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LOT 1, HARMONY COMMONS - FDP - FDP170028 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT
FINAL DRAINAGE REPORT Harmony Commons Second Filing Lot 1 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 September 13, 2017 Job Number 1254-045-02 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 .................................................................................................................... 7 5.1 Compliance with Standards .......................................................................................... 7 5.2 Drainage Concept ........................................................................................................... 7 6. REFERENCES ...................................................................................................................... 8 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 1 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 2 of Harmony Commons bounds the property on the east, E. Harmony Road and Outlot A on the north, Harmony Commons, Lot 7 on the west and Lot 6 of Harmony Commons on the south. 1.2 Description of Property The property consists of about 1.6 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 two drainage reports 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 and “Final Drainage Report – Harmony Commons Second Filing Lot 2” also approved by the City. 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 52,300 sf of new impervious area. Using the porous paver LID technique, 36,285 sf of new impervious area (69%) 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 32,564 sf of new pavement area. This project will incorporate 10,094 sf of porous pavers which is 31% 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 an 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 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. Please refer to Appendix A for the drainage plan. 6 PROPOSED DEVELOPMENT (LOT 1) Basin J1 and J2 are 0.42 and 0.0.50 acres, respectively and contain Lot 1’s parking lot and building. Basin J1 is calculated to have a 10-year discharge of 1.4 cfs and a 100-year discharge of 3.9 cfs. Flows from Basin J1 will be captured by the porous paver system where the 100- year flow will be detained and reduced to 0.6 cfs with an orifice plate and some minor parking lot flooding (5.5 inches max). 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 1.8 cfs and a 100-year discharge of 4.9 cfs. Flows from Basin J1 will be captured by the porous paver system where the 100- year flow will be detained and reduced to 1.0 cfs with an orifice plate and some minor parking lot flooding (4 inches max). 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 J3 is calculated to have a 10-year discharge of 1.5 cfs and a 100-year discharge of 4.0 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. 7 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins 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. 