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Home My WebLink About20161168 SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW ( USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # IS CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 1 4 7 3 _ 2 0 _ 0 _ 0 0 _ 0 6 5 ( 12 digit number - found on Tax I D. information, obtainable at the Weld County Assessor's Office, or www co weld co us) Legal Description Pt NE4 20-1 -65 Lot A Rec Exempt RE-2942 , Section 20 , Township 1 North, Range 65 West Zone District: A , Total Acreage. 6 1 , Flood Plain: C . Geological Hazard: None Airport Overlay District: None FEE OWNERS) OF THE PROPERTY: Name: MG Woodward Living Trust (% Glenda K Woodward) Work Phone # (303) 536-0614 Home Phone # Email mgwoodward@skybeam.com Address: 19886 County Road 8 Address. City/State/Zip Code Hudson, CO 80642-9031 Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code APPLICANT O AUTHORIZED AGENT ( See Below: Authorization must accompany applications signed by Authorized Agent) Name: Mark & Glenda Woodward Weylan A. "Woody" Bryant, PE wbryant@engineeringserviceco.com Work Phone # (303) 536-0614 Home Phone # ;303; 549-0053 Email mgwoodward@skybeam.com Address: 19886 County Road 8 Engineering Service Company/ Inc. Address: 1300 South Potomac Street, Suite 126 City/State/Zip Code Hudson, CO 80642 9031 Aurora, CO 80012-4526 PROPOSED USE: Outdoor RV & Boat Storage. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application . If an Authorized Agent signs. a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that trig signatory has to legal authority to sign for„the corporation. (Viiird2( Zi ;i.G.' /. /(' /S //,fit` " bonccj .2 -/c —/..5- ignature: Owner or Authorized Agent Date Signature: wner or Authorized Agent Date • 12/29/2015 Authorized Ag ;s4 ' � Date Mark A. and Glenda K. Woodward (Trustees of The M. G. Woodward Living Trust) 19886 County Road 8 Hudson, CO 80642-9031 Phone: 303-536-0614 I Email: mgwoodward@skybeam.com December 28, 2015 RE: Agent Authorization Regarding Use By Special Review Application Location : 2905 WCR 41 I Lot A, Exemption # 1473-20-1 RE-2942 To all whom these presents come, greetings. As Trustees of the M.G. Woodward Living Trust, the fee simple owner of Lot A, Exemption # 1473-20-1 RE-2942 situated in the NE'/4, Section 20, Township 1 North, Range 65 West, of the 6th Principal Meridian, more specifically 2905 WCR 41 (Unincorporated Weld County, CO), this letter shall serve as our Letter of Agent Authorization allowing Wevlan A. "Woody" Bryant, PE of Engineering Service Company (1300 S. Potomac St, Ste 126 -- Aurora, CO 800121, to be our Primary Point of Contact regarding the Use by Special Review (USR) Application currently being process for this property. Please feel free to contact us should you have questions regarding this Authorization. Thank you ! Sincerely, / Y71Z/ JAI/ 41,7fit / / , Mark A. Woodward Glenda K. Woodward M. G. WOODWARD LIVING TRUST INFORMATION PAGE NAME OF THE TRUST: The M. G. Woodward Living Trust DATE ESTABLISHED: January 26, 2015 NAME OF TRUSTEES: Mark A. Woodward and Glenda K. Woodward FOR TRUST BUSINESS, ALWAYS SIGN NAME: Mark A. Woodward and Glenda K. Woodward, Trustees of the M. G. Woodward Living Trust TITLE TO ALL ASSETS IN THIS TRUST IS VESTED IN THE NAME OF: Mark A. Woodward and Glenda K. Woodward, Trustees, or their successors in interest, of the M. G. Woodward Living Trust dated January 26, 2015, and any amendments thereto ASSETS MAY BE TRANSFERRED TO OR REMOVED FROM THIS TRUST AT ANY TIME ALL INCOME OR LOSS FROM TRUST ASSETS SHOULD BE REPORTED ON TRUSTMAKERS' INDIVIDUAL FEDERAL AND STATE INCOME TAX RETURNS DO NOT WRITE ON YOUR TRUST INSTRUMENT, CHANGE IT, OR REVOKE IT WITHOUT ADVICE FROM YOUR ATTORNEY LAW OFFICES COAN , PAYTON & PAYNE, LLC ESTATE AND BUSINESS PLANNING 103 W . MOUNTAIN AVENUE , SUITE 200 FORT COLLINS , COLORADO 80524 970-225-6700 ENGINEERING SERVICE COMPANY ENGINEERS - SURVEYORS - Creative Solutions Since 1954 WCR8 RV & BOAT STORAGE YARD 2905 WCR 41 (SWC WCR 41 and WCR 8 — Unincorporated Weld County, CO) Lot A, Exemption # 1473-20- 1 RE-2942 Situated in the NE1/4, Section 20, Township 1 North, Range 65 West, of the 6th Principal Meridian 6. 1± Acres DATE : December 11, 2015 Revision # 1 : December 1'l, 2015 Revision #2 : December 29, 2015 USE BY SPECIAL REVIEW ( USR) QUESTIONNAIRE 1 . Explain, in detail, the proposed use of the property. 1 . 1 . Of the existing 6. 1 acres, approximately 3.8 acres will be utilized as outdoor RV, boat, camper, and personal vehicle (e.g . car, pickups, SUVs) storage. 1 .2. There is an existing residence (rental) and detached garage that will remain, but will be outside of the fenced in storage area and will have no business association with the 3.8-acre outdoor RV, boat, camper, and personal vehicle storage area. The continued use of this residence and detached garage as a rental property are part of this Use by Special Review application. 1 .3. A stormwater management/detention pond will be constructed in the northwest corner of the property that will collect, detain, and discharge in a controlled manner the stormwater runoff from the property. 1 .4. No water and/or sanitary sewer facilities will be provided for the outdoor storage use. The existing residence is currently served by a well and individual on-site sewage disposal system (ISDS, leach field), both of which will remain and be protected during construction of the storage yard. 1 . 5. With the exception of lighting at the gate (which will be provided by full cut-off, dark sky compliant pole mounted lights), no additional lighting of the storage yard is proposed . 2. Explain how this proposa► is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. 2. 1 . Neither sanitary sewage disposal nor domestic water will be necessary for this use. The existing sanitary sewage disposal (ISDS) and domestic water (well) for the existing residence on the south side of the property (to remain) will not be adversely impacted and will be protected during construction . 2.2. The existing WCR 41 (east) will provide access to the site. 2.3. Stormwater management will be provided by an on-site stormwater management/detention pond that will be located in the northwest corner. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. 3. 1 . This use is a very low traffic impact facility similar in nature to the agricultural and residential uses in the immediate neighborhood . An identical use exists immediately east of WCR 41 (the abutting road on the east), with in the Town of Hudson. 3.2. Per Chapter 23, §23-3-40, Article S, this use would be allowed under the Commercial or Industrial zoned districts. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses). 4. 1 . North : WCR 8, Agricultural land, Sequine Gulch. 4.2. East: WCR 41, "Outpost Storage" (a similar RV/Boat Storage Yard to what's proposed on this property, within the incorporated limits of the Town of Hudson). 4.3. West: Large lot single family residential (the owners of this subject parcel are the owners of this large lot single family residence), Beebe Seep Canal . 4.4. South : Large lot single family residential, Agricultural land . 1300 South Potomac Street, Suite 126 I Aurora, Colorado 80012-4526 (303) 337-1393 Fax (303) 337-7481 e: n:\projects\woodward, mark\1050.01 wcr8 storage(weid county)\documents\word\mist\2015-i2-29(rev2)_wcr8_usrquestionoire.docx WCR8 RV & Boat Storage Yard Use by Special Review Questionnaire December 1 f, 2v 'J ENGINEERING SERVICE COMPANY Revision # 1 : December 1'1, 2015 ENGINEERS - SURVCYORS Ct M11t.VP 5.H\ItIr11.5 tlnt I.IN Revision #1 : December 29, 2015 Page 2of3 5. Describe, in detail, the following : a. Number of people who will use the site 5.a. 1 . Initially, the number of storage clients access/using the site may be approximately 10 to 20 per day; however, once the facility is occupied, it is expected that this number will drop significantly with access being limited to, typically, weekends and holidays only during the late spring, summer, early fall months. b. Number of employees proposed to be employed at this site 5 . b. 1 . No employees, other than the owners (Mark and Glenda Woodward of 19886 County Road 8, the abutting property to the west), are proposed to be employed at this site. The owners will be the site managers and caretakers of the property and will frequent the property when necessary to ensure site maintenance is performed. 