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Home My WebLink About20153663.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT #/AMOUNT # 1$ CASE #ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 146733100070 @ Loc C & 146733100069 @ Lot B (12 dtgtt minter-Nurtd on Tax I.D. tnrnnttation, obtainable at the Vtd Coun ty Office, aryrvw.co.wptd.Go.us) Legal Description Lots B & C in NE 1/4 of Section 33 , Section 33 , Township 1N North, Range fiLWest Zone District: A . Total Acreage: 22.32 . Flood Plain: No Geological Hazard: No Airport Overlay District No FEE OWNERS) OF THE PROPERTY: Name: Warren O. Woodward Work Phone # 303-817-2020 Home Phone # Email Address: _2153 Bannock Street, Unit E Address: City/State/Zip Code Westminster, CO 80234 Name: Work Phone # Home Phone # Email Address: Address: City/State/Zip Code Name: Work Phone # Home Phone # Email Address: Address: City/State/4 Code APPLICANT OR AUTHORIZED AGENT (see Berow Au natzatron must a000rrrpany applications mired by,Alt rfned Agent) Name: Greg Fantle Work Phone # 3 ` -901 -8718 Home Phone # Email gfantleahotmail ,c m Address: 4651 W. Hanoverian \\Tav Address: City/Stabs/Zip Code L1tt eton. CO 80128 PROPOSED USE 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)knowtedge. Signatures of ail fee owners of property must sign this application. tf art Authorized Agent signs, a letter of authorization from all fee owners must be included with = application. if a corporation Is the fee owner, notarized evidence must be Included indicating that the sig has to legal authority to sign for the corporation. 1,,A,,,,..7d,t_e 7- & /— Zv/c- ignature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date J S - j % - 41/41-A,Att-,V lel~ze -g--e daircid.x.fazc__ cogg, Aaa, At-- 7---ta-/ ,4140- r- 44472-te-Ae •v;z. ." 4f- c- d-s- -lc-cp .< ‘-/eS; Ar7c 1-' AA' Ataantovt7/ 7. _ Centennial Storage Ltd . SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE The following are answers to questions required as part of the USR application : 1 . Explain, in detail, the proposed use of the property. The property will be a self-storage facility for RV, boat and trailer storage. It will consist of approximately 45,000 ft2 of partially enclosed metal storage canopies for RV storage and approximately 15 acres of outdoor RV and boat storage. Contained within a single 1400 sf2 masonry structure will be a manager's manager's office and customer transaction area plus men's and women's restrooms. The building's architecture will be designed to blend with the agricultural/rural feel of the surrounding community. A 6000 sf2 quonset style maintenance garage for storing equipment and supplies needed to operate and maintain the site is planned mid-site. There will be four parking spaces provided at the office for initial customer use including two handicap spaces. Three additional employee parking spaces will be provided adjacent to the office area within the fenced perimeter. The customer parking area at the office will be concrete. The RV parking surface in the covered storage buildings will be concrete and all drive aisles and outdoor parking areas will be compacted asphalt millings. Site lighting will be pole mounted LED within the outdoor storage area and under-eve LED lighting in the covered storage. All site lighting will be LED, full cut-off and dark sky compliant. Fencing will be set back and all covered storage buildings on the property will be walled on all sides facing adjacent properties or rights of way. The overall design of the property will be to emphasize Colorado rural outdoors with natural colors, textures and abundant pine trees, scrub oak and native Colorado grasses. 2 . Explain how this proposal is consistent with the intent of one or more sections of the Weld County Code, Chapter 22 of the Comprehensive Plan . The proposal is consistent with the intent of Chapter 22 of the Weld County Code Comprehensive Plan because per Chapter 22 Section 22-2-20, Article C. A.Goal 3.3.A.Policy 3.3, the project owner, in a separate agreement with adjacent land owners, has agreed to improve the water delivery infrastructure supplying agricultural ditch water to the adjacent agricultural land owners. Also, per Chapter 22 Section 22-2-20, Article G. A.Goal 7.3.A.Policy 7.3, the project is located within the Erie and Broomfield Urban Growth Boundaries and is bordered by Erie's Vista Ridge Residential Development on the west and by Broomfield's proposed Highlands Residential Development on the south. 1 Centennial Storage Ltd . SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Also, per Chapter 22 Section 22-2-20, Article H . Goal8. 1.A.Policy 8. 1, 3.A. Policy 8.3, 4.A.Policy 8.4; adequate sanitary sewage disposal will be provided by a septic system, an existing water supply line is already in place with a service tap to serve the site, the existing private road off Co Rd. 7 to the site provides access to the site from the east and storm water management will be provided by an on-site detention pond. The adjacent residents along the private road serving the site have agreed to allow this use on the road and the road exceeds the minimum requirements for a county road and fire department standards as required by Weld County Planning. 3 . Explain how this proposal is consistent with the intent of one or more sections of the Weld County Code, Chapter 23 (Zoning) and the zone District in which it is located . The proposal is consistent with this intent of Chapter 23 of the Weld County Code Comprehensive Plan because per Chapter 23 Section 23-340, 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 . Also, according to Chapter 23 Section 23-3-40 Article S, this use would be allowed via the Commercial or Industrial zoned districts. Furthermore, all of the required property owners (majority 4 of 6), located along the private gravel road adjacent to the north side of the site have been contacted and, to date, have agreed to the proposed use and to the use of this road for access to the site. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surrounding land uses) . The uses surrounding this site are an existing fairly dense residential subdivision within the Town of Erie to the west, a proposed dense residential subdivision within the City of Broomfield to the south, +/- 5 acre residential / agricultural parcels to the north and a Cambodian Cultural Center business to the east. The proposed use is consistent and compatible with the surrounding uses in that these uses typically need additional storage space that this facility will provide. This facility is also a low traffic, low noise generating facility which does not negatively impact the surrounding area. S . Describe in detail the following: a . Number of people who will use this site. On average, 20 vehicles will access this site per day. 2 Centennial Storage Ltd . SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE b. Number of employees proposed to be employed at this site. There will be one full time manager and one part-tine service support person. c. Hours of operation . Office 9am-5pm . Gate Access 24 hours. d . Type and number of structures to be erected ( built) on this site. There will be three metal covered and partially enclosed storage buildings, one masonry & steel roof manager's office and one metal Quonset style equipment storage building. e. Type and number of animals, if any, to be on this site. Not applicable. f. Kind of vehicles (type, size, weight) that will access this site and how often . There will be standard passenger and pick-up truck vehicles, moving POD-type and U- -- Haul