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Home My WebLink About20193561.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 0 4 5 3. 2 3 3 _ 0 0. 0 3 4 Address of site: Not assigned (*A 12 digit number on Tax I.D. information, obtainable at www.weldgov.com). Legal Description: PT SW4 23-9-67 Lot D RECX17-0069 Section: 23 Township: 9 N Range: 67 W Zone District: Ag Acreage: 121.94 FEE OWNERS OF THE PROPERTY: Name: Eduardo Salvador Rivera Torres Floodplain: `CJ1 3eological Hazard: YON ® Airport Overlay: YON® Company: Nunn Downs Phone #: Email: Street Address: 4396 N Highway 1 City/State/Zip Code: Fort Collins, CO 80524 Name: Company: Phone #: Email: Street Address: _ City/State/Zip Code: Name: Company: Phone #: Email: Street Address: City/State/Zip Code: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Shannon Toomey Company: AGPROfessionals Phone #: (970) 535-9318 Email: stoomey@agpros.com Street Address: 3050 67th Avenue City/State/Zip Code: Greeley, CO 80634 PROPOSED USE: Horse racing and training facility 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 properly must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to sign for the corpora on. 4I Signature: Owner or A thorizee ant D. to Signature: Owner or Authorized Agent Date 4 _ _ Print Name Print Name Rev 412016 minamt.i AGPROfessjonals i7i.NEi.cwEizs- oFi\c;IflCULTURE February 6, 2019 To Whom It May Concern: Eduardo Salvador Rivera Torres is contracted with AGPROfessionals to process work related to Weld County land use and permit work, AGPROfessionals is authorized to represent and request the release of all records necessary on behalf of Eduardo Salvador Rivera Torres, We respectfully request that all correspondence be directed to AGPROfessionals, Sincerely, ( // Eduardo Salvador Rivera Torres 4411 Date ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67'4 Avenue . Greeley, CO 80634 970,535,93181 office • 970,535.9854 / fax • vrtivw GpfElm f$5ionals Use by Special Review Questionnaire Weld County Use by Special Review Application Prepared for EDUARDO SALVADOR RIVERA TORRES AGPROfessionals �■ DEVELOPERS OF AGRICULTURE USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Prepared for Nunn Downs Planning Questions: 1. Explain, in detail, the proposed use of the property. This proposal is to permit the partially constructed horse track, boarding and training facility, called Nunn Downs, on approximately 60 acres of the 121 -acre site, located on Weld County Road (WCR) 21 and WCR 102. The site contains a 600 -yard horse track that measures 64 - ft. wide with a curved end to allow additional space for the horses to stop. The track consists of 3000 -tons of sand that is leveled and groomed with a tractor on a regular basis. A 234 inch pipe fence lines the track. An additional pipe fence running 20 -ft. from and parallel to the track fence is used to create space between spectators and the track. The site also contains a children's playground, bleachers, a spectator parking area, and a horse trailer parking area. A barn containing twenty horse stalls, a separate storage barn, and a single-family residence are proposed to be constructed on -site in the future. The single-family residence is not proposed to be associated with the operation of the horse track, boarding and training facility. The site is proposed to host match -style or derby -style races with up to four horses competing at one time. These races are for the purpose of training horses for events at larger venues. Races are proposed to be held 1-2 times a month on weekends from March to October, weather permitting. Races will take place during daytime hours and are proposed to run from one to eight hours per event. The number of spectators at each event is expected to range from 50 to 350 people. Licensed food vendors are proposed to serve food at some events. Trash containers will be provided for proper disposal of trash. A trash pickup crew is proposed to be on -site during and after each event to prevent littering on -site and along the roadways leading to the site. Contracted private security is proposed for all events. This will consist of at least two security guards at the entrance to inspect passenger vehicles and another four security guards among the spectators. No alcohol or weapons will be allowed at horse racing and training events. In addition to seasonal horse racing and training events, horse boarding will take place on site year-round. The proposed horse barn will be large enough to house up to twenty horses. A second barn is proposed for storage of feed and other equipment used for site maintenance. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Section 22-2-20 Agricultural goals and policies. Goal 7. County land use regulations should protect the individual property owner's right to request a land use change. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 O Greeley, CO 80634 970.535.9318 /office 0970.535.9854 / fax O www.agpros.com Page 2 of 7 Policy 7.1. County land use regulations should support commercial and industrial uses that are directly related to, or dependent upon, agriculture to locate within the agricultural areas, when the impact to surrounding properties is minimal, or can be mitigated, and where adequate services are currently available or reasonably attainable. Policy 7.2. Conversion of agricultural land to urban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. The proposed use is directly related to agricultural uses — that of equestrian training. The commercial use is a logical extension of the existing agricultural uses on the site. The site is not situated in an urban growth boundary of any municipality or inside any Intergovernmental Agreement area. The proposed use is not situated near a residence or any neighboring uses that would be negatively affected by the ongoing operations. Services for the proposed use are reasonably attainable. Bottled water is the proposed drinking water source. Portable toilets are proposed for sewage disposal. Nunn Fire Protection District and Weld County Sheriff will provide services to the site 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. Section 23-3-40. Uses by special review. B. Agricultural Service establishments primarily engaged in performing agricultural, animal husbandry or horticultural services on a fee or contract basis, including: 10. Animal boarding and animal training facilities where the maximum number of animal units permitted in Subsection 23-3-50.D below is exceeded and/or when the traffic that is generated by the boarding or training activity exceeds sixty (60) trips per day to and from the property. 17. Rodeo arenas, commercial. 18. Roping arenas, to include both indoor and outdoor arenas, commercial. C. Recreational facilities and uses including: 1. Commercial race tracks and race courses. The proposed use is consistent with Chapter 23 of the Weld County Code. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The site is approximately 2'/ miles northwest of the Town of Nunn and approximately 6'/z mile northeast of the Town of Wellington. Surrounding land uses include rangeland and rural residential. The site is in a remote location and is not expected to negatively impact surrounding property owners. Development standards will address any impacts associated with this use. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) Page 3 of 7 The boarding and training facility is projected to be operational Monday through Sunday during daylight hours. Riding events on -site will take place on weekends from March to October, weather permitting. The hours of operation will vary depending on the individual event but will generally be between 8:00 a.m. and 6:00 p.m. Events are not expected to exceed eight hours in length. 6. List the number of full time and/or part time employees proposed to work at this site. Up to 20 part-time employees are proposed to work on -site for each riding event. These employees will include cleaning crews, security, emergency personnel and management. Two full-time employees are proposed to manage the operation of the horse boarding aspect of the facility. 7. If shift work is proposed include the number of employees per shift. N/A 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. Events held on -site are expected to host up to 350 spectators and up to 20 part-time employees. Only 1-2 events hosting over 350 spectators are proposed to be held each year. Two full-time employees are proposed to manage the operation of the horse boarding aspect of the facility. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. The proposed stables will house up to 20 horses. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The existing horse track is approximately 115,200 sq. ft. made up of 3,000 tons of sand. The spectator parking area will hold 300 spaces and is proposed to remain grass and dirt. The horse trailer parking area will hold enough spaces for 30 horse trailers and is proposed to remain grass and dirt. The approximate surface area of all internal gravel drives is 200,000 sq. ft. The approximately 3,000 sq. ft. playground has a sand surface. The square footage of the proposed house and barns has not yet been determined. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? 150 parking spaces are proposed for spectators. 24 spaces are proposed for horse trailer parking. 12. Explain the existing and proposed landscaping for the site. There are 20 trees planted along the fence separating the parking areas from the spectator areas. No additional landscaping is proposed. Page 4 of 7 13. Describe the type of fence proposed for the site. (e.g. 6 -foot chain link with earth tone slats) The entire site is enclosed in wire fencing. 2% inch pipe fencing lines the track. An additional pipe fence 20 ft. from and parallel to the track separates the spectator area from the track area. Cable fencing separates the parking areas from the spectator area. Steel fencing lines the site's main access drive. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. No screening is proposed. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Upon termination of the proposed activity, the facility can be used for other agricultural purposes. 16. Who will provide fire protection to the site? Nunn Fire Protection District provides fire protection to the site. 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. Horse track: 115,200 sq. ft. (already constructed) Fencing (already constructed) Bleachers (already installed) Improved gravel roads (already constructed) Horse barn Storage barn Single-family residence A specific timeline for construction of the residence and barns has not yet been determined. Engineering Questions: 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) According to the traffic study that was prepared for this application, approximately 20 roundtrips/ day are expected for employee passenger vehicles, 117 roundtrips/day are expected for spectator passenger vehicles, and 12 roundtrips/day are expected for horse and vendor trailers. This traffic is only expected on event days. The site will experience little traffic on days when no events are held. Page 5 of 7 2. Describe the expected travel routes for site traffic. When travelling to the site from US Highway 85, traffic will be routed west onto WCR 100, north onto WCR 23, west onto WCR 102, and then north onto WCR 21. When travelling to the site from 1-25, traffic will be routed east onto WCR 100, north onto WCR 19, east onto WCR 102, and then north onto WCR 21. 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.) It is expected that 80% of traffic will travel north on US Highway 85 and 20% will travel north on 1-25. 4. Describe the time of day that you expect the highest traffic volumes from above. The highest traffic volumes are expected between 2:00 p.m. and 6:00 p.m. Traffic volumes will vary throughout the day as spectators come and go throughout the course of a training event. 5. Describe where the access to the site is planned. There is an existing access located on WCR 21 approximately 1,380 ft. north of WCR 102 which is proposed to serve as the main access to the site. There is a second access on WCR 21 approximately 40 ft. north of the main access which is proposed to serve as an emergency exit. There are two existing accesses on WCR 102 approximately 1,280 ft. and 1,420 ft. east of WCR 21 respectively. The access approximately 1,280 ft. east of WCR 102 is proposed to be closed. The access approximately 1,420 ft. east of WCR 102 will serve the proposed horse barn and residence. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23-12-30 F.1. A. Does your site qualify for an exception to storm water detention? If so, describe in a drainage narrative the following: 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property A preliminary drainage report is included with this application. B. Does your site require a storm water detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. Page 6 of 7 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. N/A Environmental Health Questions: 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. Bottled water is the proposed source of drinking water for spectators, employees, and event participants. There are currently two domestic and livestock wells located on the property, well permit no. 306280 and well permit no. 306279. One of these wells will serve the proposed single-family residence. These wells will be used for watering the horses. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. Portable toilets are proposed to provide sewage disposal for spectators, employees, and event participants. A septic system is proposed to serve the single-family residence once it is constructed. 3. If storage or warehousing is proposed, what type of items will be stored? Storage or warehousing is not a proposed use on this site. Some items such as feed and maintenance equipment will be stored on -site. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. There will be no stockpiling or storage of waste, chemicals, or petroleum on site. All trash will be contained and disposed of by a third -party trash collection company. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. No fuel is proposed to be stored on site for the proposed use. If at such a time the residents store fuel on -site for personal use, it will be contained in accordance with applicable rules and regulations. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. No washing of vehicles is proposed. Page 7 of 7 7. If there will be floor drains indicate how the fluids will be contained. No floor drains are proposed. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) No regulated air emissions are expected to be generated on -site. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) A nuisance management plan is included with this application. 11. Additional information may be requested depending on type of land use requested. Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. Existing structures include fencing, bleachers, and a children's playground. The size of the proposed barns and residence has not yet been determined. The single-family residence is not proposed to be associated with the operation of the horse track, boarding and training facility. 2. Explain how the existing structures will be used for this USR? Existing structures include fencing, bleachers, and a children's playground. 3. List the proposed use(s) of each structure. The bleachers are to provide seating for spectators, the horse stalls are proposed to house horses participating in training and racing events, the storage barn will store feed and equipment, and the single-family residence is proposed to serve as a home for the property owner. ME AGPROfessionals E■ Emergency Plan Weld County Use by Special Review Application Prepared for EDUARDO SALVADOR RIVERA TORRES Facility Emergency Action Plan Nunn Downs 50257 Weld County Rd. 21 Nunn, CO 80648 Eduardo Rivera Torres (970) 581-9245 Facilitvj niergencv Plan Nunn Downs This Facility Emergency Plan is for outdoor activities related to the Nunn Downs horse training and event facility. At full build -out, the facility will contain a horse track, horse stalls, children's playground, spectator and horse trailer parking areas, bleachers for spectators, a barn containing twenty horse stalls, storage barn and a single-family residence. The site is proposed to host match -style or derby -style races with up to four horses competing at one time. These races are for the purpose of training horses for events at larger venues. Races are proposed to be held 1-2 times a month on weekends from March to October, weather permitting. Races will take place during daytime hours and are proposed to run from one to eight hours per event. The number of spectators at each event is expected to range from 50 to 350 people. The venue will employ up to 20 people, for a total capacity of 370 people on -site at one time. Contracted private security is proposed for racing events. The number of security personnel on - site at a given time is two security personnel for the first 100 event attendees and one (1) additional security professional for each additional 50 attendees for race track and match racing activities. Facility protocol prescribes that security professionals be approachable, proficient and able to respond quickly in the event of an emergency. During events, security personnel check vehicles, purses, backpacks, and strollers for alcohol, weapons, or other contraband. These items will not be allowed on the premises. Security personnel also observe the riding track and spectator areas and report any suspicious or unsafe conditions to the owner or manager and will assist in rectifying the situation. The appropriate medical emergency, fire department and law enforcement agencies will be contacted in the event of an emergency. Access for emergency vehicles will be maintained all at times. Participants and spectators will be directed to park in approved areas and not obstruct protective features or throughways. All required building exits should remain free from obstruction. Should severe weather occur, events will be canceled. Banner Health Paramedic services will provide ACLS/Ambulance coverage for all horse racing events. Block and Bridle Veterinary Service has been contracted to be present for horse racing events held at the facility. This Facility Emergency Plan has been developed collaboratively between the facility operator, the Nurm Fire Protection District and the Weld County Office of Emergency Management. This plan should be updated annually. 1. Name: Nunn Downs 2. Location: 50257 WCR 21, Nunn, CO 80648 Located at the northeast corner of WCR 102 and WCR 21. See enclosed property map. 3. Emergency Telephone Numbers: Facility Operator: Contact Number: Fire District Nunn Fire Protection District: General Information: Emergencies: Eduardo Rivera Torres (970) 581-9245 (mobile) (970) 219-7575 (Alula Afeworki, partner) (970) 556-2414 (Jose Moreno, partner) (970) 897-2329 Dial 911 Law Enforcement Weld County Sheriff's Office, Division 1 General Information: (970) 356-4015 or (800) 436-9276 Emergencies: Dial 911 Weld County Regional Communications Center General Information: Emergencies: (970) 350-9600 Dial911 4. Agency Notification Non-Emereencv: Phone # Nunn Fire Protection District: Banner Health Paramedic Services: Weld County Sheriff's Office, District 1: Communication Center Office of Emergency Management (970) 897-2329 (970) 392-2435 (970) 356-4015 (970)-350-9600 (970)-304-6540 5. Closest Hospitals: 1. UCHealth Poudre Valley Hospital 1024 S. Lemay Ave., Fort Collins, CO 80524 (970) 495-7000 24 Hours a Day, 7 -Days a Week 2. University of Colorado Health (UCHealth) 2315 E. Harmony Rd. #200, Fort Collins, CO 80528 (970) 237-7000 24 Hours a Day, 7 -Days a Week 3. Banner Fort Collins Medical Center 4700 Lady Moon Dr., Fort Collins, CO 80528 (970) 821-4000 24 Hours a Day. 7 -Days a Week 4. North Colorado Medical Center 1801 le St., Greeley, CO 80631 (970) 810-4121 24 Hours a Day, 7 -Days a Week 6. Surrounding Occupancies & Land Use Surrounding land uses include rangeland, oil and gas and rural residential uses. 7. Personal Protective Equipment Available: Location Self -Contained breathing apparatus: Fire Department Spare compressed breathing air bottles: Fire Department Lined turnout coats and pants: Fire Department Face Shield or similar protection: Fire Department S. Location of Emergency Equipment & Supplies: Fire Extinguisher First Aid Kit 9. Location & Types of Water Supplies: Bottled water will be provided on -site. On Site On Site 10. Operational Standards: The facility will be operated under applicable local, state, and federal regulations. The facility will also use standard and traditional operating procedures and best management practices consistent with the facility's use. Veterinary care can be provided on -site by Block and Bridle Veterinary Service during racing events. 11. Keep Facility Emergency Plan Current: The Nunn Downs operator will coordinate with local first responders on an annual basis to review emergency plans and identify any improvements in the planning process for large events. This plan will be updated on an annual basis and reviewed by the Weld County Office of Emergency Management and the Nunn Fire Protection District. Facility Manager Date Fire Dept. Official Date Weld County OEM Date AGPROfessionals Nuisance Management Plan Weld County Use by Special Review Application Prepared for EDUARDO SALVADOR RIVERA TORRES AG PRofessionals ■■ DEVELOPERS OF AGRICULTURE NUISANCE MANAGEMENT PLAN Prepared for Nunn Downs Introduction The following is a description of methods that the property owner will use to minimize potential environmental impacts at the proposed equestrian facilities. This report outlines management practices generally acceptable and proven effective at minimizing nuisance conditions. Air Quality The two paragraphs below outline the best management practices for the control of dust and odors the facility will use. The owner shall closely observe facility conditions and attempt to achieve a balance between proper dust and odor control. Dust Dust from stalls and turn out yards will be cleaned on a regular basis. This will keep horses clean and reduce pest habitat. Management methods which the owner shall use to control dust include the practices listed below: 1. Horse stalls will be routinely cleaned and bedding will be changed frequently. 2. Regular manure removal will be conducted at the facility. Manure removal and stall maintenance will be conducted as needed. 3. Water tanker trucks or portable sprinkling systems may be used to moisten the roadways, parking areas, and horse as needed to minimize dust. 4. Open areas will be sown with native seed to minimize erosion and the extent to which wind can produce airborne particulates. Odor The owner will use the methods and management practices listed below for odor control: 1. Temporary storage of wet manure will be protected from precipitation and standing water. 2. Owner will conduct routine facility cleaning and regularly remove manure. 3. Manure will be partially composted on -site. Any manure produced in excess of on -site composting capabilities will be transported off -site. 4. Owner will make every effort to reduce standing water. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 0 Greeley, CO 80634 970.535.9318 /office 0 970.535.9854 / fax 0 www.aepros.com Page 2 of 2 Pest Control Insects and Rodents Owner will perform good housekeeping practices to minimize trash and spillage of horse feed. Rodent traps and chemical treatments will be used as necessary. The owner will manage insects and rodents by first eliminating possible habitat and reducing the available food supply, as outlined below. 1. Owner will perform manure management to remove both food sources and habitat. 2. Owner will make every effort to reduce standing water. 3. Owner will routinely mow vegetated areas to prevent overgrowth. 4. Baits and treatments may be applied routinely for pest control as a last resort. Trash and Refuse Trash containers will be provided throughout the property for proper disposal. Waste generated on -site may include food, food containers and beverages brought to the property by food vendors or spectators. A trash pickup crew will pick up trash on the property and along the main roads leading to the venue, including WCR 21 and WCR 102. All trash will be picked up and disposed of by a third -party waste management company. Noise The announcers stand and sound system will be located west of the track facing east, away from WCR 21. This will direct sound eastward, away from the residences on the west side of WCR 21. Events are proposed to take place between 10:00 a.m. and 6:00 p.m. Sound equipment will not be used outside of these hours. Light Outdoor lighting is wall -mounted. Light poles are not proposed. Sources of light will be shielded so that light rays will not shine directly onto adjacent properties where such would cause a nuisance or interfere with the use on the adjacent properties. Neither the direct, nor reflected, light from any light source will create a traffic hazard to operators of motor vehicles on public or private streets. No colored light will be used which may be confused with, or construed as, traffic control devices. AGPROfessionals DEVELOP ER..5 U1' AGR[C:LITATICI, Preliminary Drainage Report Weld County Use by Special Review Application Prepared for EDUARDO SALVADOR RIVERA TORRES Preliminary Drainage Report For Nunn Downs, LLC USR Lot D of RECX17-0069 Being Part of the SW 'A of Section 23, Township 9N, Range 67 W of the 6th P.M. AGPRO fessionals DEVELOPERS OF AGRICULTURE AGPROfessionals 3050 67t' Avenue Greeley, CO 80634 (970) 535-9318 3/6/2019 Nunn Downs. Rrrk,rC Table of Contents Certifications ............4.0............ 3 Introduction ..a .............. 5 1. Location ....4etef....f.+PPP..' 5 2. Description of Property ■■.■rN•••■•■■iiiii!!!!.!so4sississisisie•ii•iN.ile...e..■ii■r.e■■■■■■reerrr•■en nrrnrarrarrrrr 5 Drainage Basin and Sub -Basins.,,, 46044544_ 6 1. Major Basin Description .... 4444.4st6 2. Sub -Basin Description 1;4444444#44t@6 Drainage Design Criteria 444...4■ 1 . Development Criteria..., 444444_ _ 7 2. Hydrological Criteria 4.14444!!444 4..44444#444@4 7 3. Hydraulic Criteria .tr....e.4!!P11111Fexir47##_ ... - - iite•iii4•• 7 DrainageFacility Design ...........r........etiti44..•sa...N.a.e..■Nis..i4.0*nisi ma• t ... Siileiiii44 1. General C'Ll11'V ept 1 ....... • ... N W q. N• ■ .... ■ .............. t e e e 4 4 4.4 4 9 2. Specific Details a.e..P4_ueed... i.N_NNNNJNN..•._.OMWW ' eee 444i* 4.44.4• I at a i • a 9 1 1 Conclusions 444444aa.a.. a.. psi 444.4.4N•d.d4W■SNm.•i ti ti nun tttn•+!rmi••iti+++t+9-tS . • h 'field County Code 11 ■ Compliance�W..MWW.MI.IWWIMI.I.r.•N.I.IWnM••rt+44.444++t4+'• 4 4.44 !# 11 4444444 Drainage Iy�.1•'}� 1��7. Concept........................,„.. 1 1 . j "rainage Concept.•r......t-em•r•re... P'PYF•t rat *•■•4S4.s•■••• ttt st-.rr .rttt+•e!.•t+++44444 •.ietlMl41 Id1st of References •intN.iN.W*.W.Pmmm.r r IT flicks +f 1eIb+P+t+• 16 in* • • at nel One s inglan•f:rr,r s. mr+rninsInn lilit"r•e • • A: 12 Appendices NIAlit Onwut tie Certifications I hereby certify that this drainage report for the Nunn Downs, ITC., amended USR was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Chad TeVelde, PR A P Ofes sionals 3/6/2019 Preliminary Drainage Report Page 3 of 12 A PROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com Nunn Downs, LLC CERTIFICATION OF CONWLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Chad TeVelde , Consultant Engineer for Nunn Downs., LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of Use By Special Review ("Application") for the property described in the attached Exhibit "A," I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. (Engineer's Stamp) Engineer of Record Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval Nunn Downs EAR Introduction 1. Location The proposed site is in part of the SW 4 of Section 23, T9N, R67W, of the 6th PM. This site is located approximately three and one half miles west of Highway 85 and northwest of the Town of Nunn, CO. The properties surrounding the site are undeveloped, agricultural farm land and oil and gas. The property is bordered on the south side by Weld County Road (WCR) 102 and on the west by WCR 21. A vicinity map is shown in Appendix A. 2. Description of Property The property is approximately 121.94 -acres and is currently a non -urbanizing, agricultural property. There are predominantly five types of soil: Midway clay loam (0 to 9 percent slopes), Platner loam (0 to 3 percent slopes), Renohill fine sandy loam (0 to 6 percent slopes), Shingle clay loam (0 to 9 percent slopes) and Tassel loamy fine sand (5 to 20 percent slopes). The majority of the soil is well drained, hydrologic soil group D (see USDA- NRCS soil report in Appendix A). There are three parcels located west of the site owned by Edward A. Mistier Jr., Aleta F. Caudell, and ED Robbs. A small parcel is located on the northwest border owned by Aaron T. Picker. Blue Moon Ranch borders the parcel on the north. Elbowroom, LLC borders the parcel on the east. Two small parcels are located on the southeast border owned by Bernardina Orquiz Pizarro and Eric Krum. Thomas E. Varra's parcel borders the parcel on the south. All properties surrounding Nunn Downs are agricultural or rural residential. There are no major open channels within or adjacent to the proposed property. The USGS topo map shows concentrated flows starting within the boundaries of the proposed site. The documented concentrated flow is located in a low area, is not a major open channel and does not have continuous flows. The applicant is proposing a dirt horse racing track, three buildings (residence, storage barns) and gravel roads. 