5. b.2. Due to the location of the owner's primary residence (the abutting property to the west), monitoring of the property will be performed continuously. c. Hours of operation 5.c. 1 . Gate access (setback 100' from the edge of the existing shoulder of WCR41), via a code terminal, will be available 7a-9p, Monday through Sunday; It is expected that the majority of the patrons storing their RVs/Boats at this facility will only access the site between 7a- 10a (departure, Friday) and 7p-9p (arrival, Sunday) . This is based on similar uses and experience. d . Type of number of structures to be erected (built) on this site 5.d . 1 . There are no currently planned structures with this proposal . The existing single-family residence and detached garage will remain. e. Kind of vehicles (type, size, weight) that will access this site and how often 5.e. 1 . There will be standard passenger and pickup-truck vehicles and storage of recreational vehicles (self-propelled and trailer) accessing this site. The maximum size and weight of the expected vehicles is 40' long and 30,000 pounds. Once the RV vehicles are stored, access will most likely be limited to weekends and holidays during the late spring through early fall months. f. Who will provide fire protection to the site 5.f. 1 . The Hudson Fire District will provide fire protection to the site. g . Water source on the property (both domestic and irrigation) 5.g . 1 . No domestic and/or irrigation water is proposed for this facility. 5.g .2. The existing single-family residence utilizes a domestic well that will be protected during the construction of this project. h. Sewage disposal system on the property (existing and proposed) 5. h. 1 . Neither an RV dump-site nor domestic sanitary sewer will be provided for this facility. 5. h .2. The existing single-family residence utilizes an Individual On-Site Sewage Disposal System (ISDS, leach field, SP-0600050) that will be protected during the construction of this project. i. If storage or warehouse is proposed, what type of items will be stored 5. i . 1 . RVs, boats (trailered), campers, and personal vehicles (e.g . car, pickups, SUVs) will utilize the outdoor storage areas. 6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a landscape plan map as part of the application submittal . 6. 1. Landscaping will consist of boulders and xericscaping materials. 6.2. There are several hardships the owners have found for this particular property regarding landscaping, including : no irrigation water available (the existing well permit, which we have obtained, for the existing residence specifically limits the amount of water that can be used); no plants (trees or shrubs) survive when planted in this general vicinity due to the acidity of the soils. 6.3. You'll notice, when reviewing aerial photographs of the general area, that — with the exception of immediately adjacent to the creek (where existing cottonwoods appear to be doing well), there is virtually no landscaping installed in this general area. WCR8 RV & Boat Storage Yard Use by Special Review Questionnaire December n, 2v 'J ENGINEERING SERVICE COMPANY Revision # 1 : December 1'1, 2015 ENGINEERS - SURVCYORS Ctnt.v^5Mlltlrant tlnt I.IN Revision #1 : December 29, 2015 Page 3of3 6.4. As noted in ¶6. 1, above, the owners ARE planning to install decorative rock (e.g . crushed multi-color granite, etc. . .) along the frontage for visual aesthetics and weed control . 6.5. As such, we respectfully request that the Board of County Commissioner's waive the landscaping requirement for this location due to the hardships noted above. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. 7. 1 . If the Storage portion of the Use by Special Review activity terminates, the owners of the property at the time of activity termination will return the property to "pre-USR" (agricultural field) state by removing the installed improvements (e.g. fencing, recycled asphalt surface, stormwater management facilities, etc. . .), and applying a native seed mix to the disturbed area (and/or planting of suitable crops). 7.2. The existing residence and detached garage (along with the existing improvements that serve that use, which pre-date the installation of the storage portion of the USR) will remain. 8. Explain how the storm water drainage will be handled on the site. 8. 1 . The project will provide an extended stormwater management/detention basin, water quality capture volume, at the northwest corner of the Site. The basin was designed to reduce the developed peak discharge rates to rates equal to or less than the historic peak discharge rates for the required design recurrent storm . Existing drainage patterns were maintained . 8.2. A complete Drainage Report is included with this submittal . 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. 9. 1 . Construction is expected to take six to eight weeks to complete; however, this timeline may extend longer because the Owner is planning to perform the construction himself. 9.2. The owner's goal is to complete this work in as timely a manner as possible. Construction is expected to start immediately upon approval and permitting (expected spring 2016). 10. Explain where storage and/or stockpile of wastes will occur on this site. 10. 1 . Neither industrial (e.g . waste oil, etc. . .) or domestic waste for patrons of the storage yard will be permitted or provided on-site. 10. 2. Domestic waste for the existing single-family residence will continue as currently provided (no access to these facilities will be afforded to the patrons of the storage yard). 11 . Please list all proposed on-site and off-site improvements associated with the use (example: landscaping, fencing, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. 11 . 1 . The Owner is intending to perform the following construction tasks himself, so the estimated timeline may expand beyond the time/dates noted; however, it's the intent of the owner to complete this work in as timely a manner as possible: 11 . 1 . 1 . Detention Pond and Site Grading : start early/mid May, 2016 (two to four weeks) 11 . 1 .2. Outdoor Storage RAP Pavement: start early June, 2016 (one to two weeks) 11 . 1 .3 . Perimeter Fencing : start mid June, 2016 (one week) 11 . 1.4. Access Gate: start late June, 2016 (one week) FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION : Business Name: WCR8 RV & Boat Storage Yard Phone: Address: 2905 WCR 41 City ST Zip: Hudson, CO 80642 Business Owner: Mark & Glenda Woodward Phone: (303) 536-0614 Home Address: 19886 County Road 8 City, ST, Zip: Hudson, CO 80642-9031 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Mark Woodward Owner 19886 CR 8, Hudson CO 80642 Cell (303-517-8760) Glenda Woodward Owner 19886 CR 8, Hudson CO 80642 Cell (303-518-0022) Business 7 days/week Hours: 24 hours Days: y Type of Alarm : None Burglar Holdup Fire Silent Audible Name and address of Alarm Company: Location of Safe: ********************************************************************************************************************************* MISCELLANEOUS INFORMATION : No Commercial Buildings Associated with this USR. Existing Residence to Remain. Number of entry/exit doors in this building: Location(s): Is alcohol stored in building? Location(s): Are drugs stored in building? Location(s): Are weapons stored in building? Location(s): The following programs are offere a public service of the Weld Coun nff's Office. Please indicate the programs of interest. Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: >p CO�% Weld County Public Works Dept. ,s, �.c, 1111 H Street P.O. Box 758 � coACCESS PERMIT c2:itt � -p�- Greeley, CO 80632 APPLICATION FORM 4 jC Wd Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner (If different than Applicant) Name Mark & Glenda Woodward Name Company WCR8 RV & Boat Storage Address Address 2905 41 CR City State Zip City Hudson State CO Zip 80642 Phone Business Phone (303) 536-0614 Fax Fax E-mail E-mail mgwoodward@skybeam .com A = Existing Access o= Proposed Access Parcel Location & Sketch The access is on WCR 41 Nearest Intersection: WCR 8 & WCR 41 WCR 8 Distance from Intersection 450'± SITE Parcel Number Lot A For Storage Yard D 41 Section/Township/Range 20-1 -65 t Le For Existing Residence tx Is there an existing access to the property .