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Home My WebLink About20192635.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17TH AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-400-6100 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number*: 0 Address of site: 7 1 1 _ 3 2 _ 1 _ 0 0 _ 0 0 6 &O711321OOOO5 36679 CR 53, Eaton, CO 80615 Legal Description: PT S2 NE4 32-7-64 Lot A RECX17-0186 ('A 12 digit number on Tax I.D. information, obtainable at www weldgov corn). Section: 32 Township: 7 N Range: 64 W Zone District: A9 Acreage: 9.5 +1- Floodplain: 1(JV 0 eological Hazard: Y(rl O Airport Overlay: YCNO FEE OWNER(S) OF THE PROPERTY: Name: Company: H2S2, LLC Phone #: Street Address: 2022 Jasmine Street Email: City/State/Zip Code: Denver, CO 80207 Name: Company: Phone #: Street Address: _ City/State/Zip Code: Name: Email: Company: Phone #: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Shannon Toomey Company: AGPROfessionals Phone #: (970) 535-9318 Email: stoomey@agpros.com Street Address: 3050 67th Avenue City/State/Zip Code: Greeley, CO 80634 PROPOSED USE: Industrial hemp operation. Hemp grown on site will be processed into oil via ethanol extraction. Storage of ethanol, glycol, and propane will take place on site. Site will not be used for sale of products and will not be open to the public. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal aut rity to sign for the corporati Si n ture: OwneVuthorized / na Illevi (00141gLi Print Name -CflA Signature: Owner or Authorized Agent Date Print Name Rev 4/2016 Printed Name/ Title AGPROfessionals DEVELOPERS OF AGRICULTURE November 15, 2018 To Whom It May Concern: H2S2, LLC is contracted with AGPROfessionals for all permitting, planning, engineering and regulatory work relating to Weld County land use permitting. AGPROfessionals is authorized to represent and request the release of all records necessary on behalf of H2S2, LLC. We respectfully request that all correspondence be directed to AGPROfessionals. Sincerely, Date ftekv. .� SI'ro� 7�• L) D vkar / ///27/2 2 0/a - ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue ■ Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • www.agpros.corn AGPROfessionals I)FVFI.OPERS OF AGRICULTURE USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Prepared for H2S2, LLC Planning Questions: '1. Explain, in detail, the proposed use of the property. Operating under the name Colorado Cultivars. H2S2, LLC is requesting a Use by Special Review Permit to allow for processing of industrial hemp on their site located at 36679 Weld County Road (WCR) 53. The raw materials to be processed will include hemp grown on -site and hemp grown elsewhere by growers under contract with Colorado Cultivars. This site may also be used to process hemp for non-affiliated growers. The hemp grown by Colorado Cultivars is a hybrid variety grown for both high cannabidiol (CBD) content and seed production. The hemp plants are tested for THC and CBD content throughout the growing season and are harvested between September and November using a modified combine. The combine separates the harvested plant material into seed. flower. and stalks. The stalks are not used for processing and are returned to the field. The separated seed. which can be used in food products such as hemp protein and hemp seed oil. is not proposed to be further processed on this site. The harvested and separated flower is either stored in bales, similar to silage bales, for later processing or is processed right away without the need for baling. The plant material is tested again for CBD content prior to processing. The flower is sent through a dryer, which reduces the moisture content from 50-60% to around 10%. After drying, the plant material is mixed with ethanol. which acts as a solvent to extract cannabinoids and terpenes from the plant material. The mix of plant material and ethanol is then sent through a centrifuge to separate solids and unwanted components from the desired extract After centrifugation. the ethanol is recovered through evaporation and condensation, leaving a crude oil containing cannabinoids and terpenes. This crude oil is packaged in 5 -gallon buckets and is sent off site for further processing into various products. such as full spectrum hemp oil or CBD isolate. Small amounts of the crude oil will be distilled on -site for research and development purposes. but distillation will not take place at a commercial scale. Storage of ethanol. glycol refrigerants, and propane will take place on -site for use in the extraction process. Baled flower will also be stored on site as it awaits processing. Other items stored on -site include general farming equipment. As all industrial hemp growers are required to register with the Colorado Department of Agriculture. Colorado Cultivars will follow all applicable regulations for maintaining their hemp registration with the state. including necessary record keeping. reporting and testing. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Sec. 22-2-20. — Agriculture goals and policies. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67:h Avenue, Suite 200 0 Greeley, CO 80634 970.535.9318 / office 0 970.535.9854 / fax 0 www.agpros.com Page 2of7 A. A. Goal 1. Respect and encourage the continuation of agricultural land uses and agricultural operations for purposes which enhance the economic health and sustainability of agriculture. 5. A. Policy 1.5 Support and entice agriculturally related businesses and processing facilities. The proposed use is consistent with Chapter 22 of the Weld County Code by preserving the agricultural use of the property and providing the applicant with the ability to add value to their agricultural products. increasing the economic health and sustainability of their operation. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. Sec. 23-3-40. Uses by special review. X. Processing. Processing is defined in Chapter 23. Article I. Section 23-1-90 of the Weld County Code as "an activity associated with the transformation of materials or substances into new products which may include blending of gases and liquids." This proposal meets the intent of the Weld County Code. Chapter 23 with regards to the agricultural zone district where the site is located. The proposed use. processing of hemp flower to a crude oil containing cannabinoids and terpenes, is agricultural in nature and is permitted in the A (Agricultural) zone district as a Use -by -Special Review. Public health. safety and welfare are protected through adherence to applicable county. state and federal regulations and requirements and conditions of this permit. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. Land uses surrounding the property include rangeland. irrigated farmland. rural residential. SUP -315 for a hog farm. and USR-1133AM for a dairy operation. The proposed agricultural use is consistent with the agricultural uses of the surrounding properties. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The site will be operational from 7:00 a.m. to 5:00 p.m.. Monday through Saturday. 6. List the number of full time and/or part time employees proposed to work at this site. There will be 15-20 full-time employees. 7. If shift work is proposed include the number of employees per shift. No shift work is proposed. Pane 3 of i 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. 15-20 full-time employees will use the site along with approximately 1-2 truck drivers. Product sales are not proposed to take place on -site. so no customers are expected on -site. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. N/A 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) There is an approximately 15.000 sq. ft. gravel parking area. Approximately five acres will be used for outdoor industrial hemp production. With the exception of the buildings on -site. the remainder of the site is planted in native grasses. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? 20 parking spaces are proposed. As parking will take place on existing gravel surfaces handicapped (ADA) parking spaces will not be specifically identified. 12. Explain the existing and proposed landscaping for the site. There are existing trees along the southern property line and at the northwest corner of the existing residence. There is an approximately 15.000 sq. ft. gravel parking area. Approximately five acres will be used for outdoor industrial hemp production. The remainder of the site is planted in native grasses. No additional landscaping is proposed. 13. Describe the type of fence proposed for the site. (e.g. 6 -foot chain link with earth tone slats) The property is currently enclosed by wire fencing. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. Parking areas will be partially screened by the existing buildings. No additional screening is proposed. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Upon termination of the Use by Special Review activities. the existing and proposed structures are expected to remain on -site for agricultural use. 16. Who will provide fire protection to the site? Galeton Fire Protection District services this site. Page 4 01 7 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. A 7.000 sq. ft. addition is proposed for the existing 1,500 sq. ft. equipment building. A detention pond for managing stormwater drainage is proposed to be located west of the existing residence and proposed shop. The existing access road is proposed to be extended so that it forms a loop around the existing and proposed buildings. No other improvements are proposed at this time. Construction for the building addition is expected to begin upon the issuing of a building permit and the approval of this USR. Engineering Questions: 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) Passenger Vehicles: 15-20 roundtrips/day Tandem trucks: 1-2 roundtrips/day 2. Describe the expected travel routes for site traffic. It is expected that traffic will travel south on WCR 53 to WCR 74 for east -west travel. WCR 74 is currently classified as an arterial. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) 75% of traffic is expected to come from WCR 74 to the south and 25% is expected to come from WCR 76 to the north. 4. Describe the time of day that you expect the highest traffic volumes from above. Arrivals and departures will be staggered throughout the day. Traffic volumes are expected to be highest at the start of the business day. from 6:00 a.m. to 7.00 a.m.. and at the close of the business day. from 5:00 p.m. to 6:00 p.m. 5. Describe where the access to the site is planned. Access to the site is planned at the existing residential and agricultural access on WCR 53 approximately 2.220 ft. south of WCR 76. This access point was discussed with Weld County Public Works during the Recorded Exemption process for Recorded Exemption No. RECX17-0186 and was determined to meet applicable safety and spacing criteria. As access permits are associated with building permits no access permit was issued at the time. The access is shown as preliminarily approved on the RECX17-0186 plat. recorded February 2018 under Reception Number 4375464. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23-12-30 F.1. A. Does your site qualify for an exception to storm water detention? If so, describe in a drainage narrative the following: Page 5 of 7 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property N/A B. Does your site require a storm water detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. A preliminary Drainage Report is included with this application. Environmental Health Questions: 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. North Weld County Water District tap no. 3540 currently supplies drinking water on the property. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. The septic system permitted under SP -0701062 currently provides sewage disposal on the property. 3. If storage or warehousing is proposed, what type of items will be stored? Two 1.000 -gallon and two 500 -gallon tanks of ethanol will be stored indoors for use in the ethanol extraction process. 125 gallons of glycol will also be stored indoors. Propane will be stored outdoors in an 8,000 -gallon tank. 750 gallons of diesel will be stored on -site for only six months out of the year for fueling farm equipment. Diesel will be stored in an appropriate container on a tandem axle trailer. Other items stored on -site include farm equipment. Pave O of 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. No storage or stockpiling of waste is proposed. Chemicals stored on -site include ethanol. glycol. diesel and propane and will be stored in appropriate containers. Ethanol will be stored indoors in two 1,000 -gallon and two 500 -gallon tanks. 125 gallons of glycol will be stored in appropriate containers indoors. A 750 -gallon tank on a tandem axle trailer will be used to store diesel on -site for up to six months out of the year. Propane will be stored outdoors in an 8.000 -gallon tank. No wastes are expected to be stored and/or stockpiled on -site. 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. Propane will be stored on -site in an 8,000 gallon tank. Approximately 750 gallons of diesel will be stored on -site on a tandem axle trailer for six months out of the year. The diesel will be used for farm equipment. not for processing or extracting. 6. If there will be washing of 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.) N/A 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 11. Additional information may be requested depending on type of land use requested. The two transformers on site supply power to the single-family residence and greenhouse and are proposed to supply power to the expanded shop building. Ethanol and glycol tanks are proposed to be stored in the shop building, which is proposed to be expanded by 7.000 sq. ft. The six existing propane tanks are proposed to be replaced by a single 8000 -gallon tank. The location of this tank is shown on the revised site plan. Page 7of7 Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. There is an 8.712 sq. ft. greenhouse. 2.280 sq. ft. single family residence, 300 sq. ft. shed. and 1.500 sq. ft. equipment building currently on site. A 7,000 sq. ft addition is proposed for the equipment building and will be used primarily for hemp processing. There are three 1.000 sq. ft. hoop houses and one approximately 2,000 sq. ft. hoop house located east of the greenhouse. These hoop houses will be used for cultivation and will not be used for hemp processing. 2. Explain how the existing structures will be used for this USR? The equipment building. which will be 8,500 sq. ft. after the addition is complete. will be used for drying and processing hemp into oil via an ethanol extraction process. This building will also be used to store materials used in the extraction process, such as ethanol and glycol. The greenhouse will be used for cultivation. The shed will continue to be used for equipment storage. The residence will be used as office and meeting space and contains restroom facilities for workers. The existing hoop houses east of the greenhouse will be used for cultivation. 3. List the proposed use(s) of each structure. See response to building question 2 above. AGPROfessionals DEVELOPERS OF AGRICULTURE USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Prepared for H2S2, LLC Planning Questions: 1. Explain, in detail, the proposed use of the property. Operating under the name Colorado Cultivars, H2S2, LLC is requesting a Use by Special Review Permit to allow for processing of industrial hemp grown on their site located at 36679 Weld County Road (WCR) 53. The hemp will be dried and processed into raw oil using an ethanol extraction process. The finished product will be transferred off -site for further processing into a food grade product. No product sales are proposed to take place on -site. Storage of ethanol, glycol refrigerants, and propane will take place on -site for use in the extraction process. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Sec. 22-2-20. — Agriculture goals and policies. A. A. Goal 1. Respect and encourage the continuation of agricultural land uses and agricultural operations for purposes which enhance the economic health and sustainability of agriculture. 5. A. Policy 1.5 Support and entice agriculturally related businesses and processing facilities. The proposed use is consistent with Chapter 22 of the Weld County Code by preserving the agricultural use of the property and providing the applicant with the ability to add value to their agricultural products, increasing the economic health and sustainability of their operation. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. Sec. 23-3-40. Uses by special review. X. Processing. This proposal meets the intent of the Weld County Code, Chapter 23 with regards to the agricultural zone district where the site is located. The proposed use, processing of an agricultural product, is agricultural in nature and is permitted in the A (Agricultural) zone district as a Use -by -Special Review. Public health, safety and welfare are protected through adherence to applicable county. state and federal regulations and requirements and conditions of this permit. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 ■ Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • wwv,.,Igpro, Pm Page 2 of 6 Land uses surrounding the property include rangeland, irrigated farmland, rural residential, SUP -315 for a hog farm, and USR-1133AM for a dairy operation. The proposed agricultural use is consistent with the agricultural uses of the surrounding properties. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) The site will be operational from 7:00 a.m. to 5:00 p.m., Monday through Saturday. 6. List the number of full time and/or part time employees proposed to work at this site. There will be 15-20 full-time employees. 7. If shift work is proposed include the number of employees per shift. No shift work is proposed. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. 15-20 full-time employees will use the site along with approximately 1-2 truck drivers. Product sales are not proposed to take place on -site, so no customers are expected on -site. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. N/A 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) There is an approximately 15,000 sq. ft. gravel parking area. Approximately five (5) acres will be used for outdoor industrial hemp production. The remainder of the site is planted in native grasses. 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? 20 parking spaces are proposed. As parking will take place on existing gravel surfaces handicapped (ADA) parking spaces will not be specifically identified. 12. Explain the existing and proposed landscaping for the site. There are existing trees along the southern property line and at the northwest corner of the existing residence. There is an approximately 15,000 sq. ft. gravel parking area. Approximately five acres will be used for outdoor industrial hemp production. The remainder of the site is planted in native grasses. No additional landscaping is proposed. 13. Describe the type of fence proposed for the site. (e.g. 6 -foot chain link with earth tone slats) The property is currently enclosed by barbed wire fencing. Page 3 of 6 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. Parking areas will be partially screened by the existing buildings. No additional screening is proposed. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Upon termination of the Use by Special Review activities, the existing and proposed structures are expected to remain on -site for agricultural use. 16. Who will provide fire protection to the site? Galeton Fire Protection District services this site. 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. A 7,000 sq. ft. addition is proposed for the existing 1,500 sq. ft. equipment building. No other improvements are proposed at this time. Construction for the building addition is expected to begin upon the issuing of a building permit and the approval of this USR. Engineering Questions: 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks, Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) Passenger Vehicles: 15-20 roundtrips/day Tandem trucks: 1-2 roundtrips/day 2. Describe the expected travel routes for site traffic. It is expected that traffic will travel south on WCR 53 to WCR 74 for east -west travel. WCR 74 is currently classified as an arterial. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north, 20% from the south, 30% from the east, etc.) 75% of traffic is expected to come from WCR 74 to the south and 25% is expected to come from WCR 76 to the north. 4. Describe the time of day that you expect the highest traffic volumes from above. Arrivals and departures will be staggered throughout the day. Traffic volumes are expected to be highest at the start of the business day, from 6:00 a.m. to 7.00 a.m., and at the close of the business day, from 5:00 p.m. to 6:00 p.m. 5. Describe where the access to the site is planned. Page 4 of 6 Access to the site is planned at the existing residential and agricultural access on WCR 53 approximately 2,220 ft. south of WCR 76. This access point was discussed with Weld County Public Works during the Recorded Exemption process for Recorded Exemption No. RECX17-0186 and was determined to meet applicable safety and spacing criteria. As access permits are associated with building permits no access permit was issued at the time. The access is shown as preliminarily approved on the RECX17-0186 plat. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23-12-30 F.1. A. Does your site qualify for an exception to storm water detention? If so, describe in a drainage narrative the following: 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property N/A B. Does your site require a storm water detention pond? If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. A preliminary Drainage Report is included with this application Environmental Health Questions: 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. North Weld County Water District tap no. 3540 currently supplies drinking water on the property. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system Page 5 of 6 is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. The septic system permitted under SP -0701062 currently provides sewage disposal on the property. 3. If storage or warehousing is proposed, what type of items will be stored? Two (2) 1,000 -gallon and two (2) 500 -gallon tanks of ethanol will be stored indoors for use in the ethanol extraction process. 125 gallons of glycol will also be stored indoors. Propane will be stored outdoors in an 8,000 -gallon tank. 750 gallons of diesel will be stored on -site for only six months out of the year for fueling farm equipment. Diesel will be stored in an appropriate container on a tandem axle trailer. Other items stored on -site include farm equipment. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. No storage or stockpiling of waste is proposed. Chemicals stored on -site include ethanol, glycol, diesel and propane and will be stored in appropriate containers. Ethanol will be stored indoors in two (2) 1,000 -gallon and two (2) 500 -gallon tanks. 125 gallons of glycol will be stored in appropriate containers indoors. A 750 -gallon tank on a tandem axle trailer will be used to store diesel on -site for up to six months out of the year. Propane will be stored outdoors in an 8,000 -gallon tank. No wastes are expected to be stored and/or stockpiled on - site. 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. Propane will be stored on -site in an 8,000 gallon tank. Approximately 750 gallons of diesel will be stored on -site on a tandem axle trailer for six months out of the year. The diesel will be used for farm equipment, not for processing or extracting. 6. If there will be washing of 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.) N/A 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) Page 6 of 6 N/A 11. Additional information may be requested depending on type of land use requested. N/A Building Questions: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. There is an 8,712 sq. ft. greenhouse, 2,280 sq. ft. single family residence, 300 sq. ft. shed, and 1,500 sq. ft. equipment building currently on site. A 7,000 sq. ft addition is proposed for the equipment building and will be used primarily for hemp processing. 2. Explain how the existing structures will be used for this USR? The equipment building, which will be 8,500 sq. ft. after the addition is complete, will be used for drying and processing hemp into oil via an ethanol extraction process. The greenhouse will be used for cultivation. The shed will continue to be used for equipment storage. The residence will be used as office and meeting space and contains restroom facilities for workers. 3. List the proposed use(s) of each structure. See response to building question 2 above. Final Drainage Report For H2S2, LLC USR 36679 County Road 53, Eaton, CO 80615 Being Part of the South I/2 of the Northeast '/4 of Section 32, Township 7N, Range 64W of the 6th P.M. AGPROfessionals DEVELOPERS OF AGRICULTURE. AGPROfessionals 3050 67th Avenue Greeley, CO 80634 (970) 535-9318 5/17/2019 H2S2. LLC Table of Contents Certifications 3 Weld County Certification of Compliance 4 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 2. Specific Details 9 Conclusions 1 1 1. Compliance with Weld County Code 1 1 2. Drainage Concept I 1 List of References 1 Appendices ii H2S2, LLC Certifications I hereby certify that this drainage report for the H2S2, LLC proposed USR was prepared under my direct supervision in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof AGPROfessionals 5/1712019 Final Drainage Report Page 3 of 13 AGPROfessionals. 3050 67th Avenue. Greeley CO 80634 • 970-535-9318 W W_ %gpras.com 112S2, LLC CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Chad TeVelde , Consultant Engineer for H2S2, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of Use By Special Review ("Application") for the property described in the attached Exhibit "A." I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. (Engineer's Stamp) VARIANCE REQUEST I ) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval 5/17/2019 Final Drainage Report Page 4 of 13 AGPROfessionals. 3050 67th Avenue. Greeley CO 80634 • 970-535-9318 • um«% agoras corn H2S2, LLC Introduction 1. Location The proposed site is located in part of the South '/z of the Northeast 1/4 of Section 32, Township 7N, Range 64W of the 6th PM. This site is located east of Highway 85 and east of the Town of Eaton, CO. The properties surrounding the site are primarily undeveloped, agricultural farm land and residential land. The property is partially bordered on the east side by Weld County Road (WCR) 53. The nearest road to the west is WCR 51, to the north is WCR 76 and to the south is WCR 74. No other major road ways are located within or adjacent to the property (see vicinity map in Appendix A). 2. Description of Property The proposed site comprised of two parcels totaling approximately 9.8 acres. The site is currently a non -urbanizing, agricultural property with an existing residence, greenhouse, and two outbuildings. There is an existing dirt road and concrete storage pad. The remainder of the site is vacant vegetative covered land. There are two types of soil: Renohill clay loam (0% to 3% slopes) and Shingle loam (I% to 3% slopes). The majority of the soil is well drained, hydrologic soil group D (see USDA-NRCS soil report in Appendix A). Bruce and Carol Imming are the owners of the property upstream and to the east of the proposed site. Tyler Dyer is the owner of the adjacent property to the north and west of the proposed site. Cecil Livestock and Land, LLC is the owner of the property partially adjacent to and south of the proposed site. John and Eileen Connell are the owners of the property partially adjacent to and south of the proposed site. No other properties are adjacent to the site. There are no major open channels within or adjacent to the proposed property. The applicant is proposing a hemp processing facility with a proposed 7,000 square foot storage building and a 15,000 square foot gravel parking lot. The portion of the two parcels that will be used for the hemp processing facility is 6.56 acres. 5/17/2019 Final Drainage Report Page 5 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * vAmiagpros.com 112S2, LLC Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is non -urbanizing and is located in rural Weld County. A Master Plan for the site area is not currently available. The proposed site was considered as one major drainage basin for this report. Historically, the basin drainage flows towards the west-southwest into Willow Creek. Willow Creek flows into the South Platte River. The site is mostly west sloping and has a generally flat topography with slopes from zero to three percent predominately towards the western side of the property. Contours of the project location and the surrounding properties are shown on the United States Geological Survey (USGS) topographic map in Appendix A. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123C 1275E and is not currently located within a 100 -year floodplain. Potential offsite flows from the north, west and south should continue to flow west, away from the site. Offsite flows from the east should primarily be intercepted by WCR 53. Offsite flows from the residential lot to the east flow towards the proposed site but will be intercepted by the gravel entrance road. The flows will be directed south and continue to flow southwest around the site. Therefore, an increase in runoff is not expected. 2. Sub -Basin Description The site was evaluated with three subbasins labeled Subbasin A, B, and C. as well as one offsite Subbasin labeled OS -1. Stormwater runoff from Subbasins A, B and C will be directed to a proposed detention pond west of the proposed building. Subbasin A has a swale directing flow into the detention pond. The swale is labeled Proposed Swale A. Subbasin B also has a swale directing flow into the detention pond. The swale is labeled Proposed Swale B. Stormwater runoff from Subbasin OS -1 will continue to flow south and west, away from the site. 5/17/2019 Final Drainage Report Page 6 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agaros.com H2S2, LLC Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the UDFCD Criteria Manual Volumes 1, 2 and 3 and the WCECG manual. 2. Hydrological Criteria From the NOAA Atlas 14 Eaton, CO precipitation station, the estimated rainfall from the 10 -year, 1 -hour precipitation is 1.43 inches and the 100 -year, 1 -hour precipitation is 2.68 inches (see NOAA Atlas 14 Rainfall Maps in Appendix A). These values were used for runoff calculations and to estimate the required detention volume. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. A percentage of imperviousness of two percent was used for the historic site. The overall percentage of imperviousness for the proposed site was estimated to be 23 percent. The percentage of imperviousness for Subbasin A is approximately 19 percent, for Subbasin B is approximately 18 percent, and for Subbasin C is approximately 73 percent (see percentage of imperviousness calculations in Appendix A). Using the percentage of imperviousness, the design storms and UDFCD Detention basin Volume Estimating spreadsheet the historic and proposed peak runoff flowrates were estimated for the basins (see Table 1 and Overall Basin Peak Runoff Calculations in Appendix A). Peak runoff flowrates were also calculated for each subbasin with the rational method using the time of concentration, runoff coefficients, and the precipitation depths (see Subbasin Peak Runoff Calculations in Appendix A). Table 1: Peak Runoff Flowrates Peak Runoff 10 Year Peak Flowrate (cfs) 100 Year Peak Flowrate (cfs) Historic 5.49 20.20 Proposed 7.55 22.00 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 detention pond volume required was calculated to be 0.53 acre-feet and the allowed release rate was calculated to be 5.49 cubic feet per second. The required volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). The proposed detention pond will have a capacity greater than the required 0.53 acre-feet at the 100 -year water surface elevation with an additional 1 feet of freeboard (see Table 2 and UDFCD Stage Storage in Appendix B). 5/17/2019 Final Drainage Report Page 7 of 13 AGPROtessionals, 3050 67ih Avenue, Greeley CO 80634 • 970-535-9318 * www.aspros.com H2S2. LLC Table 2: Stage Storage Summa Pond Stage Elevation (feet) Volume Required (acre- feet) Volume at Pond Elevation (acre- feet) WQCV 4976.5 0.106 0.174 100-Year/Spillway Crest 4978.5 0.53 0.566 Top of Pond 4979.50 0.82 0.821 An orifice plate is proposed for the outlet structure and 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 and a 12 -inch reinforced concrete pipe (RCP) culvert (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). Grass lined swales are proposed on the site to convey stormwater runoff towards the detention pond. The drainage channels were sized using the 100 -year, 1 -hour design storm peak flowrate per the WCECG. A Manning's n of 0.035 was used in calculations for a grass lined channel per the WCECG. The channels have 3:1 side slopes and have greater than one foot of freeboard for the 100 -year, 1 -hour storm event. The Froude numbers for the channels will be less than the maximum of 0.8 from WCECG. Calculations for the channel capacities were estimated using the NRCS Hydraulic Formula Software and are included in Appendix B. A culvert is proposed to convey stormwater for the Outlet (see Table 3). The culvert was sized to convey the historical release rate. A Manning's n of 0.013 was used in calculations for a concrete pipe per the WCECG. A slope of 0.5% was used in the design for the Outlet Culvert. Swale A and Swale B will be open channel flow into a Rock Chute Rip Rap design. The Rock Chute Rip Rap design was estimated using the NRCS Rock Chute Design Spreadsheet. Calculations for the culvert capacity and rip rap sizing are included in Appendix B. Drainage Facility Design 1. General Concept A detention pond is proposed in the southwestern corner of the site. Runoff from Subbasin A should generally sheet flow towards Swale A. Swale A carries the flow west to the detention pond. Runoff from Subbasin B should generally sheet flow towards Swale B. Swale B carries the flow west to the detention pond. Subbasin C sheet flows directly to 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 5/17/2019 Final Drainage Report Page 8 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 " 970-535-9318 * wwm.agpros.com H2S2, LLC pattern. A historic drainage plan, drainage and erosion control plan, and drainage and erosion control details are provided in Appendix C. 2. Specific Details Maintenance access is provided on the northeast corner of the pond. A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not he limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent it entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. 5/17/2019 Final Drainage Report Page 9 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 • 970-535-9318 • www.agpros.com H2S2. LLC 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. 5/17/2019 Final Drainage Report Page 10 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com H2S2. LLC Conclusions 1. Compliance with Weld County Code The drainage design of the H2S2, LLC USR is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. No variances are needed with the current design with a detention pond to control and treat runoff prior to discharging. 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. 5/17/2019 Final Drainage Report Page 11 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agoros.com }{2S2, LLC List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 6 Dec. 2018. <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. 6 Dec. 2018. <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. 6 Dec. 2018. <https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htm I?1at=40.5315&lon=- 104.5649&data=depth&units=english&series=pds>. United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 30 Nov. 2018. <www.usgs.gov/products/maps/topo-maps>. 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. 6 Dec. 2018. <http://udfcd.org/volume-one>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM: Volume 2 Structures, Storage and Recreation. UDFCD, Sep 2017. Web. 6 Dec. 2018. <http://udfcd.org/volume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 30 Nov. 2018. <https://propertyreport.co.weld.co.us/?account=R8952875>. 5/17/2019 Final Drainage Report Page 12 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agpros.com H2S2. LLC Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 6 Dec. 2018. <www.weldgov.com/UserFiles/Servers/Server 6/File/Departments/Publ is%20 Works/En gineering/WCECG%20%208-3-17.pdf.> 5/17/2019 Final Drainage Report Page 13 of 13 AGPROfessionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 * www.agoros.com H2S2. LLC 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. Overall Basin Peak Runoff Calculations h. Subbasin Peak 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. UDFCD Culvert & Rip Rap Calculations C. 24x36 Maps a. Historical Drainage Plan b. Drainage and Erosion Control Plan c. Drainage and Erosion Control Details X11A1/.n n C WVVn ITV 911, WELD COUNTY Vicinity Map ONLINE: MAPPING 41E17 •Li kg IPA4 _ ?...niz IOPP _ te a R ' •& :; r'!, air CS -Tear° 2,640.0 WGS_1984 Web Mercator_Auxiliary_Sphere Weld County Colorado 1320.00 2,640.0 Feet 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 • Legend J Parcels Highway Road Road Highway County Boundary Property Boundary Notes USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey. a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations. and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part December 6. 2018 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=nres) or your NRCS State Soil Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies. State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (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. Southern Part 13 56—Renohill clay loam. 0 to 3 percent slopes 13 58 —Shingle loam, 1 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 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 11 `ri' N 40° 31' 44" N 535620 5335E0 536440 536480 K6520 536630 Map Scale: 1:2,110i pnnted on A landscape (11"x 8.5") sheet. 0 cmano 'ii'i 11 Custom Soil Resource Report Soil Map 539540 Meters 30 60 120 180 A Feet 0 100 200 400 600 Map projection: Web Mercator Comer wordinates: WGS84 Edge tics: ll1M Zone 13N WGS84 9 536390 533680 53sr2r 538720 536760 538'180 536900 5.'36800 536940 536840 538880 I 40" 31' S4" N 40° 31' 44' N Custom Soil Resource Report MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines O Soil Map Unit Points Special Point Features V 031 O K rids O .+ 44. 0 Blowout 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 d 0 09 7 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 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, Southern Part Survey Area Data Version 17, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 22, 2014 Oct 2, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 56 Renohill clay loam. 0 to 3 percent slopes 4.2 L 41.4% 58 Shingle loam. 1 to 3 percent slopes 6.0 58.6% Totals for Area of Interest 10.2 100.0% 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, Southern Part 56 Renohill clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3635 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Renohill Setting Landform: Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile Hi - 0 to 9 inches: clay loam H2 - 9 to 32 inches: clay loam H3 - 32 to 36 inches: unweathered bedrock Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature. 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating. No Minor Components Ulm Percent of map unit: 10 percent Hydric soil rating No 13 Custom Soil Resource Report Shingle Percent of map unit: 5 percent Hydric soil rating: No 58 Shingle loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 3637 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 10 to 13 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 110 to 140 days Farmland classification: Not prime farmland Map Unit Composition Shingle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Shingle Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile H1 - 0 to 6 inches: loam H2 - 6 to 18 inches: clay loam H3 - 18 to 22 inches: unweathered bedrock Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity. maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile. Low (about 3.3 inches) Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirrigated): 6s 14 Custom Soil Resource Report Hydrologic Soil Group: D Ecological site: Shaly Plains (R067BY045CO) Hydric soil rating: No Minor Components Renohill Percent of map unit: 6 percent Hydric soil rating: No Terry Percent of map unit: 5 percent Hydric soil rating. No Ulm Percent of map unit: 4 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=nres142p2_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=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture. Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner. R.W.. Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control. Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture. Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home)?cid=nres142p2_053374 United States Department of Agriculture. Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 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=nres142p2_054242 United States Department of Agriculture. Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States. the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 United 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 uSGS �Iet�a•I1el IIrf s •0•31.: t 17R MI1 'I Approximate Location of Protect Site six 91 t 0•10 Ian 9R 122"1 U S DEPARTMENT OF THE INTERIOR U S GEOLOGICAL SUR.Et +e ■USTopo I." lre• Is M• LADr i a r•rf y ft ea GALETON QUADRANGLE COLORADO -WELD CO 7 s -*MUTE RER7ER 11710ewr ttl 47 W -JO 7AWNEE UATIONAL GRASSIANE I ne. ft.?* t•0•• PY C10Mofl C7 a t. I al to C ele fOO • e4 Cc 011 Co. It f - OAT .