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LOT 2, HARMONY COMMONS - FDP - FDP170018 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
FINAL DRAINAGE REPORT Harmony Commons Second Filing Lot 2 Prepared for: Brinkman Development 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 June 13, 2017 Job Number 1254-045-01 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 ...................................................... 4 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 .................................................................................................................... 8 5.1 Compliance with Standards .......................................................................................... 8 5.2 Drainage Concept ........................................................................................................... 8 6. REFERENCES ...................................................................................................................... 9 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS .............................................................................................. C WATER QUALITY AND LID INFORMATION .................................................................... D EXCERPTS FROM REFERENCE REPORTS......................................................................... E 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Harmony Commons Second Filing – Lot 2 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. Lot 3 of Harmony Commons bounds the property on the east, E. Harmony Road and Outlot A on the north, Harmony Commons Second Filing – Lot 1 on the west and Lot 6 of Harmony Commons on the south. 1.2 Description of Property The property consists of about 0.96 acres of land and will consist of a new building, new parking and drive aisles. The site generally slopes in an easterly direction at approximately 0.5% to 1.0%. The land is currently vacant. 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. The area was also designed with a drainage report by Interwest Consulting Group, Inc. and titled “Final Drainage Report Harmony Commons Subdivision”, dated March 11, 2016 and approved by the City on May 16, 2016. 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. 3 Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Runoff from the parking lot 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. 4 3.3 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department and the approved Harmony Technology and Harmony Commons drainage plans. 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 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 41,767 sf of new impervious area. Using the porous paver LID technique, 30,930 sf of new impervious area (74%) 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 27,757 sf of new pavement area. This project will incorporate 12,324 sf of porous pavers which is 44% 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. 5 Water quality capture volume and detention has been provided for in the downstream regional detention and water quality pond 301. 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 spreadsheets 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 There are no Modifications of Criteria for this development. 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. 4.2 Specific Details A summary of the drainage patterns within each basin is provided in the following paragraphs. Lot 1 of Harmony Commons Second Filing is included in this analysis. This area will be developed in the future. Please refer to Appendix A for the drainage plan. 6 PROPOSED DEVELOPMENT (LOT 2) Basins K1, K2 and K3 are 0.42, 0.37, and 0.40 acres, respectively. They contain the parking lot, drive aisle and building on Lot 2. Basin K1 is calculated to have a 10-year discharge of 1.3 cfs and a 100-year discharge of 3.5 cfs. K1 contains the southern portion of the parking lot and drive aisle. Flows from Basin K1 are captured by a porous paver system where the 100-year flow will be detained and reduced to 0.4 cfs. Basin K2 is calculated to have a 10-year discharge of 1.3 cfs and a 100-year discharge of 3.4 cfs. Flows from Basin K2 are captured by a porous paver system where the 100-year flow will be detained and reduced to 0.9 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 K3 is calculated to have a 10-year discharge of 1.0 cfs and a 100-year discharge of 2.7 cfs. This basin contains the building of Lot2. Flows from the building roof 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. The weighted average C value of the site is 0.70 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. 