3469 1620 1849 21 5.46 2.8 3552 1701 1851 22 5.32 2.7 3625 1782 1843 23 5.20 2.7 3705 1863 1842 24 5.09 2.6 3784 1944 1840 25 4.98 2.6 3856 2025 1831 26 4.87 2.5 3922 2106 1816 27 4.78 2.5 3998 2187 1811 28 4.69 2.4 4068 2268 1800 29 4.60 2.4 4132 2349 1783 30 4.52 2.3 4200 2430 1770 Storage Volume for Design Flow:1851 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP A FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin B Paver Area 5571 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 1671 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 35123 sf Developed flow = QD = CIA C (100) = 0.89 Vol. In = Vi = T C I A = T QD Developed C A = 31172 sf Vol. Out = Vo =K QPO T Release rate, QPO = 3.2 cfs storage = S = Vi - Vo K = 0.9 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 7.1 2136 864 1272 6 9.31 6.7 2398 1037 1362 7 8.80 6.3 2645 1210 1435 8 8.38 6.0 2878 1382 1496 9 8.03 5.7 3103 1555 1548 10 7.72 5.5 3315 1728 1587 11 7.42 5.3 3504 1901 1604 12 7.16 5.1 3689 2074 1615 13 6.92 5.0 3863 2246 1616 14 6.71 4.8 4033 2419 1614 15 6.52 4.7 4199 2592 1607 16 6.30 4.5 4328 2765 1563 17 6.10 4.4 4452 2938 1515 18 5.92 4.2 4575 3110 1465 19 5.75 4.1 4691 3283 1408 20 5.60 4.0 4809 3456 1353 21 5.46 3.9 4923 3629 1294 22 5.32 3.8 5025 3802 1224 23 5.20 3.7 5135 3974 1161 24 5.09 3.6 5245 4147 1098 25 4.98 3.6 5346 4320 1026 26 4.87 3.5 5437 4493 944 27 4.78 3.4 5541 4666 876 28 4.69 3.4 5638 4838 800 29 4.60 3.3 5728 5011 716 30 4.52 3.2 5822 5184 638 Storage Volume for Design Flow:1616 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP B FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin E Paver Area 8931 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 2679 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 35674.84 sf Developed flow = QD = CIA C (100) = 0.91 Vol. In = Vi = T C I A = T QD Developed C A = 32464 sf Vol. Out = Vo =K QPO T Release rate, QPO = 2.2 cfs storage = S = Vi - Vo K = 0.9 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 7.4 2225 594 1631 6 9.31 6.9 2498 713 1785 7 8.80 6.6 2755 832 1923 8 8.38 6.2 2998 950 2047 9 8.03 6.0 3232 1069 2162 10 7.72 5.8 3452 1188 2264 11 7.42 5.5 3650 1307 2343 12 7.16 5.3 3842 1426 2416 13 6.92 5.2 4023 1544 2478 14 6.71 5.0 4201 1663 2537 15 6.52 4.9 4373 1782 2591 16 6.30 4.7 4507 1901 2607 17 6.10 4.5 4637 2020 2617 18 5.92 4.4 4765 2138 2627 19 5.75 4.3 4885 2257 2628 20 5.60 4.2 5008 2376 2632 21 5.46 4.1 5127 2495 2632 22 5.32 4.0 5234 2614 2620 23 5.20 3.9 5348 2732 2616 24 5.09 3.8 5463 2851 2611 25 4.98 3.7 5567 2970 2597 26 4.87 3.6 5662 3089 2573 27 4.78 3.6 5771 3208 2563 28 4.69 3.5 5872 3326 2546 29 4.60 3.4 5965 3445 2520 30 4.52 3.4 6064 3564 2500 Storage Volume for Design Flow:2632 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP E FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin F Paver Area 8668 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 2600 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 36353 sf Developed flow = QD = CIA C (100) = 0.94 Vol. In = Vi = T C I A = T QD Developed C A = 34081 sf Vol. Out = Vo =K QPO T Release rate, QPO = 2.5 cfs storage = S = Vi - Vo K = 0.9 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 7.8 2335 675 1660 6 9.31 7.3 2622 810 1812 7 8.80 6.9 2892 945 1947 8 8.38 6.6 3147 1080 2067 9 8.03 6.3 3393 1215 2178 10 7.72 6.0 3624 1350 2274 11 7.42 5.8 3832 1485 2347 12 7.16 5.6 4033 1620 2413 13 6.92 5.4 4223 1755 2468 14 6.71 5.2 4410 1890 2520 15 6.52 5.1 4591 2025 2566 16 6.30 4.9 4732 2160 2572 17 6.10 4.8 4868 2295 2573 18 5.92 4.6 5002 2430 2572 19 5.75 4.5 5129 2565 2564 20 5.60 4.4 5258 2700 2558 21 5.46 4.3 5383 2835 2548 22 5.32 4.2 5494 2970 2524 23 5.20 4.1 5614 3105 2509 24 5.09 4.0 5735 3240 2495 25 4.98 3.9 5844 3375 2469 26 4.87 3.8 5944 3510 2434 27 4.78 3.7 6059 3645 2414 28 4.69 3.7 6165 3780 2385 29 4.60 3.6 6262 3915 2347 30 4.52 3.5 6366 4050 2316 Storage Volume for Design Flow:2573 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP F FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin I Paver Area 10162 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 3049 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 75441 sf Developed flow = QD = CIA C (100) = 0.80 Vol. In = Vi = T C I A = T QD Developed C A = 60353 sf Vol. Out = Vo =K QPO T Release rate, QPO = 7.0 cfs storage = S = Vi - Vo K = 0.9 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 13.8 4136 1890 2246 6 9.31 12.9 4644 2268 2376 7 8.80 12.2 5121 2646 2475 8 8.38 11.6 5573 3024 2549 9 8.03 11.1 6008 3402 2606 10 7.72 10.7 6418 3780 2638 11 7.42 10.3 6785 4158 2627 12 7.16 9.9 7143 4536 2607 13 6.92 9.6 7478 4914 2564 14 6.71 9.3 7809 5292 2517 15 6.52 9.0 8130 5670 2460 16 6.30 8.7 8380 6048 2332 17 6.10 8.5 8621 6426 2195 18 5.92 8.2 8858 6804 2054 19 5.75 8.0 9082 7182 1900 20 5.60 7.8 9311 7560 1751 21 5.46 7.6 9532 7938 1594 22 5.32 7.4 9730 8316 1414 23 5.20 7.2 9942 8694 1248 24 5.09 7.1 10155 9072 1083 25 4.98 6.9 10350 9450 900 26 4.87 6.7 10526 9828 698 27 4.78 6.6 10729 10206 523 28 4.69 6.5 10917 10584 333 29 4.60 6.4 11090 10962 128 30 4.52 6.3 11273 11340 -67 Storage Volume for Design Flow:2638 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP I FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin J Paver Area 9025 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 2708 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 60573 sf Developed flow = QD = CIA C (100) = 0.79 Vol. In = Vi = T C I A = T QD Developed C A = 47701 sf Vol. Out = Vo =K QPO T Release