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Home My WebLink About20110308.tiff lbTETRA TECH January 14, 2011 Mr. Kim Ogle Weld County Department of Planning Services Weld County Government 1555 N. 17th Avenue Greeley, CO 80631 RE: Building permit for expansion of the plant at the Aurora Organic Dairy, Milk Processing Facility, Weld County, Colorado Dear Mr. Ogle: On behalf of Aurora Organic Dairy, I am submitting the Building Permit, Construction Plans and associated documents shown on the building permit checklist for the Phase I expansion of the Aurora Organic Dairy, Milk Processing Facility. This facility is permitted through 2"d AmUSR- 1405. The Use by Special Review (USR) permit allowed for an expansion of the facility for an additional 48,000 square feet. This expansion is the first of four phases and is for 4,205 square feet, less than 10% of the total expansion allowed with the USR. Future phases will most likely be forthcoming over the next five years. The total construction costs for this project are $3,970,000 and attests to the strong economic commitments that Aurora Organic Dairy continues to make to Weld County. This expansion is primarily for milk processing equipment and associated utilities, as well as an expansion of the raw milk receiving area. There is a need to increase milk production at this plant because of the strong organic milk market. Currently, the plant distributes its organic milk across the United States, to markets that include Costco and Wal-Mart. As discussed with you, Tom Parko, Dave Bauer and Clay Kimmi, in a meeting at your office on January 10, 2011, most of the overall drainage improvements will be made in a later phase. Drainage improvements for this phase will include a 24" storm water pipe that will drain into the existing storm water pond and grading around the new structures (see the attached plot plan). It was agreed upon at our meeting that an addendum to our Final Drainage Report should be submitted. This will be provided to your office on Monday, January 17, 2011 by our Engineer, Karlie Mark. It is our understanding that this will take approximately 30 days for review by Public Works. Aurora Organic Dairy would like to begin construction as soon as possible, so we would appreciate any efforts by Public Works to expedite their review of the Addendum. We have a meeting set up with Luann Penfold with the Mountain View Fire Protection District next week and we will be sending the Fire District Notification Form after our meeting. It is our understanding that the form is required by the County prior to issuance of the building permit. n (�5 l-mm-4iQatiztitai I_ _,.c11 2011-0308 PL1t,73 ] Mr. Kim Ogle mrt TETRA TECH January 14, 2011 Page 2 of 2 If you have any questions, please contact me at 303-772-5282 or julie.cozad@tetratech.com. Thank you for your assistance on this important project. Sincerely, CM772/(-6°7 (ii / / Julie Cozad �9 Land Planning Manager cc: Tom Parko, Weld County Planning Manager Dave Bauer, Weld County Public Works Clay Kimmi, Weld County Public Works Jay Wilson, Aurora Organic Dairy EXIST ING ACCESS OFF HIGHWAY M.Cr PERMIT IM OD, HIGHWAY 66 — afar (i, —- „ mea'REion xee°min ),H I NRS]SIY WNW. ...,. I / \ems\% ‹ ° li S \ 8 g ^' GRAVEL ---� .4 o.W GRAVEL P "G ° � e I - PROPOSED GRAVES PARKINGy Il y, VOR r I/I y , GNAVn o IEXISTINGAB I . . GU LONG se THQUG, IN obi -p G , --„ IIIA A PROPC6 ns u3 , CRAWL I- .AERATION l a OWNER: WNtr> MB�X, �' AURORA ORGANIC DAIRY e i PLATTEVILLE ---'-� 6788 STATE HIGHWAY 66 "°-t— PLATTEVILLE,COLORADO 80651 STATE HIGHWAY 66 4, ARCHITECT/ : I HIXSON ARCHITECTS AND ENGINEERS 11 PROJECT 6 ° NOTE: SITE �_ REFER TO CONSTRUCTION PLAN SET ' -ems • FOR EXISTING AND PROPOSED VICINITY MAP ;©m I I liI CONTOURS AND GRADING NOT TO SCALE B N PLOT PLAN n 1" = 200.00' S RECEIVED JAN 2 8 2011 1 B b 1 2 0 1 County Planning 1 M F M O RA N D U M Weld GREELEY OFFICE rtment TO: Kim Ogle, Planning Services DATE: January 26, 2011 W E O N T Y FROM: Clay Kimmi, P.E., C.F.M., Public Works 1� SUBJECT: 2nd AmUSR-1405, Aurora Dairy Corporation Amended Drainage Report for Phase 1 Expansion Public Works received the Drainage Addendum 1 for Aurora Organic Dairy Expansion on January 19, 2011. The Report was submitted by Karlie Mark, E.I.T. and James A Lenzotti, P.E. (Colorado#20965)of Tetra Tech, and is dated January 19, 2011. The final drainage report has been stamped, signed, and dated by a P.E. licensed to practice in the State of Colorado. The drawings submitted with the report were not stamped, signed, and dated by a registered P.E. licensed in the State of Colorado. Public Works would like to thank the engineers for providing an addendum that was computationally correct and meets the intent of the Weld County Drainage Code. The addendum text and calculations are acceptable to Weld County, however, the engineer needs to revise the drawings included in the addendum appendix based on the redline comments which are summarized below. REQUIREMENTS: Addendum Drawings: 1. Please label the storm sewer shown on Sheet P1 with the appropriate design points (CO-5, CB-1, CO-4, MH-1, and OF-1). 2. The storm sewer is identified as 24" HDPE on Sheet P1, however the storm sewer shown on Sheet C2.1 Site Grading and Drainage Plan of the Building Permit application by Hixson Engineers shows the storm sewer as being 24" RCP. Please review and revise the appropriate sheets as necessary to ensure that both sets of drawings are consistent. 3. Please label the contour intervals on Sheet P1. 4. Please label all drawing sheets with 2ndAmUSR-1405. 5. Please have a registered professional engineer licensed in the State of Colorado stamp, sign, and date all drawing sheets that are included with the Drainage Report Addendum. 6. Please provide filter bedding specifications for the riprapped areas. Please identify the filter bedding on the details and include the specification table on the drawings. 7. Please provide a drawing sheet that contains details for the construction of the storm sewer. Please include a plan and profile of the storm sewer. Please include typical details for the manholes, inlets, and outfall structures. 8. Please include a sheet for the Drainage Report Addendum Appendix that shows the energy grade line and hydraulic grade line of the storm sewer system. 9. On the construction drawings, please identify what is going to happen with the existing storm sewer since a new storm sewer is being constructed approximately 25 feet east of the existing storm sewer. 10. If more than one acre is being disturbed by this project, please include an erosion and sediment control plan showing the locations of all BMPs, typical installation details for all BMPs, and installation and maintenance notes for all BMPs. Please note that if more than 1 acre is disturbed, a Weld County grading permit will need to be obtained prior to the start of construction. 11. Please note that it is only necessary to resubmit, the information that changes. It is not necessary to resubmit the entire Drainage Report Addendum. Construction Drawings: 1. Please provide three (3) complete sets (2-24x36 and 1-11x17) of construction drawings that have been signed, dated, and stamped by a registered professional engineer licensed to practice in the State of Colorado. Prior to submitting the construction drawings, the applicant can submit one (1) complete set for review and comments. Original: Karlie Mark,E.I.T., Tetra Tech CC to File: 2ndAmUSR-1405 Pc by Post: Kim Ogle,Planning Services Jay Wilson,Aurora Organic Dairy, 1401 Walnut St,5`"Floor,Boulder, CO 80302-5328 Page 1 of l M:\PLANNING—DEVELOPMENT REVIEW\USR-Use by Special Review\2nd AmUSR-1405 Aurora Organic Dairy\2nd AmUSR-1405 Drainage Addendum Comments 1-26-I I.DOC d o 1 I -0308 o�,rn .,u, .tAll- -J02-7-ac)1 P 13 RECEIVED I-re222011 18 6 1 - 2 �t I I MEMORANDUM Weld ,:eur,i running oepartmant GREELEY OFFICE TO: Kim Ogle, Planning Services DATE: February 16, 2011 W E L ' , O N T Y FROM: Clay Kimmi, P.E., C.F.M., Public Works SUBJECT: 2nd AmUSR-1405, Aurora Dairy Corporation Amended Drainage Report for Phase 1 Expansion Public Works received the Revised Drainage Addendum 1 for Aurora Organic Dairy Expansion on February 14, 2011. The Report was submitted by Karlie Mark, E.I.T. and James A Lenzotti, P.E. (Colorado#20965) of Tetra Tech, and is dated February 11, 2011. Revised construction drawings were submitted on February 16, 2011. The addendum and construction drawings appear to address the concerns of Public Works. Please release the Public Works hold on the building permits. Original: Karlie Mark,E.I.T., Tetra Tech CC to File: 2ndAmUSR-1405 PC by Post: Kim Ogle,Planning Services 3-0/- 026/1-030 Page l of l M:\PLANNING—DEVELOPMENT REVIEW\USR-Use by Special Review\2nd AmUSR-1405 Aurora Organic Dairy\2nd AmUSR-1405 Drainage Addendum Comments 2-16-11.DOC L Il0'13 0C0aaa"COC xvd MS 2.O ANONd 'I'll n `s 1 i L000000.LNOWONOI fl alms'133aLS sasNns's 0010ai1 me...N0/s Nb'ld 3JVNIVN4 13SFlHd #x _ il ii H731 VL131 IL Wl,a3a,t,1:,1 n 834 3b atlW so9-asnW W D NUMo3M bald d d € oiG ac AN Vaoa•Crand �d 1 'Al A9 owe = a k i $ ® gII m � p= g ; 8 2 's a 4 Y R mg 4D d 4 -4 ya g E(.1 ;$ g Es I I € a ._j. .. II e `4 JI4 ! lgg 31 g " I 1 I X al giii: wT I "ko a I E '`\ y rii a. .. X ap Qs IZ o rwa w ' o wm ----i k n • \,\ .....IF ₹yy c c - - j '� �_.LiI I P� — a' FZ o U iiii: ;tl Wt AggS LI 6 m x " ill s ; 2. ill3 W T \Y€ C I Is: C iaplldlll2 Si € t RI -' -- !IPliglih. i $ 4 2 p .