7 FUTURE DEVELOPMENT (LOT 1) The final design of the future development will occur when this project submits a PDP/FDP. Basin J1 and J2 are 0.92 and 0.65 acres, respectively and contain Lot 1’s parking lot and building. Basin J1 is calculated to have a 10-year discharge of 2.6 cfs and a 100-year discharge of 7.1 cfs. Flows from Basin J1 will be captured by the porous paver system where the 100- year flow will be detained and reduced to 1.6 cfs. An underdrain system will release this flow into the proposed storm system of Lot 2 that will release into the existing double 5’x2’ box culvert under Timberwood Drive. Basin J2 is calculated to have a 10-year discharge of 1.7 cfs and a 100-year discharge of 4.5 cfs. Flows from the building roof 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 C2 was adjusted from the original area of the Harmony Commons drainage study. The area is 0.26 acres and is calculated to have a 10-year discharge of 1.0 cfs and a 100- year discharge of 2.6 cfs. Flow from this basin is captured by the existing 5’ Type R sump inlet in the drive aisle at design point c2. This inlet directs flow to the existing storm system that releases to the existing double 5’x2’ box culvert under Timberwood Drive. 8 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. 9 6. REFERENCES 1. Interwest Consulting Group, “Final Drainage Report Harmony Commons Subdivision”, dated March 11, 2016. 2. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 3. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 4. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 5. 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) C2 C2 0.26 0.80 1.00 5.3 5.0 1.0 2.6 EX 5' TYPE R SUMP INLET J1 J1 0.92 0.66 0.82 6.9 5.9 2.6 7.1 FUTURE LID J2 J2 0.65 0.58 0.73 6.6 5.7 1.7 4.5 FUTURE K1 K1 0.42 0.67 0.83 6.1 5.0 1.3 3.5 POROUS PAVERS K2 K2 0.37 0.76 0.95 6.3 5.0 1.3 3.4 POROUS PAVERS K3 K3 0.40 0.67 0.84 11.1 8.6 1.0 2.7 ROOF STORM SYSTEM Page 1 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) C2 0.26 11,301 0 6,991 0 2,016 2,294 0.80 79 I 1.47 64,152 15,656 17,447 10,162 7,427 13,460 0.72 67 J1 0.92 40,086 0 19,573 12,287 0 8,226 0.66 61 J2 0.65 28,464 12,871 0 0 1,674 13,920 0.58 46 K1 0.42 18,415 0 8,403 7,675 0 2,337 0.67 62 K2 0.37 16,137 0 7,030 4,649 3,173 1,285 0.76 74 K3 0.40 17,336 8,956 0 0 1,881 6,498 0.67 57 TOTAL K 1.19 51,888 8,956 15,433 12,325 5,054 10,120 0.70 64 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 1-20-17 FC FLOW PDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) c2 C2 0.26 0.80 12 2.0 1.6 375 0.7 0.016 1.7 3.7 5.3 387 12.2 5.3 i I 1.47 0.72 60 2.0 4.4 350 0.5 0.03 0.8 7.7 12.1 410 12.3 12.1 j1 J1 0.92 0.66 20 2.0 2.9 200 0.6 0.03 0.8 4.0 6.9 220 11.2 6.9 j2 J2 0.65 0.58 20 2.0 3.4 160 0.6 0.03 0.8 3.2 6.6 180 11.0 6.6 k1 K1 0.42 0.67 20 2.0 2.9 160 0.6 0.03 0.8 3.2 6.1 180 11.0 6.1 k2 K2 0.37 0.76 20 2.0 2.3 200 0.6 0.03 0.8 4.0 6.3 220 11.2 6.3 k3 K3 0.40 0.67 60 1.0 6.2 170 0.3 0.03 0.6 4.8 11.1 230 11.3 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 1-20-17 FC FLOW PDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) c2 C2 0.26 0.80 1.00 12 2.0 0.5 375 0.7 0.016 1.7 3.7 4.2 387 12.2 5.0 i I 1.47 0.72 0.90 60 2.0 2.3 350 0.5 0.03 0.8 7.7 10.0 410 12.3 10.0 j1 J1 0.92 0.66 0.82 20 2.0 1.8 200 0.6 0.03 0.8 4.0 5.9 220 11.2 5.9 j2 J2 0.65 0.58 0.73 20 2.0 2.5 160 0.6 0.03 0.8 3.2 5.7 180 11.0 5.7 k1 K1 0.42 0.67 0.83 20 2.0 1.8 160 0.6 0.03 0.8 3.2 5.0 180 11.0 5.0 k2 K2 0.37 0.76 0.95 20 2.0 1.0 200 0.6 0.03 0.8 4.0 5.0 220 11.2 5.0 k3 K3 0.40 0.67 0.84 60 1.0 3.8 170 0.3 0.03 0.6 4.8 8.6 230 11.3 8.6 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 1-20-17 FC FLOW PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) c2 C2 0.26 0.80 5.3 2.76 0.6 0.6 i I 1.47 0.72 12.1 2.06 2.2 2.2 j1 J1 0.92 0.66 6.9 