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Home My WebLink About20200634.tiffDEPARTMENT OF PLANNING SERVICES 1555 N 17'h Ave, Greeley, CO 80631 Phone (970) 400-6100 Fax (970) 304-6498 USE BY SPECIAL REVIEW {MINING OPERATION) APPLICATION FOR PLANNING DEPARTMENT USE RECEIPT It /AIV1OUNT # 1$ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: To be completed by APPLICANT is accordance with procedural guide requirements: 1. I (we), the undersigned, hereby request a hearing before the Weld County Planning Commission concerning a proposed Gravel (gravel, coal, borrow pit, etc.) mining operation for the following described unincorporated area of Weld County: Legal Description N 1/2 Sec 12, S 1/2 Sec 1, NE 1/4 Sec 11 , Section , Township 5 North, Range 65 West Flood Plain: AE Zone District: A Total Acreage: Geological Hazard: N/A , Airport Overlay District: Yes 426.12 , Overlay District: N/A 2. Surface owner(s) of area of land described Name: DPG Farms, LLC Address: 3300 S. Parker Rd Phone: Name: Address: Suite 300, Aurora, ( Phone: 3. Owner(s) of mineral rights or substance to be mined Name: DPG Farms, LLC Address: 3300 S. Parker Rd Phone: Name: Address: Suite 300, Aurora, c Phone: Applicant's name: J2 Contracting Company Address: 105 Coronado Ct., Unit A-101, Fort Collins, CO 80525 Email Address Ghrisleone@j2contracting.com Phone: 970-219-3916 5. Identify any prior permits for mining held by applicant or affiliated person: DRMS Permit M2019- 028 for this property, USR 1687 and DRMS Permit M2008-080 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. 10-20-19 Signature: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: (970) 304-6498 AUTHORIZATION FORM I Chris Leone - J2 Contracting Company represent DPG Farms, LLC for the property (Agent/Applicant) (Owner) located at 1390 Holly Avenue Greeley, CO 80631 LEGAL DESCRIPTION: SEC S 1/2 of ITWN 5 N RNG 65 W N 1/2 of 12 SUBDIVISION NAME: NE 1/4 of 11 LOT BLIP I can be contacted at the following Home Work (970) 219-3916 Email: chrisleone@i2contractinq.com The property owner can be contacted at the following Home Work 0(9) �to"OF09 Email: OAV Ls) 0PPAP44 0 Ccr'\ Correspondence emailed to: (Check one) DATE 10/10/19 OWNER'S SIGNATURE X Agent/Applicant Property Owner DEPARTMENT OF PLANNING ER I E 1555 N 17th AVE GREELEY; CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: (970) 304-6498 AUTHORIZATION FORM I Chris Leone - J2 Contracting Company represent Calvin Goza for the property (Agent/Applicant) (Owner) located at 1620 Holly Avenue Greeley, CO 80631 LEGAL DESCRIPTION: SEQe Part of TWN 5 N RNG 65 N 1/2 of 12 SUBDIVISION NAME: LOT BLK I can be contacted at the following Home Work (970) 219-3916 Email: chrisleone j contractinq.com The property owner can be contacted at the following Home Work 970381- %4I129. Email: Correspondence emailed to: (Check one) DATE 10/10/19 ioc'n. Gotta,. LwioU&n x Agent/Applicant Property Owner OWNER'S SIGNATURE. DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: <970) 304-6498 AUTHORIZATION FORM I J.C. York - J&►T Consulting, Inc. represent J-2 Contracting Company for the property (Agent/Applicant) (Owner) located at 1390 Hotly Avenue Greeley, CO 80631 LEGAL DESCRIPTION: SEC S 1/2 of 1TWN 5 N FANG 65 N 1/2 of 12 SUBDIVISION NAME: NE 1/4 of 11 LOT BLIP I can be contacted at the following Home Work (3 0 3) 857-6222 Email: jc ork@j-t onsuItingtorin _ The property owner can be contacted at the following Home 97D -35Z-0697 Work (970) 219-3916 Email: chrrsleone@j2contracting.com Correspondence emailed d to: AgentlAppli nt (Check one) DATE 10/10/19 OWNER'S SIGNATURE Property Owner DPG FARMS LLC Consent of Members The undersigned, constituting all of the members or DPG Farms LLC, a Colorado limited liability company ("Company"), hereby take the following action by unanimous consent: The general manager of the company, Kendall II. Holm, has died. The undersigned hereby determine that David M. White shall act as general manager commencing on the date of this consent. The operating agreement of the Company is hereby amended to the extent necessary to provide that David M. White is now the general manager of the Company. Dated effective on the is' day of January, 2014. MEMBERS: Richard L. Gooding William L. Roth rale C Stem Family LLC By: Holm Family Fm ., LLC By: Its: eon er Trust of Donald I -I, Larson By: Donald H. Larson, Trustee {00276885:} DPG FARMS LLC Consent of Members The undersigned, constituting all of the members of DPG Farms LLC, a Colorado limited liability company ("Company"), hereby take the following action by unanimous consent: The general manager of the company, Kendall H. Holm, has died. The undersigned hereby determine that David M. White shall act as general manager commencing on the date of this consent. The operating agreement of the Company is hereby amended to the extent necessary to provide that David M. White is now the general manager of the Company. Dated effective on the 1St day of January, 2014. William L. Roth Val E. Senter David M. White Stern Family LLC By: Its: Holm Family Farms, LLC By: Its: c. Trust of Donald H. Larson By: Donald H. Larson, Trustee 00276885: DPG FARMS LLC Consent of Members The undersigned, constituting all of the members of DPG Farms LLC, a Colorado limited liability company ("Company"), hereby take the following action by unanimous consent: The general manager of the company, Kendall H. Holm, has died. The undersigned hereby determine that David M. White shall act as general manager commencing on the date of this consent. The operating agreement of the Company is hereby amended to the extent necessary to provide that David M. White is now the general manager of the Company. Dated effective on the 30th day of January, 2014. MEMBERS: Richard L. Gooding Val E. Senter David M. White Stem Family LLC By: Its: Holm Family Farms, LLC By: Trust of Donald H. Larson By: Donald H. Larson, Trustee {00276885: DPG FARMS LLC Consent of Members The undersigned, constituting all of the members of DFO Farms LLC, a Colorado limited liability company ("Company"), hereby take the following action by unanimous consent: The general manager of the company, Kendall H. Holm, has died. The undersigned hereby detennine that David M. White shall act as general manager commencing on the date of this consent. The operating agreement of the Company is hereby amended to the extent necessary to provide that David M. White is now the general manager of the Company. Dated effective on the 1 day of January, 2014. MEMBERS: Richard L. Gooding William L. Roth Val . Senter David M. White Stern Family LLC By: Its: Holm Family Farms, LLC By: Its: Trust of Do t. H. Larson By: (00276885:I 12/11/2019 Colorado Secretary of State - Summary For this Record... Filing history and documents Get a certificate of good standing File a form Subscribe to email notification Unsubscribe from email notification Business Home Busi ness Information Business Search FAQS, Glossary and Information Summary Details Name DPG FARMS LLC Status Good Standing Formation date 09/21/1989 ID number 19891095489 Form Limited Liability Company Periodic report month l September Jurisdiction Colorado Principal office street address 3300 S PARKER RD #300, AURORA, CO 80014 , United States Principal office mailing address i nia Registered Agent Name David M White Street address 3300 S PARKER RD #300, AURORA, CO 80014, United States Mailing address nla Filing history and documents Get a certificate of good standing Get certified copies of documents File a form Set up secure business filing Subscribe to email notification Unsubscribe from email notification Back l https://vrwr r.sos.stoat .co.usibiz/BasinsssEntityDetail.da?guitButtonDestination=BusinessEntityl esults&name "yip=E 1T&masterFileld=198914g54$9&e... 111 Amended Use by Special Review (Mining Operation) Questionnaire Responses The following information addresses each section of the Use By Special Review questionnaire and is separated into responses for each specific section. 1. A detailed description of the method of mining operation. The mining process is explained in the attached mining plan and 112 Permit Application that has been approved by the State of Colorado Division of Reclamation, Mining, and Safety. A water truck will be used to treat all on -site areas (haul roads, aggregate processing area, etc.) in order to suppress dust. a. The types and numbers of structures that will be erected (built) on site including operation and processing equipment to be employed. Aggregate Mining/Processing Facility: The operation may include dry and wet screens, crushers, electrical/control trailers with line power and/or generator power, conveyors, and stacking facilities at various times during the mining activities as shown on the Extraction Plan map. All aggregate will be mined with an excavator, dozer, and/or loader with the raw product being conveyed to the processing facility via haul trucks and/or conveyors. A scale and scale operator trailer are located at the entrance to the mine. No lighting is anticipated to be used for this processing facility. b. The number of shifts to be worked and the maximum number of employees. Aggregate Mining/Processing Facility: One shift will be worked with a maximum of 20 full time and/or part-time employees at the site. c. Whether the operation will involve a wet or dry pit. The aggregate mine operation will be conducted as a dry pit. d. County roads and bridges to be utilized, along with site entrance/exit points. (Coordinate with County Engineer). All traffic to and from the site will use Weld County Parkway (CR 47/49) to Holly Avenue to the proposed site entrance. One entrance to the pit will be on Holly Avenue. There will be one entrance to the aggregate processing facility as shown on the Extraction Plan map. All commercial traffic exiting the site will travel on Holly Avenue south to the Weld County Parkway, and then proceed southeast on Weld County Parkway or north on Weld County Parkway. Commercial traffic entering the site will originate from Weld County Parkway (CR 47/49) traveling to Holly Avenue north to the proposed site entrance. e. The size of the area and stages to be worked at any one time. The area that is included in the permit boundary is 426.12 acres, and 189.60 acres of the 426.12 acres within the permit boundary are to be mined and reclaimed. As shown on the Extraction Plan map, the mine will progress in phases, slurry walls will be installed. 1 to 2 phases will be actively L- 1 J&T Consulting, Inc. J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Amended Use by Special Review (Mining Operation) Questionnaire Responses mined at any given point in time. The phases range in size from approximately 19.94 acres to 55.69 acres. f. A time table giving the periods of time and number of phases to be worked, which will be required for the various phases of the operation. There will be 5 phases of mining. J-2 Contracting Company anticipates mining and reclaiming the site in approximately 30 years. Annual production is expected to be 750,000 tons per year depending on market demands. This production rate translates to 7 to 10 years of time required to mine each phase. Reclamation will progress concurrently with the mining activity as each phase is completed. g• The depth and thickness of the mineral deposit to be mined and the thickness of overburden to be removed. The final depth of the mining will vary from 55 to 114 feet. Overburden thickness ranges from 2.5 to 7.5 feet throughout the site. The gravel deposit thickness ranges from 50 to 110 feet. See the attached soils investigations for more detailed information. h. The proposed use of reclaimed lands and an explanation of the reclamation process. The mine will be reclaimed as a lined water storage reservoirs. The reclamation process is explained in the attached reclamation plan approved by the State of Colorado Division of Reclamation, Mining, and Safety. i. The source of technical advice in that type of reclamation for open cut mining land. The sources of technical advice for this type of reclamation are the West Greeley Soil Conservation Service and J&T Consulting, Inc. 2. A statement which explains how the proposal is consistent with the Weld County Comprehensive Plan. Section 22-5-80 of the Weld County Comprehensive Plan, paragraph A. CM.Goal 1 states "Conserve lands which provide valuable natural mineral deposits for potential future use in accordance with state law." This site contains a valuable commercial deposit of sand and gravel located in the alluvium of the South Platte River which is available for extraction. Paragraph B CM.Goal 2 states "Promote the reasonable and orderly development of mineral resources. There are other mines are within one -quarter mile or less of the site. This indicates that the parcel proposed to be mined in this permit application is in a reasonable area for sand and gravel extraction activities and the orderly development of the resource can occur. 3. A statement which explains how the proposal is consistent with the intent of the district in which the use is located. This site is in the "A" Agricultural Zone District. Section 23-3-40 of the Weld County Code, paragraphs A. 3. and A. 4. list "Open pit MINING and materials processing as "mineral resource development facilities" allowed by obtaining a Use by Special Review permit. The proposed use of the site as an aggregate mine is consistent with this guideline. L- 1 J&T Consulting, Inc. J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Amended Use by Special Review (Mining Operation) Questionnaire Responses 4. If applicable, a statement which explains what efforts have been made, in the location decision for the proposed use, to conserve productive agricultural land in the agricultural zone district. According to the "Important Farmlands of Weld County Colorado" map prepared by the USDA — Soil Conservation Service and Colorado State University Experiment Station, the site is located in the "Irrigated Land (Not Prime)", and "Other Land" categories of farmland. The majority of the permit boundary is within the "Irrigated Land (Not Prime) and "Other Land" as indicated on the map. 5. A statement which explains there is adequate provision for the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. J-2 Contracting Company will follow The Design Standards in the Weld County Code (Section 23-2- 240), and the Operation Standards (Section 23-2-250), which provide adequate provisions for the protection of the health, safety and welfare of the inhabitants of the neighborhood and the County. 6. A statement describing the existing surrounding land uses and explaining how the proposal will be compatible. The surrounding land uses include irrigated agriculture land to the west, north, east and south, residences to the west, north, east, and south, a gravel mine to the west and south, and commercial/industrial businesses to the north. The site is bounded by Weld County Parkway on the west, 8th Street/County Road 60.5 to the north, and Holly Avenue on the south. Sand and gravel operations are located in areas similar to this along the Poudre River and South Platte River corridors as evidenced by other mines being in close proximity to this site. The end use for the site will be lined water storage reservoirs which is compatible with the agricultural nature of the general area. 7. A statement describing the existing land use. Current Parcel: The proposed mine area is agricultural fields with irrigated crops (currently corn) and dryland pasture vegetation. There is an existing house and an existing sheds located on the proposed mine area. Oil/gas wells and tank batteries are located on the parcel. Surface use agreements with the pertinent oil/gas companies are being drafted. The draft agreements are in the stage of preliminary approval from the oil/gas company's legal department. All proposed well and tank battery locations have been provided to the oil/gas company as shown on the extraction plan maps. The final recorded versions of these agreements will be forwarded to the County when they are obtained. 8. Describe, in detail, the following: a. How many people (employees, visitors, buyers, etc.) will use this site? There will be a maximum of 20 employees on the site on any given day. There will be approximately 5 visitors per week on the site. See section 8.d. for the number of haul/delivery trucks that will access the site. b. What are the hours of operation? The standard operating hours will be during daylight hours for all facilities on the site Monday through Saturday. Because federal highway paving projects are often required to conduct their work activities at night to minimize the impacts to traffic flows, the aggregate processing facilities L- 1 J&T Consulting, Inc. J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Amended Use by Special Review (Mining Operation) Questionnaire Responses may occasionally operate during night time hours if work on these types of projects is done, but this would be requested by the applicant prior to operating at night to receive approval to do so. c. What type and how many animals, if any, will be on this site? There will be no animals on site. d. What kind (type, size, weight) of vehicles will access this site and how often? Aggregate Mining/Processing Facility: Passenger cars, pickups, 16 ton tandem trucks, and 25 ton semi truck and trailers will access the site daily. Occasional access will be made by mechanic's trucks, fuel trucks, etc. It is anticipated that the passenger cars and pickups, combined, will make a maximum of 20 trips per day. It is anticipated that the 16 ton tandem trucks will make a maximum of 15 trips per day. It is anticipated that the 25 ton semi -truck and trailers will make a maximum of 95 trips per day. It is anticipated that the mechanical trucks, fuel trucks, etc. will make a maximum of 5 trips per day. e. Who will provide fire protection to the site? Western Hills Fire Protection District (Currently provide fire protection using the City of Greeley Fire Department) f. What is the water source on the property? (Commercial well or water district). Bottled water will be used for domestic use. Water taken from the pit dewatering once ground water is exposed will be used for dust suppression and washing of aggregate for concrete rock and sand. A well permit will be obtained prior to ground water being exposed. An application for a well permit will be submitted to the State Engineer. A copy of the approved well permit will be provided to the County when it is received. A temporary substitute water supply plan will be obtained from the State Engineer for the mining operation prior to ground water being exposed. This plan provides details of the consumptive use associated with the operation of the mine and the source of the replacement/augmentation water that will be used prior to ground water being exposed. J-2 Contracting Company will continue to follow the well monitoring plan, as described in Exhibit G in the DBMS permit application, to determine if the slurry wall around the perimeter of the pit has any effect on the surrounding wells, and to take the necessary steps to mitigate any damage to the wells. g. What is the sewage disposal system on the property? (Existing and proposed). The proposed pit will be utilizing portable sanitary facilities for the mining areas and a septic vault will be used for the scale house. The vault for the scale house will have an alarm system so the L- 1 J&T Consulting, Inc. J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Amended Use by Special Review (Mining Operation) Questionnaire Responses when it reaches a certain level it will be pumped out by a third party septic tank pumping company. h. If storage or warehousing is proposed, what type of items will be stored? Overburden and aggregate stockpiles will be located as shown on the Extraction Plan map. The maximum height of the largest stockpiles is expected to be 70 feet. Most stockpiles will be an average of 15 to 30 feet in height. i. Explain where storage and/or stockpile of wastes will occur on this site. The waste generated by the scale/operator houses will be stored in standard storage bins located adjacent to the scale/operator houses. j• Explain the proposed landscaping/screening for the site. The landscaping shall be separately submitted as a landscape plan map as part of the application submittal. All disturbed areas will be reclaimed and seeded with the seed mix shown in the attached DRMS reclamation plan when the reclamation activity for each phase is completed. Explain how long it will take to construct this site and when construction and landscaping is scheduled to begin. Timetable 23-2-260.C.12. The mining process is expected to begin immediately after USR approval and is anticipated to take a approximately 30 years to complete. Final seeding of disturbed areas will occur concurrently with the mining as reclamation activities occur. The reclamation is expected to be completed one year after the mining activities are completed. I. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. The reclamation will follow the procedures outlined in the attached reclamation plan approved by the State of Colorado Division of Reclamation, Mining, and Safety. The reclamation will occur concurrently with the mining as each phase is completed with final reclamation completed approximately one year after the conclusion of mining. m. Explain how the storm water drainage will be handled on the site. The stormwater generated on the undisturbed portions of the site will follow the historic flow patterns by either infiltrating into the soil or flowing to the existing drainage ditches. The stormwater on the disturbed portions of the site will be directed to the pit and discharged to the Cache La Poudre River with the pit dewatering ng effluent. n. Method and time schedule of removal or disposal of debris, junk and other wastes associated with the proposed use. The only wastes generated by the site will be from the scale/operator houses. This waste will be collected in standard storage bins and disposed of by commercial trash haulers. o. A statement delineating the need for the proposed use. Construction aggregates are in high demand along the Front Range. This site contains a significant quantity of valuable commercial grade sand and gravel which is ideally suited for meeting these needs. L- 1 J&T Consulting, Inc. J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Amended Use by Special Review (Mining Operation) Questionnaire Responses p. A statement which explains the Use by Special Review area is not located in a flood plain, geologic hazard and Weld County Airport overlay district area; or that the application complies with Chapter 23, Article V, Overlay District Regulations as outlined in the Weld County Code. According to the Federal Emergency Management Agency Flood Insurance Rate Map (FIRM) Community Panel No. 08123O1501 !E, revised January 20, 2016, portions of the project site lie within Zone AE, which is within the 100 -year floodplain. All structures will be anchored to protect against flooding and all electrical components will be installed a minimum of 1 foot above the 100 year flood elevation. Based on the Greeley -Weld County Airport "Airport Layout Plan", Sheet 8 of 21 "Airport Airspace Drawing" dated December, 2016, the site is in the Weld County Airport overlay district area. According to the "Geologic Hazard Area Map of Potential Ground Subsidence Areas in Weld County, Colorado", dated May 10th, 1978, the site is not in a geologic hazard area. Items referenced in this narrative with copies of each included in the overall County application: • DRMS 112(c) Reclamation Operation Permit Application and Approval imiiJ&T Consulting, Inc. 1 J-2 Contracting Company USR Application Use by Special Review (Mining Operation) Source of Legal Right to Enter By Owner of Affected Land and Substance to be Mined: DPG Farms, LLC 3300 S Parker Road, STE 300 Aurora CO 80014-3521 Mr. Peter Hays Environmental Protection Specialist Department of Natural Resources Division of Reclamation. Mining and Safety 1313 Sherman Street Room 215 Denver, CO 80203 Re: DPG Pit ORMS Permit Application — Construction Material Regular (112) Operation Reclamation Permit Mr Hays: Please accept this letter as evidence that the applicant/miner. J-2 Contracting Company, has permission to enter and Initiate a mining operation on the affected lands. By signing this letter, we warrant that we have the legal and sole ownership of the affected lands and substance to be mined, and authority to offer this permission. Thank you, Mr. David White DPG Farms, LLC State of CC L-1017----/ )ss County of U fG60Ijl The foregoing instrument was acknowledged before me this Ar1 J , .0)9 , by flckt ( bf wars— (Notary Public My Commission Expires itervSer �� .2o STD day of and non4 c- 4 crs limineipairmaar- ROBERT CHARLES CHAPIN III NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20154037223 MY COMMISSION EXPIRES SEPTEMBER It 2019 105 Coronado Ct. Unit A-101, Fort Collins, CO 80525 1970-392-0694 I www.j2contracting.com Heavy Civil Construction I Public Utilities October 15, 2019 Weld County Environmental Health Services 1555 N. 17th Avenue Greeley, Colorado 80631 Parks I Streetscapes I Drainage Improvements I Aggregate Sales I Contract Crushing RE: DPG Pit J-2 Contracting Company — Waste Handling Plan To whom it may concern: J-2 Contracting Company will implement a Waste Handling Plan for our mining operation. Wastes generated by the scale/operator house will be stored in a standard dumpster located adjacent to the scale/operator house. Wastes generated from the shop area at the Goza property will also be stored in a standard dumpster located adjacent to the shop area. The volume of waste generated will be trash from the operation of the scale house, shop area, and the employees of the mining operation (i.e. lunch containers, beverage containers, etc.). The volume will be collected in a 10-30 cubic yard dumpster and collected Monthly by the waste handler. The operation has three 1,000 gallon diesel fuel tanks with secondary containment. A Spill Prevention Control and countermeasures plan will be in place for the fuel storage. The waste handler and facility where waste will be disposed is as follows: Waste Handler: Waste Management Facility Name: North Weld Landfill Address: 40000 Weld County Road 25 Ault, Colorado 80610 Phone Number (866) 482-6319 If you need additional information please do not hesitate to contact me at (970) 219-3916. Cordially, Chris Leone, President, J-2 Contracting Co. www.j2contracting.com 105 Coronado Ct. Unit A-101, Fort Collins, CO 80525 1 970-392-0694 Heavy Civil Construction Public Utilities October 15, 2019 Weld County Environmental Health services 1555 N. 17th Avenue Greeley, Colorado 80631 Parks I Streetscapes Drainage Improvements RE: DPG Pit is -2 Contracting Company — Dust Abatement Plan To whom it may concern: Aggregate Sales I Contract Crushing J-2 Contracting company will provide dust abatement for the mining operation. A water truck will be used to treat the on -site areas (haul roads, aggregate processing area, etc.) in order to suppress dust. A water truck will be used to control dust in circulation areas and material handling/stockpile areas. On a daily basis prior to starting up plant operations all haul roads, processing area, circulation areas, and stockpiles will be inspected to determine if wetting the surfaces are needed. If the roads and stockpiles are dry where dust could be generated they are to be wetted using a water truck. The same areas are inspected again at mid -day to determine if wetting the areas is needed. If at anytime during the day the mining operations begin to generate dust that is leaving the site J-2 Contracting company will have a water truck on stand-by such that an area can be wetted immediately. If you need additional information please do not hesitate to contact me at (970) 219-3916. Cordially, Chris Leone, President, J-2 Contracting Co. ill Consulting, Inc. Memorandum Date: November 21, 2019 To: Kim Ogle Subject: DPG Pit Drainage Narrative From: J.C. York JT Project No. 18114 This narrative describes the drainage patterns and facilities on the existing DPG Pit property, and the planned methods that J-2 Contracting Company (J-2) will employ to manage these patterns and facilities during the mining and reclamation activities on the site. GENERAL LOCATION AND DESCRIPTION The proposed DPG pit is located in portions of the north �� of section 12, the southeast 1/4 of the northeast 1/4 of section 11, township 5 north, range 65 west of the 6th P.M., and the south 1h of section 1, township 6 north, range 65 west of the 6th P.M., in Weld County, Colorado. The site lies near the confluence of the Cache La Poudre and South Platte Rivers, which is immediately east of the property. The Cache La Poudre river traverses the northern portion of the site from west to east along the north side of the proposed mining area. The South Platte River is adjacent to the south and east portions of the site. Weld County Parkway borders the site on the west. The area of the overall property in the proposed USR permit boundary is 426.16 acres. Of this area 189.60 acres are proposed to be mined and reclaimed. The land currently consists of agricultural fields with irrigated crops (currently corn), dryland pasture, access/farm roads, and the Cache La Poudre river corridor, with jurisdictional wetlands present adjacent to the north and east perimeters of the planned mining area. An elevated irrigation ditch borders the south edge of the planned mining area. An existing home and existing sheds are located within the area planned to be mined. Oil and gas wells and pipelines are also located within the site. Please reference the attached USR Extraction Map for the locations of the above described site features. DRAINAGE PATTERNS AND FACILITIES EXISTING DRAINAGE PATTERNS AND FACILITIES The drainage on the site within the proposed mining area sheet flows from the southwest to northeast across the site. The irrigation ditch adjacent to the south edge of the mining forms a ridge from west to east along the south edge of the mining area. Drainage flows north of the ditch sheet flow to the northeast across the site. Drainage flows south of the ditch flow to the south and east to the South Platte River. Drainage flows east of the mining area flow to the east to the South Platte River. Drainage flows north of the mining area flow to the north to the Cache La Poudre river. With the exception of drainage flows from the roadway itself, the Weld County Parkway along the west boundary of the property prevents drainage flows from entering the site from the west. The only offsite drainage flows that enter the mining area are from the Weld County Parkway roadway surface west of the site. These minor flows enter the site on from the west and then sheet flow to the northeast across the site. Please reference the attached Existing Drainage Patterns and Facilities Map. VI i 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 DPG Pit Drainage Narrative November 21, 2019 2 MINING DRAINAGE PATTERNS AND FACILITIES No drainage flows will be allowed to directly flow offsite from any disturbed area. All drainage flows from disturbed areas will be directed either into the open pit or to the sediment settling ponds in the northeast part of the site. The flows that enter the pit will be pumped into the sediment settling ponds to allow any sediment to settle from them before being discharged to the Cache La Poudre river to the north. All discharges will be monitored to ensure contaminants are removed per Stormwater and Dewatering Discharge Permits from CDPHE that will be obtained prior to any offsite stormwaterldewatering discharges. Drainage flows from undisturbed areas (south, east, and north of the mining area) will be allowed to follow their historic pathways to the rivers adjacent to the site. As mentioned previously, flows from the Weld County Parkway adjacent to the west boundary of the site enter the site and proposed mining area. These flows will be captured in the open pit, along with the onsite flows, and pumped to the sediment settling ponds to be treated prior to discharge from the site. Please reference the attached Mining Drainage Patterns and Facilities Map. DRAINAGE PATTERNS AND FACILITIES AFTER RECLAMATION The mine will be reclaimed as lined water storage reservoir cells. A slurry wall or walls will be installed around the reservoir cells to make them impervious and prevent groundwater from entering or exiting the lined cells. Drainage flows outside the mined/reclaimed areas will continue to follow their historic pathways to the rivers adjacent to the site. Drainage flows within the mined/reclaimed areas will be directed to the reclaimed water storage reservoir cells. The cells will have spillways installed between them, and to the river, to ensure that any flood flows that enter or exit the cells are safely conveyed between the cells and to and from the river. Please reference the attached DRMS Exhibit F Reclamation Plan Maps. DRAINAGE SUMMARY The proposed DPG pit will maintain the historic drainage flow patterns for all undisturbed areas within the permit boundary. For all disturbed areas, drainage flows will be conveyed to and contained within the open pit or sediment settling pond areas. This will ensure that no adverse effects to the existing drainage patterns or facilities will occur during the mining and reclamation activities. X11 305 Denver Avenue — Suite D • Fort Lupton CO 80621 • Ph: 303-857-6222 • Fax: 303-857-6224 P:118114 DPG Mining Site\Drawings\Exhibits\DPG Extraction Map. lwg, Mining Map (1), 11/21/2019 1:36:28 PM USR J-2 CONTRACT DPG P 1 NG COMPANY 300 150 0 I l 300 600 SCALE IN FEET S 1/2 SECTION 1, NE 1/4 SECTION 11, AND N 1/2 SECTION 12, T5N, R65W OF THE 6TH P.M. WELD COUNTY, COLORADO J4a9 ^4.6:9 � 1 ° � •�1AS !,r—nbr en• - sr a,. NOBLE ENEPCE ,r DPG r 1-33 f -;N poi 11/-f:EISERT 4 .� PHASE 2 ' {.f • 19.94 AC 1I+ ..._ .--.— -- — ser .r— •-- •� �� .AREA ..� + ti ~N0BLE ETIEPGY DPG 117-'29 IREC.ND 3600774i ND VISIBLE WELL EXCEPTION NO. 55 NODLE ENERGY 'A5 LINE . :.. 15D' SETBACK FROM RMER BA . � �B[vN Y nF MiNnaD f.X A''TIDN ARE•1 (R[C C. ahI17i95'Ji �`. iyi X�[Pllgi.l IJ G. T.. frC of -LJ j y _ `-fir• �} 10. 11.1114 A^K FF 3D' PIPE LII•IE ` DEWATER'ING/ RICM-DE-WAY. PIP[ • I•, AL. -BUILT, RIPEEXPOSEL1 RWERt IN NOBLE ENERGY ' / FN[R DPC 12-2F IREC-WQ 242.6217) [XCFP1ION ND 45 PHASE 1 24.36 AC ?J r SLURRY WALL /J ' EXTRACTION �2a (TYE' 55' SETBACK nom PROPERTY BOUNDARY/ROW (TiP) NOBLE ENERGY •�" - CrA5 LINE - EXISTING FEIJGE ' SETBACK - TRUCK SCALE FROM IRRIGATION _ DITCH AND '4, C•A5 EA5E ME IJI RE,1'CLEP +-p GONCREIE(ASPHALT CAICRBUPDEN PHASE 3 55.69 AC TDP5PrIL 60' SETBACK / FROM IRRIGATION DITCH - 4 \ ., AND h,0WErr LINE Iy 54' SETBACK ...-0'.. rte, • FROM IRRIGATION ,_ '` ^' PERMIT BOUNDARY DITCH AND iue j ,s,-- ..a y- ' �, OAS EA5EM N ere, r NOBLE ENERGY ' s'� -..� •• ,. may,,. Pa- ___ +•• /r ,EISEPI 5-12 y rli, - -:- - 102 it' • DL,C 411DS1F.• AM 30' PIPELINE EA EMENT 2j (REG. ND- 464 7541 5 (REC. ND. 443 55) EXCEPTION NO 73 HOLLYA EWE PH ENITR.4'JCE f/ PAVED AREA --_ DELTA IRRIL5ATI )N STRUCTURE 34 PIPELINE RIGHT-QF-WAY l (REC. N0. 3362445) / +� C%GEPTION NO. 46 r NOBLE ENER9e 11 , - J � c•A5 LINES ` y NOBLE ENERGY ‘11.\\\ \lj, VC rLQUSTALET 1 PHASE 4 / �, E ` 44.33 AC 25' (1YP)--Ai y s1 CEINLRLINE OF PIPELIN RIGHT- OF WAY A5 SUIT (REC.NO. 1957137S) ND WIDTH SFECIPIEO EXCEPTION ND. 33 sD' SETBACK FROM F� LINE EASEMENT PERMIT BOUNDARY EXISTING GROUND 426.12 DC PROCESS' -, AREA PR RUN _ PORTABLE BA1CH PLANT AREA UEL STORAGE 60' SETBACK FROM IRRIGATION DITCH DPG 12 -TB NDBLC [Inn,' & CCP MIDSTREAM ,sOPIPELINE EASEMENT -ft xs:�-_�' MEC. NO, 44t1.57501 __sy _--,� 1 REC NO 4.138060_ Er'CEPTIDN NO 73 -- r "- T'.� OUTrALL PROPERTY 6(71JIJC14RY PERMIT BLIJNDA DQP LJID5T REA ,_ 50' PIPELINE RIGHT -or -I AS -BUILT SRN NO, 2J2EA_ EXGE FT IPM Ns. 44 PHASE S SLUPP' WALL 50 .ETELACX ER(KI PERM II BOON PARY 25' (1YP) // /2!!/ / f i -7/71-////, l _ DFC SETTLE NOBLE MIDSTREAM d DCP MIDSTREAM ` +r J/f . • POND 1 50' PIPELINE EASELEN1 }/�Ky Al! REC NO 41BhB49) • DF'Ci SETTLE j, _ POND 2EXCEPTION NO, 53 /f/ {F, PROCESS PHASE 5 ,//' }1/f 45.28 AC WATER DIECH l TANK _s.c7..L.'6=== PHASE 4 SLURRY WALL r-" NOBLE MIDSTREAM 5c DGP MIDSTRE+I�t LDUSTALET 32-17 SOUND MQNL)U[N1 BE -3EE8a1 fAZ.5:a IqUI.I CL t :640 F,i INrk1ENl . - . C a 1.4E' . WIN opal "741 •1- 1t "I'T.. .. -`e 1EITH-STSa69 r? 2 UTILITY POLE GAS TANK I 1. SITE VICINITY MAP 1" = 2Q00' CAS VALVE WELL PROPERTY LINE EXISTING FENCE LINE EXISTING GAS LINE EXISTING EASEMENT GRAVEL ROAD PROPOSED PERMIT BOUNDARY PROPOSED SLURRY WALL µ1INING PHASE LIMIT h4\\ .\\\\\\\\lam\\\\\\\\\ti1't1`I JURISDICTIONAL WETLAND 100 YR FLDOD WAY 100 YR FLOODPLAIN CONCRETE WASH AREA I MMNI I =MIIME I I III TRAFFIC PATTERN SECTION LINE 0 R1-1 STOP SIGN ® R2-2 SPEED LIMIT 0 DO NOT ENTER DPG PIT SIGN (2' x 3') R4 -7A KEEP RIGHT LEGEND: SPEED LIMIT 10 900 1 _ ACCESS ROAD pp�3[[ }ppqQ I I OFFi1gY.;6,6 c" WIJh'IY7 0 PEOIWIIDK RENT FOP 111F WLR'6BD1"M10 lA H p419" BL*2D CIMI T f 910-P19-5316 105 LOPpp1O Cl. IC41 C9LIlw5. CD 80515 KEEP RIGHT SLURRY WALL SAND AND GRAVEL 7. 7 f EEDROOK-' ✓ r • TYPICAL MINING SECTION NJ .7.S. DEWATERI NG TRENCH S U U rim 305 Denver Avenue - Suiie ❑ cy ry T y N CO CO G co 0 • LL IC O cv -c a to 1=m o A - LL U- a w. a. C USFI Extraction Map C Jct, A? Dale Orwr By Desiiiee By Cheek ev By File Side 18114 10.17.19 WSS TPY JCY USR Plat Map As Shown Sheet: Of: 3 3 P:118114 DPG Mining Site\Drawings\Drainage\DPG Existing Drainage Map.dwg, Existing, 11/21/2019 1:31:43 PM t• 1 f > r LEGEND F 'f • f • �i— UTILITY POLE CAS lANK GAS VALVE WELL PROPERTY LINE EXISTING CONTOURS EXISTING FENCE LINE EXISTING GAS UNE EXISTING EASEMENT CRAWL ROAD Jo, 1 r4.00 .00 frt lT c ,w. JP•[It-' • Ti\ r ` Jam: /- — — • 'I • • t p/ --- ?'/ \-/: f �.. 1 rstrarreJ login r ' L ._ _.t fry f L L --\ r r try 1 l-' 300 150 0 PROPOSED PERMIT BOUNDARY JURISDICTIONAL IhETLAN( 1D° YR FLCCOWAY 1 D YR FLLIVIJPLAIN SECTION LINE DRAINAGE FLOW DIRECTION 300 600 900 SCALE IN FEET 6 I:" i• u ii� ia m imi 0 ^y I coo m 7 Q x c z c: cu o a d 0 N g Q E J P.-. Id O m A irj"r9 O C) n_ a c a. a Existing Drainage Patterns and Facilities ci 0 a Job Datc Drawn By Designed By Chocked By JCY Ric DPG Exist Drain Scalc 1"=300' 18114 1121-19 TPY TPY Sheet: rn 1 1 P:118114 DPG Mining Site\Drawings\Drainage1DPG Mining Drainage Map.dwg, Mining. 11/21/2019 1:32:11 PM l Rwa- 112 „ IRRIGATION '� DITCH r l,l�t • I, r.' 4 d� I , I _7 -Mr__ 1 ' tt - {�_ - -/ .!f f#. r r fir • } I I ,f' 1 I -• r PROCESSING\AREA • J STOCKPILE J I , I 1 CINI, Fr W. -/\ SErfiTLING PONDS PHASE 5 45.28 AC L PROLE PIT RUN I. AREA PORTABLE BH PLANT AREA ' .• �� 1 S ; r' i Lacs - aFism_el=r1 gee Cr soon -C- t�--��, t_ ems__ _ _ • L '�•�.I r.JI .pat 111 I/ i \11 r \. LEGEND 0 • S 45C5 300 150 0 UTILITY POLE GAS TANK GAS VALVE WELL PRDPER1Y LIME CXISTIMG CONTOURS ESI5TIMG FENCE LINE EXISTING GAS LINE EXISTING EASEMENT CRAWL ROAD PROPOSED PERMIT BOUNDARY JU RI SDI CTIQNAL WETLAND 1 D YR FLCCOWAY 1OP II? FLUVOPLAIN SECTION LINE DRAINAGE FLOW DIRECTION MINING PHASE BOUNDARY 300 600 900 SCALE IN FEET 6 I:" i• u .Nimi co I..t 0 d 47 �m �7 I co I: N M .c o 7 Q . G/i c {) a a d c N $ � O ° E J Is-. d it m ch `q In u_ r9 O to EL a O a 0 Mining Drainage Patterns and Facilities Job # Date Drawn By Designed By Checked By JCY Ric DPG Mining Drain Scale 18114 11 21:19 TRY TRY Sheet: cn P:.18114 DPG Mining Sile\Drawings\Reclamation Plan\T-Reclamation.dwg Reclamation (1), 11/21/2019 1:44:18 PM lJ �1 } 1 / k - • ilwas cf C IL-401 / f _ F1, L� r I •. RESERVOIR 3 41.60 AC S Abi a � Jeff's.. N Sew swan° .fir t S// 44)1 4/74: f /r */ */ \\%\\N - 477/1/ l�/ C k Si'CC VS Ml CHLINE N E S SHEET 5 1 •ese.#�` LEGEND: PERMIT BOUNDARY EXISTING GROUND t SLURRY WALL SAND AND GRAVEL ' //;- `.'.,BEDROCI$ . • / /. • 7/ TYPICAL RECLAMATION SECTION — 1 1 0' x S G-- UTILITY POLE GAS TANK GAS VALVE WELL PROPERTY LINE EXISTING FENCE LINE EXISTING GAS LINE EXISTING EASEMENT GRAVEL ROAD PROPOSED PERMIT BOUNDARY PROPOSED SLURRY WALL JURISDICTIONAL WETLAND SEEDING AREA ACCESS ROAD SPILLWAY TYPE (SEE DETAILS SHEET 3 & 4} 100 YR FLOODWAY 100 YR FLOODPLAIN 200 100 0 200 400 600 __ _ —I --- SCALE IN FEET Jcb Dale C toe "61 z 305 Denver Avenue - Suite D N T �y N O e5 0 0 m O LL r C 4 N Q.N J O L� c a C) w a C Exhibit F-1 Reclamation Plan C O ,a • W U7 u; FE J&T CONSULTING vsnL 18114 414119 Drvrt By Desiyree By Check ev By _ Fib aide BDC TPY JCY JT-Mining 1" = 200' Sheet: 1 Of: 4 P:.18114 DPG Mining Siie'Drawwings\Reclamation Plan\T-Reclamation.dwg Reclamation (2), 1112112019 I mfreirriar ir3 r i' 17 411 r. �r • 7- 4044 1 /-3 1G r W mil rr rf ff`�r f� izerfriA, LEGEND: RESERVOIR 3 'f �- � _,L.,..„3 ' -, -;----7_,A10 - PERks11T BOUNDARY EXISTING GROUND GRAVEL ROAD PROPOSED PERMIT BOUNDARY PROPOSED SLURRY WALL JURISDICTIONAL WETLAND SEEDING AREA ACCESS ROAD SPILLWAY TYPE (SEE DETAILS SHEET 3 & 4) 100. YR FLOODWAY 100 YR FLOODPLAIN 4 • / /! 1 �! f > r P r J/ -- =�--- - _J`--•1• -- ///,. r ' /// ///,' • 'BEDROCK /, /•/ • / TYPICAL RECLAMATION SECTION 200 100 0 200 1 I MAjTCHLINE SEE SHEET 4 1 400 r 800 J. _ 305 Denver Avenue - Suite D • N N J T �y N is) ' C 0 CO 0 m Ocm- 4—* N O-• CA .• fl 4O, J Fn LL. M a Nis a 0 Exhibit F-2 Reclamation Plan Drvrt By _ Desigrec By CheckEv By 18114 414119 BDC JT-Mning 1" = 200'± I SCALE IN FEET P:\18114 DPG Mining Site\Drawings\Reclamation PlanlJT-Reclamation.dwg Reclamation (3), 11/21/2019 1:45:52 PM RIVER'S THALWEG TOP OF BERT RIVERSIDE 10 I1 1 D5D = 18" TYPE H RIP RAP 1.5' 4' SIDE CHANNEL SPILLWAY DSO = 9 TYPE L SOIL RIPRAP EXTEND RIPRAP TO BEDROCK OR TO 3' BELOW PIT BOTTOM "r44f--.rr- RIVERSIDE VIEW 5' H 3'rI 100' 155' PITSIDE VIEW 150' MIN. SECTION VIEW RIPRAP LINED SIDE CHANNEL SPILLWAY N.T.S. CONCRETE CUTOFF WALL (TIP) PITSIDE D50 = 18" TYPE H RIPRAP EXTEND RIPRAP TO BEDROCK OR TD 3' BELOW PIT BOTTOM 305 Denver Avenue - Suile ❑ cv M C11 cal CO ptomk CO c L ; S LL `w r Q N re J f= r LQL c M. t a C 0 a 'n U Nw — c• J&T CONSULTING (Int Job A O &Le 18114 414/19 O rewr By Oesiyrec By Checkee By _ File SceJe BDC JCv JT-Mining 1" = 240•± Sheet: Of: 3 4 P:\18114 DPG Mining Site\Drawings\Reclamation PlanlJT-Reclamation.dwg Reclamation (4), 11/21/2019 1:45:57 PM EXTEND RIPRAP TO BEDROCK OR TO 3` BELOW PIT BOTTOM TOP OF BERL/1 PITSIDE D50 = 18" TYPE H RIPRAP 3 1i 4 _ 3' 5D` SECTION VIEW PITSIDE VIEW D50 = 9' TYPE L SOIL RIPRAP PITSIDE D50 = 18" TYPE H RIPRAP EX -TEND. RIPRAP TO BEDRDCK OR TO 3' BELOW PIT BOTTDIN EXTEND RIPRAP TO BEDROCK OR TO 3' BELOW PIT BOTTOM ++w a a C FE 18114 J&T CONSULTING vsnL Jai re Dale 414119 Dreier By Desiyree By Chec:kev By _ File SceJe BDC TPY JCY JT-Mining 1" = 200'± ITT WaveLngineering October 17, 2019 Mr. J.C. York, P.E. J c' T Consulting, Inc. 305 Denver Avenue, Suite D Fort Lupton, Co 80621 Acoustics, Noise & Vibration Re: DPG Gravel Pit — Noise Study Wave #2115 Dear J.C., We have completed our assessment of the noise levels at the USR Boundary due to operation of the proposed DPG Gravel Pit. We have also assessed gravel pit noise levels at the nearest residences around the site. The gravel pit site is located east of Greeley, on the east side of Weld County Parkway and south of Weld County Road 60'/4. We predicted sound levels from the proposed future gravel pit mine operation and haul trucks on the new on -site access road. As currently designed, the worst case predicted sound levels meet the Weld County Industrial limit at the USR boundary. The Residential limit is not met at all points on the boundary, but is met at the closest homes. As the pit is developed and the equipment moves further below the surface, the sound levels will be reduced further. Weld County Noise Regulation The Weld County Code, Chapter 14, Article IX sets limits for noise levels in Weld County. The daytime limit (defined as 7:00 a.m. to 9:00 p.m.) for Industrial and Construction Activities is 80 dBA during daytime hours. The daytime noise level limit from any property transmitted to Residential, Commercial, and Nonspecified areas is 55 dBA. The gravel pit will only operate during daytime hours. ■ 1100 W. Littleton Blvd. #420 Littleton, Co 80120 720 -446 -WAVE (9283) www.WaweEngineering.US Mr. J.C. York, P.E. October 17, 2019 Page 2 Section 14-9-20 of the code provides the following definitions of Industrial and Residential land uses. "Industrial Area means an area where manufacturing, processing or fabrication of any commodity, storage and warehousing, wholesale sales of equipment, materials and supplies, repair, servicing and rental of vehicles and other commodities and other similar activities are conducted." "Residential Property means any property which is occupied by a residence, including single-family or multifamily dwellings and apartments, and is located in a platted major residential subdivision, planned unit development or minor subdivision, or is located in the R, R-1, R-2, E, E-1, M or 1 Zone District..." The properties surrounding the proposed gravel pit are predominantly zoned Agricultural (A), with some Industrial (I-3) zoning west of the site, south of the airport. We have evaluated the predicted gravel pit noise levels and compared them to both the Industrial limit (at the USR boundary) and Residential limit (at the homes in Agricultural zones). Predicted Sound Levels from Gravel Pit Operations Wave Engineering used Datakustik CadnaA noise prediction software to calculate noise levels from the proposed gravel pit. The software takes into account sound that radiates from each noise source, the effect of the terrain, buildings, berms, walls, and atmospheric conditions. The calculations are done according to the methodology of ISO Standard 9613-2: Acoustics — Attenuation of sound during propagation outdoors, Part 2: General method qf calculation. This is an international standard for predicting noise transmission outdoors. The calculations assume downwind conditions in all directions. This is not possible in reality, but gives more of worst - case prediction. 