3/6/2019 Preliminary Drainage Report Page 5 of 12 .AGPRofessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 woo? agpros emu Nunn Downs LLC Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is non -urbanizing and is located in rural Weld County, A Master Drainage Plan for the site area is not currently available. The proposed site was considered as two major drainage basins for this report. Drainage Basin 1 and Drainage Basin 2 each have their own detention pond and were evaluated separately. Historically, the basin drainage flows generally towards the west. Slopes generally range from three to five percent across the parcel. Flows travel west approximately one mile to an unnamed ephemeral drainage ditch. The ephemeral ditch eventually flows to Spring Creek, which combines with the Lone Tree Creek. Lone Tree Creek eventually drains to the South Platte River. Contours of the project location and the surrounding properties are shown on the United States Geological Survey (USGS) topographic map in Appendix A. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123 09 5E and is not currently located within a 100 -year floodplain. Offsite design storm flows from the west are intercepted by WCR 21, Offsite flows from the south will flow south away from the property, The two parcels to the southeast of the property flow southeast away from the property. The property to the north will continue to flow east, paralleling the property. The parcel adjacent to and northwest of the proposed site is a rural residential property that flows east through the northeast corner of the property but bypass the total project area. Therefore, an increase in runoff from offsite is not expected. . Sub -Basin Description The site was evaluated with the two major drainage basins and no sub -basins within the major drainage basins. One offsite sub -basin labeled OS -1 was evaluated. Stormwater runoff from Sub -basin OS -1 will continue to flow northeast. OS -1 ill continue to flow southeast. A protection berm will be installed on the west side of the south half of the track to prevent run-on from coming on -site. Flows will be redistributed, and channelization of off -site flows will be prevented. 3/612019 Preliminary Drainage Report Page 6 of 12 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * vwcwag a rpste•arn Nunn Downs. LLC Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the UDFCD Criteria Manual Volumes 1, 2 and 3 and the WCECG manual, 2 Hydrological rite ria From the NOAA Atlas 14 Nunn, CO precipitation station, the estimated rainfall from the 10 -year, 1 -hour precipitation is 1.48 inches and the 100 -year, 1 -hour precipitation is 2.78 inches (see NOAA Atlas 14 Rainfall Maps in Appendix A). These values were used for runoff calculations and to estimate the required detention volume. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. A percentage of imperviousness of two percent was used for the historic site. The overall percentage of imperviousness for the proposed site was estimated to be 12 percent. The percentage of imperviousness for Drainage Basin 1 is approximately 13 percent, for Drainage Basin 2 is approximately 11 percent. Subbasin -1 is undeveloped agricultural land and the percentage of imperviousness is approximately two percent (see percentage of imperviousness calculations in Appendix A). Using the percentage of imperviousness, the design storms and the UDFCD Detention Basin Volume Estimating spreadsheet, the historic and proposed peak runoff flowrates were estimated for the basins (see Table 1 and UDFCD Runoff Calculations in Appendix A). Peak runoff flowrates for each basin were calculated with the rational method using the time of concentration, runoff coefficients, and the precipitation depths from the UDFCD Runoff Calculations spreadsheet (see UDFCD Runoff Calculations in Appendix A). Table 1: Peak Runoff 10 Year Flowrate Peak (cis) 100 Year Peak Flowrate (cis) Historic -Drainage Basin 1 19.16 70.60 Proposed 23.5 8 74.76 -Drainage Basin 1 16.91 62.31 Historic -Drainage Basin 2 Proposed-DrainagBasin 18.21 63.53 2 cfs = cubic feet per second 3. Hydraulic Criteria The 10 -year historic release rate was determined using the area of the proposed site and an estimated two percent historic imperviousness (see 10 -Year Historic Release Rate calculation in Appendix B). The volume required was calculated to be 1.99 acre-feet for Drainage Basin 1 and 1.52 acre -ft for Drainage Basin 2. The release rate was calculated 3/6/2019 Preliminary Drainage Report Page 7 of 12 AGPROfessionals, 3050 67' Avenue, Greeley CO 80634 * 970-535-9318 ��4.� ;02,1) ros 42. of Nunn Dawns LIE to be 19.16 cubic feet per second for Drainage Basin 1 and 16.91 cubic feet per second for Drainage Basin 2. The required detention volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B) The proposed detention pond for Drainage Basin 1 will have a capacity greater than the required 1.99 acre-feet at the 100 - year water surface elevation with an additional 1 feet of freeboard. The proposed detention pond for Drainage Basin 2 will have a capacity greater than the required 1.52 acre -ft at the 100 -year water surface elevation with an additional 1 feet of freeboard (see Table 2 and UDFCD Stage Storage in Appendix B). An outlet structure wilt be designed for each pond to release water quality capture volume (WQCV) over 40 hours. The WQCV will be included in the detention volumes for the 100 -year storm events. Calculations and design for the features in the outlet structures will be included in Appendix B in the Final Drainage Report. A spillwaywill be proposed in each pond to release the 100 -year peak flowrate. The spillway crest will be at or above the invert of the freeboard elevation and the depth of the flow should be less than six inches (UDFCD Spillway Calculations will be in Appendix B in the Final Drainage Report). Grass lined channels may be proposed on the site to convey stormwater runoff towards the pond. The drainage channels will be sized using the 100 -year, 1 -hour design storm peak flowrate per the WCECG. A Manning's n of 0.035 will be used in calculations for a grass lined channel per the WCECG. The channels will have 4:1 side slopes and will be designed with one foot of freeboard for the 100 -year, 1 -hour storm event. The Froude numbers for the channels will be less than the maximum of 0.8 from WCECG. Calculations for the channel capacities will be included in Appendix B in the Final Drainage Report. Culverts may also be proposed to convey stormwater on the site. Culverts will be sized to convey the 10 -year, 1 -hour design storm per the WCECG using the UDFCD Culvert spreadsheet. A Manning's n of 0.013 wilt be used in calculations for a concrete pipe per the WCECG. Minimum slopes of 0.3% will be used in the design and rip rap sizes will be determined using the UDFCD Culvert spreadsheet. Calculations for the culvert capacity and rip rap sizing will be included in Appendix B in the Final Drainage Report. The headwater to diameter ratio will be less than one for the 10 -year design storm and less than 1.5 for the 100 -year design storm for each culvert. 3/6/2019 Preliminary Drainage Report Page 8 of 12 AGPR fessionals, 3050 67th Avenue, Greeley Co 80634 * 970-535-9318 * SrSISQ�rt Nunn Downs, LLC Drainage Facility Design 1. General Concept Two detention ponds are proposed on the east side of their respective drainage basins. Runoff should generally sheet flow towards the pond. The pond is designed to retain the 100 -year, 24 -hour storm event. The site should not significantly alter the historic drainage pattern. A historic drainage basin map and drainage plan are shown in Appendix C. Grading and erosion control plans will be included in the Final Drainage Report. 2. Specific Details Maintenance access is provided on the southwest corner of the pond. A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release €off site. 3/6/2019 Preliminary Drainage Report Page 9 of 12 AGPR_Ofessinna]s, 3050 67th Avenue, Greeley CO 80634 * 910-535-9318 * vapros.cem Nunn Downs. LIE • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet the Weld County storm Ater discharge requirements, the owner should assess the corrective action needed and have the pond restored by properly trained personnel. 3/6/2019 Preliminary Drainage Report Page 10 of 12 AGPROfcssionsls, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * %v%IA:. 1JtIIITOs,_C(1I1i Nunn Downs, L LC Conclusions 1. Compliance with Weld County Code The drainage design of Nunn Downs, LLC USIA is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. Two detention ponds are proposed on the eastern side of their respected drainage basins. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm event. The drainage design included in this report should be effective in controlling damage from the design storm runoff by detaining the 100 -year, 1 -hour storm event and releasing at the 10 -year historic rate. No irrigation companies or property owners should be affected by the proposed development. 3/6/2019 Preliminary Drainage Report Page i i of 12 AGPRofessionals, 3050 67 Avenue, Greeley CO 80634 * 970-535-9318 * titi ti;ti �r rig _cum Nunn Drowns. LW List of References Federal Emergency Management Agency. "FERIA Flood Map Service Center." FEM,4 Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 13 February 2019. https://mselema.gov/portal>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil Survey. USDA - NRCS, 2006. Web.13 February 2019. http ://ebsoilsurvey.se.e ov.usda. ov/Apps/ eb oil urvey. aspx>. United States Department of Commerce - National Oceanic and Atmospheric Administration. "NOAA's National Weather Service." Point Precipitation Frequency Estimates. USDC - NOAA National Weather Service. Web. 13 February 2019. <https://hdsc.n s.noaa.gov/hdsc/pf`ds/pfds printpage.html?lat 40.3194Con 104.7041 &data=depth.&units=english&series=pds . United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 28 February 2019. w.us s.gov/products/maps/topo- maps>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook Computer software. Soft are. Vers. 2.34. http://udfed.org/software>. Urban Drainage and Flood Control District. Determination of Culvert Headwater and Outlet Protection. Computer Software. UD-Culvert Vers. 3.05. <http►://udfed.org/sofl are>. Urban Drainage and Flood Control District. Peak Runoff Prediction by the Rational Method. Computer software. Software. Vers. 2.00. http://udfed.org/software>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM: Volume I Management, Hydrology and Hydraulics. lics. UDFCD, Mar. 2017. Web. 29 Nov. 2018. <hattp://udfcd.orgivolume-one>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM: Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 29 Nov. 2018. <http://ud.fcd.org/velume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 13 February 2019. <https://propertyreport.co.weld.co.usfiaccount=R6780080>. Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 13 February 2019. <w w.we ldgov. com/UserFi les/ ervers/ Serverr6/F ilc/Departments/Public% 0 Works/En gineerin ' CECG%20-% 08-3-17.pdf. 3/6/2019 Preliminary Drainage Report Page 12 of 12 AGPROfessionaIs) 3050 67th Avenue, Greeley CO $0634 * 970-535-9318 * IAN titi IA _14111)111N Min Nunn Horns, L C Appendices A. Hydrologic Computations a. Vicinity Map b. USDA-NRUSDA-NRCS Soil Report c. USGS Topographic Map d. FEMA FIR ette Map e. NOAA Atlas 14 Rainfall Maps f. Percentage of Imperviousness g. UDFCD Runoff Calculations B. Hydraulic Computations a. 10 -Year Historic Release Rate b. UDFCD D Detention Volume +e. TJIFD Stage Storage C. 24x36 Maps a. General Drainage Plan b. Drainage Plan Nunn Downs. ILC APPENDIX A Hydrologic Computations trinipenne �� N WELD COUNTYNunn Downs ONLINE MAPPING • r • r a tih f.n o -r r� A a ■ ti t a •1r.�F.. t 2,23423 4,468,5 Feet F G -a t‘4.. 4 . ro) Imbe 0a w is 40 e-, ' —a —3 aL • l r17- S rcrt C&Itsn% Bics�l tc' a 002:11/1/1: 4,4683 WGS_198 Web_Mercator_AuxiIiary_Sphare C Weld County Colorado This map is a user generated static output from an Internet mapping site and is fer reference only Data layers that appear on this map may or may not be accurate, current, or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVIGATION Legend Parcels. - Highway Road Rid Hbghviray Elj County Boundary Notes USDA united States eal Department of Agriculture \RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Northern Part Nunn Downs February 13, 2019 Preface Soil surveys contain information that affects land use planning in survey areas.. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers; ranchers, foresters, agronomists, urban planners„ community officials, engineers, developers,builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and; wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs,usda.goviwpsi portalhr res/rain/soils/healthi) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.ego'v.usda.govllocator/app?agency=nres) or your NRCS State Soil Scientist (http://ww .nrcs.usda.gov/wpsipo►r tatinresidetail/soiisicontactusi? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NR) has leadership for the Federal part of the National Cooperative Soil Survey. information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 <voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, SW, Washington, D.C, 0250.9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made..5 Soil Map.,.,,.. 8 Soil Map ......, 9 Legend .., ........s ,.,..,.,...,.,.10 11 11 Map Unit Legend Map Unit Descriptions,..,,.., ..., Weld County, Colorado, Northern Part, 4 —Ascalon fine sandy loam, g to 6 percent slopes ...... 13 37 —Midway clay loam, 0 to 9 percent slopes _ ..14 54 —Ratner loam, 0 to 3 percent slopes..........15 55—Renohill fine sandy loam, g to 6 percent slopes. n ...17 60 —Shingle clay loam, 0 to 9 percent slopes.. .... ...............18 62 —Stoneham fine sandy loam, 6 to 9 percent slopes . _ o ... ...... _ .... 