� 13 Iao moire 'SI 7R %CAW IC 7/ 010100:000 01. e.e.e iti nTaabpal Se , Ia. a•.v III.w r MI watt, eM a— Ila.ft Ma a41I1. fna *— I aSp.1. a. Wawa t.aa.r. Nona , be* I If Meer• SSA Dana. fe4..a NIII.. of MI .ar4 n1+1 fa•a ateef Oda aYfa—I. t.ta1. O. IMt•e.a111 noon aeaew 1 w a on — inn Ian *nos on III. W. IA M1 y-.. u1 tan i a, In • 04 In on a In Ire. ,.••• .....4M. Ie .e lent Pond Inn ya41, *11 •104 Ilat. ....104 00•100I - - al* MyIMI 1444. m4 bmo.t._- _.__ Ammo ..eel lent. 100 at•.•• ant enc. a an* Or 100 - ea aW I." now bee la 011 Inn--110 nom elect aarae .M • II.. •t' —lrarn..raat act. e4allt.11 aaS C u Inal a eV 0• Ii /a I 17 SCALE 1.24 ECO Moony 1 II0 AMU Ilk :'0 I en 00 a Oi rat- ion mra+ atttal I) me al. YIRO non. Bata 01 Iw Two Oa ..I Snead 4 ...w alit a. .s., C. Sew ann. N tea .ay. tone 50tI •.a..— w. ..a.al.ar wo pain n 10..a• I • HI 111X fate 1 1 Oren., IOW CL.lerAtL• • nn *a I. ea is.. tease — W SIR a I..a w •one w t^� f1•.l e. w U nett at w as as Una ma ar rag. Uw.a.aat oil rani IPI1 GALETDN. CO WWI' Nn 7 171 3 on ,I NIS nz f QA National Flood Hazard Layer FIRMette 40°31'58.68"N '04°34'22 45"W reef I .0 ,000 0 250 500 1,000 �'l-LLD euUI! 1 ARLA'OF MIN IMAL1FL®OD HAZARD 1,500 2,000 FEMA hoin •ager Datatrefreshed Legend SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) With BFE or Depth aim; AE. Au, AO. VE, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD tn t INO SCREEN OTHER AREAS 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 Future Conditions 1% Annual Chance Flood Hazard Area with Reduced Flood Risk due to Levee. See Notes. Area with Flood Risk due to Levee Area of Minimal Flood Hazard Effective LOMRs Area of Undetermined Flood Hazard GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES I I I I I I I Levee, Dike, or Floodwall 20.2 17.5 OTHER - FEATURES MAP PANELS Q Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect 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 12/6/2018 at 2:32:57 PM 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: Eaton, Colorado, USA* Latitude: 40.5315°, Longitude: -104.5649' Elevation: 4832.01 ft** *source ESRI Maps -- source USGS POINT PRECIPITATION FREQUENCY ESTIMATES Banjo Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Cad Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF gr8phical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 1 2 j Average recurrence interval (years) 5 10 25 50 100 0.244 t 0.295 0.391 0.482 I 0.623 0.746 (0.197-0.304) (0.238-0.368)! (0.314-0.488) (0.384-0.604) (0.485-0.830) (0.561-1.00) 0.358 0.433 0.573 0.705 1 (0.289-0.445) (0.349-0.539) (0.460-0.715) (0.563-0.885) L15 -min L30 -min [ 60 -min I 0/34 I (0.593-0.914) 0.878 L(0.708.1.09) 1.16 I1.43 (0.929-1.44) (1.14-1.79) 0.436 (0.352-0.543) 0.527 (0.426.0.657) 0.590 (0.477-0.734) 0.713 (0.575-0.887) 0.698 (0.561-0.872) 0.942 (0.757-1.18) 0.860 (0.687-1.08) 1.16 (0.926-1.46) 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 0.880 (0.635-1.21) 200 1.03 (0.706-1.45) 0.913 1.09 1.29 1.50 (0.711-1.22) (0.822-1.47) (0.930-1.77) (1.03-2.12) 1.11 (0.866-1.48) 1.50 (1.17-2.00) 1.86 (1.46-2.50) 1.33 (1.00-1.79) 1.57 (1.13-2.16) 1.84 (1.26-2.59) 1.80 2.12 2.48 (1.35-2.41) (1.53-2.92) (1.71-3.50) 2.25 (1.70-3.03) 0.878 [(0.715-1.08) 1.04 (0.848-1.29) 1.37 (1.11-1.70) 1.70 ! (1.36-2.11) J) 2.23 1 (1.76-2.96) 1 2.70 (2.06-3.61) 0.960 (0.785-1.18) 1.13 (0.923-1.39) 1.48 (1.20-1.82) 1.83 (1.48-2.26) 2.41 (1.92-3.20) 2.93 (2.25-3.91) 1.09 1.30 1.71 2.11 2.76 3.32 7 (0.897-1.32) (1.07-1.58) i (1.41-2.09) (1.72-2.59) (2.20-3.60) (2.57-4.37)_ 1.26 (1.05-1.52) 1.50 (1.26-1.79) 1.73 (1.47-2.05) 1.90 (1.62-2.24) 1.51 (1.26-1.83) 1 1.76 (1.47-2.10) 2.02 (1.71-2.40) 2.19 (1.86-2.58) 1.98 (1.64-2.39) 2.41 (1.98-2.92) 3.07 (2.46-3.94) 3.64 (2.83-4.72) 2.67 3.35 3.94 1 f2.23 (1.86-2.67) .` (2.22-3.22) (2.71-4.26) I (3.08-5.04) I 2.54 (2.14-3.02) 3.01 (2.52-3.59) 3.72 (3.02-4.64) 2.71 (2.29-3.20) L 3.18 (2.68-3.77) 3.89 (3.18-4.83) 2.03 4 -day ) (1.73-2.38 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day 2.30 (1.97-2.67) 2.53 (2.19-2.93) 3.26 (2.84-3.74) 3.86 (3.38.4.39) 4.58 (4.03-5.18) 5.16 (4.56-5.82) 2.33 (1.98-2.73) 2.86 (2.43-3.36) 3.34 (2.82-3.94) 4.06 (3.32-5.01) 2.67 3.29 3.82 4.59 (2.29-3.10) (2.81-3.84) (3.25-4.48) (3.76-5.57) 2.96 (2.55-3.42) 3.76 (3.27-4.31) 4.41 (3.86-5.03) 5.23 (4.59-5.93) 5.92 (5.22-6.68) 4.30 (3 40-5.44) 4.49 (3,56-5.63)_ 4.65 (3.71-5.81) 5.19 (4.15-6.40) 3.65 4.23 5.03 5.65 (3.14-4.24) (3.614.93) ; i (4.13-6.05) (4.53-6.90) 4.56 (3.95-5.25) 5.30 (4.62-6.06) 6.25 (5.48-7.11) 7.09 (6.24-8.03) 5.21 (4.49-6.02) 6.01 (5.21-6.91) 7.07 (6.16-8.08) 8.02 (7.01-9.12) 6.09 (5.04-7.23) 6.97 (5.79-8.21) 8.15 (6.81-9.52) 6.75 (5.46-8.14) 7.68 (6.24-9.19) 8.94 (7.30-10.6) 2.68 3.15 (1.94-3.69) (2.17-4.46) 500 1.24 (0.815-1.80) 1.82 (1.19-2.63) 2.22 (1.46-3.21) 3.00 (1.97-4.34) 3.85 (2.53-5.58) 1000 1.42 (0.896-2.06) 2.07 (1.31-3.01) 2.53 (1.60-3.68) 3.43 (2.17-4.98) 4.43 (2.80-6.43) 3.23 3.82 4.70 5.42 (2.36-4.42) ' (2.66-5.37) (3.12-6.76) (3.47-7.81) 3.53 (2.594.81) 4.19 (2.94-5.86) 3.95 (2.93-5.32) 4.65 (3.28-6.42) 4.26 (3.18-5.65) 4.57 (3.44-5.99) 4.93 (3.75-6.39) 5.12 (3.91-6.59) 4.94 (3.52-6.73) 5.26 (3.78-7.09) 5.18 (3.46-7.42) 6.00 (3.86-8.59) 5.67 (3.83-8.03) 6.52 (4.24-9.24) 5.92 (4.03-8.27) 6.26 (4.30-8.66) 6.72 (4.42-9.44) 7.07 (4.70-9.84) 5.61 6.58 7.35 (4.07-7.46) (4.56-8.98) (4.93-10.1) 5.81 (4.23-7.68) 6.78 I 7.57 (4.73-9.21) (5.11-10.4) 5.29 5.98 6.95 7.73 (4.05-6.77) (4.37-7.86) (4.87-9.39) (5.24-10.5) 5.82 (4.48-715) 6.48 (4.761.41) 7.37 (5.20-9.85) 6.27 6.91 7.76 (4.85-7.86) (5.10-8.90) (5.49-10.3) 7.40 (5.77-9.15) 8.37 (6.56-10.3) 9.69 (7.63-11.8) 8.05 (5.99-10.2) 9.05 (6.78-11.4) 10.4 (7.85-13.0) 9.22 10.1 10.9 11.7 (7.72-10.7) (8.26-11.9) (8.61-13.2) (8.82-14.5) 8.88 (6.34-11.6) 9.91 (7.12-12.9) 11.3 (8.19-14.6) 12.6 (9.15-16.2) 8.07 (5.53-10.9) 8.40 (5.78-11.3) 9.49 (6.61-12.7) 10.5 (7.38-14.0) 12.0 (8.44-15.8) 13.3 (9.39-17.4) 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 dep:h-duration-frequency (DDF) curves Latitude: 40.5315°, Longitude -104.5649° c c � E O 25 50 100 200 NOAA Atlas 14, Volume 8, Version 2 t I N r-1 Duration czir N MCC r0 C v 'v V V V N M4 rL O rl Average recurrence interval (years) • >, >. >, eo (o ru a -0 as O o in O N M st tD 500 1000 Created (GMT)- Thu Dec 6 19:38:19 2018 Back to Top Maps & aerials Small scale terrain Average recurrence interval Iyears) 1 2 5 — 10 25 — 50 100 — 200 500 1000 Duration 5.frwn — 2 -day - 10 -mm — 3 -day 15 -mm — 4 -day 30 -mm — 7 -day 60 -mm — 10 -day 2 -hr — 20 -day - 3atr — 30 -day 0 -hr — 45 -day — 12 -hr — 60 -day 24 -hr i i Galeton 1' Large scale terrain Large scale map Cheyenn e s ' In; aL • gmont Boulder 0 100km I 60mi Large scale aerial Back to Top US Department of Commerce National Oceanic and Atmosphenc Administration National Weather Service National Water Center 1 325 East VJest Highway <-. , 'ID 20910 .•!Inn< HDSC.Questions@noaa.gov Disclaimer AGPROfessioria►s )1 -.VF I • '1'ERS OF AGRICI'1 1l k! - Project Number: 1353-01 Date: 5/14/19 10:53 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Overall Proposed Basin = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Roofs 90% 29,194 0.60 Drive and Walk 90% 6,993 0.14 Gravel Road 40% 43,407 0.40 Pond 100% 12,041 0.28 Agriculture 2% 194,182 0.09 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 Square Feet 285,817 Acres Total Impervious Acres 65,856 1.51 Total Development Acres 285,817 6.56 1.51 Development %I Actual Design 23% I� AGPROucssionals IIFVFIOPF'RS, OF NCR If IIIRE Project Number: 1353-01 Date: 5/14/19 10:53 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed Basin A = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 / Impervious Total SgEt Acres Impervious Roofs 90% 8,213 0.17 Drive and Walk 90% 3,888 0.08 Gravel Road 40% 23,640 0.22 Pond 100% 0 0.00 Agriculture 2% 80,564 0.04 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 Square Feet 116,305 Acres Total Impervious Acres 21,958 0.50 Total Development Acres 116,305 2.67 0.50 Development %I Actual Design I 19% I AGPROfessionals 'EVILL(IPEKSOF c.KICIJI:FUKI Project Number: 1353-01 Date: 5/14/19 10:53 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed Basin B = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SgEt Acres Impervious Roofs 90% 15,498 0.32 Drive and Walk 90% 1,545 0.03 Gravel Road 40% 16,802 0.15 Pond 100% 0 0.00 Agriculture 2% 100,755 0.05 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 Square Feet 134,600 Acres Total Impervious Acres 24,075 0.55 Total Development Acres 134,600 3.09 0.55 Development %l Actual Design [ 18% 1 AG PROfessionals % I- ( . .R1Cuta URI- Project Number: 1353-01 Date: 5/14/19 10:53 AM 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed Basin C = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SgEt Acres Impervious Roofs 90% 5,483 0.11 Drive and Walk 90% 1,560 0.03 Gravel Road 40% 2,965 0.03 Pond 100% 12,041 0.28 Agriculture 2% 5,023 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 Souare Feet 27,072 J Acres Total Impervious Acres 19,666 0.45 Total Development Acres 27,072 0.62 0.45 Development %I Actual Design 1 73% 1 DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: H2S2, LLC Basin ID: 10 -Year Historic Release Rate (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): I, = A = Type = T = Tc = q = P, = C, = C2 = C3 = percent acres A, B, C. or D years (2, 5, 10, 25, 50, or 100i minutes cfs/acre inches Design Information (Input): I, = A = Type = T = Tc = q = P, = C1 = C2 = C. = 2.00 percent acres A. B. C. or D years (2, 5. 10, 25. 50. or 100) minutes cfslacre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1• P1/(CZ+Tj^C) Coefficient One Coefficient Two Coefficient Three 2.00 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1' Pt/(Cz+TerC3 Coefficient One Coefficient Two Coefficient Three 6.56 6.560 D D 10 100 14.94 15 0.00 0.00 1.43 2.68 28.50 28.50 10 10 0.789 0.789 Determination of Average Outflow from the Basin (Calculated): cis cfs Determination of Average Outflow from the Basin (Calculated): cfs cfs Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C = Op -in = Op -out = 0.26 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Ur !r = 0.51 5.49 20.20 0.00 up ou+ = 0.00 udfcd spreadsheet_10 yr rate.xls, Modified FAA 5/15/2019, 10:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: H2S2, LLC Historical Flows I. Catchment Hydrologic Data Catchment ID = Overall Area = 6.56 Acres Percent Imperviousness = 2.00 % NRCS Soil Type = D A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 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 = 0.26 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient, C = (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 Heavy Meadow Tillage/ Field LEGEND O Beginning Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 Short Pasture/ Lawns 5 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 890 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0190 0.1 6 0.36 40.83 1 2 3 4 5 Sum 890 Computed Tc = Regional Tc = User -Entered Tc = 40.83 14.94 14.94 UD-Rational v1.02a Historical Flows.xls, Tc and PeakQ 5/15/2019, 10:53 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: H2S2, LLC Basin ID: Proposed Detention Pond (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 Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C,' P,/(C;+T, )^C, Coefficient One Coefficient Two Coefficient Three Is = A= Type = T= Tc = q= P, _ = C2= C3= 23.00 656 D 10 15.19 0.00 1 43 28.50 10 0 789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C= Qp-in = Qp-out = 0 36 7 55 0.00 cfs cfs Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula I = C,' P,/(C2+Tj^C, Coefficient One Coefficient Two Coefficient Three Is = A= Type = T= Tc = q= P, _ C,= C2 = Cr, 23.00 6.560 D 100 15.19 0.84 2.68 28.50 10 0 789 percent acres A, B, C, or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate C: Qp-in Qp•out = 0 36 2700 5.49 Cis , udfcd spreadsheet.xls, Modified FAA 5/1512019, 10:57 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: H2S2, LLC Proposed Flows I. Catchment Hydrologic Data Catchment ID = Overall Area = Percent Imperviousness = NRCS Soil Type = 6.56 Acres 23.00 % DA,B,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) 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 = 0.36 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.27 Overide 5-yr. Runoff Coefficient, C = (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 Heavy Meadow Tillage/ Field LEGEND O Bing Flow Direction Catrlunext Boundary NRCS Land Type Conveyance 2.5 5 J 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 935 5-yr Runoff Coeff C-5 output 0.0120 0.27 1 2 3 4 5 Sum 935 NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.36 42.95 Computed Tc = Regional Tc = User -Entered Tc = 42.95 15.19 15.19 UD-Rational v1.02a Proposed Flows.xls, Tc and Peak() 5/15/2019, 10:49 AM Calculation of Peak Runoff using Rational Met hod ongr.: son Clonerloy. AC4PROPerwor.n Pals: 5.15.•:13,4 Poloist H2S% 11C Location. L..0,. ill •'.raon 2 DO tensed m.. 7017 y^yUNI920m dinata:ynal. 10iw 91OIU.507 MSS e 4044310.0 Oa 4lo4M on nr.a*$ llnnO_W I„ • I, • I, OnRllollat 1, • (24 - 1711 4. I. 401111.47!` 1,.�•.• IO lron.nYnl Saint 11. - nl.oh..2.�r, POW 1un1llu1nd I. Uzi Pull I, II ZM Ss as ASS My. tsou Iona 0.40, M (b) • • 1 a e.ml.11 sassy !San Cs ilk solo .' 22455 I IC CO 071 25 IIIn/bl• (ka,0- 100-4. satyr ]M 'Prix)* (AA 1.• b. l*llm.nl NY (SI MCA M. . ore.mq.rnuu4n... ItiNM) Pisa Carib .11k C Ow1.lo6 IIMUIQ►bwTim Hws.Yd (Trowel Ma Tim Imo Si C••..M,an IlaIntall=ncirrPoole Me O IN !all f4• Mall MM SW )Mall 14 yr OMAM. Pow LnlO L (I7) W!Itelleologr.vSM III IOp141n.l1 CS Ilsollss MI IOIWnM11 Q.bl� PS Slop LIMIT) Obll Plow Tin IIIei Ca1Mrl.6 PS M.lb LIN Ili ll.Y.IYa Ml (Op4iu%MI DilM1b.. Inl (Options) CMn11.r•6 nw. Ilex S. PPM BRCS CaPTIos•• hope 14 Q.nll.r.6 Plow wises V, Mimi C6—nNM row ism L(.ril 0e11IP16.lo k(.at.l AMloll•I LOSS Masts.Ism. 4. (MS 141 Sr Myr 7fyl Mtn MFa. Sr !•s. a'N Sr ?Sty WTI WO? Sr .n! U nil 01l 0 as 5e ON 415W 0017 _0' 1W „OW 15 OW CW 711• 77n 7277 •e1 ill )U 14l .11 aM 70? OM 10a le0 7M 551,SO 1270 t0- b .1 . oe. !1100 000E aX10.' UOIG Is 150 779 5114 Al 5, .y 5, •44 1n 741 ),1 116 .5• 4ii 0% 110 1l7 406 5M 77) ¶) Op 0 f 0Pi 06) `a(4) 16R i6. 3 D OM IS 0W 0W 40. I•t ', :%: 7 M 161 465 ell ' 61 606 '100 Its (54 70I 263 157 ..I 66) - .O OU 7� )C 0003 I5 0W 0W 701 „64 •lox 776 -T+. ]el SOS ea 1]i 10.2 OW 003 0!C :XCu CM i DETENTION VOLUME BY THE MODIFIED FAA METHOD I Project: H2S2, LLC Basin ID: 10 -Year Historic Release Rate (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 L Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness I, = 2.00 percent Catchment Drainage Imperviousness I, = 2.00 percent Catchment Drainage Area A = 6.56 acres Catchment Drainage Area A = 6.560 acres Predevelopment NRCS Soil Group Type = D A. B, C. or D Predevelopment NRCS Soil Group Type = D A. B. C, or D Return Period for Detention Control T = 10 years (2, 5, 10. 25, 50, or 100) Return Period for Detention Control T = 100 years (2, 5. 10, 25. 50, or 100) Time of Concentration of Watershed Tc = 14.94 minutes Time of Concentration of Watershed Tc = 15 minutes Allowable Unit Release Rate q = 0.00 cfs/acre Allowable Unit Release Rate q = 0.00 cfs/acre One -hour Precipitation P, = 1.43 inches One -hour Precipitation P, = 2.68 inches Design Rainfall IDF Formula i = C1• P1/(c2+Tj"C3 Design Rainfall IDF Formula i = C1• P1/(C:+Tj"C3 Coefficient One C, = 28.50 Coefficient One C, = 28.50 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 0.789 Coefficient Three C, = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.26 Runoff Coefficient C = 0.51 Inflow Peak Runoff Qp-in = cfs Inflow Peak Runoff Qp-m = 20.20 cfs Allowable Peak Outflow Rate Op -out = 0.00 cfs Allowable Peak Outflow Rate Qp-out = 0.00 cfs udfcd spreadsheet_10 yr rate.xls, Modified FAA 5/15/2019, 10:54 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: H2S2, LLC Historical Flows I. Catchment Hydrologic Data Catchment ID = Overall Area = Percent Imperviousness = NRCS Soil Type = 6.56 Acres 2.00 % DA,B,C,orD II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 10 years C1 = 28.50 C2= 10.00 C3= 0.786 P1= 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 = 0.26 Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = 0.16 Overide 5-yr. Runoff Coefficient. C = (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 Heavy Meadow Tillage/ Field LEGEND O Beginning Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 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 3 4 5 Slope S ft/ft input Length L ft input 890 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 0.0190 0.16 Sum 890 UD-Rational v1.02a Historical Flows.xis, Tc and PeakQ 0.36 40.83 Computed Tc = Regional Tc = User -Entered Tc = 40.83 14.94 14.94 5/15/2019, 10:53 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Basin ID: H2S2, LLC Proposed Detention Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, Cl HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Deterrrination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Dranage imperrocnness I,: _2300 percent CathmentDrr-aae Frrc-.:c..sress I,= 2300 cement Catchment Dranage Area A = 656 acres Catchment Dranage Area A = 6 560 acres Predevelopment NRCS Sod Group Type = D A. B. C. or D Predevekmpment NRCS Sod Croup Type = O A. B. C. or D Return Period for Detention Control T = 10 years (2. 5. 10, 25. 50, or 100) Ream Penod for Detention Control T = 100 Yens R. 5 10. 25. 50. or 100. Time of Concentration of Watemhed Tc = 15 19 minutes Tune of Corcentrabon of Watershed Tc = 15 19 minutes Movable Una Release Rate q = 000 cfs/acre Alowable t1M Release Rate o= 0.84 cfs/acre One -hour Precpeaaon P, = I 43 riches One -hour Precipitation P. = 2.68 mcnes Design Rainfall1OF Formula 1 a C; P,l(C,+Tr'C3 Design Rainfall IDF Formula I - C; PJ(C fT=►"C, Coefficient One C,= 28 50 Coefficient One C. = 28 50 Coefficient Two C; = 10 Coefficient Two C2 = 10 Coefficient Three C, = 0 789 Coefficient Three Ct = 0 789 Qeternination of Average Outflow from the Basin (Calculated); Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient 0 36 Runoff Coefficient 0 56 Inflow Peak Runoff Op -in = 7 55 cfs Inflow Peak Runoff _. - 22 00 Icfs Allowable Peak Outflow Rate Opout = 0.00 cfs Allowable Peak Outflow Rate Cc - o.) = 5.49 cfs Mod. FAA Minor Storage Volume - 18,749 cubic feet Mod. FAA Major Storage Volume = ?3.102 cubic feat Mod. FAA Minor Storage Volume - 0.43 acre -R Mod. FAA Major Storage Volume = 0.53 acre -ft 5 <- Enter Ranfall Duration Incremental Increase Value Here (e g 5 for 5 -Minutes) Rainfall Rental Inflow Adjustment Average Outflow Storage Radon Randall Inflow Adjustment Average Ouflow Storage Duration Intens*y Vol me Factor Outflow Volume Volume Duration intensity Volume Factor Oul1ow Vokane Volume minutes inches I M acre-feet 'm" cfs ape -feet acre-feet misers inches I M acre-feet "m' de acre-feet ante -feet (input; lolAPur) lord g) (output) IoutPur) (output) (output) (vprR) (output) (0ulptd} toulPub (ougwt) (output) (output) 0 000 0 000 0 00 000 0.000 0 000 0 000 0 000 000 000 0 000 0.000 5 4 81 0 078 100 000 0 000 0.078 5 9 02 0 228 100 5.49 0 038 0 190 10 3 83 0 125 100 000 0 000 0 125 10 7 19 0 364 100 5.49 0 078 0 288 15 322 0 157 1 00 000 0 000 0 157 15 6 03 0 457 100 5.49 0 113 0 344 20 2 78 0181 0 88 000 0 000 0 181 20 5 22 0 528 068 4 83 0.133 0 395 25 2 47 0 201 0 80 000 0 000 0 201 25 ♦ 62 0.585 080 4 41 0152 0 433 30 222 0 217 0 75 000 0 000 0 217 30 4 16 0.631 0 75 4 14 0 171 0 460 35 202 0230 072 000 0000 0230 35 379 0671 072 394 0190 0481 40 186 0 242 0 69 000 0 000 0 242 40 3 49 0 708 0 69 3 79 0 209 0 497 45 1 73 0 253 0 67 0 00 0 000 0 253 45 3 23 0 737 0 67 3 87 0 228 0 509 50 1 61 0 282 0 65 0 00 0 000 0 262 50 3 02 0 784 0 65 3 58 0 247 0 518 55 1 51 0 271 0 84 000 0 000 0.271 55 2 54 0 789 064 3 50 0 265 0.524 80 143 0278 063 000 0000 0278 60 267 0812 063 344 0264 0528 85 1 35 0 286 0.62 0 00 0 000 0 288 65 2 53 0 833 0 62 3 39 0 303 0 530 70 1 28 0 292 0 61 000 0.000 0 292 70 2 41 0 853 0 61 3 34 0 322 0 530 75 1 22 0 299 0 60 000 0 000 0 299 75 2.29 0 871 080 3 30 0 341 0 530 80 1 17 0 305 0 59 000 0 000 0 305 60 2 19 0 888 0.59 3 27 0 360 0 526 85 112 0310 059 000 0000 0310 85 210 0904 059 324 0379 0525 90 106 0 315 0 58 000 0 000 0 315 90 2 02 0 919 058 3 21 0 398 0 521 95 104 0 320 0 58 000 0 000 0 320 95 194 0 934 058 3 18 0 417 0 517 100 100 0 325 0 58 000 0 000 0 325 100 1 87 0 947 058 3 16 0 436 0 512 105 096 0 329 0 57 000 0 000 0 329 105 1 81 0 960 0 57 3 14 0 454 0 506 110 0 93 0 334 0 57 000 0 000 0 334 110 1 75 0 973 0.57 3.12 0 473 0 499 115 090 0 338 0.57 000 0 000 0 338 • • 5 1 89 0 985 0.57 3 11 0 492 0 493 120 0 ea 0 342 056 000 0 000 0 342 120 164 0 996 056 3 09 0 511 0 485 125 0 85 0 348 0.56 000 0 000 0 348 125 1 59 1 007 058 3 08 0 530 0 477 130 0 83 0 349 0 56 000 0 000 0 349 130 1 55 1 018 058 3 07 0 549 0 489 135 0 80 0 353 0 56 000 0.000 0 353 135 1 51 1 028 058 3.05 0 566 0 460 140 0 78 0 356 0.55 000 0 000 0 358 140 1 47 1 038 0 55 3.04 0 587 0 451 145 0 76 0 359 0.55 000 0 000 0 359 145 1 43 1 048 0 55 3 03 0 606 0 442 150 0 74 0 363 0 55 0 00 0 000 0 383 150 1 39 1 057 0 55 3 02 0 825 0 433 155 0 73 0 386 0.55 000 0 000 0 366 155 138 1 066 0 55 3 01 0 844 0 423 160 0 71 0 369 0 55 0 00 0.000 0 389 160 1 33 1 075 0 55 3 01 0 862 0 413 165 0 89 0 372 0 55 000 0 000 0 372 165 1 30 1 084 0 55 3 00 0 681 0 402 170 0 68 0 375 0 54 000 0 