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Home My WebLink About20161298.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # /$ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number W 16 - Z - 9 - U - D -4 obtainable at the eld County Assessor's Office, or www.co.weld.co.us) (12 digit number - found on Tax I.D. information, obtai PT - g LOT A 1� [m.0E-Section Q9- , Township I North, Range West Legal Description 1' � � '� `T � � � \ , Hazard: IA Zone District: Total Acreage: l2- • �O� , Flood Plain: + ` , Geological s lct. A g Airport Overlay District: )•1 1 P\ FEE OWNER(S) OF THE PROPERTY: Name: Lawreo re nrr Work Phone # 303 AOP gityu Home Phone # Email Lawreetr . berr Address:_ S-60 Colt/O7int7e Sf Address: City/State/Zip Code Den Veil rQ go_211 Name: Work Phone # Home Phone # Email - Address: Address: City/State/Zip Code Name: Email Work Phone # Home Phone # Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT (See Below: Authorization must accompany applications signed by Authorized Agent) Name: Email Work Phone # Home Phone # Address: Address: City/State/Zip Code PROPOSED USE: aff/dPOK LSYDra 1/47, 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 inclu ed in icating that the signatory has to legal authority to sign for the corporation. Sig re: Owner or Autho ized Agent Da a Signature: Owner or Authorized Agent Date Scanned by CamScanner SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE FOR 1131 CR 13, BRIGHTON, CO The following questions are to be answered and submitted as part of the USR application . If a question does not pertain to your use, please respond with "not applicable", with an explanation as to why the question is not? applicable. 1 . Explain , in detail, the proposed use of the property. A 40, 000 square foot rectangle (200' x 200 ') at the east of the property is currently being utilized as a non-commercial junkyard and outdoor storage of building materials, primarily roofing tile, and the ground is covered by gravel. Property owner was given the material by a local tile manufacturer that went out of business and did not want to dispose of it. There is no need to have staff onsite on a regular basis since there is no immediate plan to use/sell the roofing tile which is no longer in production and considered obsolete. After the initial relocation of the material to 1131 CR 13 we will not need to visit the site more than twice a month. The remainder of the property will be used for agricultural purposes eventually. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. This proposal is consistent with Section 22-2-2: Agricultural goals and policies for conversion of land use to commercial and/or industrial uses. This proposal doesn 't remove prime agricultural land from production but allows for continued agricultural uses on other portions of the property. The proposed uses are very consistent with the existing uses in the area which include numerous noncommercial junkyards as well as commercial outdoor storage facilities for boats, RVs and miscellaneous materials. The review and approval process insures that any potential impacts are mitigated. 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 . This proposal is consistent with the intent of the Weld County Code, Chapter 23 in the fact that the proposed use is allowed for in the agricultural zone district through the submittal, review and approval of a Use by Special Review fora junkyard (Sec. 23-3-40. G), i.e. outdoor storage lot. Furthermore, per Chapter 23 Section 23-3-40, Article D. 1. Equipment Storage Facilities and subject to the provisions of Section 23-4-420, this is a low traffic impact facility similar in nature to the agricultural and residential uses in the immediate neighborhood. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses). There are several agricultural operations and farms of varying sizes in the surrounding area, a few of which have noncommercial junkyards for outdoor storage of equipment, building materials and derelict vehicles, etc. Various commercial storage facilities of boats and RVs also exist within a couple miles to the south, west and north of this site. The proposed operation is a low traffic, low noise generating facility which does not negatively impact the surrounding area. Additionally, the future continued agricultural uses of the unused portions of the property are consistent with adjacent properties. Access to the site does not conflict with other existing uses in the area and the review and approval process insures that any potential incompatibilities will be addressed. 5. Describe, in detail, the following : a. Number of people who will use this site The property owner and potentially one to three employees may visit the site once or twice a month. Delivery trucks may visit the site a few times monthly. b. Number of employees proposed to be employed at this site No staff will be located on site on a regular basis. c. Hours of operation Hours of operation are Monday through Friday 8 am to 5 pm. d. Type and number of structures to be erected (built) on this site No building/structures are proposed to be erected. e. Type and number of animals, if any, to be on this site No animals are proposed to be on site at this time. The applicant would like to reserve the ability to utilize the site for uses by right in the agricultural zone district. f. Kind of vehicles (type, size, weight) that will access this site and how often Semis, flatbed and 344 to 1 ton trucks with trailers, both goose neck and bumper pull, may visit the site twice monthly. A skid steer, off-road forklift or flat bed trailer may remain on site occasionally. g . Who will provide fire protection to the site The Mountain View Fire Protection District provides service to this site. h . Water source on the property (both domestic and irrigation ) No water source is proposed since the adjacent property, 1137 CR 13, owned by the applicant has a house with service from Mountain View Water. Access to house and water will be provided to staff as necessary. i. Sewage disposal system on the property (existing and proposed) Personnel may use restroom at house on adjacent property, 1137 CR 13, however portable toilet will be provided if necessary. j. If storage or warehousing is proposed , what type of items will be stored Storage of building materials, primarily concrete roofing tile, is proposed . No warehousing is proposed at this time. 6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a landscape plan map as pad of the application submittal . No landscaping is proposed at this time. 7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. ? There should not be any reclamation required based on the nature of this proposal. 8. Explain how the storm water drainage will be handled on the site. ? Engineering Service Company has been hired by applicant to research topography, soil quality and storm water drainage conditions however inclement weather and snow covered ground has prevented proper assessment of the site. 9. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin The 200' x 200 ' site has already been covered by gravel and tile pallets are currently on site since prior to receiving the zoning violation notification, applicant believed the outdoor storage land usage was allowed by Weld County Code as a noncommercial junkyard less than the size of one acre. 10. Explain where storage and/or stockpile of wastes will occur on this site. Waste materials shall be handled, stored, and disposed in a manner that controls blowing debris, and other potential nuisance conditions. The applicant shall operate in accordance with Chapter 14, Article 1 of the Weld County Code. Materials on site will always be packaged. No painting or work of any kind would occur on site; this is for storage of roofing tiles that are wrapped in plastic and on pallets. Any material debris will be removed via pickup truck or dump trailer owned by applicant. 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 . The improvements will be based upon the approval of the USR and associated permits. An exact timeline for all improvement has not been completed. A chain link security fence will be constructed as necessary (no barbed wire is proposed). No off-site improvements are proposed. Dust will be handled with water trucks as necessary. The site will be primarily gravel and will be graded and maintained as necessary. There will be no storage of wastes on site. Traffic Narrative 1 . Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) Three roundtrips are expected per month by any of the following vehicles: pickup truck with trailer, flat bed medium duty truck, or semi-truck. 2. Describe the expected travel routes for site traffic. Vehicles will primarily travel east or west along 168th Ave. then head north on CR 13 for 1 mile and take a left onto existing gravel driveway to access the storage site. Vehicles will follow the same route in reverse to exit the site. Occasionally, vehicles will travel east or west along CR 6 and then south on CR 13 to access site, and exit in reverse order. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) 80% percent of traffic will come from the south; 20% may come from the north. 4. Describe the time of day that you expect the highest traffic volumes from above. Highest traffic volumes will occur between 9 am and 12 pm however we will not need to access the site more than a couple times monthly. Community Meeting Minutes 1131 CR 13 Property owner Lawrence Kerr hosted a community meeting on January 12, 2016 at 6:30 pm at Lawrence Kerr's dwelling on 1137 CR 13 with neighbors within the Buffer List provided by Weld County Department of Planning Services. The neighbors' sentiments on Mr. Kerr's proposed land use are as follows. Duane Kirkmeyer (on behalf of his parents Dan and Bernice Kirkmeyer): States he will "accept" the land use for a storage lot if Mr. Kerr addresses "all concerns" and gets approval from Weld County. Donna Rehfeld: States she is indifferent to the proposed land use. Cory Bleeker: States he is opposed to the land use as a storage lot. Tina Villani: States she is opposed to the land use as a storage lot. Sam Villani: States he is opposed to the land use as a storage lot. aN 4,\ 40:0‘ Weld County Public Works Dept. t -4 1111 H Street ACCESS PERMIT -oco, sr := " Greeley,ey, CO 80632 APPLICATION FORM . Box 758 G4 y' 1JC \Psi Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner (If different than Applicant) Name 4norenr ren re /4rr Name Company Address /13/ Ca 1.3 Neal Address qsi 0 (aluM hi Pe 5,4 City 605/7/741 State fiL Zip 8462 City hef7 &'e ir State 00 Zip 6o2/6 Phone Business Phone 30 Roe £/ "' VU Fax Fax 363 600 A,/6 9 6 E-mail E-mail Lawrence. ken-- &rail con ♦ = Existing Access A= Proposed Access Parcel Location & Sketch The access is on WCR 13 Nearest Intersection: WCR 3 & WCR i ' n lye WCR to "Distance from Intersection I it I - �, Parcel Number 14672 .. oOm I to Section/Township/Range 2S I 613 T Is there an existing access to the property? YES NO N ® 3 ?aril Number of Existing Accesses fcQ Road Surface Type & Construction Information Asphalt n Gravel .:i Treated [1 Other ((or Ave. WCR 2, Culvert Size & Type Materials used to construct Access Construction Start Date Finish Date Proposed Use ❑Temporary (Tracking Pad Required)/ $75 ❑Single Residential/$75 ❑ Industrial/$150 Small Commercial or Oil & Gas/$75 ❑Large Commercial/$150 ❑ Subdivision/$150 ❑ Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? II No XUSR IRE IliPUD Other 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 facilities co uction. kwren Signaturet� Printed Name ce rye Date a/3 / /5- Approval r nial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Kerr Phone: 30 el w ref l ce Address: 1/31 CC /3 City, ST, Zip: t l• 9 ( o Business Laairence g_Owner. A(err Phone: 303 So n 4enver (0 9o2% Home Address: 9560L/�o�l/ihb/rlC' City,(S/ ST, Zip:List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE u'rence kerr Dur e Vcoo Co/nkhe neny� SOS S 1/7/6// r 72(2_ 93 8t32/ Nick Mien ,¢55ockk 617 W2_2; 757 Business Hours: ^ Spin Days: I V 8 f�M � Type of Alarm: Cone ) Burglar Holdup Fire Silent Audible Name and address of Alarm Company: N Location of Safe: Ain MISCELLANEOUS INFORMATION: buildin N Location(s): ND �W/!C/�� of) S1 Number of entry/exit doors in this :g Is alcohol stored in building? 14 Location(s): Are drugs stored in building? Ain Location(s): Are weapons stored in building? N fl- Location(s): The following programs are offere a public service of the Weld Coun riffs Office. Please indicate the progra ms of interest. tI Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: tv A- , ' /V1a G>'b/lije.S Oil vie Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: Scanned by CamScanner Date: / ipmetAetti /Li 2 D / Address: RI W. C. g / 3 Name: i&JØ4 Regarding: Outdoor Storage at 1131 CR 13, Brighton, CO Lawrence Kerr, the owner of 1131 CR 13, Brighton, CO, has explained the proposed use of a portion of that property for outdoor storage of building materials. I am not opposed to his usage plans as affirmed by my signature below. ri7 I la I felt 11:7 Comments : Scanned by CamScanner WELD COUNTY ACCESS PERMIT � o� c_o�, Weld County Public Works Dept. ti� Phone: (970) 304-6496 1111 H Street After Hours: (970) 356-4000 P.O. Box 758 'O it S Emergency Services: (970) 304-6500 x 2700 Greeley, CO 80632 Q� Ins ection : (970) 304-6480 Permit Number : AP16-00033 Issuance of this permit binds applicant and its contractors to all requirements, provisions, and ordinances of Weld County, Colorado. Project Name: USR16-0002 Expiration date: 07/25/2016 Applicant Information: Property Owner Information: Name: Woody Bryant Name: Lawrence Kerr Company: Engineering Service Company Company: Lawrence Kerr Phone: 303-337-1393 X108 Phone: 303-808-4740 Email : wbryant@engineeringserviceco.com Email : lawrence.kerr@gmail.com Location: Proposed Use: Access is on WCR: 13 Temporary: Nearest Intersection WCR: 13 & WCR: 4 Single Residential : Distance From Intersection: 715 Industrial : Number of Existing Accesses: 2 Small Commercial : U Planning Process: USR USR16-0002 Oil & Gas: Large Commercial : Road Surface Type & Construction Information: Subdivision : Road Surface: Asphalt Field (Agricultural Culvert Size & Type: Only)/Exempt: Start Date: Finish Date: Materials to Construct Access: Required Attached Documents Submitted: Traffic Control Plan : No Certificate of Insurance: No Access Pictures: Yes A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to %2 HOUR BEFORE DARK (applies to weekends if approved) Approved MUTCD traffic control/warning devices are required before work begins and must remain until completion of work Special Requirements or Comments Parcel 146725400001 & 146725400002. Utilize existing upgraded & shared access point on CR 13 for Lot A & B of RE-4109 (1-Small Commercial) located approx. 