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Home My WebLink About20193321.tiffUSE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 1711 AVENUE * GREELEY, CO 80631 www.weldgov.com * 970-400-6100 * FAX 970-304-6498 LFOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY Parcel Number*: Address of site: County Road 7 DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Legal Description: SE4 Zone District: A Acreage: 10.83 Section: 28 ('A 12 digit number on Tax I.D. information, obtainable at www.weldgov,com). Township:I N Range: 68 W Eloodplain: eologicai Hazard: YCN Airport Overlay: YON FEE OWNER(S) OF THE PROPERTY: Name: Phil Rivard Company: Waste Connections of Colorado, Inc. Phone #: Email: philrwasteconnections.com Street Address: 5500 Franklin Street City/State/zip Code: Name: Erie, CO 80216 Company: Phone #: Street Address: City/State/Zip Code: Name: Company: Phone #: Street Address: City/State/Zip Code: Email: Email. APPLICANT OR AUTHORIZED AGENT: (See below: Authorization must accompany all applications signed by Authorized Agents) Name: Jason Edwards Company: Weaver Consultants Group, LLC Phone #: 817-735-9770 Email: jedwards@wcgrp.com Street Address: 6420 Southwest Blvd., Suite 206 City/State/Zip Code: Fort Worth, TX 76109 PROPOSED USE: Hauling facility to support the landfill. 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 authority to sign for the corporation. Signatur Owner or Authorized Agent Print Name tct Date Signature: Owner or Authorized Agent Date Print Name Rev 412016 Letter of Authorization. Maxwell Nader Planner I Weld County Government 1555 fm 1.711~ Street (iree]y, CO 80631 Dear Mr. Nader: I am an Authorised Agent of Front Range Landfill, Inc. This letter is to advise that Jason Edwards with Weaver Consultants, LLC is hereby authorized to execute and deliver permit applications for Front Range Landfill, Inc and any and all other documents as required in connection with the recorded exemption (RECX) or Use by Special Review (USR) process. Sincerely, Front Railge Lai)Oil, Inc. Phil Rivard Region Vice President SWORN TO AND SUBSCRIBED BEFORE ME by 2018, which witness my hand and seal of office. IV NA rnU POW NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20094032286 MY COMMISSION EXPIRES 10/Ci9120.21 M'tO1ntheto1 ��1! Notary Public in and for the ate of Colorado My Commission Expires USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond with "not applicable". For assistance with some of these questions see this website: http: //www. co .weld . ca . u s/D a pa rtm en ts/ PI an n i n gZan i nq / Lan d U s eAp pl i cation sAs s i sta n ce/App l i catio nAs s i sta nce.html Planning Questions: Planner on Call 970-400-6100 1. Explain, in detail, the proposed use of the property. This USR Application is referred to as the Waste Connections USR, and represents a 10.8 acres of land to the west of County Road 7 in Weld County. This project will support the waste collection needs of Weld County and the surrounding community act as a support hauling facility for the nearby landfill. There will be a main 16,600 SF office and maintenance building on the eastern portion of the site, which was also have adjacent parking for employees. The building will include 3,300 SF of office space, 2,000 SF for part and meeting rooms, 9,600 SF of maintenance shop area, and finally 800 SF of fuel storage. The remainder of the site to the west of the proposed building will act as truck parking and storage. There will also be an 1,830 SF truck wash and a 2,510 SF container shop in the northwestern portion of the site. Predominantly the site will be asphalt, with a concrete apron surrounding the main building. There will be gravel storage areas along the western portion of the site. The existing FRICO I CEO ditch runs along the western and southern border of the proposed site. All onsite drainage will be diverted away from the existing irrigation ditch and directed to the proposed pond in the northeast corner of the site. The pond will release to existing grade north of the site. The proposed site is within the urbanizing drainage area, so the release rate accounts for the 5 year, 1 hour storm at a 2 percent impervious runoff rate. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Section. 22-2-10 B emphasizes supporting all forms of agricultural industry and protecting the rights of the private property owners to convert their agricultural land to other appropriate land uses. Considering the sites location in relation to the existing landfill, the proposed hauling facility development to support adjacent land uses is consistent with the intent of the Weld County Code described above. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning and the zone district in which it is located. Section 23-3-10 states that the Agricultural Zone District is intended to provide areas for the conduct of USES by Special Review which have been determined to be more intense or to have a potentially greater impact than USES Allowed by right. Section 23-3-40 which defines uses by special review allows for USEs similar to the USES listed as Uses by Special Review as long as the USE complies with the general intent of the Agricultural Zone District. Since the proposed use is very similar to numerous uses allowed within the Agricultural zone district but will likely have a more intense or potentially greater impact, a USR is required. Pagel 2 4. Waste Connections_USR Questionnaire.doc 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The proposed parcel is within a larger lot that is currently zoned as Agricultural. Similarly, there are several homes to the east of the site along County Road 7 which fall within the Agricultural zone as well. The property to the north of the proposed site is currently vacant and is owned by the landfill that currently lies to the west and northwest of the site. Based one the existing land uses and zoning of the site, the proposed use is compatible with the surrounding area. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) Hours of operation will be primarily during business hours. It is possible the shop facility would be open by 6:00 AM until 9:00 PM, Monday through Saturday. 6. List the number of full time and/or part time employees proposed to work at this site. Numbers of employees that would work at this site are as follows: a. Office staff and mechanics: 15 b. Drivers: 50 (to park at this facility► and utilize office conference rooms, etc.) 7. If shift work is proposed include the number of employees per shift. Shift work is proposed for this site. Normal hours of operation will be 5:00 AM to 5:00 PM each day. Night shift mechanical work will be from 3:00 PM to 3:00 AM. Facility use will continue 7 -days per week, but with full capacity on week days. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. The total number of people who will use this site each day are as follows: a. Office staff and mechanics: 15 b. Drivers: 50 (to park at this facility and utilize office conference rooms, etc.) 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. This is not a CAFO, Kennel or Animal site. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The Parking lot will be asphalt paved with a concrete apron surrounding the main building an all-weather surface, such as gravel or recycled asphalt. Handicap parking spaces will be asphalt paved and marked. Landscaping will include a storm water detention pond and setback areas, which will be vegetated with a non -irrigated native seed. 11.H ow many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? There are 63 proposed employee parking spaces proposed, including 2 ADA spaces. 12. Explain the existing and proposed landscaping for the site. The existing landscaping is currently maintained farmland. The proposed site will include landscape screening adjacent to the R.O.W., as well as to the south along the property boundary. 13.Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats) A screening fence (minimum 6 feet in height) will be provided to shield external properties along Weld County Road 7. At this time the fence is proposed to be either a wood or metal fence a chain -link fence with a native color earth tone slats or partitions. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. The outdoor screening will be provided by a combined landscape and fence barrier. The landscaping will be mainly along the eastern and southern property boundaries. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Pagel 3 4. Waste Connections_USR Questionnaire.doc No reclamation procedures are anticipated at this time. 16. Who will provide fire protection to the site? The proposed site is within North Metro Fire Protection District. 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. The improvements associated with the use include the following: - Landscaping surrounding the building and as a landscape buffer along the eastern portion of the site - Fencing Two separate building structures are proposed. One central building which will act as a maintenance shop and office, and a separate building to the west acting as a truck wash and container shop - Drainage structures including swales will be constructed to the north and east boundaries as well as a dual detention pond in the northeast corner of the proposed site. - A septic tank and leach field will be designed and situated to the east of the proposed central building. Engineering questions: 970-400-3750 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) a. Employees: 65 b. Truck Traffic for repair: 50 2. Describe the expected travel routes for site traffic. Travel routes will be exclusively north to/from WCR 7, turning E/W on Erie Parkway WCR 5. 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.) Trip distribution will be 100% from/to the north. There will be no traffic using WCR 7 south of the facility access point per agreement with residential neighborhood to the south. 4. Describe the time of day that you expect the highest traffic volumes from above. Traffic volumes for maintenance and deliveries will be evenly distributed throughout the day. Employees will arrive and depart between 6:00 and 8:00 AM and 4:00-6:00 PM. Describe where the access to the site is planned. Access to the site is planned on County Road 7 on the east side of the site. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-1230 F.1. Storm water will flow towards the NE corner of the site, where a storm water quality pond will be built. Discharge will be from the north side of the site at the historic rate. A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following: No. Pagel 4 4. Waste Connections_USR Questionnaire.doc B. Does your site require a stormwater 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. Understood. Environmental Health questions: 970-304-6415 x2702 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. Drinking water will be from an existing water well located on the adjacent property owned by Front Range Landfill, Inc. A shared well agreement will be submitted to Weld County for review prior to submitting the plat a municipal source, provided by Left Hand Water. 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. A new septic system will be engineered and installed for the new building. 3. If storage or warehousing is proposed, what type of items will be stored? Engine oil, waste oils, fuel, and coolant will be stored in a separate room attached to the building. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Stockpile and storage of wastes are not anticipated onsite. Any storage will occur along the western boundary of the site since this area is at the highest elevation and has less potential for contamination of overland runoff flow. 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. There is a proposed fueling station on site. The fueling station is expected to have a single 12,000 gallon diesel fuel tank. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. There will be vehicle washing in the southern portion necthwast corner of the site, and all wash water will be captured and stored in a vault which will be pumped as needed. 7. If there will be floor drains indicate how the fluids will be contained. There will be no floor drains associated with the proposed use outside of potential bathroom installations. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) The only known onsite air emissions will be related to the fueling station. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A Pagel 5 4. Waste Connections USR Questionnaire.doc 11. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 12. Additional information may be requested depending on type of land use requested. Understood. Building questions: 970-400-6100 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 are no existing structures on the site. The floorplan for the proposed structure is attached. 