8 6. REFERENCES 1. Interwest Consulting Group, “Final Drainage Report Harmony Commons Second Filing Lot 2”, dated July 28, 2017. 2. Interwest Consulting Group, “Final Drainage Report Harmony Commons Subdivision”, dated March 11, 2016. 3. City of Fort Collins, “Fort Collins Stormwater Criteria Manual Amendments to the Urban Drainage and Flood Control District Criteria Manual”, adopted December 2011. 4. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated November 2010. 5. JR Engineering, “Final Drainage and Erosion Control Report Harmony Technology Park Second Filing”, dated June 20, 2001. 6. 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 0.42 0.75 0.93 5.6 5.0 1.4 3.9 POROUS PAVERS J2 J2 0.50 0.78 0.98 6.1 5.0 1.8 4.9 POROUS PAVERS J3 J3 0.65 0.62 0.78 11.3 9.5 1.5 4.0 ROOF STORM SYSTEM Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 0.42 18,114 0 10,544 5,065 657 1,849 0.75 73 J2 0.50 21,972 0 11,914 5,041 3,076 1,941 0.78 77 J3 0.65 28,464 12,871 0 0 3,133 12,461 0.62 51 TOTAL J 1.57 68,551 12,871 22,458 10,106 6,866 16,250 0.71 65 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 8-31-17 FC FLOW LOT 1 PDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 J1 0.42 0.75 20 2.0 2.3 160 0.6 0.03 0.8 3.2 5.6 180 11.0 5.6 J2 J2 0.50 0.78 20 2.0 2.1 200 0.6 0.03 0.8 4.0 6.1 220 11.2 6.1 J3 J3 0.65 0.62 60 1.0 6.9 170 0.3 0.03 0.6 4.8 11.8 230 11.3 11.3 EQUATIONS: tc = ti + tt ti = [1.87 (1.1 - CCf ) L0.5 ] / S 1/3 tt = L/Vel. Velocity from Manning's Equation with R=0.1 (corresponds to Figure 3-3 of City of Fort Collins Design Manual) final tc = minimum of ti + tt and urbanized basin check min. tc = 5 min. due to limits of IDF curves 8-31-17 FC FLOW LOT 1 PDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 J1 0.42 0.75 0.93 20 2.0 1.1 160 0.6 0.03 0.8 3.2 4.3 180 11.0 5.0 J2 J2 0.50 0.78 0.98 20 2.0 0.8 200 0.6 0.03 0.8 4.0 4.8 220 11.2 5.0 J3 J3 0.65 0.62 0.78 60 1.0 4.7 170 0.3 0.03 0.6 4.8 9.5 230 11.3 9.5 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 8-31-17 FC FLOW LOT 1 PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 J1 0.42 0.75 5.6 2.72 0.8 0.8 J2 J2 0.50 0.78 6.1 2.64 1.0 1.0 J3 J3 0.65 0.62 11.3 2.12 0.9 0.9 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 8-31-17 FC FLOW LOT 1 PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 J1 0.42 0.75 5.6 4.65 1.4 1.4 J2 J2 0.50 0.78 6.1 4.51 1.8 1.8 J3 J3 0.65 0.62 11.3 3.62 1.5 1.5 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 41.44 / (10+ tc)0.7974 8-31-17 FC FLOW LOT 1 PDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Lot 1 - Harmony Commons Subdivision, Filing 2 PROJECT NO: 1254-045-02 COMPUTATIONS BY: es DATE: 8/31/2017 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 J1 J1 0.42 0.93 5.0 9.95 3.9 3.9 J2 J2 0.50 0.98 5.0 9.95 4.9 4.9 J3 J3 0.65 0.78 9.5 7.92 4.0 4.0 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 8-31-17 FC FLOW LOT 1 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 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 1 Job Number : 1254-045-02 