® YES NO0 N Number of Existing Accesses 2 Road Surface Type & Construction Information Asphalt Fl Gravel I I , Treated ElOther RAP WCR Culvert Size & Type Materials used to construct Access Construction Start Date 04/16 Finish Date 06/16 Proposed Use ®T9rnporary (Tracking Pad Required)/ $75 II Single Residential/$75 • Industrial/$150 jSmall Commercial or Oil & Gas/$75 • Large Commercial/$150 ❑ Subdivision/$150 ® Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? No USR ll RE MPUD MOther Required Attached Documents - Traffic Control Plan -Certificate of Insurance - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facil' ie constructions, Signatu Printed Name /i Date j) /u /S. Approval or Denial will be issued in minimum of 5 days. Approved by n,.,.:,-..A n-.*., c /nn /in $ Looking SOUTH (based on current photography) along WCR 41 From Proposed Driveway i , , . Atilt ‘ / - * - . ./.. i r f i„, , . i'...a. e PC. . *„ OM - S . ......_.. as.... J ` Vim. 1 y s C - i t _�!.♦.� ,e. 'iv-, tr—• �a�•.�.4 ..-- - a r _al• • r _ aNiti • j a S. �..• �. a. __- . --�- _ _ - _ - 1 a.♦ • - a 0 . . s s Sipt lair --- 0. _ r � P` r . - . + . x rte_ _ ,—dr � ti - .t... _1 !T - r- e. . . . ... , . _•„.••• • ...•,.!. ... . ft _ ,. . - E.I.rts < b- Looking SOUTH (based on Google Earth) along WCR 41 , �-�• la From Proposed Driveway Location '' Looking INTO PROJECT SITE (based on current photography) along WCR 41 From Proposed Driveway Location (NOTE: Applicant's home is in the background) 4 . .'1 ` - ' * , i•� s is r . • a At- Mat Nb. la_ .. - — - _ y•- • `� ..)by yidly.. ..ice i - !�Again, 1.� :way. r raw` _ - r - . a a' r ;r2,•-•_, ....,........,.. al . ..... a **Lees • •--- - ,s 4-4•21- ra • _.....- ...4: ,,,e,r;... •r. •r-, S 'ire '.tits r..,� j"...Fat •-A 1 4 # - .- •ya- •,r t�-to a �4r ;4a ti ••.-_►-�+- 0 -a r 4-. , • - - r Looking INTO PROJECT SITE (based on Google Earth) along WCR 41 From Proposed Driveway Location (NOTE: Applicant's home is in the background) e. •' `" ._ •„, -. r - - •1•, Ate_--N...t4..-:- tfir ;�, s awe .rt•; . 1 - � • • • ` la• • _ w , . ' • 1� �/ i � •• yr' a- i , 4 • ,y •` �e • ' J:L- Looking NORTH (based on current photography) along WCR 41 From Proposed Driveway Location AL a 1` 'tt• sada ".."--%:-:7 ~ ea7 Looking NORTH (based on Google Earth) along WCR 41 From Proposed Driveway Location ,, R.. t it i�"� "; it .10 liorillile _ sider fr:..df '.--, . :aft t... T:art ".` .y as ,� - . .1 t y'i Ror I S' V e fi" re s . ,', • **-1 • ,_.-per r r • M, ��_ ,,,///�� :1.- a a • I 4 '1 . t 1� sof• - i i it Loolleidiiftatta .r. +f', 'l•+-+o�i't •allibillaMt -eir _ Existing driveway serving RESIDENCE (to remain) from WCR 41 . ENGINEERING SERVICE COMPANY ENGINEERS - SURVEYORS - PLANNERS Creative Solutions Since 1954 www.engineeringserviceco.com 1 300 South Potomac Street, Suite 126, Aurora. Colorado 80012 1 Office: (303) 337-1 393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 WCR 8 RV & BOAT STO RAG E 2905 WCR 41 (SWC WCR 8 & WCR 41) LOT A, EXEMPTION NO. 1473-20- 1 RE-2942, COUNTY OF WELD, STATE OF COLORADO SITUATED IN THE NORTHEAST ONE-QUARTER OF SECTION 20, TOWNSHIP 1 NORTH, RANGE 65 WEST OF THE 6TH PRINCIPAL MERIDIAN 6. 1 + ACRES PHASE I DRAINAGE REPORT ESC JN: 1051 .01 Report Date/History: December 07, 2015 Prepared for: Mark & Glenda Woodward 19886 County Road 8 Hudson, CO 80642-9031 Phone: (303) 536-0614 Email: mgwoodward@skybeam.com Prepared by: ENGINEERING SERVICE COMPANY ENGINEERS • SURVEYORS - PLANNERS \ Creative Solutions Since 1954 Weylan A."Woody" Bryant, PE ( ivil I mini 1 rinit (h•paririh•nt h.ulaiµ•r \ w bryantc)angina.ringsnrviceco.com 1300 South Potomac Street, Suite 126 Aurora,Colorado 80012 Office (303) 337-1393 Fax(303)337-7481 Toll Free 1-877-273-0659 www.engirleerin(gselviceco.com Copyright © 2015 by Engineering Service Company, Inc. All rights reserved. This report or parts thereof may not be reproduced in any form, stored in a retrieval system, or transmitted in any form by any means — electronic, mechanical, photocopy, recording, or otherwise — without prior written permission of Engineering Service Company, Inc., except as provided by United States of America copyright law. Published by: ENGINEERING SERVICE COMPANY, INC. 1300 South Potomac Street, Suite 126 Aurora, CO 80012-4526 www.engineeringserviceco.com (303) 337-1393 phone I (303) 337-7481 fax Toll Free (877) 273-0659 Printed in the United States of America FILE: n:\projects\woodward, mark\1050.01 wcr8 storage(weld county)\documents\word\reports\drainage\2015-12-07_drainagereport.docx a HELP SAVE PAPER! � «► THIS DOCUMENT WAS PRI NTED TWO- SIDED. WCR 8 RV & Boat Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT December 07, 2015 ENGINEERING SERVICE COMPANY Page 1 „Ks._SURVEYORS - PLANNERS www-engineerfngserviceco.com DEVELOPER AND ENGINEER'S CERTIFICATIONS Engineer's Certification I hereby certify that this report for the preliminary drainage design of Centennial Storage was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof. I understand that Weld County does not and will not assume liability for drainage facilities designed by others. Seal : 75 - 1 `. R � cja SOP Bite#7<p Registered Profess: nal Engi'; erg • 28427 State of Colorado No. 28427 fj -c:1 ;12/07/ 2015`• i : wi • , • 15 s/0NA�. �.' Property Owner's Certificate WCR8 RV & BOAT STORAGE (represented by Mark & Glenda Woodward as owners thereof) hereby certify that the drainage facilities will be constructed according to the design presented in this Report. We understand that Weld County does not and will not assume liability for drainage facilities designed or reviewed by our engineer. We also understand that Weld County relies on the representations of others to establish that drainage facilities are designed and built in compliance with applicable guidelines, standards or specifications. Review by Weld County can therefore in no way limit or diminish any liability which we or any other party may have with respect to the design or construction of such facilities. Signature By: As: Of: WCR8 RV & BOAT STORAGE Date: WCR 8 RV & Boat Storage (Weld County, CO) PHASE I DRAINAGE REPORT December 07, 2015 ENGINEERING SERVICE COMPANY Page 2 ENGINEERS -SURVEYORS - PLANNERS www.englneeringserviceco.com 1. GENERAL LOCATION AND DESCRIPTION 1 . 1 . Location 1 . 1 . 1 . The project site is located in the NE 1/4 of Section 20, Township 1 North, Range 65 West of the 6th Principal Meridian, County of Weld, State of Colorado. Okri 4w me 7i, S c jinn GoitC % s �a"I�f �.1 . Yewwph Sl.bk. � rr 7 9 San girt / "Pk 4 7 4. I 6 P f 1 . 1 .2. The site is bounded to the north by Weld County Road 8, to the east by Weld County Road 41 (and the Outpost Storage on the east side of WCR 41 — incorporated Town of Hudson). Undeveloped property is immediately to the west and a single-family residence is immediately to the south. _v _ _ a to - r a. • •te %sr SIO m 45 aJ� • a . • - ns P m {aEr 1 .2. Description of Property 1 .2. 1 . The subject property site consists of approximately 6. 1 acres of land and is composed of a single lot: Lot A (RE-2942). Lot A is owned by Mark & Glenda Woodward of Hudson, CO. 1 .2.2. The subject property is currently undeveloped with native grasses covering the ground . The site slopes from the southeast to the northwest at a fairly continuous 2.4% slope. 1 .2.3. The onsite soils can be classified as Hydrologic Soil Group A (southern approximately 50% of the property) and Hydrologic Soil Group B (northern approximately 50% of the property) as determined by the Natural Resources Conservation Service (NRCS) soil survey. 1 .2.4. There are no significant easements that encumber this property. WCR 8 RV & Boat Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT December 07, 2015 ENGINEERING SERVICE COMPANY Page 3 tNL.INt.RS -SURVEYORS - PLANNERS www-engineerfngserviceco.com 1 .2. 5. There is an existing roadside swale located along the northern boundary of the site (WCR 8) and the eastern boundary of the site (WCR 41). The roadside swale along the east side of the site (WCR 41) was recently improved to its discharge point at the southwest quadrant of the WCR 8 and WCR 41 intersection. 1 .2. 6. There are no major open channels, lakes and/or streams within the boundary of the site. 1 .3. Development of the subject property will be in a single phase. 2. DRAINAGE BASINS AND SUB-BASINS 2. 1 . Major Basin Description 2. 1. 