2.54 1.5 1.5 j2 J2 0.65 0.58 6.6 2.58 1.0 1.0 k1 K1 0.42 0.67 6.1 2.65 0.7 0.7 k2 K2 0.37 0.76 6.3 2.62 0.7 0.7 k3 K3 0.40 0.67 11.1 2.14 0.6 0.6 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 1-20-17 FC FLOW PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) c2 C2 0.26 0.80 5.3 4.71 1.0 1.0 i I 1.47 0.72 12.1 3.52 3.7 3.7 j1 J1 0.92 0.66 6.9 4.34 2.6 2.6 j2 J2 0.65 0.58 6.6 4.40 1.7 1.7 k1 K1 0.42 0.67 6.1 4.52 1.3 1.3 k2 K2 0.37 0.76 6.3 4.48 1.3 1.3 k3 K3 0.40 0.67 11.1 3.65 1.0 1.0 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 1-20-17 FC FLOW PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Lot 2 - Harmony Commons Subdivision PROJECT NO: 1254-045-01 COMPUTATIONS BY: es DATE: 1/20/2017 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) c2 C2 0.26 1.00 5.0 9.95 2.6 2.6 i I 1.47 0.90 10.0 7.77 10.3 10.3 j1 J1 0.92 0.82 5.9 9.35 7.1 7.1 j2 J2 0.65 0.73 5.7 9.43 4.5 4.5 k1 K1 0.42 0.83 5.0 9.95 3.5 3.5 k2 K2 0.37 0.95 5.0 9.77 3.4 3.4 k3 K3 0.40 0.84 8.6 8.21 2.7 2.7 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 1-20-17 FC FLOW PDP.xls ❞ ✣ ★ ✥ ✩ ✪ ✎ ✘ ✏ ✔ ✞ ☛ ☛ ☛ ✙ ✌ ✕ ✟ ✍ ☛ ✆ ✫ ☛ ✂ ✡ ✬ ✎ ✭ ✌ ✍ ✮ ✄ ✞ ✯ ✰ ✟ ✗ ☛ ✱ ☛ ✴ ✓ ✳ ✵ ☛ ✍ ✝ ✔ ✆ ✔ ✌ ☛ ✡ ✌ ✡ ✍ ☛ ✥ ✡ ✗ ✚ ✁ ✂ ✞ ✎ ✆ ✍ ☛ ✎ ✌ ✄ ✡ ☛ ✌ ✝ ✆ ✞ ✏ ✆ ✎ ✂ ✌ ✠ ✠ ✞ ✎ ✟ ✕ ☛ ✆ ✆ ✶ ✂ ✑ ☛ ▲ ❑ ❑ ✘ ✔ ☛ ✌ ✍ ✆ ✂ ✎ ✍ ✄ ✍ ✎ ☎ ✂ ✝ ✞ ✒ ✎ ✏ ✍ ☎ ✞ ✎ ✏ ✏ ✕ ✝ ✠ ✠ ✞ ✎ ✂ ✖ ☛ ✂ ✑ ☛ ✆ ✌ ✄ ☛ ✌ ✆ ✂ ✑ ✌ ✂ ✏ ✎ ✍ ✂ ✑ ☛ ✣ ❁ ✥ ✪ ☞ ✡ ✔ ✷ 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 ✈ ❦ ❥ ✇ C APPENDIX C HYDRAULIC CALCULATIONS Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 3.5 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.3 3.5 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Harmony Commons Second Filing Lot 2 Design Point k1 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Type R at DP k1.xlsm, Q-Peak 1/25/2017, 9:27 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.000 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 17.0 ft Gutter Width W = 1.00 ft Street Transverse Slope SX = 0.006 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 9.0 17.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Harmony Commons Second Filing Lot 2 Design Point k1 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Type R at DP k1.xlsm, Q-Allow 1/25/2017, 9:27 AM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Worksheet Protected Project: Inlet ID: Design Flow: ONLY if already determined through other methods: Minor Storm Major Storm (local peak flow for 1/2 of street OR grass-lined channel): *QKnown = 1.3 3.4 cfs * If you enter values in Row 14, skip the rest of this sheet and proceed to sheet Q-Allow or Area Inlet. Geographic Information: (Enter data in the blue cells): Subcatchment Area = Acres Percent Imperviousness = % NRCS Soil Type = A, B, C, or D Slope (ft/ft) Length (ft) Overland Flow = Channel Flow = Rainfall Information: Intensity I (inch/hr) = C1 * P1 / ( C2 + Tc ) ^ C3 Minor Storm Major Storm Design Storm Return Period, Tr = years Return Period One-Hour Precipitation, P1 = inches C1 = C2 = C3 = User-Defined Storm Runoff Coefficient (leave this blank to accept a calculated value), C = User-Defined 5-yr. Runoff Coefficient (leave this blank to accept a calculated value), C5 = Bypass (Carry-Over) Flow from upstream Subcatchments, Qb = 0.0 0.0 cfs Total Design Peak Flow, Q = 1.3 3.4 cfs <--- FILL IN THIS SECTION OR… FILL IN THE SECTIONS BELOW. <--- DESIGN PEAK FLOW FOR ONE-HALF OF STREET OR GRASS-LINED CHANNEL BY THE RATIONAL METHOD Harmony Commons Second Filing Lot 2 Design Point k2 Site is Urban Site is Non-Urban Show Details Site Type: Street Inlets Area Inlets in a Median Flows Developed For: Type R at DP k2.xlsm, Q-Peak 1/25/2017, 9:26 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = 0.000 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = 0.020 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 17.0 ft Gutter Width W = 1.00 ft Street Transverse Slope SX = 0.006 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 9.0 17.