2. Explain how the existing structures will be used for this USR? There are no existing structures on the site. 3. List the proposed use(s) of each structure. The structure will be used for office personnel and vehicle repair. 111 ,NN\N'I F;..3.kt AN EMPLOYEE -OWNED COUPON SELINE innacing USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE • SL rveyi Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond with "not applicable". For assistance with some of these questions see this website: http://www.co.weld.co.usiDepartments/PlanninqZoninq/LandUseApplicationsAssistance/ApplicationAssista nce . htm I Planning Questions: Planner on Call 970-400-6100 1. Explain, in detail, the proposed use of the property. This USR Application is referred to as the Waste Connections USR, and represents a '10.8 acres of land to the west of County Road 7 in Weld County. This project will act as a support hauling facility for the nearby landfill. There will be a main 16,600 SF office and maintenance building on the eastern portion of the site, which was also have adjacent parking for employees. The building will include 3,300 SF of office space, 2,000 SF for part and meeting rooms, 9,600 SF of maintenance shop area, and finally 800 SF of fuel storage. The remainder of the site to the west of the proposed building will act as truck parking and storage. There will also be an 1,830 SF truck wash and a 2,510 SF container shop in the northwestern portion of the site. Predominantly the site will be asphalt, with a concrete apron surrounding the main building. There will be gravel storage areas along the western portion of the site. The existing FRICO ditch runs along the western and southern border of the proposed site. All onsite drainage will be diverted away from the existing irrigation ditch and directed to the proposed pond in the northeast corner of the site. The pond will release to existing grade north of the site. The proposed site is within the urbanizing drainage area, so the release rate accounts for the 5 ear, 1 hour storm at a 2 percent impervious runoff rate. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Section. 22-2-10 B emphasizes supporting all forms of agricultural industry and protecting the rights of the private property owners to convert their agricultural land to other appropriate land uses. Considering the sites location in relation to the existing landfill, the proposed hauling facility development to support adjacent land uses is consistent with the intent of the Weld County Code described above. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning and the zone district in which it is located. Section 23-3-10 states that the Agricultural Zone District is intended to provide areas for the conduct of USES by Special Review which have been determined to be more intense or to have a potentially greater impact than USES Allowed by right. Section 23-3-40 which defines uses by special review allows for USEs similar to the USES listed as Uses by Special Review as long as the USE complies with the general intent of the Agricultural Zone District. Since the proposed use is very similar to numerous uses allowed within the Agricultural zone district but will likely have a more intense or potentially greater impact, a USR is required. Corporate Headquarters 1950 Ford Street Golden, Colorado 80401 Ph 303.9403966 Fax 303.940.9959 Northern Colorado 4007 S Lincoln Avenue, Suite 405 Loveland, Colorado 80537 Ph 9703533600 Fax 866.242.9106 Rocky Mountains 419 Oak Street, PO Box 770152 Steamboat Springs, Colorado 80477 Ph 970.879.1825 Fax 866.242.9106 Pagel 2 4. Waste Connections_US R Questionnaire.doc 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The proposed parcel is within a larger lot that is currently zoned as Agricultural. Similarly, there are several homes to the east of the site along County Road 7 which fall within the Agricultural zone as well. The property to the north of the proposed site is currently vacant and is owned by the landfill that currently lies to the west and northwest of the site. Based one the existing land uses and zoning of the site, the proposed use is compatible with the surrounding area. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) Hours of operation will be primarily during business hours. It is possible the shop facility would be open by 6:00 AM until 9:00 PM, Monday through Saturday. 6. List the number of full time and/or part time employees proposed to work at this site. Numbers of employees that would work at this site are as follows: a. Office staff and mechanics: 15 b. Drivers: 50 (to park at this facility and utilize office conference rooms, etc.) 7. If shift work is proposed include the number of employees per shift. Shift work is proposed for this site. Normal hours of operation will be 5:00 AM to 5:00 PM each day. Night shift mechanical work will be from 3:00 PM to 3:00 AM.. Facility use will continue 7 -days per week, but with full capacity on week days. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. The total number of people who will use this site each day are as follows: a. Office staff and mechanics: 15 b. Drivers: 50 (to park at this facility and utilize office conference rooms, etc.) 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. This is not a CAFO, Kennel or Animal site. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The Parking lot will be an all-weather surface, such as gravel or recycled asphalt. Handicap parking spaces will be asphalt paved and marked. Landscaping will include a storm water detention pond and setback areas, which will be vegetated with a non -irrigated native seed. 11.How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? There are 63 proposed employee parking spaces proposed, including 2 ADA spaces. 12.Explain the existing and proposed landscaping for the site. The existing landscaping is currently maintained farmland. The proposed site will include landscape screening adjacent to the R.O.W., as well as to the south along the property boundary. 13.Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats) A screening fence 6 feet in height will be provided to shield external properties. At this time the fence is proposed to be a chain -link fence with native color earth tone slats or partitions. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. The outdoor screening will be provided by a combined landscape and fence barrier. The landscaping will be mainly along the eastern and southern property boundaries. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Pagel 3 4. Waste Connections_USR Questionnaire.doc No reclamation procedures are anticipated at this time. 16. Who will provide fire protection to the site? The proposed site is within North Metro Fire Protection District. 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. The improvements associated with the use include the following: Landscaping surrounding the building and as a landscape buffer along the eastern portion of the site Fencing Two separate building structures are proposed. One central building which will act as a maintenance shop and office, and a separate building to the west acting as a truck wash and container shop Drainage structures including swales will be constructed to the north and east boundaries as well as a dual detention pond in the northeast corner of the proposed site. A septic tank and leach field will be designed and situated to the east of the proposed central building. Engineering questions: 970-400-3750 1. Describe how many roundtripslday 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) a. Employees: 65 b. Truck Traffic for repair: 50 2. Describe the expected travel routes for site traffic. Travel routes will be exclusively north to/from WCR 7, turning E/W on WCR 6. 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.) Trip distribution will be 100% from/to the north. There will be no traffic using WCR 7 south of the facility access point per agreement with residential neighborhood to the south. 4. Describe the time of day that you expect the highest traffic volumes from above. Traffic volumes for maintenance and deliveries will be evenly distributed throughout the day. Employees will arrive and depart between 6:00 and 8:00 AM and 4:00-6:00 PM. 5. Describe where the access to the site is planned. Access to the site is planned on County Road 7 on the east side of the site. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12- 30 F.I. Storm water will flow towards the NE corner of the site, where a storm water quality pond will be built. Discharge will be from the north side of the site at the historic rate. A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following: NO. Pagel 4 4. Waste Connections_USR Questionnaire.doc B. Does your site require a stormwater 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. Understood. Environmental Health questions: 970-304-6415 x2702 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. Drinking water will be from a municipal source, provided by Left Hand Water. 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►. A new septic system will be engineered and installed for the new building. 3. If storage or warehousing is proposed, what type of items will be stored? Engine oil, waste oils, fuel, and coolant will be stored in a separate room attached to the building. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Stockpile and storage of wastes are not anticipated onsite. Any storage will occur along the western boundary of the site since this area is at the highest elevation and has less potential for contamination of overland runoff flow. 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. There is a proposed fueling station on site. The fueling station is expected to have a single 12,000 gallon diesel fuel tank. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. There will be vehicle washing in the northwest corner of the site, and all wash water will be captured and stored in a vault which will be pumped as needed. 7. If there will be floor drains indicate how the fluids will be contained. There will be no floor drains associated with the proposed use outside of potential bathroom installations. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) The only known onsite air emissions will be related to the fueling station. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A Pagel 5 4. Waste Connections_USR Questionnaire.doc 11. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 12. Additional information may be requested depending on type of land use requested. Understood. Building questions: 970-400-6100 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 are no existing structures on the site. The floorplan for the proposed structure is attached. 2. Explain how the existing structures will be used for this USR? There are no existing structures on the site. 3. List the proposed use(s) of each structure. The structure will be used for office personnel and vehicle repair. 111) Weaver Consultants Group Mr. Chris Gathman Planner HI Weld County Department of Planning Services 1555 N 17th Avenue Greeley, Co 80631 Re: Community Outreach Erie Hauling Facility USR19-0032 Waste Connections of Colorado, Inc. Weld County, Colorado Dear Mr. Gathman: Project No. 0601-606-11-44 July 15, 2019 The purpose of this letter is to document the various efforts that Waste Connections of Colorado, Inc. personnel completed to inform the local community of the proposed Erie Hauling Facility (EHF) located in Weld, County Colorado. in December 2018, EHF personnel met with the Ranch Eggs Neighborhood Association (RENA) Board to discuss the proposed development of approximately 10.8 acre tract of land located north of the Ranch Eggs community. During that meeting, the hauling facility was discussed and RENA was informed that all traffic associated with the hauling facility would enter and exit from the north side of Weld County Road 7; therefore, no increased truck traffic along Weld County Road 7 would be anticipated south of the 10.8 acre tract of land that leads to the Ranch Eggs community. Additionally, on June 4, 2019, EHF personnel went door to door to discuss the proposed development with neighbors located along the east side of Weld County Road 7. Should you have questions regarding the community outreach associated with this proposed development, please feel free to call. Sincerely, Weaver Consultants Group, LLC Jason A. Edwards, P.E. Senior Engineer cc: Mark Adams, Waste Connections of Colorado, Inc. Sarah Phillips, Waste Connections of Colorado, Inc. 6420 Southwest Boulevard 0 Suite 206 0 Fort Worth, Texas e 76109 0 817-735-9770 o wcgrp.cor e Offices Nationwide FINAL DRAINAGE REPORT WELD COUNTY HAULING FACILITY LOCATED IN THE NORTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 28, TOWNSHIP 1 NORTH, RANGE 68 WEST OF THE 6T" P M COUNTY OF WELD STATE OF COLORADO Prepared By: Baseline Engineering Corporation 112 Rubey Drive Golden, Colorado 80401 Michael D. Swanton O a BER 15r 2018 BASELINE gineerin • P'rrr _�� '� Weld County Hauling Facility 10/15/2018 CERTIFICATION "I hereby certify that this report for the final drainage design of Weld County Hauling Facility was prepared by me or under my direct supervision in accordance with the provisions of the Weld county storm drainage criteria for the owners thereof." Signature Colorado P.E. License No. Seal and Date 2 Weld County Hauling Facility 10/15/2018 Table of Contents I. General Location and Description 19..1414.4191.0144.941414.4999. 