type trucks and storage of recreational vehicles accessing this site. The maximum size and weight of the vehicles will be 40' long / 30,000 lbs. for self-c-entained RVs and 55' long / 30,000 lbs. for truck & 5th -wheel trailer combinations. Passenger and pick- -- up trucks will use the site most frequently with an average of 20 trips per day. The larger vehicles will access the site less frequently with an average of 5 trips per week. Once the RV's are stored, access is typically limited to a few times per year. g. Who will provide fire protection to the site? Fire protection, if required for the managers office, will be provided by a buried water storage tank feeding hydrant receptacles. This method has been approved by Mountain View Fire District. The remaining proposed buildings on the site have an occupancy of zero and we do not anticipate fire protection requirements for these structures. h . Water source on the property ( both domestic and irrigation) . The Left Hand Water District will provide water for domestic use and drip landscape irrigation. See attached letter dated July 14, 2015. i . Sewage disposal system on the property (existing and proposed ) . There is no municipal sewer currently serving this property. The proposed sewage system will be an on-site septic tank with leach field. The septic system will be designed to accommodate the manager's office and customer restrooms. On-site washing and maintenance of vehicles or equipment will be strictly prohibited . 3 Centennial Storage Ltd . SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE j . If storage or warehousing is proposed, what type of items will be stored ? Household type items will be stored in containerized PODS outdoors and RV & boat storage will utilize the outdoor storage areas and covered storage buildings. Centennial Storage operates a companion business called MI-BOX Portable Storage with fifteen portable containers currently in use. 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 . The landscaping will be a mixture of coniferous trees and deciduous trees, shrubs and native grasses planted along the outer perimeter of the site to provide screening from the north, south and west. The entrance to the site will be enhanced with rock outcroppings and various shrub varieties. Ground cover will be a native grass seed mix. 7 . Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs . Not applicable. S. Explain how the storm water drainage will be handled on the site. The project will provide an extended detention basin with water quality capture volume at the southeast corner of the site. The basin has been designed to reduce the developed peak discharge to rates below the estimated historic peak discharge rate, and maintain existing drainage patterns. 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 . Construction is planned in four phases due to the need to establish a revenue basis before proceeding to construct additional facilities. Phase 1 — Approximately 10 acres of outdoor RV and boat storage on Lot B, 10. 103 acres consisting of the main entrance and parking surface, manager's residence/office, garage, lighting, detention pond, electrical and irrigation infrastructure, septic system, landscaping and fencing. Time frame is 12 months with construction to begin Spring 2016. 4 Centennial Storage Ltd . SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Phase 2 — Approximately 5 acres of outdoor RV and boat storage on Lot C, 12.221 acres consisting of parking surface, lighting, landscaping and fencing. Time frame is 12 months with construction to begin Spring 2018. Phase 3 — Construction of two exterior covered storage buildings spanning Lot B and Lot C along the northern perimeter. Timeframe is 6 months with construction to begin Spring 2019. Phase 4 — Construction of one exterior covered storage building on Lot C, 12.221 acres along the western perimeter. Timeframe is 6 months with construction to begin Spring 2020. 10. Explain where storage and/ or stockpile of wastes will occur on this site. There will be a 3 yd. trash dumpster near the Quonset garage. 11 . Please list all proposed on-site and off-site improvements associated with the use (example : landscaping, fencing, drainage, turn lanes, ect. ) and a timeline of when you will have each one of the improvements completed . Assuming a start date of March 1st, 2016 for Phase 1: --- Rough Grading / Detention Pond / Septic: April 2016 --- Outdoor Storage Base Course Lot B: May 2016 --- Garage: July 2016 --- Curbing and Concrete Paving: June 2016 --- Electrical $ Lighting: June 2016 --- Fencing & Access Gates: August 2016 --- Landscaping: March 2017 (trees to be planted in early spring for best results) --- Manager's Residence/Office: September 2016 5 Centennial Storage Ltd . TRAFFIC NARRATIVE AND DUST ABATEMENT PLAN Traffic Narrative Centennial Storage Ltd . anticipates approximately 20 vehicles per day with an average stay lasting not more than 20 minutes . Typical vehicles are either passenger cars or pick- -- up trucks with approximately 51 of the daily vehicles being Centennial Storage or MIBOX Portable Storage staff and support vehicles. Anticipated recreational vehicle use is typically limited to three to four times per year because of their natural use during the spring and summer months . Access to the site is via the first 1200' of private road adjacent to the north side of the property and originating to the west of Co. Rd . 7 . The applicant has the required agreements in place from the other property owners along this stretch of private road that grant the use of the road for the proposed use. Approximately 75/ of the traffic to the site is estimated to come from the south via CO Highway 7 and 25/ is estimated to come from the north via Weld County Road 4 and 6. Dust Abatement Plan During construction of all phases of the site, water trucks will be utilized to maintain dust suppression . Vehicle speeds will be restricted to reduce the amount of dust generated and all haul trucks leaving the site will cover loads. Vehicle Tracking Pads will be used at all exit points on the site to limit the transfer of debris onto adjacent roads . The Storm Water Management Plan will be implemented and followed to control soil erosion during the construction phase. After construction is completed, the site will be stabilized using a native grass seed mix at the site perimeter, a wetland seed mix within the detention pond and various coniferous / deciduous vegetation plantings with gravel mulch will be installed at the site perimeter and at the edge of the detention pond . The outdoor RV /Boat Storage area parking surface will be compacted asphalt millings. The private gravel road serving the property will be maintained and dust suppressed under a separate agreement with the adjacent property owners . Centennial Storage Ltd . WASTE MANAGEMENT PLAN The proposed sewage system for the site is a commercial level septic tank with a leach field. The septic system will serve the manager's office plus an RV septic dump. No other wastes will be generated on site except for typical office and household trash. No washing or maintenance of customer vehicles or equipment will be allowed. The following company will be handling waste removal : Waste Connections of Colorado, Inc. (Denver District) 5500 Franklin St. Denver, CO 80216 (303) 288-2100 No chemicals will be stored on site. In case of accidental motor vehicle fuel or oil leak, Centennial Storage will remediate contaminated soil as required by EPA and CDPHE regulations. Any soil removed as part of a clean-up