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Home My WebLink About20203532SOLID WASTE DISPOSAL SITES USE BY SPECIAL REVIEW APPLICATION Department of Planning Services 1555 N 17th Ave Greeley CO 80631 Phone (970) 400-6100 Fax (970) 304-6498 FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT # /AMOUNT # 1$ CASE # ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 2 9 1 1 3_ 1. 0 0_ 0 1 3 (12 digit number - found on Tax I.D. information, obtainable at the Weld County Assessor's Office, or www.co.weld.co.us) (Include all lots being included in the application area. If additional space is required, attach an additional sheet) TO BE COMPLETED BY APPLICANT: (please print or type, except for necessary signature). I (we), the undersigned, hereby request a hearing before the Weld County Planning Commission and Weld County Board of County Commissioners concerning the proposed Use by Special Review Permit on the following described unincorporated area of Weld County, Colorado: LEGAL DESCRIPTION OF SPECIAL REVIEW PERMIT AREA: The NE1/4 & E1/2 of NW1/4 1 Section T10 N, R 61 W. LEGAL DESCRIPTION of contiguous property owned which Special Review Permit is proposed: Same as above Section — T _N, R W. Property Address (if available) 47368 County Road 118, Grover, Colorado 80729 PRESENT ZONE A (Agricultural) OVERLAY ZONES NM _ TOTAL ACREAGE +1- 240 Acres PROPOSED LAND USE Solid Waste Disposal Facility _EXISTING LAND USE Solid Waste Disposal Facility SURFACE FEE (PROPERTY OWNERS OF AREA PROPOSED FOR THE USE BY SPECIAL REVIEW PERMIT: Name: Pawnee Waste, LLC c/o Christopher Dietzler - Manager Address: 800 8th Avenue, Suite 122 City: Greeley,: Colorado Zip: 80631 Email: cdietzler@poudrev►alleycapital.corn Business Telephone: (720)545-6301 Name: Pawnee Waste, LLC c/o Hunter Hoshiko - Poudre Valley Capital Address: 800 8th Avenue, Suite 122 City: Greeley, Colorado zip: 80631 Email: hhoshikopoudrevalleycapital.com Business Telephone: (970)397-1601 APPLICANT OR AUTHORIZED AGENT (if different than above): Name: Tetra Tech, Inc. c/o Ryder Reddick Address: 1900 South Sunset Street, Suite 1E City: Longmont, Colorado Email : Ryder,Reddick@tetratech.com Business Telephone: (303)810-9228 List the owner(s) and/or lessees of mineral rights on or under the subject properties of record. Name: Farm Credit Bank of Wichita Address: PO BOX 2940 Zip: 80501 City: Wichita KS I hereby depose and state under the penalties of perjury that all statements, propos within the application are true and correct to the best of my knowledge. 10 zip: 67201 and/o pla. : emitted with or contained Signature: Own-tAutho -d Agent TETRA TECH August 21, 2020 Mr. Kim Ogle Weld County Planning 1555 N. 17th Avenue Greeley, CO 80631 RE: Pawnee Waste USR Dear Kim: Attached please find a USR application for Pawnee Waste. As you know, Pawnee Waste was originally permitted under USR1 5-0048 as an E&P Waste Landfill facility. The owners of Pawnee Waste are seeking to revise their USR to expand on the types of waste that they can accept. With this new application, Pawnee Waste is requesting the following changes: • Allow the facility to begin to accept Construction and Demolition (C&D) Waste and Industrial Waste. • The addition of two (2) new storage buildings, one (1) 13,000 square foot building and one (1) 2,500 square foot building. • The addition of a heavy equipment parking area. More detailed information about each of these new uses and activities are included in our application package. If you have any questions, please contact me at ryder.reddicktetratech.com. Sincerely, TETRA TECH Ryder Reddick Planner III Page 1 I'I TETRA TECH Pawnee Waste USR Written Materials and Supporting Documents August 21, 2020 A. Statement demonstrating there is a need for the facility within the proposed area of service. Pawnee Waste landfill is an existing facility in Weld County that is currently permitted to accept exploration and production wastes which are non -hazardous and may contain very low concentrations of naturally occurring radioactive materials (NORM) and technically -enhanced naturally occurring radioactive materials (TENORM), pursuant to the Colorado State Statute and as defined and regulated by the Colorado Department of Public Health and Environment (CDPHE). Adding C&D and Industrial Waste to the list of allowed materials that can be accepted at the facility will benefit the large quantity► of commercial and industrial businesses in the rapidly growing Weld County region. Adding C&D and Industrial Waste to the list of allowed materials that can be accepted at the facility► will benefit the many commercial and industrial businesses located in the rapidly growing Weld County region. Most importantly, Pawnee Waste will be able to accept and dispose of industrial non -hazardous semi -solid materials containing free liquids, also referred to as wet wastes, from local businesses. This is a waste type that can not be accepted at other landfills in Weld County. Further, due to the recent reduction in oil and gas production, there is an imminent need for Pawnee Waste to diversify its market and customer base by expanding its permit to be able to accept other forms of waste streams. There is already a growing list of prospective customers who have expressed a need for alternative waste disposal options in Weld County, thereby decreasing the time and distance traveled to haul waste to other landfill facilities outside of the County. Currently, the nearest facility able to accept C&D D and Industrial Waste is the Waste Management facility, located off State Highway 14 a n d Weld County Road 25, which is over 55 miles southwest of the Pawnee Waste facility. B. Statement explaining how the proposal is consistent with the Weld County Code Chapter 22. The Proposed Pawnee Waste Facility is consistant the Weld County Code Chapter 22 Comprehensive Plan as it meets many of the individual goals stated in that Chapter as explained below: Sec. 22-2-20: Agriculture goals and policies. G.A.Goal 7: County land use regulations should protect the individual property owner's right to request a land use change. A.Policy 7.2: Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. The Pawnee Waste Landfill facility is located in a portion of unincorporated Weld County that currently supports and and will be able to continue to support this type of industrial facility. By taking in additional types of waste at the facility, there will be no change related to the compatibility of the facility as it relates to the existing surrounding land uses. The facility is located in a very remote area of the County that is surrounded by land that is primarily open rangeland, with the nearest residence in the area, being about a mile and a half west of the facility. The facility is also located adjacent to two parcels directly to the west of the site that both have approved Use by Special Review permits to operate as oil and gas support service facilities that are compatable with the Pawnee Waste Landfill facility. Tetra Tech 1900 South Sunset Street, Suite 1-E, Longmont, Co 80501 Tel 303-772-5282 Fax 303-772-7039 www.tetratech.com TETRA TECH Pawnee Waste Landfill USR Written Materials & Supporting Documentation August 21, 2020 Goal 9: Reduce potential conflicts between varying land uses in the conversion of traditional agricultural lands to other land uses. A.Policy 9.3: Consider mitigation techniques to address incompatibility issues. Encourage techniques and incentives, such as but not limited to clustered development and building envelopes, to minimize impacts on surrounding agricultural land. The Pawnee Waste Landfill facility is already by Weld County to exploration wastes which are non- hazardous and may contain very low concentrations of naturally occurring radioactive materials (NORM) and technically -enhanced naturally► occurring radioactive materials (TENORM), pursuant to the Colorado State Statute and as defined and regulated by the Colorado Department of Public Health and Environment. Allowing the facility to begin to also accept C&D Waste and Industrial Waste will help to implement this policy because this existing landfill will be able to begin to be used to meet the waste needs of more users without needing to permit a new landfill or expand the footprint of this already permited landfill. By doing this, the areas where waste is collected in the County are potentially limited to minimize impacts on other agricultural land in the County. C. Statement explaining how the proposal is consistent with the intent of the district in which the use is located. The property► is located in the Agricultural Zone District. According to the Weld County Code, solid waste disposal sites are considered Uses by Special Review in the Agricultural Zoning District. Pawnee Waste is proposing to accept C&D and Industrial Waste, both of which are non -hazardous solid waste streams, therefore permitting the facility to accept this additional waste is consistent with the intent of the zoning district. D. Statement explaining efforts taken to conserve productive agricultural land in the A (Agricultural) Zone District. The Pawnee Waste landfill is already developed and permitted as a designated waste disposal facility. It was developed on non -irrigated rangeland when it was constructed. No productive agricultural land will be impacted as a result of allowing the Pawnee Waste Landfill to begin accepting C&D and Industrial Waste. E. Statement explaining there is adequate provision for protection of health safety and welfare of the inhabitants of the neighborhood and the county. The Pawnee Waste Landfill was designed and constructed as a state-of-the-art facility to protect the health, safety and welfare of the local community and Weld County. This includes additional protections for both groundwater and surface water, as described in the EDOP for the facility. In addition, a risk assessment was performed in accordance with CDPHE standards to ensure the long-term protection of the public. Pawnee Waste has been operating in a manner that is considerate of the local community. As such, the haul route to the Pawnee Waste facility is being amended so that trucks may be allowed to access the site via WCR 118, which connects to the paved WCR 390. Given that Pawnee Waste landfill is within three miles of the Town of Grover, the Landfill Manager stays in regular contact with the Town Council to promptly address concerns if and when they occur. Pawnee Waste has remained in good standing with the Town of Grover since commencing operations in December 2017. F. Statement explaining the uses permitted will be compatible with existing surrounding land uses. By taking in some additional types of waste, there will be no change related to the compatibility of the Pawnee Waste landfill facility as it relates to the existing surrounding land uses. To the west is a water depot and injection wells, Grassland Water Solutions LLC and NGL Water Solutions DJ LLC, respectively. Non -irrigated rangeland used for grazing lies to the north, east and south. There is also exploration and production activity in the area. The nearest residential structure is roughly one -mile from the facility. G. Statement explaining proposed use will be compatible with future development of the surrounding area. The land that the Pawnee Waste facility is located on is and was originally non -irrigated rangeland that is in a very rural area where there is a significant amount of oil and gas activity. The facility does not inhibit the agricultural uses in the surrounding area. The facility does complement the existing and future oil and gas activities in the area. The nearest municipality is the Town of Grover which is located about three miles to the Page 214 TETRA TECH Pawnee Waste Landfill USR Written Materials & Supporting Documentation August 21, 2020 northwest of the landfill. Pawnee Waste maintains regular communication with the Town Council of Grover. The Board is aware of the proposed changes to the USR permit for the facility and does not have any concerns. Going forward, Pawnee Waste will continue to work with the Town of Grover regarding any questions or concerns they may have related to the facility. H. Statement explaining that the USR area is not in a designated Floodplain, Geologic Hazard Area or a 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. This facility is not located within a FEMA designated Floodplain, a geologic hazard area or a Weld County airport overlay district. This is also addressed in Section 3.0: Location Restrictions and Site Standards section of the Engineering Design and Operations Plan (EDOP). I. Proof of Adequate Water Supply and Septic Permit information. Pawnee Waste has a permitted potable water well on -site (Permit #301910). This well will continue to be used for the restroom and shower facilities on site. Bottled water is also provided to employees and visitors of the facility. For dust mitigation and washout purposes, Pawnee Waste purchases water from Grassland's existing water load out facility, which is on the adjacent property to the west of the site (USR-1787). The water is loaded into a truck and then taken to the Pawnee Waste site and applied to the ground as as needed for dust suppression and washout purposes. Pawnee Waste has also a permitted commercial septic system on -site (Permit ##SP -1700327). This 1,500 -gallon septic system has a 324 -square foot absorption trench and is used for the restroom and shower facilities in the Maintenance/Operator Facility. The Water Supply and Septic Permits are included in the application package as Exhibit A. J. A copy of the deed or legal instrument identifying the applicant's interest in the property under consideration. If an authorized agent signs the application for the fee owners, a letter granting power of attorney to the agent from the property owner(s) shall be provided. The documentation is attached in Exhibit B. K. Two copies of a noise report, unless waived by the Department of Planning Services, documenting the methods to be utilized to meet the applicable noise standards. This requirement was waived by the Department of Planning Services. L. Two copies of a Soil Report of the site prepared by the Soil Conservation Service or by a soil engineer or scientist. In those instances when the soil report indicates the existence of moderate or severe soil limitations for the uses proposed, the applicant shall detail the methods to be employed to mitigate the limitations. A copy of the Soil Report is attached; see Exhibit C. M. One copy of affidavit and certified list of the names, addresses and the corresponding Parcel Identification Number assigned by the Weld County Assessor of the owners of property (the surface estate) within 500 feet of property being considered. The affidavit and list are attached; see Exhibit D. N. Drainage Report. The Drainage Report is attached. It has been updated from the Drainage Report approved with the original USR to reference the additional structures proposed on the site with the USR. Please see Exhibit E. O. Traffic Study/Report. A Traffic Study is attached; see Exhibit F. P. Waste Handling Plan. A Waste Handling Plan is attached; see Exhibit G. Page 314 TETRA TECH Pawnee Waste Landfill USR Written Materials & Supporting Documentation August 21, 2020 Q. Dust Abatement Plan. A Dust Abatement Plan is attached; see Exhibit H. R. Flood Hazard Development Permit (FHDP) A FHDP is not required. S. Geologic Hazard Development Permit (GHDP) A GHDP is not required. Page 414 GOLDER APPENDIX B-3 Drainage Report Pawnee Waste LLC Weld County, Colorado Submitted to: Pawnee Waste LLC 47368 County Rd 118 Grover, Colorado 80729 Submitted by: Golder Associates Inc. 7245 W Alaska Drive. Suite 200, Lakewood. Colorado. USA 80226 +1 303 980-0540 20145072-1-R-3 June 2. 