4 A. Site Location 4 B. Description of Property 04400014400044400044400044 44444444444 4400044400044400004400044400044400044440000440004440004440 4 II. Drainage Basin and Sub -Basins 95 A. Major Basin ..........SOS 5 B. Sub -Basin and Site Drainage 5 III. Drainage Design Criteria 7 A. Development Criteria .....01414 .... 1. 0 0 0 4 4 4 0 0 0 4 4 4 0. 0 444 0 0 0 4 4 4 0 0 0 4 4 4 0 0. {1 4 4 1 0 1 4 4 4 0 0 0 4 4 1 0 0 0 4 4 4 0 0 0 4 4 4 0. 0 1 4 4 0 0 0 4 4 4 0 0 0 4 4 4 0 0 0 0 4 4 4 0 .. 4 4 4 0 0 0 4 4 4 0 0. 4444 7 B. Hydrological Criteria 44444444444 40104440,044 Inn 444444 4410144400.4* 44444444444444444 440004 4 Inn 444444 4 SI 0144400004 4 Inn 444444 4.1004440 7 Hydraulic Criteria .....44.....9..9...•....8 D. Variance From Criteria •90909940004990.0999000444000444000444000 4 14.0.414.0.444000444000 4 4 40 0 0 Error! Bookmark not defined. IV. Drainage Facility Design 9 A. General Concept 9 9 B. .r�ec1fIc Details 44000444000444000444.4044400044400044400044400041400.444.0.444000444.0.1410.04440004440 • di 444 0 a 044440 • 04440004440..4440.044400.94 10 C. Streets WOOS. 444444 MOSS i I WM ....4..... Error! Bookmark not defined. D. Storm Sewer System Error! Bookmark not defined. V. Conclusions 11 A. Compliance with Applicable Code .11 B. Flood Hazard 4444 00044440 II 44000444000444000 Error! Bookmark not defined. C. Drainage Concept 11 X19 References 44000444000444.) 0044400044400044400044400044400444 004440004444004999144449.9444.4.949.. 044400444 4E 0044400044400•4440004.4000444 00 0044 12 U'II. APPENDIX 4444............4 13 3 Weld County Hauling Facility 10/15/2018 I. General Location and Description A.Site Location 1. Township, Range, Section, and Quarter Section: The subject property is located in Section 28, Township 1 North, Range 68 West of the 6th Principal Meridian, Weld County, State of Colorado. 2. Local streets within and adjacent to the development: The property is bordered by Weld County Road 7 on the west and is located half a mile north of the intersection of Weld County Road 7 and Weld County Road 4. 3. Major open channels, lakes, streams, irrigation and other water resource facilities within and adjacent to proposed project site: The Erica Ditch runs along the southern and western edge of the proposed site. 4. Names of surrounding developments including jurisdiction (municipalities): The Denver Regional Landfill is located to the west of the site. B. Description of Property 1. Area in Acres: Property Area =10.8. acres Disturbance Limits = 10.81 acres Tributary Pond Limits = 10.66 acres 2. Ground cover and soil types: According to the Natural Resources Conservation Service (NRCS) Soils Survey in Appendix A, the project area is comprised mostly of soils in Hydrologic Soil Group C & D, which consists of a mixture clay loam and Nunn loam soil. Calculations for composite "C" factors ae included in Appendix B. 3. Major Open Channels and Property Ownership: The property is owned by Front Range Landfill Inc. 4. General Project Description: The site is currently undeveloped The proposed Hauling Facility will include an office/maintenance facility, other maintenance buildings, asphalt parking lots, and gravel parking lots which disturb 10.81 acres. Of the 10.81 acres of disturbed area only 10.66 acres of the proposed development will be tributary to the two detention ponds. Runoff from the disturbed tributary areas will be conveyed to the north and east towards proposed swales. Each swale flows to a detention pond. The detention ponds will work in conjunction with each other to provide the necessary 100 - year detention volume based on Weld County's current drainage criteria. 5. Irrigation facilities and facility ownership information within 200 feet of property: The FRICO ditch is located on the southern and western edge of the property. 4 Weld County Hauling Facility 10/15/2018 6. Groundwater characteristics (where applicable): The groundwater information has not been obtained as a geotechnical investigation has not yet been completed. II. Drainage Basin and Sub -Basins A. Major Basin 1, Reference to Weld County Master Drainage Plan(s) where applicable: There are no known Weld County Master Drainage Plans for the project site. 2. Major basin drainage characteristics: The site is located near the upper limits of the major basin that is tributary to Little Dry Creek. This basin ultimately flows to the South Platte River. The proposed site will convey flow from the southwest to the northeast. The existing site runoff flows overland to the northeast. The flows continue offsite into Little Dry Creek which is northeast of the site on the east side of County Road 7. 3. Identification of all FEMA-defined 100 -year floodplains and floodways affecting the property: The property lies within an area that has not been mapped by FEMA► based on panel 0S013CO444J and 08013C0463i (Appendix A). The site is in an area of minimal flood hazard. 4. On -site & Off -site contours at minimum 2 -foot vertical intervals are to be included on the Drainage Report Drawings: Topography at the project site has been provided from a recent survey. Contours are labeled accordingly on the Drainage Plan provided in Appendix D. B. Sub -Basin and Site Drainage 1, Historic Drainage patterns on the subject property and adjacent properties: Historically the site generally drains towards the northeast corner of the site. All the flows are transmitted overland via sheet flow across the property. The whole lot was analyzed as a single basin. With the proposed development, there are six proposed basins (A1 -AS and B1). The ponds are sized based off of the total area of basin Al, A2, A3, A5, and A5. The basin B1 represents the amount of flow that is not routed towards a pond. The pond designs incorporate a 4 -foot concrete trickle channel with an outlet structure. Based on the location of the site, it is considered to be within an urbanizing drainage area. For urbanizing drainage areas the allowable developed 1 -hour, 100 YR storm event release rate is based on the undeveloped site (imperviousness = 2.0%), for the 1 -hour, 5 YR storm event, which is 0.90 CFS. 5 Weld County Hauling Facility 10/15/2018 Basin Al is approximately 1.33 acres with an imperviousness of 44%. This basin consists of the western portion of the site which includes gravel driveways, buildings, and grass areas. The 5 -year runoff coefficient is 0.39 and the 100 -year runoff coefficient is 0.66. Basin A2 is approximately 3.97 acres with an imperviousness of 72%. This basin consists of the southwestern portion of the site which includes gravel driveways, asphalt parking, and grass areas. The 5 -year runoff coefficient is 0.63 and the 100 -year runoff coefficient is 0.78. Basin A3 is approximately 2.61 acres with an imperviousness of 91%. This basin consists of the middle portion of the site which includes asphalt parking, buildings, and grass areas. The 5 -year runoff coefficient is 0.78 and the 100 -year runoff coefficient is 0.86. Basin A4 is approximately 2.35 acres with an imperviousness of 59%. This basin consists of the southeastern portion of the site which includes asphalt parking, buildings, and grass areas. The 5 -year runoff coefficient is 0.52 and the 100 -year runoff coefficient is 0.73. Basin A5 is approximately 0.39 acres with an imperviousness of 2%. This basin consists of the northeastern portion of the site which includes grass areas. The 5 -year runoff coefficient is 0.05 and the 100 -year runoff coefficient is 0.49. Basin B1 is approximately 0.15 acres with an imperviousness of 22%. This basin consists of the eastern portion of the site which includes grass areas that flow offsite. The 5 -year runoff coefficient is 0.21 and the 100 -year runoff coefficient is 0.57. Basins A1H through ASH represent the historic conditions of all the proposed basins. Basin A1H corresponds to basin Al as the same basin limits were used to calculate the runoff rates. These basins are used to calculate the allowable release rate of the detention pond. 2. Off -site drainage flow patterns and impacts on the subject property (minimum 2O0 feet outside property boundary or until no further off -site contributing flow area is encountered): No off -site drainage flows will impact the subject property. Since this is the upper limits of a major drainage basin all off -site flows are routed north of the site and will not have an impact on the proposed detention pond. 6 Weld County Hauling Facility 10/15/2018 III. Drainage Design Criteria A. Development Criteria 1. Discussion of previous drainage studies (i.e. project master plans) for the subject property that influence or are influenced by the proposed drainage design for the site: There are no previous drainage studies for the subject property or adjacent properties. 2. Discussion of site constraints such as slopes, streets, utilities, existing structures, irrigation ditches, and the site plan impacts on the proposed drainage plan: The current site is not developed. The FRICO ditch flows along the western and southern edges of the site but will not be disturbed by the development on this site. The general slope of the existing topography is from southwest to northeast at approximately 2.50%. The proposed detention pond is located in the northeast corner of the site to allow existing drainage patterns to be maintained and for the pond to outfall to Little Dry Creek. B. Hydrological Criteria 1. Identify design rainfall amounts and source of design storm depth information, NOAA Atlas, UDFCD maps, etc.: Design rainfall depths were taken from the NOM Atlas database. Identify design storm recurrence intervals. Reference the appropriate information in the Appendix: Design storm recurrence intervals of the 5 -year and 100 -year were examined in this study. Relevant calculations are located in Appendix B & C. Identify runoff calculation method(s) and any computer models. Include summaries of the routing and accumulation of flows at all identified design points for minor and major storm runoff. Reference the results in the Appendix: The Rational Method was used to determine developed flow volumes. The Rational Formula is Q = CIA, where 0,, the maximum rate of runoff is equal to the runoff coefficient C, times the rainfall intensity (I), times the area (A). Overland flows within the proposed development are directed into the detention pond. Relevant calculations can be viewed in Appendices B and C of this report. The Pond Calculation worksheet was used to determine the required volumes and the WQCV Outlet worksheet was used for the orifice sizing for the WQCV release rate. The allowable release rate for urbanizing drainage areas is based on the undeveloped site for the 1 -hour, 5 -year storm event. 4. Identify detention discharge and storage calculation methods and computer models. Reference the results in the Appendix: Stormwater Detention storage and discharges were calculated using the Pond Calculations spreadsheet. Based on Weld County criteria the proposed detention pond will provide volume for the 100-yr event and release it at the 5-yr historic rate, which was determined to be 0.90 CFS. Weld County Hauling Facility 10/15/2018 S. Discussion and justification of other criteria or calculation methods used that are not presented or referenced by the Weld County Storm Drainage Criteria: There are no other calculations that are not referenced by the Weld County Storm Drainage Criteria. Hydraulic Criteria 1. Identify conveyance capacities from County references and any computer models: The proposed release rate of the pond is the 1 hour, 5 -year historic runoff rate as required by the Weld County drainage criteria for urbanizing areas. 