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Home My WebLink About20231019.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: 0 7 1 3 Site Address: 37442 Highway 392 _2 5 _0 _0 0 _0 1 9 Legal Description: PT of Section 25, Township 7 N, Range 63 W & PT of Section 30, Township 7 N, Range 62 W Section: 25 / 30 , Township 07 N, Range 63 / 62 W Zoning District: AG Within subdivision or townsite? fNo /❑Yes Name: N/A Water (well permit # or water district tap #): 78267-A Acreage: 309 +/- Sewer (On -site wastewater treatment system permit # or sewer account #): SP -2100363 Floodplain ENo /❑Yes Geological Hazard❑✓ No /❑Yes Airport Overlay ENo /❑Yes PROJECT USR Use being applied for: Event Center Name of proposed business: Crow Creek Event Center PROPERTY OWNER(S) (Attach additional sheets if necessary.) Name: Steven T Wells Company: Phone #: 970-371-1351 Email: wellsranchsba@gmail.com Street Address: 32010 County Road 63 City/State/Zip Code: Gill, CO 80624 APPLICANT/AUTHORIZED AGENT (Authorization Form must be included if there is an Authorized Agent) Name: Hannah Dutrow Company: AGPROfessionals Phone #: 970-535-9318 Email: hdutrow@agpros.com Street Address: 3050 67th Avenue City/State/Zip Code: Greeley, CO 80634 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. f'��y (Ida'},)_ Signature - _ Date Signature Date Print Print 12/15/21 9 I, (We), Steven Wells (Owner — please print) DEPARTMENTS OF PLANNING BUILDING, DEVELOPMENT REVIEW AND ENVIRONMENTAL HEALTH 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM give permission to AGPROfessionals (Authorized Agent/Applicant—please print) to apply for any Planning, Building, Access, Grading or OWTS permits on our behalf, for the property located at (address or parcel number) below: 37442 Highway 392, Parcel no. 071325000019 Legal Description: Part of 25 07-63 and 30 07-62 of Section , Township N, Range W Subdivision Name: N/A Lot N/A Block N/A Property Owners Information: Address: 32010 County Road 63, Gill, CO 80624 Phone: 970-371-1351 E-mail: wellsranchsba@gmail.com Authorized Agent/Applicant Contact Information: Address: 3050 67th Avenue, Greeley, CO 80634 Phone: 970-535-9318 E -Mail: hdutrow@agpros.com Correspondence to be sent to: Owner ® Authorized Agent/Applicant ID by: Mail Additional Info: Email I (We) hereby certify, under penalty of perjury and after carefully reading the entire contents of this document, that the information stated above is true and correct to the best of my (our) knowledge. lA) Date /o/4/zz Date Owner Signature Owner Signature Subscribed and sworn to before me this day of c 2c.. a. , 20 •ate by �i✓c.--) % 4c1.4.G/S My commission expires J//I Ao.-2/ Notary Public SANDRA BURKACKI NOTARY PUBLIC • STATE OF COLORADO Notary ID #20164017409 11y Commission Expires 5/11/2024 AGPROfessionals ■ DEVELOPERS OF AGRICULTURE WELD COUNTY USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Prepared for Steven T. Wells Crow Creek Event Center Planning Questions: (Section 23-2-260. A, B, C & E of the Weld County Code) 1. Explain the proposed use and business name. Steve Wells is requesting a Use by Special Review (USR) for an event facility for up to 200 people located in the agricultural zone district. The proposed name of the facility is the Crow Creek Event Center. The venue will be located on a 309 -acre parcel located in Part of Section 25, Township 7 North, Range 63 West of the 6th P.M. and Part of Section 30, Township 7 North, Range 62 West of the 6th P.M. The event facility will primarily host charitable events such as the Make a Wish Foundation, and private events for the landowner; however, weddings and other private events are anticipated. The event facility is proposed to be located in the existing 7,200 SF barn that is located on the northwest portion of the parcel. Access to the barn is via Highway 392. Employees will vary based on the frequency and size of the event. The anticipated users of the facility will be the site manager, volunteer staff, contracted security, and other staff will be on call as needed for events. In addition, lessees of the facility may have contract staff such as event planners, officiants, musicians, caterers, and contract workers on site. The facility will be operational 6:00 A.M. to 12:00 A.M., 7 -days a week, year-round. The primary hours of operation are expected to be 10:00 A.M. to 11:00 P.M., weekends, Friday through Sunday, with the heaviest use anticipated to occur during summer months. The hours of use will vary event to event depending on patron needs. A facility entrance sign is proposed. Facility sign(s) will adhere to applicable Weld County code requirements. Outdoor lighting is anticipated to include wall -mounted lights, low profile garden walkway lights and string -lights. Pole lights are not proposed. The existing vegetation will be retained as much as possible to preserve the rural character of the site. Parking will occur in an improved gravel area as shown on the site plan. 2. Explain the need for the proposed use. The event facility will provide a location to hold private events for the surrounding areas. It will provide a unique gathering space which is not a service that is readily available in this remote area of Weld County. The subject property is conveniently located along Highway 392 providing adequate access and traffic circulation. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive Suite 100, Twin Falls, ID 83301 1208-595-5301 IN\VIVlaproti.ccun Page 2 of 8 A main priority for the operation of Crow Creek Event Center is the non-profit events held for foundations like the Make a Wish Foundation. The rural nature of the property provides an opportunity for these individuals and their families and friends to enjoy this distinct part of the county and its rustic charm. 3. Describe the current and previous use of the land. The subject property is primarily rangeland, agricultural, and riparian woodland. Previously, there were several utility structures and residential dwellings, but they have since been removed. 4. Describe the proximity of the proposed use to residences. The closest residence to the proposed event facility is located approximately 2,400 ft southwest. Highway 392 provides access to both properties. No other residences are within a mile of the event facility. 5. Describe the surrounding land uses of the site and how the proposed use is compatible with them. The subject property and all surrounding properties are in the Agricultural (A) Zone District. The surrounding areas are primarily rangeland, oil and gas activities, undeveloped riparian woodland, and rural residential. There is one USR within a mile of the property for an oil and gas support facility. The proposed event facility is compatible with the surrounding land uses. The remote nature of the site will provide adequate buffers for any possible nuisances associated with the operations. 6. Describe the hours and days of operation (i.e. Monday thru Friday 8:00 a.m. to 5:00 p.m.). The facility will be operational 6:00 A.M. to 12:00 A.M., 7 -days a week, year-round. The primary hours of operation are expected to be 10:00 A.M. to 11:00 P.M., weekends, Friday through Sunday, with the heaviest use anticipated to occur during summer months. The hours of use will vary event to event depending on patron needs. 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. Employees will vary based on the frequency and size of the event. The anticipated users of the facility will be the site manager, volunteer staff, contracted security, and other staff will be on call as needed for events. In addition, lessees of the facility may have contract staff such as event planners, officiants, musicians, caterers, and contract workers on site. Page 3 of 8 No shift work is proposed. 8. Describe the maximum number of users, patrons, members, buyers or other visitors that the site will accommodate at any one time. The event facility has an occupancy of up to 200 people. 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.) Livestock on site will be within the use by right amounts for allowed animal units and will not be associated with this USR. 10. List the types and number of operating and processing equipment. N/A 11. List the types, number and uses of the existing and proposed structures. A 7,200 SF barn is currently under construction. A change of use is expected to permit the structure as the Event facility. A barn is also on site and is expected to remain unchanged. No additional structures are proposed. 12. Describe the size of any stockpile, storage or waste areas. There will be no storage or stockpiling of wastes on site. 13. Describe the method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. The proposed use is not anticipated to produce a significant amount of dust, waste, debris, noise, or odor. Trash will be collected in a covered, confined dumpster and removed as needed by a trash removal company. 14. Include a time -table showing the periods of time required for the construction of the operation. The facility is existing, additional construction is not anticipated with this USR. 15. Describe the proposed and existing lot surface type and the square footage of each type (i.e. asphalt, gravel, landscaping, dirt, grass, buildings). Lot surfaces will be rangeland grass and riparian woodland with improved gravel surfaces in roadways and parking areas. The existing vegetation will be retained as much as possible to preserve the rural character of the site. Page 4 of 8 16. How many parking spaces are proposed? How many handicapped -accessible parking spaces are proposed? An improved gravel surface parking area and two (2) handicapped (ADA) parking spaces are proposed, as shown on the site plan. 17. Describe the existing and proposed fencing and screening for the site including all parking and outdoor storage areas. Standard three -strand barbed wire fencing is along Highway 392. No additional fencing is proposed. The existing tree line is expected to provide adequate screening of all outdoor parking. 18. Describe the existing and proposed landscaping for the site. The existing vegetation and landscaping will be retained as much as possible to preserve the rustic/rural charm of the site. The property owners may contract additional landscape improvements in the future separate from this USR request. The venue is significantly set back from the public right-of-way and existing landowners. Existing trees and shrubs provide sufficient vegetative screening. 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. If venue operations cease to occur, the subject property will continue to be used for personal and agricultural uses. 20. Describe the proposed fire protection measures. Fire protection for the site is provided by the Briggsdale Fire Protection District. 21. Explain how this proposal is consistent with the Weld County Comprehensive Plan per Chapter 22 of the Weld County Code. The approval of this request would be consistent with Section 22-2-10 B. of the Weld County Code, which states "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." The proposed use will not inhibit agricultural production or operations and is harmonious with the surrounding land uses. 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.) Page 5 of 8 Sec. 23-3-10. - Intent. Agriculture in the COUNTY is considered a valuable resource which must be protected from adverse impacts resulting from uncontrolled and undirected business, industrial and residential land USES. The A (Agricultural) Zone District is established to maintain and promote agriculture as an essential feature of the COUNTY The A (Agricultural) Zone District is intended to provide areas for the conduct of agricultural activities and activities related to agriculture and agricultural production, and for areas for natural resource extraction and energy development, without the interference of other, incompatible land USES. The proposal is consistent with the intent of the A (Agricultural) Zone District. This proposal is allowed in the A Zone as a Use By Special Review as called in Chapter 23, Sec. 23-3-40.J. The Design Standards (Section 23-2-240, Weld County Code), Operation Standards (Section 23-2-250, Weld County Code), Conditions of Approval, and Development Standards can ensure that there are adequate provisions for the protection of health, safety, and welfare of the inhabitants of the neighborhood and county. 23. Explain how this proposal will be compatible with future development of the surrounding area or adopted master plans of affected municipalities. The subject property is not within any coordinated planning areas or growth management areas of any municipalities. Per the Weld County Comprehensive Plan Map, the site is within a Rural area, approximately 0.95 -miles from the Weld County Opportunity Zone. As no subdivisions or zone changes are proposed, the Rural classifications and proximity to the Weld County Opportunity Zone are not anticipated to be applicable to this proposal. 24. Explain how this proposal impacts the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. The proposed use is expected to have minimal impact on the health, safety, and welfare of the inhabitants of the neighborhood and the County. 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. There are no existing irrigation ditches or canals crossing this site. The improvements on -site are existing, and no new improvements are proposed on the undeveloped areas of the property. The site is currently used primarily for rangeland which it will continue to be. 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. Page 6 of 8 The site is not located within any Airport, Geologic Hazard, or Historic Townsites Overlay Districts. The subject property is not located within a Special Flood Hazard 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. No State or Federal permits are anticipated with this USR. Environmental Health Questions: (Chapters 14, 23 and 30 of the Weld County Code) 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. A water well will provide potable water. A copy of the well permit is included in the application materials. 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 system permit due to the age of the existing on -site wastewater treatment system, apply for an on -site wastewater treatment system permit through the Department of Public Hearing 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.) The subject property has an existing septic system, permit no. SP -2100363. A copy of the septic permit is included in the application materials. 3. If storage or warehousing is proposed, what type of items will be stored? The site is not proposed to be used for storage or warehousing. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. The site is not proposed to be used for the storage and/or stockpiling of wastes, chemicals, or fuel storage. 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. Page 7 of 8 N/A 6. If there will be washing or vehicles or equipment on site, indicate how the wash water will be contained. N/A 7. If there will be floor drains, indicate how the fluids will be contained. N/A. 8. Indicate if there will be any air emissions (e.g. painting, oil storage, etc.). No regulated air emissions are anticipated from this site. 9. Provide a design and operations plan if applicable (e.g. composting, landfills, etc.) N/A. 10. Provide a nuisance management plan if applicable (e.g. dairies, feedlots, etc.) N/A. 11. Additional information may be requested depending on type of land use requested. Noted. Public Works Questions: (Section 8-11-40, Appendix 8-Q, and Section 8-14-10 of the Weld County Code) 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. There is an existing agricultural access located on Highway 392 approximately 3,130 ft. northeast of WCR 7. A new CDOT access permit for commercial use will be submitted in conjunction with this application. 2. Describe any anticipated change(s) to an existing access, if applicable. N/A 3. Describe in detail any existing or proposed access gate including its location. Page 8 of 8 There is an existing access gate at the entrance of the subject property. No additional access gates are proposed. 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. Highway 392 is a rural highway maintained by the Colorado Department of Transportation. On the adjacent parcel located west of the subject property there is an existing residential access on the west side of Highway 392 approximately 1,330 ft. north of WCR 71. Due to the rural nature of the property, additional adjacent accesses are minimal. 5. Describe any difficulties seeing oncoming traffic from an existing access and any anticipated difficulties seeing oncoming traffic from a proposed access. As Highway 392 is a relatively flat and straight roadway in front of the entry, and there are no significant visual obstructions in the sight triangles, no difficulties seeing oncoming traffic from the existing access are anticipated. 6. Describe any horizontal curve (using terms like mid curve, sharp curve, reverse curve, etc.) in the vicinity of an existing or proposed access. Highway 392 is a relatively flat and straight roadway in front of the entry and there are no significant horizontal curves in the vicinity of the existing approved access. 