% y it $,I l' l co ii I IIIII__ ll Moos eases® — � C w I mI / • OO a a wrc i as I 2 f m +lam i v r I - -� I ► . ® ie7� I g3A /ifc4:&\ �2 En / i' dg t- 1-t "' c C WS I _� " , � 6 — — • F{ w I og a YO Y. 5 1 LI I s $ i Y I , 1 _ Z I V I n w I O V I m , Q I 31la,Jl'MWVI:3Wei a39n NVld BOVNIW01 ESVHd L1WAV1°MA NVId 39VMWO I 30tliidaralAlaalSrarnarasasaca 4lp 310E,O Salmi-MOO-LONE CC Lad'ryINaala rani 9C 44440L'9L NVNIYS'Aryvx¢SM It TETRA TECH ,._. �_ _. - -- FEB 1 4 9n11 February 1 I,2011 WELD COUN(Y PE L1;-.:C Clay Kimmi Weld County--Public Works 1111 H Street Greeley.CO 80631 Re: Drainage Addendum 1 for Aurora Organic Dairy Expansion— Weld County,Colorado,Tetra Tech Job No. 133-26907-11001 Dear Mr. Kimmi: This drainage addendum letter for the Aurora Organic Dairy Expansion is being submitted on behalf of Aurora Organic Dairy for your review.The site is located off HWY 66 approximately 1 mile east of 1-25. A vicinity map,(Drawing 1)has been attached. The purpose of this letter is to provide a storm drainage design outline for Phase!of the Aurora Organic Dairy Expansion site. The drainage design for the proposed Aurora Organic Dairy Expansion will adhere to the Final Drainage Report for Aurora Organic Dairy Expansion dated December, 2008,prepared by Tetra Tech. This addendum was prepared in compliance with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1. 2 and 3. In addition, a meeting with Weld County was held to review criteria for the Phase I improvements for the site. In that meeting, it was discussed that the Phase I improvements would not warrant detention and that runoff will continue to follow historic runoff patterns.This letter report addendum examines: • Historic and Developed Phase I drainage characteristics • Detention calculations • Pond outlet structure sizing • Storm drainage conveyance calculations General The existing facility consists of a milk processing plant, parking and a multi-use pond. Historically, the site divides naturally into three drainage basins. Basin 1 is the developed portion of the property where the existing milk processing facility is located.The majority of this basin currently drains into the site irrigation pond. There is currently an onsite drainage swale that directs the developed runoff into the onsite pond.There is also an existing inlet located northwest of the building that discharges through a pipe into the onsite pond.The remaining area flows undetained to the south and southeast,around the site. Proposed improvements for Phase I include 9750 ft2 of building addition,a pump house,an aeration tank,and a biosolids tank.The proposed improvements only affect Basin 1 of the site. The majority of the runoff from this basin currently drains into the existing irrigation pond. A small, undeveloped area to the south sheet flows off the property to the south. Future developed runoff from this basin will be directed into one of two proposed on-site detention ponds that will detain and release storm flows. The Phase I,runoff from Basin 1 will continue to follow historic flow patterns and drain to the irrigation pond without the required detention. The future detention ponds will be built with the construction of Phase II improvements. Mr. Clay Kimmi February [1,2011 Page 2 Drainage Characteristics and Detention Historic and developed flow calculations were calculated for the Phase I site. Runoff for the proposed phase one improvements will generate an additional 0.45 cfs of runoff from Basin 1. This will require an additional 0.03 acre-feet of detention. The existing irrigation pond is 12.13 acre-feet. Based on the pond's surface area,the required detention will equate to approximately 3/8"of pond depth.All calculations can be found in the appendix to the letter report. Pond Outlet An emergency spillway will be included in the Phase I improvements as discussed in the January 10. 2011 meeting with Weld County. The spillway will be designed for the 100-year developed event even though it will be somewhat temporary in nature once the site is fully developed and the permanent detention is constructed. After the construction of Phase II improvements,the irrigation pond will no longer detain any runoff from the site.The spillway will act as a permanent emergency outlet for the irrigation pond.The spillway will be an ungrouted rock spillway. 25 feet wide at the crest and will release the 100-year flow of 29.4 cfs.Typical details of the spillway can be found on Drainage Plan P-1 attached to this addendum letter. (Please refer to the calculations provided as an attachment to this letter.) Storm Conveyance Calculations Basin 1 conveyance will incorporate the existing on-site storm infrastructure and a proposed 3 ft.concrete pan. The concrete pan will be located on the north end of the building and will direct runoff around the building to the east and the west.Runoff that is directed to the west will flow into the existing storm inlet. Runoff directed to the east will flow to the existing drainage swale. All other runoff from the site will drain as it did historically.The depth of the existing onsite swale is approximately 2.5 ft.The depth of water in the event of a 100-year storm is 0.79 ft.Therefore the swale can sufficiently carry these flows. (Calculations for the existing swale, existing culverts, and proposed concrete pan have been provided as an attachment to this letter.) In conclusion,the proposed drainage design for Phase I of the Aurora Organic Dairy Expansion will not adversely affect the existing drainage facilities or drainage patterns surrounding the site. Additionally,the drainage design for the proposed project adheres to the Final Drainage Report for Aurora Organic Dairy Expansion dated December. 2008,prepared by Tetra Tech and complies with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. Developed flows for Phase I of the proposed project will be directed to the existing onsite irrigation pond. If there are any questions or comments,or if you would like any additional information concerning this letter, please contact us. .4011011010.ih Sincerely, y.' '40"..REG/cS'jj�'��ii J..c J A. t Ffil.• ••i,�% TETRA TECH v:Q� ��-,Of r 20 65 .=It �rcz' .c► e 4t'Z/i •....• 1/11 Karlie M. Mark, E.I.T.,CFM James A. Lenzotti. P.E. Design Engineer Project Manager Attachments P:\133-26907_08002_Aurora Organic Dairy Expansion\Deliverahles\Reports\Phase I Drainage Addendum\Drainage Addendum litter 02-11- 201 I.doc 24 19 `-_.' 20- w J cc K Q zIIIIGHWAY 66 Ill _ 0 n __ OTA 1 . . _. rer 0 25 'n 30 A; f° � �_ - �o 29 S c I ,a'f�' N •i y +, h' ' ,�d,7 PROJ'ECT c sr , ,-� LOCATION o X' . 70 _ (� _ LOT B W LL N -a m I t O , w 1 r o 7- g 0 36 31 32 e e N 0 co - i County Rd 26 N m m a 0 1000' 2000' 4000' N 3 g 0 2 a ,- Drawing Description Project No.: 133-26907.11001 ai o lE3 TETRA TECH Date: JANUARY 17,2011 CNI VICINITY MAP Designed By: KMM r www.tetratech.com Drawing No. 1900 S.SUNSET STREET,SUITE I-F AURORA ORGANIC DAIRY >, LONGMONT,CO 80501 u‘„ PHONE:303.772.5282 FAX:303.772.7039 EXPANSION Copyright: Tetra Tech Y oti 0 N N N 4O N N a O O} G. 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Haestad Methods SolBtletldMribwMaster WI(SELECTseries 1) [08.11.01.03] 2113/2011 6:29:03 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for 3' pan @ 1.0% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01000 ft/ft Discharge 0.35 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00 4879.91 0+04 4879.88 0+06 4879.75 0+07 4879.88 0+11 4879.91 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,4879.91) (0+04,4879.88) 0.033 (0+04,4879.88) (0+07,4879.88) 0.013 (0+07,4879.88) (0+11,4879.91) 0.033 Options t,,urrenr nougnness vveignrea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.13 ft Elevation Range 4879.75 to 4879.91 ft Flow Area 0.19 ft' Wetted Perimeter 2.93 ft Hydraulic Radius 0.06 ft Top Width 2.91 ft Bentley Systems,Inc. Haestad Methods SoIBYod4 r Master V8i(SELECTseries 1) [08.11.01.03] 2(13/2011 7:05:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 3' pan @ 1.0% Results Normal Depth 0.13 ft Critical Depth 0.15 ft Critical Slope 0.00753 ft/ft Velocity 1.85 ft/s Velocity Head 0.05 ft Specific Energy 0.18 ft Froude Number 1.28 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity infinity ft/s Upstream Velocity Infinity fts Normal Depth 0.13 ft Critical Depth 0.15 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00753 ft/ft Bentley Systems,Inc. Haestad Methods SolBtlodevel MeivMaster V8i(SELECTseries 1) [08.11.01.03] 2/1312011 7:05:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for 3' pan @ 1.0% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.13 ft Discharge 0.35 ft31s Cross Section Image 4880.15 • 4880.10 4880.05 4880.00 4879.95 4879.90 4879.85 } V. m 4879.80. 