Calculations by : es Date : 9/11/2017 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 J3 Q = 2 cfs Q100=4 CFS BUT 2 CFS TO NORTH AND 2 CFS TO SOUTH ROOF SYSTEMS H = 1.1 ft A= 1.15 ft2 Qi = C*A*SQRT(2*g*H) = 6.46 cfs QG = Qi * F = 3.23 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 P30 P28 P29 P27 P12 P11 P9 P20 P19 P1 P10 P3 P8 P7 P6 P5 P4 P21 P16 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 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 44.30 4.15 7.80 7.91 -0.002 11.22 11.11 11.54 11.42 P13 MH7 MH3 60.5 Concrete 24.0 12.20 3.88 8.07 7.95 0.002 11.71 11.54 11.95 11.77 P17 MH8 MH3 213.5 Concrete 18.0 6.30 3.57 8.61 7.95 0.003 12.30 11.54 12.50 11.73 P5 MH4 MH3 90.0 Concrete 25.80 2.41 8.16 7.80 0.004 11.59 11.54 11.70 11.64 P6 MH5 MH4 69.0 Concrete 30.0 23.50 4.79 8.36 8.16 0.003 11.93 11.70 12.28 12.06 P7 MH6 MH5 145.5 Concrete 30.0 20.50 4.18 8.68 8.36 0.002 12.65 12.28 12.92 12.55 G1, G2, MH6 17.0 Concrete 30.0 20.50 4.18 8.96 8.68 0.016 12.82 12.78 13.10 13.05 P8 H, L P2 MH1 I 142.0 Concrete 52.00 4.87 7.38 7.15 0.002 10.03 9.69 10.49 10.17 P3 MH2 MH1 145.0 Concrete 52.00 7.21 7.91 7.38 0.004 10.67 10.31 11.11 10.74 P10 B2 MH2 14.7 Concrete 18.0 6.70 3.79 8.19 8.01 0.012 11.16 11.11 11.39 11.33 P1 I O-1 110.0 Concrete 59.00 5.90 7.15 6.71 0.004 9.26 8.80 9.80 9.34 P9 MH2 B3 14.6 Concrete 18.0 1.00 0.57 8.01 8.45 -0.030 11.11 11.11 11.11 11.11 P11 B2 B1 20.3 Concrete 18.0 4.70 2.66 8.19 8.25 -0.003 11.34 11.30 11.45 11.41 P12 B1 A 67.4 Concrete 15.0 1.50 1.22 8.25 8.40 -0.002 11.44 11.41 11.47 11.43 P16 MH7 C2 14.2 Concrete 18.0 2.60 1.47 8.17 8.40 -0.016 11.89 11.88 11.92 11.91 P21 MH8 D4 82.5 Concrete 15.0 3.40 2.77 8.61 8.75 -0.002 12.65 12.42 12.77 12.54 P18 MH8 D3 30.3 Concrete 18.0 2.90 1.64 8.61 8.47 0.005 12.45 12.42 12.49 12.47 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 12.87 12.87 12.87 12.87 P34 MH11 J2 18.9 Concrete 18.0 1.00 0.57 9.09 9.26 -0.009 12.87 12.87 12.88 12.87 P-36 MH-12 K3-1 75.9 Concrete 15.0 2.70 2.20 9.48 10.14 -0.009 13.18 13.05 13.26 13.12 P-37 K3-1 K3-2 75.9 Concrete 15.0 1.35 1.10 10.14 10.80 -0.009 13.25 13.22 13.27 13.24 P-38 J1 MH10 20.8 Concrete 18.0 0.60 0.34 9.14 8.93 0.010 12.66 12.66 12.67 12.66 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 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 11.30 11.16 11.41 11.39 G1, G2, 10.65 14.01 8.96 0.00 12.82 12.82 13.10 13.10 2 H, L 11 I 13.80 13.80 7.15 7.00 9.69 9.26 10.17 9.80 141 B1 12.81 13.31 8.25 0.00 11.41 11.34 11.43 11.45 142 A 12.64 13.14 8.40 0.00 11.44 11.44 11.47 11.47 143 B3 12.85 13.35 8.45 0.00 11.11 11.11 11.11 11.11 148 C2 13.00 13.50 8.40 0.00 11.89 11.89 11.92 11.92 155 D4 14.35 14.35 8.75 0.00 12.65 12.65 12.77 12.77 156 D3 12.77 13.27 8.47 0.00 12.48 12.45 12.51 12.49 157 D2 12.80 13.30 8.70 0.00 12.51 12.49 12.52 12.52 158 D1 13.13 13.63 8.73 0.00 12.52 12.52 12.53 12.53 164 F1 12.90 12.90 9.15 0.00 12.29 12.29 12.30 12.30 165 F2 13.02 13.02 9.12 0.00 12.29 12.29 12.30 12.30 166 E1 12.89 12.89 9.64 0.00 11.71 11.71 11.72 