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HomeMy WebLinkAboutZIEGLER - HARVEST PARK PDP - PDP120033 - REPORTS - DRAINAGE REPORTPRELIMINARY DRAINAGE REPORT Harvest Park - Ziegler Mixed Use Prepared for: Architecture West, LLC 4710 South College Ave Fort Collins, CO 80525 (970) 207-0424 Prepared by: Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado 80550 (970) 674-3300 March 13, 2013 Job Number 1054-095-00 ii March 13, 2013 Mr. Wes Lamarque City of Fort Collins Stormwater 700 Wood Street Fort Collins, CO 80522-0580 RE: Preliminary Drainage Report for Harvest Park - Ziegler Mixed Use Dear Wes, I am pleased to submit for your review and approval, this Preliminary Drainage Report for the Harvest Park / Ziegler Mixed Use development. I certify that this report for the drainage design was prepared in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. This report addresses comments from the City dated December 31, 2012. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Reviewed By: Skylar Brower, P.E. Robert Almirall, P.E. Colorado Professional Colorado Professional Engineer No. 44248 Engineer No. 33441 iii TABLE OF CONTENTS TABLE OF CONTENTS ............................................................................................................ iii 1. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 1.1 Location ........................................................................................................................... 1 1.2 Description of Property ................................................................................................. 1 2. DRAINAGE BASINS AND SUB-BASINS .......................................................................... 2 2.1 Major Basin Description ................................................................................................ 3 2.2 Sub-basin Description .................................................................................................... 3 3. DRAINAGE DESIGN CRITERIA ...................................................................................... 2 3.1 Regulations ...................................................................................................................... 2 3.2 Development Criteria Reference and Constraints ...................................................... 2 3.3 Hydrological Criteria ..................................................................................................... 3 3.4 Hydraulic Criteria .......................................................................................................... 3 3.5 Floodplain Regulations Compliance ............................................................................. 3 4. DRAINAGE FACILITY DESIGN ....................................................................................... 4 4.1 General Concept ............................................................................................................. 4 4.2 Specific Flow Routing .................................................................................................... 4 4.3 Drainage Summary ........................................................................................................ 6 5. CONCLUSIONS .................................................................................................................... 6 5.1 Compliance with Standards .......................................................................................... 6 5.2 Drainage Concept ........................................................................................................... 