Loading...
HomeMy WebLinkAboutDrainage Reports - 06/27/2011North Star c-design 700 Automation Drive, Unit I _ Windsor, CO 80550 Phone:970-686-6939 Fax: 970-686-1188 May 23, 2011 Mr. Glen Schlueter City of Fort Collins Stormwater 700 Wood Street Fort Collins. Colorado 50521 City of Ft. Collin prov Plans Approved By Date Re: New Belgium Brewery Canning Line Expansion Project Proj: 110-18 Dear Glen: The following letter is provided to address the drainage design for the New Belgium Brewery Canning Line Expansion project. I certify that this drainage letter was prepared in accordance with the City of Fort Collins Storm Drainage Criteria Manual and the Final Drainage and Erosion Control Report for the New Belgium Brewery Bottling Plant prepared by North Star Design dated June 12, 2006, hereafter referred to as Packing Hall drainage report. The Packing Hall drainage report, sized the detention pond to accommodate an additional 120,000 square feet of impervious area. It is proposed with this project to construct a 16,000 square feet addition east of the existing bottling plant with 13,200 square feet of additional asphalt and concrete pavement in the loading area. The total additional impervious area being proposed with this project is 29,200 square feet, leaving 90,800 square feet of impervious area for future development and expansions. The existing rain garden located on the east side of the bottling plant will be removed with this project. To mitigate this loss, it is proposed to construct a forebay at the outlet of the Storm D. It has been calculated that the minimum size of the forebay is 58.4 cubic feet. To provide flexibility with future expansions the forebay has been designed to capture 128.0 cubic feet. The forebay is designed to allow solids to settle out prior to being conveyed to the existing detention pond. The forebay has been designed to accept stormwater from Basin 2 and Basin 3 with a release rate of 0.46 cfs. The forebay has been designed for ease of cleaning and minimal structure maintenance. See attached sheets for details and Forebay sizing calculations. Runoff from the north side of the addition will be conveyed to proposed trench drains and conveyed to the detention pond through Storm D. Capacity and sizing calculations for Storm D are attached. All runoff will be conveyed to the detention pond as required in the Packing Hall drainage report. Erosion control required on site is minimal therefore an erosion control escrow amount has not been calculated and the minimum amount ($3000) will be required. I appreciate your time and consideration in reviewing the submittal. Please call if you have any questions or need additional information to approve the drainage design for this project. Scenario: 100 yr Storm Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD Wit Storm network.stc Center (08.11.00,40] 5/25/2011 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 FlexTabie: Conduit Table (Storm network.ste) Invert (Upstrea 4,950.44 4,950.16 Elliptical Pipe Concrete (N/A) 0.013 8.20 m) (ft) CO-2 4,950.16 4,949.48 Circular Pipe Concrete 24,0 0.013 18.20 CO-3 4,949.48 4,949.42 Circular Pipe Concrete 24.0 0.013 18.20 CO-4 4,949.42 4,948.60 Elliptical Pipe Concrete (N/A) 0.013 23.20 CO-5 4,951.17 4,949.42 Circular Pipe PVC 12.0 0.010 5.00 93.0 0.003 5.63 4,954.00 4,953.50 4,953.91 4,953.31 2.37 226.0 0.003 12.41 4,953.50 4,954.50 - 4,953.37 4,951.'I 1.34 34.0 0.002 9.50 4,954.50 4,955.97 4,951.91 4,951.69 3.02 147.0 0.006 16.77 4,955.97 4,953.00 4,951.69 4,950.03 4.95 46.0 0.038 9.03 4,956.21 4,955.97 4,952.23 4,951.69 4.04 2.11 4.29 3.02 5.79 4.55 5.79 2.80 6.75 5.55 6.37 Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8i Storm network.stc Center [08.11.00A0] 