rate, QPO = 5.0 cfs storage = S = Vi - Vo K = 0.9 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 10.9 3269 1350 1919 6 9.31 10.2 3670 1620 2050 7 8.80 9.6 4047 1890 2157 8 8.38 9.2 4405 2160 2245 9 8.03 8.8 4748 2430 2318 10 7.72 8.5 5072 2700 2372 11 7.42 8.1 5363 2970 2393 12 7.16 7.8 5645 3240 2405 13 6.92 7.6 5911 3510 2401 14 6.71 7.3 6172 3780 2392 15 6.52 7.1 6426 4050 2376 16 6.30 6.9 6623 4320 2303 17 6.10 6.7 6814 4590 2224 18 5.92 6.5 7001 4860 2141 19 5.75 6.3 7178 5130 2048 20 5.60 6.1 7359 5400 1959 21 5.46 6.0 7534 5670 1864 22 5.32 5.8 7690 5940 1750 23 5.20 5.7 7858 6210 1648 24 5.09 5.6 8026 6480 1546 25 4.98 5.5 8180 6750 1430 26 4.87 5.3 8319 7020 1299 27 4.78 5.2 8480 7290 1190 28 4.69 5.1 8628 7560 1068 29 4.60 5.0 8765 7830 935 30 4.52 4.9 8909 8100 809 Storage Volume for Design Flow:2405 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP J FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin K Paver Area 3667 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 1100 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 60453 sf Developed flow = QD = CIA C (100) = 0.70 Vol. In = Vi = T C I A = T QD Developed C A = 42317 sf Vol. Out = Vo =K QPO T Release rate, QPO = 7.0 cfs storage = S = Vi - Vo K = 0.9 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 9.7 2900 1890 1010 6 9.31 9.0 3256 2268 988 7 8.80 8.5 3591 2646 945 8 8.38 8.1 3908 3024 884 9 8.03 7.8 4212 3402 810 10 7.72 7.5 4500 3780 720 11 7.42 7.2 4757 4158 599 12 7.16 7.0 5008 4536 472 13 6.92 6.7 5244 4914 330 14 6.71 6.5 5476 5292 184 15 6.52 6.3 5701 5670 31 16 6.30 6.1 5875 6048 -173 17 6.10 5.9 6044 6426 -382 18 5.92 5.8 6211 6804 -593 19 5.75 5.6 6368 7182 -814 20 5.60 5.4 6528 7560 -1032 21 5.46 5.3 6683 7938 -1255 22 5.32 5.2 6822 8316 -1494 23 5.20 5.1 6971 8694 -1723 24 5.09 4.9 7120 9072 -1952 25 4.98 4.8 7257 9450 -2193 26 4.87 4.7 7380 9828 -2448 27 4.78 4.6 7523 10206 -2683 28 4.69 4.6 7654 10584 -2930 29 4.60 4.5 7776 10962 -3186 30 4.52 4.4 7904 11340 -3436 Storage Volume for Design Flow:1010 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP K New Impervious Area 177,583 acre/sq. ft. Required Minimum Impervious Area to be Treated 88,792 acre/sq. ft. Area of Paver Section #1 6,401 acre/sq. ft. Pavement area for Paver Section #1 (up to 3:1 is permited) 19,971 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 20,813 acre/sq. ft. Area of Paver Section #2 5,571 acre/sq. ft. Pavement area for Paver Section #2 (up to 3:1 is permited) 17,521 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 19,254 acre/sq. ft. Area of Paver Section #3 2,656 acre/sq. ft. Pavement area for Paver Section #3 (up to 3:1 is permited) 6,409 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 7,080 acre/sq. ft. Area of Paver