2. Identify detention outlet type. Include a summary of the 100 year water surface elevation, spillway/overflow facility. Reference the appendix for calculations. Include summaries of the detention storage sizing and provide a stage -storage table/curve identifying water quality storage, 100 -year detention pond storage, and 1 foot of freeboard. Reference the calculations in the Appendix: An outlet structure with a water quality orifice plate, outlet pipe with a restrictor plate, and an emergency overflow spillway has been provided to release stormwater runoff at a controlled rate. The Pond was designed for the 1O0M-year capacity and the 1O0M-year water surface elevation is 5239.70 and a 10 foot wide emergency spillway at elevation 5239.70 accounts for overflow capacity at a depth of 6 inches for the peak 100-yr outflow. Appendix B and C contains all pertinent calculations, and Appendix D includes the outlet structure details. 3. Identify the water quality outlet configuration. Reference the calculations in the Appendix: The water quality outlet is provided as an orifice plate with one row of five 1.172 inch diameter holes designed to drain the WQCV within 40 hours. Calculations are provided in Appendix C. Identify culverts including diameter, type, and slope. Reference the calculations in the Appendix. The proposed south detention pond will incorporate a 4 foot wide concrete trickle channel sloped at 0.5% in order to adequately convey flows to the outlet structure. The outlet pipe from the south pond outlet structure is a 18 -inch RCP storm sewer at 0.5%. The proposed north detention pond will incorporate a 4 foot wide concrete trickle channel sloped at 0.5% in order to adequately convey flows to the outlet structure. The outlet pipe from the north pond outlet structure is a 18 -inch RCP storm sewer at 0.5%. 5. Identify storm sewer inlets, manholes, etc. Reference the calculations in the Appendix: There are no proposed inlets or manholes associated with the development. 6. Discussion of permanent erosion control features: Permanent erosion control measures for the proposed development will include erosion control blankets for the swale and sidewalls of the detention pond. Permanent seeding will be implemented at the bottom of the detention pond. 8 Weld County Hauling Facility 10/15/2018 7. Discussion and justification of criteria or calculation methods (for water quality, check darns, drop structures, rundowns, etc.) used that are not presented in Weld County Code: All calculations and structures utilized in this drainage design follow the Weld County standard and specifications. IV. Drainage Facility Design A. General Concept 1. Discussion of concept and typical historical drainage patterns: The site consists of gravel driveways, paved parking areas, multiple buildings, and grass areas. All drainage that occurs within the disturbance limits will be directed into the detention pond by overland flow. Once in the pond, an outlet structure will control release rates for both the water quality capture volume and 100-yr storm event, while an emergency spillway accounts for events greater than the 1 -hour, 100 YR storm. 2. Discussion of compliance with off -site runoff considerations and constraints: The Weld County drainage requirement for site is based on releasing the 1 -hour, 100-yr storm runoff at the historic 1 -hour, 5-yr flow. On this site, the calculated historic 5 year flow was 0.90 CFS. 3. Discussion of the content of all tables, charts, figures or drawings in the report: Each of the Appendices provided in this report are discussed throughout the narrative of this document as they pertain to each topic. The list of appendices to this report include the following: Appendix A: a) Vicinity Map- Includes a map of the site. b) FEMA Map- Shows that subject property was not mapped c) NRCS Soils Map — Includes map and report discussing the soil conditions in accordance with soil classifications which include properties and features and hydrologic soil group for drainage calculations. d) NOAA: Point Precipitation Frequency Estimates ii. Appendix B: a) Table 6-3: Recommended percentage imperviousness values - Table used to determined imperviousness of each drainage basin. b) Project Summary Sheet c) Proposed Composite Impervious Worksheet d) SF2: Time of Concentration Worksheet 9 Weld County Hauling Facility 10/15/2018 e) SF -3: Rational Method 5-yr Event Worksheet f) SF -3: Rational Method 100-yr Event Worksheet iii. Appendix C: a) E U RV/Detention Worksheet b) Grate Capacity Worksheet c) 100 -Year Outlet Box Control Worksheet d) Overflow Weir Worksheet e) WQCV Outlet Worksheet iv. Appendix D: a) Major Drainage Basin Maps b) Outlet Structure Details c) Historic Drainage Plan d) Developed Drainage Plan 4. Discussion of anticipated hydraulic structures (channels, pipes, rundowns, etc.): The proposed development flows will be conveyed overland to swales that flow to the detention pond. Since all tributary flows from the site will be conveyed overland no storm sewer is required. The outlet structures include 18" reinforced concrete pipe with a WQCV orifice plate and 100-yr restrictor plate. The emergency spillway will include a concrete cutoff wall per Weld County detention storage requirements. pond. These flows have also been accounted for in the sizing and release of the proposed pond. B. Specific Details 1. Discussion of compliance with drainage criteria (street, inlet, pipe capacities, etc.): The proposed drainage design complies with all applicable Weld County drainage criteria. Discussion of drainage problems encountered and solutions at specific design points: There were no drainage problemsencounters on this site. 3. Discussion of detention storage and outlet design: An outlet structure with a water quality orifice plate, outlet pipe with a restrictor plate, and an emergency overflow spillway has been provided to release stormwater runoff at a controlled rate. The total capacity of the pond is 2.23 acre -ft at the top of berm elevation of 5240. A proposed 18 -inch outlet pipe fitted with a restrictor plate will control 100-yr outflows, and a 10 foot wide emergency spillway at elevation 5239.70 accounts for overflow capacity at a depth of 6 inches for the peak 100-yr outflow. Appendix B and C contains all pertinent calculations, and Appendix D includes the outlet structure details. 4. Discussion of maintenance access and aspects of the design. Provide operations and maintenance instructions for the proposed stormwater drainage facilities: The detention pond has maximum side slopes of 4:1 to allow access to the outlet structure. The site shall be maintained by the owner in accordance with WeldCounty Code. Debris and other accumulations that might reduce the storage capacity of the pond shall be monitored and removed as necessary. 10 Weld County Hauling Facility 10/15/2018 S. Provide copies of CDPHE, CAFO, DRMS, or State Engineers' permit applications where applicable: No additional permit applications are included with this project. V. Conclusions A. Compliance with Applicable Code 1. Statement of whether or not the design will meet Weld County Code: To the best of my knowledge, the drainage design set forth in the plans and specifications complies with the Weld County Standards. B. Drainage Concept 1. Effectiveness of drainage design to control damage from storm runoff: The proposed detention pond will serve to control developed stormwater runoff and discharge the flows at a safe rate for downstream properties. 2. Influence of proposed development on any applicable Weld County Master Drainage Plan recommendations: The project site is located in an area that is not defined by a Master Drainage Plan on record. There is no proposed development associated with this project that would greatly influence the drainage conditions of the site. Current drainage patterns will be retained and there will be no damage due to stormwater runoff from this site. 3. Identification of and intent to obtain written approval of affected irrigation company or other property owner(s). Weld County may require that the applicant provide evidence that offsite impacted jurisdictions have been notified or the proposed plans: There are no impacts of this project to irrigation companies or other property owners. Flows from the site will not affect adjacent property owners. 11 Weld County Hauling Facility 10/15/2018 VI. References 1, Urban Storm Drainage Criteria Manual, Volumes 1 & 2; Urban Drainage and Flood Control District, Denver, CO. Updated March 2O17, with updates on September 2017. 2. Urban Storm Drainage Criteria Manual, Volumes 3; Urban Drainage and Flood Control District, Denver, CO. November 2010, with updates on April 2018. 3. Weld County Engineering and Construction Guidelines; Weld County, CO. April 2016, with updates on July 2017. 4. Natural Resources Conservation Center Web Soil Survey, United States Department of Agriculture, site visited October 2018. 5. Federal Emergency Management Agency Flood Insurance Rate Map, Community -Panel Number 08013C04 44.1 revised December 18, 2012. 6. NOAA's National Weather Service, Hycirometeoroiogicai Design Studies Center, Precipitation Frequency Data Server (PFDS)„ site visited September 2018. 12 Weld County Hauling Facility 10/15/2018 VII. APPENDIX Weld County Hauling Facility 10/15/2018 Appendix A: Vicinity Map Hydrologic Soils Group FIRM Map NOAA Atlas Rainfall Data Vicinity Map maw Y - - A ^ �. Y .: .1 PIP- 4. it tlI .„,,, _ - - 1 j Ali " _ - -- 1 " „ I • - •fy�'-,• y.- {4i ••t i M - . •-- - _ Cfl ..„. �' _ 11'', n I Ind `�`k� , plC; " . ti - . - .iir, _► ... _ «' .>_ Ma -trayi ' iiiink. ., . L7 I ;r I y' • rt' t A' -), .. „. -.4 ill • _ reld_G-co Lin ty•Read 8 8 —Su alp $ �r - m +ll �ill AP i t1b ' ! " . Is- i.__ J ItFY' 1 - �, -Mii titt ip a 't` , � .J 14 s! • ._ r ... iffi • A\Silliii4)0... , 44r. I ,-..-_,." - rT t I 1 n 3 ill ad-t3 — - I 'inrr ?a 11 ! t ; " _ f t ! - il J �. tl�� 411•`-`-`"• L' M+ 1 r 1 / mat- F _ `l 4 I -4! 'i( " - , - sit Y �:a i ..� c Satp __ y-,.� k ',�. E d E a u n t D a d 04J St l _ 1' 3.1• 1 ! �lRA 1. J� 1 a v t4. Os o 14 I "Ana -� lr�r, �;, .;`•`.. 4 - I — SITE6 1' N 4 ilia i1.141 lr v. ¢t, r,L.6 -?y af�i •!} k5. • _..`_ ••: !, •�, ..." 2 yr inn - - ICP T - • -• ‘`',. a:I ...5110:�, r > #�„ Js SF r ,4 _. ' LL C 1 l r• IS 1 �' • a l4 iti .lel, ' T '4"; . . 4 . _ .4: ,i. „ c . . .. , 1 A .r I t .viiimikr 1b } • 1 _.. _a -i - i ..l 1 t il til 1 ri ��' to , , :. , 5 - /'el d&S o-R°d-4 - - • f a Sr a1:r41 :* • r •�F fi � �l ti �. +'_ _3 I•. Y It4 • 4 el I- 1 a'�f114 � - .ni Iwiu1 pn41-M4-74:41,.r l .___ - -r £f" - - __ I�*:Iad: i •Z !�._' . Sri 'e- '• . __. National Flood Hazard Layer FIRMette Legere! '105'0'22.40"W 40° 1'29.96"N 40°112.41"N 0 250 500 1,000 1,500 Feet 2,000 1:6,000 SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, 1/, 499 With BFE or Depth Zone AE, 40, AN, 'VF, AR Regulatory Floodway OTHER AREAS OF FLOOD HAZARD PA 4 6 1 6• t r 1 6 JY (] r O OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS NO SCREEN II II III 20.2 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 Zone x Area with Reduced Flood Risk due to Levee. See Notes. Zone x Area with Flood Risk due to Leveezone o Area of Minimal Flood Hazard zone Effective LOMRs Area of Undetermined Flood Hazard Zone a Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 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 9/27/2018 at 3:23:20 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. 40° 1'20'N 40° 1' 12" N .53 0 T 105°0'11'1 105° 0' 11" W 499740 499740 N A Hydrologic Soil Group Weld County, Colorado, Southern Part 49980 4998D Map Scale: 1:1,711 if printed on A landscape (11" x 8.5") sheet. 499940 499940 Meters p 25 50 100 Feet 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 150 104° 59' 55" W 0 T 104° 59' 55" 'fir 40° 1' 20" N 40° 111.2' N USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 10/3/2018 Page 1 of 4 Soil Rating Points A IT 1 AID B • B/D Hydrologic Soil Group Weld County, Colorado, Southern Part MAP LEGEND Area of Interest (AO') Area of Interest (AO1) Soils Soil Rating Polygons II A 0 AID 0 B 0 BID 0 C C/D 0 D Not rated or not available Soil Rating Lines A B B/D # 0 C Aga C/D D • O C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) :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 -ARCS 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. 0 Not rated or not available Date(s) aerial images were photographed: Sep 20, 2015 —Oct 15, 2016 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. USDA Natural Resources a Conservation Service Web Soil Survey National Cooperative Soil Survey 10/3/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 40 Nunn loam, 1 to 3 percent slopes C 0.0 0.2% 56 Renohill clay loam, 0 to 3 percent slopes D 11.1 95.0% 57 Renohill clay loam, 3 to 9 percent slopes D 0.6 4.8% Totals for Area of Interest 11.