715 ft. North of CR 4. Existing access point located approx. 685 ft. North of CR 4 SHALL be Closed and Reclaimed prior to 7/25/16. Note: CR 13 is an Arterial roadway with a 90 ft. setback from centerline. Approved by: Digitally signed by Morgan Weld County Public Works Date: 2/17/2016 Gab bert DN:cn=Morgan Gabbert,o,ou, email=mga bbert@weldgov.com. c=US Date:2016.02.17 14:51:41 -0700' Print Date -Time: 2/17/2016 2:51:10PM Access Permit PW008 Page 1 of 1 _ ENGINEERING SERVICE COMPANY ENGINEERS — SURVEYORS — PLANNERS Creative Solutions Since 1954 a www.engineeringserviceco.com 1i l- 1300 South Potomac Street. Suite 126. Aurora. Colorado 80012 c Office: (303) 337-1 393 Fax: (303) 337-7481 Toll Free: 1-877-273-0659 1131 WELD COUNTY RD 13 STORAGE LOT A: RECORDED EXEMPTION # 1467- 25-4, RE-4109 SITUATED IN THE SOUTHEAST ONE-QUARTER OF SECTION 25, TOWNSHIP 1 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN COUNTY OF WELD, STATE OF COLORADO 12.3+ ACRES PHASE I DRAINAGE REPORT ESC JN: 1061 .01 Report Date/History: February 19, 2016 Prepared for: Mr. Lawrence Kerr Formula Roofing & Remodeling : Custom Time Roofing 4560 Columbine Street Denver, CO 800216 Cell: (303) 880-4740 I Office: (303) 600-8696 I Fax: (303) 600-8654 Email: Lawrence.Kerr@gmail.com Prepared by: ENGINEERING SERVICE COMPANY ENGINEERS • SURVEYORS - PLANNERS % Creative solutions since 1954 / Weylan A."Woody" Bryant, PE c ivil f nclincc•rinct fh•parlrrairil \ an,xlor vibryantcaiengineeringserviceco.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.engineeringselviceco.com Copyright © 2016 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. -. 1131 Weld County Rd 13 Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT January 19, 2016 ENGINEERING SERVICE COMPANY Page 1 et tNL.INt.RS -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. I Seal : -. \.\ , -4 SS, — — — \\Wil. ei � :0 1!•••S F` • �P R coRegistered Profess: final Engl. er 28427 State of Colorado No. 28427 ;02/ 19/ 2016j i •• .• �� 0.41%•••••••`. N 8'0NAL t. Property Owner's Certificate 1131 WELD COUNTY RD 13 STORAGE (represented by Mr. Lawrence Kerr) 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: 1131 WELD COUNTY RD 13 STORAGE Date: , 7 1131 Weld County Rd 13 Storage (Weld County, CO) PHASE I DRAINAGE REPORT January 19, 2016 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 SE 1/4 of Section 25, Township 1 North, Range 68 West of the 6th Principal Meridian, County of Weld, State of Colorado. 1 . 1 .2. The site is bounded on the east by Weld Country Road 13 and on the west by Union Pacific Railroad right-of-way. Lot B of Exemption # 1467-25-4 RE-4109 is adjacent to the north and a single-family residence located at 1035 County Road 13 is adjacent and to the sough . The subject parcel is located is approximately 1 . 15 miles north of the WCR 13 and E. 168th Avenue intersection. - r; b r i' G' _ • . 7:. � ': l-f 1- • t ii -. � ` #r SITE 1iLi≥ii1 #ilk o ` i .. t',.1) r II rer' r;e1ritit-deat: ",i, :C- 1 - 1 i z ! - ! - <• 4. ) fir.• 7 L 111 tinistt, aoiwl — i it! s 1 '' AO -— ir * - j 'I - 1 .tb.Ave Y .S t' L 1bBthA j 1 .2. Description of Property 1 .2. 1 . The subject property site consists of approximately 12.3 acres of land and is composed of a single lot: Lot A (RE-4109). Lot A is owned by Lawrence Kerr of Denver, CO. 1 .2.2. The subject property is recently developed with an approximately 200'x200' gravel storage yard (the subject of the current Zoning Violation) approximately 200' west of Weld County Road 13. The remainder of the parcel is covered with native grasses. The site generally slopes from the northeast and northwest to the south (north to south flowing swale roughly bifurcating the subject property in the middle) at a fairly continuous 2%+ slope. ter .yLT �i ! • '.1"i: N ...- r O �! it F { -, • I - ac s. -!dl•31! . ‘ ! • i..f .% ' f 1: I - 1 r ' 1 '^ .._mow= ^ - o _ - t-.w end �..ite- f Al r _ 4 r• • 7 O o 4s* .r. •A'L I -/.. 11[1['[['[ 7 -. Kam` • -yM1. - -., 1131 Weld County Rd 13 Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT January 19, 2016 ENGINEERING SERVICE COMPANY Page 3 tNLINtLRS -SURVEYORS - PLANNERS www-engineerfngserviceco.com 1 .2.3. Although there are several onsite soil classifications over the entire property, within the subject area of the 200'x200' storage yard, the soils are classified as Hydrologic Soil Group B as determined by the Natural Resources Conservation Service (NRCS) soil survey (reference: Soils Mapping in the Appendices of this REPORT). 1 .2.4. There are no known significant easements that encumber this property. 1 .2. 5. There are no major open channels, lakes and/or streams within the boundary of the site. As noted before, there is a north-to-south flowing swale roughly bifurcating the subject property at the midpoint. 1 .3. Development of the subject property with the 200'x200' storage yard, the subject of the Zoning Violation, was completed in a single phase. The corrective action of adding the necessary stormwater management/detention pond will be completed in a single phase as well . 2. DRAINAGE BASINS AND SUB-BASINS 2. 1 . Major Basin Description 2. 1 . 1 . The site lies within the unshaded Zone X as determined by FEMA Flood Insurance Rate Map No. 02123C2100E (Panel 2100 of 2250), effective January 20, 2106. 2. 1 .2. FEMA defines unshaded Zone X as areas of minimal flood hazard that lie outside the 1% ( 100- year) and 0.2% (500-year) 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 basin. 2.2. 1 . 1 . Undeveloped runoff from the site (prior to installation of the 200'x200' storage yard, the subject of the zoning violation) sheet flows to the south-central portion of the property where it is captured by an existing northwest to southeast flowing swale that discharges into the roadside swale along WCR 13, which ultimately discharges into the Big Dry Creek. 2.2. 1 . 2. There are no significant 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, 1hr 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. Hydrological Criteria 3.2. 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. 3.2.2. The 1-hour, 100-year design point rainfall depth was obtained from NOAA Atlas 14, Volume 8, Version 2 "Point Precipitation Frequency Estimates". r 1131 Weld County Rd 13 Storage (Weld County, CO) PHASE I DRAINAGE REPORT January 19, 2016 ENGINEERING SERVICE COMPANY Page 4 ENGINELAS - SURVEYORS - PLANNERS www.englneeringserviceco.com 4. DRAINAGE FACILITY DESIGN 4. 