2020 June 2. 2020 20145072-1-R-3 Revision History Project/Document Number Revision Description Date Issued 1407882B Draft As EDOP App. B-3 July 16, 2015 1407882B Final As EDOP App. B-3 July 23, 2015 1407882B Rev. 1 As EDOP App. B-3 February 19, 2016 1407882B Rev. 2 Issued independent to Weld of County EDOP October 6, 2016 20145075-1-R-2 Rev. 3 Issued independent to Weld of County EDOP June 2, 2020 ' GOLDER June 2, 2020 20145072-1-R-3 Table of Contents 1.0 CERTIFICATION 1 2.0 INTRODUCTION 2 3.0 GENERAL LOCATION AND DESCRIPTION 2 3.1 Location 2 3.2 Description of Property 2 3.3 Description of Project 3 4.0 DRAINAGE BASINS AND SUB -BASINS 4 4.1 Major Basin Description 4 4.2 Sub -basin Description 4 4.2.1 Run-on Basins 4 4.2.2 Run-off Basins from Landfill 4 4.2.3 Run-off Basins from Site Entrance Road and Infrastructure Facilities 5 5.0 DRAINAGE DESIGN CRITERIA 5 5.1 Development Criteria Reference and Constraints 5 5.2 Hydrological Criteria 5 5.3 Hydraulic Criteria 6 6.0 DRAINAGE FACILITY DESIGN 6 6.1 General Concept 6 6.2 Specific Details and Compliance with Weld County Code 7 6.2.1 Temporary Surface Water Management 8 6.2.2 Final Stormwater Management System 8 6.2.2.1 Run-on Diversion 8 6.2.2.2 Runoff Control from Landfill 8 6.2.2.3 Runoff Control from Site Entrance 10 6.2.3 Stormwater Controls Inspection and Maintenance 10 6.2.4 Erosion Potential Evaluation 10 7.0 CONCLUSIONS 13 GOLDER June 2. 2020 20145072-1-R-3 7.1 Compliance with the Weld County Code 13 7.2 Drainage Concept 13 8.0 REFERENCES 13 TABLES Table B-3-1: Open Channel Summary 11 DRAWINGS Drawing B-3-1 Drawing B-3-2 Drawing B -3-3A Drawing B -3-3B Drawing B-3 4 Drawing B-3-5 Drawing B-3-6 APPENDICES Title Sheet Historic and Fully Developed (Run-on Diversion) Basins Fully Developed (Run-off Control) Basins Stormwater Controls Plan Details (1 of 3) Details (2 of 3) Details (3 of 3) APPENDIX B-3-1 Surface Water Runoff Controls Calculation APPENDIX B-3-2 Surface Water Run-on Controls Calculation APPENDIX B-3-3 Surface Water Runoff Controls Calculation from Site Entrance GOLDER ii June 2, 2020 20145072-1-R-3 1.0 CERTIFICATION The Weld County Certification of Compliance is included on the following page. GOLDER 1 CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Jeff Rusch , Consultant Engineer for Pawnee Waste, LLC ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of the Pawnee Waste E&P Landfill ("Application") for the property described in the attached Exhibit "A " I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variances) described below This certification is not a guarantee or warranty either expressed or implied (Engineer's Stamp Engin r f ecord Signature VARIANCE REQUEST 1) Describe the Weld County Code criteria of which a variance is being requested 2) Describe why it is not possible to meet the Weld County Code 3) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public I understand if this variance request is approved it is not precedent setting and is based on site specific constraints Planning Director Approval indicated when signed by director or appointee Planning Director Name Signature Date of approval 1/13/15 June 2, 2020 20145072-1-R-3 2.0 INTRODUCTION This Drainage Report is prepared on behalf of the Applicant, Pawnee Waste LLC (Pawnee), in support of a Weld County Use by Special Review (USR) Permit Application for the Pawnee Waste E&P Landfill (Landfill or Facility). The Drainage Report follows the criteria set forth by Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2, and 3, and Chapter 8. Article XI of the Weld County Code. The design of the stormwater drainage controls presented herein is also intended to satisfy the applicable criteria from the Colorado Department of Public Health and Environment (CDPHE) "Regulations Pertaining to Solid Waste Sites and Facilities" (6 CCR 1007-2, Part 1; hereinafter referred to as the Regulations). The Landfill is located on a 240 -acre contiguous property owned by Pawnee Waste LLC (Site). The Landfill encompasses approximately 74 acres, with an adjacent approximate 2.4 -acre stormwater detention pond. Additional areas within the 240 -acre property have been developed for access roads, perimeter stormwater control channels, and entrance road and appurtenant infrastructure. During the operation of the facility, up to 1.8 acres of the Site are expected to be impervious, consisting primarily of the treated gravel entrance road and facility structures and infrastructure; these areas will be removed at facility closure. 3.0 GENERAL LOCATION AND DESCRIPTION 3.1 Location The Landfill is located approximately four miles southeast of Grover, Colorado, in the northeast quarter and east half of the northwest quarter of Section 13, Township 10 North. Range 61 West of the 6th Principal Meridian. The Facility address is 47368 Weld County Road 118. Grover, Colorado, 80729. The property is located approximately 1/4 mile east of the intersection of Weld County Road (WCR) 118 and WCR 95 in Weld County. There are no local streets within the property. The property and surrounding land are zoned Agricultural, and the project site and surrounding land are under Weld County jurisdiction. The site is in a non -urbanizing area pursuant to the Weld County Code as it is not located within 0.25 miles of an annexed parcel. There are no lakes, streams, or water resource facilities within the property. Historically, the property has been agricultural land; however, the area where the Landfill is located has not been recently cultivated. There is a water pipeline owned by Grassland Water Solutions that conveys water through the Site. Water required for dust control is delivered via a truck that uses the existing load -out system at the Grasslands Water Solutions site. Drinking water is supplied via a pipeline from an existing well owned by Grasslands Water Solutions. All required approvals have been obtained for drinking water usage by Pawnee. There are no irrigation facilities serving the property or other water supply pipes conveying water through the Site. A property owned by Harold and Elaine Weisbrook bounds the Facility on the north side. A property owned by Dietzler Ranch and Cattle Company. LLC bounds the Facility on the east and south sides. Grassland Water Solutions owns the property on the west side of the Facility. 3.2 Description of Property The Landfill property is approximately 240 acres and is owned by Pawnee Waste LLC. Based on the topographic survey for the property, the topography is characterized by a relatively uniform slope of approximately 0.5 to 1%. Drainage across the proposed Site generally flows overland from a topographic high of 5,096.5 feet above mean sea level (ft amsl) in the northeastern corner of the Site southwestward to a topographic low of 5,058.4 ft amsl in the southwestern corner of the Site. Surface water is generally conveyed toward an intermittent waterway. GOLDER 2 June 2. 2020 20145072-1-R-3 Jackson Draw, located roughly 4,000 feet southwest of the proposed Site boundary. The Site topography is shown in Drawings B-3-2 and B -3-3A. Vegetation on the Site property is characterized by scattered grasses and sagebrush. There is one access point to the Facility. The existing WCR 118 was extended east of the intersection with WCR 95 and runs parallel to the northern boundary of the property. The entrance road to the Facility was constructed approximately 2,085 feet east of the WCR 118 and WCR 95 intersection, and routes southeastward to the scalehouse/entrance area and from there into the Landfill. United States Department of Agriculture — Natural Resources Conservation Service (USDA-NRCS) designates the dominant soil covering the property as Kim -Mitchell complex and Stoneham fine sandy loam, composed primarily of silt and fine sandy loams. The parent materials for soils within this soil association are calcareous loamy alluvial deposits. The USDA-NRCS Soil Report generated for the Site is presented in Attachment B-3-2-3 of Appendix B-3-2. All Hydrologic Soil Groups (Group A, B. C, and D) are present at the Site. The predominant soil is characterized as having slow infiltration and water transmission rates and is assigned Hydrologic Soil Group C by the USDA- NRCS. These soils typically impede the downward movement of water and have a moderately -fine or fine texture. 3.3 Description of Project The Landfill is located in the eastern portion of the 240 -acre property. The development includes an approximate 74 -acre landfill, perimeter access roads and stormwater control channels, and an approximate 2.4 -acre stormwater detention pond. Stormwater runoff from the landfill is conveyed southwestward into the proposed stormwater detention pond via three 42 -inch diameter corrugated metal culverts, or equivalent single -span box culvert structure, crossing beneath the west perimeter road. Channel grading and stormwater controls and for the proposed Landfill are shown in Drawing B -3-3B. A small stormwater catchment basin was excavated downgradient (southwest) of the entrance/infrastructure facilities to act as a pollution prevention measure for runoff from the treated gravel site entrance road, scale, parking, fueling, maintenance, and adjacent areas of concentrated vehicle traffic, with the general location shown in Drawing B -3-3B. The Landfill will be developed in a sequential manner as additional disposal areas are required. For construction and leachate management purposes, the Landfill has been subdivided into phases. The Landfill is anticipated to be developed in four main phases (i.e., Phase 1A. Phase 1B, Phase 2A, and Phase 2B). Pawnee will further divide construction of the main phases into sub -phases and/or cells. The sub -phase sizes will vary based on the estimated waste disposal capacity needs. Run-on and runoff controls will be established and maintained throughout the operation of each phase or sub -phase. Wherever a phase (or sub -phase) development area will terminate internal to the Landfill footprint (i.e., not along the final perimeter), a temporary termination berm will be constructed along the leading edge for containment of waste and leachate and to facilitate tie-in of future cells. Where the leading edge is on the upgradient side of the constructed area, a temporary run-on diversion channel/berm will also typically be installed, as needed, on the undeveloped land immediately upgradient of the termination to collect and redirect the stormwater flow away from the active area. GOLDER 3 June 2. 2020 20145072-1-R-3 Phased construction will progress in this manner until the entire Landfill is developed. This method of phased development will limit the amount of active (open) cell area at any given point in the Landfill development, minimize leachate generation.. and allow closure of one phase while waste placement is occurring in another phase, at the discretion of Pawnee. 4.0 DRAINAGE BASINS AND SUB -BASINS 4.1 Major Basin Description The Site property is located in the South Platte River Basin, approximately 4,000 feet northeast of Jackson Draw, an intermittent waterway 36 miles north of the South Platte River. The South Platte River flows toward the northeast, and most of the land between the river and the Site is irrigated agricultural land. Any excess runoff from the property discharges to agricultural fields located to the southwest. The location of the property is shown in Drawings B-3-1 and B-3-2. The property is within a "Zone D" undetermined area per the Federal Emergency Management Agency (FEMA), which means a flood study has not been performed. Based on review of the local topography, including a site - specific topographic survey conducted in October 2014, the Site does not lie within a floodplain. 4.2 Sub -basin Description 4.2.1 Run-on Basins Historically and to the present day, runoff in the vicinity of the Site flows in a southwesterly direction following existing topographic features. A single relatively large (approximately 2.5 square miles) natural drainage basin north and east of the Site conveys runoff from off -site upgradient agricultural fields and undeveloped open land across the Site property, and onto the agricultural fields situated to the west and south. There are several defined flow -lines (ephemeral waterways) east and north of the property within this drainage basin; however, these flow - lines dissipate to become sheet flow upgradient of the proposed Landfill, and there are no defined flow -lines on or in the immediate vicinity of the Site. There are also no localized topographic ridges or depressions on the property. Sub -basins for the stormwater control design were delineated based on existing topography and planned final landfill grading, shown in Drawings B-3-2 and B -3-3A. Surface water run-on from off -site upgradient areas will be diverted around the Landfill via perimeter stormwater run-on diversion channels along the north and east Landfill boundaries. Run-on flow from off -site upgradient areas will not be allowed to mix with on -site stormwater runoff from the Landfill. 4.2.2 Run-off Basins from Landfill Stormwater runoff from the Landfill will be conveyed by terrace channels, access road channels, downchutes, and perimeter channels to the stormwater detention pond located adjacent to the southwest side of the Landfill. Three 42 -inch diameter corrugated metal culverts (or an equivalent single -span box culvert structure) are designed at an approximately 1.8% slope to convey the peak flow rate of approximately 170 cfs beneath the west perimeter road and into the stormwater detention pond. Sediment will be captured within the stormwater detention pond by storing runoff and releasing it over a 40 -hour period through a perforated outlet riser pipe with a gravel filter to minimize the release of sediment laden water. 4 GOLDER 4 June 2, 2020 20145072-1-R-3 4.2.3 Run-off Basins from Site Entrance Road and Infrastructure Facilities Stormwater runoff from the site entrance and infrastructure facilities will drain to the stormwater catchment area to the west of the scale house and Landfill office. Areas contributing runoff to the catchment area were delineated based on the 2020 AVI site survey and extended from site entrance to the top of the landfill perimeter berm ramp. 5.0 DRAINAGE DESIGN CRITERIA This Drainage Report has been prepared based on storm drainage criteria presented in Chapter 8. Article XI of the Weld County Code and in Volumes 1, 2, and 3 of the Urban Storm Drainage Criteria Manual, as applicable. The applicable precipitation criteria used for design of permanent drainage controls for the Facility is the 100 -year frequency, 24 -hour duration storm event. Temporary drainage controls were designed to handle a 25 -year, 24 -hour storm event in accordance with CDPHE Regulations. 