20 63 —Tassel loamy fine sand, 8 to 20 percent slopes......... , ........................ .21 References 23 13 4 How Soil Surveys Are Made Soil surreys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock, They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLR .$). IVILRAs are geographically associated land resource units that. share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area, Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landfarrn., a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments!, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delrneate pure map unit components; the objective is to separate the landscape into Iandferrns or landform segments that have similar use and management requi;rement& Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil -landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For exande, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various rnetadata about data used to produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report MAP LEGEND Area of Interest (AOl) Area of Interest (A.Ol) Soils easfie Soil Map Unit Polygons Soil M a p Unit Lines Soil Map Unit Points Special Point Features eel 0 3 a• 0 A. a ' ` Blowout Borrow ra Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodio Spot st A Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 4-+4 Rails sebio Interstate Highways US Routes Major Roads Local Roads Background Sig Aerial Photography 10 MAP INFORMATION The soil surveys that comprise your Ate I were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A. projection that preserves area, such as the Albers equal-area conic projection, should be used if mare accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015 —Oct 21, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Acres in AOI Percent of AO1 Map Unit Symbol Map Unit Name 1.0% Ascalon fine sandy loam, 0 to 6 percent slopes 2.6 37 Midway clay loam, 0 to 9 percent slopes 69.9 26,3% 39.6 Piatner loam, 0 to 3 percent slopes 14.9% 54 46.3 17.4% 55 Renahi ll fine sandy loam, 0 to 6 percent slopes 60 Shingle clay loam, 0 to 9 percent slopes 78.1 29.4% 62 Stoneham fine sandy loam, 6 to 9 percent slopes 9.8 3.7% 73% 63 Tassel loamy fine sand, 5 to 20 percent slopes 19,E Totals for Area of Interest 265.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit 11 Custom Soil Resource Report descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Iandfarm segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soli phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or antUopated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately, The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are snot uniform. An area carp be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Northern Part 4 —Ascalon fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 2tlp5 Elevation: 4,550 to 6,050 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the map unit. Description of Ascalon Setting Landform: I nterf luves Landform position (two-dimensional): B ackslope, summit Landform position (three-dimensional): Interfl uve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian an deposits Typical profile Ala-0to 7inches: fine sandy loam Bt1 - 7 to 13 inches: sandy clay loam 8t2 - 13 to 18 inches: sandy clay loam Bk - 18 to 48 inches: sandy loam C - 48 to 80 inches: sandy loam properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 inthr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of pondirig: None Calcium carbonate, maximum in profile: 10 percent salinity, maximum in profile: Nonsaline (0.1 to 1.9 mmhasicm) sodium adsorption ratio, maximum in profile; 1.0 Available water storage in profile: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site; Sandy Plains (R067BY024CO) Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Olnest Percent of map unit: 8 percent Landform: Imerfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067B 02400) Hydric soil rating: No Otero Percent of map unit: 7 percent Landform: I nterfl u gyres Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: Sandy Plains (R067BY024CO) Hydric soil rating: No 37 Midway clay loam, 0 to 9 percent slopes Map Unit Setting National map unit symbol: 35zp Elevation: 3,500 to 6,000 feet Mean annual precipitation: 10 to 17 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 100 to 180 days Farmland classification: Not prime farmland Map Unit Composition Midway and similar soils: 80 percent Minor components.' 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Midway Setting Landform: Breaks, plains, ridges Down -slope shape: Linear Across-siopo shape: Linear Parent material: calcareous clayey residuum weathered from shale Typical profile H1 - 0 to 3 inches: clay loam H2 - 3 to 11 inches: clay H3 - 11 to 15 inches: weathered bedrock 14 Custom Soil Resource Report Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: 6 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (ksat): Moderately low to moderately high (0.06 to 0.20 inlhr) Depth to water table: More than 80 inches Frequoricy of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Gypsum, maximum in profile: 15 percent salinity maximum in profile: Very slightly saline to moderately saline (2.0 to 8.0 rnmhos}ern) Sodium adsorption ratio, maximum in profile: 15.0 Available water storage in profile: Very low (about 1.9 inches) Interpretive groups Land capability classification (irrigated) 6e Land capability classification (nonirrigated): 5e Hydrologic Soil Group: ID Ecological site; Shaly Plains (R067BY045CO) Hydric soil rating: No Minor Components Renohill Percent of map unit: 9 percent Hydric soil rating; No Stoneham Percent of map unit: 6 percent Hydric soil rating: No Terry Percent of map unit 5 percent Hydric soil rating: No 54—Platner loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2tlno Elevation: 4,000 to 4,930 feet Mean annual precipitation: 14 to 17 inches Mean annual air temperature: 46 to 50 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Platner and similar soils: 85 percent 15 Custom Soil Resource Report Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit, Description of Platner Setting Landform: Interfluves terfluves Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfiuve Down -slope shape: Linear Across -slope shape: Linear Parent material: Mixed eolian deposits over tertiary aged alluvium derived from igneous, metamorphic and sedimentary rock Typical profile Ap - 0 to 6 inches: loam 811 - 6 toll arches: clay 8t2 - 11 to 20 inches: clay Bit - 20 to 27 inches: loam 812 - 27 to 37 inches: sandy clay loam C - 37 to 80 inches: sandy clay loam Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (ksat): Moderately low to moderately high (0.06 to 0.20 inihr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity maximum in profile: Nonsaline (0.0 to 1.0 mrnhoslcm) Available water storage in profile: Moderate (about 8.1 inches) Interpretive groups Land capability classification (irrigated): 3s Land capability classification (nonirrigated): 45 Hydrologic Soil Group: C Ecological site: Loamy Plains (RO67 BY002CO ) Hydric soil rating: No Minor Components Ascalon Percent of map unit: 10 percent Landform: I nterfluves Landform position (two-dimensional): Summit, shoulder Landform position (three-dimensional) : I rite rfi u ve Down -slope shape: Linear Across -slope shape: Linear Ecological site: Loamy Plains (RO67BY0O2CO) Hydric soil rating: No Rago, rarely flooded Percent of map unit: 4 percent 16 Custom Soil Resource Report Landform: Drainageways Landform position (two-dimensional): Toes lope Landform position (three-dimensional): Base slope, head slope Down -slope shape: Linear Across -slope shape: Concave Ecological site: Overflow (8067 BYO36Co ) Hydric soil rating: No Rago, ponded Percent of map unit: 1 percent Landform: Playas Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down -slope shape: Concave Across -slope shape: Concave Ecological site: Closed Upland Depression (RO67 BY01 0CO ) Hydric soil rating: No 55—Renohill fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 36ob Elevation: 3,600 to 6,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farrniand classification: Not prime farmland Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the rrrapunit. Description of Renohill Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous, clayey loamy residuum weathered from shale Typical profile H1 - 0 to 5 inches: fine sandy loam H2 - 5 to 18 inches: clay H3 - 18 to 32 inches: clay loam H4 - 32 to 36 arches: unweathered bedrock Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained 17 Custom Soil Resource Report Runoff class: Low Capacity of the most limiting layer to transmit water (ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency ofpanding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsalirte to very slightly saline (0.0 to 2.0 mmhoslcm) Available water storage in profile: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: Loamy Plains (R0678Y002CO) Hydric soil rating: No Minor Components Shingle Percent of map unit: 5 percent Hydric soil rating: No Midway Percent of map unit; 4 percent Hydric soil rating: No Ulm Percent of map unit: 3 percent Hydric soil rating: No Other soils Percent of map unit: 3 percent Hydric soil rating: No 60 Shingle clay loam, 0 to 9 percent slopes Map Unit Setting National map unit symbol: 360j Elevation: 3,600 to 51500 feet Mean annual precipitation: 10 to 13 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 110 to 140 days Farmland classification: Not prime farmland Map Unit Composition Shingle and similar soils: 80 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report Description of Shingle Setting Landform: Ridges, plains, breaks Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous, clayey loamy residuum weathered from shale Typical profile HI - 0 to 4 inches: clay loam 1-12 - 4 to 11 inches: clay loam 1-13 - 11 to 15 inches: unweathered bedrock Properties and qualities Slope: 0 to 9 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (sat): Moderately low to moderately high (0.06 to 0.20 inlh r) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of pending: None Calcium carbonate, maximum in profile: 15 percent Salinity maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 m mhoslcm ) Available water storage in profile: Very low (about 2.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): as Hydrologic Soil Group: D Ecological site: Shaly Plains (R067BY045CO) Hydric soil rating: No Minor Components Renohill Percent of map unit: 10 percent Hydric soil rating: No Thedalund Percent of map unit: 5 percent Hydric soil rating: No Fie eta Percent of map unit: 5 percent Hydric soil rating: No Custom Soil Resource Report 62 —Stoneham fine sandy loan, 6 to 9 percent slopes Map Unit Setting National map unit symbol: 3601 Elevation: 4,000 to 6,500 feet Mean annual precipitation: 12 to 16 inches Mean annual air temperature: 48 to 52 degrees F Frost -free period: 130 to 170 days Farmland classification: Not prime farmland Map Unit Composition Stoneham and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the map unit. Description of Stoneham Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy alluvium Typical profile HI - 0 to 5 inches; fine sandy loam H2 - 5 to 8 inches; clay loam H3 - 8 to 14 inches: loam H4 - 14 to 60 inches: sandy loam, gravelly sandy loam H4 - 14 to 60 inches: properties and qualities Slope: 6 to 9 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained R u n o ff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 inchr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mrrthas/cni) Available water storage in profile: High (about 11.2 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Loamy Plains (R007BY002CO) 20 Custom Soil Resource Report Hydric soil rating: No Minor Components Otero Percent of map unit: 5 percent Hydric soil rating: No Mitchell Percent of map unit: 5 percent Hydric soli rating: No Kim Percent of map unit: 5 percent Hydric soil rating: No 63 Tassel loamy fine sand, 5 to 20 percent slopes Map Unit Setting National map unit symbol: 360m Elevation: 3,500 to 6,200 feet Mean annual precipitation: 12 to 19 inches Mean annual air temperature: 46 to 52 degrees F Frost -free period: 110 to 165 days Farmland classification: Not prime farmland Map Unit Composition Tassel and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tassel Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous loamy residuum weathered from sandstone Typical profile HI - U to 7 inches: loamy fine sand 142 - 7 to 19 inches: fine sandy loam H3 - 19 to 23 inches: weathered bedrock Properties and qualities Slope: 5 to 20 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (sat): Moderately low to moderately high (0.06 to 0.20 inlhr) Depth to water table: More than 80 inches 21 Custom Soil Resource Report Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Very low (about 2.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated) : 6e Hydrologic Soil Group: D Ecological site: Sandstone Breaks (R067BY056CO) Hydric soil rating: No Minor Components Shingle Percent of map unit: 5 percent Hydric soil rating: No Rock outcrop Percent of map unit: 5 percent Hydric soil rating: No 22 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and Eli LaRue. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service F S/OBBS-79131. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric ric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Sail survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. htip://www,nrcs.usdagoviwpsiportali n res/detail/nations I/soi Is/ 'cid =n res 14 p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436 http:// www.nres.usda.goar/wps/portal/arcs/+detail/national/soils/' aid=nres 142p _053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http.// www.nres.usda,gov/+ ps/portalinres/detail/nation.8lisoils/ 'cid=nresl42p2 _0535 0 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://ww.nres.usda.gov/wps/portal/nres/detail/soils! home/'acid=nresl 42p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http:llwww.nres.usda,goviw s/portal/nres/ d eta i I/n ati ranal/I anduse/ra n ge piasture/?ci d=stel prd b 1 043084 23 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. Rational soil survey handbook, title 430 -VI, http:f/www.nres,usda.gov/wps/portal/ arcs/detail/soilsfscientists&?cid-nres14 p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wpsiportallnres/detail/nationallsoilsl? cid = n res 142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961, Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.govflmernetiF E_DO UMENT /nres142p2_05229o.pdf 24 •alost Ira So mot 114 l *J anti el J_ ZINN U -S. DEPARTMENT QF THE IKIERICIR U 5. *EOLOO C*L SURVEY r1 1/4 .1 p • r 41* er7'1/ 19 'I, 01-49;?) PNothral by the United States Ceralmiltai sanity Punk Await talus d I Itt Pr611tii I Ytaa4rtit Masi 11OGI-ran. vac tdaWaCarta Is'On d MI Sit exiep • !41- ntvolitd ?AT Stmap • autape mesa n ... rrgi Ml pen at as rep an dinti d•e+ie per-. 