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Home My WebLink AboutHARMONY COMMONS LOT 5, CHILD CARE - MAJOR AMENDMENT & FDP - FDP170036 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT Harmony Commons Subdivision Lot 5 Prepared for: Capital Real Estate, Inc. 50 South Sixth Street, Suite 1480 Minneapolis, MN 55402 (612) 313-0126 Prepared by: Interwest Consulting Group 1218 West Ash, Suite A Windsor, Colorado 80550 (970) 674-3300 December 19, 2017 Job Number 1339-178-00 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 ...................................................................................................................... 7 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 Subdivision – Lot 5 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 northwest corner of Timberwood Drive and Lady Moon Drive. Lady Moon Drive bounds the property on the east, Lot 6 of Harmony Commons on the west and Lot 4 of Harmony Commons on the north and Timberwood Drive on the south. 1.2 Description of Property The property consists of about 1.85 acres of land and will consist of a new building, new parking and drive aisles. The site generally slopes in a westerly direction at approximately 0.5% to 1.0%. It was overlot graded with the development of Lots 3 and 4. The land is currently being used as overflow parking with a recycled asphalt surface. 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 drained to the storm system in Lady Moon Drive and Rock Creek Drive and eventually reaches the Fossil Creek Reservoir Inlet Ditch (FCRID). With the Harmony Commons development, the majority of the site drains west to south to a new regional detention pond. 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 drains to the 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 57,730 sf of new impervious area. Using the porous paver LID technique, 30,518 sf of new impervious area (53%) 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 36,195 sf of new pavement area. This project will incorporate 10,433 sf of porous pavers which is 29% of the newly added pavement which meets the required 25%. Please refer to Appendix D for LID calculations and information. 3.4 Hydrologic Criteria Runoff computations were prepared for the 10-year minor and 100-year major storm frequency utilizing the rational method. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. 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 system before being conveyed under Timberwood Drive to Pond 301. A portion of the site (rood and exterior sidewalks) will be collected in the existing storm system located in drive aisle to the north. 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 5) Basin A contains the play yard of the daycare and is calculated to have a 10-year discharge of 0.4 cfs and a 100-year discharge of 1.8 cfs. Flows from Basin A are captured by a proposed storm system under the play areas that will discharge to the new storm system in basin B1 and to the existing system to the west of the development. This system releases into the existing double 5’x2’ box culvert under Timberwood Drive. This culvert directs flow south to Pond 