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HARMONY COMMONS - FDP - FDP160013 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
FINAL 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 March 11, 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. STANDARD OPERATING PROCEDURES ................................................................... 10 7. REFERENCES .................................................................................................................... 11 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 7 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. Lot 7 is not currently being planned. 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 100% Submittals” has not been included with this report. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the McClellands Basin and McClellands Creek Master Drainage Plan. 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 Drive and Rock Creek Drive 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 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 quality will be accomplished through the use of the porous pavement systems that include 12” of storage in the voids below the pavers. 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 4 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 164,030 sf of new impervious area. Using the porous paver LID technique, 103,321 sf of new impervious area (63%) 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 102,209 sf of new pavement area. This project will incorporate 29,388 sf of porous pavers which is 29% 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 are presented in Appendix C of this report and are prepared in accordance with the City of Fort Collins Drainage Criteria. Hydraulic calculations include inlet capacity spreadsheet and StormCAD calculations. 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 conveyed under Timberwood Drive to Pond 301. Lady Moon and Harmony flows will be 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 B1, B2 and B3 are 0.56, 0.48, 0.21 and 0.10 acres, respectively. They contain the parking lot on Lot 5. Basin A is calculated to have a 10-year discharge of 1.6 cfs and a 100-year discharge of 4.6 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 B1 is calculated to have a 10-year discharge of 1.4 cfs and a 100-year discharge of 3.9 cfs. Flows from Basin B1 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 B2 is calculated to have a 10-year discharge of 0.8 cfs and a 100-year discharge of 2.0 cfs. Basin B2 consists of the east half of the drive aisle and flow from the basin are captured in a 5’ Type R sump inlet at design point b2. Basin B3 is calculated to have a 10-year discharge of 0.4 cfs and a 100-year discharge of 1.0 cfs. Basin B3 consists of the west half of the drive aisle and flow from the basin are captured in a 5’ Type R sump inlet at design point b3. These inlets release into the same proposed storm system. Basins C1 and C2 are 0.08 and 0.11 acres, respectively. They contain the western east- west drive aisle. Basin C1 is calculated to have a 10-year discharge of 0.3 cfs and a 100- year discharge of 0.8 cfs. Basin C2 is calculated to have a 10-year discharge of 0.4 cfs and a 100-year discharge of 1.0 cfs. Flows from these basins are captured by the proposed 5’ Type R sump inlets in the drive aisle at design points c1 and c2 that direct flow to the proposed storm system that releases to the existing double 5’x2’ box culvert under Timberwood Drive. Basin D1, D2, D3 and D4 are 0.16, 0.09, 0.07 and 0.34 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 contains the parking lot and has a 10-year discharge of 0.7 cfs and a 100-year discharge of 1.6 cfs. Flows from the parking lot will be captured in the proposed 5’ Type R sump inlet located at design point d1. Flows from the north half of the drive aisle (Basin D2) will be captured in the proposed 5’ Type R sump inlet in the drive aisle at design point d2. Basin D2 has a 10-year discharge of 0.3 cfs and a 100-year discharge of 0.8 cfs. Flows from the south half of the drive aisle 7 (Basin D3) will be captured in the proposed 5’ Type R sump inlet in the drive aisle design point d3. Basin D3 has a 10-year discharge of 0.2 cfs and a 100-year discharge of 0.5 cfs. Finally, Basin D4 contains the roof flow and will be collected in 15 inch roof drains. Basin D4 has a 10-year discharge of 1.4 cfs and a 100-year discharge of 3.4 cfs. All 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 E1, E2, F1 and F2 are 0.57, 0.25, 0.50 and 0.33 acres, respectively. They