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.0 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Major storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) Harmony Commons Second Filing Lot 2 Design Point k2 (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Minor storm max. allowable capacity GOOD - greater than flow given on sheet 'Q-Peak' Type R at DP k2.xlsm, Q-Allow 1/25/2017, 9:26 AM Project = Inlet ID = Design Information (Input) MINOR MAJOR Type of Inlet Inlet Type = Local Depression (additional to continuous gutter depression 'a' from 'Q-Allow') alocal = 3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 1 1 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = N/A N/A feet Width of a Unit Grate Wo = N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat = 6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5) Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet) Wp = 1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10) Cf (C) = 0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7) Cw (C) = 3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.67 0.67 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Interwest Consulting Group 1218 W. Ash, Suite C Windsor, CO 80550 Inlet Flow Calculation for Area Inlet (24" Drop ADS Inlet) Project: Harmony Commons Second Filing Lot 2 Job Number : 1254-045-01 Calculations by : es Date : 1/25/2017 Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Square Feet Open (A): 1.145 sf Reduction Factor (F): 50% Grate Flow: Use the orifice equation Qi = C*A*SQRT(2*g*H) to find the ideal inlet capacity.* *See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. QG = Qi * (1-F) DP k3 Q = 2.7 cfs Q100 H = 1 ft A= 1.15 ft2 Qi = C*A*SQRT(2*g*H) = 6.16 cfs QG = Qi * F = 3.08 cfs OK Grate Open Area and information: WSEL Page1 1. QUALITY: MATERIALS SHALL CONFORM TO ASTM A536 GRADE 70-50-05. 2. MATERIAL: DUCTILE IRON. 3. PAINT: CASTINGS ARE FURNISHED WITH A BLACK PAINT. 4. APPROX DRAIN AREA = 164.94 SQ IN. 5. APPROX WEIGHT = 90.00 LBS. DATE DATE DWG SIZE SCALE SHEET APPD BY DRAWN BY DWG NO. REV TITLE PROJECT NO./NAME MATERIAL 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR TECHNICAL INFORMATION SHOWN HEREIN REPRODUCTION OF THIS PRINT OR ANY INFORMATION CONTAINED HEREIN, OR MANUFACTURE OF ANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM NYLOPLAST. 40 X .50 1.50 .63 .500 Ø 25.500 Ø 22.500 NYLOPLAST DUCTILE IRON A 1:8 B DUCTILE IRON 7001-110-075 CJA 1 OF 1 7/5/01 CJA 7/5/01 GRATE / COVER 24" DROP IN Scenario: 100-YR P35 P34 P33 P32 P11 P9 P23 P22 P20 P25 P24 P2 P17 P13 P18 O-1 K3-2 CB-22 K3-1 J1 J2 K2 K1 E2 E1 F2 F1 D1 D2 D3 D4 C2 I B3 A G1, G2, H, L B2 B1 MH8 MH9 MH10 MH11 MH8 MH1 MH7 MH3 MH6 MH2 MH4 MH5 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755 Page 1 of 1 -1666 6/6/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 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 P4 MH3 MH2 62.5 Concrete 44.80 4.19 7.80 7.91 -0.002 11.27 11.15 11.59 11.47 P13 MH7 MH3 60.5 Concrete 24.0 12.70 4.04 8.07 7.95 0.002 11.78 11.59 12.04 11.85 P17 MH8 MH3 213.5 Concrete 18.0 6.30 3.57 8.61 7.95 0.003 12.36 11.59 12.56 11.79 P5 MH4 MH3 90.0 Concrete 25.80 2.41 8.16 7.80 0.004 11.65 11.59 11.76 11.70 P6 MH5 MH4 69.0 Concrete 30.0 23.50 4.79 8.36 8.16 0.003 11.98 11.76 12.34 12.11 P7 MH6 MH5 145.5 Concrete 30.0 20.50 4.18 8.68 8.36 0.002 12.70 12.34 12.97 12.61 G1, G2, MH6 17.0 Concrete 30.0 20.50 4.18 8.96 8.68 0.016 12.88 12.84 13.15 13.11 P8 H, L P2 MH1 I 142.0 Concrete 52.50 4.91 7.38 7.15 0.002 10.05 9.71 10.51 10.19 P3 MH2 MH1 145.0 Concrete 52.50 7.22 7.91 7.38 0.004 10.71 10.33 11.15 10.77 P10 B2 MH2 14.7 Concrete 18.0 6.70 3.79 8.19 8.01 0.012 11.21 11.15 11.43 11.37 P1 I O-1 110.0 Concrete 59.50 5.95 7.15 6.71 0.004 9.27 8.80 9.82 9.35 P9 MH2 B3 14.6 Concrete 18.0 1.00 0.57 8.01 8.45 -0.030 11.15 11.15 11.16 11.16 P11 B2 B1 20.3 Concrete 18.0 4.70 2.66 8.19 8.25 -0.003 11.39 11.34 11.50 11.45 P12 B1 A 67.4 Concrete 15.0 1.50 1.22 8.25 8.40 -0.002 11.49 11.45 11.51 11.47 P16 MH7 C2 14.2 Concrete 18.0 2.60 1.47 8.17 8.40 -0.016 11.97 11.96 12.00 11.99 P21 MH8 D4 82.5 Concrete 15.0 3.40 2.77 8.61 8.75 -0.002 12.71 12.48 12.83 12.60 P18 MH8 D3 30.3 Concrete 18.0 2.90 1.64 8.61 8.47 0.005 12.50 12.48 12.54 12.52 P19 D3 D2 28.3 Concrete 18.0 2.40 1.36 8.47 8.70 -0.008 12.55 12.54 12.58 12.56 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 P33 MH11 K2 30.0 Concrete 18.0 0.90 0.51 9.09 9.39 -0.010 13.09 13.09 13.10 13.10 P34 MH11 J1 17.5 Concrete 