4411ass4 amp airr_Ns" YYeapassSams semi nets& S . WS u IJeia Oda 31. t AIG 4a•M 110a CK "Pie, nail MOH, 4)4 Pas•. pN 4irOF47 •ut -10'0' ;Ma IP11aYil naj •e•4100 - mania MINN. Ptaa•9A••allie 11414 Iy1e• IMP heal. 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OMER INII230UQ29E EFFECTNE GA's JANUAR 2A SIG 1rarrd J curt -frier - IkLaulgrarle 5.r at 2/14/2019 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Nunn, Colorado, USA* Latitude: 40.73►23*, Longitude: -104.8609° Elevation: 5369.41 ft** *source: ESRI maps i. source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Parke, Deborah Martin, Sandra Paviouic, !shard Roy, Michael St. Laurent, Carl Trypalvk, Date Unruh, Michael Yekie, Geoffery Darwin NOAA, National Weather Service, Sliver Spring, Maryland 12F take I ELgambigal I hitliaittaerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 10 -min 15 -min 30 -min 1 ip 2 1 0.241 0291 (0.195-0,296)', (0.236-0.367) 0.352 0.420 (0.,285-0.433) 003444.0.523) 0.519 (0.419-0.638) 0A30 (0.348.0.628) 0.592 (0.479.0.728) 0.714 (0.577.0.878) 60 -rein i 3 -hr 64w 0.717 0.880 (0.580.0.881) (0.711 -1.08) j 1842 (0.885-1.03) 0.898 (0.732.1.09) 1.01 (0.830-1.22) 1 12 -hr � 1.23 r 2 -day 3 -day (1.00-1,� (1.00-1.46) 1.05 A848-1.27)1 1.12 (0.915-I $6) 1.28 (1.06-1.54) I 5 0.385 (0.310-0.475} 0.584 (0.464-0.695)11 0.688 (0.55'4-0.848) 0.947 (0.702-1.17) 1.19 (0.954-1.46) 143 (1.15-1.74) 1,54 (1.25-118) 1.75 (1.43-2,i2) Average recurrence interval (years) 10 1' 25 J 1. 100 il 20T. 500 iLioco 0.47'7 0.821 0.746 0.885 1.04 1.25 1.�f5 (Q,381-0.5�89)� (0.485.6.810) (0.6644.976) (0.642-1.18) (0.718-1.41) (0.833-1.75)j (0.921-2.00)l 0.909 I 1.09 1.30 I� 1.52 1.85 (1.06.2.08) (1.22-2.58) 1.85 i (1.28-2.52) 1.17 1.58 2.56 (0.937.1.5) (1.20-1.99) (117448) 0.098 (0558-0.853) 0.851 (0.680-1.05) Ire - 1.11 -1 1.33 (0367-1.45) (1.01-1.74) 1.84 (1.39-2.41) 1.58 (1.15-2.10) 2.18 (1.58-2.91) 2.12 (1.35-2.93) 2.25 (1.49-3.12) 3.12 (2.06-4.31) 1.94 2.34 ? s,; (1.18-1.83) (1.62-2.53) (117-3.06) (2.02-3.70) 1.79 (1.44-2,19) j 2.35 (1.86.3.05) 2.84 (2.18-3.69) 3.10 (2.374.00) 1.944 2.58 (1,67.2.37) (2.02-3.30) 2.19 (118-2.66) 3.27 3.97(2.28-4.44) (2.63.5.50) 3.38 (2.47-4.47) [1.n-ae�l 2.87 (2.27-3.64) (2661907 3.43 (2.64.4.39) The (2,70-4.84) 4.05 (2.99-5.27) 1.47 (1.21-1.76) (1.59-2.33) (1.94-2.88) 1 (2.42-3.84) 1.94 2.37 3.04 1.47 H 1.71 (1.22-1.75) J (1,42-2,03) A -day [7-18Y J I10 -day 20 -day 30 -day 45 -day 1.67 IS? (1,39.1.98) (1.64-2.32) 1.82 (1.52-2.13) 2.14 (1.79-2.51) 2.16 2.58 1'8-2.57) {2.12-3.�?8} 3.25 (1. (2.61 4.07) 2.51 (2.08-2,98) 2.71 (2.25-3.18) 3.61 (2.79.4.58) 3.82 (2.994.82) 4.22 (3.15-5.46) 446 (3.35-5.73) 72.1 r 3.70 429 4,91 (247-3.54) (2.97-4,56) (3.36-6.33' (3.7'1-6,22) 3.20 3.93 4.53 5.16 (2,654/8) (3.17-X4,81) (3.56-5.59) (3.92-8.50) 1.94 (1.63-2.27) 2.21 (1.88-2.57) I 246 (2.08-2.84) 3.21 (2.73-3.68) 3.81 (3.24.4.35) 4.50 (3.86-5.11) 2,28 I 2.87 (1.91-2.87) (2.393.36) 2.62 3.31 (2.21-3.05) I (2.78-3.88) 2.92 In 3.66 (2.46-3.38) (3.094.28) 3/4 4.59 (3.17-4.29) I (3.88-5.27) 3.36 4.13 4.74 5.38 81-3,98) (3.34-5.03) (3.74-5.83) (4.1{3.6.7 (2.5) 3.97 (2.77-5.36) 4.33 (3.03-5.80) 4.72 (323-6.27) 489 (3.49-8.48) 5.16 (3.71-8.76) 5.58 (4,05-7.23) 4.83 (3,22-6.64) 5.26 (3.53-7.20) 547 (3.84.7'.69) 2.58 (1.64-3.57) 3.57 (2.28.4,95) 4.55 (2.904.31) 5.54 (3.58-7.81) 8.02 (3.90-8.25) p0.45 (4.22-8.77) 5.86 6.65 (4.01-7.B9) (4.40-8.98) 6.17 (4.26-8.25) 6.52 (4.54-8.63) 7.00 (4.68-9.38) 7.28 (4.32.9.!9) 5.83 (4.25-7.51) 8.06 (4.43.7.77) 6,77 (4.74-8.91) 7.51 (5.11-9.97) 7.00 7.75 (4S2-9.18) (6.29-10.2) 3.90 4.73 5.38 6.05 ' 6.75 7.69 8.42 (3.25.4.55)_, (3.82-6.69) (4.254.55) (4.83-7.52) •(4.96.8.57) (5.44.10.00) (5.81-11.1) 4.32 5.20 5.88 6.58 7.28 8.23 8.95 (3.61-5.42) (4.21-6.21) (4.66-7.11) , (5.044.12) (5.37-9.19) (5.84-10.6) (6.20-11.7) 5.29 6.24 ell 6.97 7.70 8.43 9.39 (4.45-6.10) (5.08-7.38) (5,58-8.34) , (5.95.9.41) (6.27-10.5) (6.74-12.0) ` (3,73-5.00) I (4.49-8,18) (6.10-8,94) 5.15 6.19 7.03 (4A0-5.86) (5.27-7.05) (5.95-8.O4) 4.38 5.30 6.04 7 .06 - 7.82 8.58 9.33 10.3 (5.76-8.29) (8.26-9.31) (6.66-10.4) (8,97-11.6) (77.43-13,1) 60 -day 5.4 (4.32-5.70) 956.56)1(5.95-7.91) {6.71.9.05.7`9 6.97 7.90 95-6,56)(6.71.9.11 ca.o) J 10.1 (7.09-13.2) 11.0 (7.78-14.3) 12.2 (8,70-15.8) 13.4 (9.53-17.2) 8.14 8.97 9.76 10.5 11.5 (6.66-9.49) (7.20-10.6) (7.81-11.8) (7'.924 3,0) (8.36-14.6) 912 10.0 10.9 11.7 12.7 (x',47-10.6) (8.05.11.8) (8.47-13.0) (8.78-14.3) i (9.21.18.0) Precipitation frequency (PF) estimates In this table are based on frequency analysis of partial duration series (PD$). Numbers in parenthesis are PF estimates at lower and upper bounds of the 9(1% confidence interval. The probabilltythat 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 6%. Estimates at upper bounds ere not checked against probable maximum precipitation (PMP) estimate's and may be higher than currently valid PMP values. Please,refer to MOM Atlas 14 document for more i44arrnalion. Back to Ton PF graphical hugs:i/hdsc.nws,naaa.gcv/hdsclpfds/pfdtprintpaoe.html' fatr-40.73►23&.Ion=-104.8609+ d =depth&units=engiieh&serleS=pds 211412019 Precipitation Frequency Data Server PDS-based depth -duration -frequency Urn curves Latitude: 40,7323°r Longitude: -104.8609° 14 I c S zmi 6 LI 0 C C E E E fri -C L 2 5 10 25 50 100 200 900 1000 Average recurrence interval (years) 4+ I Duration ry reLI 9;1r 4-4 >1 MD fa > b -o -0 NOAA Atlas 14i Volume 8, Version 2 Created {GMT): Thu Feb 1417:32.35 2019 Back to Toy Maps & aerials Small scale terrain 3 fin I d a MI MOMS I Average recurrence inter#I (years) 1' 2 5 1O 25 50 100 20O 50O 1000 Duration 5 --rein 2 -day 10 -min 3 -day 15 -min 4 -day 30 -min 7 -day 60 -min 1O -day 2 -hr 20 -clay 3 -hr 30 -day 6 --hr 45 -day 12 -hr — 6O -day 24 -hr Large scale terrain hops;Jlhdsc,nws.noaa.govihdsclpfds1pfds_rintpage.html?Iat=40.7323&Ian=-1 04,8609&data=depth&units=english&series=pds 213 2/1412019 Precipitation Frequency Data Server Netz i OWN PIM -For tCoilhon ' S Long; Peak ay.Es A \,Af .1‘;‘. 415 111 4.v � O utder revia, 1 set in I °`a &_ Yit #.fib- ,*- ._-.ki Y"r =a i (art el ty L onf t Denver • { 1 Large scale rnap Fort coln±bi Watley YtT er anknia Dist -jiver a Lar scale aerial Back to Top US De rent Qi Commerce ,Nat .hat 9ceanic and _trnheriC Mdmirtiatration National Weather Sow co Jjtiona Water Qenter 1325 East West Highway Silver Spring, MD 20910 Questions?: LID SL .QuestiefS@nl9QV Disdglns baps:J/hdsc°rms.nose,govihdscip#ds/pfde_prIntpage°hxml' lat=49.73238don=-104.8609&data=depth&units=english&serias=p+ds 3/3 AG PROfessionals DE VIf • tiIthI-I6. OF Au. Ft A -1;11 ef0, 3050 67th Avenue, Suite 200 Greeley, Co 80634 Telephone (970) 535-9318 'ww.agpros.torn Project Number: 1353-01 Designed By: AGPROfessionals Date: 2/28/19 10:31 AM Sheet: of Checked By: CT's Subject: Impervious Area Calculation Entire Site = User Entry Solving for the Percent lm envious I Sousre Feet Acres 249,1791 2?O17,269 5.72 46.31 ,Total (Total Impervious Development Acres Acres Development %I Actual Design 12% Ac r n ;fessiona1s ItiF:A`L I r?})1 M1.mhi ,{ L11,11 FiF 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www,amaros.com Project Number: 1353-01 Date: 2/28/19 10:32 AM Designed By: AGPROfessionals is Sheet: of Checked By: CTV Subject: Impervious Area Calculation Proposed DB-1 = User Entry Solving for the Percent Ilmipenilous Acres S a 'ware Feet 1390227 1,D55,D23 3.20 24.22 1 Total Total Impervious Development Acres Acres Development 13% %I Actual Design AGPRO 1'i-V�•� OPI-,NS4)F.'.f:N.II 11fl{F fessioInals 3050 67th Avenue/ Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.aRpros.corn Project Number: 1353-01 Date: 2/28/19 10:33 AM Designed By: AG PRQfess ions I s Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed DB-2 = User Entry Salving for the Percent Impfer iausii: Description per UDFCD Table 6-3 % Impervious Sq Ft Acres Impervious ■ Total Pond 100% 61,285 1.41 Gravel Road 40% 51,401 0.47 Roofs 90% 12,632 0.26 Agriculture 2% 836,922 0.38 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0,00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0, 00 952 240 I 2.52 Sauare Feet Acres Total Total Impervious Development Acres Acres 109,953 962,240 2.52 22.09 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Nunn Downs: DES -41 Basin ID: Historic Runoff (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 In trt : Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula Coefficient One Coefficient Two Coefficient Three i = C1* P'i/(C2+TcrC3 percent acres A, B, C, or D years (2, 5, 10,25, 50, or 100) minutes die`s inches 28.50 10 0.789 1 Desk Information (Inpotiz Catchment Drainage Imperviousness Catchment Drainage Area Predeveloprnent NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = Cit Pi ((C2+T)*Ca Coefficient One Coefficient Two Coefficient Three Determination of Average Outflow from the Basin 'Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate 026 Qp-in =_ 19.15 "cf t? -hut = udfod spreadsheet 10 yr rate entire site D8-1.xis, Modified FAA 0.00 cfs 1a= A= Type = T Tc P1 2,00 24220 11 c, = c2_ 18 O,0D percent acres A. B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cisracre 2,78 mchea 28.50 1O Ca = 0,789 Determination of Ave_ra a Outflow from the Basin Calculatedl Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Qp-in = Op -out = 0.51 74160 0.00 cfs cfs 2/2812019, 1O:44 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Nunn Downs: DB-1 Basin ID: Pro i used Runoff (For catchments less than 160 acres only, For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CU HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FM Method Desicin Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1t P11(C±+TJAC9 Coefficient One Coefficient Two Coefficient Three A►= Type T= 'To= q= Pi= 2 11 C2 = Ca 13.00 _ 24 220 D 10 18 percent acres A, B, C, or D years (2p 5, 10, 25, 50, or 1 00) min utes 0.00 cfs/acre 1.48 Inches 23.60 10 4.789 Determination_of Average Outflow from the Basin (Datculaitedi:. Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Qp-in Qp-cut 0.32 23.58 Q00 cfs cis Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1# Pil(C2+T4aC Coefficient One Coeffi dent Two Coefficient Three Type T= arc = q= P'1 Is= 13aoa A = 24,220 D i _ 100 percent acres A, B,C,orD years (2, 5, 10, 25, 50, or 100) 1_ minuses 039 —Ids/acre 2.78 inches 2850 10 0,789 Determination of Aw - rage Outflow from the Basin Calculated C= Qp-iri = Qp-out = 0.54 74.76 19.16 ors cfs UDFCD Proposed Runoff DB-1.)cls, Modified FAA 2(28/2019, '10:43 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Nunn Downs: DB-2 - Basin ID: Historic Runoff (For catc'hrnents less than 160 acres only. For larger catchments, use hydrograph (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are routing method) recommended) r Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information Inputs. Catchment Drainage Irnpers+ousness la = 2,00 percent Catchment Drainage Imperviousness L _ 2 00 percent Catchment Drainage Area A = 20,160 acres Catchment Drainage Area A = 20.10 acres Predevelopment NRCS Soil Group Type = 0 A, B, C, or D Predevelopment NRCS Soil Group Type = D _A, B. C, or D Return Period for Detention Control T =1100 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 10 yen (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 16 minutes Time of Concentration of Watershed Tc = 16 m i nutes Allowable Unit Release Rate q= 0.00 cfsfacce Allowable Unit Release Rate q = 0.00 cis/acre One -hour Precipitation P1 _ 2.78 finches One -hour Precipitation 91 = j 1.48 Inches Design Rainfall IDF Formula i = C1* PI1(Cz+TC)' C3 Coefficient One C1 = 28,50 I Design Rainfall IDF Formula i = Cit Pi1(Ca+Tc)AC, Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three Ca = 0,789 ' Determination of Average Outflow from the Basin (Calculated Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.51 Runoff Coefficient C = 0.26 Inflow Peak Runoff Qp-in =I 62.81 lots Inflow Peak Runoff Op -in =1 X16.91: ids 1 Allowable Peak Outflow Rate Cip►-out = 0.00 ets Allowable Peak Outflow Rate Op -out = 0.00 cfs tidied spreadsheet 10 yr rate entire site Oa-2.xis, Modified FAA 2/28120191 10:46 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project Nunn Downs: DB-2 Basin ID: Proposed Runoff - (For catchments less than (NOTE: for catchments 160 acres only. For larger catchments, use larger than 90 acres, CUHP hydrograph and routing hydrograph routing method) are recommended) Determination of MAJOR Detention Volume Using Modified FAA Method Determination of MINOR Detention Volume Using Modified FAA Method ¶ Design Information (Input): Design information (Input): Catchment Drainage Imperviousness la = 5 00 percent Catchment Drainage Imperviousness Iii - 5.00 percent Catchment Drainage Area A = _ 20.160 acres Catchment Drainage Area A = 20.160 acres Predeveloprnent NRCS Soil Group Type n r A, i, C, or D Predevelopment NRCS Soil Group Type = — 0 A, B, C, or D Return Period for Detention Control T =1 100 ]years (2, 5, 10, 25, 60, or 100) Return Period for Detention Control T = 10 ears (2, 5, 10, 25, 50, or 100) I Time of Concentration of Watershed Tc. = 16 minutes Time of Concentration a Watershed Tc = 16 minutes Allowable Unit Release Rate q = 0.84 els/acre Allowable Unit Release Rate q = 0.00 cisfacre One -hour Precipitation Pi = 2,78 inches One -hour Precipitation Pi = 1.48 {inches Design Rainfall IDF Formula i = Ci* Pi1(C2tTJ*C3 Coefficient One C, = 28,50 Design Rainfall IDF Formula 1= C,. Pj!(C3+TJAC3 Coefficient One C1=j 28,50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three Cs = 0,789 Coefficient Three C3 = 0.769 i Deteffninstion of Average Outflow from the Basin ICaiculatedi: Determination of ,Average Outflow from the Basin (Calculated}: Runoff Coefficient C = 0,52 Runoff Coefficient C = 0.28 Inflow Peak Runoff Qp-in 4 63.53 Ids inflow Peak Runoff Op -in = 18_21 ,cfs Allowable Peak Outflow Rate Qp-out = 16:91 cfs Allowable Peak Outflow Rate Opp -out = 0.