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. US[)A SIM Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/312018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA SIM Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/3/2018 Page 4of4 9/27/2018 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Longmont, Colorado, USA* Latitude: 40.1822°, Longitude: -105.0019° Elevation: 4909.74 ft** * source; ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES I ,,'tws :way no{ Sanja Perica, Deborah Martin; Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration 5 -min 10 -min 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day Average recurrence interval (years) 1 1 0.229 (0.177-0.297) 0.335 (0.259-0.435) 0.409 (0.316-0.530) 0.552 (0.426-0.716) 0.677 (0.523-0.878) 0.802 (0.626-1.03) 0.874 (0.687-1.11) 1.04 (0.826-1.30) 1.27 (1.02-1.57) 1.52 (1.23-1.85) 1.74 (1.43-2.10) 1.90 (1.57-2.27) 2.02 (1.68-2.41) 2.32 (1.94-2.72) 2.57 (2.17-3.00) 3.29 (2.81-3.78) 3.86 (3.32-4.41) 4.56 (3.95-5.16) 5.13 (4.47-5.77) 2 0.277 (0.214-0.359) 0.405 (0.313-0.526) 0.494 (0.381-0.642) 0.665 (0.513-0.864) 0.816 (0.629-1.06) 0.966 (0.753-1.24) 1.05 (0.825-1.34) 1.24 (0.985-1.56) 1.51 (1.21-1.87) 1.81 (1.47-2.21) 2.11 (1.73-2.54) 2.27 (1.88-2.72) 2.40 (1.99-2.85) 2.72 (2.28-3.20) 3.00 (2.53-3.50) 3.78 (3.23-4.35) 4.42 (3.80-5.05) 5.23 (4.53-5.92) 5.91 (5.14-6.65) 5 0.373 (0.287-0.486) 0.546 (0.420-0.712) 0.666 (0.513-0.868) 0.895 (0.688-1.17) 1.10 (0.844-1.43) 1.30 (1.01-1.67) 1.41 (1.11-1.80) 1.65 (1.30-2.07) 1.96 (1.57-2.44) 2.35 (1.90-2.88) 2.74 (2.24-3.31) 2.91 (2.40-3.50) 3.04 (2.52-3.63) 3.40 (2.84-4.01) 3.72 (3.13-4.36) 4.59 (3.91-5.30) 5.33 (4.57-6.11) 6.30 (5.44-7.16) 7.16 (6.21-8.08) 10 0.470 (0.360-0.615) 0.688 (0.527-0.901) 0.840 (0.642-1.10) 1.13 (0.861-1.47) 1.38 (1,06-1.81) 1.64 (1.27-2.12) 1.78 (1.39-2.29) 2.06 (1.62-2.60) 2.41 (1.92-3.01) 2.84 (2.29-3.50) 3.30 (2.68-4.01) 3.48 (2.85-4.20) 3.61 (2.97-4.33) 3.99 (3.32-4.74) 4.34 (3.63-5.10) 5.27 (4.46-6.12) 6.09 (5.18-7.00) 7.18 (6.16-8.19) 8.16 (7.04-9.25) 25 0.629 (0.478-0.889) 0.921 (0.700-1.30) 1.12 (0.853-1.59) 1.51 (1.14-2.13) 1.86 (1.41-2.63) 2.21 (1.70-3.09) 2.39 (1.85-3.32) 2.73 (2.13-3.72) 3.12 (2.45-4.17) 3.60 (2.84-4.69) 4.11 (3.26-5.23) 4.30 (3.43-5.43) 4.44 (3.56-5.56) 4.85 (3.91-5.99) 5.22 (4.23-6.37) 6.22 (5.09-7.46) 7.12 (5.86-8.44) 8.36 (6.91-9.80) 9.49 (7.88-11.0) So 1 0.771 (0.567-1.10) 1.13 (0.831-1.61) 1.38 (1.01-1.96) 1.85 (1.36-2.62) 2.28 (1.68-3.25) 2.72 (2.02-3.82) 2.94 (2.20-4.10) 3.33 (2.52-4.57) 3.75 (2.86-5.04) 4.24 (3.26-5.59) 4.77 (3.69-6.15) 4.98 (3.87-6.36) 5.12 (4.00-6.50) 5.54 (4.37-6.93) 5.92 (4.68-7.33) 6.96 (5.57-8.47) 7.91 (6.37-9.53) 9.24 (7.49-11.0) 10.5 (8.52-12.4) 100 0.931 (0.661-1.36) 1.36 (0.968-1.99) 1.66 (1.18-2.42) 2.23 (1.58-3.25) 2.76 (1.96-4.03) 3.29 (2.36-4.74) 3.56 (2.58-5.09) 4.01 (2.93-5.63) 4.44 (3.27-6.13) 4.94 (3.66-6.67) 5.47 (4.09-7.24) 5.68 (4.27-7.45) 5.83 (4.41-7.60) 6.26 (4.76-8.04) 6.63 (5.08-8.44) 7.70 (5.96-9.62) 8.70 (6.77-10.8) 10.1 (7.92-12.4) 11.4 (8.99-13.9) 200 1 1.11 (0.757-1.66) 1.63 (1.11-2.44) 1.98 (1.35-2.97) 2.66 (1.81-3.99) 3.30 (2.25-4.95) 3.94 (2.72-5.83) 4.26 (2.96-6.26) 4.77 (3.34-6.89) 5.22 (3.69-7.40) 5.70 (4.06-7.92) 6.21 (4.46-8.46) 6.43 (4.64-8.68) 6.59 (4.78-8.83) 7.01 (5.13-9.27) 7.38 (5.43-9.66) 8.47 (6.29-10.9) 9.50 (7.10-12.1) 11.0 (8.25-13.8) 12.4 (9.33-15.4) 500 1.38 (0.901-2.12) 2.01 (1.32-3.10) 2.46 (1.61-3.78) 3.30 (2.16-5.07) 4.10 (2.69-6.31) 4.90 (3.25-7.44) 5.30 (3.54-7.99) 5.90 (3.97-8.74) 6.35 (4.32-9.26) 6.79 (4.65-9.71) 7.24 (5.00-10.2) 7.47 (5.19-10.4) 7.64 (5.33-10.5) 8.05 (5.66-11.0) 8.40 (5.94-11,3) 9.48 (6.78-12.6) 10.6 (7.59-13.8) 12.1 (8.75-15.7) 13.6 (9.84-17.4) 1000 1.60 (1.01-2.46) 2.34 (1.48-3.61) 2.85 (1.81-4.40) 3.83 (2.42-5.90) 4.76 (3.02-7.34) 5.70 (3.65-8.66) 6.17 (3.97-9.30) 6.83 (4.44-10.1) 7.29 (4.79-10.7) 7.67 (5.10-11.1) 8.06 (5.41-11.4) 8.30 (5.61-11.7) 8.47 (5.75-11.8) 8.86 (6.07-12.2) 9.20 (6.34-12.6) 10.3 (7.15-13.8) 11.3 (7.96-15.1) 12.9 (9.13-17.1) 14.4 (10.2-18.9) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top https://hdsc.nws.noaa.goer/hdsc/pfds/pfds_printpage.html?lat=40.1822&Ion=-105.0019&data=depth&units=english&series=pds 1/4 9/27/2018 Precipitation Frequency Data Server PF graphical C 16 14 12 C 1 C) C }' r 2 16 14 12 4-4 10 .60 0 CL 2 PDS-based depth -duration -frequency (DDF) curves Latitude: 4O.1822°, Longitude:-1O5.O0]Lr C C E 6 in 5 10 25 50 100 200 NOAA Atlas 14 Volum e 8. Version 2 a CD taCi L uS L rl Duration IT RI riJ _IV ID —V V —V `� V A 0cal Average recurrence interval (years) row ru ru V V V-0 0 0 u 0 rjt 500 1000 Created (GMT): Thu Sep 27 17:06:16 2018 Back to Top Maps & aerials Small scale terrain Avprags recurrence interval (years) 11, 1 2 5 10 25 50 100 200 500 1000 Duration 5-nrn 1in 15 -min 3 0-Errrrr 60 -nun 2 -hr 3 -hr 6 -hr 12 -hr 2r 2 -day 3 -day 4 -day 7 -riser 10 -day 20 -day 30 -day 45 -day ar 60 -day https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.1822&Ion=-105.0019&data=depth&units=english&series=pds 214 9/27/2018 Precipitation Frequency Data Server I 56 3km I 2mi { 41 r • Large scale terrain r 6 Tr', LIBeyenne •FortColl ins Greeley • ?_ �!Lag morn t o:trl:def ' r m 1 _ • ' a1 Y yr i,1„1, Y4.d, d i td�, , y'• )-27- ct d 100km M' 1 60mi Denver l�N Large scale map Che Fort Cog! s Greeley 100km 60mi Ii on t Bolder'' er 1.4p cicurat Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.1822&Ion=-105.0019&data=depth&units=english&series=pds 3/4 9/27/2018 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions©noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.1822&Ion=-105.0019&data=depth&units=english&series=pds 4/4 Weld County Hauling Facility 10/15/2018 Appendix B: Hydrologic and Hydraulic Computations Table 6-3. Recommended percentage imperviousness values Land Use Surface Characteristics or Percentage Imperviousness (%-) Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 — 2.5 acres 20 0.25 — 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 L Off defined) -site flow analysis (when land use not 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 BASELINE I I I I I PROJECT: JOB NO.: CALC. BY: DATE: Equation 5-1 Reference: Engineering • Planning Surveying j r i Hauling Facility 374 MDS 9/27/2018 FORMULA CELLS USER INPUT CELLS Project Location User Input IDF Rainfall Data Td P1: 1 -hour Rainfall Depths (inches) Minor Storm Major Storm 5 -Year 100 -Year Minutes 1.10 2.76 5 3.73 9.36 10 2.98 T47 20 2.16 543 30 1.73 4.33 40 1.45 3.63 1 50 1.25 3.15 60 1.11 2.79 120 0.68 1.71 = (28.5*P 1)1(1 0+Td)^Q.786 I = rainfall intensity (inches per hour) P1 = 1 -hour point rainfall depth (inches) Td = storm duration (minutes) 1) Urban Drainage and Flood Control District - Urban Storm Drainage Criteria Manual Volume 1, 2017 2) NOAA Atlas 14, Volume 8, Version 2 http://hdsc.nws.noaa.govlhdsc/pfds/pfds map cont.html?bkmrk=co Baseline Engineering, 10/5/2018 Planning and Surveying 374-SF2 SF3-Revised 2017 Standards-PR.xlsx PROJ ECT: JOB NO.: CALC. BY: DATE: Hauling Facility 374 MDS 9/27/2018 Impervious Percentages - from Urban Drainage Table 6-3 Paved 100% (packed) Gravel 40% Lawns, sandy soil _ 2% Roofs 90% Drive walks and 90% Historic analysis flow 2% Land Use 0 Land Use 0 SOIL TYPE: C or D (use equation from Table 6-4) PROPOSED COMPOSITE IMPERVIOUSNESS BASELINE Engineering - Planning Surveying = FORMULA CELLS Weighted Impervious and C Values Areas (ac) Basin Area (ac) Imp. C2 C5 C10 C100 Paved Gravel (packed) Lawns, sandy soil Roofs Drive and walks Historic analysis flow Land Use Land Use Historic Basin Hi 10.81 2% 0.01 0.05 0.15 0.49 I I 10.81 Developed Basins Al 1.33 44% 0.33 0.39 0.46 0.66 0.36 I 0.32 0.56 0.10 1 1 1 t i i 0.99 0.51 ry- -1 7 I 0.20 0.16 I 1 1 1 0.95 I 0.17 -f- -i -i I i 0.39 1 1 1 I 1 i i I 0.16 1 1 0.06 i 1 i 1 1 1 't t t T T T 1 1 1 1 1 1 I I 1 -F t t 1 1 1 1 1 ' A2 • 3.97 72% + 0.58 0.63 0.67 0.78 2.47 A3 2.61 91% 0.75 0.78 0.81 0.86 2.10 A4 2.35 59% 0.46 0.52 0.57 0.73 1.17 A5 0.39 ,. 2% 0.01 . 0.05 0.15 . 0.49 Total On -Site 10.66 68% 0.54 0.59 0.64 0.76 6.09 i 1.31 2.61 0.42 I 0.22 B1 0.15 * 22% 0.15 I 0.21 0.29 0.57 t 1 0.03 i i 0.12 I 1 n. 1 1 1 1 1 i i i i i 1 I 1 1 I n a. Total Off -Site 0.15 _ 22% 0.15 0.21 0.29 0.57 0.03 � 0.12 i 1 1 1 i 1 , I Developed Basins Analyzed for the Allowable 100 -year Release Rate Based on the Historic Runoff Rate of the 1 -hour, 5 -year Event for Urbanizing Areas Al H 1.33 2% 0.01 0.05 0.15 0.49 I 1 1 I I 1 1 T 1 7 1 + -I 1 I 1 1 1 I 1 1 1 1 I 1 9 T 1I 1 I 1 4 1.33 1 1 1 1 1 1 1 T T i I 1 1 1 1 1 A2H 3.97 2% 0.01 0.05 0.15 0.49 ' A3H • 2.61 2% 0.01 0.05 0.15 0.49 A4H 2.35 2% 0.01 0.05 0.15 0.49 A5H 0.39 2% 0.01 0.05 0.15 0.49 Baseline Engineering, Planning and Surveying COMPOSITE C VALUES - PROP 10/5/2018 374-SF2 SF3-Revised 2017 Standards-PR.xlsx ',BASELINE Engineering - P onning . Surveying Calculated By: Date: MDS 9/27/2018 STANDARD FORM SF -2 TIME OF CONCENTRATION SUMMARY Project. Job No.:. Checked By: Hauling Facility 374 MDS SUB -BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) t, CHECK (URBANIZED BASINS) FINAL to REMARKS Basin (1) i (2) O5 (3) AREA Ac (4) LENGTH Ft (5) SLOPE % (6) t; Min (7) LENGTH (8) Ft Cv SLOPE °lo (9) VEL. FPS (10) Min (11) tt COMP. tc (12) TOT. (13) LENGTH Ft So % (14) tc (15) (Equation Min 6-5) (16) Min Historic Basins H1 0.02 0.05 10.81 500 3.0 29.38 70 7 1.0 0.70 1.68 [ 31.1 570 2.78 31.8 31.06 Developed On -Site Basins Al 0.44 0.39 1.33 300 1.0 22.08 300 15 1.5 1.84 2.72 24.8 600 1.25 24.5 24.47 A2 0.72 0.63 3.97 300 1.3 13.69 390 20 3.5 3.7 1.7 15.4 690 2.52 17.5 15.4 A3 0.91 0.78 2.61 300 3.5 6.54 325 15 3.7 2.9 1.9 8.4 625 3.60 13.0 8.4 A4 0.59 0.52 2.35 300 2.0 14.41 225 15 12 1.6 2.3 16.7 525 1.66 19.9 16.7 A5 0.02 0.05 0.39 300 20 0.5 1.4 3.5 300 0.50 33.3 33.3 Developed Off -Site Basins B1 0.22 0.21 0.15 45 2.0 8.54 130 7 1.0 0.7 3.1 11.6 175 1.26 24.4 11.6 Developed Basins Analyzed for the Allowable 100 -year Release Rate Based on the Historic Runoff Rate of the 1 -hour, 5 -year Event for Urbanizing Areas Al H 0.02 0.05 1.33 300 1.0 32.79 300 15 1.5 1.8 2.7 35.5 600 1.25 35.3 35.3 A2H 0.02 0.05 3.97 300 1.3 30.07 390 20 3.5 3.7 1.7 31.8 690 2.54 33.4 31.8 A3H 0.02 0.05 2.61 300 3.5 21.69 325 15 3.7 2.9 1.9 23.6 625 3.60 31.6 23.6 A4H 0.02 0.05 2.35 300 2.0 26.09 225 15 1.2 1.6 2.3 28.4 525 1.66 33.0 28.4 A5H 0.02 0.05 0.39 300 20 0.5 1.4 3.5 300 0.50 33.3 33.3 Equation 6-3 Equation 6-5 ti=((0.395(1.1-05)SQRT(L))/(Sa"0.33)} tc=(26-17i)+(Lt/(60(14i+9)S QRT(S0)) ) NRCS Conveyance Factor K Table - Cv Value Heavy Meadow 2.5 Tillage/Field 5 Short Pasture and Lawns 7 Nearly Bare Ground 10 Grassed Waterway 15 Paved Areas and Shallow Paved Swales 20 = FORMULA CELLS = USER INPUT CELLS Baseline Engineering, Planning and Surveying 10/5/2018 TOC 374-SF2 SF3-Revised 2017 Standards-PR.xlsx Calculated By: Date: Checked By: 5 -Year 1 -hour rainfall= MDS 9127/2018 MDS 1.10 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project: Job No.: Design Storm: Hauling Facility 374 5 -Year = FORMULA CELLS = USER INPUT CELLS BASIN DIRECT RUNOFF TOTAL RUNOFF STREET PIPE LENGTH (FT) VELOCITY (FPS) REMARKS 0 z LIS 0 cc (7) t& cc< RUNOFF COEFF c 1 4- d- 0` A Z Cola z d CC _ °La T a St, upe [171 2 DESIGN FLOW (CFS) SLOPE (%) PIPE DIAM. (IN.) i-� 2 w0 in_ � Z .