18.0 1.60 0.91 9.09 9.26 -0.010 13.10 13.09 13.11 13.11 P-36 CB-22 K3-1 75.9 Concrete 15.0 2.70 2.20 9.48 10.14 -0.009 13.43 13.30 13.51 13.38 P-37 K3-1 K3-2 75.9 Concrete 15.0 1.35 1.10 10.14 10.80 -0.009 13.50 13.47 13.52 13.49 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 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 P1 I 7.15 O-1 6.71 110.0 0.004 Box 0.013 59.50 57.76 5.95 9.27 8.80 P2 MH1 7.38 I 7.15 142.0 0.002 Ellipse 0.013 52.50 41.01 4.91 10.05 9.71 P3 MH2 7.91 MH1 7.38 145.0 0.004 Ellipse 0.013 52.50 61.61 7.22 10.71 10.33 P4 MH3 7.80 MH2 7.91 62.5 -0.002 Ellipse 0.013 44.80 42.75 4.19 11.27 11.15 P5 MH4 8.16 MH3 7.80 90.0 0.004 Ellipse 0.013 25.80 64.45 2.41 11.65 11.59 P6 MH5 8.36 MH4 8.16 69.0 0.003 Circle 30.0 0.013 23.50 22.08 4.79 11.98 11.76 P7 MH6 8.68 MH5 8.36 145.5 0.002 Circle 30.0 0.013 20.50 19.23 4.18 12.70 12.34 P8 G1, G2, H, L 8.96 MH6 8.68 17.0 0.016 Circle 30.0 0.013 20.50 52.64 4.18 12.88 12.84 P9 MH2 8.01 B3 8.45 14.6 -0.030 Circle 18.0 0.013 1.00 18.21 0.57 11.15 11.15 P10 B2 8.19 MH2 8.01 14.7 0.012 Circle 18.0 0.013 6.70 11.64 3.79 11.21 11.15 P11 B2 8.19 B1 8.25 20.3 -0.003 Circle 18.0 0.013 4.70 5.70 2.66 11.39 11.34 P12 B1 8.25 A 8.40 67.4 -0.002 Circle 15.0 0.013 1.50 3.05 1.22 11.49 11.45 P13 MH7 8.07 MH3 7.95 60.5 0.002 Circle 24.0 0.013 12.70 10.07 4.04 11.78 11.59 P16 MH7 8.17 C2 8.40 14.2 -0.016 Circle 18.0 0.013 2.60 13.38 1.47 11.97 11.96 P17 MH8 8.61 MH3 7.95 213.5 0.003 Circle 18.0 0.013 6.30 5.84 3.57 12.36 11.59 P18 MH8 8.61 D3 8.47 30.3 0.005 Circle 18.0 0.013 2.90 7.14 1.64 12.50 12.48 P19 D3 8.47 D2 8.70 28.3 -0.008 Circle 18.0 0.013 2.40 9.46 1.36 12.55 12.54 P20 D2 8.70 D1 8.73 22.0 -0.001 Circle 18.0 0.013 1.60 3.88 0.91 12.57 12.57 P21 MH8 8.61 D4 8.75 82.5 -0.002 Circle 15.0 0.013 3.40 2.66 2.77 12.71 12.48 P22 MH4 9.26 E2 9.51 28.5 -0.009 Circle 18.0 0.013 0.70 9.84 0.40 11.76 11.76 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 P35 CB-22 9.48 J2 9.89 152.0 -0.003 Circle 15.0 0.013 4.50 3.35 3.67 14.04 13.30 P-36 CB-22 9.48 K3-1 10.14 75.9 -0.009 Circle 15.0 0.013 2.70 6.02 2.20 13.43 13.30 P-37 K3-1 10.14 K3-2 10.80 75.9 -0.009 Circle 15.0 0.013 1.35 6.02 1.10 13.50 13.47 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 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 Subsurface) (cfs) Elevation (Invert) (ft) Elevation (Rim) (ft) Elevation (Ground) (ft) ID Label 1 B2 12.99 13.49 8.19 0.00 11.34 11.21 11.45 11.43 G1, G2, 10.65 14.01 8.96 0.00 12.88 12.88 13.15 13.15 2 H, L 11 I 13.80 13.80 7.15 7.00 9.71 9.27 10.19 9.82 141 B1 12.81 13.31 8.25 0.00 11.45 11.39 11.47 11.50 142 A 12.64 13.14 8.40 0.00 11.49 11.49 11.51 11.51 143 B3 12.85 13.35 8.45 0.00 11.15 11.15 11.16 11.16 148 C2 13.00 13.50 8.40 0.00 11.97 11.97 12.00 12.00 155 D4 14.35 14.35 8.75 0.00 12.71 12.71 12.83 12.83 156 D3 12.77 13.27 8.47 0.00 12.54 12.50 12.56 12.54 157 D2 12.80 13.30 8.70 0.00 12.57 12.55 12.58 12.58 158 D1 13.13 13.63 8.73 0.00 12.57 12.57 12.58 12.58 164 F1 12.90 12.90 9.15 0.00 12.34 12.34 12.36 12.36 165 F2 13.02 13.02 9.12 0.00 12.34 12.34 12.35 12.35 166 E1 12.89 12.89 9.64 0.00 11.76 11.76 11.78 11.78 167 E2 12.81 12.81 9.51 0.00 11.76 11.76 11.76 11.76 195 K1 13.40 13.90 9.19 0.00 12.83 12.83 12.83 12.83 196 K2 13.23 13.73 9.39 0.00 13.09 13.09 13.10 13.10 197 J1 13.23 13.73 9.26 0.00 13.10 13.10 13.11 13.11 198 K3-2 13.30 14.50 10.80 0.00 13.50 13.50 13.52 13.52 199 J2 13.03 14.50 9.89 0.00 14.04 14.04 14.25 14.25 209 K3-1 13.30 14.50 10.14 0.00 13.47 13.43 13.49 13.51 212 CB-22 13.30 14.50 9.48 0.00 13.30 13.25 13.38 13.33 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).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 13.70 13.70 False 7.80 44.80 11.27 11.59 11.70 11.59 MH1 14.38 14.38 False 7.38 52.50 10.05 10.33 10.77 10.51 MH5 13.61 13.61 False 8.36 23.50 11.98 12.34 12.61 12.34 MH4 13.41 13.41 False 8.16 25.80 11.65 11.76 11.77 11.76 MH2 13.26 13.26 False 7.91 52.50 10.71 11.15 11.16 11.15 MH7 13.22 13.22 False 8.07 12.70 11.78 11.96 12.12 12.04 MH8 13.71 13.71 False 8.61 6.30 12.36 12.48 12.52 12.56 MH6 14.68 14.68 False 8.68 20.50 12.70 12.84 13.11 12.97 MH8 14.20 14.20 False 8.72 10.10 12.31 12.43 12.60 12.47 MH9 14.20 14.20 False 8.81 10.10 12.49 12.57 12.73 12.65 MH10 14.11 14.11 False 8.93 10.10 12.67 12.83 12.83 12.83 MH11 14.21 14.21 False 9.09 9.70 12.94 13.09 13.11 13.09 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).