1 . The site lies within the unshaded Zone C as determined by FEMA Flood Insurance Rate Map No. 080266 1025 C (Panel 1025 or 1075), effective September 28, 1982. 2. 1 .2. FEMA defines unshaded Zone C areas as minimal risk localities that lie outside the 1% and 0.2% annual chance floodplains. 2. 1 .3. No base flood elevations (BFEs) have been established for these zones. 2.2. Sub-Basin Description 2.2. 1 . The existing site can be divided into one historic drainage basins. 2.2. 1 . 1. Undeveloped runoff from the site currently sheet flows to the northwest and discharges into the roadside swale along WCR 8, which ultimately discharges into the Beebe Seep Canal . 2.2. 1 .2. There are no offsite basins contributing flow to the site. 2.2.2. Historic drainage discharge location will generally be maintained once the site is developed. 2.2.2. 1 . Developed runoff from the site will flow overland toward a proposed stormwater management/detention pond. Developed runoff ( 10yr, lhr recurrent storm event and 100yr, 1hr recurrent storm event) will be detained within this detention pond and released at the maximum rate allowable (5yr, lhr recurrent storm event under historic conditions). 3. DRAINAGE DESIGN CRITERIA 3. 1. Regulations 3. 1 . 1 . The proposed drainage design complies with the UDFCD Criteria Manual (current version) and the Weld County Engineering and Construction Criteria (current version). 3.2. Development Criteria Reference and Constraints 3.2. 1 . The proposed design acknowledges the planned Highlands Filing No. 1 development (City and County of Broomfield), located on the south side of the site, as well as the planned Palisade Park development that located to the southeast of the site (City and County of Broomfield) . Based on existing grade elevations at the perimeter and offsite of the subject property, runoff generated by this project, under both historic and proposed conditions, may enter the detention facilities planned by these developments. However, this proposed development will significantly reduce the peak rate of runoff released from this property. 3.3. Hydrological Criteria 3.3. 1 . The Rational Method was utilized in estimating the 10-year and 100-year recurrent storm peak rates of runoff for the minor and major storm events, respectively. 3.3.2. The 1-hour, 100-year design point rainfall depth was obtained from Figure RA-6: Rainfall Depth-Duration-Frequency of the UDFCD Criteria Manual, Volume 1 . 4. DRAINAGE FACILITY DESIGN 4. 1 . General Concept -7 WCR 8 RV & Boat Storage (Weld County, CO) PHASE I DRAINAGE REPORT December 07, 2015 ENGINEERING SERVICE COMPANY Page 4 ENGINELAS - SURVEYORS - PLANNERS www.englneeringserviceco.com 4. 1 . 1 . The proposed stormwater design will generally maintain the historic drainage discharge locations of the site. 4. 1.2. The runoff from the developed site will be collected via a network of pavement (recycled asphalt pavement, RAP) sheet flow and small drainage swales and will be directed northwest toward the proposed detention pond . 4. 1 .3. The stormwater management/detention pond will be equipped with an outlet structure structured designed to release the developed runoff at a maximum rate of 1 . 5 cfs (5-yr, 1-hr historic discharge from the property). The pond will release into the existing WCR 41 roadside ditch, and ultimately into Beebe Seep Canal (to the west). 4. 1.4. The estimated peak flow rate historically released into the WCR 41 roadside ditch during the 100-yr, 1-hr recurrent storm event is 12.9 cfs ( 18. 1 cfs under proposed conditions). As noted above, the outlet control structure within the proposed stormwater management/detention pond will reduce the amount of runoff released from the site to 1 . 5 cfs during the 100-year, 1- hr recurrent storm event, a reduction of 11 .4 cfs compared to existing conditions. 4. 1 . 5. The proposed stormwater management/detention pond will be designed as a Full Spectrum Extended Detention Basin (FSEDB) with water quality capture volume incorporated into the design (with a 40-hour drain time). Additionally, One foot of freeboard above the 100-yr water surface elevation (WSEL) will be provided, and a spillway capable of conveying the 100-yr post development flow ( 18. 1 cfs) at a depth of less than six-inches will be provided at the 100-yr WSEL. 4.2. Specific Details 4.2. 1 . Historic Basin. The existing site is divided into one ( 1) historic drainage basin, designated as EX1 . The imperviousness of the basin was calculated as 6.6%. 4.2. 1 . 1. Basin EX1 contains 6. 1 acres and is comprised of undeveloped land with native grass cover, existing residence/storage structure, and existing ancillary gravel surface driveway serving the existing structures. Runoff from this basin sheet flows northwest until it reaches the existing WCR 8 roadside ditch located along the northern boundary of the site and traveling west to Design Point 1 . This ditch transports collected runoff to Beebe Seep Canal. The impervious coverage of this basin is 6.6% . The peak 100-year flow for this basin is 12.9 cfs. 4.2. 2. Proposed Basin. The proposed site was divided into one ( 1) basin, designated a Basin A. 4.2.2. 1 . Basin A contains 6. 1 acres, and is the entirety of the property. Within this basin will be RAP pavement for outdoor RV & Boat Storage, existing residence/storage structure, existing undeveloped land with native grass cover, and existing ancillary gravel surface driveway serving the existing structures (unchanged). Runoff from this basin sheet flows overland from to the northwest corner, where it will be collected within the proposed stormwater management/detention basin. The impervious coverage of this basin is 73.6 and the peak 100-year flow is 18. 1 cfs. 4.3. Stormwater Management Facility Design 4.3. 1 . The proposed stormwater management/detention pond is located in the northwest corner of the property. Developed runoff from the site will be routed to this detention pond primarily via overland sheet flow concentrating in two grass lined swales entering the pond . 4.3.2. The maximum 100-year storage volume for the pond is 0.41 acre-ft (elevation = 4954.50) with a peak outflow rate of 1 . 50 cfs. 4.3 .3. The pond's proposed capacity is 0.46 acre-ft at elevation 4955.00 ft. The proposed detention pond design provides a freeboard of 0. 50 ft. The detention pond was designed to release the 100-year storm event within the 72-hour drain time required by Weld County. WCR 8 RV & Boat Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT December 07, 2015 ENGINEERING SERVICE COMPANY Page 5 tNL.INt.RS -SURVEYORS - PLANNERS www-engineerfngserviceco.com 4.3.4. Based on UDFCD's Full Spectrum Detention spreadsheet, the required water quality capture volume is included within the 100-year storm volume. The proposed outlet structure was designed to release the required water quality volume in 40 hours. 5. CONCLUSIONS 5. 1 . Compliance. 5. 1 . 1 . This report is in compliance with the provisions outlined in the UDFCD Criteria Manual (current version) as well as the Weld County Weld County Engineering and Construction Criteria (current version) . 5.2. Drainage Concept 5.2. 1 . The proposed design provides an effective means of managing the developed stormwater runoff from the site. 5.2.2. The site will reduce peak discharge rates upon full development. 5.2.3. Stormwater runoff will continue to flow into the existing roadside drainage swale on the north side of the property; however, the rate of developed runoff allowed to exit the site will be lower than the runoff rate of historic flow at the same design point. 5.2.4. The stormwater management/detention pond was designed as an extended detention basin with water quality capabilities. The maximum allowable release rate from the pond is significantly less than the estimated historic release rate during the 100-yr, 1-hr recurrent storm event. 5.2. 5. As such, the proposed project will not have an adverse impact on surrounding developments. 6. REFERENCES 6. 1 . Urban Drainage and Flood Control District Drainage Criteria Manual, Volumes 1, 2, and 3. Wright- McLaughlin Engineers. Latest Revision. 6.2. Weld County Engineering and Construction Criteria. Latest Revision. ENGINEERING SERVICE COMPANY ENGINEERS — SURVEYORS — PLANNERS Creative Solutions Since 1954 * ' www.engineeringserviceco.com � 1 300 South Potomac Street, Suite 126, Aurora, Colorado 8001 2 J Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 z O APPENDIX A A X O O O >" a >. N I- Z o Q 03 0 a. 2 b 0 0 u , U Ei on W V 3 ' L L L QM N m N Z 0 ro Q LEA O d 0 co A O 6 0 O 0 w/ rl 1 0 1 O O1-1 k W Y ? •• O O ui 0 yN'� 0 Li. t CA W Ce tD a) V QJ JN Q rt � N VAIN V, or 1 L F— • 61 c0 - goe E77 Z C7 X000 C7 . 