5.1 Development Criteria Reference and Constraints There is neither a project master plan nor a regional drainage master plan for the Facility, and no previous drainage studies have been performed. There are three known utilities within the Site property: An underground natural gas pipeline in the southwest corner of the Site (owned and flagged by Noble Energy); An underground water pipeline in the southwest corner of the Site (owned by Grassland Water Solutions and flagged by Intermill Land Surveying, Inc. during the ALTA survey); and An underground missile cable in the northeast corner of the Site (owned by the United States Air Force (USAF) and flagged by the USAF 90th Missile Maintenance Squadron). These utility lines were subsequently surveyed and are shown in Drawing B -3-3A. There are no existing structures, irrigation ditches, or streets within or associated with the Site. The gently -sloping topography of the Site, with the absence of existing defined drainage features, was considered in preparing the design for the proposed Facility stormwater controls and does not pose a significant design constraint. 5.2 Hydrological Criteria The design rainfall was obtained from the National Oceanic and Atmospheric Administration's (NOAA) Precipitation Frequency Data Server website. The values are based on NOAA Atlas 14, Volume 8, Version 2.0 published by NOAA. The latitude and longitude of the Facility was used to obtain the design rainfall depths for the project. The 2 -year frequency, 24 -hour duration storm event precipitation depth is 1.8 inches. The 5 -year frequency, 1 -hour duration storm event precipitation depth is 1.2 inches. The 25 -year frequency, 24 -hour duration storm event precipitation depth is 3.3 inches. The 100 -year frequency, 1 -hour duration storm event precipitation depth is 2.6 inches. The 100 -year frequency. 24 -hour duration storm event precipitation depth is 4.4 inches. ' GOLDER 5 June 2, 2020 20145072-1-R-3 Times of concentration were calculated using the methodology described in TR-55 (US Soil Conservation Service 1986) for sheet flow and shallow concentrated flow, and via Manning's equation for channel flow. HEC-HMS modeling software (US Army Corps of Engineers Hydrologic Engineering Center 2010) was used to determine the routing of surface runoff from the delineated drainage basins and the resulting estimated peak flows. Inflow hydrographs were routed through the detention pond as modeled in HEC-HMS to size the pond. 5.3 Hydraulic Criteria There are no manhole inlets or storm sewers on the Site. There are also no check dams or drop structures proposed as part of the drainage improvements. Surface water run-on (clean stormwater) is routed around the proposed Landfill using open channels, except where culverts are required under the new access road northwest of the entrance area, all designed for the 100 -year, 24 -hour storm event. Runoff from the Landfill is collected in open channels on the Landfill, and conveyed via perimeter channels and culverts to the stormwater detention pond. The stormwater detention pond is designed to store the 100 -year, 1 -hour storm volume and release the water at a rate not to exceed the 5 -year, 1 -hour peak discharge rate from the pre -developed watershed, exceeding the Weld County Code design criteria for detention basins in non -urbanizing areas of a release rate not to exceed the 10 -year, 1 -hour peak discharge rate. The pond was also designed to safely pass the 100 -year, 24 -hour peak flow rate above the 100 -year, 1 -hour storm volume while maintaining more than the required minimum 1 foot of freeboard. A stage -storage table/curve for the detention pond. including the storage capacity, peak (100 -year, 24 -hour) water storage elevation (WSE), and freeboard, is provided in Attachment B-3-1. The detention pond is designed with interior sideslopes at 4 horizontal to 1 vertical (4H:1 V). A riprap outlet apron will provide permanent erosion protection at the downstream end of the pond outlet pipe before discharge onto natural ground. Runoff from the Landfill entrance road and infrastructure facility areas is collected in the stormwater catchment area, sized to store the 25 -year, 24 -hour storm volume. Peak flows, calculated using HEC-HMS as described in Section 5.2, were used to size channels (assuming normal depths), the stormwater detention pond, catchment area, and appurtenant structures. Culverts were sized using HY-8 culvert analysis software (FHWA 2014). Run-on flows are diverted around the proposed Landfill and returned to sheet flow using a permanent riprap-lined dissipation basin in the northwest corner and a grass -lined dissipation basin in the southeast corner of the Facility. Flow within the east run-on diversion channel at the southeast corner of the Facility is at a sheet flow velocity and therefore does not require the riprap revetment in the dissipation basin. The surface water calculations for runoff and run-on controls can be found in Appendices B-3-1, B-3-2, and B-3-3. 6.0 DRAINAGE FACILITY DESIGN 6.1 General Concept The stormwater control concept for the Facility is to replicate historic drainage patterns as closely as possible. Run-on flows will be diverted around the proposed Landfill and returned to sheet flow. On -site runoff flows from the Landfill are directed to the detention pond located adjacent to the southwest side of the Landfill and will be released at a rate not to exceed the 5 -year, 1 -hour peak discharge rate from the pre -developed watershed. Open channels to divert stormwater run-on from off -site upgradient areas are designed along the north and east perimeter of the Landfill. These channels will be 1.5 feet to 5.3 feet deep. with 3H:1V and 6H:1V sideslopes. and, at their respective discharge points, will return the channelized flows to sheet flow using energy dissipation GOLDER 6 June 2. 2020 20145072-1-R-3 structures to maintain discharge velocities below the design threshold for erosion. Run-on flow from off -site upgradient areas will not be allowed to mix with on -site stormwater runoff from the Landfill. The development of the Facility will not materially alter stormwater watershed basins or runoff drainage patterns in the nearby vicinity; thus the post -development runoff peak flows contributing to Jackson Draw are expected to be comparable to the existing pre -development conditions. The stormwater run-on flow and upgradient drainage basins were analyzed for the existing pre -development conditions. during the Landfill operations. and after the Landfill is closed (post -development). The run-on control channels route stormwater that currently occurs as sheet flow around the Landfill area and return it to sheet flow before reaching the Facility boundary. Since the site and surrounding area are situated within the extent of one or more broad alluvial fans and thus lack defined drainageways, the precise extent of stormwater that might be intercepted by the site is poorly defined. Runoff from the Landfill temporarily detained within the stormwater detention pond is projected to have a minimal overall effect on downstream flows. 6.2 Specific Details and Compliance with Weld County Code Drainage improvements for the Facility were designed in conformance with the storm drainage criteria presented in Chapter 8, Article XI of the Weld County Code and in Volumes 1, 2, and 3 of the Urban Storm Drainage Criteria Manuals. as applicable. Temporary and permanent surface water structures and erosion control measures will be constructed over the life of the Landfill to manage surface water runoff and contact water (i.e., stormwater runoff that has contacted exposed waste or waste having only daily cover). Design objectives for the surface water controls include: Provide trafficable roads; Prevent contact water runoff from leaving the active areas of the Landfill: Divert surface water run-on from areas upgradient of the Landfill around the site; Prevent run-on to the active area of the Landfill: and Prevent discharge of contaminated stormwater from the Site. The basis of stormwater control design for the Facility is to replicate historic drainage patterns as closely as possible. Components of the surface water control system include: run-on diversion channels; a culvert crossing under the entrance road with a dissipation basin; Landfill perimeter and access road channels: a culvert crossing under the Landfill perimeter road discharging to the detention pond; terrace channels; downchute channels with stilling basins; and a detention pond with an outlet pipe. a> GOLDER 7 June 2, 2020 20145072-1-R-3 In addition, there is a small stormwater catchment basin southwest of the scalehouse to capture and release runoff from the entrance/infrastructure area. Drawing B -3-3B shows the locations of the proposed permanent surface water control structures. Drawings B-3-4 through B-3-6 provide the details for these structures. 6.2.1 Temporary Surface Water Management Surface water is managed through a series of temporary berms and/or channels that divert run-on away from the active area and direct runoff toward temporary surface water ponds or the permanent stormwater detention pond. Surface water runoff that is not contact water is managed via gravity drainage or pumping to the stormwater detention pond prior to release from the Site. Details for the temporary stormwater control structures and other best management practices (BMP's) will be provided to the CDPHE for informational purposes with the construction packages for each cell prior to construction. Any temporary surface water controls will be designed to handle a 25 -year. 24 -hour storm event. 6.2.2 Final Stormwater Management System Permanent drainage improvements for the Facility were designed in conformance with the Weld County Code Storm Drainage Criteria and the Urban Storm Drainage Criteria Manuals, Volumes 1, 2, and 3. 6.2.2.1 Run-on Diversion Run-on diversion channels were evaluated and include five trapezoidal open channels (Channels 0 through 4) along the north and east perimeter of the Landfill. The diversion channels flow to the west and south to route stormwater run-on around the Landfill. These channels are designed to control the 100 -year frequency, 24 -hour duration storm event and include a minimum 1 foot of freeboard. A culvert crossing consisting of either four concrete box culverts or an equivalent single -span box culvert will be installed northwest of the scalehouse to convey stormwater from the north run-on diversion channel (Channels 0, 1, and 2) beneath the entrance road and into a dissipation basin. The dissipation basin, which will be lined with riprap, will be placed directly downstream of the culverts to spread and dissipate the flow prior to discharge as sheet flow onto natural topography. The dissipation basin has been designed to control the runoff from a 100 -year, 24 -hour storm event and reduce the discharge flow velocity to no greater than 4 feet per second. A similarly sized grass -lined dissipation basin will also be placed at the discharge point of the east run-on diversion channel. The run-on channels, entrance road culvert crossing, and dissipation basins will be constructed as shown in Drawing B-3-6. 6.2.2.2 Runoff Control from Landfill Perimeter channels adjacent to the waste footprint (embedded within the perimeter berm), as well as downchute channels, terrace channels, and an access road channel, will be used to control runoff from intermediate- and final -covered areas of the Landfill. The locations of these features are shown in Drawing B -3-3B and details are provided in Drawings B-3-4 through B-3-6. All runoff control channels with design flow velocity greater than five feet per second will be lined with either turf reinforcement mat (TRM) or riprap. All surface water runoff from disturbed areas is designed to be collected and report to the stormwater detention pond located directly west of the Landfill. The perimeter channels will be constructed in segments as the phased development of the Landfill advances and the perimeter berm is constructed. Perimeter channels will be grass -lined trapezoidal channels with 3H:1V side slopes, 10 -foot bottom widths, and 3 -foot depths. Perimeter channel reaches RL 6L and RL 7L are designed to be lined with riprap due to larger peak flow velocities and base -shear stresses. GOLDER 8 June 2. 2020 20145072-1-R-3 The terrace channels will be grass -lined "V" channels formed by the construction of a 15 -foot wide terrace situated at the approximate mid -point of the landfill sideslopes (approximately 50 feet vertically from the top and bottom of the approximate 100 -foot high Landfill sideslope). Across its width, the terrace will slope at 10H:1 V inward toward the landfill, resulting in a channel depth of 1.5 feet; the opposite side of each terrace channel will slope at 4H:1V coincident with the final Landfill sideslope. The terrace channels will slope longitudinally at 1% across the final cover surface and converge at selected points on the final cover, where they will discharge into one of three reinforced downchute channels to carry the flow down the Landfill sideslopes. The access road channel will parallel the permanent access road that extends from the northwest corner of the Landfill to the top deck, and will consist of TRM-lined "V" -notch channels with sideslopes of 3H:1V and a depth of 1 foot. The downchute channels will be trapezoidal with 3H:1V sideslopes, 10- to 25 -foot bottom widths, and 1.5 -foot depths. At the base of the downchute channels, where the flow enters the perimeter channel, hydraulic stilling (jump) basins will be installed to dissipate hydraulic energy. The downchute channels and hydraulic stilling basins are designed to be constructed with riprap; however, articulated concrete block (or alternative material as approved by the Engineer) may be substituted at the time of construction to reduce future maintenance requirements. The perimeter channels will convey the stormwater around the perimeter of the Landfill to the stormwater detention pond. Four 5 -foot by 5 -foot concrete box culverts, or a single -box culvert equivalent, will be placed in the north run-on diversion channel to facilitate a crossing for the proposed Site access road. These culverts have been sized to pass the design storm without overtopping the road. An alternate culvert crossing design and/or materials may be submitted at the time of construction as a substitute for the proposed concrete box culverts. This alternate design will provide the equivalent flow capacity to control the design storm event and will be subject to Weld County approval. The culverts will then discharge into a riprap-lined dissipation basin to spread the flow and reduce the velocity to less than four feet per second prior to discharge as sheet flow onto natural topography. The length of the riprap basin is designed as approximately 80 feet. The basin will be constructed of riprap with a D50 of six inches as calculated in the design. Stormwater released from the east run-on diversion channel (Channel 4) in the southeast corner of the Facility is calculated to have a design flow velocity equal to four feet per second. and therefore will be discharged as sheet flow directly onto the existing natural ground surface without the need for additional erosion controls. Detailed design information can be found in Appendix B-3-2. A stormwater detention pond will be constructed near the southwest corner of the Landfill to temporarily store on - site runoff from active areas of the Landfill. The stormwater detention pond is designed to capture the 100 -year frequency, 1 -hour duration storm event. and the water collected will be released over a period of approximately 40 hours, within the historic runoff rate of the 10 -year, 1-hourstorm falling on the undeveloped site (for non -urbanizing areas). The proposed stormwater detention pond, shown in Drawing B 3-3B, has a total storage capacity (to the pond crest) of approximately 16 acre-feet, with 5.2 acre-feet of effective storage below the top of the outlet riser. Hydraulic modeling results show 2.5 feet of freeboard between the maximum predicted water surface and the pond crest. The interior sideslopes of the detention pond are designed at a 4H:1V slope. Detailed design information for the detention pond can be found in Appendix B-3-1. Stormwater will ultimately report to the stormwater detention pond via three 42 -inch diameter culverts to be installed beneath the perimeter road on the west side of the Landfill, as detailed in Drawing B-3-5. There will be approximately three feet of cover over the culverts to provide load -bearing capacity for the vehicular loads on the perimeter road. 4 GOLDER 9 June 2. 