contain the north-south drive aisle and the parking lots on the south side of Lots 3 and 4. Basin E1 is calculated to have a 10-year discharge of 1.9 cfs and a 100-year discharge of 5.1 cfs. Flows from Basin E1 are captured by a porous paver system where the 100-year flow will be detained and reduced to 1.6 cfs. E2 is calculated to have a 10-year discharge of 0.9 cfs and a 100-year discharge of 2.2 cfs. Flows from Basin E2 are captured by a porous paver system where the 100-year flow will be detained and reduced to 0.7 cfs. Basin F1 is calculated to have a 10-year discharge of 1.7 cfs and a 100-year discharge of 5.0 cfs. Flows from Basin F1 are also captured by a porous paver system where the 100-year flow will be detained and reduced to 1.6 cfs. Basin F2 is calculated to have a 10-year discharge of 1.3 cfs and a 100-year discharge of 3.3 cfs. Flows from Basin F1 are also captured by a porous paver system where the 100-year flow will be detained and reduced to 1.4 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. Basins G1 and G2 are 0.66 and 0.52 acres, respectively. These basins contain the buildings of Lots 3 and 4. Basin G1 has a 10-year discharge of 1.6 cfs and 4.6 cfs. Basin G2 has a 10-year discharge of 1.2 cfs and 3.2 cfs. Flows from the buildings roofs will be collected in 15 inch 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. 8 FUTURE DEVELOPMENT (LOTS 1, 2 AND 6) The final design of the future development will occur when these projects submit a PDP/FDP. 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 pipe 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. This basin will not mix with the basins draining to Storm 1. 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 Storm 3, Storm 1 and the east pipe of the existing double 5’x2’ box culvert under Timberwood Drive. 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 into Storm 3, Storm 1 and the east pipe of 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 combined with Basin H and captured by the existing 24” flared end section (built by MAVD) that directs flow into Storm System 1 that releases into the existing double 5’x2’ box culvert under Timberwood Drive. 9 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. This basin flows to existing Type R inlets and the 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 from basin OS-1 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 0.67 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. 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. 10 6. STANDARD OPERATING PROCEDURES Pervious Pavers Maintenance Plan Routine Maintenance Table (Summary from Chapter 6 of UDFCD) Required Action Maintenance Objective Frequency of Action Debris Removal, Sweeping, and Vacuuming Remove debris with regular sweeping of the pavement surface, typically performed with a broom sweeper. Removing solids from void spaces will require a vacuum or regenerative air Sweeper. Routine – Sweeping should be performed weekly to monthly depending on the season. Frequency of vacuuming is site specific but recommended twice annually to maintain infiltration rates. Snow Removal Conventional plowing operations should be used for snow removal. Do not use sand or deicing liquids on permeable pavement systems. If sand is accidentally used, use a vacuum sweeper to remove it Non-routine – Performed as needed after winter storm events. Full or Partial Replacement of Pavement or Infill Material Concrete pavers, when installed correctly, should have a long service life. Follow industry guidelines for installation and replacement after underground repairs. If the surface is completely clogged, restoration of infiltration can be achieved by removing the first ½ to 1 inch of soiled aggregate infill material with a vacuum sweeper. Replace with clean aggregate infill material using a push broom. Non-routine – Performed as needed when surface infiltration becomes completely clogged or when individual pavers require a repair. Inspections Inspect to ensure that the facility continues to function as initially intended. Routine – Inspect pavement condition at least annually, either during a rain event or with a garden hose to ensure that water infiltrates into the surface. Systematic measurement of surface infiltration can be 11 Storm Drain Lines Maintenance Plan Routine Maintenance Table Required Action Maintenance Objective Frequency of Action Debris Removal from Inlets and Catch Basins Remove debris and trash from inlets to prevent them from continuing downstream or clogging and reducing the flow capacity of the