6 6. REFERENCES ...................................................................................................................... 7 APPENDIX VICINITY MAP AND DRAINAGE PLAN .............................................................................. A HYDROLOGIC COMPUTATIONS .......................................................................................... B HYDRAULIC COMPUTATIONS (to be provided with the final report) .............................. C WATER QUALITY POND SIZING ......................................................................................... D FLOODPLAIN INFORMATION ............................................................................................... E 1 1. GENERAL LOCATION AND DESCRIPTION 1.1 Location The Harvest Park / Ziegler Mixed Use development is located in southeast Fort Collins. It is located in the Southwest Quarter of Section 5, Township 6 North, Range 68 West of the Sixth Principal Meridian, in the City of Fort Collins, Larimer County, Colorado. See the location map in Appendix A. The project is located west of Zeigler Road and the property will be split down the middle by the extension of County Fair Lane. The project is bounded on the north and west by Harvest Park Subdivision, on the south by McClelland’s Channel, and on the east by Ziegler Road. 1.2 Description of Property The property consists of approximately 4.08 acres of land which will be separated into two parcels by the County Fair Lane right-of-way. Both parcels are owned by the DP Investment Group. The south parcel is considered the proposed development and is part of the preliminary development permit and the north parcel will be developed in the future. The proposed development consists of approximately 2.42 acres and the future parcel to the north consists of approximately 1.66 acres. The project will consist of four multifamily building units and associated parking and drives. The land currently slopes to the south at a range of approximately 1.5% to 2%. The land is currently occupied by one single family home and several outbuildings. The majority of the ground cover is dryland vegetation or gravel. There is offsite flow from the parcel to the north that presently drains through the property. The offsite parcel consists of two single family homes, several outbuildings and large gravel areas. The McClelland’s Channel is located on the southerly portion of the site. McClelland’s Channel was mapped by the City in November 2000 (revised in 2003) and there is a 100- yr floodplain/floodway associated with the channel. The channel is not mapped by FEMA. There are no proposed improvements within the City Floodplain/Floodway boundary. 2 2. DRAINAGE BASINS AND SUB-BASINS 2.1 Major Basin Description The proposed development lies within the McClelland’s Creek Master Drainage Basin. 2.2 Sub-basin Description The existing site drains to the south where it is intercepted by McClelland’s Channel. 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 Development Criteria Reference and Constraints The runoff from this site has been routed to conform to the requirements of the City Stormwater Department. Water quality facilities are required for the new construction proposed on the site. Water quality will be met through the use of two small rain gardens and a water quality pond. The City of Fort Collins has agreed that detention is not required for this development because the peak flow coming off of the proposed site occurs well before the peak flow in McClelland’s Channel. Specifically, the peak flow during the 100-yr storm event from the proposed site occurs at 35 minutes. According to the Master Plan the peak flow just upstream of the proposed site in McClelland’s