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Home My WebLink About20232208.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: PROPERTY INFORMATION Is the property currently in violation? No /❑Yes Violation Case Number: Parcel Number: 0553 - 20 _ 1 _ 00 _ 013 Site Address: 44485 CR 29 Pierce CO 80650 Legal Description: PT S2NE4 20 8 66 LOT A RE 2085 (.70R) Section: 20 , Township 08 N, Range 66 W Zoning District: Ag Acreage: 31.603 Within subdivision or townsite? IVINo /❑Yes Name: Water (well permit # or water district tap #): 329391 Sewer (On -site wastewater treatment system permit # or sewer account #): SP -2300004 Floodplain IviNo / Yes Geological Hazard/ No / PROJECT USR Use being applied for: 10 RV Spots (Campground) Name of proposed business: Gastown Campground Yes PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Steven & Katherine Bingley Airport Overlay IV No 4__IYes Company: Bingley Properties LLC Phone #: 785-375-1976 Email: stevenbingley@hotmail.com Street Address: 44485 CR 29 City/State/Zip Code: Pierce CO 80650 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Company: Phone #: Email: Street Address: City/State/Zip Code: 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. All fee owners of the property must sign this application. If an Authorized Agent signs, an Authorization Form signed by all fee owners must be included with the application. If the fee owner is a corporation, evidence must be included indicating the signatory has the legal authority to sign for the corporation. 5tia U��z��e� 2/21/2023 7< Signature Steven Binc Print Date 2/21/2023 Signature / Date ley Katherine Bingley Print 12/15/21 9 USE BY SPECIAL REVIEW (USR) PLANNING QUESTIONNAIRE Answer the following questions per Section 23-2-260. A, B, C & E of the Weld County Code. Please type on a separate sheet. If a question does not pertain to your proposal, please respond with an explanation — do not leave questions blank. 1. Explain the proposed use and business name. Bingley Properties LLC- Ten (10) short-term RV spaces with a laundry/shower facility located at the northeast corner of our property. Septic, electrical, and water hookups for each space with modest gravel and tree landscaping. Site will be fully fenced and accessed via the current access point off CR29 for our residence (44485 CR 29 Pierce, CO 80650). 2. Explain the need for the proposed use. The idea of the project is to provide short-term (120 days or less) affordable housing alternatives for military members and others transitioning to and from Northern Colorado. 3. Describe the current and previous use of the land. Residential/agriculture- home with a small farm. 4. Describe the proximity of the proposed use to residences. RV spaces will be located at the northeast corner of our 30 -acre parcel. The closes residence is ours (44485 CR 29) which is approximately 700ft to the south. 5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. This is an open rural area of Weld County. There are a handful of residences on large parcels surrounding ours. Across CR29 to the east is Rimrock Gas Plant. The RV spaces will exist with no disruption of the surrounding area. 6. Describe the hours and days of operation (i.e., Monday thru Friday 8:00 a.m. to 5:00 p.m.). The RV lots will be temporary residences. All residence will be expected to adhere to a respectful code of conduct which will include quite hours from 10pm to 6am. The owners will be on call on a 24 -hour basis for emergencies and 7am to 4pm for non -emergencies. 7. Describe the number of employees including full-time, part-time and contractors. If shift work is proposed, detail number of employees, schedule and duration of shifts. There will be no office or employees working at this facility. All communication/business will be conducted via the owners at their adjacent residence 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. 10 RV spaces with a maximum number of 5 occupants/visitors per site (50 total). 9. List the types and maximum numbers of animals to be on the site at any one time (for dairies, livestock confinement operations, kennels, etc.). Each RV space will be allowed two small animals (dogs/cats). The animals are to be housed within the resident's RV. Max number of pets on site is 20. 10. List the types and number of operating and processing equipment. N/A- the only equipment other than the RVs will be two washer/dryer units. 11. List the types, number and uses of the existing and proposed structures. On the parcel currently is an outbuilding, a residence, and two small sheds. The campground will be individually fenced and have no permanent structures. The laundry facility will be a small, temporary removable structure. 12. Describe the size of any stockpile, storage or waste areas. The RV spaces will have their own dedicated septic system which has been permitted (SP -2300004). Additionally, there will be a trash dumpster with weekly disposal on site for residents. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. There will be a trash dumpster with weekly disposal and seasonal cleanup of the site as need. 14. Include a timetable showing the periods of time required for the construction of the operation. Construction of the RV spaces once permitted should take less than 90 days. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). The RV spaces will be leveled and layered with roadbase/gravel as well as the perimeter road leading to CR 29 (approximately 20, 000sf). 16. How many parking spaces are proposed? How many handicap -accessible parking spaces are proposed? 10 RV parking spaces with additional gravel area for at least two vehicles per RV. No handicap -accessible parking designated. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Five-foot field fencing encompassing all 10 RV spaces and privacy landscaping planned (i.e., trees). 18. Describe the existing and proposed landscaping for the site. Currently the site is unimproved with landscape. Once complete the site will have gravel RV spaces and a gravel road leading to CR29. There will be trees planted for privacy and aesthetics. Weed control and site cleanup will be conducted periodically as needed. 19. Describe reclamation procedures to be employed as stages of the operation are phased out or upon cessation of the Use by Special Review activity. The site will be evaluated for purpose upon cessation or phase out. The site can be easily cleared, and the land returned to its natural state if needed. 20. Describe the proposed fire protection measures. Fire extinguishers available in commons areas. Weed control and proper spacing of RVs. Additionally, inspecting each RV for fire extinguishers and fire safety on a periodic basis (i.e., upon arrival). 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. "One of the basic principles upon which the United States was founded is the right of citizens to own and utilize property so long as that use complies with local regulations and does not interfere with or infringe upon the rights of others" (Sec 22-2-10 B) lEconomic development of veteran owned small business. This is a minimally invasive project that has little impact on the agriculture, rangeland, and critical habitats of the area and in turn provides temporary affordable housing options for an area with limited options. These RV spaces will be a part of our growing farm and are vital to our diversification strategy. 22. Explain how this proposal is consistent with the intent of the zone district in which it is located. (Intent statements can be found at the beginning of each zone district section in Article III of Chapter 23 of the Weld County Code.) Sec. 23-3-20- C. CAMPING, FISHING, HUNTING, and noncommercial WATER SKIING. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. Our parcel is in a rural area with limited future development opportunity. This project is meant to accentuate our growing farm and attract future growth to the area. 24. Explain how this proposal impacts the protection of the health, safety, and welfare of the inhabitants of the neighborhood and the County. There is no impact. The RV spaces will be isolated and for the most part self-contained. There will be limited interaction with the surrounding population. 25. Describe any irrigation features. If the proposed use is to be located in the A (Agricultural) Zone District, explain your efforts to conserve prime agricultural land in the locational decision for the proposed use. The RV spaces will be serviced by a well and septic system. The area will be fenced off to protect the surrounding agricultural land. 26. Explain how this proposal complies with Article V and Article XI of Chapter 23 if the proposal is located within any Overlay Zoning District (Airport, Geologic Hazard, or Historic Townsites Overlay Districts) or a Special Flood Hazard Area identified by maps officially adopted by the County. The project is not located in this type of area. 27. Detail known State or Federal permits required for your proposed use(s) and the status of each permit. Provide a copy of any application or permit. A well permit has been issued by the State and will be included with the application. No other Federal or State permits are known to be required at this time. USE BY SPECIAL REVIEW (USR) DEVELOPMENT REVIEW QUESTIONNAIRE 1. Describe the access location and applicable use types (i.e., agricultural, residential, commercial/industrial, and/or oil and gas) of all existing and proposed accesses to the parcel. Include the approximate distance each access is (or will be if proposed) from an intersecting county road. State that no existing access is present or that no new access is proposed, if applicable. Residential/Commercial- Site will utilize existing access point for residence that intersects CR29. There is a residential permit already in place and an older commercial access permit form a previous owner. 2. Describe any anticipated change(s) to an existing access, if applicable. Area is open and no additional changes are anticipated. 3. Describe in detail any existing or proposed access gate including its location. N/A 4. Describe the location of all existing accesses on adjacent parcels and on parcels located on the opposite side of the road. Include the approximate distance each access is from an intersecting county road. There is a commercial access point directly across from our residential access point for the Rimrock gas plant (CR29). 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. Area is open and free from obstructions. 6. Describe any horizontal curve (using terms like mild curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. N/A 7. Describe the topography (using terms like flat, slight hills, steep hills, etc.) of the road in the vicinity of an existing or proposed access. Area is open, flat, and free from obstructions. From: To: Cc: Subject: Date: Attachments: Steven Bingley Chris Gathman KBINGLEY121@GMAIL.COM Re: PRE22-0264 Completeness Review Comments - Remaining Submittal Items Friday, March 24, 2023 10:58:37 AM 2023-3-19 BINGLEY (LIGHTING PLAN).pdf Buffer Zone Form.pdf Landscape and Screening Plan.pdf Updated Certificate of Conveyances (MARCH 2023).pdf USR application.pdf USR Planning Questionnaire.docx Caution: This email originated from outside of Weld County Government. Do not click links or open attachments unless you recognize the sender and know the content is safe. See responses below wih attached forms. Steven Bingley 785-375-1976 stevenbingley@hotmail.com From: Chris Gathman <cgathman@weld.gov> Sent: Thursday, March 23, 2023 1:50 PM To: Steven Bingley <stevenbingley@hotmail.com> Subject: PRE22-0264 Completeness Review Comments - Remaining Submittal Items Dear Mr. Bingley, Planning, Environmental Health and Development Review have reviewed your draft application. We still need these items/responses: 1. Application Form — Who is the authorized agent (Steven, Katherine — both?) Both 2. Certificate of Conveyances — the Certificate of Conveyances needs to be dated within 30 - days upon submittal of a complete application. Please update the cover sheet for the Certificate of Conveyances. Updated form attached. In the Planning Questionnaire — Question 2 — identify the length of time residents can stay at the site as it is temporary. 120 days or less added to planning questionaire. A lighting plan was not submitted. If security (outside lighting) is proposed — please indicate on the USR map (or through a separate summary). Weld County lighting standards require lighting to be downcast and shielded on the sides so as to not shine into adjacent roads and into adjacent properties. Lighting plan attached. The application questionnaire indicates landscaping (trees) are to be installed. Submit a Landscape and Screening Plan. If plants/trees are going to be installed — irrigation will need to be addressed as the well is permitted for indoor use only. Site will be zeroscaped with gravel and no water shrubs (Questionnaire updated) 6. Please sign the attached buffer report when you submit items 1-5. New form updated and attached. Once the application is determined complete we will contact you regarding payment. Regards, Chris Gathman Planner III Weld County Department of Planning Services 1402 N. 17th Avenue PO Box 758 Greeley, CO 80632 cgathman@weldgov.com 970-400-3537 USE BY SPECIAL REVIEW (USR) ENVIRONMENTAL HEALTH QUESTIONNAIRE 1. Discuss the existing and proposed potable water source. 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. Well permit included with application (329391). 2. Discuss the existing and proposed sewage disposal system. What type of sewage disposal system is on the property? If utilizing an existing on -site wastewater treatment system, provide the on -site wastewater treatment permit number. (If there is no on -site wastewater treatment permit due to the age of the existing on -site wastewater treatment system, apply for a on -site wastewater treatment permit through the Department of Public Health and Environment prior to submitting this application.) If a new on -site wastewater treatment system will be installed, please state "a new on -site wastewater treatment system is proposed." (Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy.) SP -2300004- a new on -site wastewater treatment system is proposed. 3. If storage or warehousing is proposed, what type of items will be stored? N/A 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Campground will have a septic system — no other storage applies. 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. This is a campground proposal. There will be propane tanks on each camper usually two per camper 5 gallons each (10 spaces approximately 100 gallons at most). 6. If there will be washing of vehicles or equipment on site, indicate how the wash water will be contained. Grey water and black water will be disposed of via the septic system- no other wash water. 7. If there will be floor drains, indicate how the fluids will be contained. Septic drains for each RV space. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). N/A 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.). N/A 11. Additional information may be requested depending on type of land use requested. N/A a VIA • Noise Study including a noise abatement plan documenting the methods to be utilized to meet the applicable noise standard, as determined by Environmental Health. • Waste Handling Plan, as determined by Environmental Health. • Dust Abatement Plan, as determined by Environmental Health. • Engineering, Design and Operations Plan, as determined by Environmental Health. r\ Nuisance Abatement Plan (pest, manure, etc.), as determined by Environmental Health. Proposed site is on a 30 -acre parcel with nothing in the immediate area. The site will be landscaped (zeroscaped) with gravel and no water shrubs. There will be community trash receptacle near the access control point. Dust will be controlled by natural landscaping and gravel. Landscape and Screening Plan L i Fence/Screen Gravel No Water Shrubs Weld County Drainage Code Certificate of Compliance Weld County Case Number: USR23-0015 Parcel Number: 055320100013 Legal Description, Section/Township/Range: SE NE S20 T8N R66W OF THE 6TH P.M., WELD COUNTY, COLORADO Date: July 12, 2023 I Paul C. Sorensen, PE , Consultant Engineer for Steven and Katherine Bingley (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage requirements of the Weld County Code with the exception of the variance(s) described on the attached exhibits. This certification is not a guarantee or warranty either expressed or implied. dog aluIIIrnpflj4 Engineer's Stamp: v O' RFo;� 9z; IA 7/12/202 P 4MIr77l]IIIILI110..• Engineer of Record Signature 1. Describe 2. List the 3. Describe Demonstrate that there result Variance Request (If Applicable) the hardship for which the variance is being requested. design criteria of the Weld County Code of which a variance is being requested. the proposed alternative with engineering rationale which supports the intent of the Weld County Code. that granting of the variance will still adequately protect public health, safety, and general welfare and are no adverse impacts from stormwater runoff to the public rights -of -way and/or offsite properties as a of the project. 1. Applicant requests a variance from the concrete cutoff wall in the detention pond embankment due to the relative low embankment height and 'Because of the ardnional1ii 1i cost oof installing me cutotl wail 3 2. ripplicorri legue5L. d Vd]ICIILC Burr/ Y l V i uuuei IV'pieiteil ddri]ci,p; to-Fatt[Lly-iwiwU Il fra Stru tAuiu (lath)5. Licid id iteftes), a eonerete-etieeff-well e;[dht thick, three feet deep, {$)-tnehes (3) and extendfrg a minimum of five (5) feet ints-tfte-e? eekfe -en ..,-Bet ----side.-of the ernergericy spillway ope'}aral3,.is required on all ptilkitel;l4naintained detention 4ud-r• reg'oeal delgation The ponds g4iri-on_all ponds. concrete cutoff well perrnartenlly defines Iqe emergency spillway opening The emergency spillway e1evetutnj us. he lied hank into the lop,.of the embankment usina a maximtrrn slope of 4:1." 3. Buried Soil Riprap 24 -inches thick extending across each side of the embankment is proposed. For this shallow detention pond, the bottom of the buried riprap will be at an approximate elevation of 5077.25 -ft (pond interior side), and the pond bottom is designed at an elevation of 5076.8 -ft, placing the riprap protection at only 0.45 -ft above the pond bottom. The riprap will extend across the spillway to the toe of the embankment, thereby providing both seepage and embankment failure protection, providing adequate protection to publicly -owned infrastructure.. /1-23 Public Works Director/Designee Name 7/Z- 1//1-O 1� Date of Signature Comments: Public Works Director/Designee Review (If Applicable) Signature i�' roved O Denied Department of Public Works I Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-304-6496 I www.weldgov.com/departments/public_works/development_review 08/02/2019 Preliminary Drainage Report Bingley RV Park Prepared For: Steven and Katherine Bingley 44485 CR 29 Pierce, CO 80650 (785) 735-1976 Contact: Steven Bingley Prepared By: Sorensen Engineering & Construction, Inc. 1901 Bear Court Fort Collins, CO 80525 (970) 590-1579 Contact: Paul C. Sorensen, PE June 2023 Revised: July 20, 2023 WELD COUNTY DRAINAGE CODE CERTIFICATE OF COMPLIANCE Weld County Case Number: USR23-0015 Parcel Number: 055320100013 Legal Description, Section/Township/Range: 44485 Weld County Road 29 Pierce, CO 80650 NE Y S20 T8N R66W Date: February 23, 2023 I Paul C. Sorensen, PE, Consulting Engineer for Steven and Katherine Bingley (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description above. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant, that the design will meet all applicable drainage requirements of the Weld County Code with the exception of the variance(s) described on the attached exhibits. This certification is not a guarantee or warranty either expressed or implied. Engineer's Stamp Engineer of Record Registered Professional Engineer State of Colorado No. 23679 2 TABLE OF CONTENTS Table of Contents ... 3 Introduction ... 5 Site Location 5 Site Description 5 Proposed Project Description and Existing Conditions 5 Hydrological Soil Type 5 Developed Site Conditions 6 Minimum Design Standards 6 Hydrological Analysis .... 7 Discussion of Hydrologic Analysis Results 7 Hydraulic Analysis. 8 Swale Design 8 Culvert Design 8 Detention Storage 10 Erosion and Sediment Control ... 11 Conclusions .... 11 References .... 12 Appendices Appendix A— NRCS Custom Soil Resource Report for Weld County, Northern Part Appendix B — Hydrological Analysis Appendix C— Hydraulic Analysis l ‘8. I 1 f� 510- �-s ----„, --____._ )Jf/� ,,,,, 17 -�_ —. -� 16 15 ica O Li T8N R66W f III f 5100 ,Iy f i I 20 21 22 PROPERTY LOCATION CORD9O I iNs fjc A. I ��t AlCO RD 88 3/4 I wri. tr 28 Cram Lake PIERCE ) - (---/ \ 29 I 4; 0 10 r I MAP SOURCE: USGS NUNN, COLO 2019 WELD COUNTY PARCEL NUMBER: 055320100013 0 1/2 Scale in Miles CONTOUR INTERVAL: 10 FEET 1 PROJECT DATE: AUGUST 2022 PROJ ECT SORENSEN ENGINEERING & CONSTRUCTION, INC CIVIL / ENVIRONMENTAL ENGINEERING 1901 BEAR COURT FORT COLLINS, CO 80525 PHONE:970 590-1579 paul@secengineering.net Bingley 44485 CR 29 Pierce, CO FIGURE 1 VICINITY MAP INTRODUCTION This Preliminary Drainage Report presents an analysis of the proposed drainage patterns and requirements for the proposed Bingley RV Park development, hereafter referred to as the "Site." Site Location As shown on Figure 1, Site Vicinity/Topographic Map, the Site is located in the Northeast Quarter of Section 20, Township 8 North, Range 66 West of the 6th Principal Meridian, Weld County, Colorado. The Site is west of and adjacent to Weld County Road 29. The Site address is 44485 Weld County Road 29, Pierce, CO 80650. The Site is currently zoned A (Agriculture) in Weld County. Site Description The existing Site includes approximately 31 acres currently contained in one (1) lot. Native grasses cover most of the Site. An existing home and outbuildings are present near the east -central portion of the site adjacent to Weld County Road 29. The Site slopes gently from west to east at approximately 2.5%. As shown on Figure 2, Overall Site Plan, there is a natural drainage divide that runs across the property from the northwest corner to the east-southeast. The area of the property on the north side of the divide is approximately 6.9 acres in size, and the proposed project will disturb approximately 3.2 acres within that 6.9 -acre sub -basin drainage area. Proposed Project Description and Existing Conditions The applicant proposes to build an RV Park, complete with shower and laundry facilities, and eleven (11) RV campsite. Ten campsites will be dedicated to campers, with the eleventh campsite dedicated for use as a laundry and shower facility for the RV campers. The developer wishes to maintain the agriculture/rural character with correspondingly high environmental quality. Access to the development is proposed from WCR 29 at the approximate mid -point of the property near the east property line — to be shared access for the RV Park and the existing residence. Access to the proposed RV campsites will consist of a private access road and turnaround. This access would be maintained by the applicant. The existing house has utilities in place, but the proposed RV Campsite will be served by potable water from a proposed new well and an on -site wastewater treatment system (OWTS). Electrical service will be taken from an existing power pole on the north side of the property. Permits for these systems will be processed and obtained from the appropriate agencies concurrent to the approval process for the building permit. Hydrological Soil Type The area in general is dominated by "Ascalon fine sandy loam, 0 to 6% slopes: Deep, well drained, nearly level to rolling soils; on plains and adjacent stream terraces." This deep, well -drained soil is on smooth to moderately dissected plains. Typical soil profile has a dark brown fine sandy loam 8 inches thick. The subsoil is sandy clay loam about 14 inches thick with a calcareous sandy loan layer to about 60 inches (Soil Survey of Weld County, Northern Part, U.S. Department of Agriculture, Soil Conservation Service and Forest Service, 1982). The NRCS soil survey indicates that the soil on Site is primarily a Terry sandy loam (3 to 9% slope) with a small section in the northeast corner a Nunn loam (0 to 6% slope). The proposed RV Park will be built in the area dominated by the Terry sandy loam at 3 to 9% slopes, and the OWTS Soil Treatment area will 5 be built in the Nunn loam, lower slope area. The Terry sandy loams are in the Hydrologic Soil Group B, and the Nunn loams are in Hydrologic Soil Group C. The NRCS soil map and relevant data are provided in the Appendix A for reference. Developed Site Conditions The proposed development will produce a 10 -campsite RV park, with an eleventh campsite dedicated for use as a laundry and shower facility, as shown on Figure 2, Overall Site Plan. A new private access roadway is proposed off of the existing access driveway off of WCR 29, running to the north adjacent to WCR 29 for a length of roughly 500 -feet, thence continuing in a loop for a distance of 780 -feet to the west, encircling the proposed RV campsites. A proposed turnaround point is at the west end of the proposed RV park next to a proposed sewage dump station and the laundry/shower facility. The existing home and outbuildings will remain unaffected by the proposed RV park development. An on - site wastewater treatment system (OWTS) will be permitted and installed to provide sanitary service to the campsites. Most of the 31 -acre site will remain undisturbed with existing native grasses being maintained and preserved. As shown on the Site Plan, there is a small drainage divide that bisects the property along the north side of the lot. The proposed RV campground will exist totally within the small drainage basin, i.e., "Project Drainage Area" (identified as "DA" for the catchment area on the MHFD runoff calculation spreadsheets presented in Appendix B) on the north portion of the site (approximately 6.9 acres), and no drainage impacts will result from the proposed project for the remaining portion of the property. The total acreage of land disturbance for this development project will be approximately 137,600 square feet (3.2 acres). As is discussed below, project objectives and site conditions led to the detention pond being located near the southeast corner (lowest part) of the 6.9 -acre Project Basin, and the OWTS Soil Placement Area to be located within the oval access drive near the northeast corner of the property. The access road will be slightly elevated, creating a small, closed basin on the east end of the RV campsites, i.e., "Culvert 1 Basin." Drainage from this small basin will be delivered to the detention pond via Culvert 1 under the south access drive. The small diversion berm will also serve to minimize up - gradient runoff onto the STA. A third very small drainage basin is created near the access road off of Weld County Road 29. The on - site RV Park access driveway extending to the north from the access off of CR 29 must be slightly elevated to provide adequate cover over the detention pond outlet culvert. In order to drain this area, Culvert 3 is proposed near the WCR 29 access to drain this approximate 1.4 -acre area. Because of the existing topographic drainage divide, coupled with the existing private drive along the north property line, there will be little, if any, off -site upstream runoff entering onto the Site. Minimum Design Standards As identified in the Weld County USR Drainage Requirements, a preliminary drainage report and detention pond design shall be submitted with the application materials. This Drainage Report is prepared in accordance with corresponding guidelines, including the following: • The County requires detention as the default for ponds. Retention ponds are allowed only when the site topography does not allow for outfall location. Per Weld County Code, Section 8-11- 40.C., a variance will need to be requested to the County Engineer for a retention pond design. The variance process requires additional time for review (no retention pond variance is requested); 6 • Urban Drainage Full Spectrum Detention is NOT allowed; • The County requires detention ponds be sized using the historic runoff value (5 -year runoff for urbanizing; 10 -year runoff non -urbanizing) as the pond release rate during the 100 -year, 1 -hour storm event. The County classifies a site as "Urbanizing" if it falls within %-mile of a municipal boundary (the proposed project is "non -urbanizing"); • When calculating the weighted C value for the proposed site, please model the pond water surface area using a 100% impervious value; • All historic basins should be modeled using 2% imperviousness; • The Regional Tc ((total length/180)+10) should not be used in calculation of historic runoff; and • The WQCV can be included within the detention volume. There will be no uncontrolled runoff, nor any off -site public improvement runoff associated with the proposed project. Most of the property will maintain its current grass cover that will provide water quality treatment through filtration prior to discharge offsite. The entire proposed project lies within the aforementioned small sub -basin drainage area along the northern side of the property. The proposed detention pond is designed to be located on the south side of and near the east end of the access driveway loop and will contain runoff from most of proposed project area. The project area for the Proposed OWTS STA is in the northeast corner of the lot. As required by Weld County OWTS Regulations, up -gradient runoff from the RV park will be diverted above the STA and delivered to the detention pond via a 15 -inch CMP culvert under the access drive. The detention pond is sized to detain the runoff volume produced by the 100-yr 1 -hour precipitation event, and release at the historic 10 -year discharge rate (non -urbanizing) during the 100 -year, 1 -hour storm event. HYDROLOGIC ANALYSIS The hydrological analysis was computed using the Peak Runoff Prediction by the Rational Method spreadsheets developed by the Urban Drainage and Flood Control District (Mile High Flood District) as described in the Urban Storm Drainage Criteria Manual (USDCM), Volume 1 and uses the Rational Method to analyze the Design Storm (Peak Runoff Prediction by the Rational Method, Version 1.02a, released August 2005) . This hydrologic analysis includes the evaluation of the historic runoff values based on the 10 -year storm (non -urbanizing area) as the detention pond release rate during the 100 - year, 1 -hour storm event. The one -hour point rainfall depth used for the 10 -year event is 1.47 inches and for the 100 -year event is 2.78 inches. The Rational Method is used to analyze the existing and fully developed conditions. The Hydrologic Calculations are presented in Appendix B, the results of which are summarized in Table 2. Table 2. Results of Peak Runoff Prediction by the Rational Method Basin Runoff Coefficients Peak Runoff Flowrate (cfs) Existing Developed Existing Developed 10-yr 100-yr 10-yr 100-yr 10-yr 100-yr 10-yr 100-yr Project 0.17 0.36 0.27 0.44 