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. Highway 392 is a relatively flat and straight roadway in front of the entry. .AGPROfessionals ■■. DEVELOPERS OF AGRICULTURE Access Permit Documentation Prepared for Steven Wells The subject property has an access permit with the Colorado Department of Transportation (CDOT) for the existing permitted access on State Highway 392. No additional permitting or improvements are required for this proposal. As a precaution, a turn -lane on State Highway 392 is currently being designed for the site, and will be permitted separately through CDOT. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970.535.9318 office 1970.535.9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208.595.5301 www.agpros.com From: Hannah Dutrow <hdutrow@agpros.com> Sent: Thursday, December 29, 2022 3:51:37 PM To: Maxwell Nader <mnader@weldgov.com> Cc: Kelsey Bruxvoort <kbruxvoort@agpros.com>; Tim Naylor <tnaylor@agpros.com> Subject: FW: PRE22-0185 - Completeness Review Memo 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. Hi Max, We have addressed the comments of the Completeness Memo for Steve Wells USR application submittal. Planning 1. Attached is a list of applicable owner/operators for the overhead lines on the property. 2. Property owner confirmed there are no Surface Use Agreements associated with this property. Env. Health 1. SP -2100363 requirements have been addressed. The completed septic permit is attached. Please confirm this satisfies the requirements and the application is complete. If you have any questions, please let me know. Thank -you, Hannah Dutrow Land Planner Ill AGPROfessionals 3050 67th Avenue Greeley, CO 80634 Office: 970-535-9318 Mobile: 303-775-0780 Fax: 970-535-9854 www.agpros.com AGPROfessionals ■■ From: Michael Hall <mhall@weldgov.com> Sent: Tuesday, November 22, 2022 11:05 AM To: Hannah Dutrow <hdutrow@agpros.com> Subject: PRE22-0185 - Completeness Review Memo Hello Hannah, MMERCURY FASTEST -GROWING PRIVATE COMPANIES 2022 HONOREE NORTHERN COLORADO BizWest Regarding the Steven Wells Crow Creek Event Center USR application: 2 AGPROfessionals ■■ DEVELOPERS OF AGRICULTURE OWNERS/OPERATORS OF OIL & GAS FACILITIES, IRRIGATION DITCHES/LATERALS, PIPELINES, OVERHEAD LINES, & RAILROADS Prepared for Steven Wells Overhead Lines Public Service Company of Colorado (Xcel Energy) 1800 Larimer St. Suite 1100 Denver, CO 80202 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 970-535-9318 office 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 www.agpros.com FOR COMMERCIAL OR INDUSTRIAL BUILDINGS, PLEASE COMPLETE THE FOLLOWING INFORMATION: Business Name: Address: Business Owner: Home Address: Crow Creek Event Center 37442 Highway 392 Steve Wells 36500 Hwy 392 Phone: City, state, zip: Phone: City, state, zip: Briggsdale, CO 80611 970-371-4699 Briggsdale, CO 80611 List up to three persons in the order to be called in the event of an emergency: NAME TITLE PHONE ADDRESS Steve Wells Owner 970-371-4699 36500 HWY 392, Briggsdale, CO 80611 Business Hours: 8:00 AM to 23:00 PM UTILITY SHUT OFF LOCATIONS: Main Electrical: Gas Shut Off: Exterior Water Shutoff: Interior Water Shutoff: Power Pole - west of building Days: 7 Propane Tank At well N/A 12/15/21 12 AGPROfessionals DEVELOPERS OF AGRICULTURE Drainage Weld County USR Application Prepared for Steven Wells Weld County Drainage Report For Crow Creek Event Center SECTION 25, TOWNSHIP 7 NORTH, RANGE 63 WEST OF THE 6TH P. M. , COUNTY OF WELD, STATE OF COL ORAD O • AGPROfessiona1s DEVELOPERS F AGRICULTURE AGPROfessionals 3050 67"' Avenue Greeley, CO 80634 (970) 535-9318 01/20/2023 Crow Creek Event Center Table of Contents Certifications 3 Introduction 5 1. Location 5 2. Description of Property 5 Drainage Basin and Sub -Basins 6 1. Major Basin Description 6 2. Sub -Basin Description 6 Drainage Design Criteria 7 1. Development Criteria 7 2. Hydrological Criteria 7 3. Hydraulic Criteria 7 Drainage Facility Design 8 1. General Concept 8 Z. Specific Details 8 Conclusions 1O 1. Compliance with Weld County Code 1O 2. Drainage Concept 1O List of References 11 Appendices ii Crow Creek Event Center Certifications I hereby certify that this drainage report for Crow Creek Event Center Use by Special Review (USR) application for an event center was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Chad TeVelde, PE Professional Engineer AGPROfessionals C. d r I 91 a 4 a IA el. illeepi • _. as cr.:) essi 'up tm egreCe. •a • t‘iiAis a a Ryan Percy, EIT Engineer I AGPROfessionals 1/20/2023 Preliminary Drainage Report Page 3 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 676 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Weld County Certification of Compliance This page intentionally left blank 10/28/2022 Preliminary Drainage Report Page 4 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Introduction 1. Location The proposed site is in part of Section 25, Township 7 North, Range 63 West of the 6th PM. This site is located to the northeast of the State Highway 392 and Weld County Road (WCR) 71. The closest WCR to the north is WCR 80, approximately two miles north. A vicinity map is shown in Appendix A. 2. Description of Property The applicant is proposing the development of 15.25 acres of the 309 -acre parcel. The proposed site is currently used for rangeland, agricultural, and riparian woodland. There were several utility structures and residential dwellings, but they have since been removed. The event facility is proposed to be located in the existing 7,200 SF barn that is located on the northwest portion of the parcel. In addition to the barn, there will be an improved gravel parking lot. There are two types of soil: Vona loamy sand (0 to 3 percent) and Haverson loam (0 to 3 percent). The majority of the soil is Hydraulic Soil Group B (see USDA -MRCS Custom Soil Resource Report in Appendix A). There are no major open channels within or adjacent to the proposed property. The Crow Creek is an intermittent stream that bisects the property from the north and south. The project site is located on the west side of Crow Creek. 10/28/2022 Preliminary Drainage Report Page 5 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is non -urbanizing and is located in rural Weld County. The subject property is surrounded by undeveloped agricultural and rangeland. A Master Drainage Plan for the site area is not currently available. A topographic map was downloaded from the United States Geological Survey (USGS) website and is shown in Appendix A. Historically, there have been no previous drainage issues with the property. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123C1300E and is not currently located within a 100 -year floodplain. 2. Sub -Basin Description The site was evaluated with the one major drainage basin. There are currently no major drainage systems within the site. 10/28/2022 Preliminary Drainage Report Page 6 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the Urban Drainage and Flood Control District (UDFCD) Criteria Manual Volumes 1, 2, and 3, and the Weld County Engineering and Construction Criteria Guidelines (WCECG) manual. 2. Hydrological Criteria From NOAA Atlas 14 Briggsdale, CO, precipitation station, the estimated rainfall from the 100 -year, 1 -hour precipitation is 2.60 inches (see NOAA Atlas 14 Precipitation Data in Appendix A). This value was used for runoff calculations. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. The overall percentage of imperviousness for the proposed site was determined to be approximately nine percent (see Percentage of Imperviousness Calculation in Appendix A). Using the 10 -year, 1 -hour and 100 -year, 1 -hour design storm, and the UDFCD Detention Basin spreadsheet, the peak runoff flowrate was estimated using the Modified FAA method. The peak runoff flowrates were calculated using the time of concentration (from UD-Rational v.1.02a spreadsheet), runoff coefficient, and the precipitation depth in the UDFCD spreadsheet for the Historical Total (see UDFCD Runoff Calculation in Appendix A). Using the 10 -year, 1 -hour and 100 -year, 1 -hour design storm, and the UD- Rational spreadsheet, the peak runoff flowrate was estimated for the Sub -basin (see UD Rational Runoff Calculations in Appendix A). Table 1: Peak Runoff Flowrates Peak Runoff 10 Year Peak 100 Year Peak Flowrate (cfs) Flowrate (cfs) Historic (10 -year) -Total 5.72 22.78 Proposed -Total 7.59 25.67 cfs = cubic feet per second 3. Hydraulic Criteria The 10 -year historic release rate was determined using the area of the proposed site and an estimated two percent historic imperviousness (see 10 -Year Historic Release Rate calculation in Appendix B). The volume required for the proposed detention pond was calculated to be 1.0 acre-feet. The release rate was calculated to be 5.72 cubic feet per second (cfs). The required detention volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). 10/28/2022 Preliminary Drainage Report Page 7 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center The proposed detention pond will have a capacity greater than the required 1.0 acre-feet at the 100 -year water surface elevation with an additional one foot of freeboard (see Table 2 and UDFCD Stage Storage in Appendix B). Table 2: Stage Storage Summai Pond Stage (Drainage Basin 1) Elevation (feet) Volume Required feet) (acre- Volume at Pond Elevation (acre- feet) WQCV 4681.5 0.552 0.782 100-Year/Spillway Crest 4682.5 0.594 1.355 Top of Pond 4684.0 2.295 An orifice plate is proposed for the outlet structure that is designed to release the water quality capture volume (WQCV) over 40 hours. The WQCV is included within the detention volume for the 100 -year storm. A restrictor plate is proposed to control the flowrate through the outlet culvert (see UDFCD WQCV and UDFCD Restrictor Plate calculations in Appendix B). A single stage outlet structure is proposed with a rectangular opening (see UDFCD Outlet Structure and UDFCD Outlet Culvert in Appendix B). A spillway is proposed that is designed to release the 100 -year peak flowrate. The spillway crest will be at or above the invert of the freeboard elevation and the depth of the flow should be less than six inches (see UDFCD Spillway in Appendix B) The detention pond is rectangular in shape on the east side. Sub -basin A sheet flows north to a grass lined swale. The grass lined swale was sized to capture the 100 -year, 1 -hour runoff plus one foot of freeboard (see NRCS Swale Calculations in Appendix B). A rock chute was designed for riprap protection for the channelized flow (see NRCS Rock Chute Design in Appendix B). Drainage Facility Design 1. General Concept A detention pond is at the south side of the project area. Runoff should generally sheet flow towards the pond. The pond is designed to detain the 100 -year storm event and release at the 10 -year historic rate. The site should not significantly alter the historic drainage pattern. A general drainage plan, drainage and erosion control plan, and drainage and erosion control details are shown in Appendix C. 2. Specific Details Maintenance access is provided on the southwest corner of the pond. 10/28/2022 Preliminary Drainage Report Page 8 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond monthly during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas shall be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris shall be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash shall be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance needs. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reaches a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet the Weld County stormwater discharge requirements, the owner should assess the corrective action needed and have the pond restored by properly trained personnel. 10/28/2022 Preliminary Drainage Report Page 9 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Conclusions 1. Compliance with Weld County Code The drainage design of the Crow Creek Event Center USR is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm event. The drainage design included in this report should be effective in controlling damage from the design storm runoff by detaining the 100 -year, 1 -hour storm event and releasing at the 10 -year historic rate. No irrigation companies or property owners should be affected by the proposed development. 10/28/2022 Preliminary Drainage Report Page 10 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, Oct 2020.. Web. 27 October 2022. <https://msc.fema.gov/portal>. United State Department of Agriculture — Natural Resources Conservation Service. Hydraulics Formula. Computer Software. Hydraulics Formula Version 2.2.1. United State Department of Agriculture — Natural Resources Conservation Service. Rock Chute Design Program. Computer Software. Version WI -July -2010. <https://www.nres.usda.gov/Internet/FSE_DOCUMENTS/nres 142p2_024307.xls>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil. Survey. USDA - NRCS, 2006. Web. 27 October 2022. <http ://web soil survey.sc.egov.usda.gov/App/Web Soil Survey. aspx>. United States Department of Commerce - National Oceanic and Atmospheric Administration. "NOAA's National Weather Service." Point Precipitation Frequency Estimates. USDC - NOAA National Weather Service. Web. 27 October 2022 <https://hdsc.nws.noaa. gov/hdsc/pfds/pfds_printpage. html?lat=40.3194&lon=- 104.7041 &data=depth&units=english&series=pds>. United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 27 October 2022. <www.usgs.gov/products/maps/topo- maps>. Urban Drainage and Flood Control District. Calculation of Peak Runoff Using Rational Method. Computer software. Software. Vers. 1.02a. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook. Computer software. Software. Vers. 2.34. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Determination of Culvert Headwater and Outlet Protection. Computer Software. UD-Culvert Vers. 3.05. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Peak Runoff Prediction by the Rational Method. Computer software. Software. Vers. 2.00. <http://udfcd.org/software>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM: Volume 1 Management, Hydrology and Hydraulics. UDFCD, Mar. 2017. Web. 27 October . <http://udfcd.org/volume-one>. 10/28/2022 Preliminary Drainage Report Page 11 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM.• Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 27 October 2022. <http://udfcd.org/volume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 27 October 2022. <https://propertyreport.co.weld.co.us/?account=R6780080>. Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 27 October 2022. <wvwv.weldgov. com/UserFiles/Servers/Server_6/File/Departments/Public%20Works/En gineering/WCECG%20-%208-3 -17. pdf.> 10/28/2022 Preliminary Drainage Report Page 12 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67t11 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.agpros.com Crow Creek Event Center Appendices A. Hydrologic Computations a. Vicinity Map b. USDA-NRCS Soil Report c. USGS Topographic Map d. FEMA FIRMette Map e. NOAA Atlas 14 Rainfall Maps f. Percentage of Imperviousness g. UDFCD Historical Runoff Calculations and Time of Concentration Calculations h. UD Rational Runoff Calculations B. Hydraulic Computations a. UDFCD Detention Volume b. UDFCD Stage Storage c. UDFCD WQCV d. UDFCD Restrictor Plate e. UDFCD Outlet Structure f. UDFCD Outlet Culvert g. UDFCD Spillway h. NRCS Swale Calculations i. NRCS Rock Chute Calculations j. UDFCD Culvert & Rip Rap Calculations C. 24 x 36 Maps a. General Drainage Plan b. Grading Plan c. Drainage and Erosion Control Details Crow Creek Event Center APPENDIX A Hydrologic Computations WELD COUNTY Wells - Vicinity Map02 ONLINE MAPPON,L, This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. THIS MAP IS NOT TO BE USED FOR NAVIGATION USDA United States Department of Agriculture N ACS 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 October 27, 2022 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=nrcs142p2_053951). 142p2_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 29 Haverson loam, 0 to 3 percent slopes 13 71 Vona loamy sand, 0 to 3 percent slopes 14 References 16 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 parts 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° 32' 48" N R 40° 32' 29" N 104° 23' 10" W 551980 104° 23' 10" W N A Custom Soil Resource Report Soil Map Map Scale: 1:2,800 if printed on A portrait (8.5" x 11") sheet. 