000 0 375 170 1 27 1 092 0 54 2 99 0 700 0 392 175 086 0 377 0.54 000 0 000 0 377 175 1 24 1 100 054 2 98 0 719 0 381 180 0 65 0 380 0 54 000 0 000 0 380 tea 1 22 1 10e 054 2 98 0 736 0 370 185 084 0 383 054 000 0 000 0 383 165 1 19 1 115 054 2 97 0 757 0 358 190 0 62 0 365 054 000 0.000 0 385 190 1 17 1 123 054 298 0 776 0 347 195 0 61 0 386 054 000 0 000 0 388 195 1 15 1 130 054 296 0 795 0 335 200 060 0 390 0.54 000 0 000 0 390 200 1 12 1 137 054 2 95 0 514 0 324 205 0 59 0 393 054 000 0 000 0 393 205 1 10 1 144 054 2 95 0 833 0 312 210 0 58 0 395 0 54 000 0.000 0 395 210 1 08 1 151 054 294 0 852 0 300 215 0 57 0 397 0.54 000 0 000 0 397 215 106 1 158 054 2 94 0 870 0 288 220 0.56 0 399 0 53 000 0 000 0 399 220 1 05 1 165 0 53 2 93 0 869 0 275 225 0 55 0 402 0 53 000 0 000 0 402 225 1 03 1 17t 0 53 2 93 0 908 0 263 230 054 0 404 0 53 000 0 000 0 404 230 1 01 1 177 0 53 2 93 0 927 0 250 235 0 53 0 408 0.53 0.00 0 000 0 406 235 1 00 1 183 0 53 2 92 0 948 0 237 240 0 52 0 408 0 53 000 0 000 0 408 240 0 98 1 190 0.53 2 92 0 965 0 225 245 0 51 0 410 0 53 000 0.000 0 410 245 0 98 1 195 0 53 2 92 0 984 0 212 250 0 51 0 412 0.53 000 0 000 0 412 250 0 95 1 201 0 53 2 91 1 003 0 199 255 050 0414 053 000 0000 0414 255 094 1207 053 291 1022 0185 260 0 49 0 418 0 53 0 00 0 000 0 416 260 0 92 1 213 0 53 2 91 1 041 0 172 285 0 48 0 418 0 53 000 0 000 0 418 265 0 91 1 218 0 53 2 90 1 060 0 159 270 0 48 0 420 0 53 000 0 000 0 420 270 0 90 1224 0 53 2 90 1 078 0 145 275 0 47 0 422 0 53 000 0 000 0 422 275 088 1 229 0 53 2 90 1 097 0 132 280 0 46 0 423 0 53 0.00 0 000 0 423 280 0 87 1 234 0 53 2 89 1 116 0 118 285 0 46 0 425 0 53 000 0 000 0 425 285 088 1 240 0 53 2 89 1 135 0 104 290 0 45 0 427 0 53 000 0 000 0 427 290 0 85 1 245 0 53 2.69 1 154 0 091 295 0 45 0 429 0 53 000 0 000 0 429 295 064 1 250 0 53 2 89 1 173 0 077 300 0 44 0 430 0 53 000 0 000 0 430 300 0 83 1 255 0 53 2 88 1 192 0 063 Mod. FAA Minor Storage Volume (cubic R) - 18,749 Mod. FAA Major Storage Volume (cubic R.) a Mod. FAA Minor Storage Volume (acre -ft) - 0.4304 Mod. FAA Major Storage Volume (acre -ft) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 udfcd spreadsheet xis, Modified FAA 23.102 0.5304 51152019, 11 12 AM Project: H2S2, LLC Basin D: Proposed Detention Pond r 1 Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) 1.4 12 1 0.8 06 0.4 02 0 0 • • • • • • • • • • • • • • • • •• • 50 100 150 200 Duration (Minutes) 250 300 �Now air. Stow vine. —W.. o... -. arm Warn \.Y V..k-. — . • l.,_. Yllune •—•—•Yp •.nO.v lYw • as.. *a,,,,4. war. 350 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34, Released November 2013 tarred spreadsheet xls, Modified FAA 5/1512019, 1112 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: H2S2, LLC Basin ID: Proposed Detention Pond Du s Si4 Shp Silt Slope Z Design Information (Input): Width of Basin Bottom. W = Length of Basin Bottom L = Dam Side -slope (H V), Za = Staqe-Storage Relationship: • • 90 00 15000 400 ft ft Mt Check Basin Sha Pe Right Tnangle Isosceles Tnangle Rectangle Circle / Ellipse Irregular SW Slope I OR OR OR OR (Use Ovende values in cells G32 G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': ' 0.43 0.53 acre -ft Storage Requirement from Sheet'Hydrograph' acre -ft. Storage Requirement from Sheet 'Fu I -Spectrum' acre -ft Labels for WQCV, Minor & Major Storage Stages (input Water Surface Elevation ft (InputI Side Slope (H V) ft/ft Below El i 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 8 Major Storage Volumes (for goal seek) 4974.95 90.00 150 00 101 0.002 0.000 4975.00 400 0.00 0.00 402 13 0.009 0.000 4975.50 4.00 0.00 0.00 5,377 1,457 0.123 0.033 4976.00 4 00 0.00 0.00 6.123 4,332 0.141 0.099 WQCV 4976 50 4 00 0.00 0.00 6.893 7,586 0.158 0.174 4977.00 4 00 000 0.00 7,689 11,232 0.177 0.258 4977.50 4 00 0.00 0.00 8.510 15,281 0.195 0.351 4978.00 4 00 0.00 0.00 9,355 19,748 0.215 0.453 Spillway/WSE 4978.50 400 0.00 Y 0.00 10,226 24643 0.235 0.566 4978.60 4 00 0.00 0.00 10 403 25,674 0.239 0.589 4979.00 4 00 000 0.00 11,121 29,979 0.255 0.688 Top of Pond 4979.50 4 00 0 00 0.00 12,041 35,770 0.276 0.821 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #WA #N/A #N/A ftN/A #WA #N/A #N/A UN/A #N/A #N/A i- AN/A #N/A #WA SN/A #WA SN/A #N/A UN/A #N/A #N/A NN/A *NIA jf ( UN/A UN/A #WA ON/A #N/A NN/A lI SIN/A UN/A #WA #IWA NN/A 1/14/A #N/A StN/A NN/A #N/A #N/A UN/A #WA *NIA #WA #N/A NN/A UN/A NN/A tN /A #WA #N/A #N/A UN/A #WA #WA #N/A #N/A udfcd spreadsheet xis Basin 5/15/2019. 11 13 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: l STAGE -STORAGE CURVE FOR THE POND Stage (ft. elev.) 4983.60 4978.60 - 4973.60 4968.60 4963.60 4958.60 0.00 0.10 0 20 0.30 0 40 0.50 0 60 070 0.80 0.90 Storage (acre-feet) i udicd spreadsheet As, Basin STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Pro)ect. H2S2, LLC Basin ID: Proposed Detention Pond yWCV Design Volume (Input). Catchment Imperviousness. I, _ Catchment Area. A = Depth at WQCV outlet above lowest perforation, H Ver1cal distance between rows h Number of rows NI. = Orifice discharge coefficient. Co _ Slope of Basin Trickle Channel S • Tune to Dran the Pond = Watershed Deslgn Information (tgput), Outlet Design Information (Output) Percent Sod Type A = Percent Sod Type B = Percent Sod Type CID = 23 0 656 1 50 4 00 4 00 0 60 0 006 40 100 percent acres Diameter of holes D =' 0 616 eel Number of holes per row. N 1 nches ft l ft hours 4 Height of slot H W�tlth 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 - T otal opening area at each row based on user -input above Ac - Iota opening sea at each row based on user -input above A0 QE inches Inches Inches 0 161 watershed Inches 0 088 acre-feet 0.106 acre-feet 0 30 square inches 0 30 square mates 0 002 square feet 0 O O o O 0 0 A A. O O U 0 0 0 O O 0 O 0 O O O O O O O O i A O O o O O O O O O o G • t=) e o II 0 A • o C=1 0 o O o Per/oral cci Plate Examples 4 - Central Elevations of Rows of Holes in feet Row1 Row2 Row3 Row4 4974 95 4975 28 4975 62 4975 95 4974 95_ 0 0000 4975 00 0 0022 4975 50 0 0074 4976 00 0 0102 4976 50 0 O124 4977 00 0 0143 4977 50 0.0159 4978 00 0 0174 4978 50 0 0188 4978 80 0 0191 4979 00 0 0201 4979 50 0 0213 MN/A *VA IN/A MWA MWA IOWA MWA MWA MN/A ANA MWA MWA MN/A MWA MWA ON/A NN/A *NIA MWA awn itN/A MN/A IINVA MWA MWA "NIA ON/A MWA "NIA MWA "NIA 0 0000 0 0000 0 0047 0 0085 00110 00131 0 0149 00165 0 0119 00187 00192 0 0205 MN/A MN/A a N/A aWA p N/A aWA aWA aNIA UN/A MWA aN/A u NIA /I N/A MWA aWA aWA aWA nN/A aWA aN/A aNIA aWA n NA aWA u N/A n N/A IINIA aN/A aWA "NIA MWA MWA 0 0000 0 0000 0 0000 0 0062 0 0094 00117 00137 0 0154 00169 00172 0 0183 0 0197 MWA MWA MWA NN/A MWA MWA MWA MWA MWA "NIA MWA "NIA MWA MWA MWA MWA IOWA MWA "NIA MWA NN/A ON/A MWA MN/A MWA MWA MWA MWA IN/A MWA ON/A MWA 0 0000 0 0000 0 0000 0 0022 0 0074 00107 0 0124 00143 00159 00182 0 0114 00188 "NIA MWA MWA MWA MWA NN/A MWA NN/A MWA "NIA MWA MWA NN/A NN/A OVA ON/A MN/A "NIA MWA "NIA 31N/A IOWA MWA ON/A "NIA NN/A MWA MWA IOWA MWA ON/A "NIA Rows Row6 Row? Row8 Row9 Row10 Row 11 Row f7 Row13 Row14 Collection Capacity for Each Row of Holes In CS Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 8 Flow 0.00 0 00 001 0 03 0 04 0.05 006 0 06 0 07 0 07 0 08 0 08 ON/A MNIA IOWA MIA MWA "NIA MWA MWA "NIA MIA MWA MN/A ON/A ON/A MWA MN/A ON/A OVA MWA MWA MWA MWA sIN/A IOWA MWA MWA "NIA aN/A 'NIA MWA MWA MWA Ovemde Area Row 1 Ovemde Area Row 2 Ovemde Area Row 3 Ovemde Area Row 4 Ovemde Area Row 5 Overnde Area Row 6 Ovemde Area Row 7 Ovemde Area Row 8 Ovemde Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Ovemde Area Row 14 Overnde Area Row 15 Ovemde Area Row 16 Ovemde Area Row 17 Overnde Area Row 18 Override Area Row 19 Overnde Area Row 20 Ovemde Area Row 21 Ovemde Area Row 22 Ovemde Area Row 23 Ovemde Area Row 24 udfcd spreadsheet xis, WQCV 5/15/2019, 11 15 AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Pioject H2S2, LLC 8.nu, io Proposed Detention Pond r STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE Stage (feet, elev.) 4980 00 4979 00 4978 00 4977 00 4976 00 4975 00 4974 00 0 00 1 0.01 0.02 0 03 0 04 0.05 006 0.07 0.08 0.09 Discharge (cfs) J udlcd spreadsheet xis. WQCV RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: H2S2, LLC Basin ID: Proposed Detention Pond x Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Inouti Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev: WS = Elev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = Theta = A0 = To = Yo = Elev Plate Bottom Edge = Q. Width of Equivalent Rectangular Vertical Orifice Equivalent Width = #1 Vertical Orifice #2 Vertical Orifice 4,978.50 4,974.95 5.49 12.0 0.60 0.79 3.14 6.6 120% 2.12 1 0.64 10.25 0.76 4,975.71 5.5 0.84 feet feet cfs inches sgft rad cfs rad sg ft inches feet feet cfs j feet udfcd spreadsheet.xls, Restrictor Plate 5/15/2019, 11:16 AM it STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: H2S2, LLC Basin ID: Proposed Detention Pond Current Routing Order is #3 Design Information (Input): Circular Opening OR Rectangular Opening. Rsaing QJat • I IS7adrJ) M: ra V Y: Roast titan t i (Smile Suet) n W1 IL 24n III Diameter in Inches Width in Feet Length (Height for Vertical) Percentage of Open Area After Trash Rack Reduction Orifice Coefficient Weir Coefficient Onfice Elevation (Bottom for Vertical) Calculation of Collection Capacity: Net Opening Area (after Trash Rack Reduction) OPTIONAL. User-Ovende Net Opening Area Penmeter as Weir Length OPTIONAL User-Ovende Weir Length Dia = W= L or H = % open = Co= Cw= E4= A,= A. _ L.t = = Rostov tint, .. a_•_, \ Li M.t u. ] IL Yew MI 4 • ] ILL rp LL...n Cider ., t] .y.�—t LLt n>st Mkn .. t cl_ Mae •� YI 01 Hartz #2 Honz #1 Vert #2 Vert 3 00 0 84 3 00 0 76 70 100 0.60 0 60 2.65 4976 50 4 974 95 6 30 0 64 10 20 Top Elevation of Vertical Onfice Opening Top = 4975 71 Center Elevation of Vertical Orifice Opening Cen = 4975 33 ft ft Routing 3: Single Stage - Water flows through WQCV 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 WOCV. Mnor & Major Storage W S Elevations (input) Water Surface Elevation ft (inked) WQCV Plate/Riser Fbw cfs (User -linked) #1 Horiz. #1 Horiz Weir Orifice Fbw Fbw efs cfs (output) (output) #2 Honz Weir Flow cfs (output) #2 Honz Onfice Fbw cfs (output) #1 Vert Collection Capacity cfs (output) #2 Vert Collection Capacity cfs )output) Total Collection Capacity cfs (output) Target vo)urres for YVOCV Minor & map' Storage Vounes jinni for goal seek) 4974 95 0 00 0 00 0.00 0.00 0 00 0.00 0.00 0.00 4975.00 0 00 0.00 0.00 0.00 0 00 0.03 0.00 0.00 4975.50 0 01 0.00 0.00 0.00 0.00 1.17 0.00 0.01 4978.00 0 03 0.00 0.00 0.00 0.00 2.52 0.00 0.03 4976.50 0 04 0.00 0.00 0.00 0.00 3.33 0.00 0.04 4977.00 0 05 9.56 21.45 0.00 0.00 3.98 0.00 3.98 4977.50 0 06 27.03 30.33 0.00 0.00 4.54 0.00 4.54 4978.00 0 06 49.88 37.15 0.00 0.00 5.04 0.00 5.04 4978.50 0 07 78.45 42.90 0.00 0.00 5.49 0.00 5.49 4978.60 0 07 82.26 43.98 0.00 0.00 5.57 0.00 5.57 4979.00 0.08 106.85 47.98 0.00 0.00 5.90 0.00 5.90 4979.50 0.08 140.45 52.54 0.00 0.00 829 0.00 6.29 ItN/A SN/A *WA #N/A 514th #N/A 0.00 #NIA *WA *WA ittl/A #N/A #NI/A SN/A 0.00 #N/A #N/A *WA #14/A #N/A *WA #N/A 0.00 #WA #N/A 1N/A #N/A #N/A *WA *NIA 0.00 #N/A *NIA *NIA SN/A *NIA SN/A NN/A 0.00 #N/A #WA SN/A *NIA 1N/A *N/A *N/A 0.00 ON/A *NIA #N/A MIA *N/A 1N/A *N/A 0.00 #N/A #N/A *NIA MIA SN/A _ _ 'N/A ItN/A 0.00 #WA #N/A #WA *WA *NIA *WA *NIA 0.00 *N/A #N/A #N/A *WA NN/A #N/A 0.00 j#WA J #N/A #N/A SN/A *WA #WA I aON/A *N/A 0.00 MIA *WA - *N/A #WA *N/A #WA #NIA 0.00 #N/A *NIA 1N/A *NIA SN/A I SN/A *NIA 0.00 IN/A #WA SN/A AIWA ONIA *N/A *WA 0.00 #N/A IN/A #WA *NIA IN/A IN/A *N/A 0.00 #WA *NIA SN/A *NIA *NIA #WA NN/A 0.00 #N/A #WA #WA *WA *WA *NIA *N/A 0.00 #WA NN/A IN/A *WA #N/A #N/A *NIA 0.00 *MIA #WA *NIA SN/A MIA *NIA *N/A 0.00 #WA #N/A *NIA INIA ItN/A *WA *NIA 0.00 #N/A *NIA #N/A *WA *NIA *NIA #N/A 0.00 #NIA #N/A *NIA IN/A !MIA IN/A IIN/A 0.00 !MIA #N/A *NIA *WA *N/A *N/A *NIA 0.00 *NIA #N/A SN/A *NIA *NIA IN/A *NIA 0.00 #NIA *NIA 1WA #NUA #WA *WA *WA 0.00 #WA #N/A #WA #N/A SHWA #WA IOWA 0.00 IN/A #NIA MIA *WA IN/A j *NIA #N/A 0.00 1 /A #NIA IN/A #N/A #WA IN/A #N/A 0.00 IN/A #N/A *NIA *N/A *NIA *N/A IN/A 0.00 #NIA *NIA IN/A *WA #N/A r -#WA *NIA 0.00 #WA #N/A #N/A IN/A IN/A #N/A I #N/A 0.00 #N/A #N/A *NIA *NIA *WA *WA #N/A 0.00 #NIA ucfcd spreadsheet 45 Outlet 5/15/2019, 2:05 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: H2S2, LLC Basin ID: Proposed Detention Pond STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE Stage (feet, elev.) 0 1 2 Discharge (cfs) 4 5 6 udfcd spreadsheet 9s. Outlet 5/15/2019, 2'05 PM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: H2S2, LLC Basin ID Proposed Detention Pond Status: Sheet Contain Wamngs See Cuhsrt_ErrorLrst Range Design Information (Input): Crcurar Culvert Barrel Diameter in Indies Csculsr Culvert Inlet Edge Type (choose from pull -down lest) Q@: Box Culvert Barrel Height (Rise) in Feet Box Culvert Barrel Width (Span) in Feet Box Culvert Diet Edge Type (choose from pull -clown lest) Nutter of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Cuvert invert Culvert Length n Feet Maming's Raptness Bend Loss Coeffiiciert Ent Loss Coefficient Design Information (calculated): Pearce Loss Coeffart Friction Loss Coefficient Sun of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): at f re Poo ..r.n . ...e.. Y' ,D t • r` •Wawa r r tfa � OP V D= 12 Grooved End with Headwat Heght (Rae) _ Width (Span) _ Square Edge vs 90-`5 deg Fared Wrigwet No= I.r = Os.= L= n= Ke = K.= K.= K.= ca= 1 4974 84 4974 88 32 0 0 0130 000 1 00 020 1 00 220 099 -0 09 -1 n R R ft elev R e ft Water Surface Elevation From Sheet "Basin" (ft.. linked) fainter Surface Elevation ft (input if known) Culvert Inlet -Control Flowrate cis (output) Culvert Outlet -Control Flowrate cfs (output) Flowrate Into Culvert From Sheet "Outlet" (cis, linked) Controlling Culvert Flowrate cfs (output) Inlet Equation Used (output) 4974.95 000 0 10 0 71 0.00 0.00 Mn Energy Eqn 4975.00 0.00 0 10 0 79 0.00 0.00 Min Energy Eqn 4975.50 000 1 30 1 44 0.01 0.01 Regression Eqn 4976.00 000 3 10 208 0.03 0.03 Regression Eqn 4976.50 000 4 50 320 0.04 0.04 Regression Eqn 4977.00 000 550 4 06 0.05 0.05 Regression Eqn 4977.50 000 6 40 4 76 0.06 0.06 Regression Eqn 4978.00 000 730 538 0.06 0.06 Orifice Eqn 4978.50 000 7 90 5 93 0.07 0.07 Orifice Eqn 4978.60 0 00 8 00 6 03 0.93 0.93 Orifice Eqn 4979.00 000 850 644 5.90 5.90 Orifice Eqn 4979.50 000 9 10 690 8.29 6.29 Orifice Eqn 0.00 000 000 000 IN/A OVA No Flow (WS < Net) 0.00 000 000 000 IWA VOA No Flow (WS < Net) 0.00 000 000 000 ItN/A IlN/A No Flow (WS < inlet) 0.00 000 0 00 000 IN/A IN/A No Flow (WS < inlet) 0.00 000 000 000 IN/A NN/A No Flow (WS < inlet) 0.00 000 000 000 IOWA OVA No Flow (WS < inlet) 0.00 000 000 000 IN/A IWA No Flow (WS < rat) 0.00 000 000 000 IN/A UN/A No Flow (WS < Net) 0.00 000 000 000 IN/A UN/A No Flow (WS < inlet) 0.00 000 0 00 0 00 IN/A IWA No Flow (WS < inlet) 0.00 000 000 000 IN/A IWA No Flow (WS < net) 0.00 000 000 000 IN/A IN/A No Flow (WS < Net) 0.00 000 000 0 00 IN/A Pi/A No Flow (WS < Net) 0.00 000 000 000 IN/A IWA No Flow (WS < inlet) 0.00 000 000 000 IN/A OVA No Flow (WS < inlet) 0.00 000 000 000 IN/A IWA No Flow (WS c inlet) 0.00 000 000 000 IN/A MIA No Flow (WS < Net) 0.00 0.00 000 000 IPN/A *VA No Flow (WS < net) 0.00 000 000 000 IN/A IWA No Flow (WS < Net) 0.00 000 000 000 IWA IN/A No Flow (WS < Net) 0.00 000 000 000 IN/A IN/A No Flow (WS < net) 0.00 000 000 0.00 IN/A IN/A No Flow (WS < inlet) 0.00 000 000 000 iltN/A *4/A No Flow (WS < Net) 0.00 000 000 000 IN/A IWA No Fiow (WS c Net) 0.00 000 000 000 IN/A IWA NoFIow(WS<inlet) 0.00 000 000 000 IN/A MIA No Flow (WS < inlet) 0.00 0.00 000 000 IN/A IWA No Flow (WS < inlet) 0.00 000 000 000 IN/A MIA No Flow (WS < mist) 0.00 000 000 000 IN/A IN/A No Flow (WS < Net) 0.00 000 000 000 IWA IWA No Flow (WS < Net) 0.00 000 000 000 IN/A OVA No Fbw (WS c niet) 0.00 000 000 000 IN/A IN/A No Flow (WS < nlet) udfcd spreadsheet ids, Culvert 5/15/2019. 11 17 AM STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project H2S2, LLC Basin ID Proposed Detention Pond STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT Stage (feet, elev.) 4979.95 4979 45 4978.95 4978.45 4977.95 4977.45 4976.95 4976 45 4975.95 4975.45 4974.95 0.00 1.00 2.00 3.00 4.00 Discharge (cis) 5.00 P 6.00 7.00 5/1512019, 11 11 AM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: H2S2, LLC Basin ID: Proposed Detention Pond 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_ 19.00 75.96 4,978 50 3.00 3.00 Water Surface Elevation ft. (linked) Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4974.95 0.00 0.00 0.00 0.00 4975.00 0.00 0.00 0.00 0.00 4975.50 0.00 0.00 0.00 0.01 4976.00 0.00 0.00 0.00 0.03 4976.50 0_00 0_00 0 00 0.04 4977.00 0.00 0.00 0.00 0.05 4977.50 0 00 0.00 0.00 0.06 4978.00 0.00 0.00 0.00 0.06 4978.50 0.00 0.00 0.00 0.07 4978.60 1.80 0.04 1.84 2.77 4979.00 20.15 2.12 22 27 28.17 4979.50 57.00 12.00 69.00 75.29 #N/A #N/A #N/A #NIA #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #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 #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 #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 feet degrees feet udfcd spreadsheet.xls, Spillway 5/15/2019, 11:17 AM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: H2S2, LLC Basin ID: Proposed Detention Pond r STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) Stage (feet, elev.) 0 0.1 0.3 OA 0 5 4983.6 4978.6 4973.6 4968.6 4963.6 4958 6 6 0 10 20 30 40 50 60 0 80 Pond Discharge (cfs) i udfcd spreadsheet.xls, Spillway 5/15/2019, 11:17 AM Natural Resources Conservation Service United States Department of Agriculture Trapezoidal Channel Section Participant: H2S2, LLC Location: Eaton County: County, Colorado Designer: VL Date: 05/15/2019 Checker: Date: Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft/ft 'n' value: 0.035 Bottom width (ft): IT — 3 3 Proposed Swale A Sideslope: 3:1 Bottom Width: 0 ft Depth of Flow: 1.2 ft. Width @ surface 7 ft Width @ surface 7 ft Depth (ft): 7.z 3 Hydraulic Radius: 0.57 Area: 4.32 sq ft Velocity: 2.06 ft/sec Capacity: 8.91 cfs Natural Resources Conservation Service United States Department of Agriculture Trapezoidal Channel Section Participant: H2S2, LLC Location: Eaton County: County, Colorado Designer: VL Date: 05/15/2019 Checker: Date: Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft/ft 'n' value: 0.035 Proposed Swale B Sideslope: 3:1 Bottom Width: 0 ft Depth of Flow: 1.2 ft. Width @ surface 7 ft Width @ surface 7 ft Depth [Ft]: 1.2 Bottom ,width Hydraulic Radius: 0.57 Area: 4.32 sq ft Velocity: 2.06 ft/sec Capacity: 8.91 cfs Rock_Chute.xls for construction plan Rock Chute Design - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: +2S2 LLC Swale Designer: kGPP0fessional' Date: County: V'/eld Checked by: Date: Design Values D50 dia. = 6.7 in. Rockct,ute thickness = 13.4 in. Inlet apron length = 10 ft. Outlet apron length = 8 ft. Radius = 19 ft. Will bedding be used? No Rock Gradation Envelope Passing Diameter, in. (weight, lbs.) D100 10 - 13 (72 - 170) Da5 9-12(47-124) D50 7 - 10 (21 - 72) D10 5 - 9 (11 - 47) Quantities a Rock = 14 Yd3 Geotextile (WCS-13)° = 47 yd2 Bedding = 0 yd3 Excavation = 0 yd3 Earthfill = 0 yd3 Coefficient of Uniformity, (D60)4O10) < 1.7 Seeding = 0.0 acres Notes 3 Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius). ° 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 2 Channel it Inlet apron elev. = 4976.92 ft. Point No. t r 2 3 2 Slope = 0.005 ftift.�,=;� 4 Inlet apron�A�� Rock thickness = 13.4 in. 3 4 Stakeout Notes Sta. Elev. (Pnt) 0+00.0 4976.92 ft. (1) 0+07.7 4976.92 ft. (2) 0+10.0 4976.8 ft (3) 0+12.2 4976.4 ft. (4) 0+16.6 4975.26 ft. (5) 0+24.6 4975.26 ft. (6) 0+27.1 4976.26 ft. (7) Notes: Radius = 18.626 ft. Geotextile Outlet apron elev. = 4975.26 ft. Outlet apron( Description Point of curvature (PC) Point of intersection (PI) Point of tangency (PT) 7ft. - -- 8ft. -► 2.s1 10-4 Profile Along Centerline of Rock Chute V Freeboard = 1 ft. Rock gradation envelope can be met with DOT Medium riprap Gradation 1 3' Downstream Channel Slope = 0.004 ft./ft. d-1ft. Rock Chute Bedding Top width = 8 ft. Berm A 0.89 ft. 2ft Rock B' = 2.6 ft. Rock Chute Cross Section Geotextile Rock Chute Bedding thickness = 13.4 in. * Use Hp throughout chute but not less than z2. Profile, Cross Sections, and Quantities O MRCS Natural Resource Conserver Sever Untied States Department of Agncut;ce I H2S2, LLC, Swale A Weld County Crested ACSRCtess c'as Graying Nacre Rock_Chute.xls for construction plan Rock Chute Design - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice. Kadavy, ASAE, 1998) Project: H2S2. LLC. Swale B Designer: AGPROfessional$ Date: A '14/2019 County: Weld Checked by: Date: Design Values D50 dia = 6.6 in. RockchUte thickness = 13.3 in. Inlet apron length = 10 ft. Outlet apron length = 8 ft. Radius = 18 ft. Will bedding be used? No Notes : Upstream Channel Rock Gradation Envelope Quantities a o Passing Diameter, in. (weight, lbs.) D103 D85 D5 D10 10-13(69-163) 9-12(45-119) 7 - 10 (20 - 69) 5-9(10-45) Rock = 16 Geotextile (WCS-13)b = 55 Bedding = 0 Excavation = 0 Earthfill = 0 yd3 yd2 yd3 yd3 yd3 Coefficient of Uniformity, (D 649)/(D ,o) < 1.7 Seeding = 0.0 acres a Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius). 