1.62 6.71 3.61 10.90 Culvert 1 0.36 0.44 4.60 Culvert 3 0.36 0.36 4.82 Discussion of Hydrological Analysis Results As shown, the proposed RV Park development creates a slight change to the drainage patterns for the effected portion of the property. For the 6.9 -acre project basin, the runoff coefficients increase in the 7 post -development scenario over the pre -development conditions, and the corresponding peak runoff flowrates for both the 10 -year and 100 -year events both increase. This result is not unexpected, but as is shown below in the Hydraulic Analysis, the implementation of a detention pond with controlled outlet will limit the off -site peak runoff discharge at or below the historic 10 -year peak runoff rate of 1.62 cfs. Culvert 1 design required a separate hydrological analysis for the aforementioned "Culvert 1 Basin." As shown above, the existing runoff coefficient for this basin increases with the development from 0.36 to 0.44. The drainage area contributing flow to Culvert 1 is 1.1 acres and includes the undisturbed ground west of the RV campsites and the campsites. Culvert 1 design is based on the required discharge capacity of 4.60 cfs for the 100 -year event. Culvert 2 is the detention pond outlet culvert and is sized to discharge the historic 10 -year runoff discharge of 1.62 cfs. Culvert 3 is proposed to be located near the entry road to provide a drainage pathway for the area west of the elevated access driveway. Elevated grading of the 24 -foot access entry drive is required to cover the detention pond outlet (Culvert2). This elevated grading begins near the WCR 29 entry, thereby requiring Culvert 3 at that point to facilitate drainage of the area directly west of the access drive as well as the east side of the detention pond embankment. The drainage area contributing flow to Culvert 3 is approximately 1.4 acres in size, and the corresponding 100 -year discharge rate of 4.82 cfs is the basis for Culvert 3 design. HYDRAULIC ANALYSIS The hydraulic design herein presented for the culvert design is based on the Weld County -approved Mile High Flood District (MHFD) Criteria Manual, Culvert Hydraulics Workbook (MHFD-Culvert, Version 4.00, May 2020). This model includes the design of outlet protection riprap, as presented below. The hydraulic analysis herein presented for the detention pond design is based on the Weld County - approved Detention Basin Volume Estimating Workbook, Version 2.35, released January 2015 (Urban Drainage and Flood Control District). The MHFD runoff calculations are presented in Appendix C. Swale Design Swale 1 is proposed along the south side of the 12 -foot travel lane (north side of the RV parking spaces) to deliver runoff from the RV parking slots to Culvert 1, and thence to the detention pond. The swale is designed with a triangular section with 4:1 side slopes to allow RV units to easily drive through the shallow swale. The swale is designed for a total depth of 0.53 -feet, at a 4% slope, with a flow capacity of 6.75 cfs (under low Manning's N value conditions). The Manning's equation spreadsheet for this swale design is provided in Appendix C. Culvert Design Culvert 1 As shown on Figure 3, Grading and Erosion Control Plan, three new culverts are proposed for this project. Culvert 1 will convey runoff from the area of the RV Campsites within the oval access driveway to the detention pond. This drainage area of approximately 1.1 -acres is defined only for sizing Culvert 1 but is included with the aforementioned project drainage area of 6.9 -acres. Drainage within this area will flow to the east and be contained at the east end of the campsites via a small berm, and Culvert 1 will deliver runoff under the south access drive to the detention pond. Culvert 1 will be a 15 -inch diameter corrugated metal pipe (CM P) pipe. The outlet will be near the detention pond bottom (outlet 8 invert elevation of 5078) at the far end away from the pond outlet. Outlet protection will be provided by Type VL riprap 4 -feet long by 2 -feet wide, with cis() minimum of 1 -inch and a cis() nominal of 6 -inches. Culvert 2 Culvert 2 will be a 15 -inch CMP pipe and will convey the detention pond outlet water across the access road to the west borrow ditch of WCR 29. Because the grade within the WCR 29 roadside ditch is close or above the pond outlet elevation, the outlet culvert is angled to the southeast to the WCR 29 borrow ditch invert elevation of 5075, allowing for gravity flow from the detention pond to the WCR 29 borrow ditch. Outlet protection will be provided by Type VL riprap 4 -feet long by 3 -feet wide, with cis() minimum of 3 -inches and a d50 nominal of 6 -inches. Culvert 3 Culvert 3 will be a 15 -inch CMP pipe and is situated to convey runoff from the 1.4 -acre area directly west of the elevated access driveway. Outlet protection will be provided by Type VL riprap 4 -feet long by 2 - feet wide, with dso minimum of 1 -inch and a d50 nominal of 6 -inches. Because Culverts 2 and 3 outlets are withing the WCR 29 ROW, the Applicant will apply for a ROW Permit to allow work to be completed within the ROW area. The hydraulic analysis for the culverts was computed using the Excel Culvert Design — MHFD — Culvert v4.00 (May 2020) developed by the Urban Drainage and Flood Control District (Mile High Flood District) as described in the Urban Storm Drainage Criteria Manual (USDCM), Volume 2. All corrugated metal pipe (CMP) culverts will have inlet and outlet flared end sections (FES) and are designed to meet HS -20 loading conditions. The hydraulic calculations are presented in Appendix C, the results of which are presented below in Table 3. Table 3. Culvert Design Criteria Culvert 100-yr (Q.ioo) (cfs) Flowrate Slope (ft/ft) Length (ft) Diameter (in) Flow (fps)2 Velocity 1 4.60 0.018 85 15 5.35 2 1.621 0.022 131 15 3.45 3 4.82 0.012 58 15 4.51 1. Peak discharge is set at the historic 10 -Year 1 -hour event flowrate. 2. Flow Velocities under Normal Flow Conditions. For the above conditions, and with the assumptions shown on the design spreadsheet printout provided in Appendix C, the culverts with flared end sections (inlet and outlet) will adequately convey stormwater runoff as required. The selection of a 15 -inch diameter for the culverts is based on UDFCD recommendations of minimum culvert size to prevent culvert plugging by sediment and debris. The respective design flow velocities for Culverts 1, 2, and 3 are 5.35, 3.45, and 5.40 fps are within the recommended velocity range 3 fps to 12 fps to assure that self-cleaning conditions exist to reduce long- term maintenance costs. Outlet protection for the culverts is provided by VL type riprap installed at each culvert outlet. 9 Culvert details, including profile views and pipe specifications are provided on Figure 4, Culvert Profiles. Small road -side swales adjacent to the park drive loop are designed to promote efficient drainage of the RV parking spaces. The swale profiles are provided on Figure 5, Swale Plan and Profiles. DETENTION STORAGE As shown on Figure 3, a detention pond sized to contain the 100 -year event runoff is proposed for the downgradient area of the property near the DA southeast corner. The detention pond outlet is sized to limit the discharge rate to the historic 10 -year 1 -hour event peak runoff rate. The detention pond includes an emergency overflow spillway to allow excess runoff for large precipitation events greater than the 100 -year event to safely flow through the detention pond spillway via a level -spreader outlet with Type -L buried riprap and thence flow via a swale along the west side of the RV Park entry road to Culvert 3, and thence to the WCR 29 borrow ditch in a manner consistent with historic drainage patterns for this area. In accordance with Weld County requirements, the detention pond is designed to comply with the following criteria: • The Detention Pond is sized using the historic 10 -year runoff value (for non -urbanizing area) release rate during the 100 -year 1 -hour storm event; • The Detention Pond is sized to contain the developed 100 -year 1 -hour storm event runoff; • The Detention Pond is sized based on the "Detention Basin Volume Estimating Workbook, Version 2.35, Released January 2015" (Urban Drainage and Flood Control District); • The Detention Volume by Modified FAA Method provided in Appendix C calculated the following total runoff volumes: o 10 -year Runoff Volume = 0.32 AF = 14,093 CF o 100 -year Runoff Volume = 0.69 AF = 29,966 CF • The detention pond is designed with 4:1 side slopes; • For the above pond criteria, the calculated important pond dimensions and elevations are as follows: o Detention Pond bottom dimensions: 80 -ft x 100 -ft; o Pond Bottom average elevation: 5077 (a 1% sloped trickle channel is designed for the pond bottom, placing the high end in the NW corner of the pond at an elevation of 5078 and the low end in the SE corner (outlet works) at 5076.8; o WQCV water elevation: 5078.0; o 100 -year water surface elevation (WSEL): 5079.75; o Detention Pond outlet structure is sized to control pond discharge to the 10 -year 1 -hour event runoff rate. The outlet structure details are provided on Figure 6, Detention Pond Detail Sheet; o Emergency overflow spillway invert elevation: 5079.75 (spillway details, including 1 -foot freeboard are provided on Figure 6; and o Top of Berm elevation: 5080.75. The detention pond emergency outlet spillway embankment is protected by buried soil riprap 24 -inches think and extending across each side of the embankment to an elevation of 5077.25 on the interior side and to the toe of the pond embankment on the exterior (east) side). As is described in Weld County Drainage Code Certificate of Compliance form submitted separately, the Applicant request a variance from Weld County Code 8-11-100 that requires the installation of a concrete cutoff wall to define the emergency spillway opening. The Applicant's rationale for this variance request is that for this relatively shallow detention pond, the buried riprap will both protect and define the spillway opening. 10 EROSION AND SEDIMENT CONTROL Proposed ground disturbance on this 6.9 -acre lot will include the new access driveway, grading for each of the 10 RV campsites and the laundry shower campsite. Erosion control measures to be implemented are depicted on Figure 3, Grading and Erosion Control Plan, and include the following: • Silt fencing shall be placed along the perimeter of the proposed project site; • Vehicle Tracking Pad shall be placed at the proposed access point off of WCR29; • Erosion Control Blankets will be placed within the drainage swales adjacent to the north and south sides of the proposed access driveway; • Mulch and Seed Areas will be established within all areas of disturbance; • Sediment Straining will occur naturally with the maintenance of existing native grasses across most of the project DA. With construction activities limited to the northern and eastern portion of the property, the natural grass buffer will filter runoff as it flows across the existing native grasses, effectively straining and providing physical removal or retention of particulates from the runoff. Disturbed areas of the project that will not be compacted gravel road surface, i.e., the drainage swale along the southern border and the reclaimed gas well facility, will be revegetated with native grasses. CONCLUSIONS The proposed Bingley RV Park is a relatively small -lot development that is compatible with the adjacent land uses and maintains the rural nature of the area. With the runoff control measures herein described, the proposed project will have negligible impacts on neighboring properties. 11 REFERENCES 1. Soil Survey of Weld County, Northern Part, U.S. Department of Agriculture, Soil Conservation Service and Forest Service, 1982. 2. National Resources Conservation Service Soil Map — Weld County, Colorado, Northern Part. 3. Weld County Use By Special Review (USR) Drainage Report Checklist. 4. Mile High Flood District (MHFD) Criteria Manual, Peak Runoff Prediction by the Rational Method, Version 1.02a, released August 2005. 5. Detention Basin Volume Estimating Workbook, Version 2.35, released January 2015 (Urban Drainage and Flood Control District. 6. Mile High Flood District Culvert Hydraulics Workbook MHFD-Culvert, Version 4.00 (May 2020). 7. Urban Drainage and Flood Control District, Denver, Colorado, Urban Storm Drainage Criteria Manual, Volume 1-3, Updated January 2016. 8. Weld County Engineering & Construction Criteria, January 2021. 12 PROJECT BINGLEY (USR23-0015) rFnCE.minxwo ENE. YETI OVERALL SITE PLAN SEC SORENSEN ENGINEERING & CONSTRUCTION. INC CIVIL/ ENVIRONMENTAL ENGINEERING 1WI REAR COURT FORT COLLINS. CO 90515 PHONE . 910590.15)0 BP LEGEND ^N MB rail FOUND SELMA MOUMCNT ALUMINUM CAP `P.L.S. 103» PEA RE RD FRED NDVENRER •FOMND MIS 1/Z' PEGS AND YELLOW PLASTIC CAP 16109 0 • FOL S/0' REBAR LOO_ 'PO . -PTUND uSGO 9FNF.nNMR - O DRASS CM ON PIPC STPVPCD .O 0010 DELVER • PROPOSED NEON CORNER LOCATIONS -NA- RUNOFF ROW DIRECTION A EXISRNG CONTOUR UNE PROPOSED CONTOUR LINE BMP CONTROLS SF • SILT FENCE • EROSION LOG PER STD. PLAN VEC = VEHICLETRAO(WG CONTROL • STRAW WATTLE CW • CONCRETE WASHOUT PIT = STABILIZED STAGING AREA SR = SURFACE ROUGHING SP = STOCNPEE MANAGEMENT z PROPOSED GRADING AND EROSION CONTROL PLAN 99 6 OOs PO M Y 9RAruNR BO. NOES SEE ROM OETW AL TSWA cAAmrs) Tmc U MCI Of GOP PONT ACCESS LONGEST CA= TO C [Wv1ETELY TO TURN N 88••0'00" E 30.00' REVISIONS DATE CULVERT 1 O100=4.60 ds 5085 5085 5080 5075 GRADE EXISTING GRADE IS' RCP ® t.SX 0+00 0+25 0+50 0+75 CULVERT 1 PROFILE 5085 5080 5080 5075 END CULVERT 413 RETENTON POND 5075 5070 1+00 EXISTING OFLADE CULVERT PROFILES Ii CULVERT 2 Q100=1.62 cfs (SEE AT 10-YR 1 -HR EVENT DISCHARGE) n D GRADE rn O 5085 CULVERT 3 Oloo=4.82 ds O /INV=5073.5' 5080 5080 5080 5075 5075 5070 5070 0+00 0+25 0+50 0+75 1+00 1+25 1+50 CULVERT 2 PROFILE PROPOSED GRADE IS' RCP ® t.]X EXISTING 0+00 0+25 0+50 CULVERT 3 PROFILE 5075 5070 0+75 CULVERT PROFILES RENSIDNS DATE PRC CROSS SECTION 5076 ACCESS RO NO 5076 � ze 5074 5074 EXISTING GRAD 5072 5072 40 20 0 20 40 SECTION A -A CROSS SECTIONS )� SF SF CROSS SECTION SF SF SF '12' ONE TRAVEL LA 5090 5090 ACCESS ROAD 5088 - % 5088 5086 EXIS,NGGR DE1' ROADSIDE DITCH 5086 40 20 0 20 40 SECTION B -B CROSS SECTION 5090 ACCESS ROAD 2, 5090 5088 , 5088 .. OITCHSIDE 7" _ EXISTING GRADE 5086 5086 40 20 0 20 4D SECTION C -C 5086 ADDEss ROOD 5086 5084 - zs — 5084 EXISTING GRADE ROAOSICS DITCH 5082 5082 40 20 0 20 40 CROSS SECTION SWALE "A" 100-YR FLOOD DEPTH 0.53' SWALE "A" CROSS SECTION 5092 5092 5090 OA OSED GR EXISTING GRADE 6090 5088 5088 40 20 0 20 40 SECTION D -D TYPICAL SPACE S ag w� m SWALE PLAN AND PROFILES REVISIONS DATE "(FUTIO ) W C%(()NTY ROA EA9EMEN COUNTY ROAD 29 R.O.W STORMWATER DETAIL (EXISTING) WELD (9' COUNTY ROAD 29 EASEMENT 60' PIMP (010aw.Aam1.l,w Beam imams) rat 9. SMALL BERM ON UPHILL SIDE OF STA. CUT SMALL CHANNEL.-- TO DIRECT FLOW TO DETENTION SF SF 5t- Jr VI\\ POND. TOP OF BERM 5080.]5' C 15' CAP CULVERT WITH FES BOTH ENDS 100-YR HWL 50]9.]5 1 TOP OF BERM = 5080.]5' \/ 1/11 OUTLET CULVERT (15' CMP WITH FES) I DETENTION POND EMERGENCY SPILLWAY DETAIL CLASSIFICATION AND GRADATION 6 GVO )1N000 01]M RIPRAP (BOTH CULVERTS) TYPE VL 050 MIN = 3' 050 NOMINAL = 6' RIPRAP Diprop Designation SaeSmel by Weight r Dian �� Sae Dimll ci'I,on,(InySte) 4 Onus,) 9. ]0-100 50-]0 55-50 2-10 12 9 6 2 s i 70-100 50-T0 35-50 2-10 15 -1 12 9 2 .- • D. MEM MIME SIZE ww s lL 008 albry 0ag0µal R a*�TDF.Ar0 " 8 Mn 510 e BURIED RIPRAP DETAIL 6 O 10 P2 REVISIONS DATE APPENDIX A NRCS Custom Soil Resource Report for Weld County, Northern Part 14 USDA United States Department of Agriculture 41/21/4 - 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 Bingley 44485 CR 29, Pierce, CO February 10, 2023 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.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 (NRCS) 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, S.W., Washington, D.C. 20250-9410 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 10 Map Unit Legend 11 Map Unit Descriptions 11 Weld County, Colorado, Northern Part 13 4 -Ascalon fine sandy loam, 0 to 6 percent slopes 13 40 Nunn loam, 0 to 6 percent slopes 14 65 Terry sandy loam, 3 to 9 percent slopes 15 References 18 4 How Soil Surveys Are Made Soil surveys 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 (MLRAs). MLRAs 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 pads of one or more MLRA. 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 landform, 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 delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. 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 example, 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 metadata about data used to produce the map, and a description of each soil map unit. 8 40° 39' 2" N O 4 8 4 40° 38' 47" N 4 cr ° 104° 47 54" W 517070 517140 I 517210 MO An) nimur nofl ward na turn 517070 517140 517210 517280 517280 517350 517420 517490 517560 517630 517700 Map Scale: 1:3,090 if printed on A landscape (11" x 8.5") sheet. Custom Soil Resource Report Soil Map 517350 Meters 0 45 90 180 270 Fcct 0 150 300 600 900 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9 517420 517490 517560 517630 517700 104° 47' 25" W 104° 47' 25" W 40° 39 2 N rn 4 3 4 40° 38' 47" N Custom Soil Resource Report MAP LEGEND Area of Interest (AOl) Area of Interest (AOl) Soils i 0 0 Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout *e 7; t i t• C Borrow Pit 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 Sodic Spot CL Ins Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI 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 more 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 17, Sep 1, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 8, 2021 Jun 12, 2021 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. 10 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 4 Ascalon fine sandy loam, 0 to 6 percent slopes 27.9 76.6% 40 Nunn loam, 0 to 6 percent slopes 1.9 5.3% 65 Terry sandy loam, 3 to 9 percent slopes 6.6 18.1% Totals for Area of Interest 36.4 100.0% 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 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 11 Custom Soil Resource Report landform 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 soil 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 anticipated 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 not uniform. An area can 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: 2t1p5 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 mapunit. Description of Ascalon Setting Landform: I nterfl uves Landform position (two-dimensional): Summit, backslope Landform position (three-dimensional): Interfluve Down -slope shape: Linear Across -slope shape: Linear Parent material: Wind -reworked alluvium and/or calcareous sandy eolian deposits Typical profile Ap - 0 to 7 inches: fine sandy loam Bt1 - 7 to 13 inches: sandy clay loam Bt2 - 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 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 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 10 percent Maximum salinity: Nonsaline (0.1 to 1.9 mmhos/cm) Sodium adsorption ratio, maximum: 1.0 Available water supply, 0 to 60 inches: Moderate (about 6.8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Olnest Percent of map unit: 8 percent Landform: Interfluves Landform position (two-dimensional): Backslope Landform position (three-dimensional): Side slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Otero Percent of map unit: 7 percent Landform: Interfluves Landform position (two-dimensional): Footslope Landform position (three-dimensional): Base slope Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No 40 Nunn loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 2tlpt Elevation: 4,500 to 6,200 feet Mean annual precipitation: 13 to 17 inches Mean annual air temperature: 50 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn Setting Landform: Alluvial fans, terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: loam Bt1 - 6 to 10 inches: clay loam Bt2 - 10 to 26 inches: clay loam 14 Custom Soil Resource Report Btk - 26 to 31 inches: clay loam Bk - 31 to 80 inches: clay loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches 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 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 5 percent Maximum salinity: Nonsaline (0.1 to 1.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.5 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Manzanst Percent of map unit: 8 percent Landform: Terraces, alluvial fans Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Ecological site: R067BY042CO - Clayey Plains Hydric soil rating: No Avar Percent of map unit: 7 percent Landform: Swales on terraces, swales on terraces Landform position (three-dimensional): Tread Down -slope shape: Concave, linear Across -slope shape: Concave, linear Ecological site: R067BY033CO - Salt Flat Hydric soil rating: No 65 Terry sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 360p Elevation: 4,000 to 6,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 46 to 48 degrees F 15 Custom Soil Resource Report Frost -free period: 120 to 180 days Farmland classification: Not prime farmland Map Unit Composition Terry and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Terry Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous sandy residuum weathered from sandstone Typical profile H? - 0 to 5 inches: sandy loam H2 - 5 to 17 inches: fine sandy loam H3 - 17 to 32 inches: gravelly sandy loam H4 - 32 to 36 inches: weathered bedrock Properties and qualities Slope: 3 to 9 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately low to high (0.06 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: R067BY024CO - Sandy Plains Hydric soil rating: No Minor Components Tassel Percent of map unit: 5 Hydric soil rating: No Olney Percent of map unit: 4 Hydric soil rating: No Renohill Percent of map unit: 3 Hydric soil rating: No percent percent percent Custom Soil Resource Report Vona Percent of map unit: 3 percent Hydric soil rating: No 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 E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric 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. N ational Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2 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.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 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. U nited States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. U nited States Department of Agriculture, Natural Resources Conservation Service. N ational forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2 053374 U nited States Department of Agriculture, Natural Resources Conservation Service. N ational range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 18 Custom Soil Resource Report U nited States Department of Agriculture, Natural Resources Conservation Service. N ational soil survey handbook, title 430 -VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2 054242 U nited 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/wps/portal/nres/detail/national/soils/? cid=nres142p2_053624 U nited States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres142p2_052290.pdf 19 APPENDIX B HYDROLOGICAL ANALYSIS 15 BINGLEY RV PARK DEVELOPED % IMPERVIOUS CALCULATIONS Total Drainage Area = Surface Cover Area (SF) 299,528 sf = 6.9 AC %i grass 204,343 0.02 Gravel road 85185 0.4 RV Pads - Recycled Asphalt 10000 0.75 Detention Pond @ 100- yr HWL 12900 1 Impervious Area = 0.20 19.55 CULVERT 1 DRAINAGE Drainage Area includes the RV Campsites and the north access road to a point directly east of the eastern -most RV campground to the location of a diversion berm that will direct flow via culvert 1 under the southern access road and into the detention pond. Dimension of Culvert 1 drainage area assumed to be 460' x 80' Drainage Area = 48,000 sf = 1.10 AC Surface cover Area (SF) %i grass 33,120 0.02 Gravel road 5280 0.4 (12' x 440' - includes the gravel road on north side of RV Campsites). RV Pads - Recycled asphalt 10000 0.75 Impervious Area = 0.21 21 % PEAK RUNOFF PREDICTION BY THE RATIONAL METHOD Version 1.02a, Released August 2005 Urban Drainage and Flood Control District Denver, Colorado Purpose: Function: Content: Intro Weighted C Tc and PeakQ Design Info Notation Acknowledgements: Comments? Revisions? This workbook applies the Rational Method to estimate stormwater runoff and peak flows from small urban catchments, i.e., typically less than 90 acres. 1. To apply the area -weighting method to calculate the representative runoff coefficient C for a catchment. 2. To calculate the time of concentration, and then compare with the empirical time of concentration limit used for the Denver region. The smaller one is recommended as the rainfall duration for use with the Rational Method. 3. To calculate the design rainfall intensity and peak flow rate. The workbook consists of the following five sheets: Describes the purpose of each sheet in the workbook. Applies the area -weighting method to determine the runoff C. Calculates Tc and Q -peak. Provides the recommended runoff C's for various land uses. Defines the variables used. Spreadsheet Development Team: Dr. James C.Y. Guo, P.E. Professor, Department of Civil Engineering University of Colorado at Denver Ken A. MacKenzie, P.E. Urban Drainage and Flood Control District Wright Water Engineers, Inc. Denver, Colorado Direct all comments regarding this spreadsheet workbook to: Check for revised versions of this or any other workbook at: UDFCD E -Mail Downloads , Intro Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Bingley RV Campground - HISTORIC10-YR Development Area Drainage Basin - 10-Yr 1 -Hr event Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output DA 6.90 0.17 1.17 sum: 6.90 sum: 1.17 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.17 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Bingley RV Park - HISTORIC 10-YR Development Area Drainage Basin - 10-Yr 1 -Hr event I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = DA 6.90 2.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres oya A,B,C,orD I (inch/hr) = C1 * P1 /(C2 + Td)^C3 10 28.50 10.00 0.786 1.47 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.17 0.08 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 r t ti. Reach 1 flow overland LEGEND Bea, r_irming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 1 2 3 4 5 0.0150 320 0.0240 210 0.0170 300 0.0330 300 0.08 Sum 1,130 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.42 3.21 3.21 inch/hr inch/hr inch/hr N/A 0.19 2.50 0.39 2.50 0.33 2.50 0.45 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 28.77 9.04 15.34 11.01 64.16 16.28 16.28 1.62 3.66 3.66 cfs cfs cfs , Tc and PeakQ Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Bingley RV Park - HISTORIC 100-YR Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output DA 6.90 0.36 2.48 sum: 6.90 sum: 2.48 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.36 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Bingley RV Park - HISTORIC 100-YR I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = DA 6.90 2.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres oya A,B,C,orD I (inch/hr) = Cl * P1 /(C2 + Td)^C3 100 28.50 10.00 years 0.786 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 ti. Reach 1 flow overland LEGEND Bea, jirming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 1 2 3 4 5 0.0150 320 0.0240 210 0.0170 300 0.0330 300 Sum 1,130 0.08 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.68 6.07 6.07 inch/hr inch/hr inch/hr N/A 0.19 2.50 0.39 2.50 0.33 2.50 0.45 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 28.77 9.04 15.34 11.01 64.16 16.28 16.28 6.71 15.17 15.17 cfs cfs cfs , Tc and PeakQ Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: BINGLEY RV PARK - 10-YR DEVELOPED Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output DA 6.90 0.27 1.86 sum: 6.90 sum: 1.86 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.27 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: BINGLEY RV PARK - DEVELOPED 10-YR I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = DA 6.90 20.40 B II. Rainfall Information Design Storm Return Period, Tr = O1= C2= C3= P1= Acres oya A,B,C,orD I (inch/hr) = C1 * P1 /(C2 + Td)^C3 10 28.50 10.00 0.786 1.47 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.27 0.20 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach -2 y r Reach 1 flow overland LEGEND Bea, jirming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output 0.0150 320 0.20 N/A 0.21 25.45 1 0.0240 210 2 0.0170 300 3 0.0330 300 4 5 Sum 1,130 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1.90 3.21 3.21 inch/hr inch/hr inch/hr 2.50 0.39 9.04 10.00 1.30 3.83 10.00 1.82 2.75 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 41.07 16.28 16.28 3.61 6.09 6.09 cfs cfs cfs , Tc and PeakQ Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: Bingley RV Campground - DEVELOPED 100-YR Devel Illustration opment Area Drainage Basin - 100-Yr 1 -Hr event Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output DA 6.90 0.44 3.04 sum: 6.90 sum: 3.04 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.44 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow- Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Bingley RV Park - DEVELOPED 100-YR Development Area Drainage Basin - 10-Yr 1 -Hr event I. Catchment Hydrologic Data Catchment ID = DA Area = Percent Imperviousness = NRCS Soil Type = 6.90 Acres 19.55 % BA,B,C,orD II. Rainfall Information Design Storm Return Period, Tr = O1= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)^C3 100 years 28.50 10.00 0.786 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.44 0.19 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 ti. Reach 1 flow overland LEGEND Bea, r_irming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 0.0150 320 1 0.0240 210 2 0.0170 300 3 0.0330 300 4 5 Sum 1,130 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3.59 6.07 6.07 inch/hr inch/hr inch/hr 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output 0.19 N/A 0.21 2.50 10.00 10.00 0.39 1.30 1.82 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = Flow Time Tf minutes output 25.58 9.04 3.83 2.75 41.21 16.28 16.28 10.90 18.41 18.41 cfs cfs cfs , Tc and PeakQ DETENTION BASIN VOLUME ESTIMATING WORKBOOK Purpose: Function: Version 2.35, Released January 2015 Urban Drainage and Flood Control District Denver, Colorado This workbook aids in the estimation of stormwater detention storage volume for urban watersheds that are smaller than 160 acres. 1. To apply the Rational Method (sometimes called the Modified FAA Method) and Hydrograph Method to estimate stormwater detention volume. 2. To approximate the storage volume of a detention basin given the basin geometry. 