301. Basin B1 is calculated to have a 10-year discharge of 2.9 cfs and a 100-year discharge of 7.3 cfs. Basin B1 contains the parking lot, drive aisle and adjacent sidewalk. Flows from Basin B1 are captured by the porous paver system with 12” depth where the 100-year flow will be detained and reduced to 2.3 cfs with an orifice plate on the 15” RCP discharge pipe. An underdrain system will release this flow into the proposed 15” RCP system that discharges to the existing storm system discussed above. Basin D3 is calculated to have a 10-year discharge of 0.2 cfs and a 100-year discharge of 0.4 cfs. This basin contains the sidewalk and southern half of the drive aisle located to the north of the proposed building. Flows from this area will drain to the existing 5’ Type R inlet and storm system located at design point D3. This existing storm system releases into the existing double 5’x2’ box culvert under Timberwood Drive. Basin D4 is calculated to have a 10-year discharge of 1.3 cfs and a 100-year discharge of 2.8 cfs. This basin contains the building of Lot 5. Flows from the building roof will be collected in 12 inch roof drains that will drain to the existing storm system located in the north drive aisle at design point D3. This existing storm system releases into the existing double 5’x2’ box culvert under Timberwood Drive. The weighted average C value of the site is 0.68 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 5. CONCLUSIONS 5.1 Compliance with Standards All computations that have been completed within this report are in compliance with the City of Fort Collins Storm Drainage Design Criteria Manual. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provides for stormwater quantity and quality treatment of proposed impervious areas. Conveyance elements have been designed to pass required flows and to minimize future maintenance. If, at the time of construction, groundwater is encountered, a Colorado Department of Health Construction Dewatering Permit will be required. 6. REFERENCES 1. 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) A A 0.26 0.56 0.70 5.7 5.0 0.7 1.8 PLAYGROUND STORM SYSTEM B1 B1 0.84 0.70 0.87 5.0 5.0 2.9 7.3 POROUS PAVERS B2 B2 0.21 0.82 1.00 5.0 5.0 0.8 2.0 EX 5' TYPE R SUMP INLET D3 D3 0.08 0.69 0.87 5.0 5.0 0.3 0.7 EX 5' TYPE R SUMP INLET D4 D4 0.28 0.95 1.00 5.0 5.0 1.3 2.8 ROOF STORM SYSTEM Page 7 Interwest Consulting Group RUNOFF COEFFICIENTS & % IMPERVIOUS LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) A 0.26 11,202 0 0 0 5,391 5,811 0.56 46 B1 0.84 36,633 0 19,047 10,433 1,038 6,114 0.70 66 B2 0.21 8,939 0 5,583 0 1,833 1,523 0.82 82 D3 0.08 3,407 0 1,131 0 1,110 1,166 0.69 64 D4 0.28 12,163 12,163 0 0 0 0 0.95 90 TOTAL 1.66 72,344 12,163 25,762 10,433 9,373 14,614 0.73 69 FOR ON-SITE LID CALCULATIONS 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 12-5-17 FC FLOW LOT 5 FDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 2 and 10 YR LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) a A 0.26 0.56 12 2.0 2.8 250 0.5 0.016 1.4 2.9 5.7 262 11.5 5.7 b1 B1 0.84 0.70 20 2.0 2.7 90 0.6 0.03 0.8 1.8 4.5 110 10.6 5.0 b2 B2 0.21 0.82 12 2.0 1.4 225 0.6 0.016 1.6 2.4 3.8 