0 40 80 552260 Meters 160 240 Feet 0 100 200 400 600 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 9 104° 22' 51" W 552400 552400 1 r- 40° 32' 29" N Custom Soil Resource Report MAP LEGEND Area of Interest (AO!) Area of Interest (AO1) Soils C Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout r, O 0 v •m 4 4 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 a 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 iair°§1 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 29 Haverson slopes loam, 0 to 3 percent 5.7 40.7% 71 Vona loamy sand, percent slopes 0 to 3 8.4 59.3% Totals for Area of Interest 14.1 100.0% 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 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, 11 Custom Soil Resource Report 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 29 Haverson loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 35zd Elevation: 3,500 to 6,000 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 180 days Farmland classification: Prime farmland if irrigated and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Haverson and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Haverson Setting Landform: Flood plains, stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Stratified, calcareous loamy alluvium Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 60 inches: stratified sandy loam to loam Properties and qualities Slope: 0 to 3 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 (0.57 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 Gypsum, maximum content: 1 percent Maximum salinity: Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (non irrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY036CO CO - Overflow Other vegetative classification: OVERFLOW (067BY036CO) Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Nunn Percent of map unit: 6 percent Hydric soil rating: No Fluvaquentic haplustolls Percent of map unit: 4 percent Landform: Terraces Hydric soil rating: Yes 71 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 360x Elevation: 4,000 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous sandy alluvium and/or eolian deposits Typical profile HI - 0 to 2 inches: loamy sand H2 - 2 to 20 inches: fine sandy loam H3 - 20 to 60 inches: loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 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: 15 percent Custom Soil Resource Report Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (non irrigated): 4e Hydrologic Soil Group: A Ecological site: R067BY015CO - Deep Sand Hydric soil rating: No Minor Components Remmit Percent of map unit: 8 Hydric soil rating: No Julesburg Percent of map unit: 5 Hydric soil rating: No Olney Percent of map unit: 2 Hydric soil rating: No percent percent percent 15 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/ nres/detai I/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres. usda.gov/wps/portal/nres/detail/national/soils/?cid=n res142p2_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=n res142p2_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.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nrcs142p2_053374 p2_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/rangepastu re/?cid=stelprdb 1043084 16 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/ nres/detai I/soils/scientists/?cid=nres 142p2 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=nrcs142p2_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 17 National Flood Hazard Layer FIRMette FEMA Legend 104°23'18"W 40°32'52"N VELD COUNTY 104°22'41"W 40°32'25"N Oat 3 1 .300E 112012016 Nat Pr1nt dd 0 250 500 1,000 1,500 2,000 Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Feet 1:6,000 SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V. A99 With BFE or Depth Zone AE, AO, AN, VE, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS O.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Risk due to Levee. See Notes. Zone X Area with Flood Risk due to Levee Zone D NO SCREEN Area of Minimal Flood Hazard zone x Effective LOM Rs Area of Undetermined Flood Hazard Zone D - Channel, Culvert, or Storm Sewer milli Levee, Dike, or Floodwall 20.2 Cross Sections with 1% Annual Chance 1765 Water Surface Elevation 8 - - - - Coastal Transect .� ,1 n Base Flood Elevation Line (BFE) Limit of Study Jurisdiction Boundary - - - - Coastal Transect Baseline Profile Baseline Hydrographic Feature Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 10/27/2022 at 11:13 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. NOAA Atlas 14, Volume 8, Version 2 Location name: Briggsdale, Colorado, USA* Latitude: 40.5425°, Longitude: -104.3817° Elevation: 4733.16 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 _1 Average recurrence interval (years) Duration 1112 I 10 A) 25 -11750 I 100 L 500 1000 5 -min 0.252 (0.198-0.322) 0.303 (0.238-0.387) 0.396 (0.310-0.508) 0.484 (0.376-0.623) 0.619 (0.471-0.838) 0.736 (0.544-1.00) 0.862 (0.615-1.20) 1.00 (0.683-1.42) 1.20 (0.787-1.74) 1.36 (0.865-1.98) 1 10 -min 0.369 (0.290-0.472) 0.443 (0.348-0.567) 0.580 (0.454-0.744) 0.709 (0.551-0.912) 0.907 (0.690-1.23) 1.08 (0.796-1.47) 1.26 (0.900-1.75) I 1.47 (1.00-2.08) 1.76 (1.15-2.55) 2.00 (1.27-2.91) 15 -min 0.450 (0.354-0.576) 0.541 (0.424-0.692) 0.708 (0.553-0.907) 0.864 (0.671-1.11) 1.11 (0.842-1.50) 1.31 (0.971-1.79) 1.54 (1.10-2.14) 1.79 (1.22-2.54) 2.14 (1.41-3.11) 2.44 (1.55-3.54) 30 -min 0.607 (0.477-0.776) 0.730 (0.573-0.934) 0.955 (0.746-1.22) 1.17 (0.905-1.50) 1.49 (1.13-2.01) 1.76 (1.30-2.40) 1 2.06 (1.47-2.86) 2.39 (1.63-3.39) 2.863.24 (1.87-4.14) i 60 -min 0.756 (0.594-0.966) 0.899 (0.705-1.15) 1.17 (0.915-1.50) I 1.43 (1.11-1.84) I 1.84 (1.41-2.51) M 2.207— (1.63-3.01) 3.67 (2.41-5.34) 4.20 (2.67-6.11) 2 -hr 0.905 (0.718-1.14) 1.07 (0.846-1.35) 1.39 i (1.10-1.76) 1.70 (1.33-2.16) 1 2.20 11 (1.70-2.97) 2.64 (1.98-3.58) 3.14 (2.27-4.33) 3.69 (2.55-5.20) 4.49 (2.98-6.47) 1 5.16 (3.31-7.44) 3 -hr 0.989 (0.790-1.24) 1.16 (0.922-1.46) 1.49 (1.19-1.88) 2.39 i (1.86-3.22) 1 3.44 (2.50-4.74) 4.07 (2.83-5.72) 4.99 (3.33-7.16) 5.76 :33..77511.--78:.22:)) I 6 -hr 1.13 (0.909-1.40) 1.33 (1.07-1.66) i 1.73 (1.39-2.15) 1 2.11 (1.69-2.64) 2.73 (2.15-3.63) 3.28 1 (2.50-4.37) 3.89 (2.85-5.28) 4.56 (3.21-6.34) 5.55 (3.75-7.88) 6.38 (4.15-9.05) 12 -hr 1.30 (1.06-1.59) 1.55 (1.26-1.90) 2.00 (1.62-2.47) 2.42 (1.96-3.00) 3.07 (2.42-4.00) 3.62 (2.78-4.75) 4.22 (3.12-5.65) 4.88 (3.45-6.67) 5.81 (3.95-8.14) 6.57 (4.33-9.24) 24 -hr 1.53 (1.26-1.86) r---- I 2.26 (1.86-2.76) 2.70 (2.20-3.31) 3.36 (2.68-4.32) 3.93 (3.04-5.08) j 4.54 (3.39-6.00) 5.20 (3.72-7.04) 6.15 (4.22-8.52) 6.92 (4.60-9.64) 2 -day 1.76 (1.47-2.12) 2.05 (1.71-2.47) 2.56 (2.13-3.09) 3.02 (2.50-3.67) 3.71 (2.98-4.69) 4.28 (3.35-5.46) 4.89 (3.69-6.37) 5.54 (4.00-7.40) 6.46 (4.48-8.84) 7.20 (4.84-9.93) 3 -day 1.93 (1.62-2.31) 2.22 (1.86-2.65) 2.73 (2.28-3.28) 3.19 (2.65-3.84) 3.88 (3.14-4.87) 4.46 (3.51-5.65) 5.07 (3.85-6.57) 5.73 (4.16-7.60) 6.66 (4.64-9.06) 7.40 (5.01-10.2) 44--ddaayy (RH22..006645) (1.22..336680) 2.88 (2.41-3.43) 3.34 (2.79-4.00) 4.04 (3.27-5.03) 5.22 (3.98-6.73) 5.88 (4.29-7.76) 6.80 (4.76-9.21) 7.54 (5.12-10.3) 7 -day 2.34 (2.00-2.76) 2.69 (2.29-3.18) 3.28 (2.78-3.88) 3.78 (3.19-4.49) 4.51 (3.67-5.53) 5.08 (4.04-6.32) 5.68 1 (4.35-7.22) 6.30 (4.62-8.21) 7.15 (5.04-9.56) 7.81 (5.35-10.6) 1100 -- ddaayy 2.59 2.98 (2.55-3.50) 3.63 (3.09-4.27) 4.17 4.92 (4.02-5.98) 5.50 (4.39-6.77) 6.09 (4.68-7.67) 7.48 (5.30-9.94) 8.09 (5.58-10.9) 20 -day 3.35 (2.90-3.88) 3.81 (3.30-4.42) 4.57 (3.93-5.31) 5.18 (4.43-6.04) J 6.00 (4.95-7.18) 6.63 (5.34-8.04) 7.24 (5.63-8.99) 7.84 (5.84-10.0) 8.63 (6.16-11.3) 9.21 (6.41-12.3) 30 -day 3.97 (3.46-4.57) 4.51 (3.92-5.19) 5.35 (4.64-6.18) 6.04 (5.21-7.00) 6.94 (5.76-8.23) 7.62 (6.17-9.17) 8.27 (6.47-10.2) 8.90 (6.67-11.3) 9.72 (6.98-12.6) 10.3 (7.22-13.7) 1 45 -day 4.75 (4.17-5.43) 5.39 (4.73-6.17) 6.39 (5.59-7.33) 7.18 (6.24-8.27) 8.22 (6.85-9.66) 8.97 (7.31-10.7) 9.68 (7.62-11.8) 10.4 (7.80-13.0) 11.2 (8.10-14.5) 11.8 (8.32-15.6) 60 -day 5.40 (4.77-6.15) 6.15 (5.42-7.00) 7.31 (6.42-8.34) 8.22 (7.17-9.41) 9.38 (7.84-10.9) 10.2 (8.35-12.1) 11.0 (8.66-13.3) 11.7 (8.83-14.6) 12.6 (9.10-16.1) 13.1 (9.31-17.2) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 405425°, Longitude: -104.3817: Precipitation depth (in) Precipitation depth (in) 14 12 10 14 12 10 C � s nth 5 10 25 50 100 200 NOAA Atlas 14o Volume 0, Version 2 C �s th Duration tion ,, >, n3 ru r Average recurrence interval (years) -, >i =� >1 n3 ea fa M ra N 6 6 6 Y. J 6 ID 500 1000 Created :GMT): Thu Sep 1 20:07:01 2022 Back to Top Maps & aerials Small scale terrain crige recurrence animal (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5-cn n 1 �n 1 ini 30 -min 2 -hr -hr —ir 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day. r _ f 3km I '1 2mi -2r FortCollins Lcsrsc_ta Peak 434 m • Boulder. Large scale terrain • Longmont 100km 60mi Large scale map Ling m n, -" Boulder 60mi Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions@noaa.gov Disclaimer AGPRO fessionals DEVELOPERS OF AGRICULTURE Project Number: 3120-14 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: VL Subject: Impervious Area Calculation Date: 10/20/22 12:01 PM Sheet: of = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Roofs 90% 7,405 0.15 Gravel Road 40% 94,961 0.87 Greenbelts, agriculture 2% 556,261 0.26 Drive and Walk 90% 5,663 0.12 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 None 0% 0.00 664,290 1.40 Square Feet Acres Total Impervious Acres 60,871 1.40 Total Development Acres 664,290 15.25 Development %I Actual Design 9% Impervious Design Use 10% CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Historical Run-off 10-yr I. Catchment Hydrologic Data Catchment ID = Overall Area = Percent Imperviousness = NRCS Soil Type = 15.25 Acres 2.00 B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 10 years 28.50 10.00 0.786 1.43 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. 1 7 0.08 (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 LEGEND 3 Beginning, Flow Dim lion Cat latent Dou and:are- 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 0.0000 0 0.08 N/A 0.00 0.00 1 0.0090 1,174 2 3 4 5 Sum 1,174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.27 inch/hr 3.10 inch/hr 3.10 inch/hr 7.00 0.66 29.46 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.46 16.52 16.52 5.72 cfs 7.82 cfs 7.82 cfs UD v1.02a Historical 10 yr, Tc and PeakQ 10/28/2022, 2:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Proposed Run-off - 10yr I. Catchment Hydrologic Data Catchment ID = Overall Area = Percent Imperviousness = NRCS Soil Type = 15.25 Acres 9.00 B A, B, C, or D II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 10 years 28.50 10.00 0.786 1.43 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 = 0.22 0.14 (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 LEGEND (,J Deeming, Flow Di cdon Catic lute nt B ounitary 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 0.0000 0 0.14 N/A 0.00 0.00 1 0.0090 1,174 2 3 4 5 Sum 1,174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.27 inch/hr 3.10 inch/hr 3.10 inch/hr 7.00 0.66 29.46 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.46 16.52 16.52 7.59 cfs 10.37 cfs 10.37 cfs UD v1.02a Proposed 10 yr, Tc and PeakQ 10/28/2022, 2:58 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Historical Run-off 100-yr I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = Overall 15.25 Acres A, B, C, or D 2.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= I (inch/hr) = Cl * P1 /(C2 + Td)AC3 100 28.50 10.00 0.786 2.60 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 = 0.36 0.08 Reach:3 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide 0-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 i overland Reach 1 flow LEGEND OBeginning Flow Direction 4: C ate lane nt B o und:ary N RCS 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 1 2 Slope S ft/ft input Length L ft input 0.0000 5-yr Runoff Coeff C-5 output 0 0.0090 1,174 0.08 3 4 5 Sum 1,174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.12 5.63 5.63 inch/hr inch/hr inch/hr NRCS Convey- ance input Flow Velocity V fps output Flow Time Tf minutes output N/A 0.00 7.00 0.66 0.00 29.46 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.46 16.52 16.52 22.78 31.13 31.13 cfs cfs cfs UD v1.02aHistorical 100 yr, Tc and PeakQ 10/20/2022, 12:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Proposed Run-off - 100 year I. Catchment Hydrologic Data Catchment ID = Area = Percent Imperviousness = NRCS Soil Type = Overall 15.25 9.00 B II. Rainfall Information Design Storm Return Period, Tr = 01= C2= C3= P1= Acres A,B,C,orD I (inch/hr) = C1 * P1 /(C2 + Td)^C3 100 28.50 10.00 0.786 2.60 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 = 0.40 0.14 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 Reach 1 overland flow LEGEND (.3 BLgLVWIg Floor Dir&tion C ate }une nt B o undar}y N RCS Land Type Conveyance Heavy Meadow 2.5 Tillage! Field 5 Short Pasture/ Lawns 7 N early Bare Ground 10 Grassed Swales! Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland 1 2 3 4 5 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 0.0000 0 0.0090 1,174 0.14 N/A 0.00 0.00 Sum 1,174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.12 5.63 5.63 inch/hr inch/hr inch/hr 7.00 0.66 29.46 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.46 16.52 16.52 25.37 34.67 34.67 cfs cfs cfs UD-Rational v1.02a - proposed 100 yr, Tc and PeakQ 10/20/2022, 12:07 PM Crow Creek Event Center APPENDIX B Hydraulic Computations DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Crow Creek Event Center Basin ID: Overall (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input,: Catchment Drainage Imperviousness la = 9.00 percent Catchment Drainage Imperviousness la = 9.00 percent Catchment Drainage Area A = 15.250 acres Catchment Drainage Area A = 15.250 acres Predevelopment NRCS Soil Group Type = B A, B, C, or D Predevelopment NRCS Soil Group Type = B A, B, C, or D Return Period for Detention Control T = 10 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 17 minutes Time of Concentration of Watershed Tc = 17 minutes Allowable Unit Release Rate q = 0.23 cfs/acre Allowable Unit Release Rate q = 0.38 cfs/acre One -hour Precipitation P1 = 1.43 inches One -hour Precipitation P1 = 2.60 inches Design Rainfall IDF Formula i = C,'* P,/(C2+TJ^C3 Design Rainfall IDF Formula i = C,* P1/(C2+Tc)^C3 Coefficient One C1 = 28.50 Coefficient One C1 = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.21 Runoff Coefficient C = 0.40 Inflow Peak Runoff Qp-in = 9.83 cfs Inflow Peak Runoff Qp-in = 34.04 cfs Allowable Peak Outflow Rate Qp-out = 3.51 cfs Allowable Peak Outflow Rate Qp-out = 5.72 cfs Mod. FAA Major Storage Volume = 46,557 cubic feet Mod. FAA Minor Storage Volume = 8,483 cubic feet Mod. FAA Major Storage Volume = 1.1 acre -ft Mod. FAA Minor Storage Volume = 0.2 acre -ft 5 c- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5 -Minutes) 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) 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 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 5 4.81 0.106 1.00 3.51 0.024 0.082 5 8.75 0.367 1.00 5.72 0.039 0.328 10 3:83 0.169 1.00 3.51 0.048 0.121 10 6.97 0.586 1.00 5.72 0.079 0.507 15 3.22 0.213 1.00 3.51 0.072 0.140 15 5.85 0.737 1.00 5.72 0.118 0.619 20 2.78 0.246 0.91 3.20 0.088 0.157 20 5.06 0.851 0.91 5.22 0.144 0.707 25 2.47 0.272 0.83 2.91 0.100 0.172 25 4.48 0.942 0.83 4.75 0.164 0.778 30 2.22 0.294 0.78 2.72 0.112 0.181 30 4.03 1.017 0.78 4.43 0.183 0.834 35 2.02 0.312 0.74 2.58 0.124 0.188 35 3.68 1.081 0.74 4.21 0.203 0.878 40 1.86 0.328 0.71 2.48 0.137 0.192 40 3.38 1.137 0.71 4.04 0.223 0.914 45 1.73 0.343 0.68 2.40 0.149 0.194 45 3.14 1.187 0.68 3.91 0.242 0.944 50 1.61 0.355 0.67 2,33 0.161 0.195 50 2.93 1.231 0.67 3.80 0.262 0.969 55 1.51 0.367 0.65 2.28 0.173 0.194 55 2.75 1.271 0.65 3.72 0.282 0.989 60 1.43 0.378 0.64 2.24 0.185 0.193 60 2.59 1.308 0.64 3.65 0.301 1.006 65 1.35 0.387 0.63 2.20 0.197 0.191 65 2.46 1.342 0.63 3.59 0.321 1.021 70 1.28 0.397 0.62 2.17 0.209 0.188 70 2.33 1.373 0.62 3.53 0.341 1.032 75 1.22 0.405 0.61 2.14 0.221 0.184 75 2.23 1.403 0.61 3.49 0.361 1.042 80 1.17 0.413 0.60 2.12 0.233 0.180 80 2.13 1.430 0.60 3.45 0.380 1.050 85 1.12 0.420 0.60 2.09 0.245 0.175 85 2.04 1.456 0.60 3.42 0.400 1.056 90 1.08 0.428 0.59 2.08 0.257 0.170 90 1.96 1.481 0.59 3.38 0.420 1.061 95 1.04 0.434 0.59 2.06 0.269 0.165 95 1.88 1.504 0.59 3.36 0.439 1.065 100 1.00 0.441 0.58 2.04 0.281 0.159 100 1.82 1.526 0.58 3.33 0.459 1.067 105 0.96 0.447 0.58 2.03 0.294 0.153 105 1.75 1.547 0.58 3.31 0.479 1.068 110 0.93 0.453 0.58 2.02 0.306 0.147 110 1.70 1.567 0.58 3.29 0.498 1.069 115 0.90 0.458 0.57 2.01 0.318 0.140 115 1.64 1.587 0.57 3.27 0.518 1.068 120 0.88 0.463 0.57 2.00 0.330 0.134 120 1.59 1.605 0.57 3.25 0.538 1.067 125 0.85 0.469 0.57 1.99 0.342 0.127 125 1.55 1.623 0.57 3.24 0.558 1.065 130 0.83 0.474 0.56 1.98 0.354 0.120 130 1.50 1.640 0.56 3.22 0.577 1.063 135 0.80 0.478 0.56 1.97 0.366 0.112 135 1.46 1.657 0.56 3.21 0.597 1.060 140 0.78 0.483 0.56 1.96 0.378 0.105 140 1.42 1.673 0.56 3.20 0.617 1.056 145 0.76 0.487 0.56 1.95 0.390 0.097 145 1.39 1.688 0.56 3.19 0.636 1.052 150 0.74 0.492 0.56 1.95 0.402 0.090 150 1.35 1.703 0.56 3.17 0.656 1.047 155 0.73 0.496 0.55 1.94 0.414 0.082 155 1.32 1.718 0.55 3.16 0.676 1.042 160 0.71 0.500 0.55 1.93 0.426 0.074 160 1.29 1.732 0.55 3.16 0.695 1.036 1.65 0.69 0.504 0.55 1.93 0.438 0.066 165 1.26 1.746 0.55 3.15 0.715 1.030 170 0.68 0.508 0.55 1.92 0.451 0.057 170 1.23 1.759 0.55 3.14 0.735 1.024 175 0.66 0.512 0.55 1.92 0.463 0.049 175 1.21 1.772 0.55 3.13 0.754 1.017 180 0.65 0.515 0.55 1.91 0.475 0.041 180 1.18 1.785 0.55 3.12 0.774 1.010 185 0.64 0.519 0.54 1.91 0.487 0.032 185 1.16 1.797 0.54 3.12 0.794 1.003 190 0.62 0.522 0.54 1.91 0.499 0.023 190 1.13 1.809 0.54 3.11 0.814 0.995 195 0.61 0.526 0.54 1.90 0.511 0.015 195 1.11 1.821 0.54 3.10 0.833 0.988 200 0.60 0.529 0.54 1.90 0.523 0.006 200 1.09 1.832 0.54 3.10 0.853 0.979 205 0.59 0.532 0.54 1.90 0.535 -0.003 205 1.07 1.844 0.54 3.09 0.873 0.971 210 0.58 0.536 0.54 1.89 0.547 -0.012 210 1.05 1.855 0.54 3.08 0.892 0.962 215 0.57 0.539 0.54 1.89 0.559 -0.021 215 1.03 1.865 0.54 3.08 0.912 0.953 220 0.56 0.542 0.54 1.89 0.571 -0.030 220 1.01 1.876 0.54 3.07 0.932 0.944 225 0.55 0.545 0.54 1.88 0.583 -0.039 225 1.00 1.886 0.54 3.07 0.951 0.935 230 0.54 0.548 0.54 1.88 0.596 -0.048 230 0.98 1.896 0.54 3.07 0.971 0.925 235 0.53 0.550 0.54 1.88 0.608 -0.057 235 0.97 1..906 0.54 3.06 0.991 