process will be shipped to the Front Range Landfill located at 1441 Weld County Road 6 or to another site authorized to receive contaminated soil. FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Name: Centennial Storage Ltd. Phone: 303-798-4440 Address: 2709 W . Bel I evi evv Ave. City, ST, Zip: Littleton , CO 80123 Business Owner Greg Fantle Phone: 303-901 -8718 Home Address: 4651 W . Hanoverian Way City, ST, Zip: Littleton , CO 80128 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Greg Fantle Owner 4651 W . Hanoverian Way 80128 303-901 -8718 Dime Mumford mford Manager 2709 W . Bel I evi ew Ave. 80123 720-539- 1128 Louise Anderson Owner 15798 E. Prentice Dr. 80015 303-901-3313 Business Hours: 9am - 5pm Days: Monday - Sunday Type of Alarm: None Ourglaj Holdup Fire silent`) Audible Name and address of Alarm Company: T.B.D . Location of Safe: Not Applicable MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building: 2 Location(s): T.B.D . Is alcohol stored in building? NQ Location(s): Are drugs stored in building? No Location(s): Are weapons stored in building? No Location(s): The following programs are offere• a public service of the Weld Coun riffs Office. Please indicate the programs of interest. X Physical Security Check Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: T.B.D . Gas Shut Off: T.B.D . Exterior Water Shutoff: At meter pit along south sideof private road approx 1000' west of Co. Rd . 7 Interior Water Shutoff: T.B.D . /V TWOOD SSOCIATES CONSULTING ENGINEERS CENTENNIAL TII ' 61 n) o CENTENNIAL STORAGE INC. LOTS B & C, RECORDED EXEMPTION NO. 1467-33- 1 RE-4660, COUNTY OF WELD, STATE OF COLORADO SITUATED IN THE NORTHEAST ONE-QUARTER OF SECTION 33, TOWNSHIP 1 NORTH, RANGE 68 WEST OF THE 6TH PRINCIPAL MERIDIAN 22.323+ ACRES DRAINAGE REPORT A2CE JN: 15-0062-04 Report Date/History: July 17, 2015 Prepared for: CENTENNIAL 0 I I . CI O J ATTN: Mr. Greg Fantle, Owner 4651 W Havoverian Way Littleton, CO 80128-2523 Phone: (303) 901-8718 Email : Greg@CentennialStorageLTD.com Prepared by: TIMOOD S SOCIATES' ,, CONSULTING ENGINEERS 9674 S . Adelaide Circle Highlands Ranch, CO 80130 - 6825 (303) 549-0053 • phone (303) 471 -9482 • fax wbryant©a2ce.net • email Weylan A. "Woody" Bryant, PE, CCE Principal End need rig ar d bats deems i nto reality with p rscnal 9avi oq quality, and i me ity Copyright © 2015 by Atwood Associates Consulting Engineers, 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 Atwood Associates Consulting Engineers, Inc, except as provided by United States of America copyright law. Published by: ATWOOD ASSOCIATES CONSULTING ENGINEERS, INC. 9674 Adelaide Circle Highlands Ranch, CO 80130-6825 www.a2ce. net (303) 549-0053 phone I (303) 471-9482 fax Printed in the United States of America 11:014 FILE: p:\fy15\0061-centennialstorage\04-co7storage(weld)\dots\drainage\2015-07-15_drainagereport.docx ( , 7\ HELP SAVE PAPER! `e' THIS DOCUMENT WAS PRI NTED TWO- SIDED. Centennial Storage (Weld County, CO) DRAINAGE REPORT TWOOD SSOCIATES July 17, 2015 CONSULTING ENGINEERS Page 1 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. j Seal : \"* _ • Registered Profess:'final Engii, er • w z •. . 28427 -A • . • State of Colorado No. 28427 •,07/ 17/ 2015,' w ein ,,„ . . . „ 1SION A L WEYLAN A. BRYAI1�; e PE /28427) FOR AND ON BEHALF OF A TWOOD ASSOCIATES CONSULTING ENGINEERS Property Owner's Certificate Centennial Storage, Ltd. 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: Centennial Storage, Ltd. Date: Centennial Storage (Weld County, CO) ,----\___ DRAINAGE REPORT TWOOD SS OCIATES July 17, 2015 CONSULTING ENGINEERS Page 2 1. GENERAL LOCATION AND DESCRIPTION 1 . 1 . Location 1 . 1 . 1 . The project site is located in the NE 1/4 of Section 33, Township 1 North, Range 68 West of the 6th Principal Meridian, County of Weld, State of Colorado. Weld Co Rd ' F. u 7 — �y H , o, _span ti n `v` till c" 9 to sue° a SiI• e Amy U• I owtll 1 Lovell In vy i. n n K C Vnte Ridge Academy t _I Ill G (Alt Vmw C: S I GIIII f L.) IV lip. en y:. 77' E Baseline Rd ( ) pCu o 1 . 1 .2. The site is bounded by both unplatted and platted residential land and an existing unpaved drive to the north (Weld County), Sheridan Parkway to the west (Town of Erie), Tracts B and C of Highlands Filing No. 1 to the south (City and County of Broomfield), and the Cambodian Cultural Center to the east (Weld County).rill it ea,4 --:t49 - ,449.7 . M t f.a , t IA ti , , a 'j t. o, 1rjiy. 1 thr • sue'• a , - : n t , ?/ -----1 irrit . , _,- ,. t sit k. _,& .;, Mit(400 I t.iII - I1 l 1 .2. Description of Property 1 .2. 1 . The subject property site consists of approximately 22.3 acres of land and is composed of two individual lots: Lot B (RE-4600), and Lot C (RE-4600) . Lot B (RE-4600) contains 10. 1 acres of land and is owned by the Davidson Company and Warren O. Woodward . Lot C (RE-4600) contains 12.2 acres and is owned by Warren O. Woodward . Centennial Storage (Weld County, CO) DRAINAGE REPORT TWOOD SSOCIAT July 17, 2015 CONSULTING ENGINEERS Page 3 1 .2.2. The subject property is currently undeveloped with native grasses covering the ground . The northern portion of the site generally slopes to the northeast while the southern portion slopes to the southeast. The grades range between 2% and 4% across the site. 1 .2.3. The onsite soils can be classified as Hydrologic Soil Group C as determined by the Natural Resources Conservation Service (NRCS) soil survey. 1 .2.4. The site is encumbered by access/utility easements on the northeast, and west sides of the property. In addition, a 50' Community Ditch Easement traverses the mid portion of the property from north to south. However, this easement does not contain a physical ditch. 1 .2. 5. There is an existing roadside swale located along the northern boundary of the site. 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 phases: 1 .3. 1 . Phase 1 : Outdoor storage on the eastern parcel, including installation of the stormwater management pond sized to accommodate the ultimate build out of the property, a Quonset style equipment shelter, and a manager's office. 1 .3.2. Phase 2: Outdoor storage on the western parcel . 1 .3.3. Phase 3 : Construction of open air lean-to style buildings along the northern property line. 1 .3 .4. Phase 4: Construction of an open air lean-to style building along the western property line. 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 0970 D, effective September 20, 1990. 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 two historic drainage basins. 2.2. 1 . 1. Undeveloped runoff from the northern portion of the site currently sheet flows to the northeast. The southern portion of the site sheet flows southeast. 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; however, the distribution of drainage areas to each discharge point will be modified . 2.2.2. 1 . Developed runoff from the northern and western perimeter of the site will continue to flow northeast and north toward the existing roadside swale that travels east along the northern boundary of the site. 2.2.2. 2. The remainder of the property will be directed southeast toward a proposed detention pond . Developed runoff will be detained within this detention pond and released at the maximum rate allowable by the Urban Drainage and Flood Control District (UDFCD). 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). Centennial Storage (Weld County, CO) i'\ v DRAINAGE REPORT TWOOD SS OCIATES July 17, 2015 CONSULTING ENGINEERS Page 4 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 2-year, 5-year, 10-year, and 100-year 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 4. 