Section #4 6,276 acre/sq. ft. Pavement area for Paver Section #4 (up to 3:1 is permited) 16,138 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 17,805 acre/sq. ft. Area of Paver Section #5 2,805 acre/sq. ft. Pavement area for Paver Section #5 (up to 3:1 is permited) 9,092 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 12,302 acre/sq. ft. Area of Paver Section #6 5,863 acre/sq. ft. Pavement area for Paver Section #6 (up to 3:1 is permited) 13,599 acre/sq. ft. Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 19,969 acre/sq. ft. Total Impervious Area Treated 97,224 acre/sq. ft. Actual % On-Site Treated by LID 55 % New Pavement Area 106,822 acre/sq. ft. Required Minimum Area of Porous Pavement 26,706 acre/sq. ft. Area of Paver Section #1 6,401 acre/sq. ft. Area of Paver Section #2 5,571 acre/sq. ft. Area of Paver Section #3 2,656 acre/sq. ft. Area of Paver Section #4 6,276 acre/sq. ft. Area of Paver Section #5 2,805 acre/sq. ft. Area of Paver Section #6 5,863 acre/sq. ft. Total Porous Pavement Area 29,571 acre/sq. ft. Actual % of Porous Pavement Provided 28 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table E APPENDIX E EXCERPTS FROM REFERENCE REPORTS F APPENDIX F OFFSITE STORM SYSTEM ♥ ❦ ♠ 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 ✣ ▲ ✩ ✥ ✪ ✞ ☛ ✕ 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✐ ❤ ✉ ♠ 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 ✠ ✠ ✆ ☛ ✂ ✆ ✄ ❝ ✑ ✡ ✏ ✗ ☛ ✂ ✍ ✝ ✌ ✎ ✍ ✌ ✠ ✌ ✆ ✍ ✝ ✠ ✂ ✞ ✓ ✄ ☛ ✌ ✍ ☛ ✝ ✤ ✆ ✒ ✍ ✡ ✚ ✌ ☛ ✂ ☛ ✒ ✑ ✕ ☞ ☛ ☛ ✆ ✑ ✂ ✔ ✚ ✑ ☛ ✝ ✆ ✎ ✟ ✝ ✂ ✎ ✑ ✒ ✞ ☛ ✏ ✑ ✟ ✄ ✝ ☛ ✂ ✍ ✆ ✝ ✌ ☛ ☛ ✡ ✂ ✝ ✂ ✑ ✞ ✓ ☛ ✑ ☛ ✗ ☛ ✆ ✝ ✣ ✍ ✩ ✒ ✷ ❇ ✔ ✘ ✞ ❑ ✑ ✔ ✂ ✂ ✕ ✝ ☛ ✌ ✑ ✆ ✌ ✞ ✥ ✎ ✆ ✍ ✡ ☞ ✂ ✣ ✆ ✎ ☛ ✩ ✟ ✂ ✍ ✎ ✍ ✥ ✎ ✄ ✟ ✍ ✞ ✔ ☛ ✄ ☛ ✆ ✞ ☛ ✂ ✌ ✓ ✂ ✍ ✝ ✝ ✍ ☎ ✞ ☛ ✠ ✆ ☛ ✞ ✟ ✂ ✣ ✂ ✂ ✑ ✆ ✎ ✝ ✎ ✂ ✝ ☛ ✍ ✎ ✆ ✞ ✟ ✍ ✎ ☎ ✄ ✝ ✞ ✄ ✆ ✂ ✔ ☛ ☛ ☎ ☛ ✡ ✂ ✎ ✓ ✆ ✑ ✂ ✂ ✏ ☛ ✌ ✎ ✞ ✂ ✦ ✂ ✌ ✂ ✡ ✎ ✑ ✺ ✎ ☛ ✍ ✌ ☛ ✆ ✂ ✍ ✆ ✝ ✜ ✝ ✒ ✂ ✌ ✞ ✑ ✞ ✎ ✂ ☛ ✏ ✎ ✠ ✝ ✕ ✠ ✍ ✏ ✝ ✌ ✟ ✂ ✞ ✌ ✔ ✝ ✎ ✆ ✂ ✞ ☛ ✗ ✞ ☞ ✍ ✆ ☛ ☛ ✷ ✝ ✧ ✓ ✍ ✡ ✟ ✑ ☛ ☎ ☛ ☛ ✞ ✝ ✌ ✍ ✆ ✞ ✂ ✠ ✌ ✝ ✂ ✝ ✂ ✏ ✂ ✆ ✝ ✔ ✎ ✟ ✎ ✑ ✍ ✂ ✞ ✏ ✑ ✌ ☛ ✕ ☛ ✞ ✂ ✌ ✑ ✑ ✟ ✂ ✆ ☎ ✍ ✝ ☛ ✂ ✟ ☛ ✎ ✍ ☛ ✑ ☛ ☞ ✍ ✆ ✄ ✍ ❇ ✆ ✗ ✎ ☛ ❑ ✖ ✂ ☞ ✷ ✑ ❜ ✌ ✌ ✑ ✌ ✖ ✍ ✂ ☛ ✝ ✎ ✌ ✠ ✑ ✂ ✝ ✏ ✆ ☛ ✂ ✌ ☛ ✔ ✌ ✆ ✟ ✌ ✠ ✎ ✠ ✎ ✞ ✌ ✏ ✞ ✍ ✡ ✌ ☞ ✡ ☛ ✝ ✍ ✡ ✙ ✞ ✎ ✝ ✝ ✟ ✆ ✖ ✆ ☛ ☛ ✂ ✂ ✌ ✓ ☛ ✝ ✑ ✖ ✞ ☛ ✡ ☛ ✝ ✟ ✞ ✌ ✠ ✂ ✤ ✝ ✂ ✞ ✂ ✆ ✽ ✡ ✔ ✟ ✑ ☛ ✍ ✝ ✎ ✌ ✌ ✞ ☛ ✏ ✝ ✓ ✎ ✞ ✓ ☛ ✎ ✍ ✌ ☛ ✤ ✟ ✒ ✍ ✌ ✟ ✔ ☛ ✎ ✞ ☎ ✍ ✔ ✍ ☞ ☛ ✍ ✤ ☛ ✧ ✍ ✝ ✁ ✌ ✎ ✞ ☎ ✞ ✍ ✖ ✒ ✌ ✝ ✥ ✘ ✘ ✠ ✚ ✗ ✷ ☞ ✍ ✑ ✎ ☛ ✖ ✌ ✂ ✑ ✖ ✝ ✝ ✍ ✠ ✡ ✝ ✂ ✔ ✝ ✆ ✎ ✂ ✏ ✑ ✎ ☛ ✟ ✤ ✟ ✽ ☎ ✍ ✌ ✍ ✛ ✝ ✞ ✎ ✒ ✍ ✚ ❝ ✎ ✂ ✞ ✎ ✍ ✂ ✄ ✑ ☛ ✤ ✚ ✌ ✕ ✓ ☛ ✑ ✍ ✝ ✌ ✟ ✒ ✑ ☛ ✚ ✝ ✆ ✎ ✞ ✂ ✑ ✟ ☛ ☛ ☛ ▲ ❑ ✓ ☛ ❑ ✍ ✘ ✔ ✔ ☛ ✎ ✌ ✞ ✍ ☛ ✆ ✑ ✂ ✎ ☎ ✍ ✞ ✄ ✡ ✍ ✝ ☛ ✞ ✡ ✂ ✣ ✑ ▲ ☛ ❑ ❑ ✟ ✝ ✥ ✂ ✔ ✔ ☛ ✎ ✌ ✏ ✍ ✆ ✦ ✣ ✎ ✎ ✍ ✍ ✂ ✎ ✜ ✞ ✎ ☛ ✠ ✠ ✂ ✝ ✑ ✞ ✌ ✆ ✂ ✗ ✑ ✷ ✌ ✆ ✑ ✝ ✌ ✆ ✎ ✝ ✞ ✆ ☛ ✂ ✑ ☞ ☛ ☛ ✍ ✆ ✟ ✂ ✎ ☛ ✞ ✍ ✄ ✂ ☞ ✂ ✍ ✑ ✎ ✌ ✖ ✂ ✌ ✖ ✑ ✌ ✝ ✠ ✆ ✝ ✂ ✔ ✌