4879.75 • • 4879.70 4879.65 4879.60 • 4879.55 • 4879.50 0+00 0+02 0+04 0+06 0+08 0+10 Station Bentley Systems,Inc. Haestad Methods SoI8Bod wMaster V8i(SELECTseries 1) 108.11.01.03] 2/13/2011 7:05:47 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for 3' pan @ 0.9% Project Descript€on Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00900 ft/ft Discharge 0.35 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00 4879.91 0+04 4879.88 0+06 4879.75 0+07 4879.88 0+11 4879.91 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,4879.91) (0+04,4879.88) 0.033 (0+04,4879.88) (0+07, 4879.88) 0.013 (0+07,4879.88) (0+11, 4879.91) 0.033 Options t,urrent Roughness vveigntea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.13 ft Elevation Range 4879.75 to 4879.91 ft Flow Area 0.20 ft, Wetted Perimeter 2.98 ft Hydraulic Radius 0.07 ft Top Width 2.97 ft Bentley Systems,Inc. Haestad Methods Sola`otlgeWhorrMaster V8i(SELECTseries 1) [08.11.01.03) 211312011 7:05:04 PM 27 Siemons Company Drive Suite 200W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 3' pan @ 0.9% Resu w:::,. :. • Its: :>:. Normal Depth 0.13 ft Critical Depth 0.15 ft Critical Slope 0.00753 fUft Velocity 1.78 fUs Velocity Head 0.05 ft Specific Energy 0.18 ft Froude Number 1.22 Flow Type Supercritical • GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.13 ft Critical Depth 0.15 ft Channel Slope 0.00900 ft/ft Critical Slope 0.00753 ft/ft Bentley Systems,Inc. Haestad Methods Soletfadgej P vMaster V8i(SELECTseries 1) [08.11.01.031 211312011 7:05:04 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for 3' pan @ 0.9% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00900 ftft Normal Depth 0.13 ft Discharge 0.35 ft3/s Cross Section Image 4880.15_ • 4880.10' 4880.05._ 4880.00: .. ... .. . . .. 4879.95: 4879.90 4879.85 m 4879.80.. w 4879.75. 4879.70. 4879.65 4879.60 4879.55 4879.50 0+00 0+02 0+04 0+06 0408 0+10 Stati o n Bentley Systems,Inc. Haestad Methods SolBgoddtiei rrMaster V81(SELECTseries 1) [08.11.01.03] 2113/2011 7:05:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Existing 18" Culvert Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,972.41 ft Headwater Depth/Height 0.84 Computed Headwater Elev 4,971.17 ft Discharge 4.22 cfs Inlet Control HW Elev. 4,971.05 ft Tailwater Elevation 4,968.50 ft Outlet Control HW Elev. 4,971.17 ft Control Type Entrance Control Grades Upstream Invert 4,969.91 ft Downstream Invert 4,967.96 ft Length 94.67 ft Constructed Slope 0.020598 ft/ft Hydraulic Profile Profile S2 Depth,Downstream 0.54 ft Slope Type Steep Normal Depth 0.54 ft Flow Regime Supercritical Critical Depth 0.79 ft Velocity Downstream 7.32 ft/s Critical Slope 0.005486 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,971.17 ft Upstream Velocity Head 0.31 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 4,971.05 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer:karlie.mark p:1...\existing culvert.cvm EAS-IMR-USA CulvertMaster v3.3(03.03.00.04] 02/13/11 08:19:51ntley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD . (See USDCM Volume I Runoff Chapter for description of method) a Project: Aurora Organic Dairy Expansion Basin ID: Existing Conditions (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) The user must fill in ail of the blue cells for these sheets to function. Desi n Information In ut: Catchment Drainage Imperviousness I,= 39.00 percent Catchment Drainage Area A= 102100 acres Predevelopment NRCS Soil Group Type= B A,B,C.or D Return Period for Detention Control T= 100 years(2,5.10,25,SO,or 100) Time of Concentration of Watershed Tc= 18 minutes Allowable Unit Release Rate(See Table A) p= 0.16 cis/acre • One-hour Precipitation P,= 2 67 inches Design Rainfall OF Formula I=CrP1/(C2x-Tc)"C3 Coefficient One C,= 28.50 Coefficient Two C2= 10.00 Coefficient Three C,= 0.79 'Determination of Average Outflow from the Basin(Calculated): 'Runoff Coefficient C= 0.49 Inflow Peak Runoff Op-in= 27.37 cis Allowable Peak Outflow Rate Dp-oul= 1.67 cis Ratio of Op-out/Op-in Ratio= D.06 Detetmllnatlon of MAJOR Detention Volume Using FAA&Modified FAA Method 20 -Fnter Rainfall Duration Incremental Increase Value Here(e g 5 for 5-Minutes) _ Rainfall Rainfall Inflow Average Outflow Storage Adjustment Average Outflow Storage Duration Intensity Volume Outflow Volume Volume Factor Outflow Volume Volume minutes inches/hr cubic feet (FAA cfs) (FAA.cf) (FAA.cf) (Mortified) (Mod.cis) (Mod,cf) (Mod,cf) (input) (output) (output) (output) (output) (output) (output/ (output) (output) (output) 0 0.00 0 0.00 0 0 0.00 0.00 0 0 20 518 31.105 _ 0.88 1,055 30.050 0.95 1.59 1,909 29,196 40 346 41,553 088 2,110 39.443 0.73 1.21 2.914 38,640 60 2.65 47,781 088 3.165 44,616 _ 0.65 1.09 3.918 43,863 80 2.18 52.238 0.88 4,220 48,016 061 1.03 4,923 47,313 100 1.86 55.722 0.88 5.274 50.448 0.59 0.99 5.028 49,795 120 1.63 58.600 0.88 6.329 52,270 0.58 0.96 6,932 51,667 140 145 61.058 0B8 7,384 53.674 0.56 0.94 7.937 53,122 160 1 32 63.211 066 8,439 54.772 0.56 0.93 8.942 54.270 180 121 65.131 0.68 9,494 55.637 D.55 0.92 9.946 55,185 200 1.11 66.866 068 10.549 56,317 0.55 0.91 10,951 55.915 220 1.04 68.452 0 88 11.604 56,848 054 0.91 11,956 56,497 240 097 69.915 0.88 12.659 57,256 0.54 0.90 12,960 56.954 260 0.91 71.273 0 88 13.714 57.559 0.53 0.90 13,965 57.308 280 0.86 72.543 0 B 14.769 57.774 0 53 0.89 14,969 57.573 300 0.82 73,735 0.88 15.823 57,912 0.53 0.89 15,974 57.761 320 0.78 74.861 088 16.870 57,982 0.53 0.88 16,979 57.882 340 0.74 75,927 0.88 17,933 57.993 0.53 0.88 17,983 57,943 360 0.71 76.940 0.68 18988 57,952 0.53 0.88 18,988 57.952 380 0.68 77,906 0.88 20.043 57,863 0.52 0.88 19,993 57,913 400 0.66 78.830 0.88 21.098 _ 57,732 0.52 0.87 20.997 57.832 420 0.63 79,715 0.88 22.153 57,562 0.52 0.87 22.002 57.713 440 0.61 80.565 0 88 23,208 57,357 0.52 0 87 23,007 57,558 460 0.59 81,382 0.88 24,263 57,120 0.52 0.87 24,011 57,371 480 0.57 82,170 0.88 25,318 56,853 0.52 0.87 25.016 57,154 500 0.55 82,931 0.88 26,372 56,559 0.52 0.87 26.021 56,911 520 0.54 83,667 088 27,427 56,240 0.52 0.87 27.025 56.642 540 0.52 84.379 0.88 28482 55.897 0.52 0.87 28.030 56.349 560 0.51 85.070 088 29,537 55,533 0.52 0.86 29.035 56.035 580 0.49 95,740 088 30.592 55,148 0.52 0.86 30,039 55.701 600 0.48 86.391 0.88 31,647 54,744 C.52 0.86 31,044 55.347 620 0.47 87.025 0.88 32,702 54.323 0.51 0.86 32,049 54.976 640 0.46 87.641 0.88 33.757 53,884 D 51 0 86 33.053 54.588 660 0.45 88.242 086 34,812 53.430 0.51 0.86 34,058 54.184 680 0.44 88.827 088 35,867 52,961 0.51 0.86 35.063 53.765 700 0 43 89.399 088 36.921 52,478 0 51 0.86 38,067 53.332 729 _ 0.42 89.957 088 37.976 51,981 0 51 0.86 37,072 52.885 FAA Major Storage Volume(cubic ft.)= 57,993 Mod.FAA Major Storage Volume(cubic ft.)= 57,952 FAA Major Storage Volume(acre•ft.)= 1.3313 Mod.FAA Major Storage Volume(acre-ft.)= 1.3304 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Released January 2007 Existing UD-Detention_v2 02 xls,Modified FAA 1/14/2011.4'40 PM MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) , Project: Aurora Organic Dairy Expansion Basin ID: Phase I Improvements (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) The user must fill in all of the blue cells for these sheets to function. Design Information{Input): • Catchment Drainage imperv.ousness I,= 42.00 percent Catchment Drainage Area A= 10.2100 acres Predevelopment NRCS Soil Group type= 8 A,B,C,or D Return Period for Detention Control •= 100 years(2,5,10.25,50,or 100) Time of Concentration of Watershed Tc= 18 minutes Allowable Unit Release Rate(See Table A( q= 0.16 cis/acre One-hour Precipitation P,= 2 67 inches Design Rainfall IDF Formula I=C1'P11(C24-Tc)"C3 Coefficient One C,= 28.50 Coefficient Two C,= 10.00 Coefficient Three C,= 0.79 Determination of Average Outflow from the Basin(Calculated): j Runoff Coefficient C- 0.50 Inflow Peak Runoff Op-in= 27.93 cis Towable Peak Outflow Rate Op-nut= 1.67 cis Ratio of Op-out/Op-in Ratio= 0.06 Determination of MAJOR Detention Volume Using FAA&Modified FAA Method 20 <-Enter Rainfall Duration Incremental Increase Value Here(e.g.5 fur 5-Minutes) Rainfall Rainfall lnflow Average Outflow Storage Adjustment Average Outflow Storage Duration intensity Volume Outflow Volume Volume Factor Outflow Volume 'Volume minutes inches 1 hr cubic feet (FAA,cis) (FAA.cf) (FAA.cf) (Modified) (Mod,cfs) (Mod,cf) (Mod.cf) (input) (output) (output) (output) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0 0 0.00 0.00 0 U 20 5.18 31,740 0.88 1,055 30.685 0.95 1.59 1,509 29,831 40 3.46 42.401 0.88 2.110 40,291 0.73 1.21 2,914 39.488 60 2.65 48,756 0.88 3.165 45.591 0.65 1.09 3,918 44,838 80 2.18 53,302 0.88 4,220 49,082 0.61 1.03 4,923 48,379 130 186 56.859 0.88 5.274 51.585 0.59 0.99 5.928 50.932 120 1.63 59.796 0.88 6,329 53,466 0 58 0.96 6.932 52,863 140 1.45 62.304 0.88 7.384 54,520 0.56 0.94 7,937 54,368 160 1.32 64.501 0.88 8,439 - 56.062 0.56 0.93 8.942 55.560 180 1.21 66.460 _ 0.88 9,494 56.966 0.55 0.92 5.946 56,514 200 1.11 68.231 0.88 10.549 57,682 0.55 091 10.951 57,280 220 1.04 69.849 0.80 11.604 58.245 0.54 0.91 11.956 57.894 240 0.97 71.341 0.88 12.659 _ 58.683 0.54 0.90 12,960 59,381 260 0.9t _ 72.728 0.88 13.714 59.614 0.53 0.90 13,965 58.763 280 0 86 74.023 0.88 14,769 59.254 0.53 0.89 14,969 59,054 300 082 75.240 088 15.823 59.417 0.53 0.89 15,974 59,266 320 0.78 76.388 0.88 16,878 59.510 _ 0.53 0.88 16,979 59,410 340 0.74 77,476 0.88 17,933 59.543 0.53 0.88 11,983 -_ 59,493 360 0.71 78.510 0.88 18,988 59.522 053 088 18,988 59,522 380 0.68 79,496 0.86 20.043 59.453 0.52 0.88 19,993 59,503 400 0.66 80,438 0.88 21,098 59,341 0.52 0.81 20.997 59.441 420 063 81,342 0.86 22,153 59.189 0.52 0.87 22.002 59,339 440 0.61 82.209 0.68 23.206 59.001 0.52 0.87 23.007 59,202 460 0.59 83,043 088 24,263 58.780 0.52 0.87 24,011 59.032 480 0.57 83.847 0.88 25,3t8 58.530 0.52 0.87 25.016 58,831 500 0.55 84.624 0.88 26,372 58.251 0.52 0 87 28,021 58.603 520 0.54 85.375 0 88 27,427 57,947 0.52 0.87 27.025 58,349 540 0.52 86,101 0.88 28,482 57,619 0.52 0.87 28.030 58.071 560 0.51 86.806 0 88 29,537 57.269 0.52 0.86 29.035 57.771 t 580 0.49 87490 0.88 30.592 56.898 0.52 0.86 30,039 57,450 ( 600 0.48 88,154 088 31,647 56,507 052 0.86 31,044 57,110 620 0.47 88,801 0.88 32,702 56,099 0 51 0.86 32.649 56.752 640 0.46 89,430 0.88 33,757 55.673 0 51 0.86 33.053 56,376 660 0.45 90,043 0.88 34.812 55.231 0.51 0 86 34,058 55,984 680 0.44 90,640 0.88 35,867 54,774 0.51 0.86 35.063 55.578 700 0.43 91,224 0.88 36.921 54.302 0.51 0.86 36.067 55,156 720 0.42 91,793 0.08 37,976 53,917 0.51 0.86 37.072 54,721 - FAA Major Storage Volume(cubic ft.)