3. To estimate a stage -storage -discharge relationship for a detention basin Content: Modified FAA Hydrograph Full -Spectrum Basin WQCV Restrictor Plate Outlet Culvert Spillway Routing Design Info Acknowledgements: Comments? Revisions? This workbook consists of the following sheets: Detention Volume Estimating Calculations: Estimates detention storage volume using the Rational -Modified FAA method. Estimates detention storage volume using the Hydrograph Method. Estimates detention storage volume using the Full Spectrum Control Method. Stage -Storage Tables for Detention Basins: Tabulates stage -storage relationship estimates for various detention basin shapes. Stage -discharge Tables Using Outlets with Inlet & Outlet Control: Tabulates a stage -discharge relationship for the water quality capture volume outlet structure (inlet conti Sizes a choking plate over a circular vertical orifice and dimensions an equivalent rectangular orifice. Tabulates a stage -discharge relationship for the final outlet structure (inlet control). Tabulates a stage -discharge relationship for the outlet culvert, comparing inlet vs. outlet control. Tabulates a stage -discharge relationship for a spillway. Reservoir Routing Estimation: Uses modified Puls method to perform reservoir routing of storm hydrographs through a detention basin Provides runoff coefficient vs. watershed imperviousness relationships. Spreadsheet Development Team: Dr. James C.Y. Guo, P.E. Professor, Department of Civil Engineering University of Colorado at Denver Ken MacKenzie, P.E. Urban Drainage and Flood Control District Direct all comments regarding this spreadsheet workbook to: UDFCD email Check for revised versions of this or any other workbook at: Downloads , INTRO DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: BINGLEY RV PARK Basin ID: Overall Basin (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): 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" Pi/(C2+TJ"C3 Coefficient One Coefficient Two Coefficient Three la = A= Type = T= Tc = q= P� _ C� _ C2= 19.55 6.900 B 10 64 0.23 2.78 28.50 10 0.789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft For 5 -Minutes) Runoff Coefficient Inflow Peak Allowable Peak C = Runoff Qp-in = Outflow Rate Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = <- Enter Rainfall Duration Incremental Increase Value 0.27 4.95 1.59 14,093 0.324 10 Here (e.g. 5 Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0.000 0 0.00 0.000 0.00 0.00 0.000 10 7.45 0.191 1.00 1.59 0.022 0.169 20 5.41 0.278 1.00 1.59 0.044 0.234 30 4.31 0.332 1.00 1.59 0.066 0.267 40 3.62 0.371 1.00 1.59 0.087 0.284 50 3.13 0.402 1.00 1.59 0.109 0.293 60 2.77 0.427 1.00 1.59 0.131 0.296 70 2.50 0.448 0.96 1.52 0.146 0.302 80 2.28 0.467 0.90 1.43 0.157 0.310 90 2.09 0.484 0.86 1.36 0.168 0.315 100 1.94 0.498 0.82 1.30 0.179 0.319 110 1.81 0.512 0.79 1.26 0.190 0.322 120 1.70 0.524 0.77 1.22 0.201 0.323 130 1.61 0.536 0.75 1.18 0.212 0.324 140 1.52 0.546 0.73 1.16 0.223 0.323 150 1.44 0.556 0.71 1.13 0.234 0.322 160 1.38 0.566 0.70 1.11 0.245 0.321 170 1.32 0.574 0.69 1.09 0.256 0.319 180 1.26 0.583 0.68 1.08 0.267 0.316 190 1.21 0.591 0.67 1.06 0.278 0.313 200 1.17 0.598 0.66 1.05 0.289 0.310 210 1.12 0.606 0.65 1.04 0.299 0.306 220 1.09 0.613 0.65 1.02 0.310 0.302 230 1.05 0.619 0.64 1.01 0.321 0.298 240 1.02 0.626 0.63 1.01 0.332 0.293 250 0.99 0.632 0.63 1.00 0.343 0.289 260 0.96 0.638 0.62 0.99 0.354 0.284 270 0.93 0.644 0.62 0.98 0.365 0.279 280 0.90 0.649 0.61 0.97 0.376 0.273 290 0.88 0.655 0.61 0.97 0.387 0.268 300 0.86 0.660 0.61 0.96 0.398 0.262 310 0.84 0.665 0.60 0.96 0.409 0.256 320 0.82 0.670 0.60 0.95 0.420 0.251 330 0.80 0.675 0.60 0.95 0.431 0.244 340 0.78 0.680 0.59 0.94 0.442 0.238 350 0.76 0.684 0.59 0.94 0.452 0.232 360 0.75 0.689 0.59 0.93 0.463 0.225 370 0.73 0.693 0.59 0.93 0.474 0.219 380 0.72 0.698 0.58 0.93 0.485 0.212 390 0.70 0.702 0.58 0.92 0.496 0.206 400 0.69 0.706 0.58 0.92 0.507 0.199 410 0.67 0.710 0.58 0.92 0.518 0.192 420 0.66 0.714 0.58 0.91 0.529 0.185 430 0.65 0.718 0.57 0.91 0.540 0.178 440 0.64 0.721 0.57 0.91 0.551 0.171 450 0.63 0.725 0.57 0.91 0.562 0.163 460 0.62 0.729 0.57 0.90 0.573 0.156 470 0.61 0.732 0.57 0.90 0.584 0.149 480 0.60 0.736 0.57 0.90 0.595 0.141 490 0.59 0.739 0.57 0.90 0.606 0.134 500 0.58 0.743 0.56 0.90 0.616 0.126 510 0.57 0.746 0.56 0.89 0.627 0.119 520 0.56 0.749 0.56 0.89 0.638 0.111 530 0.55 0.753 0.56 0.89 0.649 0.103 540 0.55 0.756 0.56 0.89 0.660 0.096 550 0.54 0.759 0.56 0.89 0.671 0.088 560 0.53 0.762 0.56 0.88 0.682 0.080 570 0.52 0.765 0.56 0.88 0.693 0.072 580 0.52 0.768 0.56 0.88 0.704 0.064 590 0.51 0.771 0.55 0.88 0.715 0.056 600 0.50 0.774 0.55 0.88 0.726 0.048 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 = Ci" Coefficient One Coefficient Two Coefficient Three P,l(C2+Tc) ^ C3 la = A= Type = T= Tc = q= P� _ C� _ C2= C3 = 19.55 6.900 B 100 64 0.23 2.78 28.50 10 0.789 percent acres A,B,C,orD years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = Inflow Peak Runoff Qp-in = Allowable Peak Outflow Rate Qp-out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0.44 cfs cfs cubic feet acre -ft 8.06 1.59 29,966 0.688 Rainfall Duration minutes (input) Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0.000 0 0.00 0.000 0.00 0.00 0.000 10 7.45 0.312 1.00 1.59 0.022 0.290 20 5.41 0.453 1.00 1.59 0.044 0.409 30 4.31 0.541 1.00 1.59 0.066 0.476 40 3.62 0.605 1.00 1.59 0.087 0.518 50 3.13 0.655 1.00 1.59 0.109 0.546 60 2.77 0.696 1.00 1.59 0.131 0.565 70 2.50 0.731 0.96 1.52 0.146 0.584 80 2.28 0.761 0.90 1.43 0.157 0.604 90 2.09 0.788 0.86 1.36 0.168 0.620 100 1.94 0.812 0.82 1.30 0.179 0.633 110 1.81 0.834 0.79 1.26 0.190 0.644 120 1.70 0.854 0.77 1.22 0.201 0.653 130 1.61 0.873 0.75 1.18 0.212 0.661 140 1.52 0.890 0.73 1.16 0.223 0.667 150 144 0.906 0.71 1.13 0.234 0.672 160 1.38 0.922 0.70 1.11 0.245 0.677 170 1.32 0.936 0.69 1.09 0.256 0.680 180 1.26 0.950 0.68 1.08 0.267 0.683 190 1.21 0.963 0.67 1.06 0.278 0.685 200 1.17 0.975 0.66 1.05 0.289 0.687 210 1.12 0.987 0.65 1.04 0.299 0.687 220 1.09 0.998 0.65 1.02 0.310 0.688 230 1.05 1.009 0.64 1.01 0.321 0.688 240 1.02 1.020 0.63 1.01 0.332 0.687 250 0.99 1.030 0.63 1.00 0.343 0.687 260 0.96 1.040 0.62 0.99 0.354 0.686 270 0.93 1.049 0.62 0.98 0.365 0.684 280 0.90 1.058 0.61 0.97 0.376 0.682 290 0.88 1.067 0.61 0.97 0.387 0.680 300 0.86 1.076 0.61 0.96 0.398 0.678 310 0.84 1.084 0.60 0.96 0.409 0.675 320 0.82 1.092 0.60 0.95 0.420 0.672 330 0.80 1.100 0.60 0.95 0.431 0.669 340 0.78 1.108 0.59 0.94 0.442 0.666 350 0.76 1.115 0.59 0.94 0.452 0.663 360 0.75 1.123 0.59 0.93 0.463 0.659 370 0.73 1.130 0.59 0.93 0.474 0.655 380 0.72 1.137 0.58 0.93 0.485 0.652 390 0.70 1.144 0.58 0.92 0.496 0.647 400 0.69 1.150 0.58 0.92 0.507 0.643 410 0.67 1.157 0.58 0.92 0.518 0.639 420 0.66 1.163 0.58 0.91 0.529 0.634 430 0.65 1.170 0.57 0.91 0.540 0.630 440 0.64 1.176 0.57 0.91 0.551 0.625 450 0.63 1.182 0.57 0.91 0.562 0.620 460 0.62 1.188 0.57 0.90 0.573 0.615 470 0.61 1.194 0.57 0.90 0.584 0.610 480 0.60 1.199 0.57 0.90 0.595 0.605 490 0.59 1.205 0.57 0.90 0.606 0.599 500 0.58 1.210 0.56 0.90 0.616 0.594 510 0.57 1.216 0.56 0.89 0.627 0.589 520 0.56 1.221 0.56 0.89 0.638 0.583 530 0.55 1.227 0.56 0.89 0.649 0.577 540 0.55 1.232 0.56 0.89 0.660 0.572 550 0.54 1.237 0.56 0.89 0.671 0.566 560 0.53 1.242 0.56 0.88 0.682 0.560 570 0.52 1.247 0.56 0.88 0.693 0.554 580 0.52 1.252 0.56 0.88 0.704 0.548 590 0.51 1.256 0.55 0.88 0.715 0.542 600 0.50 1.261 0.55 0.88 0.726 0.535 Mod. FAA Minor Storage Volume (cubic ft.) = 14,093 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.3235 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 29,966 0.6879 , Modified FAA DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: BINGLEY RV PARK Basin ID: Overall Basin Inflow and Outflow Volumes vs. Rainfall Duration K _ 1A 1.2 1 0.4 0.2 0 0 s•�••••••••••••••••J s- _ • • • nO,OOOOOCYCoo c - G ; - I`J C �Q�iOrn �f�r,�� Op`}(v,� 100 200 300 400 Duration (Minutes) 500 600 —a— Minor Storm Inflow Volume —e— Minor Storm Outflow Volume o Minor Storm Storage Volume —s Major Storm InflowVolume —Major Storm Outflow Volume • Major Storm Storage Volume 700 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 J , Modified FAA STAGE -STORAGE SIZING FOR DETENTION BASINS Project: BINGLEY RV PARK Basin ID: Overall Basin Dam A Side Slope Z / Side Slope Z Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: Dam 80.00 100.00 4.00 Side Slope Z Side Slope Z ft ft ft/ft L Righ I soscele Circl Side Slope Check Basin Shape t Triangle s Rectangle Triangle e / Ellipse X Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': MINOR L OR... OR... OR... OR... (Use Overide values in cells G32:G52) MAJOR 0.32 0.69 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (;input) Water Surface Elevation ft (;input) Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (for goal seek) 5076.80 80.00 100.00 8,000.0 0 1 0.184 0.000 5077.00 4.00 81.60 101.60 8,290.6 1,629 0.190 0.037 5077.50 4.00 85.60 105.60 9,039.4 5,962 0.208 0.137 WQCV WSEL 5078.00 4.00 89.60 109.60 9,820.2 10,676 0.225 0.245 5078.50 4.00 93.60 113.60 10,633.0 15,790 0.244 0.362 5079.00 4.00 97.60 117.60 11,477.8 21,317 0.263 0.489 5079.50 4.00 101.60 121.60 12,354.6 27,275 0.284 0.626 100-YR HWL 5079.75 4.00 103.60 123.60 12,805.0 30,420 0.294 0.698 5080.50 4.00 109.60 129.60 14,204.2 40,549 0.326 0.931 TOP OF BERM EL 5080.75 4.00 111.60 131.60 14,686.6 44,160 0.337 1.014 #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #N/A #N/A , Basin STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: r STAGE -STORAGE CURVE FOR THE POND 5082.00 5081.00 a) a) t a) a) Cu 5080.00 5079.00 5078.00 5077.00 5076.00 5075.00 0.00 0.20 0.40 0.60 Storage (acre-feet) 0.80 1.00 1.20 J , Basin STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: BINGLEY RV PARK Basin ID: Overall Basin WQCV Design Volume (Input): Catchment Imperviousness, la = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient, Co = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A = Percent Soil Type B = Percent Soil Type CID = Outlet Design Information (Output): 3 20.0 6.90 1 4.00 3.00 0.60 0.010 40 100 percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft/ ft hours cro Height of slot, H = Width of slot, W = Water Quality Capture Volume, WQCV = Water Quality Capture Volume (WQCV) = Design Volume (WQCV / 12 * Area * 1.2) Vol = Outlet area per row, A0 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 0.492 1 OR inches inches inches 0.100 watershed inches 0.057 acre-feet 0.069 acre-feet 0.22 square inches 0.19 square inches 0.001 square feet O 0 O Ar 0 G 0 0 O 0 0 0 O 0 O 0 O 0 0 O O 0 O 0 G O O O 0 O 0 0 0 1 Cl Perforated Plate Examples 4 11 Central Elevations of Rows of Holes in feet E Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 5078.00 I 5078.33 I 5078.67 I I I I I I I I I I Collection Capacity for Each Row of Holes in cfs 5076.80 0.0000 0.0000 0.0000 0.00 5077.50 0.0000 0.0000 0.0000 0.00 5078.00 0.0000 0.0000 0.0000 0.00 5078.50 0.0045 0.0026 0.0000 �- _- 0.01 5079.00 0.0064 0.0052 0.0037 0.02 5079.50 0.0078 0.0069 0.0058 -- -- -- 0.02 5080.00 0.0090 0.0082 0.0073 0.02 5080.50 0.0101 0.0094 0.0086 ---_ 0.03 5080.75 0.0105 0.0099 0.0092 --- ----------------0.03 #N/A #N #NlA #N/ #N/A #N/A #N/A #N/A -- -- #N/A #N/A #N/A #N/A -- -- #N/A #N/A #NIA #NlA #NIA #N/A #N/A #N/A -- -- #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A OVA /A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A /A OVA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A --- #N/A #N/A #NA #NA #N/A #N/A OVA I #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A I #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 , WQCV STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: BINGLEY RV PARK Basin ID: Overall Basin STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 5081.00 5080.50 5080.00 5079.50 a) a) 5079.00 a) a) lormso 5078.50 co 5078.00 5077.50 5077.00 • _ 5076.50 0.00 0.01 0.01 0.02 Discharge (cfs) 0.02 0.03 0.03 0.04 1 , WQCV RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: BINGLEY RV PARK Basin ID: Overall Basin X O O O v \ O o / O O Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev: WS = Elev: Invert = Q= Dia = Co = Af Theta = 3.14 Qf = 9.0 Percent of Design Flow = 556% #1 Vertical Orifice #2 Vertical Orifice 5,079.75 5,076.80 1.62 15.0 0.60 Theta = Ao_ To = Yo = Elev Plate Bottom Edge = Qo = Width of Equivalent Rectangular Vertical Orifice Equivalent Width Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. 0.98 0.20 12.44 0.28 5,077.08 1.6 0.71 5,076.94 feet feet cfs inches sgft rad cfs rad sq ft inches feet feet cfs feet feet , Restrictor Plate STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: BINGLEY RV PARK Basin ID: Overall Basin Current Routing Order is #5 Design Information (Input): Circular Opening: OR Rectangular Opening: Routing _>rcler #3 r; ,ngle stage 7W S. EL. Design Stonn 7 VI 5 EL WO WO HI Diameter in Inches Width in Feet Length (Height for Vertical) Percentage of Open Area After Trash Rack Reduction Orifice Coefficient Weir Coefficient Orifice Elevation (Bottom for Vertical) Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) OPTIONAL: User-Overide Net Opening Area Perimeter as Weir Length OPTIONAL: User-Overide Weir Length Dia. = W= LorH= % open = Co _ C,N = E° _ o VTS EL Majoi WS EL litho, Routing Order #2 HI ;, W.S. EL WO Vt WO IT Routing Order #4 p'•.V S EL Erne lgenc; S pdhn ay !V S. EL Id aloe Eme mew y Ore titan utto Pipe- H'_ WS EL Mini 7 W.S EL \V0 'V0 HI m9 VI #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. 0.49 AO = 0.00 A° _ LW = 0.13 LW = Top Elevation of Vertical Orifice Opening, Top = Center Elevation of Vertical Orifice Opening, Gen = ft. ft. inches ft. ft. ft. sq. ft. sq. ft. ft. ft. Routing 5: Water flows separately through WQCV plate, #1 horizontal opening, #2 horizontal opening, #1 vertical opening, and #2 vertical opening. The sum of all four will be applied to culvert sheet. Horizontal Orifices Vertical Orifices Labels for WQCV, Minor, & Major Storage W.S. Elevations (input) Water Surface Elevation ft (linked) WQCV Plate/Riser Flow cfs (User -linked) #1 Horiz. #1 Horiz. Weir Orifice Flow Flow cfs cfs (output) (output) #2 Horiz. #2 Horiz. Weir Orifice Flow Flow cfs cfs (output) (output) #1 Vert. Collection Capacity cfs (output) #2 Vert. Collection Capacity cfs (output) Total Collection Capacity cfs (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (link for goal seek) 5076.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5077.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5077.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WQCV WSEL 5078.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01 5078.50 0.02 0.00 0.00 0.00 0.00 0.00 0.00 I 0.02 5079.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 100-Yr WSEL 5 5079.50 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 5079.75 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.03 5080.50 #N/A 0.00 0.00 0.00 0.00 0.00 0.00 #REF! Top of Berm EL 5080.75 0.00 0.00 0.00 0.00 0.00 0.00 #NIA #NIA #N/A #N/A #N/A #N/A 0.00 0.00 #NIA #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #NIA #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A #N/A #N/A #N/A #N/A #N/A 0.00 0.00 #N/A , Outlet STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: BINGLEY RV PARK Basin ID: Overall Basin r STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 6000 S C) CD G) G) 4- G) a) CZ Co K _ 5000 4000 3000 2000 1000 0 ♦ ♦ 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 Discharge (cfs) J , Outlet STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bingley RV Park - CULVERT 2 - DETENTIION POND OUTLET CULVERT Basin ID: Overall Basin Status: Sheet Contains Warnings. See Culvert_ErrorList Range Design Information (Input): Circular Culvert: Circular Culvert: OR: Box Culvert: Box Culvert: Box Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): Water Surface Elevation From Sheet "Basin" (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs (output) Culvert Outlet -Control Flowrate cfs (output) Flowrate Into Culvert From Sheet "Outlet" (cfs, linked) Controlling Culvert Flowrate cfs (output) Inlet Equation Used (output) (input if known) 5076.80 0.00 0.00 0.00 0.00 0.00 No Flow (WS < inlet) 5077.00 0.00 0.20 3.56 0.00 0.00 Min. Energy. Eqn. 5077.50 0.00 1.70 3.87 0.00 0.00 Regression Eqn. 5078.00 0.00 4.10 4.17 0.01 0.01 Regression Eqn. 5078.50 0.00 6.50 4.66 0.02 0.02 Regression Eqn. 5079.00 0.00 8.40 5.16 0.02 0.02 Regression Eqn. 5079.50 0.00 10.00 5.60 0.02 0.02 Regression Eqn. 5079.75 0.00 10.70 5.81 0.03 0.03 Regression Eqn. 5080.50 0.00 12.60 6.40 #REF! #REF! Regression Eqn. 5080.75 0.00 13.20 6.59 #N/A #N/A Orifice Eqn. 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #NIA #NIA No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) Wag f nitnelp cr,llh If Y_ A. T Se '.it].at Ira sicken a section L D 5elan' D ram ,-section a - eat s Itea i iaa 1-3 V SkpP Sc 15 Height (Rise) = Width (Span) = 1.5 : 1 Beveled Edge Square Edge wl 90-15 deg. Flared Wingwall No = I elev = 0elev = L= n= Kb = Kx = Ka = Kf = Ka _ Cd_ KEI0,„ = 1 5076.80 5075.00 Secant in. ft. ft. ft. elev. ft. elev. 160 ft. 0.019 0.00 1.00 0.20 7.90 9.10 1.03 -0.09 , Culvert STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Bingley RV Park - CULVERT 2 - DETENTIION POND OUTLET CULVERT Basin ID: Overall Basin T STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT 5081.30 5080.80 5080.30 _ 5079.80 5079.30 5078.80 5078.30 5077.80 5077.30 • 5076.80 e _ 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 Discharge (cfs) J , Culvert STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: BINGLEY RV PARK Basin ID: DETENTION P OND SPILLWAY Desiqn Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = C,N = Ct = 20.00 4.00 5,079.75 0.60 2.60 Surface Elevation (linked) Water ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 5076.80 0.00 0.00 0.00 0.00 5077.00 0.00 0.00 0.00 0.00 5077.50 0.00 0.00 0.00 0.00 5078.00 0.00 0.00 0.00 0.01 5078.50 0.00 0.00 0.00 0.02 5079.00 0.00 0.00 0.00 0.02 5079.50 0.00 0.00 0.00 0.02 5079.75 0.00 0.00 0.00 0.03 5080.50 7.79 0.09 7.88 #REF! 5080.75 12.00 0.18 12.18 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A feet degrees feet , Spillway STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: BINGLEY RV PARK Basin ID: DETENTION P OND SPILLWAY STAGE -STORAGE -DISCHARGE CURVES FOR THE POND a) a) a a) CD ti CD C) Ca Co 0 5090 5080 5070 5060 5050 5040 5030 5020 5010 Storage (Acre -Feet) 0.2 0.4 0.6 0.8 1 1.2 f A _ i ArAirominis _ f A 5000 _ 0 2 4 6 8 Pond Discharge (cfs) 10 12 14 TOTAL DISCHARGE SPILLWAY DISCHARGE POND STORAGE , Spillway Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: BINGLEY RV PARK CULVERT 1 RUNOFF ANALYSIS (100-YR EVENT) Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Culvert 1 1.10 0.55 0.61 sum: 1.10 sum: 0.61 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.55 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: BINGLEY RV PARK CULVERT 1 DRAINAGE ONLY - 100-YR EVENT I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = CULV 1 1.10 21.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres oya A,B,C,orD I (inch/hr) = Cl * P1 /(C2 + Td)^C3 100 28.50 10.00 0.786 2.78 years (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.44 0.44 0.20 Reach 3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 r Reach 1 flow overland LEGEND � Bea, r_irming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5-yr Runoff Coeff C-5 output 0.20 NRCS Convey- ance input Flow Velocity V fps output N/A 0.00 1 0.0240 450 2 3 4 5 Sum 450 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 9.51 6.86 12.52 10.00 1.55 Flow Time Tf minutes output 0.00 4.84 Computed Tc = 4.84 Regional Tc = 12.50 User -Entered Tc = 0.46 inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = inch/hr Peak Flowrate, Qp = Calculated values for Tc & Qp are based on overide values entered for C & C-5. 4.60 3.32 6.06 cfs cfs cfs , Tc and PeakQ Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: BINGLEY RV PARK CULVERT 3 RUNOFF ANALYSIS (100-YR EVENT) Illustration Instructions: For each catchment subarea, enter values for A and C. Subarea Area Runoff Product ID acres Coeff. A C* CA input input input output Culvert 3 1.40 0.36 0.50 sum: 1.40 sum: 0.50 Area -Weighted Runoff Coefficient (sum CA/sum A) = 0.36 *See sheet "Design Info" for inperviousness-based runoff coefficient values. LI ND: Flow Direction Catch ent , Weighted C CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: BINGLEY RV PARK CULVERT 3 DRAINAGE ONLY - 100-YR EVENT I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = CULV 3 1.40 2.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres oya A,B,C,orD I (inch/hr) = Cl * P1 /(C2 + Td)^C3 100 28.50 10.00 years 0.786 2.78 inches (input return period for design storm) (input the value of C1) (input the value of C2) (input the value of C3) (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.36 0.08 Reach :3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 r Reach 1 flow overland LEGEND � Bea, r_irming Flow Direr don C air hnte nt B o undary NRCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture! Lawns 7 Nearly Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 1 2 0.0240 450 3 4 5 Sum 450 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 9.51 6.86 inch/hr inch/hr inch/hr 5-yr Runoff Coeff C-5 output NRCS Convey- ance input Flow Velocity V fps output 0.08 N/A 0.00 10.00 1.55 Flow Time Tf minutes output Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 0.00 4.84 4.84 12.50 4.82 3.48 cfs cfs cfs , Tc and PeakQ Runoff Coefficient vs. Watershed Imperviousness Based on Runoff Coefficient estimating equation published by Urbonas, et.al. (1990) & WEF (1998) Basic equation for NRCS Soil Types C & D: C CD = K cp + (0.85813 - 0.786*i2 2 + 0.774 */ + 0.04) Basic equation for NRCS Soil Type A: CA = K.a + (1.31 *i3 - 1.44*i2 + 1.135 */- - 0.12) in which use values for C.4 >0 in which: i = 1;; /100, imperviousness ratio 1a = watershed imperviousness in percent CA = Runoff Coefficient for NRCS Soil Type A KA = Correction factor for C,; when the storm return period is greater than 2 -years C CD = Runoff Coefficient for NRCS Soil Types C and D K CD = Correction factor for C CD when the storm return period is greater than 2 -years Values of Correction Factors K CD ,c KA NRCS Storm Return Period Soil Types 2-`r 5-yr 10-yr 25-yr 50-yr 100-vr C & D 0.00 [-0.10*t+0.11] [-0.18*: -0.21] [-0.28*i+0.33] [-o._;3*z+0.40] [-0.39*1 +0.46] A 0.00 [-0.08*1+0.09] [-0.14*: +0.17] [-0.19*i +0.24] [-0.22*: -0.28] [-0 25* +0.32] Values of Runoff Coefficient CCD Values of Runoff Coefficient CA limpery Type C and D NRCS Hydrologic Soil Groups Type :4 NRCS Hydrologic Soils Group Ratio ( 1) 2-2. 5 -vi 10-yr 25-ya 50-yr 100-y1 2_-yr 5-yr 10-yr 25-vr 50 -),Tr 100-yr 0.00 0.04 0.15 0.25 0.37 0.44 0.50 -0.12 -0.03 0.05 0.12 0.16 0.20 0.05 0.08 0.18 0.28 0.39 0.46 0.52 -0.07 0.02 0.10 0.16 0.20 0.24 0.10 0.11 0.21 0.30 0.41 0.48 0.53 -0.02 0.06 0.14 0.20 0.24 0.28 0.15 0.14 0.24 0.32 0.43 0.49 0.54 _ 0.02 0.10 0.17 0.23 0.27 0.30 0.20 0.17 0.26 0.34 0.44 0.50 0.55 0.06 0.13 0.20 0.26 0.30 0.33 0.25 0.20 0.28 0.36 0.46 0.52 0.56 0.09 0.16 0.23 0.29 0.32 0.35 0.30 0.22 0.30 0.38 0.47 0.53 0.57 0.13 0.19 0.25 0.31 0.34 0.37 0.35 0.25 0.33 0.40 0.48 0.54 0.57 0.16 0.22 0.28 0.33 0.36 0.39 0.40 0.28 0.35 0.42 0.50 0.55 0.58 0.19 0.25 0.30 0.35 0.38 0.41 0.45 0.31 0.37 0.44 0.51 0.56 0.59 0.22 0.27 0.33 0.37 0.40 0.43 0.50 0.34 0.40 0.46 0.53 0.57 0.60 0.25 0.30 0.35 0.40 0.42 0.45 0.55 0.37 0.43 0.48 0.55 0.59 0.62 _ 0.29 0.33 0.38 0.42 0.45 0.47 0.60 0.41 0.46 0.51 0.57 0.61 0.63 0.33 0.37 0.41 0.45 0.47 0.50 0.65 0.45 0.49 0.54 0.59 0.63 0.65 0.37 0.41 0.45 0.49 0.51 0.53 0.70 0.49 0.53 0.57 0.62 0.66 0.68 0.42 0.45 0.49 0.53 0.54 0.56 0.75 0.54 0.58 0.62 0.66 0.69 0.71 0.47 0.50 0.54 0.57 0.59 0.61 0.80 0.60 0.63 0.66 0.70 0.73 0.74 0.54 0.56 0.60 0.63 0.64 0.66 0.85 0.66 0.68 0.71 0.75 0.78 0.79 0.61 0.63 0.66 0.69 0.70 0.72 0.90 0.73 0.75 0.77 0.80 0.83 0.83 0.69 0.71 0.73 0.76 0.77 0.79 0.95 0.80 0.82 0.84 0.87 0.89 0.89 _ 0.78 0.80 0.82 0.84 0.85 0.86 1.00 0.89 0.90 0.92 0.94 0.96 0.96 0.89 0.90 0.92 0.94 0.95 0.96 Runoff Coefficient 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 Notes: For Type B Soils, use the average of coefficients CCD and C" A . When the Runoff Coefficient in above table is < 0, use 0. When compositing the Runoff Coefficient for different soil types, use the table values above regardless if they are < 0 Runoff Coefficient vs. Imperviousness NRCS Hydrologic Soils C & D 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0 7 0.8 0 9 Watershed Impervious Ratio 1.0 100-yr -- 25-yr =10-yr -- 5-yr 2-yr Runoff Coefficient Runoff Coefficient vs. Imperviousness NRCS Hydrologic Soil A 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 .r • 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Watershed Impervious Ratio -�-100-yr a- 25-yr 10-yr --t 5-yr 2-yr Page 4 One -hr Precipitation Values for Metro Denver Area Return period in years 2 5 10 50 100 Depth in inches 0.93 1.35 1.61 2.20 2.60 II. Recommended Runoff Coefficients for Metro Denver Land Use or Surface Characteristics Percent Imper-viousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multiunit (detached) 60 Multiunit (attached) 75 Half -acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks. cemeteries: 5 Playgrounds: 10 Schools: 50 Railroad yard areas: 15 Undeveloped areas: Historical Flow Analysis 2 Greenbelts, agricultural Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Driveways and sidewalks: 90 Roofs: 90 Lawns, sandy soil 0 Lawns, clayey soil 0 *Refer to Figures RO-3 through RO-5 in Runoff Chapter of USDCM. Page 5 List of Variables A= C= Cl, C2, and C3 C5 = I - ID = L= S= P1 Tc = Td = Tf = Tr = Qp V= watershed area in acres runoff coefficient coefficients in IDF formula 5-yr runoff coefficient rainfall intensity in inches/hour user defined identification number flow length in ft slope for flow length in ft/ft one hour precipitation value in inches time of concentration in minutes design rainfall duration in minutes flow time in minutes return period in years peak runoff rate in cfs flow velocity in ft/second , Notation APPENDIX C HYDRAULIC ANALYSIS 16 MANNING'S EQUATION for OPEN CHANNEL FLOW Project: BINGLEY RV PARK Location: SWALE 1 - South Side of 12' travel lane By: PCS Date: 7/6/23 Chk By: Date: Mannings Formula Q = (1.486/n )ARh2/3S 1 /2 R = A/P A = cross sectional area P= wetted perimeter S = slope of channel n = Manning's roughness coefficient 1 T z V = (1.49/n) Rh2/3S 1 /2 Q=VxA 1 version 12-2004 z (sideslope)= z (sideslope)= b (btm width, ft)= d (depth, ft)= S (slope, ft/ft) n low - n high - INPUT 4 4 0 0.53 0.04 0.02 0.035 Clear Data Entry Cells i Low N High N Wetted Hydraulic Velocity, Depth, ft Area, sf Perimeter, ft Radius, ft Velocity, fps Flow, cfs fps Flow, cfs 0.53 1.12 4.37 0.26 6.00786385 6.75044 3.433065 3.85739 T Dm = Sc low = 0.0094 Sc high = 0.0289 sc = critical slope ft / ft T = top width of the stream dm = a/T = mean depth of flow Created by: Mike O'Shea �Sc 1.3 Sc .7 Sc 1.3 Sc 0.0066 0.0123 0.0202 0.0376 4.24 0.265 MILE HIGH FLOOD DISTRICT CULVERT HYDRAULICS WORKBOOK MHFD-Culvert, Version 4.00 (May 2020) Mile High Flood District Denver, Colorado www.mhfd.org Purpose: Function: This workbook aids in analyzing the flow conditions in circular and box culverts, and calculates the vertical profile along the culvert. 1. To calculate normal and critical flow conditions in a circular pipe. 2. To calculate normal and critical flow conditions in a box culvert. 3. To determine headwater depth for a culvert by comparing inlet vs. outlet control. 4. To determine the required outlet protection and riprap sizes for a culvert. 5. To Determine the vertical profile along the culvert. Content: The workbook consists of the following sheets: Pipe Calculates normal and critical flow conditions in a circular pipe. Box Calculates normal and critical flow condtions in a box culvert. Culvert Rating Determines the headwater for a circular or rectangular culvert. HW & Outlet Protection Determines the headwater and required outlet protection sizes. Profile Determines the vertical profile of the culvert and soil cover. Design Info Provides backup data, including values of Manning's n for culvert design. Acknowledgements: Spreadsheet Development Team: Ken MacKenzie, P.E., Jason Stawski, P.E. Mile High Flood District Comments? Revisions? Derek N. Rapp, P.E. Peak Stormwater Engineering, LLC Dr. James C.Y. Guo, Ph. D., P.E. Professor, Department of Civil Engineering, University of Colorado at Denver Direct all comments regarding this spreadsheet workbook to: MHFD E -Mail Check for revised versions of this or any other workbook at: Downloads , Intro CIRCULAR CONDUIT FLOW Normal & Critical De.th Comsutation MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY EV PARK Pipe ID: CULVERT 1 - CORRUGATED METAL PIPE W/ FES BOTH ENDS l) 1`T r Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0180 0.0190 15.00 4.60 ft/ft inches cfs Full -Flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent of Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = Qn = Flow = Frn = Theta -c = Ac = Tc = Yc = Vc = Frc _ 1.23 3.93 3.14 5.95 1.90 0.86 1.18 2.37 0.83 5.35 4.60 77.4% 1.11 1.97 0.91 1.15 0.87 5.05 1.00 sgft ft radians cfs radians sgft ft ft ft fps cfs of full flow supercritical radians sgft ft ft fps Pipe CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 1 - 15" CMP W/ FES BOTH ENDS Design Information (Input) Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Gnu subvert x-s:ecSn Canada Vaal H Slur Sc cettr4SL1 Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information ;calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Capacity (output) C. G I culvert x-sertiom r r D H (Rise) = W (Span) = # Barrels = Elev IN = So = L= n= Kb = KX = Ke = Kf = KS = KEioW Cd = 15 Beveled Edge (1.5:1) 1 5079.5 0.018 85 0.019 0 1 0.20 4.20 5.40 -0.1103 0.73 inches ft ft ft ft/ft ft For concrete, typically <= 0.016 Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Ri5 Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 5079.50 5078.00 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 5079.75 5078.50 Min. Energy. Eqn. 0.25 #N/A #N/A #N/A 5080.00 5079.00 Min. Energy. Eqn. 0.94 #N/A #N/A 451- N/A 5080.25 5079.50 Regression Eqn. 1.91 #N/A #N/A #N/A 5080.50 5080.00 Regression Eqn. 3.03 3.00 3.00 OUTLET , Culvert Rating Processing Time: 00.29 Seconds CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 1 - 15" CMP W/ FES BOTH ENDS r STAGE -DISCHARGE CURVE FOR THE CULVERT 5080.7 5080.5 5080.3 0 0 5080.1 CD C) ca 5079.9 5079.7 5079.5 0 1 2 3 Discharge (cfs) 4 5 Inlet Control Outlet Control Stage -Discharge 6 J Culvert Rating DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 1 [HI L n t Supercritical Flow! Soil Type: Choose One: _ al Sandy O Non -Sandy Using Adjusted Diameter to calculate protection type. Design Information: Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q D= 4.6 15 Beveled Edge (1.5:1) H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = L= n= kX = Yt, Elevation = V= OR 1 5079.5 5078 85 0.019 0 1 5079.75 5 cfs inches ft ft ft ft ft ft ft/s Calculated Results: Culvert Cross Sectional Area Available Culvert Normal Depth Culvert Critical Depth Froude Number Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Headwater: Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Outlet Protection: Flow/(Diameter^2.5) Tailwater Surface Height Tailwater/Diameter Expansion Factor Flow Area at Max Channel Velocity Width of Equivalent Conduit for Multiple Barrels Length of Riprap Protection Width of Riprap Protection at Downstream End Adjusted Diameter for Supercritical Flow Minimum Theoretical Riprap Size Nominal Riprap Size MHFD Riprap Type A= Yn = Yc_ Fr = ke = kf= k_ HW'= HW°= HW = HW/D = Q/D^2.5 = Yt = Yt/D = 1/(2*tan(0)) = At = Weq = L = T= Da = d50 min= d50 nominal= Type = 1.23 0.83 0.87 1.09 0.20 4.20 5.40 1.29 1.43 5080.93 1.14 2.63 1.75 1.40 6.70 0.92 4 2 1.04 1 6 VL ft' ft ft Supercritical! ft ft ft ft ftu.S/s ft ft2 ft ft ft ft in in CIRCULAR CONDUIT FLOW Normal & Critical De•th Com•utation MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY EV PARK Pipe ID: CULVERT 2 - CORRUGATED METAL PIPE W/ FES BOTH ENDS D ,r. Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0110 0.0190 15.00 1.62 ft/ft inches cfs Full -Flow Capacity ;Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0< Theta< 3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent of Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0< Theta -c< 3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = Qn = Flow = Fr, _ Theta -c = Ac = Tc = Yc = Vc = Frc _ 1.23 3.93 3.14 4.65 1.38 0.47 1.23 1.73 0.51 3.45 1.62 34.9% 0.98 1.38 0.46 1.23 0.50 3.49 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps , Pipe CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 2- 15" CMP W/ FES BOTH ENDS Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Gnu subvert x-s:ecSn Canada Vaal H BSc *Mr uE*• tms • Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Capacity (output): C. G I V culvert x-sertiom r r +� <_ lea d Y -M11# jk i Sk-pr• Sc D H (Rise) = W (Span) = # Barrels = Elev IN = So = L= n= Kb = KX = Ke = Kr= KS = KE,ow = Cd = 15 Beveled Edge (1.5:1) 1 5079.5 0.022 131 0.019 0 1 0.20 6.47 7.67 -0.1103 0.73 inches ft ft ft ft/ft ft For concrete, typically <= 0.016 Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Ri5 Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 5079.50 5078.00 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 5079.75 5078.50 Min. Energy. Eqn. 0.25 # N/A # N/A # N/A 5080.00 5079.00 Min. Energy. Eqn. 0.94 # N/A # N/A # N/A 5080.25 5079.50 Regression Eqn. 1.91 # N/A # N/A # N/A 5080.50 5080.00 Regression Eqn. 3.05 2.52 2.52 OUTLET , Culvert Rating Processing Time: 00.29 Seconds CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 2 - 15" CMP W/ FES BOTH ENDS r STAGE -DISCHARGE CURVE FOR THE CULVERT 5080.7 5080.5 5080.3 0 0 5080.1 CD C) ca 5079.9 5079.7 5079.5 0 1 2 3 Discharge (cfs) 4 5 Inlet Control Outlet Control Stage -Discharge 6 7 Culvert Rating DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 2 V [HI L n t Soil Type: Choose One: _ al Sandy O Non -Sandy Design I nformation: Design Discharge Q Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity 1.62 cfs D = 15 inches Beveled Edge (1.5:1) H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = I _ n= kb = kX = Yt. Elevation = V= OR 1 5076.8 5075 131 0.022 0 1 5075.2 5 ft ft ft ft ft ft ft/s Calculated Results: Culvert Cross Sectional Area Available Culvert Normal Depth Culvert Critical Depth Froude Number Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Headwater: A= Yn = Yc _ Fr = ke = kf = ks = 1.23 0.52 0.50 0.95 0.20 8.67 9.87 0.69 N/A N/A N/A ft` ft ft ft Inlet Control Headwater HWI = ft Outlet Control Headwater HW0 = ft Design Headwater Elevation HW = ft Headwater/Diameter OR Headwater/Rise Ratio HW/D = Outlet Control Headwater Approximation Method Inaccurate for Low Flow - Backwater Calculations Required Outlet Protection: Flow/(Diameter^ 2.5) Tailwater Surface Height Tailwater/Diameter Expansion Factor Flow Area at Max Channel Velocity Width of Equivalent Conduit for Multiple Barrels Length of Riprap Protection Width of Riprap Protection at Downstream End Adjusted Diameter for Supercritical Flow Minimum Theoretical Riprap Size Nominal Riprap Size MHFD Riprap Type Q/D^ 2.5 = Yt = Yt/D = 1/(2*tan(0)) = At = Weq = Lp = T= Da = d50 min= d50 nominal= Type = 0.93 0.20 0.16 2.86 0.32 4 3 3 6 VL ftu.5/s ft ft2 ft ft ft ft in in CIRCULAR CONDUIT FLOW Normal & Critical De•th Com•utation MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY EV PARK Pipe ID: CULVERT 3 - CORRUGATED METAL PIPE W/ FES BOTH ENDS D ,r. Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0120 0.0190 15.00 4.82 ft/ft inches cfs Full -Flow Capacity ;Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0< Theta< 3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent of Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0< Theta -c< 3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = Qn = Flow = Fr, _ Theta -c = Ac = Tc = Yc = Vc = Frc _ 1.23 3.93 3.14 4.85 2.25 1.07 0.97 2.81 1.02 4.51 4.82 99.3% 0.76 2.01 0.93 1.13 0.89 5.16 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps , Pipe CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 3 - 15" CMP W/ FES BOTH ENDS Design Information (Input): Circular Culvert: OR: Box Culvert: [rime Canada Vaal H ISr vr *Mr uE*• Lem • Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Minimum Energy Condition Coefficient Orifice Inlet Condition Coefficient Calculations of Culvert Capacity (output): subvert x-s:ecSn C. G I V rvhert x-sentiom r r +� <_ lea d Y -M11# jk i Sk-pr• Sc D H (Rise) = W (Span) = # Barrels = Elev IN = So = L= n= Kb = KX = Ke = Kr= KS = KE,ow = Cd = 15 Beveled Edge (1.5:1) 1 5074.2 0.012 58 0.019 0 1 0.20 2.86 4.06 -0.1103 0.73 inches ft ft ft ft/ft ft For concrete, typically <= 0.016 Backwater calculations required to obtain Outlet Control Flowrate when HWo < 0.75 * Culvert Ri5 Headwater Surface Elevation (ft) Tailwater Surface Elevation (ft) Inlet Control Equation Used Inlet Control Flowrate (cfs) Outlet Control Flowrate (cfs) Controlling Culvert Flowrate (cfs) Flow Control Used 5074.00 5073.50 No Flow (WS < inlet) 0.00 0.00 0.00 N/A 5074.25 5073.70 Min. Energy. Eqn. 0.01 # N/A # N/A # N/A 5074.50 5074.00 Min. Energy. Eqn. 0.35 # N/A # N/A # N/A 5074.75 5074.25 Min. Energy. Eqn. 1.12 # N/A # N/A # N/A 5075.00 5074.50 Regression Eqn. 2.06 # N/A # N/A # N/A 5075.25 5074.75 Regression Eqn. 3.31 3.44 3.31 INLET 5075.50 5075.00 Regression Eqn. 4.62 3.44 3.44 OUTLET , Culvert Rating Processing Time: 00.36 Seconds CULVERT SIZING INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 3 - 15" CMP W/ FES BOTH ENDS r STAGE -DISCHARGE CURVE FOR THE CULVERT 5075.6 5075.4 5075.2 5075 0 0 5074.8 CD C) ca 5074.6 • • 5074.4 _ • 5074.2 _ 5074 0 2 4 Discharge (cfs) 6 8 Inlet Control Outlet Control Stage -Discharge 7 Culvert Rating DETERMINATION OF CULVERT HEADWATER AND OUTLET PROTECTION MHFD-Culvert, Version 4.00 (May 2020) Project: BINGLEY RV PARK ID: CULVERT 3 V [HI L n t Soil Type: Choose One: _ al Sandy O Non -Sandy Design I nformation: Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q D= 4.82 15 Beveled Edge (1.5:1) H (Rise) = W (Span) = # Barrels = Elev IN = Elev OUT = I _ n= kb = kX = Yt. Elevation = V= OR 1 5074.2 5073.5 58 0.019 0 1 5075.2 5 cfs inches ft ft ft ft ft ft ft/s Calculated Results: Culvert Cross Sectional Area Available Culvert Normal Depth Culvert Critical Depth Froude Number Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Headwater: Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Outlet Protection: Flow/(Diameter^ 2.5) Tailwater Surface Height Tailwater/Diameter Expansion Factor Flow Area at Max Channel Velocity Width of Equivalent Conduit for Multiple Barrels Length of Riprap Protection Width of Riprap Protection at Downstream End Adjusted Diameter for Supercritical Flow Minimum Theoretical Riprap Size Nominal Riprap Size MHFD Riprap Type A= Yn = Yc _ Fr = ke = kf = ks = HWI = HW0= HW = HW/D = Q/D^ 2.5 = Yt = Yt/D = 1/(2*tan(0)) = At = Weq = Lp = T= Da = d50 min= d50 nominal= Type = 1.23 1.01 0.89 0.76 0.20 2.86 4.06 1.34 1.97 5076.17 1.58 2.76 1.70 1.36 6.70 0.96 4 2 1 6 VL ft` ft ft ft ft ft ft HW/D > 1.5! ftu.b/s ft ft2 ft ft ft ft in in DESIGN INFO MHFD-Culvert, Version 4.00 (May 2020) CIRCULAR (SHAPE = 1) SUMMARY OF SHAPES, MATERIALS, SIZES, & "n" Matl SPANS NO. OF DEFAULT DEF. ENTRANCE CODE (in.) CULVERTS CORRUG. "n" (ITYPE) 1 -RCP 8-144 29,p96ac 2-CSP 12-96 54-144 54-144 60-312 3 -CAP 12-84 30-120 48-120 60-252 . 012 1 -Cony 17,p49ai 2.7x.5 .024 16,p50ai 3x1 .028 16,p50ai 5x1 .026 43,p58ai 6x2 .035 16,p39ka 2.7x.5 16,p39ka 3x1 13,p39ka 6x1 33,p39ka 9x2.5 . 024 . 028 . 025 . 035 ALL See Inlet Control Procedures For Equations 1 -Cony 1 -Cony 2 -Side (Cir) 3 -Side 4 -slope INLET EQUATION HDS 5 EDGE (CI) NUMBER -IC CHT#-SCALE 1-sq. proj. 3 -headwall 4 -groove 5-groove,hd 6-1:1 bevel 7-1.5 bev. 1 -thin 2 -mitered 3 -headwall 6-1.1 bevel 7-1.5 bevel (Same as CSP) 1 -thin 2 -square 3 -bevel see box see box 8 (not 9 4 5 6 7 1 2 3 6 7 face, side face, side face, slope used) 1-1 1-3 1-2 3-A 3-B 2-3 2-2 2-1 3-A 3-B 56-3 56-2 56-1 58-1/2 59-1/2 ai = AISI, Handbook of Steel Drainage & Highway Construction Products, 1983 ka = Kaiser Aluminum, Hydraulic Design Detail, DP -131, Edition 2, 1984 EQ EDGE 1 thin 2 mitered 3 headwall 4 groove 5 grv.hdw. 1.1-bev. 7 1.5-bev. ^o sq.-proj. 9 headwall 10 end -sect. KE 0.9 0.7 0.5 0.2 0.2 0.2 0.2 0.2 0.5 0.4 SR 0.5 -0.7 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 A 0.187321 0.107137 0.167433 0.108786 0.114099 0.063343 0.08173 0.167287 0.087483 0.120659 BS 0.56771 0.757789 0.538595 0.662381 0.61R62 0.766512 0.698353 0.558766 0.706578 0.630768 EQ #'s: REFERENCE 1-10: HY-8 User Manual, FHWA, July 2016, page 46 C -0.156544 -0.361462 -0.149374 -0.233801 -0.233615 -0.316097 -0.253683 -0.159813 -0.253295 -0.218423 DIP 0.0447052 0.1233932 0.0391543 0.0579585 0.0597723 0.0876701 0.065125 0.0420069 0.0667001 0.0591815 EE -0.00343602 -0.01606422 -0.00343974 -0.0055789 -0.00616338 -0.009836951 -0.0071975 -0.00369252 -0.00661651 -0.00599169 A 1_4 1.2 1.0 0.6 0.4 0.2 0.0 0 F 0.000089661 0.00076739 0.000115882 0.000205052 0.000242832 0.00041676 0.000312451 0.000125169 0.000250619 0.000229287 BOX (SHAPE = 2) SUMMARY OF SHAPES, MATERIALS, SIZES, & "n" Matl SPAN RISE CODE RANGE RANGE DEF. ENTRANCE INLET EQUATION HDS 5 "n" (ITYPE) EDGE (CI) NUMBER -IC CHT#-SCALE 1-RCB 4'-15' 4'-20' .012 All See Inlet Control Procedures For Equations ac = ACPA, Concrete EQ EDGE 1 square 2 1.5-bev. 3 1.1-bev. 4 sq-30/75 5 square 6 bevel 1 -Cony 1 -square 2-1.5 bev 3-1.1 bev 4-30-75sq 5-90-15sq 6-0 sq 7-1.5 bev 8 -bevel 2 -Side 4 -Slope 1&2 -square 3&4 -bevel 1&2 -square 3&4 -bevel Pipe Design Manual, KE SR A 0.5 0.5 0.122117 0.2 0.5 0.1067588 0.2 0.5 0.1666086 0.4 0.5 0.0724927 0.7 0.5 0.144133 0.2 0.5 0.0995633 1 2 3 4 1 5 6 6 face, face, February 1985 BS 0.505435 0.4551575 0.3989353 0.507087 0.461363 0.4412465 EQ #'s: REFERENCE 1-6: HY-8 User Manual, FHWA, July 2016, page 46 10-1 10-3 10-2 8-1 8-2 8-3 9-2 9-1 side 58-1 58-2 slope 59-1 59-2 C -0.10856 -0.08128951 -0.06403921 -0.117474 -0.0921507 -0.07434981 DIP 0.0207809 0.01215577 0.01120135 0.0221702 0.0200028 0.01273183 EE -0.00136757 -0.00067794 -0.0006449 -0.00148958 -0.00136449 -0.0007588 F 0.00003456 0.0000148 0.000014566 0.000038 0.0000358 0.00001774 send at Manhole. Curved or De4 40 60 Deflection Angie yDegrees Values of Kh , Design Info Preliminary Drainage Report Bingley RV Park Prepared F_ Steven and Katherine B i n iey 44485 CR 29 Pierce ° O 8065C (785) 7354976 Contact: Steven Bi ngIey Prepared B Sorensen r Engineering Construction, ion, Inc. 1901 Bear Court Fort Cpl l i CO 80525 (970) 590-1579 Contact: Paul C. Sorensen, PE March 2023 WELD .couNrt DRAINAGE CODE CERTIFICATE OF COMPLIANCE Weld County Case Number__ Parcel Number 055320100013 legal Description, Section/Township/Range: SS Weld County Road 29 Pierce, Co 80650 NE 34 520 TS N R6GW Date: February 2023 I Paul C,Sorensen, EConsulting Engineer for Steven and _Katherine Bin lcv (Applicant), understand and acknowledge that the applicant is seeking land use approval of the case and parcel in the description- above. I have designed or reviewed the design for the proposed land use set for in the application. I hereby certify, on behalf of the applicant. that the design will meet all applicable ,drainage requirements of the Weld County Code with the exception of the variance (s) described on the attached exhibits. This certification is not a guarantee or warranty either expressed or implied. Engineer's Stamp Engineer of Record Registered Professional Engineer State of Colorado No. 23679 2 TABLE OF CONTENTS Tableof Contents.... stadia: i••.i..TT'!• man Ns BE man.r.ciiiinn aer7'e. erriml/ /i7m/m.m/..aasa iWei i.i■ !'1'T'e.. rm7 //ias& 4Twsen.slT7ee /!lm/a/./ t/ii.ia i.i _ ■ `" { IIULLrUI 15.■ ..sm/. a&ai.is.•.enye'e■ "liter. .asai/ill." 4".,,.,Teml■ mamma. iaiiiis-a. Tre'n■ Ma ■/aia.. ■aai ni. sT■T.1!'e:ml'.e■m/s/■..rear:ia-asiing:aeTT■e■ml./■atam 'I t o tIOfla..4 rrn. ■■n rive ■t. ■aa ■iii.:TTe Ion :e.■ ■m.,..■ aai{ ''b'ee egrrre. eial/mrm. ■am a=l■ aiii r. t+lTeee■stet■m/:.■,e.i..i: iai+rEe s'*Teaa-norms ■ its Description a U■ ■aa.a..ayai.—.. ..q'.'.. /.m/+a■ aiiil:...r"aoTe TeTeT'e■ewasamsa:ml.-aaiiai...TTAT.4RT/..m/...ia.a ■i3i:i..i..s.. eT ae ■ r .' .,,y a Proposed Project �Descr' ion andExisting Con ,.r ! .n"../a.....aia.a.i.. �� ■'4 �'�'� '*Tr. s+le +e a'eal-/a y.Wei i-I '►drolo i l Oil Type ..miaiii- r� T..TlTlal■m.ibalma all aai iii.+'•TTre'eeTm■■.m.a.eaaii�i{....!■T 7"e■ ■a'!'i// ■a -/a1 a.iAai.i.'tr le T. e"e■ ■ Developed Site Conditions. , start T.7'77 a'a e3 ee■l.L a..■■:.l:,i iia ii.i a..'L7TT Te■ ■m/on /3......1i i:a.: a#S'!e e7M'efaemlmam rdr...i:J.:'st•TTe! le'e +I liii rIi:uJr Design Stands r /4"..:sir.aaier.eTre. Ewa l■l.■m.,.aria.i ro.a4.:TeereTa.■m■r/a./u/r/a.,isurns. Hydrological Analysis /YelJii fiiiii 7/i .iaas //�.i..ia°i !t7eleawns TOW mia.tiiiF l.eTeae.e /i / Jai c}Ly, ��■y�1y�ta! rm�i■ 7}�i, is� n. +4*TeTe TDTea ema real a a stasis.. Discussion of Hydrologic Analysis l 's Resu ItS.aiiair aa... Tninon em a. aiiia,.FT Te ■T77/e..7.-suns waiiia aaa ..:a "Ter l� 4 'Lt7II Sl ..:iiiiii d ddd Tl.s'ee'e!R" ema•..mr'...a.ai.ii Giai"!`.g eeT!ee. em.m.e.w.aai.a.ii.i. s. "gyre.''imam Ras ma, sae iaai- urn. .uii....i..iii:. i.l TAT Culvert Design net.mina/ansacaii......e,.Teaem 7:./ /.ma.a. Baiaimp-Orating! e.••••••/ma.mm. /a..1../.aasaairai! e4Tegigne em// .TT'!!r'OrTTee u.'ie ■ ete nti o n torage a/iiiaa. a.i .7 eT e^71■ ■.T.Te. Man ■a -a .ai ii!`h T..,Fl. aia i.T7T!•N e'T Te/■elm// ■e..■iiii.iai;a�e 7■Te'7■1/a//�a■ ■W ifi,i i.F.0'!aT ■ Erosion and Sediment Coritrol.:.rea+te mee/m7m/m.m/i./.raF..i•aiis • ��T TT.e 1. T. a"e■ ■.a'l// ■i..i■a.iiii�y�TeT ee'a7■ Conc' Io + 7 , ry i ■9 In .i.iiii ai,ii a}.al7T..e'./7.mf../aaai:ai:++ld.:deaa'ree.sua..em.1..mr.ili.i.stiii. is".........t. nu aai..i. ai,is. ..q:'rn■ n7'! eta ! sin min aa.■ iiiiii.. s.! ■ ReferenC s..■edamia.ai i.. .. l,re■emam■/•.l�m.mil■ ./3 +#4lTTTea ■.:ame■ ■... e.aaii .aar7Teeaters 7■°e ails ■/i1.1.■i1:,iiia}>•. l.TTle'eee■...rtai.■ aaa..,nTfinee ■m■ ma Appendices Appendix A— NRCS Custom Soil' Resource Report for Weld County, Northern Part Appendix B — Hydrological Analysis Appendix C — Hydraulic Analysis 3 5 5 5 5 S 6 6 7 7 8 8 .9I 9 10 • 1' I V' _ CO RD 90 MAP SOURCE: USGS NUNN, COLD 2019 17 20 WELD COUNTY PARCEL NUMBER: 055320100013 T8N x, PROPERTY LOCATION .110 I 0 SORENSF.ENGINEERING & TR U T'I N, INC CIVIL ENVIRONMENTAL ENT ENGINEERING 1(31 BEAR COURT FORT COLLINS, CO I50525 PHONE:070 590-1579 paulgeseceirvirateriniplet 16 21 28 crom Luke _ , et LMi c- 1/2 RD 85 3(-4 PIERCE I Scale in Miles CONTOUR INTERVAL: 10 FEET PROJECT DATE: AUGUST 2 J _ Bingley 44485 CR 29 Pierce, CO 4 15 FIGURE 1 I I NITY MAP INTRODUCTION This Preliminary Drainage Report presents an analysis of the proposed drainage patterns and requirements for the proposed Bingley ngley RV Park development, hereafter referred to as the .' itef Site Location As shown on Figure 1, Site Vicinitynopographic Map, the Site is located in the Northeast Quarter of Section 20, Township 8 North, Range 66 West of the 6th Principal Meridian, Weld County, Colorado. The Site is west of and adjacent to Weld Co a my Road 29. The Site address i.5 44485 Weld County Road 29, Pierce? CO_ The Site is currently zoned A (Agriculture) in Weld County. Site Description The existing Site includes approximately 1 acres currently contained in one (1) lot. Native grasses cover most of the Site. An existing home a and outbuildings are present near the east -central p portion of the site adjacent to we F . 29. The Site slopes gently from west to east at approximately 2.5%. As shown on Figure 2. Overall Site Plan, there is a natural drainage divide that runs across the property from the northwest corner to the east-southeast. The area of the property on the north side of the divide is approximately 6p9 acres in size, and the proposed project will disturb approximately 32 acres completely within that 6.9 -acre sub -basin drainage area. Proposed Project Description and Existing Condit ns The applicant proposes to build an RV Park complete with shower and laundry facilities, and eleven (U) RV campsite. Ten campsites will be dedicated to campers, with the eleventh campsite dedicated for use. as a laundry and shower facility for the RV campers. The developer wishes to maintain the agriculture/rural character with correspondingly high environmental quality,. Access to the development is proposed from WCR 29 at the approximate .mid _point of the property near the east property line —to be shared access for the RY Park and the existing residence. Access to the proposed RV campsites will consist of a private access road and turnaround, This access would be maintained by the applicant The existing house has utilities in place, but the proposed RV Campsite will be served by potable water from a proposed new well and an onasite wastewater treatment system 1 (O T$) Electrical service will be taken from an existing per pole on the north side of the property. Permits for these systems will be processed and obtained from the appropriate agencies concurrent to the approval process for the building permit, Hydrological Soil Type The area in general is dominated by "Ascalon fine sandy loam, 0 to 6% slopes: Deep, well .drained, nearly l eve' to rolling soils; on plains and adjacent stream terraces." This deep, well -drained soil is on smooth to moderately dissected plains. Typical soil profile has a dark b,roww n fine sandy loam 8 inches thick. The subsoil is sandy clay loam about 14 inches thick with a calcareous sandy loan layer to about 60 inches Soil Survey of Weld County, Northern Part, US Department of Agriculture, Soil Conservation Service and Forest Service, 1982). The N RCS soil survey indicates that the soil on Site is primarily a Terry sandy kern (3 to 9% slope) with a small section in the northnnct corner a Nunn loam (O to 6% slope). the proposed RN/ Park will be built in the area dominated by the Terry sandy loam at 3 to slopes, and the owrs Soil Treatment area will be built in the Nunn loam, lsows r slope area. The Tern" sandy foams are in the Hydrologic Soil Group S and the Nunn loarmsare in Hydrologic Soil Group C. The NRCS soil map and relevant data are provided in the Appendix for reference. Developed Site Conditions The proposed development win produce a 10 -campsite RV park, with an eleventh campsite dedicated for use as a laundry and shower facility, as shown on Figure 2, Site ap...A new private access roadway i�� ro ��°d off ofdriveway _ pthe existing access . . off of WCR ' 29, running to the north adjacent to WCR 29 for a length of roughly 500 -feet, thence continuing in a loop for a distance of 780 -feet to the west, encircling the proposed RV campsites. A proposed turnaround point is at the west and of the proposed RV park next to a proposed sewage dump station and the laundry/shower facility. The existing home and outbuildings will remain unaffected by the proposed RV park development, An onasite wastewater trreatrnent system (OWTS) will be permitted and installed to provide sanitary service to the campsites. Most t of the 31 -acre site will remain undisturbed with existing native grasses being maintained and preserved. As shown on the Site Map, there is a small drainage divide that bisects the property along the north side of the lot, The proposed RV m pg ro u n d will exist totally within the small drainage basin„ n1 i.e., 'Project Drainage Area' (identified as "DA" for the catchment area on the MHFD runoff calculation spreadsheets presented in Appendix B) on the north portion of the site (approximately 6.9 acres), and no drainage impacts will resuit from the proposed project for the remaining portion of the property. The total acreage of land disturbance for this development project will be approximately 137,600 square feet Pi acres). As is discussed below, project objectives and site conditions led to the detention pond being located near the southeast corner (lowest part) of the 6r9 -acre Project� Basin, and the Q TS Soil Placement Area to be located within the oval access drive near the northeast corner of the property. The access road will be slightly elevated, creating a small, closed basin on the east end of the RV campsites, is., "Culvert 1 Basin." Drainage from this small basin will be delivered to the detention pond via Culvert 1 under the south access drive, The small diversion berm will also serve to minimize up - gradient runoff onto the STA. Because of the existing topographic drainage divide, coupled with the existing private drive along the north property line, there will he little, if any, off -site upstream runoff entering onto the Site. Minimum Design Standards As identified in the Weld County USR Drainage Requirements, a preliminary drainage report and detention pond design shall be submitted with the application materials. This Drainage Report is prepared in accordance with corresponding guidelines, including the following: * The County requires detention as the default for ponds. Retention ponds are allowed only when the site topography does not allow for outran location. Per Weld Co u n Code, Section 8,41- 40.C,, a variance will need to be req ue d to the County Engineer for a retention pond design. The variance process requires additional time for review (NO VARIANCE REQUESTED); urban Drainage Full Spectrum Detention is NOT allowed; • The County requires detention ponds be sized using the historic runoff value (5 -year for runoff for urbanizing; 10 -year runoff non -urbanizing) as the pond release rate during the 100 -yea; 1 -hour storm event. The County classifies a site as 'Urbanizing" if it falls within . mile of a municipal boundary (THE PROPOSED PROJECT IS "NON-URBANI7ING"); • When calculating the weighted C value for the proposed .site„ please model the pond water surface area using a 100% impervious value; 6 All historic basins should be modeled using 2% imperviousness; • The Regional Tc ((total 1erigtl / o)+10) should not be used in cat uiation of historic runoff; and • The MeV can be included within the detention volume_ There will be no uncontrolled runoff, nor any off -site public improvement runoff associated with the proposed project. Most of the property will maintain its current grass cover that will provide water e� uality treatment through filtration prior to discharge offsite. ite. The entire proposed project lieswithin the aforementioned small sub -basin drainage area along the northern hern side of the p:roe Theproposed detention pond is designed to be located on the south side of and near the east and of the access driveway loop and will contain runoff from most of proposed project areas The project area for the Proposed � � O NAIT TA is i n the northeast corner r of the lot. As required by Weld County OWTS Regulations, up -gradient runoff from the RV park will be diverted a h ove the STA. and delivered to the detention pond via a 15 -inch CMP P culvert under the access drive_ The detention pond is sized to detain the runoff volume produced by the, 100-yr r .1 -hour precipitation event, and release at the historic 10 -year discharge rate (non-urbani21ng) during the 100 -year, 1 -hour storm event HYDROLOGIC ANALYSIS The hydrologic design herein presented is based onthe Weld County -approved Mile High Flood District WHIN Criteria Manual and uses the Rational Method to analyze the b sign Storm (Peak Runoff Prediction by the Rational Method, Version 1S2a, released August 2005). This hydrologic analysis sis includes the evaluation of the historic runoffvalues based on the 10 -year storm (non -urbanizing area) as the detention pond release rate during the 100 -year, 1 -hour ,storm event. The one -hour point rainfall depth used for the 10 = year event is 1.47 inches and for the 100 -year event is 2.78 inches. The Rational Method is used to analyze the existing and fully developed conditions, The MHFID runoff calculations are presented in Appendix B. The hydrological analysis was computed using the Peak Runoff Prediction by the Rational Method spreadsheets developed by the Urban Drainage and Flood Control District (Mile High Flood District) as described in the Urban Storm Drainage Criteria Manual (USD M), Volume 1. The Hydrologic Calculations are presented in Appendix B, the results of which are summarized in Ta h l e 2. Table I Results of Peak Runoff Prediction by the Rational Method Basin Runoff Coefficients Peak Runoff Flo ante (cfs) Existing 10-yr Project Culvert 1 .1.7 Developed L Existing Developed 100-yr 10-yr 0.36 0.36 7 100- 0.44 0.46 10-yr 1100-yr 1+62 631 1O=yr" 3.61 100_ 10.90 3.69 Discussion of Hydrological Analysis Results As shown, the proposed RV rk development creates a slight change to the drainage patterns for the effected portion of the property. For the 6.9 -acre basin in which the proposed project is entirely located, the runoff coefficients increase in the post -development scenario over the pre -development conditions, and the corresponding peak runoff flo rates for both the 10 -year and d W -year eves is both increases. This result is not unexpected, but as is shown below in the Hydraulic Analysis, the 7 implementation of a detention pond with controlled outlet will limit the off site peak runoff discharge at or below the historic 10 -year peak runoff rata of 1.62 cis. Culvert 1 design required a separate hydrological a n a lye for the aforementioned "Culvert t 1 Basin." As shown above, the existing runoff coefficient for this basin increases with the deve l o men t from 01 6 R to 0.4E The Culvert 1 design is based on the required discharge capacity of 3,69 for the 100 -ear- event. HYDRAULIC ANALYSIS The hydraulic analysis herein presented I based on the Weld County -approved Detention Basin Volume Estimating Workbook, Version 235, released January 2015 (Urban Drainage and Flood Control District}, Culvert 1 and 2 design is based on the Mile High Flood District Culvert Hydraulics Workbook MHFD Culvert, Viers ion 4.00 (May 2020). This model includes the design of outlet protection riprap, as presented below_ Culvert Design As shown on Figure 3, Grading, Drainage and Erosion Control Map, two new culverts are proposed for this project. Culvert 1 will convey runoff from the area on the RV mpsites within the oval access driveway to the detention pond. This drainage area of 0.84 -acres is defined only for sizing Culvert 1 but is included with the aforementioned project drainage area of 6. acres Drainakge within this area will flow to the east and be contained at the east end of the campsites via a small berm, and Culvert 1 will deliver runoff under the south access drive to the detention pond. Culvert 1 will be a 15 -inch diameter corrugated metal pipe (CMP) with flared end sections at both, the inlet and outlet ends. Culvert 1 outlet will be near the detention pond bottom (outlet invert elevation of 5078) at the far end away from the pond outlet. Outlet protection ,will be provided by Type VI riprap 4 -feet long by 2 -feet wide, with d50 minimum of 1 -inch and .a d50 nominal of 6 -inches. The hydraulic analysis for Culvert 1 was computed using the Excel Culvert Design — r' FWD —Culvert v4.00 (May 2020) developed by the Urban Drainage and Flood Control District (Mile High Flood District) as described in the Urban Storm Drainage Criteria Manual (USDCM), Volume 2. Culvert 2 will be a 1.5 -inch CMP pipe and will convey the detention pond outlet water across the access road to the Weld County Road 29 borrow ditch along the west side of CR29, Because the grade within the CR29 roadside ditch is close or above the pond outlet elevation, the outlet culvert is angled to the southeast to a borrow ditch invert elevation of 5075, allowing for gravity flow from the detention pond to the CR29 borrow d-..rtc h _ The hydraulic calculations are presented in Appendix C. Both corrugated metal pipe (GOP) culverts will have inlet and outlet flared end sections (FES) and are designed to meet 115-20 loading conditions, Design criteria for both culverts are provided below, Culvert design assumption are as follows: Table 3_ Culvert Design Criteria Culvert I 2 100-yr Flowrate Mas } (cfs) 3.69 1.621 Slope (ftift) 0.017 0.007 Length (ft) Diameter (in) 90 10 15 15 Peak discharge is set at the historic 10 -Year Ishour event .fl overate _ Flow Velocity (fps) 43.E 3.45 S For the above conditions, and with the assumptions shown on the design spreadsheet printout provided in Appendix C, the culverts with flared end sections (inlet and outlet) will adequately convey ornwa to r runoff as required. The selettion of a 15 -inch diameter for both culverts is based on LIMO 0 recommendations of minimum culvert size to prevent culvert plugging by sediment and debris. The respective design flow velocities for Culverts 1 and 2 are 4.99 and 3.45 fps. These flow velocities are within the recommended velocity range 3 fps to 12 fps to assure that self-cleaning conditions exist to reduce long-term maintenance costs.. Outlet protection for both culverts is t ded by 4 ft ong by 2 ft wide ofVL type riprap installed at each ctivert outlet. The riprap will have a minimum diameter (d50rn1n}omin) of 1 inch, and a nominal (dsonominal) diameter of 6 inches. The maximum allowable headwater depth for 100-yr event is 1.5 times the culvert diameter. DETENTION STORAGE As shown on Figure 3, a detention pond sized to contain the 10O -year event runoffs proposed for the downgradient area of the property near the DA southeast corner. The detention pond outlet is sized to limit the discharge rate to the historic 10 -year 1aah ou r event peak runoff rate, The detention pond includes an emergency overflow spillway to allow excess runoff for large precipitation events greater than the 1Q year event to safely flow through the detention pond spillway via a level -spreader outlet with Type -le buried riprap and thence flow via sheetflow to the east, across the RV Park entry road and to the WCR 29 borrow ditch in a mariner consistent with historic drainage patterns for this area . In accordance with Weld County requirements, the detention pond is designed to comply with the following criteria: • The Detention Pond is sized using the historic 10 -year runoff value (for non -urbanizing area) release rate during the 100 -year 1 -hour storm event; i The Detention Pond is sized to contain the developed 100 -year 1 -hour storm event runoff; The Detention Pond is sized based on the 'Detention Basin Volume Estimating Workbook, Version 235, Released January 201. (Urban Drainage and Flood Control District); The Detention Volume by odified FAA Method odprovided in Appendix C calculated the following total runoff volumes: a 10 -year Runoff Volume = 032 AF 14,093 CF o 100 -year Runoff Volume = 0,69 AF = 29,966 CF The detention pond is designed with 4:1 side slopes; For the .a above pond criteria, the calculated important pond dimensions and elevations are as follows: o Detention Pond bottom dimensions: 80 -ft x 100 -ft; o Pond Bottom average elevation: 5077 (a 1% sloped trickle channel is designed for the pond bittern, placing the high and in the NW corner of the pond at an elevation of 5078 and the low end in the SE corner (outlet works) at 5076,8; WCZCV water elevation: 5O/ 8.0; 100 -year water surface elevation {WSW: 507935; and Top of Berm elevation: 50 0,75, EROSION AND SEDIMENT CONTROL Proposed ground disturbance on this &_ 9 -sore Jot will include the new acct 5s driveway, grading for each of the 10 RV campsites and the laundry shower campsite. Erosion control measures to be implemented are depicted on Figure 5, Grading and Erosion control .Plan, and include the following; 9 • Sift fencing shall be placed along t h e perimeter of the proposed project site; * Vehicle Tracking Pad shall be placed at the proposed aCcess point off of W R ; • Erosion Control Blankets will be placed within the drainage swales adjacent to the north and south sides of the proposed access driveway; • Mulch and Seed Areas will be established within all areas of disturbance; Sediment Straining will occur naturally with the maintenance of existing native grasses across most of the project A With oonstruction activities limited to the northern and eastern portion i��t the property,runoff the natural grass buffer wilt r filter r as it flows across the existing native grasses, effectively straining and providing physical removal or retention of particulates f o m the runoff. Disturbed areas of the project that will not be compacted gravel road surface, Lea, the drainage swale along the southern border and the reclaimed gas well facility, will be revegetated with native grasses. CONCLUSIONS The proposed B i n l ey RV Park IS a relatively small -lot development that is compatible with the adjacent land uses and maintains the rural nature of the area. With the runoff control measures herein described, the proposed project will have minimal, if not negligible, i m paw on neighboring properties, 10 REFERENCES L Soil Survey of Weld County, Northern' Part, US. . Department of Agriculture, Soil Conservation Service and Forest Service, 1981 2 National Resources Conservation Service Soil Map -Weld County, Colorado, Northern Part. 3. Weld County Use By Special Review (USR) Drainage Report Checklist. Mile High Flood District (MHFD) Criteria Manual,Peak RunoffPrediction by the Rational Method, Version 1.02a, released August 2005. Detention Basin V&&ume Estimating Workbook, Version 235, . released January 201S .Urban Drainage and Flood Control District 6 Mile High Flood District Culvert Hydraulics ork k MHFD-Cuivert, Version 4,00 (may 2020). Urban Drainage and Flood Control District, Denver, Colorado, Urban Storm Drainage Criteria anual, Volum1-3, Updated Janury 2016. 