1100 W. Littleton Blvd. #420 Littleton, Co 80120 720 -446 -WAVE (9283) www.Wav►eEng ineering.US Mr. J.C. York, P.E. October 17, 2019 Page The following sound sources were included in the model. • Semi -trucks and trailers, tandem dump trucks, fuel trucks, etc., traveling on the access road from Holly Street and then around the on -site haul truck road past the Scale House to the two processing areas. o 115 trucks per day, therefore 230 trips on the haul road per day, over a period of 9 hours, which is an average of 26 truck trips per hour. This is the number of vehicles projected during an average day of mine production. • Haul Trucks (on site operation only) o 2 trucks moving between the pit and the Processing areas • Processing Area — Wash Plant Equipment o 1 Screen o 2 Wheel loaders o 1 Skid Steer loader Processing Area — Road Base Plant Equipment o 1 Cone Crusher o 1 Screen o Wheel loaders o 1 Skid Steer loader Mining Area o 1 Dozer o 1 Excavator o 1 Water wagon The model was created using gravel pit drawings, topographic maps, and aerial photos of the site. Noise levels were predicted for two scenarios. Scenario 1: shows noise levels when the initial mining activity takes place on the surface near the southeast corner of Phase 1. Refer to Figure 1. Scenario 2: shows noise levels when the mining is 8' to 10' below grade and approaching the southwest corner of Phase 4 (closest to the homes to the southwest). Refer to Figure 2. As the mining equipment moves below grade and is visually shielded from the surrounding properties, the noise levels will be lower around the site. Eventually, the equipment noise levels will be reduced by 10 to 15 dBA or more. U 1100 W. Littleton Blvd. #420 Littleton, CO 80120 720 -446 -WAVE (9283) www.WaveEngineering.US Mr. J.C. York, P.E. October 17, 2019 Page 4 Wave Engineering measured sound data of screening and crushing equipment at the existing gravel pit northwest of WCR 58 and WCR 51. The measured equipment is similar to what will be used at the proposed DPG pit. Sound data for other equipment was obtained from the L.T.S. Federal Highway Administration (FHA) Roadway Construction Noise Model (RCNM), equipment manufacturers, and past measurements of similar equipment. Wave Engineering has predicted one -hour average noise levels under the following assumptions and conditions. The gravel pit is operating at full capacity. The crusher and screeners in the Processing area operate constantly. Other equipment such as excavators, loaders, etc., operate at full load (and noise level) a percentage of the time that is given in the RCNM. The hourly average noise level was calculated from all of the equipment operating. The equipment noise levels were calculated and combined with the access road haul truck noise levels. Stockpiles are incorporated near the processing areas. The predicted sound levels from the gravel pit operation are shown in Figures 1 and 2 (attached). Conclusions Figure 1 shows the average sound levels from the gravel pit with mining operations at full capacity and beginning on the surface in Phase 1. Figure 2 shows the average sound levels from the gravel pit with mining operations at full capacity and approaching the southwest corner of Phase 4. The highest sound level at the USR boundary is 70 dBA or less in both scenarios evaluated, so the Industrial limit of 80 dBA is met. The daytime Residential limit of 55 MA is not met at the USR boundary, but is met at the closest homes themselves (homes shown in yellow on the figures). Please contact me if you have any questions or would like to discuss this report. Sincerely, Jeff Kwolkoski, P.E., INCE Ed. Cert. President End,: Figures 1 & 2 1100 W. Littleton Blvd. #420 Littleton, CO 80120 720 -446 -WAVE (9283) www.WaveEngineering.US 5. 0 dBA 55 dBA 60 c1BA 65 dBA DPG Gravel Pit 10/17/19 Figure 2 I P. art. mit la ,v Ilk Ark :al eizra- r - t in.�r _ar tre g g. dAit LEGEND 50 dBA 55 dBA 60 dBA 65 dBA 70 dBA 75 dBA 80 dBA DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 Prepared By►: Sustainable Traffic Solutions, Inc. http://www.sustainabletrafficsolutions.comi Joseph L. Henderson, PE, PTOE 303.589.6875 joe@sustainabIetrafficsoIutions.com Joseph L. Henderson's electronic or digital seal and signature is effective only as to that version of this document as originally published by Joseph L. Henderson. Joseph L. Henderson is not responsible for any subsequent modification, corruption, or unauthorized use of this document. To verify the validity or applicability of the seal and signature, contact Joseph L. Henderson. Table of Contents Page 1.0 Introduction 'I ,I 2.0 Study Assumptions......................................... 3.0 Existing Traffic Volumes 2 3.1 Level of Service Analysis 2 4.0 Site Generated Traffic Volumes 2 4.1 Trip Generation 2 4.2 Trip Distribution and Assignment 2 5.0 Auxiliary Lanes ...........................2 6.0 Year 2020 Traffic Volumes3 6.1 Level of Service Analysis 3 7.0 Year 2040 Traffic Volumes 4 7.1 Level of Service Analysis 4 8.0 Sight Distance Review ................................................... ... ... ...... ......... ... ... 4 9.0 Conclusions................................................................................ 4 List of Tables Table 1 — Daily Traffic Volume Scenarios Table 2 — Trip Generation Estimate Table 3 — Intersection Operational Summary Table 4 — Existing and Projected Peak Hour Traffic Volume Scenarios Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 Table of Contents (Continued) List of Figures Figure 1 — Vicinity Map Figure 2 — Site Plan Figure 3 — Existing Traffic Volumes — Morning Peak Hour Figure 4 — Existing Traffic Volumes — Evening Peak Hour Figure 5 — Laneage and Traffic Control — Existing Figure 6 — Trip Distribution Figure 7 — Trip Assignment — Morning Peak Hour Figure 8 — Trip Assignment — Evening Peak Hour Figure 9 — Year 2020 Background Traffic Volumes — Morning Peak Hour Figure 10 — Year 2020 Background Traffic Volumes — Evening Peak Hour Figure 11 — Year 2020 Total Traffic Volumes — Morning Peak Hour Figure 12 — Year 2020 Total Traffic Volumes — Evening Peak Hour Figure 13 — Year 2040 Background Traffic Volumes — Morning Peak Hour Figure 14 — Year 2040 Background Traffic Volumes — Evening Peak Hour Figure 15 — Year 2040 Total Traffic Volumes — Morning Peak Hour Figure 16 — Year 2040 Total Traffic Volumes — Evening Peak Hour Figure 17 — Intersection Sight Distance — Passenger Vehicle Figure 18 — Intersection Sight Distance — Single Unit Truck Figure 19 — Intersection Sight Distance — Combination Truck Appendix A Appendix B Appendix C List of Appendices Correspondence with North Front Range MPO Traffic Count Data VISTRO Analysis Results Sustainable Traffic Solutions, Inc. ii DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 DPG Pit Traffic Impact Study 1.0 Introduction The DPG Pit is proposed on the east side of Weld County Parkway at the confluence of the South Platte River and the Cache la Poudre River. The location of the pit is shown in Figure 1 and the site plan is contained in Figure 2. Access to the pit will be from Holly Avenue and traffic from the pit will enter and exit Weld County Parkway at 18th Street 1 Holly Avenue. The pit is expected to operate Monday through Saturday during daylight hours. Occasionally, the pit may operate at night based on the requirements of a project. The study has been prepared based on the Weld County traffic impact study requirementsl. 2.0 Study Assumptions The following assumptions were utilized for this study. • Short -Term Study Horizon. The pit is expected to be operational in the Year 2020, therefore, the short-term horizon is Year 2020. • Long -Term Study Horizon. The Year 2040 will be the long-term horizon which coincides with North Front Range MPO Year 2040 planning model. • Growth in Background Traffic. The North Front Range MPO was not able to provide enough information to develop and annual growth rate for Weld County Parkway because the road was constructed after the model was completed. Therefore, a 2% annual growth rate was assumed. The correspondence with the North Front Range MPO is contained in Appendix A. • Future Improvements to the Study Area Intersections. The intersection of Weld County Parkway f 18th Street / Holly Avenue was studied. Weld County Parkway is constructed to its ultimate configuration, so improvements to the intersection are not anticipated. • Saturation Flow Rate. The saturation flow rate was assumed to be 1,600 passenger cars / hour / lane which is typical in rural areas. • Peak Hour Factor. The peak hour factors used in the analysis are based on the peak hour counts that were collected for the project. • Truck Percentage. The data collected for the study showed that there are approximately 41% trucks using Weld County Parkway. To be conservative, all of the movements at the intersection were assumed to have 41% trucks. Weld County Engineering and Construction Criteria. Weld County. April 2012. Sustainable Traffic Solutions, Inc. 1 DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 3.0 Existing Traffic Volumes Traffic count data for the study were collected on Wednesday August 14, 2019 by All Traffic Data. The existing and future daily volumes are summarized in Table 1, and the existing peak hour volumes at Weld County Parkway 118th Street I Holly Avenue are contained in Figures 3 and 4. The count data are contained in Appendix B. 3.1 Level of Service Analysis To evaluate the performance of the study area intersections, the level of service (LOS) was calculated using VISTRO software. This software package utilizes criteria described in the Highway Capacity Manual2. LOS is a measure used to describe operational conditions at an intersection. LOS categories ranging from A to F are assigned based on the predicted delay in seconds per vehicle for the intersection as a whole, as well as for individual turning movements. LOS A indicates very good operations, and LOS F indicates poor, congested operations. Acceptable intersection operation in urban areas is typically considered LOS D or better. 4.0 4.1 The intersection is operating at LOS C during the morning and evening peak hours. Level of service for stop controlled intersections is based on the lowest letter grade for the side street movements. Figure 5 contains the existing laneage and traffic control for the intersection. Table 2 summarizes the operational analysis and the VISTRO output is contained in Appendix C. Site Generated Traffic Volumes Trip Generation Quarries are not a land use that is addressed in the ITE Trip Generation manual3, therefore, the trip generation was determined based on information that was provided by J&T Consulting. The truck and passenger vehicle traffic are summarized in Table 3. When the quarry is fully operational, the daily traffic volumes are expected to include 230 truck trips and 40 passenger vehicle trips on a daily basis. 4.2 Trip Distribution and Assignment The trip distribution that is contained in Figure 6 is based on information that was provided by J&T Consulting. The traffic entering and exiting the pit is expected to be evenly distributed from the north and south. The peak hour trip assignment is contained in Figures 7 and 8. 5.0 Auxiliary Lanes STS reviewed the need for auxiliary lanes at Weld County Parkway / 18th Street I Holly Avenue using the Year 2020 total turning volumes that are contained in Table 4. The volumes in the table represent the hourly turning volumes at the intersection for movements that will be impacted by the pit between 7:00 a.m. and 6:00 p.m. The pit is expected to be operational in the fall and winter between 8:00 a.m. to 5:00 p.m., so employees are assumed to be entering the pit between 7:00 a.m. and 8:00 a.m. 2 3 Highway Capacity Manual, 6thEdition. Transportation Research Board. 2016. Trip Generation, 10th Edition. Institute of Transportation Engineers. September 2017. Sustainable Traffic Solutions,Inc. 2 DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 and leaving the pit between 5:00 p.m. and 6:00 p.m. During the spring and summer months, the pit will be open more hours, so the employees will arrive at the pit earlier and leave later. Therefore, the volumes in Table 4 are the worst -case scenario to determine the need for the auxiliary lanes. Weld County has criteria for auxiliary lanes that are contained in Section 6.6 of the Weld County Engineering and construction Criteria. The following thresholds trigger the need for the construction of auxiliary lanes on arterial and collector roadways. • Southbound Left Turn Deceleration Lane. A left deceleration lane with storage length plus taper length is required for any access with a projected peak hour left ingress turning volume greater than 10 VPH. A southbound left turn lane is existing. • Northbound Right Turn Deceleration Lane. A right deceleration lane with storage length plus taper length is required for any access with a projected peak hour right ingress turning volume greater than 25 VPH. The highest hourly volume is expected to be 12 vehicles which is below the 25 VPH threshold, therefore, a right turn deceleration lane is not required. • Westbound to Northbound Right Turn Acceleration Lane. A right turn acceleration lane with taper is required for any access with a projected peak hour right turning volume greater than 50 VPH and a single through lane in the direction of the right turn. The highest hourly volume is expected to be 10 vehicles which is below the 5011 VPH threshold, therefore, a right turn acceleration lane is not required. • Westbound to Southbound Left Turn Acceleration Lane. A left turn acceleration lane with transition taper may be required if it would benefit the safety and operation of the roadway. A left turn acceleration lane is generally not required when the acceleration lane would interfere with the left turn ingress movements to any other access. A northbound left turn lane exists in the location where the acceleration lane would be constructed, therefore, it isn't possible to construct an acceleration lane. 6.0 Year 2020 Traffic Volumes The Year 2020 background traffic volumes (without the development traffic) were estimated by inflating the existing volumes at the intersection by the growth rate that is documented in Section 2.0. Figures 9 and 10 contain the Year 2020 background traffic volumes. The projected peak hour volumes at the completion of the project were estimated by adding the traffic that is expected to be generated by the DPG Pit to the background traffic volumes. The Year 2020 total traffic volumes are contained in Figures 11 and 12. 6.1 Level of Service Analysis The intersection is expected to operate at LOS C during the morning and evening peak hours in the background and total traffic volume scenarios. The traffic from the pit is only expected to result in slight increases in delay for some of the movements at the intersection. Table 2 summarizes the operational analysis and the VISTRO output is contained in Appendix C. The existing laneage and traffic control that are contained in Figure 4 were assumed for the analysis. Sustainable Traffic Solutions,Inc. 3 DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 7.0 Year 2040 Traffic Volumes The Year 2040 background traffic volumes (without the development traffic) were estimated by inflating the existing volumes at the intersection by the growth rate that is documented in Section 2.0. Figures 13 and 14 contain the Year 2040 background traffic volumes. The projected peak hour volumes at the completion of the project were estimated by adding the traffic that is expected to be generated by the DPG Pit to the background traffic volumes. The Year 2040 total traffic volumes are contained in Figures 15 and 16. 7.1 Level of Service Analysis The operation of the intersection in the Year 2040 is summarized in the following table. During the evening peak hour, the eastbound through movement is expected operate at LOS E. The DPG pit is not expected to contribute traffic to this movement. Table 2 summarizes the operational analysis and the VISTRO output is contained in Appendix C. The existing laneage and traffic control that are contained in Figure 4 were assumed for the analysis. Intersection Background Control Morning Evening Morning Total Evening Weld County Parkway / 18th Street / Holly Avenue Stop C E D E 8.0 Sight Distance Review The intersection sight distance was measured for westbound traffic from Holly Avenue to determine if adequate sight distance exists for vehicles to safely enter Weld County Parkway. The methodology for the analysis is contained in Section 9.5 of the AASHTO green book. The sight distance evaluation is documented in Figures 17, 18, 19. Those figures show that adequate sight distance exists for passenger vehicles, single unit trucks, and combination trucks to safely enter Weld County Parkway from Holly Avenue. 9.0 Conclusions STS has drawn the following conclusions based on the analysis performed in the study. • Intersection Operation. The intersection of Weld County Parkway / 18th Street / Holly Avenue is currently operating at LOS C during both peak hours and is expected to continue to operate at LOS C through the Year 2020. By the Year 2040, the intersection is expected to operate at LOS CID during the morning peak hour and LOS E during the evening peak hour. The addition of the quarry traffic is expected to result in slight increases in delay for some of the movements at the intersection. • Auxiliary Lanes. No new auxiliary lanes will be warranted by the traffic that will be generated by the quarry. 4 A Policy on the Geometric Design of Highways and Streets, 7th Edition. American Association of State Highway and Transportation Officials. 2018. Sustainable Traffic Solutions, Inc. 4 DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 • Intersection Sight Distance. The intersection sight distance is adequate for westbound passenger vehicles, single unit trucks, and combination trucks. Sustainable Traffic Solutions, Inc. 5 DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 Tables Table I — Daily Traffic Volume Scenarios Table 2 — Trip Generation Estimate Table 3 — Intersection Operational Summary Table 4 — Existing and Projected Peak Hour Traffic Volume Scenarios Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 Table 1. Existing and Projected Daily Traffic Volumes Link Year 2019 DPG Pit Year Background 2020 Year 2020 Total Year Background 2040 Year Total 2040 Weld County Parkway north of 18th Street 7,613 135 7,770 7,010 I 11,410 11,540 Weld County Parkway south of 18th Street 8,040 135 8,200 8,340 12,060 12:190 18th street west of Weld County Parkway 980 0 1,000 1,000 1,490 1,490 Holly Street east of Weld County Parkway 40 270 40 310 40 310 Note I. Daily volumes collected for the study are highlighted in yellow. The other volumes were estimated using the peak hour to daily ratio for the evening peak hour. DPG Pit 1 - Daily Volumes 9/23/2019 8:54 AM Table 2. Intersection Operational Summary Weld County Parkway Holly 118th Street / Avenue Existing I Year Morning Delay 2020 LOS Background j Evening Delay LOS Year 2020 Total Year 2040 Background Year 2040 Total Morning Evening Morning Evening Morning Evening Morning Evening Delay LOS Delay Ii LOS Delay LOS Delay LOS I Delay LOS Delay LOS I Delay LOS Delay LOS Northbound Left Turn 6.52 A ,_.+� "�, 8.54 A 9.00 A A Li ', 10.03 B 9.14 A 10.03 B Southbound Left Turn 8.51 A 3 O A 8.53 A 8.75 A > : � =, �.=, IJ i l;-, A 9.50 A 0.18 A 9.50 A Eastbound Left Turn 14.55 B 17.74 C 14.71 B 18.06 C 15.15 C 18.24 -: 20.46 C 29.65 D 21.21 C 30.05 D Eastbound Thru 16 :3 {:-: 20.23 C 16.55 C 20.64 C 17.20 C 20.65 C 24.00 C 35.76 E 25.14 D 35.79 E Eastbound Right Turn 10 0 B , : _+ B 10.07 B 10.64 B 10.09 B 10.65 rB 11 41 B 12.95 B 11.50 B 12.99 B Westbound Left Turn 14.51 B 17 61 C 14.67 B 17.94 C 15 .--)n C 18.42 C; :2(05 C 29.33 D 21.13 C 31.09 D Westbound Thru 0.00 A 0.00 A 0.00 A 0.00 A Ii Hi 1 , 0 :: 0 l F\ Ulu A 0.00 A 0.00 A 0.00 A Westbound Right Turn 9 71 °A, 0 00 A 9.71 A 0.00 A 9.78 A, 10.04 5 10 3 B 0.00 A 10.38 B 10.84 B DPG Pit 2 - LOS 9/2312019 11:12 AM Table 3. Trip Generation Estimate Quarry 1 Daily► Trips Total In Out Passenger Vehicles 40 20 20 Dump 30 15 15 Tandem Truck 190 95 95 Semi Truck and Trailer Single Unit 10 5 5 Truck . 270 135 135 Total Notes: 1. The trip generation estimate was provided by J&T Consulting. C:\Users\JoeTr1Documents\Projects\Active\DPG Pit\Project\Excel\DPG Pit 3- Trip Gen 912312019 11:12 AM Table 4. Existing and Projected Peak Hour Traffic Volume Scenarios Time of Day Existing Traffic' DPG Pit Traffic 2 4 SBLT NBRT J WBLT WBRT I SBLT NBRT WBLT WBRT SBLT NBRT WBLT WBRT 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 5 2 2 3 10 10 0 0 15 12 2 3 8:00 1 1 0 3 7 6 7 6 8 7 7 9 9:00 1 1 0 3 7 6 7 6 8 7 7 9 10:00 1 1 0 3 7 6 7 6 8 7 7 9 11:00 1 1 0 3 7 6 7 6 8 7 7 9 12:00 1 1 0 3 7 6 7 6 8 7 7 9 13:00 1 1 0 3 7 6 7 6 8 7 7 9 14:00 1 1 0 3 7 6 7 6 8 7 7 9 15:00 1 1 0 3 7 6 7 6 8 7 7 9 16:00 1 0 0 1 7 6 7 6 8 6 7 7 17:00 1 0 2 0 0 0 10 10 1 0 12 10 18:00 19:00 20:00 21:00 22:00 23:00 Notes 1. The exiting volumes that are highlighted in yellow are assumed because turning movement count data wasn't collected during those hours. 2. The trip distribution assumption was provided by J&T Consulting. DPG Pit 4 - Hourly Scenarios 9/2312019 9:33 AM Figures Figure 1 —Vicinity Map Figure 2 — Site Plan Figure 3 — Existing Traffic Volumes — Morning Peak Hour Figure 4 — Existing Traffic Volumes — Evening Peak Hour Figure 5 — Laneage and Traffic Control — Existing Figure 6 — Trip Distribution Figure 7 — Trip Assignment — Morning Peak Hour Figure 8 — Trip Assignment — Evening Peak Hour Figure 9 — Year 2020 Background Traffic Volumes — Morning Peak Hour Figure 10 — Year 2020 Background Traffic Volumes — Evening Peak Hour Figure 11 — Year 2020 Total Traffic Volumes — Morning Peak Hour Figure 12 — Year 2020 Total Traffic Volumes — Evening Peak Hour Figure 18 — Year 2040 Background Traffic Volumes — Morning Peak Hour Figure 14 — Year 2040 Background Traffic Volumes — Evening Peak Hour Figure 15 — Year 2040 Total Traffic Volumes — Morning Peak Hour Figure 16 — Year 2040 Total Traffic Volumes — Evening Peak Hour Figure 17 — Intersection Sight Distance — Passenger Vehicle Figure 18 — Intersection Sight Distance — Single Unit Truck Figure 19 — Intersection Sight Distance — Combination Truck Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County: CO Figure 3: Existing Traffic Volumes - Morning Peak Hour tAcAlr<iC: ci:rdtr.'IL Omit r4'p1 inNio!i wiih prirrrrit 18th St / Holly Ave 3 ant Ntl rie 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County, CO Figure 4: Existing Traffic Volumes - Evening Peak Hour t#1IC1O',nil plodUrri s,.;:ru'r.'lb Orckif! FP ink'!J quilt 18th St / Holly Ave 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County, CO Figure 5: Laneage and Traffic Control - Existing tilicrolooft pwoducd screen shot reprinted with pin 18th St / Holly Ave ,,,-1� *)\,t ',/cr 7 (to 9/2312019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV DPG Pit TIS Weld County, CO Figure 7: Trip Assignment - Morning Peak Hour till ic: r ea', u11: Pt od Li tit 'UT: rye ph1 %A1at ray p r ient(' d Fp r it 18th St / Holly Ave 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VITRO DPG Pit TIS Weld County, CO Figure 8: Trip Assignment - Evening Peak Hour Micro'1 ri11 p i od %ht:tt it pi inNio !J h p r'r 18th St / Holly Ave )\< ti \\N( Are 0 0;) 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VIS DPG Pit TIS Weld County: CO Figure 9: Year 2020 Background Traffic Volumes - Morning Peak Hour !plodLiti ci:ii'f.'6L LjLt i FP InC{'!J pr r 18th St / Holly Ave 3 Ntl 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV DPG Pit TIS Weld County: CO Figure 10: Year 2020 Background Traffic Volumes - Evening Peak Hour tell IC Ofl prod 11:1 ci:H'r'et Lrttc:t H'p!J wiih Piro tap rjr 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County, CO Figure 11: Year 2020 Total Traffic Volumes - Morning Peak Hour tf1lctoiittatl ipt' tlut l s:.rn'Ft L bt:1t FP ink'!J viral 18th St / Holly Ave 4 ,,, \\N( NQ5 n orr„, e le 7/I 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County, CO Figure 12: Year 2020 Total Traffic Volumes - Evening Peak Hour till ICI ptotlUtai L bt:1t it'prink, !i ' iih PrrMita- 18th St / Holly Ave 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV DPG Pit TIS Weld County: CO Figure 13: Year 2040 Background Traffic Volumes - Morning Peak Hour t#1Ic:itt%t t ptotlUrti ci: u'r'n kT601 ii' p1inNio!i wiih pr r 18th St / Holly Ave 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV DPG Pit TIS Weld County: CO Figure 14: Year 2040 Background Traffic Volumes - Evening Peak Hour PielIC o'tnf t ptotluiti dn1".re VOL it'pi inNio!i wiih pr r FI{}f1 tap rjr 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County: CO Figure 15: Year 2040 Total Traffic Volumes - Morning Peak Hour #1 IC: I'8]',O1t rlfrotlCft:. UJLC:'t FIf InN'Ii w p1'Crn` 18th St / Holly Ave )\\46 ) \\NC\ 4 f-7.'