000 O 0 O 0 W In ; d .. M � O V vi V rl ri Q W z c dm i H CA till 0. 0ij H ,V c .mi u c Cu- Z 5 : } 81' 5, CD LA a) er C i U >, o >. O = U = U Cl. Z4. 4. 0 CY ~ - L a O L O L N O. , --ti �' C Z Ce � oo Z Ce � oo • .. H N N N c X U E L _alai W D . . o O C V V U _ a) CM CA a) OD M r< ^ Z O. 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N r Z O Q 03 0 L a 2 II o } r•-• Ti 0 u 14. o u Ti U rico O Ti r � 3 W W < I% L U ro _ ra > z C N "' v O g O� >. w • ii f V a u w W ° I, u 3 ..in w w ri CC iti u .: � C V V O L r6 m ICU > 0 Q Vin V la PO c c ' N — 0C d D0 Der: v 0) OM W 12 c d .. I pp Q ZIb Vim ' L W j �, o ,v, O 00 O u z ;, t, >- ni q O V it, u ELT W Wu M � N I CC Q L ___.1 } I- co UU o oI C LCD a - c- cc o + - a L 17 C L - TfT C I 'i• Tco Q O • 'C z t C O � � a ra rn 0 ni 71- �- � yc'. Cd- z = NC7 n3 on O 0 LbtY Li M O V O N o •u } c cr a W L. M 0 N N 0 7 dam" 3. " O O = >-r-i cu c U v Z }' 1_ C U U CD U z o Ce u LLI CS Q) N ti a) • U } M , u_ L. J O O s O L U ,� a) 1- U L. c> LL no N v a) U U Z 0 O t0 0 } N °o UO • c 1 6 cu z O 0 ri N : LP) N , L Lo --I a3 a)cp al Q. -o t et Cr Z O O O . N 6 z 0 a C D C It U L i c al .C O 'w C � M O N a. 5 co o W 4, U in � � p w F aft 0 O d5 Z o a W °� L Ln ~ °j z N a) > > o A O `° •E '-' (Y w o E I, W CC N O '—' cn . . O ,-r O + _ o a) 'G U d Q) U _LLI � cu O U Q Q D = OrH LL w a `. LL o 'x?ca Q Y = rN Lj . N a `-' 0 W o .� a o 0 11 II M L L If !C pi � � 1-1 a cm O- -� --1 (N Cr) Cr DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF - [ 1- , . 30 ± ' I o F- 20 "1 ya o p A.. CC t a ,,� o 3 w i d `� 3 v A. , c o a. v , Z iV ijt• � -Self oIt 3t ' tt /� v V dmmi 5 [ e ch : v ' t o 3 , ra. It . ke O i i t Le 3 , fir ► a Ve f . ct 1 { 3, f _co tom.} 3 . its 1 2 —A- t • o I h . It t 1 W I 4, . , i I es i Q I oQ i �� F f 4 ' $ a I1 1 inI , i I - . I C } . 1 1 l I 1 3 I • 1 4 i ' I t I i • . : 1 5 � ` l ( 1 . _1 . 2 . 3 . 5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND Figure RO-1 —Estimate of Average Overland Flow Velocity for Use With the Rational Formula 06/2002 RO-13 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential : Single-family Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. Based in part on the data collected by the District since 1969, an empirical relationship between C and the percentage imperviousness for various storm return periods was developed . Thus, values for C can be determined using the following equations (Urbonas, Guo and Tucker 1990). C1 K , 1 .31i' 1 .44i2 Li 1 . 135i H 0. 12 for CA i 0, otherwise C4 — 0 (RO-6) 06/2002 RO-9 Urban Drainage and Flood Control District TABLE 1 RUNOFF COEFFICIENTS AND PERCEN'T'S IMPERVIOUS LAND USE OR SURFACE PERCENT FREQUENCY CHARACTERISTICS IMPERVIOUS 2 5 10 100 Business: Commercial Areas 95 .87 .87 .88 .89 Neighborhood Areas 85 .60 .65 .70 .80 Residential: Single-Family (**) (*) .40 .45 .50 .60 Multi-Unit (detached) 60 .45 .50 .60 .70 Multi-Unit (attached) 75 .60 .65 .70 .80 1/2 Acre Lot or Larger (*) .30 .35 .40 .60 Apartments 80 .65 .70 .70 .80 Industrial: Light Areas 80 .71 .72 .76 .82 Heavy Areas 90 .80 .80 .85 .90 Parks, Cemeteries 5 . 10 . 10 .35 .60 Plea rgrounds 10 . 15 .25 .35 .65 Schools 50 .45 .50 .60 .70 Railroad Yard Areas 15 _ .40 .45 .50 .60 Undeveloped Areas: Historic Flow Analysis, Greenbelts, Agricultural 2 (See "Lawns") Off-Site Flow Analysis (when land use not defined) 45 .43 .47 .55 .65 Streets: Paved 100 .87 .88 .90 .93 Gravel 40 .15 .25 .35 .65 Concre a Prive and Walks 96 .87 .87 .88 .89 R22f§ 90 .80 .85 .90 .90 Lawns. Sandy Soil (A and B Soils): 2 2% Slope .05 .06 .08 .10 2-7% Slope .10 . 11 . 13 .15 >7% Slope . 15 .16 . 18 10 Lawns. Clay Soil (C and D Soils): 5 2% Slope . 13 . 14 .15 .17 2-7% Slope . 18 . 19 .20 .22 >7% Slope .25 .27 .30 .35 NOTE: These Rational Formula coefficients may not be valid for large basins (*)See Figures RO-3 through RO-5 of USDCM Volume 1 for percent impervious. (**)Up to 5 units per acre. Single-family with more than 5 units per acre, use values for multi- unit/detached RUNOFF DRAINAGE CRITERIA MANUAL (V. 1 ) TABLE RO-5 (Continued)—Runoff Coefficients, C' Percentage Type A NRCS Hydrologic Soils Group Imperviousness 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.00 0.00 0.05 0. 12 0. 16 0.20 5% 0.00 0.02 0. 10 0. 16 0.20 0.24 10% 0.00 0.06 0. 14 0.20 0.24 0.28 15% 0.02 0. 10 0. 17 0.23 0.27 0.30 20% 0.06 0. 13 0.20 0.26 0.30 0.33 25% 0.09 0. 16 0.23 0.29 0.32 0.35 30% 0. 13 0. 19 0.25 0.31 0.34 0.37 35% 0. 16 0.22 0.28 0.33 0.36 0.39 40% 0. 19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 0.33 0.38 0.42 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 RO-12 6/2002 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0. 15 0.25 0.37 0.44 0.50 5% 0.08 0. 18 0.28 0.39 0.46 0.52 10% 0. 11 0.21 0.30 0.41 0.47 0.53 15% 0. 14 0.24 0.32 0.43 0.49 0.54 20% 0. 17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0. 58 0.62 60% 0.41 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0. 15 0.25 0.30 0.35 5% 0.04 0. 10 0. 19 0.28 0.33 0.38 10% 0.06 0. 14 0.22 0.31 0.36 0.40 15% 0.08 0. 17 0.25 0.33 0.38 0.42 20% 0. 12 0.20 0.27 0.35 0.40 0.44 25% 0. 15 0.22 0.30 0.37 0.41 0.46 30% 0. 18 0.25 0.32 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0.51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 0.80 0.81 95% 0.79 0.81 0.83 0.85 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 06/2002 RO-11 Urban Drainage and Flood Control District STORAGE DRAINAGE CRITERIA MANUAL (V. 2) volume. In addition , the District will attempt to account for the effects of the WQCV on all control levels whenever it performs watershed-level drainage and flood control system master plans. 3.2 Sizing of On-Site Detention Facilities 3.2.1 Maximum Allowable Unit Release Rates for On-Site Facilities The maximum allowable unit release rates per acre for on-site detention facilities for a number of design return periods are listed in Table SO- 1 . These rates apply unless other rates are recommended in a District-approved master plan . The predominant soil group for the total tributary catchment shall be used for determining the allowable release rates. Multiply the unit rates provided in Table SO-1 by the tributary catchment's area to obtain the actual design release rates in cubic feet per second (cfs). Whenever Natural Resources Conservation Service (NRCS) soil surveys are not available for the portion of a county being studied , extrapolate their types using soil investigations at the site. Table SO-1—Recommended Maximum Allowable Unit Flow Release Rates (cfs/acre) of Tributary Catchment Design Return NRCS Hydrologic Soil Group Period (Years) A B C & D 2 0.02 0.03 0.04 5 0.07 0. 13 0. 17 10 0. 13 0.23 0.30 25 0.24 0.41 0.52 50 0.33 0.56 0.68 100 0.50 0.85 1 .00 3.2.2 Empirical Equations for the Sizing of On-Site Detention Storage Volumes Urbonas and Glidden ( 1983), as part of the District's ongoing hydrologic research , conducted studies that evaluated peak storm runoff flows along major drainageways. The following set of empirical equations provided preliminary estimates of on-site detention facility sizing for areas within the District. They are not intended for use when off-site inflows are present or when multi-stage controls are to be used (e.g . , 10- and 100-year peak control) at the storage facility. In addition , these equations are not intended to replace detailed hydrologic and flood routing analysis, or even the analysis using the Rational Formula-based FAA method for the sizing of detention storage volumes. The District does not promote the use of these empirical equations. It does not object, however, to their use by local governments who have adopted them or want to adopt them as minimum requirements for the sizing of on-site detention for small catchments within their jurisdiction. If the District has a master plan that contains specific guidance for SO-8 06/2001 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 2) STORAGE detention storage or sizing of on-site detention facilities, those guidelines should be followed instead . The empirical equations are as follows: V,. K; A (SO-1 ) for the 100-year: (1 .781 0.00212 3.56) (SO-2) 900 for the 10-year: K10 (0. 