8. Weld County Engineering & Construction criteria, January 2021. 11 INSERT: FIGURES 2 & 12 APPENDIX A NRCS Custom Soil Resource Report for Weld ounty, Northern Part USDA United Slates 211M Deparbnent of MRCS Natural Rasources Conservation service A product of the National Cooperative Soil Sine a joint effort of the United States Department of Agricultbare and other Federal agencies,. State agencies . including the Agricuftu.ral Experiment StatiOns, and local. partidpants Custom Soil Resource Report for Weld County, Colorado, Northern Part Bingley 44485 CR 29, Pierce, CO February 10, 2023 reface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide Intonation about the properties of the soils in the survey areas_ Soil surveys are designed for many different users, including farmers, ranchers, foresters, agron urban planners, community officials, engineer., developers, builders, and home buyer& 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 Mond use regulations of Federal, State, and Focal 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 variousland uses. The landowner or user is responsible for identifying and complying with existing laws and regulations, Although soil survey information am be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil qualm assessments (httpliwww,nrcseusda.goviwossi rtalihr ''mainfsoir lth) and certain conservation and engineering applications. For more detailed infonnation contact your local USDA Service Center htt > c: .usrle_ torfap 'agenoyr rn res) or your NRCS State Soil Scientist (trItp:Ainvwenrcsausda,gov SApOritattnnasidetaillisoilsicontactust? dd=i 1 422 053951 ). Great differences in soil properties can occur rin short distances_ Some sods 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 fief A high water table makes a mil poorly suited to basements or underground inStallations, The National Cooperative Soil Survey is a joint art 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 tion Service (NRCS) has leadership for the Federal part the National Cooperative Soil Survey, information about soils is updated periodically. Updated information on is available through the NRCS Web Sod 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,. natal origin, ages �dbility. and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic informatEon, political beliefs, repulse!, 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, lie print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720r2600 (voice and TOO). To file a complaint of discrimination, write to USDA Director, Office lot CSI Rights, 1400 Independence Avenue, .W., Washington, D.C. 20250-9410 or call (800) 7272 (voice) or (202) 720-6382 ). USDA is an equal own ' provider and employer, 3 Contents re...... 'inmem........... ....a.aili...... ". . .r.e a 'la ea .w..ilaaaa/1111.1/iaii11i&sss s... T//7/'■le/!/eaa`.■a-7.eai1l al l.a■iliac ri ii How Soli Summit Anal Madecn "a■ leaeaalaia■Jaereaafaaiiriiai■aaiai4i,a .g..„,„,,r aY1l 7lalaal,..,..aaiaaiii.aarir.. t ! it tawsw..lfa.lofa.fiaaataialJaiaiii......,Tf•peTlTlT! weal...... ....1.aiaala�iaiaii4G_i__,.s, euri alaR' wimmae11.aacaaia.......la ti.C Soil9r!'eae/7leaear.../aeaea4aaLaaiiFaeaa:aiaGiii.:.rliseq.4/..//.,e/e.r.comaeaeia'aseaeallaaaaaliaiiai"yi:laia.i" ,}��aa �pye�-a; e■ .r..,..r yre qr/f//�aea.afaa'a9R' Lecl l!■.7...m.-...aeaitiaailiiafi.afi..G.r Q..,.....'//T1......l'.aaeallalaila......a_i Laaiii ...-.,.. ,.,„. !7 e9 r5T......._..a:laa.a. aliiaii.a 1 . Map Unit Legend AI■11e1i■aeral-aailrad..........rIr•rr:•:wrap//IFalIMeaauaMaacu:aaal:ace.a:aic:.:si.:.am= ..r.:re.,,es eeeauasnwm apnri h nSnr TH-r7'eaTaaaaa<a:aaealraaJaWaaiaiaa.ta.Lallitaii.iii.w..rigrars T'ernea•efea T -ea- re amen aa..aaiaiaaataiii:l n Weld No County. Sor arth T1 ee..U,.,e e:eek/e eeseelea eefea..ania:4a,iaia.i i.a. Aim ::... evr Te'! use. ogn. 3 caIO1' N i sandy loam 0 b S ■■■ a.le nj ' j!�a��r� '��j�j �y ? tt�-rsrla-■ -j Nunn �� 11.1. 1 U ' o 6 J'li r ...r.�:rile*Yfe�/aa�/�saraa,aaaaaaaaa:.aa�aas/:aaiaryraifr es:ePeaa■ "reams65---Terry loam, 9 percent s aia ail�iaa.iii...i}6!4.4 je'i.'/s'l.e*1a'e!'/a9laa lra a:aailas .. eq ea- sandy u:aa."laia=alu.al:iaifara a+iaiaiaii:'13..r.Tgr/1rT•f'as'llal//"asiaiaWaaaa:aa 4 13 14 1 18 How Soil Surveys Are Made Soil Surveys are made to provide intonation about . the soils and miscellaneous areas in a specific area They include a description of the sods and miscellaneous areas and their location on the lands and bibles that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the sloes; 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 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 n 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 the boundaries of major land resource areas (M L (s): MLRAs are geographically associated land resource unitsthat 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 MLR.. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is relate' to the geology, la,ndfornisr r ief, climate, and naturEil vegetation of the area. Each kind of soil and misclallaneous area, is associated with a particular kind of landform or with a segment of the Iandfonrn. By observing the soils and miscellaneous areas in the survey area and relating their position , to specific. segments of the landformo 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 landscapes Commonly, individual soils on the landscape merge into one as their characteristics gradual change. To construct an accurate soil map, however, soil scientists must determine the boundanies between the soils_ They can observe only a limited number of soil profiles, Neverth-eless, these observations, supplemented by an understanding of the soill-vegetation4andscape 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, textures size and shape of mil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and otherifeateres 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 des (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, mil 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 scientists classtlied 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 oonfirrn data and assemble additional data based on experience and research. The objeclive of soil mapping iis not to delineate pure map unit components; the objective is to separate the landscape into la ndforms or lan dfor-w segments that haste similar use and management requirements, Each map unit is defined by a unique combination of soil components andlor miscellaneous areas in predictable e_ proportions. Some corn ponents may be highly contrasting to the other components of the map unitThe presence of minor components. in ,a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such indferrns and Iandfot i segments on the map provides sufficient information for the development of resource plans. If intensive use of srirtall areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous area. Soil scientists make many field observations in the process of producing a soil map_ The frequency of observation is dependent upon several factors, including ale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist, Obseivalions are made to test and refire the soil4andscape model and predictions and to verify the 01855i -fleabag of the soils at specific locations. Once he soil -landscape model is relined, 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 colleted 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 de'ternrrine the expected behavior of the soil's 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 facilities] 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 spes. .. For example, data on yields under defined levels of management are assembled from farm reds and from fold 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 tong periods time. but they not predictable from year to year. For example,, soli 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 ddate, 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 Custom Soil Resource Report identified each as a specific map unita Aerial photographs show trees, buildings, fields, roads, and rivers, all' of itivhich help in locating boundaries accurately. 7 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 metadata about data used to produoe the map and a description of each soil map unit 8 Custom Soil Resource Report MAP LEGEND Arse of Interest (40110 r4 of Irr rest (Ali SoIEI U Soil Map Unit Polygons Sill Map Unit Lines Soil Map Unit Pits Spec's,' hint Features A Q ' se I x E ■ d 'h r� Borrow IN Clay apot Closed Deptonicin ival PIt Gravelly Spot Landfill Lava Flow Marsh or swamp Mine .a Quarry Ilan his Water Perennial Water Rock rtp Saline Spot Sandy Spot End Spol nkhcle Slide or Slip Sadie Spot I Spoil Area Stony Spol "Ary Stony 'Spot Wel may'.ol Other Spatial Line Feats s Water Features Streams and Canals Transportation 414 �l awe I oinniitate -ttr,-a US Routes Major Rids Local Roadu ilackgrolund Aerie& Photography 10 MAP INFORMATION The soil surveys that comprise your AOl ware mapped at 1:J24,0000. Warning: Soil Map may not be valid at this scale. Enlargement of maps 'beyond the scale of tapes can r. fuse misunderstanding of the detail of mapping and ecouraty of a lire placoment The maps do not show the small areas of ocinirasti scsls that coup d have been shown at a more detailed She , Please rely one bar scale en cad.) map sheet for Imap measurement Source Of Map: NaturalFISSOLKS Consorvation Service Web Sail Spy URL: Coondrnate System: Web Mercator (EP G:3857) Maps from The lr Survey ere based on the Web Mercator projection. Mich preserves direction and shape but distorts d siance and area. A pro ion that preserves area, Stleill as the Albers equalgarea conic projection, should be used if rr e accurate calcUlallons of cif -stance or area are required, This product is generated fret, the USDA-NRCS certifiesd data as of the vermin date(s) listed below, Soil &Ivey Area: Weld '4y credo, Northam Part Survey' Area Data: Version17i Sop i, 2022 Soil map units are labeled (as allows) for map scares 1:50,000 of larger, Date(s) aerial images wr"ete pho1 reap od: Jun 8, 2021 Jun 1 Z 2021 The orthophoia or other base map on which the soil lines were rmplle l and digitized probably differs from the background nd imager)/ dlsPdaYed on these inapt As a reaulti some minor shift ng or ma unit boundaries may be avkient Custom Soil Resource Report Map Unit Legend Map Unit Symbol 4 Totals for Area Map Unit Nam kirutine sandy loam, Oto pent slopes Nunn boam,, 0 to 6 percent sloe Ted sandy .loam, 3 to 9 percent sLopperOent Slepes Acres in AQI Percent of AOI 27.9 1.9 3414 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 a unit. A map unit delineation on a soil n-sp 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 `cation of the dominant soils_ Within a taxonomic class there are precisely defined limits for the properties of the soils. On the Landscaper however, the soils are natural phenomena, and they have the icharactetistic variability of ail natural ral phenomena. Thus, the range : ,ge 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 w 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 or components that belong to taxonomic classes other than those of the major sons. Most minor soils have properties, similar to those of the dominant soil or soils in the map uniit, and thus they do not erect use and management. These are called nit ing, or similar, components. They may or may not he mentioned in a particular map unit description.. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or Ic r quiire different management These are called cctntrasti 'ti, or dissimilar, components. They generally are in small areas and could not be mapped separately u of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the ma . Ifinduded in the .database for a given area, the contrasting mfr components are identified in the map unit descriptions along th some characteristics of each, A few areas of minor components may not. have been observed, and consequently they are not mentioned In the Oescriptions, especially where the pattern was so complex that it was impra s o'er: to make enorxjh observations to ides 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 late or Al 76.a% 5.3.% 18.1% 100APA Custom Soil Besse Re landfornn. segments that have similar use and management requirements. The delineation of such segmenbs on the map, provides sufficient information for the development of resource plan& if intensive use of small areas is plannedr 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 alb make up a soil semis_ Exs t pt for differences in texture of the surface layer; all the soils of a :cries have major horizons that are similar in coin p it „ thickness, and arrangement Sons 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 soil phases. Most of the areas shown on the detailed soil maps are phases of soil seer, The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt barn, 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, aerations, or undifferentiated groups. A complex consists of two or more Soils or miscellaneous areas in such an intricate pattern in such small areas that they cannot be shown separately on the maps. The porn and proportion of the soils or miscellaneous areas are somewhat *Similar in all areas„Alpha-Beta complex, 0 to 6 percent slopes, is an ex_rn .. An awn is made up of two or more geographically associate soils or mbcellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses, of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous amas separately, The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -Beta association, tion, 0 to 2 percent slopes, is an example. An undifferentiatedwoup is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar M i me ons can be made for use and management. The pat rra and proportion of the soils or miscellaneous areas in a upped area are not uniform. An area can be made up of only one of the major soils or miscellaneous arm, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surreys 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, Co. Northern Pia, 4 —Ascalon fine sandy loam, 0 to 6 percent slopes Map Unit Setting National map unit symbol: 210 Elevation: 4550 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 Farntand classification: Farmland of statewide importance Map Unit 'Composition Ascalon and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, ns, and transacts of the ina,ounit Description tion of Ascalon Setting Lan; Intenbyes Lance position 'tr-dfinens«nat : Summit, backslope :Andiron? position (three 1mensiona1) : I! terflu e Down -slope shape: Linear Amass -slope shape: Linear Parent material: Wind -reworked alluvium and' /or calcareous sandy solian deposits TYplicail profile 0 to l inches: firm sandy loam Btu 7 to 13 inches: sandy clay loam - 13 to 18 idles_ sandy day loarn Bk a 1.8 to 48 inches: sandy loam 48 to 80 inches: sandy barn Properties and qualities Slope: 0 to 6 percent Depth to restrictive eras More than 80 inches Drainage mss: Well drained Runoff ass Low Capacity of the,mo limiting layer to transmit der ( ); Moderately high to high 4 0. {pY0 to 6.0O V J in/hr) Depth to water taUe: More than BO inches Frequency of _ None Frequenty pone/ : None Calcium carbonate, maximum went_ 10 percent Maximum salinity: Norlaaline (C.I to 1,9 mr ) Sodium adstiption rates, maximum: 1.0 Available water supply 0 to 60 .'Moderate (about 8.8 inches) interpretive groups Land capabililY classification ( ted) Land capabilitY classification (nonirrigat : 48 Hydrobgic Soil Gip_ B Ecological site. R067BY024CO •- Sandy Plains Mythic soil rating: No 13 Custom Sod Resource Report Minor Components Olnest Percent of map units 8 ,percent Lan g . interfluves Landform pots : rmension9: Backslope Landionin posies-dinension_ Side slope Down -slope shape: Linear Across- shape: Linear Ecological site: R0678Y024C0 _Sandy Plains d' soil g: No Otero Percent of map .unit 7 percent Landfc v Interfiuves Lam/form position (two -dimensions): Footslope Landfonn ,post (three-dimensional): Base slope Does shape: Linear Acrossiusiope shape: Linear Ec& gri l site: RIJ67B ' '4 - Sandy Plains H c/ric soil rating: No Nunn loam, 0 to 6 percent slopes Map Unit Seing National map unit symbol:tIp4 Elevation: 4,500 to 6,2110 feet Mean annual precipitation; 13 to 17 inches Mean annual air tempest : 50 to 54 degrees F. amt. -free period: 135 to 160 days Fed classification: Prime farmland if irrigated Map Unit Cornpc sition Nunn and similar soils: 85 percent Minor nts_ 15 percent. Estimates aine based on obse tions" descriptions., and tmnsects of the mapunit Description Nunn Setting Lan `foe -n: Alluvial 'arid.. ternwes tandform position pree-ofuna►): Tread bra -S'S shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium and/or eolian deposits Typical profile Ap - 0 to 6 inches: loam - 6 t 10 inches: clay loarn Bt _ 0 to 26inches: day loam 14 Custom Soil Resource Report 81k - 26 to 31 inches: day loam Bk 31 to 80 inches: clay loam Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature; More than 80 inches Drainage nage class: Well drained Runoff class: Medium Capacity of the mlimiting layer to transmit water (ksat): Moderately ely to moderately high (0.06 to 0,20 i nihrr) Depth to water More than 80 inches Fpaiquency of flooding: None Frequency of pondfrig: None Calcium carbonate, maximum content: 5 percent Maximum ifr Non sine (0.1 to 1.0 mmh ) Avaitahte nrater suppty, to 60 inches: High (about 9,5 inches) interpretive groups Land capabny classification ( ted): Land capabilityclassification (nom' ': 4e Hydrologic Soil Group: Ecological site: RO67BYO02,CO - Loamy Plains H dric soil rating: No Minor Components Manzanst Percent of map unit: 8 percent Landform: Terraces, alluvial fans Landform position ( re-dirm ns ona ): Tread Do _ slope shape: Li n e a r Across -slope shape: Linear Ecological site: RO 7B'V' ►0 - Clayey Plains Hyviric so/lMEOW No Air Percent of map unity 7 percent Landform: Swales on terraces, .wales on terraces Landfoun position (three amens/ona/): Tread Down-slopeshape: Concave, linear Ac s -slope shape: Concave, linear Ecrafogimt site: R067BY03300 - Salt Flat Hyddc rte: No 65—Teny sandy loam, 3 to 9 percent slopes Map Unit Setting National map unit symbol: 360p Elevation: 4,000 to 6,500 ft Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 46 to 45 degrees F 15 Custom Soil Resource Rent Frost - e period: 120 to 180 days. Farmlandclassification: Not prime farmland Map Unit Composition Terry and similar mss: 85 percent Minor components: 15 percent Estimates are based on observations, ns, descriptions, and transacts of the mapunit. Description of Terry Witting Landfom Plains Down -'o shape: Linear Across -slope sue- Linear Parent mate M: Calcareous sandy tresiditaim weathered from sandstone Typical profile H1 a 0 to 5 inks: sandy loam a 5 to 17inches: fine sandy loam H3 17 to 32 inches: gravelly sandy loam - n to 36 inches: weathered bedrock Properties and qualities Slope: 3 to 9 percent Depth to mstrictim feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Runoff class: Medium Capacity the most limiting tam to transmit water (Ksat): Moderately km to high (0.06 to ZOO it ° Depth to water table: More than SO inches Frequency of Hooding: None Frequency of pore#/ny: None Calcium carbonate, maximumcontent: 15 percent Maximum salinity: Nonsaline to very slightly saline (0.0 to 21) mmhos/crn) Available water supply, 0 to 60 inches: Low (about 3.7 inches) Interpretive groups Land capability a ton °ate''*e None specified Lanai capability classification (o r ated): 6e /ogle SoilGroup: B Ecological site: R067BY024CO - Sandy Plains Hydric ; No Minor Components Tassel Pement of map int 5 percent. Hydride soil t No Olney Percent ,of map unit 4 percent Hydric sag rating: No Renohtll Percent of map unit 3 percent Hydhc sailrating: No 16 'Custom Soil Resource Report Vona Pt of map unit 3 percent Hydrae { References American Association of State Highway and Transpo .tion Offddals ( HTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition.. American Society for Testing and Mks (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard 02487-00. Cowarclin, L.. EI., V. Carter, F.C. Gale, and ET. LaRoe. 197th.. Classification wetlands and deefrwater habitats of the United States. U.S. Fish and Wildlife . Service F S/OB -791 1, Federal Register. Jul; " 13, 1994. Changes in hydrrn soils of the United States. Federal Register, September 18.2002 Hydric. soils of the United States. Hurt, ,W., and LAI Vasilas, editors. Version 6.0, 20065 Field indicators of hydric soils in the Unite States. National Research CReSearch Coundl. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Seoll Conservation Service. US. Department of Agriculture Handbook 18. IftpJ Mw#t nr cs sda. v r` W n rc°_ id etai l/n.ationai/ i:l tici=nri 42p2_ 054262 Sod Survey Staff.. 1999. Soil taxonomy A basic system of soil classification for making arid i interpreting soil .��_ 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. h.t // . may \ T Q T..Y ■ .. aagov ,1 poi/n`f s(ddetai'ntat aV is/?cidru n s.142p2� 5.3577 Soil Survey Staff. 2 - M10. Keys to soil taxonomy. 11th edition. U.S, Department of Agriculture, Nam Resources Conservation Service, h :i/ Idvww.nrcs_usdaegoviwpsiportalinrcspidetailinationaltsollsacid=nrcs142p2 053580 Trier, R W , 1985. Wetlands of Delaware. US, Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Conr a ,, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1087_ Corps of Engineers wetlands delineation manual. Waterways Experiment ent Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources onser tion Service. National forestry manual. http; "a' we v..nrds_usd.a_gov/wp rtaVnrt f eQaills iE s/ h r-nr 14 2 c 05{ 374 United States Department of Agricutturep Natural Resources nse on Sendice. National range and pasture handdbooka hititcritwww.nms.usdasgaviwpstportalinrcs,. detaillna naUianduseinge relc telprdbl 084 18 Custom Soil Resource Report United States Department of Agriculture, Natural Resources senfation Berg. National soil survey handbook, He 430-Vt. h ;J' _ n r.0 a .govps/po i / nrcsidetaillsoilsiscientiststkid=nrcsl42p2.054242 United States Department of AgricultureAgriculturet Natural Resources Consentation Service, 2006. Land resource regionsand major land resource areas of the United States, J the Caribbean, and the Pacific Basin_ US, Department of Agriculture Handbook 296, ., hftpliwww.nrctusda.gov psi/porta^4 residetaillinatfonalispilaq cid=-nrcs142p2 053624 United States Department of Agriculture, Soil Conservation Banc_ 1961_ Land capability classification. U.S. Department of Agriculture Handbook 210, littpall 1' 9 APPENDIX B HYDROLOGICAL ANALYSIS 14 PEAK RUNOFF PREDICTION BY THE RATIONAL METHOD Version 1.02a, Released August 2005 Urban Drainage and Flood Control District Denver, Colorado Pur-p e: This workbook applies the Rational Method to estimate stormwater rum and peak flows from small urban catchments, LaI 4, typically less than 90 acres. Function: II ^ To apply the area -weighting method to calculate the representative runoff coefficient C for a catchment. Content: 2. Tocalculate the time of concentration, and then compare with the empirical time of concentration limit used for t o Denver region. The smaller one is recommended as the rainfall duration for use with the Rational Method, 3. To calculate the desi n rainfall intense and peak flow rate. The workbook consists of the following eve sheets: Intro Describes the purpose of each sheet in the workbook. Weighted C Ap:plies the area -weighting method to determine the runoff C. Tc and PeakO Calculates Tc and !_peak. Design Info Provides the recommended mmended runoff Cs for various land uses. Notation Defines the variables used. Acknowledgements: Spreadsheet Development Team: Dr. James C.Y. Guoir P,E Proles rt Department of Civil Engineering Unfversity of Colorado at Denver Ken A. MacKenzie, P.E. Urban Drainage and Flood Control District Wright Water Engineers, Inc. Denver, Colorado Comments? Revisions? Direct all comments regarding this spreadsheet workbook to: F D � er it Check for revised versions of this or any other workbook at: D i1 a 23-02-23_1 0-YR HISTORIC nod=rational-v1,02a (1 yXiSr Intro 2/23/23, 6 PM Area -Weighting for Runoff Coefficient Calculation Project Title Catchment ID: Bingley RV :Campground-HISTORIC10-YR velopment Area Drainage Basin -10-Yr 1 -Hr event Illustration Instructions: For each catchment sutereat, enter vues Ter A rid C. Subarea ID Area. acres A Run off oeff- Product in k input in put output DA 6.90 0 17 1,1 7 Sum: 6.90 Sum: Area-WeightedArea-Weighted Runoff Coefficient (sum C, sum A) 1,17 0.17 LECZND: SOW Direction Latent Boundary - *See sheet "Design Info" for n; rviousnesstased runoff coefficient values. 23-02-28_10-YR HISTORIQud-rational-vi.: a (1)'aX[tB, Weighted C 2/28/23011:34 AM CALCULATION OF A PEW RUNOFF USING T NAL METHOD Project Title; Catchment ID; I _ Catchment Hydrologic Bala Bingley RV Park = HISTORIC 10-YR. Development Area Drainage Basin - .d 0-Yr 1 -Hr event Catchment ID - DA A ti3:z.l - 6.90 MAAS PeroP rit I mpe r you anE2STe = 2.03 NRCS Soil Type = B A. 8 cc or E) I I. Rainfall information tion t r;onc Iifhr,), s CII * Pd 1{C2 + Td)4 D sir i a StorM Return Period, Tr - 10 years. (input return period for design storm) cal 1 28.50 Qn pud. the value of Ci at I a QO (input the value of C2) C.= 0186 (Input the value of C3) Pit 1.47 inches (input one4w precipilationasee Sheet N jn Info'') 1l1. Analysis of Flow Time erne of Concentration) fora Catchment Runoff Coefficient C = 0.17 Cvc rid e Runoff Coefficient,] C = (enter an Overide C value if desired, or liege blank to actlept calculated (1) 5-yr_ E-turecdff Coefficient, = CLUB 5 -:,,Fr. ,Runoff Opetrifl nt, C = (enter an aveiide CAS value if desired, or laave blank to accept calculated ! _) illustration NR BB Grand Type lattavy kiteadOw Tillage!' Field Short Pasture/ I'+ l' Sae Or nd Grassed Swalesil 'Waterways_ Paved Are -as & Strievow Pave Swales iSh€e° Fowl Laws ODnvey 2.5 I 7 10 15 i1; t icu Ia.tions Reach Slope Rift input Length I r Runoff Coeff ft C-5' Inpu° output 1a7u t Row Velocity V fps nutd Flow Time 17 r r kvif t Overland 0.0150 320 0.08 WA 019 ' 0 F. -►7 1 0.0240 21(3 • 0.0170 $00 0,033o arle -7Sr1.4- _ Su:1n 1.r 1 30 . Peak Runoff Predict on Rainfal Intensity at Compuled Ter I = Pairdai intensity at Regional Ter I = Rainfall Intensity at User fined Ter I S 1.42 inctutir 3.21 inithTt 3.2.1 ink lhr 2.50 0.39 9_' 250 0.33 15.3' .1) 45 11111 Cfrernputed T Rr r,ivo na.I Tr' - tJc r -Enterer _r o Peak Rewrite, Op Peak Rewrote. Qp = Peak Rewrate, Op re - (54,16 16.28 16.2E 1.cis 3 66 cis 3.66 ifs 23 =28I OXR HISTORIC udigatlonakr1 .O2a (1)..xls, To and PeakO 2,128/23. 11:43 AM Area -Weighting for Runoff f ficient Calculation Project Catchment ID_ ire Le RV Part HI TORI 100-YR Illustration Iris ; For each catcbment subarea, der values ': ' er Subarea Area Product Runoff ID acres coot _ input input input Output DA 6.90 0_ .6 2L48 sum. Rs 'Yr90 Sul11. Slum. rr,,{{qq 2.48 Area-WeightedKunst Coefficient (sum cArairni A) 0.36 LEGEND: Flow Direr on Catchm B_ *See sheet "Design Info" for inpervio snesstased runoff coefficient values_ ud- tines -vi .02MAIL Weighted C 3/8123, 5:17 PM CALCU'LATI'ON OF A PEAK RUNOFF USING RATIONAL METIrl OD Project Title: Biingley ilk Park -HISTORIC 100-YR Catchment ID: 1,'Catchment Hydrologic Data Catchment ID = DA Area = 6.90 Acres Perotnt Imperviousness = 2.0G NRCS SoI Type _ 8 A, Cr or D IL Rainfall Inforrmaibon I (inc hihr) = Cl '` 131 ii + TdJ* Design Storm Return Period, Tr 7 100 year (input return period for design storm) Cl _ 28.50 (input the value of Cl) C22 10.00 (input the vakie of (input the value of C3) '1z- 2.78 inches (input one -hr pirecipilatioen:see Sheet "pesky.' Info") C3is _ 0,786 Ills Analysis of Floww lime (Time of Concentration) for a Catchment Runoff Coefficient, C _ 0.35 Overide Runoff Coefficient, C = (enter an o' e ride C value if desired,. or leave blank to accept calculated C.) Sir, Runoff Coefficient, '-S = 0_UB Overide 5-yr. Runoff Coeffioiente C NRCS Land Type Hemprry Pvicadu'av Conveyrartit c 1 2.5 (enter an ev•veride C-5 value if desired:. or leave blank to accept ciculatsd _) illustration Short Pasture/ Lauer• Nearly Bare Ground 10 LEGEND D Baking flaw 'C tip 4 C ak ILT tiQ TLt Be undan- Gr ssed lei Areas & Saraikst Shallow Paved Sv I•e s Watenveys (Sheet Rows+ Calculations. IReach ID Overland r 1 Slope S Wit input 0.0150 O. X240 Length L tt input 320 210 0.0170 300 O_O33O 3OO 4 Suml 1.130 IV,, Peak Runoff Prediction, Rainfall Intensity at Conuted Tic, I Rainfall Intensity at Regional Th, I = Rainfall Intensity at User fined Te, I = 2.68 inch/fir 6.07 inch/`tit 6,07 inctair Sayat Frff Cceff outour NRCS acme 250 now Vclrri' y V fps output 0.19 0.39 FT ow Tone TT rrirtutes output 28.77 9.04 250 0.3:3 15.