�,eb N 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Generated with Version 7.00-06 PTV VISTRO DPG Pit TIS Weld County: CO Figure 16: Year 2040 Total Traffic Volumes - Evening Peak Hour #1IC: I"8]',nhl protItftr1Litcii fE'FbfIB6C{'!J wiih pr rrnta 9/23/2019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc, Appendix A Correspondence with the North Front Range MPO Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 8/28/2019 Gmail - Traffic Projection Request Gmail Joe Henderson <thetrafficczar@gmail.com> Traffic Projection Request 3 messages Joe Henderson <joe@sustainabletrafficsolutions.com> Mon, Aug 26, 2019 at 7:34 PM To: Medora Bornhoft cmbarnhaft@nfrmpo.arg> Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Virus -free. www.avg.com Data Release Form UPDATED - STS.pdf 166K Medora Bornhoft cmbornhoft@nfrmpa.org> Tue, Aug 27, 2019 at 5:08 PM To: Joe Henderson<joe'a@sustainabletrafficsolutians.com> Hi Joe, Attached is a map showing 2040 volumes for Weld County Parkway and E 18th Street. The black labels show the raw 2040 volumes and the red labels show the adjusted 2040 volumes. E 18th Street did not have count data in the model, so if you have count data you can develop a forecast using the NCHRP methods I described in an earlier email (attached). The raw 2015 model output for E 18th St is 213. Let me know if you have any questions. https://mail.google.com/mail/ul0?ik-769e96fdbb&view =pt&search-all&permthid-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-3405035... 1/23 8/28/2019 Thanks, Omail - Traffic Projection Request Medora Medora Bornhoft Transportation Planner II North Front R.w� Porte; Metropolitan Planning ir _ Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson cjoe@sustainabletrafficsalutians.com> Sent: Monday, August 26, 2019 7:34 PM To: Medora Bornhoft <mbornhoft@nfrmpo.org> Subject: Traffic Projection Request Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC RTD - Small Business Enterprise (SBE) BDOT - Emerging Small Business (ESB) https://mail.google.com/mail/u10?i1e769e96fdbb&view-pt&search-all&permthi+d-thread-a%3Ar-6242421761427507302&sirnphmsg-a°%o3Ar-3405035... 2/23 8128/2019 Gmail - Traffic Projection Request 1 Virus -free. www.avg.com Forwarded message From: Medora Bornhoft <mbornhoft@nfrmpo.org> To: Joe Henderson loe@sustainabletraffiolutions.com> Cc: Bcc: Date: Mon, 8 Apr 2019 16:06:41 +0000 Subject: RE: Data Request Joe, We are unable to recalibrate the current model, but you can post process the raw volumes using the methods recommended by our model consultant (see image below). I suggest deflating the 2019 counts by 2.9% CAGR (the annual growth rate in our model from 2012 to 2020) to get a 2012 estimate, unless you also have counts from 2012. Another option is to wait until July/August, if your schedule allows, as we are currently updating the RTDM. The updated model will have a base year of 2015 and many improvements, including calibration to a wider array of count data than the current model. For the model update we collected counts for 2013-2017, but did not receive any for Balsam (we do have at least one count for C street and ath St). If you have counts from that time period for Balsam, I can forward them to the consultant to see if it's not too late to incorporate them into the updated model. https://mail.google.comlmail/u/0?ik=769e96fdbb&view=pt&search=all&permthid=thread-a°/o3Ar-6242421761427507362&simpl=msg-a%%o3Ar-3405035... 3/23 8/28/2019 Gmail - Traffic Projection Request Post Promising: Reconciling to Counts Ott % Growth h (e.g., trek intreath by 10%) Count V thane Raw Base Year Volume Use VV ruurnc C.rwwzh fez, traffic I -mycoses by 5,000vehicles) Forecastdi n= Raw Volume + Count Volume —, Raw Base Year Volume the the. Average fThe but in processor uses this r/P most . roses) Forecas to F orec tra t Eo + Forecas tdif 2 CA M!'!! aQ. I r ..a.. s @I . . Thank you, Medora Medora Bornhoft Transportation Planner II duirraim North Front R- L. terill Metropolitan Planning Arai Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson<jae@sustainabletrafticsolutions.com> Sent: Monday, April 8, 2019 9:15 AM To: Medora Bornhoft <mbornhoft@nfrmpo.org> Subject: Ede: Data Request Medora, I've attached the traffic counts that were collected recently on these corridors. The existing traffic volumes on all of the corridors are higher than the Year 2040 volumes. Can you adjust your projections and resend them? Joe https://mail.google.com/mail/u/0?ik=769e96fdbb&view=pt&search=all&permthid=thread-a % 3Ar-6242421761427507362&simpl=msg-a%% 3Ar-3405035... 4/23 8/28/2019 Gmail - Traffic Projection Request On Mon, Apr 8, 2019 at 8:45 AM Medora Bornhoft <mbornhoft@nfrmpo.org> wrote: Hi Joe, Attached are screenshots of the daily volume in 2012 and 2040 for the roads you requested. Note the model includes only one segment of Balsam between 8th St and C St. The volumes are also in the table below: Location 2012 Volume 2040 Volume 8th St west of Balsam 4,326 7,987 8 St east of Balsam 3,952 6,486 Balsam N or 8th St / S of C St 407 1,564 C St west of Balsam 669 348 C St east of Balsam 105 105 Please let me know if you have any questions. Thanks, Medora Medora Bornhoft Transportation Planner II lir "'ilk North Front ,• DPP •a Metropolitan Planning Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson <joe@sustainabletrafficsolutions.com> Sent: Friday, April 5, 2019 3:32 PM https://mail.google.com/mail/u/0?ik-769e96fdbb&view-pt&search-all&permthi+d-thread-a%3Ar-6242421761427507362&simphmsg-a%3Ar-3405035... 5/23 8/28/2019 Gmail - Traffic Projection Request To: M edora Bornhoft <m born hoft@nfrm po. org> Subject: Re: Data Request I've attached the form. Please let me know if there are questions about what I'm requesting. Virus -free. www.avg.corn On Fri, Apr 5, 2019 at 3:17 PM Joe Henderson cjoe@sustainabletrafficsolutions.com> wrote: Thank you. That makes this process so much simpler. I'll return it shortly. Virus -free. www. avg . corm On Fri, Apr 5, 2019 at 3:16 PM Medora Bornhoft <mbornhoft@nfrmpo.org> wrote: That's correct. The signature is from you to acknowledge the safekeeping, proper handling, and restricted access of the data. Medora Bornhoft Transportation Planner II North Rent Rbr,gce Metropolitan Planning naOrganization We bsi to : https:/infrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson cjoe@sustainabletrafficsolutions.com> Sent: Friday, April 5, 2019 3:15 PM To: Medora Bornhoft cmbornhoft@nfrmpo.org> Subject: Re: Data Request https://mail.google.com/mail/u/0?i1e769e96fdbb&view-pt&search-all&permthi+d-thread-a%3Ar-6242421761427507362&simphmsg-a%3Ar-3405035... 6/23 8128/2019 Gmail - Traffic Projection Request Are you saying that I don't need a signature from Weld County on this form? Virus -free. www.avg.com On Fri, Apr 5, 2O19 at 3:13 PM Medora Bornhoft cmbornhoft@nfrmpo.org> wrote: Joe, We are re -designing the form and will put it on the website once it's ready. The current form is a bit confusing. The signature is supposed to be from the requester (you), not from the NFRMPO member agency. Medora Bornhoft Transportation Planner II North Front Rarreje Metropolitan Planning Organization We bsite: i to : https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson joe@sustainabletrafficsolutions.com> Sent: Friday, April 5, 2019 3:11 PM To: M edora Born hoft c m barn haft@nfrm po. org> Subject: Re: Data Request I'll fill out the form, but Ili need to send it to Weld County to get it signed. Why don't you put this form on your website to save a step? Virus -free. wwruw.avg.corm on Fri, Apr 5, 2019 at 3:06 PM Medora Bornhoft <mbornhoft@nfrmpo.org> wrote: Hi Joe, https://mail.google.comlmail/u/0?ik=769e96fdhh&view=pt&search=all&permthid=thread-a%3Ar-6242421761427507362&simpl=msg-as/o3Ar-3405035... 7/23 8/28/2019 Gmail - Traffic Projection Request We are looking into the data request form issue on the website; thanks for letting us know about it. We can provide that data for you. Could you please fill out the attached form? Thank you, Medora Medora Bornhoft Transportation Planner II - North Front Rfretoe Metropolitan .sziarr == Planning �I Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Becky Karasko <rkarasko@nfrmpo.org> Sent: Friday, April 5, 2019 8:57 AM To: M edora Bornhoft c m barn haft@nfrm po. arg> Subject: FW: Data Request Medora, Please see the attached data request from Joseph Henderson. Thank you, Becky Becky Karaska, MCP Transportation Planning Director Office: (970) 416-2257 I Cell: (970) 237-1821 I Fax: (970) 416-2406 Email: bkarasko@nfrnlpo.org https://mail.google.com/mail/u/0?ile769e96fdbb&view=pt&search=all&permthid=thread-a%3Ar-624242176142750736284simpl=msg-a%3Ar-3405035... 8/23 8/28/2019 Gmail - Traffic Projection Request Please consider the environment before printing this email. From: Joe Henderson cjoc@sustainabletrafficsolutions.com> Sent: Thursday, April 4, 2019 4:43 PM To: Becky Karasko <rkarasko@nfrmpo.org> Cc: Evan Pinkham cepinkham@weldgov.com> Subject: Data Request Becky, I've attached a screenshot of a data request. I'm sending this because I can't tell if the NFRMPO website is going to submit my request. Please let me know if you have questions. Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustaina bletrafficsoluticns.eom Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Virus -free. www.avg.com https://mail.google.comfmail/u/0?ik-769e96fd bb&view= pt&search =all&permth id-thread-a%3Ar-6242421761427507362&simphmsg-a%3Ar-3405035... 9/23 8/28/2019 Gmail - Traffic Projection Request Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joesustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) https:/fmail.google.com/mail/u/0?ik-769e96fd bb&view-pt&search -all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 10/23 8/28/2019 Gmail I - Traffic Projection Request RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) 1 Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com na b letraffi cso l ution s . com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive https://mail.google.com/mail/u/0?ik-769e96fd bb&view-pt&search =all&permth id-thread-a%3Ar-6242421761427607362&simpl-msg-a%3Ar-340603... 11/23 8/28/2019 Omaiil - Traffic Projection Request Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com i nab letrafficso l u tions. co m Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutio ns .com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) https://mail.google.com/mail/u/0?ik-769e96fdbb&view-pt&search-all&permthid-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 12/23 812812019 Gmail - Traffic Projection Request 2 attachments RE: Data Request.eml 187K WCP and 18th - 2040 Volumes.png 41K Joe Henderson <joe@sustainabletrafficsolutions.com> Wed, Aug 28, 2019 at 7:26 AM To: Medora Bornhoft <mbornhoft@nfrmpo.org> Thanks for the info. Virus -free. www.avg.com [Quoted text hidden] [Quoted text hidden] Forwarded message From: Medora Bornhoft <mborn haft@nfrm pa.org> To: Joe Henderson <joe@sustainabletrafficsolutions.com> Cc: Bcc: Date: Mon, 8 Apr 2019 16:06:41 +0000 Subject: RE: Data Request Joe, We are unable to recalibrate the current model, but you can post process the raw volumes using the methods recommended by our model consultant (see image below). I suggest deflating the 2019 counts by 2.9% CAGR (the annual growth rate in our model from 2012 to 2020) to get a 2012 estimate, unless you also have counts from 2012. Another option is to wait until July/August, if your schedule allows, as we are currently updating the RTDM. The updated model will have a base year of 2015 and many improvements, including calibration to a wider array of count data than the current model. For the model update we collected counts for 2013-2017, but did not receive any for Balsam (we do have at least one count for C street and 8th St). If you have counts from that time period for Balsam, can forward them to the consultant to see if it's not too late to incorporate them into the updated model. https://mail.google.com/mail/u10?ik-769e96fdbb&view-pt&search-all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 13/23 8/28/2019 Email - Traffic Projection Request Post Processing: iin, : econci n to Counts the % Growth 0.g.,. track iiiertates by 30%) Forecastratio Raw Volume Row Base e year Volume e Count V °fume Use 'Volum .CrovelhGrowth `e., : lilateses by 5,',O0O inehides) Forecastdiff = Raw Volume + Count Volue a Raw Base Year Volume Use the Average (The built in processor uses this till most ewes) Forecas t, p Thank you, Medora Medora Bornhoft Forecastratco .I F was tdiff 2 Transportation Planner II BPI North Front Ra no Metropolitan Planning eta Or n zati Website: https:/infrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpc.org iCAAA■ ENO II. I From: Joe Henderson cjoe@sustainabletrafficsalutions.com> Sent: Monday, April 8, 2019 9:15 AM To: Medora Bornhoft cmbornhoft@nfrmpo.org> Subject: Re: Data Request Medora, I've attached the traffic counts that were collected recently on these corridors. The existing traffic volumes on all of the corridors are higher than the Year 2040 volumes. Can you adjust your projections and resend them? Joe https://mail.google.comlmail/u/0?11e769e96fdbb&view-pt&search-all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 14/23 8128/2019 Gmail - Traffic Projection Request On Mon, Apr 8, 2019 at 8:45 AM Hi Joe, edora Bornhoft <mbornhoft@nfrmpo.org> wrote: Attached are screenshots of the daily volume in 2012 and 2040 for the roads you requested. Note the model includes only one segment of Balsam between 8th St and C St. The volumes are also in the table below: Location 2012 Volume 2040 Volume 8th St west of Balsam 4,326 7,987 8 St east of Balsam 3,952 6,486 Balsam N or 8th St / S of C St 407 1,564 C St west of Balsam 669 348 C St east of Balsam 105 105 Please let me know if you have any questions. Thanks, Medora Medora Bornhoft Transportation Planner II North Front Rave Metropolitan Planning dirdia Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.arg From: Joe Henderson joe@sustainabletrafficsolutions.com> Sent: Friday, April 5, 2019 3:32 PM https://mail.google.comlmail/u/0?ik=769e96fdhh&view=pt&search=all&permthid=thread-a%3Ar-6242421761427607362&simpl=msg-as/o3Ar-340603... 15/23 8/28/2019 Omail - Traffic Projection Request To: Medora Bornhoft <mbornhaft@nfrmpa.org> Subject: Re: Data Request I've attached the form. Please let me know if there are questions about what I'm requesting. Virus -free. www.avg.com On Fri, Apr 5, 2019 at 3:17 PM Joe Henderson <joe@sustainabletrafficsalutians.com> wrote: Thank you. That makes this process so much simpler. I'll return it shortly. Virus -free. www.avg.com On Fri, Apr 5, 2019 at 3:16 PM Medora Bornhoft cmbornhoft@nfrmpo.org> wrote: That's correct. The signature is from you to acknowledge the safekeeping, proper handling, and restricted access of the data. Medora Bornhoft Transportation Planner II Illirr_aahl, North Front Raint MP -14dilr. Metropolitan CT Planning (i'T44 Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson <joe@sustainabletrafficsalutians.com> Sent: Friday, April 5, 2019 3:15 PM To: Medora Bornhoft <mbornhaft@nfrmpa.org> Subject: Re: Data Request https://mail.google.comlmaillu/O?ik=769e96fdbb&view pt&search-all&permthid-thread-a%3Ar-6242421761427507362&simpl-msg-a%3Ar-340503... 16/23 8/28/2019 Gmail - Traffic Projection Request Are you saying that I don't need a signature from Weld County on this form? Virus -free. www.avg.com On Fri, Apr 5, 2019 at 3:13 PM Medora Bornhoft cmbornhoft c©nfrmpo.org> wrote: Joe, We are re -designing the form and will put it on the website once it's ready. The current form is a bit confusing. The signature is supposed to be from the requester (you), not from the NFRMPO member agency. Medora Bornhoft Transportation Planner II North Front Rartpa _ Metropolitan ta. Planning Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpo.org From: Joe Henderson joe@sustainabletrafficsolutions.com> Sent: Friday, April 5, 2019 3:11 PM To: Medora Bornhoft <mbornhoft@nfrmpo.org> Subject: Re: Data Request I'll fill out the form, but I'll need to send it to Weld County to get it signed. Why don't you put this form on your website to save a step? Virus -free. www. avg .corn On Fri, Apr 5, 2019 at 3:06 PM Medora Bornhoft cmbornhoft@nfrmpo.org> wrote: Hi Joe, https://mail.google.com/mail/u10?ik-769e96fd bb&view-pt&search -all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 17/23 8/28/2019 Gmail - Traffic Projection Request We are looking into the data request form issue on the website; thanks for letting us know about it. We can provide that data for you. Could you please fill out the attached form? Thank you, Medora Medora Bornhoft Transportation Planner II err "qt North Front R!ar*fni leads Hetropchtan Planning rat. Organization Website: https://nfrmpo.org Office: (970) 416-2293 Email: mbornhoft@nfrmpa.org From: Becky Karasko crkarasko@nfrmpo.org> Sent: Friday, April 5, 2019 8:57 AM To: Medora Bornhoft <mbornhoft@nfrmpo.org> Subject: FW: Data Request Medora, Please see the attached data request from Joseph Henderson. Thank you, Becky Becky Karasko, MCP Transportation Planning Director Office: (970) 416-2257 I Cell: (970) 237-1821 I Fax: (970) 416-2406 Email: b araskognflmpo.o https://mail.google.com/mail/u/0?ile769e96fdbb&view=pt&search=all&permthid=thread-a%3Ar-6242421761427507362&simphmsg-a%3Ar-340503... 18/23 8/281201 Grnail - Traffic Projection Request ki,,A Please consider the environment before printing this email. From: Joe Henderson <joe@sustainabletrafficsolutions.com> Sent: Thursday, April 4, 2019 4:43 PM To: Becky Karasko <rkarasko@nfrmpo.org> Cc: Evan Pinkham <epinkham@weldgov.com> Subject: Data Request Becky, I've attached a screenshot of a data request. I'm sending this because I can't tell if the NFRMPO website is going to submit my request. Please let me know if you have questions. Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficselutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Virus -free. www.avg.com https://mail.google.com/maillu/0?ik-769e96fd bb&view-pt&search -all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a°%o3Ar-340603... 19/23 8/2812019 Gmail - Traffic Projection Request Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive W e s t m i n ste r, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) 1 Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive We stm i n ste r, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) https://mail.google.com/mail/ul0?i1e769e96fdbb&view-pt&search-all&permth id-thread-a%3Ar-6242421761427607362&simphmsg-a%3Ar-340603... 20/23 8/28/2019 Gmail - Traffic Projection Request RTD - Small Business Enterprise (SBE) COOT - Emerging Small Business (ESB) Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive https://mail.google.com/mail/u/0?ile769e96fdbb&view=pt&search=all&permthid=thread-a%3Ar-6242421761427507362&simphmsg-a%3Ar-340503... 21/23 8/28/2019 Grnail - Traffic Projection Request Westminster, CO 80234 301589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) CDOT - Emerging Small Business (ESB) 1 Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustain a bletraff csolutions. com Licensed in CO, WY, IA, and NC City and County of Denver - Small Business Enterprise (SBE) & Emerging Business Enterprise (EBE) RTD - Small Business Enterprise (SBE) C DOT - Emerging Small Business (ESB) 1 https://mail.google.com/mail/u10?ik-769e96fdbb&view-pt&search-all&permthid-thread-a%3Ar-6242421 ?61427607362&simphmsg-a°%o3Ar-340603... 22/23 8/28/2019 Gmail - Traffic Projection Request Joseph L. Henderson, PE, PTOE Principal Sustainable Traffic Solutions, Inc. 823 West 124th Drive Westminster, CO 80234 303.589.6875 joe@sustainabletrafficsolutions.com sustainabletrafficsolutions.com Licensed in CO, WY, IA, and NC RTC, - Small Business Enterprise (SBE) COOT - Emerging Small Business (ESB) https://mail.google.com/mail/u10?ik-?69e96fdbb&view-pt&search-all&permth i+d-thread-a%3Ar-6242421761427507382&simphmsg-a%3Ar-340503... 23/23 0 ei agri C .l0 I F ft j I p 1,544 1,544 1• I Roadways Al - Freeway 2 Expressway 3 - PrincpalArterial 4 - Minor Arterial 5 - Collector 6 - Ramp - Frontage Road - -- 8 - Cen troid Connector ---- 51 -Transit Only 61 -'-- Proposed 601 Miles Appendix B Traffic Count Data Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study J&T Consulting Weld County, Colorado September 23, 2019 All Traffic Data a� a al.101,0110 Services Inc. (303) 216-2439 www.alltrafficdata.net Peak Hour - All Vehicles HOLLY ST (09) 21 0.70 28 (43) (509) 285 0.83 299 (511) WELD COUNTY PKWY 0 10 2 16 WELD COUNTY PKWY 1 1 01 O Location: 1 WELD COUNTY PKWY & HOLLY ST AM Date: Wednesday, August 14, 2019 Peak Hour: 07:00 AM - 08:00 AM Peak 15 -Minutes: 07:15 AM - 07:30 AM s3' LLsL s 1 �0 W 0.91 E r 2 nn 1 Co o 6,51 rr3 rn (525) 294 0.93 0.63 9 (11) HOLLY ST 305 (525) Note: Total study counts contained in parentheses. Traffic Counts Interval Start Time Peak Hour - Pedestrians/Bicycles on Crosswalk r i 1 0 0 N S 0 �I t 0 1 7.0 o.n HOLLY ST HOLLY ST WELD COUNTY PKWY WELD COUNTY PKWY Eastbound Westbound Northbound Southbound Rolling Pedestrian Crossings U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right Total Hour West East South North 7:00 AM 0 0 0 4 0 1 0 1 7:30 AM 7:45 AM 0 5 0 3 4 0 0 4 0 0 0 1 0 8 74 0 4 66 0 0 1 73 2 164 623 0 0 2 0 0 65 1 149 535 0 0 0 0 0 0 1 0 3 69 0 0 1 56 0 138 492 0 0 0 0 8:00 AM 8:15 AM 8:30 AM 8:45 AM Count Total 0 0 0 1 0 0 0 4 0 15 0 2 0 3 0 3 0 2 2 26 0 0 1 0 0 4 0 0 0 1 0 1 0 0 0 0 0 7 0 0 0 2 0 3 0 2 1 6 0 32 59 0 0 1 53 0 120 463 0 0 0 0 59 1 0 0 61 1 128 0 0 0 0 47 0 0 0 49 0 106 0 0 0 0 39 0 0 0 58 1 109 0 0 0 0 490 3 0 6 497 6 1,086 0 0 0 0 Peak Hour 0 10 2 16 0 2 0 3 0 17 286 2 0 5 276 4 623 0 0 0 0 All Traffic Data a� a al.101,0110 Services Inc. (303) 216-2439 www.alltrafficdata.net Peak Hour - All Vehicles HOLLY ST pB) 55 0.77 40 (69) (651) 377 0.98 1 1 Location: 1 WELD COUNTY PKWY & HOLLY ST PM Date: Wednesday, August 14, 2019 Peak Hour: 04:30 PM - 05:30 PM Peak 15 -Minutes: 05:15 PM - 05:30 PM 359 (656) WELD COUNTY PKWY 0 .J 1 LLst a N 8 j' 0 W 0.89 E 31 -%n 1 S � a y 2 (3) (4) 2 0.75 WELD COUNTY PKWY o C5) Co? HOLLY ST (676) 390 0.87 387 (709) Note: Total study counts contained in parentheses. Traffic Counts Peak Hour - Pedestrians/Bicycles on Crosswalk r i 1 O 0 N S 0 �I t O 1 7.0 o.F HOLLY ST HOLLY ST WELD COUNTY PKWY WELD COUNTY PKWY Interval Eastbound Westbound Northbound Southbound Rolling Pedestrian Crossings Start Time U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right U -Turn Left Thru Right Total Hour West East South North 4:00 PM 0 2 0 5 0 0 0 1 0 4 62 0 0 0 65 4 143 668 0 0 0 0 4:15 PM 0 1 0 6 0 0 0 0 0 9 66 0 0 0 73 1 156 735 0 0 0 0 4:30 PM 4:45 PM 5:00 PM 0 4 0 6 0 0 0 0 0 7 68 0 1 0 6 0 0 0 0 0 3 84 0 2 1 7 0 1 0 0 0 13 94 0 0 0 93 0 0 1 85 0 0 0 87 3 181 806 0 0 0 8 188 802 0 0 0 0 5 210 765 0 0 0 0 0 5:30 PM 5:45 PM Count Total 0 0 0 8 0 4 0 3 0 15 1 53 0 0 1 0 0 12 86 0 0 0 0 0 8 75 0 2 1 1 0 69 640 0 0 0 68 0 0 1 58 0 0 2 621 2 177 2 151 28 1,433 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 8 1 31 0 2 0 0 0 36 351 0 0 1 357 19 806 0 0 0 0 "* PDF file created with demo version of the CornponentOne VSPDFB control. " All Traffic Data Services www.alltrafficdata.net NB Page 1 Site Code: 2 Station ID: 2 WELD COUNTY PKWY N/O HOLLY AVE Start Time 08/15/19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Cars & Bikes Trailers 0 12 0 1 0 9 0 20 0 28 1 117 2 188 4 158 1 105 0 93 2 108 1 61 2 92 1 85 1 81 0 130 1 160 0 218 2 140 0 85 0 62 0 48 0 14 0 22 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 0 2 5 1 0 2 4 0 0 5 7 1 1 5 3 1 2 3 8 3 12 3 33 2 21 8 64 5 13 4 46 11 11 9 33 9 9 7 25 12 12 3 26 9 7 1 19 8 10 5 18 5 12 3 28 10 10 6 24 16 11 3 25 13 18 13 44 7 21 6 50 11 13 2 26 14 7 3 13 2 4 0 10 3 4 1 4 1 1 8 4 0 0 0 1 0 0 0 14 0 0 0 0 34 0 1 7 0 0 0 1 16 0 0 10 0 0 0 0 32 0 0 10 0 0 0 2 42 0 0 12 0 0 0 0 56 1 2 12 0 0 0 0 183 1 3 26 0 0 0 2 320 2 10 38 0 0 0 3 289 0 9 36 0 0 0 2 215 2 9 34 0 0 0 3 194 4 9 35 0 0 0 1 209 1 11 35 0 0 