1 . General Concept 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 southwest 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 0.33 cfs (5-yr, 1-hr historic discharge from the property) . The pond will release into the existing grass lined swale and ultimately into Big Dry Creek (to the south and east). 4. 1 .4. The estimated peak flow rate historically released into the grass lined swale during the 100-yr, 1-hr recurrent storm event is 4.34 cfs. 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 0.33 cfs during the 100-year, 1-hr recurrent storm event, a significant reduction of 4.01 cfs. 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 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 subject area is divided into one (1) historic drainage basin, designated as EX1 . The imperviousness of the basin was calculated as 2.0% (the required "historic rate" utilized by Weld County for undeveloped property). 4.2. 1 . 1 . Basin EX1 contains 1 .43 acres and is comprised of undeveloped land with native grass cover. Runoff from this basin sheet flows southwest until it reaches and existing grass lined swale that roughly bifurcates the overall property and flows from the northwest to the southeast. Runoff captured within the grass lined swale ultimately discharges into Big Dry Creek (to the south and east). The impervious coverage of this basin is 2. 0% (the required "historic rate" utilized by Weld County for undeveloped property). The peak 5-yr, 1-hr recurrent storm interval flowrate from the undeveloped subject area is 0.33 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 1 .43 acres and will consist of the now existing 200'x200' gravel storage yard, earthen berms (on the east, west, and south sides), and the stormwater management detention pond . Runoff from this basin sheet flows overland from the northeast corner to the southwest corner, where it will be collected within the proposed stormwater management/detention basin. The impervious coverage of this basin is 28.50 and the peak 100-year flow is 4.34 cfs. 4.3. Stormwater Management Facility Design 4.3. 1 . The proposed stormwater management/detention pond is located in the southewest corner of the subject area. Developed runoff from the subject area will be routed to this detention pond primarily via overland sheet flow concentrating in one grass lined swale entering the pond . 4.3.2. The maximum 100-year storage volume for the pond is 0. 102 acre-ft (elevation = 5093.50) with a peak outflow rate restricted to 0.33 cfs (the existing 5-year pre-development rate). 4.3.3. The pond's proposed capacity is 0. 190 acre-ft at elevation 5094.00. The proposed detention pond design provides a freeboard of 0.75 ft. The detention pond was designed to release the 1131 Weld County Rd 13 Storage (Weld County, CO) 1 PHASE I DRAINAGE REPORT January 19, 2016 ENGINEERING SERVICE COMPANY Page 5 tNLINtLRS -SURVEYORS - PLANNERS www-engineerfngserviceco.com 100-year storm event within the 72-hour drain time (actual is 51 hours) required by Weld County. 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 grass lined swale roughly in the middle 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. The outlet control structure was designed such that the release from the pond during the 100-yr, 1-hr recurrent storm event post-construction rate is equal to the 5-yr, 1-hr recurrent storm event pre-construction rate. 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 Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 z O APENDIXA Q a S 0 V V 0 0 oc C a Area-Weighting for Runoff Coefficient Calculation Project Title: 1131 Weld County Rd 13 Storage (Weld County, CO) - KERR Catchment ID: Storage Yard (5 yr EXISTING) Illustration sty - _-__- --- ---- - _--- LEG ND: Flow Direction 4 se orPa- Suhaiea :3 Catchm eut Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output 1 1 .43 2.00 2.86 sum: 1 .43 sum: 2.86 Area-Weighted Runoff Coefficient (sum CA/sum A) = 2.00 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Kerr_Existing(5yr).xlsm , Weighted C 2/22/2016, 10:28 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1131 Weld County Rd 13 Storage (Weld County, CO) - KERR Catchment ID: Storage Yard (5 yr EXISTING) I. Catchment Hydrologic Data Catchment ID = 1 Area = 1 .43 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1 = 1 .11 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.08 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.08 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 i Q Beginning Flow Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0133 , 331 0.08 N/A 0.18 30.45 1 2 3 4 5 Sum 331 Computed Tc = 30.45 Regional Tc = 11 .84 User-Entered Tc = 11 .84 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 1 .73 inch/hr Peak Flowrate, Qp = 0.20 cfs Rainfall Intensity at Regional Tc, I = 2.80 inch/hr Peak Flowrate, Qp = 0.33 cfs Rainfall Intensity at User-Defined Tc, I = 2.80 inch/hr Peak Flowrate, Qp = 0.33 cfs Kerr_Existing(5yr).xlsm, Tc and PeakQ 2/22/2016, 10:28 AM Area-Weighting for Runoff Coefficient Calculation Project Title: 1131 Weld County Rd 13 Storage (Weld County, CO) - KERR Catchment ID: Storage Yard (100 Yr Proposed) Illustration sty - _-__- --- ---- - _--- LEG ND: Flow Direction 4 orPa- Suhaiea :3 Catchment Boundary Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Non SY 0.51 2.00 1 .02 SY 0.92 40.00 36.80 sum: 1 .43 Sum: 37.82 Area-Weighted Runoff Coefficient (sum CA/sum A) = 26.45 *See sheet "Design Info" for inperviousness-based runoff coefficient values. Kerr_Proposed( 100yr).xlsm , Weighted C 2/22/2016, 10:29 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1131 Weld County Rd 13 Storage (Weld County, CO) - KERR Catchment ID: Storage Yard (100 Yr Proposed) I. Catchment Hydrologic Data Catchment ID = 1 Area = 1 .43 Acres Percent Imperviousness = 26.45 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1 ) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1 = 2.62 inches (input one-hr precipitation--see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = 0.46 Overide Runoff Coefficient, C = (enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 = 0.23 Overide 5-yr. Runoff Coefficient, C = (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 i Q Beginning Flow Direction Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas & Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0133 , 331 0.23 N/A 0.21 25.99 1 2 3 4 5 Sum 331 Computed Tc = 25.99 Regional Tc = 11 .84 User-Entered Tc = 11 .84 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 4.47 inch/hr Peak Flowrate, Qp = 2.93 cfs Rainfall Intensity at Regional Tc, I = 6.61 inch/hr Peak Flowrate, Qp = 4.34 cfs Rainfall Intensity at User-Defined Tc, I = 6.61 inch/hr Peak Flowrate, Qp = 4.34 cfs Kerr Proposed(100yr).xlsm, Tc and PeakQ 2/22/2016, 10:29 AM Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 * ,,�,, `' Location name: Brighton, Colorado, US nofra .