� (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) H1 1 10.81 0.05 31.1 0.56 1.69 0.9 Total flow from Basin H1 Al 1 1.33 0.39 24.5 0.53 1.94 1.0 Total flow from Basin Al A2 2 3.97 0.63 15.4 2.50 2,46 6.2 24.5 3..0 1.94 5.9 0.3% 5.9 260 1.1 4.0 Combined flow in swale at DP2 A3 3 2.61 0.78 8.4 2.05 3.17 6.5 28.4 5.1 1.78 9.0 Combined flow in Swale at DP3 A4 4 2.35 0.52 16.7 1.22 2,37 2.9 Total Flow from Basin A4 A5 5 0.39 0.05 33.3 0.02 1.62 0.0 Represents flows directly to Pond A Total Flow to Pond 33.3 6.3 1.62 10.2 Total Flow to Pond A B1 6 0.15 0.21 11.6 0.03 2.80 0.1 Flow offsite Al H 1.33 0.05 35.3 0.07 1.57 0.1 Historic flow of Basin Al A2H 3.97 0.05 31.8 0.20 1.67 0.3 Historic flow of Basin A2 A3H 2.61 0.05 23.6 0.13 1.98 0.3 Historic Flow of Basin A3 A4H 2.35 0.05 28.4 0.12 1.78 0.2 Historic Flow of Basin A4 A5H 0.39 0.05 33.3 0.02 1.62 0.0 Historic Flow of Basin A5 I Historic Total Flow to Pond I, 35.3 0.5 1.57 I, 1 0.9 I, 1 100 -year Allowable Release Rate I Baseline Engineering, Planning and Surveying Minor SF -3 10/5/2018 374-5F2 SF3-Revised 2017 Standards-PR.xlsx Calculated By: Date: Checked By: 100 -Year 1 -hour rainfall= MDS 912712018 xxxxxxxxxx 2.76 STANDARD FORM SF -3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project: Job No.: Design Storm: Hauling Facility 374 100 -Year = FORMULA CELLS = USER INPUT CELLS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE LENGTH (FT) VELOCITY (FPS) REMARKS BASIN z w rcW pc# RUNOFF COEFF � z 0 Q —_ Z r d'O . Z *< CC) z „? C�O fi r,+�or w O J DESIGN FLOW (CFS) SLOPE (%) PIPE DIAM. (IN.) 2 a)0 -- _ Z (2) i (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) H1 1 10.81 0.49 31.1 5.32 424 22.6 Total flow from Basin H1 Al 1 1.33 0.66 24.5 0.89 4.87 4.3 Total flow from Basin Al A2 2 3.97 0.78 15.4 3.10 6.18 19.2 24.5 4.0 4.87 19.4 0.3% 19.4 260 1.1 4.0 Combined flow in swale at DP2 A3 3 2.61 0.86 8.4 2.24 7.97 17.9 28.4 62 4.47 27.9 Combined flow in swale at DP3 A4 4 2.35 0.73 16.7 1.71 5.95 10.2 Total Flow from Basin A4 A5 5 0.39 0.49 33.3 0.19 4.07 0.8 Represents flows directly to Pond A Total Flow to Pond 33.3 8.1 4.07 33.1 Total Flow to Pond A B1 6 0.15 0.57 11.6 0.08 7.02 0.6 Flow offsite Baseline Engineering, Planning and Surveying Major SF -3 10/5/2018 374-SF2 SF3-Revised 2017 Standards-PR.xlsx Weld County Hauling Facility 10/15/2018 Appendix C: Detention Pond Calculations DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Weld County Hauling Facility Basin ID: Proposed Pond (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE:for catchments larger than 90 acres, CU HP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input], 1a= A = Type = T = To 2 q = P1 = C, = C_ = C. - percent acres A, B, C, or D years (2, 5, 10, 2.5, 50, or 100) minutes cfs/acre aches Design Information (Input): la= A = Type = T = Tc = q = P1 = C, = C2 = C3 = 68,00 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 N RCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i _ C1' Pi/(C2+Tc)AC3 Coefficient One Coefficient Two Coefficient Three 68.00 Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Sod Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = Cie P11(C2+TerC3 Coefficient One Coefficient Two Coefficient Three 1 0.660 10.660 D D 5 100 16 16 0.08 0.08 1.10 2.76 28.50 28.50 10 10 0.789 0/89 Determination of Average Outflow from the Basin (Calculated): cfs cfs cubic feet acre -ft 5 -Minutes) Determination of Average Outflow fromthe Basin {Calculated): cfs cfs cubic feet acre -ft Runoff Coefficient Inflow Peak Runoff Allowable Peak C t Op -in = Outflow Rate Op -out = Mod. FAA Minor Storage Volume= Mod. FAA Minor Storage Volume = <- Enter Rainlati Duration incrementa, Increase Value 0.5" Runoff Coefficient C = Inflow Peak Runoff Op -in = Allowable Peak Outflow Rate Op -out = Mod. FAA Major Storage Volume= Mod, FAA Major Storage Volume = 0.67 13.04 42.97 OS CI 0.90 24,347 91,356 0.552 2.097 3 Here (e.g. 5 for Rainfall Duration minutes (in ut) Rainfall Intensity inches / hr (out ut) Inflow Volume acre-feet out ut) Aed ustment Factor 'm" ou ut Average Outflow cfs ou ut) Outflow Volume acre-feet out, ut Storage Volume acre-feet ou ut Rainfall Duration minutes (in ut) Rainfall Intensity inches 1 hr out ut inflow Volume acre-feet ou ut Ad, ustrnent Factor "m' out ut) Average Outflow cfs out ut Outlaw Vo ume acre-feet lout ut Storage Volume acre-feet (out ut) 0 0.44 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 3 4.14 0.093 1,00 0.90 0.004 0.089 3 10.40 0.307 1.00 D.90 0,004 0.303 6 3.52 0.158 1.00 0.90 0.007 0.151 6 8.82 0,521 1.00 0.90 0.007 0.513 9 3.07 0.207 1,00 0.90 0.011 0.196 9 7.71 0,682 1.00 0.90 0..011 0.671 12 2/4 0.246 1.00 0.90 0.015 0.231 12 6.86 0.810 1.00 0.90 0.015 0/96 15 2.47 0.278 1.00 0.90 0.019 0.259 15 6.21 0.916 1.00 0.90 0.019 0.897 18 ;2.26 0..305 0.94 0.85 0.021 0.284 18 5.67 1.005 0.94 0.85 0.021 0.984 21 2.09 0.328 0.88 0.79 0.023 0.305 21 5.24 1.082 0.88 0.79 0.023 1.059 24 1.94 0.349 0.83 0/5 0.025 0.324 24 4.87 1.150 0.83 0.75 0.025 1.125 27 1.82 0.367 0.80 0/1 0.027 0.340 27 4.55 1.210 0.80 0.71 0.027 1.183 30 111 0.383 0.77 0.69 0.028 0.355 30 4.28 1.264 017 0.69 0.028 1.236 33 1.61 0.398 0.74 0.66 0.030 0.368 33 4.05 1.313 0/4 0.66 0.030 1.283 36 1.53 0.412 0.72 0.65 0.032 0.380 36 3.84 1.358 0.72 0.65 0.032 1.326 39 1.45 0.425 0.71 0.63 0.034 0.391 39 3.65 1.400 0/1 0.63 0.034 1.366 42 1.39 0436 0.69 0.62 0.036 0.401 42 3.48 1.439 0.69 0.62 0.036 1.403 45 1.33 0.447 0.68 0.61 0.038 0.410 45 3.33 1.475 0.68 0.61 0..038 1.437 48 1.27 0458 0.67 0.60 0.039 0.418 48 3.19 1.509 0.67 0.60 0.039 1.469 51 1.22 0467 0.66 0.59 0.041 0.426 51 3.07 1.540 0.66 0.59 0.041 1.499 54 1.18 0.476 0.65 0.58 004,3 0.433 54 2.96 1,570 0.65 0.58 0.043 1.527 57 1.14 0.485 0,64 0.57 0.045 0.440 57 2.85 1.599 0.64 0.57 0,045 1.554 60 1.10 0493 0.63 0.57 0.047 0.446 60 2.75 1.626 0.63 0.57 0.047 1.579 63 1.06 0.501 0.63 0.56 0.049 0.452 63 2.66 1.651 0.63 0.56 0.049 1.603 66 _ 1.03 0.508 0.62 0.56 0.051 0.458 66 2.58 1.676 0.62 0.56 0.051 1.625 69 1.00 0.516 0.62 0.55 0.052 0.463 69 2.50 1.699 0.62 0.55 0.052 1.647 72 0.97 0.522 0.61 0.55 0.054 0.468 72 243 1.722 0.61 0.55 0.054 1.668 75 0.94 0.529 0,61 0.54 0.056 0.473 75 2.36 1.743 0.61 0.54 0.056 1.687 78 0.92 0.535 0.60 0.54 0.058 0.477 78 2.30 1,764 0.60 0.54 0.058 1106 81 0.89 0.541 0.60 0.54 0.460 0.481 81 2.24 1.784 0.60 0.54 0.060 1.724 84 0.87 0.547 0.60 0.53 0.062 0.485 84 2.18 1.804 0.60 0.53 0.062 1142 87 0.85 0.553 0.59 0.53 0.064 0.489 87 2.13 1,822 0.59 0.53 0.064 1.759 90 0.83 0.558 0,59 0.53 0.065 0.493 90 2.08 1.840 0.59 0.53 0.065 1.775 93 0.81 0.564 0.59 0.52 0.067 0.496 93 2.03 1.858 0.59 0.52 0,067 1/91 96 0/9 0.569 0.58 0.52 0.069 0.500 96 1.99 1.875 0.58 0.52 0.069 1.806 99 0.77 0.574 0.58 0.52 0.071 0.503 99 1.94 1.891 0.58 0.52 0..071 1.820 102 016 0.579 0.58 _ 0.52 0.073 0.506 102 1.90 1.907 0.58 0.52 0.073 1.835 105 014 0.583 0.58 0.52 0.075 0.509 105 1.86 1.923 0.58 0.52 0,075 1.848 108 0.73 0.588 0.57 0.51 0.076 0.511 108 1.82 1,938 0.57 0.51 0.076 1.862 111 011 D.592 0.57 0.51 0.078 0.514 111 1.79 1,953 0.57 0.51 0.078 1.874 114 0.70 0.597 0.57 0.51 0.080 0.517 114 1.75 1.967 0.57 0.51 0.080 1.887 117 0.69 0.601 0.57 0.51 0.082 0.519 117 1.72 1.981 0.57 0.51 0.082 1.899 120 _ 0.67 0.605 0.57 0.51 0.084 0.521 120 1.69 1.995 0.57 0.51 0.084 1.911 123 0.66 0.609 0.57 0.51 0.086 0.524 123 1.66 2.008 0.57 0.51 0.086 1.923 126 0.65 0.613 0.56 0.50 0.088 0.526 126 L63 2.021 0.56 0.50 0.088 1.934 129 0.64 0.617 0.56 0.50 0.089 0.528 129 1.60 2.034 0.56 0.50 0.089 1.945 132 0.63 0.621 0.56 0.50 0.091 0.530 132 1.58 2.047 0.56 0.50 0.091 1.955 135 0.62 0.625 0.56 0.50 0.093 0.532 135 1.55 2.059 0.56 0.50 0.093 1.966 138 _ 0.61 0.628 0.56 0.50 0.095 0.533 138 1.53 2.071 0.56 0.50 0.095 1.976 141 0.60 0.632 0.56 0.50 0.097 0.535 141 1.50 2.083 0.56 0.50 0.097 1.986 144 0.59 0.635 0.56 0.50 0.099 0.537 144 1.48 2.094 0.56 0.50 0.099 1.996 147 150 0.58 0.57 0.639 0.642 0.55 0.55 0.50 0.50 0.101 0.102 0.538 147 1.46 2.106 0.55 0.50 0.101 2.005 0.540 150 1.43 2.117 0.55 0.50 0.102 2.014 153 0.56 0.646 0.55 0.49 0.104 0.541 153 1.41 2.128 0.55 0.49 0 10 2.024 156 0.56 0.649 0.55 0.49 0.106 0.543 156 1.39 2.138 0.55 D.49 0.106 2.032 159 0.55 0.652 0.55 0.49 0.108 0.544 159 1.37 2.149 0.55 049 0.108 2.041 162 0.54 0.65.5 0.55 0.49 0.110 0.545 162 1.35 2.159 0.55 0.49 0.110 2.050 165 0.53 0.658 0.55 0.49 0.112 0.547 165 1.34 2.170 0.56 049 0,112 2.058 168 0.53 0.661 0.55 0.49 0.113 0.548 168 1.32 2.180 0.55 D.49 0,113 2.066 171 0.52 0.664 0.55 0.49 0.115 0.549 171 1.30 2.189 0.55 0.49 0 11 2.074 174 0.51 0.667 0.55 0.49 0.117 0.550 174 1.28 2.199 0.55 049 0.117 2.082 177 0.51 0.670 0.55 0.49 0.119 0.551 177 1.27 2209 0.55 049 0.119 2.090 180 0.50 0.673 0.54 0A9 0.121 0.552 180 1.25 2.218 0.54 049 0.121 2.097 Mod. FAA Minor Storage Volume (cubic ft.)= 24047 Mod, FAA Major Storage Volume {cubic ft.)= Mod. FAA Minor Storage Volume (acre•ft.)= 0.5520 Mod. FAA Major Storage Volume (acre.ft.)= UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2O13 91,356 2.0972 POND El .UD-Detenkonyv2.34-EURV.xls. Modified FAA 10/11/2018,9:21 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Weld County Hauling Facility Basin ID: Proposed Pond r Inflow and Outflow Volumes vs. Rainfall Duration Volume (acre-feet) 2.5 2 1.5 1 0.5 0 0 �IY in Id IOI IIIY IY oI �I� �R, Ielllll I�IIC III t�� '��S�'��' 'ii ri�l � 20 40 60 80 100 Duration (Minutes) 120 140 160 180 Abner StamInitowVolume tMinor StormOutflowVolume c Minor SsorS;o'ayefir:Iuv,_ MawrSIorni ntiowVol urne—rMier Slam outflowVolume • itlejorStormStorage Volume 200 J UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34. Released November 2013 POND El .UD-Detenbonyv2,34-EURV.x!s. Modified FAA 10/11/2018, 9:21 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Weld County Hauling Facility Basin ID: Ponds Design Information (Input): Width of Basin Bottom, W = Length of Basin Bottom, L = Dam Side -slope (H:V), 4 = Stage -Storage Relationship: pain WI w Side Slope ft ft ft/ft 1< L } Check Basin Shape Right Triangle Isosceles Triangle Rectangle Circle / Ellipse Irregular Storage Requirement from Sheet 'Modified FAA': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': MINOR L OR... OR... OR... OR... (Use Overide values in cells G32:G52) MAJOR 0.55 2.10 0.72 1.27 acre -ft. acre -ft. acre -ft. Labels for WQCV, Minor, & Major Storage Stages (input) Water Surface Elevation ft (input) Side Slope (H:V) ft/ft Below El. (input) Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV, Minor, & Major Storage Volumes (for goal seek) 5235.38 0 0.000 0.000 5236.00 0.00 0.00 3,893 1,207 0.089 0.028 5237.00 0.00 0.00 11,032 8,669 0.253 0.199 5238.00 0.00 0.00 15,783 22,077 0.362 0.507 5239.00 0.00 0.00 21,306 40,621 0.489 0.933 5240.00 0.00 0.00 29,300 65,924 0.673 1.513 5241.00 0.00 0.00 34,935 98,042 0.802 2.251 #N/A #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #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 #NIA #N/A #NIA #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A POND E1.UD-Detention_v2.34-EURV.xls, Basin 10/11/2018, 9:20 AM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: STAGE -STORAGE CURVE FOR THE POND 6000.00 5000.00 4000,00 3000.00 2000.00 1000,00 0400 0.00 M • 0.50 1.00 1.50 Storage (acre-feet) 2.00 2.50 POND E1.UD-Detention_v2.34-EURV.xls, Basin 10/11/2018, 9:20 AM PROJECT : Hauling Facility PROJECT NO.: 374 DATE: 10/5/2018 BY: MRA Grate Capacity Calculations A. Verify grate can pass the 100 -year flow: 0100= 11.31 cfs Determine the area necessary to pass the required flow through grate: A = Q, (C*(2GH)1/2) Q: 11.31 cfs C: 0.65 G: 32.2 ft/s2 H: 1.20 ft Aopen= 1.98 ft2 (Required) Try: CDOT Close Mesh Grate Grate size: (L*W) 2.33 X 2.33 ft Area of grate = 5.43 Ft` Bars Across Length Bar size: 4.0 in deep X 0.38 in wide spaced at 2.38 inches OC No. of bars = [(W ft * 12 in/ft)/ Sp(in)] + 1= 13 Bars Area of bars = LBar * WBar * Number of bars = 0.95 ft2 Bars Across Width Bar size: 0.375 in deep X 0.38 in wide spaced at 8 inches OC No, of bars = [(W ft * 12 in/ft)/ Spun)] + 1 = 4 Bars Area of bars = LBar * WBar * Number of bars = 0.29 ft2 Area of grate open to flow = AGrat{v - ABars = 4.19 ft2 Open = 77.2% Area** 2.10 Ft2> 1.98 Ft2 Grate can pass the required flow ** 50% reduction of the open area of the inlet has been applied for a clogging factor PROJECT : Hauling Facility PROJECT NO.: 374 DATE : 10/5/2018 BY : M!RA 100 -Year Outlet Box Control 100-yr WSEL = 5239.70 18." I NV OUT = 5235.38 Try Orifice Release: Orifice Equation => Q=Cad*A*(2*g*hjO's °ioo-Flows from Basin C = 11.31 cfs (Flows from Basin C = 175 cfs) Cd = 0.82 D = 3.500 in (orifice Diameter) D = 0.29 ft (orifice Diameter) A= 0.07 g= 32.20 h = 4.17 et Release = 0.90 cfs USE: 3.5 inch diameter orifice PROJECT : Hauling Facility PROJECT NO.: 374 DATE : 10/5/2018 BY : MRA Overflow Weir POND WEIR O100= 12.57 cfs Weir Equation => ,= 1H3/2 Try Weir Release: 0100= 12.57 cfs C _ 3.00 L = 10.00 ft Flow Depth= 0.56 ft USE: 10 foot long spillway STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Weld County Hauling Facility Basin ID: Ponds WQCV Design Volume (Input): Catchment Imperviousness, la = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient, Co = Slope of Basin Trickle Channel, S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A fa Percent Soil Type B = Percent Soil Type CM = Outlet Design Information (Output): 3 68.0 10.66 3 4.00 9.00 0.60 0.005 72 100 percent acres Diameter of holes, D = feet Number of holes per row, N = inches ft! ft hours Height of slot, H = Width of slot, W = Excess Urban Runoff Volume (From "Full -Spectrum Sheer) Excess Urban Runoff Volume (From 'Full -Spectrum Sheet') Outlet area per row, A0 = Total opening area at each row based on user -input above, A0 = Total opening area at each row based on user -input above, A0 = 1.018 1 OR inches nches riches 0.814 watershed inches NIA 0.723 ac re•feet 0.81 square nches 0.81 square inches 0.006 square feet n 4� O 0 O C; C o O O O 0 ✓ 0 r' 0 0 t_7 0 0 O I AI" Perforated Plate Examples JI Central Elevations of Rows of Holes in feet E Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 0.00 0.33 0.67 1.00 1.33 1.67 2,00 2.33 2.67 Collection Capacity for Each Row of Holes in cfs 5235.38 1.9696 1.9696 1.9695 1.9694 1.9694 1.9693 1.9692 1.9692 1.9691 17.72 5235.71 1.9697 1.9696 1.9695 1.9695 1.9694 1.9694 1.9693 1.9692 