9.5 / 1 .90) (SO-3) 1,000 for the 5-year: (0. 77 / 2.65) K5 1 ,000 (SO-4) in which : V; = required volume where subscript i = 100-, 10- or 5-year storm, as appropriate (acre-feet) K, = empirical volume coefficient where subscript i = 100-, 10- or 5-year storm, as appropriate / = fully developed tributary catchment imperviousness (%) A = tributary catchment area (acres) Design Example 6. 1 shows calculations of allowable release rate and storage requirement using empirical equations. 3.2.3 Rational Formula-Based Modified FAA Procedure The Rational Formula-based Federal Aviation Administration (FAA) ( 1966) detention sizing method (sometimes referred to as the "FAA Procedure"), as modified by Guo ( 1999a), provides a reasonable estimate of storage volume requirements for on-site detention facilities. Again , this method provides sizing for one level of peak control only. The method may also be used for initial sizing of detention storage volumes whenever a detailed hydrograph routing design method is used . The input required for this Rational Formula-based FAA volume calculation procedure includes: A = the area of the catchment tributary to the storage facility (acres) C = the runoff coefficient 06/2001 SO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RAINFALL -- - rl•1 P 7O VI R 69 'eV - ,''r P pry ,(1/ P. €5 W'4' P 6_{ -. I )v Cl _ I • • SITE 0.95 • J _I ' W n IRJO! ! UI X X • X .._ . _ - . 9-i b9 v`o r I � R 68 W R 67 I 66 'JV r.' u) I; k O4 Or c Figure RA-1 —Rainfall Depth-Duration-Frequency: 2-Year, 1 -Hour Rainfall Rev. 01 /2004 RA-13 Urban Drainage and Flood Control District RAINFALL DRAINAGE CRITERIA MANUAL (V. 1 ) \ 1 i 1 1 • SITE 1 .37 \ I / ) '] a s \ I ( X \ 1 , , QE if; V ` • I 1 .4/ tn AHQE ARAPAHOF t ! AS V ELBEPf • \ i , X . _.,-; P 66 cA/ P 65 W P 64 WAl P 6.; Figure RA-2—Rainfall Depth-Duration-Frequency: 5-Year, 1 -Hour Rainfall RA-14 01 /2004 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RAINFALL I I 1 • f I t SITE 1 .61 I i I i i I 2 I I 1 rri-I i CV N I- / _ I / / Jr \ I / /- k VI VI r ADAMS \ 1 32 \ ARAPAHOE in rt • \ / N / 1 Lr1 _6>!.1 „ OE r .._ • I N _ V VI i .,..; i ,--r I . ._ ii • i- \ P 71 W P 70 W R 69 IN R [i8 w 6 ' v r.r R 65 W P 6.4 1,11 R 63 V./ Figure RA-3—Rainfall Depth-Duration-Frequency: 10-Year, 1 -Hour Rainfall Rev. 01 /2004 RA-15 Urban Drainage and Flood Control District RAINFALL DRAINAGE CRITERIA MANUAL (V. 1 ) l • 1 0 1 • I 1 SITE / 2.62 / i s / } , _I / \ \ )11 \I \ \ -°,i-I \ \ 4-111 ill h I K.. y ) I o N Llif L _ ,...., 2.5 ------1- a.s>-- / • I 2. 15 ' 2 2 .3 2.4 2.u5 P 71 1N P 7n W `P 60 W P 68 W R 67 W R 66 4`; i 8a 1. P 63 W Figure RA-6—Rainfall Depth-Duration-Frequency: 100-Year, 1 -Hour Rainfall RA-18 01 /2004 Urban Drainage and Flood Control District ENGINEERING SERVICE COMPANY ENGINEERS — SURVEYORS — PLANNERS Creative Solutions Since 1954 www.engineeringserviceco_com � ► 1 300 South Potomac Street, Suite 126, Aurora, Colorado 80012 J Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 U) z O APPENDIX B . a a O V >IM DETENTION VOLUME BY THE FULL SPECTRUM METHOD Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41 , Unincorporated Weld County, CO) Basin ID: Project Site * User input data Area of Watershed (acres) 6.10 shown in blue. Subwatershed Imperviousness 49.3% Level of Minimizing Directly Connected 2 Impervious Area (MDCIA) • Effective Imperviousness' 36.8% Hydrologic Soil Type Percentage of Area Area (acres) Type A 50.0% 3. 1 Type B 50.0% 3. 1 Type C or D 0.0 Recommended Horton's Equation Parameters for CUHP Infiltration (inches per hour) Decay Initial--f! Final--fe Coefficient--a 4.75 0.8 0.0013 Detention Volumes 2,5 Maximum Allowable (watershed inches) (acre-feet) Release Rate, cfs3 Excess Urban Runoff Volume4 0.59 0.30 Design Oulet to Empty EURV in 72 Hours 100-year Detention Volume Including WQCV 5 0.85 0.43 4. 12 2.50 - \ 2.00 • - 100yr V01 Type A Sol • QJ /-C loo-rvol Typo Et.caoSots C 1 .50 • y / — • — EURV Type A Sal C) c • — — EURV Tyyq 8$od 4001.11.1 J • se 411.o 1.00 ' #0000 dose ayyEURV T)q0 C!O Shc as i cc / ' 40100.°940. I • 100.r Syorage va n • 0.50 • EURV Singe Volume ter. I®' le eirairreal 4000.101 0.00 0 20 40 60 80 100 Percent Total Imperviousness -41 Notes: 1 ) Effective imperviousness is based on Figure ND-1 of the Urban Storm Drainage Criteria Manual (USDCM). 2) Results shown reflect runoff reduction from Level 1 or 2 MDCIA and are plotted at the watershed's total imperviousness value; the impact of MDCIA is reflected by the results being below the curves. 3) Maximum allowable release rates for 100-year event are based on Table SO-1 . Outlet for the Excess Urban Runoff Volume (EURV) to be designed to empty out the EURV in 72 hours. Outlet design is similar to one for the WQCV outlet of an extended detention basin (i.e., perforated plate with a micro-pool) and extends to top of EURV water surface elevation. 4) EURV approximates the difference between developed and pre-developed runoff volume. 5) 100-yr detention volume includes EURV. No need to add more volume for WQCV or EURV UD-Detention v2.35.xlsm 12/10/2015, 1 :43 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41, Unincorporated Weld County, CO) Basin ID: Project Site (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) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness I,= 49.30 percent Catchment Drainage Imperviousness I, = 49.30 percent Catchment Drainage Area A= 6.100 acres Catchment Drainage Area A= 6.100 acres Predevelopment NRCS Soil Group Type= B A, B,C,or D Predevelopment NRCS Soil Group Type= B A, B.C,or D Return Period for Detention Control T= 10 years(2,5, 10,25,50,or 100) Return Period for Detention Control T= 100 years(2, 5, 10, 25, 50,or 100) Time of Concentration of Watershed Tc= 12 minutes lime of Concentration of Watershed Tc= 12 minutes Allowable Unit Release Rate q= 0.23 cfslacre Allowable Unit Release Rate q= 0.85 cfs/acre One-hour Precipitation P, = 0.95 inches One-hour Precipitation P,= 2.62 inches Design Rainfall IDE Formula i = C," P,/(C2+Tj^C3 Design Rainfall IDF Formula i = C,' P,I(C2+Tc)^C3 Coefficient One C, = 28.50 Coefficient One C,= 28.50 Coefficient Two C2= 10 Coefficient Two C2= 10 Coefficient Three C3= 0.789 Coefficient Three C3= 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C= 0.40 Runoff Coefficient C= 0.52 Inflow Peak Runoff Op-in= 5-81 cfs Inflow Peak Runoff Op-in= 20.82 cfs Allowable Peak Outflow Rate Op-out= 1.40 cfs Allowable Peak Outflow Rate Op-out= 5.19 cfs Mod. FAA Minor Storage Volume= 5,310 cubic feet Mod. FAA Major Storage Volume= 18,685 cubic feet Mod. FAA Minor Storage Volume= 0.122 acre-ft Mod. FAA Major Storage Volume= 0.429 acre-ft 5 <-Enter Rainfall Duration Incremental Increase Value Here(e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches/hr acre-feet "m" cfs acre-feet acre-feet minutes inches/hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 _ 0-00 0.00 0-000 0.000 5 3.20 0.054 1.00 1.40 0.010 0.044 5 8.81 0.193 1.00 5.19 0.036 0.157 10 2.55 0.086 1.00 1.40 0.019 0.066 10 7.02 0.307 1.00 5.19 0.071 0.236 15 2.14 0.108 0.89 1.25 0.026 0.082 15 5.89 0.386 0.89 4.63 0.096 0.290 20 1.85 0.124 0.80 1.12 0.031 0.094 20 5.10 0.446 0.80 4.12 0.114 0.332 25 1.64 0.138 0.74 1.03 0.036 0.102 25 4.52 0.493 0.74 3.82 0.131 0.362 30 1.47 0.149 0.70 0.98 0.040 0.108 30 4.07 0.533 0:70 3.61 0.149 0.384 35 1.34 0.158 0.67 0.94 0.045 0.113 35 3.70 0.567 0.67 3.47 0.167 0.399 40 1.24 0.166 0.65 0.91 0.050 0.116 40 3.41 0.596 0.65 3.36 0.185 0.411 45 1.15 0.173 0.63 0.89 0.055 0.119 45 3.16 0.622 0.63 3.27 0.203 0.419 50 1.07 0.180 0.62 0.87 0.060 0.120 50 2.95 0.645 0.62 3.20 0.221 0.424 55 1.01 0.186 0.61 0.85 0.065 0.121 55 2.77 0.666 0.61 3.15 0.239 0.428 60 0.95 0.191 0.60 0.84 0.069 0.122 60 2.61 0.685 0.60 3.10 0.256 0.429 65 0.90 0.196 0.59 0.83 0.074 0.122 65 2.48 0.703 0.59 3.06 0.274 0.429 70 0.85 0.201 0.58 0.82 0.079 0.122 70 2.35 0.720 0.58 3.03 0.292 0.428 75 0.81 0.205 0.58 0.81 0.084 0.121 75 2.24 0.735 0.58 3.00 0.310 0.425 80 0.78 0.209 0.57 0.80 0.089 0.120 80 2.14 0.749 0.57 2.97 0.328 0.422 85 0.74 0.213 0.57 0.80 0.094 0.119 85 2.05 0.763 0.57 2.95 0.346 0.417 90 0.72 0.216 0.57 0.79 0.098 0.118 90 1.97 0.776 0.57 2.93 0.364 0.412 95 0.69 0.220 0.56 0.79 0.103 0.117 95 1.90 0.788 0.56 2.91 0.381 0.407 100 0.66 0.223 0.56 0.78 0.108 0.115 100 1.83 0.800 0.56 2.90 0.399 0.400 105 0.64 0.226 0:56 0.78 