system. Non-routine – Remove debris as needed after storm events or seasonally such as during the Fall with heavy amounts of leaves and twigs entering the system. Debris Removal from Storm Pipes Ensure the pipe systems function as intended. Reduced capacities in the pipes will cause the system to back up and increase the frequency of surface flooding that could damage property. Non-routine – Pipe cleaning is recommended as needed based on the results of inspections or when the system is no longer able to regularly convey routine storm flows from the site. Inspection Use a video camera to inspect the condition of the storm drain pipes looking for sediment buildup and structural integrity. Clean out pipes as needed. If the integrity of the pipe is compromised, then repair the damaged section(s). Routine – Visually Inspect pipes and inlets at least annually or after major storm events. Every 2-5 years the pipes should be inspected with a video camera. 7. REFERENCES 1. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 3. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 4. Stantec Consulting, Inc., “Final Drainage and Erosion Control Study Harmony Technology Park Site Master Plan”, dated May 19, 2008. A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (10) C (100) tc (10) tc (100) Q(10)tot Q(100)tot Sub-basin REMARKS Point (ac) (min) (min) (cfs) (cfs) a A 0.56 0.73 0.91 8.4 6.2 1.6 4.6 Flow reduced to 1.5 cfs b1 B1 0.48 0.71 0.88 7.8 5.9 1.4 3.9 Flow reduced to 3.2 cfs b2 B2 0.21 0.82 1.00 5.0 5.0 0.8 2.0 b3 B3 0.10 0.80 1.00 5.0 5.0 0.4 1.0 c1 C1 0.08 0.83 1.00 5.0 5.0 0.3 0.8 c2 C2 0.11 0.70 0.87 5.0 5.0 0.4 1.0 d1 D1 0.16 0.86 1.00 5.0 5.0 0.7 1.6 d2 D2 0.09 0.69 0.86 5.0 5.0 0.3 0.8 d3 D3 0.07 0.59 0.74 5.0 5.0 0.2 0.5 d4 D4 0.34 0.85 1.00 5.0 5.0 1.4 3.4 e1 E1 0.57 0.74 0.93 6.6 5.4 1.9 5.1 Flow reduced to 1.6 cfs e2 E2 0.25 0.71 0.89 5.0 5.0 0.9 2.2 Flow reduced to 0.7 cfs f1 F1 0.50 0.80 1.00 6.8 5.0 1.7 5.0 Flow reduced to 1.6 cfs f2 F2 0.33 0.81 1.00 5.0 5.0 1.3 3.3 Flow reduced to 1.4 cfs g1 G1 0.66 0.66 0.83 10.5 8.1 1.6 4.6 g2 G2 0.52 0.57 0.72 9.6 7.5 1.2 3.2 h H 0.69 0.71 0.89 9.0 6.5 1.9 5.5 i I 1.73 0.64 0.80 12.3 11.1 3.9 10.4 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 7.2 5.6 3.3 9.2 Flow reduced to 7.0 cfs l L 1.40 0.61 0.76 13.7 13.7 2.8 7.2 A-H 5.73 0.73 0.91 15.9 15.9 12.9 33.0 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 8 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Harmony Tech PROJECT NO: 1254-045-00 COMPUTATIONS BY: es DATE: 2/25/2016 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 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 6,386 857 3,349 0.73 70 B1 0.48 20,783 0 11,027 5,583 786 3,387 0.71 67 B2 0.21 8,935 0 5,613 0 1,783 1,539 0.82 82 B3 0.10 4,435 0 2,724 0 830 882 0.80 79 C1 0.08 3,388 0 2,233 0 629 526 0.83 84 C2 0.11 4,970 0 2,238 0 1,049 1,683 0.70 65 D1 0.16 7,182 0 5,543 0 774 865 0.86 88 D2 0.09 3,811 0 2,024 0 474 1,313 0.69 65 D3 0.07 3,190 0 1,156 0 518 1,516 0.59 52 D4 0.34 15,000 12,790 0 0 250 1,960 0.85 78 E1 0.57 25,035 0 13,562 6,242 2,029 3,202 0.74 72 E2 0.25 10,674 0 5,881 2,631 394 1,769 0.71 68 F1 0.50 21,882 0 8,942 5,734 6,211 996 0.80 79 F2 0.33 14,471 0 7,386 2,812 3,270 1,002 0.81 81 G1 0.66 28,660 17,599 0 0 106 10,955 0.66 56 G2 0.52 22,752 7,972 0 0 3,395 11,384 0.57 46 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 5.73 249,392 38,361 102,209 29,387 23,460 55,974 0.73 69 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 2-25-16 FC FLOW FDP.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: 2/25/2016 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) a A 0.56 0.73 66 2.0 4.5 195 0.6 0.03 0.8 3.9 8.4 261 11.5 8.4 b1 B1 0.48 0.71 55 2.0 4.3 175 0.6 0.03 0.8 3.5 7.8 230 11.3 7.8 b2 B2 0.21 0.82 12 2.0 1.4 225 0.6 0.016 1.6 2.4 3.8 237 11.3 5.0 b3 B3 0.10 0.80 12 2.0 1.5 167 0.6 0.016 1.6 1.8 3.3 179 11.0 5.0 c1 C1 0.08 0.83 12 2.0 1.4 110 0.7 0.016 1.7 1.1 2.5 122 10.7 5.0 c2 C2 0.11 0.70 12 2.0 2.1 110 0.7 0.016 1.7 1.1 3.2 122 10.7 5.0 d1 D1 0.16 0.86 20 2.0 1.6 105 0.5 0.016 1.4 1.2 2.8 125 10.7 5.0 d2 D2 0.09 0.69 20 2.0 2.7 50 0.5 0.016 1.4 0.6 3.3 70 10.4 5.0 d3 D3 0.07 0.59 20 2.0 3.4 60 0.5 0.016 1.4 0.7 4.1 80 10.4 5.0 d4 D4 0.34 0.85 12 2.0 1.3 150 0.5 0.016 1.4 1.8 3.0 162 10.9 5.0 e1 E1 0.57 0.74 20 2.0 2.4 210 0.6 0.03 0.8 4.2 6.6 230 11.3 6.6 e2 E2 0.25 0.71 25 2.0 2.9 75 0.6 0.03 0.8 1.5 4.4 100 10.6 5.0 f1 F1 0.50 0.80 84 2.0 4.1 135 0.6 0.03 0.8 2.7 6.8 219 11.2 6.8 f2 F2 0.33 0.81 60 2.0 3.3 85 0.6 0.03 0.8 1.7 5.0 145 10.8 5.0 g1 G1 0.66 0.66 60 1.0 6.3 355 0.5 0.016 1.4 4.2 10.5 415 12.3 10.5 g2 G2 0.52 0.57 60 1.0 7.6 170 0.5 0.016 1.4 2.0 9.6 230 11.3 9.6 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 0.03 0.8 7.7 12.9 410 12.3 12.3 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 0.016 1.6 1.0 7.2 155 10.9 7.2 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 5.73 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. 