0.916 240 0.52 0.553 0.53 1.87 0.620 -0.066 240 0.95 1.916 0.53 3.06 1.011 0.906 245 0.51 0.556 0.53 1.87 0.632 -0.076 245 0.94 1.926 0.53 3.05 1.030 0.896 250 0.51 0.559 0.53 1.87 0.644 -0.085 250 0.92 1.935 0.53 3.05 1.050 0.885 255 0.50 0.561 0.53 1.87 0.656 -0.094 255 0.91 1.945 0.53 3.05 1.070 0.875 260 0.49 0.564 0.53 1.87 0.668 -0.104 260 0.89 1.954 0.53 3.04 1.089 0.864 265 0.48 0.567 0.53 1.86 0.680 -0.113 265 0.88 1.963 0.53 3.04 1.109 0.854 270 0.48 0.569 0.53 1.86 0.692 -0.123 270 0.87 1:971 0.53 3.03 1.129 0.843 275 0.47 0.572 0.53 1.86 0.704 -0.132 275 0.86 1.980 0.53 3.03 1.148 0.832 280 0.46 0.574 0.53 1.86 0.716 -0.142 280 0.85 1.989 0.53 3.03 1.168 0.820 285 0.46 0.577 0.53 1.86 0.728 -0.152 285 0.83 1.997 0.53 3.03 1.188 0.809 290 0.45 0.579 0.53 1.85 0.740 -0.161 290 0.82 2.005 0.53 3.02 1.208 0.798 295 0.45 0.581 0.53 1.85 0.753 -0.171 295 0.81 2.013 0.53 3.02 1.227 0.786 300 0.44 0.584 0.53 1.85 0.765 -0.181 300 0.80 2.021 0.53 3.02 1.247 0.774 Mod. FAA Minor Storage Volume (cubic ft.) = 8,483 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.1947 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 46,557 1.0688 udfcd spreadsheet - New, Modified FAA 1/18/2023, 2:09 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Crow Creek Event Center Basin ID: Overall Inflow and Outflow Volumes vs. Rainfall Duration 2.5 2 1.5 0 m 0 v ca E 0 0.5 •• •• • • • ••••••••••••••••••• cooc000 ono 50 100 150 200 O n Duration (Minutes) 250 300 350 —t— Minor Storm Inflow Volume —d-- Minor Storm Outflow Volume Minor Storm Storage Volume t Major Storm Inflow Volume —irk— Major Storm Outflow Volume • Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 J udfcd spreadsheet - New, Modified FAA 1/18/2023, 2:09 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Crow Creek Event Center Basin ID: Overall Darn Y' Side Slope r - Side Slope Z Flow Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: Dam Side Slope Z 4 I ft ft ft/ft L Righ Isosceles Circ Side Slope. Z L Check Basin Shape t Triangle Triangle Rectangle e / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': MINOR OR... OR... OR... OR... (Use Overide values in cells G32:G52) MAJOR 0.19 1.07 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) 4680.00 1,316 0.030 0.000 4680.50 0.00 0.00 17,140 4,614 0.393 0.106 4681.00 0.00 0.00 45,892 20,372 1.054 0.468 WQCV 4681.50 0.00 0.00 79,631 51,753 1.828 1.188 4682.00 0.00 0.00 109,083 98,931 2.504 2.271 Freeboard 4682.50 0.00 0.00 122,804 156,903 2.819 3.602 4683.00 0.00 0.00 124,219 218,659 2.852 5.020 4683.50 0.00 0.00 125,727 281,145 2.886 6.454 Top of Berm 4684.00 0.00 0.00 127,260 344,392 2.921 7.906 128,816 #N/A #N/A 130,407 #N/A #N/A 132,053 #N/A #N/A #N/A #N/A 133,738 135,460 #N/A #N/A 137,219 #N/A #N/A 139,012 #N/A #N/A 140,839 #N/A #N/A 142,708 #N/A #N/A 144,612 #N/A #N/A 145,579 #N/A #N/A 146,555 #N/A #N/A 148,540 #N/A #N/A 155,811 #N/A #N/A 162,094 #N/A #N/A 169,960 #N/A #N/A 143,216 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A udfcd spreadsheet - New, Basin 1/18/2023, 2:33 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 4684.50 C, C) g C) a) its GO 4684.00 4683.50 4683.00 4682.50 4682.00 4681.50 4681.00 4680.50 4680.00 1 _ 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 Storage (acre-feet) J udfcd spreadsheet - New, Basin 1/18/2023, 2:33 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Crow Creek Event Center Basin ID: Overall 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, C° = 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 C/D = Outlet Design Information (Output): 3 9.0 15.25 1 4.00 3.00 0.60 0.005 40 100 percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft / ft hours 0/0 0/0 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 = 0.564 1 OR inches inches inches 0.048 watershed inches 0.061 acre-feet 0.073 acre-feet 0.25 square inches 0.25 square inches 0.002 square feet O 0 O O 0 O 0 O 0 0 0 0 O 0 O 0 O 0 0 O 0 II O 0 O 0 0 O 0 O 0 o c O Cs 1 Perforated 'late Examples 4 Central Elevations of Rows of Holes in feet I 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 4680.00 14680.33 j4680.67 I J I i I I I� _ _ II _ Collection Capacity for Each Row of Holes in cfs 4680.00 0.0000 0.0000 0.0000 0.00 4680.50 0.0059 0.0034 0.0000 0.01 4681.00 0.0084 0.0068 0.0048 0.02 4681.50 0.0102 0.0090 0.0076 0.03 4682.00 0.0118 0.0108 0.0096 0.03 4682.50 0.0132 0.0123 0.0113 0.04 4683.00 0.0145 0.0137 0.0128 0.04 4683.50 0.0156 0.0149 0.0141 0.04 #N/A #N/A #N/A #NIA #NIA #N/A #N/A #NIA #NIA #N/A #N/A #NIA #WA #N/A #WA #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #14/A #WA #NIA #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #WA #N/A #NIA #NIA #WA #N/A #N/A #N/A #N/A #N/A #N/A #14/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A /MA #WA #N/A #WA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #WA #N/A #WA #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #14/A #WA #N/A #19/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #WA #N/A #N/A #NIA #WA #N/A #N/A #N/A #WA #WA #14/A OVA #WA #WA #N/A #N/A #WA #N/A #N/A #NIA #N1/A #N/A #N/A #N/A #N/A #N/A #14/A #14/A MIA #N/A #N/A #14/A #WA #N/A #N/A _ #N/A MA #N/A #N/A I #14/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 udfcd spreadsheet - New, WQCV 1/18/2023, 2:13 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4689.00 4687.00 4685.00 S d? a) 4� 4683.00CD 0) O) ca ti 4681.00 4679.00 4677.00 4675.00 0.00 0.01 0.01 0.02 0.02 0.03 Discharge (cis) 0.03 0.04 0.04 0.05 0.05 J udfcd spreadsheet - New, WQCV 1/18/2023, 2:13 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Crow Creek Event Center Basin ID: Overall X . O O J 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 Width of Equivalent Rectangular Vertical Orifice O <_> f 1 Elev: WS = Elev: Invert = Q= Dia = Co - Af = Theta = Qf = Percent of Design Flow = Theta = no = To = Yo = Elev Plate Bottom Edge = C�a = #1 Vertical Orifice #2 Vertical Orifice 4,684.00 4,680.00 5.72 15.0 0.60 1.23 i' 3.14 10.9 190% 1.58 0.62 15.00 0.63 4,680.63 5.7 Equivalent Width = 0.98 feet feet cfs inches sgft rad cfs rad sq ft inches feet feet cfs feet udfcd spreadsheet - New, Restrictor Plate 1/18/2023, 2:20 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Crow Creek Event Center Basin ID: Overall Current Routing Order is #5 Design Information (Input): Circular Opening: OR Rectangular Opening: Routing Order 41 (Standard') WS FL. \4aior W.S. FL. s1')not n W.S. EL. WQ W Q III V I I12 V2 Routing Order 43 (Single Stage') W.S. EL Design Storm W.S. FL. WQ WQ III VI 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 = CW = EO= Ao_ Ao_ LW = 8.00 Lys = • W.S. EL. Naior minor ▪ W.S. CL. WQ Routing Order 42 VI WQ I11 Routing Order #4 9 W ICI.. un erg.: ncy SP'... wk.y WS. hi.. \Im ion I.mc rgcnty Ovcrr.ow m1u P.pc- H2 W.S. 111.. \1 .nor V2 W.S. Ii I.. WQ HI WQ VI #1 Horiz. #2 Horiz. #1 Vert. #2 Vert. 2.00 0.70 2.00 0.85 100 100 0.60 0.60 3.00 4682.00 4,680.00 4.00 0.60 Top Elevation of Vertical Orifice Opening, Top = Center Elevation of Vertical Orifice Opening, Cen = ft. ft. 4680.85 4680.43 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) 4680.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4680.50 0.01 0.00 0.00 0.00 0.00 0.84 0.00 0.85 4681.00 0.02 0.00 0.00 0.00 0.00 2.17 0.00 2.19 4681.50 0.03 0.00 0.00 0.00 0.00 2.97 0.00 3.00 4682.00 0.03 0.00 0.00 0.00 0.00 3.60 0.00 3.63 4682.50 0.04 8.49 13.62 0.00 0.00 4.13 0.00 12.65 4683.00 0.04 24.00 19.26 0.00 0.00 4.60 0.00 23.90 4683.50 0.04 44.09 23.59 0.00 0.00 5.02 0.00 28.66 4684.00 #N/A 67.88 27.24 0.00 0.00 5.42 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #NIA #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #NIA #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA udfcd spreadsheet - New, Outlet 1/18/2023, 2:21 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Crow Creek Event Center Basin ID: Overall f STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4684.5 4684 a) a) a) a) 6,1 ai CO CC (I) K _ 4683.5 4683 4682.5 4682 4681.5 4681 4680.5 4680 0 5 10 15 20 25 30 35 Discharge (cfs) udfcd spreadsheet - New, Outlet 1/18/2023, 2:21 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Crow Creek Event Center Basin ID: Overall Status: Sheet Contains Warnings. See Culvert_ErrorList Range Design Information (Input): Circular Culvert: Barrel Diameter in Inches Circular Culvert: Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Box Culvert: Barrel Width (Span) in Feet Box Culvert: 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): []Fite rmubdr Vaattl A x ruiwHt it 7+nUn w 1 ID t'CI Letitia lb eit t1/4., Z Slim So RAMS fagot D= 12 Grooved End with Headwall Height (Rise) = Width (Span) = Square Edge w/ 90-15 deg. Flared Wingwall No = lelev = Oelev = L= n= Kb = KX = Ke = Kf = Ks = Cd_ KElow = 1 4680.00 4679.80 20.0 0.0120 0.00 1.00 0.20 0.53 1.73 0.99 -0.09 in. ft. ft. ft. elev. ft. elev. ft. n Water Surface Elevation From Sheet "Basin" (ft., linked) Tailwater Surface Elevation ft (input if known) Culvert Inlet -Control Flow rate cfs (output) Culvert Outlet -Control Flow rate cfs (output) Flow rate Into Culvert From Sheet "Outlet" (cfs, linked) Controlling Culvert Flow rate cfs (output) Inlet Equation Used (output) 4680.00 0.00 0.00 0.00 0.00 0.00 No Flow (WS < inlet) 4680.50 0.00 0.80 1.43 0.85 0.80 Min. Energy. Eqn. 4681.00 0.00 2.60 1.87 2.19 1.87 Regression Eqn. 4681.50 0.00 4.10 3.20 3.00 3.00 Regression Eqn. 4682.00 0.00 5.20 4.19 3.63 3.63 Regression Eqn. 4682.50 0.00 6.20 4.98 12.65 4.98 Regression Eqn. 4683.00 0.00 7.00 5.67 23.90 5.67 Regression Eqn. 4683.50 0.00 7.70 6.27 28.66 6.27 Orifice Eqn. 4684.00 0.00 8.30 6.83 #NIA #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 #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 #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 #NIA #NIA 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 #NIA #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 #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 #NIA #NIA 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 #NIA #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 #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 #NIA #NIA 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 #NIA #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0.00 #N/A #NIA 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 #NIA 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 #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 #NIA #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) udfcd spreadsheet - New, Culvert 1/18/2023, 2:22 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Crow Creek Event Center Basin ID: Overall r STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT 4684.50 4684.00 4683.50 4683.00 ---. 4682.50 C) C) a' C.) 4 - CD a) as a' 4682.00 4681.50 4681.00 4680.50 4680.00 0 0.00 1.00 2.00 3.00 4.00 Discharge (cfs) 5.00 6.00 7.00 K J udfcd spreadsheet - New, Culvert 1/18/2023, 2:22 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Crow Creek Event Center Basin ID: Overall Spillway angular It tit 1. anrlr ra u(c7 It tar ansruia- .s Eli CREST Design 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 = CW = Ct = 18.00 75.00 4,683.00 3.00 3.00 Elevation (linked) Water Surface ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4680.00 0.00 0.00 0.00 0.00 4680.50 0.00 0.00 0.00 0.80 4681.00 0.00 0.00 0.00 1.87 4681.50 0.00 0.00 0.00 3.00 4682.00 0.00 0.00 0.00 3.63 4682.50 0.00 0.00 0.00 4.98 4683.00 0.00 0.00 0.00 5.67 4683.50 19.09 1.98 21.07 27.34 4684.00 54.00 11.20 65.20 #NIA #N/A #N/A #NIA #NIA #NIA #N/A #N/A #N/A #NIA #NIA #N/A #N/A #NIA #NIA #N/A #N/A #N/A #NIA #N/A #NIA #N/A #N/A #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #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 udfcd spreadsheet - New, Spillway 1/18/2023, 2:23 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Crow Creek Event Center Basin ID: Overall Spillway c STAGE -STORAGE -DISCHARGE CURVES FOR THE POND 0 4684.5 4684 4683.5 4683 0) 4 4682.5 0) a) c4 ri) 4682 4681.5 4681 4680.5 4680 1 Storage (Acre -Feet) 2 3 4 5 10 20 30 40 50 60 Pond Discharge (cfs) 6 7 8 9 70 TOTAL DISCHARGE - SPILLWAY DISCHARGE POND STORAGE 0 udfcd spreadsheet - New, Spillway 1/18/2023, 2:23 PM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. <Name> Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 40.00 3.00, 3.00 1.00 1.00 0.50 0.035 Known Q = 25.37 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Oct 27 2022 0.40 25.37 16.48 1.54 42.53 0.24 42.40 0.44 EN MI U. MI U. U. 0 5 10 15 20 25 30 35 40 45 50 55 60 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 Reach (ft) Rock_Chute.xls for construction plan Upstream Channel Rock Chute Design - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: Crow Creek Event Center (Rock Chute 1-B) Designer: AGPROfessionals Date: 10/20/2022 County: Weld Checked by: Date: Design Values D50 dia. = 11.9 in. Rockchute thickness = 23.9 in. Inlet apron length = 11 ft. Outlet apron length = 15 ft. Radius = 33 ft. Will bedding be used? No Rock Gradation Envelope Passing Dioo D85 D50 D10 Diameter, in. (weight, lbs.) 18 - 24 (403 - 954) 15 - 21 (262 - 696) 12 - 18 (119 - 403) 10 - 15 (61 - 262) Coefficient of Uniformity, (D 60)/(D 10) < 1.7 Quantities a Rock = 84 Yd3 Geotextile (WCS-13)b = 163 yd2 Bedding = 0 Excavation = 0 Earthfill = 0 Seeding = 0.0 acres yd3 yd3 yd3 Notes: a Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius). b Geotextile Class I (Non -woven) shall be overlapped and anchored (18 -in. minimum along sides and 24 -in. minimum on the ends) --- quantity not included. C O tT-t Slope = 0.005 ft./ft. Stakeout Notes Sta. 0+00.0 0+06.9 0+11.0 0+15.0 0+31.0 0+46.0 0+48.5 Notes: Elev. (Pnt) 4685 ft. (1) 4685 ft. (2) 4684.7 ft. (3) 4 684 ft. (4) 4680 ft. (5) 4680 ft. (6) 4681 ft. (7) E _ Radius = 33.082 --ft' Geotextile _ Profile Along Centerline of Rock Chute Inlet apron elev. = 4685 ft. 2 3 Rock thickness = 23.9 in. Freeboard = 1 ft. 1 Rock gradation envelope can be met with DOT Extra Heavy riprap Gradation Point No. Description 2 Point of curvature (PC) 3 Point of intersection (PI) 4 Point of tangency (PT) Outlet apron _ elev. = 4680 ft. 3 • 5 tr „Top width = 16 ft. • 2.12 ft. 6 7 2.5 Downstream Channel Slope = 0.001 ft./ft. d = 1 ft. Rock Chute Bedding i Berm Geotextile Rock Chute Bedding Rock thickness = 23.9 in. B' = 3.7 ft. * Use H throughout chute but not less than z2. Rock Chute Cross Section Profile, Cross Sections, and Quantities NRc Crow Creek Event Center (Rock Chute 1-B) Natural Resources Conservation Service United States Department of Agriculture Weld County Designed Drawn Checked Approved Date AGPROfessionals File Name Drawing Name Sheet _ of Crow Creek Event Center APPENDIX C 24 x 36 Maps Weld County Drainage Report For Crow Creek Event Center SECTION 25, TOWNSHIP 7 NORTH, RANGE 63 WEST OF THE 6TH PM, CO UNT Y OF WELD, STATE OF COL ORA D O AGPROfessionals DEVELOPERS OF AGRICULTURE AGPROfessionals 3050 67th Avenue Greeley, CO 80634 (970) 535-9318 10/28/2022 Crow Creek Event Center Table of Contents Certifications/a.* ••.••t••••••• oo......••k=•.•• ei••• t********* a...r�rr. l.r******l******l.rs.S 3 Introduction .,....•*.•••.••*..•..•••.•..•!.*.*....•.......... oat ......}...•..•...•.•••••,.•.•••.**• • • 1. Location .••.•••.....0. •..i......•.►..b F*.♦1•*fi. •f #•{.!•*//..****i+i.1/otsgtii`Fllii.aiil•l.M1p****.4. Y.• 5 5 2. Description of Property•*****•.•..••#•f.•...••...*•*...••,.••••.*..•••..•.t.•*..,•.••...••*•.•• 5 DrainageBasin and Sub -Basins I*4•••••••• i•i••••••••••••••••.•••.• a•. *pa ••••••••i•..•..•..■ 6 1. Major Basin Description ,,..4„6 2. Sub -Basin Description .0.040.......••.••••••..•.•...•...•••.•• ,44410 *0 6 Drainage Design Criteria 4a;oi••••.•*•.•..••••it* * • 7 1. Development Criteria ...•..•.,....,../a 7 2. Hydrological Criteria•......•.•*•t•....••••••#.g•••.•••••.,...•....•.*.i•i•i.it.•i,., 7 3. Hydraulic Criteria ••* • 0.*.•****.••.••• 7 Drainage Facility Design *04116.4 Oa •i ,....r.•• 8 1. General Concept.......,ones* .•...•..•*.*•*...•t•*••.•• iutu,.0. 8 2. Specific DetailsWinn i•+.Y.••••**••..*•.•..••••••.•IF**** ..*,*s•s...... 8 Conclusions ..• • •• 10 1. Compliance with Weld County Code ..... 10 2. Drainage Concept..............•!•••••♦itifa..........RI/.1/.i41•.11.•••f•4. on. ■ **.•10 List of References •*•,.*..a•****..*•.*...i..•l bas,* _ 11 Appendices it CrowCrcvk Even c in Certifications I hereby certify that this drainage report for Crow Creek Event Center Use by Special Review (USR) application for an event center was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Valene Lickley, PE Professional Engineer AGPROfessionals 10/28/2022 yan Percy, E1T „in ,a4, Engineer I AGPROfessionals Preliminary Drainage Report Page 3 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ A Mailing: 3050 67'h Avenue, Suite 200, Greeley, CO 806341970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 833011208-595-5301 www.ngpi4os.:ooi_ ti Crow Creek Event Center Weld County Certification of Compliance This page intentionally left blank 10/28/2022 Preliminary Drainage Report Page 4 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1 970-535-9318 office j 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 www.agpros,cur» Crow Creek Event Center Introduction 1. Location The proposed site is in part of Section 25, Township 7 North, Range 63 West of the 6th PM. This site is located to the northeast of the State Highway 392 and Weld County Road (WCR) 71. The closest WCR to the north is WCR 80, approximately two miles north. A vicinity map is shown in Appendix A. 2. Description of Property The applicant is proposing the development of 15.25 acres of the 309 -acre parcel. The proposed site is currently used for rangeland, agricultural, and riparian woodland. There were several utility structures and residential dwellings, but they have since been removed. The event facility is proposed to be located in the existing 7,200 SF barn that is located on the northwest portion of the parcel. In addition to the barn, there will be an improved gravel parking lot. There are two types of soil: Vona loamy sand (0 to 3 percent) and Haverson loam (0 to 3 percent). The majority of the soil is Hydraulic Soil Group B (see USDA-NRCS Custom Soil Resource Report in Appendix A). There are no major open channels within or adjacent to the proposed property. The Crow Creek is an intermittent stream that bisects the property from the north and south. The project site is located on the west side of Crow Creek. 