0 2 146 2 11 35 0 0 0 4 184 1 9 23 0 0 0 1 173 3 8 34 0 0 0 1 184 0 13 41 0 0 0 0 236 1 10 35 0 0 0 1 290 1 13 44 0 0 0 3 367 1 7 23 0 0 0 1 229 0 5 21 1 0 0 1 138 0 1 16 0 0 0 0 96 2 1 14 0 0 0 0 75 0 4 12 0 0 0 0 43 0 2 12 0 0 0 1 38 Day Total Percent 18 2037 199 102 520 144 22 138 579 1 0 0 29 3789 0.5% 53.8% 5.3% 2.7% 13.7% 3.8% 0.6% 3.6% 15.3% 0.0% 0.0% 0.0% 0.8% AM Peak Vol. 07:00 06:00 4 188 06:00 21 08:00 06:00 09:00 9 64 12 10:00 4 11:00 07:00 07:00 06:00 11 38 3 320 PM Peak Vol. Grand Total Percent 12:00 17:00 2 218 18 2037 0.5% 53.8% 17:00 16:00 17:00 14:00 21 13 50 16 199 5.3% 102 520 2.7% 13.7% 14:00 3 144 22 3.8% 0.6% 3.6% 15.3% 0.0% 0.0% 0.0% 0.8% 15:00 17:00 19:00 12:00 17:00 13 44 1 4 367 138 579 1 0 0 29 3789 All Traffic Data Services www.alltrafficdata.net SB Page 2 Site Code: 2 Station ID: 2 WELD COUNTY PKWY N/O HOLLY AVE Start Time 08/15/19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Cars & Bikes Trailers 2 Axle 2 Axle 3 Axle 4 Axle <5 Axl 5 Axle >6 Axl <6 Axl 6 Axle >6 Axl Long Buses 6 Tire Single Single Double Double Double Multi Multi Multi Total 0 18 0 0 1 0 0 0 13 0 1 2 0 0 0 11 0 1 6 0 0 0 18 0 0 5 3 0 0 27 1 4 5 0 0 1 110 11 6 30 8 3 2 156 15 8 48 9 3 3 153 14 13 41 18 1 1 112 13 8 32 12 2 1 88 8 8 25 7 0 2 77 8 5 29 10 0 3 85 9 4 23 9 1 2 95 11 4 28 11 2 1 95 12 5 31 14 0 3 112 11 10 30 10 0 1 116 9 4 24 9 1 3 205 20 13 55 2 0 2 196 14 4 48 6 2 3 131 11 7 20 0 1 1 92 9 3 18 1 0 0 70 4 2 13 3 0 0 36 2 2 7 0 1 0 18 1 1 5 0 0 0 12 0 1 3 0 0 1 4 0 0 0 4 7 0 0 0 4 8 0 0 0 1 10 3 0 0 3 12 0 0 0 3 17 0 0 0 14 34 1 0 1 13 29 2 0 0 10 36 1 0 0 15 39 1 0 1 15 35 0 0 0 18 28 2 0 0 8 29 1 0 1 13 40 2 1 0 18 26 0 0 0 12 29 1 0 0 19 20 2 1 1 16 22 1 0 2 16 18 0 0 0 7 15 1 0 0 14 14 0 0 0 5 9 0 0 0 1 11 0 0 0 2 8 1 0 0 0 24 0 27 0 30 0 40 0 52 0 189 2 293 1 288 2 229 1 194 0 181 0 182 2 194 1 215 0 220 1 207 0 341 2 315 2 209 1 148 0 120 0 62 0 37 0 27 Day Total Percent 29 2046 0.8% 53.5% 183 114 4.8% 3.0% 529 132 13.8% 3.5% 17 232 0.4% 6.1% 500 19 13.1% 0.5% 2 6 0.1% 0.2% 15 3824 0.4% AM Peak Vol. 07:00 06:00 3 156 06:00 15 07:00 0 6:0 0 07:O0 13 48 18 05:O0 3 11:00 09:00 18 39 03:O0 3 06:00 1 06:00 06:00 2 293 PM Peak Vol. G ra n d Total Percent 14:00 16:00 3 205 29 2046 0.8% 53.5% 16:00 20 183 4.8% 16:00 16:00 13:00 13 55 14 114 529 3.0% 13.8% 132 3.5% 12:00 16:00 2 19 17 0.4% 232 500 6.1% 13.1% 13:00 13:00 40 2 19 0.5% 13:00 17:00 1 2 12:00 16:00 2 341 2 6 15 3824 0.1% 0.2% 0.4% "* PDF file created with demo version of the CornponentOne VSPDFB control. " All Traffic Data Services www.alltrafficdata.net NB Page 1 Site Code: 2 Station ID: 2 WELD COUNTY PKWY N/O HOLLY AVE Start Time 08/15/19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 1 16 21 26 15 20 25 30 2 0 0 0 0 0 0 0 0 0 2 0 3 0 7 0 0 0 1 1 1 2 0 0 0 0 2 0 2 1 1 0 4 1 1 0 2 0 0 0 1 0 0 0 0 0 0 0 0 1 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 0 2 0 0 0 0 31 36 41 46 51 56 61 66 71 76 Pace Number 35 40 45 50 55 60 65 70 75 999 Total Speed in Pace 2 1 7 13 7 1 0 0 0 0 34 41-50 20 0 0 4 5 3 2 1 0 0 0 17 41-50 9 0 1 3 16 8 3 1 0 0 0 32 46-55 24 0 0 8 12 16 4 1 0 0 0 43 46-55 28 1 1 10 19 17 6 2 0 0 0 56 46-55 36 0 2 17 49 78 23 7 2 1 2 183 46-55 127 1 4 22 82 111 72 18 7 0 0 320 46-55 193 3 8 35 82 89 49 14 1 1 0 289 46-55 171 1 11 30 66 77 24 4 2 0 0 215 46-55 143 2 10 34 71 58 14 5 0 0 0 196 46-55 129 0 13 48 83 52 10 0 0 0 0 211 46-55 135 0 5 25 60 47 8 1 1 0 0 147 46-55 107 1 1 44 78 49 10 2 0 0 0 185 46-55 127 2 8 29 68 54 9 3 0 0 0 175 46-55 122 1 15 29 74 47 14 2 0 0 1 186 46-55 121 1 7 38 97 75 16 4 0 0 0 239 46-55 172 1 8 29 106 99 33 11 0 0 0 293 46-55 205 0 11 40 116 139 49 3 2 0 0 362 46-55 255 0 2 25 73 91 26 8 3 0 0 230 46-55 164 1 7 17 53 40 17 4 0 0 0 139 46-55 93 1 6 19 32 20 5 0 0 0 0 86 44-53 52 0 0 17 26 13 11 0 1 0 0 70 41-50 43 0 3 7 12 13 6 2 0 0 0 43 46-55 25 0 2 4 15 13 4 0 0 0 0 38 46-55 28 Total 29 5 4 9 18 126 541 1308 1216 416 93 19 2 3 3789 Percent 0.8% 0.1% 0.1% 0.2% 0.5% 3.3% 14.3% 34.5% 32.1% 11.0% 2.5% 0.5% 0.1% 0.1% AM Peak Vol. 07:00 10:00 10:00 01:00 7 2 2 2 07:00 10:00 10:00 10:00 06:00 06:00 06:00 06:00 05:00 05:00 06:00 3 13 48 83 111 72 18 7 1 2 320 PM Peak Vol. 16:00 14:00 16:00 20:00 4 1 1 2 13:00 14:00 12:00 17:00 17:00 17:00 16:00 18:00 2 15 44 116 139 49 11 3 14:00 17:00 1 362 Total Percent 29 5 4 9 0.8% 0.1% 0.1% 0.2% 18 0.5%© Stats 15th Percentile : 50th Percentile : 85th Percentile : 95th Percentile : 10 MPH Pace Speed : Number in Pace : Percent in Pace : Number of Vehicles > 55 MPH : Percent of Vehicles > 55 MPH : Mean Speed(A►verage) : 43 MPH 49 MPH 54 M P H 59 MPH 46-55 MPH 2524 66.6% 533 14.1% 50 M P H 126 541 1308 3.3% 14.3% 34.5% 1216 416 32.1% 11.0% 93 19 2.5% 0.5% 2 3 3789 0.1% 0.1% All Traffic Data Services www.alltrafficdata.net SB Page 2 Site Code: 2 Station ID: 2 WELD COUNTY PKWY N/O HOLLY AVE Start Time 08/15/19 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 16 21 15 20 25 0 0 0 1 0 1 2 4 1 1 1 1 1 1 1 1 3 1 1 0 0 0 1 0 0 0 1 0 1 1 1 2 0 0 0 0 0 1 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 1 0 0 2 0 0 0 0 1 26 31 30 35 0 4 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 36 41 46 51 56 61 66 71 76 Pace Number 40 45 50 55 60 65 70 75 999 Total Speed in Pace 1 1 5 6 7 2 1 0 0 0 23 45-54 13 0 0 10 4 9 0 1 0 0 0 24 41-50 14 0 3 3 10 5 2 0 0 0 0 24 46-55 15 0 1 8 12 12 0 1 0 0 0 35 46-55 24 0 5 9 17 13 2 0 0 0 0 48 46-55 30 1 7 24 90 56 9 1 0 0 0 190 46-55 146 1 3 34 124 93 25 0 0 0 0 283 46-55 217 1 5 37 105 120 25 2 0 0 0 301 46-55 225 1 4 30 96 90 11 2 0 0 2 237 46-55 186 2 5 26 81 66 5 0 0 0 0 187 46-55 147 1 4 35 66 67 9 1 1 0 0 185 46-55 133 0 6 28 71 70 6 1 0 0 0 183 46-55 141 0 7 27 76 76 7 1 0 0 0 195 46-55 152 1 4 32 93 70 13 1 0 1 0 218 46-55 163 1 14 59 97 37 6 0 0 0 0 216 41-50 156 1 8 20 82 74 19 0 1 0 0 207 46-55 156 0 10 33 112 144 37 5 2 1 0 348 46-55 256 0 3 24 101 137 48 4 1 0 0 319 46-55 238 1 3 19 51 107 18 6 0 0 0 211 46-55 158 1 5 21 65 47 8 3 0 0 1 151 46-55 112 1 10 20 54 27 8 1 0 0 0 121 46-55 81 0 3 16 29 8 3 0 0 0 0 60 41-50 45 0 1 6 14 10 2 0 0 0 0 34 46-55 24 0 1 3 10 9 0 0 0 0 0 24 46-55 19 Total 22 10 6 4 14 113 529 1466 1354 265 31 5 2 3 3824 Percent 0.6% 0.3% 0.2% 0.1% 0.4% 3.0% 13.8% 38.3% 35.4% 6.9% 0.8% 0.1% 0.1% 0.1% AM Peak Vol.. 07:00 07:00 09:00 4 2 1 04:00 1 09:00 05:00 07:00 06:00 07:00 06:00 07:00 10:00 2 7 37 124 120 25 2 1 08:00 07:00 2 301 PM Peak Vol.. 16:00 18:00 18:00 3 13:00 3 2 1 13:00 14:00 14:00 16:00 16:00 17:00 18:00 16:00 13:00 19:00 16:00 14 59 112 144 48 6 2 1 1 348 1 Total Percent 22 0.6% 10 6 4 0.3% 0.2% 0.1% 14 0.4% Stats 15th Percentile : 50th Percentile : 85th Percentile : 95th Percentile : 10 MPH Pace Speed : Number in Pace : Percent in Pace : Number of Vehicles > 55 MPH : Percent of Vehicles > 55 MPH : Mean Speed(Average) : 43 MPH 49 MPH 54 MPH 57 MPH 46-55 MPH 2820 73.7% 306 8.0% 49 MPH 113 529 1466 3.0% 13.8% 38.3% 1354 265 35.4% 6.9% 31 5 0.8% 0.1% 2 3 3824 0.1% 0.1% Appendix C VISTRO Analysis Results Sustainable Traffic Solutions, Inc. DPG Pit Traffic Impact Study Sustainable Traffic Solutions Weld County, Colorado September 23, 2019 Generated with Version 7.00-06 PTV VISTRO Scenario 1: 1 Existing AM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 16.3 C 0.006 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway I Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 17 286 2 5 276 4 10 2 16 2 0 3 Base Volume Adjustment Factor 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11..0000 11.0000 11.0000 11.0000 Heavy Vehicles Percentage [%] 41.00 41.00 1 41.00 , 41.00 1 41.00 1 41.00 l 41.00 41.00 1 41.00 1 41.00 1 41.00 41.00 Growth Factor 1.0000 11.00O1 11.O100 11.0000 11.0001 11.0000 1.0000 11.0001 11.0100 11.0000 11.0001 11.0000 In -Process Volume [veh/h] 0 0 1010 0 I 0 1 0 I 0 0 1 0 0 0 Site -Generated Trips [vehlh] 0 1 0 1 0 1 0 1 4 1 0 1 0 1 0 1 0 1 0 1 0 0 Diverted Trips [vehlh] 0 I 0 0 l 0 0 1° i 0 I 0 1 0 I 0 0 0 Pass -by Trips [vehlh] 0 0 Existing Site Adjustment Volume [veh/h] 0 0 i 0 0 0 0 0 0 i 0 0 1 0 1 0 0 0 0 0 0 0 i 0 0 0 0 Other Volume [veh/h] l 0 0 1 0 I 0 0 0 l 0 0 0 0 0 1 0 Total Hourly Volume [vehlh] I 17 I 286 I 2 5 I 276 I 4 10 I 2 I 16 2 0 3 Peak Hour Factor 1 0.9300 0.9300 l 0.9300 1 0.8300 0.8300 0.8300 1 0.7000 0.7000 0.7000 1 0.6300 0.6300 0.6300 Other Adjustment Factor 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0)00 1.0000 1 1.0001 1 1.0000 Total 15 -Minute Volume [veh/h] 5 I 77 I 1 I 2 I 83 1 4 1 i 1.0000 1 1.0001 1 1.0000 6 1 l 0 1 Total Analysis Volume [vehlh] 1 18 308 2 6 333 I 5 [ 14 3 23 3 0 5 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 1: 1 Existing AM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free Free I Stop Stop Flared Lane No Storage Area [veh] I 0 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.02 0.00 0.00 I 0.00 0.00 0.00 0.03 0.01 I 0.02 I 0.01 0.00 I 0.00 d_M, Delay for Movement [slveh] 8.52 I [ 8.51 0.00 0. r"r I 14.55 16.34 10.04 14.51 I I 9.71 Movement LOS A I A I A A I A A B I C I B B A 95th -Percentile Queue Length [vehlln] 0.05 0.00 0.00 0.01 0.00 0.00 0.17 0.17 0.17 0.02 0.01 95th -Percentile Queue Length [ftlln] 1.25 0.00 0.00 0.37 _ 0.00 0.00 4.14 4.14 4.14 0.40 0.29 d_A, Approach Delay NA/eh] 0.47 0.15 12.10 11.63 Approach LOS A A B B d_I, Intersection Delay [slveh] 0.94 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 1: 1 Existing PM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 20.2 C 0.004 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 36 351 0 1 357 19 8 1 31 2 0 0 Base Volume Adjustment Factor Heavy Vehicles Percentage [%] 1.0000 11.0000 11.0000 41.00 41.00 141.00 1.0000 1 1.0000 1 1.0000 41.00 141.00 141.00 1.0000 1 1.0000 1 1..0000 41.00 41.00 141.04 1.0000 1 1.0000 1 1.0000 41.00 I 41.00 41.00 Growth Factor l 1.0000 1.0000 11.0000 l 1.0000 1.0000 11.0000 11.0000 11.0000 1.0000 � 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 Site -Generated Trips [vehlh] 0 0 i 0 0 0 0 i 0 0 i 0 0 0 0 i 0 0 i 0 0 0 0 0 0 0 0 Diverted Trips [vehlh] 0 I 0 f 0 l 0 0 l 0 ( 0 I 0 I 0 I 0 l 0 1 0 Pass -by Trips [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 I 0 I 0 0 I 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 36 351 1 0 [ 1 1 357 19 8 1 13112 1 0 0 Peak Hour Factor 0.8700 10.8700 10.8700 10.9800 10.9800 10.9800 0.7700 10.7700 10.7700 10.7500 10.7500 10.7500 Other Adjustment Factor 1 1.0000 1.0000 11.0000 11.0000 _ 1.0000 11.0000 1.0000 11.0000 1.0000 1 1.0000 11.0000 1.0000 Total 15 -Minute Volume [veh/h] 10 I 101 I 0 I 0 I 91 5 3 0 10 1 0 0 Total Analysis Volume [vehlh] 41 403 0 1 I 364 I 19 [ 10 I 1 40 3 0 0 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 1: 1 Existing PM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane I I I No I Storage Area [veh] 0 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.04 0.00 0.00 0.00 0.00 0.00 0.03 0.00 I 0.04 0.01 0.00 10.00 d_M, Delay for Movement [slveh] 8.97 A 8.73 I 0.00 17.74 I 20.23 I 10.59 17.61 I 19.99 I 9.94 Movement LOS A 95th -Percentile Queue Length [vehlln] 0.12 95th -Percentile Queue Length [ftlln] 2.98 A o.00 I 0.00 0.00 1 0.08 A 0.00 A C 0.00 0.24 C 0.24 0.00 I 0.00 6.05 I 6.05 B C C 0.24 0.02 1 x.02 6.05 0.53 0.53 A 0.00 0.00 d_A, Approach Delay NA/eh] 0.83 0.02 12.26 17.61 Approach LOS A A B C d_I, Intersection Delay [slveh] 1.06 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 2: 2 2020 Back AM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 16.6 C 0.006 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway I Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 17 286 2 5 276 4 10 2 16 2 0 3 Base Volume Adjustment Factor 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11..0000 11.0000 11.0000 11.0000 Heavy Vehicles Percentage [%] 41.00 41.00 1 41.00 , 41.00 1 41.00 1 41.00 l 41.00 41.00 1 41.00 1 41.00 1 41.00 41.00 Growth Factor 1.0200 11.02O1 11.O100 11.0000 11.0201 11.0200 1.0200 1 1.0201 1 1.0200 1 1.0000 1 1.0001 1 1.0000 In -Process Volume [veh/h] 0 0 1010 0 I 0 1 0 I 0 0 1 0 0 0 Site -Generated Trips [vehlh] 0 1 0 1 0 1 0 1 4 1 0 1 0 1 0 1 0 1 0 1 0 0 Diverted Trips [vehlh] 0 I 0 0 l 0 0 1° i 0 I 0 1 0 I 0 0 0 Pass -by Trips [vehlh] 0 0 Existing Site Adjustment Volume [veh/h] 0 0 i 0 0 0 0 0 0 i 0 0 1 0 1 0 0 0 0 0 0 0 i 0 0 0 0 Other Volume [veh/h] l 0 0 1 0 I 0 0 0 l 0 0 0 0 0 1 0 Total Hourly Volume [vehlh] I 17 I 292 I 2 5 I 282 I 4 10 I 2 I 16 2 0 3 Peak Hour Factor 1 0.9300 0.9300 l 0.9300 1 0.8300 0.8300 0.8300 1 0.7000 0.7000 0.7000 1 0.6300 0.6300 0.6300 Other Adjustment Factor 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0)00 1.0000 1 1.0001 1 1.0000 Total 15 -Minute Volume [veh/h] 5 I 78 I 1 I 2 I 85 1 4 1 i 1.0000 1 1.0001 1 1.0000 6 1 l 0 1 Total Analysis Volume [vehlh] 1 18 314 2 6 340 5 [ 14 3 23 3 0 5 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 2: 2 2020 Back AM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme Free Free I Stop Stop Flared Lane No Storage Area [veh] 1 0 I 1 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.02 0.00 0.00 I 0.00 0.00 0.00 0.03 0.01 I 0.02 I 0.01 0.00 I 0.00 d_M, Delay for Movement [siveh] 8.54 1 8.53 0.00 0. r [ 14.71 16.55 10.07 1 14.67 I I 9.74 Movement LOS A I A I A A I A A B I C I B B A 95th -Percentile Queue Length [vehiln] 0.05 0.00 0.00 0.01 0.00 0.00 0.17 0.17 0.17 0.02 0.01 95th -Percentile Queue Length [ftlln] 1.25 0.00 0.00 0.37 _ 0.00 0.00 4.19 4.19 4.19 0.40 0.30 d_A, Approach Delay NA/eh] 0.47 0.15 12.19 11.71 Approach LOS A A B B d_I, Intersection Delay [slveh] 0.93 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 2: 2 2020 Back PM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 20.6 C 0.004 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 36 351 0 1 357 19 8 1 31 2 0 0 Base Volume Adjustment Factor Heavy Vehicles Percentage [%] 1.0000 11.0000 11.0000 41.00 41.00 141.00 1.0000 1 1.0000 1 1.0000 41.00 141.00 141.00 1.0000 1 1.0000 1 1..0000 41.00 41.00 141.04 1.0000 1 1.0000 1 1.0000 41.00 I 41.00 41.00 Growth Factor l 1.0200 1.0200 11.0000 l 1.0000 1.0200 11.0200 11.0200 11.0200 1.0200 � 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 Site -Generated Trips [vehlh] 0 0 i 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 Diverted Trips [vehlh] 0 I 0 0 l 0 0 l 0 ( 0 I 0 I 0 I 0 l 0 1 0 Pass -by Trips [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 I 0 I 0 0 I 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 37 358 0 I 1 1 364 19 8 1 1 32 2 1 0 0 Peak Hour Factor 0.8700 10.8700 10.8700 10.9800 10.9800 10.9800 0.7700 10.7700 10.7700 10.7500 10.7500 10.7500 Other Adjustment Factor 1 1.0000 1.0000 11.0000 11.0000 _ 1.0000 11.0000 1.0000 11.0000 1.0000 1 1.0000 11.0000 1.0000 Total 15 -Minute Volume [veh/h] 11 I 103 I 0 I 0 I 93 5 3 0 10 1 0 0 Total Analysis Volume [vehlh] 43 411 0 1 I 371 I 19 [ 10 I 1 42 3 0 0 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 2: 2 2020 Back PM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free I Free Stop Stop Flared Lane No Storage Area [veh] I 0 I I Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.04 0.00 0.00 I 0.00 0.00 0.00 0.03 0.00 I 0.05 I 0.01 0.00 I 0.00 d_M, Delay for Movement [slveh] [ 9.00 I 8.75 0.00 0. r I 18.06 20.64 10.64 I 17.94 Movement LOS A A A I A A C I C I B C 95th -Percentile Queue Length [vehlln] 0.12 0.00 0.00 0.00 0.00 0.25 0.25 0.25 0.02 95th -Percentile Queue Length [ftlln] 3.09 0.00 I l 0.08 0.00 0.00 6.26 6.26 6.26 0.54 d_A, Approach Delay NA/eh] 0.84 0.02 12.33 17.94 Approach LOS A A B C d_I, Intersection Delay [slveh] 1.07 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 3: 3 2020 Total AM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 17.2 C 0.007 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway I Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 17 286 2 5 276 4 10 2 16 2 0 3 Base Volume Adjustment Factor 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11..0000 11.0000 11.0000 11.0000 Heavy Vehicles Percentage [%] 41.00 41.00 1 41.00 , 41.00 1 41.00 1 41.00 l 41.00 41.00 1 41.00 1 41.00 1 41.00 41.00 Growth Factor 1.0200 11.0200 11.0000 11.0000 11.0200 11.0200 1.0200 1 1.0200 1 1.0200 1 1.0000 1 1.0000 1 1.0000 In -Process Volume [veh/h] 0 0 1010 0 I 0 1 0 I 0 0 1 0 0 0 Site -Generated Trips [vehlh] 0 1 0l 10 I 10 4 1 0 1 0 1 0 1 0 1 0 1 0 0 Diverted Trips [vehlh] 0 I 0 0 1 0 0 1° i 0 I 0 1 0 I 0 0 0 Pass -by Trips [vehlh] 0 0 Existing Site Adjustment Volume [veh/h] 0 0 i 0 0 0 0 0 0 i 0 0 1 0 1 0 0 0 0 0 0 0 i 0 0 0 0 Other Volume [veh/h] l 0 0 1 0 [ 0 0 0 l 0 0 0 0 0 1 0 Total Hourly Volume [vehlh] I 17 I 292 I 12 I 15 I 282 I 4 10 I 2 I 16 2 0 3 Peak Hour Factor 1 0.9300 0.9300 l 0.9300 1 0.8300 0.8300 0.8300 1 0.7000 0.7000 0.7000 1 0.6300 0.6300 0.6300 Other Adjustment Factor 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1.0000 1 1.0000 1 1.0000 Total 15 -Minute Volume [veh/h] 5 I 78 I 3 I 5 I 85 1 4 1 i 1.0000 1 1.0000 1 1.0000 6 1 l 0 1 Total Analysis Volume [vehlh] 1 18 314 13 18 340 5 [ 14 3 23 3 0 5 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 3: 3 2020 Total AM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free 1 Free Stop Stop Flared Lane No Storage Area [veh] 1 0 I 1 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.02 0.00 0.00 I 0.01 0.00 0.00 0.03 0.01 I 0.02 I 0.01 0.00 I 0.00 d_M, Delay for Movement [slveh] 8.54 1 8.60 0.00 0. r 1 15.15 17.20 10.09 1 15.20 16.79 9.78 Movement LOS A I A I A A I A A C I C I B C C A 95th -Percentile Queue Length [veh/ln] 0.05 0.00 0.00 0.05 0.00 0.00 0.17 0.17 0.17 0.02 I U.02 0.01 95th -Percentile Queue Length [ftlln] 1.25 0.00 0.00 1.13 0.00 0.00 4.32 4.32 4.32 0.43 0.4 3 0.30 d_A, Approach Delay NA/eh] 0.45 0.43 12.41 11.95 Approach LOS A A B B d_I, Intersection Delay [slveh] 1.04 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 3: 3 2020 Total PM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 20.6 C 0.004 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 36 351 0 1 357 19 8 1 31 2 0 0 Base Volume Adjustment Factor Heavy Vehicles Percentage [%] 1.0000 11.0000 11.0000 41.00 41.00 141.00 1.0000 1 1.0000 1 1.0000 41.00 141.00 141.00 1.0000 1 1.0000 1 1..0000 41.00 41.00 141.04 1.0000 1 1.0000 1 1.0000 41.00 I 41.00 41.00 Growth Factor l 1.0200 1.0200 11.0000 l 1.0000 1.0200 11.0200 11.0200 11.0200 1.0200 � 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 Site -Generated Trips [vehlh] 0 0 i 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 10 0 10 Diverted Trips [vehlh] 0 I 0 0 l 0 0 l 0 ( 0 I 0 I 0 I 0 l 0 1 0 Pass -by Trips [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 I 0 I 0 0 I 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 37 358 0 I 1 1 364 19 8 1 1 32 12 1 0 10 Peak Hour Factor 0.8700 10.8700 10.8700 10.9800 10.9800 10.9800 0.7700 10.7700 10.7700 10.7500 10.7500 10.7500 Other Adjustment Factor 1 1.0000 1.0000 11.0000 11.0000 _ 1.0000 11.0000 1.0000 11.0000 1.0000 1 1.0000 11.0000 1.0000 Total 15 -Minute Volume [veh/h] 11 I 103 I 0 I 0 I 93 5 3 0 10 4 0 3 Total Analysis Volume [vehlh] 43 411 0 1 I 371 I 19 [ 10 I 1 42 16 I 0 13 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 3: 3 2020 Total PM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free 1 Free Stop Stop Flared Lane No Storage Area [veh] 1 0 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I 0 I Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.04 0.00 0.00 I 0.00 0.00 0.00 0.03 0.00 I 0.05 I 0.04 0.00 I 0.01 d_M, Delay for Movement [slveh] [ 9.00 8.75 0.00 0. r 1 18.24 I 20.65 I 10.65 18A2 I I 10.O4 Movement LOS A A A I A A C I C I B C B 95th -Percentile Queue Length [vehlln] 0.12 0.00 0.00 0.00 0.00 0.25 0.25 0.25 0.13 0.04 95th -Percentile Queue Length [ftlln] 3.09 0.00 I I 0.08 0.00 0.00 6.29 6.29 6.29 I 3.35 1.05 d_A, Approach Delay NA/eh] 0.84 0.02 12.37 14.61 Approach LOS A A B B d_I, Intersection Delay [slveh] 1.39 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 4: 4 2040 Back AM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 24.0 C 0.015 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway I Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 17 286 2 5 276 4 10 2 16 2 0 3 Base Volume Adjustment Factor 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11..0000 11.0000 11.0000 11.0000 Heavy Vehicles Percentage [%] 41.00 41.00 1 41.00 , 41.00 1 41.00 1 41.00 l 41.00 41.00 1 41.00 1 41.00 1 41.00 41.00 Growth Factor 1.5200 11.5200 11.0000 11.0000 11.5200 11.5200 1.5200 11.5200 11.5200 11.0000 11.0000 11.0000 In -Process Volume [veh/h] 0 0 1010 0 I 0 1 0 I 0 0 1 0 0 0 Site -Generated Trips [vehlh] 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 Diverted Trips [vehlh] 0 I 0 0 l 0 0 1° i 0 I 0 1 0 I 0 0 0 Pass -by Trips [vehlh] 0 0 Existing Site Adjustment Volume [veh/h] 0 0 i 0 0 0 0 0 0 i 0 0 1 0 1 0 0 0 0 0 0 0 i 0 0 0 0 Other Volume [veh/h] l 0 0 1 0 I 0 0 0 l 0 0 0 0 0 1 0 Total Hourly Volume [vehlh] I 26 I 435 I 2 5 I 420 I 6 15 I 3 I 24 2 0 3 Peak Hour Factor 1 0.9300 0.9300 l 0.9300 1 0.8300 0.8300 0.8300 1 0.7000 0.7000 0.7000 1 0.6300 0.6300 0.6300 Other Adjustment Factor 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1.0000 1 1.0000 1 1.0000 Total 15 -Minute Volume [veh/h] 7 I 117 I 1 I 2 I 127 2 5 1 i 1.0000 1 1.0000 1 1.0000 9 1 l 0 1 Total Analysis Volume [vehlh] 1 28 468 2 6 506 7 [ 21 4 34 3 0 5 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 4: 4 2040 Back AM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free 1 Free Stop Stop Flared Lane No Storage Area [veh] 1 0 1 Two -Stage Gap Acceptance No Number of Storage Spaces in Median 0 Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.03 0.00 0.00 I 0.01 0.00 0.00 0.06 0.01 I 0.04 I 0.01 0.00 I 0.00 d_M, Delay for Movement [slveh] [ 9.14 1 9.09 0.00 0.r' 20A6 24.00 11.41 1 20.25 I I 10.33 Movement LOS A I A I A A I A A C I C I B C B 95th -Percentile Queue Length [vehlln] 0.09 0.00 0.00 0.02 0.00 0.00 0.37 0.37 0.37 0.03 0.01 95th -Percentile Queue Length [ftlln] 2.24 0.00 0.00 0.43 0.00 0.00 9.21 9.21 9.21 0.64 0.33 d_A, Approach Delay NA/eh] 0.51. 