€10 cfs UDFC[ Proposed Runoff DB-2. GIs, Modified FAA 2/2812019, 10:45 AM Nunn Downns. LIE APPENDIX B Hydraulic Computations DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Munn Downs: DB-1 Basin ID: Historic Runoff Less than 160 acres only. For larger catchments, use hydrograph routing method) (For catchments (NOTE: for catchments larger than 90 acres, CU HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA. Method Determination of MAJOR Detention Volume Using Modified FM Method Design Information (Input): [sign Information (Input): Catchment Drainage Imperviousness la = 2.00 percent Catchment Drainage Imperviousness i = 2.00 percent Catchment Drainage Area A = 2422 Catchment Drainage Area A = 24120 acres _aaes Pre€levelopment NRCS Soil Group Type = 0 A, B, Cr or I) Predev+elopment NRCS Soil Group Type = D 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 = 18 minutes Time of Concentration of Watershed To = 18 minutes Allowable Unit Release Rate q = 0.00 clsfacre Allowable Unit Release Rate q = 0.00 'cis/acre 'inches One -hour Precipitation P1 = 1.48 Fnches One -hour Precipitation P1 = 2.78 Design Rainfall IDF Formula i = Ci* Pit(C2+TJ4C3 Design Rainfall IDF Formula i = C1* P1t(C2tTT}" C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28,50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0789 I Coefficient Three C3 = 0,789 Determination of Average Outflow from the Basin (Calculated): Determination of Avenge Outflow from the Basin (Calculated): ' Runoff Coefficient C = 0.26 Runoff Coefficient C = 051 Inflow Peak Runoff Op -in =$ 19.16 Ids Inflow Peak Runoff Op -in = 70,60 cfs Allowable Peak Outflow Rate Qp-out = 0,00 cfs Allowable Peak Outflow Rate Qp-out = 0.00 cis udfcti spreadsheet_l 0 yr rate entire site DB-1 xis, Modified FAA 2;2812019,10:52 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Nunn Downs: DB 2 Basin ID: 1 o•Vear Historic Release Rate 160 For larger hydrograph (For catchments less than (NOTE: for catchments larger acres only. catchments, use routing method) than 90 acres, CU HP hydrograph and routing are recommended) Determination of MAJOR Detention Volume Using Modified FAA Method Determination of MINOR Detention Volume Using Modified FAA method Design Information (input): Design Information (Input): Catchment Drainage Imperviousness la = 2 00 percent Catchment Drainage Imperviousness la = 2.00 percent Catchment Drainage Area A = 20.160 acres Catchment Drainage Area A 20 16 acres Predevelopment NRCS Soil Group Type = 0 A,, B, C. or D Predevelopment NRCS Soil Group Type =. D A. B, C, or D f eturrt Period fi t ❑etention Control T =� 1ii l years (2. 5, 10, 25, € , or 100) R eturn Period ftar Detention Centro) T = i 1U 1 h0, or 100 , , Time of Concentration of Watershed Te = 16 minutes Time of Concentration of Watershed Tc =1 la minutes Allowable Unit Release Rate q = 0.00 cfsia.cre Allowable Unit Release Rate q 0.00 cfs!a+ re One -hour Precipitation P1 = 1.48 inches One -hour Precipitation P1= 2.78 inches Design Rainfall IDF Formula i = Cit R,1{C2}Tj"C3 Coefficient One C1= 28.50 Design Rainfall IDF Formula i = C1l P11(C2+TerC3 Coefficient One Ci = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 1 CM I Coefficient Three C3 = 0.759 Coefficient Three C � = g_ 789 Determination of Average Outflow from the Basin„MalcsilatestLa Determination of Average Outflow from the Basin (Calculated : Runoff Coefficient C = a51 Inflow Peak Runoff Op -in = 62.81 cfs Allowable Peak Outflow Rate CID -out = 0.00 cfs Runoff Coefficient C = 0_28 Inflow Peak Runoff Qp-in =l 16.91 Icfs Allowable Peak Outflow Rate Qp-out = 0.04 ifs udfcd spreadsheet 10 yr rate entire site DB-2.xls, Modified FAA 2/28/2019, 10.48 AM DETENTION VOLUME BY THE MODIFIED FM METHOD Project: Nunn Downs: 08-1 Basin (0: Pro °sod Runoff (For catchmentt>! loa.5 then 160 l0n1,s oink For larger c,at!dilnlrtllc. 'NOTE: for catchments larger than 90 scree, Cii1111 hp:Clograph use hyditswiph r and bating srn recommended} O tnrmhation of MINOR Detention Volume Uslig Modified FAA Method Detensiiatii1n of MAJOR Detention Yakima Using Modified FAA Method - re Ocni Information Moult' tldsw Rrt!orrrla gg Iirioirtk Catchment Drainage Impervicusnese 1, = 13 CO _percent Catohment Dratriage IrrperJlousness t< • 11 00 paroarrl comment Draloage Nea A. 24220 aae9 Catchment Drainage Area h r 24 NO i-----a Predeveluprrenl NRCS Sol Group Type - 0 A, El., C, urn Prtdavebprnere MRCS Soil Group Tot : Dt M3. C.4ie Relum Period for Delellian CQnind T „ 166 MOIL (2, 5, 10, 25, 50, or 100) Return period for retention C'anlrol T • 1'0 Tuna, 5, 10, 25, 50, or 160} Timelier Coma nirrikK?n Dl VA kV -46S Tc = 18 (mutes Time or COncentre lion of Watershed Ta 15 ninullea Ativireltkr UI! Rents P414 Li. = 079 �cfshore Amor!**D-R & si!a Rena 11 = 051 Oltlere S rs -ho Precipitance' P! =,228 inches 1 *I0U R!i wtta�n Pr 4 1 45 knits Design Rainfall ICIF Formula I • C1. Pil(Cz4TcrUi Caefifcient On C, =26 50 Design Rainfall 1SF Formula I ° 1C,' Pil(C2+Terei Cr fixderll O M Ci 23.60 Coefficient TWO C; = 10 Cca�efficienl Tw et * 117 Coefficient Three C, = 0 768 C.oaricienl Three C3 * 071W `,(crlrt`nmi9n ail Ave rallEl �lrtlklw 1'rI#117 R } i N Qic1�LeLl�cf1� �traml9err41ir±a1 1 +1(?1 !tt �11d,%I14NW 11 m tiro U0 del ao1 l•iecil: Runoff CoefArienl C = 0 32 _ Rux4T Coefficient C ■ 054 Inflow Peek RunalT 0p si nit _ptTineti tniow Peak Rwc'tf Op -In ■! 2359 c.is A.9 oweD re N t CAS Aviv ' 0411. re, = ® 191B Attnvabble Pali OulttUfa r4 a1■ 0 r.oui = 000 eta Mead. MA Mies Stomas Velum* t Mod_ FAA Major Storage Volume t t'Is.t`21 LIS font kilt acre -fl Mal, FM Minot sum alga Varaan* r 63 fitri Cubit feral piked. FAA Minor Storage Volume rt 141 acxa41 y L!.:is' flat It..,, I _ taf) tnuun iral trars-sm Viallse )ti. it 5n. -..l,a,.-i , n, Rainfall Duration minutes • Un Rainfall Inlensily inches ltw t15 . ' ) aglow Volume ague -4441 m¢ 1 .14.19•41intri Fodor M a :.: -v1 Average Outflow ofs '_ t 1 DIJUlow Volume acra-lte$ 1... ,e i- Storage Volume acredeeI. 11 n , i Rs mill Du rains rrraltta „- ra 1,. ittfelil1 hiarlritli indilmtlhr _ Inflow Ware icrflolti Dili AdiUeimertl Factor "rN' I .... j Average Outflow cli r . . 5 Outflow Win iPr940.11 r Storage *lune acre reel rridl24l _. •© " 00 0 0E 000 000 0000 Bow 8 Oaf MOOD- 0017 " 000 0010 0Ct 5 9!. A 542 1, 0O 19.114 j9 132 0 T 4 t 5 — 408 O:26d: 1.67 000 0M&MO OM 10 7A5 I so i 0 19 be I 0 315 I Ogr 10 s gi b 424 1,00 000 0 000 0.124, 55 116110 1 00 Iola r- 0 31:x9 I WI 15 3 331 0 533 1.00 090 0 000 0 533 ! ?ib _015— 5.41 'Sal x195 1570 0501 l 44 20 2,611' 011,1 s i 095 4 ci.p 0 C00 0 615 25 4119 ti -59 11 e.6 16 4P +i 4 557 1 591 25 255 0 681 Dm ow Iowa D:681 30 431 1331 0 Na."15I 0633 1 bssie 30 230 o 736 0 Bo 0 eo 0 0 730 03 2.4ii d 36 14 51 _ Offal 17f 1 .31 100 I n JO?' la 715 000 0 Om a 40 3 iii: 2 607 0 l) 13 SI it 765 I'341 +!¢ I. 3 i1622 073 000 Q COQ' 0 Ili 45 _ 3 A� 2._ 0 70 1.31,41 Dail 1 580 nr:rt _ 110 1 0 ea 0 70 000 Q CEO 0 15'.afl t 313 2 622` 5t ta 131≥DI 044' i_ i 925 50 1 67 Q.$0 0 6.9 OW 0 000 0 890 55 557 Gera 066 000 0004 nolo d, 2 g4 291d 0771 09<5] 1951 ra 211 [I _ 2098 of tb 17 d5 1 On i .950 80 148 0948 D65 OW CkMt 0146 65 7 EC 3 0 5-; 12 23 ! 1 1$81 _ 65 1 40 OP) 064 0 COI Ote 0 970 70 7 '3 3546 3 A 12:119 * ten I iliti1 70 133 10993 Al 06 000 000} 0W.I 75 230 3, 215 D 1t' 11 56 127 it 1 900 75 1 2? 1 014 0 itai 0 0) 0040' 9 0141 ea 226 3 27a 0 61 1 I' 73 t 213 1: RIB 65 1 it 1 034 081 003 0 040 1 034 63 2 oli 5 335 5 t 1 1 t 61 1 .J59 L 9TA SS 1 18 1 0!13 061 000 9 ISO 1033 X2 I 5 3t�t. 0 G It AD 1 CS 1 Ng SO I. I 1 Oil 0 GO 003 0 000 1 Q3, 95 2(I t 3.4.46 0 S it 36 t n3 t 1951 1pa 'lot 4 1 M a SO 11001 _ DOUG 1 LW IL!) riu100 I 94 3,r9$ 0) 11.310 1 }5.7 _ 1 941 1-D3 1 MC 059 OM Q000 t 104 105 I li f 35a 7 0 59 1 t. 22 t on I Te l 105 100 1 1117 0- 5a Otto I cool - 1 119 110 15I 3S01 056 11.15 1 664 1004 110 0 87 a 133 056 0 001 0 600 1 133 11"a . 1 76 3427 05$ 11. qd t fm I B3 115 013 1 1sT 065__ 0400 171100 1 14T 1:7 I 10 3area 0$ _ 1542 1 67h I m8 y 120T 0.91 1 tit 0519 000 0400 1 15! 1 1 @5 8 720 0 57 h+Q I M -r' 1434 125 _ 8.138 1 .1 14 ti PlA7 1300 0 8ti 1 17.1 tut.. tiler IX 0 1 1135 •sass. $! 7 000 0000 1 i E61 1747 1, 61 3 790 f?,1k7' f 0:01 I p 4 Klr 135 1. `0 _ 3798 ED 10.00 2019 l 116 i 135 0 P 1.11017 000 D000 1 19$ 1-112 152 3 ,'57 0.58 i 11d3t 21365 r 15+!7 140 G tf 1 1 210 _IRO PS 9 co 0 1 214 145 1 AD IWO D M 0121? I ? 151 5 P19 145 0.79 t 271 02 0 DD 0 000 1 221 150 144 Wit 054 j 1073 , _ 2 211 1 6 liSa 0 71 1713 _ 0.'10 000 0000 1 232 155 I n i 36314 054 1001 7 ft 1 65,5 155 013 1 222 1041 000 0 9D0 1 24? 49{7 136 3 IMO Die - le ea ? 349 111^2 44,0 0-73 1 253 0.56 0 D0 _ 0 MO I 75.1 Jai a 3 4002 ii55 1052 Witte. 1 50 _ to O n 1102. 0W 000 0000 t 4: 9111 122 4032 055 1059 2'$1 155 I/O 010 1 -in 11.'2'5 000 8!O , I ₹77 I7S! N 4462 055 , I 10 4 3.540 I 51 !75 alio i 3i3 613 16dQ it00D 1 Mt 1x 0 1.20 _ 4W11.OH 10 54 2 612 ! 1 CD lip CT,111 1 291 055 00!0 0 COO i 291 I95 r 124 4 120 O ;A '10 SW 2' 6, FA 1 441 _ —0-1:43 164 6.61.388 055 C! 000 1 300 _ 198 121 414? 0.56_ 10 a.4 2x744 i 140s ISO 0135 1906 055 Coo 0003.1.33E 19S 119 4114 0 55 10 4b 7 519 1.354 1515 063 1.317 Q 551- 0 CO Ck A8b 121i 200 157 4.01 0 5S 10 44 .r 576.I 12a : _ 200 I_ 0-02 1,325. 055 0.00 ORM I•,`-1,75 205 I.14 A 72'8 054 .. 1042 : lin7 1 201 2 001 'I.33,1' 054 0174 4 F.. C;000.--- __ I 330 2`t0 1 12 4252 4 054 I 0 -4C 3DO5 1 4] 210, 001,9 I341 0:-4 0,00 uCVO 1;441 ` 24'3 eta 1.3+19 0 51 a 00@!4$91 15 t_0 21$ 1-1.0 44276054 1a 38 ] OM1 202' no 100 4301 o 54 In 16 a 140 1 I CC mil' 0 Se 1..351 0 511 0 DO 4 0Qa J ! Ile 0215 9 ,07 4 -124 03+1 1035 320E 1.118 US_ Ow 1.364. 054 0 ea 017100 i 3r..,9 2.120 I01 4348 054 103:3 32T2 1076 N' Q5B 1372 r Om 000 00X1 1 D7 2.}i 1.93 4371: 634 1031 1314 1 032 D55 1,31S'1t CI.Se000 0(00 ! 31 Li - 2110 0164 1,354 054 000 0-000 5:108 240 1 W 4333 010 1030 9404 ❑ 969 ?45 0 4l M,393 D54 3 0@1 0/000 1 391 2.c_. 1 03 4 411j &St 18 { A 3 4110 0 095 I ,0 0.99 4 43? O 144 10 72 3_WO 9001 i 250 0 IF2 :1:,1162 054 0,00 0 000 I +l'dd 255 0_91 4 411 65-4 10 760 3 002 i 0050 255. 0.52 La Oil 000 iiiio ii gs 2170 , 0 t10 4 41"1 _ 1074 2 C4,6 • . 04401 srso Adra a . 2101 0 31 h 4I3 0.53 0 00 0.050 1 413 '+ F 01 4 v 4 t c _0 O53 t0 2,3 3 J 34 0 Ten$ 2054 0 50 1.410 IQ,3_3 00_0 D000 1 419 2?G _ O 93 451g 051 t0 ?? 3 eke 0 PIP _ n 4Fd 049 I_rL76 0143 l�1�i10 D000 1 426 02 45% I 051 VI21 3 86S 0 VI s 0 40 t..i t ro 53 D., 0:0 1 432 ' 090 - 4, 9,56 -IOW 1019 3502' O T . �0 t 046 I _r, O 0 0 031 0" _ b 804 1 438 2 O 4 5n 0!54' to, 1 p 11101, 4sm ow 9 000 1.444 as 04 1.+F+1)'4 053 _, NO Die 45rP'1 653 ICi (7 400;6 11,53.1 0147 Lao 053 000 0 000 I.4SO 295 _ �G!_ 4.010 0 ICM to i 1',J01 646111 I 243 9,46 -11.438 053 000 0 COD 1 i G 3 ' ' Oil 4hO4 053 10 15 41 fib D4..70 ! Q! -al t -442 0M O 05 _ 0 S 1 447 Mod. FM hanoor Storage Willumint finthik Ii.) N. 43,667 ltti94-F raupa f500ra,Qe V'puma Cu{D n_f : Mod. FAA Minor Stooge Volume laere-f1) c 1.4113 Mod. FAA Major Storaiga V41trne (eerc a l UDFOD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 234, Recessed November 2013 1 40.0 UDFCD Frowned Runoff D&1 ab,, Modtned FM 2128t2019,, 10 93 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Nurbn Downs: DP I Basin ID: PM" omen Runoff Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) '5 45 4 3.5 3 25 2 15 D5 0 Y .s ilb fib 1 ••• e • _ 1 0 50 1DO 150 200 Duration (Minutes) 250 300 -i�Mins Sr id1 wSMaaf -6,1"I°-!sE Ka4aCiiiiii&O*02Pia lil?Sn nu-4rciIan allelmo'W1at3dlam oswetia mSNoeitts'rigriwYS...a •S&S aiiaWl/irf UDFOD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34, Released November 2013 35D UOFCO Proposed Runoff DBE -1i, ModIMd FM 2/231201P, 10:58 i'W DETENTION VOLUME BY THE MODIFIED FM METHOD Project: Nunn Downs: DB-2 eosin ID: Proposed Runoff (For catchments less '8idri ISO acres only. Far Larger cax'climeras 1 else hydrograph. routing method' (,NOTE: for catchments larger than 90 acres, CUHP hydmgraph and rnutng ara recommended) Determination of MINOR Detention Volume Using Modified FAA Method Doiton Drforrmatian ikYmdtl: C.elchrrent Orainage Imperviousness 4 • Calfirrent D atnap Area A ■ Predevelopnenl NRCS Sail Group Typo ■ Return Period nor IDelen41on Cordrol T ■ Tirrle of C9rovnlnlion orv*lerstied To ■ AWACS eta settee Rs* q • One -twos Precipaalion Pi • Design Rainfall IDF Formula i - Ci- Pi1(C2+Tcres Coofficierlt One C€elticienl Two Coehiclettt Three Datermhation of MAJOR Detention Volume Using Modified FM Method 5.02 rip" 0' r0 Id 0 CO 4$ Cr•' 10 t 4�TIOO_ Magi I ettil rk0.0,or D Iconic! 5 1D. ^25.550. or 100) avian thiacte yet p Dation !Irdonnalkrll.dntr'cr11. Calchrrgnl Drainpipe hpsmoilancso Catchment Drainage Area Predevreloprnent fit RCS 5vri Group Return Period for Detrnlon Conical Tlrre of Concentration ai t+Valatehed afrownslAr Wit P &dish Rao One -hour Prsthpd8t18n Deakin Rsiofalf IDF Formula i a 01' Paf(C2+'T■}h'C1 Coefficient Orie Coefficient Two Caelficfent Thole I— A= Type T• Tca P,=� _ Cr 16 c2= C3= 5 IX) percent 20180 0 16 1044 2 lb acres A,BC.otD yeas (2, 5, 10, 25.5b, or 1001 minutes cfsracre Inches 28550 10 0789 DeSrmineii on OlAtelite OYr111aw from the eosin Icaludidttas Runoff Coefficient Inflow Peek Runoff 'i'rv::se fink °kitten Rate C- 020 op -in = 18.41 cf5 Otorc • 005 Cis I!r44Id,FAA RiWrItg!kW igi Vdiinc '• 48,381 CO Ma feet Mod FM ianor Storegi Yolurne = 1.06 acre•it Litattr lieu J11 [11,i'ilasi evIrrar:".1di 1 ;..'+Jt' .1.A...' HA'f iii 11 r• 1.1 t,fl^.rRsr Rind Cob sags low Pea liilea 211417 t t Piidt Cams s Rat 0= _ Cp-In =) 0,44 ■ 0 52 ^h 1691 cis Mod FAA Major stodge Volume • 96,303 cubicfeet Mod. FAA Major Storage Veftaita • 112 acti4t Rai 401 Dore bon minulea urvuii Rainfall !n te.fiSriy frdies f ht 000 4 98 3Y8• 135 230 3.99 517 1 T9 1 Of 1 57 145 1 40 133 121 1-21 I 1!7 1 0s 1 00 097 O 93 091 018 0055 647 43-91 079 O IV 0 0 72 070 O 02 Off/ 0 66 fir 45 083 0,117 041 4:3 50 58 057 056 055 054 DST 652 05? 0 51 grata 0 •� 049 048 0,47 4141 045 1.'40 10 15 30 35 40 45 50 55 60 65 i'S 840 4"5 109 105 110 115 "0 125 130 135 140 1.44 150 1 t'slrr 160 166 170 175 !610 105 'Co 105 4. 205 ;1$ 2115 225 230 235 240 245 25e 255 280 265 37(1 275 280 213.5 290 295 !00 hllaw Wine done teed —re 0000 x'18+1 Cr 300 0 3138 10 -48e1 - 0.53i 600. 050 0.525. 4648 ELVIS 0.689 _ 0307 4-723 '0133 `07 97W) 0 792 0 0b15 is ea 0 8;38 08.1<.n' 0855 0864 0.8173, ale 0997 9905 043.E 6 toil 0 917 01103. f9f?!101 aim?' dtlli, a*` 06 era it 0mft 0983 A4usirne rr1 F achy 'tif our reorAi a 00 1 DO Y40 100 000 012 Oen ,,--, - - 'G?4 gas 066 C1f 063 002 061 0 81' �a�eo 055 _. 016 Q.58 057 ,.051' 057 0 55 05+9 456 OM D66 D#S 05$ O_s5 055 a54 OSri la 55+1 0 511 055 0 54 054 0 989 Q0141 o: 1 004 i 009 t 1 1 014 019 024 1029 1 O$ _ Ian 1443 _ 1 047 _ ON 1404 17613 .. Average Outflow cis 000 0C ow e410 005 005 000 Outflow Mum acre•feet Storage ktalume awe -lest �qfA. R Qyira Cum tin rrintltea Rai*,3 Ninety inches 'hl ,+djtralntenI Facts. Au •rape C Allow cis Ovtaoul Vc 112 re cre-reel 440 0 4X4 000 000 000 000 G00 0�41Q! 0`000 YAW 0^020 040 000 ' CD oaa O 00 040 040 4004 600 'a'a0 040 600 040 a,ao 000 Goa 000 MOO 000 003 fordo 003 4503 Pc Op) 0' aw ow 601 0114 . 