2-25-16 FC FLOW FDP.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: 2/25/2016 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) 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 2-25-16 FC FLOW FDP.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: 2/25/2016 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) a A 0.56 0.73 0.91 66 2.0 2.3 195 0.6 0.03 0.8 3.9 6.2 261 11.5 6.2 b1 B1 0.48 0.71 0.88 55 2.0 2.4 175 0.6 0.03 0.8 3.5 5.9 230 11.3 5.9 b2 B2 0.21 0.82 1.00 12 2.0 0.5 225 0.6 0.016 1.6 2.4 2.9 237 11.3 5.0 b3 B3 0.10 0.80 1.00 12 2.0 0.5 167 0.6 0.016 1.6 1.8 2.3 179 11.0 5.0 c1 C1 0.08 0.83 1.00 12 2.0 0.5 110 0.7 0.016 1.7 1.1 1.6 122 10.7 5.0 c2 C2 0.11 0.70 0.87 12 2.0 1.2 110 0.7 0.016 1.7 1.1 2.3 122 10.7 5.0 d1 D1 0.16 0.86 1.00 20 2.0 0.7 105 0.5 0.016 1.4 1.2 1.9 125 10.7 5.0 d2 D2 0.09 0.69 0.86 20 2.0 1.6 50 0.5 0.016 1.4 0.6 2.2 70 10.4 5.0 d3 D3 0.07 0.59 0.74 20 2.0 2.4 60 0.5 0.016 1.4 0.7 3.1 80 10.4 5.0 d4 D4 0.34 0.85 1.00 12 2.0 0.5 150 0.5 0.016 1.4 1.8 2.3 162 10.9 5.0 e1 E1 0.57 0.74 0.93 20 2.0 1.1 210 0.6 0.03 0.8 4.2 5.4 230 11.3 5.4 e2 E2 0.25 0.71 0.89 25 2.0 1.5 75 0.6 0.03 0.8 1.5 3.0 100 10.6 5.0 f1 F1 0.50 0.80 1.00 84 2.0 1.4 135 0.6 0.03 0.8 2.7 4.1 219 11.2 5.0 f2 F2 0.33 0.81 1.00 60 2.0 1.1 85 0.6 0.03 0.8 1.7 2.9 145 10.8 5.0 g1 G1 0.66 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 g2 G2 0.52 0.57 0.72 60 1.0 5.5 170 0.5 0.016 1.4 2.0 7.5 230 11.3 7.5 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 0.03 0.8 7.7 11.1 410 12.3 11.1 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 0.016 1.6 1.0 5.6 155 10.9 5.6 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 5.73 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 ) L 0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 2-25-16 FC FLOW FDP.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: 2/25/2016 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) a A 0.56 0.73 8.4 2.38 1.0 1.0 b1 B1 0.48 0.71 7.8 2.44 0.8 0.8 b2 B2 0.21 0.82 5.0 2.85 0.5 0.5 b3 B3 0.10 0.80 5.0 2.85 0.2 0.2 c1 C1 0.08 0.83 5.0 2.85 0.2 0.2 c2 C2 0.11 0.70 5.0 2.85 0.2 0.2 d1 D1 0.16 0.86 5.0 2.85 0.4 0.4 d2 D2 0.09 0.69 5.0 2.85 0.2 0.2 d3 D3 0.07 0.59 5.0 2.85 0.1 0.1 d4 D4 0.34 0.85 5.0 2.85 0.8 0.8 e1 E1 0.57 0.74 6.6 2.58 1.1 1.1 e2 E2 0.25 0.71 5.0 2.85 0.5 0.5 f1 F1 0.50 0.80 6.8 2.56 1.0 1.0 f2 F2 0.33 0.81 5.0 2.79 0.8 0.8 g1 G1 0.66 0.66 10.5 2.18 1.0 1.0 g2 G2 0.52 0.57 9.6 2.26 0.7 0.7 h H 0.69 0.71 9.0 2.32 1.1 1.1 i I 1.73 0.64 12.3 2.04 2.3 2.3 j J 1.39 0.63 8.6 2.36 2.1 2.1 k K 1.39 0.56 7.2 2.51 2.0 2.0 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 5.73 0.73 15.9 1.81 7.6 7.6 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 2-25-16 FC FLOW FDP.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: 2/25/2016 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) a A 0.56 0.73 8.4 4.06 1.6 1.6 b1 B1 0.48 0.71 7.8 4.16 1.4 1.4 b2 B2 0.21 0.82 5.0 4.87 0.8 0.8 b3 B3 0.10 0.80 5.0 4.87 0.4 0.4 c1 C1 0.08 0.83 5.0 4.87 0.3 0.3 c2 C2 0.11 0.70 5.0 4.87 0.4 0.4 d1 D1 0.16 0.86 5.0 4.87 0.7 0.7 d2 D2 0.09 0.69 5.0 4.87 0.3 0.3 d3 D3 0.07 0.59 5.0 4.87 0.2 0.2 d4 D4 0.34 0.85 5.0 4.87 1.4 1.4 e1 E1 0.57 0.74 6.6 4.41 1.9 1.9 e2 E2 0.25 0.71 5.0 4.87 0.9 0.9 f1 F1 0.50 0.80 6.8 4.36 1.7 1.7 f2 F2 0.33 0.81 5.0 4.77 1.3 1.3 g1 G1 0.66 0.66 10.5 3.73 1.6 1.6 g2 G2 0.52 0.57 9.6 3.86 1.2 1.2 h H 0.69 0.71 9.0 3.96 1.9 1.9 i I 1.73 0.64 12.3 3.49 3.9 3.9 j J 1.39 0.63 8.6 4.02 3.5 3.5 k K 1.39 0.56 7.2 4.29 3.3 3.3 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 5.73 0.73 15.9 3.10 12.9 12.9 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 2-25-16 FC FLOW FDP.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: 2/25/2016 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) a A 0.56 0.91 6.2 9.18 4.6 4.6 b1 B1 0.48 0.88 5.9 9.33 3.9 3.9 b2 B2 0.21 1.00 5.0 9.95 2.0 2.0 b3 B3 0.10 1.00 5.0 9.95 1.0 1.0 c1 C1 0.08 1.00 5.0 9.95 0.8 0.8 c2 C2 0.11 0.87 5.0 9.95 1.0 1.0 d1 D1 0.16 1.00 5.0 9.95 1.6 1.6 d2 D2 0.09 0.86 5.0 9.95 0.8 0.8 d3 D3 0.07 0.74 5.0 9.95 0.5 0.5 d4 D4 0.34 1.00 5.0 9.95 3.4 3.4 e1 E1 0.57 0.93 5.4 9.58 5.1 5.1 e2 E2 0.25 0.89 5.0 9.95 2.2 2.2 f1 F1 0.50 1.00 5.0 9.95 5.0 5.0 f2 F2 0.33 1.00 5.0 9.95 3.3 3.3 g1 G1 0.66 0.83 8.1 8.41 4.6 4.6 g2 G2 0.52 0.72 7.5 8.63 3.2 3.2 h H 0.69 0.89 6.5 9.06 5.5 5.5 i I 1.73 0.80 11.1 7.44 10.4 10.4 j J 1.39 0.79 6.8 8.92 9.8 9.8 k K 1.39 0.70 5.6 9.48 9.2 9.2 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 5.73 0.91 15.9 6.32 33.0 33.0 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 2-25-16 FC FLOW FDP.