237 11.3 5.0 d3 D3 0.08 0.69 12 2.0 2.1 60 0.6 0.03 0.8 1.2 3.3 72 10.4 5.0 d4 D4 0.28 0.95 60 1.0 2.2 0 0.3 0.03 0.6 0.0 2.2 60 10.3 5.0 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 12-5-17 FC FLOW LOT 5 FDP.xls Interwest Consulting Group STANDARD FORM SF-2 TIME OF CONCENTRATION - 100 YR LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) a A 0.26 0.56 0.70 12 2.0 2.1 250 0.5 0.016 1.4 2.9 5.0 262 11.5 5.0 b1 B1 0.84 0.70 0.87 20 2.0 1.5 90 0.6 0.03 0.8 1.8 3.3 110 10.6 5.0 b2 B2 0.21 0.82 1.00 12 2.0 0.5 225 0.6 0.016 1.6 2.4 2.9 237 11.3 5.0 d3 D3 0.08 0.69 0.87 12 2.0 1.2 60 0.6 0.03 0.8 1.2 2.4 72 10.4 5.0 d4 D4 0.28 0.95 1.00 60 1.0 1.4 0 0.3 0.03 0.6 0.0 1.4 60 10.3 5.0 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 12-5-17 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 2-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) a A 0.26 0.56 5.7 2.70 0.4 0.4 b1 B1 0.84 0.70 5.0 2.85 1.7 1.7 b2 B2 0.21 0.82 5.0 2.85 0.5 0.5 d3 D3 0.08 0.69 5.0 2.85 0.2 0.2 d4 D4 0.28 0.95 5.0 2.85 0.8 0.8 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor i = rainfall intensity (in/hr) from City of Fort Collins IDF curve (4/16/99) A = drainage area (acres) i = 24.221 / (10+ tc)0.7968 12-5-17 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 10-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) a A 0.26 0.56 5.7 4.61 0.7 0.7 b1 B1 0.84 0.70 5.0 4.87 2.9 2.9 b2 B2 0.21 0.82 5.0 4.87 0.8 0.8 d3 D3 0.08 0.69 5.0 4.87 0.3 0.3 d4 D4 0.28 0.95 5.0 4.87 1.3 1.3 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 12-5-17 FC FLOW LOT 5 FDP.xls Interwest Consulting Group RATIONAL METHOD PEAK RUNOFF (City of Fort Collins, 100-Yr Storm) LOCATION: Lot 5 - Harmony Commons Subdivision PROJECT NO: 1339-178-00 COMPUTATIONS BY: es DATE: 12/5/2017 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) a A 0.26 0.70 5.0 9.95 1.8 1.8 b1 B1 0.84 0.87 5.0 9.95 7.3 7.3 b2 B2 0.21 1.00 5.0 9.95 2.0 2.0 d3 D3 0.08 0.87 5.0 9.95 0.7 0.7 d4 D4 0.28 1.00 5.0 9.95 2.8 2.8 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 12-5-17 FC FLOW LOT 5 FDP.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 Scenario: 100-YR P12 P-38 P-37 P-36 P35 P34 P33 P32 P26 P11 P9 P23 P22 P20 P25 P24 P10 P2 P8 P17 P13 P18 O-1 MH-12 J1 J2 J3 K3-2 K3-1 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 Page 1 of 1 +1-203-755-1666 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 43.90 4.11 7.80 7.91 -0.002 11.09 10.97 11.40 11.28 P13 MH7 MH3 60.5 Concrete 24.0 12.20 3.88 8.07 7.95 0.002 11.57 11.40 11.81 11.63 P17 MH8 MH3 213.5 Concrete 18.0 5.90 3.34 8.61 7.95 0.003 12.07 11.40 12.24 11.57 P5 MH4 MH3 90.0 Concrete 25.80 2.41 8.16 7.80 0.004 11.45 11.40 11.56 11.50 P6 MH5 MH4 69.0 Concrete 30.0 23.50 4.79 8.36 8.16 0.003 11.79 11.56 12.14 11.92 P7 MH6 MH5 145.5 Concrete 30.0 20.50 4.18 8.68 8.36 0.002 12.51 12.14 12.78 12.41 G1, G2, MH6 17.0 Concrete 30.0 20.50 4.18 8.96 8.68 0.016 12.69 12.64 12.96 12.91 P8 H, L P2 MH1 I 142.0 Concrete 50.50 4.73 7.38 7.15 0.002 9.97 9.65 10.41 10.11 P3 MH2 MH1 145.0 Concrete 50.50 7.17 7.91 7.38 0.004 10.54 10.24 10.97 10.64 P10 B2 MH2 14.7 Concrete 18.0 5.60 3.17 8.19 8.01 0.012 11.01 10.97 11.17 11.13 