0.113 0.113 105 1.77 0.811 0.56 2.88 0.417 0.394 110 0.62 0.229 0.55 0.78 0.118 0.111 110 1.71 0.821 0.55 .2.87 0.435 0.386 115 0.60 0.232 0.55 0.77 0.123 0.109 115 1.65 0.831 0.55 2.86 0.453 0.379 120 0.58 0.235 0.55 0.77 0.127 0.107 120 1.60 0.841 0.55 2.85 0.471 0.370 125 0.56 0.237 0.55 0.77 0.132 0.105 125 1.56 0.850 0.55 2.84 0.489 0.362 130 0.55 0.240 0.55 0.77 0.137 0.103 130 1.51 0.859 0.55 2.83 0.506 0353 135 0.53 0.242 0.54 0.76 0.142 0.100 135 1.47 0.868 0.54 2.82 0.524 0.344 140 0.52 0.244 0.54 0.76 0.147 0.098 140 1.43 0.876 0.54 2.81 0.542 0.334 145 0.51 0.247 0.54 0.76 0.152 0.095 145 1.40 0.885 0.54 2.80 0.560 0.325 150 0.49 0.249 0.54 0.76 0.156 0.093 150 1-36 0.892 0.54 2.80 0.578 0.315 155 0.48 0.251 0.54 0.75 0.161 0.090 155 1.33 0.900 0.54 2.79 0.596 0.304 160 0.47 0.253 0.54 0.75 0.166 0.087 160 1.30 0.907 0.54 2.78 0.613 0.294 165 0.46 0.255 0.54 0.75 0.171 0.084 165 1.27 0.915 0.54 2.78 0.631 0.283 170 0.45 0.257 0.53 0.75 0.176 0.081 170 1.24 0.922 0.53 2.77 0.649 0.272 175 0.44 0.259 0.53 0.75 0.180 0.078 175 1.21 0.929 0.53 2.77 0.667 0.261 180 0.43 0.261 0.53 0.75 0.185 0.076 180 1.19 0.935 0.53 2.76 0.685 0.250 185 0.42 0.263 0.53 0.75 0.190 0.072 185 1.16 0.942 0.53 .2.76 0.703 0.239 190 0.41 0.264 0.53 0.75 0.195 0.069 190 1.14 0.948 0.53 2.75 0.721 0.227 195 0.41 0.266 0.53 0.74 0.200 0.066 195 1.12 0.954 0.53 2.75 0.738 0.216 200 0.40 0.268 0.53 0.74 0.205 0.063 200 1.10 0.960 0.53 2.75 0.756 0.204 205 0.39 0.269 0.53 0.74 0.209 0.060 205 1.08 0.966 0.53 2.74 0.774 0.192 210 0.38 0.271 0.53 0.74 0.214 0.057 210 1.06 0.972 0.53 224 0.792 0.180 215 0.38 0.273 0.53 0.74 0.219 0.053 215 1.04 0.977 0.53 2.73 0.810 0.168 220 0.37 0.274 0.53 0.74 0.224 0.050 220 1.02 0.983 0.53 2.73 0.828 0.155 225 0.36 0.276 0.53 0.74 0.229 0.047 225 1.01 0.988 0.53 2.73 0.846 0.143 230 0.36 0.277 0.53 0.74 0.234 0.044 230 0.99 0.994 0.53 2.73 0.863 0.130 235 0.35 _ 0.279 0.53 0.74 0.238 0.040 235 0.97 0.999 0.53 2.72 0.881 0.118 240 0.35 0.280 0.52 0.74 0.243 0.037 240 0.96 1.004 0.52 2-72 0.899 0.105 245 0.34 0.281 0.52 0.74 0.248 0.033 245 0.94 1.009 0.52 2.72 0.917 0.092 250 0.34 0.283 0.52 0.73 0.253 0,030 250 0.93 1.014 0.52 2.71 0.935 0.079 255 0.33 0.284 0.52 0.73 0.258 0.026 255 0.91 1.019 0.52 2.71 0.953 0.066 260 0.33 0.286 0.52 0.73 0.263 0.023 260 0.90 1.024 0.52 2.71 0.971 0.053 265 0.32 0.287 0.52 0.73 0.267 0.019 265 0.89 1.028 0.52 2.71 0.988 0.040 270 0.32 0.288 0.52 0.73 0.272 0.016 270 0.88 1.033 0.52 2.71 1.006 0.027 275 0.31 0.289 0.52 0.73 0.277 0.012 275 0.86 1.038 0.52 2.70 1.024 0.013 280 0.31 0.291 0.52 0.73 0.282 0.009 280 0.85 1.042 0.52 2.70 1.042 0.000 285 0.30 0.292 0.52 0.73 0.287 0.005 285 0.84 1.046 0.52 Z70 1.060 -0.013 290 0.30 0.293 0.52 0.73 0.292 0.001 290 0.83 1.051 0.52 2.70 1.078 -0.027 295 0.30 0.294 0.52 0.73 _ 0.296 -0.002 295 0.82 1.055 0.52 2.70 1.096 -0.041 300 0.29 0.295 0.52 0.73 0.301 -0.006 300 0.81 ! 1.059 0.52 2.69 1.113 -0.054 Mod. FAA Minor Storage Volume(cubic ft.) = 5,310 Mod. FAA Major Storage Volume (cubic ft.) = 18,685 Mod. FAA Minor Storage Volume(acre-ft.) = 0.1219 Mod. FAA Major Storage Volume (acre-ft.) = 0.4290 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 UD-Detention_v2.35.xlsm, Modified FM 12/10/2015, 1:43 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41, Unincorporated Weld County, CO) Basin ID: Project Site Inflow and Outflow Volumes vs. Rainfall Duration 1 .2 , - . -- 1 0.8 • m a) c`o 0.6 I .. .. .. .. .. Co a> E 0 •e • •• • •••••• 0.4 • • • • ••• 0.2 ; - f O � • - •• 00000000000000 • w r, �0p0 •• • r.•' • _ -. - - p 0p0p0p0p00p0�0p00p00 ••• 0 , ��°o•a• o© 0 50 100 150 200 250 300 350 Duration (Minutes) -Minor Storm Inflow Volume --a —Minor Storm Outflow Volume 0 Minor Storm Storage Volume Major Storm Inflow Volume —a—Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35. Released January 2015 UD-Detention_v2.35.xlsm, Modified FM 12/10/2015, 1:43 PM STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41, Unincorporated Weld County, CO) Basin ID: Project Site Darn Side S Side Slope Z Slope Z Darn Site Slepez flow , nom, w [I> 41/4 w� (w i r 1/4/ Side Slope Z L < > Side Slope Z L > Side Slope z < > L L Design Information (Input): Check Basin Shape_ Width of Basin Bottom, W = _ ft Right Triangle OR... Length of Basin Bottom, L = ft Isosceles Triangle OR... Dam Side-slope (H:V), Zd = ft/ft Rectangle OR... Circle / Ellipse OR... Irregular X (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.12 0.43 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': 0.30 0.43 acre-ft. Labels Water Side Basin Basin Surface Surface Volume Surface Volume Target Volumes for WQCV, Minor, Surface Slope Width at Length at Area at Area at Below Area at Below for WQCV, Minor, & Major Storage Elevation (H:V) Stage Stage Stage Stage Stage Stage Stage & Major Storage Stages ft ft/ft ft ft ft2 ft2 User ft3 acres acre-ft Volumes (input) (input) Below El. (output) (output) (output) Overide (output) (output) (output) (for goal seek) 4951.50 (input) 0 0 0.000 0.000 4952.00 0.00 0.00 1,740 435 0.040 0.010 4952.50 0.00 0.00 3,367 1,712 0.077 0.039 4953.00 0.00 0.00 4,994 3,802 0.115 0.087 4953.50 0.00 0.00 6,809 6,753 0.156 0.155 4954.00 0.00 0.00 8,624 10,611 0.198 0.244 4954.50 0.00 0.00 9,437 15,126 0.217 0.347 4955.00 0.00 0.00 10,250 20,048 0.235 0.460 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UD-Detention_v2.35.xlsm, Basin 12/10/2015, 1:43 PM STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE-STORAGE CURVE FOR THE POND 4955.50 4955.00 4954.50 4954.00 CD 44- 4953.50 d O7 0 - 4953.00 4952.50 4952.00 -- -- 4951 .50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 Storage (acre-feet) UD-Detention_v2.35.xlsm, Basin 12/10/2015, 1:43 PM STAGE-DISCHARGE SIZING OF THE SPILLWAY Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41, Unincorporated Weld County, CO) Basin ID: Project Site angle < �,g . Rr� ; angular wel, It es- ,'a- ... - Ira crss Design Information (input): Bottom Length of Weir L = 13.45 feet Angle of Side Slope Weir Angle = 45.00 degrees Elev. for Weir Crest EL. Crest = 4,954.50 feet Coef. for Rectangular Weir C11, = 3.67 Coef. for Trapezoidal Weir C, = 3.67 Calculation of Spillway Capacity (output): Water Rect. Triangle Total Total Surface Weir Weir Spillway Pond Elevation Flowrate Flowrate Release Release ft. cfs cfs cfs cfs (linked) (output) (output) (output) (output) 4951 .50 0.00 0.00 0.00 0.00 4952.00 0.00 0.00 0.00 0.00 4952.50 0.00 0.00 0.00 0.00 4953.00 0.00 0.00 0.00 0.00 4953.50 0.00 0.00 0.00 0.00 4954.00 0.00 0.00 0.00 0.00 4954.50 0.00 0.00 0.00 0.00 4955.00 17.45 0.65 18.10 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A fiN/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A UD-Detention_v2.35.xlsm, Spillway 12/10/2015, 1 :43 PM STAGE-DISCHARGE SIZING OF THE SPILLWAY Project: Woodward RV & Boat Storage Yard (SWC WCR8 and WCR41, Unincorporated Weld County, CO) Basin ID: Project Site r STAGE-STORAGE-DISCHARGE CURVES FOR THE POND Storage (Acre-Feet) 0 0.1 0.2 0.3 0.4 0.5 10000 9500 9000 8500 m m 8000 a) a) 7500 cts 7000 6500 6000 5500 • • 5000 0 5 10 15 20 Pond Discharge (cfs) TOTAL DISCHARGE SPILLWAY DISCHARGE -e-•POND STORAGE / UD-Detention_v2.35.xlsm, Spillway 12/10/2015, 1 :43 PM ENGINEERING SERVICE COMPANY ENGINEERS — SURVEYORS — PLANNERS Creative Solutions Since 1 954 www.engineeringserviceco.com \ 1 300 South Potomac Street, Suite 126, Aurora, Colorado 8001 2 Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 z Q APPENDIxc a O tin ILL a a w o rn W L C 6 J / Q G. Q, w aCC) C,j N a � = 0 -— a• E Q cr co Q [j�y]� 2 m ti')LaJ Wcn m 0 o C o VU1 ca :E ^ W EC O N •-i .- CO a L N a N W a AV d' 0 r ' LAU0 �_ � € o0E W [�] A O AC N o i L if. � ae O IAC IOC La O w z (NI IC C:, W in 0 O O N 111 _ C.7 r a .1 Q cc d 00 .i� U -x C 0 X = = r W L. ° • O ? $ C w w O c /� � O Op I I- T ., NNCTZO CC C CC ( j �Gj LL C� Nww3 � C. o P1 ^ O in X W m t- � 9m ZE liCA z 03 a. hl° so a �gagTo CC -p V hr M. O6wC csi MI— _______ _ ___,..._ _ Z 1.1.. 1 ,1' c c S YW ___ ____ . _____ _______ _____ _ ______ ono)_... . I4II O 2 E w L ll:1I C 2 t Y = Cn 63 }' C 8 1^' tnww _ w 9 a- F— o w a6 w o I 3 `O V. a if 4 )_ -- - 1 _ ""Ce 4 I.a I:&.k 7°-' -N.\ .,„.->":,---:_________Id . 7777 -- E ° 13 ot) W0 CD G= • — / o Z lvV co ( N U C J N \� II � y ( CA ( ( II ); • / tv 1) , ,,, aali a o m 0 ,� S = oC ' C ( ----- ' \ I ll i I I:" ....._ ----__.1.)