�., • Latitude: 40.0165°, Longitude: -104.9434° NIP Elevation: 5097 ft* p °nnra * source: Google Maps \FMy, Cr• POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF jabular I PF graphical I Maps fit ffierials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5-min 0.224 0.274 0.369 0.462 0.608 0.735 0.877 1.03 1.26 1.45 (0.173 0.291) (0.211 0.356) (0.283 0.482) (0.352 0.605) (0.458 0.851) (0.538 1 .04) (0.620 1.27) (0.702 1.54) (0.825 1 .93) (0.917 2.22) 10-min 0.328 a 0.401 0.541 0.676 0.890 1.08 1.28 1.51 1 .85 2.12 (0.253 0.426) (0.309 0.521) (0.415 0.705) (0.516 0.885) (0.671 1 .25) (0.788 1 .52) (0.908 1.86) (1.03 2.25) (1.21 2.82) (1.34 3.25) 15-min 0.400 0.489 0.660 0.824 1 .08 1 .31 1 .56 1 .84 2.25 2.59 (0.308 0.519) (0.376 0.636) (0.506 0.860) (0.629 1.08) (0.818 1 .52) (0.961 1 .85) (1 .11 2.26) (1 .25 2.74) (1 .47 3.44) (1 .64 3.97) 30-min 0.551 0.671 0.901 1 .12 1 .48 1 .79 2.13 2.51 3.06 3.52 (0.425 0.716) (0.516 0.873) (0.691 1 .18) (0.857 1 .47) (1 .11 2.07) (1 .31 2.52) (1 .51 3.08) (1 .71 3.73) (2.00 4.68) (2.23 5.40) 60-min 0.673 0.822 1 .11 1 .38 1 .82 2.20 2.62 3.08 3.76 4.32 (0.518 0.874) (0.633 1 .07) (0.849 1 .44) (1 .05 1 .81 ) (1 .37 2.55) (1 .61 3.10) (1 .85 3.79) (2.10 4.58) (2.46 5.75) (2.73 6.63) 2-hr 0.794 0.973 1 .31 1 .64 2.16 2.61 3.11 I 3.66 4.46 5.12 (0.618 1 .02) (0.757 1 .25) (1 .02 1 .69) (1 .27 2.13) (1 .64 2.98) (1 .93 3.64) (2.22 4.44) (2.51 5.37) (2.95 6.72) (3.27 7.75) 3-hr 0.858 1 .05 1.42 1 .77 2.33 2.81 3.33 3.92 4.77 5.47 (0.672 1 .09) (0.823 1 .34) (1 .11 1 .82) (1 .37 2.28) (1 .78 3.19) (2.08 3.88) (2.40 4.72) (2.71 5.70) (3.17 7.13) (3.52 8.20) 6-hr 1 .02 1 .24 1 .64 2.03 2.63 3.15 3.73 4.36 5.28 6.03 (0.807 1.28) (0.977 1 .56) (1 .29 2.08) (1 .59 2.58) (2.03 3.56) (2.37 4.30) (2.71 5.20) (3.04 6.25) (3.54 7.77) (3.92 8.92) 12-hr 1 .27 1 .50 1 .95 2.37 3.01 3.57 4.18 4.85 5.81 6.60 (1 .01 1 .57) (1 .20 1 .88) (1 .55 2.43) (1 .88 2.97) (2.35 4.00) (2.71 4.79) (3.06 5.74) (3.42 6.84) (3.94 8.43) (4.34 9.63) 24-hr 1 .52 1 .82 2.35 2.82 3.53 4.12 4.75 5.42 6.38 7.15 (1 .23 1 .87) (1 .47 2.24) (1 .89 2.90) (2.26 3.50) (2.77 4.59) (3.15 5.42) (3.51 6.40) (3.85 7.52) (4.36 9.09) (4.75 10.3) 2-day 1 .74 2.13 2.78 3.33 4.11 4.73 5.37 6.03 6.93 7.63 (1 .43 2.12) (1 .74 2.59) (2.26 3.38) (2.70 4.08) (3.23 5.23) (3.64 6.10) (4.00 7.09) (4.32 8.19) (4.78 9.69) (5.13 10.8) 1 .90 2.29 2.95 3.52 4.31 4.94 5.59 6.26 7.17 7.87 3-day (1 .57 2.29) (1 .89 2.77) (2.42 3.57) (2.87 4.27) (3.41 5.43) (3.82 6.31) (4.18 7.32) (4.50 8.43) (4.97 9.93) (5.33 11 .1 ) 4-day 2.03 2.42 3.07 3.63 4.43 5.06 5.71 6.39 7.32 8.04 (1 .68 2.43) (2.00 2.90) (2.53 3.70) (2.98 4.39) (3.52 5.55) (3.94 6.43) (4.30 7.45) (4.63 8.56) (5.10 10.1) (5.46 11 .2) [ 7-day 2.33 1 2.72 3.38 3.95 1 4.76 5.40 6.06 6.75 7.69 8.43 (1 .94 2.76) (2.27 3.23) (2.81 4.03) (3.27 4.73) (3.82 5.90) (4.24 6.79) (4.61 7.81 ) (4.93 8.94) (5.41 10.5) (5.78 11 .6) 10-day 2.58 2.99 3.68 4.26 5.08 5.74 6.41 7.10 8.04 8.77 (2.17 3.04) (2.51 3.53) (3.08 4.35) (3.55 5.06) (4.11 6.25) (4.53 7.15) (4.90 8.18) (5.21 9.32) (5.69 10.8) (6.05 12.0) 20-day 3.31 3.78 4.56 5.21 6.10 6.80 7.50 8.22 9.17 9.90 (2.82 3.86) (3.22 4.41 ) (3.86 5.33) (4.38 6.11 ) (4.98 7.38) (5.42 8.34) (5.79 9.42) (6.10 10.6) (6.56 12.2) (6.91 13.3) 30-day 3.90 4.44 5.32 6.04 7.03 7.79 8.54 9.30 10.3 11 .0 (3.34 4.50) (3.80 5.13) (4.54 6.17) (5.13 7.04) (5.77 8.42) (6.25 9.46) (6.64 10.6) (6.95 11 .9) (7.41 13.5) (7.75 14.7) 45-day 4.60 5.25 6.30 7.16 8.30 9.16 10.0 10.8 11 .9 12.7 (3.96 5.27) (4.52 6.03) (5.41 7.25) (6.11 8.27) (6.84 9.83) (7.40 11 .0) (7.82 12.3) (8.14 13.7) (8.61 15.5) (8.98 16.8) 60-day 5.16 5.93 7.15 8.13 9.44 10.4 11 .3 12.3 13.4 14.2 (4.48 5.89) (5.14 6.77) (6.17 8.19) (6.98 9.35) (7.81 11 .1) (8.43 12.4) (8.90 13.9) (9.24 15.4) a (9.74 17.3) (10.1 18.7) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html ?lat=40.0165&lon=- 104.9434&data=depth&units=english&series=pds[2/4/2016 3:03:47 PM] Precipitation Frequency Data Server checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical Average recurrence PDS-based depth-duration-frequency (DDF) curves interval Latitude: 40.0165 °, Longitude: -104.9434° (years) 16 1 I 1 I t I I I I I I I I I — 1 2 14 - . , . _ _ _ . 1 _ . . . _ . , . . . . . - - - 5 . 1 1 1 — 10 . 1 1 1 1 2 12 - : : - • , 25 t f 50 10 - a ,- -• - — 100 N ., 'o ; : ; : : e 200 c g - . . . . - - . . _ 1 •,o � �,�� - - 500 • 1000...e '..... ...'...."Se....... ......4....:aSa'..°S.S..d..e. .e"."..°74. . el EL 6 . 0 C C C C C I- t L_ >, >, >, >. >, >, >, >. >, c .,_ ,= r t ra ra ra to to its N ,i, lb A 4 'U -D 't7 -2 43 -0 -0 43 Z LA O 1f1 O O '-•1 N N fA d' N O 0 0 LA O .-1 --1 irl l0 r1 N fr1 l0 Duration 16 1 1 1 , 1 , I I Duration 14 _ -- 5- m — 2-day — 10-mm — 3-day -Z. 12 15-mm — 4-day c . — . — 30-min — 7-day 10 - — 60-mm — 10-daya . a) -Q - 2-nr - 20-day c 8 _ — 3-hr — 30-day o i — 6-hr — 45-day a 6 - — 12-hr — 60-day V a — 24-hr 6. 2 J' - � 0 ` I -1T- 1 I 1 1 1 1 1 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 Created (GMT): Thu Feb 4 22:02:44 2016 Back to Top Maps & aerials Small scale terrain http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0165&ion=- 104.9434&data=depth&units=english&series=pds[2/4/2016 3:03:47 PM] Precipitation Frequency Data Server / : W f ;A i Medicine Bow I ( Natrona! 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" Ititge4i144. v WV i ' dikitsi‘prIlift , —4:}t* VA-, ' 1 til, Iti Boulder t� - J Nation LE01-!-�5, t r: ' - -- Denver W 4r ` , .. 70 r-o-x-si "-tee 1 Aurora _ �� T, 'y _ Wh:re.Rwei1•7areckenridge .- • I `, ,� jNarional'foiest _ �•4o.:u- 4 : ' ' i1► e +91 r /(,"?.0 �. �L�•• -JI t y Li :. aft, -/1�- Ire _� ti ! _�� f , 11 , Springs }' s -)01----:14-i San Isabel , ".'10 ` t i:' • ' Oil National Fores t .-_ _..4, .v•- a' • Montrose " J`� 1*°'' o =5 - 1' ' ' Go Ie - /Salida i T' ..,...,ti,.. 9 F '•: - 14 Map data ©2016 Google 50 km ' ' Terms of Use Report a map error Large scale terrain tie Pkwy Summit el'rc C Q m a © E V to . m • n 0 c c 11 a ` u ' `t. w E 166th Ave E 168th Aye ' I ,, o O • CO © at Q rthwest/4 Go '"le • _ a 9 Map Data 2 km ' ' Terms of Use Report a map error Large scale map I __,.. a _. . - -. _ _ - . f-1 -_ r http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0165&lon=- 104.9434&data=depth&units=english&series=pds[2/4/2016 3:03:47 PM] Precipitation Frequency Data Server a 0 co C a line Pkwy Sun,n:�t alvdEl E ❑z III © © c 4 In III . a n 0 4 M i a w E 16Bth Ave E 168th Ave I / o a rf rthwe®t p - C: (_n No 6 Map data ©2016 Google 2 km t--' Terms of Use Report a map error 3 Large scale aerial ` w . - - iv _t },' 'I I. I. r , • r - M•_ a 4 _ N. - Ali rr -- y. . - a - . ' it'1 .• r r ,, - Ar , _ Go le =.: 9 Map Data 2 km ' ' Terms of Use Report a map error Sack to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.0165&lon=- 104.9434&data=depth&units=english&series=pds[2/4/2016 3:03:47 PM] 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. CA i _: KA i .31i' 1 .44i2 I_ 1 . 135i ❑ 0. 12E for CAI 0, otherwise C , = 0 (RO-6) CcD C KcD [0.858/; _ : 0.786i2 _ 0.774i 0.047 (RO-7) CB A - CcD �2 2007-01 RO-9 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1 ) in which : r = % imperviousness/100 expressed as a decimal (see Table RO-3) C' , = Runoff coefficient for Natural Resources Conservation Service (NRCS) Type A soils CB = Runoff coefficient for NRCS Type B soils CCD = Runoff coefficient for NRCS Type C and D soils K., - Correction factor for Type A soils defined in Table RO-4 Ka) = Correction factor for Type C and D soils defined in Table RO-4 Table RO-4—Correction Factors K , and Kc„ for Use with Equations RO-6 and RO-7 Storm Return Period NRCS Soil Type 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year C and D 0 -0. 