2020 20145072-1-R-3 Perimeter channels and run-on diversion controls will be constructed as described elsewhere in the Engineering Design and Operations Plan (EDOP). Stormwater will be managed in accordance with the Colorado Discharge Permit System (CDPS) Stormwater Management Plan (SWMP) General Permit for "Stormwater Discharges Associated With Non Extractive Industrial Activities" (COR900000) (application for permit coverage to be submitted prior to commencing Landfill operations). 6.2.2.3 Runoff Control from Site Entrance Stormwater from the site entrance road and runoff from impervious areas of site infrastructure will sheet flow to the stormwater catchment area located to the west of the entrance road. The catchment area will be expanded to provide at least 24,500 CY of storage capacity. 6.2.3 Stormwater Controls Inspection and Maintenance Drainage improvements will be easily accessible for maintenance from the perimeter access road. This maintenance will include keeping the culverts, channels, and detention pond free of accumulated sediment and debris. Pawnee will be responsible for inspection and maintenance of all on -site drainage improvements. Inspections will take place at least quarterly during the operating life of the Landfill and following significant precipitation event(s) (i.e., equal to or exceeding 1.0 inch). Copies of the inspections shall be kept on file at the Site. A sample inspection log form can be found in the Operations Plan (Appendix C of the EDOP). 6.2.4 Erosion Potential Evaluation An evaluation of the effects of erosion due to rainfall on the proposed final cover was performed. The analysis involved using the Revised Universal Soil Loss Equation, Version 2 (RUSLE2) erosion modeling software (USDA 2010) to estimate the amount of soil loss caused by sheet and rill erosion of the final cover immediately after closure construction and after a 5 -year period of vegetative growth on the final cover. RUSLE2 calculations are presented in Appendix B-7 of the EDOP. Annual soil loss due to erosion in the first year of closure and long-term (i.e., after vegetative growth on the final cover) was predicted to be 2.8 tons/acre/year and 1.8 tons/acre/year, respectively, and less than the regulatory soil loss tolerance of 5 tons/acre/year for Landfill final cover slopes in surrounding states. GOLDER 10 June 2, 2020 Table B-3-1: Open Channel Summary 20145072-1-R-3 Channel Designation Channel Lining Design ; Peak Q100 (cfs) lope ft/ft) hanne (H:1V) Slope eft Side (H:1 Right Side Slope V) *Sotto (ft) Width (ft) Minimum Channel Depth (ft/sec) Maximum Velocirym Maximum Flow (ft) Depth(2) Normal Reach 0 TRM 715.9 0.005 3.0 6.0 10 5.3 6.3 4.3 Reach 1 TRM 652.5 0.007 3.0 6.0 35 3.5 6.3 2.5 Reach 2 TRM 520.3 0.010 3.0 6.0 20 3.6 7.2 2.6 Reach 3 Grass 11.3 0.010 3.0 6.0 10 1.5 2.4 0.4 Reach 4 Grass 85.3 0.007 6.0 3.0 10 2.5 4.0 1.5 R L1 Grass 25.2 0.010 3.0 3.0 10 3.0 3.3 0.70 R L2 Grass 8.7 0.010 4.0 10.0 0 1.5 2.5 0.75 R L3 Grass 15.0 0.010 3.0 3.0 10 3.0 2.8 0.52 R L4 Grass 28.7 0.010 3.0 3.0 10 3.0 3.5 0.75 RL5 road TRM 7.9 0.065 3.0 3.0 0 1.0 5.9 0.71 RL6 Grass 43.7 0.010 3.0 3.0 10 3.0 4.0 0.95 RL6L Riprap 43.7 0.040 3.0 3.0 10 3.0 5.7 0.70 RL7 Grass 70.6 0.010 3.0 3.0 10 3.0 4.6 1.24 RL7L Riprap 70.6 0.040 3.0 3.0 10 3.0 6.7 0.91 RT1 Grass 33.5 0.010 10.0 4.0 0 1.5 3.5 1.25 ' GOLDER 11 June 2, 2020 20145072-1-R-3 ..Channel esi nation Channel- Lining Peak Design Channe Slope (ft/ft) Left Slope (H:1 Side V) Side (H:1 Right Slope Bottom Width ft (ft) Minimu Channel Depth Velocity(') (ft/sec) Maximum Maximum Flow ft Depth(2) Normal V) Q100 cfs) RT2 road TRM 17.8 0.065 3.0 3.0 0 1.0 7.2 0.96 RT3 Grass 42.1 0.010 4.0 10.0 0 1.5 3.7 1.36 RT4 Grass 16.3 0.010 10.0 4.0 0 1.5 2.9 0.95 DC S Riprap 33.5 0.250 3.0 3.0 15 1.5 8.3 0.28 DC N Riprap 8.7 0.250 3.0 3.0 10 1.5 5.7 0.16 DC W Riprap 57.5 0.250 3.0 3.0 25 1.5 8.5 0.28 Notes 1) Based on a Manning's n of 0.03 for grass -lined and turf reinforcement mat (TRM) channels and 0.035 for riprap-lined channels. 2) Based on a Manning's n of 0.035 for grass -lined and TRM channels and 0.040 for riprap-lined channels. GOLDER 12 June 2, 2020 20145072-1-R-3 7.0 CONCLUSIONS 7.1 Compliance with the Weld County Code This Drainage Report has been prepared in compliance with the criteria set forth in Chapter 8, Article XI of the Weld County Code and the Urban Storm Drainage Criteria Manuals (USDCM), Volumes 1, 2 and 3, as applicable. It is being submitted in support of a Weld County Use by Special Review (USR) Permit Application for Pawnee Waste LLC for the Pawnee Waste E&P Landfill. 7.2 Drainage Concept The Facility is located on agricultural land, and is not predicted to have any negative impacts on the properties located upstream or downstream. The Facility as designed will not adversely affect adjoining property owners. There are no existing structures that could be damaged by surface runoff immediately downstream from the property. 8.0 REFERENCES U S Army Corps of Engineers Hydrologic Engineering Center. 2010. Hydrologic Modeling System (HEC-HMS). (3.5). Davis, California: US Army Corps of Engineers. August 10. U S Federal Highway Administration (FHWA). 2014. HY8 — Culverts Version 7.30 FHWA Culvert Analysis May. Washington, D.C.: FHWA Office of Technology Applications. U S National Oceanic and Atmospheric Administration (NOAA). 2013. Precipitation -Frequency Atlas of the United States, Atlas 14, Volume 8 Version 2.0: Midwestern States Silver Spring, MD: US Department of Commerce. U S Soil Conservation Service. 1986. Urban Hydrology for Small Watersheds. Washington D.C.: United States Department of Agriculture. Golder and the G logo are trademarks of Golder Associates Corporation c \users\afiore\golder assoc'ates\p20145072,pawnee waste 2020 usr sw revs - 6 deliverables\reports\1-r-drainage_report\1-r-2\20145072-1-r-3-drainage_ plan_02jun20 docx 4 GOLDER 13 PAWNEE WASTE E&P LANDFILL DRAINAGE REPORT DRAWINGS PAWNEE WASTE LLC WELD COUNTY, COLORADO PREPARED BY: Golder Associates Golder Associates Inc. 44 Union Boulevard, Suite 300 Lakewood, Colorado USA 80228 A 2015-07-23 ISSUED FOR CDPHE EDOP SUBMITTAL SAP NKR ,PAP DLO �•MM•DD DESCRIPTION DESIGNED PREPARED REVIEWED APPROVED LIST OF DRAWINGS SHEET NUMBER SHEET TITLE 8-3-1 TITLE SHEET 8-3.2 HISTORIC AND FULLY DEVELOPED (RUN-ON DIVERSION) BASINS B -33A FULLY DEVELOPED (RUN-OFF CONTROL) BASINS 8-3-38 STORMWATER CONTROLS PLAN 8-3.4 DETAILS (1 OF 3) 8.3-6 DETAILS (2 OF 3) 8-3.8 DETAILS (3 OF 3) PAWNEE WASTE LLC PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO CONSULTANT its DENVER OFFICE 44 UNION BLVD STE 300 LAKEYIA"XX). COLORADO UNITED STATES I. 1 I (303) 980 0540 www goldar cam DRAINAGE REPORT TITLE SHEET PROJECT No CONTROt 1407882B S001 Rev A 1„f7 DRAW; B-3-1 LEGEND COUNTY ROAD 96 PAWNEE WAS: ENTRANCE ROAD COUNTY ROAD 118 I, STORMWA TER DETENTION POND r ESP LANDFILL LIMIT OF WASTE - 5' 5' A 7015 07 23 ISSUFD FOR CDPHF FDOP sumo' FT/1,i .1MP NKR AMP DLO GNE •REPARE WED APPROVED 7 ri --1 ;,'.I— t • PAWNEE WASTE LLC CONSUL TANT DENVER OFFICE 44 UMON BLVE, STE 300 LAKEWOOD, COLORADO UNITED STATES 1+11(303) 980 0540 wvwv.golder corn EXISTING TOPOGRAPHY (SEE NOTE 1) USE BY SPECIAL REVIEW (USR) BOUNDARY (240 ACRES) EXISTING ROADS PROPOSED EXTENSION OF COUNTY ROAD 118 PROPOSED WASTE LIMIT OF E8P LANDFILL PROPOSED STORMWATER DETENTION POND NOTES 1 EXISTING TOPOGRAPHIC SURVEY PROVIDED BY CLARK LAND SURVEYING INC OF PUEBLO, COLORADO FROM A GROUND SURVEY PERFORMED OCTOBER 14. 2014 AND OCTOBER 15, 2014 2 COORDINATE SYSTEM IS COLORADO STATE PLANE ZONE 0501 CO N VERTICAL DATUM IS NAVD 88 3 EXISTING CONTOUR INTERVAL IS 10 FOOT 4 HISTORIC AND FULLY DEVELOPED DRAINAGE BASINS REMAIN THE SAME FOR THE PROPOSED RUN-ON DIVERSION CONTROLS 0 800 1800 SCALE FEET PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO TI F DRAINAGE REPORT HISTORIC AND FULLY DEVELOPED (RUN-ON DIVERSION) BASINS 1407882B S002 Rev A )RAwir: B-3-2 d r LEGEND EXISTING TOPOGRAPHY (SEE NOTE 11 5070 PROPOSED FINAL COVER GRADES �II—IISIIS•ISIISII—II—IISIISIISIISII—II�IISII—II5I I—II—II5IIaII—II SII—II—II—IISII—IISII5II5II—II5II—•I—II—I I5II—II—I I5I IS I I —I IS I I5I I S II —II— I I� I I S I I S I I S I I� __— -.�. ..�.'..':. ' ,«- mss•.-=--�-a,G;,�,,, -�.'�\ sow sioo Illll''" 5010 II Ott 31 • r /(1 iI Lt. 0; tl a -- 1.-N 3•if a /1 8210 - moo 6100 --- 6160 U )A • S. is O .i� J'go �� 'ri� `fi ib 14 �i$ \ `\ 'S 6170 6160 6160 5140 '��a•�e,a •r �.rala�a_rw .�.raat-=qtr >lt�� a- 5130 5120 U 11$ ara ream _ _ lipasaota=or -allanan __ ali ��- \ 1 T it 1 S 2020-06.02 ISSUED FOR NEW USR A 2015-07.23 ISSUED FOR CDPHE SUBMITTAL .PAP DVS FLIP JMP NKR JMP JAR DLO Re: Yfl v.WA-DO DESCRIPTION DESIGNED PREPARED REVIEWED APPROVED .4' CLIENT PAWNEE WASTE LLC CONSULTANT GOLDER DENVER OFFICE 11 UNION BLVD STE 300 LAKEWOOD COLORADO UNITED STATES I.1)1303) 980 0510 var.;clay Com EXISTING NATURAL GAS PIPELINE PROPOSED WASTE LIMIT OF ESP LANDFILL PROPOSED STORMWATER DETENTION POND USE BY SPECIAL REVIEW (USR) BOUNDARY 1240 ACRES) GRAVEL ROAD/ - SUB -BASIN IDENTIFICATION SUR-RASIN ACREAGE NULLS 1 EXISTING TOPOGRAPHIC SURVEY PROVIDED BY CLARK LAND SURVEYING INC OF PUEBLO, COLORADO FROM A GROUND SURVEY PERFORMED OCTOBER 11 2011 AND OCTOBER 15 2014 2 COORDINATE SYSTEM IS COLORADO STATE PLANE ZONE 0501 CO N VERTICAL DATUM IS NAVO 65 3 EXISTING CONTOUR INTERVAL IS 10 FOOT 1 SITE ENTRANCE AND FACILITY INFRASTRUCTURE REFLECTS UPDATES TO PROPOSED FATALITY SITE DESIGN SINCE SUBMITTAL OF 2014 USR APPLICATION PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO DRAINAGE REPORT FULLY DEVELOPED (RUN-OFF CONTROL) BASINS PROJECT No 14078828 S003A B It B -3-3A O N 1 552 500 N 1 551 500 N 1 661 000 N1 549 500 Th DISCHARGE AS SHEET FLOW TO NATURAL GROUND 13 m I(a 8 • DISSIPATION BASIN PLAN SEE DETAIL CHANNEL 0 PERIMETER CHANNEL 7 -GRASS LINED (SEE DETAIL) 4 MW -2011-02A t\� PROPOSE D- MW -O5 REV B = " WEST PERIMETER 4 B -b 1 `: SEE DETAIL STILLING BASIN • SEE DETAIL 8-3-S STORM WATER DETENTION • POND OUTLET SEE DETAIL I•ISM • • IMOD • • • • I•••• •I 5 6-34 MW -2014-04 4 POND CRE!BT ELEV 5076 FT AMSL POND BOTTOM ELEV 5068 FT AMSL N CULVERT CROSSING SEE DETAIL •I -I• -•I-1• C •I 000 LIE I3 11 • PERIMETER CHANNEL • 8-3-5 B'1 5 RIPRAP LINED SEE DETAIL REV B 15 8.3-6 .. �..IINS•• 5100 5110 -- _,.__..._......... 5120 H14 .I`hkit - . . - 5130 .-_...-.. oE __:_. 7' -- 5140 5150 - 5O0 --- / • " • : 4INfilf6 fO4't-- 8 3 5 •_ 51%51on 90 SEHQfAtt - _ -5200 REVS RUN -UN DIVERSION # CHANNEL - TRM LINED 8.3.4 DETAIL -- •. •S1• 9111111104 IPS SSW ••••••••••••••••••.•t•.. NMI GSM •.OINO•9 X -r- 4 NORTH PERIMETER SEE DETAIL 835 _ - Y '• 6140 `5120 �_ S1OVA4CIA7TE S 3 4 I 5110 CHMl L - 5100 SEE DETAIL • I S• 1• m•••I�I•aII•�•I�I•�I• m W O MW2O14.03 I I-IIs•I• m W STILLING BASIN 1 i SEE DETAIL 6.3.8 • I!•• I I ••••I I•••• I I S I• 1 15 FT PERIMETER ROAD (SEE NOTE 4; 4 B 3-4 _jttit • 8 AT -4 -46 -PERIMETER CHANNEL GRASS LINED SEE DETAIL • tt N x 44 V*' 4 M11'.2014.01 88 ±PERIMETER CHANNEL GRASS LINED SEE DETAIL • SOUTH PERIMETER SEE DETAIL 1 DISSIPATION BASIN PLAN 43-6 SEE DETAIL & I•- • I •••••I I- I I- I I M I I OS 11 S•• » 11 6 2020-08.02 ISSUED FOR NEW USR A 2015-07.23 ISSUED FOR CDPHE LOOP SUBMITTAL VYV V MM -DO DESCRIPTION JMP .IMP DVS (UP NKR JMP JAM DLO DF`. •;I:F, ^JPf •?F.D REVIEWED APPROVED n irJ 'SI CI DISCHARGE AS SHEET FLOW TO NATURAL GROUND m • •I-IISI I -II -11 • •c IA • 4 N 1662500 N 1 552 000 B•3-1 / EAST PERIMETER SEE DETAIL • R 1l r • >11 • K i • I T • • x i 15 FT PERIMETER ROAD (SEE NOTE 4) N MI R N I 551 500 N 1 551 000 N 1 550 500 REV B N 1 550 000 N 1 549500 PAWNEE WASTE LLC CONSULTANT COLDER DENVER OFFICE 44 UNION BLVD STE 300 LAKEWOOD COLORADO UNITED STATES I• l) (303) 960 0540 % ww Qo1d•r corn LEGEND 5070 Ins S••OWN ••IS -•• PROPOSED FINAL COVER GRADES EXISTING TOPOGRAPHY (SEE NOTE 1) USE BY SPECIAL REVIEW (USR) BOUNDARY (240 ACRES) PROPOSED WASTE LIMIT OF HIP LANDFILL PROPOSED ROADS PROPOSED PERIMETER ROAD (SEE NOTE 4) •01‘70917CMPOPCIC PROPOSED RIPRAP PROPOSED PERIMETER CHANNEL PROPOSED TERRACE CHANNEL - - - - PROPOSED ACCESS ROAD CHANNFI i-< PROPOSED RUN-ON DIVERSION CHANNEL PROPOSED CULVERTS ANO INLET PIPES 4 MW -7014-03 MONITORING WELL a L2 EXISTING UNDERGROUND CABLE EXISTING NATURAL GAS PIPELINE EXISTING WATER LINE EXISTING OVERHEAD ELECTRIC LINE I CHANNEL AND DOWNCHUTE REACH IDENTIFICATION k 1f:Y'LT` PROPOSED DOWNCHUTE CHANNEL PROPOSED STILLING BASIN PROPOSED TURF REINFORCEMENT MAT ITRM) GRAVEL PROPOSED DETENTION POND OUTLET NOTES I EAIST1NG TOPOGRAPHIC SURVEY PROVIDED BY CLARK LAND SURVEYING INC OF PUEBLO COLORADO FROM A GROUND SURVEY PERFORMED OCTOBER 14.15 2014 2 COORDINATE SYSTEM IS COLORADO STATE PLANE ZONE 0501 CO N VERTICAL DATUM IS NAVD 88 3 EXISTING CONTOUR INTERVAL IS 2 FOOT 4 PERIMETER ROADS TO BE CONSTRUCTED IN PHASES AS FACILITY IS DEVELOPED SITE ENTRANCE AND FACILITY INFRASTRUCTURE REFLECTS UPDATES TO PROPOSED FACILITY SITE DESIGN SINCE SUBMITTAL OF 2014 USR APPLICATION 0 SCAt I- 200 400 PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO i IIII DRAINAGE REPORT ST0RMWATER CONTROLS PLAN FFI PROJECT No 14078828 CONY' SOO38 Rev 8 4 of 7 DRAWING B -3-3B 0 EDGE OF SUBGRADE TO EDGE OF LINER TOP OF FINAL COVER / 2� 12 OZ 'S Y NON -WOVEN GEOTEXTILE - C WASTE 1 S WASTE ( SEE DOIMCHUTE CHANNEL SCHEDULE ON THIS DRAWING ) B SCALE N T S - DO(M ICHUTE TO BE LINED PER THE DOWNCHUTE CHANNEL SCHEDULE ON THIS DRAWING (SEE NOTE 4) - 12- (MIN ) GRAVEL BEDDING LAYER (SEE NOTE 5) DOWNCHUTE CHANNEL DETAIL DOWNCHUTE CHANNEL SCHEDULE DOWNCHUTE SIDESLOPE (U) (H:V) MINIMUM BOTTOM WIDTH (B) (FT) MINIMUM CHANNEL DEPTH (D) (FT) DOWNCHUTE LINING DC N MEE NOTES I AND» 3H IV 10 1 5 RIPP TYPE B (Dsomfr) OR EQUIVAALLENT AS APPROVED BY ENGINEER OC S ISEE NOM r MO 11 3H IV 15 1 5 DC WrsnENOTES$ AND 21 3H 1V 25 15 SCALE N T.S NORTH AND WEST PERIMETER DETAIL 3 EDGE OF SUBGRADE TO EDGE OF LINER 4 EDGE OF LINER TO EDGE OF FINAL COVER EDGE OF LINER TO EDGE OF FINAL COVER PERIMETER CHANNEL ALIGNMENT SHOWN ON DRAWING 8.3-38 (SEE SCHEDULE ON DRAWING 8-3-5) 10' PERIMETER CHANNEL ALIGNMENT SHOWN ON DRAWING 8.3-38 (SEE SCHEDULE ON DRAWING B-3-5) 10' SCALE N T S 8.3.4 GRASS -LINED TERRACE CHANNEL 15' (MIN ) 4 TERRACE CHANNEL DETAIL GALVANIZED WELDED WIRE OR REBAR TRASH RACK (2' X 2' X 1) WITH ANTI•VORTEX PLATE (SUBJECT TO ENGINEER APPROVAL) 12" DIA CMP (12 GA.) SPILLWAY RISER TOP OF OUTLET RISER EL 5071 FT 1Y DIA CMP TEE CLEAN COARSE GRAVEL --- - POND BOTTOM EL 5068 FT V DIA DRAINAGE HOLES STAGGERED AT C SPACING ALONG ROWS WITH C SPACING BETWEEN ROWS (8 TOTAL ROWS) (NO DRAINAGE HOLES ON BOTTOM 1.5' OF PIPE) f SCALE N T S (4 l SOUTH AND EAST PERIMETER DETAIL B-3-4 2016-02-19 ADDRESS COPHE TECHNICAL EDOP COMMENTS DATED JANUARY 28. 