1 . 1 . The proposed stormwater design will generally maintain the historic drainage discharge locations of the site. The western perimeter of the property will sheet flow toward a proposed drainage swale/pipe system traveling from west to east near the northern boundary of the site. This swale/pipe system will tie into an existing roadside swale located at the northeastern boundary corner of the site. The northern portion of the property will also sheet flow toward this shallow roadside swale/pipe system . Collected runoff will flow offsite undetained (Design Point 1). The estimated peak flow rate historically released at Design Point 1 during the 100- year storm event is 23 .9 CFS (Basin EX1). In contrast, the amount of developed runoff to be released undetained from the site under proposed conditions (Basins D, OS-1 thru OS-4) is only 15.8 CFS. As such, the proposed development will reduce the amount of undetained runoff released directly offsite by 8. 1 CFS and therefore will not have an adverse impact on surrounding developments. 4. 1.2. The remainder of the property will be collected via a network of pavement (recycled asphalt pavement, RAP) sheet flow and small drainage swales and will be directed southeast toward the proposed detention pond. 4. 1 .3. The detention pond will be equipped with an outlet structure designed to release the developed runoff at a rate of just under 1 CFS/ac. The pond will release to existing grade and discharge will be converted to sheet flow using a level spreader (Design Point 2). 4. 1 .4. Sheetflow will continue east and south, following historic drainage patterns. Flows will enter the south end of the adjacent Cambodian Cultural Center property and eventually may enter the detention pond for the Palisade Park development. 4. 1 . 5. The estimated peak flow rate historically released at Design Point 2 during the 100-year storm event is 47.0 CFS (Basin EX2). The proposed development will reduce the amount of runoff released from the site to 22.3 CFS, a reduction of 24.74 CFS. In addition, the proposed detention pond will be designed as a Full Spectrum Extended Detention Basin (FSEDB) with water quality capture volume incorporated into the design. 4.2. Specific Details 4.2. 1 . Historic Basins. The existing site is divided into two (2) historic drainage basins: EX1 and EX2. The imperviousness of the basins was calculated as 5.2% and 5.0%, respectively. 4.2. 1 . 1. Basin EX1 contains 7.65 acres and is comprised of undeveloped land with native grass cover. Runoff from this basin sheet flows northeast until it reaches an existing roadside swale located along the northern boundary of the site and traveling east to Design Point 1 . This ditch transports collected runoff offsite. It should be noted that there is an irrigation ditch intervening between the roadside swale and the site Centennial Storage (Weld County, CO) DRAINAGE REPORT TWOOD SSOCIAT July 17, 2015 CONSULTING ENGINEERS Page 5 boundary. As is customary for drainage analysis in Colorado, this irrigation ditch has been ignored when evaluating drainage patterns. In reality, the ditch will intercept much of the runoff from the site, but it will overtop and spill to the parallel roadside swale. The impervious coverage of this basin is 5.2% . The peak 100-year flow for this basin is 23 .9 CFS. 4.2. 1 . 2. Basin EX2 contains 14.69 acres and is comprised of undeveloped land with sparse grass cover. Runoff from this basin sheet flows southeast to Design Point 2. A man- made temporary berm was constructed along the southeast boundary of the site. The berm is constructed of wood chips and does not appear to be an engineered drainage control structure. Stormwater runoff travels along the base of this berm and exits the site at the southeast corner of the property. Grades adjacent to the southeast corner of the property are very flat, and sheet flow appears to migrate east into the Cambodian Cultural Center south lawn and south to adjacent agricultural areas (which will be developed as Palisade Park). The impervious coverage of this basin is 5.0% . The peak 100-year flow is 47.0 CFS. 4.2.2. Proposed Basins. The proposed site was divided into ten basins: A, B, C, D, DP, OS- 1 through 0S-5. 4.2.2. 1 . Basin A is located in the northern 1/3rd of the site and contains 8. 14 acres. Within this basin will be RAP pavement for outdoor RV storage (Phase 1 and Phase 2) and two open lean-to style buildings for covered RV storage (Phase 3). Runoff from this basin sheet flows overland from the northwest corner to the southeast corner toward a 10' opening in the rail road tie pavement edge. The impervious coverage of this basin is 73.6 and the peak 100-year flow is 36.9 CFS. 4.2.2. 2. Basin B is located in the central 1/3rd of the site and contains 4.58 acres. Within this basin will be RAP pavement for outdoor RV storage (Phase 1 and Phase 2) and a small portion of landscape slope on the western end . Runoff from this basin sheet flows overland from the southwest corner to the northeast corner of the basin, toward a 10' opening in the rail road tie pavement edge. The impervious coverage of this basin is 72.3 and the peak 100-year flow is 20.70 CFS. 4.2.2.3 . Basin C is located in the southern 1/3rd of the site and contains 3 .68 acres. Within this basin will be RAP pavement for outdoor RV storage (Phase 1 and Phase 2), a small Quonset hut style equipment storage building, and landscape slope along the southern and western edges of the basin. Runoff from this basin sheet flows overland from the southwest corner to the eastern corner of the basin, toward a 10' opening the rail road tie pavement edge. The impervious coverage of this basin is 46.8 and the peak 100-year flow is 14.8 CFS. 4.2.2.4. Basin D is located in the northeast corner of the site and contains 0.73 acres. Within this basin will be the concrete pavement entrance, RAP pavement for outdoor RV storage, the sales/manager's office building, manicured landscaping around the sales/manager's office building . Runoff from this basin sheet flows overland from the southern extremity to the northeast corner, where it leaves the property undetained as previously described. The impervious coverage of this basin is 64.89 and the peak 100-year flow is 3. 5 CFS. 4.2. 2. 5. Basin DP is the detention pond and is located in the southeastern corner of the site and contains 1.85 acres. The impervious coverage of this basin is 2.0 and all flows are captured within the detention pond. 4.2. 2.6. Basin OS-1 is located northwestern corner of the site and contains 2.06 acres. Within this area will be a landscaped slope along the western and manicured landscape screening along the north. Runoff from this basin sheet flows from the south to the north where it is captured within the existing roadside/irrigation ditch. Collected runoff within the ditch is directed to an existing irrigation diversion structure and to a proposed 18" PVC drain that parallels the northern property line of the site. Centennial Storage (Weld County, CO) i'\ v DRAINAGE REPORT TWOOD SS OCIATES July 17, 2015 CONSULTING ENGINEERS Page 6 The impervious coverage of this basin is 3.73 and the peak 100-year flow is 6. 1 CFS. The 18" PVC pipe. The 18" PVC pipe will be installed at 2. 1%, which has a capacity of 19 CFS. The development is required to transmit 3.0 CFS per the irrigation agreement, which is being met when the pipe is approximately 33% full . 4.2.2. 7. Basin OS-2 is located along the center 1/3rd of the northern property line and contains 0.34 acres. Within this basin will be manicured landscaping used to screen the property from the neighbors. Runoff from this basin will flow to the private road, undetained . The impervious coverage of this basin is 4. 