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 59.50 8.80 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - 0-1 TO G1,G2,H,L (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - B3 TO A (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - C2 TO D1 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - D4 TO MH8 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - E1 TO E2 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - F1 TO F2 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J1 TO K2 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH10 TO K1 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH12 TO J2 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH3 TO K3 (6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] D APPENDIX D WATER QUALITY AND LID INFORMATION New Impervious Area 41,768 acre/sq. ft. Required Minimum Impervious Area to be Treated 20,884 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN K1) 7,675 acre/sq. ft. Pavement area for Paver Section #1 8,403 acre/sq. ft. 1.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 16,078 acre/sq. ft. 2.1 Area of Paver Section #2 (BASIN K2) 4,649 acre/sq. ft. Pavement area for Paver Section #2 7,030 acre/sq. ft. 1.5 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 14,852 acre/sq. ft. 3.2 Total Impervious Area Treated 30,930 acre/sq. ft. Actual % On-Site Treated by LID 74 % New Pavement Area 27,757 acre/sq. ft. Required Minimum Area of Porous Pavement 6,939 acre/sq. ft. Area of Paver Section #1 7,675 acre/sq. ft. Area of Paver Section #2 4,649 acre/sq. ft. Total Porous Pavement Area 12,324 acre/sq. ft. Actual % of Porous Pavement Provided 44 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table New Impervious Area 41,767 acre/sq. ft. Required Minimum Impervious Area to be Treated 20,884 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN K1) 7,675 acre/sq. ft. Pavement area for Paver Section #1 8,403 acre/sq. ft. 1.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 16,078 acre/sq. ft. 2.1 Area of Paver Section #2 (BASIN K2) 4,649 acre/sq. ft. Pavement area for Paver Section #2 7,030 acre/sq. ft. 1.5 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 14,852 acre/sq. ft. 3.2 Total Impervious Area Treated 30,930 acre/sq. ft. Actual % On-Site Treated by LID 74 % New Pavement Area 27,757 acre/sq. ft. Required Minimum Area of Porous Pavement 6,939 acre/sq. ft. Area of Paver Section #1 7,675 acre/sq. ft. Area of Paver Section #2 4,649 acre/sq. ft. Total Porous Pavement Area 12,324 acre/sq. ft. Actual % of Porous Pavement Provided 44 % 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HCS 2 Basin J1 Paver Area 12287 ft PROJECT NO: 1254-045-01 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 3686 cf DATE: 1/20/2017 Equations: Area trib. to pavers = 40086 sf Developed flow = QD = CIA C (100) = 0.82 Vol. In = Vi = T C I A = T QD Developed C A = 32871 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 7.5 2252 419 1834 6 9.31 7.0 2529 502 2027 7 8.80 6.6 2789 586 2203 8 8.38 6.3 3035 670 2366 9 8.03 6.1 3272 753 2519 10 7.72 5.8 3495 837 2658 11 7.42 5.6 3695 921 2775 12 7.16 5.4 3890 1004 2886 13 6.92 5.2 4073 1088 2985 14 6.71 5.1 4253 1172 3081 15 6.52 4.9 4428 1256 3173 16 6.30 4.8 4564 1339 3225 17 6.10 4.6 4695 1423 3272 18 5.92 4.5 4825 1507 3318 19 5.75 4.3 4946 1590 3356 20 5.60 4.2 5071 1674 3397 21 5.46 4.1 5191 1758 3434 22 5.32 4.0 5299 1841 3458 23 5.20 3.9 5415 1925 3490 24 5.09 3.8 5531 2009 3522 25 4.98 3.8 5637 2093 3544 26 4.87 3.7 5733 2176 3557 27 4.78 3.6 5843 2260 3583 28 4.69 3.5 5946 2344 3602 29 4.60 3.5 6040 2427 3613 30 4.52 3.4 6139 2511 3628 31 4.42 3.3 6204 2595 3609 32 4.33 3.3 6273 2678 3595 33 4.24 3.2 6335 2762 3573 34 4.16 3.1 6404 2846 3558 35 4.08 3.1 6465 2930 3536 36 4.01 3.0 6536 3013 3523 37 3.93 3.0 6584 3097 3487 38 3.87 2.9 6658 3181 3478 39 3.80 2.9 6710 3264 3446 40 3.74 2.8 6773 3348 3425 41 3.68 2.8 6831 3432 3400 42 3.62 2.7 6884 3515 3368 43 3.56 2.7 6931 3599 3332 44 3.51 2.6 6992 3683 3310 45 3.46 2.6 7050 3767 3283 46 3.41 2.6 7102 3850 3252 47 3.36 2.5 