10i + 0. 11 -0. 18/ + 0.21 -0.28/ + 0.33 -0.33i + 0.40 -0.39/ + 0.46 A 0 -0.08/ + 0.09 -0. 14/ + 0. 17 -0. 19/ + 0.24 -0.22/ + 0.28 -0.25/ + 0.32 The values for various catchment imperviousnesses and storm return periods are presented graphically in Figures RO-6 through RO-8, and are tabulated in Table RO-5. These coefficients were developed for the Denver region to work in conjunction with the time of concentration recommendations in Section 2.4. Use of these coefficients and this procedure outside of the semi-arid climate found in the Denver region may not be valid . The UD-Rational spreadsheet performs all the needed calculations to find the runoff coefficient given the soil type and imperviousness and the reader may want to take advantage of this macro-enabled Excel workbook that is available for download from the District's web site www.udfcd .org under "Download" — "Technical Downloads." See Examples 7. 1 and 7.2 that illustrate the Rational method . The use of the Rational method in storm sewer design is illustrated in Example 6. 13 of the STREETS/INLETS/STORM SEWERS chapter. RO-10 2007-01 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 2007-01 RO-11 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF 50 4 - T 4 30 - - - , _ _ _ _ 33 O }- 2 0 . 3 - 4r Z p * �Q WO `p2 ,� h J Lu d , 4r *co O 10 - •.C. 3 t to %U iA a. �O , It Alt N n ®� t W qt 3 r O 4r v ke O i , o i 4. 2 44. U 1 3 iI 2 O , y � 1 UJ 4, v I % H OQ' k r I 3 4 O 4./I if 11 41rr' . 5 , 1 ' 1 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 2007-01 RO-13 Urban Drainage and Flood Control District ENGINEERING SERVICE COMPANY - ENGINEERS - SURVEYORS — LANNERS SI Creative Solutions Since 195 P4 www.engineeringserviceco.com 1 300 South Potomac Street, Suite 1 26, Aurora, Colorado 80012 Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 U) z O A p E a O V V DETENTION BASIN STAGE-STORAGE TABLE BUILDER Project: 1061.001: Formula Roofing & Remodeling (Lawrence Kerr) -1131 WCR 13(Weld County, CO) Basin ID: USR: 200'x200' Storage Yard • acwe a „ibis, rma-TM Prl .r.- t M Irl M•lw . 1<Y 11 _ — — wren airman' Waif 11`°' Depth Increment= 0.25 ft ra Optional Optional EXTENDED DETENTION BASIN WITH lout 1 AND ZONE 2 Stage-Storage Stage Override Length Width Area Override Area Volume Volume Description (ft) Stage(ft) (ft) (ft) (ft^2) Area(h^21 (acre) (R^3) (ac-ft) Required Volume Calculation Micropool 5092.25 0.00 -- - -- 16 0.000 Selected BMP Type= EDB 5093 -- 0 75 -- - - 4,595 0.105 1,683 0.039 Watershed Area= 1.43 acres 5093.5 - 1.25 -- -- -- 6.592 0.151 4,460 0.102 Watershed Length = 331 ft 5094 - 1.75 -- - -- 8.750 0.201 8,274 0.190 Watershed Slope= 0.013 ft/ft 5094.75 • 2.50 -. 16,563 0.380 17.854 0.410 Watershed Imperviousness= 26.45% percent -- - Percentage Hydrologic Soil Group A= 0.0% percent -- -- -- -- Percentage Hydrologic Soil Group B = 100.0% percent • Percentage Hydrologic Soil Groups CID= 0.0% percent - -- - Desired WQCV Drain Time= 40.0 hours -- -- -- -- Location for 1-hr Rainfall Depths= Brighton-Brighton City Hall • Water Quality Capture Volume(WQCV)= 0.017 acre-feet Optional User Input - .- -- Excess Urban Runoff Volume(EURV)= 0.038 acre-feet 1-hr Precipitation — -- — -- 2-yr Runoff Volume(P1 =0.67 In.)= 0.017 acre-feet 0.67 Inches -. - .. -- 5-yr Runoff Volume(P1 = 1.11 in.)= 0.043 acre-feet 1.11 inches 10-yr Runoff Volume(P1 = 1.38 in.)= 0.068 acre-feet 1.38 inches — -- -- -- 25-yr Runoff Volume(P1 = 1.82 in.)= 0.119 acre-feet 1.82 inches • - 50-yr Runoff Volume(P1 =2.2 in.)= 0.160 acre-feet 2.20 inches - -- -- 100-yr Runoff Volume(P1 =2.62 in.)= 0.211 acre-feet 2.62 inches — -- — -- 500-yr Runoff Volume(P1 =3.76 in.)= 0.336 acre-feet 3.76 inches - Approximate 2-yr Detention Volume= 0.016 acre-feet -- -- Approximate 5-yr Detention Volume= 0.037 acre-feet -- -- -- -- Approximate 10-yr Detention Volume= 0.045 acre-feet • Approximate 25-yr Detention Volume= 0.056 acre-feet -- -- Approximate 50-yr Detention Volume= 0.072 acre-feet -- -- -- -- Approximate 100-yr Detention Volume= 0.102 acre-feet Stage-Storage Calculation -- -- -- -- Zone 1 Volume(WOCV)= 0.017 acre-feet • Z ... • Zone 2 Volume(100-year-Zone 1)= 0.086 acre-feet -- Select Zone 3 Storage Volume(Optional)= acre-feet - -- - -- Total Detention Basin Volume= 0.102 acre-feet ... • Initial Surcharge Volume(ISV)= user ft^3 -- -- -- Initial Surcharge Depth(ISD)= user ft - -- - -- Total Available Detention Depth(H,,,,,)= user h -. • Depth of Trickle Channel(Hie)= user ft .. ..- ,. -- Slope of Trickle Channel(Src)= user ft/ft -- -- -- -- Slopes of Main Basin Sides(S,„,,,)= user H:V • Basin Length-to-Width Ratio(R,w)= user .. -- .- -- Initial Surcharge Area(A15v)= user ftA2 • Surcharge Volume Length(L")= user ft -- .- -- Surcharge Volume Width(W,Sv)= user 0 -- -- -- -- Depth of Basin Floor(HnooR)= user h ... • Length of Basin Floor(LrtooR)= user ft .. .- -- Width of Basin Floor(W,ioors)= user ft - -- -- -- Area of Basin Floor(Ag00R)= user ftA2 - • Volume of Basin Floor(VILooR)= user ft^3 ... ,. -- Depth of Main Basin(H,15,5,.,)= user ft -- -- -- -- Length of Main Basin(1_,1.,,5,,.,)= user h - • Width of Main Basin(W,V,,5,,,)= user ft - -- .- -- Area of Main Basin(AM,5,.,)= user ftA2 -- -- -- -- Volume of Main Basin(Vi 11)= user g^3 - • WCalculated Total Basin Volume(V,,,,,)= user acre-feet -- - -- Kerr_UD-Detention_v3 01.xlsm,Basin 2122/2016,10:30 AM DETENTION BASIN STAGE-STORAGE TABLE BUILDER 20 400 15 - - 300 £ x 10 • 200 4. yNy 3 5 ' - 100 0 , • I — t 0 0.00 1.00 2.00 3.00 4.00 Stage(ft) —Length(ft) —Width(ft) —Area(sq.ft.) 0.400 - - 0.420 0.300 - , 0.315 N YX 2.V v 0.200 • ' 0.210 4a A E 4 0A00 -• - 0.105 Kerr_UD-Detention_v3 01.xlsm,Basin 2/22/2016. 10:30 AM Detention Basin Outlet Structure Design Project: 1061.001: Formula Roofing & Remodeling (Lawrence Kerr) - 1131 WCR 13 (Weld County, CO) Basin ID: USR: 200'x200' Storage Yard -,,,k ' {u,'•"ti't""""' - - - Stage(ft) Zone Volume(ac-ft) Outlet Type i ' . r"n '•r"""" I T Zone 1(WQCV) 0.49 0.017 Orifice Plate eve 1 Dt *Pt MWYw OC 4 NW I."r„ Zone 2(100-year) 1.24 0.086 Circular Orifice e».