P1 I O-1 110.0 Concrete 57.50 5.75 7.15 6.71 0.004 9.24 8.80 9.75 9.31 P9 MH2 B3 14.6 Concrete 18.0 1.00 0.57 8.01 8.45 -0.030 10.97 10.97 10.98 10.98 P11 B2 B1 20.3 Concrete 15.0 3.60 2.93 8.25 8.47 -0.011 11.17 11.11 11.31 11.24 P16 MH7 C2 14.2 Concrete 18.0 2.60 1.47 8.17 8.40 -0.016 11.75 11.74 11.78 11.77 P18 MH8 D3 30.3 Concrete 18.0 5.90 3.34 8.61 8.47 0.005 12.27 12.17 12.44 12.35 P19 D3 D2 28.3 Concrete 18.0 2.40 1.36 8.47 8.70 -0.008 12.42 12.41 12.45 12.44 P20 D2 D1 22.0 Concrete 18.0 1.60 0.91 8.70 8.73 -0.001 12.45 12.44 12.46 12.45 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 P-36 MH-12 K3-1 75.9 Concrete 15.0 2.70 2.20 9.48 10.14 -0.009 13.04 12.91 13.12 12.98 P-37 K3-1 K3-2 75.9 Concrete 15.0 1.35 1.10 10.14 10.80 -0.009 13.11 13.08 13.13 13.10 P-38 J1 MH10 20.8 Concrete 18.0 0.60 0.34 9.14 8.93 0.010 12.52 12.52 12.53 12.53 P21 D4 D3 10.0 PVC 12.0 2.80 3.57 8.82 8.47 0.035 12.45 12.41 12.64 12.61 P12 A B1 62.0 Concrete 15.0 1.80 1.47 8.77 8.47 0.005 11.30 11.25 11.33 11.29 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 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 57.50 57.76 5.75 9.24 8.80 P2 MH1 7.38 I 7.15 142.0 0.002 Ellipse 0.013 50.50 41.01 4.73 9.97 9.65 P3 MH2 7.91 MH1 7.38 145.0 0.004 Ellipse 0.013 50.50 61.61 7.17 10.54 10.24 P4 MH3 7.80 MH2 7.91 62.5 -0.002 Ellipse 0.013 43.90 42.75 4.11 11.09 10.97 P5 MH4 8.16 MH3 7.80 90.0 0.004 Ellipse 0.013 25.80 64.45 2.41 11.45 11.40 P6 MH5 8.36 MH4 8.16 69.0 0.003 Circle 30.0 0.013 23.50 22.08 4.79 11.79 11.56 P7 MH6 8.68 MH5 8.36 145.5 0.002 Circle 30.0 0.013 20.50 19.23 4.18 12.51 12.14 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 12.69 12.64 P9 MH2 8.01 B3 8.45 14.6 -0.030 Circle 18.0 0.013 1.00 18.21 0.57 10.97 10.97 P10 B2 8.19 MH2 8.01 14.7 0.012 Circle 18.0 0.013 5.60 11.64 3.17 11.01 10.97 P11 B2 8.25 B1 8.47 20.3 -0.011 Circle 15.0 0.013 3.60 6.72 2.93 11.17 11.11 P12 A 8.77 B1 8.47 62.0 0.005 Circle 15.0 0.013 1.80 4.49 1.47 11.30 11.25 P13 MH7 8.07 MH3 7.95 60.5 0.002 Circle 24.0 0.013 12.20 10.07 3.88 11.57 11.40 P16 MH7 8.17 C2 8.40 14.2 -0.016 Circle 18.0 0.013 2.60 13.38 1.47 11.75 11.74 P17 MH8 8.61 MH3 7.95 213.5 0.003 Circle 18.0 0.013 5.90 5.84 3.34 12.07 11.40 P18 MH8 8.61 D3 8.47 30.3 0.005 Circle 18.0 0.013 5.90 7.14 3.34 12.27 12.17 P19 D3 8.47 D2 8.70 28.3 -0.008 Circle 18.0 0.013 2.40 9.46 1.36 12.42 12.41 P20 D2 8.70 D1 8.73 22.0 -0.001 Circle 18.0 0.013 1.60 3.88 0.91 12.45 12.44 P21 D4 8.82 D3 8.47 10.0 0.035 Circle 12.0 0.010 2.80 8.66 3.57 12.45 12.41 P22 MH4 9.26 E2 9.51 28.5 -0.009 Circle 18.0 0.013 0.70 9.84 0.40 11.56 11.56 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 13.65 12.91 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 13.04 12.91 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 13.11 13.08 P-38 J1 9.14 MH10 8.93 20.8 0.010 Circle 18.0 0.013 0.60 10.55 0.34 12.52 12.52 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 2 of 2 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 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 11.11 11.01 11.24 11.17 G1, G2, 10.65 14.01 8.96 0.00 12.69 12.69 12.96 12.96 2 H, L 11 I 13.80 13.80 7.15 7.00 9.65 9.24 10.11 9.75 