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 . Slope = 0.005 ft./ft. Stakeout Notes Sta. Elev. (Pntj 0+00.0 4977.76 ft. (1) 0+07.7 4977.76 ft. (2) 0+10.0 4977.6 ft. (3) 0+12.2 4977.2 ft. (4) 0+20.3 4975.19 ft. (5) 0+28.3 4975.19 ft. (6) 0+30.8 4976.19 ft. (7) Notes: C O m 10 ft.- --- Inlet apron elev. = 4977.76 ft. 2 3 4 Rock thickness = 13.3 in. • • • • Point No. 2 3 4 Radius = 18.348 ft. Outlet apron Geotextile 10ft 1 • • • • • • elev. = 4975.19 ft. p A Outlet a • ron Profile Along Centerline of Rock Chute Freeboard = 1 ft. Rock gradation envelope can be met with DOT Medium riprap Gradation 8 ft -- Description Point of curvature (PC) Point of intersection (PI) Point of tangency (PT) 7 25 Downstream Channel Slope = 0.004 ft./ft. d-1ft. Rock Chute Bedding ..Top width = 8 ft. Berm 3 ft. B' = 2.9 ft. Rock Chute Cross Section Geotextile Rock Chute Bedding thickness = 13.3 in. * Use Hp throughout chute but not less than z2. Profile, Cross Sections, and Quantities 0 N RCS I H2S2, LLC, Swale B Weld County Determination of Culvert Headwater and Outlet Protection Project: H2S2, LLC Basin ID: Proposed Outlet Culvert NA L rk:ur mC� 4 4- Lp r V IMP Soil Type: Choose one: ® Sandy O Non -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: OR O 549 D=1 12 floored End Projection Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation Q$ Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Height (Rise) = Width (Span) = No = Elev IN = Elev OUT = L= n= kb= k,= Elev Yt = V= 1 4974 84 4974.68 32 0 013 0 - _ 1 5 cfs inches ft ft ft ft ft ft ft/s Required Protection (Output): Tadwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter25 OR Flow/(Span • Rise' 5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection VI= A,= A= kb= k, kb= Y _ Yc _ d= D. _ 1/(2'tan(e)) = O/D"2.5 = Fr= Yt/D = HW = HWo= HW= HW/D = dso = dso = Type Lo' T= 0.40 110 0.79 0.20 1 00 2.20 030 0.94 0.97 213 5.49 0,40 2.24 2.48 4,977.32 2.48 4.5 6 VL 4 3 ft ft2 ft` ft ft ft ft ft° 5/5 Pressure flow! ft ft HW/D>1.61 m ft ft 1 CE(:Ii LIVESTQC,. AND Law; COLORADO CULTIVARS USA, LLC BEING PART OF THE S 1/2 OF THE NE1/4 OF SECTION 32, TOWNSHIP 7 NORTH, RANGE 64 WEST OF THE 6TH P.M., WELD COUNTY, CO \ ark R ars HISTORICAL DRAINAGE PLAN HILLDERMAN TROY L HALL CHARLES W .1E Cl 1 OCATION PR VICINITY MAP LEGEND FLOW DIRECTION 1 ICAO O Air 1 i 1. i . h '' r, e I.., n ■ . r . t r Sd' .- Q 1 CS AGPRO►essio als ;6067!"Ave,e Ste2CC G'eeey CC B063t (970) S35 -93'e • tam !970) 536 QBSt COLORADO CULTIVARS USA, LLC HISTORICAL DRAINAGE PLAN WI! D CDl\1Y. CO Soft• 4q .ag6OA G•=4••44 oulia4 I )•M.•M..••I1 •'St. uwWMi WO sodas*? ( I r •' ',.ww.n. ..V✓f .O•• .M Nw• I.nnwn an the Fab.' - aNEINEIY MVP= Mal now •1.• • 4,114 W St4a_ _,• I law 1P 14fr• Ir 010• .n (MAN •y.1•. • 40Ib Jm l P!LEIljmpILEGnt.,tlly oT Rock Clrvt, R4CK.Cli5l.TE A DETAIL I Doun••••n 0..,., d• In Mort O•A• Oskar* Gat Rai C5A. ROIL • 114 A •ta.H,A nal t 1NOslo+• U• wen i, BOGY CtwY Q2u Stsim1 • it IG WMI I . I 1, ' / `• DRAINAGE PLAN IS.Y•W Cala. 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M •'M .• tars., -r ot ot arm SIT l CrN(9 i are 1 ,f i "% ergo Y1. Y -. \ •-W M ANA P' La*. CNaa • •MIMI '•• eM•NIM W q1.4,m wt y N'eleah. 1010 inn Dump al Mod Con* DOW] IAtr r.aa fkmupCr.RM Alma+ 1/6•.• I T 'tricycle %%aAlwut -%rca In% �) MM -I I :+Gait •0'C.I yf t4rRrY WASHOS.T AKA PLAN 1 N' 11•NNI1r. Rti **nuY_I Nt e , �. - •I. ,..I Aid.. iEMP,r VIA- I. CONCRETE WASHOUT ANSI• Sa'-.w ., •• .N 'M • WM..N4 I �IIIGOp sat NP MAICI (.. N%% re 3I•P• 'Ys m.sm It'1/I "I MAWS lied 1If. u'I OYIIW.M Yoe 4.4 arSal Or 0 q•'I M .tt inn test 'M SW la Wt' N aYL itS SIP w *115*.. r LAO 1'1 a WI weer, V '1' t OPM •RIaIINI .MA/ M1w1•YII. MIS • Myl l WAIN '• • ••...A'V <I00 •NMAI W WAtt M JAM • .a• .••.I.y *We SI w'ealoyrMy!.• .Mu W fl MVA. afl •.t. a ••••• I• v.• �(YI•G t%4 V IIf YI+MIrf •A5IVI ?...P4471« a Ac Or X11 • at1M@ SINN rAt• av, Nara Ym I a'••.- •N seat .A4M IM I • Aria WINA far u..• It vat* A Own I•t lY %M IA. a flaw. 41 c Ot.-1w •w•at., •1 •.•• a t-1. •aa14 1I w at tf•li V..�pat. 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LLC GRADING & EROSION CONTROL DE*I AILS I'K\fll GR-2 AGPROfessionals DI.` F.I tJF'1:.Rs UI- ACRICUl.1 UPI - May 15, 2019 Weld County Department of Public Works Attn: Hayley Balzano 1 1 11 H Street Greeley, CO 80631 RE: USRI9-0015 Colorado Cultivars USA Drainage Report Review Checklist AGPRO Project #1353-01 Dear Ms. Balzano, AGPROfessionals (AGPRO) is submitting a response to the Drainage Report comments for USR19- 0015 Colorado Cultivars USA. The comments have been addressed in the drainage report in the following ways: Comment 1: Page 5 of 12, Section 2 indicates what will be added to the site. Summarize existing improvements and the existing/proposed use of the property. Page 5, Section 2 will be updated to include the following information: • The proposed site comprised of two parcels totaling approximately 9.8 acres. The site is currently a non -urbanizing, agricultural property with an existing residence, greenhouse, and two outbuildings. There is an existing dirt road and concrete storage pad. The remainder of the site is vacant vegetative covered land. • The applicant is proposing a hemp processing facility with a proposed 7,000 square foot storage building and a 15,000 square foot gravel parking lot. The portion of the two parcels that will be used for the hemp processing facility is 6.56 acres. Comment 2: Page 5 of 12, Section 2 states "Paradize, LLC is the owner of the adjacent parcel that is upstream and to the west of the proposed site. " 1 believe this is an error as the flows on the site travel to the west. Page 5, Section 2 will be updated to the following: • Bruce and Carol lmming are the owners of the property upstream and to the east of the proposed site. Tyler Dyer is the owner of the adjacent property to the north and west of the proposed site. Cecil Livestock and Land LLC is the owner of the property partially adjacent to and south of the proposed site. John and Eileen Connell are the owners of the property partially adjacent to and south of the proposed site. No other properties are adjacent to the site. Comment 3: The UD-Detention worksheet is used to calculate the runoff from the historic basin, with a time of concentration of 26 minutes. Use the UD-Rational worksheet which shows how the time of concentration is calculated or provide time of concentration calculations. An older UD-Rational (Version 1.02a) is available upon request. This ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 Greeley, CO 80634 970.535.9318 /office 970.535.9854 / fax www,agpros.com Page 2 of 4 uses the same time of concentration and runoff coefficients as the UD-Detention worksheet that is utilized The newer UD-Rational worksheet that is utilized indicates a time of concentration for the developed basins that is greater than 12 minutes. The urban check (Tc = ((1/180) + 10) is a calculation for urban catchments. The historic runoff should not be calculated using this equation. The site plan was updated and the time of concentration was updated to reflect those changes. The UD-Rational (Version 1.02a) was used to show the slopes and overland lengths used for the calculations. The spreadsheet calculations are attached in Appendix A of the Final Drainage Report. Comment 4: Page 8 of 12, Section 3 states that the grass lined swales will have 2:1 side slopes. Maximum side slopes may be as steep as 311:1V However, the design engineer should address how the channels will be maintained since it may not be safe to mow on slopes that are greater than 411:1 V. The site plan has been amended and the grass lined swales are designed with a 314:1 V side slope. Comment 5: Page 8 of 12, section 3, the second paragraph says "The channels have 2:1 sides slopes and have greater than one foot of freeboard for the 100 year, 1 -how storm event where flow above the storm event would leave the site. " Please clarify what the italicized portion of the statement means. Page 8, Section 3 will be updated for clarification to read: • The channels have 3:1 side slopes and have greater than one foot of freeboard for the 100 - year, 1 -hour storm event. Comment 6: Where is culvert B-1 located on the site? The site plan has been amended and culvert B-1 no longer is proposed. Comment 7: If the northeast portion of the site will not drain to the pond do not include it in the calculations. Otherwise, show how the flows will be conveyed to the pond. The site plan has been updated and the northeast portion of the site will continue to flow west and will not be captured in the stormwater detention pond. The drainage report has been updated to reflect this change. Comment 8: In the scanned drawings it is hard to see if the contours tie into the existing contours. Please ensure that they do. Please annotate the contours. The existing contour do tie into the proposed grading and grading surface will be provided to the contractor for construction. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 O Greeley, CO 80634 970.535.9318 /office O 970.535.9854 / fax O www.agnros.com Page 3 of 4 Comment 9: The report indicates that the orifice will be an .8x.84 foot rectangle. This will not fit over a 12" pipe. Please show the orifice in the drawings. The vertical opening size in the outlet structure tab on the UDFCD Detention Basin Volume Estimating Workbook, Version 2.34 is fed by the design of the restrictor plate. The portion of the pipe that is open after the restrictor plate has been installed is what these values represent. The orifice plate that was designed is 1' tall and is located 3' in front of the outlet pipe. Please refer to detail 2 on the Grading and Erosion Control Detail Sheet for a schematic of the Outlet structure with rectangular orifice. Comment 10: The drawings indicate an 'Existing Building' in the center of the parcel. This drawing is not on the aerial. Please clarif if this has been built since the aerial photos were taken. The building was built after the aerial was taken. The newest Google Earth image dated 9/12/2018 has the concrete pad of the building. Comment 11: The Stage -Storage Sizing for Detention Basins worksheet shows the 100 year WSE at 4979.0 with a volume of 1.009 ac -ft. The calculated 100 year WSE is 0.92 ac fl. Please correct this for consistency. If this is extra volume provided for factor of safety or possible future additions, please clarify. The head for the 100 year storm will decrease so that the 100 year outlet can be larger if desired. The site plan and pond sizing has been updated to reflect a smaller drainage basin and small changes in the site plan. A summary of the stage storage pond is provided below, and a full stage storage table can be found in Appendix B of the Final Drainage Report. Pond Stage Elevation (feet) Volume Required (acre- feet) Volume at Pond Elevation (acre- feet) WQCV 4976.5 0.106 0.174 100-Year/Spillway Crest 4978.5 0.53 0.566 Top of Pond 4979.50 0.82 0.82 I Comment 12: The Restrictor Plate Sizing for Circular Vertical Orifices page shows the 100 -year water surface elevation at 4974.0 and the invert at 4970.0. The Stage -Storage Sizing for Detention Basins shows the 100 year water surface elevation at 4979 feet and the bottom of the pond at 4975.0. The restrictor plate sizing has been updated to account for an updated flow rate through the outlet pipe. The 100 -year water surface Elevation is at 4978.5 and the invert of the outlet pipe is at 4974.95. The Restrictor Plate Sizing spreadsheet has been updated and is included in Appendix B. Comment 13: The Stage -Discharge Sizing of the Weirs and Orifices worksheet shows the total collection capacity for all water surface elevations being larger than the calculated historical runoff of 6.14 cfs. The orifice elevations on this sheet are shown at 4971.00 and 4970.00. the Stage -Discharge Sizing Spreadsheet has been updated to account for an updated flow rate through the outlet pipe. The orifice elevations for the horizontal orifice is 4976.50 feet and the ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 0 Greeley, CO 80634 970.535.9318 /office 0 970.535.9854 / fax 0 www.agpros.com Page 4 of 4 vertical orifice is 4974.95 feet. The Stage -Discharge Sizing Spreadsheet is attached in Appendix B in the Final Drainage Report. Comment 14: At .5, feet above the spillway (4979.50_feet) the spillway does not pass the 100 year storm (39.93 cfs). The spillway spreadsheet has been updated to account for an updated flow rate for the 100 -year storm (22 cfs). The spillway spreadsheet is attached in Appendix B in the Final Drainage Report. Comment 15: What is the velocity of the stormwater leaving the outlet? Erosion protection may he required at the pipe outlet. Show details of this erosion protection. The velocity of the stormwater leaving the outlet is not to exceed 5 fl/sec. Rip Rap protection has been designed for the outlet culvert, is shown on the drainage plan (labeled OP), and the calculations can be found in Appendix B in the Final Drainage Report. Comment 16: Weld County code states "The outlet pipe must contain a minimum of two concrete cutoff walls embedded a minimum of 18 inches into undisturbed earthen soil. The cutoff walls must be a minimum of 8 inches thick. The outlet pipe bedding material must consist of native earthen soil, not granular bedding material, to at least the first downstream manhole or daylight point." This detail needs to be shown on the drainage drawings. A detail with the cutoff walls has been added to the drawing set. If you have any questions or require additional information, please do not hesitate to contact me at 970-535-9318 or email vlicklev asagpros.com. Sincerely. clist Valene Lickley, Eli' Agricultural Engineer ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue, Suite 200 0 Greeley, CO 80634 970.535.9318 /office 0 970.535.9854 / fax 0 www.acpros.com DRAINAGE REPORT REVIEW CHECKLIST Project Name: USR19-0015 Colorado Cultivars USA The purpose of this checklist is to provide the applicant's Engineer a basic list of items that County Staff will review in regards to a drainage report. The drainage design shall meet the requirements of the Weld County Code and commonly accepted engineering practices and methodologies. A detention pond design (or other stormwater mitigation design) is appropriate for projects which have a potential to adversely affect downstream neighbors and public rights -of -way from changes in stormwater runoff as a result of the development project. The design engineers role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (1I = complete, O = required) N Stamped by PE, scanned electronic PDF acceptable ® Certification of Compliance ❑Variance request, if applicable ❑Description/Scope of Work — See #1 Below ® Number of acres for the site ❑ Methodologies used for drainage report & analysis Design Parameters iZDesign storm Release rate - see #3 below ZURBANIZING or NON -URBANIZING IXOverall post construction site imperviousness Z Soils types ID Discuss how the offsite drainage is being routed — See #2 Below IXConclusion statement must also include the following: Z Indicate that the historical flow patterns and run-off amounts will be maintained in such a manner that it will 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. How the project impacts are mitigated. Construction Drawings IPDrawings stamped by PE, (scanned electronic PDF preferred) — See # 7. 10. & 11 below Drainage facilities ElOutlet details ❑Spillway Maintenance Plan Frequency of onsite inspections Repairs, if needed 1Cleaning of sediment and debris from drainage facilities Vegetation maintenance ❑Include manufacturer maintenance specifications. if applicable Comments: 1. Page 5 of 12, Section 2 indicates what will be added to the site. Summarize existing improvements and the existing/proposed use of the property. 2. Page 5 of 12. Section 2 states "Paradize. LLC is the owner of the adjacent parcel that is upstream and to the west of the proposed site." I believe this is an error as the flows on the site travel to the west. 3. The UD-Detention worksheet is used to calculate the runoff from the historic basin. with a time of concentration of 26 minutes. Use the UD-Rational worksheet which shows how the time of concentration is calculated or provide time of concentration calculations. An older UD-Rational (Version 1.02a) is available upon request. This 4/11/2018 Weld County Department of Public Works' Development Review 1111 H Street, Greeley, CO 80631 I Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ DRAINAGE REPORT REVIEW CHECKLIST uses the same time of concentration and runoff coefficients as the UD-Detention worksheet that is utilized. The urban check (Tc = ((L/180)+10) is a calculation for urban catchments. The historic runoff should not be calculated using this equation. 4. Page 8 of 12, Section 3 states that the grass lined swales will have 2:1 side slopes. Maximum side slopes may be as steep as 3H:1 V. However. the design engineer should address how the channels will be maintained since it may not be safe to mow on slopes that are greater than 4H:1V. 5. Page 8 of 12. section 3, the second paragraph says "The channels have 2:1 sides slopes and have greater than one foot of freeboard for the 100 -year. 1 -hour storm event where flow above the storm event would leave the site." Please clarify what the italicized portion of the statement means. 6. Where is culvert B-1 located on the site? 7. If the northeast portion of the site will not drain to the pond. do not include it in the calculations. Otherwise. show how the flows will be conveyed to the pond. 8. In the scanned drawings it is hard to see if the contours tie into the existing contours. Please ensure that they do. Please annotate the contours. 9. The report indicates that the orifice will be an .8x.84 foot rectangle. This will not fit over a 12" pipe. Please show the orifice in the drawings. 10. The drawings indicate an `Existing Building' in the center of the parcel. This drawing is not on the aerial. Please clarify if this has been built since the aerial photos were taken. 11. The Stage -Storage Sizing for Detention Basins worksheet shows the 100 -year WSE at 4979.0 with a volume of 1.009 ac -ft. The calculated 100 -year WSE is 0.92 ac -ft. Please correct this for consistency. If this is extra volume provided for factor of safety or possible future additions. please clarify. The head for the 100 -year storm will decrease so that the 100 -year outlet can be larger if desired. 12. The Restrictor Plate Sizing for Circular Vertical Orifices page shows the 100 -year water surface elevation at 4974.0 and the invert at 4970.0. The Stage -Storage Sizing for Detention Basins shows the 100 -year water surface elevation at 4979 feet and the bottom of the pond at 4975.0. 13. The Stage -Discharge Sizing of the Weirs and Orifices worksheet shows the total collection capacity for all water surface elevations being larger than the calculated historical runoff of 6.14 cfs. The orifice elevations on this sheet are shown at 4971.00 and 4970.00. 14. At .5 feet above the spillway (4979.50 feet) the spillway does not pass the 100 -year storm (39.93 cfs). 15. What is the velocity of the stormwater leaving the outlet? Erosion protection may be required at the pipe outlet. Show details of this erosion protection. 16. Weld County code states -The outlet pipe must contain a minimum of two concrete cutoff walls embedded a minimum of 18 inches into undisturbed earthen soil. The cutoff walls must be a minimum of 8 inches thick. The outlet pipe bedding material must consist of native earthen soil, not granular bedding material, to at least the first downstream manhole or daylight point." This detail needs to be shown on the drainage drawings. 17. Please provide the report digitally. The scanned copy is difficult to read. 18. Once the revised design and drainage report have been submitted, the County may provide additional comments in addition to the ones listed above. Depending on the complexity of the changes made, a full 28 -day review period may be required. 19. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 ims Weld County Department of Public Works! Development Review 1111 H Street. Greeley, CO 80631 I Ph 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/development_review/ COLORADO CULTIVARS USA, LLC BEING PART OF THE S 1/2 OF THE NE1/4 OF SECTION 32, TOWNSHIP 7 NORTH, RANGE 64 WEST OF THE 6TH P.M., WELD COUNTY, CO I1($j Rn BCJIlwir t • • le 6 40010. •ara IIISTORICAL DRAINAGE PLAN NUMG IRIca r— fowieu a' • I • 4 • NOP* qi • so wt. ! 0 MASON •Ettmos VICINITY MAP • )ECT LOCATION LEGEND --j Row USCCIIJt 1 4 v a 1 I c f i;a#iii ;..raa DEVELOPERS OF AGRICULTURE COLORADO CULTIVARS USA, LLC HISTORICAL DRAINAGE PLAN �a,T.CO SIIEE T DR -1 -..• NM, .••..w w. ass. ..- • Y\ • MSS • rr.ti,hea Yet. l►AOIle g.• (Yr 4,.M. 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(6.104.010.61 I.4. nt Charat 06,00001 1:6 40.0/0140 MAW LO IWl 8.1 GaCllm.Y I1, wow A. GULL I SI3JCil11Lt. TABLE 1•. 14•XA 1 •a M*A 3`• ORIFICE RATE & !RASH RACK DETAIL •t 6 t F I i AitIDP: IT 7 Co AGPROfessionals OE% ELOPERS uF AGRICULTIKE 305067th Aam Sat 2UC. Greeley.. W 80536 ;970; 535-9316 • tag ;970) 53S9du •,:s 01 O�O .F COLORADO CULTIVARS USA, LLC GRADING & EROSION CONTROL DETAILS %MDCO xry. CO SHErt GR-2 Preliminary Drainage Report For H2S2, LLC USR 36679 County Road 53, Eaton, CO 80615 Being Part of the South %2 of the Northeast 'A of Section 32, Township 7N, Range 64W of the 6th P.M. AGPROfessionals II (.L II'I:KS OF AGKICUI.CURE AGPROfessionals 3050 67th Avenue Greeley, CO 80634 (970) 535-9318 1/17/2019 112S2. LLC Table of Contents Certifications 3 Weld County Certification of Compliance 4 Introduction 5 1. Location 5 2. Description of Property 5 Drainage Basin and Sub -Basins 6 I. 