15 and the peak 100-year flow is 1 .3 CFS. 4.2.2.8. Basin OS-3 is located at the eastern irrigation diversion structure along the northern property line of the site and contains 0. 08 acres. Within this basin will be manicured landscaping used to screen the property from the neighbors and includes the existing irrigation diversion structure. Runoff within this basin remain within this basin and is discharged into the existing irrigation diversion structure (or continues into the 18" PVC pipe to the east, should the irrigation diversion structure be closed). The impervious coverage of this basin is 2.00 and the peak 100-year flow is 0.32 CFS. 4.2. 2.9. Basin OS-4 is located along the eastern 1/3rd of the northern property line and contains 0. 14 acres. Within this basin will be manicured landscaping used to screen the property from the neighbors. Similar to Basin OS-2, runoff from this basin will flow to the private road, undetained. The impervious coverage of this basin is 2. 00 and the peak 100-year flow is 0. 53 CFS. 4.2.2. 10. Basin OS-S is located along the eastern property line and includes the back slope of the detention pond and contains 0.74 acres. Within this basin will be manicured landscaping used to screen the property from the neighbors. Runoff from this basin will sheet flow to the adjoining properties undetained . The impervious coverage of this basin is 2. 00 and the peak 100-year flow is 2.8 CFS. 4.3. Stormwater Management Facility Design 4.3. 1 . The proposed detention pond is located in the southeast corner of the property. The basins tributary to this detention pond include basins A, B, C, D, and DP. Developed runoff from the site will be routed to this detention pond primarily via overland sheet flow concentrating at rail road tie pavement edge openings. 4.3 .2. The maximum 100-year storage volume for the pond is 1 .99 acre-ft (elevation = 5250. 10) with a peak outflow rate of 16.8 CFS. The proposed outflow rate is less than the maximum allowable release rate of 22. 3 CFS. 4.3.3 . The pond's proposed capacity is 2. 05 acre-ft at elevation 5251 .00 ft. The proposed detention pond design provides a freeboard of 0.90 ft. The detention pond was designed to release the 100-year storm event within the 72-hour drain time 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. S. 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. Centennial Storage (Weld County, CO) DRAINAGE REPORT TWOOD SSOCIAT July 17, 2015 CONSULTING ENGINEERS Page 7 5.2.2. The site will maintain or reduce peak discharge rates upon full development. 5.2.3. Stormwater runoff from offsite basins OS- 1 through 0S-4 will continue to flow into the existing drainage swale on the north side of the property to exit the site undetained. However, the amount of developed runoff allowed to exit the site undetained is lower than the amount of historic flow at the same design point. 5.2.4. The remainder of the site will be directed toward the proposed detention pond located in the southeast corner of the site. This pond was designed as an extended detention basin with water quality capabilities. The maximum allowable release rate from the pond is below is significantly less than the estimated historic release 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. TWOOD SSOCIATES\, CONSULTING ENGINEERS z O APPENDIX A 0 a S 0 V V 0 0 oc O E ngi ne ri rig ar d Tent's deems into reality with personal 9avi og cpd ity, and i nteg°ity DRAINAGE CRITERIA MANUAL (V. 1 ) RAINFALL ,' ^I P !`a 'II P 69 'I. P 66 'i'i P 65 Vi P 64 V,. I 1 .t_' .i _ ,.. .i ( I / I 1 1 i I • lc Site : 0 . 95 in s J • roi‘ • . LDEP ._TTh I rn 4 n, a I� Q L 1 , — //// \---roat — r Nt XADAMS ARAPAHOE rn 0.99 I r / 'OE • ti to • • SEC—LI- in 1 \ r i _1_ X 1 . 0 0.'l - • - 1 .0 0.95 u9 vv ,.� R 688 W R 67 W R 66 W P. 66 VII R 64 W R o.i 'dv 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 ) I I 1 • , \--\.k 1 _ i 1 • ...___nr, _ , , , ) 4 Site: 1 .38 in \ • / _/ \ I ( I . __Di \ / 'J ADAM`_ ARAPAHUL \ / <n 11°... 1iK tial• , VI ' in 1_ AHOE ARAPAHOE1 • --N., --#f _ ;I AS ELBERT . J a _J -f in 0 . L x 3,11 1 .4 P 66 V' P 6` W P 64 W P 63 }!'. 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 \- \ 7 ifSite: 1 .65 in 1 ) 1 i v, 1 / / / i __Lir /\ k in H ADAMS \ \ ARAPAHOE fil N i- 1 .65 • \ / \ / l,HOE ARAPAHOE in G!AS ELBE RT • to r (U W D MI / a LEI r Y • \ VI r (....s....".. .. .."..- ..•••••"'".... • \ L65 1 .7 P 85 W P n4 V/ P ;.? W 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 ) • q ,• P\Site: 2.70 in / 1 ' I• N / 0o CO \ / ) r t / El J / \IP i �. K... \ , Lie; h \ . \ \ / N • / \ L \ 2.5 i r �. L. R FMS W P r-' V,' P y6 5 W P 35 V. Figure RA-6—Rainfall Depth-Duration-Frequency: 100-Year, 1 -Hour Rainfall RA-18 01 /2004 Urban Drainage and Flood Control District TWOOD SSOCIATES\ CONSULTING ENGINEERS WEIGHTED PERCENT IMPERVIOUSNESS & RUNOFF COEFFICIENT "C" : EXISTING CONDITIONS Project: Centennial Storage RV & Boat Storage Location : NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) Land Use Imp (%) Conc Pvmt 100 RAP Pvmt 75 Roof 90 Lawn 2 Historic 5 NRCS Hydrologic Soil Grp: C Surface Area by Type (Ac) Weighted Runoff Coefficient "C" (Table RO-5) Basin Area Conc Pvmt RAP Pvmt Roof Lawn Historic Imp 2-Yr 5-Yr 10-Yr 100-Yr EX1 7.65 0.02 7.61 5.2 0.08 0. 18 0.28 _ 0. 52 EX2 14.69 14.69 5.0 0.08 0. 18 0.28 0. 52 TOTAL 22.34 0.00 0.00 0.02 0.00 22.30 5.1 0.08 0.18 0.28 0.52 "-Rath-ree.u,ng ont rifler/1 - s dreams, infra •wcc('ilra' wall personal service . < Het Lilly,. and bzt.eritil 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 3O3.,`.49.i)l)53 • FAX: 303A7I ,91 7 • EMAIL: vAxycnnt 9c.22c.c:,r,rA • WEBSITE: F'tttp://AAvvv.c12•-cn.rint Tab: EX %Imp-RunoffC in File: P:I FY15I0061-CENTENNIALSTORAGE!04-CO75TORAGE(WELD)►Does I DRAINAGEI DA TA I DrainageCalcs.xlsx TIN-- 00D- SSOCIATES\ CONSULTING ENGINEERS TIME OF CONCENTRATION (Tc) : EXISTING CONDITIONS Project: Centennial Storage RV & Boat Storage Location : NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) Land Surface Conveyance Coefficient, Cv NRCS Hydrologic Soil Grp: C j Heavy Meadow 2.5 Tillage/Field 5 Short Pasture 7 Nearly Bare Gound 10 Grassed Waterway 15 Paved Area 20 Overland Sheet Flow Shallow Concentrated Flow CK FINAL Basin Area Length Slope Lenth Slope Cv C5 Til Tt2 Tt3 Tc Tc EX1 7.65 500 3.0% 1085 2.2% 10 0. 18 _ 25.8 12.2 16.0 38.0 16.0 EX2 14.69 500 3.5% 940 3.0% 10 0. 18 24.6 9.0 15.2 33.6 15.2 'Ti = (0.395*(1. 1-05)*Lo.so)/So.33 (Eq. R0-3) 2Tt = L/(C„*SWo.so)*(1/60) (Eq. RO-4) 3Tt - (L/180)+10 (Eq. RO-5) Max Length of Overland Sheet Flow: 500' "`8n i.neetinr. .an'i cllenn.t's' dzea,ns' into• reality, was. /2eZsuraa.ise4.ltke . 7iiaei/I(. and irs.tegaitge" 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 1U3.549.U(•%3 • FAX: :u) .4/ I.945? • EMAIL, wtxycn'I=.c:2t:e.nel • WEBSITE: lilts,:/rwvnv.ct2c0.tu2! Tab: EX TimeConc in File: P:I FY15I0061-CENTENNIALSTORAGEI04-CO7STORAGE(WELD)I Docs I DRAINAGEI DATA I DrainageCalcs.xlsx AtDAtOATi\ CONSULTING ENGINEERS PEAK FLOWS: EXISTING CONDITIONS Project: Centennial Storage RV & Boat Storage Location: NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) 2-yr 5-yr 10-yr 100-yr NRCS Hydrologic Soil Grp: C 'P1 0.95 1.38 1.65 2.70 2Runoff Coefficient "C' 3Rainfall Intensity "I" 4Runoff "Q" Basin Area Final Tc Wt'd Imp 2-Year 5-Year 10 Year 100 Year 2-Year 5-Year 10-Year 100-Year (Ac) (min) (%) 2-Year 5-Year 10 Year 100 Year (in/hr) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs) (cfs) EX1 7.65 16.0 5.2 0.08 0. 