10/28/2022 Preliminary Drainage Report ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 671h Avenue, Suite 200, Greeley, CO 806341970-535-9318 office 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 ww\Lagpros.cu ii i i Page 5 of 12 Clow Creek Event Center Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is non -urbanizing and is located in rural Weld County. The subject property is surrounded by undeveloped agricultural and rangeland. A Master Drainage Plan for the site area is not currently available. A topographic map was downloaded from the United States Geological Survey (USGS) website and is shown in Appendix A. Historically, there have been no previous drainage issues with the property. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123C1300E and is not currently located within a 100 -year floodplain. 2. Sub -Basin Description The site was evaluated with the one major drainage basin. There are currently no major drainage systems within the site. 10/28/2022 Preliminary Drainage Report Page 6 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 970-535-9318 office 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 v, Aru L' iii Crow Creek Event Center Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the Urban Drainage and Flood Control District (UDFCD) Criteria Manual Volumes 1, 2, and 3, and the Weld County Engineering and Construction Criteria Guidelines (WCECG) manual. 2. Hydrological Criteria From NOAA Atlas 14 Briggsdale, CO, precipitation station, the estimated rainfall from the 100 -year, 1 -hour precipitation is 2.60 inches (see NOAA Atlas 14 Precipitation Data in Appendix A). This value was used for runoff calculations. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. The overall percentage of imperviousness for the proposed site was determined to be approximately nine percent (see Percentage of Imperviousness Calculation in Appendix A). Using the 10 -year, 1 -hour and 100 -year, 1 -hour design storm, and the UDFCD Detention Basin spreadsheet, the peak runoff flowrate was estimated using the Modified FAA method. The peak runoff flowrates were calculated using the time of concentration (from UD-Rational v.1.02a spreadsheet), runoff coefficient, and the precipitation depth in the UDFCD spreadsheet for the Historical Total (see UDFCD Runoff Calculation in Appendix A). Using the 10 -year, 1 -hour and 100 -year, 1 -hour design storm, and the UD- Rational spreadsheet, the peak runoff flowrate was estimated for the Sub -basin (see UD Rational Runoff Calculations in Appendix A). Table 1: Peak Runoff Flowrates 100 Flowrate Year Peak (cfs) Peak Runoff ' 10 Flowrate Year Peak (cfs) Historic (10 -year) -Total 5.72 22.78 Proposed -Total 7.59 25.67 cfs = cubic feet per second 3. Hydraulic Criteria The 10 -year historic release rate was determined using the area of the proposed site and an estimated two percent historic imperviousness (see 10 -Year Historic Release Rate calculation in Appendix B). The volume required for the proposed detention pond was calculated to be 1.0 acre-feet. The release rate was calculated to be 5.72 cubic feet per second (cfs). The required detention volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). 10/28/2022 Preliminary Drainage Report Page 7 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67111 Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 w weagpros.corn Crow Creek Event Center The proposed detention pond will have a capacity greater than the required 1.0 acre-feet at the 100 -year water surface elevation with an additional one foot of freeboard (see Table 2 and UDFCD Stage Storage in Appendix B). Table 2: Statze Storage Summar (Drainage Pond Stage Basin 1) Elevation (feet) Required Volume feet) (acre- Volume Elevation at feet) (acre- Pond WQCV 4681.5 I 0.552 0.782 100-Year/Spillway Crest 4682.5 k 0.594 1.355 4684.0 Top of Pond 2.295 An orifice plate is proposed for the outlet structure that is designed to release the water quality capture volume (WQCV) over 40 hours. The WQCV is included within the detention volume for the 100 -year storm. A restrictor plate is proposed to control the flowrate through the outlet culvert (see UDFCD WQCV and UDFCD Restrictor Plate calculations in Appendix B). A single stage outlet structure is proposed with a rectangular opening (see UDFCD Outlet Structure and UDFCD Outlet Culvert in Appendix B). A spillway is proposed that is designed to release the 100 -year peak flowrate. The spillway crest will be at or above the invert of the freeboard elevation and the depth of the flow should be less than six inches (see UDFCD Spillway in Appendix B). The detention pond is rectangular in shape on the east side. Sub -basin A sheet flows north to a grass lined swale. The grass lined swale was sized to capture the 100 -year, 1 -hour runoff plus one foot of freeboard (see NRCS Swale Calculations in Appendix B). A rock chute was designed for riprap protection for the channelized flow (see NRCS Rock Chute Design in Appendix B). Drainage Facility Design 1. General Concept A detention pond is at the south side of the project area. Runoff should generally sheet flow towards the pond. The pond is designed to detain the 100 -year storm event and release at the 10 -year historic rate. The site should not significantly alter the historic drainage pattern. A general drainage plan, drainage and erosion control plan, and drainage and erosion control details are shown in Appendix C. 2. Specific Details Maintenance access is provided on the southwest corner of the pond. 10/28/2022 Preliminary Drainage Report Page 8 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67U' Avenue, Suite 200, Greeley, CO 80634 j 970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 j 208-595-5301 Www.aiwrus.coni Crow Creek Event Center A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond monthly during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas shall be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris shall be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash shall be removed from around the pond to prevent entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance needs. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond shouldbe excavated if the pond bottom elevation reaches a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. • Stabilization or re -grading of side slopes may be required periodically or after excessive rain events. Any disturbance of slopes should be reseeded or may require installation of erosion control materials until seeding can reestablish adequate grasses to prevent future erosion. • Any other maintenance or repairs which would minimize other maintenance to the pond or outfall structure. If the pond is significantly impaired such that the pond is incapable of properly functioning to meet the Weld County stormwater discharge requirements, the owner should assess the corrective action needed and have the pond restored by properly trained personnel. 10/28/2022 Preliminary Drainage Report Page 9 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 www.agoos.com Crow Creek Event Center Conclusions 1. Compliance with Weld County Code The drainage design of the Crow Creek Event Center USR is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. 2. Drainage Concept Historical flow patterns and run-off amounts should be maintained in such a manner that should reasonably preserve the natural character of the area and prevent property damage of the type generally attributed to run-off rate and velocity increases, diversions, concentration and/or unplanned ponding of storm run-off for the 100 -year storm event. The drainage design included in this report should be effective in controlling damage from the design storm runoff by detaining the 100 -year, 1 -hour storm event and releasing at the 10 -year historic rate. No irrigation companies or property owners should be affected by the proposed development. 10/28/2022 Preliminary Drainage Report Page 10 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 1208-595-5301 www.atproii ct:iin Crow Creek Event Center List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, Oct 2020.. Web. 27 October 2022. <https://msc.fema.gov/portal>. United State Department of Agriculture — Natural Resources Conservation Service. Hydraulics Formula. Computer Software. Hydraulics Formula Version 2.2.1. United State Department of Agriculture — Natural Resources Conservation Service. Rock Chute Design Program. Computer Software. Version WI -July -2010. <https://www.nres.usda.gov/Internet/FSEDOCUMENTS/arcs 142p2024307.x1s>. United States Department of Agriculture - Natural Resources Conservation Service. "Web Soil Survey." Web Soil Survey. USDA - NRCS, 2006. Web. 27 October 2022. <http://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx>. United States Department of Commerce - National Oceanic and Atmospheric Administration. "NOAA's National Weather Service." Point Precipitation Frequency Estimates. USDC - NOAA National Weather Service. Web. 27 October 2022 <https://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?lat=40.3194&lon=- 104.7041 &data=depth&units=english&series=pds>. United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 27 October 2022. <www.usgs.gov/products/maps/topo- maps>. Urban Drainage and Flood Control District. Calculation of Peak Runoff Using Rational Method. Computer software. Software. Vers. 1.02a. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Detention Basin Volume Estimating Workbook. Computer software. Software. Vers. 2.34. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Determination of Culvert Headwater and Outlet Protection. Computer Software. UD-Culvert Vers. 3.05. <http://udfcd.org/software>. Urban Drainage and Flood Control District. Peak Runoff Prediction by the Rational Method. Computer software. Software. Vers. 2.00. <http://udfcd.org/software>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volume 1." USDCM.• Volume 1 Management, Hydrology and Hydraulics. UDFCD, Mar. 2017. Web. 27 October . <http://udfcd.org/volume-one>. 10/28/2022 Preliminary Drainage Report Page 11 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 6711 Avenue, Suite 200, Greeley, CO 80634 1 970-535-9318 office 970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Fails, ID 83301 208-595-5301 \w.4gprt! _cuIn Crow Creek Event Center Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM: Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 27 October 2022. <http://udfcd.org/volume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 27 October 2022. <https://propertyreport.co.weld.co.us/?account=R6780080>. Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 27 October 2022. <www.weldgov.com/UserFiles/Servers/Server 6/File/Departments/Public%20Works/En gineering/WCECG%20--%208-3 -17 .pdf.> 10/28/2022 Preliminary Drainage Report Page 12 of 12 ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67`x' Avenue, Suite 200, Greeley, CO 80634 1970-535-9318 office 1970-535-9854 fax Idaho: 213 Canyon Crest Drive, Suite 100, Twin Falls, ID 83301 208-595-5301 WWW.Ugpro .coin Crow Creek Event Center Appendices A. Hydrologic Computations a. Vicinity Map b. USDA-NRCS Soil Report c. USGS Topographic Map d. FEMA FIRMette Map e. NOAA Atlas 14 Rainfall Maps f. Percentage of Imperviousness g. UDFCD Historical Runoff Calculations and Time of Concentration Calculations h. UD Rational Runoff Calculations B. Hydraulic Computations a. 10 -Year Historic Release Rate b. UDFCD Detention Volume c. UDFCD Stage Storage d. UDFCD WQCV e. UDFCD Restrictor Plate f. UDFCD Outlet Structure g. UDFCD Outlet Culvert h. UDFCD Spillway i. NRCS Swale Calculations j. NRCS Rock Chute Calculations k. UDFCD Culvert & Rip Rap Calculations C. 24x36 Maps a. General Drainage Plan b. Grading Plan c. Drainage and Erosion Control Details Crow Creek Event Center APPENDIX A Hydrologic Computations This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable THIS MAP IS NOT TO BE USED FOR NAVIGATION USDA United States Department of Agriculture BRCS 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 October 27, 2022 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.nres.usda.gov/wps/ portal/nres/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=nres) 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•r.,rrrarssr.aa....................}.ss.a,s.rs...... 2 How Soil Surveys Are Made ,,,, .5 Soil Map 8 Soil Map Legend... 7r. *+* t •.. re r.7• r.. ••3.IPa r. o.. ...f. coos s..o+. • ••O wi..•*+s. .w......#■rf... ..10 Map Unit Legend • .r.° *...Stoat 11 Map Unit Descriptions r,,....#rr....11 Weld County, Colorado, Northern Part .Os.u.,•ri.•at.S.......Strt. Milani is 13 29---Haverson loam, 0 to 3 percent slopes 13 71 Vona loamy sand, 0 to 3 percent slopes r..w.t.t..t..r.ww,tt0.a.t..r......i1Y.14 References.:.}wt........os.....r.r.a#aua...i.o..sos.cora 16 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 parts 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. 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 produce the map, and a description of each soil map unit. 8 Custom Soil Resource Report MAP LEGEND Area of Interest (Aol) Area of Interest (AOI) Soils O Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features to Blowout K C> O 4 k cals 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 a It 50 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 10 MAP INFORMATION The soil surveys that comprise your AOl 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. Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres In AOl Percent of AO1 29 Haverson loam, 0 to 3 percent slopes 71 Vona loamy sand, 0 to 3 percent slopes ITotals for Area of Interest 5.7 8.4 14.1 40.7% 59.3% 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 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, 11 Custom Soil Resource Report 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 29 Haverson loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 35zd Elevation: 3,500 to 6,000 feet Mean annual precipitation: 12 to 17 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 125 to 180 days Farmland classification: Prime farmland if irrigated and either protected from flooding or not frequently flooded during the growing season Map Unit Composition Haverson and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Haverson Setting Landform: Flood plains, stream terraces Down -slope shape: Linear Across -slope shape: Linear Parent material: Stratified, calcareous loamy alluvium Typical profile H1 - 0 to 12 inches: loam H2 - 12 to 60 inches: stratified sandy loam to loam Properties and qualities Slope: 0 to 3 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 (0.57 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 Gypsum, maximum content: 1 percent Maximum salinity: Nonsaline to moderately saline (0.0 to 8.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4c Hydrologic Soil Group: B Ecological site: R067BY036CO - Overflow Other vegetative classification: OVERFLOW (067BY036C0) Hydric soil rating: No 13 Custom Soil Resource Report Minor Components Nunn Percent of map unit: 6 percent Hydric soil rating: No Fluvaquentic haplustolls Percent of map unit: 4 percent Landform: Terraces Hydric soil rating: Yes 71 Vona loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 360x Elevation: 4,000 to 5,500 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost -free period: 130 to 160 days Farmland classification: Not prime farmland Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Vona Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Calcareous sandy alluvium and/or eolian deposits Typical profile HI - 0 to 2 inches: loamy sand H2 - 2 to 20 inches: fine sandy loam H3 - 20 to 60 inches: loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): High (1.98 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: 15 percent Custom Soil Resource Report Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: Ra67BYa15CO - Deep Sand Hydric soil rating: No Minor Components Remmit Percent of map unit: 8 percent Hydric soil rating: No Julesburg Percent of map unit: 5 percent Hydric soil rating: No Olney Percent of map unit: 2 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. National 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/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www. nres. usda.gov/wps/portal/nres/detail/national/soilsOcid=nres 142p2_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=nres142p2053580 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. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nres 142 p2_053374 U nited States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/nation al/la nd u se/rangepasture/?cid=stelprd b 1043084 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/ nres/detail/soils/scientists/?cid=nres142p x__054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/nationalisoils/? cid= n res 142 p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www. n res. usda. gov/I nternet/FS E_DOC UME NTS/n res 142p2_052290. pdf 17 I USW U.S. DE0PARs.TottotENTe.30:4THE �KTERIOR traae.AvaaltgireeY 104 5000' . 4,14 %list 40. }XI(' 44 104 5000' Productd by the United Stria Geological Survey .arw ♦. ♦ .. DAtaei or kkl) Ai 111 •+M =yawl, *Urn ar flt• Ibyldal holedtan and IIala•sla •*rtUrdnlutOwens ls.rma tt.IoMIit lit map 4 rol a NM docuawaL Isadand. map bi t lraUt id 1st Uaa map teals ISivig tMa MtNn psarnnan tarn *ore mar mobs down ot*ak pun(d.n born re antacid!, Onto lands midi' _ -— _- nas, •lM!-tUwWslMt •t dews taut *Mt sore sr. IA Prod Ina US-, __...riW Mar SM nags *draw digilfla. •JMr• p a i:tremli— lista ru Oda* iEot - itll #w In Mari! 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I &lipids 4 Garton S raglan 4Nra, 7 lama ila CORNISH QUADRANGLE COLORADO • WELD COUNTY S-IWNUTE SERIES .04 ]1S0 40 6750' 104 JTS0 40 WOO sue n04)404)04. tgr•awar limit Cnnwcror Semidry tiny laud find IMO 4WD gip ►ntartta a =bvls O US Routs O tuddl sr. e tYPlmaty bulls (-1Rtwow V r1 we* touts 10101dSsaands e• dendgi argil ad 'rune el 6r aril, Mar w -asp. •a1 nH - CORNISH, CO 2022 J.Ian#alldr. r�r.. aAtlanta n National Flood Hazard Layer FIRMette 104°23'18"W 40°32'52"N WELD COUNT' 0S0266 c 17N P Vim! ha S25 I 250 500 1,000 1,500 2.000 Basemap: USGS National Map: Orthoimagery: Data refreshed October. 2020 10•422'41•-1 , -10.:32-25"N Feet 1:6,000 Legend SEE EIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS OTHER AREAS OF FLOOD HAZARD Iwr .ate Without Base Rood Elevation (BFE) Zona A V. 499 With BFE or Depth znc AE. AO. AN. VE. AR Regulatory Roodwayr 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile x Future Conditions 1% Annual Chance Flood Hazard zo Area with Reduced Flood Risk due to Levee. See Notes. Zo Area with Flood Risk due to Levee NO SCREEN Area of Minimal Flood Hazard _. Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zc.-D GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES 'Hum Levee, Dike, or Floodwall OTHER FEATURES MAP PANELS SI IS 20.2 Cross Sections with 1% Annual Chance 17-5 Water Surface Elevation F - - - Coastal Transect Base Flood Elevation Line (BFE) _ Limit of Study Jurisdiction Boundary Coastal Transect Baseline Profile Baseline Hydrographic Feature O Digital Data Available No Digital Data Available Unmapped The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on __2 a: AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. NOAA Atlas 14, Volume 8, Version 2 Location name: Briggsdale, Colorado, USA* Latitude: 40.5425°, Longitude: -104.3817° Elevation: 4733.16 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, lshani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF jabular I PF graphical J Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 15 -min 30 -min 60 -min 2 -hr i _ 0.252 (a:1sssy.s22)] 0.369 (o.2sa.o.a72i 0.450 (0.354-0.578) 0.607 (0.477-0.776) 0.766 (O.ss4-o.sas) 0.905 0718-1.14 3 -hr 6 -hr 12 -hr 24 -hr i 3 -day I 4 -day I 7 -day 2 0.443 (9,348-9.567) 0.541 (0.424-0.692 0.730 (0.573-0.934) 0.899 0.705-1,15) 1.07 (0.846-1.35 Average recurrence interval (years) 5 I 10 25 0.396 0.484 0.619 (0.310-0.508) (p,37&0.823)(0.471-0.838) 0.580 (0.454-0.744) 0.708 (0.553.0.907) 0.955 (0,746-1,22) 0.884 (0.8]1-1.11 0.709 (0.551-0.912 0.864 (0.671-1.11) 1.17 (0.905-1.510 1.43 (1.11-1.84) I J 1.17 0,915-1.50) 1.39 1.10-1.76 0.989 (0.790-1.24) 1.13 X0.908-1.40) 1.16 _1o.s22-1.a11 1.33 (1.07-1.66) 1.30 1.55 (1.06-1.59) (1.26-1.90) 1.53 (1.26-1.86) 1.76 (1.47-2.12) 1.49 (11.19-1.88) 1.73 (1.39-2.15) i 0.907 (0.690-1.23) 1.11 (0.842-1.50) 1.49 (1.13-2.01) 1.70 (1.33-2.16) 1.83 (1.45-2.32 2.11 (1.ga2.sa) 1.84 1:41-2.51 2.20 (1.70-2.97) 2�� .39/�1F� (1.86-312) 2.73 (2.15-3.63) 2.00 (1.62-2.47) �� (9.96-3.d0) 2.42 3.07 (2.42-4.00) 50 I_ 100 1 200 11 500 1000 0.736 I 0.862 1.00 1.20 1.36 (0.544-1.00)40615-1.2D} SO.ti83-1.42)I (0.787-1.74) (0.865-1.98)r 1.08 (0.796-1.47) 1.31 (0.971.1:79) 1.76 / y ( 1 :30-2.40) 2.20 (1.63-3.01) 2.64 (1.98-3.58) 2.88 (2.18-3.89) 3.28 (2.50.4.37) 1.26 x(0.900-1.75 1.54 (1,10-2.14) 2.06 (1.47-2.86) 2.60 (1.85-3.62) 13.14 (217-433) 3.44 2,50-4.74 . 3.89 (2.85-5.28) 3.62 :2.25265 (2.78-4.75) 1.79 (1.47-2.18) 2.05 (1.71-2.47 1.93 (1.62-2.31) It z.os (1.74-2.d5 10 -day 2.34 (2.00-2.76 2.22 (4.86-2.85) 2.26 (1.86-2.76) 2.56 (2.13-3.09) 2.70 (2.20-3.31) 3.02 (2.50.3.67) 2.73 (2.284.28) 3.19 (2.65-3.84 3.36 1.47 1.76 2.00 (1.00-2.a8) 1 (1.15-2.55) (1.27-2.91) I 4 (1.22-2.54) 9�1.41 3.11 (1. 5 2.14 43,5q) 2.39 (1.63-3.39) 3.04 2.86 13.24 (1.87-4.14) 206-4.71) 3.67 2.08-4.32) (2.41-524) 3.69 4.49 (2.55-5.20 (2.98-6.47) 4.07 (2.83-5.72) 4.56 (3.21-6.34) 4.88 (3.45-6.67) 3.93 4.54 5.20 2.68.4,32) (3.04-5.08) (3.39-6.00) (3.72-7.04 3.71 4.28 4.89 I 5.54 (2.98-4.69) (3.35-5.46) (3.69437) I (4.00-7.40) 3.88 4.46 5.07 (3.j4-4.87.) (3.51-5.65) (3165 .57) 2.36 I 2.88 (1.98-2.80) _ [ (2.41-3.43) 2,69 (2.294.18) 2.59 2.98 (2.224.04) I (2.55-3.50) 20 -day 3.35 3.81 (2.90.3.88) 1 (s,so-a.a2) 30 -day 3.97 4.51 (3.46 4.57) (3.92-5.19 45 -day 4.75 5.39 (4.17-5A3) (4.73-6.17) 60 -day 5.40 4.77-6.15) 6.15 (5.42-7.00) 3.34 (2.70-4.00) 3.28 (2.78-3.88) 3.63 (3.09-4.27) 3/8 3.19-4.49) 4.17 X3.53-4.02). 5.73 (4.16-7.60) 4.99 (3.33-7.16) 5.55 (3.75-7.8$) 5.81 (a.s5-e.1a) w 6.15 (4.22-8.52) 6.46 (4A84.84) 6.66 (A.6A-9.06) 27-5.03} �{ (3.64-5.81} (3.98-GJ31 II (4.29-7.76)�� {4.7&8.21) 4.04 4.61 5.22 5.88 6.80 27-S.�a3) (3.84-5.81) (3.98-6.73) (4.2�-7.78 (4.75'3.21) I4.51 �L 5.08 3.68 r 6.30 4.20 (167-6.11) 5.16 (3.31-7.44) 5.76 (3,714.26) 6.38 (4.15-9.05)- 6.57 (4,33-9.24) 6.92 14.60-9,64).. 7.20 (4.84-L93) 3.G7-5.53) (4.0A-6.32? i4.35.7.22� (4.62.8.21) 73.67-5.53) (4,01-6.32) (4.35-7.22) (4.62-8.21) 4.57 5.18 3.93-5.31) (4,43-8.0!41 5.35 (4.64-6.18) 6.39 (5,59-7.33) i _ (5.261.-074.00 j) t� 4.92 (4.02-5.98) 6.00 (4.95-7.18) 6.94 (5.76-8.23 7.18 (6.24-8.27) 8.22 (6.85-9.88) 7.31 (6.42-8.34) 8.22 9.38 (7.17-9.41) (7.84-10.9) 5.50 11 6.09 (4.39.6.77) (4.88-7.67) 6.63 (5.34-8.04) 7.62 (6.17-9.17) 7.24 5.63-8.99) 8.27 (6.47-10.2) 8.97 I 9.68 (7.31-10.7) 10.2 1 11.0 (8.35-12.1) 8.66-13.3) 6.69 (4.93-8.65 7.84 (5.84-10.0) 8.90 (6:6711.3) 10.4 (7.80-13.0) 11.7 (8.83-14.6) 7.40 (5.01-10.2) 7.54 (5.12-10.3) 7.15 7.81 (5.04-9.56) ► :535-10.6) 7.48 8.09 (5.30-8.94) (5.58-10.9 8.63 (6,16-11,3) 9.72 (8.9812.6) 11.2 (8.10-14.5) 1 12.6 (9.10-16.1) 9.21 (6.41-12.3) 10.3 (7,22-13.7 11.8 (8.32-15.6) 13.1 (s.at-��.2) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PE estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40.5425°, Longitude: -1O4.3817° 14 12 •ees a •o C 13 Precipitation depth (in) —. * i.e • • c • • • • • • • • • • . • • • • ♦ as • • Y • • • • • • • • • • • • • 1 $ • 1 4 • • 4 1 • • • • • 0 • • • • • • • • 1 ► • • a . . . . • . . • * • • ♦ ♦ • ••• . • I • . • • • •. ..♦. •.•g.•• ♦.9 • • • ■ • • ▪ • • • • • ;,•..• • • C C NOAA Atlas 14, Volume 8, Version 2 • • • • • • • • . • • • • ■ • • S. • • • • • • • • . . i • • • • • 1 • ► ♦ 1 a } • • 1 }• e • . Y • . • s i• 1 • 4 • • • • • • • • • • • •• • • • 1 4 •C ry 4 4 • s '. • • $ 4 • ••• • • • • • • 1 NC Duration • • • • • • • r t • • -, • . I • I I • • . • 0 • • • • I • / • • ♦ • • 2 4 • • I • • • • • • • • • 0 • • • ••••• • • • • • • • a • 4 • • • • • • • P•.. • • • • • • NC (3/444 • • • ► • • et • ► • • • • • • 1 i (0(0(5 0 r% 6 . • Y • • • • • • • y• • I • • • • • •I • • 4 4 • a a • • r • • ro rev ro ft © istit? 148 25 50 100 200 500 1000 Average recurrence interval (years) Created (GMT): Thu Sep 1 20:07:01 2022 Back to Top. Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 - 1000 Duration 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day s30 -day 45 -day 60 -day c 3km -11 2 m i • Large scale map JAI ea• FortCpi irrs • • 8 QV d kr 4 Large scale terrain Denver U N 1UOkm ii Allirdalar Fort Coll, $ Cheyenne , - --� L _ dweir njjrnont er er 100km 6i mi 8i_ n,- -9 9 - sir fry\ Large scale aerial Back tQ Tot US Department of Commerce N'Otkpnel Qceaaic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: F DSC.Q estic ns@noaatg Piclaimer AGPROfessionals DEVELOPERS OF AGRJCUUTURL 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com_ Project Number: 3120-14 Designed By: AGPROfessionals Checked By: VL Subject: Impervious Area Calculation Date: 10/20/22 12:01 PM Sheet: of User Entry Solving for the Percent Impervious (I): % Impervious Total SqFt Acres Impervious Description per UDFCD Table 6-3 Roofs Gravel Greenbelts, Drive None None None None None None None None None None None None and Road Walk agriculture 7,405 94,961 556,261 5,663 90% 40% 90% 2% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0.15 0.87 0.26 0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 uare Feet 664,290 11 Acres Total Total Impervious Development Acres Acres 60,871 664,290 , I 15.25 1.40 1.40 Development %I Actual Design 9% Impervious Design Use 10% DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Crow Creek Event Center Basin ID: Overall (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 Doslan Information (Input); tltr�t:'�til1: 'MIS: Catchment Drainage Imperviousness to = 2.00 percent Catchment Drainage Imperviousness I. a ZOO percent Catchment Drainage Area A = 15.250 acres Catchment Drainage Area A it 15,250 prune Predevelopment NRCS Soil Group Type a a it, B, C, or D Predevelopment NRCS Soil Group Type = B _ A 0, C, or D Return Period for Detention Control T a 10 year (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T r WO lye rye (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 183 minute* _ Time of Concentration of Watershed Tc = 183 minutes Allowable Unit Release Rate q a '023 dilate Allowable Unit Release Rate q = 0.14 cfs/acre One -hour Precipitation P,.= _ 1.43 inches One -hour Precipitation P, ; 2,60 inches Design Rainfall IDF Formula I a C,• Pj!(C2+Te)"C3 Design Rainfall IDF Formula I- C1' Pi/(C2+TJAC3 Coefficient One C, = 28 50 Coefficient One C, a 28.50 Coefficient Two C2 i 10 Coefficient Two C2 = 10 Coefficient Three C9 = 0.789 Coefficient Three C3 a Olaii Determination of 4vereol Outflow from the Basin MGaleulette: perterminatlan of Avoraoo Outflow from the Resin ICslculatedt; Runoff Coefficient C= 0,36 Runoff Coefficient C = 0.17 Inflow Peak Runoff Op -in = 1.66 cfs inflow Peak Runoff Op -in= 6.40 cis Allowable Peak Outflow Rate Op -out= 3.51 cis Allowable Peak Outflow Rate Op -out = 2.06 cfs Mod. FM Minor Storage Volume a 4,453 cubic feet Mod. FAA Major Storage Volume a 49,420 cubic feet Mod. FAA Minor Storage Volume a 0.1 acrea Mod. FAA Major Storage Volume a 1.1 acre -ft ,5} 1.....141-,rfr I P'LW!. it Inctil"-:1- in. l: - • ililrll= i-; IT I.: La 51tl.',`t, iIt,rtr;i Outflow Volume acre-feet (output) Storage Volume acre-feet Rainfall Duration minutes ,(;rrpid). Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (output) Average Outflow cfs (utput) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes Rainfall Intensity inches / hr (output) Inflow Volume acre-feet (output) Adjustment Factor "m" (0144 Average Outflow cfs (* 4pt4 (output) 0 0.00 0.000 0.00 0.00 0,000 0.000 0 0.00 0.000 0.00 0.00 0000 0,000 5 4.81 0.086 1 00 3:51 0.024 0 062 5 8.75 0.331 1.00 2,06 0,014 O317 10 . .i,8:1 0.137 1.00 - 3.51 0.048 0 089 10 6.97 0.527 1.00 2 06 r 0.028 0.499 15 3.22 0,172 _ 1 00 3.51 0.072 0.100 15 5.85 0.663 1 00 2 06 0.043 0 621 20 2 78 0.199 --H 1 00 3.51 0.097 0.102 20 5,043 0768 1.00 2.06 0.057 0.709 25 2.47 0.220 1 00 3 51 0.121 0..01/9 25 4 48 0.847 II 1,00 2_406 0.471 0.777 30 2 22 0238 1.00 3.51 0.145 0.093 30 4.03 0 915 1 00 2 06 0 085 0830 35 2 02 0.253 1.00 3.51 0.159 0 084 35 3.68 0.973 1..00 I 2 06 0.099 0.874 0.073 40 3.38 1.023 1.00 2 06 0.113 0.910 40 1.86 0.266 1.00 3.51 0.193 45 1.73 0,277 1,00 3.51 0 217 45 3.14 Y 1.068 1.00 2 06 6,1215 _ 0.440 0.060 c 0,046 . 50 2.93 1.106 1.00 2.06 0.142 0 966 50 1 61 0,288 1.00 3:51 0 242 55 1.51 0:297 1.00 3,51 0.260 _ 0.031 55 2.75 1.144 4 1 00 2 06 0.156 0 986 60 1.43 0,306 1 1 00 3.51 0 290 0:016 60 ?.S9 1.177 1.00 2.06 0.170 1..007 65 1 35 0,314 100 3,51 0.314 0.000 -0 017 65 70 2.46 2,33 1 208 1 236 1 00 1 00 2.06 2 06 0.184 0 199 1.023 1.037 70 1.28 0.321 1_00 )$1 0.338 75 1,22 0,328 1_00 3,51 ; 0.362 •0 034 755 2,23 1 262 1.00 2 06 0.213 1.050 80 1 17 0334 1.00 I 3.51 0.387 I -0 052 60 2.13 128; 1-00 2.06 0.227 1-060 85 1.12 i 0.340 1.00 3,51 0 411 -0 070 _ 85 2,04 1.311 1 00 2 06 0.241 1.0t19 90 95 ii 1.08 1.04 0.346 0.352 1.00 1 00 3.51 3,51 i 0 435 0 459 90 1,06 1 333 1.04 2.06 0 255 1 077 -0.089 -0.107 05 1.88 L354 1.00 2.06 0,269 1 084 100 1:00 0.357 1.00 331 0 483 -0.126 100 1 1,82 1.373 1,00 2.,06 0 284 1_090 1O5 1}_96 0.362 1 00 I 3.51 0 507 -0.146 105 1.75 1 392 1.00 2.06 0.298 - 1.095 110 I 0.93 0 366 1.00 3.51 0,531 -0.165 110 I 170 1,410 1 00 2.06 0.312 1.099 115 0 90 0.371 1.00 3.51 0 556 115 1.64 1.428 1.00 2.00 0.326 1.102 -0 185 -0 205 120 0.88 0.375 1.00 3.51 0.580 120 1.59 1 445 1.00 2.06 1 0 340 1 104 1255 485 0,379 1.00 3,51 0.604 -0 225 125 1.55 1 461 i 1 00 2,06 4..354 1.106 130 0 83 0,383 1.0* 3$1 0 628 -0 245 130 1.50 1.476 1.00 246 0.369 1.107 135 0,80 0.387 1,00 3.51 0,652 -0.2& US 1 46 1.491 1.00 2.06 0 383 , 1 108 140 145 0,78 0:76 0.391 0.395 1.00 1,00 0,51 3.51 0.676 0.701 -0.285 -0-306 ' 140 145 142 1.39 1.50SS 1.519 1,00 1.00 2.06 2 06 41397 0.411 1.108 1.108 150 0.74 _ 0,398 1,.00 3 51 0.725 -0,327 150 1 35 1 533 1 00 2 06 0.425 1 107 155 0.73 0.402 1:00 3.51 0,749 „ -0,347 155 1 32 1.546 1 00 2 06 0 440 1.106 I 160 0.71 0.405 1,00 3.51 0/73 -0.368 160 1 29 1.55(51 1 0) I 2,00 0.454 1.105 165 0 69 0,408 i 1.00 3,.51 0,797 -0.389 165 1 26 1.571 1,00 2 06 0.468 1.103 170 0 68 0.411 1.00 3..51 1 0.821 170 1 23 1.583 1.00 2 06 0.482 1.101 -0.410 175 0.66 0.414 1.00 3.51 0.845 -0.431 175 1.21 1.595 1.00 206 0,496 1,098 180 0,65 0.417 1.00 3 51 0,870 -0.452 i 180 1 18 1 606 1.00 2.06 0,510 1 096 185 0.64 0A2O 0.99 3 49 0.869 185 1 16 1.617 0 99 2.05 0.522 1 096 -0:469 190 0.62 0.423 0.98 3.44 I 0.901 -0.478 190 1.13 1.628 0 98 2.02 0 529 1.099 -0:487 195 1 11 1.638 ` 0 97 I 1.44 0.536 1.103 195 0 61 0.426 0.97 3 40 0,913 200 060 0.428 0 96 3 36 0.925 -0.497 200 1.09 1,649 0 96 1.07 0,543 1.108 205 0.59 I 0.431 4.921 3.32 0.937 -0,506 205 1.07 1,659 0 95 1.95 0.650 1.109 210 1.05 1,669 0.94 1.93 0.557 1.112 -0:516 210 0 58. 0 434 0 94 3 28 0,949 215 0 57 F 0 436 0.93 3 25 0.961 -0.525 215 1,03 1,679 0 93 1.91 0 564 1115 220 0.56 0.439 0,92 3 21 0,973 I -0,535 220 1,01 1,688 092 1,89 0.571 1.117 i n5 0 55 0 441 0.91 3.18 0,985 I -0.544 225 1.00 1.698 0.91 1.87 0.578 1.119 j 230 0 54 0.443 i 0,90 3 15 0,997 -0 554 230 0.5 1.707 0.90 1,85 0585 1,121 I 235 0.53 0.446 0.89 312 1.010 -0.564 235 0,97 1,716 0.89 1,83 0593 1.123 240 0..52 0 448 0,88 3.09 1.022 240 0.95 1.775 0.88 1.81 I 0 600 I 1.125 -0.574 245 031 0 450 0,87 3 06 1,034 -0.584 245 0 04 1733 0 87 1,80 0 607 I 1,127 250 031 0 452 007 3 04 1,046 -0.593 250 0,9.2 1,742 0.87 1.78 0 614 1.128 255 0 50 0.455 _- 0,86 3_01 1.058 -0.603 255 0,91 .7 1.750. 0.86 1/1 0.621 1.129 260 0.49 0,457 0.85„ 2.99 1,070 -0.613 no 0 89 1,758 0 85 1.75 0 628 1.130 265 0 46 0 459 p,es 2 96 #,082 265 0.88 1,766 0 85 1.74 0.635 1.131 -0.623 270 0 48 0.461 0.84 2 94 1.094 -0.633 270 0 87 1.774 0.84 113 0.842 1.132 275 0 47 1 0.463 0.81 2 92 1.106 -0.643 275 I 0 86 1,78E 0.83 1.71 00040 1 133 2i94 0 46 1 0.465 0,83 2.90 1.118 -0,653 280 0 85 1,790 0.83 1 70 0656 1 133 285 0.46 0.467 0.82 2.88 1.130 I -0..664 285 0 83 1.797 0-82 1.69 0.663 1.134 290 0 45 0-469 0 82 2 86 1 142 -0.674 290 0 82 1,805 0 82 1.68 0.671 1.134 295 0.45 0A71 0.81 2 84 1.154 -0.684 295 0 81 1.812 0 81 1,67 0.678 1,134 300 0.44 0,472 I i 0.80 2 82 1 167 300 O80 1.810 0-80 1,66 0 885 1.135 -0.694 Mod. FAA Minor Slotege Warms (cubic ft) a 4,4.13 Mod_, FAA Major Storage Volume (cubic ft) a Mod. FM Minor Storage Volume (acre -ft) a 0.1022 Mod. FM Major Storage Volume (acre -ft) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 49A20 1.1345 udfcd spreadsheet 5 yr historic release rate, Modified FAA 1028/2022, 2 51 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Crow Creek Event Center Basin D: Overall Inflow and Outflow Volumes vs. Rainfall Duration so E 0 2 1.8 1.6 1.4 1.2 1 0.8 0.6 0.4 0.2 0 1 • e 6 •••••••••••••••• ••• • oolitieen!f_lnt • .. ar-- _ t 50 100 150 200 Duration (Minutes) 250 300 _' Minor Siam Imlay Vakmn Minor ak*rnoviflow Woking kr: "1. Ilia rt1.4k rpj• Statoms ..i—MIJar norm IrSow Vohirra ra.-. Ma:" ,"..1 rart f"y lr9..aT't; it r -s • Miler Storm Pomp Volurm 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2413 udicd spreadsheet 5 yr historic release Ede, Modified FAA 10/28/2022, 2:51 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Historical Run-off 10-v'r I. Catchment Hydrologic Data Catchment ID = Overall Area = 15.25 Acres Percent Imperviousness = 2.00 NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0,786 (input the value of C3) P1= 1.43 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 Reath 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 !' 