Channel occurs at 1 hour 11 minutes. Please refer to the proposed hydrograph in Appendix B. 3 3.3 Hydrologic Criteria Runoff computations were prepared for the 2-year and 10-year minor and 100-year major storm frequency utilizing the rational method. Colorado Urban Hydrograph Procedure was used to generate the 100-year hydrograph for the site. All hydrologic calculations associated with the basins are included in Appendix B of this report. Standard Form 8 (SF-8) provides time of concentration calculations for all sub- basins. Standard Form 9 (SF-9) provides a summary of the design flows for all Sub- basins and Design Points associated with this site. Water quality volume will be presented in the final drainage report and calculated using the method recommended in the “Urban Storm Drainage Criteria Manual”. All calculations will be located in Appendix D. 3.4 Hydraulic Criteria All hydraulic calculations will be presented in the final drainage report and prepared in accordance with the City of Fort Collins Drainage Criteria. All calculations will be included in Appendix C of this report. Hydraulic calculations will be presented in the final drainage report. 3.5 Floodplain Regulations Compliance A completed “City of Fort Collins Floodplain Review Checklist for 50% Submittals” has been included in Appendix E. All floodway information is in compliance with Chapter 10 of the City of Fort Collins Municipal Code. 4 4. DRAINAGE FACILITY DESIGN 4.1 General Concept The majority of the proposed development will be collected and conveyed to the proposed water quality pond on the southern most portion of the site where it will be treated before being released into McClelland’s Channel. The pond outfall will be connected to an existing 24-inch storm pipe that discharges into McClelland’s Channel. 4.2 Specific Flow Routing A summary of the drainage patterns within each basin is provided in the following paragraphs. Basin OS1 includes the area north of the proposed site that drains through the northern parcel that will be part of a future development. This runoff will be cut off by the extension of County Fair Lane and will be collected in the proposed catch basins and conveyed to the proposed water quality pond. This basin also includes the frontage of the existing portion of Ziegler Road. Runoff will follow existing flow patterns south along Ziegler road where it will be intercepted by the proposed inlets in County Fair Lane. Basin OS2 is a sub-basin from the Harvest Park Subdivision north of the site that drains to the east where it is intercepted by the Ziegler Road curb and gutter and conveyed south along Ziegler. This runoff will be intercepted by the proposed inlets at the low point in County Fair Lane. Basin 1 includes the northern half of the site which is not part of this development. Future development will consist of either additional multifamily homes with associated drives or several commercial buildings with associated drives and parking lot. While this basin remains undeveloped during the proposed development of the southern parcel, runoff will follow existing flow patterns to the south where it will be intercepted by County Fair Lane and captured in the proposed catch basins. Flow will then be conveyed to the proposed water quality pond. Basin 1 also includes the northern half of the County Fair Lane roadway improvements. Runoff from the northern half of the roadway will be conveyed to the low point near the Zeigler intersection where it will be collected by an inlet and piped to the water quality pond. 5 Basin 2 includes the existing Ziegler road frontage along the undeveloped northern portion of the