= 59,543 Mod.FAA Major Storage Volume(cubic ft.)= 59,522 FAA Major Storage Volume(acre-ft.)= 1.3669 Mod.FAA Major Storage Volume(acre-ft.)=l 1.3664 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Released January 2007 Phase I UD-Detention v2.02.als,Modified FAA 1/140011,4.39 PM • ItTETRA TECH • Professional Engineers • Client: /4 L %1 �/r •Iic vJ ai z` f�.e� , i'vl,, r> __ Job No.: >'d3 -r• e)7. i/Oo/ Sheet/ of Description: / y s/ ,/Jrrx Designed By: ki42iL/ Date: /. /3. .a'/D _ _ 40.77S Checked By: Date: Per' 1 G✓/;/Lr'lluei& L.5-Arm �fZ7ii?cu)�+ L 1ve-.- t. � ' 6—nles7.9,icy Srig-p-ay .e '/1 Pe40.re a/ //iel cl0✓c� �>xr /t c e z.— (-414-?'':r' ,,,CAW-17.b/B Sp/49 fl4a /eV" far" riek-eifer 6675'.1) /> /D6)`Parr frst7 = 146 0 �� e)/h is- s 41763.0 T�cf forzal k6 G% ,0714 Cif brasier Ov'r fir= G?5/w' (max.(A.) /DD/, zi~77~77t2 Cw • L • H31 Jere. = L-(4-'X'R '); h = of CIzY �d�/Ycz� iBr�s 3. ✓Web,H3 4- (a 064H) 99. v0/ .5)3�' + (t.i)( )(0. ) _.15./5- /f - 9 arejr_f_e_2:4, 31.0 P. • TOP OFF POND=4865.0 MAX W5E ABOVE Y° 1 3 � 's. WEIR = 4863.5 -..��,�. 1- e TY"-:;.� sc' :�'� .:•-,cz� � t.. •- - `" 00-YR TOP OF a C,H '!" f+ .- .C≥N "4 s 3:l�;r '' �•."^W., WEIR=4863.0 MIRAFI 140 N FABRIC COMPACTED EARTH TYPE II BEDDING IRRIGATION POND EMERGENCY SPILLWAY DETAIL NOT TO SCALE O MAX VISE ABOVE TOP OFF POND-4865.0 WEIR = 4863.5 100_18 TOP OF WEIR=4$63.0 2.0 FT. '.• i\!i1\•~ 1 RIPRAP EXISTING iii!\!�i\\! `' GROUND EXISTING DUN _10 0 FT r• D WRAF] 140 N FABRIC COMPACTED TYPE II BEDDIN EARTH IRRIGATION POND EMERGENCY SPILLWAY PROFILE NOT TO SCALE Worksheet for Irrigation Pond Emergency Spillway Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.35000 ft/ft Left Side Slope 3.00 ft/ft(H:\ Right Side Slope 3.00 ft/ft(H:V) Bottom Width 25.00 ft Discharge 29.40 ft'/s Results Normal Depth 0.14 ft Flow Area 3.68 ft' Wetted Perimeter 25.92 ft Top Width 25.87 ft Critical Depth 0.35 ft Critical Slope 0.01904 ft/ft Velocity 7.98 ft/s Velocity Head 0.99 ft Specific Energy 1.13 ft Froude Number 3.73 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upstream Velocity Infinity ft/s Normal Depth 0.14 ft Critical Depth 0.35 ft Channel Slope 0.35000 ft/ft Critical Slope 0.01904 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 1/14/2011 9:04:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Irrigation Pond Emergency Spillway Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.35000 ft/ft Normal Depth 0.14 ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 25.00 ft Discharge 29.40 ft'/s Cross Section Image 0.1411 25.00 ft V: 1 H. 1 Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 1/14/2011 9:04:42 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA+1-203-755-1666 Page 1 of 1 TETRATECH • Professional Engineers • Client:_%/tnra //r- 7/7/G /Da/7 6p7nS:ri/o Job No.: /33. :G,?C2 //CC/ Sheet / of / / / Description: /1'�sc�, n/�,./,//ot,s Designed By, Kiu1,1Q Date: / Sir) (Sti//rn..j Checked By: Date: l ' / l� - l gel/AV frtrrr, 0 (� = r'9� /FG cfs �/GO-e/6t�e- / c/F �ec �ns.n � N = Os /f. W = y' Q/6vH G 8.0 (iTitere iVO f 3, 33 -/8.0 (25)(0.5)r,s y/ // = a ft (ifBY SFc�/L'/9 7. a .+-Pr aet- zY.h 3IZP.joLU'CYmP/er o� 2/i4/11`c _ �(7 641 /, 64" (A5)(0. 5)°"' An29/Ore Else i7/0e /ii: L ' 660/eel, ess = ,200-4 - a*/.0 = >?LT{f, iv id = dine/rre/ra/d/ti 3i fal. DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE 60 efr • 40 Jsto$� 4 o �a��c9y -(.4 1-(19C-- 20 ,TYPE L ** 00 .2 '4 Yt/D .6 .8 1.0 t Use Da instead of D whenever flow is supercritical in the barrel. ** Use Type L for a distance of 3D downstream . Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/DZ'5≤6.0 Rev. 04/2008 MD-107 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Table MD-7—Classification and Gradation of Ordinary Riprap %Smaller Than Given Intermediate Rock Riprap Designation Size by Weight Dimensions(inches) d50(inches)* Type VL 70-100 12 50-70 9 35-50 6 6*` 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12** 2-10 4 Type H 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 *d50= mean particle size(intermediate dimension)by weight. ** Mix VL, L and M riprap with 35% topsoil (by volume)and bury it with 4 to 6 inches of topsoil, all vibration compacted, and revegetate. Basic requirements for riprap stone are as follows: • Rock shall be hard,durable, angular in shape, and free from cracks,overburden, shale, and organic matter. • Neither breadth nor thickness of a single stone should be less than one-third its length, and rounded stone should be avoided. • The rock should sustain a loss of not more than 40%after 500 revolutions in an abrasion test(Los Angeles machine ASTM C-535-69) and should sustain a loss of not more than 10%after 12 cycles of freezing and thawing(AASHTO test 103 for ledge rock procedure A). • Rock having a minimum specific gravity of 2.65 is preferred; however, in no case should rock have a specific gravity less than 2.50. 4.4.1.2 Grouted Boulders Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are used,they provide a relatively impervious channel lining which is less subject to vandalism than ordinary riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and Rev.04/2008 MD-61 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 9 = Expansion Angle 8 7 m 6 N � o 4p a 5 O' O iY ....• O O 01— 4 N-, VO O1 /7 � ct is. eit 45- i3 0 io- 3 /it to z / a. 2 x / 1 0 0 .1 .2 3 .4 .5, --,' .6 1 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D Figure MD-23—Expansion Factor for Circular Conduits Rev. 04/2008 MD-109 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL(V. 1) 6O Pco 491 2 77V z Jco OHO act y * tie*' o 4,t 2O -O pE t- __.-_- m, ** 0o .2 .4 .6 .8 1.0 Yt /H Use Ha instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 311 downstream. Figure MD-22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid fore/Wilts 5 8.0 MD-108 04/2008 Urban Drainage and Flood Control District TOP OFF 25.0 FT. ►,I POND=4865.0 - ►, MAX WSE ABOVE` -2 '/ 3-� WEIR = 4863.5 (4'V a�,,> A,,.. .-r-K , t swy / }'- "Y`��r h'`�I:: tT ✓ea ' �_" 7`"° -o. 100-YR TOP OF u � rs" ` �` � 4 WEIR=4863.0 TYPE II BEDDING COMPACTED THICKNESS=6 IN. EARTH TYPE I BEDDING THICKNESS=4 IN. IRRIGATION POND EMERGENCY SPILLWAY DETAIL NOT TO SCALE 11.0 FT. MAX WSE ABOVE OP FF '.N,= :. .0 WEIR = 4863.5 100-18 TOP OF WEIR=4863.0 ""2.0 FT ...;'r 10.5 FL EXISTING �i��fiQ � RIPRAP TOE GROUND \��(%\!p �p!' ELEVATION =4852.50 EXISTING 100 FT. GROUND TYPE II BEDDIN IHICKNESS=6 IN. COMPACTED TYPE I BEDDIN EARTH THICKNESS=4 IN. IRRIGATION POND EMERGENCY SPILLWAY PROFILE NOT TO SCALE DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE Table MD-11—Gradation for Granular Bedding Percent Weight by Passing Square-Mesh Sieves Type II CDOT Sect. U.S.Standard Sieve Size Type I COOT Sect. 703.01 703.09 Class A 3 inches -- 90-100 1%inches -- — %inches — 20-90 3/5 inches 100 --- #4 95-100 0-20 #16 45-80 -- #50 10-30 --- #100 2-10 -- #200 0-2 - 0-3 The Type I and Type II bedding specifications shown in Table MD-11 were developed using the T-V filter criteria and the fact that bedding which will protect an underlying non-cohesive soil with a mean grain size of 0.045 mm will protect anything finer. Since the T-V filter criterion provides some latitude in establishing bedding gradations, it is possible to make the Type I and Type II bedding specifications conform with Colorado Division of Highways'aggregate specifications. The Type I bedding in Table MD-11 is designed to be the lower layer in a two-layer filter for protecting fine-grained soils and has a gradation identical to Colorado Department of Transportation's(CDOT's)concrete sand specification AASHTO M-6(CDOT Section 703.01). Type II bedding,the upper layer in a two-layer filter, is equivalent to Colorado Division of Highways' Class A filter material (Section 703.09 Class A)except that it permits a slightly larger maximum rock fraction. When the channel is excavated in coarse sand and gravel (50%or more of coarse sand and gravel retained on the#40 sieve by weight), only the Type II filter is required. Otherwise, a two-layer bedding (Type I topped by Type II) is required. Alternatively,a single 12-inch layer of Type II bedding can be used, except at drop structures. For required bedding thickness, see Table MD-12. At drop structures, a combination of filter fabric and Type II bedding is acceptable as an alternative to a two-layer filter. Table MD-12—Thickness Requirements for Granular Bedding Minimum Bedding Thickness(inches) Riprap Designation Fine-Grained Soils Coarse-Grained Soils Type I Type II Type II VL (d5d=6 in), L(d5o= 9 in) 4 4 6 M (d5d= 12 in) 4 4 6 H (d5o= 18 in) 4 6 8 VH (d5o=24 in) 4 6 8 May substitute one 12-inch layer of Type II bedding. The substitution of one layer of Type II bedding shall not be permitted at drop structures. The use of a combination of filter fabric and Type II bedding at drop structures is acceptable. Fifty percent or more by weight retained on the#40 sieve. Rev. 04/2008 MD-67 Urban Drainage and Flood Control District CTETRA T E C H 1900 