1leach 1 MI Mt -t overland flow LEGEND O Beginning Flow Diction Catrlun ent Boundary NRCS Land Type Heavy Meadow Tillage/ i Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved Shallow jSlieet Areas & Paved Swales Flow) Conveyance )..5 5 7 Tio 15 20 Calculations: Reach ID Overland 1 Slope S ft/ft input 0.0000 0.0ogo " Length L ft input 0 5-yr Runoff Coeff C-5 output 0.08 NRCS Convey- ance input N/A Flow Velocity V fps output 0.00 r Flow Time Tf minutes output 0.00 1,174 2 3 4 5 Sum, 1,174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 2.27 inch/hr Rainfall Intensity at Regional Tc, I = 3.10 inch/hr Rainfall Intensity at User -Defined Tc, I = 3.10 inch/hr 7.00 0.66 29.46 Computed Tc Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 29.46 16.52 16.52 5.72 cfs 7.82 cfs 7.82 cfs UD v1.02a Historical 10 yr, Tc and PeakQ 10/28/2022, 2:57 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Proposed Rua11-off -10yr I. Catchment Hydrologic Data Catchment ID = Overall Area = Percent Imperviousness = NRCS Soil Type = 15.25 Acres 9.00 % BA,6,C,orD II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 10 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.43 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 = NRCS Land Type Conveyance 0.22 0.14 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 f..k Reach 1 40. overland flow LEGEND 'O Big Flow Dint lion Catchment Boundary Heavy Meadow 2.5 Tillage/ Field Short Pasture/ Lawns I_ - 5 7 Nearly Bare Ground • Grassed Swales/ Waterways 10 I 15 Paved Areas & Shallow Paved Swales (Sheet Flow) Calculations: Reach ID 16.52 Slope S Length L 5-yr Runoff Coeff ft/ft ft C-5 input input output Overland 0.0000 1 0.0090 1.174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.27 3.10 3.10 inch/fir inch/hr inch/hr NRCS Convey- ance Flow Velocity V fps output Flow Time Tf minutes output 0.00 0.00 0.66 29.46 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 7.59 29.46 16.52 10.37 10.37 cfs cfs cfs UD v1.02a Proposed 10 yr, Tc and PeakQ 10/28/2022, 2:58 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Historical Run-off 100-yr I. Catchment Hydrologic Data Catchment ID = Overall Area = 15.25 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = B A, B, C, or D II. Rainfall Information I (inchlhr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.60 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 = NRCS Land Type Conveyance 0.36 0.08 Reach 3 Heavy Meadow 2.5 (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 21M Tillage/ Field 5 Calculations: Reach ID Overland 1 2 Slope S ft/ft input r"r Reach 1 Short Pasture/ Lawns 7 Length L ft input --- overland flow Nearly Bare Ground 10 LEGEND Beginning Flew Direction. Cate knit. nt Boundary Grassed Swales/ Waterways 15 Paved Areas & Shallow Paved Swales (Sheet Flow) 20 5-yr Runoff Coeff C-5 output NRCS Flow Flow Convey- Velocity Time ance V Tf fps minutes input output output 0 0.08 N/A 0.00 0.00 1.174 3 4 5 Sum 1.174 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.12 inch/hr 5.63 inch/hr 5.63 inch/hr 7.00 0.66 29.46 Computed Tc = 29,46 Regional Tc = 16.52 User -Entered Tc = 16.52 Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Qp = 22.78 cfs 31.13 cfs 31.13 cfs UD v1.02aHistorical 100 yr, Tc and PeakQ 10/20/2022, 12:06 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Crow Creek Event Center Proposed Run-off 46100y'ear I. Catchment Hydrologic Data Catchment ID = Overall Area = 15.25 Acres Percent Imperviousness = 9.00 DA NRCS Soil Type = B A, B, C, or D U. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.60 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) fora Catchment Runoff Coefficient, C = 0.40 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0,14 Overide 5-yr. Runoff Coefficient, C = Calculations: NRCS Land Type Conveyance Heavy Meadow (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 Tillage/ Field Reach Slope ID S overland Reach l flew Short Pasture/ Lawns Length L ft/ft ft input input Overland 0.0000 Nearly Bare Ground 5-yr Runoff Coeff C-5 output D 0.141 Grassed Swales/ Waterways LEGEND O Beginning Flow Direction 4E — Catchment Boundary NRCS Convey- ance input N/A Paved Areas & Shallow Paved Swales (Sheet Flow) Flow Velocity V fps output 0.00 Flow Time Tf minutes output 0.00 1 0.0090 3 174 5 Sum IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4.1 174 2 inch/hr 5.63 inch/hr 5.63 inch/hr 7.00 0.66 29.46 29.46 Computed Yc = Regional Tc User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Op = Peak Flowrate, Qp 16,52 16.52 25.37 34.67 34.67 cfs cfs cfs UD-Rational v1.02a - proposed 100 yr, Tc and PeakQ 10/20/2022, 12:07 PM Crow Creek Even, Center APPENDIX B Hydraulic Computations DETENTION VOLUME BY THE MODIFIED FM METHOD Project: Crow Creek Event Center Basin ID: Overall (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 0eltkm Information input); Pea!gn Information annuli; Catchment Drainage Imperviousness is a _ 2.00 potent Catchment Drainage Imperviousness to = 200 percent Catchment Drainage Area A a 15,2 acres Catchment Drainage Area A = 15.250 acres Predevelopment NRCS Soil Group Type a B A, B, C, D Predevelopment NRCS Soil Group Type = B A B, C, or D or Return Period for Detention Control T = 10 WW1 (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T =1 100 yam (l 5, 10, 25, 50, or 100) Una of Coneenbrcn of water ed Tc a .183 minutes Time of Concentration of Watershed To = 183 minutes Allowable Unit Release Rate q = 0.14 cfs/acre Alloriabla UM Relent Rote q R 0,V. crsmere One -hour Precipitation Pi a 1.43 ' Inches One -hour Precipitation P1 = 2.60 inches Design Rainfall IDF Formula l w C1` Pi/(C2+Tc)^C9 Design Rainfall IDF Formula lc Cr' P,i(C2+Tj^C, Coefficient One G1 = 28 50 Coefficient One C1 a 2.611 Coefficient Two C2= 10 Coefficient Two Ca 10 Coefficient Three C3 0.789 Coefficient Three C3 = 0.789 Petcrfnation of Avarice Outflow from the_ (Calculated(' D shin nation of Awn. 9, 41 1'Ito Basin (Calculated _Basin Runoff Coefficient C = 0.17 Runoff Coefficient C = 0 36 Inflow Peak Runoff Op -in = 1.66 _ cis Inflow Peak Runoff Op -in = 6.40 cis Allowable Peak Outflow Rate Op -out = 3.51 cfs Allowable Peak Outflow Rate Op -out = 2.08 cfs Mod. FAA Minor Storage Volume c 4,453 cubic feet Mod. FM Major Storage Volume o 49,420 cubic feet Mod. FM Minor Storage Volume m 0.1 acre4t Mod. FM Major Storage Volume = 1.1 acre -ft 6 :- Filler Rainfall nureUonincremental inrreao Value Here fe u 5 for 5-mbr).F±a_ 5 � Rainfall Duration minutes (input Intensity inches Rainfall / hr (output) r Inflow Volume acre-feet L_Piut) Adjustment Factor `m' (wapiti Average Outflow cfs ((output) Outflow Volume acre-feet (output) J Storage Volume acre-feet (output) Rainfall Duration minutes .:55,1:,:m Rainfall Intensity inches / hr (out p-uta Inflow Volume acre-feet (output! Adjustment Factor 'm' {a a Average Outflow cfs foutpuil Outflow Volume acre-feet ioutput) Storage Volume acre -feel (utput) 0 0.,00 0.00Q 0,00 i 0,00 0.000 0.000 0 0.00 0 000 0.00 0.00 0,000 0,000 5 4.111 I 0.086 1.00 1 3.51 0.024 0.062 5 8 75 0 331 1,00 2:06 0.014 0,317 10 3 83 0..1.37 1.00 3 51 0 048 _ 0.089 10 6.97 0.527 1.00 2.06 0,028 0A99 1 15 5.85 ? 0 663 1.00 2 06 0 043 0.621 15 3..22 0.172 1.00 3.51 0 072 0.,100 20 2,78 0.199 1.00 3 51 0 097 F 0.102 20 506 0.766 1,00 2.04 0.Og 7 0.709 1 25 2.+17 0 220 1 00 3.51 0.121 I_ 0.099 25 4.48 0.847 1.00 2 06 0 071 0.777 30 2.22 0.238 1.00 5.51 0.145 0.093 30 4 03 0 915 1 00 2 06 0.085 0.830 fi 35 3.68 0.973 1-00 2 06 0.099 0,874 35 2.02 0 253 _ 1.00 3.51 P_r6 0,094 40 1.86 0 266 1.00 f 3.51 0.193 0.073 40 , 3 38 1 023 1.00 2011 0.113 0.910 45 1.71 0..771 1 00 3.51 0,217 0.060 45 314 1 068 1-00 2 06 0 128 0,940 50 1 61 0,288 _ 1.00 3 51 0.242 0 046 50 2 93 1 108 1 00 2.06 0.142 0.966 55 1.51 0.297 1-00 3.51 0,266 0,031 55 2.75r 1.144 1.00 2.06 0.156 0.988 60 1:43 0.306 1 00 3 51 0.290 0 016 , w 60 2 59 1 177 1.00 2.,06 0,170 1.007 65 1 35 0.314 1 00 3.51 0.314 0 000 65 2.46 1 208 1 00 2.06 0.184 1.023 70 1 28 0.321 1 00 3.51 0.338 4017 70 2,33 1 236 1 00 2 06 0199 1.037 75 1 22 0 328 1 00 3 51 0,362 -0.034 75 2.23 1.26-2 1.00 2.06 0.213 1,050 80 1.17 0 334 1 00 3-51 0.387 -0.052 80 2 13 1 287 1 00 206 0227 1.060 85 1,12 0.340 1,00 3.51 0,411 -0.070 85 2.04 1311 100 2.06 0241 1.069 90 1 96 1,333 1.00 2.06 0..255 1,077 90 1 08 0 346 1.00 3 51 0.435 -0,089 05 1.04 0.352 1.00 3 51 4 0,459 -0,107 95 1.88 1.154 1_00 2.06 0.269 1,084 100 1.00 4357 1.00 0 3.51 I 0.483 -0.126 100 1.82 1.373 1.00 2.06 0264 1090 105 0 96 0.362 1 00 3,51 0,507 -0,146 105 1.75 1.392 1.00 2.06 0.298 1,095 110 0 93 0 366 1 00 3 51 k 0.531 -0.165 110 1 70 1.410 1.00 2.06 0 312 1.099 115 0.-90 0371 1,970 I 3 51 0 556 -0.185 115 1.64 1.428 1.00 2.06 0 326 1.102 120 0 88 0.375 1.F 3.51 0.580 -0.205 120 1.59 1,445 1 00 2.06 0.340 1.104 125 0.85 0379 1.04 3 51 0 604 -0.225 125 1.55 1.461 1 00 2.06 0.354 1.106 130 0.83 0 383 1 00 � 3 51 0..12$ -0.245 130 1.50 1,476 1-00 ! 2.06 0.369 1107 135 080 0387 1.00 3..51 0 652 -0.265 135 1 46 1,491 I 1.00 2.06 0.383 1.108 140 0 78 0 391 1.00 3 51 0 676 -0 285 140 1 42 1.505 1 00 2,06 0 397 1,108 145 0.76 0 395 1.00 3.51 0 701 I -0 306 145 i 1 39 1.519 1.00 2.06 0,411 1.108 150 0.74 0 398 1 00 3 51 0.725 4.327 150 1.35 1.533 ,I 1.00 2.06 0,425 1,107 155 1 32 1.5x6 j 1.00 2.06 0 440 1.106 155 0.73 0 402 1 00 3.51 0.749 -0,347 160 1 29 1.559 1,00 206 0.454 1.105 160 0.71 0.405 1 00 3.51 0,773 -0.368 165 0 69 0 408 1 00 3.51 0.797 -0-389 165 170 1.26 123 1.571 1,583 1 00 1.00 2 06 2.06 0.468 0.482 1,103 1,101 170 068 0411 100 3.51 0.821 -0410 175 0,66 0.414 1.00 3.51 0.845 -0,431 175 1,21 1,595 1.00 Zalt, ! 0.496 1,098 180 0:65 I tt 0.417 1.00 3.51 0.870 - 452 180 1 18 1.606 1.00 2 06 0.510 . 1,096 i 185 1 16 1.617 0.99 2.05 0.522 1.096 185 0 64 0.420 0.99 3+b"3 0;889 -0 469 190 ! 0,62 0423 0 98 3,44 0,141 4.478 100 1.13 1 628 0 98 4 2.02 0.529 1,099 195 0.61 0,426 097 340 0.913 -0487 195 1.11 1.639 0.97 1,99 0.536 1,103 200 0-60 0 428 0.96 3.36 0.925 -0.497 200 1.09 1.649 0.96 1.97 0 543 1A06 205 059 0431 0.95 3.32 0-.937 -0,505 205 107 1.659 0.95 I 1,95 0550 1.109 210 0 58 0 434 0 94 328 , 0,949 -0.510 210 1.05 1.669 0.94 1.93 0 557 1.112 215 0.57 0.436 0.93 3.25 0.961 -0.575 215 1.03 1.679 0.93 1.91 0564 1.115 220 0.56 0 439 0.92 2 21 0 973 -0 535 220 1 01 1.688 � 0.92 1,89 0 571 1.117 I 225 0.55 0 441 0.91 3..1.9 ' 0.98 -0544 225 1 00 1,698 0,91 I 1,87 0_578 1.119 230 0.54 0.443 0.90 3.15 0.997 -0 554 230 0 98 1.707 (1.£t0 1.85 0.585 I 1.121 235 0.53 0 446 0 89 3.12 1 010 -0 564 2'35 0 97' 1,716 0,89 1.83 0 593 I 1.123 240 0.52 0 44$ 0 88 3 . " 1 022 -0 574 240 0.95 1.725 0,88 1..g 1 0.600 1 125 245 0.51 , 0 450 � 0,87 Y 3, 06 1.034 -0.594 245 0.94 1,733 0,87 I 1.80 0 607 1,127 250 i 0,51 0 452 0 87 3.04 1 046 -0 593 250 0 92 1,742 0:87 1 78 I 0 614 1 128 255 091 1,750 0,86 1 77 0,621 1.129 25,5 0$0 0.455 0 86 3.01 1 058 -0 603 260 0.49 0.457 0.85 2.99 1.070 -0.613 260 0_89 1.758 0.85 1 75 0.628 1 130 • 265 0 88 1,766 0 85 1 74 I 0.635 I 1.131 265 0.48 0 459 0.85 2 96 1 082 -0.623 270 0.48 0.461 0.84 2.94 1.094 -0-633 270 0.87 1,774 0.84 1 73 0.842 1 132 275 0,47 I 0At3 0.83 292 1 106 -0.643 275 0 86 1.782 0.83 1.71 I 0.649 1.133 280 085 1.790 0,83 170 0,656 1.133 280 0,46 0.465 0,83 ;.110 1-118 -0853 295 1 0.46 0.467 0.82 2.88 1 130 -0,664 285 0 83 1,797 0.82 1.69 0.663 1.134 290 0 45 0 469 0.82 2.86 1 142 I -0 674 290 0 82 1 805 I 0,82 1.68 0:671 1 134 295 0.45 0 471 0 81 1 2.84 1.154 -0 684 295 081 1 812 I 0,81 1.07 0.678 1.134 300 0.44 0.472 I 0.80 2.8. 1.167 300 0.80 1.819 0.80 1,46 4:635 1135 -0.694 Mod, FAA Minor Storage Volume (cubic IL) = 4,453 Mod, FAA Major Storage Volume (ruble ft.) • Mod. FAA Minor Storage Volume (acre -ft) - 0.1022 Mod. FAA Major Storage Volume (acre -ft.) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 49,420 1.1345 udfcd spreadsheet 5 yr historic release rate, Modified FAA 1028/2022, 3:37 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Crow Creek Event Center Basin D: Overall Inflow and Outflow Volumes vs. Rainfall Duration 2 1.8 1.6 1.4 1.2 R 1 a) E 0.8 0.6 0.4 0.2 0 0 I • •••••••"••••••••• •••i•••••••••!il!•!•iriii • - • s , P i _ I f 50 100 150 200 Duration (Minutes) 250 300 Mum KormkfflowVduns --A.-t --:$ WOaw Vas o Wow Storm Sioimp Volum aits Mojor*am knowVolum S Major Storm Outflow Volum • WA* StormIsar Van 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfcd spreadsheet 5 yr historic release rate, Modified FM 10/28/2022, 3:37 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Crow Creek Event Center Basin ID: Overall Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), Zd = Stage -Storage Relationship: w. ft. ft !t/!t L Check Basin She a e Right Triangle Isosceles Triangle Rectangle Circle I Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': MINOR 0.20 OR... OR.... OR... OR... (Use Overide values in cells G32:G52) MAJOR 1.07 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (input) Water Surface Elevation ft (input) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage (output) ft3 Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, & Major Volumes (for coal Minor, Storage seek) Side Slope (H:V) ft/ft Below EL (input) Basin Width at Stage ft (output.) 4680.00 21,384 0.491 0.000 4680.50 0.00 0.00 22,255 10.910 0.511 0.250 4681,00 0.00 0.00 23,139 22,258 0.531 0.511 WQCV 4681.50 0.00 0.00 24.038 34,053 0.552 0.782 4682.00 0.00 24,952 0.00 1.063 46.300 0.573 Freeboard 4682.50 0.00 0.00 25,879 59.008 0.594 1.355 4683.00 0.00 0.00 261821 72,183 0.616 1.657 4683.50 0.00 27,778 85,833 0.638 1.970 0.00 0.00 Top of Berm 4684,00 0.00 28.748 99.964 0.660 2.295 — #N/A 1 #N/A ii #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 #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA I #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 *N/A #N/A #N/A MIA ~ #N/A #N/A #N/A 7 #N/A udfcd spreadsheet, Basin 10/20/2022, 12:10 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 4684.50 4684.00 4683.50 4683.00 4682.50 4682.00 4681.50 4681.00 4680.50 4680.00 0.00 0.50 1.00 1.50 2.00 Storage (acre-feet) 2.50 udfcd spreadsheet, Basin 10/20/2022, 12:10 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET I Project: Crow Creek Event Center Basin ID: Overall WQCV Design Volume animal: Catchment Imperviousness, I o = Catchment Area, A= Depth at WQCV outlet above lowest perforation, H Vertical distance between rows, h a Number of rove, NI.. s Orifice discharge coefficient; Co Slope of Basin Trickle Channel, S' Time to Drain the Pond = 'b rand Otsipn information Noma Percent Soil Type A = Percent Soil Type B = Percent Soil Type CID z Outlet Design Information (Output): 3 to 15.25 1 4.00 3.OO O.6O O,OO5 40 pertr►a13t mire` feet inches f1/ft hours 1% 100 l'4 Diameter of holes, D = Number of holes per row, N = Height of slot H Width of slot, W = Water Quality Capture Volume. WQCV = Water Quality Capture Volume (WQCV) Design Volume (WQCV 112 • 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 = 0.564 inches 1 OR O.O48 watershed inches O 061 acre-feet 0.073 acre-feet O.25 square inches O.25 square inches O.OO2 square feet O O a 0 c I, O O O O O 0 e, O o r I O O c O O O O O o e 4 4 a a I 4 Perforated Plate Exarnptes Central Elevations of Rows of Holes In feet I Ro4,1 ROW 2-_ Ram 3 Rtat4 Row s 4'4 ROW T Royit rir8 Row 10 Row 11 'Aiwa Platy' 14 Rev 15 Raw 1 _S�► Roar !8EtO+rw2t Row22 Row 23 23 - ,Rcxw3 +?'i 4880.00 46, r 3.3 46-3OA37 1 I I i I Flow er+ppy►y for Each titer of Wks in c!s O,OOOO 0.0000 4680.00 0 OOOO I _1 •4480:50 1 0.00 OOO59 240034_ ' 0.0000 I I 0.01 O,OO93 T _ _ T 4681.00 04058 1 �c.aoae _- 0.01 4681.5O 0,01'0Z 0. li 1007 }} - - 0.03 458200 o.oile cool 08. 0.0,E I 46$250 0.0132. 0.:0123 0.0113 i I ( 0.04 — _ too 0,0141 0.0136 0,.0127 i T ,04 4+ 5O O,O1$ 0,0'1'+ 0 140 _ I l I -� 0.04 #WA r MNY #N/A - . _ �wl►3rA *NA I — WA #tWA 71i',IFA ! i #NIA * *NIA I NA 41KA MIA _ "WA #NIA Milk — t I MA ea 14A 4a I —A R#rYOVA A #N/A — { . J r I - ! SIVA A TWA #!til/Ji - - Wifettlik --I 84 EWAask : MIA *NIA ; ! 1 _Otig4i i ! rawa a are MA . 0,411, r4liA 'MA i *N/A i !_ I I I o r t fi r A "N A A I i ' i8��1 jE orf�A EWA i drfWii',�4 I A • swim. a NIA IIN/A l - r 11UA 04.04*tic,*NIA i 1 _ Ia0a4>sl *IA_ MA _OR'> I I SA I l I 1 i rnarA _ ._. ' P-- ( I +— A i I 1 I f I NIA _.►— INA IIWA OM #N/A M M- i- I —1 I I i itw ` • jjI 'lW-'18 A I I I I 1 I I SNIyap Y _ ! A SW& a>wr #N/A ' I i . j $ Ul *WA #h *NIA j 1 '1 l loWl PA _,A � � i 1 I *MA A *WA , 1A i t r 1 Sta.1 *WA 1 Y f I I r4i�rA _ aWA OVA *Wr', _ ; — I 1 i IRMA StsIt l flit L. OVA I I sul1 A ei�4tµ. .as,1t4 *NIA I *WA A AIWA i ( - - l i'luIPJA� A IVA #ova 4141. #NIA _ _.. fA . S QA RYA SNiA d�UA 8NiaA *NIA A 8N1 Override Area Row1 Override Area Row2 Override Area ROw3 Override Area ROW Override Area Rows Override Area Row6 r I Override Area Row7 Override Area I Rowe Override Area Row9 Override Area Row1O Override I Area Row 11 Override Area Row12 Override Area Row13 Override Area Row14 Override Area Row15 Override Area Row16 Override Area Row17 Override Area Row 18 Override Area Row 19 Override Area Row2O I Override Area Row21 Override Area Row22 Override Area Row23 Override Area Raw24 udfcd spreadsheet - New, WOCV 1O/28/2O22. 