5/25/2011 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA + 1 .203-755-1666 I S 8 S 8 8 � A M uone ai3 Yl O a d W 0 L a S. IH 0 L a 4) w 0 a a� M C c W 0 0 O O O O O IN p L6 (O N V O at V (y) UOIJEAGIG C N m North Star Design 700 Automation Drive, Unit I Windsor, SO 80550 . LOCATION: PROJECT NO: COMPUTATIONS BY SUBMITTED BY: DATE: FOREBAY SIZE CALCULATION NBB - Bottling Hall 2nd addition 110-18 TDS North Star Design, Inc. 2/23/2011 From Urban Storm Drainage Criterial Manual Use 40-hour brim -full volume drain time for extended detention basin Required Storage =a*(0.91*13-1.19*I'+0.78* I) Water Quality Capture Volume = WQCV = (required storage/12)*(tributary drainage area) Trib. % Imperv. Req. Storage WQCV req. vol area from Fig. EDB-2 WQCV *1.2 (ac) (in. of runoff) (ft') (ft') to Forebay 1.67 90.0 0.401 2434 2921 ,T-ev'ml AZ 4'S4StrJ T5 Forebay Sizing for contributing area Per UDFCD Storm Drainage Criteria Manual Volume 3 Minimum Forebay Volume = 2.0% of WQCV WQCV = 2921 ft3 Minimum Forebay Volume = 58.4 ft 3 Forebay depth = 12.0 in Forebay surface area = 128.0 ft2 Forebay Volume Provided = Forebay Outlet rate = 100 year undetained runoff = Forebay release rate = Notch Width = 128.0 ft3 2.0% of undetained runoff 23.2 cfs E— F'-Vo ^ j545r05 .Z + 3 0.46 cfs 0.90 ft DetPond - addition 2.As Forebay Design Forbay Notch Calculation Solve For Crest Length Discharge 0.43 ft-/s Headwater Elevation 1.00 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 0.62 US Crest Length 0.89 ft Number Of Contractions 2 1.00 It t - �—ass ft --d VA Q R1 Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.11.00.03] 212312011 12:43:57 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page i of 1 Extended Detention Basin (EDB) T-5 FLOW LENGTH 12W — N� SOIL (WHEN RRIPRAP DOWNSTREAMGRADE IS LOWER THAN TOP LOWE ETA OF BERM) O ,o I f 3:1 MAX. (BERM? MD. WALL L PLAN PLAN O e ^ CONCRETE C I"IV1��/��-✓✓✓""" GROUTED BC FOREBAY S' MIN. PI WITH BERM OTCH F01 qj e LT'SOFr BOTTOM WHERE BASE FLOWS OR GROUNDWATER IS ANTICIPATED INCREASE WHERE ME FLOWS ARE ANTICIPATED OUTLET RACK Q 4.1 SIDESLOPES WITH NO AREAS GREATER THAN 3:1. FOR AESTHETIC DESIGN. VARY SLOPES AND DESIGN ONE SIDE WALCER. THAN THE OTHER._ FOREBAYNCENT WITHATE CONCRETE OR GROUTED ROCK FLOOR PROVIDE UQ ENERGY DISSIPATION FOR CONCENTRATED FLOW. 5�14LWA? / 1 T © IN THE BOTTOM OF THE BASIN PROVIDE A 3% MIN. SLOPE TO THE TRICKLE CHANNEL OR O I 17 UICROPOOI CHANNEL. FOR CONCRETE SLOPE BETWEEN OA AND 1.0% INRAL SUR EMBANKMENT PROVIDE DEPTH' 4' IN. SPILLWAY ENERGY CROPOOL DEPTH DISSIPATION i ARMORED BERM OR VERTICAL �44- CONCRETE TRICKLE CHANNEL RUNDOWN PROFILE IN FACT SHEET T-12) NTS SEEPAGE CUTOFF COLLAR OF NECESSARY) T _•- .a ... � aY .>lif•TW. :: . Figure EDB-3. Extended Detention Basin (EDB) Plan and Profile M(COfmoI Sq C�v, of cot IraS w(T k ' h _s December 2010 Urban Drainage and Flood Control District EDB-11 Urban Storm Drainage Criteria Manual Volume 3 T-5 Extended fetention Basin (EDB Table E1313-4. EDB Come Criteria On -Site EDBs EDBs with EDBs with ,ij ^ v xI t tEDBs wrt EDBs with for Watersheds Watersheds a Wafershedsi' Watersheds Watersheds up to 2 up to 5 e over 5"; over 20 Up to 1 Impervious Impervious Impervious � Impervious Impervious p Acres Acres ,t.; ..,Acres ,l`? Acres Acre Release 2% of Release 2%& of Releasej2% of%' Release 2% of the undetained the' n letained t the undetamed n the undetained 100-year peak Foreba g . y; t A forebay and 100-year peak ] 00 year peak F 1 OQ year pe�k,, discharge by Release and ` °s trickle channel discharge by discharge ly discharge bye way of a Cogui ninon, may not be way of a way ofa way of a wall/notch or necessary for ary wall/notch wall/notch:wall/notch berm/pipe a this size site. this configuration