7150 3934 3216 48 3.31 2.5 7193 4018 3176 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HCS 2 Basin K1 Paver Area 7675 ft PROJECT NO: 1254-045-01 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 2303 cf DATE: 1/20/2017 Equations: Area trib. to pavers = 18415 sf Developed flow = QD = CIA C (100) = 0.83 Vol. In = Vi = T C I A = T QD Developed C A = 15284 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.4 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 3.5 1047 113 934 6 9.31 3.3 1176 136 1040 7 8.80 3.1 1297 159 1138 8 8.38 2.9 1411 181 1230 9 8.03 2.8 1521 204 1317 10 7.72 2.7 1625 227 1398 11 7.42 2.6 1718 249 1469 12 7.16 2.5 1809 272 1537 13 6.92 2.4 1894 295 1599 14 6.71 2.4 1978 318 1660 15 6.52 2.3 2059 340 1719 16 6.30 2.2 2122 363 1759 17 6.10 2.1 2183 386 1798 18 5.92 2.1 2243 408 1835 19 5.75 2.0 2300 431 1869 20 5.60 2.0 2358 454 1904 21 5.46 1.9 2414 476 1938 22 5.32 1.9 2464 499 1965 23 5.20 1.8 2518 522 1996 24 5.09 1.8 2572 544 2028 25 4.98 1.7 2621 567 2054 26 4.87 1.7 2666 590 2076 27 4.78 1.7 2717 612 2105 28 4.69 1.6 2765 635 2130 29 4.60 1.6 2808 658 2151 30 4.52 1.6 2855 680 2174 31 4.42 1.6 2885 703 2182 32 4.33 1.5 2917 726 2191 33 4.24 1.5 2946 748 2197 34 4.16 1.5 2978 771 2207 35 4.08 1.4 3006 794 2213 36 4.01 1.4 3039 816 2223 37 3.93 1.4 3061 839 2222 38 3.87 1.4 3096 862 2234 39 3.80 1.3 3120 885 2236 40 3.74 1.3 3150 907 2242 41 3.68 1.3 3176 930 2247 42 3.62 1.3 3201 953 2248 43 3.56 1.2 3223 975 2248 44 3.51 1.2 3251 998 2253 45 3.46 1.2 3278 1021 2257 46 3.41 1.2 3302 1043 2259 47 3.36 1.2 3325 1066 2259 48 3.31 1.2 3345 1089 2256 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HCS 2 Basin K2 Paver Area 4649 ft PROJECT NO: 1254-045-01 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 1395 cf DATE: 1/20/2017 Equations: Area trib. to pavers = 16137 sf Developed flow = QD = CIA C (100) = 0.95 Vol. In = Vi = T C I A = T QD Developed C A = 15330 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.9 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 3.5 1051 248 802 6 9.31 3.3 1180 298 881 7 8.80 3.1 1301 348 953 8 8.38 2.9 1416 397 1018 9 8.03 2.8 1526 447 1079 10 7.72 2.7 1630 497 1133 11 7.42 2.6 1723 546 1177 12 7.16 2.5 1814 596 1218 13 6.92 2.4 1900 646 1254 14 6.71 2.4 1984 696 1288 15 6.52 2.3 2065 745 1320 16 6.30 2.2 2128 795 1334 17 6.10 2.1 2190 845 1345 18 5.92 2.1 2250 894 1356 19 5.75 2.0 2307 944 1363 20 5.60 2.0 2365 994 1371 21 5.46 1.9 2421 1043 1378 22 5.32 1.9 2471 1093 1378 23 5.20 1.8 2525 1143 1383 24 5.09 1.8 2580 1192 1387 25 4.98 1.8 2629 1242 1387 26 4.87 1.7 2674 1292 1382 27 4.78 1.7 2725 1341 1384 28 4.69 1.7 2773 1391 1382 29 4.60 1.6 2817 1441 1376 30 4.52 1.6 2863 1490 1373 31 4.42 1.6 2893 1540 1353 32 4.33 1.5 2926 1590 1336 33 4.24 1.5 2955 1639 1315 34 4.16 1.5 2987 1689 1298 35 4.08 1.4 3015 1739 1277 36 4.01 1.4 3048 1788 1260 37 3.93 1.4 3070 1838 1232 38 3.87 1.4 3105 1888 1217 39 3.80 1.3 3129 1938 1192 40 3.74 1.3 3159 1987 1172 41 3.68 1.3 3186 2037 1149 42 3.62 1.3 3210 2087 1124 43 3.56 1.3 3232 2136 1096 44 3.51 1.2 3261 2186 1075 45 3.46 1.2 3288 2236 1052 46 3.41 1.2 3312 2285 1027 47 3.36 1.2 3335 2335 1000 48 3.31 1.2 3355 2385 970 E APPENDIX E EXCERPTS FROM REFERENCE REPORTS 49 3.27 1.2 3383 2434 949 50 3.23 1.1 3410 2484 926 51 3.18 1.1 3425 2534 891 52 3.14 1.1 3448 2583 864 53 3.10 1.1 3469 2633 836 54 3.07 1.1 3501 2683 818 55 3.03 1.1 3519 2732 787 56 2.99 1.1 3536 2782 754 57 2.96 1.0 3563 2832 731 58 2.96 1.0 3625 2881 744 59 2.89 1.0 3600 2931 669 60 2.86 1.0 3623 2981 643 Storage Volume for Design Flow: 1387 ft3 1-20-17 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP K2 49 3.27 1.1 3373 1111 2262 50 3.23 1.1 3400 1134 2266 51 3.18 1.1 3414 1157 2258 52 3.14 1.1 3438 1179 2258 53 3.10 1.1 3459 1202 2257 54 3.07 1.1 3490 1225 2265 55 3.03 1.1 3508 1247 2261 56 2.99 1.0 3525 1270 2255 57 2.96 1.0 3552 1293 2259 58 2.96 1.0 3614 1315 2299 59 2.89 1.0 3590 1338 2252 60 2.86 1.0 3613 1361 2252 Storage Volume for Design Flow: 2299 ft3 1-20-17 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP K1 49 3.27 2.5 7255 4101 3153 50 3.23 2.4 7312 4185 3127 51 3.18 2.4 7343 4269 3074 52 3.14 2.4 7393 4352 3040 53 3.10 2.3 7439 4436 3003 54 3.07 2.3 7506 4520 