2016 A 2015-07-23 ISSUED FOR COPHE EDOP SUBMITTAL JMP CAJ JMP NKR JAR SAP O(8 DLO DESIGNED PREPARED REVIEWED APPROVED SCALE N.T.S 30' PERIMETER ROAD GRADE TO DRAIN 15 PERIMETER ROAD GRADE TO DRAIN EMBED RISER PIPE V INTO CONCRETE BASE. FILL PIPE WITH CONCRETE TO INVERT OF OUTLET PIPE PROVIDE MINIMUM OF 5' HORIZONTALLY BETWEEN VERTICAL PIPE AND TOE OF BERM 1 15 (MIN ) NOTES 1 PERIMETER CHANNEL IDENTIFICATIONS SHOVI 1 ON THE STORMWATER CONTROLS PLAN (DRAWING 8-3-38) 2 CALCULATIONS WERE PERFORMED USING HEC-HAS (USACE 2010) AND ARE SHOWN IN APPENDICES 8-3.1 AND 8-3.2 3. EROSION CONTROL MEASURES WILL BE PROVIDED FOR PORTIONS OF THE PERIMETER CHANNEL WITH VELOCITIES ABOVE 5 FT/S 4 RIPRAP SHALL BE PLACED TO A THICKNESS OF 1.5 TIMES THE Dso DIMENSION 5 GRAVEL BEDDING LAYER SIEVE % PASSING 31N 100 NO 4 20 TO50 NO 200 0 TO 10 6 RIPRAP SHALL BE INSTALLED ON APPROPRIATELY-OVEREXCAVATED SUBGRADE SUCH THAT FINISHED TOP SURFACE OF REINFORONG MATERIAL COINCIDES WITH DESIGN GRADES CREST EL. 5076 FT 3 GALVANIZED SHEET METAL ANTI -SEEP COLLAR I 12OZISY MIN. NON -WOVEN GEOTEXTILE (ANCHORED) sr DIA. CMP (12 GA) OUTLET PIPE WELD RISER PIPE TO OUTLET PIPE FOR WATERTIGHT SEAL M4 REBAR ® 12' O C EACH WAY. MIN COVER OVER REBAR 3- STORMWATER DETENTION POND OUTLET GRADE TO DRAIN 8' (MIN ) THICK ROAD BASE RIPRAP SCOUR PROTECTION =9IN THICKNESS = 2 X a 10' (MII_ 1 - DAYLIGHT TO EXISTING GROUND (WEST PERIMETER) VARIES (SEE S DAYLIGHT TO EXISTING GROUND (SOUTH PERIMETER) RUN-ON DIVERSION CHANNEL (EAST PERIMETER) LOCATION SHOVMI ON DRAWING 5 VARIES (SEE PAWNEE WASTE LLC CONSUL TANT DENVER OFFICE 44 UNION BLVD. STE 300 LAKE WOOD. COLORADO UNITED STATES 1.11(303) 9800540 a polder corn RUN-ON DIVERSION CHANNEL (NORTH PERIMETER) LOCATION SHOWN ON DRAWING 5 REV B EXISTING GROUND EXISTING GROUND ;r - L'1 PAWNEE WASTE ESP LANDFILL WELD COUNTY, COLORADO DRAINAGE REPORT DETAILS (1 OF 3) PROJECT No 1407882B CONTROL S004 Rnv B 5 o 7 DRAWNC; B-3-4 3.4 )DOWNCHUTE CHANNEL SEE DETAIL Lib 10' (MIN.) CONTINUE RIPRAP 10' (MIN ) UPSTREAM OF INTERSECTION SCALE N T S ACCESS ROAD ACCESS ROAD 6 \STILLING BASIN DETAIL 8.3.5 ( SEE DOVMICHUTE CHANNEL SCHEDULE ON DRAWING 8-3-4 ) TYPICAL PERIMETER CHANNEL SEE DETAILS TERRACE CHANNEL SEE DETAIL 10' (MIN.) DOWNCHUTE CHANNEL 6-3.44 SEE DETAIL TERRACE CHANNEL TO DOWNCHUTE INTERSECTION DETAIL SCALE N T S (SEE CHANNEL SCHEDULE ON THIS DRAWING) 1 CONTINUE RIPRAP 10' (MIN ) UPSTREAM OF INTERSECTION 3' PREPARED SUBGRADE 10' PERIMETER CHANNEL - GRASS -LINED DETAIL 9- THICK RIPRAP (Dso=6") 3 12 OZ /S Y NONWOVEN GEOTEXTILE (SEE CHANNEL SCHEDULE ON THIS DRAWING - R L6L S R L7L) SCALE N T S 10' f ��- PREPARED SUBGRADE PERIMETER CHANNEL - RIPRAP-LINED DETAIL DOW sICHUTE ( 1 SEE DETAIL 6.3-4 STORMVWATER DETENTION POND 4 -11 SCALE N T.S. 6•(TYP) te 0% th,]1i1?d•V �:1?t1lL',''ft', '`1 ‘.r1•'r (SEE CHANNEL SCHEDULE BELOW) fkriy STILLING BASIN SECTION - TURF REINFORCEMENT MAT (TRM)-LINED ACCESS ROAD CHANNEL (R LS RD) (INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS) C WASTE -�_ SCALE N T S 8 IN ROAD BASE MATERIAL LANDFILL ACCESS ROAD AND CHANNEL DETAIL RIPRAP-LINE SLOPE 2' (MIN ) ABOVE TOP OF CULVERT PIPES EXTEND RIPRAP 5' (MIN ) ONTO POND FLOOR 4 9' THICK RIPRAP (Dya=6-) PREPARED SUBGRADE OR STRUCTURAL FILL I SCALE N T S 15 -FT WEST PERIMETER ROAD 4 1 .' IS -FT WEST '•d �. �1� r it 1 FINAL COVER GRADES RIPRAP-LINE SLOPE 2'• PERIMETER r ROAD 1a. Ir I1 , (MIN.) ABOVE TOP OF CULVERT PIPES ilk n ^� f r (MIN ) : U r • taw ��r Fr l , I 5' ��!,. _ ..1; (MIN.) • F.= STORMWATER� oLes DETENTION POND i► i4' s ~(-• (3) - 47 DIA. CORRUGATED METAL PIPE (CLIP) CULVERTS WITH MITERED ENDS WRAP -LINE SLOPE 2' (MIN.) ABOVE TOP OF CULVERT PIPES I • . 1 ' 0 20 40 t = 20' STRUCTURAL FILL 8" (MIN ) ROAD BASE MATERIAL FEET SCALE 1'=20' 'IT" CULVERT CROSSING PLAN VIEW DETAIL RIPRAP-LINE SLOPE T (MIN ) ABOVE TOP OF CULVERT PIPES WEST PERIMETER CHANNEL (R Ldl S R171) (3) - 42" DIA CORRUGATED METAL PIPE (CMP) CULVERTS WITH MITERED ENDS CULVERT CROSSING SECTION CHANNEL SCHEDULE 9" THICK RIPRAP (D. 6) CHANNEL SIDESLOPE (SS) f H V i M INIMUIM CHANNEL BOTTOM WIDTH (B) (FT) MINIMUM CHANNEL DEPTH (D) (FT) CHANNEL UNING tSE E MOTE )1 RUNOFF CONTROLS R L1 (SEE NOTES 1 ANo `• 3 1 10 3 GRASS R L3'SEE NOTES 1 ANO Z 3.1 10 3 GRASS R L4 (SEE NOTES 1 AND )t 3.1 10 3 GRASS R L5 RD CUE NOTES 1 ANO z) 3:1 0 1 EROSION MAT (TRM) R L8 (SEE MOTES I ANO 21 3 1 10 3 GRASS R LeoEE MOTES 1 AND n 3 1 10 3 RIPRAP (DA ■ al R L716EE NOTES 1 AND a 3 1 10 3 GRASS R L7L Iut NOTES 1 AND A 3 1 10 3 RIPRAP (Dso a 6I R T2 RD IIEE NOTES 1 AND 1) 3 1 0 1 EROSION MAT (TRM) RUN-ON DIVERSION LEFT SS (H V) RIGHT SS (H V) REACH 0 3-1 61 10 53 EROSION MAT (TRM) REACH 1 3:1 6.1 35 3 5 EROSION MAT (TRM) REACH 2 3:1 8:1 20 3.8 EROSION MAT (TRM) REACH 3 3.1 6.1 0 1 GRASS REACH 4 8:1 3.1 10 2.5 GRASS 2018-02.19 ADDRESS CDPHE TECHNICAL EDOP COMMENTS DATED JANUARY 28. 2016 A 2015-07.23 ISSUED FOR CDPHE EDOP SUBMITTAL MM DD DESCRIP 7ION CAJ CETB JAR CKB NP NKR JIP DLO DESIGNED PREPARED REVIEWED APPROVED REVS PAWNEE WASTE LLC CONSULTANT GiOs DENVER OFFICE 44 UNION BLVD. STE 300 LAKEWOOD, COLORADO UNITED STATES 1.11(303) 960 0540 www.golder.tom NOTE(S) 1 PERIMETER CHANNEL IDENTIFICATIONS SHOWN ON THE STORMWATER CONTROLS PLAN (DRAWING B-3-38) 2 HYDRAULIC CALCULATIONS WERE PERFORMED USING NEC -HMS (USACE 2010) AND ARE SHOWN IN APPENDICES 8-3-1 AND 8-3.2 3 EROSION CONTROL MEASURES WILL BE PROVIDED FOR PORTIONS OF THE PERIMETER CHANNEL WITH VELOCITIES ABOVE 5 FT/S 4 RIPRAP SHALL BE PLACED TO A THICKNESS OF 1 5 TIMES THE Dso DIMENSION 5 GRAVEL BEDDING LAYER SIEVE % PASSING 31N 100 NO. 4 20 TO 50 NO. 200 0 TO 10 6 EXTEND DOWNCHUTE CHANNEL LINING THROUGH STILLING BASIN AND INTO THE PERIMETER CHANNEL APPROXIMATELY 15 FEET UPSTREAM AND DOWNSTREAM OF THE INTERSECTION 7 RIPRAP SHALL BE INSTALLED ON APPROPRIATELY-OVEREXCAVATED SUBGRADE SUCH THAT FINISHED TOP SURFACE OF REINFORCING MATERIAL COINCIDES WITH DESIGN GRADES PRCJEC 1 PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO Ti DRAINAGE REPORT DETAILS (2 OF 3) PROJECT No CONTROL 1407882B S005 B b B-3-5 TO DISSIPATION BASIN SEE DETAIL �' 13 FLOW CULVERT ELEVATION SEE DETAIL APRON TOE WALL SEE DETAIL FINISHED GRADE 8-34 40ft 8.34 CULVERT WNGWALL SECTION SEE DETAIL • 1 - 10 •ti*IN ) . S • 14 8-3-6 • D\ PAWNEE WASTE -- ENTRANCE ROAD (4)-5'X5' RECTANGULAR BOX CULVERTS (SIDE -BY -SIDE) (SEE NOTE 2) SCALE N T S !- NORTH BASIN ONLY CULVERT WNGWALL SECTION (PROJECTED) SEE DETAIL FLOW I• CULVERT INVERT (4) • 5' X 5' RECTANGULAR BOX CULVERTS (SIDE -8Y -SIDE) (SEE NOTE 2) CULVERT WNGWALL SECTION (PROJECTED) \ 8-3b SEE DETAIL DISSIPATION BASIN SECTION SEE DETAIL -elle r SCALE N. T S 6- FINISHED GRADE �r n II CULVERT INVERT APRON TOE WALL SEE DETAIL CULVERT ELEVATION SECTION 7 V CULVERT CROSSING PLAN VIEW DETAIL REV B REV B SCALE N TS r E DISSIPATION BASIN SECTION TOP OF DISSIPATION BASIN RIPRAP (PROJECTED) - NORTH BASIN ONLY DISSIPATOR POOL 60' B-3.6 (4)-5'X5' RECTANGULAR BOX CULVERTS (SIDE -8Y -SIDE) (SEE NOTE 2) SCALE N T.S T 5' f� _ FINISHED GRADE COOT CLASS 8 CONCRETE (SEE NOTE 1) .I k 20- 32 - REV B CULVERT WINGWALL SECTION ACCESS ROAD • L FLOW • v APRON 20' _ SEE SCHEDULE 11 1 3 14 8-34 SCALE N.T,S B A 2018-02.19 ADDRESS CDPHE TECHNICAL EDOP COMMENTS DATED JANUARY 28. 2016 2015-07-23 ISSUED FOR COPHE EDOP SUBMITTAL DESCRIPTION CAJ CE TB JMP NKR PREPARE' JAR JMP RE VIE A/ CKB DLO /-=PROVE • APRON TOE WALL SEE DETAIL CHANNEL FLOW - 3' 12- THICK RIPRAP (D.,0 u 6-) - NORTH BASIN ONLY GRASS -LINED • EAST BASIN ONLY REV B PERIMETER CHANNEL (SEE SCHEDULE) TURF REINFORCEMENT MAT (TRM) (INSTALLED PER MANUFACTURERS SPECIFICATIONS) 10 ft 211 (MIN) SCALE N T S 8-34 CHANNEL 72' 20' (MIN ) APRCN DISSIPATION BASIN SECTION SEE DETAIL t' CULVERT CROSSING PLAN VIEW - NORTH BASIN ONLY SEE DETAIL DISSIPATION BASIN PLAN VIEW DETAIL 3' (MIN) SCALE N T S DAYLIGHT TO EXISTING GROUND 2 ft(MIN) L J 211 (MIN.) RUN-ON DIVERSION CHANNEL - TRM UNED PAWNEE WASTE LLC CONSULTANT DENVER OFFICE 44 UNION BLVD. STE 300 LAKE W4300. COLORADO UNITED STATES 1.11(303) 960 0540 own polder corn COOT CLASS B CONCRETE (SEE NOTE 1) he 8- (MIN.) 6- (MIN.) APRON TOE WALL DETAIL REV B NOTES 1 CONCRETE WILL BE CDOT CLASS B WTH A STRENGTH OF 4500 PSI AT 28 DAYS• AIR CONTENT BE TWEE N 5% AND 8%. AND A WATER CEMENT1T1OUS RATIO OF 0.44 2 ALTERNATE CULVERT CROSSING DESIGN AND/OR MATERIALS THAT PROVIDE THE EQUIVALENT FLOW CAPACITY TO CONTROL THE RUNOFF FROM THE DESIGN STORM EVENT MAY BE SUBMITTED AT THE TIME OF CONSTRUCTION AS A SUBSTITUTE FOR THOSE DEPICTED. SUBJECT TO WELD COUNTY APPROVAL PROJEC` PAWNEE WASTE E&P LANDFILL WELD COUNTY, COLORADO DRAINAGE REPORT DETAILS (3 OF 3) PROJECT Nu 14078828 , OL S006 Roy 7 o 7 B B-3-6 APPENDIX B-34 Surface Water Runoff Controls Calculation Golder Associates CALCULATIONS Date: P roject No.: S ite Name: S ubject: February 19, 2016 1407882B Rev. 1 Pawnee Waste E&P Landfill Weld County. Colorado APPENDIX B-3-1: SURFACE WATER RUNOFF CONTROLS CALCULATION Made by: MBR Checked by: CPB feu 9- c-7 fr Reviewed by: MAY c`3 � ter Lei 1.0 OBJECTIVE Design the locations and geometry of perimeter channels, terrace channels, downchutes. culverts, and a stormwater detention pond needed to convey and detain stormwater runoff from the Pawnee Waste E&P Landfill (Landfill). 2.0 METHODOLOGY Drainage basins (watershed areas) for the proposed surface water control system were delineated based on proposed top of final cover grading plan for the Landfill, as shown in Drawing B -3-3A. The stormwater controls plan for the completed Landfill is shown in Drawing B -3-2B. The drainage basin (watershed area) for the pre -development condition is shown in Drawing B-3-2. Times of concentration were calculated using the methodology described in TR-55 (US Soil Conservation Service 1986) for sheet flow and shallow concentrated flow, and Manning's equation for channel flow. HEC-HMS modeling software (US Army Corps of Engineers Hydrologic Engineering Center 2010) was used to determine the routing of surface runoff from the delineated drainage basins and the resulting estimated peak flows. Peak flows were used to size channels, assuming normal depths. Culverts were sized for the peak flow using HY-8 culvert analysis software (FHWA 2014) 3.0 ASSUMPTIONS • The Landfill area is approximately 74 acres, with the detention pond which adds an additional 2.4 acres. • Design storm event depths used in this study are from NOAA Atlas 14 (NOAA 2013), included as Attachment B-3-1-1 and are summarized in the following table: Storm Event Depth (in) 2 -year, 24 -hour 1.82 5 -year, 1 -hour 1.22 100 -year, 1 -hour 2.63 100 -year, 24 -hour 4.30 • The design storm is distributed in time using a USBR dimensionless s -graph for the Great Plains (USBR 1992). ■ Lag time is equal to 60% of the time of concentration. is \14\1407882b\0400\0403 edop rev1\appendix b\app b -3\1407882b app b-3-1 surface water 19feb16 docx Golder Associates Inc. 44 Union Boulevard. Suite 300 Lakewood. Colorado 80228 Tel: (303) 980-0540 Fax. (303) 985-2080 wrvw.golder.com Golder Associates: Operations in Africa, Asia. Australasia, Europe, North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation CALCULATIONS Paae2of4 Project No.: 1407882B Rev. 1 Made by: MBR Site Name: Pawnee Waste Checked by: CPB 1--;,� Le b _t Date: February 19, 2016 Reviewed by: MAY 1, /` A LI ■ The maximum sheet flow length is 300 feet for the pre -development condition and 100 feet for the landfill. • The minimum lag time is 3.0 minutes (a time of concentration of 5 minutes per TR-55). ■ An SCS curve number of 74 for the landfill was selected to reflect "Good" coverage of "Pasture, Grassland, or Range" with a Hydrologic Soil Group (HSG) of C. • A composite SCS curve number for the pre -development basin was estimated reflecting "Good" coverage of "Pasture, Grassland, or Range" with varying Hydrologic Soil Group (HSG) classifications. HSG values were determined from a soil map (NRCS 2014), included as Attachment B-3-1-2. ■ Manning's roughness coefficients of 0.035 (for design capacity) and 0.030 (for design velocity) were assumed for both grass -lined and turf -reinforcement mat (TRM)-lined channels. ■ Perimeter channels were designed with a minimum one foot of freeboard. ■ Culverts beneath the west perimeter access road (leading to the detention pond) were assumed to be corrugated metal pipes (CMP), placed at 1.8% slope with projecting entrances for conservatism (actual constructed culverts should have mitered ends to conform to slope). ■ All runoff control channels with design flow velocity greater than five feet per second are to be lined with either TRM or riprap. 4.0 CALCULATIONS Channel reach locations and basin delineations are identified in Drawings B-3-2, B -3-3A, and B -3-3B. Hydrologic parameters for the basins (Tables B-3-1-1 and B-3-1-2), lag times (Tables B-3-1-3 and B-3-1- 4) and reaches were entered into the HEC-HMS modeling software and routed to calculate peak flows for each basin and channel (Tables B-3-1-5 and B-3-1-6). Channels were sized for the landfill to accommodate the peak flow (Table B-3-1-7). Riprap lining for the downchute channels was sized for the peak flow and is shown in Table B-3-1-8. Riprap-lined stilling basins will be placed at the downstream toe of the downchutes; the sizing of the stilling basins is shown in Table B-3-1-9. Output from the HEC-HMS model and the HY-8 model are attached. The HEC-HMS model inputs and output are included as Attachment B-3-1-3; the HY-8 model output is included as Attachment B-3-1-4. 5.0 RESULTS/CONCLUSIONS Individual channel reach data is summarized in Table B-3-1-7, with peak flows, depths, and velocities associated with the design storm event. Perimeter channel reaches L1, L3, L4, L6, and L7 are grass- . lined trapezoidal channels. The access road channel reaches T2 and L5 should be lined with TRM. All downchute channels, as well as Reaches L7L and L6L (adjacent to the culvert inlets for the west perimeter road culvert crossing). are to be lined with riprap. i.11411407882b1040010403 edop revllappendix blapp b -3\1407882b app b-3-1 surface water 19feb16.docx Golder Associates CALCULATIONS Paae3of4 Project No.: 1407882B Rev. 1 . Made by: MBR Site Name: Pawnee Waste Checked by: CPB G 4c_-- ce5 Date: _ February 19, 2016 Reviewed by: MAY .?