18 0.28 0.52 2. 11 3.07 3.66 6.00 1.3 4.2 7.8 23.9 EX2 14.69 15.2 5.0 0.08 0. 18 i 0.28 0.52 2. 16 3. 14 3.76 6. 15 2.5 8.3 15.4 47.0 22.34 0.08 0.18 0.28 0.52 3.83 12.53 23.30 70.81 is iflpe.4.ixi4 run-rtrill s. dn'a,ns, irrta toothy sibil r pets411rnh se,face-. q.rta itt, and.i iieritif, 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 303.,49.005: • FAX: 3113.t.i 1.9432 • EMAIL: vRxynn' AC2Ce.tiet • WEBSITE: 1llp:l/w✓'N/.lip://www.o2izarbril Tab: EX PeakFlows in File: P:I FY15I0061-CENTENNIALSTORAGEI04-GO75TORAGE(WELO)I Docs I DRAINAGEI DATA I DrainageCalcs.xlsx TWOOD SSOCIATES\ CONSULTING ENGINEERS WEIGHTED PERCENT IMPERVIOUSNESS & RUNOFF COEFFICIENT "C" : DEVELOPED CONDITIONS Project: Centennial Storage RV & Boat Storage Location : NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) Land Use Imp (%) Conc Pvmt 100 RAP Pvmt 75 Roof 90 Lawn 2 Historic 5 NRCS Hydrologic Soil Grp: C Surface Area by Type (Ac) Weighted Runoff Coefficient "C" (Table RO-5) Basin Area Conc Pvmt RAP Pvmt Roof Lawn Historic Imp 2-Yr 5-Yr 10-Yr 100-Yr A 8. 14 6.48 1 .25 0.41 73.6 0.54 0.58 0.62 0.71 B 4.58 4. 10 0.26 0.22 72.3 0.51 0.55 0.60 0.69 C 3.68 2. 16 0.07 1. 17 0.28 46.8 0.33 0.39 0.45 0.60 D 0.73 0.30 0. 19 0.03 0.21 64.9 0.45 0.49 0. 54 0.65 DP 1 .85 1.85 2.0 0.06 0. 16 0.26 0. 51 OS1 2.06 0.87 1 . 19 3.7 0.07 0. 17 0.27 0. 52 OS2 0.34 0.01 0.33 4. 1 0.08 0. 18 0.28 0. 52 O53 0.08 0.08 2.0 0.06 0. 16 0.26 0. 51 OS4 0. 14 0. 14 2.0 0.06 0. 16 0.26 0. 51 O55 0.74 0.74 2.0 0.06 0. 16 0.26 0. 51 TOTAL 22.34 0.30 12.94 1 .61 6.02 1.47 52. 1 0.35 0.41 0.47 0.61 "CC GI?1r1#zeeu n9 flu , rein,/ s diet-tuts. into wetIF[ht wait pE'7,C<+I,c,e service . g Ira ei 11'. a1'n't tn.tEer i e • 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 303..549.iti;S3 • FAX: 303.4t1 .9-1'12 • EMAIL: vvtxycIritac.22c.c:.r,c,? • WEBSITE: I0U)://.•Av.v.c12,-!_'.rint Tab: PR %Imp-Runofic in File: P: I FY15►0061-CENTENNIALSTORAGEI04-CO75TORAGE(WELD)I Docs I DRAINAGEI DA TA I DrainageCalcs.xlsx TWOOD SSOCIATES\ CONSULTING ENGINEERS TIME OF CONCENTRATION (Tc) : DEVELOPED CONDITIONS Project: Centennial Storage RV & Boat Storage Location : NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) Land Surface Conveyance Coefficient, Cv NRCS Hydrologic Soil Grp: C j Heavy Meadow 2.5 Tillage/Field 5 Short Pasture 7 Nearly Bare Gound 10 Grassed Waterway 15 Paved Area 20 Overland Sheet Flow Shallow Concentrated Flow CK FINAL Basin Area Length Slope Lenth Slope Cv C5 Tit Tt2 Tt3 Tc Tc A 8. 14 500 2.8% 727 1.8% 20 0.58 14.9 4.5 14.0 19.5 14.0 B 4.58 500 3.0% 585 2.6% 20 0.55 15.5 3.0 13.3 18.5 13.3 C 3.68 500 4.2% 479 3.6% 20 0.39 17.9 2. 1 12.7 20.0 12.7 D 0.73 222 1 .6% 0 20 0.49 14. 1 0.0 10.0 14. 1 10.0 DP 1 .85 107 5.6% 622 2.0% 15 0. 16 9.9 4.9 13.5 14.9 13.5 O51 2.06 500 2.0% 340 2.9% 7 0. 17 29.9 4.8 11.9 34.6 11.9 OS2 0.34 500 3.0% 0 15 0. 18 25.8 0.0 10.0 25.8 10.0 OS3 0.08 55 3.6% 0 15 0. 16 8.2 0.0 10.0 8.2 8.2 OS4 0. 14 254 4.7% 0 15 0. 16 16.2 0.0 10.0 16.2 10.0 OS5 0.74 500 2.0% 0 10 0. 16 30.2 0.0 10.0 30.2 10.0 1Ti = (0.395*(1. 1-05)*L0.50)/S0.33 (Eq. R0-3) 2Tt = L/(Cy*SW(15o)*(1/60) (Eq. RO-4) 3Tt - (L/180)+ 10 (Eq. RO-5) Max Length of Overland Sheet Flow: 500' ac-611.9m4),7i!lilt' Ott?- clienit 's, thewnrwinlo reality, malt, /2exs('na( se-vile() . (melee/if . and klieg 7itilit • 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 3O3.')49.0l,%3 • FAX: 30 ./1.( I.946? • EMAIL. wtxyUeiI9c:2t:e,rit • WEBSITE: IMI):/rwww.c22cc„her Tab: PR TimeConc in File: P::I FY1510061-CENTENNIALSTORAGEl04-CO7STOR4GE(WELD)I Docs I DRAINAGEI DATA I DrainageCalcs.xlsx AtDAtOATi\ CONSULTING ENGINEERS PEAK FLOWS: DEVELOPED CONDITIONS Project: Centennial Storage RV & Boat Storage Location: NE 1/4 of Section 33, Township 1 North, Range 68 West, of the 6th Principal Meridian (Weld County, CO) 2-yr 5-yr 10-yr 100-yr NRCS Hydrologic Soil Grp: C 1P1 0.95 1.38 1.65 2.70 2Runoff Coefficient "C ' 3Rainfall Intensity "I" 4Runoff "Q" Basin Area Final Tc Wt'd Imp 2-Year 5-Year 10-Year 100-Year 2-Year 5-Year 10-Year 100-Year (Ac) (min) (%) 2-Year 5-Year 10 Year 100 Year (in/hr) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs) (cfs) A 8. 14 14.0 73.63 0.54 0.58 0.62 0.71 2.25 3.26 3.90 6.38 9.87 15.40 19.68 36.88 B 4.58 13.3 72.34 0.51 0.55 i 0.60 0.69 2.30 3.35 4.00 6.55 5.38 8.43 11.00 20.70 C 3.68 12.7 46.75 0.33 0.39 0.45 0.60 2.35 3.42 4.08 6.68 2.86 4.90 6.76 14.76 D 0.73 10.0 64.89 0.45 0.49 0.54 0.65 2.59 3.77 4.50 7.37 0.85 1.35 1.78 3.50 DP 1.85 13.5 2.00 0.06 0. 16 0.26 0.51 2.29 3.33 3.98 6.51 0.25 0.98 1.91 6.14 OS1 2.06 11.9 3.73 0.07 0. 17 0.27 0.52 2.42 3.51 4.20 6.87 0.35 1.23 2.33 7.36 OS2 0.34 10.0 4. 15 0.08 0. 18 , 0.28 0.52 2.59 3.77 4.50 7.37 0.07 0.23 0.43 1.30 O53 0.08 8.2 2.00 0.06 0. 16 0.26 0.51 2.79 4.05 4.84 7.92 0.01 0.05 0.10 0.32 0S4 0. 14 10.0 2.00 0.06 0. 16 0.26 0.51 2.59 3.77 4.50 7.37 0.02 0.08 0.16 0.53 OS5 0.74 10.0 2.00 0.06 0. 16 i 0.26 0.51 2.59 3.77 4.50 7.37 0.12 0.45 0.87 2.78 22.34 0.35 0.41 0.47 0.61 19.79 33.11 45.03 94.27 ?;119..iiionixrl nrrs-rpirir/ es, dronrns' Mtn t4.a flyMtll r petS414 nal Net Mee-. q.rrn(raft, nar4iill/eiIPilil. 9674 Adelaide Circle • Highlands Ranch, CO 80130-6825 PHONE: 303.549.005: • FAX: 303.4 "1.9432 • EMAIL: vnxynre rtc2ce.r it•' • WEBSITE: I llp://t.Me .c12cc.rer•I Tab: PR PeakFlows in File: P::I FY1SI0061-CENTENNIALSTORAGE104-CO75TORAGE(WELD)I Docs I DRAINAGEI DATA I DrainageCalcs.xlsx 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). C , K , 1 .31 i 1 .44i 2 U 1 . 135i H 0. 12 for CA i 0, otherwise C a — 0 (RO-6) 06/2002 RO-9 Urban Drainage and Flood Control District TABLE 1 RUNOFF COEFFICIENTS AND PERCENTS 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 (*t) V ) .40 .45 30 .60 Multi-Unit (detached) 60 .45 .50 .60 .70 Multi-Unit (attached) 75 .60 .65 .70 .80 1/2 Acrc Lot or Larger la) .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 . l0 .35 .60 Playgrounds 10 . 15 .?5 .35 .65 Schools 50 .45 .50 .60 .70 Railroad Yard Areas 15 .40 .45 .50 .60 Undeveloped Areas: Historic Flow Analysis, Greenbelts, Agricultural ? ( See "Lawns") Off-Site Flow Analysis (when land use not defined) 45 .4 3 47 .55 .65 • Streets: Paved 11 X .X 7 .88 .90 .93 Gravel 40 . 15 .25 .35 .65 Ce-miwg Dnvc ar4 Walks 96 .87 .87 .88 .89 Roofs 90 .80 .85 .90 .90 Lawns, Sandy Soil (A and B Soils): 2% Slope .05 _06 .08 . 10 2-7% Slope . 10 _ 11 .13 . 15 >7% Slope . 15 . 16 . 18 .20 Lawns, Clay Soil (C and D Soils): 2% Slope . 13 . 14 _15 .17 2-7% Slope 18 . 