-34 2.50 v 4 r .n1 imputed fie - Re9- Regional Te ;7 -Usti r-Entaer ed 'Ire = 16;245 16.28 • Peak Flowatit, = 6.71 as Peak Ft rat%,, Op _ 15 A Errs Rik + te., f = 1.5.1 7 I:1S ud4atbnaY-v1.02 I ,I. I , Te and Peak:O afetr230 5:22 PM AreasWeighting for ,Runoff Coefficient Calculation Project Tide: BINGLEY RV PAR ; I O,,YID. DEVELOPED Catchment ID:. Illustration Ir -. r... : For h catchment subarea, enter values %©r A and a Subarea Area Runoff I Produ " ID acres Ufa A * CA input input ins ut 4I Ou u# DA ' ..90 0_27 1_86 .- _ Ate -Weighted Runoff Coefficient (sun, CAtsuni A) = 7 LEA: Mow Dino. CnBounaln leSee sheet "Design Irtht for mn rvr sness-based runoff coefficient values. udarational-vi .02a ().xls. Weighted C 318/23. 5.26 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID; BINGLFY RVPARK - DEVELOPED 10-YR I _ ithment Hydrologic Eliata Catchment ID = DA Area = Percent Imperviousness = NRCZ Sail Type _ 6:90 Acres 20.40 1= BI Co orD Il_ Rainfall information .1 (inChrhl agGI * Pal ItC2 Td)A-C3 Storm Return Period, Tr = 10 years (input returns period for design arm) Cl = 28.50 (Mita the value of Cl] := 10.00 (input the value of 02) '3_ 0.786 Inputthe value of CS) Pit, 1.47 inches (input one -hr precipitation —see Sheet "Design Infeti ll i, Analysis at Flow Time (Time of Concentration) for a Catchment moff Coefficient, C = 0.27 O 'e Runoff Coefficient, ficient, C = (enter an ovcrde C value if desired, or leave blank to accept calcuatec 5-yr. Runoff Coefficient, C-5 0.20 °verde 5-yr. Runoff Oziefficienti C = (enter an overide C -S value if desired, or leave blank to aeoeptcabilated ) III ua•1ralion -- - ----- TC( Lid Type I Conveyance i1cubti n Heavy Meadcw 2.5 Short Pasture/ I Near(,' Lary Ground 7 1i) Gant Prat ,Areas Shallow Paved Svailes (Sheet R) 15 20 IT e;3Cii Overland ft ft input Length L ft input 01.1150 ! 32D 1 011240 I 210 0.0170 300 3 0.0330 300 mourn IV . Peak Runoff Prediction Rainfall intensity at Computed Tc. I = 1 SO irichihr l infall Intensity at Regional Th,, l 321 'itl 'hr Rainfall Intensity at User -Defined To,, I giLn 3,21 inchThr S-yt Runoff Cool( 0utpL^t NRCS Convey- an03 input. Row Velocity V fps output Row Tvne if minutes output 3.20 rsJ , 0..r 1 25.45 , .2 rt 0.39 _04 10_00 1.30 x_83 10.00 1.82 nir Computed Tic 41_1)./ se ,Regional Tic 16.2 Peak Flovnite, Op - Peak Floe, Op = Peak Rotate, Op = 3.61 as 6_09 cis (3_09 E.. -As 23-03-08_10-YR dt elop f_ud-mtiona1 41. 2$ �_xls, Tic and PeakQ 3/8123, 5;32 PM AreauffiVifeighting for Runoff Coefficient Calculation Project Tine: Catchment ID: _ illustration Bingley RV CampaaLund _ DEVELOPED 100-YR Development Area Drama Basin -100 _Yr 1 -Hr event. IrLirtiszlioti Fog- oath teats_ riment subarea, enter values for kandC. Subarea area Runoff Product ID acres ff_ A CA input input in��ut utpu 1 DA 6.9 4.- w sum_ 6.90 sum_ 3_14 Area -Weighted Runoff Coefficient {sum CA/sum A) Mi Flow Direction Car'dim. ent Bea_ 'See sheet "Design Info" for inperviousness-based rvious ne ss -based runoff coefficient values. 23-02-28 1 OOXR DEVE LOPED ud tion al -vi .0 a (1)_4s, Weighted C 3/8/23, 9:38 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL ME -1 OO T Project The: Catchment ED: Bin 11e RV Park - DEVELOPED 10 YR. Deveil_w_ment Area Drainage Ba -10-Yr 1 -Hr event L Catchment Hydrologic Data Catchment ID_ DA Area 6.90 Mies Percent Imperviousness = t .55,% NRCS SoilT = B A,B.,CpoirP I L Rainfall htat'u rtion 1 (inc tr) = Cl 4' P1 Ic akercIrC3 Design Storm Return Period., Tr r . 100 years 1 = 28,50 0_786 1= 218 inches (input return period for design storm) (input the value of CI) OInputthe value of OVA the value ) grout oneahr precipitation —see Sheet Resign infot) Analysis of Flow Time ITime of Concentr tion) fora Catchment Runof Coefficient, C = _ (v,a Runoff Coefficient, C _ 5-yr. Runoff Coefficient, Live rid 5-yr.. Runoff' Coefficient, C = 0.44 (enter an overkie C value if desired, or leave blank to accept calculated C-) (enter an overkla value IF desired, or leave blank to SOCept icallaviated Cro.) Illustration. Jr NAGS (rand Heavy Tillage/ a Short _ Nearly Grassed Peel Areas Typo Meadow = cid Pasture/ Sam Lawns Cr nib Slates/ Shalkiw Paved &Pass Aitate Sheet Row) Conveyance 2.5 ;' 10 15 20 Calculations: Rear. Overland Slope Length L 5-yr Runoff Coeff Coretey- aacs flirt ft pt�t i +output iut 0 .01 S0 Oe 3 0.19 t/±'A Flow velocity V fps output 0.21 Flo' limo art minutes c{utpu` 5.5 1 0.0240 i10 0.0170 300 a 'r: iii 0 Sur& 1i30 2.50 039 904 1 0.0 0 1_30 3.83 X0.0 1 89 275 Computed -re = Regional Tc User-Enteted To 16.28 16.28 IV. Peak Runoff Prediction Rainfall, Intensity at Convutecl Tcp _ I 3159 incMir Peak Flowmile, Qp cis Rainfall Intensity at Regionat Ter ; = 8.07 inchihr Peak note, Qp = 18.41 cis Rainfall Intensity at User -Defined Tc,. I = x:,01 inctilhr PAAk RimArria I Ci ori = 1R,.41 -, 23-0 - 8 1 Q YR DEVELOP E D_ud-.a tiona .-v 1.02a x:1:1. xls, Tc and pelafro. Area -Weighting for Runoff Coefficient Calculation Project Title: Catchment ID: SINGLEY RV PARK CULVERT I RUNOFF ANALY(100-YR EVEN -11 Illustration Instructions: For eat catchment subarea, enter valves for A and C_ LE : Flow Direction Catictim.ent Botiactary Subarea 1 AreaRunoff ' Product ID acres COOL A input input input output `u bve rt 1 I f)..96 0.46 ' i r r 0..96 sum; 0.44 Area -Weighted Runoff C (turn Ckturn A) 2 0A6 *See sheet "Design kW � for i n i•ousness sed runoff coefficient values_ ndrtbnal"o !! -02a ( ), a Weighted 3/9/2301:48 PM CALCULATION OF A .PEAK RUNOFF USING RATIONAL METHOD PiroJe tt Title: Catchment ID: BINGLEY RV PARK CULVERT 1 DRAINAGE ONLY -100-YR EVENT 1. Catchment Hydiroilogic Data .Catament ID _ GUN N's` 1 Area = 014 Acres Percent Imperviousness = 27.00 NRCS Soil Type = a A. Bo CF or 0 II_ Rainfoil Information I (inchihr) = a * P1 1{G2 + Td1A. Design Storm Return Period, It = 100 _ years C1 = 28.50 _ 1000 C3t 0.786- P1= 218 inches (input return period for design storm). (input the value of CI) (input the value at C2) (input the value of (input one -hr pares It n -tee Sheet "Design Info' l ills Analysis of Flow Time erne of Concentration) for a Catchment Runoff Coefficient,C = 0.46 Overide Runoff Coefficient C _ Runoff Coefficient, = 0.24 Overide 5-yr_ Runoff noff effl nt, C Snort NFL Land Tyr MO eY (entier an feeds C value if desired, or leave blank to accept calculated C.) (enterart o M e 0-5 value i f desired, or issue blank to .aotept fad C -S -a Oil I r��lt�� try illis adOW Field 5 Wally Bare Ilmu"d Grassed Paved .mss Sywilosi.,;h.a jw Paved Je. Vvht e r h't o ; ISheet Rawl 1. 1 0 1s 20 Cafai Ne 3C. Overland Slope S ftift input Lath L It inpui 5-yr Ra.irir)fT ;fir output FAGS Gt:fl >ey- arrt igfait ROW Vaiotity V fu!ca# Fite Time Tf minuw,, output Q.23 to 0-00 0,00 0,0240 450 3 4 i _ 5 �t Sun 450 IV. Peak Runoff Preclicdon Rainfall Intensity at Computed Ter Rainfall Intensity at Regional Tc, Rea in fall intensity at User -Defined To:, I inchihr inchihr inctifh r I i o..00 1.55 - 4.84 a- + rripu tort Tae = 4.1 Regional Tc = l 12.50 User -Entered T . = Peak Flowrate,, Qp _ Peak Flowrate,. Qp = Peak FIh tea Op 3.69 oft 2.,Se ad-rationalan,02 r xa, To and Ft kQ 3pans, 1:4s PM Runoff Coefficient vs. Watershed impientiousness &tle on Runt:" C :ar4irilsr- r-.airratn t Iils-ton ubli&ed by Urbalas, etal. (10%) & WEF (1998K] 1 54L V2uaticiajQe Nis So:Tnn C & D: ea,`A L, - ry0ma•°r 4 — OSSA a '1 't1741 * O.So sa aldnrr Ifor i 5 L .4 r 4 + — 11-441` + 14354q- n12) is which use YAMS. kw C,r -0 0 With: a Ton 00,:imp "roiour) Liss ratto mnitentted impenrinusnoss to prank C4. " turEfet *wNR S Sod Type A Cat - kalif N cei t Gm- NRCS C std. D K hoot t• car. �r•. w.'hpq thy :e nous midis rut dual . ,years of Curedice,FIE4013 K .1 f _ -- - — 5ktin= itcltmV icidi davr 'e . .,T I Op -v! rAIT c -1T l (14.k I it i.) - .1e Mil, �ixa1 ,4,1M+0. I p ?iF+r++y ail mairveo all 0 "la +u 7 a. iii :NI 0 e,6 6 i.- -.4'G - r I1 j .&i. +'R'. ill _ 1. i. 9; } M 11a 1 !' .& i r tl 2S l µl i ai 4 It] laity- Rib° ( i) V.''1 m Rpm,: ti I .,c-1ir,n r C.. V.uli a Fdri.. C Iai C4 - 17a Ti a C aid D Rcf! ]1ti.drithrsf `.+ GC. TyptA N -S i t,. GM"- - " 'T - AT `-,-1• ' � I' i I Mao r III � r 25-'p r . r - Y r. -:e i 0.00 0.04 0.15 025 Ci 7 0.44 D -0.12 + 0115 rw.12 I 41,16 t -1 0-05 __!? f'1 On 039 _ On 0.02: 0.1(3 1-,1.1 0. i' _ 024 ,1e 011 1 1 0.30 OA 1- 04 0, I -0.02 0.06 0.14 020 40.24 (15 (131.P 0.A3 I 054 0.021 I _1 I or 4 I :A 034 0A4• _ DL _ 0.55 c.1.01$ 0,13 020 I 026 0.46 . 41 0f26 0.46 i - 0,09 I' a 'D 0.29 0. 2 0.28 _ 41- 7 02& 07 , -! I -- O _ Q; 040 iD.r { 0,55 0,58 - 0.19 025 4,743>Q a •1 , 'De45 1 0. � L1 +9{ i $ . 0,59 F2' 0.27 1 , [ .3� o 0.F.is '1.�F 1 n1: a t :3' !. 0)02' Ci.29,0.38 CIA5 0 111) X41 I' 0 o 0. 1 I1.+ i.l 0 i'i3i �ryry:�'ee,�,, �dd,,. t( , • --__ .,__ 025 ut. Qf41 0.45 053 0. __-5.I I R 'Y'- • e58e �:.41f�` ! .. . tf: U` ryry. !W:+FO j' �:"7e+5 Ai..'�. e4 4 4 OS.. 0.71 OM 0,01 a. -III 41e7` - 5 ID: 023 0.60 i��fi a,�3a71d i7,7'F o. a3� 1) ip 0,'84 0 1 ?`' •t.1X1 I.$9 I _ 0.92 0,9e 0.89 0,94 0,95 O - 1.00 _ 'xO20 _ ! ,}Lao _ Dim _ 0.50 GAO 020 oao 0.70 Lir 0,00 --- _ Fx Type B Sett USt LIK pit is :II I I TFIi ILj tcD. IS C1 Whet the Runoff Coefficient ulxive mlhk is < tau 0 n•s dle Runoff Coefficia ri'or ditlermtypa,'etc *c Iahls akin mtramliess if they are c fir. Runoff Coefficient vs_ I a enviousness NRCS Hydrvllogic Soiits C S 0 41;'.1 1)e 1 '32 G.3 OM L? 04 Ws iers hed tnpe vI.ouz Ratio Os i.r Ru n -off Coeof'dent Runoff fcient vs. iteperdoosnees NRC3 HydrologfcSoilA :n 0,90 0.80 0.70 060 0_S0 0,400.30 0 0_ 10 LAt °0.00.1. 02 0.3 0.4 0.50 D'JOA0.9 fi u IIIP lir Ail �Inn O AEI ORM . f;. ISM efI` : Watershed Impervious Radio L One -hr Precipitation Values for Metro DefiVelf Arts Amor rind Orr r a 5 10 50 1DB pint M mittos a 2. 1 SS 111 ___ Z.XXi_ . „__ tot t Recommended to Rin efl Coefficients firs Metre Dewar Lard Uli or Save Ctgrrredas pima Inver- viama s= tlrriitS. Canynntbd WWI Lsatcriested MrM a Rae riciedWiat Muldnta Ithealthee eti Manua iltrache0I 75 tae-spw lot 4r r i bp:Waldo I: 8D I Try: nryout: Homiest 90 Parks, pameS lialr 5 Schantz: 50 Miami vita Via.: 1'k Undeveloped area;:. }#�eeri�l Fire Omenbat. ag &ailing 'iii Now meta Mee Wad use near defined) 4i:.• almost Pin wet 100 Strati (paciwt:9 brivevastri and+idtimat - j�' lie fl ! 'Lawn. sn* SOB 0 d.obitit ilbV sal p frRieferlo Figure Ft04 through R045iiRunoi Chang Di (ADC M. Tab4i 5r2 Percentage Impervious Values for Weld CCounty Land Use or Surface Characteristics Percent impervious ( Commercial 95 Residential: Single -Family Greater than 23 acreS or larger 12 Greater than 0.75 acre to 245 acres 20 Greater than 025 acre to 035 acre 30 0,25 acre or smaller 45 Multi -Unit Detached 60 Multi -Unit Attached 75 Apartments 80 industrial: Light 80 Heavy 90 Solar Facilities: ,B Soils 2 C & D.Soils 25 Parks, Cemeteries. 10 Playgrounds 5 Schools 55 Railroad Yard Areas 50 no Roofs Undeveloped Areas: Historic Flow Analysis i Greenbelts, �AT ricultural p 2. Streets: Paved 100 Packed Cleared, Roads/Parking/Storage) Gravel Earthen (Includes Road Areas typically Base and used for Compacted, 40 Recycled Asphalt Pavement 15 90 Drives a n d Walks Table 5-3 through Table 5-5 use the impervious percent value (expressed as a decimal) to calculate the runoff coefficients for Natural Resources Conservation Service ( R ) hydrologic soil groups A.. Elf and C D for various storm return periods_ WELD COUNTY ENGINEERING N TU TION CRITERIA PACE ISO Runoff Coefficient Equations for Weld County/2007 MH FO (HSGA) Equation Hydrologic Soil Groupr. A 5 -Year 10 -Year 100 -Year C5 = (-0.081+ 0.091+ Cio _ (-04114i + 0417) + Ciao= (-0251+ 032) + (1.31i3 - L44 + 1.1351 (131i3 a 1.4412+ 1..1351 (1.31i3 - 1.4411 + 1,1351 I -Oal2) - 01 2) 0.12) S% 0.02 0.10 0_24 10% 0.06 0.14 0.28 15% 0.10 r - - 0.17 030 20% 0..13 0. 7 +'''� 0 0.33 25% 0.16 023 0.35 30% 019. 0 5 03037:. 35% 0.22 0128 40% 0.25 _ 0.30 1 0.41 0..33 0,43 45% 0.27 50% 030 035 !J.4 55% 0.33 038 0.47 50 037 0.41 0.50 55 .41 0.45 033 70% 0_45 0.49 0.56 75 0..50 0.54 0.61 80% - - 036 0.60 0.66 - - - 25% 0.63 X66 r 072 031 033 039 90% 95% 0,80 0-82 0.86 100% 0.90 032 0.96 WELD COUNTY ENGINEERING & CENGDMERING & CONSTRUCTION CRITERIA PAGE 1 1 Table 54 Runoff Coeffident Equations for Weld County/2007 MHFD (HSG-B) Equation Hydrol is Soil Groups -I- B S -Year 10 -Year 100 -Year 2% 0.08 0.17 036 5% 0.10 1'19 0_2S 10% 0.14 022 0.40 159; 0.17 0.25 0.42 20% 0.20 0,27 0.44 0.22 0.30 0A6 25% 30% 0.25 032 0.47 35% 0.27 0.34 0.48 40% 0.30 036 0.5 1.3 II 45% 0.32 j 0.38 0.51 50% 0.35 0_40 0,52 - - 55% 0.38 0.43 034 60% 0.41 0.46 036 65% 045 0.4'1 0.59 70% 0.49 0.53 0.62 75% 0.54 038 0_66 80% 0,59 0.63 0.70 81,0 6p}ry 049 0,75 90% 033 035 0.81 95% 0.31 0S3 0.88 100% 0. 0_92 0S5 WELD COUNTY ENGINEERING &CONSTRUCTION CRITERIA -�Y I 42 Table 5-5 Runoff Coefficient Equations for Weld County/2007 MHFD (H C ') Equation Hydrologic Soil Group CID 5 -Year 10 -Year 100 -Year ors = {-0,10i + Lii) + C10 (-..18i + 0.21) •+ Clean (-0.39i + 0,46) + (Oe858I 0.78612 44 (0.858 0.78612+ — 038612 - - (0.85813 + 0,7741+ 0,04j 031 +OO4) 0.714i -Er 0 04) :% 0,16 0.26 0,51 5% 071.E 0,28 0.52 10% 021 0.30 0.53 15% 0.24 0.32 0.54 20% 0.26 0.34 0.55 25% 0.28 0.36 0.55 030 0.38 0.57 30% 35% 0.33 0.40 037 40% 035 0.42 0.58 45% 0.37 0.44 0.59 50% 0.40 0.46 0.60 a3 55% 0.43 0.4 0_62 60% 0.46 031 0.53 65% 0.49 254 0.6 70% 0,53 D. C 7 0 68 7.5% 0.58 a 0.62 0!.71 " 80% 0,63 0,66 034 H 85% 0.68 031 0.79 90% 035 0,77 0.83 95% i0_82 044 0.89 100% 030 0.92 0.96 5.511.1 Time olConcentration Me time of concentration is calculated based on the length, slope, and cover in the basin_ The time of concentration is calculated by adding the initial or overland flow time and the channelized travel time. Where: tc _ tt. = -r tt tc - Time of concentration„ n, minutes t= initial or overland flow time, minutes tt = Channelized travel time, minutes 5.5.1.2 Initial or Overland Now Time The initial or overland flow time ill be calculated as follows: Eq, ,5.1.,1 WELD COUNTY ENGINEERING 84 CONSTRUCTION CRITERIA PAGE X43 DRAINAGE CRITERIA MANUAL • 1) RUNOFF ILTa� r a Vo toaAire.=0.17 Pester°Pitt ir Acktn pagiewyel C:Mg Table RO-&— Runoff Coefficients, C Percentage Imperviousness i Type C and D NRCS Hydrologic. Soot Groups ?Ty r 5-yr 110 r ' 5-yr 50-yr , 0A4 1 yr 0% 0.04 0.15 0.25 0,37 0.50 5% 0.08 018 028 0.39 ; OA 012 10% 0.;1 0.21 0_30 0A1 15% 0.14 i 0.24 0.32 0.43 i 0,54 20% 0.17 0.26 0.34 0.44 0.50 ►x.55 25% T7: � 0 _ � art'_ I 0.56 r +_ ! ! _ e � . , 0.57 .30 35 7� 77 u- l i _ _� 0_67 40% 0_x.8 ' 0.35I 0.58 45% 0_31 0,59 65% 0.45 _ ' * 0.49 015 f 4157 0.62 - 0,60 - I J 0.7 8 % 0.66 0.75 .e• i __ y_ -1'r '5ae .__. 0,73 ! 0.x'5 0. ' ' 0.80 0.80 0.82 f_ 4 0.87 1 lLl 0 0,89 -- - - -- - r , 0.94 _— _ TYPE B , ! 9 C ROLi'!"I7eM' IILS ,ca ROUP 5%0.04 0 . 0 o .'4+•' 0.38 10%15% _ 0_08 0.19_ 1 0.42 20% 0.29 !_ !�_ 0. , 25% 015 I 0, M. ` _ 0.46 ; : _ 0,47 0.48 '0,42 0.46 0.50 ,I 0.44 ; 0.51 0,46 0.49 0.52 0.48 0,51 -- - - - 0.54 0.51 0. 0.56 0.54 0.57 --- 0.58 a 0 I0.! 2 " - lyM. �• - -- 0.62 M.A .64 0_66 0.68 ! . 0.72 0.73 0. 5 90% f 0.78 -- - 0.80 95% 0.83 0.85 a.87 100% �� 1 0.9.E 0.94 0.95 !. 2007-01 Urban Drainage and Flood Control District RO-11 NOAA Atlas 14, Volume 8, Version Location name: Nunn, Colorado, USA* Latitude: 40.65', Longitude: -=104.792 ■ Elevation:: 5075 ft *CUM. ESRI Maps .wFr: USES POINT PRECIPITATION FREQUENCY ESTIMATES Sarija Pcrira, Dcnh Martin, Sandra Pavimec., Ishani Roy, Mithiael 5 Laurent, eni, Carl T paiuk, Dale Unruh., iViiazhalsk Yelda, Geoffeny Bonnin NO.AA, N tionaI 1 1her Service, &rtier Spririo, Mw vlarid PF_tabular j PFPFAraphical PF tabular PD -based point_ preJsysitationfrequency estimates ate with 90% confidence intervals (in inches)1 Average. recurrence i riter nl (years) 50 Du ration 0.240 -mire 10 -min 0.352 p.253-0_433) 2 0.425 {0_342-0324) 15- ;in { . n 30-nrimj GO -in 2 -hr 0.429 (0.345-0,528):i 8,588 (0.474-0.724) (1L577M . )I a. 846 (o.se5-1.rr3) 0318 (0,417-0,638) p.Ti o (a.sah-0.874)1 0.875 (0.70341..00) 1_04 (0,540-1 27) S 0286 (0_309-0.476) 0.565 (0.452-0.697) 3 -hr 6 -hr 0S08 (0.737-1..14) 1,03 (O..838124) 0689 0.943 (04755'11161; ti 1A8 (0:942-1.45 1.41 (1.13-1,73) 1.53 (1.23-1_86) 1-x5 (1.42-2,12) 12 -hr 1 123 �,1,01-1 _47): J . (1.22-1.78) 1, , 11.60.3) 95 24 -hr 2 -day 1A8 1.73 (1.22-1.77) (i,42 -t06) alla69 (1 ,4'0-2rIXI) 3 -day 4y 7 -day 10 -day 2O 4aY - L30-dayl 80 -day 1.85 (1854-2.181 x$97 (1.64-2_32) 223 ii, -2..) Z47 (2.07-2.87) 121 _ I [74,2.71-3,70) issF9 L (116543) 2.16 (1,79-2.4)' 229 (1.91-210)I . 64 (2,20-3,06) i 3.73 (3,15-4,32) 3-30 22-4!7) SAM 05.75) 4.37 010-5.03) 5.80 (4_93-6_62) _ Ala :030-2,61u 2,52 (105-2,99) 20 (2.24-3_1a) 0,478 R380-0_592) 0,700 zs 25 0,624 (4__51 0.853 A679-1_06) 1.11 (0.88-1.46) 1.17 n 929-1,45) 17 (1.17-1,8 127 X 1.41-2.17) 1.53 (1,19-2,00) !� }:2S3 �7 r8 a 03) ii 1.9► 2..53 i 0.5.1-135)iLIi.99428) 2.18 (1.76-2S5) 139 (1,944.69) [X61 (2,1 34. 3) 3,00 2,86 (2.37-3.37)_ 332 (2,76-3.88) 3.69 (34084,30) '&58 (3. .31) 5.29, .4.46-6. 0) L -2O (5,24-7,11) 6.99 (5.93-6.00) 1,19 (2.63-,,.78) 3,36 (2.77-3.:97) I(Ili -4,57) 4.. 2 (159-5,06) 4. 2.85 1 (2.25-3.65)3.06 (2.43-3.88) 329 (2,03-414) 0,752 (0.566-0.X 1..i0 O (0,828445) 14,34 (1.01-1.76) I'. (1,3&Z42)j; (1.58-2,02) 100. 0293 (0.845-1,19) ; 1431 (0 1,75) tie 01.154.1:3) 200 1.05 (0.722-1 , J ■- 1.06:Z10) 1.87 (I29•2.. ) 219 2.33 ..78 (1,75-5,06) Na'; 2.82 (2,14-344) . W I (2.-:x_99) 3,43 r64 (Z804,843) 327 (3.01-4►, 1.71 (Z97-4.59) 4.30 (3,35-5,37) • 3.92 I 4.; (3.14482) 00.53-5.61) 4,72 0_rJ-5.83) (4.41413) I 5.28 r 6.03 (5.arr+s.es) 7_I (6.69-9.11) 3.37 (2„45-4.47) (2.98-5.30) . 237 (-I 77-3.51) 327 (225-4.4t) 3.947 (2_75-5.38) x.33 i,33 529 4,74 1 5.72 43.33-s22l (3.85-7.79) 128 (0.830-1,78) ■,.8 7 00.23- $01. I(1.52-0T.171 1000 1.47 01.08-2.04) 215 j (1.36-2S8) ,1 2.82 (1,664.64) 3,13 (2.0 ..29) 3.60 (2.28-5.O0) 3.99 4.59 (2,62-&55) (2.90-6.37) ad 5 I (337-7.69) 5. , 4M) 6.08 0_91 • 6.53 (4.24-8.90) 4,26 (x.16-5.6S� 4.85 5.93 � (3.5'l�B.�S+F) (4.4 _a0J 6.73 (4.43-9.1Q} 4.51 i 522 0 6.24 .. �j' (3,740,88) (4213 6,3 ) wli7.O8 Si)(3,38-500 (4, i 0-9:., F 4,94 R.71 -43,2e) 5.16 (3_89-6.52) 5.37 (4.06-676) IT 528 I (3,79470) F-102 (421-6.54) 5.19 5.86 (4.1'x'-6,22) ' (4;61-7.11) 6..22 (5.034438) 7,04 (5.70-8.30) ItA4 (6.62-9, 54) 1y.�, I i i e Y'r (7.45-10.7) 6.54 (4.90408) 1.94 7.64 5,49a32) (5.88-9.35) 7.79 (6.1 -Q .3,O) 8-96 8.53 .57-10.4) 9.75 (f_54 -1'C.8) 62 (4.05-729) 5285 (4.23-735) 6,06 (4.40-7.79) 1271 (4.904453)1 x`..23 (5294.12 8.35 (61640..4) 926 (6J37-11 .5) 10.5 (784-130) 101!1 lOS 112 (8.03-111 I) (8.45-13,1) . (t74-'14 6.69 (4.56-8.73) 6.82 (4.74.8.99) 7.03 (4.91-9,23 7.65 (5_i7-9.) &..14 (514-1115) 926 (S.59-11.8) 7-37 (4.949.01)' 71aa ($.13-1om 7j31 (5.30-10.3) 8.37 i(6. 11.0) 8.83 (6.1841.5) I 9S5 (x_92-12.9) 10.2 10.9 (7,31.-13,0) (7.64-14.1) 1.1.5 r 12-2 (81.28.14.50' r (8.6045 .7) 117 (9217-16.0) 10.4 0.49`17' 1 Precipitation frequency (PF) esbmates In his table ale based frequency or partial dull licri :series (PUS). Numbers in parentheetiS are PF estimates at lower and upper bounds of the 90% confidence interval_ The prnability that precipilabon f quency esiirmatescl a given duration and average recurrence interval) will be greater than the upper bourKi (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable ma.xtrrium precipitation (PMP) estimates and may be higher than currently valid PMP values. Berm rorFarti NOPIAPettas 14 document fior more informadork, Rid to Top PF graphical PDS-based d epwthadu rartcbn w4requenc (ME) cures Latitude: 40..6500 , Longitude: -1043927e a IA 12 8 ca. tip sIC Duraton • • I I I I 1 I 1 3 1 • 1 I 4 4 V . . I . . . . . 1 1 I I I 1 10 ..-.. 1 1 V r (gram meg4 clog "0 11O 11 1 F h r; Vii. 'ti' t a I Y r P I e I • M I I I I• I• t' I I • L 4 - 1 I • I- . s. ria w !w n — • 'mil.-e-fmte- I —mar" I 1 I. _ _.. I _-.•��..L �F _ _ - N e r r 5 10 25 50 100 200, Average recurrence interval (years) NO "♦E- 1.,� - a .unae Sr Version. 2 SRI _ 500 WOO Created (GMT): Thu Feb 2319:03:34 2023 es. TAI i Maps & aerials Small scale grain Airfarle recinTen P VerrAZZVIIMa It 5 10 25 5O 10O 200 SOO 1 OO0 Duration toraimiass i Onme 7 1 Sintiri 3 6O -min 3 -hr ffrti7 12-41r 2'4 -hr 2 -day .,� 3 -day sicity 7 -day 1` 20-aay Say 45 -day Large scale terrain Large scale map Large scale aerial an US Department of Comme Haljosilinajgataiangsaphoe fie AcIministralien Na{knaI Weather Service Nati t Wat 'r Center 1325 East West Highway Silver pring, MID 20910 Questions?: K Disclaimer 3INGLEY RV PARK )EVELOF ED IMPERVIOUS CALCULATIONS Total Drainage Area = 299,,,528 sit _ Surface cover Area (SF) i grass Gavel road RV Pads - Recycled Asphalt Detention Pond @ 100- yr HWL 204,343 85185 10000 12900 Impervious Area = 020 0...02 0.4 035 19.55 5,., 6,9 AC CULVERT 1 C R.N NAG E Drainage Area includes the RV ,{:am pgrounds and access road to .a point directly east of the eastern -most RV campground to the location of a d ivY r sk'n berm that will direct flow via culvert t I across the access road and into the detention pond.. Dimension of ,Culvert 1 drainage area assumed to be 460' x ' Drainage Area Surface cover Area (SF) 35,.800 slag grass 21,520 G ra i road 5280 RV Pad - Recycle) asphalt 10000 Impervious Area = 0.2'7 0,24 AC 0.02 0.4 (121 x ' - includes the gravel road on north side of RV Campsites) 035 27 APPENDIX C HYDRAULIC ULIANALYSIS 15 DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2351 Released January 2015 Urban Drainage and Flood Control District Denver, Colorado Purpose: This workbook ,aids in the estimation of storm -water detention storage volume for urban watersheds that are smaller than 160 cam - Functions _ 1, To apply the Rational Method(sometimes called the Modified FAA Method) and Hydrograph Method to estimate stornwater detention volume. 2. To approximate the storage volume of a detention basin given the basin geometry. 3_ To estimate a s1a -storage-ddischarge relationship: for a detention basin Content: This workbook consists of the following shuts Detention Volume urne Estimating Calculations! Modified FAA. Estimates detention storage volume using the Rational -Modified FAA method. Hydrograph Estimates detention storage volume using the Hydr ogra h Method. Full -Spectrum EStirriateS detention .storage volume using the lull Spectrum Control Method, Stage -Storage Tables for Detention Basins: Basin Tabulates. stage -storage relationship estirriates for various detention basin shapes, Stage -discharge Tables Using Omits with Inlet let & Outlet Control viefiQcv Tabulates a stage -discharge rah a . nship for the water quality mpture vokirne outlet structure (inlet oan.trQl). Rc strictor Plate Sizes a choking plate over a circular vertical orifice and dimensions an equivalent rectangular orifices Outi et Tabulates a stage -discharge relationship, for the final outlet structure e (inlet control). Cavort Tabulates a stage -discharge relationship for the outlet culvert, comparing inlet vs_ outlet control.. Spillway Tabulates a stage -discharge relationship fora spillway. Reservoir voir° ng Estimation: Routing Uses nriodified Puls methodto perform rear routing of storm hyd�rrographs through a detention basin. Design, Info Provides r i rroff coefficient vs. watershed imperviousness relationships.. Acknowledgements:: Spreadsheet Development Team. Dr- Jammer Ct'1'`. Gam, P.E. Professor, Department of Civil Engineering University of Colorado at Denver r Ken Mackenzie, E_ E_. Urban Drainage and Flood Control District Comments? Revisions? Direct. all comments regarding this spreadsheet vtiorklaook to: Check for revised versions of this or any ogler workbook at: UDFCP email Downloads 23-23-02-23aDETENTION STORAGE ud-detention v2.35.xlst INTRO 2128/23, 11:55 AM DETENTE VOLUME BY THE MODIFIED FAA METHOD Project: SINGLE"! IW PARK Basin Ilk °vai` II Bath Inc catchments lets dual 60 acres wily. Fat 'stow catch:party. a s! hyiirorap r s m t�ia4 (POOTE: for catchiner s larger Own S4 acres, CVHP t rOgrapti roatfrt'. • zC, _ la I ar ikaslOoo 04 MINOR Dttaaiisn Volume Using 'Modifier -d 12AA Mottled yn'isitm ITTPOrM4,0011 vn ai islatftp(tir. Dnillusa imparActimitim Coot mmt. Grano Ana Nedenielcooshet FRCS Snit Gcsip '*RAlrrl Pe SS for Cnrannrd The of Cottetn 1.'Sf t i ff cc AitmeaSe L!ni Pulsar", mitt OYne-heut.Pruarac N•n Coign i1wimtn icy =waist* enteliant Ors) to it Tug, COttliciall. lb me 1, • A al Type . S P1 X CI a C i3 J6 G. KO a ..n .. Li •t nun 1a 0 70 :jCHCLO. & ft 2^5_ 51r Ct rtirtule irirtheti 1®1,1:74 go; Alin Yea, Wed FAA WOW SICT2 * 1t O(UZRInrigaras Lttn Mad. MA Wier $ttr t Vdllern I• rani 1 LID: CD !lt TICIJTION BASIN VOLUME ESTIUATING WORKB le.=tiaaln 2.141, IThelassad January 2013 Determination of MAJIM Dstention'rlhinit U shag Modified FAA ilicitirpno re KM a non Ittout Calt#.r!errl, Doing. Iftairvilugran5. QiUlan I Ora inapt Nta PfaCillinftor1104 PiRDS Deli Situp Rath lagetid1 ' Dalt lidor1 C}rit>!al rd Kr y cl 1 � okusho l t' l ti use Ass Omlgi Rends OF Via I • o pihrortrirject Ceelkiest Otis Cpfdlcazat Three 19A5 Dorian 6-000 mans +� 8.C.s'a m •5',1d,2,SaiorSip 1 t attest Whet U23- I c i ' SLAG ca 10 Ca* oM �� -1411 �a ply^•�^. a j. a,a F' 711'as� 1{"'. -li. I: 1100 745 5.4T 091 a,r OJT 11:11181 1,014 Ssile 11,049 BAD 1,058 fhai OM LOW a-si lUI8 1.4n _('Si _ 1.111# 0.00 !ice 1.092 __asp I44 1.140 0.4b tin - 1,1ali t]. 0,74 1,115 OS 035 1.12a - Oise 0.73 1.1*I 0-72 tTQ as? a5, 0.05 0.44 1,170 'x.102 01* LISS 041 1.1[04 dal 0.53 0.52 '1,51 a.50_- 7 057 0.57 0.91 nom. 0.50• CUM 0.56 0. 0910, G.32i 0132 GEM 0,0577 0,4150 0.ast fir to5. a 6 ri 1110#6 a --A142 0452 4.4153 0-474 0.03 0.0 OA Ole L 0.507 4,042 G.92 4,014 es 11 aso CND 0� •OM i fins ' 20 0.4FD e.J573 0,410 4.90 4411,1 0,611! tab imOM See 0.1,0 0:16045 MG :1vm y ea Olar _ Q OfF30 am Mod. FAA Mir* twine Vain Nita it} ,`11.351 a. An SAS 0416 re- 0.70,_ 0 715 4,7'20 0.312 1 'man 2'-OLEETEW13€7KST i f≤_W n_y2•. .rlat, Parksied FAA. Mita 0'151:'. 14 DETEMION VOLUME BY THE MODIFIED FAA METHOD Project BIN LEY RVPARK Basin ID: Overall Basin r Inflow and Outflow Volumes vs, Rainfall Duration 0413 04 0.2 U I. I - 1s f._ • ■ Asti I le mai a a 7 , 111 _. ...._. , . , I i . „.. __. 1 no .. _ . no .4, ,ei . a 1 o oft—.- -ate ' a • --L I p _ • i. + - or, 7 1 1 r Y I 1 I JF:°i:°L i ■I a 7� ia a 100 200 SOO 400 Dungen Iirl ) 5011 600 �LIltiWaP 71 ors ants AKsn T!•w r'z yn Csr _ ski as anal z. .*rimM es+ i NIS. 'MaiiYrVia D aonu ...zilH re Asir awe awn Wgvan 4: DFCO DETENTION BASIN VOLLARE liSINATING WORIGOOK 1 ■stnt35, RS Augury 2015 100 21-634XISCIENI1C00210relAGEusrdottazan . Mad..Mact4yod Fait flfl i rIZ1 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project SIN$LEV RV PARK (Bast n ID Overall Basin Design Information (Iron of Basin Bottom, ,N Length of BasS-t Bottom, L = 100.00 •1' Dam Side (11:v). 2d = 4.00 1'ifIt Slam fair .Z es• L Sage-5torac a Relationship: 8.2.0E Maria Righ 'Y u.'Y'1'.4' ny.ra.��.0 °Y• �4�1M�7 t Trian la a 'Mangle tectangle S/EI a irregular ! X Storage Requirement t from Sheet 1 difieed FAA": Sborage Requirement from Sheet 'H degraph': Storage Requirement. from Sheet Vul-Spatlftsat ( MINOR OR.__ OR. .:Use OverOverige values In cob G32:052) aorea a ova craft Laths 4.or WQCV, Min MilitiCkt SICaVgitt Stages flip tli • r, ? ,ter Swami EI i ,f(,'{ input r e S•I:'pu 4:1 I:'a" ;1 L ti.� t- EL Eelo.. Basin ' 5c11h at S tag 0 ft loulput) B* i L !iligtih at Sin. ft Iy kmillati Surface Area at Stage e 1,"++� laUt i Surface mea Slagle & i Ov77 stAlen t L. Volume Wig* i,re `=shut it) Surface at Stogie acres (output) Volumes Below Stage ® 1t (,0U �.c'ut) Target siditokunes for WOW, Minor, & major Serge Volumes 7 i, for qoa[ .ie'� 'J 1 07'8-'80 I.at, 8.0.00 100. ,. ).000.0 I� 0,184 0.000 5077.00 4.00 gt50. i 101.60i 8,200-6 1.,629 _011%___0. Qc37 4,00 85-130 105,00 I 9.039A g 5.952 0.2'08 0,137 50.l7_ti0 "0.00, C "'Pe EL SC'TE.00 1.00 69 -au 109,+0 i 9,8202 10,678 0.225 (1245 5078_50 4.00 03_60 113.60__ 1 Q o .g — - 1.79 - - - G-,2_ _ - I 0.3€A2 5437t1.00 _ 4 0.489 507930 t 12.354.6 _ _27,27$ 0.284 0.826 4.00 101.60 121.6 I r CIO -Y R He& 5079.75 , .1 _,ys0 103.60 123.60_ 121,805.0 I 30,E 0 -2940,698 -.F: 14,204.2' S080.50 ' 4_00 109.60 129i30 40,549 0,328 0.93'1 TOP_ OF .BERM EL ! 5)&175 4L'O 111,60 1:31.6'0 14,.686 6 44160 ? 0.337 1.014 Il 'A Ithl/A #144104 #, 1!A J MIA tNIA INIA i 1 MIA i tf/A ROA If . IhilA #` -A #A 'NIA OVA RUA MIA A JIM# 'Y A PM. #f A #NA s IOfIA A _ MA itri No' A WM * tliti ari _ . *WA #f' 'A I NM Oil% l MIA I _ _ _ # N/A SINIA #I A M'WIth DNA MIA tN/A 1 ZN/A OM _ =VA -I tisin txtdiA k OVA ,y�I��il RA Mlf+ili sc- MA NNIA liNUA AMA I,fit - f A - . /yA �9'Wi �i1it11..- 2 ,-1:3-08_DETLNT! N sTa%hL E_ l k fl V2, . Basin 23 4:51 PM --- --- - - STAGE -STORAGE SIZING FOR DhltN1iON BASINS Project Basin ID: STAGE -STORAGE CURVE FOR THE POND S co ins 5082.00 5081 IOC 5080.00 5079.00 5078.00 5077;00 5076.00 5075.00 0.80 0.00 d.24 0..40 0.60 Storage (acre-feet) 1.OD 120 23-034ELDETEFIMON STORAGE _ud-deien on_v2.: .xs, Basin 318 23,, 4:51 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (W V) OUTLET S____sg.sl--Critry- _._.a.iF._r rrr.4.et Mart RV PARK Birisirr tickOverall Bus In pi rrtta'1 V tflatillit abrrteM In'gsv uaiUtiai& I„ 2D.0 ptrt°arit taatifraat rk ad 0.14 ri m CI'S st'WOCtl' autfol abet**I a peilbealiNrk. H mj 1 ! oa t Pitalialatr≥r * err Omit h 4,W I nitoR�5 MI*Ter ref lows, MI_ 4 czIni.'4,� Ripe of Bashi Triode a'I 0.?1tU `a Thu 'Iaa NO the, Pond s rr:idi 3 AO 04', Wine Madan Asti Sol twa A eaiT @' Pair, t$cd tj' 'ri 'P CIAILIABBaaladmati Oemtc •'f rein, 13 Fisrrrila*r!pld a pw vrn N Septa i° rbt, H '1l, th *ii. 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Pt% PM lJeloCr _.• - a 1 r a-TTTTiZr`•.t RUA y®,y ��y. .. - _ . rirm+.$ x411.4 I+a' Owners Ape Raw i Oveffide A3 Chaim, Chrerillip A lbw a3 Arita citric Wit Ana Ft'® 11' Area !An* Re" 1O O.ts ld Raw11 V''1'o Mk - Area a lbw 12 Oradea Ana Rem t 3r Row 1.4 FUN 16 r Area Fora' 16 CmayStie Ana Rao 17 Clarrkie Area Fir Oreffsie Pm Raw 29 abiride fini Fiatm2:. Override Area Row 22 'Tide Ana R' 23 Otleffitle ANA 24 ▪ STeSalMaleanh _ „tallQHi'' * STOWEibirdobrilorLetita VON 1t23, 9 7:27f * M STAGE•OISC MARGE SIZING OF THE WATER QUALrintir CAPTURE VOLUME ('') OUTLET Pros!: SNCLEY ;RV PARK Dares, ath Ceara Basler STAGE-DISCCHARGE CURVE FOR THE1010CW OUTLET STRUCTURE Stage (feet ell 5081.00 5050.50 508C .00 i 5079.E — 5070.c0 507650 5076.00 :;- I d , _ 5077 5075,50 0.00 001 0.01 l Discharge (cta) C 02 003 0.04 2tbaiaLIPIO1PO1O,4 STORiCke~strilim2,2 :) , :Ai. W'XV RESTRICTRESTRICTOR PLATE SIZING FOR I CUL R VERTICAL ORIFICES Project: BIN LEY RV PARK Basin ID: Overall Basin X SizIng tip I strider Piate.-.forSireular'iertical_O.rif ces.Or- Pipes (Input' Water &_rface Elevation at Design Depth Pypei niedIcal Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeiVedical Orifice Diameter (inches) Orifice Coefficient futlaiowciagpc tyjcajcpin Furl-flowarea Half Cenral Angie In RRadians Fu l l -flow capacity kv Orifi CS Flow Cent, Linn Half Central Angle (OcT taCC,1416) Flow TA Top viidh € f Orifice (inches) Height from Dart of Orifice to Bottom of Plate (feet) Elevation of Bottomtor Plate Resultant Peak Flow Through Orifice at Design Depth Width ofEquivalent a rrt Rectangular Vertical Orifice Controid Elevation, of Equivalent Rectangular Vertical Orifice Elegy: W Edes,: Invert Cilia _ Af Theta Percent of Design Flow mi Theta eta A0 To Yo Elev Plate Bottom Edge = la) la #1 Vertical Orifice ##.2 Vertical Orifice p A'� j,I ! -•: ,: �Y 9s .. 