3:51 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project Crow Creek Event Center Wain E0: Overall m d C, CD cn m 5000,00 STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4500.00 i 4000,00 3500.00 3000.00 2500.00 2000.00 1500.00 1000.00 500.00 0.00 0.00 0.01 0.01 0.02 0.02 0.03 Discharge (cfs) 0.03 0,04 0.04 0.05 0.05 udfcd spreadsheet - New, WQCV 10/28/2022, 3:51 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Crow Creek Event Center Basin ID: Overall x Sizinu thu_Rc trictor Piste for Circular Vertical Orifices Or Pipes linputl Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth Pipe/Vertical Orifice Diameter (Inches) Orifice Coefficient Full-flow_CapacIt ritalcutat_ict) Full -flow area Half Central Angle In Radians Full -flow capacity Calculation of Qrif i ce Flow Condition Half Central Angle (0cTheta<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 Width of Equivalent Rectangular Vertical Orifice El ev: WS = El ev: Invert Q= Dia Co #1 Vertical Orifice #2 Vertical Orifice 4.684,00 4,680,00 5,72 .. _ 15,0 0.60 Af 0.79 Theta to 3.14 Gtf a 7,1 Percent of Design Flow = 124% Theta A0 To Elev Plate Bottom Edge Q. 1 Equivalent Width Y 0.84 teat feet cis Inches ? ft rad cis rad sqft inches feat feet cis foal RP12, Restrictor Plate 10/2612022, 4:05 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) I Project: Crow Creek Event Center Basin ID: Overall Current Routing Order is #3 Melon Informalton /Intuit: Circular Opening: OR Rectangular Opening: Routine Order Al (Standard) Kemper than -0i slhr,gls Mgr) Sc IH Diameter in Inches Dia. = salsa Sage _ r • rL lases Routing Order N2 am t" art tit tit.liar_ Roam Order N4 1r •Ala.nn eaasn _ sty r It Uwe e f 1 4 Mu - WQ d- #1 Horiz, #2 Horiz. #1 Vert. #2 Vert. Width in Feet W = 2,00 Length (Height for Vertical) L or H= _ 2.00 Percentage of Open Area After Trash Rack Reduction Orifice Coefficient Weir Coefficient Orifice Elevation (Bottom for Vertical) Calculation et Collection nalChit . Net Opening Area (after Trash Rack Reduction) OPTIONAL: User-Overide Net Opening Area Perimeter as Weir Length OPTIONAL: User-Overide Weir Length % open Co CW = Eo I 0,70 I 0.85 100 100 I 0,60 , 14. 0.60 99 3 .00 4682.00 4;680,00 I I A0 = 4.00 Aaa = 8,00 Lw Top Elevation of Vertical Orifice Opening. Top = Center Elevation of Vertical Orifice Opening, Cen = 0.60 ft. 4680.85 4680,43 inches ft. sq. ft. sq. ft. ft. ft. Routing 3: Single Stage - Water flows through WOCV plate and #1 horizontal opening into #1 vertical opening. This flow will be applied to culvert sheet (#2 vertical & horizontal openings is not used). 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 -finked) #1 Horiz, #1 Horiz, Weir Orifice Flow Flow cfs cfs (output) (output) #2 Vert, Collection Capacity cfs foulpul) Total Collection Capacity cfs loutputl Target Volumes for WQCV, Minor, & Major Storage Volumes rbr,o r goal se -k! #2 Horiz. Weir Flow cfs (output) #2 Horiz. Orifice Flow cfs (output) #1 Vert. Collection Capacity cfs (ouloutl 4680.00 0.00 0.00 0.00 0:.00 0.00 0.00 0.00 0.00 468050 0.01 0.00 0.00 0 00 0.00 1.01 0.00 0.01 4681.00 te- 0.02 0.00 0.00 0.00 0.00 2.59 0.00 0.02 4681.50 0.03 0.00 0.00 0.00 0.00 3.54 0.00 0.03 4682.00 0.04 _ 0.00 0.00 0.00 0.00 0.00 0.04 4682.50 0.04 8A9 _ 0.00 s4.29 0.00 4.92 L 0.00 4.92 13,62 4683.00 0.05 24.00 1926 0.00 0.00 I 5.49 0.00 qI I 5.49 0.05 44.09 468150 23.59 0.00 0.00 5.99 0.00 5.99 4684.00 0.05 67.88 27.24 0.00 0.00 6.46 0.00 6.46 #N/A #N/A #N/A #N/A 0,00 #NIA afWA #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A -t #N/A ill\l/A #N/A #N/A #N/A #N/A, 0.00 _ #N/A #N/A , #N/A #N/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A 3 #N/A #NIA #N/A #NIA 0.00 #NIA #N/A #14/A #N/A #N/A #N/A ,_ #N/A 0.00 #NIA _ #N/A #NIA #N/A #N/A 0.00 f#NIA #IN1A #N/A #N/A MIA #N/A #N/A - #N/A #N/A 0.00 UN/A #NIA #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A *NIA 0.00 $N/A #N/A #N/A #N/A #N/A 0.00 #N!A #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A 0.00 *NIA #IN/A 1/4•1/A #N/A #N/A #N/A #!N/A 0.00 ##NJA #N/A #N/A #NIA #14/A #N/A 1 #NIA. 0.00 ON/A #NIA #N/A OVA #NIA #N/A #N/A 0.00 #NIA 4 #N/A #NIA #N/A #N/A 0.00 #NIA ` soN/A - #N/A #N/A #N/A #N/A #N/A #NIA 0.00 #NIA #NIA 1N./A #N/A 0.00 #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #t4l/A #N/A 0;00 #NIA #NIA #N/A #N/A t #14/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A #N/A j #N/A I #N/A 0,00 #N/A __ #N/A #N/A #N/A #N/A #N/A 0.00 I #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0.00 #NIA _ J #NIA #NIA #N/A #NJA 0.00 #NIA #N/A #N/A _ #N/A #N/A I #N/A #N/A #N/A #N/A 0.00 #NIA MIA #N/A. #N/A #N/A #N/A #N/A 0.00 #N/A #N/A #N/A #N/A #N/A #N/A #N1A 0.00 *NIA #N/A #N/A *NIA #N/A. MA #N/A 0.00 #NIA *N/A #N/A #N/A #N/A #N/A #N/A 0.00 #N/A ##NIA #N/A #NIA #N/A #N/A #N/A 0.00 tiNI/A #N/A #N/A #N/A 0.00 #NIA #N/A #N/A #N/A 0.00 #N/A #N/A #N/A MA #NIA #N/A #NIA #N/A #N/A #N/A #N/A #NIA #N/A 0.00 #N/A #NIA #N/A #N/A #N/A #N/A Y #N/A 0.00 #N/A _ #NIA #N/A #N/A #N/A #N/A #N/A 0.00 #NIA udfcd spreadsheet, Outlet 10/20/2022, 12:43 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: Crow Creek Event Center Basin ID: & tail et STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4684.5 4684 4683.5 4683 4682.5 4682 4681.5 4681 4680.5 4680 0 1 2 3 4 Discharge (cfs) 5 6 7 udfcd spreadsheet, Outlet 10/20/2022, 12:43 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Crow Creek Event Center Basin ID: °vorel1 Status: Sheet Contains Warnings. See Culvert ErrorList Range Design InfOrrntlon ttl�lt�l�il Circular Culvert: Barrel Diameter in Inches Circular Culvert: Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Box Culvert: Barrel Width (Span) in Feet Box Culvert: Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation al Culvert Invert Culvert Length in Feel Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculate: Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Deb Owes bah n)nd a .e t, iDOls ithed x seedea Fw1 a. Le.y :l a:, to 12 Grooved End %tth Huad yniU Height (Rise) _ Width (Span) _ Square E6QT wr 60.15 d g. Pared Woywat • No 3 Otl ■ L� n= Kb Kxa Kea Kr • Kea Cat KErow = 1. 4680.00 4679.80 20.0 0,0120 0.00 1,017 0.20 0;53 1.73 0.99 • • in, wit 'la Pk. elev. ft. elev. ft. Water Surface Elevation From Sheet "Basin" (ft.. linked) Outlet Flowrate (output) Culvert -Control cfs Flowrate Into Culvert From Sheet "Outlet" foistlinked)(output) Controlling Flowrate Culvert cfs Inlet Equation Used (output) Tailwater Surface Elevation ft (input if known) Culvert Inlet -Control Flowrate cfs 'output) 4680.00 0,00 0.0.0 0.00 0,00 Na Flow S < Intel 0.00 _ 4680.50 0.00_ 0.80 1.43 0.01 0.01 Mn_ Energy. Eqn. 4681.00 0.00 2.60 1.87 0.02 0.02 Regression Eqn, 46.81.5.0 0.00 4.10 3,.20 0.03 Regression Eqn, 0.03 0.00 5.20 4.19 0.04 0.04 4682.00 Re • ression E . n. 4682.50 0.00 _ 6.20 4.98 4.92 Regression EqnM, 4.92 5.57 5.49 4683,00 0.00 5.49 Regression Eqn. TOO 4683.50 0.00 7.70 5.99 5.99 6,27 Orifice Eon. 4684.00 0.00 8.30 8.83 6.46 6.46 Orifice .Eqn. 0.00 0.00 0.00 0,00 #N/A _ #N/A No Flow (VVS < inlet) 0.00 0.00 0.00 #NIA #NIA No Flow S < inlet 0.00 0.00 0.00 0.00 0,00 #N/A !#NIA No Flow S < inle 0.00 0.00 #NIA #NIA No Flow MS < inlet) 0.00 0.00 0.00 0.00 #N/A No Flow MIS < klieg 0.00 #NIA 0_00 0.00- 0,00 11N/A #NIA a Flow < Inlet 0.00 0.00 - 0.00 0.00 _ 0.00 0.00 #NIA OVA No Flowj,W,S < Infat) 0.00 0.00 0.00 0.00 tiN/A #NIA No Flow = e n Of 0.00 0.00 0.00 _ 0.00 #N/A MIA No FlowS c inlet) 0.00 0.00 NN/A MIA No Flow c bidet 0.00 0.00 0.00 0.00 0.00 I#.N/A #N/A No Flow MS < inlet) 0.00 0.00 0.00 _ #N!A #NIA No ► w S < info 0.00 0.00 0_00 0.00 _ f#N/A No Flow (WS < inlet) 0.00 #NIA 0.00 000 0,00 _ 0.00 0.00 #N/A No Flow MS < Inlet) #N/A 0.00 0,00 0.00 0.00 #N/A #N/A No Flow (WS < inlet) 0.00 0.00 0.00 0 00 I #N/A #NIA No Flaw S c inlet 0.00 0.00 0.00 0.00 #NIA #N/A No Flaw MS < mho 0.00 0,00. 0.00 0.00 #NIA MIA No Flow WS < Inlet. 0,00 0.00 0.00 #NIA No Flaw MS < Inlet) 0.00 0,00 0.00 0.00 0.00 o Flow S c inlet #IN/A 0.00 _ 0.00 0.00 0.00 #N/A No Flow < inlet) #N/A _ 0.00 0.00 0.00 0.00 #N/A #IV/A No Flow t S < trilot3 0.00 0.00 0.00 0.00 #N/A #NIA No Flow MS4c irrl 0.00 0.00 0.00 #N/A #N/A Na Flow S c inlet 0.00 0,00 0.00 0.00 0.00 #N/A #NIA No Flow S < inlet 0.00 0.00 0.00 #N/A #N/A No Flow MS < inlet) 0.00 0.00 0.00 0.00 0,00 f1N/A #NIA No Flow (WS < inlet) 0.00 0.00 0,00 #N/A No Flow (WS < inlet) 0.00 #N/A 0.00 0.00 0.00 0,00 #!N/A ON/A No Flow (WS < Inlet 0.00 0,00 0.00 0,00 #N/A #N/A No Flow S < 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 No Flow MS < inlet) #N/A 0.00 0.00 _ 0,00 #N/A #NIA No Flow MS < inlet.) 0,00 0.00 0.00 11 N/A No Flow {WS < inlet) 0,.00 #N/A 0.00 0.00 0.00 0.00 No Flow S c bile 0.00 #N/A #N/A udfcd spreadsheet, Culvert 10/20/2022, 12:44 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: Crow Creek Event Center Basin tO: Overall I, STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT Stage (feet, elev.) 4684.50 4684.00 4683.50 4683.00 4682.50 4682.00 4681.50 4681.00 4680.50 4680.00 5.00 6.00 0.00 1.00 2.00 3.00 4.00 Discharge (cfs) 7.00 tidied spreadsheet, Culvert 10/20/2022, 12:44 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Crow Creek Event Center Basin ID: Overall f xrtr no:Kreuter hdr nape cRsr l.ff Pesign Information (Input': Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation f Sr illwa Cal acrtV 19urt L= Angle = EL. Crest = C,= Cc = 80.00 75,96 4,683.00 3.00 i _ 3.00 Water Surface Elevation ft. (linked) Rect. Weir I Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4680.00 0.00 0.00 0.00 0.00 4680.50 0.00 0.00 0.00 _ 0.00 4681.00 0.00 1 0.00 0.00 0.00 4681.50 0.00 0.00 0.00 0.00 4682.00 0.00 0.00 0.00 0.00 4682.5O 0.00 0.00 0.00 0.00 4683.00 0.00 0.00 0.00 0.00 4683.50 84.85 2.12 86.97 86.97 4684.00 240.00 12.00 252.00 252.00 #NIA i #NIA #NIA #NIA #N/A #N/A #NIA #NIA #NIA #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N1A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #NIA #NIA #NIA #N/A #NIA #N/A #NIA #NIA #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 #NIA #N/A MIA #NIA 1 #NIA #N/A #NIA #N/A #NIA #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #NIA #N/A #NIA #NIA #NIA #NIA #N/A #NIA #N/A #NIA #NIA #NIA #NIA #N/A #NIA #N/A #N/A #NIA MIA #N/A #N/A #N/A #NIA #NIA #N/A #NIA #NIA #N/A #NIA #NIA #N1A #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 #NIA #NIA #N/A #NIA I #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #NIA #N/A #NIA #N/A #N/A #NIA #N1A #N/A #N/A MIA #N/A #NIA #N/A #NIA #N/A #NIA #N/A #NIA #N1A #N/A #NIA #N/A #N/A #N1A #N/A #N/A #N/A #N1A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #NIA #N/A #N/A #NIA #N1A #NIA #NIA #N/A #NIA feet degrees feel Spillway Calcs, Spillway 10/20/2022, 1:39 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Crow Creek Event Center Basin ID: Overall Ths STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) S a a) 4.7 C) a) 0) a, CU t!} 0 9 2 3 4 5 4684.5 4684 4683.5 4683 4682.5 4682 4681.5 4681 4680.5 4680 6 7 8 9 I 0 50 100 150 Pond Discharge (cfs) 200 250 300 - TIMMO IM if maws catomci POND STORAGE Spillway Calcs, Spillway 10/20/2022, 1:39 PM Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. <Name> Trapezoidal Bottom Width (ft) Side Slopes (z:1) Total Depth (ft) Invert Elev (ft) Slope (%) N -Value Calculations Compute by: Known Q (cfs) Elev (ft) 3.00 2.50 2.00 1.50 1.00 0.50 40.00 3.00, 3.00 1.00 1.00 0.50 0.035 Known Q = 25.37 Section Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Crit Depth, Yc (ft) Top Width (ft) EGL (ft) Thursday, Oct 27 2022 = 0.40 25.37 16.48 1.54 42.53 0.24 = 42.40 = 0.44 Depth (ft) 2.00 1.50 1.00 0.50 0.00 -0.50 0 5 10 15 20 25 30 35 40 45 50 55 60 Reach (ft) Rock_C h ute.xls for construction plan Rock ChuteDe$gn - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: Crow Creek Event Center ( Rock Chute 1-H;e Designer: AGPROfessionals Date: 10/20/2022 County: Weld Checked by: Date: Design Values D50 dia. = 11.9 in. Rockchute thickness = 23.9 in. Inlet apron length = 11 ft. Outlet apron length = 15 ft. Radius = 33 ft. Will bedding be used? No Rock Gradation Envelope % Passing Diameter. in. (weight. lbs.) D100 18 - 24 (403 - 954) D85 15-21 (262 - 696) 12 - 18 (119-403) D10 10 - 15 (61 - 262) Coefficient of Uniformity, (D 60)/(D.,o) < 1.7 D50 Quantifies Rock = 84 yd3 Geotextile (WCS-13)b = 163 yd2 Bedding = 0 yd3 Excavation = 0 yd3 Earthfill = 0 yd3 Seeding = 0.0 acres Notes : a Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius). 13 Geotextile Class I (Non -woven) shall be overlapped and anchored (18 -in. minimum along sides and 24 -in. minimum on the ends) --- quantity not included. Upstream Channel C 0 t. Slope = 0.005 ft./ft. Stakeout Notes Sta. 0+00.0 0+06 9 0+11.0 0+15 0 0+31.0 0+46.0 0+48.5 Notes: Flev. (Pn t) 4685 ft. (1) 4685 ft. (2) 4684.7 ft. (3) 4684 ft. (4) 4680 ft (5) 4680 ft. (6) 4681 ft. (7) -- Radius = 33.082 ft Ceotex tat Inlet apron elev. = 4685 ft. ' s ' 3 Rock thickness = 23.9 in. ti 1 20 ft. Profile Along Centerline of Rock Che 4 Point No. 2 3 4 Outlet apron _ elev. = 4680 ft. Freeboard = 1 ft. Rock gradation envelope can be met with DOT Extra Heavy riprap Gradation 0 N Crow Creek Event Center (Rock Chute 1-B) Natural Resources Conservation Service United States Department of Agriculture --�Jd County 1 5 4 15 ft. <liop width = 16 ft. 31' 4 y= 2.12 ft. L 'T Description Point of curvature (PC) Point of intersection (PI) Point of tangency (PT) Downstream Channel :t• 21 t_ Slope = 0.001 ft./ft. d = 1 ft. Rock Chute Bedding Geotextile Rock Chute Bedding Rock thickness = 23.9 in. *Use HR throughout chute B' = 3.7 ft. but not less than z2. Rock Chute Cross Section Profile, Cross Sections, and Quantities De:4%0f. 0f. J tfresH {; hr. afP44r4 Dale AGPROfess onels 1 to Name ro Crow Creek Event Center APPENDIX C 24 x 36 Maps IIAGPROfessionals DEVELOPERS OF AGRICULTURE Traffic Narrative Prepared for Steven T. Wells Crow Creek Event Center Traffic Narrative The subject property is located on Highway (HWY) 392 northeast of the Weld County Road (WCR) 71 intersection. The proposed Crow Creek Event Center will allow up to 200 people on - site for private gatherings. Charitable events and weddings are anticipated to be the primary use for the venue; however, the facility may be used for other types of private events. The anticipated users of the facility are the event attendees, the site manager, volunteer staff, contracted security, and other staff as determined by lessee's or managers. The facility will be operational 6:00 A.M. to 12:00 A.M., 7 -days a week, year-round. The primary hours of operation are expected to be 10:00 A.M. to 11:00 P.M., weekends, Friday through Sunday with the heaviest use anticipated to occur during summer months. The hours of use will vary event to event depending on patron needs. Traffic to the site will come from Highway 392. It is anticipated that 90% of traffic will come from the south and 10% will come from the north. The site access will be permitted through the Colorado Department of Transportation. The access provides users with adequate sight lines. No change to the existing access point is proposed. Typical vehicles accessing the site include personal vehicles as well as vendor trucks. Arrivals and departures will be staggered throughout the duration of each event and car-pooling by attendees is anticipated. Traffic volumes will vary significantly as volumes are dependent on the ENGINEERING, PLANNING, CONSULTING & REAL ESTATE HQ & Mailing: 3050 67th Avenue, Suite 200, Greeley, CO 80634 N 970-535-9318 office 1970-535-9854 fax Idaho: 195 River Vista Place, #306, Twin Falls, ID 83301 208-595-5301 www.agpros.com Page 2 of 2 type of event and number of attendees. Anticipated traffic volumes for a typical event are shown below: Pickups and cars: 60 trips/day for personal vehicles Vendor vehicles: up to 5 vehicles, one round-trip per day each The highest traffic volumes are expected during morning hours between 10:00 AM to 12:00 PM and during evening hours between 6:00 P.M. to 8:00 P.M. Weld County Treasurer Statement of Taxes Due Account Number R0150989 Assessed To Parcel 071325000019 WELLS STEVEN T 32010 COUNTY ROAD 63 GILL, CO 80624-9314 Legal Description 7801-C PT 25 7 63 & PT 30 7 62 BEG SW COR OF SEC 25 E531 1 85' TOE LINE SEC 25 NOI D12'E 935 6' W1678 73' N943.99' N66D54'W 526 37' N79D18'W 840 73' TOE R/W HWY #392 S46D38'W 3221 85' TOW LN SEC 25 S29 96' TO BEG & BEG SW COR SEC 25 E5311 85' TOE LINE SEC 25 NOID I2'E 935 6' TO TRUE POB W1678.73' N Additional Legal on File Situs Address 37442 HIGHWAY 392 WELD Year Tax Interest Fees Payments Balance Tax Cllarge 2021 $634,34 $0.00 $0.00 ($634.34) $0.00 Total Tax Charge $0.00 Grand Total Due as of 07/25/2022 $0.00 Tax Billed at 2021 Rates for Tax Area 1007 - 1007 Authority WELD COUNTY SCHOOL DIST REI 0J BRIGGSDALE FIRE AIMS JUNIOR COLLEGE HIGH PLAINS LIBRARY WEST GREELEY CONSERVATION Taxes Billed 2021 * Credit Levy Mill Levy 15.0380000* 21.1520000* 4.0020000 6.3420000 3.1970000 0.4140000 Amount $190.23 $267.58 $50.63 $80.22 $40.44 $5.24 50.1450000 $634.34 Values AG -GRAZING LAND FARM/RANCH RESIDENCE -IMPS OTHER BLDGS.- AGRICULTURAL Total Actual $20,443 $58,587 Assessed $5,930 $4,190 $8,732 $2,530 $87,762 $12,650 ALL TAX LIEN SALE AMOUNTS ARE SUBJECT TO CHANGE DUE TO ENDORSEMENT OF CURRENT TAXES BY THE LIENHOLDER OR TO ADVERTISING AND DISTRAINT WARRANT FEES. CHANGES MAY OCCUR AND THE TREASURER'S OFFICE WILL NEED TO BE CONTACTED PRIOR TO REMITTANCE AFTER THE FOLLOWING DATES: PERSONAL PROPERTY, REAL PROPERTY, AND MOBILE HOMES - AUGUST 1. TAX LIEN SALE REDEMPTION AMOUNTS MUST BE PAID BY CASH OR CASHIER'S CHECK. POSTMARKS ARE NOT ACCEPTED ON TAX LIEN SALE REDEMPTION PAYMENTS. PAYMENTS MUST BE IN OUR OFFICE AND PROCESSED BY THE LAST BUSINESS DAY OF THE MONTH. 1400 N. 17th Avenue, Greeley, CO 80631. PO Box 458, Greeley, CO 80632. (970) 400-3290 Page 1 of 1 Hello