0.11 15.54 14.30 Approach LOS A A C B d_I, Intersection Delay [slveh] 1.07 Intersection LOS C 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 4: 4 2040 Back PM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 35.8 E 0.016 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 36 351 0 1 357 19 8 1 31 2 0 0 Base Volume Adjustment Factor Heavy Vehicles Percentage [%] 1.0000 11.0000 11.0000 41.00 41.00 141.00 1.0000 1 1.0000 1 1.0000 41.00 141.00 141.00 1.0000 1 1.0000 1 1..0000 41.00 41.00 141.04 1.0000 1 1.0000 1 1.0000 41.00 I 41.00 41.00 Growth Factor l 1.5200 1.5200 11.0000 l 1.0000 1.5200 11.5200 11.5200 11.5200 1.5200 � 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 Site -Generated Trips [vehlh] 0 0 i 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 Diverted Trips [vehlh] 0 I 0 0 l 0 0 l 0 ( 0 I 0 I 0 I 0 l 0 1 0 Pass -by Trips [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 I 0 I 0 0 I 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 55 534 1 0 I 1 1 543 29 12 2 1 47 2 1 0 0 Peak Hour Factor 0.8700 10.8700 10.8700 10.9800 10.9800 10.9800 0.7700 1 0.7700 10.7700 10.7500 10.7500 10.7500 Other Adjustment Factor 1.0000 1.0000 11.0000 11.0000 _ 1.0000 11.0000 1.0000 11.0000 1.0000 1 1.0000 11.0000 1.0000 Total 15 -Minute Volume [veh/h] 16 I 153 I 0 I 0 I 139 7 4 1 15 1 0 0 Total Analysis Volume [vehlh] [ 63 614 0 1 I 554 I 30 [ 16 I 3 61 3 0 0 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 4: 4 2040 Back PM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free Free Stop Stop Flared Lane No Storage Area [veh] I 0 Two -Stage Gap Acceptance No Number of Storage Spaces in Median I J Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.07 0.01 0.00 0.00 0.01 0.00 0.08 0.02 I 0.08 0.01 O00 10.00 d_M, Delay for Movement [slveh] 10.03 9.50 I 0.00 29.65 I 35.76 I 12.95 29.33 I 34.72 I 10.75 Movement LOS B A I A A A D E B D D B 95th -Percentile Queue Length [vehlln] I 0.23 I 0.00 0.00 I 0.00 I 0.00 I 0.61 I 0.61 I 0.61 I 0.04 95th -Percentile Queue Length [ftlln] 5.76 0.00 1 l 0.09 0.00 I 0.00 I 15.17 1 15.17 15.17 1.01 d_A, Approach Delay NA/eh] 0.94 0.02 16.99 29.33 Approach LOS A A C D d_I, Intersection Delay [slveh] 1.35 Intersection LOS E 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 5: 5 2040 Total AM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 25.1 C 0.016 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway I Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 17 286 2 5 276 4 10 2 16 2 0 3 Base Volume Adjustment Factor 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11.0000 11..0000 11.0000 11.0000 11.0000 Heavy Vehicles Percentage [%] 41.00 41.00 1 41.00 , 41.00 1 41.00 1 41.00 l 41.00 41.00 1 41.00 1 41.00 1 41.00 41.00 Growth Factor 1.5200 11.5200 11.0000 11.0000 11.5200 11.5200 1.5200 11.5200 11.5200 11.0000 11.0000 11.0000 In -Process Volume [veh/h] 0 0 1010 0 I 0 1 0 I 0 0 1 0 0 0 Site -Generated Trips [vehlh] 0 1 0l 10 I 10 4 1 0 1 0 1 0 1 0 1 0 1 0 0 Diverted Trips [vehlh] 0 I 0 0 1 0 0 1° i 0 I 0 1 0 I 0 0 0 Pass -by Trips [vehlh] 0 0 Existing Site Adjustment Volume [veh/h] 0 0 i 0 0 0 0 0 0 i 0 0 1 0 1 0 0 0 0 0 0 0 i 0 0 0 0 Other Volume [veh/h] l 0 0 1 0 [ 0 0 0 l 0 0 0 0 0 1 0 Total Hourly Volume [vehlh] I 26 I 435 I 12 I 15 I 420 I 6 15 I 3 I 24 2 0 3 Peak Hour Factor 1 0.9300 0.9300 l 0.9300 1 0.8300 0.8300 0.8300 1 0.7000 0.7000 0.7000 1 0.6300 0.6300 0.6300 Other Adjustment Factor 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1 1.0000 1.0000 1 1.0000 1 1.0000 Total 15 -Minute Volume [veh/h] 7 I 117 I 3 I 5 I 127 2 5 1 i 1.0000 1 1.0000 1 1.0000 9 1 l 0 1 Total Analysis Volume [vehlh] 1 28 468 13 _ 18 506 7 [ 21 4 34 3 0 5 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 5: 5 2040 Total AM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme I Free I Free Stop Stop Flared Lane No Storage Area [veh] I 0 F Two -Stage Gap Acceptance No Number of Storage Spaces in Median 0 Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.03 0.00 0.00 I 0.02 0.00 0.00 0.06 0.02 I 0.04 I 0.01 0.00 I 0.00 d_M, Delay for Movement [slveh] [ 9.14 [ 9.18 0.00 0. [ 21.21 25.14 11.50 121.13 I I 10.38 Movement LOS A I A I A A I A A C I D I B C B 95th -Percentile Queue Length [veh/ln] 0.09 0.00 0.00 0.05 0.00 0.00 0.38 0.38 0.38 0.03 0.01 95th -Percentile Queue Length [ftlln] 2.24 0.00 0.00 1.31 _ 0.00 0.00 I 9.55 1 9.55 9.55 0.67 0.34 d_A, Approach Delay NA/eh] 0.50 0.31 15.94 14.68 Approach LOS A A C B d_I, Intersection Delay [slveh] 1.16 Intersection LOS D 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 5: 5 2040 Total PM DPG Pit TIS Weld County, CO Control Type: Analysis Method: Analysis Period: Intersection Setup Two-way stop HCM 6th Edition 1 hour Intersection Level Of Service Report Intersection 1: 18th St I Holly Ave Delay (sec / veh): Level Of Service: Volume to Capacity (vlc): 35.8 E 0.016 Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Approach Northbound Southbound Eastbound Westbound Lane Configuration 11 I 17 1 117 atr Turning Movement Left Thru 1 Right Left Thru I Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 I 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 0 1 0 0 0 0 1 Pocket Length [ft] 380.00 390.00 100.00 Speed [mph] 30.00 30.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Weld County Parkway Weld County Parkway 18th Street Holly Avenue Base Volume Input [veh/h] 36 351 0 1 357 19 8 1 31 2 0 0 Base Volume Adjustment Factor Heavy Vehicles Percentage [%] 1.0000 11.0000 11.0000 41.00 41.00 141.00 1.0000 1 1.0000 1 1.0000 41.00 141.00 141.00 1.0000 1 1.0000 1 1..0000 41.00 41.00 141.04 1.0000 1 1.0000 1 1.0000 41.00 I 41.00 41.00 Growth Factor l 1.5200 1.5200 11.0000 l 1.0000 1.5200 11.5200 11.5200 11.5200 1.5200 � 1.0000 1.0000 1.0000 In -Process Volume [veh/h] 0 0 Site -Generated Trips [vehlh] 0 0 i 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 1 0 0 0 0 0 10 0 10 Diverted Trips [vehlh] 0 I 0 0 l 0 0 l 0 ( 0 I 0 I 0 I 0 l 0 1 0 Pass -by Trips [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 I 0 I 0 0 I 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 55 534 1 0 I 1 1 543 29 12 2 1 47 12 1 0 10 Peak Hour Factor 0.8700 10.8700 10.8700 10.9800 10.9800 10.9800 0.7700 1 0.7700 10.7700 10.7500 10.7500 10.7500 Other Adjustment Factor 1.0000 1.0000 11.0000 11.0000 _ 1.0000 11.0000 1.0000 11.0000 1.0000 1 1.0000 11.0000 1.0000 Total 15 -Minute Volume [veh/h] 16 I 153 I 0 I 0 I 139 7 4 1 15 4 0 3 Total Analysis Volume [vehlh] [ 63 614 0 1 I 554 I 30 [ 16 I 3 61 16 I 0 13 Pedestrian Volume [pedlh] 0 0 0 0 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. Generated with Version 7.00-06 PTV VISTRO Scenario 5: 5 2040 Total PM DPG Pit TIS Weld County, CO Intersection Settings Priority Scheme Free Free Stop 1 Stop Flared Lane No Storage Area [veh] 0 0 I 1 Two -Stage Gap Acceptance No Number of Storage Spaces in Median 0 0 Movement, Approach, & Intersection Results WC, Movement WC Ratio 0.07 0.01 0.00 I 0.00 0.01 0.00 0.08 0.02 0.08 0.08 I 0.00 I 0.02 d_M, Delay for Movement [slveh] [ 10.03 0.00 0.00 9.50 0.00 0.00 1 30.05 35.79 12.99 1 31.09 1 36.48 10.84 Movement LOS 95th -Percentile Queue Length [vehlln] B I A I A 0.23 0.00 0.00 A I A 0.00 0.00 A 0.00 D 0.61 E I B 0.61 0.61 D I E 0.26 1 B 0.05 95th -Percentile Queue Length [ftlln] 5.76 0.00 0.00 0.09 0.00 0.00 15.31 1 15.31 15.31 6.50 6.50 1.22 d_A, Approach Delay NA/eh] 0.94 0.02 17.09 21.89 Approach LOS A A C C d_I, Intersection Delay [slveh] 1.67 Intersection LOS E 9/2012019 Joseph L. Henderson, PE, PTOE Sustainable Traffic Solutions, Inc. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcgranewater.cor July 3, 2019 Mr. JC York JT Consulting, Inc. 305 Denver Avenue, Suite D Ft. Lupton, CO 80621 RE: DPG Pit — Hydrologic Impact Assessment Dear Mr. York: McGrano Water Engineering Via email at: jcyorkj-tconsu1ting.com The proposed DPG gravel pit mine is located approximately 3 miles east of Hwy 85 in Greeley Co., in Sections 1, 11 and 12, Township 5 North, Range 65 West (6t11 PM). The site is located just upstream from the confluence of the S. Platte River (FR) and Cache la Poudre (Poudre) River. Figure Al shows the site, and approximately 206 permitted wells located within a 2 -mile radius as identified in the State's well database (CDWR, 2019). As part of the mine permit application process, the mine consultant, J&T Consulting, Inc. (JT) requested that McGrane Water Engineers, LLC. (MWE) determine the potential impacts of a slurry wall around the proposed DPG pit. Impacts typically include a rise in the water table on the up - gradient side of the slurry wall and a decline in the water table on the down gradient side. Water level increases to within 10 feet of the surface on the up -gradient side of the pit could cause: flooding of existing structures such as basements; water logging (over saturation) of crops; and encourage phreatophyte growth. A decline in water levels on the down gradient side could reduce the aquifer saturated thickness and well yields if the decline is significant compared to the saturated thickness of the aquifer at the well. Groundwater Investigation To evaluate the groundwater impacts, we: 1. Conducted a literature search of existing published groundwater literature in the vicinity of Greeley, Co.; 2. Compiled well data from the State's Well database including: well name, permit number, location, well depth, depth to water, and pumping rate (Table Al); 3. Created a groundwater model to evaluate potential changes in groundwater levels resulting from a slurry wall around the mine; 4. Evaluated measured monitoring well water levels around the pit; and 5. Prepared this letter report which includes numerous figures that characterize the aquifer and support our results. Mr. J.C. York July 3, 2019 Page 2 A detailed discussion of the Hydrogeologic analysis, model parameter selection and assumptions, and discussion of model sensitivity and uncertainty are included in Appendix A - Groundwater Evaluation and Modeling (attached). Results We used the US Geologic Survey MODFLOW model (McDonald and Harbough, 19 87) to model the site. Using reasonable boundary conditions and aquifer properties, the model predicts that water levels will rise up to 0.75 feet on the up -gradient (west and southwest) sides of the pit (Figure A9). The downstream impact is constrained between the pit and the rivers at the confluence where no wells or structures apparently exist. To account for uncertainty, we assume for this impact analysis that twice the impacts upstream and downstream could occur (Figure A10).. We identified two wells within the area of potential impact (Figure A10). Well 118187-A is a domestic well permitted to Weld County that is located within the pit boundaries. We assume that it is either mislocated, abandoned or will be abandoned as part of the pit development plan? Another well belonging to James Mathews (permit no 83280) is located approximately 650 feet west of the site. The Mathews' well is the closest up -gradient well to the pit. After doubling the model results (Figure A10), we estimate that the water level could increase between 0.5 and 1.0 feet at the well as a result of the mine slurry wall. Table 1 includes: location, depth, perforated interval, static water level, saturated aquifer thickness and reported well yield data for the two "potentially" impacted wells. Table 1 Wells that could be Impacted by Slurry Walt Permit Number DEM Elev (ft) Contact Name Town.- ship Rng Sec Qtr -Qtr Use(s) Depth Well (ft) Perf. Top Depth (ft) Bot. Perf. Depth (ft) Static Water Level (ft) Sat. Thick. (ft) Yield (gpm) 83280- 4611.3 MATHEWS, JAMES L. 5.0 N 65.0 W 11 SENE Domestic 82 62 82 11 69 20 118187--A 4607.6 WELD COUNTY 5.0 N 65.0 W 12 NWNE E Domestic 40 20 40 10 -- 15 The reported static water level of the Mathews well is 11 feet below ground level. If the home has a basement, it may already be vulnerable to flooding and have a sump pump. Another 1 foot rise caused by the pit could cause basement flooding. However, it the impact can be solved by simply installing a more reliable sump pump system, we recommend that the mine operators do so. Because this potential impact is so small and involves only one well, we do not believe the overall impact of the mine on nearby wells is going to be significant. Monitoring and Mitigation We recommend that the Mine Owner should: • Contact the owners of potentially affected wells shown on Table 1 and conduct a more detailed evaluation of the potential impacts at the home to determine mitigation options; and McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis @mc granevat.er.c~o in Web: i.t.p://iA WAN . incgraneww� at.erengineering.co in Mr. J.C. York July 3, 2019 Page 3 • Install more monitoring wells west of the pit, to monitor around up -gradient homes in case our predictive analysis is incorrect or in case seasonal fluctuations in the water table are more than what has been recently measured. The Mine Owner could also install a drain that intercepts mounding groundwater on the west side of the pit and transport it to the down gradient side where it could be recharge the aquifer. The depth, location, and size of a drain will depend on the timing and location of rising water and hydrologic properties of the aquifer, and can be designed using the computer model developed for this analysis. If you have any questions, please give me a call. Sincerely, McGrane Water Engineers, Inc. itletefruel Dennis McGrane, P.E., C.P.G Professional Credentials The technical material in this report was prepared by or under the supervision and direction of Dennis McGrane P.E, C.P.G.} whose seal as a Professional Engineer in the State of Colorado and American Institute of Professional Geologists (AIPG) Certified Profession Geologist (CPG) are affixed below: McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 9174247 E -Hail: dennis@mcgranewater.coin Web: tip://www.mcgranewaterengineering.coin Mr. J.C. York July 3, 2019 Page 4 APPENDIX .A - GROUNDWATER EVALATION AND MODEL The proposed DPG gravel pit mine is located approximately 3 miles east of Greeley, Colorado in Sections 1, 11 and 12, Township 5 North, Range 65 West (6th PM). The site is located just upstream from the confluence of South Platte River (SPR) and Cache la Poudre (Poudre) River. Available Data We compiled hydrogeologic data from: • Existing reports from the US Geological Survey and Colorado Division of Water Resources (see Sources below); • Well completion reports from 206 registered alluvial wells (SECS wells) from the State's Well database located within two miles of the site; • A "Preliminary Materials Study" conducted at the DPG site (Cesare, May 2, 2019) that includes 9 borehole logs; and • Monitoring well data from the site provided by JTC. Figure Al is a Google Earth image that shows: the planned pit, existing permitted wells (color coded by use), pit monitoring wells (cross shapes) and the model boundary. Most of the existing wells are used for domestic water supply and irrigation. Hydrogeology The hydrogeology of the SPR alluvial aquifer is described by Lindsay and Others (1998 and 2005), CDM (2006 and 20 13) and CSU (2013). Figure A2 shows the site surficial geology (Braddock and Cole, 1978). The alluvium within the model areas consists of alluvial sand and gravel (Qa) adjacent to the modern SPR and Poudre flood plains, and older terrace alluvium (Qg) outside the floodplain. The site materials study (Cesare, 2019) confirmed that the aquifer consists of primarily sand and gravel. Bedrock consist of the Laramie Formation (K1), which is primarily a black shale that is exposed in the northeastern and southeastern corners of the model. Table Al includes depth, perforation top and bottom, water level, yield (gpm) and calculated saturated thicknesses (well depth — static water level) from the SEC, wells. The bottom of the table includes well statics. Well depths range from 7 to 165 feet and average 61 feet. Two alluvial wells (permit numbers 13580 and 14245) were drilled deeper into bedrock and not included in the average. Well yields range from less than 15 gpm for domestic wells to 1,900 gpm for irrigation wells. The depth to water ranges from 2 to 53 feet and averages approximately 20 feet. Water level elevations above mean sea level (msl) were calculated at each well by subtracting the depth to water listed in the well permit from the site elevation obtained from 10 -meter Digital Elevation Model (DEM) data. The calculated saturated alluvial thicknesses range from 10 to 119 feet and average approximately 45 ft. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis @mc granevat.er.c~o in Web: i.t.p://iA WAN . incgraneww� at.erengineering.co in Mr. J.C. York July 3, 2019 Page 5 Table A2 shows the DPG borehole/monitoring well data. The average site depth to water, depth to bedrock and aquifer saturated thickness are 6.5 ft, 83 ft and 76.4 ft respectively. Figure A3 shows the distribution of well data around the DPG pit. Seasonal Water Level Changes Table A3 shows the three water level measurements taken at each DPG monitoring well this spring. The average levels are used for aquifer water table elevation targets (see Model Runs and Results below). Between April 1,tn and May 29th, 2019, the water levels rose approximately 1 to 2 feet. This rise is likely in response to seasonal river stage increases that increase aquifer recharge. The seasonal increase appears to exceed the modeled increase on the up -gradient side of the pit caused by the slurry wall (See Results), which makes it difficult to distinguish between natural fluctuations and pit "impacts." Water Level antoins Figure A2 shows water table elevation data from wells and river elevations interpreted from US Geological SurveylOm Digital Elevation Model (DEM) data sets. We contoured the data using the US Geological Survey (Hurr and Schneider, 1972) water table map as a guide. The contours show that both rivers are gaining throughout the model area. Bedrock Elevation Contours We also updated the Hun and Schneider (1972) bedrock elevation contour map (aka. structure map). Figure A4 shows a deep (over 100 ft deep) paleochannel extending east -west through the pit area. Saturated Thickness We plotted the aquifer saturated thickness on Figure AS. The map shows how the aquifer thickens within the paleochannel and thins away from the rivers. Hydraulic Conductivity and Transmissivity The aquifer hydraulic conductivity (K) is the measure of aquifer permeability (ft/dy). The Colorado Division ofWater Resources (DNR) complied available K data for anextensive groundwater model used for the South Platte Decision Support System (CDM-Smith, April, 2013). SPDSS Task 43.3 (CDM-Smith, December 6, 2006, Figure 5c) shows contoured K's in our model area ranging from approximately 250 to 550 ftlday (397 ftlday average) which is a reasonable range for sand and gravel. The distribution was created by interpolating K's obtained from nearby pumping tests. We did not attempt to improve upon the State's distribution because aquifer data obtained from other methods is not as reliable as pumping test information. The aquifer transmissivity (T) is product of the aquifer K multiplied by the saturated thickness. An aquifer thickness grid was created by subtracting the aquifer structure grid (Figure A4) from a water table grid (Figure A2). Then the aquifer thickness grid was multiplied by the K grid (Figure A4) to create a transmissivity grid. We compared our T values with the USGS transmissivity map McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcgranewat.er.c~coin Web: i.t.p://w-w.incgranewat.erengineering.coin Mr. J.C. York July 3, 2019 Page 6 prepared by Hurr and Schneider (1972). Figure A7 shows the highest transmissivities (200,000 - 3 75,000 gpd/ft) are in the paleo channel that runs through the DPG site. These values are in the same range as the Hurr and Schneider contours. However, we believe our distribution is more accurate because we used the additional bedrock elevation data and the K distribution prepared by CDM-Smith (2006). Modeling We used the USGS (McDonald and Harbaugh, 1988) MODFLOW modeling program to evaluate the existing and future groundwater conditions at the DPG pit. We used the Visual MODFLOW (VM) classic interface (version 4.6.0.167) to construct, run and display model results. The model area is approximately 4 miles high and 5 miles wide (west to east) centered on the pit. The model consists of 119 rows and 142 columns using 200 foot square model cells. Model Boundaiy Conditions Model boundary conditions include the S. Platte and Poudre rivers, bedrock boundaries on the model bottom and most of the northern boundary, and constant head cells on all sides to allow water to freely flow in and out of the model at gradients determined by the water table contours (Figure A2). We assigned model river cell stage elevations every 10 feet using 10m DEM data, and then used the VM interface to interpolate the assigned values. The western -most, up -gradient elevation was 4618 ft (msl) and the eastern -most down gradient elevation was 4581 ft (msl). The water level gradient from west to east is approximately 0.0013 which is calculated by dividing the difference between river elevations on the ends of the model (37 ft) by the E -W model length (28,400 ft). We modeled the aquifer's connection to the river using the MODFLOW "River" package which uses a streambed conductance term (COND) to calculated flow from one to the other in proportion to the hydraulic gradient of adjacent. A high level of connection mitigates impacts by allowing water to freely flow between the river and aquifer. Therefore, by using the lower end COND value that the data supports, our model creates more conservative (ie. more) modeled impacts. COND is calculated as the product of the streambed unit conductance (Ksb/m) times the wetted river area (length * width). Ksb is the streambed vertical permeability and m is the streambed thickness which we assume is 1 ft so that Ksblm equals Ksb. CDM-Smith (2006, Figure 9) evaluated the streambed permeability at three sites (SC -8, SC -13, and SC -14) within 10 miles of the DPG pit, and came up with Ksb values ranging from 362 ftlday to 404 ftlday. We believe these rates are too high because they are too close to horizontal K (kh) values. Tests conducted in 2009 by Leonard Rice Engineers, Inc. (Denver, Co.) in Twn. 2N., Rng. 66W., Sec. 18, arrived at a Ksb value of 36 ft/day (Miller, 2009). We believe 36 ftlday is more accurate because it was determined through rigorous aquifer testing and is approximately 10 times less than the KA value. A 10:1 Kh/Kv ratio is a common ratio used for alluvial aquifers. Therefore, to be conservative, we decided to reduce the connection to the river by using a Ksb of 36 ftlday. Based on average streambed widths measured from Google Earth (1127/2017), we calculated COND values shown in the table below. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis @mc granevat.er.c~o in Web: i.t.p://iA WAN . incgraneww� at.erengineering.co in Mr. J.C. York July 3, 2019 Page 7 River Stretch Length (ft) Width (ft) da Ksb/m ^-1(ftA2/clay) COND S. Platte a Upsteam of confluence 200 110 36 792000 S. Platte Downsteam of confluence a a 200 a 130 a 36 936000 Poudre Upsteam of confluence 200 55 36 396000 "Calibration "_Results We conducted two model runs to evaluate the effect of installing a slurry wall around the DPG Pit. Run <DPG_SS2> simulates the pre -mine water table. Figure A8 shows the resulting water table gradient through the model area compared to improved published elevation contours shown on Figure A2. At the project site, the modeled root mean squared error (RMSE) of the modeled heads compared to measured values is only 1.4 ft as shown in the "calibration" plot below. Calculated vs. Observed Head : Steady state Max. Residual: 1.96 (ft) at Lii/V41A Min. Residual• 0.466 (ft) at61W71A Residual (dean : 1:339 (ft) Abs. Residual Meer.: 1.339 (ft) 4597.05 4599.05 4601.05 Obserr.d Head (ft) 4603.05 IMI_syci sit - 95% confidence interval --- 95% Memval Hum. at U'3ta Pools : 9 Standard Erra• oftheEstimaie : 0.174 (ft) Root Mean Squared : 1.426 (ft) Normalized RMS :24.589( % ) Correlate,' Coefficient : 3.992 The modeled vs. observed values have a correlation coefficient of 99.2% which is only 0.8% away from a perfect 1:1 relationship. We believe the modeled vs. observed heads would be closer if we lowered the 4600 ft msl SPR river elevation by 1 to 2 feet. This action would be justified based on the potential measurement error in the 4,600 ft DEM elevation. However, we feel the action would not significantly affect the "impact" results of the model, so we did not make the change. Mass Balance Table A4 shows the model mass balance results which shows the inflow and outflow components that include constant head and river cell flows in and out of the model. The total aquifer inflow is approximately 19 cfs with only 4 cfs leaving the model. As a result, the rivers gain approximately 15 cfs with the model area. ht 'Impacts" In run <DPG_SS2_wPit>, the pit model cells are turned off to simulate the effect of the slurry wall around the pit. Figure A9 is the contoured "difference" in model output heads between the post - pit run minus pre -pit run determined using GIS grid -math techniques. Positive values on the west McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcgranevat.er.c~oin Web: i.t.p://iAWAN .Incgraneww�at.erengineering.coin Mr. J.C. York July 3, 2019 Page 8 and southwest sides of the pit reflect mounding and negative values on the east side reflects lower water levels in the "shadow" of the pit. The maximum change in water level is less than 0.75 foot at any point around the pit. The downstream impact is constrained between the pit and the rivers at the confluence where no wells or structures exist that we are aware of. Model Sensitivity The modeled mound and "shadow" impacts are insensitive to the hydraulic conductivity (K) of the aquifer. An increase in K causes a proportional increase in model inflows, but also increases the hydraulic connection with the creek which offsets any additional mounding or shadow effects. Therefore, not change will occur. The model results are very sensitive to the presence of streams, but there is no realistic chance that either river will cease flowing due to strict river administration by the State. Model results are insensitive to streambed leakance. Even using a conservatively low Ksb value of 36 ft/day, the rivers are large enough and aquifer permeable enough to quickly respond to changes in groundwater levels caused by the pit. Model Uncertainty There is uncertainty in our predictions related to measurement and modeling error. USGS I0m DEM Data was used to assign ground elevations to off -site wells. The overall accuracy of expressed as the root mean square en -or (RMSE) for 10m DEM data for one study in (Haneberg, 2006) is 1.87 m or approximately +1- 6 ft. The accuracy of surveyed site well elevations data is much higher, probably within a tenth of a foot, and the accuracy of hand -measured water levels can vary several inches. Our modeled predictions (Figure A9) include three types of error: 1) conceptual error (how the model is set up and what boundary conditions are used); 2) parametric error (how aquifer properties are measured and calculated); and 3) predictive error (which includes other influences such as seasonal recharge or climate change variations). It was beyond the scope of this project to quantitatively evaluate the sum of these errors which results in considerable uncertainty. To account for uncertainty, we doubled the modeled changes shown in Figure A9, and are using Figure A10 as our more conservative "change" estimate. Potentially Affected Wells We identified two wells that within the area of impact shown on Figure A10. Well 118187-A is a domestic well permitted to Weld County that is located within the pit boundaries. We assume that it is either mislocated, abandoned or will be abandoned as part of the pit development plan. Another well belonging to James Mathews (permit no 83280) is located approximately 650 feet west of the site and is the closest up -gradient well to the pit. After doubling the model results, we estimate that water levels could rise 0.5 to 1.0 ft at this location (Figure A10). Table 1 provides tabulated location , depth, perforated interval, static water level, saturated aquifer thickness and reported well yield for the two potentially impacted wells. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis @mc granevat.er.c~o in Web: i.t.p://iA WAN . incgraneww� at.erengineering.co in Mr. J.C. York July 3, 2019 Page 9 Table 1 — Potentially Impacted Wells Permit Number DEM Elev (ft) Contact Name Town- ship Rng Sec Qtr -Qtr Use(s) Well Depth (ft) Perf. Top Depth (ft) Bot. Perf. Depth (ft) Static Water Level (ft) Sat. Thick. (ft) Yield (gpm) 83280- 4611.3 MATHEWS, JAMES L. 5.0 N 65.0 W 11 SENE Domestic 82 62 82 11 69 20 118187--A 4607.6 WELD COUNTY 5.0 N 65.0 WW 12 NWNE E Domestic 40 20 40 10 -- 15 The reported static water level of the Mathews well is 11 feet below ground level. If the home has a basement, it may already be vulnerable to flooding and have a sump pump. Another 1 ft rise caused by the pit could cause basement flooding. However, if the impact can be solved by simply installing a more reliable sump pump system, we recommend that the mine operators do so. Becauseonly one well will likely be impacted, we do not believe the overall impact of the mine is significant. Monitoring and Mitigation We recommend that the Mine Owners should: • Contact the owners of potentially affected wells shown on Table 1 and conduct a more detailed evaluation of the potential impacts and e mitigation options; and • Install more monitoring wells west of the pit, to monitor and protect up -gradient homes in case our predictive analysis is incorrect or in case seasonal fluctuations in the water table cause localized basement flooding. The Mine Owners could also install a drain on the up -gradient side of the pit that intercepts groundwater and transports it to the down gradient side where it could be recharge the aquifer. This passive mitigation system would operate whenever water levels rise into the drain on the up -gradient side of the pit. The depth, location, and size of a drain will depend on the timing and location of rising water and hydrologic properties of the aquifer and can be designed using the existing model. Sources CDM-Smith, April, 2013a. South Platte Decision Support System Alluvial Groundwater Model Report. CDM-Smith, December 6, 2006. SPDSS Phase 3, Task 34.3 South. Platte Alluvium Region Aquifer Property Technical Memoradum. CDM-Smith, June 9, 2006. SPDSS Phase 3, Task 34.3 Streambed Conductance Technical Memoradum. Colorado Division of Water Resources (CDWR), June, 2019. Well permit websit search: http://www.dwr.state.co.us!WeilPermitSearchl Cesare, Inc., May 2, 2019. Preliminary Materials Study — DPG Mine Permitting Monitoring Well Installation Weld County, Co. Project No. 19.3016. Letter report to J.C. York, J&T Consulting, Inc. Colorado State University (CSU), December, 31, 2013. HB12-1278 Study of the South Platte River Alluvial Aquifer. Report to the Colorado Legislature. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcgranevat.er.c~oin Web: t.t.p://iAWAN .lncgraneww�at.erengineering.coin Mr. J.C. York July 3, 2019 Page 10 Haneberg, August, 2006. Effects of Digital Elevation Model Erros on Spatially Distributed Seismic Slope Stability Calculations: An Example from Seattle, Wa. Environmental & Engineering Geoscience, Vol. XII, no. 3, August, 2006, pp. 247-260. Hurr, R. Theodore, Schneider, Paul A., and Others, 1972. Hydrogeologic Characteristics of the Valley -Fill Aquifer in the Greeley Reach of the South Platte River Valley, Colorado. USGS Open File Report 93-124. Prepared in cooperation with the Colorado Water Conservation Board. Lindsay, D.A., Langer, W.H., and Knepper, D.H., 2005. Stratigraphy, Lithology, and Sedimentary Features of Quaternary Alluvial Deposits of the South Platte River and Some of its Tributaries East of the Front Range, Colorado. L.S. Geological Survey Professional Paper 1705. Lindsey, D. A., Langer, W. H., and Shary, J. F., 1998, Gravel deposits of the South Platte River valley north of Denver, Colorado, Part B - Quality of gravel deposits for aggregate: U. S. Geological Survey Open -File Report 98-148-B, 24 p. McDonald, M.G., and Harbaugh, A.W., 1988, A modular three-dimensional finite -difference ground -water flow model: Techniques of Water -Resources Investigations of the United States Geological Survey, Book 6, Chapter Al, 586 p. Miller Groundwater Engineering, June 29, 2009. Groundwater model evaluations of the Broomfield Well Field. Letter report to Dennis McGrane, Leonard Rice Engineers, Inc. McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis @mc granevat.er.c~o in Web: i.t.p://iA WAN . incgraneww� at.erengineering.co in Mr. J.C. York July 3, 2019 Page 11 TABT Table Al — EO Well Permit Data Permit Number DEM (ft) Elev Contact Name Town- ship Rng Sec Qtr -Qtr Use(s) Depth (ft) Well Pert p Depth (ft) Perf. Depth (ft) Static Water Level (ft) Sat. Thick, (ft) (gpm) Yield 118194--A 4635.5 HOP, A 5.0 N 65.0 W 13 NESW Domestic, Stock 66 26 66 15 51 40 4595 -R -R 4657.4 AIKENS GEORGE & CARLY 5.0 N 65.0 W 2 NWNW Municipal 135 71 133 39 96 1040 156434- 4616.3 BREICKLER DAVID R & BRENDA 5.0N 65.0W 14 NWNE Household use only 34 14 34 4.7 28.8 15 11651 -R -R 4633.5 HOSHI FARMS INC 5.0 65.0W 13 515E Irrigation 54 35 55 17.5 37.5 1100 20033 -R -R 4637.5 HOP, ANDREW 5.0 N 65.0 W 13 SWSW Irrigation 58 38 58 205 37.5 1000 161560- 4624.4 WICKERS HAM, WILLIAM F 5.0 N 65.0 W 12 SESE Domestic 61 41 61 23 37 15 41257-F 4643.9 CHURCH OF JESUS CHRIST 5.0 N 65.0 W 1 NENW Irrigation 88 36 88 25.4 60.6 9I} 183783- 4616.3 LANGE, LESLIE V 5.0 N 65.0 W 11 SESW Household 37 17 37 5 32 15 192441- 4616.1 MCDONN ELL, WILLIAM M. 5.0 N 65.0 W 11 SESW Household use only 60 40 60 4 51 15 7161 -R -R 4653.2 NOFFSI N GER MANUFACTURING CO I N C 5.0 N 65.0 W 2 NENE Irrigation 78 48 78 27 48 700 208860- 4623.4 BANGHART SCOTT & TAMMERA 5.0 N 65.0 W 14 NESW Domestic, Stock 40 35 40 8 27 15 221852- 4630.4 CORRALES, ANTON 1O 5.0 N 65.0 W 10 SESE Household use only 56 36 56 19 40 15 222001--A 4638.7 SINKIE COLLEEN KATERIE MARIE 5.0 N 65.0 W 10 SESE Domestic 74 54 74 28 47 15 243278- 4643.1 MORALES, JORGE 5.0 N 65.0 W 10 SWSE Household use only 60 40 60 28 25 15 264562- 4630.5 GRIEGO, KENNETH L 5.0 N 65.0W 10 NESE Household use only 95 60 89 16 71 15 63180-F 4629.8 HELENA CHEMICAL COMPANY 5.0 N 64.0 W 19 NENW Commercial, Other 65 25 65 17 41 50 64677-F 4639.1 SINKIE COLLEEN KATERIE MARIE 5,0 N 65.0 W 10 SESE Irrigation 76 36 76 19 56 190 6415 -R -R 4636.4 AJR FARMS 5.0 N 65.0 W 13 NESW Irrigation 24 42 62 24 33 1100 65240 -F -R 4640.2 DIAMOND FEEDERS LLC 5.0N 64.0W 6 SENE Commercial 74 54 74 49 23 180 208899--A 4620.4 BANGHART, ARNOLDR 5.0 N 65.0 W 14 NESW Household use ehoonll 60 32 52 9 40 15 280476- 4612.6 LOSTROH, KODY 5.0 N 64.0 W 6 NESW Stock 111 50 111 12 99 500 76222-F 4610.6 WELD COUNTY 5.0 N 65.0W 1 NESE Other 43 22 43 17 20 650 11611 -R -R 4631.3 SHAKLEE HOWARD IRREVOCABLE TRUST 5.0 N 64.0W 18 SWSW Irrigation 58 38 58 21 34 1050 291552- 4619.1 CLARK JAMES R & CYNTHIA K 5.0 N 65.0W 14 NWSE Domestic, Stock 40 20 40 4 32 14 29261.4- 4636.5 CARLETON & DEJONG LLC 5.0 N 65.0 W 14 SESE Domestic, Stock 56 36 56 21 35 15 145 -RD -R 4633.7 FARR FARMS CO 5.0 N 64.0 W 6 NWNW Commercial 165 119 165 45 119 1200 335 -RD -R 4642.9 FARR FARMS CO 5.0 N 64.0 W 6 NWNW Irrigation 158 95 158 44 113 1679 4183-F 4623.8 KLEIN JAMES D BETSY A 5.0 N 64.0 W 7 NWSW Irrigation 65 41 65 26 39 1150 9628- 4606.2 BOSCH PETER 5.0 N 65.0 W 13 NENW Stock 63 42 63 21 40 50 HENRIETTA 113474 4648.5 CHURCH OF JESUS CHRIST 5.0 N 65.0 W 1 NWNW Irrigation 38 23 38 26 10 250 21961- 4605.2 MITAN I, TAYEKO 5.0 N 64.0 W 6 NWSW Domestic 47 35 47 18 28 8 26883- 4633.6 HIRD, DONALD 5.0 N 65.0 W 13 NENW Stock 60 51 60 24 37 20 26980- 4633.6 VANTAGE BUILDERS INC 5.0N 65.0W 13 NENW Domestic 61 52 61 24 37 20 37838- 4628.6 HICKLIN CLINTON BUD 5.0 N 65.0W 13 NENE Domestic 55 35 55 22 50 30 McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: tip://www.mcgranewaterengineering.coin Mre J.C. York July 3, 2019 Page 12 Permit Number DEM Elev (ft) Contact Name ship Rng Rng Sec Qtr -Qtr Use{s) Depth ift) Well Pert Top Depth (ft) Bot. PerttWater Depth (ft) Static Level (ft) Sat. Thick, (ft) (gpm) Yield 42978- 4619.2 KRI ER ROLAN D T & JOYC ALICE 5.0 N 65.0 W 14 NWSE Domestic 50 25 50 6 38 60 48559- 4637.7 WALKER HAROLD & JAN ELL M 5.0 N 65.0 W 23 NWNW Domestic 72 52 72 22 46 15 82267- 4629.8 KLEIN, JAMES D 5.0 N 64.0 W 19 NENW Domestic, Stock 65 25 65 17 41 15 83280- 4611.3 MATHEWS, JAMES L. 5.0 N 65.0 W 11 SENE Domestic 82 62 82 11 69 20 86129- 4648.6 WAGN ER JOE JR 6.0 N 65.0 W 36 SWSW Domestic 41 22 41 25 13 20 95100- 4615.8 MARCY, DEWEY R 5.0 N 65.0 W 11 SWSE Domestic 50 20 50 8 37 15 168216--A 4624.0 CARLSON CORWIN L & KATHERINE,' 5.0 N 65.0 W 15 NENE66 Commercial, Stock 46 66 25 41 25 171640-A 4662.6 CHURCH OF JESTS CHRIST/LDS 6.0 N 65.0 W 36 SWNW Domestic 60 40 60 30 24 15 65244-F 4640.9 DIAMOND FEEDERS LLC 5.0 N 64.0 W 6 SENE Commercial 74 54 74 47 26 480 65243,E 4639.8 DIAMOND FEEDERS LLC 5.0 N 64.0 W 6 SENE Commercial 93 63 93 53 40 50 65242-F 4636.6 DIAMON D FEEDERS LLC 5.0 N 64.0 W 6 NWNE Commercial 90 60 90 35 54 60 275685--A 4616.8 DUVALL FRANCIS & SHARON 5.0 N 65.0 W 11 NWSW Domestic 60 37 57 7.5 47.5 15 289696--A 4616.6 CLARK JAMES R & CYNTHIA K 5.0 N 65.0 W 14 SWINE Domestic, Stock 40 20 40 3.5 30.5 15 80233-F 4597.9 NEW CACHE LA POUDRE IRRIGATION 5.0 N 64.0 W 6 SWSW Industrial, Irrigation, Other 76 46 73 6 67 1900 588-WCB 4619.2 JENSEN, MARTHA 5.0 N 65.0 W 14 SWSE Irrigation 73 52 73 20 53 1500 664-WCB 4646.7 LYSTER, CYRIL E 6.0 N 65.0 W 36 NWNW Irrigation 62 41 62 32 27 1100 27143-F 4620.6 JOHNSON, W C 5.0 N 65.0 W 11 NWSW 1 Domestic 55 35 55 8 -- 15 46535-DW 4604.9 CENTRAL CO WATER CONSERVATION DI ST 5.0 N 65.0 W 12 NESE Dewatering 53 26 56 7 -- 1500 52960-MH 4635.9 JBS SWIFT BEEF COMPANY 6.0 N 64.0 W 31 NWSE Monitoring/S ampling 20 9 19 12.46 -- 4.5 81387--A 4628.7 HINOJOSA RODRIGO &/OR KATHLEEN 5.0 N 65.0 W 10 NWSE Domestic 47 28 47 10.5 -- 30 118187-A 4607.6 WELD COUNTY 5.0 N 65.0 W 12 NWNE Domestic 40 20 40 10 -- 15 122362-A 4643.1 BERNHARDT, N HAR DT, R 5.0 N 65.0 W 10 SWSE Domestic 100 70 100 30 -- 15 12017 -R -R 4627.5 SHAKLEE HOWARD IRREVOCABLE TRUST 5.0 N 64.0 W 18 NWSE Irrigation 70 50 70 22 -- 600 76130--A 4641.8 DILL TERRY & SHARON 5.0 N 65.0 W 10 SESE Stock 100 75 95 24 -- 15 157469- 4611.3 GONZALEZ JESUS L & ELVIRA V 5.0 N 65.0 W 11 NWSE Household use only 59 39 59 4 -- 15 14962 -R -R 4644,2 CHURCH OF JESUS CHRIST 5.0 N 65.0 W 1 NENE N E Irrigation 132 99 129 42.7 -- 1200 205705- 4640.8 CLIFT CLIFFORD W & SALLY J 5.0 N 65.0 W 15 NENE Household 80 60 80 23 -- 15 222813- 4604.8 MARCY, DEWEY 5,0 N 65.0 W 1 NESW Commercial 70 50 70 30 -- 15 242466- 4603.3 RCADIFER, CATHERINE 5.0 N 65.0 W 12 NWSW Stock 46 26 46 8 -- 15 241101- 4613.8 RODRIGUEZ, ARMANDO 5.0 N 65.0 W 11 NWSE Household use only 65 45 65 4 -- 15 250105- 4628.4 SHAKLEE HOWARD REVOCABLE TRUST 5.0'N 64.0 W 18 SESW Domestic 58 40 58 15 -- 15 6706- 4634.9 COLORADO STATE OF ADJUTANT 5.0 N 65.0 W 2 SWSW Domestic 86 66 86 24 -- 20 15107- 4611.2 NORDHALM ELMER &SHIRLEY 5.0 N 65.0 W 11 SWSW Domestic 27 18 27 6 -- 20 30675- 4611.2 CYPHERTJ ROBERT 5.0N 65.0 W 11 NWSE Domestic 46 37 46 4 -- 30 McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: t.tp://www.mcgranewaterengineering.coin Mr. J.C. York July 3, 2019 Page 13 Permit Number DEM EHeHeirT (ft) Contact Name Town- ship Fang Sec Qtr -Qtr Use(s) Depth (ft) Pe rf.Static Top Depth (ft) p Pert. Depth f#� Water Level (ft) Sat. Thick. (ft) Yield (gpm) 30718- 4644.9 WELD COUNTY MUNICIPAL AIRPORT 5.0 N 65.0 W 2 SESW Domestic 60 51 60 34 -- 20 30719- 4644.9 WELD COUNTY MUNICIPAL AIRPORT 5.0 N 65.0 W 2 SESW Domestic 60 51 60 32 -- 30 30883- 4604.6 GOZA, CALVEN T 5.0 N 65.0 WW 12 NWSW Domestic 33 24 33 5 — 20 32613- 4599.2 PLUMB, LUCILLE 5.0 N 64.0 W 7 SENW Domestic 40 31 40 6 — 15 32958- 4644.9 WELD COUNTY MUNICIPAL AIRPORT 5.0 N 65.0 W 2 SESW Domestic 60 42 60 29 -- 30 56099- 4611.2 OHLEMACHER, JERRY 5.0 N 65.0 W 11 SWSW Domestic 50 30 50 18 -- 15 81355- 4632.9 GREELEY CITY OF 5.0 N 65.0 W 2 SESW Other 78 60 78 30 -- 30 123793- 4658,8 NICCOLI CHARLES E&JUDYM 5.0 N 65.0 W 3 NENE Domestic 99 79 99 40 -- 30 141259- 4643.1 GERBITZ, LLOYD 5.0 N 65.0 W 10 NWSE Household 120 90 120 26 -- 16 13196—A 4659.0 MURATA, GENE 5.0 N 65.0 W 2 NWNW Domestic 100 80 100 39 — 31 80234-F 4603.7 NEW CACHE LA POUDRE IRRIGATION SO N 64.0 W 6 NESW Industrial, Irrigation, Other 83 6 -- 1900 443-WCB 4637.2 BAKERINK, C F 5..0 N 65.0 W 1 NENE Irrigation 118 78 118 36 — 1200 571-WCB 4654.7 MARTIN, DAVE 5.0 N 65.0 W 2 NWNW Irrigation 120 99 120 38 — 350 574-WCB 4647.4 KIGHT, L A 6.0 N 65.0 W 36 NWSW Irrigation 38 17 38 20 -- 600 39900-MH 4598.6 ANACAPA LAND CO LLC 5.0 N 64.0 W 7 SWNE Monitoring/S ampling 103 63 103 6 100 -- 2932 -F -R 4633.2 A►iR FARMS 5.0 N 65.0 W 13 SWNE Irrigation 61 31 61 25 35 -- 34- 4652.4 HOLLOWAY, MARQUERITE 6.0 N 65.0 W 35 NESE Domestic, Stock 60 48 60 30 27 -- 1543- 4637.2 RAYBURN JOHN MRS 5.0 N 64.0 W 5 SWNW Domestic -- -- -- 37 38 -- 2591- 4634.6 BOSCH PETER 5.0 N 65.0 W 13 SENW Domestic 60 51 60 18 42 -- 4406- 4644.2 FERNDMRS 6.0 N 65.0 W 36 SWSE Domestic -- -- -- 18 19 -- 13580- 4619.2 ROODEN PAUL HAROLD & BAR BARA ANN 5.0 N 65.0 W 14 NENW Domestic 252 -- -- 12 24 -- 14245- 4619.2 ROSS, WILLIAM 5.0 N 65.0 W 14 SESW Domestic 363 53 363 34 17 -- 18691- 4623.7 BORYS, RICHARD M 5.0 N 65.0 W 12 SESW Domestic 45 36 45 22 19 -- 39902-MH 4596...3 ANACAPA LAND CO 5.0 N 64.0 W 7 NESE Monitoring 70 50 70 6 67 -- 39903-MH 4596.3 ANACAPA LAND CO 5.0 N 64.0 W 7 SENE Monitoring 58 38 58 6.6 67.4 -- 39904-MH 4595.7 ANACAPA LAND CO 5.0 N 64.0 W 7 SESE Monitoring 69 49 69 6.2 62.8 -- 279602- 4594.1 JuvAivC.r 'O61-MsPerf 5.0 N 64.0 W 7 SENE Monitoring 58 38 58 2 55 -- 279603- 4595.7 „niT� �ncr 5.0 N 64.0 W 7 NESE Monitoring 55 35 55 2 49 -- 618-WCB 4622.2 ADAMS, HENRY 5.0 N 64.0 W 18 68 59 68 22 43 -- 145 -RD -R 4648.2 NOFFSINGER MEG CO 6.0 N 64.0 W 31 SWSW Irrigation 165 119 165 45 — 1200 19090-MH 4656.7 NORTH FRONT RNG WTR QUAL PLAN 6.0 N 65.0 W 36 SWNW Monitoring 44 29 39 39 -- -- 24586-MH 4623.2 HA EXCAVATIVATI Nt 5.0 N 65.0 W 3 SWSE Monitoring 27 15 25 7 -- -- 39697-MH 4634.9 AIR NATIONAL GUARD STATION 5.0 N 65.0 W 2 SWSW Monitoring 46 23 46 30 -- -- 45248-MH 4639.8 CERVI, MIKE EON 65.0 W 36 SESW Monitoring 32 25 35 -- -- -- McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: tip://www.mcgranewaterengineering.coin Mr. LC. York July 3, 2019 Page 14 Permit Number DEM Elev (ft} Contact Name Town- ship Rng Sec Qtr -Qtr Use Well Depth (ft) Perf. Top Depth (ft) Bot. Perf. Depth (ft) Static Water Level (ft) Sat. Thick. (ft) yield (gpm) ) 45249-MH 4632.3 CERVI, MIKE 5.0 N 65.0 W 1 NESW Monitoring 60 -- -- -- — -- 45250-MH 4634.2 CERVI, MIKE 5.0 N 65.0 W 1 SWNE Monitoring 60 -- -- -- — -- 45661-MH 4604.9 HALL IRWIN CORP 5.0 N 65.0 W 12 NESE Monitoring -- -- -- -- — -- 45663-MH 4609.1 HALL IRWIN CORP 5.0 N 65.0 W 12 NWSW Monitoring -- 0 -- -- — -- 48186-MH 4595.7 JOURNEY 5.0 N 64.0 W 7 SESE Monitoring -- -- -- 4.2 — -- 48748-MH 4612.2 ERO RESOURCES 5.0 N 65.0 W 11 NENW Monitoring -- -- -- -- — -- 53371-MH 4646.3 IBS SWIFT BEEF COMPANY 6.0 N 64.0 W 31 SESE Monitoring 30 20 30 -- — -- 58629-MH 4646.5 IBS SWIFT BEEF 6.0 N 64.0 W 31 SESE Monitoring 50 35 50 30 — -- 86129—A 4648.6 BOHMCO LLC 6.0 N 65.0 W 36 SWSW Domestic 41 22 41 -- — -- 97830--A 4620.8 CLARK, JAMES R 5.0 N 65.0 W 14 NWNE Domestic, Stock 36 16 36 -- — -- 123793--A 4658.8 NICCOLI CHARLES E &JUDYM 5.0 N 65.0 W 3 NENE Domestic 99 79 99 -- — -- 148328- 4642.5 MICHAEL, DOUG 5.0 N 65.0 W 10 NWSE Household 85 65 85 19 -- 15 159095- 4622.1 LORENZ, HERBERT 5.0 N 65.0 W 14 NWNW Domestic, Stock 30 -- -- -- — -- 198176- 4627.2 SHARP DONOVAN J&JANELD 5.0 N 64.0 W 18 NWSE Domestic 60 -- -- -- — -- 223448- 4626.1 HI NOJOSA RODRIGO & KATHLEEN 5.0 N 65.0 W 10 NWSE Domestic 45 -- -- -- — -- 275114- 4619.5 M & EXCAVATION 5.0 N 64.0 W 17 NENWDomestic, Stock 90 -- -- -- — -- 67520-F 68973-F 4645.5 4623.3 LWM WASHOUT LLC 5.0 N 65.0 W 1 NENE Commercial 118 78 118 -- — -- REAM, JANET L 5.0 N 65.0 W 14 NESE Other 7 -- -- -- — -- 285655- 4622.5 STANLEY, VICTOR E 5.0 N 65.0 W 10 SESE Irrigation 51 -- -- -- — -- 79057-F 4595.7 JUUNINtri RlChiil iDCC 5.0 N 64.0 W 7 SE Other -- — -- -- — -- 307422- 4613.8 SPELLANE, MEGAN 5.0 N 65.0 W 13 NWNW Domestic, Stock 60 -- -- -- — -- 313449- 4610.1 NORTHERN WATER 5.0 N 64.0 W 6 NWSW Monitoring 49 -- -- -- — -- 19O -RD 4652.4 NOFFSINGER MFG 6.0 N 65.0 W 35 NESE Irrigation -- -- -- -- — -- 226-R 4619.0 OSTER LARRY/LISA DALT ON 5.0 N 65.0 W 11 SWSW Irrigation 31 -- -- -- — -- 302-R 4612.6 TOKUYASU, S 5.0 N 64.0 W 6 NWSW Irrigation 51 -- -- -- -- -- 304-R 4612.6 TOKUYASU ROBERT & BOB MITANI 5.0 N 64.0 W 6 NWSW Irrigation 45 22 45 -- - -- 910- 4619.8 HERRICK, C E 5.0 N 65.0 W 14 NWNW Domestic -- -- -- -- — -- 985- 4635.3 FLESHMAN, B A 5.0 N 65.0 W 15 NENE Domestic -- -- -- -- — -- 1361-R 4624.9 70 RANCH RESOURCES DEVELOPMENT LLC 5.0 N 64.0 W 18 NESW Irrigation 61 28 61 -- — -- 3739- 4608.6 WALKER JOHN J$R0N 5.0 N 65.0 W 10 NWNE Domestic -- -- -- -- — -- 4507-R 4616.7 GREELEY CITY OF 5.0 N 65.0 W 10 NESE Irrigation -- -- -- -- — -- 4561- 4616.4 SCH MU N K, JAKE 5.0 N 65.0 W 10 SWNE E Domestic --. -- -- -- — -- 6023-R 4621.6 FANGMEIER FREDERICK V & DOTSON BE 5.0 N 65.0 W 11 NWSW Irrigation -- -- -- -- — -- 6081- 4612.6 COOK JAKE D DOROTHY 5.0 N 65.0 W 11 NWSE Domestic -- -- -- -- — -- 6416-R 4633.8 AIR FARMS 5.0 N 65.0 W 13 SESW Irrigation 59 -- -- -- — -- McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: tip://www.mcgranewaterengineering.coin Mr. J.C. York July 3, 2019 Page 15 Permit Number DEM Elev Contact Name Town- ship Rng Sec Qtr -Qtr Use( s) Well Depth (ft) Perf. Top Depth (ft) B' PS. Depth (ft) Static Water Level ift) Sat. Thick. (ft) Yield igpm) 8640-R 4641.1 BOSCH PETER & 5.0 N 65..0 W 13 SWNE Ir ° ation 28 -- -- -- -- -- HEN RI ETER TA 8641-R 4619.2 5.0 N 65.0 W 14 SWSE Ire `gation 73 -- -- -- -- -- CARLETON & DEJONG LLC 8743-R 4653.7 WAGNER JOE & DORA 5.0 N 65.0 W 2 NINE Irrigation — -- -- -- -- -- 9230-F 4650.2 CHURCH OF JESUS CHRIST 6.0 N 65.0 W 36 NWSE Irrigation 87 72 87 -- -- 11182-R 4605.2 5TRAU5HEIM, R U DY 5.0 N 64.0 W 6 SWNW Irrigation 73 -- -- -- -- -- 11188-R 4646.7 ZABICA DUANE TD & DOROTHY HY 6.0 N 65.0W 36 NWNE Irrigation 11399-R 4622.2 GUNTHER, EUGENE 5.0 N 64,0 W 18 SWNE Irrigation 51 22 51 --- -- -- 11604-R 4599.2 DUNN, N, CLARENCE E 5.0 N 64.0 W 7 SWSW Irrigation -- --� -- --- -- -- 11605-R 4627.8 LOWER LATHAM RESERVOIR COMPANY 5.0 N 64,0 W 18 NENW Irrigation 63 -- -- -- -- -- 11844-R 4622.2 PU YPE, HELEN D 5.0 N 64.0 W 18 SE N E Irrigation 85 55 85 -- -- -- 11854- 4611.2 THOMPSON, JOHN 5.0 N 65.0W 11 NWSW Domestic -- -- -- -- -- -- 11964-R 4646.7 BENSON TERRY & SHARON 6.0 N 65.0 W 36 NWSW Irrigation 45 -- -- -- -- -- 12187-R 4648.9 BENSON, ARNOLD 6.0 N 64.0W 31 NWSW Irrigation -- -- -- -- -- -- 12312-R 4615.3 (CHURCH OF JESUS CHRIST 5.0 N 64.0W 6 NESE Irrigation 62 — -- -- -- 12985-R 4599.2 KLEIN JAMES O& BETSY A 5.0 N 64.01 7 SWSE Irrigation 72 48 72 — -- -- 13255-R 4624.7 BORYS, RICHARD M 5.0 N 65.0 W 12 SWSE Irrigation 72 -- -- -- -- -- 13256-R 4604.6 LANE, CLAUD 5.0 N 65.0 W 12 NWSE Irrigation — -- -- -- -- -- 13380-R 4605.2 51 LVA JOE C & MARIE NANCY 5,0 N 64.0 W 6 N ESW Irrigation 50 20 50 ,- -- -- 14178-R 4640.9 STRAIGHT, LOWELL G 5.0N 65.0 W 10 SESE Irrigation -- -- a- ,- -- -- 14869-R 4616.8 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Irrigation 40 25 40 -- -- -- 14961-R 4604.6 DAVIS, ROBERT $ 5.0 N 65.0W 12 SWNE Irrigation -- -- -- -- 14963-R 4643.8 1-.M. ril V ILA I WU �„CCCQ3LC 5.0 N 65.0 W 1 NENE Irrigation 118 -- �- - - -- -- 18758- 4644.9 CARLISLE, DONALD 5.0N 65,0'W' 2 NESW Domestic -- -- -- -- -- -- 21090- 4644.9 LAJAGA ENGINEERING CO 5.0 N 65,0W 2 NWSW Domestic -- -- -- -- -- -- 44659- 4599.2 DUNN/ CEARENCE 5.0 N 64,0 7 SWSW Domestic 44660- 4625.5 GROSSN ICKLE TRAVIS O & MICHELLE L 5.0 N 64.0 W 18 NENW Domestic 40 7 36 -- -- -- 81387- 4628.7 REYNOLDS, JOHN 5.0 N 65.0 W 10 NWSE Domestic -- -- -- -- -- -- 83516- 4615.0 CONNELL RICHARD CLAYTON 5.0N 65.0W 11 NWSE Domestic - 102669- 4607.4 MATHEWS, W C 5.0 N 65.0 W 12 NWSW Domestic 55 10 55 -- -- -- 128731- 4605.6 5.0 N 64.0 W 6 NWSE Domestic, Stock -- -- -- -- -- -- HE MST RE FT WILLIAM E & ROHLF E J 19163-MH 4631.2 HOSHIKO DENNIS % NO FR RNG WQPA 5.0 N 65.0 W 13 SWSE Monitoring 30 15 25 18 -- -- 39901-MH 4616.1 ANACAPA LAND CO LLC 5.0 N 64.0 W 7 NWSE Monitoring 62 42 62 6 -- -- 45247-MH 4643.2 CERVI, MIKE 6.0 N 65,0W 36 SESE Monitoring 60 -- -- -- -- -- 160704- 4632.4 HOWARD CECIL & SHIRLEY 5.0 N 64.0 W 18 SWSW Domestic, Stock -- -- -- -- -- -- 251500- 4623.2 JAI MES, BERTHA A 5.0 N 64.0 W 17 NWSW Domestic 100 -- -- --- -- -- 269260- 4633.1 LW MILLER 5.0 N 65.0W 1 NWSE Monitoring 60 -- -- -- -- -- 269261- 4634.2 LW MILLER 5.0 N 65.0 W SWNE Monitoring 50 -- -- --- -- -- McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: tip://www.mcgranewaterengineering.coin Mr. LC . York July 3, 2019 Page 16 Permit Number DEM Elev (ft) contact'Name Town- ship Rng Sec Qtr -Qtr Use (s) Well Depth (ft) Perf. Top Depth (ft) Bot. Pert. Depth (ft) Static Level ft_(ft)(gpm) } Sat. yield 269262- 4643.2 LW MILLER 6.0 N 65.0 W 36 SESE Monitoring 60 -- -- -- -- -- 269263- 4639.8 LW MILLER 60 N 65.0 W 36 SESW Monitoring 32 