11.72 167 E2 12.81 12.81 9.51 0.00 11.70 11.70 11.70 11.70 195 K1 13.40 13.90 9.19 0.00 12.66 12.66 12.66 12.66 196 K2 13.23 13.73 9.39 0.00 12.87 12.87 12.87 12.87 197 J2 14.10 14.60 9.26 0.00 12.87 12.87 12.88 12.88 198 K3-2 13.30 14.50 10.80 0.00 13.25 13.25 13.27 13.27 199 J3 14.50 13.80 9.96 0.00 13.79 13.79 13.95 13.95 209 K3-1 13.30 14.50 10.14 0.00 13.22 13.18 13.24 13.26 212 MH-12 13.30 14.50 9.48 0.00 13.05 13.01 13.12 13.08 213 J1 14.03 14.53 9.14 0.00 12.66 12.66 12.67 12.67 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 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 59.00 57.76 5.90 9.26 8.80 P2 MH1 7.38 I 7.15 142.0 0.002 Ellipse 0.013 52.00 41.01 4.87 10.03 9.69 P3 MH2 7.91 MH1 7.38 145.0 0.004 Ellipse 0.013 52.00 61.61 7.21 10.67 10.31 P4 MH3 7.80 MH2 7.91 62.5 -0.002 Ellipse 0.013 44.30 42.75 4.15 11.22 11.11 P5 MH4 8.16 MH3 7.80 90.0 0.004 Ellipse 0.013 25.80 64.45 2.41 11.59 11.54 P6 MH5 8.36 MH4 8.16 69.0 0.003 Circle 30.0 0.013 23.50 22.08 4.79 11.93 11.70 P7 MH6 8.68 MH5 8.36 145.5 0.002 Circle 30.0 0.013 20.50 19.23 4.18 12.65 12.28 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 12.82 12.78 P9 MH2 8.01 B3 8.45 14.6 -0.030 Circle 18.0 0.013 1.00 18.21 0.57 11.11 11.11 P10 B2 8.19 MH2 8.01 14.7 0.012 Circle 18.0 0.013 6.70 11.64 3.79 11.16 11.11 P11 B2 8.19 B1 8.25 20.3 -0.003 Circle 18.0 0.013 4.70 5.70 2.66 11.34 11.30 P12 B1 8.25 A 8.40 67.4 -0.002 Circle 15.0 0.013 1.50 3.05 1.22 11.44 11.41 P13 MH7 8.07 MH3 7.95 60.5 0.002 Circle 24.0 0.013 12.20 10.07 3.88 11.71 11.54 P16 MH7 8.17 C2 8.40 14.2 -0.016 Circle 18.0 0.013 2.60 13.38 1.47 11.89 11.88 P17 MH8 8.61 MH3 7.95 213.5 0.003 Circle 18.0 0.013 6.30 5.84 3.57 12.30 11.54 P18 MH8 8.61 D3 8.47 30.3 0.005 Circle 18.0 0.013 2.90 7.14 1.64 12.45 12.42 P19 D3 8.47 D2 8.70 28.3 -0.008 Circle 18.0 0.013 2.40 9.46 1.36 12.49 12.48 P20 D2 8.70 D1 8.73 22.0 -0.001 Circle 18.0 0.013 1.60 3.88 0.91 12.52 12.51 P21 MH8 8.61 D4 8.75 82.5 -0.002 Circle 15.0 0.013 3.40 2.66 2.77 12.65 12.42 P22 MH4 9.26 E2 9.51 28.5 -0.009 Circle 18.0 0.013 0.70 9.84 0.40 11.70 11.70 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 MH-12 9.48 J3 9.96 193.4 -0.002 Circle 15.0 0.013 4.00 3.22 3.26 13.79 13.05 P-36 MH-12 9.48 K3-1 10.14 75.9 -0.009 Circle 15.0 0.013 2.70 6.02 2.20 13.18 13.05 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 13.25 13.22 P-38 J1 9.14 MH10 8.93 20.8 0.010 Circle 18.0 0.013 0.60 10.55 0.34 12.66 12.66 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 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 44.30 11.22 11.54 11.64 11.54 MH1 14.38 14.38 False 7.38 52.00 10.03 10.31 10.74 10.49 MH5 13.61 13.61 False 8.36 23.50 11.93 12.28 12.55 12.28 MH4 13.41 13.41 False 8.16 25.80 11.59 11.70 11.71 11.70 MH2 13.26 13.26 False 7.91 52.00 10.67 11.11 11.11 11.11 MH7 13.22 13.22 False 8.07 12.20 11.71 11.88 12.02 11.95 MH8 13.71 13.71 False 8.61 6.30 12.30 12.42 12.47 12.50 MH6 14.68 14.68 False 8.68 20.50 12.65 12.78 13.05 12.92 MH8 14.20 14.20 False 8.72 9.60 12.19 12.31 12.45 