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 Conduit FlexTable: Combined Pipe/Node Report Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Slope (Calculat ed) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Diam eter (in) Length Material (Unified) (ft) Stop Node Start Node Label 45.90 4.29 8.01 7.85 0.002 11.35 11.22 11.68 11.55 Concret e P4 MH3 MH2 64.9 24.0 13.80 4.39 8.18 8.01 0.002 11.94 11.68 12.24 11.98 Concret e P13 MH7 MH3 68.2 18.0 6.30 3.57 8.54 8.01 0.003 12.45 11.68 12.64 11.88 Concret e P17 MH8 MH3 211.8 25.80 2.41 8.24 8.01 0.003 11.74 11.68 11.85 11.79 Concret e P5 MH4 MH3 89.7 30.0 23.50 4.79 8.42 8.24 0.003 12.08 11.85 12.43 12.20 Concret e P6 MH5 MH4 70.1 Conduit FlexTable: Combined Pipe/Node Report Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Slope (Calculat ed) (ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Flow (cfs) Diam eter (in) Length Material (Unified) (ft) Stop Node Start Node Label 24.0 12.00 3.82 8.18 8.21 -0.003 12.27 12.24 12.49 12.46 Concret e P14 MH7 J, K 10.0 15.0 3.40 2.77 8.54 8.75 -0.003 12.79 12.56 12.91 12.68 Concret e P21 MH8 D4 82.5 18.0 2.90 1.64 8.54 8.62 -0.003 12.59 12.56 12.63 12.61 Concret e P18 MH8 D3 30.3 18.0 2.40 1.36 8.62 8.69 -0.002 12.64 12.62 12.66 12.65 Concret e P19 D3 D2 28.3 18.0 1.60 0.91 8.69 8.74 -0.002 12.66 12.65 12.67 12.67 Concret e P20 D2 D1 22.0 FlexTable: Conduit Table Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Velocity (ft/s) Capacity (Full Flow) (cfs) Flow (cfs) Manning's n Diam eter (in) Section Type Slope (Calcula ted) (ft/ft) Length (Unified) (ft) Invert (Stop) (ft) Stop Node Invert (Start) (ft) Label Start Node P4 MH3 8.01 MH2 7.85 64.9 0.002 Ellipse 0.013 45.90 50.59 4.29 11.35 11.22 P13 MH7 8.18 MH3 8.01 68.2 0.002 Circle 24.0 0.013 13.80 11.29 4.39 11.94 11.68 P17 MH8 8.54 MH3 8.01 211.8 0.003 Circle 18.0 0.013 6.30 5.25 3.57 12.45 11.68 P5 MH4 8.24 MH3 8.01 89.7 0.003 Ellipse 0.013 25.80 51.60 2.41 11.74 11.68 P6 MH5 8.42 MH4 8.24 70.1 0.003 Circle 30.0 0.013 23.50 20.78 4.79 12.08 11.85 P7 MH6 8.78 MH5 8.42 145.2 0.002 Circle 30.0 0.013 20.50 20.42 4.18 12.80 12.43 P8 G1, G2, H, L 8.94 MH6 8.78 21.0 0.008 Circle 30.0 0.013 20.50 35.78 4.18 12.99 12.93 P2 MH1 7.50 I 7.16 138.7 0.002 Ellipse 0.013 53.60 50.46 5.91 10.06 9.74 P3 MH2 7.85 MH1 7.50 141.4 0.002 Ellipse 0.013 53.60 50.71 5.02 10.76 10.37 P10 B2 8.01 MH2 7.97 14.7 0.003 Circle 18.0 0.013 6.70 5.49 3.79 11.28 11.22 P1 I 7.16 O-1 6.71 110.0 0.004 Box 0.013 60.60 58.42 6.06 9.28 8.80 P9 MH2 7.99 B3 8.03 14.6 -0.003 Circle 18.0 0.013 1.00 5.49 0.57 11.22 11.22 P11 B2 8.01 B1 8.06 20.3 -0.002 Circle 18.0 0.013 4.70 5.21 2.66 11.45 11.41 P12 B1 8.06 A 8.22 67.4 -0.002 Circle 15.0 0.013 1.50 3.15 1.22 11.55 11.52 P16 MH7 8.18 C2 8.22 14.2 -0.003 Circle 18.0 0.013 1.00 5.58 0.57 12.24 12.24 P15 MH7 8.18 C1 8.22 14.2 -0.003 Circle 18.0 0.013 0.80 5.58 0.45 12.24 12.24 P14 MH7 8.18 J, K 8.21 10.0 -0.003 Circle 24.0 0.013 12.00 12.38 3.82 12.27 12.24 P21 MH8 8.54 D4 8.75 82.5 -0.003 Circle 15.0 0.013 3.40 3.26 2.77 12.79 12.56 P18 MH8 8.54 D3 8.62 30.3 -0.003 Circle 18.0 0.013 2.90 5.40 1.64 12.59 12.56 P19 D3 8.62 D2 8.69 28.3 -0.002 Circle 18.0 0.013 2.40 5.22 1.36 12.64 12.62 FlexTable: Catch Basin Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Hydraulic Grade Line (In) (ft) Flow (Additional Carryover) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) ID Label 1 B2 12.91 13.41 8.01 2.00 11.41 11.28 11.52 11.50 10.80 13.80 8.94 20.50 12.99 12.99 13.26 13.26 G1, G2, H, L 2 11 I 13.80 13.80 7.16 0.00 9.74 9.28 10.24 9.85 141 B1 12.81 13.31 8.06 3.20 11.52 11.45 11.54 11.56 142 A 12.64 13.14 8.22 1.50 11.55 11.55 11.58 11.58 143 B3 12.91 13.41 8.03 1.00 11.22 11.22 11.22 11.22 148 C2 12.91 13.41 8.22 1.00 12.24 12.24 12.24 12.24 149 C1 12.91 13.41 8.22 0.80 12.24 12.24 12.24 12.24 150 J, K 12.91 12.91 8.21 12.00 12.27 12.27 12.49 12.49 155 D4 14.35 14.35 8.75 3.40 12.79 12.79 12.91 12.91 156 D3 12.74 13.24 8.62 0.50 12.62 12.59 12.65 12.63 157 D2 12.74 13.24 8.69 0.80 12.65 12.64 12.67 12.66 158 D1 13.06 13.56 8.74 1.60 12.66 12.66 12.67 12.67 164 F1 12.90 12.90 8.58 1.60 12.44 12.44 12.45 12.45 165 F2 12.92 12.92 8.57 1.40 12.44 12.44 12.45 12.45 166 E1 12.77 12.77 9.43 1.60 11.85 