141 B1 12.80 12.80 8.47 0.00 11.25 11.17 11.29 11.31 142 A 12.80 12.80 8.77 0.00 11.30 11.30 11.33 11.33 143 B3 12.85 13.35 8.45 0.00 10.97 10.97 10.98 10.98 148 C2 13.00 13.50 8.40 0.00 11.75 11.75 11.78 11.78 155 D4 14.18 14.18 8.82 0.00 12.45 12.45 12.64 12.64 156 D3 12.77 13.27 8.47 0.00 12.41 12.27 12.44 12.44 157 D2 12.80 13.30 8.70 0.00 12.44 12.42 12.45 12.45 158 D1 13.13 13.63 8.73 0.00 12.45 12.45 12.46 12.46 164 F1 12.90 12.90 9.15 0.00 12.15 12.15 12.16 12.16 165 F2 13.02 13.02 9.12 0.00 12.15 12.15 12.16 12.16 166 E1 12.89 12.89 9.64 0.00 11.57 11.57 11.58 11.58 167 E2 12.81 12.81 9.51 0.00 11.56 11.56 11.56 11.56 195 K1 13.40 13.90 9.19 0.00 12.52 12.52 12.52 12.52 196 K2 13.23 13.73 9.39 0.00 12.73 12.73 12.74 12.74 197 J2 14.10 14.60 9.26 0.00 12.73 12.73 12.74 12.74 198 K3-2 13.30 14.50 10.80 0.00 13.11 13.11 13.13 13.13 199 J3 14.50 13.80 9.96 0.00 13.65 13.65 13.82 13.82 209 K3-1 13.30 14.50 10.14 0.00 13.08 13.04 13.10 13.12 212 MH-12 13.30 14.50 9.48 0.00 12.91 12.87 12.98 12.94 213 J1 14.03 14.53 9.14 0.00 12.52 12.52 12.53 12.53 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 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 43.90 11.09 11.40 11.50 11.40 MH1 14.38 14.38 False 7.38 50.50 9.97 10.24 10.64 10.41 MH5 13.61 13.61 False 8.36 23.50 11.79 12.14 12.41 12.14 MH4 13.41 13.41 False 8.16 25.80 11.45 11.56 11.57 11.56 MH2 13.26 13.26 False 7.91 50.50 10.54 10.97 10.98 10.97 MH7 13.22 13.22 False 8.07 12.20 11.57 11.74 11.88 11.81 MH8 13.71 13.71 False 8.61 5.90 12.07 12.17 12.35 12.24 MH6 14.68 14.68 False 8.68 20.50 12.51 12.64 12.91 12.78 MH8 14.20 14.20 False 8.72 9.60 12.05 12.17 12.31 12.19 MH9 14.20 14.20 False 8.81 9.60 12.22 12.29 12.43 12.36 MH10 14.11 14.11 False 8.93 9.60 12.38 12.52 12.52 12.52 MH11 14.21 14.21 False 9.09 8.60 12.61 12.73 12.73 12.73 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 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 57.50 8.80 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - 0-1 TO G1,G2,H,L (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - B3 TO A (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - C2 TO D1 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - D4 TO MH3 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - E1 TO E2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - F1 TO F2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J1 TO K1 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - J2 TO K2 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - MH12 TO J3 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] Profile Report Engineering Profile - K3-2 TO MH12 (12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw) 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 1 +1-203-755-1666 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] D APPENDIX D WATER QUALITY AND LID INFORMATION New Impervious Area 57,730 acre/sq. ft. Required Minimum Impervious Area to be Treated 28,865 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN B1) 10,433 acre/sq. ft. Pavement area for Paver Section #1 19,047 acre/sq. ft. Other Impervious Area Treated by LID Treatment Method #1 1,038 acre/sq. ft. Total Impervious