configuration configuration' >• - � configuration Specific site operations Finimu should be considered to 1 % of the 1, 2% of the 3% of they 3% of the orebay determine if a WQCV ;,WQCV WQCV WQCV Volume<'', forebay will - serve to reduce Maximum 12 inches • fll inches '' 18;inches : 30 inches Forebay DepYti maint nance requirements. > the > the > the Tric maxim maxi max /ax pos ' po e pos e f fore outlet for outlet for outlet acity pacify pacify Mier o Area> A _ 0 ftz tUe rear> Area> are 191WDe 4 De D 4 De p m. e _ argeilw e> e> olume es es es 'Ili /u WQCV /o WQCV EDBs are not recommended for sites with less than 2 imp Gres. garden. Z Round up to the first standard pipe size (minimum 8 inches). Consider a sand filter or rain Design Example Gf'j_rCr-14- 17a1 The UD-BMP workbook, designed as a tool for both designer and reviewing agency is available at .DC S I� ww),v.udfcd.ors. This section provides a completed design form from this workbook as an example. v 5'e4=1 EDB-12 Urban Drainage and Flood Control District December 2010 Urban Storm Drainage Criteria Manual Volume FINAL DRAINAGE AND EROSION CONTROLSTUDY NEW BELGIUM BREWERY, FOURTH FILING PACKAGING HALL & BUCKINGHAM STREET IMPROVEMENTS Prepared for: New Belgium Brewery 500 Linden Street Fort Collins, CO 80524 Prepared by: North Star Design 700 Automation Drive, Unit I Windsor, Colorado 80550 (970)686-6939 June 12, 2006 Job Number 1I0-I3 approved site has been broken into 5 basins and are labeled Basins A through E on the drainage plan. Basin E is the only basin being modified in the calculations for the proposed improvements. The area of the proposed site improvements and Buckingham Street have been broken into 8 basins and are labeled Basins 1 through 8. These basins are detailed in Section 4.2 of this report. This project will be divided into two phases. During Phase 1 the entire site, Basins El, E2, 1, 2, 3, and 6 will drain to the existing detention pond and the allowable release rate will be held at a maximum of 1.15 efs. Runoff will be discharged into the existing stormwater system that is located in Buckingham Street. With Phase 2, an offsite temporary detention pond and additional storm piping is proposed. With Phase 2 the onsite detention pond allowable release rate will be increased from 1.15 cfs to 6.45 cfs. and runoff will be conveyed to the temporary detention pond through Storm F. The allowable release rate from this temporary detention pond will be held at a maximum of 1.15 cfs. This temporary pond will remain until an adequate outfall conveyance system is constructed from the site to the Poudre River. Once the outfall system is constructed this temporary pond will be filled and the 6.45 cfs released from the onsite detention pond along with the runoff from the 4 inlets (3 proposed and 1 existing) located on Buckingham Street will be conveyed to the Poudre River. The calculation's accommodate a future expansion of the packing hall of 120,000 sf of additional building space and parking. The overall future runoff coefficient is limited to 0.72 and an imperviousness of 62.7%. This future expansion shall only be permitted when an adequate outfall to the Poudre River is constructed. See calculations in D for detailed calculations. 3.3 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. 3 ,va li+n'>�a vawmwrot • oa•gaap NVId 39b NIbtlO 11b83n0 _ .i0ls - 1s,L o �y7Jonl% vzzao AH3M3U9 1 WN'J139M3N ' a S �i lii I q� ` `�,ys� � err � � '� •iil� I � �,r sa��. I �: i La 24 _ _ pill' 11 II I III `. � I 11 '� ,1�7 0a• ae��@s� $ I •I I I I �-_- � ., I I'.; fl I�, , xgag„pg P di oll!; /��f �� �\ ` ` � paI Iitl'�'!� @.•i4��ez(a as,e�: (I A�s del: ol� I� cI.' I!+ I � d II /III If ri 11 II ., " i 1�- r p ".!! IIt --_—_ I 13 a