12.33 MH9 14.20 14.20 False 8.81 9.60 12.36 12.43 12.57 12.50 MH10 14.11 14.11 False 8.93 9.60 12.52 12.66 12.66 12.66 MH11 14.21 14.21 False 9.09 8.60 12.75 12.87 12.87 12.87 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 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 59.00 8.80 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - 0-1 TO G1,G2,H,L (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - B3 TO A (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - C2 TO D1 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - D4 TO MH8 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - E1 TO E2 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - F1 TO F2 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J1 TO K1 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J2 TO K2 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH10 TO K1 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH12 TO J3 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH3 TO K3 (8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] D APPENDIX D WATER QUALITY AND LID INFORMATION New Impervious Area 52,300 acre/sq. ft. Required Minimum Impervious Area to be Treated 26,150 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN J1) 5,054 acre/sq. ft. Pavement area for Paver Section #1 10,544 acre/sq. ft. 2.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 11,201 acre/sq. ft. 2.2 Area of Paver Section #2 (BASIN J2) 5,040 acre/sq. ft. Pavement area for Paver Section #2 11,914 acre/sq. ft. 2.4 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 14,990 acre/sq. ft. 3.0 Total Impervious Area Treated 36,285 acre/sq. ft. Actual % On-Site Treated by LID 69 % New Pavement Area 32,564 acre/sq. ft. Required Minimum Area of Porous Pavement 8,141 acre/sq. ft. Area of Paver Section #1 5,054 acre/sq. ft. Area of Paver Section #2 5,040 acre/sq. ft. Total Porous Pavement Area 10,094 acre/sq. ft. Actual % of Porous Pavement Provided 31 % NOTE: City recommended ratio is 3:1 for impervious areas. All pavement areas are less than 3:1. Total areas vary. 50% On-Site Treatment by LID Requirement 25% Porous Pavement Requirement LID Table New Impervious Area 52,300 acre/sq. ft. Required Minimum Impervious Area to be Treated 26,150 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN J1) 5,054 acre/sq. ft. Pavement area for Paver Section #1 10,544 acre/sq. ft. 2.1 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 11,201 acre/sq. ft. 2.2 Area of Paver Section #2 (BASIN J2) 5,040 acre/sq. ft. Pavement area for Paver Section #2 11,914 acre/sq. ft. 2.4 Impervious Area Treated by LID Treatment Method #1 (Pervious Pavement System) 14,990 acre/sq. ft. 3.0 Total Impervious Area Treated 36,285 acre/sq. ft. Actual % On-Site Treated by LID 69 % New Pavement Area 32,564 acre/sq. ft. Required Minimum Area of Porous Pavement 8,141 acre/sq. ft. Area of Paver Section #1 5,054 acre/sq. ft. Area of Paver Section #2 5,040 acre/sq. ft. Total Porous Pavement Area 10,094 acre/sq. ft. Actual % of Porous Pavement