Area Treated 30,518 acre/sq. ft. 1.9 Actual % On-Site Treated by LID 53 % New Pavement Area 36,195 acre/sq. ft. Required Minimum Area of Porous Pavement 9,049 acre/sq. ft. Area of Paver Section #1 10,433 acre/sq. ft. Total Porous Pavement Area 10,433 acre/sq. ft. Actual % of Porous Pavement Provided 29 % 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 57,730 acre/sq. ft. Required Minimum Impervious Area to be Treated 28,865 acre/sq. ft. Ratio Area of Paver Section #1 (BASIN B1) 10,433 acre/sq. ft. Pavement area for Paver Section #1 19,047 acre/sq. ft. Other Impervious Area Treated by LID Treatment Method #1 1,038 acre/sq. ft. Total Impervious Area Treated 30,518 acre/sq. ft. 1.9 Actual % On-Site Treated by LID 53 % New Pavement Area 36,195 acre/sq. ft. Required Minimum Area of Porous Pavement 9,049 acre/sq. ft. Area of Paver Section #1 10,433 acre/sq. ft. Total Porous Pavement Area 10,433 acre/sq. ft. Actual % of Porous Pavement Provided 29 % 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 FLOW REDUCTION CALCULATIONS BASED ON PAVER VOLUME Rational Volumetric (FAA) Method OVERALL 100-Year Event LOCATION: HC Lot 5 Basin B1 Paver Area 10433 ft PROJECT NO: 1339-178-00 Void Depth 1 ft COMPUTATIONS BY: es 30% Void 3130 cf DATE: 12/11/2017 Equations: Area trib. to pavers = 36633 sf Developed flow = QD = CIA C (100) = 0.87 Vol. In = Vi = T C I A = T QD Developed C A = 31871 sf Vol. Out = Vo =K QPO T Release rate, QPO = 1.8 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 7.3 2184 473 1711 6 9.31 6.8 2452 567 1885 7 8.80 6.4 2704 662 2043 8 8.38 6.1 2943 756 2187 9 8.03 5.9 3173 851 2322 10 7.72 5.6 3389 945 2444 11 7.42 5.4 3583 1040 2544 12 7.16 5.2 3772 1134 2638 13 6.92 5.1 3949 1229 2721 14 6.71 4.9 4124 1323 2801 15 6.52 4.8 4293 1418 2876 16 6.30 4.6 4425 1512 2913 17 6.10 4.5 4552 1607 2946 18 5.92 4.3 4678 1701 2977 19 5.75 4.2 4796 1796 3000 20 5.60 4.1 4917 1890 3027 21 5.46 4.0 5033 1985 3049 22 5.32 3.9 5138 2079 3059 23 5.20 3.8 5250 2174 3077 24 5.09 3.7 5363 2268 3095 25 4.98 3.6 5465 2363 3103 26 4.87 3.6 5558 2457 3101 27 4.78 3.5 5666 2552 3114 28 4.69 3.4 5765 2646 3119 29 4.60 3.4 5856 2741 3116 30 4.52 3.3 5953 2835 3118 31 4.42 3.2 6015 2930 3086 32 4.33 3.2 6083 3024 3059 33 4.24 3.1 6142 3119 3024 34 4.16 3.0 6209 3213 2996 35 4.08 3.0 6269 3308 2961 36 4.01 2.9 6337 3402 2935 37 3.93 2.9 6383 3497 2887 38 3.87 2.8 6456 3591 2865 39 3.80 2.8 6506 3686 2820 40 3.74 2.7 6567 3780 2787 41 3.68 2.7 6623 3875 2749 42 3.62 2.6 6674 3969 2705 43 3.56 2.6 6720 4064 2657 BASIN B1 100-yr Event, Outlet Sizing LOCATION: HARMONY COMMONS, LOT 5 PROJECT NO: 1339-178-00 COMPUTATIONS BY: es SUBMITTED BY: INTERWEST CONSULTING GROUP DATE: 12/11/2017 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 = 1.80 cfs outlet pipe dia = D = 15.0 in Invert elev. = 4908.47 ft (inv. "D" on outlet structure) Eo = 4911.15 ft (downstream HGL for peak 100 yr flow - from FlowMaster) h = 4912.80 ft - 100 yr WSEL Co = 0.65 solve for effective area of orifice using the orifice equation Ao = 0.269 ft2 = 38.7 in2 orifice dia. = d = 7.02 in Check orifice discharge coefficient using Figure 5-21 (Hydraulic Engineering ) d/ D = 0.47 