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 9 I. General Concept 9 2. Specific Details 9 Conclusions 11 1. Compliance with Weld County Code 1 1 2. Drainage Concept 11 List of References 12 Appendices 14 ii 11252. LLC Certifications I hereby certify that this drainage report for the H2S2, LLC proposed USR was prepared under my direct supervision in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof. Chad TeVelde, P.E. AGPROfessionals 1/17/2019 Preliminary Drainage Report Page 3 of 12 AGPROfessionals, 3050 67t' Avenue, Greeley CO 80634 * 970-535-9318 * www.a.gpcoj coni H2S2, LLC CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Chad TeVelde , Consultant Engineer for H2S2, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of Use By Special Review ("Application") for the property described in the attached Exhibit "A." I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guara ee or warranty either expressed or implied. (Engineer's Stamp) Engineer of Re':'':`:'` ature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointee: Planning Director Name Signature Date of approval It2S2, LLC Introduction 1. Location The proposed site is located in part of the South 'A of the Northeast 'A of Section 32, Township 7N, Range 64W of the 6th PM. This site is located east of Highway 85 and east of the Town of Eaton, CO. The properties surrounding the site are primarily undeveloped, agricultural farm land and residential land. The property is partially bordered on the east side by Weld County Road (WCR) 53. The nearest road to the west is WCR 51, to the north is WCR 76 and to the south is WCR 74. No other major road ways are located within or adjacent to the property (see vicinity map in Appendix A). 2. Description of Property The proposed site comprised of two parcels totaling approximately 9.8 acres. The proposed site is currently a non -urbanizing, agricultural property with an existing residence and outbuildings. There are two types of soil: Renohill clay loam (0% to 3% slopes) and Shingle loam (I% to 3% slopes). The majority of the soil is well drained, hydrologic soil group D (see USDA-NRCS soil report in Appendix A). Bruce and Carol [mming are the owners of the property upstream and to the east of the proposed site. Paradize, LLC is the owner of the adjacent parcel that is upstream and to the west of the proposed site. Tyler Dyer is the owner of the adjacent property to the north and west of the proposed site. Cecil Livestock and Land LLC is the owner of the property partially adjacent to and south of the proposed site. John and Eileen Connell are the owners of the property partially adjacent to and south of the proposed site. No other properties are adjacent to the site. There are no major open channels within or adjacent to the proposed property. The applicant is proposing a hemp processing facility with a proposed 7,000 square foot storage building and a 15,000 square foot gravel parking lot. 1!172019 Preliminary Drainage Report Page 5 of 12 AGPROfessionals, 3050 67" Avenue, Greeley CO 80634 • 970-535-9318 • m% agprsr, cp)n H2S2. LLC Drainage Basin and Sub -Basins 1. Major Basin Description The proposed site is non -urbanizing and is located in rural Weld County. A Master Plan for the site area is not currently available. The proposed site was considered as one major drainage basin for this report. Historically, the basin drainage flows towards the west-southwest into Willow Creek. Willow Creek flows into the South Platte River. The site is mostly west sloping and has a generally flat topography with slopes from zero to three percent predominately towards the western side of the property. Contours of the project location and the surrounding properties are shown on the United States Geological Survey (USGS) topographic map in Appendix A. A Federal Emergency Management Administration (FEMA) map of the project area is included in Appendix A. The property is located on panel 08123C 1275E and is not currently located within a 100 -year floodplain. Potential offsite flows from the north, west and south should continue to flow west, away from the site. Offsite flows from the east should primarily be intercepted by WCR 53. Offsite flows from the residential lot to the east flow towards the proposed site but will be intercepted by the gravel entrance road. The flows will be directed south and continue to flow southwest around the site. Therefore, an increase in runoff is not expected. 2. Sub -Basin Description The site was evaluated with three subbasins labeled Subbasin A, B, and C, as well as one offsite Subbasin labeled OS -l. Stormwater runoff from Subbasins A, B and C will be directed to a proposed detention pond west of the proposed building. Subbasin A has a swale directing flow into the detention pond. The swale is labeled Swale A. Subbasin B also has a swale directing flow into the detention pond. The swale is labeled Swale B. There is an area with in Subbasin B that flows to a culvert. This area is labeled B-1. Stormwater runoff from Subbasin OS -1 will continue to flow south and west, away from the site. 1/17/2019 Preliminary Drainage Report Page 6 of 12 AGPROfessionals, 3050 67" Avenue, Greeley CO 80634 • 970-535-9318 ` « +%%ii os oin H2S2. I.l.C Drainage Design Criteria 1. Development Criteria The proposed site runoff was evaluated using the criteria set forth in the UDFCD Criteria Manual Volumes 1, 2 and 3 and the WCECG manual. 2. Hydrological Criteria From the NOAA Atlas 14 Eaton, CO precipitation station, the estimated rainfall from the 10 -year, 1 -hour precipitation is 1.43 inches and the 100 -year, I -hour precipitation is 2.68 inches (see NOAA Atlas 14 Rainfall Maps in Appendix A). These values were used for runoff calculations and to estimate the required detention volume. Percentage of imperviousness was determined using the recommended values from UDFCD Table 6-3. A percentage of imperviousness of two percent was used for the historic site. The overall percentage of imperviousness for the proposed site was estimated to be 19 percent. The percentage of imperviousness for Subbasin A is approximately 12 percent, for Subbasin B is approximately 18 percent, Subbasin B-1 is approximately 69 percent, and for Subbasin C is approximately 82 percent (see percentage of imperviousness calculations in Appendix A). Using the Urban Drainage (UD) Rational spreadsheet, the historic and proposed peak runoff flowrates were estimated for the basins (see Table 1 and Overall Basin Peak Runoff Calculations in Appendix A). Peak runoff flowrates were also calculated for each subbasin with the rational method using the time of concentration, runoff coefficients, and the precipitation depths (see Subbasin Peak Runoff Calculations in Appendix A). Table I: Peak Runoff Flowrates Peak Runoff 10 Year Peak Flowrate (cfs) 100 Year Peak Flowrate (cfs) Historic 6.14 22.59 Proposed 11.85 35.93 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 detention pond volume required was calculated to be 0.92 acre-feet and the allowed release rate was calculated to be 6.14 cubic feet per second. The required volume was calculated using the Modified FAA method from the UDFCD Detention Basin Volume Estimating Workbook (see UDFCD Detention Volume calculation in Appendix B). The proposed detention pond will have a capacity greater than the required 0.92 acre-feet at the 100 -year water surface elevation with an additional l feet of freeboard (sec Table 2 and UDFCD Stage Storage in Appendix B). 1/172019 Preliminary Drainage Report Page 7 of l2 AGPROfessionals, 3050 67' Avenue, Greeley CO 80634 * 970-535-9318 • ,,,,%\ 11l-{(R(!S corn H2S2. LLC Table 2: Stage Storage Summa Pond Stage Elevation (feet) Volume (acre-feet) WQCV 4975.5 0.136 100-Year/Spillway Crest 4979 1.009 Top of Pond 4980 1.411 An orifice plate is proposed for the outlet structure and 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 and a 12 -inch reinforced concrete pipe (RCP) culvert (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). Grass lined swales are proposed on the site to convey stormwater runoff towards the detention pond. The drainage channels were sized using the 100 -year, 1 -hour design storm peak flowrate per the WCECG. A Manning's n of 0.035 was used in calculations for a grass lined channel per the WCECG. The channels have 2:1 side slopes and have greater than one foot of freeboard for the 100 -year, 1 -hour storm event where flow above the storm event would leave the site. The Froude numbers for the channels will be less than the maximum of 0.8 from WCECG. Calculations for the channel capacities were estimated using the NRCS hydraulic Formula Software and are included in Appendix B. Culverts are proposed to convey stormwater from Subbasin B-1 and for the Outlet (see Table 3). Culverts were sized to convey the 100 -year, 1 -hour design storm without overtopping the road more than six inches per the WCECG using the UDFCD Culvert spreadsheet. The headwater to diameter ratio (H/W) is less than one for both the 10 -year design storm and the 100 -year design storm for each culvert. A Manning's n of 0.013 was used in calculations for a concrete pipe per the WCECG. Minimum slopes of 0.3% were used in the design for the B-1 Culvert and the Outlet Culvert. Swale A and Swale B will be open channel flow into a Rock Chute Rip Rap design. The Rock Chute Rip Rap design was estimated using the NRCS Rock Chute Design Spreadsheet. Calculations for the culvert capacity and rip rap sizing are included in Appendix B. Table 3: Culvert Summ Culvert Diameter (inches) Material Slope (percent) B-1 12 Reinforced Concrete Pipe 0.5 Outlet 12 i Reinforced Concrete Pipe 0.8 1/17/2019 Preliminary Drainage Report AGPROfessionals, 3050 676 Avenue, Greeley CO 80634 ' 970-535-93(8 • ,‘ axpros.com Page 8of12 H2S2,1.1.C Drainage Facility Design 1. General Concept A detention pond is proposed in the southwestern corner of the site. Runoff from Subbasin A should generally sheet flow towards Swale A. Swale A carries the flow west to the detention pond. Runoff from Subbasin B should generally sheet flow towards Swale B. Swale B carries the flow west to the detention pond. Subbasin C sheet flows directly to 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 historic drainage plan, drainage and erosion control plan, and drainage and erosion control details are provided in Appendix C. 2. Specific Details Maintenance access is provided on the northeast corner of the pond. A. Scheduled Maintenance of Proposed Facilities Scheduled maintenance will occur during daylight, weekday hours. Routine maintenance will include but should not be limited to the following: • Mowing of the bank slopes and area around the pond on a monthly basis during the growing season and as needed during the cooler months. • The outfall structure from the pond and other areas will be inspected monthly for debris which could inhibit the proper flow of discharge. Any debris will be removed immediately and disposed of or placed in a location to prevent future maintenance and to not cause impact up or downstream of the structure. • Trash will be removed from around the pond to prevent it entering the pond. Generally, the site should be kept free of loose trash which could be carried off site by wind or rain. • Inspect the pond and outfall structure for non -routine maintenance need. B. Periodic or Non -Scheduled Maintenance of Proposed Facility Periodic or non-scheduled maintenance includes routine inspection of the pond area and discharge/outfall structures to identify needed repairs and non -routine maintenance. These items may include but should not be limited to the following: • Pond area and outfall structure should be inspected after significant storm events. • Re -growth of trees on or around the pond bank. These should be cut and removed from the pond area. • Sediment from the site may accumulate in the pond bottom and reduce the pond to below design volume requirements. The pond should be excavated if the pond bottom elevation reached a level that allows excessive aquatic growth or reduces the pond efficiency such that the sediments are passing the discharge structure and release off site. 117/2019 Preliminary Drainage Report Page 9 of 12 AGPROfessionals. 3050 67° Avenue, Greeley CO 80634 • 970-535-9318 • wrrwa},•pro$ ciam x252. LLC 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. 1/17/2019 Preliminary Drainage Report Page 10 of 12 AGPROfessionals, 3050 67°' Avenue, Greeley CO 80634 • 970-535-9318 • uua Jspros coin 11252. L.1.C Conclusions 1. Compliance with Weld County Code The drainage design of the H2S2, LLC USR is consistent with the Weld County Engineering and Construction Guidelines and the Weld County Code. No variances are needed with the current design with a detention pond to control and treat runoff prior to discharging. 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. 1/17/2019 Preliminary Drainage Report Page 1 I of 12 AGPROfcssionals, 3050 67' Avenue, Greeley CO 80634 • 970-535-9318 • H252. LLC List of References Federal Emergency Management Agency. "FEMA Flood Map Service Center." FEMA Flood Map Service Center. FEMA, 20 Jan. 2016. Web. 6 Dec. 2018. <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. 6 Dec. 2018. <http://websoilsurvey.sc.egov.usda.gov/App/WebSoi ESurvey.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. 6 Dec. 2018. <https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.5315&Ion=- 104.5649&data=depth& units=engl ish&series=pds>. United States Geological Survey. "Maps." Overview - Maps, United States Geological Survey. USGS, 2016. Web. 30 Nov. 2018. <www.usgs.gov/products/maps/topo-maps>. 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 I Management, Hydrology and Hydraulics. UDFCD, Mar. 2017. Web. 6 Dec. 2018. <http://udfcd.org/volume-one>. Urban Drainage and Flood Control District. "Urban Storm Drainage Criteria Manual Volumes 2." USDCM: Volume 2 Structures, Storage and Recreation. UDFCD, Sep. 2017. Web. 6 Dec. 2018. <http://udfcd.org/volume-two>. Weld County. "Property Portal - Map Search." Property Portal - Map Search. Weld County, 19 Dec. 2017. Web. 30 Nov. 2018. <https://propertyreport.co.weld.co.us/?account=88952875>. 1/17/2019 Preliminary Drainage Report Page 12 of 12 AGPROfesstonals, 3050 67" Avenue, Greeley CO 80634 • 970-535-9318 ' ) � % Bann corn 112S2 I.LC Weld County. "Weld County Engineering and Construction Criteria Guidelines." Weld County Engineering, July 2017. Web. 6 Dec. 2018. <www.weldgov.com/UserFi les/Servers/Server_6/File/Departments/Public%20 Works/En gineering/WCECG%20%208-3-17.pdf.> 1/17/2019 Preliminary Drainage Report Page 13 of 12 AUPROfcssionals, 3050 67th Avenue, Greeley CO 80634 * 970-535-9318 • vc►my_ u.isinn 112S2. LLC 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. Overall Basin Peak Runoff Calculations h. Subbasin Peak 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. Hydraflow Express Extension Calculations j. UDFCD Culvert & Rip Rap Calculations C. 24x36 Maps a. Historical Drainage Plan b. Drainage and Erosion Control Plan c. Drainage and Erosion Control Details I h s map is a user generated static o.:put from an Internet mapping site and is for reference on Data layers that appear or this mao may oe may not oe accurate, current, or otherwise rehaofe THIS MAP IS NOT TO BE USED FOR NAVIGATION USDA United States Department of Agriculture N RCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Weld County, Colorado, Southern Part December 6, 2018 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/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=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (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, Southern Part 13 56—Renohill clay loam, 0 to 3 percent slopes 13 58 —Shingle loam, 1 to 3 percent slopes 14 References16 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 the r 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 tnat 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 classificaton used in the United States, is based mainly on the kind and character of sod 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 or 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 a5ways 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 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 (AU; Soils O Q) 0 X 0 a 0 0 .. 411> Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout 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 d a) a Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation 4-1—t Rails Background Interstate Highways US Routes Major Roads Local Roads Aerial Photography 10 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, Southern Part Survey Area Data Version 17, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger Date(s) aerial images were photographed Oct 22. 2014 —Oct 2, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Map Unit Symbol 56 58 Map Unit Name Renohill clay loam, 0 to 3 percent slopes Totals for Area of Interest Shingle loam, 1 to 3 percent slopes Acres In AOI Map Unit Descriptions 4.2 6.0 10.2 Percent of AOI 41.4% 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 wnere 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 58.6% 100.0% 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 mater al and support little or no vegetation. Rock outcrop is an example. 12 Custom Soil Resource Report Weld County, Colorado, Southern Part 56 Renohill clay loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 3635 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 100 to 160 days Farmland classification: Farmland of statewide importance Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit Description of Renohill Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile H1 - 0 to 9 inches: clay loam H2 - 9 to 32 inches: clay loam H3 - 32 to 36 inches: unweathered bedrock Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat) Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 5 percent Available water storage in profile: Low (about 5.6 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: Clayey Plains (R067BY042CO) Hydric soil rating: No Minor Components Ulm Percent of map unit: 10 percent Hydric soil rating: No 13 Custom Soil Resource Report Shingle Percent of map unit: 5 percent Hydric soil rating: No 58 Shingle loam, 1 to 3 percent slopes Map Unit Setting National map unit symbol: 3637 Elevation: 4,850 to 5,200 feet Mean annual precipitation: 10 to 13 inches Mean annual air temperature: 46 to 48 degrees F Frost -free period: 110 to 140 days Farmland classification: Not prime farmland Map Unit Composition Shingle and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Shingle Setting Landform. Plains Down -slope shape: Linear Across -slope shape: Linear Parent material: Residuum weathered from shale Typical profile H1 - 0 to 6 inches: loam H2 - 6 to 18 inches: clay loam H3 - 18 to 22 inches: unweathered bedrock Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: 10 to 20 inches to paralithic bedrock Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat). Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 3.3 inches) Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirngated): 6s 14 Custom Soil Resource Report Hydrologic Soil Group: D Ecological site: Shaly Plains (R067BY045CO) Hydric soil rating: No Minor Components Renohill Percent of map unit: 6 percent Hydric soil rating. No Terry Percent of map unit: 5 percent Hydric soil rating: No Ulm Percent of map unit: 4 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.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres142p2_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=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres usda.gov/wps/portal/nres/detail/national/soils/?cid=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. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 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.goviwps/portal! nres/detail/soils/scientists/?cid=nres142p2_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=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nres.usda govilnterneuFSE_DOCUMENTS/nres142p2_052290.pdf 17 Si 91 1 tie y ••O•r Ir• USGS •r• r. r.N• a.• S DEIAA' •.E•.? Of TYE I4T1P10 .. 5 'F r',C:ti.$1 SJINFI 1 • 1 • • en _-^ba•J OM! Pea* a•M a Pas•w1I/ol Sa•w w.r•rlIONS 4 • IWw \Y •mo• ••a .• •••• p•••N ..•••., r I M•r p•. — &n•w• •n•a Y •l• 1•4•11••• r• 0.nr Orr• •••• n .5 -- r ••a. eq. w it Say ••••nal Serialswrr.ar MISS aeIDIS AISISra.n •aa - a•a•nom_____••—. awl .•ra w ▪ ea. h•A w rte.. ••_S▪ EM as as Ina, Ur • a • • a N r M• 1 a atlas Y—•• w w Sw. a • a a • • • • a C. y aa• i II w 4rS US Topo I a • • • M, I At es A Staff 171131X • a— a Yom• a • S 11W .•.! ,f.•! MIMS itaTIONAL 0n0 Me* r 1 • • a • a ouemll QwD&&J4G L cocwno wao co l Saari SUM i • • MM Seen • It? as' •n Y ti 1 Z1 ti 5 -I, • T a a • 7•a I. JP •tea• Saws Yel Any a.l•••a. Sep `• Mra.•s •• •r• helm an M! •.a.