S.Sunset Street,Suite I-F Longmont,CO 80501 Tel: 303.772.5282 Fax: 303.772-7039 • TRANSMITTAL TO: Weld County- Planning FROM: Karlie Mark 1555 N. 17`1' Ave. DATE: February 16, 2011 Greeley, CO 80632 ATTN: Kim Ogle PROJECT: Aurora Organic Dairy Expansion PHONE: 970-353-6100 JOB NO: 133-26907-11001 Fax Number: Number of pages sent(including this cover): pages. If you do not receive all pages or if transmission is not clear, please call Tetra Tech RMC at(303)772-5282. X Messenger - Delivery X Pickup _ Other _ Standard Mail FedEx Overnight REMARKS: Mr. Ogle, Enclosed is 1 copy of the Drainage Addendum Letter Report for Aurora Organic Dairy. Please call if you have any questions. Sincerely, Karlie Mark kts-6 c2%[? ry/a("F /%r. /FC' If enclosures are not as noted,please notify 7/ei/?.O 17 THESE ARE TRANSMITTED: 7 /tart Lf For Approval A X For Your Use For Review and comment COPY TO: P:\133_26907_08002_Aurora Organic Dairy Expansion\DeliverablesVfransmittalsVfransmittal_WcldCounty_l6FED201 I-Planning.doc ["it] TETRA TECH February 16, 2011 Mr. Clay Kimmi, P.E., C.F.M. Weld County—Public Works 11 1 1 14 Street Greeley, CO 80632 RE: Second AmUSR-1405,Aurora Dairy Corporation Amended Drainage letter for Phase 1 Expansion Response to Comments Tetra Tech Job No. 133-26907-11001 Dear Mr. Kimmi: All comments have been addressed in the County's email dated February 15,2011, regarding the 2"d AmUSR-1405, Aurora Organic Dairy Expansion Drainage Addendum letter. Attached are revised copies of the plans and below are our responses to each of the comments. REQUIREMENTS: 1. On the details for the emergency spillway, please specify the thickness of the Type II Bedding. According to the design manual (page MD-67), the thickness of the filter bedding should be 6 inches for type M riprap. The thickness of the Type II Bedding has been specified on the details for the emergency spillway. 2. Please provide the specification for the type 11 bedding on the drawings. The contractor may not know what the type ll bedding spec is so the gradation specification needs to be shown. The spec can be found of page MD-67 of the drainage manual. The specification for the Type II Bedding has been provided on the drawings. 3. Please provide a typical installation detail for the Mirafi 140N fabric on the drawing. Mirafi 140N fabric is no longer being proposed. Type I and Type II Bedding will be used per Urban Drainage specifications. Thank you for your consideration. Please call us if you have any questions or comments. Sincerely, �^! TETRA TECH din.' }() G Karlie M. Mark, E.I.T., CFM James A. Lenzotti, P.E. Design Project Manager Engineer P\133 26907.08002 Aurora Organic Dairy Eepaneion\Deli,erablesIReporls\Phase I Drainage Addendum\Response to Comment s_16FED_20 l l doe 111-1 POND 31.0 FT. TOP OFF] 25.0 FT. MAX WSE ABOVE „?T•1 _ . . _V . • \'",� WEIR = 4863.5:7"`•-.;;;;......"..),•:,./:-.). r'T.�,. ,t a f ,q,,,. 00-1R TOP OF ry ,•: /:-.) 1.2/ 'vi., a'"l v" f ,......,e . Cc,yr r g` f ,t_ ,L; s :7'�, .yam WEIR=4863.0 ••'\V /A `41A.\�\\Vii\\��...AV..Ar o\6\%\\'W\\,i\\�i\\ \`\V\\AI\\%VI i!' � '`i!" COMPACTED '\\\, \letlet.4.41:%\if\\%.414\\%\A\\ .i TYPE II BEDDING THICKNESS=6 IN. EARN TYPE I BEDDING THICKNESS=4 IN. IRRIGATION POND EMERGENCY SPILLWAY DETAIL NOT TO SCALE 11.0 FT. MAX WSE ABOVE TOP OFF POND=4865.0 WEIR = 4863.5 100-YR TOP OF WEIR=4863.0 2.0 FT. .2-(1":2".t • 10.5 FT. EXISTING r..154.1,50.4%.- `ti, RIPRAP TOE GROUN .....VI.AVAIAV M. ELEVATION \\��\\��\\��\\. EXISTING 4:174'\\ 4 �\ -4852.50 GROUND \!\`�G�1\ivy!✓\\eil i\ �� i\ i\\\�i\\\i \i � ". i\ . TYPE II BEDDIN THICKNESS=6 IN. COMPACTED TYPE I BEDDIN EARTH THICKNESS=4 IN. IRRIGATION POND EMERGENCY SPILLWAY PROFILE NOT TO SCAI F DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE Table MD-11—Gradation for Granular Bedding Percent Weight by Passing Square-Mesh Sieves Type II CDOT Sect. U.S. Standard Sieve Size Type I CDOT Sect. 703.01 703.09 Class A 3 inches -- 90-100 1%inches --_ _- %inches --- 20-90 34 inches 100 -- #4 95-100 0-20 #16 45-80 -- #50 10-30 _— #100 2-10 -- #200 0-2 0-3 The Type I and Type II bedding specifications shown in Table MD-11 were developed using the T-V filter criteria and the fact that bedding which will protect an underlying non-cohesive soil with a mean grain size of 0.045 mm will protect anything finer. Since the T-V filter criterion provides some latitude in establishing bedding gradations, it is possible to make the Type I and Type II bedding specifications conform with Colorado Division of Highways'aggregate specifications. The Type I bedding in Table MD-11 is designed to be the lower layer in a two-layer filter for protecting fine-grained soils and has a gradation identical to Colorado Department of Transportation's(CDOT's)concrete sand specification AASHTO M-6(CDOT Section 703.01). Type II bedding, the upper layer in a two-layer filter, is equivalent to Colorado Division of Highways'Class A filter material (Section 703.09 Class A) except that it permits a slightly larger maximum rock fraction. When the channel is excavated in coarse sand and gravel (50%or more of coarse sand and gravel retained on the#40 sieve by weight), only the Type II filter is required. Otherwise, a two-layer bedding (Type I topped by Type II) is required. Alternatively, a single 12-inch layer of Type II bedding can be used, except at drop structures. For required bedding thickness, see Table MD-12. At drop structures, a combination of filter fabric and Type II bedding is acceptable as an alternative to a two-layer filter. Table MD-12—Thickness Requirements for Granular Bedding Minimum Bedding Thickness(inches) Riprap Designation Fine-Grained Soils Coarse-Grained Soils Type I Type II Type II VL(dam=6 in), L(dam=9 in) 4 4 6 M(dm= 12 in) 4 4 6 H (d50= 18 in) 4 6 8 VH (d50=24 in) 4 6 8 May substitute one 12-inch layer of Type II bedding. The substitution of one layer of Type II bedding shall not be permitted at drop structures. The use of a combination of filter fabric and Type II bedding at drop structures is acceptable. Fifty percent or more by weight retained on the#40 sieve. Rev. 04/2008 MD-67 Urban Drainage and Flood Control District , [mj TETRA TECH February 11,2011 Mr. Clay Kimmi, P.E., C.F.M. Weld County—Public Works 1111 H Street Greeley,CO 80632 RE: Second AmUSR-1405,Aurora Dairy Corporation Amended Drainage letter for Phase 1 Expansion Response to Comments Tetra Tech Job No. 133-26907-11001 Dear Mr. Kimmi: The original purpose for the drainage addendum letter was to address additional improvements that were proposed for Phase 1 of construction for the Aurora Organic Dairy site that were not included in the original drainage plan submitted to the County. In response to the County's comments to the Drainage Addendum letter. Tetra Tech.Hixon, and our client held a meeting on January 31, 2011 to discuss the Phase I improvements for the site. At this meeting it was determined that Aurora Organic Dairy did not need to move the existing swale,and the proposed 24" storm pipe was not needed for Phase I improvements.Generally, the storm drain has been eliminated from the plan, and grading on the north side of the existing building has been further detailed. Therefore, the drainage design for the proposed Aurora Organic Dairy Expansion will adhere to the Final Drainage Report for Aurora Organic Dairy Expansion dated December,2008.prepared by Tetra Tech. All applicable comments have been addressed in the County's letter dated January 26,2011, regarding the 2n°AmUSR-1405,Aurora Organic Dairy Expansion Drainage Addendum letter. However, comments regarding the proposed storm pipe are no longer applicable for this drainage addendum. Attached are revised copies of the plans and below are our responses to each of the comments. REQUIREMENTS: Addendum Drawings: I. Please label the storm sewer on Sheet PI with the appropriate design points(CO-5, CB-I,CO-4, MH- 1, AND OF-1). This comment is no longer applicable since the pipe has been removed. 2. The storm sewer is identified as 24" HDPE on Sheet P1, however the storm sewer shown on Sheet C2.1 Site Grading and Drainage Plan of the Building Permit application by Hixon Engineers shows the storm sewer as being 24"RCP. Please review and revise the appropriate sheets as necessary to ensure that both sets of drawings are consistent. This comment is no longer applicable since the pipe has been removed. 3. Please label the contour intervals on Sheet Pl. The contour intervals on Sheet P1 have been labeled. 4. Please label all drawing sheets with 2ndAmUSR-1405. All drawing sheets have been labeled with 2"°AmUSR-1405. 5. Please have a registered professional engineer licensed in the State of Colorado stamp, sign and date all drawing sheets that are included with the Drainage Report Addendum. All drawings are signed, stamped, and dated by a registered professional engineer, licensed to practice in the state of Colorado. P9?? ?690]LW0"_Aurora Organic Dairy Expansions eliverablesUtnrymswhase I Dninage AddedumUtevpnnm In Cnrunente_I I FEB2O11.dec 6. Please provide filter bedding specifications for the riprapped areas. Please identify the filter bedding on the details and include the specification table on the drawings. Filter bedding specifications have been provided for the riprapped areas and has been identified on the details. 