1.9692 17.72 5236.04 1.9697 1.9697 1,9696 1.969.5 1.9695 1.9694 1.9694 1,9693 1.9692 11.73 5236.37 1.9698 1.9697 1.9697 1.9696 1.9695 1.9695 1.9694 1.9694 1.9693 17.73 5236.70 1.9699 1.9698 1.9697 1.9697 1.9696 1.9695 1.9695 1.9694 1.9694 17.73 5237.03 1.9699 1.9699 1.9698 1.9697 1.9697 1.9696 1.9695 1.9695 1.9694 17.73 5237.36 1.9700 1.9699 1.9699 1.9698 1.9697 1.9697 1.9696 1.9695 1.9695 17.73 5237.69 1.9700 1.9700 1.9699 1.9699 1.9698 1.9697 1.9697 1.9696 1.9695 17.73 5238.02 1.9701 1.9700 1.9700 1.9699 1.9699 1.9698 1.9697 1,9697 1.9696 17.73 5238.35 1.9702 1.9701 1.9700 1.9700 1,9699 1.9699 1.9698 1.9697 1.9697 17.73 5238.68 1.9702 1.9702 1.9701 1.9700 1.9100 1.9699 1.9699 1.9698 1.9697 17.73 5239.01 1.9703 1.9702 1.9702 1.9701 1.9700 1.9700 1.9699 1.9699 1.9698 17.73 5239.34 1.9704 1.9703 1.9702 1.9702 1.9701 1.9700 1.9700 1.9699 1.9699 17.73 5239.67 1.9704 1.9704 1.9703 1.9702 1.9702 1.9701 1.9700 1.9700 1.9699 17.73 5240.00 1.9705 1.9704 1.9704 1.97 03 1.9702 1.9702 1.9701 1.9700 1.9700 1723 5240.33 1.9705 1,9705 1.9704 1.9704 1,9703 1.9702 1.9702 1.9701 1.9700 17.73 5240.66 1.9706 1.9705 1.9705 1.9704 1.9704 1.9703 1.9702 1.9702 1.9701 17.73 5240.99 1.9707 1.9706 1.9705 1.9705 1.9704 1.9704 1.9703 1.9702 1.9702 17.73 5241.32 1.9707 1.9707 1.9706 1.9705 1.9705 1.9704 1.9704 1.9703 1.9702 17.73 5241.65 1.9708 1.9707 1.9707 1.9706 1.9705 1.9705 1.9704 1.9704 1.9703 17.73 5241.98 1.9709 1.9708 1.9707 1.9707 1.9706 1.9705 1.9705 1.9704 1.9704 17.74 5242.31 1.9709 1.9709 1.9708 1.9707 1,9707 1.9706 1.9705 1.9705 1.9704 17.74 5242.64 1.9710 1.9709 1.9709 1.9708 1.9707 1.9707 1.9706 1.9705 1.9705 17.74 5242.97 1.9710 1.9710 1.9709 1.9709 1.9708 1.9707 1.9707 1.9706 1.9705 17.74 5243.30 1.9711 1.9710 1.9710 1.9709 1.9709 1.9708 1.9707 1.9707 1.9706 17.74 5243.63 1.9712 1.9711 1.971D 1.9710 1.9709 1.9708 1.9708 1.9707 1.9707 17.74 5243.96 1.9712 1.9712 1.9711 1.9710 1.9710 1.9709 1.9708 1.9708 1.9707 17.74 5244.29 1.9713 1.9712 1.9712 1.9711 1.9710 1.9710 1.9709 1.9708 1.9708 17.74 5244.62 1.9713 1.9713 1,9712 1.9712 1.9711 1.9710 1.9710 1,9709 1.9708 17.74 5244.95 1.9714 1.9713 1.9713 1.9712 1.9712 1.9711 1.9710 1.9710 1.9709 17.74 5245.28 1.9715 1.9714 1.9713 1.9713 1.9712 1.9712 1.9711 1.9710 1.9710 17.74 5245.61 1.9715 1.9715 1.9714 1.9713 1.9713 1.9712 1.9712 1.9711 1.9710 17.74 5245,94 1.9716 1.9715 1.9715 1.9714 1.9713 1.9713 1.9712 1.9712 1.9711 17.74 5246.27 1.9717 1.9716 1.9715 1.9715 1.9714 1.9713 1.9713 1.9712 1.9712 17.74 5246.60 1.9717 1,9717 1.9716 1.9715 1.9715 1.9714 1.9713 1.9713 1.9712 17.74 5246.93 1.9718 1.9717 1.9717 1.9716 1.9715 1.9715 1.9714 1.9713 1.9713 17.74 5247.26 1.9718 1.9718 1.9717 1.9717 1.9716 1.9715 1.9715 1.9714 1.9713 17.74 5247.59 1.9719 1.9718 1.9718 1.9717 1.9717 1.9716 1.9715 1.9715 1.9714 17'.74 5247.92 1.9720 1.9719 1.9718 1.9718 1.9717 1.9717 1.9716 1.9715 1.9715 17.75 5248.25 1.9720 1.9720 1.9719 1.9718 1.9718 1.9717 1.9717 1.9716 1.9715 17.75 5248.58 1.9721 1.9720 1.9720 1.9719 1.9718 1.9718 1.9717 1.9717 1.9716 17.75 5248.91 1.9722 1.9721 1.9720 1.9720 1,9719 1.9718 1.9718 1.9717 1.9717 17.75 5249.24 1.9722 1.9722 1.9721 1.9720 1.9720 1.9719 1.9718 1.9718 1.9717 17.75 5249.57 1.9723 1.9722 1.9722 1.9721 1.9720 1.9720 1.9719 1.9718 1.9718 17.75 Override Override Override Area Area Area Row1 Row2 Row3 Override Override Override Area Area Area Row4 Row5 Row6 Override Override Override Area Area Area Row 7 Row 8 Row 9 Override Override Override Area Area Area Row 10 Row 11 Row 12 Override Override Override Override Override Area Area Area Area Area Row 13 Row 14 Row 15 Row 16 Row 17 Override Area Row 18 Override Override Area Area Row 19 Row 20 Override Area Row 21 Override Override Override Area Area Area Row 22 Row 23 Row 24 POND E1_UD-Detenlion_v2.34-EURV.xis, WOOV 1011112018, 9:21 AM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Weld County Hauling Facility Basin ID: Ponds f STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 5300:00 5250.00 5200,00 5150.00 5100.00 5050.00 5000.00 17.72 17,73 17.73 17,74 17.74 Discharge (cfs) 17.75 17/5 POND E1.UD-Detention v2.34-EURV.xis, WQCV 1011112018, g:21 AM Weld County Hauling Facility 10/15/2018 Appendix D: Drainage Plans Major Drainage Basin Map 1- USGS National onal Map Viewer, October 2018 e. 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G e ' �q ; � � . CONCRETE PAVING IN FEET Z ee e e . e e . N/� No. 374 ST ST STORI�+I SEINER 1 INCH = 4Q FT 374— Draina e Ma dw z DESIGN POINT DESIGNATION DRAWiNG NAg E p g Q � SHEET 2 OF Z J ■ 11 � 11 � 11 � 11 ■ DRAINAGE BOUNDARY � �RAVEL PAVING � - � Ro2 z DRAINAGE REPORT REVIEW CHECKLIST Project Name: USRI9-0032 Waste Connections 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 engineer's role is to ensure adjacent property owners are not adversely affected by stormwater runoff created by development of the applicant's property. REPORT (© = complete, ❑ = required) ❑ Stamped by PE, scanned electronic PDF acceptable ❑+Certification of Compliance ❑ Variance request, if applicable Description/Scope of Work Number of acres for the site xi El Methodologies used for drainage report & analysis Design Parameters X X Design storm ❑Release rate - See #1 below ❑URBANIZING or NON -URBANIZING El Overall post construction site imperviousness - See #2 below Soils types Discuss how the offsite drainage is being routed Conclusion statement must also include the following: xi 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 ❑ Drawings stamped by PE, (scanned electronic PDF preferred) Drainage facilities ❑outlet details ❑Spillway Maintenance Plan ❑ Frequency of onsite inspections ❑ Repairs, if needed ❑Cleaning of sediment and debris from drainage facilities ❑'Vegetation maintenance ❑ Include manufacturer maintenance specifications, if applicable Comments: 1. The report and the 100 -Year Outlet Box Control Worksheet indicate a 100-yr WSEL of 5239.70. The UD- Detention `Detention Volume by Modified FAA Method' worksheets shows a major storage volume of 2.097 ac - ft. The `Stage -Storage Sizing for Detention Basins' shows at WSEL 5240.0 holding a volume of 1.513ac-ft and WSEL 5241.0 holding a volume of 2.251 ac -ft. The report indicates that the top of the berm is located at 5240 and holds a volume of 2.23 ac -ft which is inconsistent with the stage -storage table. Please indicate where the 100 year WSEL is located at on the stage -storage worksheet and ensure the report is consistent with that elevation. X xl xl 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 2. When calculating the weighted C value for the proposed site, please model the pond water surface area using a 100% impervious value. 3. 1 foot of freeboard is required above the WSEL. 4. The report has some highlights and font in red. Please indicate what this is for. 5. The time of concentration for A5 does not take into account the overland travel time. Please clarify why 33 minutes was chosen over 3.5 minutes. 6. The report uses the 2017 runoff coefficients and equation 6-5 but has a UD-Detention worksheet that uses the 2007 coefficients and equation FAO -5. Please be consistent in the equations and coefficients used. 7. Why was a time of concentration of 16 minutes chosen for the UD-Detention worksheet? 8. For the spillway weir calculations, a C of 12.57 was used. The UD-Detention worksheet indicates a peak flow of 42.97 cfs and the Standard Form SF -3 shows a total runoff of 33.1 cfs. Why was 12.57 used for the spillway calculations? 9. The Stage -Discharge Sizing of the Water Waulity Capture Volume (WQCV) Outlet worksheet shows a time to drain the WQCV of 72 hours. This should be 40 hours. 10. Include the design of any swales or culverts on site. 11. Do the ponds work in series or are they connected to rise and fall at the same rate? How does the 100 year WSEL in the upper pond compare to the spillway height? What is the design volume of each pond? 12. 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. 13. Please provide a written response on how the above comments have been addressed when resubmitting the drainage report. Thank -you. 4/11/2018 Weld County Department of Public Worksl Development Review 1111 H Street, Greeley, CO 80631 'Ph: 970-400-3750 I Fax: 970-304-6497 www.weldgov.com/departments/public_works/developrment_review! Traffic Study Waste Connections - Erie Hauling Facility Weld Co Hwy 7 south of Hwy 6 Prepared For: Waste Connections Mark Adams, Region Engineering Manager 6855 So Havana St, suite 300 Centennials C• 80112 Prepared By: Err ince-ri09 • Pimping • Surriying 112 No Rubey Dr, Suite 210 Golden CO 80403 Fred Lantz Traffic Engineer October 2018 introduction • Description of Use The location of the property is along the west side of WCR 7 just south of WCR 6. The property is presently agricultural. The site is approximately 15 acres. The proposed development is a truck storage and maintenance facility to support their adjacent landfill. A 16,600 sf building that will include 3300 sf of offices, 2000 sf for a meeting room and parts storage, a 9 600 sf maintenance shop and a 800 sf fuel storage room will be built on the site. Trucks will be stored and fueled on the site. The trucks will also be maintained at this site. The site will be accessed from a driveway on WCR 7, just south of WCR 6. Hours of operation The office work will typically be normal work hours, but the drivers will typically work 5 am to 5 pm and the mechanics will work throughout the day and could work 3 pm to 3 am to maintain the equipment. The facility will be in operation 7 days a week, but full capacity only occurs during weekdays. Number of Employees It is estimated that there will be 65 employees on the site. This breaks down to 15 office employees and mechanics, and 50 truck drivers. Location of the Site Figure 1 shows the location of the site on the west side of WCR 7 south of WCR 6. All traffic to and from the site will come from and go to the north. No site traffic will go south of the site on VCR 7. 2 Waste Connections - Erie Traffic Study October 2018 BASELINE I - _ 'Ring.:rP it ' Stiirg. J 7p 1• - - + .countshRoad-8 6 ■a. r; eTrial I - ---_ :Jr Figure 1- Site Locator __ CUE 111 — "trim: • • q r t t 1.1 . c aria Ass h Litir • rra t 002 }n7. 4, .44 (T..\ LI rie Rtkw ---, un�rrrsit*B�,x�d i Y 1 N $ m 4 t co twil ,e r x7 --+t 0M 66. et Athr ri 1 , 3 Waste Connections - Erie Traffic Study October 2018 lIPPBASELINE Ea>�i ri�l� Plan! Surveying II Existing Site Conditions Roadway network The site is located in Weld County, but in the Erie Planning Area. According to the Erie Transportation Master Plan, WCR 8 is classified as a Principal Arterial, WCR 7 is classified as a Principal Arterial and WCR 6 is classified as a Collector street in the 2030 Roadway System. WCR 8 is proposed to be 4 lanes while WCR 6 and WCR 7 are proposed to remain 2 lanes in the 2030 Roadway System. WCR 8, WCR 7 and WCR 6 east of WCR 7 are paved roadways. WCR 6 from west of WCR 7 to WCR 5 is a gravel roadway. The speed limit on WCR 7 is 35 mph. • Analysis of Period Daily traffic volumes are included as part of this report. The AM and PM peak hours will be analyzed in this Traffic Study. • Existing Traffic Data The Erie Transportation Master Plan projected that the traffic volumes on WCR 8 would be 12,000 vehicles per day in 2015. Traffic Counts listed on DRCOG's web site show the latest count (2011) on WCR 8 to be approximately 6400 vehicles per day. WCR 7 and WCR 6 east of WCR 7 are projected to be 1000 vehicles per day in 2015. WCR 6 is projected to remain at 1000 vehicles per day and WCR is projected to increase to 6000 vehicles per day by 2030. The Erie Transportation Master Plan also projected that WCR 8, WCR 7 and WCR 6 are all at LOS of C or better in 2015 and 2030 with these assumed volumes. DRCOG counts and observed volumes are lower than projected, meaning that the roadways are in fact at LOS C or better at the present time. Proposed Development Site Plan The proposed development will be an industrial development housing the storage of garbage trucks and a facility to maintain these trucks. A 16,600 s.f. building is proposed. There will be 15 office workers and mechanics and 50 truck drivers at the facility. The facility will have access onto WCR 7 and all traffic will come and go to/from the north. No traffic will be allowed to go south. The proposed site plan is shown in Figure 2 below. 