••• a -s y M palm •• M./•••• l 0 1 raq Y•• �• v •ate• • •T us. en• aY •••• •••>• 5 •••••• lama trials ra oy aIlet•ano. o�•urn ad age lamas v- r.• •••••••••• 1•• • ILTON. CO »u ••• ! - as a.. moth 5 National Flood Hazard Layer FIRMette 40'3' 58 6b N Feet 2,000 1:6.000 40"31'31 34-N 0 250 500 1,000 1,500 as FEMA Legend SEE AS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS OTHER AREAS OF ROOD HAZARD M.00 S4.££.40t OTHER AREAS Without Base Flood Elevation (BFE) Zone A, V. A99 With BFE or Depth Zone AE. AO, AN, vC AR Regulatory Floodway 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 zone x Future Conditions 1% Annual Chance Flood Hazard zone X Area with Reduced Flood Risk due to Levee. See Notes lune X Area with Flood Risk due to Levee Zone u SO SCREEN. Area of Minimal Flood Hazard 0 Effective LOMHs Area of Undetermined Flood Hazard GENERAL — — — - t, m STRUCTURES 1-1-111-11- 1 1 1 1 1 1 Channel, Levee, DikeCulver, or Fl000rdwallStorSewer OTHER FEATURES MAP PANELS 17.5 lone X lure U Cross Sections with 1% Annual Chance Water Surface Elevation Coastal Transect ......SIr.,,,,._ 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 ft 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 ?1 T S at 2;32t, c%1 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: Eaton, Colorado, USA' Latitude: 40.5315°, Longitude: -104.5649' Elevation: 4832.01 ft" • source. ESRI Maps source. USGS POINT PRECIPITATION FREQUENCY ESTIMATES Dale Sanja Pence. Deborah Martin Sandra Pavlovic, Ishani Roy. Michael St Laurent Cart `- palLk Unruh. Michael Yekta Geoffery 9onrnn NOAA. National Weathei Service. Silver Spring Maryland PF tabular I PF graphical I Maps & aerials PF tabular r PDS-based Duration point precipitation frequency estimates with 90% confidence intervals (in inches)1 5 -min JI 197-0 304)[0.238.0 368) 10 -min 15 -min 130 -min 60 -min 2 -hr 0.244 0.295 I0.358 0.433 (0.289-0.445)10.349-0 539) 0.436 0.352-0.543) [0.477-0.7341 0.590 10.734 0.878 0.593-0.914)11(0 708-1.09) 0.527 0 426-0.657) 0.713 0.575-0 887) 0.878 1.04 (0 715.1 08) (0.848-129) I 3 -hr 0.960 ( 1.13 (0.785-1 18) ([(0.923-1.39) 6 -hr 12 -hr 24 -hr • _ [2 -day 3 -day 4day jI 2.03 (1 73-2.38) 2.33 (1 98-2.73) 1.09 (0.897-1 32) 1.26 (1 05-1.52) 1.50 (1 26-1 79) 1.30 (1.07-1.58) 1.51 (1.26-1.83) 1.76 (1.47-2.10) 113 I[ 2.02 (1 47.2 05) (1 71-2.40) 1.90 2.19 (1 62-2 24) J (1 86-2 58) 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day r 2.97-30 IL (1 2.87) 2.53 (2.19-293) 3.26 (2 84-3 74) 3.86 (3 38-4.39) 4.58 (4.03-5.18) 2.67 (2.29-3.10) 2.96 (2.55-3,42) 3.76 (327-4.31) 4.41 (3.86-5.03) 6.23 (4.59-5.93) 5.16 5.92 (4 56-5 82) J (522-6.68) L 5 0.391 (0 314-0.488) 0.673 0.480-0.715) 0.698 (0.561-0.872) 0.942 (0.757-1.18) 1.16 (0.929-1.44) 1.37 (1.11-1.70) Average recurrence interval (years) [10 0.482 0.384-0.804) 0.706 0.583-0.885) 0.860 (0.687-1.08) 1.16 (0.926-1.48) 1.43 (1.14-1.79) 1.70 (1 36.2 11) 25 L._ 50 100 JI 200 J 0.623 0.746 0.880 (0 485-0 830)j0 561-1.00) �0 635-121) 1.29 0 930-1.77)j 1.57 (1 13-2 16) 0.913 (0.711-1.22) 11.09 (0.822-1.47) 11.11 1.33 (0 866-1 48) (1 00-1 79) 1.50 (1.17-2.00) 1.80 (1-35-2:41) 1.86 2.25 (1.46-2.50) (1.70-3.03) 2.23 (1.78-2.96) 1.48 1.83 2.41 (1.20-1 82) (1.48-2.26) (1.92-3.20) 1.71 (1.41.2.09) 1.98 (1.64-2 39) 223 (1 86-2 67) l _ i _ 2.64 (2 14.3 02) 2.71 (2.29.3.20) 2.86 (2.43-3 36) 3.29 (2.81-3.84) 3.65 (3.14-4.24) 4.56 (3.95-5.25) 5.30 (4.62-6.06) i i 6.25 (5.48-7.11) 7.09 (6 24-8 03) 2.11 (1.72-2 59) 2.41 (1.98-2.92) 2.67 (2.22-3.22) I3.01 (2.52-3.59) 3.18 (2 68 3.77) 3.34 (2.82-3.94) I 3.82 (3.25-4.48) 4.23 (3.61-4.93) 5.21 (4.49-6.02) 6.01 (5.21-6.91) 7.07 (6 16-8.08) 8.02 (7.01-9.12) 2.76 (220-3 60) 3.07 (2 46-3 94) 3.35 (2 71.4 28) 2.70 (2.06-3 61)] 2.93 (2 25-3.91) I 3.32 (2 57-4 37) 3.64 (2 83-4 72) 3.94 (3.08-5.04) 3.72 I 4.30 (3 02-4 64) 3.89 (3.18-4.83) 4.06 (3.32-5 01) 4.59 (3.76-5.57) 5.03 (4.13-6.05) 6.09 (5.04-7.23) 6.97 (5.79-8.21) 8.15 (6.81-9.52) 9.22 (7.72-10.7)J 4.49 (3.56-5.83) 4.65 (371-5.81) 5.19 (4 15-8.40) 5.65 (4 53-6.90) 6.75 (5.46-8.14) 7.68 (624-9.19) 8.94 (7.30-10 6) 10.1 (8.28-11.9) 1.03 0 706-1 45) 1.50 (1 03-2 12) 2.12 (1 53-2.92) 2.68 (1 94-3.69) 3.23 (2 36-4.42) 3.53 (2.59-4.81) 3.95 (2.93-5 32) 4.26 (3.18-5.65) 4.57 (3 44.5 99) 1.84 1 (1 26-2 59) 2.48 1.71-3.50) I3.15 (2.17-4.46) 1.3.82 (2.66-5 37) 4.19 (2 94-5.86) 4.65 (3 28-8.42) 4.94 (3 52-8.73) 500 1.24 0.815-1.80) 1.82 (1.19-2.63) 2.22 1 (1 46-3 21) I 3.00 (1.97-4.34) I3.85 (2.53-5.58) 4.70 (3.12-6.76) 5.18 (3.46-7.42) 5.67 (3.83-8.03) 5.92 (4.03-8.27) £26 II 6.26 (3 78-7 09) (4 30-8.68) 4.93 5.61 (3 75-6 39) (4 07.7 46) I £12 6.81 6.78 (3-91-6.59) U (4 23-7.68) (4.73-9.21) IL I 1.42 0.898.2.06) 2.07 (1.31-3.01) 2.53 (1.60-3.68) 3.43 (217-4.98) 4.43 (290-6.43) 6.42 (3.47-7.81) 6.00 (3 86.8-59) 6.52 (4.24-9.24) 6.72 (4.42-9.44) 7.07 (4.70-9.84) 6.58 (4.56-8 98) 6.29 (4.05.8.77) 1 (4 37-7.86) j (4 87 95 39) J 5.82 (4.48-7.35) £27 (4 85-7 86) 7.40 (5.77-9.15) 8.37 (6.58-10.3) 9.69 (7 63-11 8) 10.9 (8.61-13 2) 6.48 (4.76-841) 6.91 (5.10-890) 5.05 (5.99-10.2) 9.05 (6.78-11 4) E10.4 S7 85 13 0_).J 1 11.7 12.6 (8.82-14 it .2), 7.37 (5.20-9.85) 7.76 (5.49-10 3) 8.88 (6.34-11.6) 9.91 (7.12-12.9) 11.3 (8.19-14.6) [7.35 (11 .93.10 1) 7.57 (5 11-10 4) 7.73 (5.24-10.5) 8.07 (553.109) 8.40 (5 78-11.3) 9.49 (6.61-12.7) 10.5 (7 38-14.0) 12.0 (8 44-15.8) i 13.3 (9.39-17.4) 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 ck to Top PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude. 40 5315°, Longitude. -104 5649° 14 12 E 10 a V 8 0 O 6 a • 4 a 2 O tp L L tb N .-1 Duration N el3 et) IS eV tO V ' V V V N M1 4 A O (C 10 (0 (0 7 7 77 O mkc 2 5 10 25 50 100 200 500 1000 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 Created (GMT): Thu Dec 6 19:38.19 2018 pack to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 - 10 26 — 50 100 200 500 - 1000 Duration 5 -min — 2 -day 1O -mm 3 -day 15 -mm 4 -day 30 -min — 7 -day 6O -mm — 1O -day 2 -hr — 20 -day 3 -hr — 30 -day 6 -hr — 45 -day 12 -hr — 60 -day 24 -hr . . . z in tow le* fins' 1 4 ♦: L.5:411. 1 tY l I V • /r • , Pe' 5 .- 1 • ll . n -J IS ,• f _ I —.— I ,Galeton c' `o 3km �2mi Large scale terrain D r- 074 r y r ) . .r S . 1 urel Lorigmon* Y µt.*Denver 100km I T.' 613ml Large scale map Cheyenne r. Fort Collins I f Longmont Boulder L , 100km ? 1 kd Large scale aerial val Back to Top US Department of Commerce National Oceanic end Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC Questions@nnoaa.gov Disclaimer 1 AG PROrrssiion;a . nr � : I • rPr 1l. n� nn Hla'CIR'NI 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpr0s.com Project Number: 1353-01 Designed By: AGPROfessionals Checked By: CTV Date: 1/14/19 10:32 AM Sheet: of Subject: Impervious Area Calculation Overall Proposed Basin = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious ToteSgFt , Acres mpervious Roofs 90% 32,069 0.66 Drive and Walk 90% 5,433 0.11 Gravel Road 40% 43,407 0.40 Pond 100% 23,160 0.53 Agriculture 2% 322,863 0.15 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% 0.0C None 0% 0.00 None 0% 0.00 None 0% 0.00 Souare Feet 426,932 Acres Total Impervious Acres 80,732 1.85 Total Development Acres 426,932 9.80 1.85 Development %l Actual Design I 19% Ac PR jressionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.com = User Entry Solving for the Percent Impervious (I): Project Number: 1353-01 Date: 1/14/19 10:35 AM Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed Basin A Description per UDFCD Table 6-3 % Impervious Total SgEt Acres Impervious Roofs 90% 11,088 0.23 Drive and Walk 90% 3,888 0.08 Gravel Road 40% 23,640 0.22 Pond 100% 0 0.00 Agriculture 2% 194,430 0.09 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 Square Feet 233,046 Acres Total Impervious Acres 26,823 0.62 Total Development Acres 233,046 5.35 0.62 Development %I Actual Design I 12% u AGPROfessionals In VI I o )I'l.Its 'I ‘(Nit.C1'll 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 'NW IN.a, V10S.CCr11 Project Number: 1353-01 Date: 1/14/19 10:37 AM Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: Impervious Area Calculation Proposed Basin B = User Entry Solving for the Percent Impervious [I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Roofs 90% 15,498 0.32 Drive and Walk 90% 1,545 0.03 Gravel Road 40% 16,802 0.15 Pond 100% 0 0.00 Agriculture 2% 99,884 0.05 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 Square Feet 133,729 Acres Total Impervious Acres 24,057 0.55 Total Development Acres 133,729 3.07 0.55 Development %l Actual Design [ 18% AC =PROfrssionals 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 Project Number: 1353-01 Date: 1/14/19 10:41 AM Designed By: AGPROfessionals Checked By: CTV Sheet: of Subject: impervious Area Calculation Proposed Basin B-1 = User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Tota: SpFt Acres Impervious Roofs 90% 10,705 0.22 Drive and Walk 90% 1,545 0.03 Gravel Road 40% 4,122 0.04 Pond 100% 0 0.00 Agr cu'ture 2% 2,178 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 Square Feet 18,550 Acres Total Impervious Acres 12,717 0.29 Total Development Acres 18,550 0.43 0.29 Development %I Actual Design I 69% 111 AG PROFessionals .1111.% I V. K I t I• I I t It f 3050 67th Avenue, Suite 200 Greeley, CO 80634 Telephone (970) 535-9318 www.agpros.ccr,m Project Number: 1353-01 Date: 1/14/1910.39 AM Designed By: AGPROfessionals Sheet: of Checked By: CTV Subject: Impervious Area Calculation Proposed Basin C User Entry Solving for the Percent Impervious (I): Description per UDFCD Table 6-3 % Impervious Total SqFt Acres Impervious Roofs 90% 5,483 0.11 Drive and Walk 90% 0 0.00 Gravel Road 40% 2,965 0.03 Pond 100% 23,160 0.53 Agriculture 2% 4,111 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 Square Feet 35.719 Acres Total Impervious Acres 29,363 0.67 Total Development Acres 35,719 0.82 Development %I Actual Design 1 82% DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: H2S2. LLC Basin ID: Historic Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FM Method 'e Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): percent acres A. B. C. or D years (2, 5. 10, 25, 50, or 100) minutes cfs/acre inches Design Information (Input): 2 00 percent acres A. B, C. or D years (2, 5, 10, 25. 50. or 100) minutes cfslacre inches Catchment Drainage Imperviousness I. = Catchment Drainage Area A = Predevelopment NRCS Soil Group Type = Return Penod for Detention Control T a Time of Concentration of Watershed Tc = Allowable Unit Release Rate q a One -hour Precipitation P1 = Design Rainfall IDF Formula i = C1' P1/(C2+Tc)"C, Coefficient One C, = Coefficient Two C2 = Coefficient Three Ci a 2.00 Catchment Drainage Imperviousness l = Catchment Drainage Area A = Predevelopment NRCS Soil Group Type = Return Period for Detention Control T = Time of Concentration of Watershed Tc = Allowable Unit Release Rate q - One -hour Precipitation P, = Design Rainfall IDF Formula i = Ct• P1/(C2+Tc)"C3 Coefficient One C1 = Coefficient Two C2 - Coefficient Three C3 = 9 80 9 801 D D 10 100 26 36 0.00 0.00 1.43 2.68 28 50 28.50 10 10 0.789 0 789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient C = Inflow Peak Runoff Op in = Allowable Peak Outflow Rate Qp-out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0 28 Runoff Coefficient C = Inflow Peak Runoff Op -in at Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0 51 6.14 22 59 0.00 0.00 20,231 74,372 0.46 1.71 udtcd spreadsheet_10 yr ratc.4s, Modified FAA 1/14/2019, 10.53 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: H2S2, LLC Basin ID: Proposed Runoff (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method r Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): I. = A = Type = T = i c = q = P, = C, = C: = C. - percent acres A. B, C. or D years (2, 5, 10, 25, 50, or 100) minutes cfs/acre inches ' Desiqn Information (Input): 1. = A = I ype = T = Tc = q = P. = C. = C. = C, - 19.00 -. percent acres A. B. C, or D years (2. 5, 10, 25, 50. or 100) minutes cfs/acre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C,' P,/(C2+Tc)"C3 Coefficient One Coefficient Two Coefficient Three 19.00 _ Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Penod for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula r = C.' P,/(C2+TJ"C, Coefficient One Coefficient Two Coefficient Three 9 80 9.801 D D 10 100 17 12 0 00 0.63 1 43 2.68 28 50 28.50 10 10 0 789 0.789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Determination of Average Outflow from the Basin (Calculated): cts cfs cubic feet acre -ft Runoff Coefficient C = Inflow Peak Runoff Up -in = Allowable Peak Outflow Rate Op -out = Mod. FAA Minor Storage Volume = Mod. FAA Minor Storage Volume = 0 34 Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Major Storage Volume Mod. FAA Major Storage Volume C = 0 55 11 85 Qp-m = 35 93 0.00 Qp-out = = = 6.14 26,456 39,962 0.61 0.92 udtcd spreadsheet xls, Modified FAA 1114/2019, 10:59 AM Calculation of Peak Runoff using Rational Method a.pr 7^ C0114004. 041 1. 41.. `� Oat far ..wt•I .r. n.. i ln*r..•l.11 ..41. •,.3411-4 I • L 1. 10 C0r0NN i, . 1, ♦ ., • 1143..0.•:1. 1. (io- In)+ Ir.ww4 $ tM.) .131•n..., er.. 111.41441. • .Y+0 01.40440mlt ,$.ia,Jc)) 1M.' r.44101 Np.. P1 e.) • W4I i.1..ii I..dm. c..w...I. • M V4n)•C)e 1..•�1..ww M. 1441 �� leiOnosoPeso.. N lase aAIKF ,. __3..---4raw' him' t...,. 94l 01$12.re/sj.rra /r.leOJwiro Area tie. peer 44.1 IS.leMJ 440.44.6..+4. Zr .T W1101•14.110s* Sr Sr NOT So O•.nws I114.4 L. III WI ne.Mr* IM ... 4rwr 0.1100 ,MIns LINE) Owtn wr time 11.1.1 CWMUrO ?Ito Leila 4101 S —100 af.a. NI) F+•3.-. CIIII.I1I n..rwan I.11Ie1 x100 OMww1Iee O.1Y.a a44... NI Per Wad* V.1NW1 C.w-441 r1.r 11..4C0001919. .1.441 �Ir 1 i 11.144.0 �Mu.l 10.441013.7' 41'•••1 1'3.• Sr nor M1" 1110'1. SigIT IM IM. IM Mr Sr 1001. fa In .M. -.r ell ' C.'..4 �I: 0 Ito "i• :- :n :In :n ;.1 :.) .alro 0010 , ..»J)3. 030 , 0 002 •) 001 000 )3r .w •)) ) i ))i ))1 . Iis a) 1St 701 r '11 )M 0r 1/1 Oft t)OC t t - a 10' 0 NO '-1 C•I :N :U :Y I :.4 :1• •110: 001! 1'44 + CJO 0000 I r I) 001 00C 1..1 33fa N •M 1.1 • 34' 1.71 itt 1 410 I01 0 I "1 )'i .A tei is •1.! 7r �,i. I 1- b' OH O :.: :is 1 It _•. :,I s,-,• ti CC 0010 •7n •a) 000 0000 ,s Iti 010 1I ti lr :1• :i0 3$ I,. ./• tie • s 00 1 a u :ti •ro ..i is cr 144 1 067 0 100 >. :r t -r 1 : • 'I: :)J . .f' 21403 0070 10---g11-0 1" 000 0000 is OOf 000 I41 .)a ' 313 1,f 7 I if .'• 117 t i. ')• •1) I r 171 .(s ill 171 j - ,>1t 1 Cr os•1 0s o I . _• :s , • i :-.> :c . a ..� 33x0 0036 000 _ r ocoo •: 001 e10 1•.w .- •4' 1.1 in 3.r ••I t IIi + M oa 0 OP : •' 011 i •. : < ; —BS— , ' I. 'r ti1 1 2 - •r r_� i I _ 1-" _ _ I 1 I 1 _ _ DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: H2S2. LLC Basin ID: 10 -Year Historic Release Rate (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 MIN( Detention Volume Using Modified FAA Method i Iv Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): I, = A = Type = T = I c = q = P; = C, = C; = C3 = percent acres A. B. C. or D years (2, 5. 10. 25. 50, or 100) minutes cfs/acre inches Design Information (Input): 2 00 percent acres A, 13, C, or D years (2. 5. 10, 25 50, or 10(?) minutes cfstacre inches Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Penod for Detention Control I ime of Concentration of Watershed Allowable Unit Release Rate One hour Precipitation Design Rainfall IDF Formula i = C,' P,/(C2+TJ"C, Coefficient One Coefficient Two Coefficient Three 2 00 Catchment Drainage Imperviousness i.= Catchment Drainage Area A = Predevelopment NRCS Soil Group Type = Return Penod for Detention Control T = Time of Concentration of Watershed 1 c = Allowable Unit Release Rate q = One -hour Precipitation Pi = Design Rainfall IDF Formula i = C,' P,/(C2+TJ"C, Coefficient One C. - Coefficient Two C1 - Coefficient Three C3 = v 9 80 9 801 D D 10 100 26 26 0 00 0 00 1.43 2.68 28.50 28 50 10 10 0.789 0 789 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak Outflow Rate Mod. FAA Minor Storage Mod. FAA Minor Storage C = 0 26 Runoff Coefficient C = Inflow Peak Runoff Op -in = 0 51 Qp-in = 6.14 22 59 Qp-out = Volume = Volume = 0.00 _ Allowable Peak Outflow Rate Qp-out = Mod. FAA Major Storage Volume = Mod. FAA Major Storage Volume = 0.00 20,231 74,372 0.46 1.71 udfed spreadsheet_10 yr rate As, Modified FAA 1/1472019, 10.54 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD H2S2, LLC Proposed Detention Pond (For catchments less than 160 acres only. For farrier catchments, use h)drograph rooting method) (NOT E- for catchments Lngrr than 90 acres, CUHP hydrograph and roving an: rccornrnended) Determination of MAJOR Detention VoVen Usirg Modmad FAA Method s >~ ! � t II8I 31 IOJIgd�l U-•-M1--••ia�a6 igl , n 3Qj - as , -'a c' QINR Rfi 00 T f O 0 o 0 e 0 0 0 0 0 0 0 0 0 a 0 0 0 00 0 0 e 0 0 0 e C e OOOO e 0 e o c a a O e o !' 0 0 0 0 0 O' 0 00 O 0 0 0 K O °1 v l u §a$;ttx!x�RF�f1c:#$$�i�sse:3i43�$golaaRR.sa3g 0 o D e o o 0 o n o 0 0 0 0 0 O o e o 0 O 0 o O o o e o o o 0 o e 0 a e e o o c c n 0 0 0 g8e30t�i D 0 S4 i9 X DOA.. S , •• 87!2;12-, .. ezF32X2272:722 22X2aAsRRRR� 2A AX:fiARfiRR:.:.«RRKR- a ma e M♦ V V a a n a n a n.............. 1n 1 w. . J • • �. DOS L • • a • S 2 p • ,�' Q 4 4 1! 82222:Rr8226SS 22�rR8S222S2R:,x3RX37.22222222222 2222222Oro000nO0O000000DO0e0000en0 000a0000000000000000000000000000 p ! rr g 4 {� p p Q Si t $$ p z § . "t iY§B;REe7CR�.��l,l!if tlti 7:iOv;!il!ii�olimIII:II$! S�I?M 8f 8 Yc ie^ai e 0 0 0 0 0 0 0 r r 1 i ,. i 7- III a�� 7' ,a•�11 ry x 4 $•o^RIdrR :iiR:Rt9$EZSx`Y=vx7Y1RARhXfi•• ^'-2a88: oBSii;.$a:Foi: • y1!• ilb CJ = 141111! 6 M. 4 OtFy !Il ♦ S [ n h h f. N .1 h h M1 r �. r r_ r r oeo0000oDo000 w �>n ' �- OJ „ • E ''h s ^ • ill J�' ow4' g1Camvv 2seRey$8g86?`_mnRA?vfsvgeese. g u....p.mfx2 NRAtEig § Determination of MINOR Detention Volume Using Modded FAA Method ci Y O O! �• h 4 A g A 11 R I i- f f• e c T i l f I R J� ; •• N § X i M i a i§ N 9 N; I ill l P i• i O L O O 0000000 n O o O o 0 0 0 0 0 0 0 0 0 0 .i - 0 0 0 0 0 O O O O 0 O O 0 0 0 0 0 0 o e O o e o D O O O o O O O • sc: r I+ ' Q Qy Q QQ q yY� y RR yy yy�� p QQ QQ Q Q yy QQ AA QQ QQ yR� RR y� Q QQ Q pp A QQ QQ Q Q A Q QQ RR QQ QQ RR&£ Q R R p QSi Q AA Q Q Q pRQg 000000000°00n D C if D § 0 O 0 0 0 o 0 O 0 o o 0 0 o o 0 o o 0 o o e c E D o o 6 3 o n o§ §§ C§ K§§ A§§§ O§ s o 0 0 0 0 �� o o e o 0 O 0 o u 0 a o u u O D 0 O 0 0 O O 0 0 0 .-. o 0 O o u 0 0 0 p o 0 o g n o $ io_:8II • 0- 2I9PI $ e ;a , 88888888888888888888888888888888888888888R888P88888888888888 00000000000000000000000n00000.000000•000•00000000000000000000 • • • • • . 9- q r ask .put mod FAA Minor Storage Volume (Ad. FM Miner tangs Veal Z i t ! Z S o 88891 is 2Ye22222RR nr nsR2:4w2gF x %AAAX3 ,2222227ihiwr22222 4r,z222,• :4222 e-- o O o e o 0 o o o e n o e 0 o 0 0 0 e 0 a 0 0 e 0 0 0 .! 0 0 0 O O e e 0 0 0 0 0 0 O 0 O e e •• O n 0 0 0 0 0 0 e 0 0 yS a F r IrrM1ZFS%ngk Rii:33s;s:ifiI,. X356 3 1 II23xlg:NRi7lNRNiii82 O O o o e 0 0 0 O 0 0 0 0 0 0 0 0 0 0 o e 0 O 0 0 0 0 0 O 0 e 0 0 e e 0 0 0 0 0 o e o o p o 0 0 0 0 0 0 0 O 0 0 0 0 o q igAill;Oil' :IIfiR:-(... ws�u>ch_�aas�9000a00o�o<odo�$aoog�oo '10 t0 D 000a� Q0 0 )00000 eill Project: H2S2, I.LC Rash ID: Proposed Detention Pond Inflow and Outflow Volumes vs. Rainfall Duration ( 2 18 16 14 12 V S o 1 a a 08 06 04 02 • • • • • • 50 100 150 200 Duration (Minutes) 250 300 �... ....•.•v.••. —A wouer..s • us On limp S r St'Sammy ••••ws ente .ems • ems. r..••albsep.••.. 3 Fe UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2 34, Released November 2013 J •"ce pnYUV Ver N. 0.5a0 FM r 0 i VA'. 0. II ^_' 'K STAGE -STORAGE SIZING FOR DETENTION BASINS Protect. H2S2, LLC Basin ID Proposed Detention Pond Design Information tumult: Width of Basin Bottom. W = Length of Basin Bottom. L Darn Side -slope (H:V), Z, _ Staue-Storinte Retationshit Silt Shp 1 • r *j L 90 00 15000 400 > Sib SWFi k . in Right Tsang e Isosceles Triange Rectangle Circle I Etvpse Irregular Storage Requirement from Sheet 'Modified FAA' Storage Requirement from Sheet'Hydrograoh' Storage Requirement from Sheet'Full-Spectrum OR OR OR OR (Use Overde values in cells G32 G52) MINOR MAJOR 061 0 92 acre -ft acre -ft acre -ft Labels for WQCV Murex & Major Storage Stages Water Surface Eevation ft ... S de Slope (H:V) ft/ft Below El 8as r: Width at Stage ft Basin Length at Stage ft Surface Area al Stage ft2 Surface Area al Stage ft2 User Uveride Volume Below Stage ft' Surface Area at Siege acres Vo ume Below Stage acre -ft Target Volumes for WQCV, Minor & Major Storage Volumes 4975 00 90 00 000 000 150 00 000 000 6 0 000 J 300 497550 400 7208 1.803 5.922 10,830 16.294 22.327 0165 0 213 0 238 0 264 0290 0011 3 136 0 249 0 374 0513 WQCV 4976 00 400 9 266 4976 50 400 000 000 000 000 0 00 000 000 000 10.367 4977 00 4 00 11 492 497750 400 12640 4978 00 400 13.813 ?8.941 36.146 43.956 52 382 61.453 0 317 0 664 0 345 0 830 0 373 1 009 0 401 1 203 0 432 1 411 4918 50 400 000 000 000 000 C 00 000 15.009 10C -Yea- WSE 4979 00 4 00 16 230 4979 50 400 17 474 Too of Pone 4980 00 4 00 18 810 000 0 CO MN/A MN/A MN1A "N/A UN/A #N1A bN/A uN/A #NIA MN/A MIA MN/A #N/A MN/A MN/A MNJA MWA "N/A MN/A MN/A MN/A #N/A MIA MN/A MN/A NWA #N/A UN/A aN/A MN/A MN/A MN/A bN/A #N/A #N/A MWA MN/A MN/A MN/A MN/A MN/A MN/A "NM. MN/A SNIA MN/A #N/A #N/A "NIA "NIA "N/A "N/A #NiA #N/A "VIA MN/A #N/A MN/A #N/A MN/A aNiA MN/A MIA MN/A tIN/A "N/A udfcd spreadsheet xis 8asur 1/17/2019 2 07 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: I STAGE -STORAGE CURVE FOR THE POND Stage (ft. elev.) 4983.60 4978.60 4973.60 4969.60 4963.60 4958.60 0.00 I 0.20 0.40 0.60 0.80 1.00 Storage (acre-feet) 1 20 1.40 1 udfcd spreadsheet xis, Bas+n 111 712 01 9. 