7 5 a7 1',6.2 12,0 0..4.1 0.79 3.14 6,9 305 1,17 0.20 11,04 0.30 1, lot feet cf s: Inches sq ft rad cis rad .sq ft Inches feet feet cis E-qu i vS ent Width t 0,67 I feet ,Equiv. Centroid 6,076.96 feet 23-O34Ot,DETENTION STORAGESTDRAGEaud-detention_rv2,35o, ls, Rest ictor Plate 3/8/23, 11:31 AM MILE HIGH FLOOD DISTRICT CULVERT HYDRAULICS WORKBOOK Function: IVITACtifrat Ia'on 400 tefrlay 20 20) Duct Den ;atiorado r�� l f a inh led c rg This workbook aids in analyzing the flow c d i s in circular and box culverts, and calculaieS the dal profile along the culvert 1. To calculate normal and or al flow conditions in a circular pipe. I To calculate normal and critical flow conditions in a box cult. I To determine headwater depth for a culvert by comparing inlet vs. outlet control. 1. To delErmine the required outfit it and riprap sizes far a culvert. 5. To Determine the verbal profile along the culvert Content: The workbook corer of following : Pipe Calculates normal and critical flow conditions in a circular pipe. Box Calculates n orrnaE and critical flow condtions in a box culvert. Culvert Rating Determin the headwater for a circular or r ct n g u Wr cu lvrt_ Jim' Ft Outlet Protection Determines the headwater arid required outlet pirctection sip. Profile Determines the ver cal profibe of the culvert and soil covers Design Info Provides backup dab, including values at M anning's n for culvert design. ackmailedg emen : Spreadsheet Development Team Ken Ma enzie, P1., Jason Stawskir Pt, Mile Hiph Flood District Comments? Derek N. Rapp, P Peak Stormwater Engineering, LLC Or. James Guo, PhD., P.E. ProfesEor, Depart -rent of CM Engineerin s U n rColorado at Denver Direct all comments regarding this spre'sheet lArorkbook, to; Merle for reAcatri vorcinnii; nir th.k or any nth or kkb :w* Damon load c MH FLT -Cu avert v4.0 00)..x15m, Intro a/9/23, 2:45 PM CIRCULAR CONDUIT FLOW Normal & Critical De.th Com.utation'il Protect BINGLEY EV PARK Pipe ID CULVERT I PitirDsathet &fl 4a 00 (May 20269 Design Ini of ati on (Input Pipe Invert Sipe Pipe Manni g's n -fie Pipe Diameter Din discharge Full -flow aree Full -now wetted peeing Half Central Angle capaCtir Ca cu at on or forma F ow Condition half Central Angle (0cT r<3.1.4) Film area Teeth WTa ; perimeter Row depth Flew veil:city ' jl iah'arge Pereent et Full Flew 'Normal Depth Frank e Number ati= nofCr_iteet ,,., Lik Half Central Angle (OcTh-cc3_i4) Critical flow are Critical top width Critical I now &w ill Critical flaw ,v veix ity Crticail Depth FT oude N umber Pf Thy 7 0.0170 0.019D ace 169 1,3 193 3.14 r e . 78 Thet3 _ Try _ pn =' .Y,n = Vnz Qns Flew a ran Fr„ - L73 034 lB 117 0.73 4.99 a 369 Thetasct Ti - 'ta t14 1.81 180 111 0r 451 LOO inches cfs sq 'I ft radians radians &ifIft ft (Ps cis al MI ilow eagle radian jft ft ft AHED -O lvefl_v4b0 a 1)c sm` Pipe '1 'i:r " :� -1 :� a1 Fry CULVERT SIZING (INLET vs. OUTLET CONTROL WITH TAILW. TE . EFFECTS'. WThafiett itston 4 (May 2020) PliC6eCt SINGS RV PARK ' L' T1-1.5" OAP W/ FES BOTH ENDS &W ttb tft:.i trail atine �lJs i • t In . nr Trrr�t�ldKiSl�t�u't �"Tr�t��r i�ti3 Circular Culvert E&rel Dar r NI inches - Net Edge Type (Clow from put -dorm bt) a Box Cul+mrk: Barred '* (k in Feet arrei Width (Spa) in Fed: Effie Edgy ype (Clainra ipul- Ii Nttrs aF Barrels Inlet fieiratipn at Culvert Invet Outlet Hendon OR Stipa Culvert Length 113nninaRaignnela lid Las Coefficient Exit Um Oudricient fee iri gntonna1inna ( lcLllatwli: R Ent nce Loss Coefficient Friaion Loss ago:le t Sunni Idl LOS COranagil'iS rilinimunti Eby C dkii CceirpriElyt Cite Inlet Idltkn Citenrcient i T.1 Parini last 15 EMwzS i Edge (.S:1) Wiles P (Rise = ita R w „sp.) Carrels _; 'Bee IM =I 1 5179, So�r Lam: 0,017 SO is a I: - Kr_ aF = a- - - - - Sill -D.1.11 O_73 ft ittft ft For conteter typically' < Pi O.O15 Backwaittr calculations required to obtain Outlet Control Fiewnrato wirwst H Wo c O.75 t Culvert Rise Enid Control Equl%Ante Wet Iconird (cNi antral, outlet g,�y (C5T Carrining Ctimrst __ Flaw say ecritrd 1 d Heti rater =,tt't�i :tl etti rt Taar-scr Surd IEI Flaws� s i_+_/eu i 0.00 aka 5,00 MIA V-547.1 ,•' y_ s i, Energy, Stint 0.25 SN/A tN rA. I'VA :.. 50.atc% 5001k2C SO.M CO Nth !En ill n . fit ,• ,` ONIA _ _ MO. _ KM 25 Rnessim 601 MIA VIVA Jrl'. 3T ..o 100195a193 OUTLET Procang Time; 0177 Sorrands 23 -O,3 -O9 ` CULVERT 1, IWH I' t_v4,0 (1(1)oderd, Ott Rating ..3t91123. 2:55 FM CULVERT SIZING INLET vs. OLMET CONTROL WI H TAILWATER R. EFFECTS) Project BINGLEY RV PARK ID: CULVERT I - 15 CMP Wit F S SOTh ENDS Stage (feet, elev) 5080.1 5080-5 5080.3 5080.1 5079.9 50791 5079.5 0 STAGEaDiSCHARGE CURVE FOR THE CULVERT d i 1 di U 1 2 Discharge (cfs) 4 5 InkM Cow a Outlet carol leage-Discharge i 6 2 -0. 9_ .VERT ?_M-IF0 i i crt_,, ..O {i}tn, meat Bating 3f 3, 2:55 PM DL ER INATI N OF CULVERT HEADWATER AND OUTLET PRO ECT! O HMV -Calvet Itenvon 4,00 (May 2020 Project: BINGLEY RV PARK ID; CULVERT 1 c.: Kr it I L arrny s h CIRCLE air r e swdy Suneraftiall! Winn ktfitsted D4ompotior to calculate orascilon - Thf rMal : (fin Discharge Cigar Culvert: Rand Diameter in Inches Inlet Edge Type (Choose from .p At Bax Culvert: Barrel Might (Rise) iii Feet BarrW ``1M'iidlt (Span) in Feet Inlet Edge T (Choose from paMLd i Nutter of Inlet Elevatitin Outlet Beaten f.Slope Culvert La it Ma nning's Roughness Bend Loss(Atilt edt Lam C erliC t Taa- .51uina n Elireacn Magic AkAngtrie tsanr«d Q 3:69 rs I _ Beveled Edge (1-5;:1) 1.sC OR (Rise) = _ Barrels = 1l'l a OEN owe • L- 4= 'fah Boehm = V _ 1 5018 SO 0.019 0 5079..5 5 -- Inches it Px .iIts: Ftidavater:: Outlet Pmt 'Culvert Cry Serb nal Area Available Cukert Hernial Depth Culver Crltal Depth Noodle Nutter EntYance Coefficient Frltipra.LoSC0efficlerkt ern ci Al lass Creiicierits tam Control Ha- n+' Design atbaar nervation Had S/aiarrt, r jaR kcadtveart,,ri Riva Ratio fitiv91011flielzr Taiiw Meer Sur$ I4b TailwateilDlarnelEr Expanskn Facia Bon Area at Mak Channel ty Width of pquiwa1 ,t Corbduct for Mcittph? Barret Length of *I Width IRIpirap ProtectIon at Downsbeani End Ai:gutted Obrneltr icr Supericrkical Fes' ty['$1In3Lt Theocettical Rpm, Nze fitanirtal Mono Size MIFFED 'R app Type A= Yr. = sw Fr'= kJ _ MN,_ WAIL,- wv�r = NW/D L23 0.73 0.78 1 LI: cub 4-44 5.64 1.13 l_ 14 5080_63 0,10 QIDA23= ?:11 = t_5 Yitilip I. IAD 2) = Wea (1h) min= dam, ncrniia Type It ft Supers iticaI! it 0,74 itz ft 4 ft 2 it 4199 rt 1 in VI. CIRCULAR CONDU! I FLOW Normal & Criflcai Death Com.utationl ANFD-Culvet Version 4.00 (filay 2020) Project: RINGPARK Pipe ID:. CULVERT 2 -. ttiRlk.UGATE.D METAL _PIPE WI' IF De'Ian Info ton 'Input °i Pipe Invert Slope Pipe Manning's nrvalue. Pipe Diameter Dedgn discharge a. = = h ti � n.i_i''1 ID a 0,01 90 i 5.00 1.63 I inches Ji_ acity_ ('al cu Full -flow aces FuII'fl' v P *rirr r Half Central Angle Full -firm capacity Cal cu ation of N omia F ated ow Condition Hllf Cen R� Div area TGp width W- • perimeter Flow depth Fig velocity Discharge Percent of Full Hate Nermai Depth Fr Bade Number Angle (O<Th+ <3.140 n14atisylof CrittettionciMdkriPri. Half Central Angle (DcT eim c<3.14) Critical ,flow area Critical top width CriticalCribcal flow depth Critical now velocity Critical Depth Froude Number Af PI= Theta Then = An = Tr) _ ail t Yr' Vim Frn= TT -c = T Yct V L Frc LB 3.93 3,14 4,65 138 1.46 123 OM 1 i J"ifj� � 1.00 sq ft ft radians eft radians sqf ft ft ft fin cis 01 'Ili tbAi 9iihcr radians s ft fps 2 I 9J ULVERT 2_MHFCLICu Wert v4.0 (1).xlsm, Pipe 319/23. 3:57 PM DEFERMINATI0N OF CULVERT HEADWATER AND OUTLET PROTECTION IWKROLailiAn. n 4,00 allay 20 20 Project SINGLEY RV PAR K. ID; CULVERT 2 Disaave I I C i r[al fruular Lanett; Ba tt l Diarnelar in Intros iniiet !ice Type CChixGe fromi pull -+d lam' C(Advert° Barns Height ( Feet SIMI Width (Span) in Fie: Inlet E "Type (ChB tom pull -down RA) Nurrtillr f Barrel Inlet EMS Outlet E OS .9zce- Culvert Length Mann ing's Reogitin Bend Lstsis Orfricitnt E it LC?:6 c 'Ecient TailAiter Surface E rirudition Max Ildiowable [Channel Velcatty 0 0 a d H (Rise) - W (Span) = Barrels _ F, lta - Fl rr� OUT = E= n .,. Ylk, Umlaut la ler _ Beveled Edge (13:1) i��rFti[ OR 1 5075 1.60 0 1 752 5 tt ft ft ft wate r; CuPteet GraisSettlecei Area Amiable West Nonmal lei advert Ott* Depth Frude Number Erwi, ante Loss l+ t Mahal LOSS Ct' T eiit Sum of Loss CalticienZ ;Net (Wird Heivattr putitt Cart [Heetivottr Design Hisaitivater Borat HeadwaterirDianiteter OR Heitidwatertitaise Ratio Dudek PrOtection: aft= Fr= ka Irs 1.B 0.51 O.' 0.pSI 7.90 9410 H't _ I160 HW0. N/ _ it HAMS. Ft MW/D [ u11et Cow Headwater Approximation Method Inswinte for Law P - flockwater Cakulat uirrrd `l 4a Iarre A2,5) ray Tihgatrir Surface Height TitogibrilDils Fir Area at Max alatinel locelecity Width cif iq u iv,i Jeri t Cr is for ale parr* Length of RIptap Protection VMSbi Riprap Plotedien at Dartitthearii Ind Adjusted Onmeter fir Sutpericribcal Flow t ririr�,rrn Thecrvikal Nov Nonrinal Rrap Size IIHFD Wrap Type wriess,25 Yt - MD in"rar(0)ti = At itivm _ T■ 0.20 at" Las 032 i 4 ft �t f# ft In STAGE -DISCHARGE BP'S OF THE 04iTLET CULVERT {114 LET vs. OUTLET CONTROL will TAILWATLR EFFECTS) Project WWI ty - C VLVERT 2 - DETENTIL' IN POND OUTLET CULVERT Resin I:; Overfill S.,xin+ Saw Shoot Corrtsiifrlt WFrmis s Sob .0,MinsEnvitiett Rangar Itrairraalfiri (fns: titularCubed: BarmI Citarrc.er rru in& s, altkikteruOVOIL l rlt+6 Edger T! t (:nz..m in.ar puled fa Boot Culvert Tamil Heght (Rise) In Feel SOK ckitoilat$ 'YH I Ylifr u F.ec Sex art Inlet •£* o T Lase turn •putd % 11) *+burat'Barrels vim Sletiburi $4 Quist Intliett Outlet Be/gallon sr Cuhsr hinge Wean L. In Fent Ihtsnrengtis Rournemis. Bend Lids Cedeffieienc Exit Len .IG 11tsrril aesi jrl I0P1r02000 l iaell>L ;, Eni1 ince Lon Cosiftienl. 1's Coindent Sir AR LOU GOOTIOW4s Orta Inlet elan Ott &&n razor Fna rgg COrSktil (rj rrtl g.tu 1,03 t9 rrr t4+c S, f• LaSS*Otaee:u.t�r alma sails a 1 p , • 3r .dew, Fo an_ d+ Height )= - LritaZ _Eclat' jar __rt: pirotitt!caniti. __ Syuir's Edgy w' EC -15 4 nand k41et'rtt rsio - Q La 5075.00 0_00 i skit fi. Obit 160 t is +0.20 Kt _ COI _ Mew - Culvert Outkl-turntl Flowrac y tr. 0.00 g alb . $ 0.00 MA, Xf.iabk 69:01_$--- -- -x!-441 0.40' 0.00 0,0 Shtfilik OVA No F1ow'IYra -e Inlet) 0.00 0.00 0 000 0.00 0.00 0.00 SWA 'WA *W = hltr,. •r 1 Mp Flaw frees <f�l'Ifl t'I 0.00 0.00 0.00 •4.00 0.00 I CJ 0.00 0.00 0.100 000 0.60 C.CO 9'00 0.00 : 0.00 0-00 0.00' D.co_e 0,i00 0 O Q_ MIA TWA gPWA ;MA OHM *WA, ,A Kb' !'r41'FS Imo Fkyow.. ire a rl No Flaew OriS c b-.lt:L1 lb FYI ri413c ktiu 'I 1t : *WA 0 0.00 0.00 SIVA 0,CepIt1r'�r. 0.00 OVA *NIA siWLWA $NJA No Flow Cireg 4 "quip 4L00 Shift GAO GAG x•40 0 0 0.Di4 c1. 0 00 Goo O sO II CO 0.00 attue6. Firzet ^ +r: WOO pP titer � llla .��+ Me *€in y(lit9 SAS rgr, nrad,r !WS; n let;l PVAipS —SVA NO Pave ONSinla45 4!QA rat Mawr • " trriwl1 0.00 ilre A4._ I+10 Ft ^ t ; inioaci 9,00 --- - No Ro ' _ki _4 ;00 *NM 0.00 0.00 01,0; •0.00 'r 0.10E 0.00 *WA Nct now fat.< Ir'rlat1 0•.00 0:00 tN/A 0 17S 0.0 0.100 0.00 0.10 I O Fior'+e' .at hbti PIA NQ Amnon 1 igen No Flow MB { itVat) 4,00.: 0.00 0.00 0.7 0.03 0:001 0.00 OVA 0.0 nitA *WA tltlt'14 Rum ems ic wan it Flow Oa It l) 0 0,00 040 MIA *CA. No Fklosi i Wei) 0,00 _ 0,40 a -c 0,00 COO C 0.1x0 0.00 0.00 Qv' 0.00 0.00 no ONIA a MAIM No flow(WS at Dot) No !Flow cifiS -e Wet) Ws Firm. IVES .t AMA MBA Irdo now (WS -t mite* 0,00 0.40 U.0O 000 0,00 Ara 'WA fiats Haw li r lirl 0.00 0,00 c 0 tog, 0.00 0.00 2343-OS_t.'&l+ tFON-STORAGE .::td -4 n I itrh 4.35.48_ Calm 21M23,40.00 PM STAGE -DISCHARGE SONG OF THE OUTLET CU LET (INLET vs, OUTLET' CONTROL,' 1'-I " AILW ,T . EFFECTS) 1 Project SInplayr RV Park = CULVERT 2 DETEIG11011 POND QUTLET CULVERT _ - Ia.In ID: &van& Plot asp 5081.30 5080.80 508.30 5079.80 5079.34) 5078.849 507830 5077..80 50T7.30 5076.80 0.00 STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT RT 0.01 0.01 0:02 0.02 0.0 0.03 Discharge () 0,04 23-fl3r08 DETENTION STORAGE uL- katai L ioAA_'2.3S.gtt, CuhThrt 3x'23, 4 DB PWI STAGE -DISCHARGE SIZING OF THE SPILLWAY Project_ BIN Malt RV PARK Basin ID: DETEN-noN POND SPILLWAY mum cumr Eittaivninformation {LW): Bottom Length of Weir Angie of Sick Slope Weir EIr: for Weir Crest . for Reotangular Weir Caere. for Trapezoidal Weir L= Angle = EL Crest = .- 20.00 4.0 5,079.75 a! 60 2! Vittatei Surface Bevation ft forked G Feel. Wei- Flowerate cfs (output) Triangle Weir Rowrate cft (qutput) Total Spillway Release tis Vcautpii t) Total grid Release cfs J pj_l) 5076.80 0.00 0.00 0_0011 0.005077.00 --_Q. 00 0.0 0.01 0.00 0 5077,50 0,00 0.00 0.00 0.00 5078.00 0.00 a % 0.00 0.0! 5078..50 0.00 (IOU a,OD 0t0i _ _0 0.02 r 0..432 0.03 5080,50 7_91 5080.75 'I + 0. ') 1 '18 #NiA t t al lA #NrA {" ## A y fiNIA #ilA #NIA J A MA Fr 'S� lMM'��YYY #I I # t 1 !1 #NIA #1 T A i a #NIA MA,�,( j��,� �� p JyIIyy ##N/AY #t�y11'A� #rsirA # �A IV. illsmay 37I .1-1. I7 I Y"i #MA tairA , LT'i 7l" A #I"#MA #t A. *NIA <<<<<<<< almaaa 7TJ'71'A #IfYY 4. Y9i`I.i11'1�t #1141A MIA #NpTA Pf 1 w �rr"Y iIffsb' f� IA/A u1 IT7 Ii/�'dy7. #y�'`,r',iJ'LIbY t,ty/ q jll`Nit�yi }# d1"N�„'�p'" 14 1 IA if if NM U A 1. Ac A. errN A II #i fAtINUA*NIA # ' AMNIA lF.1 '! A A 1'If'.1 'i *#N/A '#1�t�',Y�' A OPNA #NIA I #I' A +f�'. AffiVA •' Yt #NIA #tWA AIWA MIA A *WA tY #NIA .#tV 7MS1 �4tA N sfi �'i ._/ *NIA att fifil'A MA MA #P4'A feet degrees feet 23,03- OB_DETENTIONSTOI QEsr detentb11_ ..35.xis, Spit ' 3/9/23s 3:09 PM STAGE -DISCHARGE 'YiN OF THE SPILLWAY Project BINGLEYRV PARK Basin I DI DETENTION P OND $P1L WAY pp STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Stage (feet, elev.) 0 5000 5080 5070 5060 5050 0 5030 5020 5010 5000 Storage (AaF :) 0.2 0.4 0.6 0 10 12 4 r Pond Discharge (cis) 1 IDEPKINRACP 74%0NS3/47 MCAILPICLIF 1.2 14 23-OS-O82a-cia-es_DETENT1ON STORAGE _ud-detentionr '3l.xIs, pill y 319123r 3:09 PM Landscape and Screening Plan (Zeroscape) ri - K -;' ; ,rlea • , It b II • aginnir- i t T - P• n I -- gists' •bpi .....� -- -11 L -I - C- L- a 1 it 4- J l f a _ s ..c—.. *. f (1't{ 4T II I I R tor Trash -7 1 T U • Y t[T !1••7 s YE{ *IC Imams I F T T •1/ M 1a -1 1 1 C • F or A It Fence/Screen Gravel No Water Shrubs Trash ELECTRICAL SPECIFICATION I. A 80 5 .1 BE ME REDO KCORONICC NTS OF THETH ELLAILS7 OT OF DM DF➢ERCL/STAIEAOCA. CODES. NIWumnrl BU ENSO CODE HAMNO [lSOISU1 DRAMAGS SAE ONAIMMNC CWY. MR. IAD INSOC1 ALL TCOURD JUNCTION ems PURL BOXES. SOFICE/FICESPED FIRINGS. S.FCCO, B ��BODIOUI ES.SU WCTR EOICCHS MORSS. HARDWARE ACCE55 . EEC. REWIRED TOR A COMPLETE AND WORWORKINGELECTRIMI.MOOR 1 ELECIRCAL M. IX CNN. CONTRACTOR LI CI CLAWS Na SOUR ,COGS ORION f SALT MS.. NL ODaA 10.10[5 BEFORE Of x5 4. OETICV. CONINNESN SNIa 001An AM PAY F. ALL PNPNIS AMC R. PAY ALL SAM REALM TO M PGOt1ATCN OF ... 0. PROVER SPECK SYSTEM EMINENT. COUPON NR LAO Dean seam W WER CTHE PORSCR 0 J005, PO. ONE -LINE NSA 5, BLOCK OPN6, CIA 5.1EWIPMEM, COMPOVdT9 AB MACES ICE INDICATED ON THE ROOK PLR.E WAWA OSLO aOCM CAf.WM5 MNEMFA OR NOT ). IM ELELIWUL COMIRKIOU SHNI PRUNE WEOC NO CONOUT TO Ill EgCA6nT REONUIC ELECTRON CCNNECMNS BONE RONG-W°our IF SE JAM.'. DO. OTION 'ER EILCOf IRCAL . REREgpRB 1O B ST.F.D /MTLET MYffi Na KCESSIMEMCOLO. OROTC.. INSIDE MS, CORNLTOR SHALL NRN. NO INSTALL ADRSS COON TO MHC M AINCTMX BOXES OR REOWUL EQUIPMENTIONS. 5§BIE e. ALL �uIPMEI SX.NL DE UXFmxRTTER5 VBOMTON N ) usgr AT WARM NL LINIMENT SHUL BE NEW LAN N. I¢ EWOW IN IRO FCCESEOPoES SMRC UI ED YET L EG NEED AND CODNpM AN YAM 0MER CO6. NNUSI IOCAIIOS TO SALT . CO CAL CRAM. . F MINT T MACE a REQUIRED BY M KEG M WINFNNRFR, AND IPRILIOE Wf6. E. 5REFER 505110 ...CAL RECEPM FOR AR 2 LOCATION OF MFOI.MCM EGURTOIT. IR. D100TT Y 15005.CE OOT SERE RUMN HI K ALL .EOLAVSN CR ENT. MD EOMPDO. IS AECRmOT 505 55 ED ON AND 510 ST REOERS FOR TOT01'N LIDOTCM. MFCWNCN EWPEIEM. M N SHALL WOW. MD OILER ID TILE AT NEB OF ON EOIN5CR TINS CO IN THE CWIR15 OOWMFIER IM N DCCCI 5 IS MOMENT05105SHALL ONN1W¢Y BE TINTS. TO 0 11015 5X N M ENGINEER O M CON UIT AN PROVE EMPTIER T DORM THAN PO IS EPBn10 A THE 00CC.CT DIT AND 0 OHANGS IS T NO A N M MRAO, COHORT AND CIRCUIT BGFNEIb. THEN HE MOIL PRUNE M NWRED NNaNC. CONDMI AND CY MESS B.AOTHER N NO NmIOBL CON. M. M TN O BY LNE NOTED AS LmIPN W 9Y OIHBG' OR Me. ILL KC. DOVES N0 FDIVPMONf TAE CO AHD SWEL BE NN®LED AND xTTR.AL t 10. RACEWAYS S EAI ED NEIRRN WIRE FOR ALL MASONRY CMIS t BE EMT. FOEO A WHORED OR SEVERE P WALLS ANALDAMAGE BE M AMC: IN YIO MONIED MASONRY WALLS NIT TEEN RATINGS EQUPMENTBSSEOUL BBE UOOOOCEVAY �BTIMIT R X 70 SISUE METALLIC CONB DUKE CO�INM5 INB CONTACT WIBµBARE ORMSHALL LEBNS0BCTLENBILO ALL. I]. ALL O5 ASS DCCEN Q CONCWI NLCC. POSSE 16 MU NVP M S. WI PKIll6 OR PBEpOOAM IB you. cam SRBICNfds (CDWMNS. xO6I5. NOTCH BERG, ITC.) FOR. PRONOC H.SCC OPE BRANDS FOR HEATING. NR COWER SE REFROEUE.S EMNME R CSERC EEE SLTNDED BY 55 MAVUFNTUR[A 20. PROVIDE RECEPTCLES, Gil RECEPDLLTES, SPEC. PURPOSE RECEPTACLES AND SWITCHES OF ONE MINUFNTURER. PROMOS CONAER.L GLADE DIMMERS FOR CIRCUITS INDICATED. STAB -IN CONNECTION WILL NOT BE APPROVED. SEE ARTHICCNRN DRAWINGS FOR HAS LING ANON OSS RICH LO OWNEARSSM�RAR o. p�H-IDM„RR I.� OUTLETS DENCl5LE. SPECIAL BBi.C9E UNPT.E AND SWITCH TAMED. UNTA ED. MNMNN ACA MM.. HEIGHTS AND REWREAIENTS UNLESS SPECOICALLY DIRECTED ODOM . ]I. PANELED.. NO DICLOSURE. BUSS�OU DS. ES SHALL BE IIF ISm.NER GROUND BUS. ANDCNEUTILLL BARS AS REOUNED. RE COMPLETE W. PROTECT. DEVICES, 21 PROWOE NTILE LU LO NRO. PFNEIMPONS O FLOGS NO FRE RATED MALLS WM. M FINE ULOMANCE RAMC O MC MOMS LAID WALLS NSTNL TL LGIE0 Ng61O4W1 WTEI C N NCRONCE NH M MANTACILIRA'S RECONENBATONS ANC ULAN REOUREMORS emu mUMM Srcuro NG tow UMIIED TO ME MW) ARL AMMO BY M AEC.. CONTRACT. BUT INSTALLED, ]O AND COMM. BY M DIORL4 CONOKIO. 0.71XX R nM MECHNI . CONTRACTOR. PROVIDE PO. TO DUCT CCM.. WHINE PIES NT. 25. CI PROVER EN.VVEDN O. FOR ll ELECT.. MOMENT, OW.. BUT NOT NOTED TO. PALEN STARTERS. MCON.ECS, TRE110L5, ACCA SAITOMCM S. SSTSS T, AND TON... xa B.DOECBBAX,5 REOBBOSiA. BY NECABOR A5IDRB'SRE00.1.0B8vB�BRE WI OR ODE AVANDO BOIAICRFA.BO SNOT R2 MNBBOWBUMRUINGCONDUIT TENSOG OF M DC S OR CARL CA. POLIX ICUINE D.RABIIBBB. AND P.MEl SONLY F. SI CONDUIT. THE C. SOULES n I.7 OR IBROR Senor CH S. DLRE SC p W THILL CCM. E RC. PUY.DE R. ETH 5114 58. PROVIDE GROUNDNG AND BONDNG OF ALL METALLC MEW. BOXES, TROUGH. INREGNS. OENGS AND EWRMHT IN NCORONCE MTH M NEC. 29. INST. AU..DEWS AND =PRETO ACCORD. TO M MANUFNNRERS REOPIMEAMTEM N0 O'S REOMRBRENS. 30. OPFA eEIOUIINBM'IAI MM. SI FS N EO TO ED AT LOCATIONS STON On CO.. PiorelE ALL MOSSO,. FOR A WMRRE NA ELECTRICAL LEGEND M0UMMIC NEMO A / NIP MARE NF ANLI CU INT CT IAN 0• (E) EF EN EXP GD GFI HO HP HUE COUNTER ANNES ED ROOK MOW COUR. GM M. AR HINDU. LPN FORT CARR. CAP.TY .TANW MOUT COPRA CRON WRITER TONSFOOER DRYER COMASHER EXISTING ISOONT EMERGEN. MARK COOLER PRC6 OO. DISPOSER DiCuND FAULT INTERRUPTER MOP IAN OVAL Pn FOG CO VA • RP 15H MAN COMM. PNBLBOARD W\xlE ATICFIGURE OVEN MARL ROSE REFIRGETOTOR MACE ROOF TOP LINDADDROUCO COLT -..1 somas MORN. OUR ...PROOF Gil WOMERPRODF WNW. ORA. WINER s' 0 SCORCH x -MN 540. OWMFA MCRMN OVER.D SM. POSH BUTTON SHOE PUSH• PROID RO CELL OK. iq WALL-SOUNRO STITCH. OM SENSOR ® COLIC MID OCCUPANCY SENSOR B MAD RECEPW]E i SIC CURE RECEPTACLE • �HIIISSX REEPSOSE 113 R MOUNTED RECEPTACLE 9 EWNOIED DURR. ON RFCEPVO.E OF CURE( I93 MU. MOUNTED REOPTAOE R SPECIAL PURPOSE RECENAOE • WALL MOWED ME.. OMIT • 1FLERC. CAPLET • IAEPMNE/DATA OUTLET • ORAL N OUTLET O RECESSED OWN FITNR[ • 51RRFNE Mk. FIXTURE 9 PENDANT xM MITRE 4- - WALL YGORED FIMXE INREMOD En rsi E0 ❑Ofl • rj DO co m BARROOM ON//UCHT COMM RECESSED FIXTURE SURD. FIXTURE PINE MOUNTED OMIE TR. MC.. EDFLAME ELAT.YmN. BNLSE0 MOE MOIRE. FIXTURE DIG RCURE JUNCIIMI BOX MOTOR STARTER W CO T.OR mooR ASTROCMCN ma am 0/ AMOUR MpiORIED OwPA NSEO DGCOXNEDi OLIN MEM3 TRNNSFORMER i9E SNOXE SNP® PNIEUTI. SHORT CIRCUIT CALCULATIONS FAULT AVALOLE I CABLE FAULT SOURCE FAULT E NO. LENGTH FAULT POINT FAULT LOCATOR POINT CURRENT (VOLTS) I SETS WRRE SOE CVALUE FT) PTNSW 1 M NC PONT FD TRANSFORMER 14,000 14,500 FO F1 METER FO 14,800 240 1 02 3713 250 1PH 0304 0.107 1,591 F1 F2 PANEL'A. F1 1591 240 1 02 3713 S 1PH 0018 0982 1,503 F2 C= CABLE CONDUCTANCE FACTOR Vs=TRANSFORMER SECONDARYLNE TO LNEVOLTAGE E= NNE TO LIVE VOLTAGE Z=TRANSFORMER IMPEDANCE Vp=TRANSFORMER PRIMARY LNE TO LNE VOLTAGE LALENGTH OF CABLE MG= 5NORT GROUT CURRENT M=14148 La=VPAMX SONS 1=1832 4 Lo 84/(C•48(E) NOTE SHOP CIRCUIT CALCINAIMNS WERE PERFORMED MEUM A 50 MVA TRWSFBRLER .1 TAX IMPOTENCE COUNTY APPLICABLE CODES: ]m0 NATIONAL ILEX. L WOE 20171 MINAroN.1l ENERGY CON ERVNXN CODE OONE -LINE DIAGRAM MAIL. FEEDER SCHEDULE sos 131350 OM N. DC 31350 OXL N 1.20 3T m 1311 AMC N IREG 1-I/.T O LL LL < Oa. 113 w z J W Z K o w J w E1.0 eaxo srsTa GoulNo rQ GWNDINO WE INSDE BOND SrsfEB GROUND TO FOUNDATION REBAR 8' (TTP.) 2.-B ON PARADE LOT) REQUIR• ED TO DAT STAND 90 DS BASED PCEPPWSti NWNINARE PRO, AREA OPOLE BASE DETAIL SCAE xR POLE BOOSTED WUINNRE (SEE STE PL]N h FUTURE SCI) POLL - REFEO TO FIYTURE SCHEDULE HAND ROLE STUB CONDUIT O' ABOVE CONCRETE. DORM GROUND TARES TOGETHER AT POLE vERPLAIE (BV POLE MFR.) BASE PLATE (BT POLE MFR.) 1B' OA CONCRETE POLE BASE (TAP. FOR ALL AT POLES) FN. GAGE h PAVNG CR LANDSCAPE (ATB SET) sv"s°¢u°EASwr°roo REWIRED REWIRED BURIAL DEPTH SITE PLAN KEY NOTES OO I. NYTV METER AND PANEL TA, SEE ONE -ONE MORA& 1 WH00REO Rv PEDESTAL. SD/L0/]0. CEIWSTTPS G EOM. SEE BETEL I. EE0 1 CONWCTG SCE INCATO FORGE VOLTADROP. ALL RV PEDESTAL CIRCUITS BEYOND THIS PEDESTAL TO BE SOLAR (STIES A. PROPOSED TLWSECWEA S UGH,. FIXTURES ONE ALBOAR TA HAW NS/DEL- DienuNG ERATON. 2-20. NOTATING LMOTE N NOES ETE BE SET TO BE AT SOIL UNTILOTHAT SENSE MOTION. ORIENT DETECTORS TOWARDS B. LIGHTING CONTACTOR. I NTERNATC ETIT]SC G Eau, C. WELL PLYP. GENERAL NOTES I. PCE SHALL BE ]O, e' ROUND POLE CCLOR By ENONEER. 6Z CVO A1Nf100 01]/A a go €i zo 88E s Fg O 891 Fq zzO O^'+ E 2` O m6 5 W An REVISIONS E2 0 a z m� ° BINGLEY PIERCE. COLORADO PHOTOMETRIC PLAN SEC SORENSEN ENGINEERING & CONSTRUCTION, INC CIVIL /ENVIRONMENTAL ENGINEERING ISO1 OEAR COURT FORT COLLINS, CO 86515 PHONE:9105BOASTS Peul®Becengnemi a., Liman .aOlllMeLED itolt At tame it Puna,Oa,aM•lED Lash AwdC." •t•LtW lumatk Prev•a0••:•NaLLO a•.•A,• •. •••r •••.r'gryt IMAM .r•.•a r.«•.• '..+r-<... .. •/srRK land. WrY -_ ••y1••• is. rsat •M •l M•. r_._u -w •.•w Mar FA SOWS •r•-a••a. Aar _.. r C .a p IS 44 fli _ X21 •�I 4 Ili C.... _.-. Rs. 14- I i _, P 1 tx `-.� 4 �..i.•. Sr S•?.- •�•• •. as CI( rern 12:. , `.J �l PPaMSQtaGaMLtAf Ww T`� =ID �• �.�S �rSi..•tsw+•as rWr •rr..+r. L• 4_f' ArM/CiOteaS=-7--....,....... Ley.- �y lT� r�•r�Wwwvw FS.�r .. ilea._ l�1 • •":. - - i x {' lJ�-tip 'r—��r/(�� ^t r- .w..la..ral L. tza.--...b.-7...1142a. tit t • III/aft Nil • I ' e......, t astnaa .•--a...•ra.I M••••••/WR• 4 ad (A•�• Ylw _..• N ■ • _, ••... • r•�♦rw�Oast ~• tgi �Illel Tfl�=•.._w_�_•'•' w�i" w1.•� "^ Mar • So teolemem„ • !_JI tt�r •_..w._�.-.•.-. ,...- !-•TT. 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Acssorts and Parts RI 1?AC 12562 IDPaTI paGaa•TOf •OO It aat•E5 -.. _ COMTfaa FS • NSW •melee ••• Wet melee l• Awe COMMA IET11[K. FY !Ma ET1tflC, flea MIMIC AND t tet/lCJt) 0_M•• son • eve •••• VA IOW an w' may M r as me. a es... Oa•' •• .an M•4T-••W-• •ant Seer aa.-g m• unmans Wiwi •. .! O.r r ti se •.•rens ••a ew- 0 • ® L ' aI_ • Apia - t• - 14SI Dora F NEW*, .. - — . e.- __.r•_. -_.I..4 a'••V v Meer (NO) 1J°f Rumba of Cecuns t rot to%NC. eO Hi I.. 14014C IC Mt rs - •.w• •w -._•._-.r area A ran H _ 0A►•00 te v PAPRI •• tgetr C3 1 �•. ilia• • °NAL F FORT COLLINS CO 805)5 D+ -ONE 970 590-1579 1 DaiAtasecenpixerwp net U - W - REVISIONS ISSUANCES E3.1 SNGLEY RV PARK SERVICE SIZE 1114ITS lc 551TN 21,11702 12.000 TOTAL VA 120.000 MITE, OEMAMO FACTOR 021 VA AREAM00n0 YOUSE 31000 VA 0MER 10002 VA WAN1505 3000VA I GENERAL CROAT ISCONA 2 HEATE0. 6000 1550014 TOTAL BEAVSE OF14410L040 VOLTAO51VE EEO SERE Oxnn Vs PHASE:1 PHOTOCELL MOUNTED Q4 ROOF OPYNEM EAST. PROVVIE 120VOLT CamOL CGL 7 -DAY !ELECTRONIC DMER: NTERMADC ETT]S0 OR MA. O2 LIGHTING CONTROL DETAIL SEAL NTS 95 O 1 RV PEDESTAL DETAIL 5C44F. I.I•.p NOTE: PECES1A1 SHOPE 8 AGE 4014U132PS. SUSAN 80/30/20 N PED[5154 NIL BE ILDEPTED. PANEL A TYPE NEMA3R VOLTAGE 240 MTG SURFACE PHASE 1 AC 10.000 WRES 3 LARGEST MOTOR 1500 VA RATING 400A MAN LUG CAT DESCRIPTCN BKR CKT Ll L2 CKT BKR RV SPACE IN 50528 1 4800 - 50A2P RV SPACE 41 4800 - 2 3 - 4800 - 4800 4 RV SPACE 07 50A2P 5 4800 - 50A2P RV5PACE42 4800 - 0 2 - 4000 - 4800 8 RV SPACE 08 SOA2P 9 4800 - 50A2P RV SPACE 43 4800 10 1 - 4800 - 4800 12 RV SPACE 40 50A2P 13 4830 - 50A2P RV SPACETI4 4800 14 15 - 4800 4800 4800 18 RV SPACE RIO 5082P 17 50A2P RV SPACE 45 4500 18 10 - 4800 4000 20 SITE UGHTNG 20A1P 21 800 - 20A1P _ _ WASHER 1500 22 DRYER _ 30A2P 23 - 2500 20A1P WASHER 1500 24 25 2500 - 20A1P . BATH LTG, REC _ IGFC0 20 DRYER 30A2P 27 - 2500 15A1P LIGHTING CONTACTOR 29 __ - 100 28 2500 - 20A1P WELL PUMP . 1140 30 HEATER 41 20A2P 31_ - 1250 _. . 32 33 1250 - HEATER 42 20A2P 35 - 1250 37 1250 38 38 - d0 at - 42 TOTALVO TAWS: 58940 57100 TOTAL CONEECTED LOAD: 11804➢ DP VA 484 PAPS TOTALDEMANDLOAD DFA III LIGHTING 800 125 N 1000 (2) RECEPTACLES 101000 105N.5 55500 (3) MOTORS 1140 1511 4515 (4)KITCHEN2 CHEN 0 085 0 151 CONT. RECEPT 100 1 100 (e) ELECTRIC HEAT 5000 I5000 (7)WATER HEAT 0 I 0 TOTALS MOM 66115 233 MPS BINGLEY SITE SITE LUMINAIRE SCHEDULE PLAN MAPK A10UNTWG _ DESCRIPTION MAMIFACTURERAND CATALOG NUMBER VOLTAGE NO.OF LAMPS LAMP TYPE REMARKS Al - POLE 20 POLE 14¢AD L1IAWRK PRV.PPAIC.T304AT4WSA43Z 120 1 72WLED TYPE MINCE DISTRBUTON. BRONZE FINISH, 0184 151, 40805 A2 POLE 20. POLE 14PAD LUMARK PRWP-PAIC-T304FTZUSA.BZ 120 1 T2WLED TYPE IROADWAYDISTRISUTOµ BRONZE FINISH, 5445LM, 4000K B BOLLARD 00VLNLOHT UGHTVAY TUSBSiE0L1A2.WtLEG.WP 120 1 OW LEO BOLLARD FIXTURE WITH 3' CEDAR POST. YET LOCATOR SCHEDULES, DETAILS REVISIONS TUSB LED Construction: • Steel housing and chassis • Bottom lens is clear tempered glass Post: • (WP) Select tight knotted cedar direct burial post standard. Comes 4x6x60" allowing field to define • (SP) Optional 4"sq steel post 36"tall with square flange base, cover and anchor bolts. Light Source: • LED • Dimming to 10% Included Notes: • Optional Photocell - (21) specify voltage 120v or 277v • Dark Sky compliant • UL and CUL listed WET location • 5 -Year Warranty on LED Components • Companion Wall Fixture - TUSW TUSB-8 Height - 7" Width - 8 1/4" Depth - 8 %" Type: Job Name: J DIMMABLE S ORDERING INFORMATION Example: TUSB-8-LED-01 A-4-W2-CEG-WP-21-O1 TUSE Size LED Source Energy Watts Lumens Dimming Star 8 -LED O1A 6 800 0-10v NO O2A 12 1600 0-10v NO i 1 Kelvin IWPI Finish 2 3000K B1 Satin Black 44000K B2 Text Black Z1 Satin Bronze Z3 Text Bronze W1 Yolk White W2 Gloss White T4 Shimmer Gray M13 Anod Silver T6 Pewter W13 Pearl Beige Optional 3 3500K Optional (See Price List) M17 Brass Powder M16 Antique Brass P2 Brushed Alum P9 Brushed Nickel IDiffuser i _ CEG Clear Tempered Glass Options WP Cedar Post (Standard) SP Steel Post (Optional See Price list) Finish to match fixture DIM LED dimming driver (0-10v) Dimming to 10% (Included) 42 All Aluminum Construction 21 Photocell - See Notes -01 120 volt -02 277 volt ES Energy Star listed components 90CRI Consult Factory * * * REC0VERY.G0V %V' 28435 Industry Drive., Valencia, California 91355 West Coast Sales: 800-325-4448 /661-257-0286 • fax 800-323-2346 /661-257-0201 East Coast Sales: 866-350-0991 • fax 866-490-5754 www.lightwayind.com • sales@lightwayind.com (LiohtwcY) Revision: 12/21/2019 Prevail Prevail Petite Prevail XL Prevail Maxx • Ordering Information page 2 • Mounting Details page 3, 4 • Optical Configurations pages • Product Specifications pages • Energy and Performance Data page 6,7 • Control Options page 8 • Direct -mounted discrete light engine for improved optical uniformity and visual comfort • Lumen packages range from 4,300 - 68,000 nominal lumens (30W - 550W) • Replaces 70W up to 1,000W HID equivalents • Efficacies up to 157 lumens per watt • Standard universal quick mount arm with universal drill pattern Dimensional Details Prevail Petite Prevail XL 13-15/16" [354m m] Prevail 13-15/16" [354mm] J 2-3/4" [70mm] 15-1/4" _ [386mm] 2 3/4" [70mm] 20-7/8" _ [531 mm] 6-1 5/1 6" [177mm] 26-13/16" [681 mm] 17-7/8" [454mm] 6-15/16" [177mm] NOTES: 1. Visit https://www.designlights.org/search/ to confirm qualification. Not all product variations are DLC qualified. 2. IDA Certified for 3000K CCT and warmer only. Prevail Maxx Lumark Prevail Discrete LED Area / Site Luminaire Product Features LumenSafe Technology Product Certifications l RoHS COMPLIANT I SKY APPram*m 1 2 GLIZZIND 1 CLASS A CAN ICES -005 Connected Systems • WaveLinx 3-11/16" [94mm] 22-7/8" [581 mm] 39-5/8" [1006mm] 41-3/8" 1051 mm 7-1/8" [180mm] 7-1/16" 180mm Go COOPER Lighting Solutions PS500005EN page 1 January 30, 2023 1:18 PM Lumark Prevail Discrete LED Ordering Information SAMPLE NUMBER: PRV-XL-PA4B-740-U-T4W-BZ Product Family 1.2 Light Engine Color Vottag Distribution Mounting Finish - C•nfi,u i•n Drive Current' Temperature(Included) • PRV-P=Prevail Petite BAA-PRV-P=Prevail American Act Compliant TAA-PRV-P=Prevail Agreements Act Compliant Petite BAA Buy 3 Petite TAA Trade 3 PA1=1 Panel, 24 LED Rectangle A=400mA Nominal B=700mA Nominal C=950mA Nominal D=1200mA Nominal 740=70CRI, 4000K 730=70CRI, 3000K 750=70CR1, 5000K U=Universal, 120-277V H=High Voltage, 347-480V 9=347V 8=480V 5 DV=DuraVolt, 277-480V 5,6 AP=Grey BZ=Bronze BK=Black DP=Dark Platinum GM=Graphite Metallic WH=White T2R=Type II Roadway T2U=Type II Urban T3=Type III T4W=Type IV Wide 5WQ=Type V Square Wide SA=QM Arm MA=QM FMA=Fixed WM=QM ADJA-WM= Arm ADJA=Adjustable Pole ADDS=Adjustable - Slipfitter, tenon30 SP2=Adjustable Slipfitter, tenon Standard Mast Wall — Wall Mount 3° 3" 2 3/8" 30 Versatile Arm Mast Arm 28 Mount Arm Adjustable Mount 30 Arm — Arm vertical Arm — vertical PRV=Prevail BAA-PRV=Prevail BAA Buy American Act Compliant 3 TAA-PRV=Prevail TAA Trade Agreements Act Compliant 3 PA1=1 Panel, 24 LED Rectangle PA2=2 Panels, 48 LED Rectangles A=700mA Nominal B=950mA Nominal PRV-XL=PRV XL BAA-PRV-XL=Prevail XL BAA Buy American Act Compliant 3 TAA-PRV-XL=Prevail XL TAA Trade Agreements Act Compliant 3 PA3=3 Panels, 72 LED Rectangles PA4=4 Panels, 96 LED Rectangles A=750mA Nominal B=950mA Nominal PRV-M=Prevail Maxx BAA-PRV-M=Prevail Maxx BAA Buy American Act Compliant 3 TAA-PRV-M=Prevail Maxx TAA Trade Agreements Act Compliant 3 PA6= 6 Panels, 144 LED Rectangles A=600mA Nominal B=800mA Nominal C=1000mA Nominal D=1200mA Nominal 10K=10kV UL 1449 Fused Surge Protective Device 20MSP=20kV MOV Surge Protective Device 20K=20kV UL 1449 Fused Surge Protective Device L90=Optics Rotated 90° Left R90=Optics Rotated 90° Right CC=Coastal Construction finish 31 HSS=House Side Shield (Factory Installed) 7 HA=50°C High Ambient Temperature PR=NEMA 3 -PIN Twistlock Photocontrol Receptacle 10 PR7=NEMA 7 -PIN Twistlock Photocontrol Receptacle 10 MS/DIM-L08=Motion Sensor for Dimming Operation, Up to 8' Mounting Height 11,12,13,28 MS/DIM-L20=Motion Sensor for Dimming Operation, 9' - 20' Mounting Height 11' 12,22,13 MS/DIM-L40=Motion Sensor for Dimming Operation, 21' - 40' Mounting Height 7112,13 SPB1=Motion Sensor for Dimming Operation, BLE Interface, Up to 8' Mounting Height 11,14,22,28 SPB2=Motion Sensor for Dimming Operation, BLE Interface, 8' - 20' Mounting Height 1114,22 SPB4=Motion Sensor for Dimming Operation, BLE Interface, 21' - 40' Mounting Height 11,14 ZW=Wavelinx-enabled 4 -PIN Twistlock Receptacle 71' 72 ZD=DALI-enabled 4 -PIN Twistlock Receptacle 11,12 ZW-SWPD4XX=Wavelinx Pro, Dimming Motion and Daylight, WAC Programmable, 7' -15' Mounting Height 11, 12, 15, 16, 17, 22, 28 ZW-SWPD5XX=Wavelinx Pro, Dimming Motion and Daylight, WAC Programmable, 15' - 40' Mounting Height 11,12,15,16,17 ZD-SWPD4XX=Wavelinx Pro, SR Driver, Dimming Motion and Daylight, 7' - 15' Mounting Height 11, 12, 15, 16, 17, 22,28 ZD-SWPD5XX=Wavelinx Pro, SR Driver, Dimming Motion and Daylight, 15' - 40' Mounting Height 11,12,15,16,17 (See Table Below)=LumenSafe Integrated Network Security Cameral'," PRVWM-XX=Wall Mount Kit 22 PRV-ADJA-XX=Adjustable Arm - Pole Mount Kit 22 PRV-ADJS-XX=Adjustable Arm - Slipfitter Kit 22 PRV-ADJA-WM-XX=Adjustable Arm - Wall Mount Kit 22 PRVXLSA-XX=Standard Arm Mounting Kit 29 PRVXLMA-XX=Mast Arm Mounting Kit 29 PRVXLWM-XX=Wall Mount Kit 29 PRV-XL-ADJA-XX=Adjustable Arm - Pole Mount Kit 29 PRV-XL-ADJA-WM-XX=Adjustable Arm - Slipfitter Kit 29 PRV-XL-ADJS-XX=Adjustable Arm - Wall Mount Kit 29 PRV-M-ADJA-XX=Adjustable Arm - Pole Mount Kit 28 PRV-M-ADJS-XX=Adjustable Arm - Slipfitter Kit28 PRV-M-ADJA-WM-XX=Adjustable Arm - Wall Mount Kit 28 MA1010-XX=Single Tenon Adapter for 3-1/2" O.D. Tenon MA1011-XX=2@180°Tenon Adapter for 3-1/2" O.D. Tenon MA1017-XX=Single Tenon Adapter for 2-3/8" O.D. Tenon MA1018-XX=2@180° Tenon Adapter for 2-3/8" O.D. Tenon PRV/DIS-FDV=Full Drop Visor 23 PRVXL/DIS-FDV=Full Drop Visor 18 HSS-VP=House Side Shield Kit, Vertical Panel7'24 HSS-HP=House Side Shield Kit, Horizontal Panel 7, 24 PDS-S= Panel Drop Shield, Short PDS-L= Panel Drop Shield, Long OA/RA1013=Photocontrol Shorting Cap OA/RA1014=NEMA Photocontrol - 120V OA/RA1016=NEMA Photocontrol - Multi -Tap 105-285V OA/RA1201=NEMA Photocontrol - 347V OA/RA1027=NEMA Photocontrol - 480V FSIR-100=Wireless Configuration Tool for Occupancy Sensor 25 WOLC-7P-10A=WaveLinx Outdoor Control Module (7 -PIN) 27 SWPD4-XX=WaveLinx Wireless Sensor, 7' - 15' Mounting Height 15, 16, 17, 26 SWPD5-XX=WaveLinx Wireless Sensor, 15' -40' Mounting Height 15, 16, 17, 26 NOTES: 1. DesignLights Consortium® Qualified. Refer to www.designlights.orq Qualified Products List under Family Models for details. 