11.85 11.87 11.87 167 E2 12.73 12.73 9.40 0.70 11.85 11.85 11.85 11.85 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Manhole Table Energy Grade Line (Out) (ft) Energy Grade Line (In) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Flow (Total Out) (cfs) Elevation (Invert) (ft) Bolted Cover? Elevation (Rim) (ft) Elevation (Ground) (ft) Label MH3 13.81 13.81 False 8.01 45.90 11.35 11.68 11.79 11.68 MH1 14.21 14.21 False 7.50 53.60 10.06 10.37 10.82 10.57 MH5 13.63 13.63 False 8.42 23.50 12.08 12.43 12.45 12.43 MH4 13.26 13.26 False 8.24 25.80 11.74 11.85 11.85 11.85 MH2 13.31 13.31 False 7.85 53.60 10.76 11.22 11.22 11.22 MH7 13.31 13.31 False 8.18 13.80 11.94 12.24 12.46 12.24 MH8 13.81 13.81 False 8.54 6.30 12.45 12.56 12.61 12.64 MH6 14.33 14.33 False 8.78 20.50 12.80 12.93 13.20 13.07 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] FlexTable: Outfall Table Energy Grade Line (ft) Flow (Total Out) (cfs) Hydraulic Grade (ft) Elevation (User Defined Tailwater) (ft) Elevation (Invert) (ft) Set Rim to Ground Elevation? Elevation (Ground) (ft) Label O-1 9.22 True 6.71 8.80 8.80 60.60 8.80 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - 0-1 TO G1,G2,H,L (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - B3 TO A (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - C2 TO C1 (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - D4 TO MH8 (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - E1 TO E2 (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - F1 TO F2 (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J,K TO D1 (3-1-16 FDP MAIN REDUCED.stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 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 E1 Paver Area 6241.52 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 1872 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 25034.54 sf Developed flow = QD = CIA C (100) = 0.93 Vol. In = Vi = T C I A = T QD Developed C A = 23282 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.6 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 5.3 1595 432 1163 6 9.31 5.0 1791 518 1273 7 8.80 4.7 1975 605 1371 8 8.38 4.5 2150 691 1459 9 8.03 4.3 2318 778 1540 10 7.72 4.1 2476 864 1612 11 7.42 4.0 2617 950 1667 12 7.16 3.8 2755 1037 1719 13 6.92 3.7 2885 1123 1762 14 6.71 3.6 3013 1210 1803 15 6.52 3.5 3136 1296 1840 16 6.30 3.4 3233 1382 1850 17 6.10 3.3 3326 1469 1857 18 5.92 3.2 3417 1555 1862 19 5.75 3.1 3504 1642 1862 20 5.60 3.0 3592 1728 1864 21 5.46 2.9 3677 1814 1863 22 5.32 2.8 3753 1901 1853 23 5.20 2.8 3835 1987 1848 24 5.09 2.7 3918 2074 1844 25 4.98 2.7 3993 2160 1833 26 4.87 2.6 4061 2246 1814 27 4.78 2.6 4139 2333 1806 28 4.69 2.5 4211 2419 1792 29 4.60 2.5 4278 2506 1772 30 4.52 2.4 4349 2592 1757 Storage Volume for Design Flow:1864 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP E1 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin E2 Paver Area 2630.69 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 789 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 10674.33 sf Developed flow = QD = CIA C (100) = 0.89 Vol. In = Vi = T C I A = T QD Developed C A = 9500 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.7 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 2.2 651 189 462 6 9.31 2.0 731 227 504 7 8.80 1.9 806 265 541 8 8.38 1.8 877 302 575 9 8.03 1.8 946 340 605 10 7.72 1.7 1010 378 632 11 7.42 1.6 1068 416 652 12 7.16 1.6 1124 454 671 13 6.92 1.5 1177 491 686 14 6.71 1.5 1229 529 700 15 6.52 1.4 1280 567 713 16 6.30 1.4 1319 605 714 17 6.10 1.3 1357 643 714 18 5.92 1.3 1394 680 714 19 5.75 1.3 1430 718 711 20 5.60 1.2 1466 756 710 21 5.46 1.2 1500 794 707 22 5.32 1.2 1532 832 700 23 5.20 1.1 1565 869 696 24 5.09 1.1 1599 907 691 25 4.98 1.1 1629 945 684 26 4.87 1.1 1657 983 674 27 4.78 1.0 1689 1021 668 28 4.69 1.0 1718 1058 660 29 4.60 1.0 1746 1096 649 30 4.52 1.0 1774 1134 640 Storage Volume for Design Flow:714 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP E2 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin F1 Paver Area 5733.86 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 1720 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 21882.16 sf Developed flow = QD = CIA C (100) = 1.00 Vol. In = Vi = T C I A = T QD Developed C A = 21882 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.6 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 5.0 1500 432 1068 6 9.31 4.7 1684 518 1165 7 8.80 4.4 1857 605 1252 8 8.38 4.2 2021 691 1329 9 8.03 4.0 2178 778 1401 10 7.72 3.9 2327 864 1463 11 7.42 3.7 2460 950 1510 12 7.16 3.6 2590 1037 1553 13 6.92 3.5 2711 1123 1588 