% 1 o Ls.,_. tit, . rs 0 �or$u�t a • =i, 6£ asuNnoD .Yo • N- o ≥ hi. m ca ,n N / cc }} 1 • D C N O 0 Q /� \ B N M LEGEND ,,,,,:, ,,i:L:.,,I.,.-‘:::::,:,,,, SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD ZONE A No base flood elevations determined. ZONE AE Base flood elevations determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); base flood elevations determined . ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain) ; average depths determined. For areas of alluvial fan flood- ing, velocities also determined. ZONE A99 To be protected from 100-year flood by Federal flood protection system under construction; no base elevations determined. ZONE V Coastal flood with velocity hazard (wave action); no base flood elevations deter- mined. ZONE VE Coastal flood with velocity hazard (wave action); base flood elevations determined. ' <" se c:iF '` FLOODWAY AREAS IN ZONE AE s- : r''r,<s L OTHER FLOOD AREAS ZONE X Areas of 500-year flood ; areas of 100-year flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 100- year flood . OTHER AREAS ZONE X Areas determined to be outside 500- a year flood plain . ZONE D Areas in which flood hazards are undetermined . Flood Boundary Floodway Boundary Zone D Boundary ` Boundary Dividing Special Flood . Hazard Zones, and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special Flood Hazard Zones. 5�� Base Flood Elevation Line; Ele- radeftesafteifteftwa• in Feet* (15) ® Cross Section Line ( EL 987 ) Base Flood Elevation in Feet Where Uniform Within Zone * RM7X Elevation Reference Mark * Referenced to the National Geodetic Vertical Datum of 1929 Hydrologic Soil Group—Weld County, Colorado, Southern Part 4 (Woodward RV Storage) 4 ° L 527250 527280 527310 527340 527370 527400 527430 527460 40° 2'40"N 40° 2'40"N P ' M N CountyRoad 8 1 - -- - - --- r\ o 41 . N ri 1 _ . I . reissailip , ri % : .% • t § ri . _ ry 0 4 fill M til. • r 9%. r ii., 4 R M u H . , ill _ • It plii- IS, ril . e n —.- -----:• ' 1 it 04 s • , 3 ; •. • , M a • 8 M ,...,....... < • r N rn r r 1 Tr ry 40° 2'31"Nril I - - s �� I -< �� a_ m 40° 2 31 N 527250 527280 527310 527340 527370 527400 527430 527460 3 3 4 Map Scale: 1:1,370 if printed on A portrait (8.5" x 11") sheet. N i Meters ° 0 20 40 80 120 $ A Feet 0 50 100 200 300 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 12/3/2015 Conservation Service National Cooperative Soil Survey Page 1 of 4 LU 1;1- r 0 0 O L as 0 o M c M (Ni O — c . r V (o p Q 2 a N 0) N a) o L O (� 0 CO {—CO in ¢ U L 0 r co 0 4-.C a) U o) a) t -p co 3 c 0 +. U f -5 U cn N -o c co o °° co co n co 0 = L d a) O .� a) o a34— E fn a) '-o E 0a 0 N _ Y O -0 = .- �- •t a) 0 — U a) o ca 0 co •� ° o 0N- a) -0 o = c u) .n o mE am 2 2 oo m o �. L ',zit)) E Fa U E C a) LI 0 Zci) p0 ON ° s E to Q 3 °' E ova � o � � Z 2N -a o � O w •Q ° EE 0 -. coc=o � ov oN 0 cnc° c Q co co ° co wo s_ a (n o a a c L V) a) L ° o m .. a) u) o ° o �. cn U a) ° o to Q7 • — U L _ (o N (n U L _ O O To 0 .= On c a) O ?3 (o U ° (o (6 p as o Q a) LL a) a) �' O wog 0 U U U c U cII — 3 o E A co a) Ffi -a c0 N O to a) Ce t _0 = to U •( co OL U U .° co a 0 JD U >. a — >. -o C cm -c a) cn a) .aa) Q L° 4- .0 , i -a 2 wawa' < (.) (o u) 4- w L �=.. J i/� (� Q- (,) a)0 u) .�a) 'D Y Q) 2 m E O (3 > z .0 N Q OU N co a) o N O ct a co E E >> a c 0 L ;.=. u) fo c .c w N N >. U a N � 0) U (o N I- E O T C 0 .C -7 c ( a- L >, a) L-. co co "•,., mild � o co o � co o .o '"' CID co ° c OCO • a "'' a Q co '= -V an = co a) 5 ..: ° >, E � ,„= M" E - ct as c = C a E = aL) o -0 c E a) 0 — N ° CO -O . < a co -o = 00 o .E ac a) a) = a) en � o 0 vs ca fl '' (0 u a L 0 L co � U cn co co = n o a .ate 52 0 0 cn > — a — ca -- N o 'E E a) a) r ca c •`� ao •a a) a) ° a>) o coov) � ° ca) o0 oL COo n0mE 4— I— 5 W E acn EE w > U 2 a =vQ o HE COW co o oN H U ._ o 0 co 6 >, a) a Lou D co o a _ U o ai 'o > au) a) = > u) •? L °) [n a U Co � I 0 > c co >, U aio U .c 2 c O L -0 U) () 0) O 0 C = to '0 v co O Co a) Co o _c Z E Y _ CD Co Co CO 12 Ce O (o co a o o y - = .c a) co •@ U c o 000 Z E (n 6 a' a n 2 J Q o p 4 o 2 LU cv CO 0 it m W J a) a) 23 a a -- c Q Co co co u, Y +6 o c c a) co L L m = 0 0 � o -o 0 O a) a) y a) co 0 L = . .o a) Q a, Q 0 m m o o o z oa < a m m o o o Z o Q 0 m m a) _ c w (I) c al o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ oI111 : I1 � oo ® ■ ■ U al N s- N Q '5 � co m � 00 id C CD Z (� 0 Hydrologic Soil Group—Weld County, Colorado, Southern Part Woodward RV Storage Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 44 Olney loamy sand, 1 to 3 B 4.5 51 .3% percent slopes 72 Vona loamy sand, 0 to 3 A 0. 1 1 .3% percent slopes 73 Vona loamy sand, 3 to 5 A 4.2 47.4% percent slopes Totals for Area of Interest 8.8 100.0% Description Hydrologic soil groups are based on estimates of runoff potential . Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission . Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential , soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material . These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. USDA Natural Resources Web Soil Survey 12/3/2015 a Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part Woodward RV Storage Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 12/3/2015 Conservation Service National Cooperative Soil Survey Page 4 of 4 Diana Aungst Subject: FW: JN 1051.001 // Woodward Storage Yard (WCR 8 & WCR 41, Weld County, CO) // EXAMPLES OF FENCING AND GATES: FOR YOUR INFORMATION Importance: High From : Weylan Bryant [mailto:wbryant@engineeringserviceco.com] Sent: Wednesday, March 09, 2016 2:58 PM To: Diana Aungst <daungst@co.weld .co. us> Cc: Mark (Glenda) Woodward <mgwoodward@skybeam.com> Subject: JN 1051.001 // Woodward Storage Yard (WCR 8 & WCR 41, Weld County, CO) // EXAMPLES OF FENCING AND GATES: FOR YOUR INFORMATION Importance: High Good afternoon Diana . . . 1 . Mark and Glenda Woodward have had the opportunity to "take a field trip" and find fence and gate STYLES that are * **SIMILAR* * * to what they're thinking for their storage yard, as you, Mark, Morgan, Wayne, and I discussed last week. Below are a couple of pictures of SIMILAR products that will give you an idea of what they're thinking . Keep in mind that this isn't the EXACT product they're going to install at their property, but rather a CONCEPT that they like. Your thoughts. . . a . ..e tumuli(' t, , , I -•I .• i Illt ,. Os2 • __ *Pr trrragerJ^ -4,A - ♦ fir' -• _ • __ y • Sample showing the columns and base element with metal fence above. 1 t r jif r t -beg r - _ • - eak. - w • Jr • 4.. _ '-.11 r `, •_ ', Ali II4:;a:$:' �1 , 1 lr.. : t t ', _• •- -41 - - ir ale n • • M • ` - - - is • • - _ • • _ 1 Samples showing the stone columns and plaster element that would include the carved stone sign . 2 . Would it be beneficial for us to bring these photographs along with us, or will you include those in your report to the Planning Commission? 3 . On another subject, I have a couple of calls into Lauren Light (sp?) at Weld Co PH&E to discuss the potable water, handwashing, and toilet facility requirement to see if that can be waived . She has NOT gotten back to me yet (although I understand she's in the Board of County Commissioner's Public Hearing right now) . As we discussed, this requirement really doesn't fit with this type of use and we're hoping she's able to waive this requirement or provide us with a means to request a waiver. As soon as I hear back from her, I'll let you know what she says. 4. Thanks for your help ! See you next week! 2 Weylan A. "Woody" Bryant, PE Civil Engineering Department Manager >' WBryant@EngineeringServiceCo.com • ENGINEERING SERVICE COMPANY r ENGINEERS N SURVEYORS N PLANNERS Creative Solutions Since 1954 1300 South Potomac Street, Suite 126 I Aurora, Colorado 80012-4526 Cell: 303-549-0053 I Office: 303.337. 1393, x-108 I Fax: 303.337.7481 Toll Free: 1 .877.273.0659 Visit us at www.engineeringserviceco.com 4SAVE PAPER, PLEASE DON'T PRINT THIS EMAIL UNLESS NECESSARY. This message and any attachments are solely for the intended recipient and may contain confidential or privileged information. If you are not the intended recipient, any disclosure, copying, use, or distribution of the information included in this message and any attachments is prohibited. If you have received this communication in error, please notify us by reply e-mail immediately and permanently delete this message and any attachments. 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