000 06 0 C O CO 0046 OD, eras " 0 MO O 000 ats 117.1!44 0'000 0,309 O 003 _ 3i18 0 0CC! 0441 0 000 41AZ 0 OM 0536 a000 d 5'Ff0 0 005 0 599 0 000 0 825 0 GOD a 645 0 004 0 870 O :140 0 589 0 G44 0 707 0 00!0 a 723 .0 000 0 739 054 054 054 053 053 053 053 053 0 53 053 0s1 053 0.53 0.53 —•-031• 303 Os11 053 •r r1 Woo C1 'IS] aC 7117 6 000 0 765 0005 8792 65:3 0804 0004 0815 DUO] a 0030 4, �6 0644 120 Oita 125_ 6084 lire Coop 0401 01NW 0.INT 0.035 0417 0 -Ole Ow Q. COD '0 000 I 0000 0 000 a 040 0 daa 0 COO ac�a _ 0 000.. 0Ce0 a 000 0 Dr00 0001 0030 0 000 0 000 0 DOD 0 0460 0.000 0l a 000 0.000 0,000 0 Paa 0.000 0 02-3 0030 0000 O 000 0 000 0 000 031 -,- 0 Add 15 4300 10 15 25 40 46 50 r 60 55 SO es co 1'I• IDS 114 1os 0 0443 0 04? oarO 0920 0965 Dad t 0977' 0953 0 033 0994 o999 1 004 1009 i 0,14 i 019 1 CID IO9 1 034 1031a 1 043 1 O+7 1052 1ta 10 I 1ora 135 140 tea 150 155 lea 165 115 100 Mrs- tato 1II0-r. 200 yf 205 21a 215 220 :q f90 625 �4L 431 3 93 3.83 3316 313 294 277 2 f 2 SO .30. ` 2a 218 209 2021 1911 iW' I91 17'6 a 2.40 245. 265 250 275 pia X5 1_� e sorat1 te' 1.f ifra 1,+f 1.84 I 1!' 1.71 1.5:5 4.32 1. 1i. 121 Ill_ I. 112 1 10 1 00 1 07 1DS 1 03 1 02 10.14 O 99 0 97 -- Ate "4 '0'' ▪ co 0 H91 O NI 0 07 O 88 293 nom O 4f 1 075 1354 I 56 1 730 1 869 1 3? 7012 7160 2 202 2'3311 2.400 2 Z4574 3}?f 2,629. rid 2 7001 7 543 2850 21'!15 211# 2te? 3014 010 3.130 • 1f 311113_ 3 205 1 712 1250 •- Ida 162101 01ie 14,o too 0in i co 14201 0345 0901 1St. mit Mgt 04'18 O H :342477- O S315 O 7]. 1222 0 0 lip 1'1 24 0 4. 0,11 4156 D ill O Hs 11 15 0 7109 0 s 1100 5KKC 45127 10.63 10 71 0 655 0 6l 1.054 1 1itli 051 10 30 T 147 ! 481 1026 1 1 O 96D 10 15 _4 1111f 0 1005 r ill' O 313 3• ge5 1 O 55 3 _ `9.51 1 1 0 501 '® 75 1 410 057 053 1 S75 0_!27 II 1561 *56 06+1 119A75 0.56 'I 0.516 170! -'eI ON 9-43r 1 0 0 54 130 1 05 9-5.5 i 0 1 034 50.55 : 1 O 55 233 , 2030 * 55 7 1257toa 47-55 �� _ 2 107 _4_. 0. 55 1123. 2.725 3279 0.31 on " 7741 1.0t'i2 0 51 all 2341 :OSA iliai 24Da — 3 344 C 5 . T 4 1454 ;.M! 0, I: 2 515 3 3* '0 -9,1t 25214 d.we 0 14 -033 _9 0 7 3 425 a N . ' 0.00 . >='fs2$ 3447 0551 m1 _G! . 3 405 054 9129 4 3 485 o_53 _ oOS 1 3 503 0.53 903 3.571 0.'53 Peg 3.539 D$) 901 3 SSa 0,SS D Co 3.517 0.5.3 4 8O . 3 590 053 Still' 3606 051 1 1:91 3 4' 4.5;1 -_ 406 3Cie Op 1101 3654 053 a 184 18@g 2.611 1 : , f3_ n8s os9 �NW` , 3 no 5 MA 053 E Storage lfofuirtg acre-feet foulautl 0uu 056, 0553 1004 1144 171 1 333 1 393 1 437 1.430 1 443 549 i 518 1 522 1622 1317 510 f',4 440 1: 1412 1 3190 1 365 1,341 4.713 165 1 236 1 22? t.i0$ nits 1U9 1065 t0,7t owe 0081 0.97 04st 4791.3 flird5 eiv sem 0 �6T0 4 5711 o.sae 4Ga O Cr? 0 41 0 OSta 0.333 II a: 4;oP Gam *43 lU 1 R5 it an 0 Dia 05.3 1190 991 • ?+f4 . jag/ a.� 2934 3040 34539 315! 31.215 3273 3.130 3 060 3 443 3.64 3 565 3 52'3 .3 WI Mad. #14R, r'irlo! SIQraai Voliani @ti is ft 9 • 41011 Mad. FAA Map Therms Volma (cubic 8,1• Mai FAA Minor Storage Volln* (acre-) • 1.0548 Mod- FAA Major Storage Volume (aorta ) UOIFCD DETENTION BASIN VOLUME ESTIMATING WQRK?OQK Version 2.311, Released November 2013 13$,503 15221 U©FCO Proposed Runoff 06-2 ids, Maoifred FM 2,28/201 0. 11 ..00 AM DETENTION VOLUME BY THE MODIFIED FM METHOD Project: Nurm Downs: DB-2 Bashi OO: Proposed Runoff Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) 4 35 3 25 2 15 1 0.5 i#•i'� # • i• ii i# 1,Diliiii A • *i ii i 7 ft r. 13 1 A ui -6 t A L! C. s. es & A A A fII ii Q Y A a r .I L A 11 aY 3f \] 11 / LI .� • a .R .l 11 - ti �'es r e& ts--.5 er 4t' ri -f -. 0 50 100 150 200 Duration (Minutes) 250 300 .�Nu.Qd84-s veapa -Sr... adafet�-Mu+a a Moo amu, *aspiJurn Ik rS rMiranVQUrn 4IiIiiia)or tom Mary Vaaa * Mali Nina UaiiYWYac 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34, Released November 2013 U °Fee Privet R uno R D8-2 Waled FM 2123,2019, i 1.00 AM STAGE• TO RAGE SIZING FOR DETENTION BASINS Project: Nunn Downs: 08.1 Basin ID: Pro mud Detention Pond 4 L I Slit Map 1 Dasdnnn.1nfoi'mation (Input): Width of Basin Bottom, W Length of Basin Bottom, L Dam Side -slope (H:V), 4 Dun side Slaps Z 70.001 IA 700.00 IZ 3.00 tit Right I sosceles F Carol riticjeraor sIdt Slade Ale Sigel Chock Basin Shape I Triangle Triangle tectangle x e I Ellipse irregular a Storage Requirement from Sheet'IvModtfied FAA Storage Requirement from Sheet 'Hydrograph' Storage Requirement from Sheet 'Full -Spectrum" 4 L OR. OR. . QR... OR,. (Use Overide values in cells G32:G52) MINOR MAJOR 1 46 1.90 `acre -fl. N e acre- N. acre-EI Labels for WOW, Minor, & Major Storage Stages rir yLit Surface Elevation qtr}Lput: Water ft Side Slope (H:V) ft/ft Below �r ti 6ilt Ei ,Al I Basin Width at Stage ft ((kaput) Basin Length at Stage ft (output) Surface Area at Stage ft2 (ocutput) Surface Area at Stage ft2 User °vivid* Volume Below Stage ft3 foulputi Surface Area et Stage acres (output' Volume Below Stage acre (outpufl -ft Target I for & ; Volumes WQGV, Major Storage Volumes `for goad Minor, seek) _ 54OO1) gf C ,0M 700,00 49,000.0 1.125 01)00 _. 5400.20 3.00 I 71.20 701 20 49,025.4 9.083 1,146 0.2.27 72-40 702.44 50,853.8 19,47© 1.187 0.458 5 400 40 3.00 I 13.60 703 60 61.785 0 30234 1.109 O.694f ' 5400.60 3.00 74.80 704,80 52,718.0 43,645 ; 1 210 0 934 5400,80 3 00 3.00 5401.00 76.00 706 00 53,656.0 51,322 1.232 1.178 77 20 707.20 54,595 8 '12_ t47 1,253 1.427 3.00 5401.20 78.40 7Q8.4O 55,538,8 13, t61 1.275 1.680 5401.40 3.00 709.60 56,484.2 �y 84,363 a� T 1.297 {-�� f..0J37 5.401.60 3_007.10 Freeboard - 5401.80 _ 3.00 80.90 I 710 80 57,432.8 9556755 '1.318 2.198 rye.• 82.00 i ��y��g /�.�{ 7 b2.01Yf 56,384.0 ytr ±�, .{6 IY7,313 1 340 2,484 3 00 5402.00 83.20 7131,20 59.330.2 I, 19,10g 1.362 2 734 540220 3.00 @4•40 4.40 60,295A !31,!72 1 384 3 009 5402.40 3 00 _7I 5402.60 3.00 165.6) 716..60 61,265A 143,227 1.408 3.288 88.80 716.80 62,218.2 115.57i1 1 428 3.571 To, of Berm 5402 80 300 AIWA #fWA #WWA #NIA #hliA #N/A #N/A 4N1A #Iii/A IiNIA #NIA #NTA *N/A aNu #N/A 4N/A #N/A MIA N1A OVA #NIA #N/A *NIA dN/A #N/A #NJIA #N/A #N/A #NsA OVA #N/A k VA #N/A #P4/A #N/A #N.1A #N/A *NIA MIA UN/A *N/A #N/A *N/A #N/A *NIA #N/A *NM #N/A *VA #N/A - 4 N/A #N/A #14/A #N1A #NUA NN/A UCIFCD Proposed Runoff DB-1 xis, Basin 2/2812019, 11:13 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project Basin ID: STAGE -STORAGE CURVE FOR THE POND 5403 00 5402.50 5402.00 i 5401 50 C, a S C4 5401.00 5400.50 Y 5400 0 - 0.00 0.50 1.00 1, 51 2.00 2,50 3 00 3 50 4.00 Storage (acre-feet) UDFCD Proposed Runoff 08-1 xis, Basin 2/28/2019, 11:13AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Nunn Downs: DB-2 Basin ID: Proposed Detention ottn w' f Design Information (Input): Width of Basin Bottom, VV = Length of Basin Bottom, i - Dam Side -slope (H:V), Z.4 Stage -Storage Relationship: Sift Sloe L Slept Z • a .. v v -_ 1 T Right IsosceleE F Gird Us' Check Basin, Shape Triangle i Triangle , !octangle e / Ellipse X Irregular Sake Slitt SidtSket T OR . CR CR. CR, (Use Ovende values in cells G32:G52) MINOR MAJOR Storage Requirement from Sheet `Modified FA.A. 1.06 * _1.52 Slot age Requimment from Sheet 'Hydrograph': Storago Requlrernen l from Sheet 'Full -Spectrum'; _ acre -ft ;acre -ft. acre -f1. Side Slope (H:V) ft/ft Below El . (iripul4 Basin Width at Stage It i_outa Basin Length Stage It rauIp.it; at Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User 0ver14e Volume Below Stage ft3 frutQufg Surface Area at Stage acres (ci.ilpun Volume Below Stage acre -ft (nopuh Target Volumes for WOCV, Minor, & Major Storage Volumes ([or (pal seek0 Water Surface Elevation ft (in DUI ii Labels for WOO V, Minor, & Major Storage Stages tinpuV 120.00 300 00 343,000 0 0.826 0.000 5380.00 7,251 0.838 0.166 121.20 301 20 36,505 4 538020 I 300 14,502 0 850 0335 122-40 302.40 37,013 8 538040 3100 22,058 0.861 0.505 123 60 124 80 303 60 304 80 : 37,525 0 38,039.0 5380.60 I 3 -00 29.613 0.873 0-680 6380 80 I 30-3 - - 124.00 306 00 38,558.0 37,272 0.885 0.856 5381 .00 3.00 127 20 307:20 39,075.8 536120 3 00 45ir035 0.897 1 034 52` „tea 0.149 1 214 125140 306:40 39,598.6 5381.60 3.00 60.675 0.921 1.398 129.60 309 60 40,1242 5381 .60 3 00 68,953 0.033 1 563 130.80 310 BO 40,652 6 Freeboard 5381.80 3 00 132 00 312.00 41,184 0 5 82.00 300 77v130 0.945 1 771 li b,42? 0,958 1.961 13320 31320 41,7182 538 3.00 93.8124 0.970 2.154 134.40 314.40 42,256 4 5382 40 3.00 102,329 0.382 2.349 135 60 315B0 42,195 4 5382.60 3 04 110,942 0.995 2,541 136 80 316 40 43%%338 2 Top of perm _ 5382 80 3.30 _ #N/A *N/A #N/A *NIA #N/A #NIA #NiA #N/A #N/A # AN/A #N/A *N/A _ #N/A 4'Nl'A MIA MIA #l�1/A #f A .. #N/A AIWA __ #N/A #i`1/A #N/A MA #N/A NN./A #N/A UN/A #N/A #NJA #N/A. #NJA #N/A *NIA #N/A #N/A #N/A #N/A. #NJ'A #N/A #NJA *NIA :Nth #N/A #N/A #N/A. - #N/A #N/A MIA #N/A *NIA #N/A *NIA *NIA _ #N/A #N/A #N/A 'UN/A UDFG D Proposed Runoff DB-2 .xls, Basin 2/28/2019, 11 13 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 5383.00 Stage (ft. elev.) 5382.50 5382.00 5881.50 5381,00 5380,50 5380.00 2D0 0.00 0.50 1.00 1.50 Storage (acre-feet) 250 3.00 UDFC0 Proposed Runoff D8-2 xis, Basin 2/2B/2019, 11:13 AM Nunn Downs, TLC APPENDIX 24 x 36 Maps i x O 14 4414* mk2air PZ) >I% I Eaf ' EMS SOS fl SNIP PROPERTY BOUNDARY A r i t R21 Ad CNf 108 EO NI'JdC eims. mar NO11026l10 Wald so 2 C� CO Zia r m m atiellSins At a T .a a? nits I NUNN DOWNS, LLC HISTORICAL DRAINAGE PLAN WELD COUNTY, CC) ■ .AGPROfessionals DEVELOPERS OF AGRICULTURE 3050 67th Avenue, Suite 200, Greeley, CO 80634 (97O) 535-9316 • fax: (97O) 535-9854 1 jail Ili cola p ?.-• 1 DRAWN &V AGF1'4O IILY1SIONS N P. 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CO OE5+C N .,rf. 30 50 67th (970) Avenue, Suite 200, Greeley, 535-9318 ■ fax: (970) 535-9554 CO 80634 R4 °ESC .. 1. toE31C .C�J'r 1: Rs 06C „iI �,• AGPROfessionals ■■ DEE`FI.OPFRS CAFAGRICUI.TURE Sound Impact Narrative Summary The following narrative provides a prediction of noise levels resulting from racing events held at the proposed Nunn Downs horse track, training and boarding facility located approximately 2 %2 miles northwest of the Town of Nunn and 6 %2 miles northeast of the Town of Wellington. At full build out, horse racing events are proposed to occur on weekends from March through October, weather permitting, between the hours of 10:00 am and 6:00 pm. Events will host up to 350 spectators. A PA system will be used at all events for the purpose of announcing races. Some events will also feature live or recorded music. Table 1 below summarizes existing data from the Center for Hearing and Communication regarding common noise levels for recreational activities. For the purposes of this analysis, we considered each major noise contributor that may exist as a result of racing events held at the proposed Nunn Downs horse track. By considering the ambient noise level in a rural setting, the attenuation of sound as it travels through space, and the frequency dependent sensitivity of the human ear, we are able to demonstrate that noise arising from Nunn Downs horse track will remain in compliance with the Weld County and Colorado Revised Statutes (CRS) 25-12-103 noise standards. Table 1 — Points of Reference Measured in dBA (Adjusted Decibels) Recreational Activity Common Noise Levels (dBA) Quite residential area 40 Normal conversation 60 Freeway traffic 70 Heavy traffic, noisy restaurant 85 Truck, shouted conversation 90 Motorcycle 95-110 Snowmobile 100 School dance, boom box 100 Rock concert 110 Football game (stadium) 117 CRS 25-12-103(1) states "Sound levels of noise radiating from a property line at a distance of twenty-five feet or more therefrom in excess of the dB(A) established for the following time periods and zones shall constitute prima facie evidence that such noise is a public nuisance". Our calculations demonstrate that the operation will comply with permissible residential noise levels as outlined in Table 2 below. These maximum allowable noise levels are consistent with those outlined in Section 14-9-40 of the Weld County Code. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 6711 Avenue, Suite 200 ❑ Greeley, CO 80634 970.535.9318 / office ❑ 970.535.9854 / fax ❑ vc vc.alpto:,com Nunn Downs Sound Impact Narrative Page 2 of 5 Table 2 - Maximum Permissible Noise Levels as Outlined in CRS 25-12-103(1) Zone Maximum Noise (dBA) 7:00 am to next 7:00 pm Maximum Noise (dBA) 7:00 pm to next 7:00 am Residential 55 dBA 50 dBA Commercial 60 dBA 55 dBA Light Industrial 70 dBA 65 dBA Industrial 80 dBA 75 dBA Sound Analysis In an open area, sound intensity can be modeled according to the inverse square law. The inverse square law indicates that the sound intensity drops by 75% for each doubling of distance from a sound source. Sound intensity is functionally expressed logarithmically in decibels, as a sound pressure level, in relation to the standard threshold of hearing for the human ear. In decibel terms (dB), each doubling of distance from a sound source corresponds to a 6 dB reduction in sound pressure level (SPL). By following the inverse square law, we can calculate the attenuation of sound intensity as the sound travels through space, described in the equations below.' dl 11-1421 2 SPL (dB) = 10 * log / The primary source of noise occurring as a result of the racing event is expected to be the PA system. The JBL PRX812 Two -Way Full -Range Main System speakers are tested to provide a frequency response of 97 dB at a frequency of 2500 Hz, the frequency at which the human ear is most sensitive which is discussed below.' The race track will utilize two JBL PRX812 speakers during racing events. Due to the logarithmic scale utilized for SPL measurements, the math works as such that when adding two equal SPL measurements to one another, the resultant summed SPL measurement increases by 3 dB, regardless of the original magnitude. Therefore, the resultant SPL from the two PA speakers is 100 dB. It should be noted that should Nunn Downs decide to utilize a band in place of the PA system, existing data suggests that music entertainment venues have a SPL rating of 96 dB.3 Therefore, the analysis of the dBA covers the use of a band, as their sound intensity level should be lesser than that produced through the PA system. If we assume this to be the initial dB level at a distance of one foot from the sound source, we can calculate the highest dB level that will occur around all sides of the property by calculating the dB level at the nearest edge of the property. The nearest edge of the property boundary occurs approximately 710 feet southeast from the primary sound source (see attached site map). 