site. Ultimate improvements (to be completed with the future development of the northern half) will include a detached sidewalk along Ziegler. All runoff follows existing flow patterns south along the Ziegler curb and gutter until it is intercepted by the proposed inlets in the low point of County Fair Lane. This runoff will be conveyed south to the proposed water quality pond. Basin 3 includes the south half of the site that will be developed. Proposed improvements to basin 3 include four buildings, sidewalk, driveways, two rain gardens, landscape area and the water quality pond. A portion of the runoff from the roofs will be conveyed to the rain gardens. This runoff will infiltrate through the rain garden media and then be conveyed via a pipe system to the water quality pond. Portions of the roof that cannot reach the rain garden will be hard piped directly to the water quality pond. Runoff from the landscape areas, driveway, and parking lot will be conveyed overland to the water quality pond. Basin 3 also includes the southern half of the County Fair Lane roadway improvements. Runoff from the southern half of the roadway will be conveyed to the low point near the Zeigler intersection where it will be collected by an inlet and piped to the water quality pond. Basin 4 includes the existing Ziegler road frontage that is adjacent to the southern half of the site. Improvements will include a 6 foot detached sidewalk. Runoff will follow existing flow patterns along the Ziegler curb and gutter to a low point just north of the bridge that crosses McClelland’s Channel. Runoff is collected by an existing set of inlets and then conveyed directly to an existing discharge location in McClelland’s Channel. Runoff from Basin 4 is not conveyed to the proposed water quality pond. The proposed pond is treating approximately 510 LF of existing Ziegler Road frontage that is included in Basin OS1. Basin 4 consists of approximately 498 LF of existing Ziegler Road frontage that will not be treated in the proposed pond. The City has agreed that it is acceptable to not treat Basin 4 and trade that water with the runoff from the Ziegler frontage in Basin OS1. Basin 5 includes the County Fair Lane improvements that are east of the proposed high point (approximately 40 LF). Runoff will be conveyed along the curb and gutter to an existing low point in County Fair Lane approximately 120 feet west of the property line. 6 This runoff is conveyed to the Harvest Park Pond. This area was accounted for in the original Harvest Park Drainage Report. 4.3 Drainage Summary Drainage facilities located outside of the right of way (including the rain gardens, water quality pond, proposed storm drain system and the pond outlet) will be maintained by the owners of the property. 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 Erosion Control Reference Manual for Construction Sites and the Storm Drainage Design Criteria Manual. All floodway information is in compliance with Chapter 10 of the City of Fort Collins Municipal Code. 5.2 Drainage Concept The proposed drainage concepts presented in this report and on the construction plans adequately provide 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. 7 6. REFERENCES 1. City of Fort Collins, “Storm Drainage Criteria Manual”, (SDCM), dated March, 1986. 2. Urban Drainage and Flood Control District, “Urban Storm Drainage Criteria Manual”, Volumes 1 and 2, dated June 2001, and Volume 3 dated September 1999. 