-Y\- /5 A y Three 3.5 -foot diameter CMP culverts will be constructed at the low point in the perimeter channel, near the southwest corner of the landfill, to convey stormwater beneath the west perimeter access road and into the detention pond. These culverts have been sized to pass the design storm (100-year,24-hour) without overtopping the road (Attachment B-3-1 4). An alternate culvert crossing design and/or materials may be submitted at the time of construction as a substitute for the proposed CMP culverts. This alternate design will provide the equivalent hydraulic performance (i.e... flow capacity) to control the design storm (100-year.24-hour) and will be subject to Weld County and CDPHE approval. The detention pond was sized to temporarily store the 100 -year, 1 -hour storm volume of 5.2 ac -ft (as calculated in Table B-3-1-1) and release this volume over a period of 40 hours at a rate not to exceed the 5 -year. 1 -hour pre - development peak flow rate of 3.1 cfs, through a 3 -foot diameter perforated outlet riser pipe. see Attachment B-3-1-3. The riser pipe will have an open top with a galvanized welded wire or rebar trash rack plate which will act as an emergency spillway and it is designed to pass the 100 -year. 24 -hour peak flow event with a full pond and maintain 2.5 feet of freeboard between the design stormwater surface elevation and the embankment crest. See Figure B-3-1-1, below. 0 OS Area (ac) 1 1.F ? 2.c - -- ---• 3 5,077 5,077 P nd Crest 4b- 5,076 5,076 4 __ E.5076ft. --t 5,075 5,075 5,074 5,074 Peak WSE El. 5C73.5 ft. 5,073 5.073 +^ - - + ; N 5 4 45,072 4 a - * 5,072 C a 5,071 . e 31 1/4° 0 -- 9 . 4J s o7 sr' - --- ---- -- -- --- - - R i sir' Crest ------t- at‘' ot‘ e`' El. 5071 ft. - 5,070 5.070 --------.- - - a)� O) Es O�./_. - -. --- -- - 5,069 -- --- U ) . - �.-.___---- - _ ._______ ______... ____� - ----4 5,069 5,068 C a) - - -- - 5,068 E _ a) U) 5,067 0.0 2.0 4.0 . 6.0 8.0 10.0 Storage (aat) 12.0 14c, 16.0 18.0 5 5,067 Figure B-3-1-1 Detention Pond Elevation vs. Storage Capacity and Elevation vs. Area • • • i:11411407882b1040010403 edop revi\append►x blapp b.-31140788213 app b-3-1 surface water 19feb16.docx Golder Associates CALCULATIONS Pa 4 of 4 Project No.: 1407882B Rev. 1 Made by: MBR Site Name: Pawnee Waste Checked by: CPB,C., cUa Date: February 19, 2016 Reviewed by: MAY 5 /Am Y 6.0 REFERENCES U S Burearu of Reclamation (USBR). 1992. Flood Hydrology Manual. Bureau Of Reclamation. Washington D.C.: United States Government Printing Office. U S National Oceanic and Atmospheric Administration (NOAH). 2013. Precipitation -Frequency Atlas of the United States, Atlas 14. Volume 8, Version 2.0: Midwestern States Silver Spring, MD: US Department of Commerce. U S Soil Conservation Service. 1986 Urban Hydrology for Small Watersheds. Washington D.C.: United States Department of Agriculture. U S Army Corps of Engineers Hydrologic Engineering Center. 2010. Hydrologic Modeling System (HEC-HMS). (3.5). Davis. California: US Army Corps of Engineers. August 10. 6 U S Federal Highway Administration (FHWA). 2014. HY8 - Culverts Version 7.30 FHWA Culvert Analysis May. Washington, D.C.: FHWA Office of Technology Applications. • • i:11411407882b1040010403 edop rev1lappendix blapp b -311407882b app b-3-1 surface water 19feb16.docx Golder Associates TABLE B-3-1-1 SUBBASIN SUMMARY TABLE Pawnee Waste E&P Landfill Project Number 1407882B Design Storm 100 -Year Recurrence Interval Storm Duration (hours) 2-yr, 24 hr (Inches) 100-yr, 24 -hr (inches) 100-yr, 1 -hr (inches) 24 1 82 - , ' 4 3 , " 2 63 Date 7/14/15 By MBR Chkd Apprvd Subbasin ID Subbasin Area (ft2) Subbasin Area (acres) Subbasm Area (sq mile) CN = 74 CND 91 .. CN = 98 Composite SCS Curve No S = 1000 - Unit Runoff Q (in) 100-yr 24 -hr Runoff Volume (ac -ft) Runoff Volume (ft') Unit Runoff Q (in) 100-yr 1 -hr Runoff Volume (ac -ft) Runoff Volume (ft') Pasture, 4Grassland, or Range HSG C Good bond, (acres) '" ' ,Bare Sod ' HSG C , (acres), , t , pond Area' (acres) , 10 CN T1 660474 289 15 16 0 0237 15 16 CN = 74 3 51 1 82 2 30 100 163 0 68 0 86 37 576 T2 , 307445 919 7 06 0 0110 7 06 CN = 74 3 51 1 82 1 07 46 625 0 68 0 40 17,491 T3 ' 500786 978 11 50 0 0180 11 50 - CN = 74 3 51 1 82 1 74 75 946 0 68 0 65 28,491 T4 301803 068 6 93 0 0108 6 93 ' - CN = 74 3 51 1 82 1 05 45,769 0 68 0 39 17,170 Lt-, ' 517747 808 11 89 0 0186 11 89 CN = 74 3 51 1 82 1 80 78 518 0 68 0 68 29 456 L2 " ' ,164498 562 3 78 0 0059 , ,3 78 S CN = 74 3 51 1 82 0 57 24 947 0 68 0 21 9 359 L3 269478 794 6 19 0 0097 6 19 ' , r CN = 74 3 51 1 82 0 94 40,867 0 68 0 35 15,331 L4 105747 77 2 43 0 0038 2 43 CN = 74 3 51 1 82 0 37 16,037 0 68 0 14 6,016 L5 _113451 127 2 60 0 0041 2 60 CN = 74 3 51 1 82 0 39 17 205 0 68 0 15 6,454 L6 - - 271812 787 6 24 0 0097 6 24 ^ CN = 74 3 51 1 82 0 95 41 221 0 68 0 36 15 464 L7 300463 323 6 90 0 0108 6 90 CN = 74 3 51 1 82 1 05 45,566 0 68 0 39 17 094 Pd 167281 092 3 84 0 0060 1 96-- 1 88 ' CN = 94 0 64 3 62 1 16 50 445 1 99 0 64 27 793 Total 3 680 992 84 50 0 13 13 39 583 312 5 23 227 696 Page 1 of 1 I \14\14078828\0400\0402 EDOP FNLWppendix B1App B 312 3 1\Lendfill cover hydrology xlsm Golder Associates 7/22/2015 TABLE B-3-1-2 PRE -DEVELOPMENT SUBBASIN SUMMARY TABLE Pawnee Waste Landfill Pre -development condition Project Number 1407882B Design Storm 5 -Year Recurrence Interval Storm Duration (hours) 2 -Year Depth (inches) 5 -Year Depth (inches) 24 1 82 1 22 Date 7/14/15 By MBR Chkd Apprvd Subbasin ID Subbasin Area (ft) Subbasin Area (acres) Subbasin Area (sq mile) CN=39 'CN=61 CN=74 CN=80 Composite SCS Curve No S = 1000 - Unit Runoff Q (in) Runoff Volume (ac -ft) Runoff Volume (ft3) Pasture Grassland, or Range HSG A Good Cond (acres) Pasture Grassland or Range HSG B Good Cond (acres) Pasture Grassland, or Range HSG C Good Cond (acres) Pasture - Grassland or Range HSG D Good Cond (acres) 10 cN Pre -development 45 286 879 1039 64 1 6244 30 09 352 96 492 43 164 16 CN = 70 4 29 0 03 2 45 106 891 Total 45 286 879 1039 64 1 62 2 45 106 891 111411407BB2B1040010402 EDOP FNL1Appendix B1App B 31B 3 11Landrill Pre development hydrology xlsm Page 1of1 Golder Associates 7/22/2015 TABLE B-3-1-3 BASIN TIME OF CONCENTRATION CALCULATIONS Pawnee Waste E&P Landfill Project Number 1407882B Date 7/14/15 By MBR Chkd Apprvd Flow Segment 1 Flow Segment 2 Subbasin ID Subbasin Area (sq mile) Composite Curve Number Total Lag (0 6*Tc) (hr) Total Lag (0 6*Tc) (mm) otT T— Travel Time (mm) Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(1) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (mm) Type of Flow Length (ft) Slope (ft/ft) Roughness Conditionili Typical Hydraulic Radius (Channel Only) (ft) Travel Time (mm) T1 0 0237 74 0 19 11 1 18 5 Sheet 100 0 04 , E Short Grass 9 8 Shallow 135' 0 04 U Unpaved 0 7 T2 0 0110 74 0 13 7 6 12 7 Sheet 100 0 04 E Short Grass 9 8 Shallow 135 0 04 U Unpaved 0 7 T3 0 0180 74 0 18 10 8 18 1 Sheet 100 0 04 E Short Grass 9 8 Shallow 110 0 04 U Unpaved 0 6 T4 0 0108 74 0 16 9 5 15 9 Sheet 100 0 04 E Short Grass 9 8 Shallow 245 0 04 U Unpaved 1 3 L1 0 0186 74 0 21 12 6 21 0 Sheet 100 0 25 E Short Grass 4 7 Shallow 100 0 25 U Unpaved 0 2 L2 0 0059 74 0 17 10 2 17 0 Sheet 100 0 04 E Short Grass 9 8 Shallow 105 0 04 U Unpaved 0 5 L3 0 0097 74 0 15 8 9 14 8 Sheet 100 0 25 E Short Grass 4 7 Shallow 90= 0 25 U Unpaved 0 2 L4 0 0038 74 0 13 7 6 12 7 Sheet 100 0 25 E Short Grass 4 7 Shallow 110 _ 0 25 U Unpaved 0 2 L5 0 0041 74 0 06 3 9 6 4 Sheet 100 0 25 , E Short Grass 4 7 Channel 500 ` 0 06 JR Riprap 0 39 , ' 1 7 L6 0 0097 74 0 12 6 9 11 6 Sheet 100 0 25 E Short Grass 4 7 Shallow 145 0 25 U Unpaved 0 3 L7 0 0108 74 0 15 9 2 15 3 Sheet 100 0 25 E Short Grass 4 7 Shallow 12O 0 25 , U Unpaved 0 2 Pd 0 0060 94 0 05 3 0 5 0 Lag Time for subbasin Pd is the assumed min mum of 3 minutes Page 1 of 2 I 114\1407e82510405\0402 EDOP FNL'Hppendec BhApp B -31B-3 'Mandell cover hydrology>dsm Golder Associates 7/22/2015 TABLE B-3-1-3 BASIN TIME OF CONCENTRATION CALCULATIONS Pawnee Waste E&P Landfill Project Number 1407882B Date 7/14/15 By MBR Chkd Apprvd Flow Segment 3 Flow Segment 4 Subbasin ID Subbasm Area (sq mile) Composite Curve Number Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(1) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (mm) Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(1) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (mm) T1 0 0237 74 Shallow 185 0 25 U Unpaved 0 4 Channel -1840 0 010 E Earth -lined 0 56 7 6 T2 0 0110 74 Channel, 805 0 07 R Riprap 0 50 2 2 T3 0 0180 74 Shallow 190 0 25 U Unpaved 0 4 Channel 1540 0 010 E Earth -lined , 0 46 7 2 T4 0 0108 74 Shallow 185 0 25 U Unpaved 0 4 Channel 835 0 010 E Earth -lined 0 39 4 4 L1 0 0186 74 Channel 2455 0 01 R Riprap 0 57 16 0 L2 0 0059 74 Shallow 185 0 25 U Unpaved 0 4 Channel 1020 0 010 E Earth -lined 0 31 6 2 L3 0 0097 74 Channel 1295 0 01 R Riprap 0 45 9 9 5 s L4 0 0038 74 Channel 740 0 01 'R Riprap 0 28 7 8 L5 0 0041 74 L6 0 0097 74 Channel 895 ' , 0 01 R Riprap '0 48 6 5 , ,' L7 0 0108 74 Channel 1395 '0 01 R Riprap 0 47 10 4 S Pd 0 0060 94 Lag Time for subbasin Pd is the assumed minimum of 3 minutes 11141140788281040010402 EDOP FNLWppendor B1App B 318 3 11Land811 cover hydrology bsm Page 2 of 2 Golder Associates 7/22/2015 TABLE B-3-1-4 PRE -DEVELOPMENT BASIN TIME OF CONCENTRATION CALCULATIONS Pawnee Waste Landfill Pre -development condition Project Number 1407882B Date 7/14/15 By MBR Chkd Apprvd Flow Segment 1 Flow Segment 2 Subbasin ID Subbasin Area (sq mile) Composite Curve Number Total Lag (0 6*Tc) (hr) Total Lag (0 6'Tc) (mm) Total Travel Time (mm) Type of Flow Length (ft) Slope (ft/ft) Roughness Conditiont'i Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(1) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (mm) Pm development 1 6244 70 0 55 32 9 54 9 Sheet , 300 , 0 167 E IShort Grass , 13 4 Shallow 330' 014 U lUnpaved 0 9 I \14\14078828\0400\0402 COOP FNLWppender BiApp B 31B-3-1LLandliill Pre -development hydrology idsm Page 1 of 2 Golder Associates 7/22/2015 TABLE B-3-1-4 PRE -DEVELOPMENT BASIN TIME OF CONCENTRATION CALCULATIONS Pawnee Waste Landfill Pre -development condition Project Number 1407882B Date 7/14/15 By MBR Chkd Apprvd Flow Segment 3 Flow Segment 4 Subbasin ID Subbasin Area (sq mile) Composite Curve Number Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(1) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) Type of Flow Length (ft) Slope (ft/ft) Roughness Condibon111 Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) Pre -development 1 6244 70 Channel 8400 00 0 02 E lEarth-lined 1 53 11 5 Channel 11400 0 012 E 'Earth lined 1 03 29 0 I \14\1407882B\0400\0402 EDOP FNLVlppendix B1App B 31B 3 11Lendrill Pre development hydrology xism Page 2 of 2 Golder Associates 7/22/2015 TABLE S-3-1-5 FLOW RESULTS FROM HEC-HMS Pawnee Waste E&P Landfill Project Number 1407882B HEC-HMS Basin Model HEC-HMS Met Model HEC-HMS Control Specs Date 7/14/15 By MBR Chkd Apprvd Pawnee Landfill GP S -Graph 100-yr, 24 -hr 48-hr,,,1 Hydrologic Element Drainage Area (sq mile) Peak Discharge (cfs) Time of Peak Total Volume (ac -ft) T1 0 024 33 5 06Jun2525, 01 03 2 4 L1 0 019 25 2 06Jun2525, 01 04 1 9 J -T1 -L1 0 042 58 7 06Jun2525, 01 03 4 3 R -L7 0 042 58 3 06Jun2525, 01 07 4 3 L7 0 011 16 7 06Jun2525, 01 01 1 1 J -L7 0 053 70 6 06Jun2525, 01 06 5 4 T3 0 018 26 06Jun2525, 01 02 1 8 T2 0 011 17 8 06Jun2525, 01 00 1 1 R-13 0 011 17 7 06Jun2525, 01 06 1 1 J -T2 -T3 0 029 42 1 06Jun2525, 01 04 2 9 T4 0 011 16 3 06Jun2525, 01 02 1 1 J -T3 -T4 0 040 57 5 06Jun2525, 01 04 4 L3 0 010 15 06Jun2525, 01 01 1 L2 0 006 8 7 06Jun2525, 01 02 0 6 J -L2 -L3 0 016 23 6 06Jun2525, 01 01 1 6 R -L4 0 016 23 4 06Jun2525, 01 04 1 6 L4 0 004 6 1 06Jun2525, 01 00 0 4 J -L4 0 019 28 7 06Jun2525, 01 04 2 R -L5 0 019 28 7 06Jun2525, 01 04 2 L5 0 004 7 9 06Jun2525, 00 57 0 4 J -L5 0 024 33 1 06Jun2525, 01 03 2 4 R -L6 0 024 32 8 06Jun2525, 01 07 2 4 L6 0 010 16 06Jun2525, 01 00 1 J -L6 0 033 43 7 06Jun2525, 01 05 3 4 J -T3 0 126 169 9 06Jun2525, 01 05 12 7 Pd 0 006 21 3 06Jun2525, 00 55 1 2 Pond 0 132 59 3 06Jun2525, 01 24 15 8 Sink -Pond 0 132 59 3 06Jun2525, 01 24 15 8 Page 1 of 1 Golder Associates I \14\1407882B\0400\0402 EDOP FNLWppendix BWpp B-3\B-3-1\Landfill cover hydrology xlsm 7/22/2015 TABLE B-3-1-6 FLOW RESULTS FROM HEC-HMS PRE -DEVELOPMENT CONDITION Pawnee Waste Landfill Pre -development condition Project Number 1407882B HEC-HMS Basin Model' HEC-HMS Met Model HEC-HMS Control Specs Date 7/14/15 By MBR Chkd Apprvd Pre -development - 5-yr, 1 -hr 48 -hr, 1 -min Hydrologic Element Drainage Area (sq mile) Peak Discharge (cfs) Time of Peak Total Volume (ac -ft) Pre -development 1 624 3 1 06Jun2525, 04 26 2 5 Sink -Pond 1 624 3 1 06Jun2525, 04 26 2 5 Page 1 of 1 Golder Associates I \14\1407882B\0400\0402 EDOP FNL\Appendix B\App B-3\B-3-1\Landfill Pre -development hydrology xlsm 7/22/2015 Table B-3-1-7 Channel Hydraulic Calculations Pawnee Waste E&P Landfill PROJECT NO 1407882B Date 7/14/15 By [-- MBR Chkd Apprvd Reach Designation Q100 from HEC-HMS (cfs) HEC HMS Element ID forQ Channel Design Geometry Channel Roughness Parameters Approximate Channel Length (ft) Bed Slope (ft/ft) Left Side Slope (H 1V) Right Side Slope (H 1V) Bottom Width (ft) Minimum Channel Depth (ft) Design Channel Lining Mannings 'n' for Capacity (Depth Calculation) Mammngs 'n' for Stability (Velocity Calculation) R L1 25 2 L1 '' /2485 ' 0 010 - 3 0 , 3 0 10 s. ,..-337 3 0, +c ' G Grass -lined 0 035 0 030 R L2 8 7 L2 ` ,- „' 1085 I ' ' 0 010 4 0 '10 0 0 ' ' 1 5 ' G Grass -lined 0 035 0 030 R L3 15 0 L3 1310 0 010 3 0 J ' 3 0,' 10 3 0 G Grass -lined 0 035 0 030 R L4 28 7 J -L4 - 780 0 010 3 0 ,' 3 0 '10 3 0 G Grass -lined 0 035 0 030 RL5 road 7 9 L5 -895 0 065 3 0 , 3 0 0 ' 1 0 ` T' Turf Reinf 0 035 0 030 RL6 - 43 7 J -L6' 1371 0 010 3 0 3 0 10 3 0 G' Grass -lined 0 035 0 030 RL6L- 43 7 J -L6 - 1371 `, 0 040 3 0 ' " 3 0 10 3 0, " - R Riprap 0 040 0 035 RL7 70 6 -,. J -L7 ' i 7 1371 0 010', 3 0 ,', ` 3 0i* - , 10,-, - 3 0 G' - Grass -lined 0 035 0 030 RL7L, 70 6 J -L7, - ' 1371 , 0 040 . 3'0 , '"3 0 10 '3 0 " R , Riprap 0 040 0 035 RT1 33 5 ' T1 1870 -= 0 010 ' 10 0 "' 4 0 0 1 5 G ` Grass -lined 0 035 0 030 RT2 road ,, 17 8 T2 ' 845 ' ' 0 065' ' 3 0 '3,0 - ' 0 ' 1 0 T ' Turf Reinf 0 035 0 030 RT3 42 1 J -T2 -T3 ' 1620 - 0 010 4 0 "10 0 0, - " , 1 5 ' G, Grass -lined 0 035 0 030 RT4 16 3 _ T4 `-- 910 0 010 10 0` 4 0 , ' 0 1 5 G Grass -lined 0 035 0 030 DC S 33 5 , T1. _ 215 ' ' 0 250 , 3 0 , 3 0 , 15 '-z1 5 R Riprap 0 040 0 035 DC N - 8 7 , L2 ,- 200 1 , 0 250 3 0 3. _3`0' , 10 ' `- -1 5 ". ' R Riprap 0 040 0 035 DC W ' ' _ 57 5 , J -T3 -T4 , '° , '230 ' ' , . ,0 250 ti ' 3 0 I,' ' a 3 0 ' ', 25 o' ,-, , ,1- 1 5 R , Riprap 0 040 0 035 Page 1 of 2 I \14\1407882B\0400\0402 EDOP FNLWppendx BWpp B 31B 3 1\Landfill cover hydrology xlsm Golder Associates 7/22/2015 I \14\1407882B10400\0402 EDOP FNLWppend x BWpp B 310 3 1\Landfill cover hydrology xlsm V N N N O_ 01 IDC W DC S DC N A W RT1 RT2 road RL7 - RL7L RL6 RL6L R L4 RL5 road W N Reach Designation R L1 V On 33 5 87 42 1 163 33 5 178 70 6 70 6 43 7 43 7 28 7 79 87 150 Q100 from HEC-HMS (cfs) 25 2 co CA w 00 43 37 29 35 72 46 67 I 40 57 ; 35 59 N N CO,W W y a co 03 ," ,g 3 Hydraulic Calculations 000 CO 0 CO 1 36 0 95 1 25 0 96 1 24 091 0 95 0 70 0 75 071 075 0 52 Z O E 0 A. K 0 9 J M c E 3 I 2 98 I 2 96 2 69 0 0 0)) m 0 79 1 89 04L 980 0 82 1 35 0 79 1 79 0 73 0 75 Z T o C a CO S a m A N 433 246 0 85 0 59 078 3 90 0 78 228 0 60 1 73 0 47 2 87 0 47 0 32 0 co — Cpl Z O Q S O V) 77 A • 0 S d_ M 546 5 520 4 204 2 45 0 24 9 39 02 _ 407 9 CO 00 34 2 143 1 23 50 245 5 W O) 000 N `2 O y O a 3 `,,° 3 I 26 7 I 167 I 109 190 133 174 58 175 155 157 142 145 43 CO O Ut O v A x O N * O. 7 O M A O 24 0 190 21 0 21 0 0 _,N,0) 0 0 28 0 28 0 280 28 0 0 0 21 0 28 0 O 0'0ca 0 ONO d G 0 x= a A S O N W N 0 0 OA j 0 0 O W 18 21 20 23 O N W N 07 25 Available Freeboard (ft) 23 Channel Evaluations A O m DD 0 9 0. 