2 07 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET v'np,;r K2$2,LLC satin ID: Proposed Detention Pond yar V Oman vtEem• rrfffwe. •CatCAmert Inaorwo-Atha , • C.Svn.nt Also A • Ile:. .t WOCV twatabor• lowest perforator II • V•no*c•fanos b MMen vale* h • N.1•br 71 rows N. s ;rtt• msctafus coolrant C, 5-pF. of ear T nL1i• Ctarsal .1, • Toe r Oraw tie MOM • V4•tvs6e0 °Ivan Ontr-n-07'n (w10'Jf1 Soil T rya A • P•rusrn Doe Typo 8 • ;Imam Soil 'we CID ;,1/0(t Detain InVononn nfvt-nu0 C1wn•tbr ul no.a• .: • l4n,D.. of Scuts per v40. '• • Merl o•Mo' M• V1acI1 cl hot W • hear Jtaidy Canso Volum• WGCV . :van' Utabt7 (:apace Volum* ItOUC•V) - Design Voam• (NOC V 112 'Ara • 12) Vol 014on Ilea VW new. Au 1�W L4 ch is we. .• Oath row crowd on ua'-rp.l anew AJ - L:DJ cconn° ..'ae al oath 'ow tdso4 on u••r-ep.,I •Dna A0 .9!i2 28 epa• 0 142 xaatec mixes 0 110 w. coat 0.131 act#Il 0 44 wain Arts. 0 4N •e•••n wises 0003 nes N•' • • O O 0 O 1 O O a • • 0 O • C O C O 0 a O 0 a O 0 O O • a •• • 1=3- • Yt',4,r..:, Plal.' arse CMYa1 Ins, Op_scNNasidMule*NIWet Rote1 Howl Row3 07! 000 042 O76 00000 00000 040 00066 0 0000 004 00006 000(3 040 00111 00079 1% 00136 0 C10 127 00153 00.23 145 00162 00142 146 00'41 001Sa '4S 00113 00177 205 00206 00166 225 00210 0 011 2 a 00276 0 0009 ass 00336 00219 216 0 0344 0 02.70 7416 OM% 00740 375 00764 00339 745 0077) 00256 �5 00297 aR} 00778 4 0 00267 00784 426 00306 00202 4 4 0 0300 416 0 0304 465 00315 1 Cc 00332 00331 DNA •NiA InaIWA aria I PIA SMA oWA DNA PGA USA tWA INN INAM I IWA INA DMA 00241 00249 00313 00320 00327 INA PVA MIA OVA INA eWA PGA IWA "A Rita IIA/A INA DNA INA INA OVA INA g401 0 0000 0 0000 0 0000 11 MOO 0 0055 00760 00111 001 a0 00147 0 0167 00176 00149 0 070! 00212 00223 0 0233 00243 CO252 00261 00270 o 0778 0 0767 0 0090 00317Q 30306 IWA aWA IWA INA I'QA • W OVA VGA aWA I▪ WA 1104A INA I N(A VGA IWA ItaA D1YA flow • Wow How6 Row? R0W* Rows 1109110 Raw 1' Row 1: Row 13 40.04 COUscion Capdty lot Each Now otMan we et Row 15 Row16 P.ow17 Raft, Ras III Row 20 Row 2! Ave 22 Row 73 Rare 23 —• Flow ()rends .An• Row1 : a'rJ. AYa Rawl rroer-C• A.•• ROa 7 1hill ern Am• 40,4 Owmno Ma Row6 %.•emr•.• As. 49w6 v.n••Kf• An,, R4.4 (Tema. •Lea Ruea 'Li r•ma, Ail• R4w9 U.win, r. A. -.a ?0.10 (wern64 At., bear,' Ovine A's. nos 12 Oven* Ana Raw t3 O•wrnce bN Row 14 thorn As. nos 14 I •wnit. Ar.o Rat 16 ': swot Ain Row VI Oworrls An Rae!0 Quinn* Ana Row t9 Osni5e An Row 20 Ov•ft Op An. Raw 31 Owrndp Arl Rp•r22 C.wmo• Ate nos 24 Ov•mde 4.yp new24 Jafcd •cn•dsrest a1. WCV 0.00 0.01 0.01 0.02 0.03 0.01 0.04 0.00 0.03 0.00 0.04 0.04 0.07 0.0? 0.07 0.07 0.04 004 0.08 0 oa 0.09 0 09 OAS 0 30 0.10 MIA 'MA aWA INA e WA • WA aWA *WA aWA aWA aWA ■ WA •14/A OVA IWA INA •WA ANA IWA 'l152C 1 411 P',. STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project H2S2, LLC Solt ID: Proposed Detention Pond STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE Stage (feet, elev.) 600 500 4 00 300 200 1.00 000 000 007 006 Discharge (cfs) 000 010 l Std.W..a.t stUs. WQCV 111512019, 4.09 Phi RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: H2S2, LLC Basin ID: Proposed Detention Pond x Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flaw 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 Elev. WS = Elev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = Theta = To = YO = Elev Plate Bottom Edge = QO= #1 Vertical Orifice #2 Vertical Orifice 4,974.00 4.970.00 6.14 12.0 0.60 0.79 314 7.1 115% 2.21 0.67 9.63 0.80 4,970.80 6.1 feet feet cfs inches sq ft rad cis rad sq ft inches feet feet cfs Equivalent Width = 0.84 feet udfcd spreadsheet.xls, Restrictor Plate 1/15/2019, 4:05 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) �ro)ecr 11252 ._LC Hain .P Proposed Detention Pond Return Ott t I isYtd•41 a t,ILL Moe a ilia t —t „a •l It_ Uri ••• t'Q 11 •) t L Current Rout ng Order is #3 peston 1pfpgyttOfl Moult uter Opening OR Rectal-ccola? Opening Diameter in Inches WRI'1, iii Feet Length (Helgni for Verlicar Percentage of Open Area After 'rush Rack Reduction Orifice Coefficient Wee' Coefficient Orifice Elevation (Bottom for Vertical) Calculation of COl19C119n GaoaCI(v Net Opening Area (after Trash Rack Reduction) OPTIONAL User•Oveode Net felling Area Perimeter as Wen Length OPTIONAL User Ovende Weir Length Dia a W• L or H • % open • C, • C. • E,• ling ante al s ->1114a_ =t„ln tee __ _._ !• r"i stir tO PI to r �ulr 1.-.ar•• t.� a•Ir l r litasm• • ipallmirlE a• atae —�r 1• t It Mans *2 Mosrz II Vest *2 yen —,uu.hcr. 300 300 0 84 060 70 100 060 080 265 4971 00 4 970 OC A,= 630 A, L,= 1020 L_ I _ 0 67 Top Eevation of Vertical Onfre Opening. Top = Center Elevation of Vertical Orifice Opening Cer = A A 4970 83 4970 40 h n sq n SO ft rl Routing 3: Single Stage - Water flows through WQCV 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 taw's for 'M)C)i May 4 Map, singe W S Elevation Water Surface Elevation ft WQCV PtalelRisei Flow cfs *1 Hone t' Horiz Wen Onhee Flow Flew cfs cis I2 Hom *2 Hartz Weir Otifice Flow Flow cfs cis It Vert Cenci -Iron Capacity Lis *2 Veil Cob!c ton C aEecity i,fs Total Collection Capacity CIS Taros Veteran tar WOO/ AM-.; S Macs Saar Volumes 4975 00 497550 497600 0.00 215 24 80 87 6435 000 000 000 6 92 0 00 6 92 001 25803 000 729 000 729 001 30220 6783 0.00 000 763 000 763 4978.50 4977 00 4977 50 4978 00 497350 0 02 341LOS 71 14 000 000 7 97 0 00 7 97 0 03 397 26 74 30 _ 000 000 5 29 0 00 6.29 004 447 94 500 60 77 34 50 26 8307 8S80 000 000 000 000 000 000 IN/A IN/A 000 000 000 000 000 000 INIA 8 60 0 00 8.60 004 a 69 918 948 973 000 6.89 005 55519 81162 66985 000 1.18 4979.00 497950 498000 005 000 1.46 006 8844 000 000 973 006 72981 ON/A 9100 INA IN/A 'NA 1000 10.00 0 06 IN/A 000 INIA 0 07 IN/A IWA INA IN/A ON/A 0.00 'NIA 007 IN/A IN/A IN/A IN/A /N/A !N/A IWA 'NIA /NIA (WA 000 INA 0 07 RNA IN/A IN/A /N/A INIA IN/A INIA !NA IN/A *NA !NIA 000 IN/A 0 07 ON/A 000 IN/A 0 08 IN/A 000 IN/A 0 08 IN/A *N/A INA IN/A IN/A 000 IN/A 0 08 0 00 IN/A 0 09 •NIA IN/A (WA •NrA 000 MIA 0 09 /NIA IN/A IWA IWA IOWA *NIA *N/A IN/A INA SN/A IN/A 000 IN/A 0 09 'NIA 300 PN/4 0 09 IN/A •N/A *WA INIA 104/4 INA ONrA *NIA INA INIA (NA 000 IN/A 009 INA *NA !NA (NIA IWA 000 'NIA 0 10 WN/A IN/A INA INVA *NIA ON/A IN/A IN/A IWA AIWA /NIA IWA IN/A ISN/A IN/A IN/A INA IWA ON/A /N/A /N/A INIA ON/A (N/A INIA ithi/A AMA 000 IN/A IN/A INA (WA 300 @NIA INIA 300 IN/A INIA INA 000 INIA INIA •NtA •NA (WA itN/A (WA IN/A 000 IN/A *NIA 000 el14/A NIA MIA *NIA INIA IN/A *NA INIA RNA IWA 000 /N/A IN/A IN/A 114/A INIA INA *N/A IWA 000 IN/A IN/A 000 IN/A IN/A /N/A IN/A INIA IN/A INA INIA INA INIA IN/A INA IWA 0414 INIA *NIA INIA *NIA 0 00 INA *N/A 0 00 INIA IN/A INIA /N/A IN/A IN/A IN/A INIA INIA IN/A IN/A IN/A INIA /N/A INA 000 INIA IN/A INA INIA 000 IN/A IN/A 0 00 'NIA /N/A IWA /WA !NA IWA INIA /NA 0 00 IN/A IN/A INIA IN IN'A 0 00 INIA *NIA 000 IN/A IN/A 0 00 INIA *NIA MA INA 0 00 IN/A IN/A 000 EN/A udfcd spreadsneel ds. Outlet 1/17,2019. 4.03 PM STAGE -DISCHARGE SIZING OF THE WEIRS AND ORIFICES (INLET CONTROL) Project: H252, LLC Basin ID: Proposed Detention Pond STAGE -DISCHARGE CURVE FOR THE OUTLET STRUCTURE 4982 4981 4980 4979 4978 4977 4976 4975 0 2 4 F: 8 Discharge (cfs) 10 12 udtcd spreadsheet tds, Outlet 1f.''?C'5 STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: H2S2, LLC Basin ID: Proposed Detention Pond Status: Sheet Curtains Warnings See Culved_ErrorList Range Design Information (Input); Circutat Culvert: Barret Diameter in,ncres CirctlarCiAvert: 1NM Edge Type (choose horn pd -doves Ilet) Box Culvert. Barrel Height (Rise) In Feet Box Culvert: Barrel Widai (Span) in Feet Box Culvert: Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Coked Invert Outlet Elevation at Culvert Dived eleven Length in Feet Mamma's Roughness Bend Loss Coefficient Exit Loss Coefficient Design information (calculated): Entrance Loss Coefllc'efe Friction Loss Coefficient Sum of All Loss Coefficients On(A:e Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of CulvertCaoactty (Output): irdreo apreadshee: ter.::rte•: n• a l _ • EMMY lbw tJwe•...dt• r U Shan • _._ • tV 1een 1• e err 1. Semi. •I 12 Grooved End veils Helldal Height (Rise) • Wde• (Spat) • scvate F ege vet SO1 S dog Ftarod W.iG al In 497550 4075 00 600 0.0130 000 1 00 020 • 81 3 07 0 99 -009 ft n h P i• n Water Surface Elevation Finn Shari; '"Bassi' (ft, linked] Taawaler Surface Elevation ft lnpnn ii kmwrg Culvert Inlet -Control Fbw rate the Loutput) Culvert Outlet -Control Flow rate cis loutpul) Flow rate Into Culvert Frunt Sheet 'Outlet" (cls, Inked) Controlling Culvert Fiore rate ds Ioutput) inlet Equation Used (output) 4975.00 000 0 00 000 6.92 0.00 No Flow (WO < inlet) 4975.60 0.00 0 00 000 729 0.00 No Flow (WS < inlet) 4976 00 000 0 60 174 7.63 0.00 Min Energy Eqn 4976.60 0.00 250 2 24 7,87 2.24 Regression Eqn 4977.00 0.00 4 10 3 14 8.29 3.14 Regession Eon 4877.50 000 520 354 8.60 3.04 Regression Erin 4978.00 000 8 20 4 42 8.89 4.42 P.ewattsion Eon 4878 50 0 0C 700 494 9.18 4.94 Regression Eqn 4979.00 0.00 7 70 5 42 9.48 5.42 Orifice Eqn 4979.50 000 830 5.85 9.73 5.85 Orifice Epp 4960.00 000 a 90 826 10.00 526 Orifice Eqp 0.00 0 00 000 000 'WA 'NIA No Filer eNS c mien) 0.00 000 000 000 ANIA SIN/A No Flow (WS < irllet) 0.00 0.00 000 000 ANIA BMA No Flow (WS < inlet) 0.00 000 000 000 IINIA TWA No Fbw (WS < inlet) 0.00 0.00 000 000 ANIA SN/A No Flow (WS < AO) 0.00 0-00 000 000 'NIA 41414 No Flow (WS < inlet) 0.00 000 000 000 ANIA AWA No Flow (WS < Wet) 0.00 000 0 00 000 'NIA INIA No Flow (WS < inlet) 0.00 0 00 000 000 'N lA MIA No Flow (WS < wet) 0.00 000 000 000 *NrA 'ti*A No Elow(WS <'U 0.00 000 000 000 SN/A eN/A No Flow (WS < inlet) 0.00 0 00 000 0.00 uNIA MIA No Flow (WS < Wet) 0.00 000 000 000 IIN/A ANIA NoFlow (WS<ilet) 0.00 0 CO 000 000 *NIA 'WA No Fbw(WS <trAat) 0.00 0 00 0.00 0 00r ANIA AN/A No Flow (WS < inlet) 0.00 000 000 00C *NIA ales NoFlow (W3<win) 0,00 0 00 0 00 0.00 MIA 'NIA No Flow (WS < inlet) 0.00 000 0 00 000 N/A TWA No Flow (WS < i:xct) 000 000 000 0.00 ANIA 'NIA No Flow (WS < inlet) a00 0 co 0 00 000 ANIA *NIA No now (WS < inlet) 0.00 000 000 000 ANIA *NIA No Flow (WS < irnlet), 0.00 000 000 000 ANIA *N/A No Flow (WS 4 Jett) 0 00 300 0 00 0.00 aN1A SNWA No Flaw (WS < ad) 000 000 000 000 ANIA 'NIA No Flow (WS < tlet) 0 00 000 0 00 000 ANIA TWA No Fbw (WS < Hell 0 00 0 OD 0 00 000 ANIA ANA No Flow (WS <'Sell 0 00 0 00 0 00 000 DNA ANIA No Flow (WS < inlet) 0.00 0 OD 000 000 ANIA ANIA No now (WS < inlet) 0.00 0 00 000 000 TN1A ANIA No Flow (WS < it'et) 0 00 0 00 000 000 *NIA ANIA No Flow (WS <'Nee 000 000 000 000 IN/A AWA No Flow t'WS<Die) 0.00 0 00 000 000 ANIA AWA No Flow (WS < inlet) 0.00 000 0 00 000 ANIA *NIA No Fbw ()NS < irdet) 10712019.• 07 PM i _ STAGE -DISCHARGE SIZING OF THE OUTLET CULVERT (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: HTS2, LLC Bash ID: Proposed Detention Pond Stage (feet, elev.) 4981 00 4980.00 4979.00 4978.00 4977.00 4976.00 STAGE -DISCHARGE CURVE FOR THE FINAL OUTLET PIPE CULVERT A 4975.00 • 0.00 1.00 r 2 00 3 00 4.00 5.00 Discharge (cfs) 6 00 7 00 .rdtcd spresrnheet es. Castile,: STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: H2S2, PLC Basin ID' Proposed Detention Pond 0•0 Mire I NN:44<fr Design Information (input): Bottom Length of Weir Angle of Side Slope Weir E:ev for Weir Crest Coef for Rectangular Weir Coef for Trapezoidal Weir Calculation of Spillway Capacity (output): = Angle = EL Crest = _ F- = e 0y u 75 96 4 979 00 3 00 3 00 Water Surace Eleva::o' ft (linked) Rect Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (outputs Total Spillway Release cfs (outout) Total Pend Release cfs (outpuU 497500 000 000 000 000 497550 000 0OC 000 000 4976.00 000 000 000 080 4976.50 0 00 0 00 0.00 2 24 4977.00 0 00 0 00 3 00 3 14 4977.50 0 00 0 00 0 00 3 84 4978.00 000 0 00 0 00 4 42 4978.50 0.00 0.00 0 00 4.94 4979 00 0 00 0 00 0 00 5 42 4979 50 20 15 2 1 2 22 27 28 13 4980.00 57 00 12 00 69 00 75 26 #N/A #N/A #NiA #N/A #NIA #N/A *NIA *NIA #N!A #N/A #N/A #N/A #N/A *NIA #N/A #N/A #N/A #NiA #N/A #N'A #N/A #NIA #N/A *NIA #NIA #N/A *N/A #N/A *NA #N/A #N/A *NIA #N/A #NIA *NIA #N/A #NIA #NiA #N/A #N!A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A *NIA #N/A #N/A #NiA #NIA #N/A #N/A #N/A *NIA #N/A #N/A #N/A #N/A #NiA #N,'A #N!A #N/A tiNIA AtN/A *NIA *N/A #N/A *N/A *N/A #N/A *NIA #N/A #N/A #N/A #N/A #N/A #N/A *NIA #NiA #N/A #N/A #N/A #N/A #NiA #N/A *NIA #N/A #N/A #N/A #N/A #N!A #N/A #NIA *NIA *N/A *NIA #N/A #N/A ttN/A MIA *NIA #N/A *NIA *N/A #NiA *NIA *NIA #N/A #N/A #N/A #N/A #N/A *NIA *NIA *NIA *NIA *NIA #N/A *NIA *NIA *NIA *NIA *N/A *NIA #NiA *NIA *NIA *N/A *N/A #NiA *NIA #N/A *N/A *NIA *NIA #N/A *NIA *NA *NIA #N/A *NA #N/A #N/A *N/A *N/A *NA #N/A *NIA #N/A *N/A #NiA *NIA *NIA *NIA *N/A #N/A *NIA #NIA #N/A ttN/A *NIA feet degrees faet udfcd spreadsheet xfs, Spillway 1/14/2019, 11:30 AM Natural Resources Conservation Service United States [Department of Agriculture Trapezoidal Channel Section Participant: H2S2, LLC Location: Eaton, CO County: County, Colorado Designer: VL Date: 01/18/2019 Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft/ft 'n' value: 0.035 Bottom width (ft): 0.5 Swale A Sideslope: 3:1 Bottom Width: 0.5 ft Depth of Flow: 2 ft. Width @ surface 13 ft Width @ surface 13 ft Depth (ft): Checker: Date: 3 Hydraulic Radius: 0.99 Area: 13.00 sq ft Velocity: 2.98 ft/sec Capacity: 38.73 cfs Natural Resources Conservation Service United States Department of Ag ricu ltu re Trapezoidal Channel Section Participant: H2S2, LLC Location: Eaton, CO County: County, Colorado Designer: VL Date: 01/11/2019 Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft/ft 'n' value: 0.035 K--- Bottom width (ft): 1.5 2 Swale B Sideslope: 2:1 Bottom Width: 1.5 ft Depth of Flow: 2 ft. Width @ surface 10 ft Width @ surface 10 ft Depth (ft): Checker: Date: Ilydraulic Radius: 1.05 Area: 11.00 sq ft Velocity: 3.11 ft/sec Capacity: 34.18 cfs Natural Resources Conservation Service United States [Department of Agriculture Trapezoidal Channel Section Participant: H2S2, LLC Location: Eaton, CO County: County, CO Designer: VL Date: 01/11/20[9 Hydraulics Formula, Version 2.2.1 Slope: 0.005 ft/ft 'n' value: 0.035 Swale B-1 Sideslope: 2:1 Bottom Width: 0.5 ft Depth of Flow: 1 ft. Width @ surface 5 ft Checker: Date: KBottom width (ft): 0.5 ---)1 Hydraulic Radius: 0.50 Area: 2.50 sq ft Velocity: 1.90 ft/sec Capacity: 4.75 cfs Rock Chute.xls for construction plan Rock Chute Design - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: H2S2, L LC, Swale A Designer: AGPROfessionals Date: 1114/2019 County: ti Checked by: Date: Design Values D50 dia. = RockChU1e thickness = Inlet apron length = Outlet apron length = Radius = Will bedding be used? Notes Upstream Channel 8.7 in 17A in 10 ft. 11 ft. 24 ft. Rock Gradation Envelope Passing Diameter, in. (weruht, lbs.) D10 Das O50 Dia 13 - 17 (157 - 373) 11 - 16 (102 - 272) 9 - 13 (47 - 157) 7 - 11 (24 - 102) No Coefficient of Uniformity, (D 50)/(D ,o) < 1.7 Quantities Rock = 38 yd3 Geotextile (WCS-13)° = 101 yd2 Bedding = 0 Yd3 Excavation = 0 yd3 Earthfill = 0 yd3 Seeding = 0.0 acres 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 y ca slope = 0.005 ft.;ft. Stakeout Notes Sta. Elev. (Pnt) 0+00.0 4980 ft. (1) 0+07.0 4980 ft. (2) 0+10.0 4979.8 ft. (3) 0+12 9 4979.3 k. (4) 0+30 0 4975 ft. (5) 0+41.0 4975 ft. (6) 0+43.5 4976 ft. (7) Notes: Inlet apron elev. = 4980 ft. 'I 2 _3 10 ft.- -- - r Radius = 24.18&ftJ Geotextile T ► .11 Rock Thickness = 17.4 in. • • • . • • • 20 ft. • • • • • Point No. 2 3 4 Outlet apron elev. = 4975 ft. 11 ft. Description Point of curvature (PC) Point of intersection (PI) Point of tangency (PT) Outlet a. ron" Profile Along Centerline of Rock Chute } Freeboard = 1 ft Rock gradation envelope can be met with DOT Heavy riprap Gradation 1 • Downstream Channel A 1 Rock Chute Bedding Top Width = 10 ft. Bern; 1.35 ft. i r i Slope = 0 004 ft./ft. d=1ft. Geotextile Rock Chute Bedding 2 ft. ✓ Rock thickness = 17.4 in. B' = 2.7 ft. Rock Chute Cross Section • Use Hp throughout chute but not less than z2. Profile, Cross Sections, and Quantities 4NRCS H2S2, LLC, Swale A Weld County Upstream Channel Rock_Chute xis for construction plan Rock Chute Design - Cut/Paste Plan (Version WI -July -2010, Based on Design of Rock Chutes by Robinson, Rice, Kadavy, ASAE, 1998) Project: i ,±C. Swale B Designer: AGPROfessiorals 1•14'2.1)19 County: Checked by: Date: Design Values D50 dia = RockchU1e thickness = Inlet apron length = Outlet apron length = Radius = iIi bedding be used? 7.0 in 14.0 in 10 ft. 9 ft 19 ft. No Rock Gradation Envelope % Passing Diameter, in. (weight, lbs.) D100 ------ - 11 - 14 (82 - 194) Des D50 D10 9-13(53-142) 7 - 11 (24 - 82) 6-9(12-53) Coefficient of Uniformity, (D 60)/(D ,o) < 1.7 Quantities Rock = 23 Geotextile (WCS-13)° = 76 Bedding = 0 Excavation = 0 Earthfill = 0 Seeding = 0.0 acres yd3 yd2 yd3 yd3 yd3 Notes a Rock, bedding, and geotextile quantities are determined from x -section below (neglect radius). ° 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 ja 05 Slope = 0.005 ft./ft. Stakeout Notes Sta. 0+00 0 0+07.6 0+10.0 0+123 0+30 0 0+39 0 0+41 5 Notes: Elev. (Font! 4980 ft. (1) 4980 ft (2) 4979 8 ft. (3) 4979 4 ft. (4) 4975 ft. (5) 4975 ft (6) 4976 ft (7) 10 ft. Radius = 1946 Geotextile Profile Along Centerline of Rock Chute Inlet apron elev. = 4980 ft Rock thickness = 14 in. • • 20ff Freeboard = 1 ft. Rock gradation envelope can be met with DOT Medium riprap Gradation • • Point No 2 3 4 Outlet apron elev = 4975 ft • • • • • W Description Point of curvature (PC) Point of intersection (PI) Point of tangency (PT) Downstream Channel Slope = 0.004 ft /ft. 9ft --M� d=1ft. Rock Chute Bedding r .ITP_ +tth= 8 f Berm Geotextile Rock Chute Bedding Rock ihic cmess = 14 in B' = 2.9 ft • Use Hp throughout chute but not less than z2 Rock Chute Cross Section Profile. Cross Sections, and Quantities NRCS newt Mixs,.: so; .a:a.t" ;t4.' -Awn Noe vet V?rues: H2S2. LLC. Swale B ,,Iii County NO' ,L:.re: Determination of Culvert Headwater and Outlet Protection Project: H2S2, LLC Basin ID: Proposed Culvert B-1 i L p-. 'I t �L Soil Type: Choose One: QQ Sandy Q fwnsarde Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Sox Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels inlet Elevation Outlet Elevation gt:t Slot* Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Taiiwater Surface Elevatior Max Allowable Channel Velocity Q= 2.31 D=I 12 Gtooved End Pw/eenon Height (Rise) _ Width (Span) _ No= Elev IN = So= L= n= ke _ Elev Yt Vs OR 1 4900 33 0 005 25 0 013 0 1 1 cis inches ft It ft ft/s Required Protection (Output): Tariwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Avaihable Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter Q$Adiusted Rise Expansion Factor Flow/Diameter2 5 QR Flow/(Spar • Rise' 5) Froude Number Tailwater/Adjusted Diameter l?$ Taitwater/Adjusted Rise Irlet Control Headwater Cutlet Control I leadwater Design Headwater Elevation HeadwaterlDlameter 413 Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Rlprap Type Length of Protection Width of Protection Yt = Ai* A= krz k.= Yn YC = d■ _ 1l(2ian(0)) = Q/D^2.5 = Fr = Yt/D = H Wt = HWo= HW = HW/D = d5a db = Type • t -o � To 0.40 231 0.79 020 0.78 1 96 075 065 0.83 535 2.31 075 040 096 0 97 4,981.30 0.97 19 8 VL 10 3 ft ft. A' ft ft n h ft no 5)s ft n in In h ft AGPROfessionals DEVELOPERS OF AGRIC['I.TI.TRE Traffic Narrative Prepared for H2S2, LLC The subject property is located at 36679 Weld County Road (WCR) 53. The proposed industrial hemp processing facility will operate from 7:00 a.m. to 5:00 p.m. Monday through Saturday, employing up to 20 full-time employees. The site contains an existing approximately 15,000 sq. ft. gravel parking area which is proposed to hold 20 parking spaces. As the parking area is gravel, striping and specific spaces for personal vehicles will not be specified. This facility is not proposed to be open to the public. The existing residential and agricultural access to the property is located on WCR 53 approximately 2.220 ft. south of WCR 76. This access point was discussed with Weld County Public Works during the Recorded Exemption process for Recorded Exemption No. RECX17- 0186 and was determined to meet applicable safety and spacing criteria. As access permits are associated with building permits no access permit was issued at the time. The access is shown as preliminarily approved on the RECX17-0186 plat. WCR 53 and WCR 76 are classified as local gravel roads. Approximately 75% of site traffic is expected to travel south on WCR 53 to WCR 74 for east -west travel. WCR 74 is classified as a paved arterial. 25% of site traffic is expected to travel north to WCR 76. Typical vehicles accessing this site include employee vehicles and occasional delivery trucks. The following numbers are expected for this facility: Pickups and cars: 15-20 roundtrips per day Tandem trucks: 1-2 roundtrips per day Arrivals and departures will be staggered throughout the day. The highest traffic volumes will be generated at the start of the business day, between 6:00 a.m. and 7:00 a.m., and at the close of the business day, between 5:00 p.m and 6:00 p.m. ENGINEERING, PLANNING, CONSULTING & REAL ESTATE 3050 67th Avenue • Greeley, CO 80634 970.535.9318 /office • 970.535.9854 / fax • www.agpros.com Hello