Provided 31 % 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 LOT 1 Basin J1 Paver Area 5054 ft PROJECT NO: 1254-045-02 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 1516 cf DATE: 8/31/2017 Equations: Area trib. to pavers = 18114 sf Developed flow = QD = CIA C (100) = 0.93 Vol. In = Vi = T C I A = T QD Developed C A = 16846 sf Vol. Out = Vo =K QPO T Release rate, QPO = 0.6 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 3.8 1154 180 974 6 9.31 3.6 1296 216 1080 7 8.80 3.4 1429 252 1177 8 8.38 3.2 1556 288 1268 9 8.03 3.1 1677 324 1353 10 7.72 3.0 1791 360 1431 11 7.42 2.9 1894 396 1498 12 7.16 2.8 1994 432 1562 13 6.92 2.7 2087 468 1619 14 6.71 2.6 2180 504 1676 15 6.52 2.5 2269 540 1729 16 6.30 2.4 2339 576 1763 17 6.10 2.4 2406 612 1794 18 5.92 2.3 2473 648 1825 19 5.75 2.2 2535 684 1851 20 5.60 2.2 2599 720 1879 21 5.46 2.1 2661 756 1905 22 5.32 2.1 2716 792 1924 23 5.20 2.0 2775 828 1947 24 5.09 2.0 2835 864 1971 25 4.98 1.9 2889 900 1989 26 4.87 1.9 2938 936 2002 27 4.78 1.8 2995 972 2023 28 4.69 1.8 3047 1008 2039 29 4.60 1.8 3095 1044 2051 30 4.52 1.7 3147 1080 2067 31 4.42 1.7 3179 1116 2063 32 4.33 1.7 3215 1152 2063 33 4.24 1.6 3247 1188 2059 34 4.16 1.6 3282 1224 2058 35 4.08 1.6 3314 1260 2054 36 4.01 1.6 3350 1296 2054 37 3.93 1.5 3374 1332 2042 38 3.87 1.5 3412 1368 2044 39 3.80 1.5 3439 1404 2035 40 3.74 1.4 3471 1440 2031 41 3.68 1.4 3501 1476 2025 42 3.62 1.4 3528 1512 2016 43 3.56 1.4 3552 1548 2004 44 3.51 1.4 3584 1584 2000 45 3.46 1.3 3613 1620 1993 46 3.41 1.3 3640 1656 1984 47 3.36 1.3 3664 1692 1972 48 3.31 1.3 3687 1728 1959 Paver J1 Proposed Detention Pond - Stage/Storage LOCATION: Harmony Commons, Lot 1 PROJECT NO: 1254-045-02 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 9/5/2017 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Total Stage Area Storage Storage (ft) (ft2) (cf) (cf) 14.03 0 14.49 3586 549.83 549.83 14.5 3664 36.25 586.08 about 5.5" ponding above pavers 8-29-17 orifice.xls BASIN J1 100-yr Event, Outlet Sizing LOCATION: HARMONY COMMONS, LOT 1 PROJECT NO: 1254-045-02 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 9/5/2017 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 0.60 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4912.52 ft (inv. "D" on outlet structure) Eo = 4912.66 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4914.49 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.085 ft2 = 12.2 in2 orifice dia. = d = 3.95 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.22 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 1.90E+05 Co = (K in figure) = 0.65 check Use d = 4 in A o = 0.087 ft 2 = 12.57 in 2 Qmax = 0.62 cfs J1 orifice - 100yr, 8-29-17 orifice.xls FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HCS LOT 1 Basin J2 Paver Area 5040 ft PROJECT NO: 1254-045-02 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 1512 cf DATE: 8/31/2017 Equations: Area trib. to pavers = 21972 sf Developed flow = QD = CIA C (100) = 0.98 Vol. In = Vi = T C I A = T QD Developed C