19 20 .22 >7°f y 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 I for percent impervious. (** )1,p to S 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 TWOOD SSOCIATES\, CONSULTING ENGINEERS 11) O APPENDIX B C a S O V V I J C ›- E ngi neeri rig ar d iert's ctearrs into reality with personal >- sqityidintqity DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Centernnial Storage RV & Boat Storage (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,= 52.10 percent Catchment Drainage Imperviousness I, = 52.10 percent Catchment Drainage Area A= 22.340 acres Catchment Drainage Area A= 22.340 acres Predevelopment NRCS Soil Group Type= C A. 8, C.or D Predevelopment NRCS Soil Group Type= C 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= 8 minutes Time of Concentration of Watershed Tc = 8 minutes Allowable Unit Release Rate q = 0.30 cfs/acre Allowable Unit Release Rate q = 1.00 cfs/acre One-hour Precipitation P, = 1.65 inches One-hour Precipitation P, = 2.70 Inches Design Rainfall IDF Formula i =Cr P,/(C2+T,)"C3 Design Rainfall IDF Formula i =C,'Pi/(C2+TJAC3 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= 0.47 Runoff Coefficient C= 0.61 Inflow Peak Runoff Qp-in= 50.04 cfs Inflow Peak Runoff Qp-in = 106.27 cis Allowable Peak Outflow Rate Op-out= 6.70 cfs Allowable Peak Outflow Rate Qp-out = 22.34 cfs Mod. FAA Minor Storage Volume= 50.856 cubic feet Mod. FAA Major Storage Volume= 86,542 cubic feet Mod. FAA Minor Storage Volume= 1.167 acre-ft Mod. FAA Major Storage Volume= 1.987 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 I 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 5.55 0.401 1.00 6.70 0.046 0.355 5 9.08 0.853 1.00 22.34 0.154 0.699 10 4.42 0.640 0.91 6.10 0.084 0.556 10 7.24 1.359 0.91 20.33 0.280 1.079 15 3.71 0.805 0.77 5.18 0.107 0.698 15 6.07 1.709 0.77 17.28 0.357 1.352 20 3.21 0.929 0.71 4.72 0.130 0.799 20 5.26 1.974 0.71 15.75 0.434 1.540 25 2.84 1.029 0.66 4.45 0.153 0.875 25 4.66 2.185 0.66 14.83 0.511 1.674 30 2.56 1.111 0.64 4.27 0.176 0.935 30 4.19 2.359 0.64 14.22 0.588 1.772 35 2.33 1.181 0.62 4.14 0.199 0.982 35 3.82 2.508 0.62 13.79 0.665 1.844 40 2.15 1.242 0.60 4.04 0.222 1.020 40 3.51 2.638 0.60 13.46 0.742 1.896 45 1.99 1.296 0.59 3.96 0246 1.051 45 326 2.753 a59 13.21 a819 1-934 50 1.86 1.345 0.58 3.90 0.269 1.076 50 3.04 2.856 0.58 13.00 0.895 1.960 55 1.75 1.389 0.57 3.85 0.292 1.097 55 2.86 2.949 0.57 12.84 0.972 1.977 60 1.65 1.429 0.57 3.81 0315 1.114 60 2.69 3.034 0.57 12.70 1.049 1.985 65 1.56 1.466 0.56 3.77 0.338 1.128 65 2.55 3.113 0.56 12.58 1.126 1.987 70 1.48 1.500 0.56 3.74 0.361 1.139 70 2.42 3A86 0.56 12.48 1.203 1.983 75 1.41 1.532 0.55 3.72 0.384 1.148 75 231 3.254 0.55 12.39 1.280 1.974 80 1.35 1.562 0.55 3.69 0.407 1.155 80 2.21 3.318 0.55 12.31 1.357 1.961 85 1.29 1.591 0.55 3.67 0.430 1.160 85 2.12 3.378 0.55 12.25 1.434 1.944 90 1.24 1.617 0.55 3.66 0.453 1.164 90 203 3.435 0.55 12.19 1.511 1.924 95 1.20 1.643 0.54 3.64 0.476 1.166 95 1.96 3.489 0.54 12.13 1.588 1.901 100 1.15 1.667 0.54 3.63 0.499 1.167 100 1.89 3.540 0.54 12.09 1.665 1.875 105 1.11 1690 0.54 3.61 0.522 1.167 105 1.82 3.589. 0.54 12.04 1.742 1.847 110 1.08 1.712 0.54 3.60 0.546 1.166 110 1.76 3.636 0.54 12.00 1.819 1.817 115 1.04 1.733 0.54 3.59 0.569 1.164 115 1.71 3.681 0.54 11.97 1.896 1.785 120 1.01 1.753 0.53 3.58 0.592 1.162 120 1.65 3.724 0.53 11.93 1.972 1.751 125 0.98 1.773 0.53 3.57 0.615 1.158 125 1.60 3.765 0.53 11.90 2.049 1.716 130 0.95 1.792 0.53 3.56 0.638 1.154 130 1.56 3.805 0:53 11.87 2.126 1.679 135 0.93 1.810 0.53 3.55 0.661 1.149 135 1.52 3.843 0.53 1t85 2.203 1.640 140 0.90 1.827 0.53 3.55 0.684 1.143 140 1.48 3.880 0.53 11.82 2.280 1.600 145 0.88 1.844 0.53 3.54 0.707 1.137 145 1.44 3.916 0.53 11.80 2.357 1.559 150 0.86 1.860 0.53 3.53 0.730 1.130 150 1.40 3.951 0.53 11.78 2.434 1-517 155 0.84 1.876 0.53 3.53 0.753 1.123 155 1.37 3.985 0.53 11.76 2.511 1,474 160 0.82 1.892 0.53 3.52 0.776 1.115 160 1.34 4.018 0.53 11.74 2.588 1.430 165 0.80 1.907 0.52 3.52 1799 1.107 165 1.31 4.050 0.52 11.73 2.665 1.385 170 0.78 1.921 0.52 3.51 0.823 1.099 170 1.28 4.081 0.52 11.71 2.742 1.339 175 0.76 1.936 0.52 3.51 0.846 1.090 175 1.25 4.111 0.52 11.69 2.819 1.292 180 0.75 1.949 0.52 3.50 0.869 1.081 180 1.23 4A40 (152 11.68 2.896 1.245 185 0.73 1.963 0.52 3.50 0.892 1.071 185 1.20 4.169 0.52 11.67 2.973 1.196 190 0.72 1.976 0.52 3.50 0.915 1.061 190 1.18 4.197 0.52 11.65 3.049 1.147 195 0.71 _1.989 0.52 3.49 0.938 1.051 195 1.15 4.224 0.52 1t64 3.126 1.098 200 0.69 2.002 0.52 3.49 0.961 1.041 200 1.13 4.251 0.52 11.63 3.203 1.048 205 0.68 2.014 0.52 3.49 0.984 1.030 205 1.11 4.277 0.52 11.62 3.280 0.997 210 0.67 2.026 0.52 3.48 1.007 1.019 210 1.09 4.303 0.52 11.61 3.357 0.945 215 0.66 2.038 0.52 3.48 1.030 1.007 215 1.07 4.328 0.52 11.60 3.434 0.894 220 0.64 _ 2.049 0.52 348 1.053 0.996 220 1.05 4.352 0.52 11.59 3.511 0.841 225 0.63 2.061 0.52 3.47 1.076 0.984 225 1.04 4.376 0.52 11.58 3.588 0.788 230 0.62 2.072 0.52 3.47 1.099 0.972 230 1.02 4.400 0.52 11.57 3.665 0.735 235 - 0.61 _ 2.083 0.52 3.47 1.123 0.960 235 100 4.423 0.52 11.56 3.742 0.681 240 0.60 2.093 0.52 3.47 1.146 0.948 240 0-99 4.446 0.52 11.55 3.819 0-627 245 0.59 2.104 0.52 3.46 1.169 0.935 245 0.97 4.468 0.52 11.54 3.896 0.572 250 0.58 _ 2.114 0.52 3.46 1.192 0.922 250 0.96 4.490 0.52 11.54 3.973 0.517 255 158 2.124 0.52 3.46 1.215 0.909 255 0.94 4.511 0.52 11.53 4.050 0.462 260 0.57 2.134 0.52 3.46 1.238 0.896 260 0.93 4.532 0.52 11.52 4.126 0.406 265 0.56 2.144 0.52 3.45 1.261 0.883 265 0.92 4.553 0.52 11.52 4.203 0.350 270 0.55 2.153 0.52 3.45 1.284 0.869 270 0.90 4.573 0.52 11.51 4.280 0.293 275 0.54 2.163 0.51 3.45 1.307 0.856 275 0.89 4.594 0.51 11.50 4.357 0.236 280 0.54 2.172 0.51 3.45 1.330 0.842 280 0.88 4.613 0.51 11.50 4.434 0.179 285 0.53 2.181 0.51 3.45 1.353 0.828 285 0.87 4.633 0.51 11.49 4.511 0.122 290 0.52 2.190 0.51 3.45 1.376 0.814 290 0.85 4.652 0.51 11.49 4.588 0.064 295 0.52 2.199 0.51 3.44 1.399 0.800 295 0.84 4.671 0.51 11.48 4.665 0.006 300 0.51 2.208 0.51 3.44 1.423 0.785 300 0.83 4.689 0.51 11.48 4.742 -0.052 Mod. FAA Minor Storage Volume(cubic ft.)= 50,856 Mod. FAA Major Storage Volume(cubic ft.)= 86,542 Mod. FAA Minor Storage Volume(acre-ft.)= 1.1675 Mod. FAA Major Storage Volume(acre-ft.) = 1.9867 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 UD-Detention v2.35.xlsm, Modified FM 7/16/2015,4:38 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Centernnial Storage RV & Boat Storage (Weld County, CO) Basin ID: Project Site Inflow and Outflow Volumes vs. Rainfall Duration 5 4.5 4 3.5 il ..r 0 o 6. o 2.5 . ca tv 3 - ) 2 ••••••••••••• — - - •• • • • •• 1 .5 • •• - - • •I •• • I � '' O°° r' 000000000000000000000000•0°M. 00000000000000000000 O O10 I •I - •• oC7° pOpOp° °° _ ••• °°o°000 O • -�.5 •• 0 • •• •• r, •• •• 0 •• 0 50 100 150 200 250 300 350 Duration (Minutes) Minor Storm Inflow Volume —a—Minor Storm Outflow Volume 0 Minor Storm Storage Volume —0—Major Storm Inflow Volume Major Storm Outflow Volume I Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 UD-Detention_v2.35.xlsm, Modified FM 7/16/2015.4:38 PM STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Centernnial Storage RV & Boat Storage (Weld County, CO) Basin ID: Project Site Dam Silt ClZ side slope z Dam Side Epee A Flow ►eFlow Dam L Flow W eS WeS W � V Y Side Slope Z Side Slope z < L > < 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), 4 = ft/ft Rectangle _ OR... Circle / Ellipse _ OR... Irregular X (Use Overide values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 1.17 1.99 acre-ft. Stage-Storage Relationship: Storage Requirement from Sheet 'Hydrograph': acre-ft. Storage Requirement from Sheet 'Full-Spectrum': 1.14 2.05 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) 43.50 (input) 0 0.000 I 0.000 46.00 0.00 0.00 2,316 2,895 0.053 0.066 47.00 0.00 0.00 8,862 8,484 0.203 0.195 48.00 0.00 0.00 17,642 21,736 0.405 0.499 49.00 0.00 0.00 30,207 45,661 0.693 1.048 50.00 0.00 0.00 43,510 82,519 0.999 1.894 51.00 0.00 0.00 47,686 128,117 1.095 2.941 #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #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 7/16/2015, 4:41 PM STAGE-STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: r 1 STAGE-STORAGE CURVE FOR THE POND 60.00 50.00 • r* 4 40.00 • • _CD d 30.00 • d 0 Co 0 20.00 • • 10.00 • 0.00 0.00 0.50 1 .00 1 .50 2.00 2.50 3.00 3.50 Storage (acre-feet) UD-Detention_v2.35.xlsm, Basin 7/16/2015, 4:41 PM DETENTION VOLUME BY THE FULL SPECTRUM METHOD Project: Centernnial Storage RV & Boat Storage (Weld County, CO) Basin ID: Project Site * User input data Area of Watershed (acres) 22.34 shown in blue. Subwatershed Imperviousness 52.1 % Level of Minimizing Directly Connected 0 Impervious Area (MDCIA) Effective Imperviousness' 52. 