1 hyperphysics.phy-astr.gsu.edu/hbase/Acoustic/isprob2 2JBL_PRX812_SpecSheet.pdf mu Itimedia.3m.com/mws/media/888553O/noise-navigator-sound-IeveI-hearing-protection-data base Nunn Downs Sound Impact Narrative Page 3 of 5 Therefore, utilizing the above equations, we find the dB level at the nearest property boundary edge to be 43 dB. The secondary source of noise occurring as a result of the racing event is expected to be sporadic crowd cheering during the race. Existing data from basketball sporting event crowds indicates crowd noise may range from 99 to 118 dB.4. Given that basketball sporting events are held in gymnasiums where reverb effects amplify SPLs and typically contain crowds considerably larger than 350 people, we can expect our crowd noise to produce sound at the lower end of the cited range, if not lower. If we assume the crowd contribution to noise to be 100 dB, we can utilize the same equations used above to see that the dB level at the nearest property boundary edge to be 43 dB. Adding the two equal SPLs from the PA system and crowd, we find the SPL at the property boundary to be 46 dB. Due to the logarithmic scale used for SPL measurements, dB levels that are lower in magnitude will have negligible impact on higher magnitude dB levels. Nevertheless, we can consider minor contributions to noise to validate the applicability of the previous statement. The dirt track upon which the horses will race creates a dampening effect of the sound produced from hooves striking the ground. Limited data pertaining to the SPLs arising from horse racing was discovered while performing research for this sound level assessment. However, a study which included data collected during horse racing events indicates that SPLs of 51-68 dBA were measured at the stalls approximately 200 feet from the nearest stretch of racetrack. However, given that this measured SPL is not an isolated measurement of horse hooves repeatedly striking the ground but a sum of all noises occurring in the massive racetrack facility, this value doesn't provide much insight to the contribution the horse hooves have on that measurement. The collected data does suggest that even in a large racetrack where the study was performed, the aggregate SPLs range from values less than that of a normal conversation to values consistent with the upper range of the hum of a refrigerator.5 This study was performed at Flemington Racecourse in Melbourne, Australia. Flemington Racecourse has a capacity of 120,000 attendees with a 3200 meter horse racetrack. Given the racecourse geometry and attendance, the noise resulting from cheering and PA system would be expected to be orders of magnitude greater than that experienced at Nunn Downs. The race at Nunn Downs will have only four horses racing at a time with, at most, 350 spectators present. Internal combustion engines which power automobiles produce noise when running. Existing data indicates that idling engines result in a SPL of 36 dB at a distance of 30 meters (approximately 100 feet). If we consider the end of the race when spectators will be exiting the site, we can assess the sound level at the western edge of the property, which is the closest property boundary to the parking area (see attached site map). During this time, the PA system and cheering will not be occurring, but spectators will be operating their vehicles. If we assume 100 cars are running at the same time in the parking lot vicinity which is approximately 400 feet 4multimedia.3m.com/mws/media/8885530/noise-navigator-sound-level-hearing-protection-database multimedia.3m.com/mws/media/8885530/noise-navigator-sound-level-hearing-protection-database www.icben.org/ multimedia.3m.com/mws/media/8885530/noise-navigator-sound-level-hearing-protection-database Nunn Downs Sound Impact Narrative Page 4 of 5 from the western property boundary, we find the resultant SPL level to be 56 dB at a distance of 100 feet from the parking lot. At a distance of 400 feet at the property boundary, the SPL drops off to 44 dB. Background and Human Perception Adjustments To account for the varying response of the human ear to different frequencies occurring across the audible frequency range (20-20,000 Hz), we can apply the A -filter, an established frequency dependent curve which adjusts sound intensity measurements to mimic human hearing, to linear dB values to find dBA values. These dBA values more accurately indicate how the human ear will perceive sound across varying frequencies. While most frequencies in the audible range will be attenuated, a small bandwidth of frequencies in the mid -high range (1,000-6,000 Hz) will be perceived to be louder than their linear dB values. With the peak A -filter adjustment occurring around 2,500 Hz with an increase of 1.3 dB, we may add 1.3 dB to the linear dB values to account for the human ear response outlined above.' On top of the noise arising from racetrack operations, we may consider the ambient noise level that will exist in the background regardless of racetrack operations. As displayed in Table 1 above, a quiet residential area is expected to have a background SPL of 40 dBA. Therefore, we can sum the aggregate sound contributions in each case to validate our assessment that no SPLs will exceed 55 dB at the property boundary. Since SPLs decrease as they travel greater distances, we calculated the SPLs at the property boundary nearest the sound source. The values reported in Table 3 are the highest calculated SPLs that will be experienced around all sides of the property. It should be noted that the PA system and cheering, the major noise contributors, will originate from approximately the same location and be directed towards the East, Northeast, and Southeast (which will be the predominant direction of sound propagation). Table 3 — Highest Calculated Noise Levels at Property Boundaries Situation Critical Property Boundary Direction Distance from Sound Source (ft) dB Level at Property Boundary (Sound Source) dBA Level at Property Boundary (Sound Source) dBA level at Property Boundary (Sound Source + Background) Entry/Exit West 400 44.0 45.3 46.4 Race Event Southeast 710 46.0 47.3 48.0 Given the conservative assumptions of initial sound production intensity levels and the site configuration, we can declare the calculated off -site sound impact will be less than 55 dBA across the site, complying with noise regulations for residential areas. 8 https://community.plm.automation.siemens.com Nunn Downs Sound Impact Narrative Page 5 of 5 References hvperphysics.phy-astr.gsu.edu hbasefAcoustic/isprob2.html#c 1 Mips://production-web-harman.dennandware.net!on/demandwarc.static/-/Sites- t»astcrCatalou II nmanldclaultr'dw99912afalpdfsfJBL PRX812 SpccShect.pdf htlps:/'muhtmedia. 3m.colnlimwsrincdia/88855 3O'noisc-navi2-tor-sound-level-hcaring- protcction-database.pdf blip:.www.icben.orv-'2008-'PDFs.I luybregts.pdf bops:. cot»t»unity.plt».autosnation.siet»ens.corn. t5.'`Tcstina-Knowledge-Base-'`What-is-A- wci<chtin,z/ta-p/357894 In AGPROfessionals ME Traffic Impact Study Weld County Use by Special Review Application Prepared for EDUARDO SALVADOR RIVERA TORRES F (3pm eci or: / uin Alfe'wo, k.i, Nunn C ',Dims L LC /272 o-�y �c� vv1 c�L.�' NUNN HORSE RACETRACK I TRAFFIC STUDY Weld County IINTRODUCfiON The purpose of this Traffic Study is to provide an evaluation of the Nunn Horse Racetrack (referred to as the "project") and to examine the trip generation characteristics of the project. The following items are addressed in the study. EXISTING CONDITIONS The project location is depicted on Figure 1. The roadways adjacent to the project site will be described. PROJECT TRIP GENERATION The project trips will be estimated during race day conditions. :OUSTING ND TI NS The project will be located directly north of Weld County Road (WCR) 102 and east of WCR 21, The project is currently built. WCR 19 Is an north -south county road. It Is a two-lane gravel roadway. The intersection of WCR 19 at WCR 102 is a T -intersection with no controlled right-of-way. The adjacent land use is rural residential. WCR 23 is a north -south two-lane county road. The T -intersection of WCR 23 and WCR 102 currently has no controlled right-of-way. The land use adjacent to WCR 23 is rural residential. This is a gravel roadway. WCR 21 is an north -south county road. It boarders the western side of the horse racetrack. This is a two-lane gravel road. The adjacent land use includes the horse racetrack and rural residential. North of the project, WCR 21 narrows to 1 to 1.5 lanes. This road provides access to the project. WCR 102 is an east -west two-lane county road. There is a hill between WCR 23 and WCR 21. There is no posted speed limit. This road boarders the southern edge of the project. The land use adjacent to WCR 102 includes the project and rural residential. WCR 102 is a gravel road. WCR 100 is an east -west two-lane county road. It provides a connection from US 85 in Nunn to I-25 in Wellington. This is a paved facility with no shoulder. The posted speed limit is 55 mph. WCR 100 would provide access to the project from both 1-25 and US 85. Based on the "Weld County Functional Classification Map", May 2017, WCR 100 is a collector. Rollins Consult LLC 1 2 NUNN HORSE RACETRACK I TRAFFIC STUDY Weld County Figure 1 Project Location 83 ICI i I D 803 164 Project Site 25; ss 85 85 [P R O.J E TRIP C NIHRA ION The following provides a description of the project and a detailed travel demand methodology to estimate vehicle trip generation. PROJECT CHARACTERISTICS The Nunn Horse Racetrack will hold horse racing events on Saturdays or Sundays from March through October. The venue will operate between 8:00 AM to 6:00 PM. During the busiest events, up to 10 horse races could be held. Based on information from the owner's representative the following summarizes who will be coming to the racetrack on a peak event day: • The venue would open at 8:00 AM for staff, vendors, and horse teams. • The races would begin at 10:00 AM with the last race starting at 5:00 PM. • The venue would close at 6:00 PM. • There could be up to 20 individuals working at the event. They would arrive around 8:00 AM and leave during the afternoon and after the last race. • Up to two vendors could be at the event. They would arrive around 9:30 and leave at the end of the events. • During the largest events up to 10 horses would be at the facility racing. • Up to 350 visitors may attend. Groups of adults or families typically attend these events. Usually, each vehicle is occupied by 3 to 5 visitors. • Typically, there would be two events per month. Estimated Trip Generation The expected trip generation of the project was estimated using two methods: • based upon the project characteristics described above • and based on the trip generation rates from the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10Th Edition. The arrival and departure patterns of the event visitors was estimated. It was assumed that each vehicle would have three visitors. This is a conservative assumption; the owner's representative believes it would be more likely that each vehicle would have three to five visitors. The events are typically attended by a group of adults or families. The developed trip generation is provided in Table 1. As indicated on the table, during a race day the total peak hour trip generation would range from 9 to 52 trips. The daily trip generation was estimated at 297 trips on a peak event day. Rollins Consult LLC 14 Table 1 - Estimated Trip Generation Nunn Horse Racetrack Begin Time Activity Inbound Staff Horse Vendor Visitor Outbound Visitor In Total Out Staff Vendor Horse Trips 8:00 Staff Arrival 20 — — — — — 20 12 0 0 20 12 9:00 Vendor and Horse Arrival 2 10 — — — — 10:00 Visitor Arrival — — 41 — I — — 41 0 41 11:00 Visitor Arrival/Horse Depart — — 35 — I— — 35 0 35 Noon Visitor Arrival/Horse Depart — — 14 — 1 — 14 1 15 1:00 Visitor Arrival/Horse Depart — — 8 — 1 — 8 1 9 2:00 Visitor Arrival/Depart & Horse Depart -- — 6 - 1 23 6 24 30 3:00 Visitor Arrival/Depart & Horse Depart — — 6 - 1 23 6 24 30 4:00 Visitor Arrival/Depart & Horse Depart — — 4 - 2 23 4 25 29 5:00 Visitor Arrival/Depart & Horse Depart — — 4 - 2 47 4 49 52 6:00 Staff/Vendor Depart & Horse Depart — — — 22 2 - 0 24 24 Total 22 10 117 22 10 117 149 149 297 Notes: 1. There are an expected 350 visitors. Each vehicle will be occupied by 3 to 5 visitors. 2. Assumes 20 staff, 2 vendors, and 10 horse racers. Rollins Ccnsult LLC 15 The ITE Trip Generation Manual, has the category Horse Racetrack (ITE Land Use Code 452). The rates in this category include only one study that was performed for a 1,000 attendee facility. The horse racetrack that was surveyed includes a spectator stadium, parking, track, stables, and housing for workers. It is located in Maryland, The ITE based trip generation is provided in Table 2. Table 2 - ITE Trip Generation Visitors Horse Racetrack AM PM 4-6PM Avg. Daily Total Total Total 350 417 4 77 46 ITE Land Use Code 452 - Horse Racetrack Notes: 1. One study in the ITE Generation Handbook. 2. AM is the AM peak hour of the racetrack. PM is the PM peak hour of the racetrack. As shown In the table, the average daily traffic is 417 trips while the PM peak hour of the generator was estimated at 77 trips. CONCLU5IOMc} This study was undertaken to analyze the potential traffic characteristics of the Nunn Horse Racetrack. The following summarizes the results of this analysis: • The racetrack will operate between March and October. The venue will open at 8:00 AM and close by 6:00 PM. Up to 10 races per day would be held during a peak event day. It is anticipated that up to two events would be held per month. • Up to 350 visitors are expected on peak racing event days. Most of the visitors will arrive as a group of adults or families. Vehicles would be occupied by 3 to 5 visitors. • The daily traffic at a peak event would be approximately 295 trips. During the PM peak hour of the racetrack approximately 50 trips would be generated. Rollins Consult LLC l 6 • It is suggested that Weld County consider installing stop signs and advance warning stop signs in the northbound direction at both WCR 19 and WCR 23 where the intersect with WCR 102. • Due to the rolling alignment of WCR 102, Weld County may want to install speed limit signs on WCR 102 near it's intersection with WCR 21. The speed limit should consider providing adequate stopping sight distance at the intersection of WCR 21 and WCR 102. • Due to the limited operations of the racetrack, it is not anticipated that the Nunn Horse Racetrack would significantly impact the nearby roadway system Rollins Consult LLC 1 7 Hello