3. ICON Engineering, Inc., “McClelland’s Creek Master Drainage Plan Update”, dated November 20, 2000 (Revised March 2003). A APPENDIX A VICINITY MAP AND DRAINAGE PLAN B APPENDIX B HYDROLOGIC COMPUTATIONS SUMMARY DRAINAGE SUMMARY TABLE Design Tributary Area C (2) C (10) C (100) tc (2) tc (10) tc (100) Q(2)tot Q(10)tot Q(100)tot DRAINAGE Sub-basin STRUCTURE Point (ac) (min) (min) (min) (cfs) (cfs) (cfs) /REMARKS OS-1 OS-1 2.05 0.50 0.50 0.62 13.9 13.9 12.7 2.0 3.4 9.0 OS-2 OS-2 0.42 0.64 0.64 0.80 7.1 7.1 5.4 0.7 1.2 3.2 1 1 1.09 0.69 0.69 0.87 6.3 6.3 5.0 2.0 3.4 9.4 2 2 0.20 0.81 0.81 1.00 5.0 5.0 5.0 0.5 0.8 2.0 3 3 2.05 0.54 0.54 0.68 6.8 6.8 5.9 2.8 4.9 12.9 4 4 0.68 0.63 0.63 0.79 5.0 5.0 5.0 1.2 2.1 5.3 5 5 0.06 0.79 0.79 0.99 5.0 5.0 5.0 0.1 0.2 0.6 Page 7 Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado LOCATION: ZIEGLER MIXED USE PROJECT NO: 1154-095-00 COMPUTATIONS BY: SB DATE: 11/29/2012 10-yr storm Cf = 1.00 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 POINT (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) OS-1 2.05 0.50 215 2.0 12.6 495 2.30 0.016 3.0 2.7 15.3 710 13.9 13.9 OS-2 0.42 0.64 55 2.0 4.8 335 1.50 0.016 2.5 2.3 7.1 390 12.2 7.1 1 1.09 0.69 45 2.0 3.9 295 1.00 0.016 2.0 2.4 6.3 340 11.9 6.3 2 0.20 0.81 16 2.0 1.7 205 2.30 0.016 3.0 1.1 2.8 221 11.2 5.0 3 2.05 0.54 20 2.0 3.6 345 0.80 0.016 1.8 3.2 6.8 365 12.0 6.8 4 0.68 0.63 16 2.0 2.7 270 2.30 0.016 3.0 1.5 4.2 286 11.6 5.0 5 0.06 0.79 11 2.0 1.5 50 0.50 0.016 1.4 0.6 2.0 61 10.3 5.0 OVERALL SITE 4.08 0.61 240 2.0 10.8 525 0.50 0.013 1.7 5.0 15.8 765 14.3 14.3 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 STANDARD FORM SF-2 TIME OF CONCENTRATION - 10 YEAR Flow-PDP.xls TOC-10 Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado LOCATION: ZIEGLER MIXED USE PROJECT NO: 1154-095-00 COMPUTATIONS BY: SB DATE: 11/29/2012 100-yr storm Cf = 1.25 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 POINT (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) OS-1 2.05 0.50 0.62 215 2.0 10.0 495 2.30 0.016 3.0 2.7 12.7 710 13.9 12.7 OS-2 0.42 0.64 0.80 55 2.0 3.1 335 1.50 0.016 2.5 2.3 5.4 390 12.2 5.4 1 1.09 0.69 0.87 45 2.0 2.2 295 1.00 0.016 2.0 2.4 4.7 340 11.9 5.0 2 0.20 0.81 1.00 16 2.0 0.6 205 2.30 0.016 3.0 1.1 1.7 221 11.2 5.0 3 2.05 0.54 0.68 20 2.0 2.7 345 0.80 0.016 1.8 3.2 5.9 365 12.0 5.9 4 0.68 0.63 0.79 16 2.0 1.8 270 2.30 0.016 3.0 1.5 3.3 286 11.6 5.0 5 0.06 0.79 0.99 11 2.0 0.5 50 0.50 0.016 1.4 0.6 1.1 61 10.3 5.0 OVERALL SITE 4.08 0.61 0.77 240 2.0 7.4 525 0.50 0.013 1.7 5.0 12.4 765 14.3 12.4 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 TIME OF CONCENTRATION - 100 YR STANDARD FORM SF-2 Flow-PDP.xls TOC-100 Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado RATIONAL METHOD PEAK RUNOFF (2-YEAR) LOCATION: ZIEGLER MIXED USE PROJECT NO: 1154-095-00 COMPUTATIONS BY: SB DATE: 11/29/2012 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 (new) Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) OS-1 2.05 0.50 13.9 1.93 2.0 OS-2 0.42 0.64 7.1 2.52 0.7 1 1.09 0.69 6.3 2.61 2.0 2 0.20 0.81 5.0 2.85 0.5 3 2.05 0.54 6.8 2.56 2.8 4 0.68 0.63 5.0 2.85 1.2 5 0.06 0.79 5.0 2.85 0.1 OVERALL SITE 4.08 0.61 14.3 1.91 4.8 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) NOTE: Intensity based on Figure 3-1, 1999 (Regional Analysis) Flow-PDP.xls Q2 Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado RATIONAL METHOD PEAK RUNOFF (10-YEAR) LOCATION: ZIEGLER MIXED USE PROJECT NO: 1154-095-00 COMPUTATIONS BY: SB DATE: 11/29/2012 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 (new) Design Point (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) OS-1 2.05 0.50 13.9 3.29 3.4 3.4 OS-2 0.42 0.64 7.1 4.31 1.2 1.2 1 1.09 0.69 6.3 4.46 3.4 3.4 2 0.20 0.81 5.0 4.87 0.8 0.8 3 2.05 0.54 6.8 4.38 4.9 4.9 4 0.68 0.63 5.0 4.87 2.1 2.1 5 0.06 0.79 5.0 4.87 0.2 0.2 OVERALL SITE 4.08 0.61 