4 Waste Connections - Erie Traffic Study October 2018 BASELINE Engineering - Pluming Stirming -- as MANN 415 I. AEI NAY 0 II II C ®tc IIII SON NM UM ff E t]B JDID —_, rX PliallarrINSIZINOWINT i MgNM WSW RWIMI FS'S a Ha mime Mle WOO A a to ac st/fil a re--- a as acacia car is I -Ii n It :ufW� Mill lair MIX PIT M .w N r all d (Sae NO U.Jf! Or 6f W E t IIA1MJf J7 R7J say II 1 Dell• F s 6 i N B a SMARM e/sfam -- WX2' s a X Figure 2 — Site Plan The site plan shows the maintenance building as well as the parking areas on the site. • Trip Generation The closest trip generation information from the ITE Trip Generation manual would be for light industrial use. That trip generation data, based upon the number of employees, would estimate 198 daily trips, 34 AM peak hour trips and 32 PM peak hour trips. That number of trips seems low for the use on the site. Therefore, the trip generation of the site was determined by the proposed use on the property. For this analysis it is assumed that the office employees and the mechanics work a normal day shift. Thus these employees will arrive during the morning peak hour and will depart during the afternoon peak hour. A portion of the truck drivers will arrive before the morning peak hour and a portion will leave after the afternoon peak hour. Some of the trucks on site will also depart prior to the morning peak hour and some will return after the afternoon peak hour. There will also be other trips in and out during the day for deliveries, lunch trips and other miscellaneous reasons, but these generally do not occur during peak hours. The trips will be spread over a longer period of time on some days, but these assumptions will reflect a worst case type scenario. The following Figure 3 summarizes the generated trips as described above. 5 Waste Connections - Erie Traffic Study October 2018 BASELINE Elfin ew ing - Plovvinc Stsying Type of Trip Office & Mechanic Truck Drivers Truck Trips Misc Trips Daily (50% In! 50% Out) 35 veh 100 veh 100 trucks 20 veh AM Peak Hour 1.5veh 25 veh 1 truck 0 veh Out 2 veh 2 veh 10 trucks 0veh 2veh PM Peak Hour Out 15 veh 2 veh I 25 veh 10 trucks 0 veh 1 truck 0 veh Total Vehicles 255 veh 41 veh 14 veh 14 veh 41 veh Figure 3 e Trip Generation This trip generation analysis is slightly higher than the ITE estimates and more closely represents the number of trips that will occur at the site during a normal day. Figure 4 shows the peak hour trips assigned to the access. cl Waste Connection Access 14/41 GENERATED TRAFFIC 12/44 = AM/PM Peak Hour Volumes cc Not to Scale I _ Figure 4 — Site Generated Traffic 6 Waste Connections - Erie Traffic Study October 2018 VASELINE StiinQ_ Total Traffic at the Access Intersection Total traffic on WCR 7 was obtained from traffic counts taken for the development of the Encana Central Hub. Traffic has remained relatively unchanged and the traffic volumes include the Encana traffic. Adding this to the traffic generated by the Waste Connections site give us the total traffic that will be at the intersection of the access and WCR 7. Figure 5 below summarizes the total peak hour traffic at the intersection. Waste Connection Access 14/41 -4 Total Traffic Volumes 12/40 = AM/PM Peak Hour Volumes N t Not to Scale Figure 5 —Total Traffic The total volumes were entered into the computer program Synchro 10 to determine the LOS in the AM and PM periods. This analysis indicated that the exiting traffic will be at LOS A in the AM and the PM peak periods. The Synchro reports are included in the appendix. • Auxiliary Turn Lane Warrant Analysis The Erie Transportation Master Plan indicates the VCR 7 will remain as a two- lane roadway in 2030. There are no right turn lanes along WCR 7 and a southbound right turn lane is not recommended. Section 3.5 (5) of the State Highway Access Code allows "the right turn deceleration lane to be dropped if 7 Waste Connections - Erie Traffic Study October 2018 1PBASELINE Urreyirg the volume in the travel lane is predicted to be below 250 DHV." The predicted volumes are far below the 250 vehicles per hour threshold. • Sight Distance Analysis There are no restrictions to sight distance at the intersection serving the development. The area is relatively flat and visibility is unlimited. Mitigation • Auxiliary Lanes Auxiliary lanes are not being proposed for the development at the site access. The southbound right turn deceleration lane is not recommended as discussed above in the turn lane analysis • Corrections for LOS deficiencies No LOS deficiencies are expected and the intersection is predicted to operate at LOS A. Therefore no improvements are recommended. • Correction for any access deficiencies The site access is a new access and is being designed to Weld County Specifications with large radii for the trucks. • Signing & Striping No striping changes are recommended. A stop sign and a right turn only sign will be placed at the site access for vehicles exiting the site. Summary • The existing roadways can easily accommodate the proposed traffic now and into the future. No roadway improvements are recommended. 8 Waste Connections - Erie Traffic Study October 2018 BASELINE Engineering - Pluming Stirming Appendix • Transportation Study Checklist • 2030 Roadway System Plan (Erie Transportation Plan) 2030 LOS (Erie Transportation Plan) • Synchro LOS Calculations 9 Waste Connections - Erie Traffic Study October 2018 BASELINE I • Eli ing."rP.141111i ' Silr'icYNg --f-i TRANSPORTATION i P .CT STUDY TECH.;C L COMPLETENESS CHECKLIST Project Name: Vices a No, les t No AYes Yes )4 Yes pi yes Yes Yes id% Yes Q Yes Yes %Yes LI Yes Yes o Yes Yes Yes a Yes Yes Yes 4 Yes Yes Yes o Yes � r n i� cs Yes h Yes Yes a No TRAFFIC REQUIREMENT Traffic generated greater than 200 vehicles per day Study Reqttired Comment end 'silt 25S 41j BACKGROUND INFORMATION Colorado PE Stamp and Signature a No INTRODUCTION ODUCTIO AND SUMMARY C a o o o o No o o o )1:No a Na ❑ No Na No X4No No co No No c No a No ry<No o No No No a No No O No Completed by: Case Date EXISTING CONDMONS Roadway Network- summary of roadway classifications . description of study area Analysis Period Correct (AMA Ian --d yif PM, -,, , ') Existing Traffic Operations (existing level of service, volumes, speeds, crash h data, etc.) IMPACTS Trip Generation- daily, peak hour trips generated by ie development. ITE Trip Generation Manual Trip Distribution Level of Service Analysis- projected LOS w/si e build out, existing traffic, and background traffic growth (1dentif3,r existing and projected LOS deficiencies) Signal Warrant Analysis Turn Lane Warrant Analysis Analysis of sight distance at frontage road access point(s) identify safe route to school or school bus stop (Contact w/school district) Analysis of safe pedestrian/bicycle access to nearest transit stop (with. in 1/2 mile of project site) Identify Ideniify accessibility to public transit MITIGATION Identify need for right/left ban lanes, storage capacity and len Identify possible corrections of any LOS deficiencies Identify any access deficiencies (including pwedestrian/ bi c:le connections) FIGURES Vicinity Map Site Plan Existing peak hour turn movement volumes (counts conducted within previous 12 months) Trip Distribution (%) including Added Project Peak Hour Traffic Volumes (see sarnpl Comprehensive plan Future Year tun m mc. - dirre-- ar ' b Ja ,tee)(Er; s 1 ra ^-515e) Programmed transportation improvements and transportation mitigation outlined in study TABLES 3 Intersection Performance Existing Conditions Project Trip Generation. Intersection Level of Service OTHER Technical appendix sufficient material to convey complete understanding of traffic issues Date: e )10 75 i TOWN OF ERIE TRANSPORTATION PLAN FIGURE 8: 2030 ROADWAY SYSTEM PLAN I p TOWN OE ERIE 1 x674 2 2 • ■ • 4 • 4 4 ■ ■.■■■..■•r■■■■tf■■■■■■■,!.■■■■■■■■■■■■■■'■■■■■■■■■■■■■■■■■■MOM macro kout Sc 2 mit oapelle Rc 2 Kenosha Hi as J a G 8 2 .asDer Rd 2 Leon A ^!u •I rkwk ■ ■ • Arapahoe kd 4 i MM a _ Legend Number of Lanes —2 Lanes ■ ■ 4 Lanes •— C La i les +*■8 Lanes X Number of Lanes Facility Type F reervay ( I ollway —Major RegionalMedal —Principal Arterial — Minor Arterial —Collectur nPlanning Area Fkarindary o Overpass { Underpass •Interchange 2 4 ■ ■ ■ti62)■ (0.7 2 At 2 ■ • 4 bi bc a 4* S er ands ■► Arapa it : Ri N vista Pal kweiy ■ • _ /1 mmmm _* Oth S • ■-.4....a■ ■ ■ ,--F,__L1 I 1 , u ■■..■■■■■.■■■■■r+, 2 --1 4 LVC1'2 5 WC -c 10 Ut 2 J Lair $..'NJrI Pkvia ■..■I 2 7 4 ( 4• 0I ?JCRS S 4 Sit _f ■ ■ • Ut • • • ■ • • ■ ras:ine 4 4 2 t! • ` J • wC=. = • 1 s U a • .+ at a a • a a 6 2 I__.•tom Man s■.._ 0 —�. f _,r«sP■■etas — M+ ■■ WORMS ■■■■I UI ja. ..uu Up .UU a■ MOM!s—___ •a•*• U t U' 0.4 0.8 I I j}7 I I I 1.6 Miles LSA Roadway System Plan Town of Erie Transportation Plan - Page 25 TOWN OF ERIE TRANSPORTATION PLAN TOWN OF ERIE 1 x674 FIGURE I 0: 2030 ROADWAY LEVEL OF SERVICE Legend n naming Area Boundary Level of Service LOS A- C (Uricori,yesl9d) LOS ID (Congesting) LOS E F (Congoslcd) Volume 0 0.4 0.8 I I 1.6 Miles I LSA Roadway System Plan Town of Erie Transportation Plan - Page 27 The following information can be found in the Highway Capacity Manual, Transportation Research Board, 2000: Chapter 10 — Urban Streets Concepts Signalized Intersections and Chapter 17 — nsignalized Intersections. Level of Service (LOS] for Signalized Intersections Levels of service are defined to represent reasonable ranges in control delay. LOS A Describes operations with low control delay, up to 10 s/veh. This LOS occurs when progression is extremely favorable and most vehicles arrive during the green phase. Many vehicles do not stop at all. Short cycle lengths may tend to contribute to low delay values. LOS B Describes operations with control delay greater then 10 and up to 20 s/veh. This level generally occurs with good progressions, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of delay. LOS Describes operations with control delay greater than 20 and up to 35 s/veh. These higher delays may result from only fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at the level. Cycle failure occurs when a given green phase does not serve queued vehicles, and overflows occur. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS I) Describes operations with control delay greater than 35 and up to 55 s/veh. At LOS D, the influence of congestion becomes more noticeable. Longer delays .ay result from some combination of unfavorable progression, long cycle lengths, and hill v/c ratios. Individual cycle failures arc frequent. LOS E Describes operations with control delay greater than 55 and up to 80 s/veh. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent. LOS F Describes operations with control delay in excess of 80 s/veh. This level, considered unacceptable to most drivers, often occurs with over saturation, that is, when arrival flow rates exceed the capacity of lane groups. It may also occur at high vie ratios with i . ny individual cycle failures. Poor progression and long cycle lengths may also contribute significantly to high delay levels. Level of Service (LOS) for Unsignalized nali ed TWSC Intersections Level of Service Average Control Delay (s/veh) A Q-10 B > 10- 15 C > 15-25 D X25-35 E >35-50 I F > 50 Waste Connection AM Traffic HCM 6th TWSC 1: WCR 7 & Site Access Intersection Int Delay, slveh 1.2 Movement EEL EBR NBL NET SBT SBR Lane Configurations Traffic Vol, veh/h 14 0 0 25 22 41 Future Vol, vehth 14 0 0 25 22 41 Conflicting Peels, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 WPM Veh in Median StorageOtt - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 15 0 0 27 24 45 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 74 0 - 0 Stage 1 47 Stage 2 27 imm Critical Hdwy 6.42 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 OHM Pot Cap -1 Maneuvei9 0 0 0 Stage 1 975 0 0 Stage 2 996 0 0 MOP Platoon blocked, % wimp Mov Cap -1 M aneuve 30 Mov Cap -2 M aneuve 30 • Stage 1 975 Stage 2 996 IMIMP Approach EB NB SB HCM Control Delay, 8.9 0 0 HCM LOS A Minor Lane/Major Mvmt NB1EELn1 SBT SBR Capacity (veh/h) - 930 HCM Lane VAC Ratio -0.016 mon HCM Control Delay (s) - 8.9 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.1 Baseline Engineering October 2018 Waste Connection PM Traffic HCM 6th TWSC 1: WCR 7 & Site Access Intersection nt Delay, slveh 2.6 Movement EEL EBR NBL NET SBT SBR Lane Configurations t 14 Traffic Vol, veh/h 41 0 0 53 36 14 Future Vol, vehth 41 0 0 53 36 14 Conflicting Peels, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 WPM Veh in Median StorageOtt - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 45 0 0 58 39 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 105 0 - 0 Stage 1 47 Stage 2 58 imm Critical Hdwy 6.42 Critical Hdwy Stg 1 5.42 Critical Hdwy Stg 2 5.42 Follow-up Hdwy 3.518 OHM Pot Cap -1 Maneuvet893 0 0 Stage 1 975 0 0 Stage 2 965 0 0 MOP Platoon blocked, % IMMO Mov Cap -1 M aneuv98 Mov Cap -2 M aneuv 93 • Stage 1 975 Stage 2 965 IMIMP Approach EB NB SB HCM Control Delay, .9.2 0 0 HCM LOS A Minor Lane/Major Mvmt NB1EELn1 SBT SBR Capacity (veh/h) - 893 HCM Lane VAC Ratio - 0.05 mon HCM Control Delay (s) - 9.2 HCM Lane LOS - A HCM 95th %tile Q(veh) - 0.2 Baseline Engineering October 2018 Hello