A = 21532 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.0 cfs storage = S = Vi - Vo K = 1.0 Rainfall intensity from City of Fort Collins IDF Curve with (3.67") rainfall Storm Rainfall QD Vol. In Vol. Out Storage Duration, T Intensity, I (cfs) Vi Vo S (min) (in/hr) (ft3) (ft3) (ft3) 5 9.95 4.9 1476 300 1176 6 9.31 4.6 1657 360 1297 7 8.80 4.3 1827 420 1407 8 8.38 4.1 1988 480 1508 9 8.03 4.0 2143 540 1603 10 7.72 3.8 2290 600 1690 11 7.42 3.7 2421 660 1761 12 7.16 3.5 2548 720 1828 13 6.92 3.4 2668 780 1888 14 6.71 3.3 2786 840 1946 15 6.52 3.2 2901 900 2001 16 6.30 3.1 2990 960 2030 17 6.10 3.0 3076 1020 2056 18 5.92 2.9 3160 1080 2080 19 5.75 2.8 3240 1140 2100 20 5.60 2.8 3322 1200 2122 21 5.46 2.7 3401 1260 2141 22 5.32 2.6 3471 1320 2151 23 5.20 2.6 3547 1380 2167 24 5.09 2.5 3623 1440 2183 25 4.98 2.5 3693 1500 2193 26 4.87 2.4 3755 1560 2195 27 4.78 2.4 3828 1620 2208 28 4.69 2.3 3895 1680 2215 29 4.60 2.3 3957 1740 2217 30 4.52 2.2 4022 1800 2222 31 4.42 2.2 4064 1860 2204 32 4.33 2.1 4110 1920 2190 33 4.24 2.1 4150 1980 2170 34 4.16 2.1 4195 2040 2155 35 4.08 2.0 4235 2100 2135 36 4.01 2.0 4282 2160 2122 37 3.93 1.9 4313 2220 2093 38 3.87 1.9 4362 2280 2082 39 3.80 1.9 4395 2340 2055 40 3.74 1.8 4437 2400 2037 41 3.68 1.8 4475 2460 2015 42 3.62 1.8 4509 2520 1989 43 3.56 1.8 4540 2580 1960 44 3.51 1.7 4581 2640 1941 45 3.46 1.7 4618 2700 1918 46 3.41 1.7 4652 2760 1892 47 3.36 1.7 4684 2820 1864 48 3.31 1.6 4712 2880 1832 Paver J2 Proposed Detention Pond - Stage/Storage LOCATION: Harmony Commons, Lot 1 PROJECT NO: 1254-045-02 COMPUTATIONS BY: #REF! SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 9/5/2017 V = 1/3 d ( A + B + sqrt(A*B)) where V = volume between contours, ft3 d = depth between contours, ft A = surface area of contour Surface Incremental Total Stage Area Storage Storage (ft) (ft2) (cf) (cf) 14.1 0 14.46 5966 715.87 715.87 14.5 6628 251.76 967.63 about 4" ponding above pavers 8-29-17 orifice.xls BASIN J2 100-yr Event, Outlet Sizing LOCATION: HARMONY COMMONS, LOT 1 PROJECT NO: 1254-045-02 COMPUTATIONS BY: ES SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 9/5/2017 Submerged Orifice Outlet: release rate is described by the orifice equation, Qo = CoAo sqrt( 2g(h-Eo)) where Qo = orifice outflow (cfs) Co = orifice discharge coefficient g = gravitational acceleration = 32.20 ft/s Ao = effective area of the orifice (ft2) Eo = greater of geometric center elevation of the orifice or d/s HGL (ft) h = water surface elevation (ft) Qo = 1.00 cfs outlet pipe dia = D = 18.0 in Invert elev. = 4912.59 ft (inv. "D" on outlet structure) Eo = 4912.87 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4914.46 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.152 ft2 = 21.9 in2 orifice dia. = d = 5.28 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.29 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 2.37E+05 Co = (K in figure) = 0.65 check Use d = 5.25 in A o = 0.150 ft 2 = 21.65 in 2 Qmax = 0.99 cfs J2 orifice - 100yr, 8-29-17 orifice.xls E