kinematic viscosity, v = 1.22E-05 ft2/s Reynolds no. = Red = 4Q/(πdv ) = 3.21E+05 Co = (K in figure) = 0.65 check Use d = 7 in A o = 0.267 ft 2 = 38.48 in 2 Qmax = 1.79 cfs B1 orifice - 100yr, 12-5-17 orifice.xls E APPENDIX E EXCERPTS FROM REFERENCE REPORTS 44 3.51 2.6 6780 4158 2622 45 3.46 2.5 6835 4253 2583 46 3.41 2.5 6886 4347 2539 47 3.36 2.5 6933 4442 2491 48 3.31 2.4 6975 4536 2439 49 3.27 2.4 7034 4631 2403 50 3.23 2.4 7090 4725 2365 51 3.18 2.3 7120 4820 2300 52 3.14 2.3 7168 4914 2254 53 3.10 2.3 7213 5009 2204 54 3.07 2.2 7278 5103 2175 55 3.03 2.2 7316 5198 2118 56 2.99 2.2 7350 5292 2058 57 2.96 2.2 7407 5387 2020 58 2.96 2.2 7537 5481 2056 59 2.89 2.1 7485 5576 1910 60 2.86 2.1 7533 5670 1863 Storage Volume for Design Flow: 3119 ft3 12-5-17 FAA POND PAVER FLOW REDUCTION 1FT DEEP.xls,HTP B1 P23 MH4 9.26 E1 9.64 27.8 -0.014 Circle 18.0 0.013 1.60 12.28 0.91 11.57 11.56 P24 MH5 8.51 F2 9.12 27.4 -0.022 Circle 18.0 0.013 1.40 15.68 0.79 12.15 12.14 P25 MH5 8.51 F1 9.15 25.8 -0.025 Circle 18.0 0.013 1.60 16.53 0.91 12.15 12.14 P26 MH7 8.07 MH8 8.72 173.5 -0.004 Circle 24.0 0.013 9.60 13.85 3.06 12.05 11.74 P27 MH8 8.72 MH9 8.81 28.0 -0.003 Circle 24.0 0.013 9.60 12.82 3.06 12.22 12.17 P28 MH9 8.81 MH10 8.93 49.9 -0.002 Circle 24.0 0.013 9.60 11.09 3.06 12.38 12.29 P29 MH10 8.93 MH11 9.09 61.6 -0.003 Circle 24.0 0.013 8.60 11.53 2.74 12.61 12.52 P30 MH11 9.09 MH-12 9.48 156.3 -0.002 Circle 24.0 0.013 6.70 11.30 2.13 12.87 12.73 P32 MH10 8.93 K1 9.19 26.0 -0.010 Circle 18.0 0.013 0.40 10.50 0.23 12.52 12.52 P33 MH11 9.09 K2 9.39 30.0 -0.010 Circle 18.0 0.013 0.90 10.50 0.51 12.73 12.73 P34 MH11 9.09 J2 9.26 18.9 -0.009 Circle 18.0 0.013 1.00 9.96 0.57 12.73 12.73 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] P24 MH5 F2 27.4 Concrete 18.0 1.40 0.79 8.51 9.12 -0.022 12.15 12.14 12.16 12.15 P25 MH5 F1 25.8 Concrete 18.0 1.60 0.91 8.51 9.15 -0.025 12.15 12.14 12.16 12.16 P22 MH4 E2 28.5 Concrete 18.0 0.70 0.40 9.26 9.51 -0.009 11.56 11.56 11.56 11.56 P23 MH4 E1 27.8 Concrete 18.0 1.60 0.91 9.26 9.64 -0.014 11.57 11.56 11.58 11.57 P26 MH7 MH8 173.5 Concrete 24.0 9.60 3.06 8.07 8.72 -0.004 12.05 11.74 12.19 11.88 P27 MH8 MH9 28.0 Concrete 24.0 9.60 3.06 8.72 8.81 -0.003 12.22 12.17 12.36 12.31 P28 MH9 MH10 49.9 Concrete 24.0 9.60 3.06 8.81 8.93 -0.002 12.38 12.29 12.52 12.43 P29 MH10 MH11 61.6 Concrete 24.0 8.60 2.74 8.93 9.09 -0.003 12.61 12.52 12.73 12.64 P30 MH11 MH-12 156.3 Concrete 24.0 6.70 2.13 9.09 9.48 -0.002 12.87 12.73 12.94 12.80 P35 MH-12 J3 193.4 Concrete 15.0 4.00 3.26 9.48 9.96 -0.002 13.65 12.91 13.82 13.07 P32 MH10 K1 26.0 Concrete 18.0 0.40 0.23 8.93 9.19 -0.010 12.52 12.52 12.52 12.52 P33 MH11 K2 30.0 Concrete 18.0 0.90 0.51 9.09 9.39 -0.010 12.73 12.73 12.74 12.73 P34 MH11 J2 18.9 Concrete 18.0 1.00 0.57 9.09 9.26 -0.009 12.73 12.73 12.74 12.73 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA Page 1 of 2 +1-203-755-1666 12/18/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 FDP).stsw Bentley Systems, Inc. Haestad Methods Solution Center [08.11.03.84] 12/13/2017 Bentley StormCAD V8i (SELECTseries 3) 12-19-17 PDP MAIN REDUCED (LOT 5 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