7. Please provide a drawing sheet that contains details for the construction of the storm sewer. Please include a plan and profile of the storm sewer. Please include typical details for the manholes, inlets. and outfall structures. This comment is no longer applicable since the storm sewer is not being installed. 8. Please include a sheet for the Drainage Report Addendum Appendix that shows the energy grade line and hydraulic grade line of the storm sewer system. This comment is no longer applicable since the storm sewer is not being installed. 9. On the construction drawings,please identify what is going to happen with the existing storm sewer since a new storm sewer is being constructed approximately 25 feet east of the existing storm sewer. This comment is no longer applicable since the storm sewer is not being installed 10. If more than one acre is being disturbed by this project,please include an erosion and sediment control plan showing the locations of all BMPs,typical installation details for all BMPs, and installation and maintenance notes for all BPMs. Please note that if more than 1 acre is disturbed,a Weld County grading permit will need to be obtained prior to eh start of construction. The proposed Phase 1 improvements do not exceed one(1)acre. II. Please note that it is only necessary to resubmit,the information that changes. It is not necessary to resubmit the entire Drainage Report Addendum. This comment has been noted. Addendum Drawings: I. Please provide three(3)complete sets (2-24x36 and I-I 1x17)of construction drawings that have been signed,dated,and stamped by a registered professional engineer licensed to practice in the State of Colorado.Prior to submitting the construction drawings,the applicant can submit one(1)complete set for review and comments. Three complete sets of the Drainage Plan have been provided, and have been signed dated,and stamped by a registered professional engineer licensed to practice in the State of Colorado. Attached are three revised copies of the Drainage Addendum Letter and Phase I Drainage Plan to be included in the previously submitted and approved Drainage Report. Thank you for your consideration. Please call us if you have any questions or comments. Sincerely, 0Otuiw ty� TETRA TECH �e�st, •s ?�est :TM):41.Q 20 65 =�0 •wa la m S • 44 ` CIUN ttg Z I Ill Karlie M. Mark. E.I.T.,CFM James A. Lenzotti, P.E. Design Engineer Project Manager Y:1I3s_26907 l8002_Aumn Organic Dairy Expambm07elirerabks Reryms(Phaae I Drainage Addendum\Response m('.omments_I I Ii:8201 I.do: mit TETRA TECH February 11. 2011 Clay Kimmi Weld County—Public Works 1 11 1 H Street Greeley.CO 80631 Re: Drainage Addendum 1 for Aurora Organic Dairy Expansion— Weld County,Colorado,Tetra Tech Job No. 133-26907-11001 Dear Mr. Kimmi: This drainage addendum letter for the Aurora Organic Dairy Expansion is being submitted on behalf of Aurora Organic Dairy for your review.The site is located off HWY 66 approximately 1 mile east of 1-25. A vicinity map,(Drawing 1)has been attached. The purpose of this letter is to provide a storm drainage design outline for Phase I of the Aurora Organic Dairy Expansion site. The drainage design for the proposed Aurora Organic Dairy Expansion will adhere to the Final Drainage Report for Aurora Organic Dairy Expansion dated December,2008,prepared by Tetra Tech.This addendum was prepared in compliance with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. In addition, a meeting with Weld County was held to review criteria for the Phase I improvements for the site. In that meeting. it was discussed that the Phase I improvements would not warrant detention and that runoff will continue to follow historic runoff patterns.This letter report addendum examines: • Historic and Developed Phase I drainage characteristics • Detention calculations • Pond outlet structure sizing • Storm drainage conveyance calculations General The existing facility consists of a milk processing plant,parking and a multi-use pond. Historically,the site divides naturally into three drainage basins. Basin 1 is the developed portion of the property where the existing milk processing facility is located.The majority of this basin currently drains into the site irrigation pond. There is currently an onsite drainage swale that directs the developed runoff into the onsite pond.There is also an existing inlet located northwest of the building that discharges through a pipe into the onsite pond.The remaining area flows undetained to the south and southeast,around the site. Proposed improvements for Phase I include 9750 ftz of building addition,a pump house,an aeration tank,and a biosolids tank. The proposed improvements only affect Basin 1 of the site. The majority of the runoff from this basin currently drains into the existing irrigation pond.A small, undeveloped area to the south sheet flows off the property to the south. Future developed runoff from this basin will be directed into one of two proposed on-site detention ponds that will detain and release storm flows. The Phase 1,runoff from Basin I will continue to follow historic flow patterns and drain to the irrigation pond without the required detention. The future detention ponds will be built with the construction of Phase II improvements. Mr. Clay Kimmi February 11, 2011 Page 2 Drainage Characteristics and Detention Historic and developed flow calculations were calculated for the Phase I site. Runoff for the proposed phase one improvements will generate an additional 0.45 cfs of runoff from Basin 1. This will require an additional 0.03 acre-feet of detention. The existing irrigation pond is 12.13 acre-feet. Based on the pond's surface area,the required detention will equate to approximately 3/8"of pond depth. All calculations can be found in the appendix to the letter report. Pond Outlet An emergency spillway will be included in the Phase I improvements as discussed in the January 10, 2011 meeting with Weld County. The spillway will be designed for the 100-year developed event even though it will be somewhat temporary in nature once the site is fully developed and the permanent detention is constructed. After the construction of Phase II improvements,the irrigation pond will no longer detain any runoff from the site. The spillway will act as a permanent emergency outlet for the irrigation pond.The spillway will be an ungrouted rock spillway,25 feet wide at the crest and will release the 100-year flow of 29.4 cfs.Typical details of the spillway can be found on Drainage Plan P-I attached to this addendum letter. (Please refer to the calculations provided as an attachment to this letter.) Storm Conveyance Calculations Basin 1 conveyance will incorporate the existing on-site storm infrastructure and a proposed 3 ft. concrete pan. The concrete pan will be located on the north end of the building and will direct runoff around the building to the east and the west.Runoff that is directed to the west will flow into the existing storm inlet. Runoff directed to the east will flow to the existing drainage swale. All other runoff from the site will drain as it did historically.The depth of the existing onsite swale is approximately 2.5 ft. The depth of water in the event of a 100-year storm is 0.79 ft.Therefore the swale can sufficiently carry these flows. (Calculations for the existing swale, existing culverts, and proposed concrete pan have been provided as an attachment to this letter.) In conclusion,the proposed drainage design for Phase I of the Aurora Organic Dairy Expansion will not adversely affect the existing drainage facilities or drainage patterns surrounding the site. Additionally,the drainage design for the proposed project adheres to the Final Drainage Report for Aurora Organic Dairy Expansion dated December,2008,prepared by Tetra Tech and complies with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes I,2 and 3. Developed flows for Phase I of the proposed project will be directed to the existing onsite irrigation pond. If there are any questions or comments,or if you would like any additional information concerning this letter, please contact us. nntuaturb Sincerely, 4% R lirz. ""V 4j........yoTF�; TETRA TECH f" 2065 — z i o" :�+� i rlimm na4aNrita000 Z 1 1 Karlie M. Mark, E.I.T.,CFM James A. Lenzotti. P.E. Design Engineer Project Manager Attachments P:\133_26907_08002_Aurora Organic Dairy Expansion\Deliverables\Reports\Phase I Drainage Addendum\Drainage Addendum Letter 02-11- 2011.doc i /, r / 24 19 \--' 20,Y w J K Q i IGHWAY 66 Wz a/� /� — -'� `Y ��sf 6 r�� / 5 25 n 30 9 A≤ `'' . 290 4 vu c. v isxi 4. a LOTS 4 m CU N, I la N m ._ R x y " O / . X /w 2 O / ! 0 36 I 31 32 e e o o o co 1 County Rd 26 0 m N ]! C a 0 1000' 2000' 4000' N Z g O Z d Drawing Description Project No.: 133-26907.11001 9. Ln 'b TETRA TECH Date: JANUARY 17,2011 N VICINITY MAP Designed By: KMM a www.tetratech.com Drawing No. tv 1900 S.SUNSET STREET,SUITE I-F AURORA ORGANIC DAIRY LONGMONT.CO 80501 c PHONE:303.772.5282 FAX:303.772.7039 EXPANSION LL Copyright: Tetra Tech n>' w. N eei • N N O O a} b Q Q o O O 4 G >' 00 eO O o N 00 as - O CO Co 1- } b P O O C O 0 _Y 0 vi n t O .n b P a z,a- O_ m e1 - v; C C W>t. 