14 6.71 3.4 2831 1210 1622 15 6.52 3.3 2948 1296 1652 16 6.30 3.2 3038 1382 1656 17 6.10 3.1 3126 1469 1657 18 5.92 3.0 3212 1555 1657 19 5.75 2.9 3293 1642 1651 20 5.60 2.8 3376 1728 1648 21 5.46 2.7 3456 1814 1642 22 5.32 2.7 3528 1901 1627 23 5.20 2.6 3605 1987 1618 24 5.09 2.6 3682 2074 1608 25 4.98 2.5 3753 2160 1593 26 4.87 2.4 3816 2246 1570 27 4.78 2.4 3890 2333 1557 28 4.69 2.4 3958 2419 1539 29 4.60 2.3 4021 2506 1515 30 4.52 2.3 4087 2592 1495 Storage Volume for Design Flow:1657 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP F1 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HTP 6 Basin F2 Paver Area 2812.39 ft PROJECT NO: 1254-045-00 Void Depth 1 ft COMPUTATIONS BY: MPO 30% Void 844 cf DATE: 11/19/2015 Equations: Area trib. to pavers = 14470.59 sf Developed flow = QD = CIA C (100) = 1.00 Vol. In = Vi = T C I A = T QD Developed C A = 14471 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.4 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 3.3 992 378 614 6 9.31 3.1 1113 454 660 7 8.80 2.9 1228 529 699 8 8.38 2.8 1336 605 731 9 8.03 2.7 1440 680 760 10 7.72 2.6 1539 756 783 11 7.42 2.5 1627 832 795 12 7.16 2.4 1713 907 805 13 6.92 2.3 1793 983 810 14 6.71 2.2 1872 1058 814 15 6.52 2.2 1949 1134 815 16 6.30 2.1 2009 1210 800 17 6.10 2.0 2067 1285 782 18 5.92 2.0 2124 1361 763 19 5.75 1.9 2178 1436 741 20 5.60 1.9 2232 1512 720 21 5.46 1.8 2285 1588 698 22 5.32 1.8 2333 1663 670 23 5.20 1.7 2384 1739 645 24 5.09 1.7 2435 1814 620 25 4.98 1.7 2482 1890 592 26 4.87 1.6 2524 1966 558 27 4.78 1.6 2572 2041 531 28 4.69 1.6 2617 2117 501 29 4.60 1.5 2659 2192 467 30 4.52 1.5 2703 2268 435 Storage Volume for Design Flow:815 ft3 1-12-16 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP F2 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 164,030 acre/sq. ft. Required Minimum Impervious Area to be Treated 82,015 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN A) 6,386 acre/sq. ft. Pavement area for Paver Section #1 (up to 3:1 is permited) 13,588 acre/sq. ft. 2.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 20,831 acre/sq. ft. 3.3 Area of Paver Section #2 (BASIN B1) 5,583 acre/sq. ft. Pavement area for Paver Section #2 (up to 3:1 is permited) 11,027 acre/sq. ft. 2.0 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 17,396 acre/sq. ft. 3.1 Area of Paver Section #3 (BASIN E2) 2,631 acre/sq. ft. Pavement area for Paver Section #3 (up to 3:1 is permited) 5,881 acre/sq. ft. 2.2 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 8,906 acre/sq. ft. 3.4 Area of Paver Section #4 (BASIN E1) 6,242 acre/sq. ft. Pavement area for Paver Section #4 (up to 3:1 is permited) 13,562 acre/sq. ft. 2.2 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 21,833 acre/sq. ft. 3.5 Area of Paver Section #5 (BASIN F2) 2,812 acre/sq. ft. Pavement area for Paver Section #5 (up to 3:1 is permited) 7,386 acre/sq. ft. 2.6 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 13,468 acre/sq. ft. 4.8 Area of Paver Section #6 (BASIN F1) 5,734 acre/sq. ft. Pavement area for Paver Section #6 (up to 3:1 is permited) 8,942 acre/sq. ft. 1.6 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 20,887 acre/sq. ft. 3.6 Total Impervious Area Treated 103,321 acre/sq. ft. Actual % On-Site Treated by LID 63 % New Pavement Area 102,209 acre/sq. ft. Required Minimum Area of Porous Pavement 25,552 acre/sq. ft. Area of Paver Section #1 6,386 acre/sq. ft. Area of Paver Section #2 5,583 acre/sq. ft. Area of Paver Section #3 2,631 acre/sq. ft. Area of Paver Section #4 6,242 acre/sq. ft. Area of Paver Section #5 2,812 acre/sq. ft. Area of Paver Section #6 5,734 acre/sq. ft. Total Porous Pavement Area 29,388 acre/sq. ft. Actual % of Porous Pavement Provided 29 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table New Impervious Area 164,030 acre/sq. ft. Required Minimum Impervious Area to be Treated 82,015 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN A) 6,386 acre/sq. ft. Pavement area for Paver Section #1 (up to 3:1 is permited) 13,588 acre/sq. ft. 2.