2986 55 3.03 2.3 7545 4604 2942 56 2.99 2.3 7581 4687 2894 57 2.96 2.2 7639 4771 2868 58 2.96 2.2 7773 4855 2918 59 2.89 2.2 7720 4938 2782 60 2.86 2.2 7769 5022 2747 Storage Volume for Design Flow: 3628 ft3 1-20-17 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP J1 P23 MH4 9.26 E1 9.64 27.8 -0.014 Circle 18.0 0.013 1.60 12.28 0.91 11.76 11.76 P24 MH5 8.51 F2 9.12 27.4 -0.022 Circle 18.0 0.013 1.40 15.68 0.79 12.34 12.34 P25 MH5 8.51 F1 9.15 25.8 -0.025 Circle 18.0 0.013 1.60 16.53 0.91 12.34 12.34 P26 MH7 8.07 MH8 8.72 173.5 -0.004 Circle 24.0 0.013 10.10 13.85 3.21 12.31 11.96 P27 MH8 8.72 MH9 8.81 28.0 -0.003 Circle 24.0 0.013 10.10 12.82 3.21 12.49 12.43 P28 MH9 8.81 MH10 8.93 49.9 -0.002 Circle 24.0 0.013 10.10 11.09 3.21 12.67 12.57 P29 MH10 8.93 MH11 9.09 61.6 -0.003 Circle 24.0 0.013 9.70 11.53 3.09 12.94 12.83 P30 MH11 9.09 CB-22 9.48 156.3 -0.002 Circle 24.0 0.013 7.20 11.30 2.29 13.25 13.09 P32 MH10 8.93 K1 9.19 26.0 -0.010 Circle 18.0 0.013 0.40 10.50 0.23 12.83 12.83 P33 MH11 9.09 K2 9.39 30.0 -0.010 Circle 18.0 0.013 0.90 10.50 0.51 13.09 13.09 P34 MH11 9.09 J1 9.26 17.5 -0.010 Circle 18.0 0.013 1.60 10.35 0.91 13.10 13.09 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] P20 D2 D1 22.0 Concrete 18.0 1.60 0.91 8.70 8.73 -0.001 12.57 12.57 12.58 12.58 P24 MH5 F2 27.4 Concrete 18.0 1.40 0.79 8.51 9.12 -0.022 12.34 12.34 12.35 12.35 P25 MH5 F1 25.8 Concrete 18.0 1.60 0.91 8.51 9.15 -0.025 12.34 12.34 12.36 12.35 P22 MH4 E2 28.5 Concrete 18.0 0.70 0.40 9.26 9.51 -0.009 11.76 11.76 11.76 11.76 P23 MH4 E1 27.8 Concrete 18.0 1.60 0.91 9.26 9.64 -0.014 11.76 11.76 11.78 11.77 P26 MH7 MH8 173.5 Concrete 24.0 10.10 3.21 8.07 8.72 -0.004 12.31 11.96 12.47 12.12 P27 MH8 MH9 28.0 Concrete 24.0 10.10 3.21 8.72 8.81 -0.003 12.49 12.43 12.65 12.60 P28 MH9 MH10 49.9 Concrete 24.0 10.10 3.21 8.81 8.93 -0.002 12.67 12.57 12.83 12.73 P29 MH10 MH11 61.6 Concrete 24.0 9.70 3.09 8.93 9.09 -0.003 12.94 12.83 13.09 12.98 P30 MH11 CB-22 156.3 Concrete 24.0 7.20 2.29 9.09 9.48 -0.002 13.25 13.09 13.33 13.17 P35 CB-22 J2 152.0 Concrete 15.0 4.50 3.67 9.48 9.89 -0.003 14.04 13.30 14.25 13.51 P32 MH10 K1 26.0 Concrete 18.0 0.40 0.23 8.93 9.19 -0.010 12.83 12.83 12.83 12.83 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 6/12/2017 Bentley StormCAD V8i (SELECTseries 3) 6-13-17 PDP MAIN REDUCED (LOT 2 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 6.59 6.59 cfs Interception with Clogging Qwa = 5.93 5.93 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 9.75 cfs Interception with Clogging Qoa = 8.78 8.78 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.46 7.46 cfs Interception with Clogging Qma = 6.71 6.71 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.93 5.93 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 70.5 70.5 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 3.9 3.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = 5.9 5.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 3.4 cfs INLET IN A SUMP OR SAG LOCATION Harmony Commons Second Filing Lot 2 Design Point k2 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Type R at DP k2.xlsm, Inlet In Sump 1/25/2017, 9:26 AM Curb Opening as a Weir (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qwi = 6.59 6.59 cfs Interception with Clogging Qwa = 5.93 5.93 cfs Curb Opening as an Orifice (based on UDFCD - CSU 2010 Study) MINOR MAJOR Interception without Clogging Qoi = 9.75 9.75 cfs Interception with Clogging Qoa = 8.78 8.78 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 7.46 7.46 cfs Interception with Clogging Qma = 6.71 6.71 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.93 5.93 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on sheet Q-Allow geometry) T = 70.5 70.5 ft.>T-Crown Resultant Flow Depth at Street Crown dCROWN = 3.9 3.9 inches MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Q a = 5.9 5.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms (>Q PEAK) Q PEAK REQUIRED = 1.3 3.5 cfs INLET IN A SUMP OR SAG LOCATION Harmony Commons Second Filing Lot 2 Design Point k1 CDOT Type R Curb Opening H-Vert H-Curb W Lo (C) Lo (G) Wo WP Override Depths Type R at DP k1.xlsm, Inlet In Sump 1/25/2017, 9:27 AM ♥ ❦ ♠ 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