0 a 0 0 d A co m V N L -I -C-8 owl Table B-3-1-8 US Army Corps of Engineers (Steep) Method Riprap Size Calculation Riprap Channel Evaluation Pawnee Landfill PROJECT NO 1407882B Date 7/14/15 By MBR Chkd Apprvd Reach Designation USACE Method Riprap Calculations for Steep Riprap (Bed Slo 3es >2% but <20%) Design Flow Q (cfs) Normal Flow Depth d (ft) Unit Flow (ft2/sec) Flow Concentration Factor Calculated Particle Size D30 (ft) Riprap Size D50 (inches) DC S 33 5 0 26 2 12 1 25 0 54 8 5 DCN 87 015 083 125 029 46 DC E 57 5 0 26 2 23 1 25 0 56 8 8 USACE Paper EM 1110-2-1601, 6/30/94 D30 195S°"5q"3 /3 S In•uts below as oeterminea in tM i Ii0-2-1601, 6/30/94 2 2 _ Cg Gradation Coefficient (D85/D15) Riprap D50 determined as recommended in EM 1110-2-1601, 6/30/94 r3 Dss D50 = D30 Drs 1 25 'Flow Concentration Factor (1 25 from USAGE steep nprap method) Page 1 of 1 Golder Associates I \14114078828\040010402 EDOP FNLAppendor B\App B-318-3-11Landfill Cover Riprap >dsm 7/22/2015 Table B-3-1-9 Stilling Basin Calculation Pawnee Waste ERP Landfill PROJECT NO 1407882B Date 7/14/15 By MBR Chkd Apprvd Reach Designation Design Flow (cfs) Channel Configuration Hydraulic Calculations Bed Slope Left Side Slope (H 1V) Right Side Slope (H 1V) Bottom Width (ft) Maximum Channel Depth (ft) Mannings n' for Capacity (Depth Calculation) Mannings n for Stability (Velocity Calculation) Maximum Velocity (ftlsec) maximum Normal Flow Depth (ft) Normal Depth with Velocity n' (ft) Froude Number Conjugate Depth (ft) L/d2 Ratio Minimum Length of Jump (ft) DC S 33 5 i25% 3 0 3 0 - 15 1 5 0 040 - 0 035 8 3 0 28 0 26 2 96 0 93 5 22 4 84 DCN 87 25% • 30 30 _ 10 15 0040 0035 57 016 015 269 048 503 239 DC W - 57 5 , 25% 3 0 3 0 - 25 1 5 0 040 . ', 0 035 8 5 0 28 0 26 2 98 0 96 5 24 5 05 d - d'+ �2V'2d`+d' 2-2 �1 g 4 Where dl = Depth before the jump V1 = Velocity before the jump d2 = Depth after the jump g = Acceleration of gravity 1 of 1 I \14\14078828\0400\0402 EDOP FNL\Appendix BWpp B 3\B 3-1\Landfill cover hydrology xlsm Golder Associates 7/22/2015 4/7/2015 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Grover, Colorado, US* Latitude: 40.8395°, Longitude: -104.1474° Elevation: 5080 ft* * source: Google Maps POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Paviovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration Average recurrence interval (years) 1 2 5 l 10 � 25 50 100 200 500 1000 5 -min 0.258 (0.202-0.330) 0.315 (0.247-0.404) 0.417 (0.325-0.536) 0.509 (0.395-0.657) 0.648 (0.489-0.875) 0.763 (0.561-1.04) 0.886 (0.628-1.23) 1.02 (0.692-1.45) 1.21 (0.788-1.76) 1.36 (0.860-2.00) 10 -min 0.378 (0.296-0.484) 0.462 [(0.361-0.5! 0.611 (0.476-0.785) 0.746 (0.578-0.963) 0.948 (0.716-1.28) 1.12 (0.821-1.52) 1.30 (0.920-1.81) 1.49 (1.01-2.13) 1.77 (1.15-2.58) 1.99 (1.26-2.92) 15 -min 0.461 (0.360-0.590) 0.563 (0.440-0.722) 0.745 (0.580-0.958) 0.910 (0.705-1.17) 1.16 (0.873-1.56) i 1.36 (1.00-1.86) (1.12-2.20) 1.58 1.82 (1.24-2.60) 2.15 (1.41-3.15) 2.42 (1.53-3.57) 30 -rein 0.614 0.753 0.998 1.22 1.55 1.82 2.11 2.42 2.86 3.21 (0.481-0.787) (0.588-0.965) (0.777-1.28) (0.943-1.57) (1.17-2.09) (1.34-2.48) (1.50-2.94) (1.64-3.45) (1.87-4.18) (2.04-4.73) 60 -min 0.754 (0.590-0.966) 0.921 (0.720-1.18) 1.22 (0.951-1.57) 1.49 (1.16-1.93) (1.44-2.58) 1.91 2.25 (1.66-3.08) 2.63 (1.86-3.66) 3.03 (2.06-4.32) 3.60 (2.35-5.26) 4.06 (2.57-5.97) 2 -hr 0.894 (0.707-1.13) 1.09 (0.861-1.38) 1.45 (1.14-1.84) 1.77 (1.39-2.26) 2.27 (1.74-3.04) 2.69 (2.00-3.63) 3.14 (2.25-4.33) 3.63 (2.50-5.13) 4.34 (2.87-6.27) 4.91 (3.15-7.13) 3 -hr 0.974 (0.775-1.23) . 1.18 (0.937-1.49) 1.55 (1.23-1.96) 1.91 (1.50-2.42) I 2.44 (1.89-3.26) 2.91 (2.18-3.91) 3.41 (2.47-4.68) 3.96 (2.74-5.55) 4.75 (3.16-6.82) 5.39 (3.48-7.77) 6 -hr 1.14 (0.916-1.42) (1.09-1.69) 1.35 (1.41-2.19) 1.75 2.13 (1.70-2.67) 2.72 (2.13-3.60) 3.23 (2.45-4.30) 3.79 (2.77-5.14) 4.40 (3.09-6.11) 5.29 (3.56-7.50) 6.01 (3.92-8.56) 12 -hr 1.33 (1.08-1.64) (1.28-1.94) 1.57 2.01 (1.63-2.48) 2.41 (1.94-2.98) 3.01 (2.37-3.91) 3.52 (2.70-4.61) 4.07 (3.01-5.44) 4.67 (3.31-6.38) 5.52 (3.76-7.72) 6.21 (4.11-8.73) 24 -hr 1.56 (1.28-1.90) 1.82 (1.49-2.22) 2.28 (1.87-2.78) (2.19-3.30) 2.69 3.32 (2.64-4.24) 3.84 (2.97-4.95) 4.40 [(3.29-5.79) 5.00 (3.59-6.73) , 5.85 (4.04-8.06) 6.54 (4.38-9.07) 2 -day 1.76 (1.47-2.12) 2.07 (1.72-2.50) 2.60 (2.16-3.14) 3.06 (2.52-3.71) 1 3.73 (2.98-4.67)1 4.26 (3.33-5.40) 4.82 (3.64-6.24) 5.41 (3.92-7.16) 6.22 (4.33-8.43) 6.86 (4.65-9.39) 3 -day 1.92 (1.61-2.30) (1.87-2.67) 2.24 2.77 (2.31-3.32) 3.24 (2.68-3.89) 3.91 (3.15-4.86) 4.45 (3.50-5.60) 5.02 (3.81-6.44) 5.61 [(4.09-7.37) 6.43 [�4.51-8.65) 7.07 (4.83-9.61) 4 -day 2.05 (1.73-2.44) 2.37 I (1.99-2.82) (2.44-3.47) (2.82-4.05) (3.29 5.02) 4.61 (3.64-5.76)i (3.95-6.61) 5.77 (4.23-7.54) (4.65-8.81) : 7.24 (4.97-9.78) 7 -day 2.35 (2.00-2.77) 2.72 (2.31-3.21) 3.33 (2.81-3.93) 3.84 (3.23-4.55) 4.55 (3.71-5.55) 5.11 (4.07-6.30) 5.68 (4.37-7.15) 6.26 (4.63-8.06) 7.04 (5.01-9.28) 7.64 (5.29-10.2) 10 -day 2.63 (2.25-3.08) 3.04 (2.59-3.56) 3.70 (3.15-4.35) 4.25 (3.60-5.01) 5.00 (4.09-6.04) 5.58 (4.46-6.82) 6.15 (4.75-7.67) 6.73 (5.00-8.59) 7.48 (5.35-9.78) 8.05 (5.62-10.7) 20 -day � 3.49 (3.01-4.03) 3.97 (3.43-4.59) 4.74 (4.08-5.50) 5.37 (4.60-6.26) 6.22 (5.14-7.40) 6.86 (5.55-8.26) 7.49 (5.86-9.20) 8.11 (6.09-10.2) 8.91 (6.45-11.5) 9.50 (6.72-12.4) 30 -day 4.21 (3.67-4.84) 4.77 (4.14-5.48) 5.65 (4.90-6.51) 6.36 (5.48-7.35) 7.31 (6.07-8.61) 8.01 (6.52-9.56) 8.69 (6.85-10.6) 9.36 (7.08-11.7) 10.2 (7.44-13.0) 10.8 (7.71-14.0) 45 -day 5.12 (4.48-5.83) 5.80 (5.08-6.62) 6.87 (5.99-7.85) 7.71 (6.69-8.85) 8.80 (7.36-10.3) 9.60 (7.86-11.3) 10.3 (8.20-12.5) 11.1 (8.42-13.6) 11.9 (8.75-15.1) 12.5 (9.00-16.1) 60 -day 5.87 (5.17-6.66) 6.69 (5.89-7.60) 7.96 (6.98-9.05) 8.94 (7.79-10.2) 10.2 (8.52-11.8) 11.0 (9.08-13.0) 11.8 (9.43-14.2) 12.6 (9.62-15.4) 13.4 (9.91-16.9) . 14.0 (10.1-17.9) 1 Precipitation frequency Numbers in parenthesis (for a given duration bounds are not checked Please refer to NOAA (PF) estimates are PF and average against Atlas 14 document estimates recurrence probable in this at lower interval) maximum for more table are based and upper will be precipitation information. on frequency bounds of greater than (PMP) the the estimates analysis of partial 90% confidence interval. upper bound (or less and may be duration than higher series (PDS). The probability that precipitation frequency estimates the lower bound) is 5%. Estimates at upper than currently valid PMP values. Back to Top http://hdsc.nws.noaa.gov/hdsc/pfds/pfdspri ntpage.htm I ?I at=40.8395&1 on=-104.1474&data= depth&units= engl i sh&seri es= pds 1/4 4/7/2015 Precipitation Frequency Data Server PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40.8395°, Longitude: -104.1474° C C O in C_ 25 50 100 200 NOAA Atlas 14, Volume 8, Version 2 C_ t tb Duration t 4 >ro iv al co >S -o -0-0 -O t Average recurrence interval (years) >I� (0 (0 f0 t0 -O "O .O .O 500 1000 Created (GMT): Tue Apr 7 15:16:26 2015 Average recurrence intenral (years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -nun — 2 -day 10 -inn 3 -day 15 -min 4 -day 30 -min 7 -day 60 -mm — 10 -day 2 -hr — 20 -day 3 -hr — 30 -day 6 -hr 45 -day 12 -hr — 60 -day 24 -hr http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjri ntpage.htm I ?i at=40.8395&1 on=-104.1474&data= depth&units= engl i sh&seri es= pds 2/4 4/7/2015 Precipitation Frequency Data Server q.' Vet - 4 E Nation' I At —.att -,. t 1 •t • „jig," r 44 Back to Top Maps & aerials Small scale terrain I . 1 I ,. Cheyenne N ?, • Fort Collins � . � e �, Greeley Loveland M J, Longmont e- - ?Boulder 1,40e • _-` ' ; ;,,,fir : ;ff.: ''s Degver ArapehofNatror atior it Iske , fir. • "} Littleton c, •'-'f' �a S:Centennial d r L 0IJ�!'D.0 .0 I I I I I I I I -I- 4 5.) krni Large scale terrain I _ Nod • Map Report a map error -e '•. Mt http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html ?I at=40.8395&1 on=-104.1474&data= depth&units= engl i sh&seri es= pds 3/4 4/7/2015 Precipitation Frequency Data Server CUrigit 118 d : d { 2 km Map Report a map error 114 Large scale map 97 I [1221 99 Large scale aerial 103 Map Report a map error Back to Top 2 k Imagery Report a map error US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.Questions©noaa.gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjrintpage.html?l at=40.8395&1on=-104.1474&data=depth&units=english&series=pds 4/4 Hydrologic Soil Group —Weld County, Colorado, Northern Part 40° 52' 24" N 40° 49' 52" N 570500 A 571200 571200 571900 572600 1 572600 Map Scale: 1:33,100 if printed on A landscape (11" x 8.5") sheet 0 450 900 1800 573300 574000 I I 573300 Meters 2700 Feet 0 1500 3000 60O0 9000 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources �� Conservation Service 574000 574700 574700 Web Soil Survey National Cooperative Soil Survey 575400 I 575400 576100 i 576100 576800 576800 577500 U1 cr 8 N Lf1 N� N Lf1 Lf1 cr 6/18/2015 Page 1 of 4 40° 52' 24" N 40° 49' 52" N Hydrologic Soil Group Weld County, Colorado, Northern Part MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D U B U U B/D C/D D Not rated or not available Soil Rating Lines A A/D B B/D C ao C/D ridiNnat a a D Not rated or not available Soil Rating Points a ■ • A/D B B/D a C The soil surveys that comprise your AOI were mapped at 1:24.000. C/D D Not rated or not available Water Features Streams and Canals Transportation +++ Rails Interstate Highways US Routes Major Roads Local Roads Background its Aerial Photography Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG 3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection. should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 10, Sep 23, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011 Oct 19, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. si)\ Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/18/2015 Page 2 of 4 Hydrologic Soil Group —Weld County. Colorado. Northern Part Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Northern Part (CO617) Map unit symbol Map unit name Rating Acres in AOI Percent of AOl 4 Ascalon 0 to fine sandy 6 percent slopes loam. B 693.2 13.7% 11 Badland 37.2 0.7% 20 Cascajo loam, slopes gravelly sandy 5 to 20 percent A 13.8 0.3% 27 Epping silt percent loam. slopes 0 to 9 D 115.0 ' 2.3% 29 Haverson loam, percent slopes 0 to 3 B 683.5 13.5% 31 Kim -Mitchell to 6 percent complex. slopes 0 C 1,660.5 32.7% 32 Kim -Mitchell to 9 percent complex, slopes 6 C 339.5 6.7% 40 Nunn loam. percent 0 to 6 slopes C 39.3 0.8% 41 Nunn clay loam. 0 to 6 percent slopes C 31.5 0.6% 46 Otero sandy percent slopes loam. 0 to 3 A 300.0 5.9% 47 Otero sandy loam. 3 to 9 percent slopes A 250.0 4.9% 51 Peetz gravelly loam, 5 to slopes sandy 20 percent i A 71.9 I 1.4% 61 Stoneham loam, slopes fine sandy 0 to 6 percent B 296.9 5.9% 63 Tassel loamy fine sand, 5 to 20 percent slopes D 42.6 0.8% 66 Thedalund-Keota 0 to loarns, 3 percent slopes C 38.7 0.8% 70 Ustic Torriorthents-Rock outcrop complex. 40 percent slopes 9 to D 458.6 9.0% Totals for Area of Interest 5,072.2 100.0% l SP,\ Natural Resources Web Soil Survey Ss. Conservation Service National Cooperative Soil Survey 6/18/2015 Page 3 of 4 Hydrologic Soil Group —Weld County. Colorado, Northern Part Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A. B. C. and D) and three dual classes (A/D, B/D. and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface. and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. B/D. or CID). the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey al Conservation Service National Cooperative Soil Survey 6/18/2015 Page 4 of 4 Attachment B-3-1-3 HEC-HMS Screen Captures and Inputs HEC-HMS Basin Model Schematic Pre -development kJ Basin Model (Pre -development) Current Run (Pre -0 S-yr,1-hr) -..c,.. _ • Sink -Pond i J r r Pre -development 4 • Sub Basin Area Subbasin Area (ml') Pre -development 16244 Loss SCS Curve Number Subbasin Pre -development Initial Abstraction Curve Impervious (In) Number (%) 70 0 Subbasin Transform SCS Unit Hydrograph S -Graph Lag Time Table (hr) Pre -development GP s -graph 0.55 Page 1 of 3 Golder Associates, Inc. ‘14..)O(3S1140 7882 Pawnee Burtes\B_LarddM - Enpncer,ng Cakulauons.Appenax B-3 Drainage ReporMAppenp,x 8-3.1 Surface Wale; Cakulauor ,.anatiN cover rtyorology xlsrn 7/10/2015 Attachment B-3-1-3 HEC-HMS Screen Captures and Inputs Landfill =! Basin Model (Pawnee landfill GP 5•greph) * L� -, j t0 la Pond —lir— J -L6 R -LS yL L7 R -L5 J- L4 11"Il R -L4 `!� T2 L2 1 L3 T1 L8 J -T3 T4 L4 J -T2 -T3 L7 RAJ Ft -T3 TI T3 .VT Air Pd Sink-Pond J -T1 -L1 40 L1 b Sub Basin Area Area Subbasln (mil) L1 0 018600 L2 0.005900 L3 0.009700 L4 0.003800 L5 0.004100 L6 - 0.009700 L7 0.010800 Pd 0.004400 T1 0.023700 T2 _ 0.011000 T3 0.018000 T4 0.010800 Loss SCS Curve Number Subbasln Initial Abstraction (in) Curve Number Impervious re) L1 _ 4 0 L2 L3 /4 0 0 %4 f4 L4 0 L5 /4 0 L6 74 0 L7 , 74 0 Pd i_98 _ 0 T1 • 74 0 T2 — - 74 0 T3 74 0 T4 74 0 Transform SCS Unit Hydrograph S -Graph Lag Time Subbasln Table (hr) L1 i GP s -graph 0.21 L2 GP s -graph 0.17 L3 GPs -graph 0.15 L4 GP s -graph 0.13 L5 , GP s -graph 0.06 L6 GP s -graph 0.12 L7 + GP s -graph 0.15 Pd GP s -graph 0.05 T1 GP s -graph 0.19 T2 GP s -graph 0.13 T3 GP s -graph 0.18 T4 GP s -graph 0.16 Routing Kinematic Wave Channel Reach Length (ft) Slope (tt/tt) Manning's n subreaches Invert Shape Diameter (ft) Width (ft) Side Slope (xH:1V) R -L i 1430 0.010 0.03 2 Trapezoid 10 3 R -T 3 1620 0.010 0.03 2 w Trwng 4 R -L4 R -LS 780 130 0.010 0.010 0.010 0.03 2 Trapezoid 10 - 3 3 3 0.03 0.03 2 Trapezoid Trapezoid 10 10 R -L6 1240 2 Page 2of3 Colder Associates, Inc. J 114JOBS11407882 Pawnee But es0 Landrlh7 • Engineering CalculabonsWpperrirx B-3 Drainage ReporhAppendLx 8-3.1 Surface Water CalculabOMLand,U cover hydrology prism 7/10/2015 Attachment 8-3-1-3 HEC-HMS Screen Captures and Inputs Pond Paired Data Pond E -D Riser Elevation -Discharge Data Pond E-0 Spillway Elevation -Discharge Data Elevation Area Data Elevation (ft) Discharge (cfs) Elevation Discharge (ft) (cfs) Elevation (It) Area (ac) 5068.00 0.0 5068.0 I 0.00 5068.0 0.96 5068.50 0.0 5068.5 1 0.00 5088.5 1.00 5069.00 0.3 5069.0 0.00 5069.0 1.04 5069.50 0.5 5069.5 0.00 5069.5 1.08 5070.00 1 1 5070.0 0.00 5070.0 1.12 5070.50 1 4 5070.5 0.00 5070.5 1,16 5071.00 21 5071.0 0.00 5071.0 1.20 5071.50 13.3 5071.5 10.90 5071.5 1.24 5072.00 33.7 5072.0 30.82 5072.0 T 1.28 5072.50 46.2 5072.5 43.07 5072.5 1.32 5073.00 53.3 5073.0 49.74 5073.0 1.37 5073.50 59.3 5073.5 55.61 5073.5 1.41 5074.00 • 64.9 5074.0 60.92 5074.0 1.45 5074.50 70 0 5074.5 65.80 5074.5 1.50 5075 00 74 8 5075.0 70.34 5075.0 1.54 5075.50 79 2 5075.5 74 61 5075.5 1.59 5076.00 83.5 5076.0 78.64 _ 5076 0 1.64 Elevation {ft? Volume Lac -ft) Pond bottom 5068 0 , 0 Riser Pipe top 5071.0 5.2 Pond Crest 5076.0 10.5 rJ Summary Results for Reservoir 'Pond" Pro)ect: Pawnee Landfill Start of Run: 0SAr+2S25, 13:00 End of Run: 07kn2525, 13:00 Compute Theta 13:51:00 Computed Results t v- .