$ is Zone 3 EXTENDED DETENTION BASIN WITH ZONE 1 AND ZONE 2 0.102 Total User Input:Orifice at Underdrain Outlet(typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth= _ N/A ft(distance below the filtration media surface) Underdrain Orifice Area= N/A ftz Underdrain Orifice Diameter= N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir(typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice= 0.00 ft (relative to bottom of basin at Stage=0 ft) WQ Orifice Area per Row = 1.458E-03 ft2 Depth at top of Zone using Orifice Plate= 0.49 ft(relative to bottom of basin at Stage=0 ft) Elliptical Half-Width= N/A feet Orifice Plate: Orifice Vertical Spacing= 1.96 inches Elliptical Slot Centroid= N/A feet Orifice Plate:Orifice Area per Row= 0.21 sq. inches(diameter= 1/2 inch) Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6(optional) Row 7 (optional) Row 8(optional) Stage of Orifice Centroid (ft) 0.00 0.20 0.40 Orifice Area (sq. inches) 0.21 0.21 0.21 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13(optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice(Circular or Rectangular) Calculated Parameters for Vertical Orifice Zone 2 Circular Not Selected Zone 2 Circular Not Selected Invert of Vertical Orifice= 0.49 ft(relative to bottom of basin at Stage=0 ft) Vertical Orifice Area= 0.10 ft2 Depth at top of Zone using Vertical Orifice= 1.24 ft (relative to bottom of basin at Stage=0 ft) Vertical Orifice Centroid= 0.18 feet Vertical Orifice Diameter= 4.34 inches User Input: Overflow Weir(Dropbox)and Grate(Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected _ Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho= ft (relative to bottom of basin at Stage=0 ft) Height of Grate Upper Edge,H,= feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length= feet Overflow Weir Slope= H:V(enter zero for flat grate) Grate Open Area/100-yr Orifice Area= should be≥4 Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris= ft2 Overflow Grate Open Area b = A,grate open area/total area Overflow Grate Open Area with Debris= ft2 Debris Clogging A = A User Input:Outlet Pipe w/Flow Restriction Plate(Circular Orifice,Restrictor Plate,or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe= ft(distance below bottom of basin at Stage=0 ft) Outlet Orifice Area= f ' Circular Orifice Diameter= inches Outlet Orifice Centroid= feet Half-Central Angle of Restrictor Plate on Pipe= N/A N/A radians User Input:Emergency Spillway(Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= 1.25 ft (relative to bottom of basin at Stage=0 ft) Spillway Design Flow Depth= 0.18 feet Spillway Crest length = 20.00 feet Stage at Top of Freeboard = 2.43 feet Spillway End Slopes= 4.00 H:V Basin Area at Top of Freeboard= _ 0.36 acres Freeboard above Spillway= 1.00 feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.67 1.11 1.38 1.82 2.20 2.62 3.76 Calculated Runoff Volume (acre-ft) = 0.017 0.038 0.017 0.043 0.068 0.119 0.160 0.211 0.336 OPTIONAL Override Runoff Volume (acre-ft) = 0.017 0.103 Inflow Hydrograph Volume (acre-ft) = 0.016 0.038 0.016 0.043 0.067 0.118 0.160 0.103 0.336 Predevelopment Unit Peak Flow,q (cfs/acre) = 0.00 0.00 0.01 0.19 0.37 0.84 1.09 1.39 1.96 Predevelopment Peak 0(cfs) = 0.0 0.0 0.0 0.3 0.5 1.2 1.6 2.0 2.8 Peak Inflow Q (cfs) = 0.4 0.8 0.4 0.9 1.5 2.6 3.5 2.3 7.3 Peak Outflow Q(cfs) = 0.0 0.1 0.0 0.1 0.2 0.4 1.0 0.33 5.5 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.4 0.4 0.3 0.7 0.2 2.0 , Structure Controlling Flow= Plate Vertical Orifice 1 Plate Vertical Orifice 1 Vertical Orifice 1 Vertical Orifice 1 Spillway Vertical Orifice 1 Spillway Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97%of Inflow Volume (hours) = 40 48 40 49 50 51 52 51 52 Time to Drain 99%of Inflow Volume (hours) = 40 49 40 49 50 52 52 51 52 Maximum Ponding Depth (ft) = 0.46 0.67 0.46 0.71 0.86 1.15 1.30 1.06 1.44 Area at Maximum Ponding Depth (acres) = 0.06 0.09 0.06 0.10 0.11 0.14 0.16 0.13 0.17 Maximum Volume Stored (acre-ft) = 0.015 0.032 0.015 0.035 0.051 0.088 0.110 0.077 0.133 Detention Basin Outlet Structure Design 4 100YR IN - - - 100YR OUT - - 3.5 -50YR IN 50YR OUT 25YRIN Time Interval 3 --- 25YR OUT � 5.10 min 10YR IN •••..o• 10YR OUT 5 Hydrograph 2 SYR IN Constant 5YR OUT - -I 0.981 _ —2YR IN G2 - ——— 2YR OUT u. — �EURV IN - -- — •EURV OUT - - - - 1.5 —wQcvlN WQCV OUT /fJ 1 0.5 - i .•-- 'as.* sranswanaisaipa 0.1 1 10 TIME[hr] 1.4 - -I0DYR 1.2 - -50(R — 5YR / 1 — -10YR E 5YR x 0.8 LL w 2YR z 0.6 — EURV �\ o. -wQCV 0.4 I 0.2 0 - 0.1 1 10 100 DRAIN TIME[hr] 20000 120.00 0 User Area[ft^2] 18000 —Interpolated Area[ft^2] - 100.00 16000 — —Volume(ft^3] 14000 —r —Outflow[cfs] - 80.00 12000 W 3 10000 60.00 O 8000 N O a - 40.00 w 6000 4000 - 20.00 2000 0 r 0.00 0 50 100 150 200 250 300 PONDING DEPTH[ft] Detention Basin Outlet Structure Design Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:06 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.01 0:10:12 0.02 0.05 0.02 0.06 0.09 0.15 0.20 0.13 0.41 0:15:18 0.05 0.12 0.05 0.13 0.21 0.36 0.48 0.31 0.99 0:20:24 0.14 0.33 0.14 0.37 0.58 1.00 1.34 0.87 2.75 0:25:30 0.36 0.82 0.36 0.93 1.45 2.50 3.37 2.19 6.91 0:30:36 0.36 0.84 0.36 0.95 1.49 2.59 3.51 2.26 7.33 0:35:42 0.30 0.69 0.30 0.78 1.23 2.16 2.94 1.89 6.18 0:40:48 0.24 0.55 0.24 0.62 0.98 1.72 2.35 1.50 4.96 0:45:54 0.19 0.44 0.19 0.49 0.78 1.38 1.88 1.20 3.98 0:51:00 0.14 0.34 0.14 0.38 0.61 1.07 1.47 0.94 3.12 0:56:05 0.11 0.26 0.11 0.30 0.48 0.85 1.16 0.74 2.47 1:01:11 0.10 0.23 0.10 0.25 0.40 0.71 0.97 0.62 2.05 1:06:17 0.07 0.16 0.07 0.18 0.28 0.50 0.68 0.44 1.46 1:11:2.3 0.05 0.12 0.05 0.13 0.21 0.38 0.52 0.33 1.10 1:16:29 0.03 0.08 0.03 0.09 0.14 0.26 0.35 0.27 0.75 1:21:35 0.03 0.06 0.03 0.07 0.11 0.19 0.26 0.17 0.55 1:26:41 0.02 0.05 0.02 0.05 0.08 0.15 0.20 0.13 0.43 1:31:47 0.02 0.04 0.02 0.04 0.07 0.12 0.17 0.11 0.36 1:36:53 0.02 0.04 0.02 0.04 0.06 0.11 0.15 0.10 0.32 1:41:59 0.01 0.03 0.01 0.04 0.06 0.11 0.15 0.09 0.31 1:47:05 0.01 0.03 0.01 0.04 0.06 0.11 0.14 0.09 0.30 1:52:11 0.01 0.03 0.01 0.04 0.06 0.11 0.14 0.09 0.30 1:57:17 0.01 0.03 0.01 0.04 0.06 0.11 0.14 0.09 0.30 2:02:23 0.01 0.02 0.01 0.02 0.04 0.06 0.09 0.06 0.19 2:07:29 0.00 0.01 0.00 0.01 0.02 0.04 0.05 0.03 0.11 2:12:35 0.00 0.01 0.00 0.01 0.01 0.02 0.03 0.02 0.06 2:17:41 0.00 0.00 0.00 0.00 0.01 0.01 0.02 0.01 0.03 2:22:47 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.02 2:27:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:32:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:38:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:43:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:48:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:53:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2:58:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:03:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:08:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:13:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:18:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:23:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:29:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:34:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:39:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:44:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:49:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:54:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:59:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:04:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:09:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:14:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:25:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , 4:35:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:50:39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:55:45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:00:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:11:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:16:09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:21:15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:26:21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:31:27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:36:33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:41:39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:46:45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:51:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:56:57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:02:03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:07:09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 —1 Office: (303) 337-1393 Fax: (303) 337-7481 Toll Free: 1 -877-273-0659 eimiN z a APPENDIX C a tin LL, oL O a a Q � W 0) OF w lath _ p H . . 