14.3 3.26 8.2 8.2 Q = Cf C iA Q = peak discharge (cfs) C = runoff coefficient Cf = frequency adjustment factor I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) NOTE: Intensity based on Figure 3-1, 1999 (Regional Analysis) Flow-PDP.xls Q10 Interwest Consulting Group 1218 West Ash, Suite C Windsor, Colorado RATIONAL METHOD PEAK RUNOFF (100-YEAR) LOCATION: ZIEGLER MIXED USE PROJECT NO: 1154-095-00 COMPUTATIONS BY: SB DATE: 11/29/2012 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 (new) Design Point Design. (ac) (min) (in/hr) (cfs) Point (cfs) (cfs) OS-1 2.05 0.62 12.7 7.02 9.0 9.0 OS-2 0.42 0.80 5.4 9.56 3.2 3.2 1 1.09 0.87 5.0 9.95 9.4 9.4 2 0.20 1.00 5.0 9.95 2.0 2.0 3 2.05 0.68 5.9 9.33 12.9 12.9 4 0.68 0.79 5.0 9.95 5.3 5.3 5 0.06 0.99 5.0 9.95 0.6 0.6 OVERALL SITE 4.08 0.77 12.4 7.10 22.2 22.2 Q = C iA Q = peak discharge (cfs) C = runoff coefficient I = rainfall intensity (in/hr) from IDF curve A = drainage area (acres) NOTE: Intensity based on Figure 3-1, 1999 (Regional Analysis) Flow-PDP.xls Q100 ✁ ✂ ✄ ☎ ✆ ✝ ✄ ✞ ✞ ☎ ✆ ✟ ✠ ✆ ✡ ☎ ✟ ☛ ☞ ✌ ✍ ✂ ✄ ✟ ☎ ✎ ✆ ☞ ✝ ✂ ✠ ✏ ✍ ✠ ✆ ✑ ☛ ✑ ✍ ✂ ✒ ✠ ✗ ✖ ✓ ✕ ✔ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✛ ✚ ✙ ✘ ✔ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✕ ✢ ✓ ✜ ✔ ✔ ✔ ✓ ✓ ✓ ✓ ✓ ✓ ✓ ✔ ✓ ✓ ✕ ✓ ✔ ✓ ✓ ✖ ✓ ✔ ✓ ✓ ✣ ✤ ✥ ✦ ✧ ★ ✩ ✦ ✗ ✪ ✓ ✤ ✔ ✓ ✫ ✓ ✥ ✬ ✭ ✮ ✯ ✰ ✱ ✲ ✳ ✴ ✵ ✘ ✓ ✔ ✓ ✓ ✙ ✓ ✔ ✓ ✓ ✚ ✓ ✔ ✓ ✓ ✾ ✹✽✼✹✸✻✻✷✺✹✸✷✶ ✿✼✸ ❋ ❀ ❇ ❁ ❄ ❄ ❊❉❈ ❃❂ ❆❅ ❤ ❨ ✐ ❥ ❦ P ❧ ◗ ♠ ❘ ♥ ♦ ❙ ♣ ❚ ❯ q ❱ r s ❲ ◗ ❛ ❳ ❨ t ✁ ❯ ❴ ❩ ❯ ◗ ❬ ❬ ❯ ❭ t ❪ ◗ ❵ ❫ P ◗ ❬ ❪ ❛ ❚ ❯ ❬ ❵ ❩ ❬ ✖ ◗ ❪ ● ❚ ❍ ❴ ❯ ■ ❴ ❬ ◗ ❏ ❭ ❵ ❑ ✉ ▲ ❛ ▼ ◆ ❱ ❑ ❖ ❜ ◗ ❵ ❫ ❜ ❴ ❴ ✕ ❝ ✓ ❵ ● ❍ ❬ ■ ❯ ❏ ❵ ❑ ❛ ▲ ◗ ▼ ❬ ◆ ❭ ❑ ❖ ❳ ❞ ❙ ❚ ❜ ❬ ◗ ✕ ❪ ✓ ✓ ❵ ● ❍ ❳ P ■ ❏ ❚ ❑ ❯ ▲ ❡ ▼ ◆ ❙ ❑ ❖ ❯ ❵ ❢ ❭ ❩ ❙ ❚ ❣ ❯ ❛ ❤ ❤ ❨ ❨ ① ✈ ✐ ✐ ❥ ❥ ❦ ❦ ❧ ❧ ♠ ♠ ♥ ♥ ♦ ♦ ♣ ♣ ✇ ② r r s s ◗ ◗ ❛ ❛ t t ❯ ❯ ❴ ❴ ❯ ❯ ❬ ❬ ❯ ❯ t t ◗ ◗ ❵ ❵ ◗ ◗ ❬ ❬ ❛ ❛ ❯ ❯ ❵ ❵ ❬ ❬ ◗ ◗ ❚ ❚ ❯ ❯ ❬ ❬ ❭ ❭ ✉ ✉ ❤ ❤ ❨ ❨ ④ ✁ ✐ ✐ ❥ ❥ ❦ ❦ ❧ ❧ ♠ ♠ ♥ ♥ ♦ ♦ ♣ ♣ ② ② r r ⑤ ③ ◗ ◗ ❛ ❛ t t ❯ ❯ ❴ ❴ ❯ ❯ ❬ ❬ ❯ ❯ t t ◗ ◗ ❵ ❵ ◗ ◗ ❬ ❬ ❛ ❛ ❯ ❯ ❵ ❵ ❬ ❬ ◗ ◗ ❚ ❚ ❯ ❯ ❬ ❬ ❭ ❭ ✉ ✉ ❤ ❤ ❨ ❨ ⑧ ⑥ ✐ ✐ ❥ ❥ ❦ ❦ ❧ ❧ ♠ ♠ ♥ ♥ ♦ ♦ ♣ ♣ ⑨ ② r r s ⑦ ◗ ◗ ❛ ❛ t t ❯ ❯ ❴ ❴ ❯ ❯ ❬ ❬ ❯ ❯ t t ◗ ◗ ❵ ❵ ◗ ◗ ❬ ❬ ❛ ❛ ❯ ❯ ❵ ❵ ❬ ❬ ◗ ◗ ❚ ❚ ❯ ❯ ❬ ❬ ❭ ❭ ✉ ✉ ❤ ⑩ ❶ ✐ ❷ ❸ ❹ ❺ ❦ ❻ ❼ ❽ ③ ◗ ❛ t ❯ ❴ ❯ ❬ ❯ t ◗ ❵ ◗ ❬ ❛ ❯ ❵ ❬ ◗ ❚ ❯ ❬ ❭ ✉ ✁ ✞ ✄ ☛ ☞ ✌ ✍ ✄ ✆ ✔ ✎ ✏ ✄ ✝ ✗ ☛ ✄ ✏ ✕ ✌ ☛ ✑ ✝ ✗ ✞ ✌ ✒ ✓ ✍ ✜ ✌ ✒ ✓ ✓ ✂ ✗ ✓ ✔ ✄ ✄ ☎ ✌ ✕ ✆ ✝ ✝ ✝ ✓ ✓ ✞ ☞ ✕ ✞ ✟ ☞ ✝ ✒ ✠ ✍ ✍ ✡ ☛ ✡ ✌ ✖ ✓ ✓ ✓ ✌ ✔ ✗ ✌ ✔ ✝ ✌ ✓ ✓ ✘ ☞ ✕ ✙ ☞ ✝ ✌ ✍ ✖ ☛ ☞ ☛ ✝ ✚ ✍ ✄ ✆ ✛ ✖ ☞ ✖ ✢ ✰ ✳ ✻ ✽ ✣ ✯ ✤ ✦ ✤ ✤ ✫ ✩ ✴ ✥ ✬ ✱ ✱ ✥ ✵ ✼ ✥ ✥ ✣ ✩ ✤ ✦ ✦ ✶ ✥ ✶ ✲ ✧ ✣ ✣ ✥ ★ ✩ ✤ ✪ ✫ ✬ ✭ ✮ ✯ ✣ ✦ ✧ ✷ ✷ ✷ ✸ ✸ ✸ ✹ ✹ ✺ ✺ ✺ ✾ ✾ ✮ ❄ ✳ ✶ ✩ ✯ ✥ ✱ ✩ ❃ ✼ ✯ ✥ ✣ ❀ ✤ ✿ ✬ ❅ ✦ ✩ ✼ ✦ ❆ ✭ ✶ ✧ ✥ ❇ ✥ ✢ ❁ ❆ ✩ ✳ ✬ ✣ ✯ ❁ ✦ ✴ ❀ ❈ ✵ ✢ ❇ ✩ ✯ ✶ ✣ ✫ ✶ ✲ ✷ ✷ ✷ ✷ ✸ ✸ ✸ ✸ ✹ ✁ ❂ ✁ ✺ ✺ ✢ ✮ ❄ ✳ ✢ ✣ ✶ ✣ ✩ ✱ ✥ ✩ ✥ ❃ ✥ ✥ ✣ ✥ ✤ ✴ ✴ ✬ ❅ ✩ ✦ ❆ ✭ ❉ ❉ ✧ ❇ ✥ ❈ ❈ ❊ ❇ ❇ ❆ ✥ ✩ ✣ ✯ ✱ ❀ ❈ ❇ ✢ ✯ ✫ ✶ ✲ ✷ ✷ ✷ ✷ ✸ ✸ ✸ ✸ ❋ ❆ ❆ ❆ ✺ ✺ ● ❙ ❚ ❯ ❍ ✳ ✬ ✰ ✼ ✭ ✔ ✥ ✶ ✫ ✤ ✩ ✱ ❃ ✩ ✌ ✦ ✥ ✫ ✦ ✘ ✬ ✬ ■ ✫ ✿ ✩ ❏ ✙ ❁ ✫ ✭ ❑ ✼ ✌ ✤ ✥ ▲ ✩ ✩ ✖ ▼ ✣ ✫ ◆ ☞ ✦ ✫ ✬ ☛ ❖ ✯ ❱ ✝ ✩ ✬ ❲ ✭ P ✞ ✦ ❳ ✥ ◗ ❲ ✸ ❘ ✒ ✩ ✦ ✍ ✫ ❱ ✦ ❭ ✦ ✬ ✌ ✫ ❲ ✬ ✩ ✓ ❳ ✦ ✦ ✓ ❲ ❁ ❱ ✩ ✔ ❁ ✩ ✼ ✦ ✤ ✥ ✵ ✌ ✥ ✫ ❁ ✬ ✝ ✧ ✿ ✼ ✸ ✓ ✤ ✣ ✩ ✓ ✥ ✯ ☞ ✦ ✕ ❨ ✥ ✤ ☞ ❱ ✦ ✥ ✝ ✥ ✩ ✍ ✩ ✬ ❁ ☛ ✣ ✼ ✶ ✩ ❀ ✯ ✦ ❩ ✼ ✿ ✯ ✯ ✴ ❩ ✶ ✯ ✶ ✯ ✦ ✴ ✫ ❃ ✯ ✣ ✥ ✦ ✦ ✥ ✲ ✤ ❁ ❱ ✬ ✯ ✯ ✿ ✿ ✶ ✿ ✩ ✬ ✼ ❁ ✯ ✥ ✣ ✿ ✵ ✿ ✩ ✫ ✼ ✣ ✫ ✵ ✥ ✩ ✬ ✦ ✣ ❩ ❩ ❱ ❱ ✶ ✦ ✣ ✣ ✫ ✴ ❲ ✶ ✥ ✥ ✦ ✼ ❱ ✩ ✤ ✶ ✼ ✿ ✩ ❱ ✼ ✶ ✩ ✥ ✣ ✦ ✥ ✯ ❁ ✤ ✿ ❬ ✯ ✯ ✤ ✬ ✩ ✫ ✬ ✬ ✭ ❀ ❪ ✵ ✥ ✼ ✯ ❩ ✴ ✯ ✦ ✫ ✣ ✥ ✤ ❱ ✬ ✯ ✿ ✿ ✼ ✯ ✥ ✿ ✿ ✫ ✼ ✫ ✥ ✬ ✣ ✫ ✦ ✯ ❲ ✣ ✩ ✫ ✬ ✥ ❁ ❱ ✦ ✫ ✬ ✭ ✣ ✵ ✥ ✿ ✯ ✶ ✶ ✯ ❃ ✫ ✬ ✭ ✿ ✯ ✤ ❩ ❱ ✶ ✩ ✲ ❵ ❴ ( ❫ ) ❜  ❜ ❛ ❵ ❛ ❵ = = ❝ ❞ ● ✾ ❡ ❳ ❂ ❍ ❢ ✵ ✥ ✤ ✥ ✲ ✳ ✬ ✻ ✳ ✻ ❤ ❤ ❦ ❣ ❣ ❣ ❣ ❣ ❥ ✻ ❪ ✾ ✳ ❱ ✯ ✯ ❱ ✤ ❩ ❩ ✣ ✥ ✬ ✩ ✩ ❲ ✯ ✴ ✶ ✥ ✿ ✯ ✯ ✳ ✿ ✤ ✿ ✦ ✤ ✻ ✫ ✯ ✢ ✥ ✣ ✿ ✥ ✯ ✩ ❱ ✥ ❁ ✤ ✾ ✯ ✿ ✿ ✫ ✿ ✱ ✿ ✩ ❱ ✫ ✿ ✼ ✥ ✬ ✼ ✥ ✥ ✤ ✫ ✯ ✤ ✥ ✥ ❃ ✿ ❃ ✬ ✿ ✬ ✵ ✣ ✫ ✣ ✻ ✣ ✫ ✿ ✵ ✦ ✼ ✯ ✯ ❱ ✵ ✾ ✥ ✤ ✤ ✿ ✿ ✻ ✢ ❱ ✿ ✩ ✫ ✴ ✬ ✼ ✼ ✫ ✥ ✯ ✥ ✦ ✫ ✼ ✥ ✿ ✦ ✩ ✿ ✫ ✬ ✿ ✣ ✴ ✣ ✻ ✯ ✫ ✴ ✼ ✯ ❲ ✶ ✳ ✫ ✥ ✥ ✼ ✿ ✤ ✩ ✿ ✼ ✥ ❲ ✫ ✯ ✩ ✼ ✶ ✬ ✫ ✥ ● ✥ ✦ ✧ ✳ ✬ ✫ ✩ ❁ ✣ ❤ ✼ ❍ ✥ ✯ ✤ ✤ ✥ ✿ ✥ ✦ ❁ ✻ ✯ ❤ ✧ ✤ ✩ ✿ ✼ ✥ ✤ ✥ ✥ ✣ ✦ ✐ ✯ ✤ ✿ ✥ ✥ ✣ ✐ ● ✺ ❍ ✳ ✬ ✥ ❃ ■ ❏ ❑ ▲ ▼ ◆ ❖ P ◗ ❧ ♠ ✫ ✦ ✩ ❁ ❁ ✥ ❁ ✧ ✣ ✯ ✤ ✥ ✩ ❁ ✩ ✦ ✿ ✯ ✶ ✶ ✯ ❃ ✦ ✲ 10 15 20 25 100-yr Storm Hydrograph 100-yr Storm Hydrograph 0 5 10 0 20 40 60 80 100 120 Summary of Unit Hydrograph Parameters Used By Program and Calculated Results (Version 1.3.3) Catchment Name/ID User Comment for Catchment Ct Cp W50 (min.) W50 Before Peak W75 (min.) W75 Before Peak Time to Peak (min.) Peak (cfs) Volume (c.f) Excess (inches) Excess (c.f.) Time to Peak (min.) Peak Flow (cfs) Overall Site 0.273 0.295 15.5 5.02 8.1 3.55 8.4 12 14,868 3.35 49,769 35.0 20 Unit Hydrograph Parameters and Results Excess Precip. Storm Hydrograph Total Volume (c.f.) 49,681 torm Hydrograph Summary of CUHP Input Parameters (Version 1.3.3) Catchment Name/ID Raingage Name/ID Area (sq.mi.) Dist. to Centroid (miles) Length (miles) Slope (ft./ft.) Percent Imperv. Pervious (inches) Imperv. (inches) Initial Rate (in./hr.) Final Rate (in.hr.) Decay Coeff. (1/sec.) DCIA Level Dir. Con'ct Imperv. Fraction Receiv. Perv. Fraction Percent Eff. Imperv. Overall Site COFC 100-YR 0.006 0.073 0.145 0.008 53.0 0.35 0.10 3.00 0.50 0.0018 1.00 0.64 0.39 50.82 Depression Storage Horton's Infiltration Parameters DCIA Level and Fractions C APPENDIX C HYDRAULIC CALCULATIONS (To be provided with the Final Report) D APPENDIX D WATER QUALITY POND SIZING Harvest Park / Ziegler Mixed Use Proposed Detention Pond - Stage/Storage LOCATION: Water Quality Pond PROJECT NO: 1154-095-00 COMPUTATIONS BY: SMB DATE: 12/4/2012 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 WATER QUALITY REQD: 0.09 (Ac-Ft) DETENTION REGD: 0.00 (Ac-Ft) TOTAL REQD: 0.09 (Ac-Ft) Surface Incremental Detention Total Stage Area Storage Storage Storage (Elev) (Ft^2) (Ac-ft) (Ac-ft) (Ac-ft) 3.4 0 4.0 408 0.00 0.00 0.00 5.0 2077 0.03 0.00 0.03 WQ WSEL- 5.8 4087 0.08 0.00 0.08 6.0 4496 0.02 0.02 0.10 TOP OF BERM - 7.0 Note: The remaining 0.01 ac-ft of required water quality capture volume will be handled with the use a two rain gardens that treat approximately 0.007 ac-ft each. detention-PDP.xls Sheet 1 of 3 Designer: Company: Date: Project: Location: 1. Basin Storage Volume Ia = 53.00 % A) Tributary Area's Imperviousness Ratio (i = Ia / 100 ) i = 0.53 B) Contributing Watershed Area (Area) Area = 4.080 acres C) Water Quality Capture Volume (WQCV) WQCV = 0.21 watershed inches (WQCV =1.0 * (0.91 * I 3 - 1.19 * I 2 + 0.78 * I)) D) Design Volume: Vol = (WQCV / 12) * Area * 1.2 Vol = 0.0876 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 2.00 feet C) Recommended Maximum Outlet Area per Row, (Ao ) Ao = 0.2 square inches D) Perforation Dimensions: i) Circular Perforation Diameter or D = 0.375 inches ii) Width of 2" High Rectangular Perforations W = inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (Ao ) Ao = 0.1 square inches G) Number of Rows (nr) nr = 6 number H) Total Outlet Area (Aot ) Aot = 0.7 square inches 3. Trash Rack A) Needed Open Area: At = 0.5 * (Figure 7 Value) * Aot At = 24 square inches B) Type of Outlet Opening (Check One) X < 2" Diameter Round 2" High Rectangular Other: C) For 2", or Smaller, Round Opening (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (Wconc ) from Table 6a-1 Wconc = 3 inches ii) Height of Trash Rack Screen (HTR ) HTR = 54 inches Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Interwest Consulting Group Ziegler Mized Use - PDP December 4, 2012 smb UD-BMP_v2.06.xls, EDB 12/4/2012, 8:08 AM Sheet 2 of 3 Designer: Company: Date: Project: Location: iii) Type of Screen (Based on Depth H), Describe if "Other" S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other" 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) inches Type and Size of Support Rod (Ref.: Table 6a-2) vi) Type and Size of Holding Frame (Ref.: Table 6a-2) D) For 2" High Rectangular Opening (Refer to Figure 6b): I) Width of Rectangular Opening (W) W = inches ii) Width of Perforated Plate Opening (Wconc = W + 12") Wconc = inches iii) Width of Trashrack Opening (Wopening ) from Table 6b-1 Wopening = inches iv) Height of Trash Rack Screen (HTR ) HTR = inches v) Type of Screen (based on depth H) (Describe if "Other") Klemp TM KPP Series Aluminum Other: vi) Cross-bar Spacing (Based on Table 6b-1, Klemp TM KPP inches Grating). Describe if "Other" Other: vii) Minimum Bearing Bar Size (Klemp TM Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (L/W) 5 Pre-sedimentation Forebay Basin - Enter design values A) Volume (3% to 5% of Design Volume from 1D) acre-feet (3% - 5% of Design Volume (0.0026 - 0.0044 acre-feet.) B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5-minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no smb Interwest Consulting Group Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility December 4, 2012 Ziegler Mized Use - PDP UD-BMP_v2.06.xls, EDB 12/4/2012, 8:08 AM Sheet 3 of 3 Designer: Company: Date: Project: Location: 6. Two-Stage Design - See Figure EDB-1 A) Top Stage (Depth DWQ = 2' Minimum) DWQ = feet Top Stage Storage: no less than 99.5% of Design Volume (0.0872 acre-feet.) Storage= acre-feet B) Bottom Stage Depth (DBS = 0.33' Minimum Below Trickle Channel Invert) DBS = feet Bottom Stage Storage: no less than 0.5% of Design Volume (0.0004 acre-feet.) Storage= acre-feet Storage = A * Depth Above WS To Bottom Of Top Stage Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.50 * Top Stage Depth or 2.5 Feet) D) Total Volume: Voltot = Storage from 5A + 6A + 6B Voltot = acre-feet (Must be > Design Volume in 1D, or 0.0876 acre-feet.) 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z = (horizontal/vertical) Minimum Z = 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance) Z = (horizontal/vertical) per unit vertical) Minimum Z = 3, Flatter Preferred 9. Vegetation (Check the method or describe "Other") Native Grass Irrigated Turf Grass Other: Notes: smb Interwest Consulting Group December 4, 2012 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Ziegler Mized Use - PDP UD-BMP_v2.06.xls, EDB 12/4/2012, 8:08 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 100.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 1.000 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.40 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 9,755 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = 325 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 8 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 217 sq ft D) Actual Flat Surface Area AActual = 747 sq ft E) Area at Design Depth (Top Surface Area) ATop = 1029 sq ft F) Rain Garden Total Volume VT= 592 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = 325 cu ft iii) Orifice Diameter, 3/8" Minimum DO = 0.24 in MINIMUM DIAMETER = 3/8" Design Procedure Form: Rain Garden (RG) sb Interwest Consulting Group December 4, 2012 Ziegler Mixed Use Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO UD-BMP_v3_01 Rain Garden.xls, RG 12/4/2012, 8:07 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) sb Interwest Consulting Group December 4, 2012 Ziegler Mixed Use Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO UD-BMP_v3_01 Rain Garden.xls, RG 12/4/2012, 8:07 AM E APPENDIX F FLOODPLAIN INFORMATION