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 20,831 acre/sq. ft. 3.3 Area of Paver Section #2 (BASIN B1) 5,583 acre/sq. ft. Pavement area for Paver Section #2 (up to 3:1 is permited) 11,027 acre/sq. ft. 2.0 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 17,396 acre/sq. ft. 3.1 Area of Paver Section #3 (BASIN E2) 2,631 acre/sq. ft. Pavement area for Paver Section #3 (up to 3:1 is permited) 5,881 acre/sq. ft. 2.2 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 8,906 acre/sq. ft. 3.4 Area of Paver Section #4 (BASIN E1) 6,242 acre/sq. ft. Pavement area for Paver Section #4 (up to 3:1 is permited) 13,562 acre/sq. ft. 2.2 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 21,833 acre/sq. ft. 3.5 Area of Paver Section #5 (BASIN F2) 2,812 acre/sq. ft. Pavement area for Paver Section #5 (up to 3:1 is permited) 7,386 acre/sq. ft. 2.6 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 13,468 acre/sq. ft. 4.8 Area of Paver Section #6 (BASIN F1) 5,734 acre/sq. ft. Pavement area for Paver Section #6 (up to 3:1 is permited) 8,942 acre/sq. ft. 1.6 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 20,887 acre/sq. ft. 3.6 Total Impervious Area Treated 103,321 acre/sq. ft. Actual % On-Site Treated by LID 63 % New Pavement Area 102,209 acre/sq. ft. Required Minimum Area of Porous Pavement 25,552 acre/sq. ft. Area of Paver Section #1 6,386 acre/sq. ft. Area of Paver Section #2 5,583 acre/sq. ft. Area of Paver Section #3 2,631 acre/sq. ft. Area of Paver Section #4 6,242 acre/sq. ft. Area of Paver Section #5 2,812 acre/sq. ft. Area of Paver Section #6 5,734 acre/sq. ft. Total Porous Pavement Area 29,388 acre/sq. ft. Actual % of Porous Pavement Provided 29 % 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 P20 D2 8.69 D1 8.74 22.0 -0.002 Circle 18.0 0.013 1.60 5.01 0.91 12.66 12.65 P24 MH5 8.50 F2 8.57 27.4 -0.003 Circle 18.0 0.013 1.40 5.31 0.79 12.44 12.43 P25 MH5 8.52 F1 8.58 25.8 -0.002 Circle 18.0 0.013 1.60 5.06 0.91 12.44 12.43 P22 MH4 9.33 E2 9.40 28.5 -0.002 Circle 18.0 0.013 0.70 5.21 0.40 11.85 11.85 P23 MH4 9.36 E1 9.43 27.8 -0.003 Circle 18.0 0.013 1.60 5.27 0.91 11.85 11.85 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 18.0 1.40 0.79 8.50 8.57 -0.003 12.44 12.43 12.45 12.44 Concret e P24 MH5 F2 27.4 18.0 1.60 0.91 8.52 8.58 -0.002 12.44 12.43 12.45 12.45 Concret e P25 MH5 F1 25.8 18.0 0.70 0.40 9.33 9.40 -0.002 11.85 11.85 11.85 11.85 Concret e P22 MH4 E2 28.5 18.0 1.60 0.91 9.36 9.43 -0.003 11.85 11.85 11.87 11.86 Concret e P23 MH4 E1 27.8 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 30.0 20.50 4.18 8.78 8.42 0.002 12.80 12.43 13.07 12.71 Concret e P7 MH6 MH5 145.2 30.0 20.50 4.18 8.94 8.78 0.008 12.99 12.93 13.26 13.20 Concret e MH6 21.0 G1, G2, H, L P8 53.60 5.91 7.50 7.16 0.002 10.06 9.74 10.57 10.24 Concret e P2 MH1 I 138.7 53.60 5.02 7.85 7.50 0.002 10.76 10.37 11.22 10.82 Concret e P3 MH2 MH1 141.4 18.0 6.70 3.79 8.01 7.97 0.003 11.28 11.22 11.50 11.44 Concret e P10 B2 MH2 14.7 60.60 6.06 7.16 6.71 0.004 9.28 8.80 9.85 9.37 Concret e P1 I O-1 110.0 18.0 1.00 0.57 7.99 8.03 -0.003 11.22 11.22 11.22 11.22 Concret e P9 MH2 B3 14.6 18.0 4.70 2.66 8.01 8.06 -0.002 11.45 11.41 11.56 11.52 Concret e P11 B2 B1 20.3 15.0 1.50 1.22 8.06 8.22 -0.002 11.55 11.52 11.58 11.54 Concret e P12 B1 A 67.4 18.0 1.00 0.57 8.18 8.22 -0.003 12.24 12.24 12.24 12.24 Concret e P16 MH7 C2 14.2 18.0 0.80 0.45 8.18 8.22 -0.003 12.24 12.24 12.24 12.24 Concret e P15 MH7 C1 14.2 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 3/8/2016 Bentley StormCAD V8i (SELECTseries 3) 3-1-16 FDP MAIN REDUCED.stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] ♥ ❦ ♠ 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 ✠ ✠ ✆ ☛ ✂ ✆ ✄ ❝ ✑ ✡ ✏ ✗ ☛ ✂ ✍ ✝ ✌ ✎ ✍ ✌ ✠ ✌ ✆ ✍ ✝ ✠ ✂ ✞ ✓ ✄ ☛ ✌ ✍ ☛ ✝ ✤ ✆ ✒ ✍ ✡ ✚ ✌ ☛ ✂ ☛ ✒ ✑ ✕ ☞ ☛ ☛ ✆ ✑ ✂ ✔ ✚ ✑ ☛ ✝ ✆ ✎ ✟ ✝ ✂ ✎ ✑ ✒ ✞ ☛ ✏ ✑ ✟ ✄ ✝ ☛ ✂ ✍ ✆ ✝ ✌ ☛ ☛ ✡ ✂ ✝ ✂ ✑ ✞ ✓ ☛ ✑ ☛ ✗ ☛ ✆ ✝ ✣ ✍ ✩ ✒ ✷ ❇ ✔ ✘ ✞ ❑ ✑ ✔ ✂ ✂ ✕ ✝ ☛ ✌ ✑ ✆ ✌ ✞ ✥ ✎ ✆ ✍ ✡ ☞ ✂ ✣ ✆ ✎ ☛ ✩ ✟ ✂ ✍ ✎ ✍ ✥ ✎ ✄ ✟ ✍ ✞ ✔ ☛ ✄ ☛ ✆ ✞ ☛ ✂ ✌ ✓ ✂ ✍ ✝ ✝ ✍ ☎ ✞ ☛ ✠ ✆ ☛ ✞ ✟ ✂ ✣ ✂ ✂ ✑ ✆ ✎ ✝ ✎ ✂ ✝ ☛ ✍ ✎ ✆ ✞ ✟ ✍ ✎ ☎ ✄ ✝ ✞ ✄ ✆ ✂ ✔ ☛ ☛ ☎ ☛ ✡ ✂ ✎ ✓ ✆ ✑ ✂ ✂ ✏ ☛ ✌ ✎ ✞ ✂ ✦ ✂ ✌ ✂ ✡ ✎ ✑ ✺ ✎ ☛ ✍ ✌ ☛ ✆ ✂ ✍ ✆ ✝ ✜ ✝ ✒ ✂ ✌ ✞ ✑ ✞ ✎ ✂ ☛ ✏ ✎ ✠ ✝ ✕ ✠ ✍ ✏ ✝ ✌ ✟ ✂ ✞ ✌ ✔ ✝ ✎ ✆ ✂ ✞ ☛ ✗ ✞ ☞ ✍ ✆ ☛ ☛ ✷ ✝ ✧ ✓ ✍ ✡ ✟ ✑ ☛ ☎ ☛ ☛ ✞ ✝ ✌ ✍ ✆ ✞ ✂ ✠ ✌ ✝ ✂ ✝ ✂ ✏ ✂ ✆ ✝ ✔ ✎ ✟ ✎ ✑ ✍ ✂ ✞ ✏ ✑ ✌ ☛ ✕ ☛ ✞ ✂ ✌ ✑ ✑ ✟ ✂ ✆ ☎ ✍ ✝ ☛ ✂ ✟ ☛ ✎ ✍ ☛ ✑ ☛ ☞ ✍ ✆ ✄ ✍ ❇ ✆ ✗ ✎ ☛ ❑ ✖ ✂ ☞ ✷ ✑ ❜ ✌ ✌ ✑ ✌ ✖ ✍ ✂ ☛ ✝ ✎ ✌ ✠ ✑ ✂ ✝ ✏ ✆ ☛ ✂ ✌ ☛ ✔ ✌ ✆ ✟ ✌ ✠ ✎ ✠ ✎ ✞ ✌ ✏ ✞ ✍ ✡ ✌ ☞ ✡ ☛ ✝ ✍ ✡ ✙ ✞ ✎ ✝ ✝ ✟ ✆ ✖ ✆ ☛ ☛ ✂ ✂ ✌ ✓ ☛ ✝ ✑ ✖ ✞ ☛ ✡ ☛ ✝ ✟ ✞ ✌ ✠ ✂ ✤ ✝ ✂ ✞ ✂ ✆ ✽ ✡ ✔ ✟ ✑ ☛ ✍ ✝ ✎ ✌ ✌ ✞ ☛ ✏ ✝ ✓ ✎ ✞ ✓ ☛ ✎ ✍ ✌ ☛ ✤ ✟ ✒ ✍ ✌ ✟ ✔ ☛ ✎ ✞ ☎ ✍ ✔ ✍ ☞ ☛ ✍ ✤ ☛ ✧ ✍ ✝ ✁ ✌ ✎ ✞ ☎ ✞ ✍ ✖ ✒ ✌ ✝ ✥ ✘ ✘ ✠ ✚ ✗ ✷ ☞ ✍ ✑ ✎ ☛ ✖ ✌ ✂ ✑ ✖ ✝ ✝ ✍ ✠ ✡ ✝ ✂ ✔ ✝ ✆ ✎ ✂ ✏ ✑ ✎ ☛ ✟ ✤ ✟ ✽ ☎ ✍ ✌ ✍ ✛ ✝ ✞ ✎ ✒ ✍ ✚ ❝ ✎ ✂ ✞ ✎ ✍ ✂ ✄ ✑ ☛ ✤ ✚ ✌ ✕ ✓ ☛ ✑ ✍ ✝ ✌ ✟ ✒ ✑ ☛ ✚ ✝ ✆ ✎ ✞ ✂ ✑ ✟ ☛ ☛ ☛ ▲ ❑ ✓ ☛ ❑ ✍ ✘ ✔ ✔ ☛ ✎ ✌ ✞ ✍ ☛ ✆ ✑ ✂ ✎ ☎ ✍ ✞ ✄ ✡ ✍ ✝ ☛ ✞ ✡ ✂ ✣ ✑ ▲ ☛ ❑ ❑ ✟ ✝ ✥ ✂ ✔ ✔ ☛ ✎ ✌ ✏ ✍ ✆ ✦ ✣ ✎ ✎ ✍ ✍ ✂ ✎ ✜ ✞ ✎ ☛ ✠ ✠ ✂ ✝ ✑ ✞ ✌ ✆ ✂ ✗ ✑ ✷ ✌ ✆ ✑ ✝ ✌ ✆ ✎ ✝ ✞ ✆ ☛ ✂ ✑ ☞ ☛ ☛ ✍ ✆ ✟ ✂ ✎ ☛ ✞ ✍ ✄ ✂ ☞ ✂ ✍ ✑ ✎ ✌ ✖ ✂ ✌ ✖ ✑ ✌ ✝ ✠ ✆ ✝ ✂ ✔ ✌ accomplished using ASTM C1701 Standard Test Method for Infiltration Rate of In Place Pervious Concrete