1 % Hydrologic Soil Type Percentage of Area Area (acres) Type A 0.0 Type B 0.0 Type C or D 100.0% 22.3 Recommended Horton's Equation Parameters for CUHP Infiltration (inches per hour) Decay Initial--f1 Final--fo Coefficient--a 3 0.5 0.0018 Detention Volumes 2,5 Maximum Allowable (watershed inches) (acre-feet) Release Rate, cfs3 Excess Urban Runoff Volume4 0.61 1 .14 Design Oulet to Empty EURV in 72 Hours 100-year Detention Volume Including WQCV 5 1 . 10 2.05 22.34 2.50 - - 2.00 / 100.M Vol Type A Sol UJ • � 100.yr Vol Type e,C 8D9als toes c 1 .50 / • EURVType ASol Gl c • / s p ' — EURV TypeBSW J • 0 0 1 .00 s � •cc EURV Typo ClD Spe I . f00y+Seorape Volwro • '.I • EURV SWrege Vdunro 0.50 • / �� 0.00 , 0 20 40 60 80 100 Percent Total Imperviousness 1 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 7/16/2015, 4:40 PM Arts°eft TWOOD SSOCIATES CONSULTING ENGINEERS U) APPENDIX C a O oc LL W O a a E ngi need rig ar d iert's ctearrs into reality with personal savi oq quality, and i ntegity a va op v Co in A E _. 0oa R i � a c N E u _ e la o v ac : tflj in d WA =�'i a �., y W CC ZeC CC iii ^^ 4,11 Z � 00 Z 13112 0 Ar _:.) h e3 V C ag N a Off. co 2O W R 0 It C GC CC O low. l- 0. \IC .1.: J2= ^ a O ' U d 0 .in E - c c W ot et is J Ca 0115 0 At 7_ 4. Wm ......_ AtioPc.340,O lEdy Li- O o t 0 C (2a -)i� A i1c X ° v 16 d cbi in ie co t w d O ` ' I— }r O 'f. 4 — I • • • • I N. I• . • •• •• • • • E.! I { ff W H H I • • in r7 l • • cp co • N CO idd se' /.0' t ryes Cir 1 (J i I I i I - LEGEND 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 I 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 . ,,. FLOODWAY AREAS IN ZONE AE Y J , r. sy y 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 - year flood plain . ZONE D Areas in which flood hazards are undetermined . Flood Boundary --�- Floodway Boundary - - Zone D Boundary I :: . . - : . i Boundary Dividing Special Flood Hazard Zones , and Boundary Dividing Areas of Different Coastal Base Flood Elevations Within Special f= lood Hazard Zones. 513 Base Flood Elevation Line ; Ele- vation in Feet* (15) D Cross Section Line ( EL 987 ) Base Hood Elevation in Feet Where Uniform Within Zone * RM7x Elevation Reference Mark * Referenced to the National Geodetic Vertical Datum of 1929 Soil Map—Weld County, Colorado, Southern Part (Weld County Storage Lot) o b ° ° 0 0 499240 499290 499340 499390 499440 499490 499540 499590 499640 499690 499740 40° 0'36"N riPrilin il. ,, • l l a in _ - _ ` f I 40° 0'36"N 1W—: ir f • It ...- N r I t • 4 fil. • 454... " •••••24:64 • ' . . t. . rs . A tit A 1 11 ._ Driveway tilt I Y i r • i i, • _ 4 ii lai . 3 .. 1 • , , - • * a- . . 40° 0'24"N I I I 40° 0'24"N 499240 499290 499340 499390 499440 499490 499540 499590 499640 499690 499740 3 3 N b ri b Map Scale: 1:2,440 if printed on A landscape (11" x 8.5") sheet. b L N Meters ul 0 35 70 140 210 0 Feet A 0 100 Map projection: Web Merc200ator Corner coordinates:400 WG584 Edge tics: UTM600 Zone 13N WG584 USDA Natural Resources Web Soil Survey 7/16/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 Hydrologic Soil Group—Weld County, Colorado, Southern Part (Weld County Storage Lot) 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 0 Enlargement of maps beyond the scale of mapping can cause A O 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 A/D 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 Rails measurements. C 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 •we A Aerial Photography calculations of distance or area are required. ,.Ns A/D This product is generated from the USDA-NRCS certified data as of r.s B the version date(s) listed below. B/D Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 13, Sep 23, 2014 _%_ C Soil map units are labeled (as space allows) for map scales 1 :50,000 ..� C/D or larger. - D Date(s) aerial images were photographed: Mar 16, 2012-Sep r r Not rated or not available 18, 2014 Soil Rating Points The orthophoto or other base map on which the soil lines were 0 A compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting o A/D of map unit boundaries may be evident. O B D B/D LSD \ Natural Resources Web Soil Survey 7/16/2015 Conservation Service National Cooperative Soil Survey Page 2 of 4 Soil Map—Weld County, Colorado, Southern Part Weld County Storage Lot Map Unit Legend Weld County, Colorado, Southern Part (CO618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 66 Ulm clay loam, 0 to 3 percent 11 .2 50.4% slopes 67 Ulm clay loam, 3 to 5 percent 11 .0 49.6% I slopes 83 Wiley-Colby complex, 3 to 5 0.0 0.0% percent slopes Totals for Area of Interest 22.2 i 100.0% USDA Natural Resources Web Soil Survey 7/16/2015 a Conservation Service National Cooperative Soil Survey Page 3 of 3 Hydrologic Soil Group—Weld County, Colorado, Southern Part Weld County Storage Lot 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 66 Ulm clay loam, 0 to 3 C 11 .2 50.4% percent slopes 67 Ulm clay loam, 3 to 5 C 11 .0 49.6% percent slopes 83 Wiley-Colby complex, 3 B 0.0 0.0% to 5 percent slopes Totals for Area of Interest 22.2 100.0% 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 7/16/2015 a Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part Weld County Storage Lot Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g . , rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived , a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned . If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned . The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred . Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie-break Rule: Higher The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. USDA Natural Resources Web Soil Survey 7/16/2015 a Conservation Service National Cooperative Soil Survey Page 4 of 4 CO ceOyA Weld County Public Works Dept. .* -< 1111 H Street ACCESS PERMIT -o .�j;2:co P.O. Box 758 \Ger;' .r:Q4c Greeley, CO 80632 APPLICATION FORM C ' 9" Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner(If different than Applicant) Name Gr j 'Po.“ le- 1 Name \Qrre.-\ 0 . I,0pgALOerret Company ..II Nler�kgan 1ObJe!0eMun� 3I c_- Address I2.I C3 Lan406( 5-* • l))J',\- EAddress!!`IG IS, W . EILtr1Cstr CAtt Weed City\,1 ctrn 'vAf. f ( State ( O Zip 8OZ.34 City L'44 k-1- State(' C Zip epotZe, Phone 303-g17 -ZOZO Business Phone 363- et0(- 9 7 ( B Fax tJdA Fax 13/A E-mail r,1/A E-mail l��ercvt-c-14) \4o4Mtc i I•C,oM ♦= Existing Access A= Proposed Access Parcel Location&Sketch The access is on WCR Nearest Intersection: WCR 7 &WCR wcR Distance from Intersection • 23" MAi2- Parcel Number 140131 0°O&1 ? /1/03-3/Ocit/0 Section/Township/Range33701//o? T = MI AD • L Is there an existing access to the property?OYES NO 0 N 3 Ste£: X Number of Existing Accesses _ l `" Road Surface Type&Construction Information - Asphalt n Gravel Fr Treated n Other WCR COIt7 Culvert Size&Type 1 f f 9? }�,oble Craft AIL Materials used to construct Access Construction Start Date 3)70((2 Finish Date (OUI(n Proposed Use ❑Temporary (Tracking Pad Required)/$75 ❑Single Residential/$75 ❑Industrial/$150 mall Commercial or Oil&Gas/$75 ❑Large Commercial/$150 ❑Subdivision/$150 Field (Agriculture Only)/Exempt Is this access associated with a Planning Process? ENo 4USR ORE DPUD DOther 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 construction. Signature vl Printed Name C9?`ei *J 09( Date 7-2(-- z(7fs Approval or Denial will be issued in minimum of 5 days. Approved by Revised Date 6/29/10 (j • ., N., \ isr , . \ \ \ y a 'I ff i 10, de ...VA r 4 ar• re • • r , • . 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