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MI 2 Q cc < 1 ult2LTiffi X 1O �1ILDAREA 9� 5 I II r �0 0ca8 cco: ozW ' •D ' • 0 / \ e II 1 I ' ' W z ® �0 ST .��' MW4ER MANAGEF ENT e 5°° a- 6 / / jl I °� Q Z z m ce ® DETENTION POND \ \ J� o _ W 3 17 580f C STORAGE PROVIDED "n °g 00� 000 � � 5 1 6 Z w = LL o W F sp. ` / ® 5 \ \ \ (no / III dI c6,4i , N • • 69h Dam O8oWZ Ol mz ,1 so LoOan— c) p wet 509JM ° o U O s _ — _ o ik 71 N \ \ \ '5 , ® III I Ore & co �,- - - - I v \ 0. c: 2 LET CONTROL •.-. •r...baa 00 Ili 6 Ucc Ili = r,k• ��k. o LL a STRUCTURE (CDOT ! �.}• \ 09 ZO TYP D INLET �� :.'. :r•="a:T •..� 3 BOTTOM : 5092.25 - 5093 N \ N . U WQCV WSEL: 5092.60 4�k • \ \ \ �j°0 03 TOP / 100 YR WSEL: 5093.50 1 .T. EME ;1, ENCY OVERFLOW WEIR \ \. I a Engineer's Seal INV OUT: 5092.25 (6"0 RESTRICTION) a (0° LENC I : 20 LF 0�T �6 \ \ �� 5 � 5 \ (� ° 6 12" FLARED END ELFV: 5093.50 e X09 �0g\ \ \ (9 ® X09 \ \ 0 000 .1 i .� �1 6 . 6l_ ��o`� w 25LF 12" PVC SDR-35 @ 0.60% e O � �0°�� SECTION Qcap = 3.4cfs@4. 1fps \ \ \ \ \ ® � e `� i ® hq ® � 4? 4.(i-•' 4��J o_ INV OUT: 5092. 10 \ g 111 V LLN \ 1 � J [� O g N g� \ \ I �+ \ ��C.G 00l ® )° \ � \ °gN . I N I I I 11 �� oQ � z \ \\ , � I 1 I I / �+ ° o LYJsry \ � Designed by: Drawer Nn.: \ \ 5 . ° � 6 \II I I ° 0J ( �0J� �° ��6 20 0 10 20 Drawnby:W6 Date H N Ltj _ ^ ® I Checked y Scale L 091 X00 ✓ (9 e \ kil 1 Inch 20 ft 9 - - n w ¢ / fnlN . ---- ---- --- - _ ) 0T. "J ® N I I I I — NB yea " U — — — I n"1 , n a ® \ I I I Sheet No. 6. t.„ CGP. 1 f Q. 0 . 7-..- - - ..7 19 l - - a , 24 I adA Weld County 4 , ,� .I = ' MAP SCALE 1 2000' "Unincorporated Areas - • 2000 1000 0 1---14000 080266 F -► � r t FEET._ 4 r.. -• Ii . T. RAPT-CDC V7 f '1 - � 1 f 1 Z1� .—_ ..tea-4 _ -.•WIN. I l . . - Th...„_ TN �,r. � i r� .. Areas Ul PANEL 2100E MIIII a- 4- t FIRM >._ lc r* i i .i c 0 i o FLOOD INSURANCE RATE MAP o in 25 30 �� i,; LDCOUNTY, w *IF • ' ® COLORADO LL I n 0 AND INCORPORATED AREAS - .- --mss- .. 0 tn ,7' PANEL 2100 OF 2250 LL % • e. - (SEE MAP INDEX FOR FIRM PANEL LAYOUT) r 4 13.4 . SITE CONTAINS: I' I . COMMUNITY NUMBER PANEL SUFFIX linii.- ii 0 r s DACONO,CITY OF 080236 2+C'D E 0 WELD COUNTY080?fti ?+0^ E I ♦ MD • A Ci ; of Northglen» ;'�=' . I ♦ (AREA NOT INCLtUD ED) " ZONE N r 1 OD CD Las' V � � sod--.„. 36.. ♦ '? Notice to User The Map Number shown below .31 — .1 should be used when placing map orders: the �� Community Number shown above should be L` used on insurance applications for the subject a community (AREA NoT INCLUDED) _ - 0 �'�`�" Cril MAP NUMBER . ® <4.C) 4:?. iO 15 :„ � y 08123C2100E ,_ ' 1� aa. EFFECTIVE DATE T �, JANUARY 20, 2016 • W _ :F WELD COUNTY �. �-'' �� a . all Sliasal a .' �� a 0 Federal Eme- pm . �1:utaP.�rnunb �.- . T. 1 S. ADAMS COUNTY G0771un 3150000 FT 3155000 FT 3160000 FT This is an official copy of a portion of the above referenced flood map It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at www.msc.fema.govl Hydrologic Soil Group—Weld County, Colorado, Southern Part zo (1137 WCR 13 (Lawrence Kerr)) N ° ° Lt 504200 504300 504400 504500 504600 504700 504800 504900 505000 40° 1' 14"N I I I I I 40° 1114"N Irr , i 1 _ _ IS WMilliiiirrliOPKri Kit i so . i • _-7---- ,,„ .. 7..e. v.% - *i. co e, . , \ taei xh • T , r . •r , ` , I k �I „ , , • r ! • ° 1 r 1 ' •C''rr _ Ii ll 4 lid V rr T .r 3 . ' II : Ili V 4 ti'_ ° wse 3 • (11 i - • , • , • . 1 " 1 i i 48 §g N g ' ' , • - 177 l' `' �40° 0'54"N r I I I I 40° 054"N 504200 504300 504400 504500 504600 504700 504800 504900 505000 3 3 Map Scale: 1:4,390 if printed on A landscape (11" x 8.5") sheet. N $ Meters N 0 50 100 200 300 $ A Feet 0 200 400 800 1200 Map projection: Web Mercator Corner coordinates: WG584 Edge tics: UTM Zone 13N WG584 USDA Natural Resources Web Soil Survey 1/6/2016 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part (1137 WCR 13 (Lawrence Kerr)) MAP LEGEND MAP INFORMATION Area of Interest (AOI) p C The soil surveys that comprise your AOI were mapped at 1 :24,000. Area of Interest (AOI) ® C/D Warning: Soil Map may not be valid at this scale. Soils D Soil Rating Polygons ® Enlargement of maps beyond the scale of mapping can cause A CI Not rated or not available misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting ND Water Features soils that could have been shown at a more detailed scale. Streams and Canals B Transportation Please rely on the bar scale on each map sheet for map B/D measurements. 4-4-f Rails C ti Interstate Highways Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov C/D US Routes Coordinate System: Web Mercator (EPSG:3857) D Major Roads Maps from the Web Soil Survey are based on the Web Mercator Not rated or not available projection, which preserves direction and shape but distorts Local Roads distance and area. A projection that preserves area, such as the Soil Rating Lines Background Albers equal-area conic projection, should be used if more accurate sot A . Aerial Photography calculations of distance or area are required. .+' ND This product is generated from the USDA-NRCS certified data as of pos , B the version date(s) listed below. ,so , B/D Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 14, Sep 22, 2015 es s C Soil map units are labeled (as space allows) for map scales 1 :50,000 .a C/D or larger. D Date(s) aerial images were photographed: Mar 16, 2012—Apr 13, • r Not rated or not available 2012 Soil Rating Points The orthophoto or other base map on which the soil lines were O A compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting ® ND of map unit boundaries may be evident. • B MI B/D USDA Natural Resources Web Soil Survey 1/6/2016 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part 1137 WCR 13 (Lawrence Kerr) 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 40 Nunn loam, 1 to 3 C 11 .3 28.4% percent slopes 56 Renohill clay loam, 0 to 3 D 2.8 6.9% percent slopes 66 Ulm clay loam, 0 to 3 C 5.0 12.6% I percent slopes 82 Wiley-Colby complex, 1 B 20.8 52. 1 % to 3 percent slopes Totals for Area of Interest 40.0 100.0% 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 1/6/2016 a Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part 1137 WCR 13 (Lawrence Kerr) Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 1/6/2016 Conservation Service National Cooperative Soil Survey Page 4 of 4 Hello