APPENDIX E EXCERPTS FROM REFERENCE REPORTS 49 3.27 1.6 4752 2940 1812 50 3.23 1.6 4790 3000 1790 51 3.18 1.6 4810 3060 1750 52 3.14 1.6 4843 3120 1723 53 3.10 1.5 4873 3180 1693 54 3.07 1.5 4917 3240 1677 55 3.03 1.5 4943 3300 1643 56 2.99 1.5 4966 3360 1606 57 2.96 1.5 5004 3420 1584 58 2.96 1.5 5092 3480 1612 59 2.89 1.4 5057 3540 1517 60 2.86 1.4 5089 3600 1489 Storage Volume for Design Flow: 2222 ft3 8-31-17 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP J2 49 3.27 1.3 3718 1764 1954 50 3.23 1.2 3748 1800 1948 51 3.18 1.2 3763 1836 1927 52 3.14 1.2 3789 1872 1917 53 3.10 1.2 3812 1908 1904 54 3.07 1.2 3847 1944 1903 55 3.03 1.2 3867 1980 1887 56 2.99 1.2 3885 2016 1869 57 2.96 1.1 3915 2052 1863 58 2.96 1.1 3984 2088 1896 59 2.89 1.1 3957 2124 1833 60 2.86 1.1 3982 2160 1822 Storage Volume for Design Flow: 2067 ft3 8-31-17 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 11.71 11.70 P24 MH5 8.51 F2 9.12 27.4 -0.022 Circle 18.0 0.013 1.40 15.68 0.79 12.29 12.28 P25 MH5 8.51 F1 9.15 25.8 -0.025 Circle 18.0 0.013 1.60 16.53 0.91 12.29 12.28 P26 MH7 8.07 MH8 8.72 173.5 -0.004 Circle 24.0 0.013 9.60 13.85 3.06 12.19 11.88 P27 MH8 8.72 MH9 8.81 28.0 -0.003 Circle 24.0 0.013 9.60 12.82 3.06 12.36 12.31 P28 MH9 8.81 MH10 8.93 49.9 -0.002 Circle 24.0 0.013 9.60 11.09 3.06 12.52 12.43 P29 MH10 8.93 MH11 9.09 61.6 -0.003 Circle 24.0 0.013 8.60 11.53 2.74 12.75 12.66 P30 MH11 9.09 MH-12 9.48 156.3 -0.002 Circle 24.0 0.013 6.70 11.30 2.13 13.01 12.87 P32 MH10 8.93 K1 9.19 26.0 -0.010 Circle 18.0 0.013 0.40 10.50 0.23 12.66 12.66 P33 MH11 9.09 K2 9.39 30.0 -0.010 Circle 18.0 0.013 0.90 10.50 0.51 12.87 12.87 P34 MH11 9.09 J2 9.26 18.9 -0.009 Circle 18.0 0.013 1.00 9.96 0.57 12.87 12.87 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] P19 D3 D2 28.3 Concrete 18.0 2.40 1.36 8.47 8.70 -0.008 12.49 12.48 12.52 12.51 P20 D2 D1 22.0 Concrete 18.0 1.60 0.91 8.70 8.73 -0.001 12.52 12.51 12.53 12.52 P24 MH5 F2 27.4 Concrete 18.0 1.40 0.79 8.51 9.12 -0.022 12.29 12.28 12.30 12.29 P25 MH5 F1 25.8 Concrete 18.0 1.60 0.91 8.51 9.15 -0.025 12.29 12.28 12.30 12.30 P22 MH4 E2 28.5 Concrete 18.0 0.70 0.40 9.26 9.51 -0.009 11.70 11.70 11.70 11.70 P23 MH4 E1 27.8 Concrete 18.0 1.60 0.91 9.26 9.64 -0.014 11.71 11.70 11.72 11.71 P26 MH7 MH8 173.5 Concrete 24.0 9.60 3.06 8.07 8.72 -0.004 12.19 11.88 12.33 12.02 P27 MH8 MH9 28.0 Concrete 24.0 9.60 3.06 8.72 8.81 -0.003 12.36 12.31 12.50 12.45 P28 MH9 MH10 49.9 Concrete 24.0 9.60 3.06 8.81 8.93 -0.002 12.52 12.43 12.66 12.57 P29 MH10 MH11 61.6 Concrete 24.0 8.60 2.74 8.93 9.09 -0.003 12.75 12.66 12.87 12.78 P30 MH11 MH-12 156.3 Concrete 24.0 6.70 2.13 9.09 9.48 -0.002 13.01 12.87 13.08 12.94 P35 MH-12 J3 193.4 Concrete 15.0 4.00 3.26 9.48 9.96 -0.002 13.79 13.05 13.95 13.21 P32 MH10 K1 26.0 Concrete 18.0 0.40 0.23 8.93 9.19 -0.010 12.66 12.66 12.66 12.66 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 9/11/2017 Bentley StormCAD V8i (SELECTseries 3) 8-30-17 PDP MAIN REDUCED (LOT 1 FDP).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