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Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.02500 ft/ft Left Side Slope 2.00 ft/ft(H:V) Right Side Slope 2.00 ft/ft(H:V) Discharge 4.22 ft'/s Results Normal Depth 0.79 ft Flow Area 1.26 ft2 Wetted Perimeter 3.54 ft Hydraulic Radius 0.35 ft Top Width 3.17 ft Critical Depth 0.77 ft Critical Slope 0.02843 ft/ft Velocity 3.36 ft/s Velocity Head 0.18 ft Specific Energy 0.97 ft Froude Number 0.94 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Normal Depth 0.79 ft Critical Depth 0.77 ft Channel Slope 0.02500 ft/ft Critical Slope 0.02843 ft/ft Bentley Systems,Inc. Haestad Methods SolBliodeljefiloroMaster V8i(SELECTseries 1) [08.11.01.03] 2113/2011 6:29:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 1 Worksheet for 3' pan @ 1.0% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01000 ft/ft Discharge 0.35 ft'ls Section Definitions Station(ft) Elevation(ft) 0+00 4879.91 0+04 4879.88 0+06 4879.75 0+07 4879.88 0+11 4879.91 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,4879.91) (0+04,4879.88) 0.033 (0+04,4879.88) (0+07,4879.88) 0,013 (0+07,4879.88) (0+11,4879.91) 0.033 Options current tcougnness vveignrea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.13 ft Elevation Range 4879.7510 4879.91 ft Flow Area 0.19 ft2 Wetted Perimeter 2.93 ft Hydraulic Radius 0.06 ft Top Width 2.91 ft Bentley Systems,Inc. Haestad Methods SolBtiotloryaa vMaster V8i(SELECTseries 1) [08.11.01.03] 2/13/2011 7:05:39 PM 27 Siemens Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 3' pan @ 1.0% Results Normal Depth 0.13 ft Critical Depth 0.15 ft Critical Slope 0.00753 ft/ft Velocity 1.85 ft/s Velocity Head 0.05 ft Specific Energy 0.18 ft Froude Number 1.28 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.13 ft Critical Depth 0.15 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00753 ft/ft Bentley Systems,Inc. Haestad Methods SoIBlfatheict vMaster V8i(SELECTseries 1) [08.11.01.03] 2113/2011 7:05:39 PM 21 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 2 of 2 Cross Section for 3' pan @ 1.0% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01000 ft/ft Normal Depth 0.13 ft Discharge 0.35 ft3/s Cross Section Image 4880.15 4880.10 4880.05 4880.00 4879.95 4879.90 t 4879.85 • m 4879.80 4879.75 4879.70 4879.65 4879.60 . 4879.55 4879.50 0+00 0+02 0+04 0+06 0+08 0+10 Station Bentley Systems,Inc. Haestad Methods SoIBOod wMaster V8i(SELECTseries 1) [08.11.41,03] 2f13/2011 7:05:47 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for 3' pan @ 0.9% Project Description':-::': " := Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00900 ft/ft Discharge 0.35 ft'/s Section Definitions Station(ft) Elevation(ft) 0+00 4879.91 0+04 4879.88 0+06 4879.75 0+07 4879.88 0+11 4879.91 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00,4879.91) (0+04, 4879.88) 0.033 (0+04,4879.88) (0+07, 4879.88) 0.013 (0+07,4879.88) (0+11,4879.91) 0.033 Options uurrent t<ougnness vveignrea Pavlovskii's Method Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.13 ft Elevation Range 4879.75 to 4879.91 ft Flow Area 0.20 ft2 Wetted Perimeter 2.98 ft Hydraulic Radius 0.07 ft Top Width 2.97 ft Bentley Systems,Inc. Haestad Methods SolBliodegtflswMaster V8i(SELECTseries 1) [08.11.01.031 2113/2011 7:05:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 2 Worksheet for 3' pan @ 0.9% Results Normal Depth 0.13 ft Critical Depth 0.15 ft Critical Slope 0.00753 ft/ft Velocity 1.78 ft/s Velocity Head 0.05 ft Specific Energy 0.18 ft Froude Number 1.22 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Normal Depth 0.13 ft Critical Depth 0.15 ft Channel Slope 0.00900 ft/ft Critical Slope 0.00753 ft/ft Bentley Systems,Inc. Haestad Methods SoIBYod4vMaster V8i(SELECTseries 1) [08.11.01.031 2/13/2011 7:05:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 2 Cross Section for 3' pan @ 0.9% Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00900 fJft Normal Depth 0.13 ft Discharge 0.35 ft'!s Cross Section Image 4880.15_ 4880.10 4880.05 4880.00 4879.95_ 4879.90 4879.85 m 4879.80 w 4879.75 4879.70 4879.65 4879.60 4879.55 4879.50 0+00 0+02 0+04 0+06 0+08 0+10 Station Bentley Systems,Inc. Haestad Methods SolBdatldyefniawMaster V81 iSELECTserles 1) #08.11.01.03) 2/13/2011 7:05:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1.203-755-1666 Page 1 of 1 Culvert Calculator Report Existing 18" Culvert Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,972.41 ft Headwater Depth/Height 0.84 Computed Headwater Elev: 4,971.17 ft Discharge 4.22 cfs Inlet Control HW Elev. 4,971.05 ft Tailwater Elevation 4,968.50 ft Outlet Control NW Elev. 4,971.17 ft Control Type Entrance Control Grades Upstream Invert 4,969.91 ft Downstream Invert 4,967.96 ft Length 94.67 ft Constructed Slope 0.020598 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.54 ft Slope Type Steep Normal Depth 0.54 ft Flow Regime Supercritical Critical Depth 0.79 ft Velocity Downstream 7.32 ft/s Critical Slope 0.005486 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,971.17 ft Upstream Velocity Head 0.31 ft Ke 0.50 Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 4,971.05 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer:karlie.mark p:\...\existing culvert.cvm EAS-IMR-USA CulvertMaster v3.3 103.03.00_04] 02/13/11 08:19:50Winntley Systems. Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 F MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD (See USDCM Volume I Runoff Chapter for description of method) Project: Aurora Organic Dairy Expansion Basin ID: Existing Conditions (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres.CUHP hydrograph and routing are recommended) The user must fill in all of the blue cells for these sheets to function. - f n Design Information(Input): Catchment Drainage?mperviousness I,. 39.00 percent Catchment Drainage Area A= 10.2100 acres Predevelopment NRCS Soil Gr000 Type= 8 A,B.C,or D Return Period for Detention Control T= 100 years(2,5,10,25,50,or 100) Time of Concentration of Watershed Tc= 18 minutes Allowable Unit Release Rate(See Table A) g= 0.16 cfs/acre One-hour Precipitation P,= 2.67 inches Design Rainfall IDF Formula I=C1'P17(C2+Tc)"C3 Coefficient One C,= 28.50 Coefficient Two C,= 10.00 Coefficient Three Ca= 0.79 Determination of Average Outflow from the Basin(Calculated): Rcnoff Coefficient C_ 0.49 Inflow Peak Runoff Do-.n-. 27.37 cfs Allowable Peak Outflow Rate Op-out= 1.67 cfs Rape of Op-ouUOp-in Ratm= 0 06 ,Po Determination of MAJOR Detention Volume Using FAA/3 Modified FAA Method 20 <-Enter Rainfall Dnrauor Incremental Increase Value Here(e.g.5 for 5-Minutes) Rainfall Rainfall Inflow Average Outflow Storage Adjustment Average Outflow Storage Duration Intensity volume Outflow Volume Volume Factor Outflow Volume Volume minutes inches 7 hr cubic feet (FAA,cfs) (FAA,cf) (FAA.cf) (Modified) (Mod.cfs) (Mod.cf) (Mod,rf) (input) (output) (Output) (output) (output) (output) (output) (output) (output) (output) 0 0.00 0 0.00 0 0 0.00 0.00 0 0 20 5.18 31,105 0.88 1,055 30.050 0.95 1.59 1,909 29.196 40 3.46 41.553 0.88 2.110 39,443 0.73 1.21 2,911 38.640 60 2.65 47.781 088 3.165 44.616 0.65 1.09 3.918 43,863 80 2.18 52,236 088 4.220 48,016 0 61 1.03 4,923 47.313 100 166 55.722 086 5.274 50448 D.59 0.99 5.928 49,705 120 1.63 58,600 088 6,329 52.270 058 0.96 6.932 51.667 140 1.45 61.058 088 7,384 53,674 056 0.94 7,937 53,122 160 1.32 63.211 088 8.439 54,772 0.56 0.93 8,942 54,270 180 1.21 65,131 0.58 9.494 55,637 0.55 0.92 9.946 55,185 200 1.11 66.666 0.68 10.549 56,317 0.55 0.91 10,951 55,915 220 104 68.452 068 11.604 56,848 054 0.91 11,956 56.497 240 0.97 69.915 088 12.659 57,256 0.54 0.90 12,960 56.954 260 0 91 71,273 068 13.714 57,559 0.53 0.90 13.965 57.308 280 066 72.543 0 88 14.769 57,774 0 53 0.89 14,969 57.573 300 0.82 73.73.5 0.88 15.823 57.912 053 0.89 15,974 57,761 320 0.78 74.861 088 16.878 57,982 0 53 0.88 16,979 57,882 340 0.74 75,927 0.88 17.933 57,993 0.53 0.88 17,983 57,943 360 0.71 76.910 088 16,986 51,952 0 53 0.86 18,988 57,952 380 068 77,906 0.88 20.043 57.863 0.52 0.88 19,993 57,913 400 0.66 78.830 use 21,098 57,732 0.52 0.87 20,997 57.832 420 063 79.715 088 22.153 57.562 0.52 0.87 22,002 57,713 440 0.61 80,565 0.88 23.208 57,357 0.52 0.87 23,007 57,558 460 0.59 81,382 0.88 24.263 57,120 0.52 _ 0.87 24,011 57,371 480 0.57 82.170 0.88 25,318 56,853 0.52 0.87 25,016 57,154 500 0.55 82.931 0.88 26.372 56.559 0.52 0.87 26,021 56,911 520 0.54 83,661 0.08 27.427 56,240 0.52 0 87 27,025 56,642 540 0.52 84,379 0.88 28.482 55.897 0.52 0.87 28,030 56.349 560 0.51 85.070 0 88 29.537 55.533 0.52 0.86 29,035 56.035 580 949 85,740 0.88 30,592 _ 55,148 0.52 0.86 30,039 55,701 600 0.48 86.391 0.88 31,647 54,744 0.52 0.86 31,044 , 55.347 620 047 87,025 0.88 32.702 54.323 0.51 0.86 32.049 54,976 640 0.46 87,641 0.88 33,757 53.884 0.51 0.86 33,053 54,588 660 0.45 88,242 0.88 34,812 53,430 _ 0.51 0.86 34,058 54,184 680 0.44 88,827 0.88 35.867 52.961 0.51 0.86 35,063 53,765 700 0.43 69,399 _ 0.68 36.921 52,478 0.51 0.86 36,067 53,332 720 0.42 89.957 088 37.976 51.981 j 0.51 0.86 37.072 52,885 FAA Major Storage Volume(cubic ft.)= 57,993 mod.FAA Major Storage Volume(cubic ft.)= 57,952 FAA Major Storage Volume(acre-ft.)= 1.3313 Mod.FAA Major Storage Volume lacre-ft.)= 1.3304 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Reloased January 2007 Existing UD-Delenton_v2.02.xls,Modified FM 11t412011,4:40 PM MAJOR DETENTION VOLUME BY FAA&MODIFIED FAA METHOD 1 (See USDCM Volume I Runoff Chapter for description of method) { Project:Aurora Organic Dairy Expansion Basin ID:Phase I Improvements (For catchments less than 160 acres only. For larger catchments,use hydrograph routing method) (Note:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) The user must fill in all of the blue cells for these sheets to function. -- Design Information(Input): Catchment Drainage Imperviousness I.