2. Customer is responsible for engineering analysis to confirm pole and fixture compatibility for applications. Refer to installation instructions and pole white paper WP513001 EN for additional support information. 3. Only product configurations with these designated prefixes are built to be compliant with the Buy American Act of 1933 (BAA) or Trade Agreements Act of 1979 (TAA), respectively. Please refer to DOMESTIC PREFERENCES website for more information. Components shipped separately may be separately analyzed under domestic preference requirements. 4. Nominal drive currents shown here. For actual drive current by configuration, refer to Power and Lumens tables. 5. 480V not to be used with ungrounded or impedance grounded systems. 6. DuraVolt drivers feature added protection from power quality issues such as loss of neutral, transients and voltage fluctuations. Visit www.signify.com/duravolt for more information. 7. House Side Shield not for use with 5WQ distribution. 8. Not available with PAID light engine in Petite housing (PRV-P). 10. If High Voltage (H) or DuraVolt (DV) is specified, use a photocontrol that matches the input voltage used. 11. Controls system is not available in combination with a photocontrol receptacle (PR or PR7) or another controls system (MS, SPB, ZD, or ZW). 12. Option not available with High Voltage (H) or DuraVolt (DV). Must specify Universal (U), 347V (9), or 480V (8) voltage. 13. Utilizes the Wattstopper sensor FSP-211. Sensor color white unless specified otherwise via PDR. To field -configure, order FSIR-100 accessory separately. 14. Utilizes the Wattstopper sensor FSP-3XX series. Sensor color determined by product finish. See Sensor Color Reference Table. Field -configures via mobile application. See Controls section for details. 15. Sensor passive infrared (PIR) may be overly sensitive when operating below -20°C (-4°F). 16. In order for the device to be field -configurable, requires WAC Gateway components WAC-PoE and WPOE-120 in appropriate quantities. Only compatible with WaveLinx system and software and requires system components to be installed for operation. See website for more Wavelinx application information. 17. Replace XX with sensor color (WH, BZ or BK). 18. Only available in PRV-XL configurations. 19. Not available with High Voltage (H, DV, 8 or 9) or HA options. Consult LumenSafe system product pages for additional details and compatability information. 20. Replace XX with paint color. 21. For BAA or TAA requirements, Accessories sold separately will be separately analyzed under domestic preference requirements. Consult factory for further information. 22. Not for use with PRV-XL or PRV-M configurations. 23. Only for use with PRV. Not applicable to PRV-M, PRV-XL, or PRV-P. 24. Must order one per optic/LED when ordering as a field -installable accessory (1, 2, 3, 4, or 6). Refer to House Side Shield reference table for details. 25. This tool enables adjustment to Motion Sensor (MS) parameters including high and low modes, sensitivity, time delay, cutoff and more. Consult your lighting representative for more information. 26. Requires 4 -PIN twistlock receptacle option (ZD or ZW) option. 27. Requires 7 -PIN NEMA twistlock photocontrol receptacle (PR7) option. The WOLC-7 cannot be used in conjunction with other controls systems (MS, ZD, ZW or LWR). Only for use at 120-347V. 28.Only available for PRV-M configurations. 29. Only for use with PRV-XL and PRV-M configurations. Not applicable to PRV or PRV-P. 30. Adjustable Arms QM for PRV-P, PRV, PRV-XL; Fixed for PRV-M 31. Coastal construction finish salt spray tested to over 5,000 -hours per ASTM B117, with a scribe rating of 9 per ASTM D1654. LumenSafe Integrated Network Security Camera Technology Options (Add as Suffix) Product Family L=LumenSafe Technology 4 S Lumentiuic iechnolQyy H=Dome Camera, High Res Z=Dome Camera, Remote PTZ C=Cellular, Customer Installed SIM Card A=Cellular, Factory Installed AT&T SIM Card V=Cellular, Factory Installed Verizon SIM Card S=Cellular, Factory Installed Sprint SIM Card E=Ethernet Networking on COOPER Lighting Solutions PS500005EN page 2 January 30, 2023 1:18 PM Prevail Discrete LED Mounting Details SA=QM Pole Mount Arm (PRV & PRV-P) 4-15/16" [125mm] 6-15/16" [177mm] 1-1/4" [32mm] 4-7/8" [124mm] 4" [102mm] 3" -[76mm] 9/16" [15mm] Dia. Hole WM=QM Wall Mount Arm (PRV & PRV-P) 8" [203mm] 2-3/8" [60mm] L5-1/8" [130mm] 6" [152mm] 7-1/8" [181mm] 7/16" [12mm] Dia. Hole MA=QM Mast Arm (PRV & PRV-P) II 6" [153mm] 2-1/2" [64mm] O.D. 3-1/4" [83m m] ADJA=Adjustable Arm Pole Mount (PRV & PRV-P) 3-7/8" [97mm] 1-3/4" [44mm] ADJA-WM=Adjustable Arm Wall Mount (PRV & PRV-P) 7-1/8" [181mm 5-1/8" [130mm] 6" [152mm] 011/32" [11mm] ADJS=Adjustable Slipfitter 3 (PRV & PRV-P) 9-1/8" [231 mm] 4-3/4" J [122mm] 8" [203mm] SA=QM Pole Mount Arm (PRV-XL) 5-11/16" [144mm] r 7-1/8" L, [180mm]1li 1-7/16" [34mm] 4-7/8" [124mm] / 4" [102mm] L 3" [76mm] WM=QM Wall Mount Arm (PRV-XL) L2-7/8" [74m m]- 5" [127mm] 6" [152mm] MA=QM Mast Arm (PRV-XL) 7-13/32" [188mm] 3" [76mm] O.D. 9-16" [15mm] Dia. Hole 7" [178mm] 13/32" [11mm] Dia. Hole ADJA=Adjustable Arm Pole Mount (PRV-XL) 4-3/4" [121 mm] 1-3/4" 4-1/8" [44mm] [104m m] ADJA-WM=Adjustable Arm Wall Mount (PRV-XL) 5-1/8" -[130mm]- 6" [152mm] 7-1/8" [181mm X011/32" [11mm] 12-3/8" [315mm] ADJS=Adjustable Slipfitter 3 (PRV-XL) 8" [203mm] 9-1/8" 1 [231 mm] f /� /` 4-3/4" J [122mm] on COOPER Lighting Solutions PS500005EN page 3 January 30, 2023 1:18 PM Lumark - r r Mounting Details SA=QM Pole Mount Arm (PRV-M) 7-1/8" [180mm] 5-11/16" [144mm] 09/16" [14mm] Dia. Hole 1-3/8" [34mm] 4-7/8" 4" [124mm] [102mm] L.. 3-1/8" 1 [79m m] Versatile Mount System WM=QM Wall Mount Arm (PRV-M) ADJS=Adjustable Slipfitter (PRV-M) L2-7/8" [74m m] 8" [203mm] MA=QM Mast Arm (PRV-M) 6-1/8" [155mm] FMA=Fixed Mast Arm (PRV-M) 6" [152mm] [152mm] DM=Direct Pole Mount Arm (PRV-M) 5" [127mm] 6" 7" [178mm] 07/16" [11 mm] Dia. Hole 3-5/16" [84mm] 4-1/16" [104mm] 5-9/16" [142mm] 5-3/8" [137mm] 1-3/4" I [44mm]I 4-3/4" [121mm [183mm] 7-11 /16" [196mm] 4-13/16" [122mm] 9-1/16" [231 mm] SP2=Adjustable Slipfitter 2-3/8" (PRV-M) \4 10-1/8" [258mm] 3-11/16" [94mm] Lighting Solutions PS500005EN page 4 January 30, 2023 1:18 PM Lumark Mounting Details Mounting Configurations and EPAs NOTE: For 2 PRV's mounted at 90°, requires minimum 3" square or 4" round pole for fixture clearance. For 2 PRV-XL's mounted at 90', requires minimum 4" square or round pole for fixture clearance. Customer is responsible for engineering analysis to confirm pole and fixture compatibility for applications ,-.-=--,� I 1 r mi _ I� -i� ri [ ICIit I lj__ bUL-11 J —�i W; l_ li [iiI9°- Housing Size it Tilt Angle Degrees) Arm Mount Single Arm Mount 2 @ 180° Arm Mount 2 @ 90° Arm Mount 3 @ 90° Arm Mount 4 @ 90° Prevail Petite 0° 0.54 1.08 0.84 1.38 1.38 60° 1.68 1.85 2.42 3.15 3.30 0° 0.92 1.35 1.42 1.63 1.63 Prevail 60° 2.20 2.40 3.05 3.88 4.07 60° + Full Drop Visor 2.20 2.40 3.25 4.28 4.47 Prevail XL 0° 1.12 2.25 2.13 2.52 2.52 60° 3.99 4.30 5.26 6.51 6.79 60° + Full Drop Visor 3.99 4.30 5.59 7.17 7.49 Prevail Maxx 0° 1.28 2.56 1.7 2.69 2.69 60° 5.09 5.52 6.34 7.49 7.81 Optical Configurations PRV P-PA1 X PRV-PA1 X Optical Distributions T2R (Type II Roadway) T211 (Type II Urban) Product Specifications Construction • Single -piece die-cast aluminum housing • Tethered die-cast aluminum door PRV-PA2X 0 0 0e 0 Ia080 See0 '868e a 0 a 0 a 0 a 0 6 ' 6 e` e a 0 e O 'a e 8 Optics • Dark Sky Approved (3000K CCT and warmer only) • Precision molded polycarbonate optics Electrical • -40°C minimum operating temperature • 40°C maximum operating temperature • >.9 power factor • <20% total harmonic distortion • Class 1 electronic drivers have expected life of 100,000 hours with <1% failure rate • 0-10V dimming driver is standard with leads external to the fixture • Standard MOV surge protective device designed to withstand 10kV of transient line surge T3 (Type III) PRV-XL-PA3X 8008 8 e 6 8 9 ea 8 e 9' 8 0 8 8 6 e 6 6 4 sees 8 8 0 8 4606 I's ?e 8 e 9 9 6 6 6 6 T4W (Type IV Wide) PRV-XL-PA4X mmm mmm ry S 0 CD DS VQ• 00 0 .0 .2 m 2e. • m m m m m m m mcia.M,m m ry 9 0 e 0 CD 02 Q+Q. 00 eeeeme m mema C. 600 m0 • 5W4 (Type V Square Wide) • Versatile, patented, standard mount arm accommodates multiple drill patterns ranging from 1-1/2" to 4-7/8" (Type M drilling recommended for new installations) • A knock -out on the standard mounting arm enables round pole mounting • Adjustable pole and wall mount arms adjust in 5° increments from 0° to 60°; Downward facing orientation only (Type N drilling required for ADJA mount) • Adjustable slipfitter arm adjusts in 5° increments from -5° to 85°; Downward facing orientation only • Prevail and Prevail Petite: 3G vibration rated (all arms) • Prevail XL Mast Arm: 3G vibration rated • Prevail XL Standard Arm: 1.5G vibration rated • Adjustable Arms: 1.5G vibration rated PRV-M-PA6X = Distribution with House Side Shield (HSS) = Optical Distribution • Five -stage super TGIC polyester powder coat paint, 2.5 mil nominal thickness • Finish is compliant to 3,000 hour salt spray standard (per ASTM B117) Typical Applications • Parking lots, Walkways, Roadways and Building Areas Shipping Data, • Prevail Petite: 18 lbs. (7.94 kgs.) • Prevail: 20 lbs. (9.09 kgs.) • Prevail XL: 45 lbs. (20.41 kgs.) • Prevail Maxx: 49 lbs. (22.23 kgs.) Warranty • Five year limited warranty, consult website for details. www.cooperlighting.com/legal on COOPER Lighting Solutions PS500005EN page 5 January 30, 2023 1:18 PM Lumark Prevail Discrete LED Energy and Performance Data Power and Lumens I7 View PRV-P IES files I7 View PRV IES files 17 View PRV-XL IES files Product Family Prevail Petite Prevail Prevail XL Prevail Man Light Engine PA1 A PA1 B PA1 C PA7 D PA1 A PA B PA2A PA2B PA3A PA3B PA4A PA4B PA6A PA6B PA6C PA6D Power (Watts) 31 53 72 93 54 74 113 151 172 234 245 303 274 366 457 544 Drive Current (mA) 375 670 • I 1200 670 930 720 970 750 980 785 970 600 800 1000 1200 Input Current @ 120V (A) 0.26 0.44 0.60 0.78 0.45 0.62 0.93 1.26 1.44 1.95 2.04 2.53 2.30 3.05 3.83 4.54 Input Current @ 277V (A) 0.12 0.20 0.28 0.35 0.21 0.28 0.41 0.55 0.62 0.85 0.93 1.12 0.99 1.30 1.62 1.94 Input Current @ 347V (A) 0.10 0.17 I I • 0.17 0.23 0.33 0.45 0.52 0.70 0.74 0.90 0.78 1.05 1.32 1.60 Input Current @ 480V (A) 0.07 0.13 0.17 0.22 0.12 0.17 0.24 0.33 0.39 0.52 0.53 0.65 0.58 0.76 0.95 1.14 Distribution 4000K/5000K Lumens 4,505 7,362 9,495 11,300 7,605 9,896 15,811 19,745 24,718 30,648 34,067 39,689 41,611 52,596 61,921 67,899 Type II BUG Rating B1 -U0 -G1 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B2 -U0 -G3 B2 -U0-63 B3 -U0 -G3 B3 -U0-64 B3 -U0-64 B3 -U0-64 B3 -U0-04 B4 -U0-65 B4 -U0 -G5 B4 -U0-05 Roadway Lumens per Watt 147 139 132 121 141 134 141 131 144 131 139 131 152 144 135 125 3000K Lumens 1 4,103 6,705 8,647 10,291 6,926 9,012 14,399 17,982 22,511 27,912 31,025 36,145 37,896 47,900 56,392 61,837 4000K/5000K Lumens 3,727 6,091 7,855 9,349 6,006 7,815 12,487 15,594 19,521 24,204 26,094 31,334 32,874 41,553 48,919 53,642 Type II Roadway BUG Rating BO-UO-G1 BO-UO-62 BO -U0-62 B1 -U0-02 BO -U0 -G1 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B1 -U0-63 B1 -U0 -G3 B1 -U0 -G4 B1 -U0 -G4 B2 -U0 -G4 B2 -U0 -G4 B2 -U0 -G5 B2 -U0 -G5 w/ HSS Lumens per Watt 121 115 109 100 111 106 111 103 113 103 107 103 120 114 107 99 3000K Lumens' 3,394 5,547 7,154 8,514 5,470 7,117 11,372 14,201 17,778 22,043 24,502 28,545 29,939 37,843 44,552 48,853 4000K/5000K Lumens 4,496 7,347 9,476 11,277 7,597 9,886 15,795 19,724 24,692 30,616 34,031 39,647 41,372 52,294 61,565 67,509 Type II Urban BUG Rating B1 -U0 -G1 B2 -U0 -G2 B2 -U0 -G2 B3 -U0 -G3 B2 -U0 -G2 B3 -U0 -G3 B3 -U0 -G3 B3 -U0 -G3 B4 -U0-64 B4 -U0-64 B4 -U0-64 B4 -U0-04 B4 -U0 -G4 B5 -U0 -G5 B5 -U0 -G5 B5 -U0 -G5 Lumens per Watt 146 139 131 121 141 134 141 131 144 131 139 131 151 143 135 124 3000K Lumens 1 4,095 6,691 8,630 10,271 6,919 9,003 14,384 17,963 22,488 27,882 30,992 36,107 37,678 47,625 56,068 61,481 4000K/5000K Lumens 3,253 5,316 6,856 8,160 5,297 6,893 11,013 13,753 17,217 21,347 23,728 27,644 28,951 36,594 43,082 47,241 Type II Urban BUG Rating B1 -U0 -G1 B1 -U0 -G1 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G1 B1 -U0-62 B1 -U0-02 B2 -U0 -G2 B2 -U0 -G2 B2 -U0 -G3 B2 -U0 -G3 B3 -U0 -G4 B3 -U0 -G4 B3 -U0 -G4 B3 -U0 -G5 B3 -U0-05 w/ HSS Lumens per Watt 106 101 95 87 98 93 97 91 100 91 97 91 106 100 94 87 3000K Lumens 1 2,963 4,841 6,244 7,431 4,824 6,277 10,029 12,525 15,680 19,441 21,609 25,176 26,366 33,327 39,235 43,023 4000K/5000K Lumens 4,443 7,261 9,364 11,145 7,575 9,857 15,749 19,667 24,621 30,527 33,932 39,532 41,155 52,020 61,242 67,155 Type III BUG Rating B1 -U0 -G1 B1 -U0 -G2 B2 -U0-62 B2 -U0 -G2 B1 -U0 -G2 B2 -U0 -G3 B3 -U0 -G3 B3 -U0 -G3 B3 -U0-64 B3 -U0 -G5 B3 -U0 -G5 B4 -U0 -G5 B4 -U0 -G5 B4 -U0-65 B4 -U0-65 B4 -U0-05 Lumens per Watt 145 138 130 119 140 133 141 130 143 130 138 130 150 142 134 123 4,046 6,612 8,528 10,150 6,899 8,977 14,343 17,911 22,423 27,802 30,903 36,002 37,480 47,375 55,774 61,159 3000K Lumens 1 4000K/5000K Lumens 3,406 5,566 7,179 8,543 5,592 7,277 11,626 14,519 18,176 22,536 25,049 29,183 30,159 38,121 44,879 49,212 Type III w/ BUG Rating BO-UO-G1 B1 -U0-62 B1 -U0-62 B1 -U0 -G2 B1 -U0 -G2 B1 -U0-62 B1 -U0-62 B1 -U0-63 B2 -U0-64 B2 -U0 -G4 B2 -U0-64 B2 -U0-65 B2 -U0-65 B3 -U0 -G5 B3 -U0 -G5 B3 -U0 -G5 HSS Lumens per Watt 111 105 100 91 104 98 103 96 106 96 102 96 110 104 98 90 3000K Lumens 1 3,102 5,069 6,538 7,781 5,093 6,627 10,588 13,222 16,553 20,524 22,813 26,578 27466 34717 40872 44818 4000K/5000K Lumens 4,348 7,106 9,164 10,906 7,484 9,738 15,560 19,431 24,325 30,161 33,525 39,057 41,207 52,086 61,320 67,240 B1 -U0 -G2 B2 -U0-02 B2 -U0 -G2 B2 -U0-63 B2 -U0-62 B2 -U0 -G3 B3 -U0 -G3 B3 -U0 -G4 B3 -U0 -G4 B3 -U0-05 B3 -U0-05 B4 -U0-05 B4 -U0 -G5 B4 -U0 -G5 B4 -U0 -G5 B4 -U0-05 Type IV Wide BUG Rating Lumens per Watt 142 135 127 117 139 132 139 129 141 129 137 129 151 142 134 124 3000K Lumens 1 3,960 6,471 8,346 9,932 6,816 8,869 14,170 17,696 22,153 27,468 30,531 35,570 37,528 47,435 55,845 61,236 4000K/5000K Lumens 3,318 5,422 6,993 8,323 5,420 7,053 11,268 14,072 17,617 24,843 24,279 28,286 30,005 37,926 44,650 48,961 Type IV Wide BUG Rating BO-UO-G1 B1 -U0-02 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B1 -U0 -G2 B1 -U0-63 B1 -U0 -G3 B1 -U0 -G4 B2 -U0 -G4 B2 -U0 -G4 B2 -U0 -G5 B2 -U0 -G5 B3 -U0 -G5 B3 -U0 -G5 B3 -U0-05 w/ HSS Lumens per Watt 108 103 97 89 100 95 100 93 102 106 99 93 110 104 98 90 3000K Lumens 1 3,022 4,938 6,369 7,580 4,936 6,423 10,262 12,816 16,044 19,892 22,111 25,760 27,326 34,540 40,664 44,589 4000K/5000K Lumens 4,497 7,349 9,478 11,280 7,831 10,190 16,281 20,332 25,453 31,559 35,079 40,868 42,947 54,285 63,909 70,079 Type V Square BUG Rating B3 -U0 -G1 B3 -U0 -G2 B4 -U0 -G2 B4 -U0 -G2 B3 -U0 -G2 B4 -U0 -G3 B4 -U0 -G3 B5 -U0-63 B5 -U0 -G4 B5 -U0-65 B5 -U0 -G5 B5 -U0-05 B5 -U0-05 B5 -U0-65 B5 -U0 -G5 B5 -U0-05 Wide Lumens per Watt 146 139 131 121 145 138 145 135 148 135 143 135 157 143 136 129 3000K Lumens 1 4,095 6,693 8,632 10,273 7,132 9,280 14,827 18,517 23,180 28,741 31,947 37,219 39,112 49,438 58,203 63,822 NOTES: 1. For 3000K or HSS BUG Ratings, refer to published IES files on COOPER Lighting Solutions PS500005EN page 6 January 30, 2023 1:18 PM Lumark Prevail Discrete LED Energy and Performance Data House Side Shield Reference Table Product Family na Light Engine MIII Prevail Prevail PA1 i 1 Prevail XL PA3 ■ PA4 Prevail Man Rotated Optics Standard HSS-HP (Qty 1) HSS-VP (Qty 1) HSS-HP (Qty 2) HSS-HP (Qty 3) HSS-VP (Qty 4) HSS-HP (qty 6) L90 or R90 option HSS-VP (Qty 1) HSS-HP (Qty 1) HSS-VP (Qty 2) HSS-VP (Qty 3) HSS-HP (Qty 4) HSS-VP (qty 6) Sensor Color Reference Table (SPBx) Housing Finish Sensor Color AP=Grey Grey BZ=Bronze Bronze BK=Black Black DP=Dark Platinum Grey GM=Graphite Metallic Black WH=White White Lumen Maintenance Lumen Multiplier Ambient Temperature Lumen Multiplier 0°C 1.02 10°C 1.01 25°C 1.00 40°C 0.99 50°C 0.97 Ambient Temperature TM -21 Lumen Maintenance (78,000 Hours) Theoretical L70 (Hours) a Up to 50°C 96.76% > 896,000 (�COOPER PS500005EN page 7 Lighting Solutions January 30, 2023 1:18 PM Prevail Discrete LED Control Options 0-10V This fixture provides 0-10V dimming wire leads for use with a lighting control panel or other control method. Photocontrol (PR and PR7) Photocontrol receptacles provide a flexible solution to enable "dusk -to -dawn" lighting by sensing light levels. Advanced control systems compatible with NEMA 7 -PIN standards can be utilized with the PR7 receptacle. Dimming Occupancy Sensor (SPB, MS/DIM-LXX and MS-LXX) These sensors are factory installed in the luminaire housing. When the SPB or MS/DIM sensor options are selected, the luminaire will dim down after five minutes of no activity detected. When activity is detected, the luminaire returns to full light output. When a sensor for ON/ OFF operation (MS-LXX) is selected, the luminaire will turn off after five minutes of no activity. These occupancy sensors include an integral photocell for "dusk -to -dawn" control or "daylight harvesting." Factory default is enabled for the MS sensors and disabled for the SPB. SPB motion sensors require the Sensor Configuration mobile application by Wattstopper to change factory default dimming level, time delay, sensitivity and other parameters. Available for iOS and Android devices. The SPB sensor is factory preset to dim down to approximately 10% power with a time delay of five minutes. 0 8 12 For mounting heights up to 8' (SPB1, -L08) 36 24 18 7 5 0 5 7 18 24 36 Coverage Side Area (Feet) For mounting heights up to 40' (SPB4, -L4OW) 50 40 30 20 10 0 10 20 30 40 50 Coverage Side Area (Feet) 0 5 10 15 20 For mounting heights up to 20' (SPB2, -L20) 20 18 15 12 9 6 3 3 6 9 12 15 18 20 Coverage Side Area (Feet) WaveLinx Wireless Control and Monitoring System Available in 7 -PIN or 4 -PIN configurations, the WaveLinx Outdoor control platform operates on a wireless mesh network based on IEEE 802.15.4 standards enabling wireless control of outdoor lighting. At least one Wireless Area Controller (WAC) is required for full functionality and remote communication (including adjustment of any factory pre-sets). WaveLinx Outdoor Control Module (WOLC-7P-10A) A photocontrol that enables astronomic or time -based schedules to provide ON, OFF and dimming control of fixtures utilizing a 7 -PIN receptacle. The out -of -box functionality is ON at dusk and OFF at dawn. WaveLinx Wireless Sensor (SWPD4 and SWPD5) These outdoor sensors offer passive infrared (PIR) occupancy sensing and a photocell for closed -loop daylight sensing. These sensors can be factory installed or field -installed via simple, tool -less integration into luminaires equipped with the Zhaga Book 18 compliant 4 -PIN receptacle (ZD or ZW). These sensors are factory preset to dim down to approximately 50 percent power after 15 minutes of no activity detected, and the photocell for "dusk -to -dawn" control is default enabled. A variety of sensor lenses are available to optimize the coverage pattern for mounting heights from 7-40'. For mounting heights 16' to 40' (SWPD) 0 20 30 40 40 30 20 10 0 10 20 30 40 Coverage Side Area (Feet) LumenSafe (LD) The LumenSafe integrated network camera is a streamlined, outdoor -ready camera that provides high definition video surveillance. This IP camera solution is optimally designed to integrate into virtually any video management system or security software platform of choice. No additional wiring is needed beyond providing line power to the luminaire. LumenSafe features factory -installed power and networking gear in a variety of networking options allowing security integrators to design the optimal solution for active surveillance. on COOPER Lighting Solutions Cooper Lighting Solutions 1121 Highway 74 South Peachtree City, GA 30269 P: 770-486-4800 www.cooperlighting.com © 2023 Cooper Lighting Solutions All Rights Reserved. Specifications and dimensions subject to change without notice. PS500005EN page 8 January 30, 2023 1:18 PM DRAFT Code of Conduct 44485 CR Pierce CO 80650 RV Standards The quality of RVs in a resort or campground can contribute to or detract from the overall experience of all the campers. For this reason, we enforce some standards of appearance on RVs, similar to those in place at many other RV resorts and campgrounds. Our property rules state that "all vehicles must be operable and in good condition." We think it may be helpful to outline a few examples of what is meant by "good condition." Age Limit Please note that "good condition" does not mean "new," and we do not typically have an age limit for RVs. RV Certification RVs should have RVIA certification. RVIA certification states the rig complies with certain fire codes, which are important for the safety of our guests. A park model RV, also known as a recreational park trailer, should be certified by the manufacturer and built in accordance with the ANSI code. Appearance Guidelines Overall, the RV should look and function as it was originally designed. While we can't provide a list including every possible scenario, following are a few examples that should be helpful: • Doors, shrouds, panels, windows and coverings, etc. should be intact and not unsightly. • Exterior should be not unsightly, and should be free of obvious, poorly -repaired damages. • Tarps cannot be used for weatherproofing and awnings should be in good condition. • Air conditioning units should not be added through the walls or windows unless previously approved. • All hoses, wires, etc. should route through ports as originally designed. • Exterior should be free of duct tape, repair tape, excessive caulk, etc. DRAFT Isolated minor issues are generally acceptable, provided multiple issues aren't combined to substantially deteriorate the appearance of an RV: • Minor body damage which has been properly repaired but is still visible. • Fading of decals and/or paint. • Minor window cracking, although replacements should be scheduled. • Damage from traveling that has just happened, especially if you have a repair plan. Site Standards We all need to be good neighbors! No one likes to camp next to a messy site, and a messy campsite can be an open invitation to unwanted wildlife. Following are some guidelines to help everyone be a good neighbor in the campground: • Customers stay shall not exceed 120 days. Safety Guidelines • Campsites should be clean and neat, free of fire hazards and clutter. • Customers shall not make any alteration to the electric, water or sewer connections provided by the campground/resort. • Customers should adhere to specific legal requirements when connecting to sewer, water and electric services at the campground/resort. • Customers should be able to move your rig very quickly in case of emergency. • No extra air conditioners, wires, hoses, or cords are allowed except through the OEM port. Tarps, Tents, Shade Structures, Other Structures • Tents and "easy -up" -type structures are for temporary use only, limited to seven days. • Manager can approve more substantial, semi -permanent shade structures, in accordance with the individual property guidelines. • Only form -fitting bike/car covers are allowed. Carports are prohibited. • Please do not use a tarp to cover any part of your RV or campsite. • Exterior furnishings should be appropriate for outdoor/camping use. Indoor furnishings including but not limited to sofas, chairs, refrigerators, freezers and kitchen tables are not allowed on your campsite. • Fencing is limited to 24" in height and may be utilized only in the area under the rig awning. • Flags and signs that display the Confederate flag, politicians, political candidates or contain vulgarity or profanity are not allowed to be displayed at your site or throughout the campground/resort. Customers in violation of this policy will be DRAFT asked to remove their flag/sign and if they refuse to do so, will be asked to vacate the property. Pets • Customers may bring usual household pets such as dogs and cats to a campground and resort. No other animals, livestock, poultry, reptiles, insects or exotic pets are permitted. • All pets must be registered with the office and vaccination records must be available upon request, and all pets must wear a collar identifying the owner and phone number. • Pets must be kept on a leash at all times and under the control of their owner. • Pets must not be left tied or otherwise unattended at any time. • For the protection of, and in consideration to other persons, noisy, aggressive, vicious, unruly or poisonous pets are not allowed. Persons who are unable to control their pets must remove, or the animal may be taken to/by local animal control authorities. • The owner of any pet is responsible for any injuries or damages caused by their pets. In addition, the owner of any pet that causes injury or damages to another is expected to resolve the issue directly with the injured party. We are not responsible for any injuries or damages caused by pets. • Guests are responsible for their pets and should "clean up" after them. All pet droppings must be properly disposed of in a trash receptacle. If we incur expenses in excess of any "pet fee" paid by the guest, the guest will be required to reimburse us for those expenses. • Pets are not permitted in common areas. • Pets will be allowed in certain rental units upon payment of a non-refundable pet fee. Please note that any guest wishing to bring a pet and use a rental unit must advise Reservations of this fact when making their reservation arrangements. • Service animals may accompany a disabled person without any proof of disability or certification for the service animal and without payment of any pet fee or other surcharge. Service animals are permitted in common areas. • Pet policies may vary and are subject to change without notice. To learn about specific pet policies, please contact the campground management. Noxious Activities • No illegal, noxious or offensive activities shall be conducted at any site, including those that are or could become an unreasonable annoyance or nuisance to neighboring sites. • We will not tolerate abusive or disruptive behavior, whether directed at management, staff or other persons. • Smoking is not permitted. Smoking material must be extinguished in an appropriate fire container. • The open consumption of alcoholic beverages is discouraged. Alcoholic beverages must be kept in a concealed container. Under no circumstances will DRAFT minors, as determined by state and local law, be served or allowed to consume alcoholic beverages. Disorderly Persons • The following are grounds for reservation termination and removal from the property: loud noise, whether mechanical, musical or vocal, use of foul or indecent language, causing damage to property of the campground or another person, drunken disorderly conduct, failing to follow rules, failing to follow directions of the property staff, threatening or abusive behavior, or any other conduct that is not the type of behavior that is expected at a family campground. Damage • Customers are responsible for all damage or destruction of property, and any injury to persons, caused by the guest or his or her family, visitor or pets. We reserve the right to charge guests accordingly for any damage they cause to the grounds and/or campground, including but not limited to broken waterlines, damaged/missing sewer connections, cable lines, landscaping, and excessive debris (bottle caps, zip ties, cigarette butts, etc.). Quiet Hours • Quiet hours are 9pm to 6am Sun-Thur and 11 pm-6am Fri -Sat. Laundry Facility • Laundry schedule shall be posted in the laundry trailer and each residence is responsible for their own cleanup. Trash • All residents are responsible for disposing of their own trash in the designated receptacle. Weld County Treasurer Statement of Taxes Due Account Number R7463398 Parcel 055320100013 Legal Description PT S2NE4 20 8 66 LOT A RE 2085 (.70R) Suits Address 44485 COUNTY ROAD 29 WELD Account: R7463398 BINGLEY STEVEN 1633 CARRIAGE DR EATON, CO 80615-9142 Year Tax Charge Tax Interest Fees Paymen is Balance 2022 $2,320.60 Total Tax Charge Grand Total Due as of 01/23/2023 Tax Billed at 2022 Rates for Tax Area 0916 - 0916 Authority WELD COUNTY SCHOOL. DIST RE9 NORTHERN COLORADO WATER (NC NUNN FIRE AIMS JUNIOR COLLEGE I IIGH PLAINS LIBRARY WEST GREELEY CONSERVATION Taxes Billed 2022 * Credit Levy $0.00 Mill Levy 15.0380000* 22.8380000* 1.0000000 3.5940000 6.3070000 3.1810000 0.4140000 Amount $666.34 $1,011.95 $44.31 $159.25 $279.46 $140.95 $18.34 52.3 720000 $2,320.60 $0.00 Values AG -DRY FARM LAND FARM/RANCH RESIDENCE -IMPS OT1-IER BLDGS.- AGRICULTURAL Total $0.00 $2,320.60 $2,320.60 $2.320.60 Actual Assessed $4,178 $1,100 $462,061 $32,110 $42,051 $11;100 $508,290 $44,310 i Weld County Treasurer's Office 1400 N 17th Avenue PO Box 458 Greeley, CO 80632 Phone: 970-400-3290 Pursuant to the Weld County Subdivision Ordinance, the attached Statement of Taxes Due issued by the Weld County Treasurer, are evidence of the status as of this date of all property taxes, special assessments, and prior tax liens attached to this account. Signed: Current year's taxes are due but not delinquent. Date: Hello