25 35 -- -- -- 65247-F 4618.4 DIAMOND FEEDERS N 64.0 W 6 NWNW Commercial -- -- -- -- -- -- 65241-F 4607.6 DIAMOND FEEDERS 5.0 N 64.0 W 6 SWNE Commercial -- -- -- -- -- -- 276391- 4616.9 MERIT, ENERGY 5.0 N 65.0 W 11 SESW Monitoring 8 4 8 -- -- -- 276392- 4517.0 MERIT, ENERGY 5.0 N 65.0 W 11 SESW Monitoring 8 4 8 -- -- -- 276393- 4516.9 MERIT, ENERGY 5.0 N 65.0 W 11 SESW Monitoring 8 4 8 -- -- -- 276394- 4617.6 MERIT, ENERGY 5.0 N 65.0 W 11 SESW Monitoring 8 4 8 -- -- -- 276395- 4620.7 MERIT, ENERGY 5.0 N 65.0W 11 SESW Monitoring 8 4 8 -- -- -- 279599- 4598.0 ILIUKINLY lit-VIAlNtY 5.0 N 64.0 W 7 SESE Monitoring 48 28 48 6 -- -- 279600- 4601.25.0 N 64.0 W 7 NWSE Monitoring 65 45 65 -- -- -- 279601- 4598.1 %/ChM in CC' 5.0 N 64.0 W 7 SWNE Monitoring -- -- -- -- -- -- 283738- 4611.2 ERO, RESOURCES 5.0 N 65.0 W 11 NENW Monitoring -- -- -- -- -- -- 283739- 4611.7 ERO, RESOURCES 5.0 N 65.0 WTI 11 NENW Monitoring -- -- -- -- -- I -- 283740- 4613.1 ERO, RESOURCES 5.0 N 65.0 W 11 NENW Monitoring -- -- -- -- -- -- 283741- 4614.1 ERO, RESOURCES 5.0 N 65.0 W 11 NENW Monitoring -- -- -- -- -- -- 283742- 4613.0 ERO, RESOURCES 5.0 N 65.0 W 11 NENW Monitoring -- -- -- -- -- -- 289696- 4616.9 CLARK JAMES R & CYNTHIA K 5.0 N 65.0 W 14 SWNE Domestic, Stock 35 -- -- -- -- -- 293701- 4521.8 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Monitoring 40 5 40 -- -- -- 293702- 4618.4 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Monitoring 37 5 37 -- -- -- 293703- 4615.5 VARRA COMPANIES 5.0 N 65.0 W 10 NENE Monitoring 37 5 37 -- -- -- 293704- 4617.3 VARRA COMPANIES 5.0 N 65.0 W 10 NWNE Monitoring 44 5 44 -- -- -- 293705- 4510.4 VARRA COMPANIES 5.0 N 65.0 W 10 NWNE Monitoring 40 5 40 -- -- -- 293706- 4526.8 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Monitoring 46 5 46 -- -- -- 293707- 4622.0 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Monitoring 45 5 45 -- -- -- 293708- 4620.2 VARRA COMPANIES 5.0 N 65.0 W 10 SWNE Monitoring 40 5 40 -- -- -- 293709- 4616.5 VARRA COMPANIES 5.0 N 65.0 W 10 SENE Monitoring 36 6 36 -- -- -- 293710- 4616.5 VARRA COMPANIES 5.0 N 65.0 W 10 SENE Monitoring 36 5 36 -- -- -- 293711- 4615.7 VARRA COMPANIES 5.0 N 65.0 W 10 SENE Monitoring 36 5 36 -- -- -- 293712- 4617.3 VARRA COMPANIES 5.0 N 65.0 W 10 SENE Monitoring 46 5 46 -- -- -- 293713- 4615.0 VARRA COMPANIES 5.0 N 65.0 W 10 NENE Monitoring 44 5 44 557-WCB 4648.1 FIGHT, L A 6.0 N 65.0 W 36 SWSW Domestic 38 29 38 21 -- -- 900-WCB 4625.3 ARMITAGE B A8c 5.0 N 64.0 W 18 SENW Irrigation 61 -- -- -- -- -- ETHEL Minimun 7 2 10 4.5 Maximum 165 53 119 1900 Average 61 20 45 327 McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E-MIail: dennis@mcranewaLer.coin Web: tip://www.mcgranewaterengineering.coin Mr. J.C. York July 3, 2019 Page 17 Table A2 - DPG Pit Exploration Borehole Data Well ID �OSPI� X COSPE - Y (ft Elev _m sl) Depth Bedrock to (ft) Bedrock Elev. (ft) Depth Water to (ft) Water Elev. (ft msl) Thickness Sat. (ft) MW -1 3246739 1397275 4607.50 105.0 4712.5 6.9 4601 98.1 MW -2 3247792 1397095 4604.82 102.0 4706.8 5.8 4599 96.2 MW -3 3245445 1396721 4603.55 98.0 4701.6 5.7 4598 92.3 MW -4 3247580 1396453 4599.50 75.0 4674.5 2.5 4597 72.5 MW -5 3245671 1396090 4604.64 60.0 4664.6 6.6 4598 53.4 MW -6 3246754 1396130 4607.08 80.0 4687.1 6.3 4601 73.7 MW -7 3248935 1395392 4610.66 57.0 4667.7 7.8 4603 49.2 MW -8 3247309 1395090 4608.93 86.0 4694.9 10.2 4599 75.8 MW -9 3245035 1394654 4603.72 83.0 4686.7 6.4 4597 76.6 Table A3 - DPG Pit Monitoring Well Levels (Spring, 2019) Well Designation DPG MW4 DPG MW -5 DPG MW -6 Description East Side of Phase 1 North I Northeast Side of Phase 1 l Northwest Side of Phase 2 Top of Casing El. (ft) 4602.39 460.x'_94 4610.32 Ground El.(ft) 4599.50 4604.64 4607.08 Date Depth to Depth to Water {TOG} (ft) Water EL (ft) Depth to Water [T ] (ft) Depth to Water {TOG} (ft) Water EL _ (ft} Depth to Water [TOG] (ft) Depth to Water {TOG} (ft) Water EL (ft) Water [TOG] (ft} April 19, 2019 5.69 2.(80j 4596.70 1110 6.80. 4597.84 9.92 6.68 4600.40 May 81 2019 5M3 2.94 4596.56 10.38 7.08 4597.57 9.90 6.66 May 29, 2019 4.60 1.! 1 4597.79 9.0.8 5/0 4590.96 8. 9 5.55 /46O0.4.2 4601 .53 June 13, 2019 471 1.8.2 4597'.68 9.29 5.99 4598.65 8M1 4601.51 5.57 Average: 5.21 2.32 4597.18 911 6.41 4598.23 9.35 6.11 4600.97 Max. Change to Date: 0.98 1.29 1.13 Well Designation DPG MW -7 DPG MW -8 DPG MW -B Description Southeast Side of Phase 3 South Side of Phase 3 and 4 Southeast Side of Phase 4 Top of Casing El. (ft} 4613.43 4611.63 4606.71 Ground El.(ft) 4610.66 4608.93 460372 Date Depth to Depth to Water {T} (ft) Water EL (ft) Depth to Water [TO] (ft) Depth to Water {TOG} (ft) Water EL (ft) Depth to Water Depth to Water {TOG} (ft) Water EL (ft) Water [TOG] (ft) [TOO] (ft) April 19, 2019 10.81 8.04 4602.62 13.19 10.49 4598.44 931 6.72 4597.00 May 8, 2019 10.92 8.15 4602.51 13.33 10.63 4598.80 1 d_d1 7.32 4596.4d May 29.2019 1 d_d4 7.27 4603.39 12.10 9.40 4599.53 8.17 5.18 4598.5.4 June 11 2019 . 10.04 7.27 . 460139 1.2.31 9.61 4599.32 8.85 5.86 459716 Average: 10.45 7.69 4602.98 12.73 10.03 4598.90 9.26 6.27 4597.45 Max. Change to Date: 1.23 2.15 077 McGraneWater Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@megranevat.er.c~oin Web: t.t.p://iAWAN .lncgranewwat.erengineering.coin Mr. J.C. York July 3, 2019 Page 18 Table A4 — Mass Balance — Steady State (no pit) MODEL INFLOW (cfs) MODEL OUTFLOW (cfs) IN -OUT Storage 0 Storage 0 0.00 Constant Head 18.94 Constant Head 4.10 14.84 River Leakage 5.17 River Leakage 20.01 -14.84 Total 24.11 Total! 24.11 0.00 McGrane Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcranewal.er.coinWeb: t.t.p://ww .mcgranewat.erengineering.coin Mr. J.C. York July 3, 2019 Page 19 FIGURES McGrane e Water Engineering, LLC 1669 Apple Valley Rd. • Lyons, CO 80540 • Phone: (303) 917-1247 E -Mail: dennis@mcranewa[.er.coinWeb: tip://www.mcgranewaterengineering.coin 65W 64W Page 20 2 264562 "' 76130-A 222001-A 14178-R 221852 _ 285655 eLa cost art, Atp, - tart_ ts 123793-A 123793 . 13196-A 24586 -MHO ^,�_ 14869-R X93705 293703 X93705 293704 �}Re 223448 81387 81387-A 293706 571-WCB 4595 -R -R 32958 21090 30718 30719 18758 39697-MH 6706 81355 O O O 3739 O293702 { 29371 293701 293708 293712 93706----293711 4561 293710 293709 27143-F 141259, 243278 122362-A O 8743-R 283738 283739 273740 283741 283742 48748-M H 148328 275685-A \ 6023- 275685-A 192441 241101 4507-R O O 226-R 83516 s Co O O 183783 205705 O O O985 159095 64677-F 168216-Acr . i 1..-_-____00.- Iris Awi 910 Figure Al 208860 O 208899-A 13580 14245 42978 291552 171640 -AO 34 190-RDO 11964-R 11188-R 19090-M H 664-WCBO O574-WCB 557-WCB 45245-MH O 269263O 7161-R-RO O 11347-F 41257-F 86129 86129-A 15_ 157469 11854 56099 30675 8328 O 6081 95100 156434 O 9230-F 4406 443-WCB O. 14962 -R -R 67520-F 14963-R 45247-M H 269262 12187-R Of et1 52960-MH 145 -RD =` �+ O O 145 -RD -R Arabie • • rn O1 65242-F 65247-F O O O335 -RD -R 45250-M H O 269260 269261 O 45249 -MHO 2228130 t uk PO UDR 76222 -FO MW -5 MW -6 MW -3 MW -1 MW -2 518.187-A O 102669' 289696 43289696-A MW -9 MW -8 O45663 -M H 276391 45661-M H 276392 , 242466 46535-DW 276393 276394 276395 O 30742Z 68973-F 8641-R 588-WCB O 292614 00 97830-A 13256-R 14961-R 30883 vj',18691 O 13255-R 37838 9628; 313449 302-R 304-R 280476 00 80234-F 80233-F 11604-R 12985-R 44659 32613 4183-F O 161560 O 2591 O 2932 -F -R O 26883 O 26980 6415 -R -R 118194-A 19163-M H O 8640-ReO 6416-R O 20033 -R -R 11651 -R -R 48559 a se 4- 53371-M H O58629 -M H 65240 -F -R 65244-F 65243-F (ed0,1543 11182-R 13380-R 128731 21961 39900-MH 39903-MH O 279602 O 279601 39902-M H 39901-M H00: O 279603 O 279600 O 79057-F 279599 O44660 At O 11605-R 900-WCB 11844-8O618-WCB 1361-R 11399-R O 198176 250105 O 48186-M H 39904-M H ,276114 SOS a O 251500 12O17 -R -R a 11611 -R -R 160704 63180-`�� O82267 ark 0 1'4 Lick awl —it .�, d ‘411/1 a 1. • 0.5 Mile 1 Study Area with Well Permits DPG Weld County, Colorado Map Legend DPG Permit Boundary Model Extent ECD DPG Monitoring Well* * Permit/Well ID shown adjacent to well DWR Constructed Well Use* O Domestic O Irrigation O Stock O Commercial O Monitoring/Sampling O Municipal O Other Sources: CDSS Well Permit Database 061019, Hurr rr & Schneider (OF -93-124), JT Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83 /UTIMI Zone 13N E c;pnantFish !McGran� eater Engineering. LJLG I 65W I £4W Page 21 4618 0 )628 4625 0 4633 0 4618 O 462°7 _ O 4627 Wil 4619 4,624 4624 4617 4618 0 9 Qg 4616 0 0 4615 46164613 111 4611 4605 46110 4610) f\r'� 4605 0 lj 460 4618 4605 4593 0 4617 461,k 460 Q4607 4613 46244 09 4610 0.\1612 8161%4608 4615 0 4611 4618204611 460 O 4618 4599 0 Qa , 4620 457?`a 4,10 `459 4597 460. 4601 04598 E 594;\ 4598 4 4 46.: ,;- @4600 4616 0 2 °. 46 4607 4585\ 46150 0 4611 4610 4623 4615 4615 0 4615 4599 0 4617 O 04616 I 0 4600 4595 4605 4602 4585 4617 4,608 0 0 4610 461 4621(9 4623 4641 - - 46. L 4635 0 ) 46 0 4610 _ .46f12'iti 2 O 4605 4589 4599 O 0 0 ,a4660 45940 0 4600 4587 4587 O4594 44601" { 0 4595 45920 598 4595 KI 97 4598 4598 4601 4607 O 4613 04616 0 4593 0 4592 4593 4590 0 0 0 4594 4590 1 4592 4613 0 0 46+14 4613 O 4610 4592 4606 „sorts Air I 4590 Qg 0 0.5 1 N 04581 Mile Figure A2 Geology and Water Table Elevations DPG Weld County, Colorado Map Legend 4561 Elevation @ River (ele shown to adjacent point) ) 4561 Well with Static Water Elevation (elevation shown adjacent to well) 4561 DPG Monitoring Well (averaged elevation) Sources: CDSS Well Permit Data base 061019, Hurr rr & Sch ne i de r (OF -93-124), JT Consulting, Braddock & Cole, 1978 Date: June 27, 2019 Datum/Projection: NAD83 1UTM Zone 13N DPG Permit Model Water Table Ele. Contour (revised from H & S) (Contour Interval - 10 ft) Geologic Units (from Braddock and Cole, 1978) Qa - Alluvial Deposits Qg - Gravels and Alluvium KI - Laramie Formation EJe hantFish McGrane Water EngineeringI LLG 65W Page 22 64W 123793-A Iry9�� 123793 9301 13196-A 100) 4595 -R -R 135) L 1040) 571-WCB (120) (350 • 24586-MH 6706 39697-MH ,(ND) 86 �ND) 293705 14869-R 293704 40) / ND) /4441 /'`\ (ND) t N) ,r 3739 293702 � � /ND) 293708 293707 40) , (451293712 293711 293710 293703 ) (ND) 19.11 2j�++j93713_ . �,, ~w. 4 �4 Nb)J (ND \ 293701 1401 . (46) 36) ND) . (ND36)) ND) 293706 /46) 293709„ ND) D) D cr 27143-F 55 15 27 .P 32958 30719 �30� y30� 30718 18758 16A 21090 81355 L(7H) 2S17- 8 293739 283740 283741,- 283742 48748-M H 7161 -R -R 8743-R ND Jbti �•H ��"i 30675 11854 56099 (30) (ND) (15) 159) II (15) 15107,., 27 508 5-A (201 81387-A223448 4507-R 60 241101 �3a1 (N47) D) � 22185P 3_R �1,5� (65� �, 141259 (�5 12Q);, (16).!-- 264562 95 15 148328 85 15 243278 sa 15 22362-A 285655 56 51) (15) lz .. (ND) . 76130-A 64677-r 226-R (��) h90 ND 8 ) 222001-A ) r ((78 L L 86129 7``, (700 - (38 41257-F (88) 11347 F �20 � X50 86129-A (900) (41) (ND) 45249-MH (60� (ND/\ 14963-R (118) ND; 443-WCB (118 (1200 45250•MH 60} (ND},; 26926 ky ''I\ 269260 70 (65) MW -4 ' ,Ar MW -6 D (8 192441 -83516 ,L460) 15 276391-276395 ;'...95100 183783 156434S (50 205705 14178-R 37 34! (15� (85} , ,�` 98�/'.910 15 115 ) 11• 159095 168216-A r y 66 2 2,000 ' • 208860 40 onncr 289696 289696-A (35 208899-A 15 'Z97552 Feet 97830-A 4,000 (NNDD ,. 83280 (8z) (20y D) MW -7 (60) (ND) MW -1 (110) (ND) 45663 -MK am. st.V. 14245 13580 42978 �� NDND60_. 689(N��, 88-WCB � (73) 15D0) 8641-R 7N3�1 102669 (ND) 242466\ 46 .,';s, 15 \: 307422 0) (ND) "•,292614 56 15 MW -2 (105) MW -3 (ND) 0 (105) (ND) MW -8 13256.- 1 ,./>\ i= 14 62 -R -R; 67520-F (1200) (118(ND) () 145 -RD -R 335 R 65247-F (165) 158) (1200) (1679) 76222-F (43 (650) 0 118187-A 40 1 •R` 30883 301 \; 18691 9628\~ 45) 63 ND) 50 2591 It - 60) (ND) k 26980 M 9 (8 7) 45661-MH 13255-R 72 N) 2932 -F -R ,61D 6415 -R -R 18194• i,, 118194-A 1A 1100) .a ILL r�L sr 61 26883 20 � 20; it 6416-R 59) ,.(ND) 19163-MH � 30j ,„(ND) 302-R 280476 51 111) (Np�, 500) 3Q4-� 13449 ttsa 45 46535 -OW (53) 1500J 161560 61 15 37838 1501 80233-F (76 (1 4183-F (65) 11 0) 11605-R 63 ( D; 11611 -R -R 1050) 2 i55) 5 I1 900-WCB s1 1361-R 61 (ND, Figure A3 Well Depth and Yield in Pit Vicinity DPG Weld County, Colorado Map Legend DPG Permit Boundary Model Extent DPG Monitoring Well* DWR Well with No Well Depth/Well Yield (Labeled with permit 11 only) Well Yield (gp; j)* 4 - 15 1 6 - 100 101 500 501 - 1000 1001 - 1900 No Well Yield /k. 'Points labeled with: Well Permit it (well depth - ft) (yield -gpm) Sources: CDSS Well Permit Database 061019, Hurr rr & Schneider (OF -93-124), II Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83 /UTIMI Zone 13N h ntFlsh cGrane ater Engineering. LLG 65W \\0 44 4582 4590 ar.4 O Cr---45 7 1 _ X4561 4564 4571.. 4564 O 4583 IS+ O 4558 4583 458344348 4588.O O Figure A►4 Bedrock Elevation DPG Weld County, Colorado 45 4583 Sources: CDSS Well Permit Database 061019, H u rr & Schneider (OF -93-124), iT Consulting, ESRI World Imagery 4588 O 64W "4470 4486 OO 4574 O 4 583 4545 O O 04570 Date: June 27, 2019 Datum/Projection: NAD83/UTM Zone 13N Page 23 4559 O 4564 4557 O Map Legend 4561 O Well with Bedrock Elevation (elevation shown adjacent to well) 4561 DPG Monitoring Well (elevation shown adjacent to well) nDPG Permit Boundary Model Extent Bedrock Elevation Contour* (Interval = 10 ft) tia �i:Fish *Revised from Hurr & Schneider cGrane eater Engineering, LJLG (70.4) (25)O O (49.4) Figure AS 65W _ 64W (4$.5} 41.2) O p (48) (49.5) O (37.7) (31.2) _c,(37-7) 6.2) (27.7) (37.5) O (27.5) \(29.5) p (44.5) (42.2) (29.6) Well Saturated Thickness ne DPG Weld County, Colorado Sources: CDSS Well Permit Database 061019, Hurr rr & Schneider (OF -93-124), iT Consulting, ESRI World Imagery (59.8) (44.9) O(30.5)O 30.9) (41.7) (32.9)O {32.9} O 63(27) 0(29.8) (37.6) X32.6) O(30.8) p30.3) (32.9) O (44) O (32.9) Date: June 27, 2019 Datum/Projection: NAD83/UTM Zone 13N Map Legend 32.5 DWR. Well with Saturated Thickness Data* 42.1 DPG Monitoring Well* DPG Permit Boundary I Model Extent niFsit Page 24 *Saturated thickness calculated by subtracting revised bedrock from modeled water table. Saturated thickness in parantheses adjacent to well (ft) !McGrari� Engineering, LJLG z u'7 65W 64W Figure A6 Aquifer Hydraulic Conductivity DPG Weld County, Colorado Sources: CDSS Well Permit Database 061019, SPDSS Raster Database, 9T Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83/UTM Zone 13N ��Fish Page 25 Hydroulic Conductivity (ft/day) <250 250 - 300 300 - 350 350-400 400 - 450 `The SPDSS k grid raster was resampled to 200 ft 450 - 500 resolution to match the 500 - 546 model cell size. "McGrane ater tars Engineering, LJLG Page 26 Figure A7 Transmissivity DPG Weld County, Colorado Map Legend DPG Permit Boundary 1 Model Extent L Transmissivity Contour from Hurr & Schneider 'Contour interval varies; values given in thousands of gallons per day per foot Tronsmissivity* (7 000s gp d/ff) 0-50 1 50 - 100 100 - 200 200 - 374 `Calculated by subtracting revised (from H&S) top of bedrock elevation from revised (from H&S) water table elevation and multiplying it by the SPDSS K raster grid (resampled to 200 ft). Sources: CDSS Well Permit Database 061019,Hurr & Schneider (OF -93-124), iT Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83/UTM Zone 13N ep6lariFish cGrane Engineering, LLG 65W I 64W Page 27 + O Ps alio ter lilt 4660 �� 46504650.: ,. sus goAl /" 4630 4618 I 4625 4628 1 4619 4620 CO 4617 4618 O 4616 O 4615 lWai. 4618 4617 O O 4 4624 fi13 gases 4611 axis 4618 m�sii 4620 p axis O4599 _a sr ciratta 4633 C 4618 O 22 4627 4627 O 46,26O SI O 4623 4616 11 4613 4611 4 60$ 4603 ₹, O 4616 461 O 4620 4605 K> 460 4605 4593 O 4607C:1)4607 4609 4610 O4612 :,4611 4608 CX ,4612 44613 460 rai4 599 45 4607 45$: 4615O O 451104615 4610 A ' 4616 4615 4599 4595 O 4605 0 O4602 O4585 � 461 O4616 4617 4608 O O X4610 4610 4612 4621 4575 O 460 4640 CIF w 4641 4640 462 46-30 26 O 4630 X4625 0462062Q 4610004615 4Q20_46 04� 4601, r A889 4599 0 4594 O 601 %mai& 45997` 04598 , 4598 4 .97 E23 4t(r O600 4591 4594v O4600 4587 4587 4601 O 04595 4592 OO4598 04595 4593 4593 4590 O z 4600 N, O 4598 4598 4610 0 Y :,0 O 4601 460 O 4613 O 4616 4613 O 4610 4613 O4 613 O O 45 •,4 4590 O 4592 45920 4590 4600 O 4606 4600 4590' X4585 K 0 0.5 4581 Mile 1 Figure A8 Model Water Table Elevation Comparison DPG Weld County, Colorado Map Legend 4561 0 Elevation at River* 4561 DPG Permit Boundary O Well with Static Water Ele.* -I f�l l odel Extent l_- J 4561 DPG Monitoring Well * Water table elevation as recorded on boring log or monitoring well database shown adjacent to well. Modeled Water Table Elevation Contour (Contour Interval = 10 ft) Water Table Elevation Contour Contour Interval = 10 ft (revised from Hurr & Schneider) Sources: CDSS Well Permit Database 061019, H u rr & Schneider (OF -93-124), iT Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83/UTM Zone 13N E epnantFish 1PMcGrane ater Engineering. LJLG Page 28 2 276393 0 81355 O 183783 O 6081 0 241101 O O 83516 95100 O 0156434 1,250 83280 O Feet 2,500 65W 102669 O 45663-M H {-41 '*307422 O 242466 269260 O O 45249-M H 222813 O 030.. 14961-R 13256-R 18691 Itir 76222-F ihr it 45661-M H 64W J 65247-F O 46535-DW 302-R 304-R° -47 allikisla 161560 d 13255-R 4183-F O Map Legend 37838 O Figure A9 Modeled Change in Water Levels in Pit Vicinity DPG Weld County, Colorado DPG Permit Boundary Proposed Slurry Wall 'T,.. Change in Water Level Contour (interval = 0.25 ft) DWR Constructed Well Use O Domestic O Irrigation O Stock O Commercial O Monitoring/Sampling O Municipal O Other Sources: CDSS Well Permit Database 061019, Hurr rr & Schneider (OF -93-124), IT Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NAD83 /UTM Zone 13N r EJepha ntFsh !tVcGran� eater Engineering. LJLG 2 MATHE S, JAMES L. 83280 a COOK JAKE [ & DOROTHY 6081 0 65W MATHEWS, W C 102669 O HALL IRWI CORP 4566 -M -* a ROADIFER, CATHERI NE 242466 O Uncertainty Analysis - Estimated Change in Water Levels in Pit Vicinity DPG Weld County, Colorado Sources: CDSS Well Permit Database 061019, Hurr & Schneider (OF -93-124 ., !T Consulting, ESRI World Imagery Date: June 27, 2019 Datum/Projection: NADS3/UTMI Zone 13N CERVI, MIKE 4524-MH O M ARCY, DEWEY EY 222813 LW MILLER TRANSPORTATION 269260 O WELD COUNTY 118187-A O DAVIS, ROBERT S 14961-R LANE, CLAUD GOZA, 13256-R CALVEN T 30883 Map Legend DPG Permit Boundary Proposed Slurry Wall Change in Water Level Contour (interval = 0.5 ft) *fell contact name and permit number shown adjacent to well JharitFish Page 29 64W WELD COUNTY 76222-F O CENTRAL CO WATER HALL IRWIN CONSERVATION DIST CORP 4b535-DWO45bb1-M WICKERSHAM WILLIAM F 161560 O DWR Constructed Well Use* O Domestic O Irrigation O Stock O Commercial O Monitoring/Sampling O Municipal O Other 4McGrane Water Engineering. LLG C" r Heavy Civil Construction January 10, 2020 uvww.j2contracting.com 105 Coronado Ct, Unit A-1 O1, Fort Collins, CO 80525 970-392-0694 Public Utilities I Parks I Streetscapes Valued Community Members: Drainage Improvements I Aggregate Sales I Contract Crushing J-2 Contracting Co. is working to open a sand and Gravel mine in your area. We are hosting a community meeting where we will have representatives on hand to discuss all aspects of the project. We have included a map of the area we have permitted through the State of Colorado Division of Reclamation, Mining, and Safety. This area is currently under review with Weld County for a Use by Special Review Permit. The community meeting will be held at the Greeley Recreation Center Room 101 located at 651 10th Avenue, Greeley, Colorado 80631 at 5:30 P.M. on January 27, 2020. We hope to see you there so we may discuss the project with you. Food and drinks will be provided. The address is as follows: If you have any questions prior to the meeting you can reach us at (970) 392-(}694. Sincerely, Chris Leone J2 Contracting Co. 1 U.S. Postal Service' CERTIFIED MAIL® RECEIPT Domestic Marl Only U.S. Postal Service's CERTIFIED MAIL® RECEIPT Domestic Mail Only NO Q EZI m co N l� co rn _ Lin Q a p tO P - "C ti," isle; 21P+40 For delivery information, visit our Website at www. crspsrconi GREftlf ^cc Certified Mail Fee $3.50 Extra Extra Services & Fees (check box, add fee �a. ,,t are) ('Return Receipt (hardcopy) $ $ l sU I Return Receipt (electronic) $ , 0-a-00 _ a Certified MSI Restricted Delivery $ El Mutt Signature Required $ ire ■ O Adult Signature Restricted Deilveerry $ Postage Total Postage and Fees $6.35 0;9'2 21 Postmark Here kt4 I 3 21920 ) / 01/13/2020 Sent To antral CO water _�QliJ atiaeet .and Apt` Won, or PO Box Wo. 2°9 W- $ ins t "1-st redeye Co 40634 PS Form 3800, April 2015 PSN 7753O -O2 -x-047 See Reverse for Instructions U.S. Postal ServiceTM CERTIFIED MAIL° RECEIPT Domestic Mail Only For delivery information, visit our website at www.usps.com GREFY; � . 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O Box 1254 sky;C 6w.1- a.a.al.a. l.. • - +, PS Form 3800, April 2015 PSN 7530-02-000-9047 See Reverse for Instructions U.S. Postal Servicee"' CERTIFIED MAIL® RECEIPT Domestic Mail Only For delivery information, visit our website at www.usp.s.com". GR X614� ,' Certified Mail Fee $3•50 Services &. Fees ('check box, add fee s e) Return Re aipt I,hardoopy) ❑ Return Receipt (electronic) Q Certified Mali Restricted Delivery $ o Adult Signature Required `b Adult Signature Restricted Delivery $ s $u. 00 S $ 0.00 $ 00 $0.00 Postage S Total Postage and Fees $ $6.85 Sent To 8iree t ari6Ap f. No., or lac vx Na. City, State. ZIP+4 r - naanenn 0392 21 Postmark Here 01/13/2020 )orotlW & Dewey Marcy 9576 Co; tilTroait64. ;reeiey, CO $0631 PS Form 38OO, April 2015 PSN 7530-02-0o0-9047 See Reverse for instructions r--1 cc U) Ir C cc t1 ir C rn t Ea C a C Er I C N sir m Certified Mail Fee For delivery information, visit our website at wwwwusps.core. 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GREELEY, CO 80 ,, rjv ski Certified Mail Fee $3,50 Extra Services & Fees (check box, add fee s ate) Return Receipt (nardcopy) Q Return Receipt (electronic) ❑ Certified Mali Restricted Delivery ❑ Adult Signature Required -� ❑ Adult Signature Restricted Delivery $ $ $0.00 $ u • i u a $ k._i"i• iu Postage Total Postage and ir. 85 039 2 21 Postmark Here 14, Nib.:11FS • 01 /1 f2O Q ' Sent To Street and Apt No., or PO Box No. eta te, Z'IP+a atherrne koadif er t791 F- TRDI-Street :]rceley, CO 8G ,31 - -_ M♦ PS Form 3800, April 2O15 PSN 75sa-02-000-9047 See Reverse for Instructions U.S. Postal SerwiceT' CERTIFIED MAIL® RECEIPT Domestic Mail Only For delivery information, visit our website at www.usps.cont". 8 fl Extra Services & Fees (check box, add fee $e eturn Receipt (herdcopy} $ O Return Receipt (electronic) $ SO eiVels °Certified Mail Restricted Delivery $ _1 ❑ Mutt Signature Required $ - o Adult Signature Restricted Delivery $ —110 - , �- I Postage 0.55 Total Postage and Fees $16.8. 0392 21 Postmark Here' 01/13/2020 Sent To ;Oven Goza `Street andApt No, or 7:t b'ox -----1 46 Avenue Ct se icy CC ) 80634 my, state, .21P44* PS Form 3800, April 2015 PSN 7530-02-000-9047 See Reverse tor Instructions JET Consulting, Inc. Client: 305 Denver Avenue, Suite D Fort Lupton, CO 80621 303-857-6222 A.#64.-navc, Cmits5 LEtcmt 2,"\irtg jc-e, v;,-bea. ---12ckAAAN. V' Project: Pe; P1 iferciztonei By: Date: 1 �d%-4arr cemayskivda ery: 4 ' Sheet No: Job No: 9/0 II 3,3a) 5, f7x44i2-f� �e� Ack47-6PioceGtr &oO 504" • (--044,As 61CAIJet, ICA"( ikkifPL keytAex5 I re riverCiu lerrenn-eheer.5_, et n41 it- cit6-2-4N‘ 0__tAdRiv ciolvOle5 Eiren_fite r 't. ,, Co'`} r .)" S' /. i w 7 a-6 2Z 3o3a'7 liZ Lie/fit 114 5 0'3 ee,2 ess eu--&-attf O/say DittLftcv-teire ark 4 7 LcW,VC/LJJ('r coMee Aft ei.f 5 Cjuele) 6 37 151-1 IPY* eeilL (n/tee e� c� an4 3i 165i Holly' iCa £rrcefey CCC1cti 1,6),o j4cI/ Ave( fee/tit-1 ( oo 1 tis div 6J co 3c631 ; u c tee.\ 7- ft4,j cat le Ld it" Art- lco -51C - `J55 9 cc. --if &eh/tit° 9,76-39-77/6" 92k' 35tJ/C j&v1e mcf/# 9'4'011 a� cc toe() ti4.5 Rio 'A r S-131 vci/,tt, Cori 1 �Z'1(dfl4'/Carl r 1 vq e pies �, f Q N thAii (1' rex(/' CO ars Whisk-ALe 4)T4vti 31 . co Hello