- 42.00 percent Catchment Drainage Area A= 10.2100 acres Predevelopment MRCS Sod Group Type= B A,B,C.or D IJReturn Pound for Detention Control T= 100 years(2.5,10.25.50.or 100) (Time of Concentration of Watershed -7c= 18 minutes rrlAllowable Unit Release Rate(See Table A) q= 0.16 cfslacre ((Ore-hour Precipitation P,= 2.67 inches 'Design Rainfall IDF Formula I=C1'PIN 2+Tcj"C3 Coefficient One C,- 28.50 Coefficient Two C,= 10.00 'Coefficient Three Ct= 0.79 I Determination of Average DUlow from the Basin(Calculated): Runoff Coefficient C= 0.50 Inflow Peak Runoff Opal= 27.93 cis jAliowable Peak Outflow Rate Op-out= 1.67 cis Ratio of Op-outtOp-tn Racc= 0.06 I Determination of MAJOR Detention Volume Using FAA&Modified FAA Method 20 <-Enter Rainfall Duration Incremental Inc-ease Value Here(e g.5 for 5-Mrrc4es) Rainfall Rainfall Inflow Ave,age Outflow Storage Adjustment Average Outflow Storage Duration Intensity Volume Outflow Volume Volume Factor Outflow Volume Volume minutes inches f hr oubtc feet (FAA,cfs) (FAA,cf) (FAA,cf) (Modified) (Mod.cis) (Mod,cf) (Mod,cf) (input) (output) (output) (output) (output} (output) (output) (output) (output) (output) 0 0.00 0 0.00 0 0 0.00 0.00 0 0 20 518 31,740 0.68 1,055 30.685 0.95 159 1,909 29,831 40 3.46 42.401 0.88 2,110 40,291 0.73 1.21 2,914 39,488 60 2.65 48,756 0.68 3.165 45.591 0.65 1.09 3.918 44,838 80 2.18 53.302 0.68 4,220 49.082 0.61 1.03 4,923 48,379 100 1.86 56.859 0.88 5,274 51,585 0.59 0.99 5,928 50,932 120 1.63 59.796 0.88 6,329 53,466 0.58 0.96 6.932 52,863 140 1.45 62,304 0.88 7,384 54.920 0.56 0.94 7,937 54,368 160 1.32 64.501 0.88 8.439 56 062 0 56 0.93 8,942 55.560 180 1.21 66.460 0.88 9.494 56.966 0.55 0.92 9,946 56,514 200 1.11 68.231 0.08 10.549 57.682 0.55 0.91 10,951 57280 220 1.04 69849 088 11,604 58.245 0.54 0.91 11.956 57,894 240 0.97 71.341 0.88 12,659 58.683 0.54 0.90 12,960 58,381 260 091 72728 0.88 r 13,714 59.014 0.53 0.90 13,965 58,763 280 086 74.023 0.88 14.769 59.254 0.53 0.89 14,969 59,054 300 0 82 75240 0.88 15.823 59 417 0.53 0.89 15.974 59,266 329 0.78 76.388 0 88 16.878 59.510 0 53 0.88 16.979 59,410 340 074 7)476 0.68 17,933 59.543 0.53 0.88 17,983 59,493 360 0.71 78.510 0.88 18.988 59,522 0 53 0.88 18,988 59,522 380 0.68 79,496 0.86 20.043 59.453 0.52 0.88 19,903 59,503 400 0.66 80,438 0.88 21,098 59,341 0.52 0.87 20,997 59,441 420 0 63 81.342 068 22,153 59.189 0.52 0.81 Y 22.002 59.339 440 0.61 82.209 0.88 23,208 59.001 0.52 0.87 23,007 59,202 460 0.59 83,043 0.68 24,263 58.780 0.52 0.87 24.011 59.032 480 0.57 83.847 088 25,318 58.530 0.52 0.87 25.016 58.831 500 0.55 _ 84,624 0.88 26,372 58.251 0.52 0.87 26,021 58,603 520 0.54 _-�85,375 0.88 27,427 57,947 0.52 0.87 27,025 58.349 540 0 52 86,101 0.88 28,482 57.619 0.52 0.87 28,030 58,071 560 0.51 86,806 0.88 29,537 57.269 0.52 0.86 , 79,035 57,771 580 0.49 87.490 0 88 30,592 56.898 0.52 0.86 30.039 57,450 600 0.48 88,154 O.B8 31,647 56,507 0.52 086 31,044 57,110 620 0.47 88.801 0 88 32,702 56.099 0.51 0.86 32,049 56.752 640 0.46 89A30 0.88 33,757 55,673 0.51 0.86 33,053 56.376 660 0.45 90.043 0.88 34,812 55,231 0.51 0.86 34,058 55,984 580 0.44 90.640 0.88 35,667 54,774 0.51 -�- 086 35,063 55,578 700 0.43 91,224 0.88 36.921 54,302 0.51 086 36,067 55,156 720 0.42 _ 91.793 0.88 37,976 53,817 0.51 0.86 37,072 54,721 FAA Major Storage Volume(cubic fl.)= 59.543 Mod.FAA Major Storage Volume(cubic ft)= 59,522 FAA Mater Storage Volume(acre-11.)• 1.3669 Mod.FAA Major Storage Volume(acre-ft.)= 1.3664 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2.02,Released January 2007 Phase I UD-Detention v2.02.uls.Modified FAA 1/14(2011.439 PM ETETRA TECH • Professional Engineers • Client Aii-nr Qv7n ve- Caffy .- iiecr7 Job No.: :83..r49U7 i/Dni Sheet_ / of I Description: it /a✓��rn-7�i7, ,S�✓.//sriz� Designed By: K/�1U'i Date: /. /3. .2-C/0/O !_.ar ,/Gr.4,,,,i/s Checked By: Date: /?r `h4 V Ceant 6i4'r-m ./��r.-wit alerdia, ° Lie bmerzye y Sti/� �/ a./7 ✓e/eatr✓e a/ Y/e rr�✓.=i,ica✓ /OD c/ea- r„e<Licir -✓ l ,,-�//�raZ/ 7.///r7 Jr%faw = /V year c1Bt/r/Grnc ' (6af/✓>7 0 /D6)year iv-le = 54-6 -t) 77t d/‘4.-- .✓ _ sts'G 3.0 Tom //Pc. a = a ire;?.a D/3 cf.krak.,-- arty- eve.r-= C-,5 feef (maz.(6) in)tar- ,r-af j Q = C+,. • L • H'/a where L = L -(0-/Xn)H); n =N p/et r v/tae/ions co, = a 3,2 5O1.-e. ,h✓ �F-, 'Gr L: 1.- - G/c_,1 * (a.l)(;nXH) t2 V0/.5 &ce 0. 5)1-4 3 * (C./(a)(0.S) L` ,i-'5./5 %f -- > /ice _.f t = .2-75-f/ 31.OFT. TOP OFF 25.0 FT... . P0N0=4865.0 MAX WSE ABOVE'`", V . . — ' — ' ' 00-1R TOP OF WEIR = 4863.5 ,xr,,..ATe : ,�. ..., �.�'.�,( x�r.' i`_4�. w ��. i' ^c... WEIR=4863.0 MIRAR 140 N FABRIC COMPACTED TYPE II BEDDING EARTH IRRIGATION POND EMERGENCY SPILLWAY DETAIL NOT TO SCALE O MAX WSE ABOVE TOP OFF POND=4865.0 WEIR = 4663.5 100-YR TOP OF WEIR=4863.0 2.0 FT. , \ \\ EXISTING , RIPRAP GROUND \%\�\\%\�\\%\�\\ 1 EXISTING \�\\4�$ . *.y 00 FT GROUND MIRAFl 140 N 11. \\. Ca \o\.\\i)1�\ FABRIC COMPACTED TYPE II BEDDIN EARTH IRRIGATION POND EMERGENCY SPILLWAY PROFILE NOT TO SCALE Worksheet for Irrigation Pond Emergency Spillway Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.030 Channel Slope 0.35000 fUft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 fUft(H:V) Bottom Width 25.00 ft Discharge 29.40 fr/s Results Normal Depth 0.14 ft Flow Area 3.68 ft' Wetted Perimeter 25.92 ft Top Width 25.87 ft Critical Depth 0.35 ft Critical Slope 0.01904 ft/ft Velocity 7.98 ft/s Velocity Head 0.99 ft Specific Energy 1.13 ft Froude Number 3.73 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.14 ft Critical Depth 0.35 ft Channel Slope 0.35000 ft/ft Critical Slope 0.01904 ft/ft Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00] 1/14/2011 9:04:29 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for Irrigation Pond Emergency Spillway Projectbescription Friction Method Manning Formula Solve For Normal Depth Input Data ` Roughness Coefficient 0.030 Channel Slope 0.35000 ft/ft Normal Depth 0.14 ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 25.00 ft Discharge 29.40 ft3/s Cross Section Image v 0.14 ft 1 25.00 ft I V: 1 N: 1 Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [06.01.071.00] 111412011 9:04:42 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755.1666 Page 1 of 1 TETRA TECH • Professional Engineers • (lb i Client:_71,,'••4."rx agntve /Devi,-.. Fxef.-77.-).3;";,2 Job No.: /3.3. -/n 7GZ /JCC/ Sheet / of i Description: 7 ' .e`, /�-1h-.%/raps Designed By: AeM.•L1 Date:_ /13. . c'./G E.ra-m,i: #l7,7 Checked By: Date: ///w be'. fr�r77 6aldi /) N - 6 /1 IA/ = , s1/ 40411 1.4 G V.O (c71re2 •,ito-via 9.411 3. 33 .4- S"0 ( 6)(o.5}'•s t/r/H 0. S/ (r Sec/ic'i1 7 : re fie ii-Oel tec:4 Size,fara'rne.Am.- ) l C (�r5.x0.5)°.. it/'e Y/C,,e' • l-ice Al-7/cae L 60 AS, /Li h-7- eas - �t7,-e = :�# I 0 = .2-O/f ivieah = drew/le/it/el/A - 31 /al. DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 60 �4•00�' ya 0 4O 6P�QS K CI IA• CO o J..C‘ N vt' � ZYPE Ote 20 TYPE _......_ ,: g. __.______ . *. , 00 .2 .4 Y /D .6 .8 1.0 t Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream . Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/Dx'5≤6.0 Rev. 04/2008 MD-107 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Table MD-7—Classification and Gradation of Ordinary Riprap %Smaller Than Given Intermediate Rock Riprap Designation Size by Weight Dimensions(inches) d50(inches)* Type VL 70-100 12 50-70 9 35-50 6 6** 2-10 2 Type L 70-100 15 50-70 12 35-50 9 9** 2-10 3 Type M 70-100 21 50-70 18 35-50 12 12** 2-10 4 Type H 70-100 30 50-70 24 35-50 18 18 2-10 6 Type VH 70-100 42 50-70 33 35-50 24 24 2-10 9 * d50= mean particle size(intermediate dimension)by weight. **Mix VL, I and M riprap with 35% topsoil (by volume)and bury it with 4 to 6 inches of topsoil, all vibration compacted, and revegetate. Basic requirements for riprap stone are as follows: • Rock shall be hard, durable, angular in shape, and free from cracks, overburden,shale, and organic matter. • Neither breadth nor thickness of a single stone should be less than one-third its length,and rounded stone should be avoided. • The rock should sustain a loss of not more than 40%after 500 revolutions in an abrasion test(Los Angeles machine - ASTM C-535-69)and should sustain a loss of not more than 10% after 12 cycles of freezing and thawing(AASHTO test 103 for ledge rock procedure A). • Rock having a minimum specific gravity of 2.65 is preferred;however, in no case should rock have a specific gravity less than 2.50. 4.4.1.2 Grouted Boulders Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are used,they provide a relatively impervious channel lining which is less subject to vandalism than ordinary riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and Rev. 04/2008 MD-61 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 9 = Expansion Angle 8 7 ,. /.5 /2 / C N 5 - O ce O 1? 0 16 O 4 4 7:77 b' 0 p 3 o 6 rn / 2 / - / x 2 w j 1 0 �1 .2 .3 .4 .5Li-' .6 1 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Yt/D Figure MD-23—Expansion Factor for Circular Conduits Rev. 04/2008 MD-109 Urban Drainage and Flood Control District MAJOR DRAINAGE DRAINAGE CRITERIA MANUAL(V. 1) 60 N. co kit P GQ�* J± el el 40 y�0se� 4? 1"ete 3 Co p d 20 TYPE t. I.CL ** O .2 .4 .6 .8 1.0 Yt /H Use Ha instead of H whenever culvert has supercritical flow in the barrel. **Use Type L for a distance of 311 downstream. Figure MD•22—Riprap Erosion Protection at Rectangular Conduit Outlet Valid for QIWH15≤8.0 MD-108 04/2008 Urban Drainage and Flood Control District Hello