%1 .e3+ Simulation Run: 100-w, 24 -hr $yeah Reservoir: Pad Saw Mode4: Pawnee Laidig GP S-cea * Meteorologic Model: 100-r, 24-ty Control Spectficatsons:48-hr, 1 -inn Volllne .its: IN o AC -PT Peak Inflow: 176 8 (CPS) Peak Qscharge: 59.3 (CPS) Inflow Yokes: 13.9 (ACf) Descturge Vo&me:15.8 (AC -T) 0atefrine of Peek Inflow: 061tn2323, 01:04 Date/Trite of Peak Cesc/serge:06lun2S25, 01:24 Peak Storage: 6.5 (AC -fl) Peek L3evetwn: 5073.5 (T) W Graph for Reservoir 'Pond' 35 i 30' X2.5, a, 20 - co g 1 5- 1 0- 05 Reservoir "Pond" Results for Run "Pond Drain" It 3 5,071 20 - 5,070 73 - 5,070 27 2 0- 15- t a 1 0" 1L 0 5 0.0 05Jun2525 0000 Legend (Crane Time: 07AI2015, 13:54:19) • Run Pond Drain Element Pond Result.Storage --- Run:Pond Drain Element:Pond Result Combined Flow 12 r00 06Jun2525 00 00 12. 00 07Jun2525 Run Pond Drain Element Pond Result Pool Elevation 00 00 5,069 80 w 5,069 33 5,068 87 5,068.40 12.00 08Jun2525 Run Pond Drain Element Pond Result Outflow vvrnevar-virnivrna rm• .trw1. . w'wnr•wnewww _ J 11 4.:00S1401882 Pawnee &ttesleLar fiiMt - Engnee ring Cakulanons\Apperex 8-3 Lha.nage RepertWpperne 0-3-1 Surface Water Calculabon%Lanalill cover nyorok;gy.iesm Page 3 of 3 Golder Associates, Inc. HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method Specify Minimum, Design, and Maximum Flow Minimum Flow 0 cfs Design Flow 170 cfs Maximum Flow 170 cfs Table 1 - Summary of Culvert Flows at Crossing Pond crossing Headwater Elevation (ft) Total Discharge (cfs) Culvert 2 Discharge (cfs) Roadway Discharge (cfs) Iterations 5075 00 0 00 0 00 0 00 1 5076 03 17 00 17 00 0 00 1 5076 49 34 00 34 00 0 00 1 5076 86 51 00 51 00 0 00 1 5077 19 68 00 68 00 0 00 1 5077 51 85 00 85 00 0 00 1 5077 82 102 00 102 00 0 00 1 5078 13 119 00 119 00 0 00 1 5078 45 136 00 136 00 0 00 1 5078 78 153 00 153 00 0 00 1 5079 13 170 00 170 00 0 00 1 5080 50 225 65 225 65 0 00 Overtopping Rating Curve Plot for Crossing: Pond crossing Total Rating Curve Crossing: Pond crossing 5080 c 0 r 5079 45 5078 - c ea 5077 itp 5076- 5075 0 100 150 Total Discharge (cfs) 200 Table 2 - Culvert Summary Table Culvert 2 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Cntical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0 00 0 00 5075 00 0 000 0 000 0 -NF 0 000 0 000 0 000 0 000 0 000 0 000 17 00 17 00 5076 03 1 033 0 0' 1-S2n 0 656 0 709 0 656 0 352 4 561 2 413 34 00 34 00 5076 49 1 491 0 0' 1-S2n 0 930 1 018 0 930 0 538 5 518 3 163 51 00 51 00 5076 86 1 857 0 0' 1-S2n 1 143 1 256 1 143 0 690 6 210 3 698 68 00 68 00 5077 19 2 194 0 176 1-S2n 1 338 1 458 1 338 0 824 6 699 4 128 85 00 85 00 5077 51 2 512 0 540 1-S2n 1 513 1 643 1 513 0 946 7 110 4 493 102 00 102 00 5077 82 2 821 0 922 1-S2n 1 680 1 805 1 680 1 060 7 448 4 813 119 00 119 00 507813 3 131 1 331 1-S2n 1 841 1 955 1 841 1 167 7 736 5 100 136 00 136 00 5078 45 3 448 1 772 1-S2n 2 001 2 097 2 001 1 269 7 980 5 360 153 00 153 00 5078 78 3 779 2 241 5-S2n 2 160 2 228 2 160 1 366 8 190 5 600 170 00 170 00 5079 13 4 133 0 0' 5-S2n 2 325 2 355 2 325 1 460 8 360 5 821 * Full Flow Headwater elevation is below inlet invert Straight Culvert Inlet Elevation (invert) 5075 00 ft, Outlet Elevation (invert) 5073 40 ft Culvert Length 90 01 ft, Culvert Slope 0 0178 Culvert Performance Curve Plot: Culvert 2 Performance Curve Culvert : Culvert 2 5080 `a T c 5079- 0 ftsi ' 5078— w I- a) cv 5077 a) = 5076- • 5075 • Inlet Control Elev 0 200 ---- ---- - ---- --- ---- A'' • • 1 Outlet Control Elev Fl I • J • • • • S. , • • 50 100 150 Total Discharge (cfs) Water Surface Profile Plot for Culvert: Culvert 2 Crossing - Pond crossing, Design Discharge - 170.0 cfs Culvert - Culvert 2, Culvert Discharge - 170.0 efts 4-0 5080- 5079- 5078- C 5077- ai 5070- 5075- 5074 - - pi I 40 60 Station (ft) Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 10.00 ft Inlet Elevation: 5075.00 ft Outlet Station: 100.00 ft Outlet Elevation: 5073.40 ft Number of Barrels: 3 Culvert Data Summary - Culvert 2 Barrel Shape: Circular Barrel Diameter: 3.50 ft Barrel Material: Corrugated Steel Embedment: 0.00 in Barrel Manning's n: 0.0240 Culvert Type: Straight Inlet Configuration: Thin Edge Projecting Inlet Depression: NONE Roadway Data for Crossing: Pond crossing 8u 120 APPENDIX B-3-2 Surface Water Run-on Controls Calculation Golder Associates CALCULATIONS Date: P roject No.: S ite Name: Subject: February 19, 2016 Made by: MBR 1407882B Rev. 1 Checked by: AJR Pawnee Waste E&P Landfill Weld County, Colorado APPENDIX B-3-2: SURFACE WATER RUN-ON CONTROLS CALCULATION Reviewed by: MAY b J 1.0 OBJECTIVE Design the locations and geometry of perimeter run-on diversion channels and culverts needed to convey stormwater run-on around the Pawnee Waste E&P Landfill (Landfill). 2.0 METHODOLOGY Drainage basins (watershed areas) for the proposed surface water run-on control system were delineated based on planned and existing topography, shown in Drawing B-3-2. Times of concentration were calculated using the methodology described in TR-55 (US Soil Conservation Service 1986) for sheet flow and shallow concentrated flow. and Manning's equation for channel flow. HEC-HMS modeling software (US Army Corps of Engineers Hydrologic Engineering Center 2010) was used to determine the routing of surface runoff from the delineated drainage basins and the resulting estimated peak flows. Peak flows were used to size channels. assuming normal depths. Culverts were sized using HY-8 culvert analysis software (FHWA 2014). 3.0 ASSUMPTIONS • The contributing area of the upstream drainage basins total approximately 2.5 square miles. ■ A design storm event of 4.3 inches was used in this analysis. This event is the 24 -hour duration, 100 -year frequency storm event from "NOAA Atlas 14" (NOAA 2013). ■ The 2 -year frequency, 24 -hour duration storm depth, which is used in the TR-55 time of concentration method, is 1.8 inches (HDSC 2013). • The design storm is distributed in time as an SCS Type II synthetic distribution. • Lag time is equal to 60% of the time of concentration. • The minimum lag time is 3.0 minutes (a time of concentration of 5 minutes per TR-55). ■ Maximum length of sheet flow is 300 feet. • A composite SCS curve number for all basins was estimated. reflecting "Good" coverage of "Pasture. Grassland, or Range" with varying Hydrologic Soil Group (HSG) classifications. HSG values were determined from a soil map (NRCS 2014). included as Attachment B-3-2-3. ■ Manning's roughness coefficients of 0.035 (for design capacity) and 0.030 (for design velocity) were assumed for both grass -lined and turf -reinforcement mat (TRM)-lined channels. i 11411407882b1040010403 edop revllappendix blapp b -311407882b app b-3-2 surface water 19feb16 docx Golder Associates Inc. 44 Union Boulevard. Suite 300 Lakewood, Colorado 80228 Tel: (303) 980-0540 Fax: (303) 985-2080 www.golder corn Golder Associates: Operations in Africa, Asia, Australasia. Europe. North America and South America Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation CALCULATIONS Pa 2 of 3 Project No.: 1407882B Rev. 1 Made by: MBR Site Name: Pawnee Waste E&P Landfill Checked by: AJR FoP` Aaa 4.. Date: February 19, 2016 Reviewed by: MAY 1 Ci /` '1 A `7 • Channels were designed using a minimum one foot of freeboard. ■ Culverts beneath the new access road were assumed to be concrete box culverts. 4.0 CALCULATIONS Channel reach locations and basin delineations are identified in Drawings B-3-2. B -3-3A. and B -3-3B. Hydrologic parameters for the basins (Tables B-3-2-1 and B-3-2-2) and reaches were entered into the HEC-HMS modeling software and routed to calculate peak flows for each basin and channel (Table B-3- 2-3). Channels were sized to accommodate the peak flow (Table B-3-2-4). Output from the HEC-HMS model and the HY-8 model are attached. The HEC-HMS model inputs are included as Attachment B-3-2-1; the HY-8 model is included as Attachment B-3-2-2. A riprap dissipation basin to be placed directly downstream of the culverts was also sized in HY-8 following HEC-14 methodology: the results are also included in Attachment B-3-2-2. 5.0 RESULTS/CONCLUSIONS Individual channel reach data are summarized in Table B-3-2-4, with peak flows, depths, and velocities associated with the design storm event. Perimeter channel Reaches 3 and 4 are grass -lined trapezoidal channels. Perimeter channel Reaches 0, 1, and 2 are designed to be lined with turf reinforcement matting (TRM). Four 5 -foot by 5 -foot concrete box culverts, or equivalent single -span box culvert structure, will be constructed in the north perimeter channel to facilitate a crossing for the proposed site access road. These culverts have been sized to pass the design storm without overtopping the road. An alternate culvert crossing design and/or materials may be submitted at the time of construction as a substitute for the proposed concrete box culverts. This alternate design will provide the equivalent hydraulic performance (i.e., flow capacity) to control the design storm event and will be subject to Weld County approval. The culverts will then discharge into a riprap-lined dissipation basin to spread the flow and reduce the discharge velocity to no greater than four feet per second prior to discharge as sheet flow onto natural topography. The length of the riprap basin is designed as approximately 80 feet. A similarly sized grass -lined dissipation basin will also be placed at the terminus of Channel 4 in the southeast corner of the Facility. Stormwater flow at the terminus of Channel 4 in the southeast corner of the Facility is calculated to have a design flow velocity equal to four feet per second, and therefore will not require riprap revetment in the dissipation basin to prevent excessive erosion. c11411407882b10400104G3 edop revl\appendix b\app b -3\1407882b app b-3-2 surface water 19feb16.docx Golder Associates CALCULATIONS Paae3of3 Project No.: 1407882B Rev. 1 Made by: MBR Site Name: Pawnee Waste E&P Landfill Checked by: AJR Nz n>� Date: February 19, 2016 Reviewed by: MAY i Iseir, (1 4 y 6.0 REFERENCES Hydrometeorological Design Studies Center (HDSC). 2013. Exceedance Probability Analysis for Selected Storm Events. Available online: http://www.nws.noaa.gov/oh/hdsc/aep storm analysis/ Accessed January 2, 2015. U S National Oceanic and Atmospheric Administration (NOAA). 2013. Precipitation -Frequency Atlas of the United States, Atlas 14, Volume 8, Version 2.0: Midwestern States Silver Spring, MD : US Department of Commerce. U S Soil Conservation Service. 1986. Urban Hydrology for Small Watersheds. Washington D.C.: United States Department of Agriculture. U S Army Corps of Engineers Hydrologic Engineering Center. 2010. Hydrologic Modeling System (HEC-HMS). (3.5). Davis, California: US Army Corps of Engineers. August 10. US Federal Highway Administration (FHWA). 2014. HY8 - Culverts Version 7.30 FHWA Culvert Analysis May. Washington, D.C.: FHWA Office of Technology Applications. • i:11411407882b1040010403 edop revl\appendix blapp b -311407882b app b-3-2 surface water 19feb16.docx Golder Associates February 2016 Pawnee Waste E&P Landfill Project Number: 1407882B Design Storm 100 -Year Reccurence Interval Storm Duration (hours) 2 -Year Depth (inches) 100 -Year Depth (inches) Storm Distributio n 24 1.8 4.3 II TABLE B-3-2-1 SUBBASIN SUMMARY TABLE 1407882B Rev. 1 Date: 2/19/16 By: MBR Chkd: AJR Apprvd: CKB ` �+,,,,n Subbasin ID Subbasin Area (ft)(acres) Subbasin Area Subbasin Area (sq mile) CN - 0 CN = 61 CN = 6 CN = 20 S = 1000 - Unit Runoff Q (in) Runoff Volume (ac -ft) Runoff Volume (ft3) 3.6 3.5 0.007 Pasture, Grassland, or Range HSG B Good Cond. (acres) 6 35 10 ON 0 7,223,878 165.84 0.2591 0.01 25.89 139.94 CN = 5 178.68 6.73 93.01 4,051,597 1 13,159,954 302.11 0.4720 26.03 97.71 146.53 31.83 CN = 25 30.00 0.11 2.70 117,490 2 47,976,086 1101.38 1.7209 60.23 378.42 498.57 164.16 CN = 27 27.04 0.05 4.67 203,307 3 990,176 22.73 0.0355 19.87 2.86 CN = 54 8.52 0.59 1.12 48,687 4 7,052,311 161.90 a 0.2530 78.86 83.04 a CN = 33 20.30 0.00 0.03 1,140 Total: 69,178,526 1588.12 2.48 a 8.51 370,624 1114\ 14078826.04001/404Q3 EDOP REV 1 Apperfc B'App B -3\1407882A App 8-3-2 Pa+mee Buttes Surface 'Aaux - ALB CHECK bsrn Golder Associates February 2016 Pawnee Waste E&P Landfill Project Number: 1407882B TABLE B-3-2-2 BASIN TIME OF CONCENTRATION CALCULATIONS 1407882B Rev. 1 Date: 2/19/16 By: MBR Chkd: AJR 4i F Apprvd: CKB `s Flow Segment 1 Flow Segment 2 Subbasin ID Subbasin Area (sq mile) Composite Curve Number Total t Lag (0.6*Tc) (min) Total Travel Time (min) Type of Flow Length (ft) Slope (ft/ft) Roughness Condition(') Typical Hydraulic Radius (Channel Only) (ft) ' Travel Time (min) - Type of Flow * Length (ft) Slope (ft/ft) Roughness Condition(') Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) 0 0.2591 5 30.0 50.0 Sheet 300.0 0.087 E Short Grass 17.7 Shallow 2230.0 0.044 U Unpaved 11.0 1 0.4720 25 0.0 0.0 Sheet 6.0 20.000 3.6 #N/A #N/A Shallow 6960.0 _ 0.018 U_ U Unpaved 53.6 2 1.7209 27 0.0 0.0 Sheet 6.0 35.000 3.5 #N/A #N/A Shallow 4130.0 0.031 Unpaved 24.2 3 0.0355 54 0.0 0.0 Sheet 300.0 0.016 5.3 #N/A #N/A Shallow 2780.0 0.012 U Unpaved 26.2 4 0.2530 33 54.8 91.4 Sheet 300.0 0.027 E Short Grass 28.3 Shallow 3315.0 0.022 U Unpaved 23.2 1 1141140788281O40010403 LOOP REVI%Appendix BV1pp B -311407882A App 8-3-2 Pawnee Buttes Surface Water - ALB CHECKxIsm Golder Associates February 2016 Pawnee Waste E&P Landfill Project Number: 1407882B TABLE B-3-2-2 1407882B Rev. 1 BASIN TIME OF CONCENTRATION CALCULATIONS Date: 2/19/16 By: MBR Chkd: AJR 4- IN Apprvd: CKB ' c Flow Segment 3 Flow Segment 4 Subbasin ID Subbasin Area (sq mile) Composite Curve Number Type of Flow Length (ft) Slope (ft/ft) Roughness Conditions Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) Type of Flow Length (ft) T Slope (ft/ft) Roughness Condition(l) Typical Hydraulic Radius (Channel Only) (ft) Travel Time (min) 0 0.2591 5 Shallow 1880 0.010 U Unpaved 1.67 19.4 Channel 540 10.007 G Grass -lined 1.56 1.9 1 0.4720 25 Channel 340 } 0.009 G Grass -lined 1.77 1.0 2 1.7209 27 Shallow 8520 0.013 U Unpaved 2.97 76.3 Channel 795 t 0.010 G Grass -lined 2.22 1.8 3 0.0355 54 Channel 215 0.005 G Grass -lined 0.68 1.5 4 0.2530 33 Shallow 3680 0.012 U Unpaved 34.7 Channel 1270 0.007 G Grass -lined 1.25 5.1 I X14 14078828%04000403 EDOP REV1 Appendix BApp 8-311407882A App 8-3-2 Pawnee Buttes Surface Water - ALB CHECKxtern Golder Associates February 2016 TABLE B-3-2-3 FLOW RESULTS FROM HEC-HMS Pawnee Waste E&P Landfill Project Number: 1407882B HEC-HMS Basin Model: HEC-HMS Met. Model: HEC-HMS Control Specs: 1407882B Rev. 1 Date: 2/19/16 By: MBR Chkd: AJR 12,►itk Apprvd: CKB c Pawnee Runon 100-yr, 24 -hr 48 -hr, 1 -min 0.01 Hydrologic Element Drainage (sq Area Peak Discharge (cfs) Time Peak of 0.007 0.005 (ac -ft) mile) Subbasin-2 1.721 513.3 01Jan2015, 13:10 1.44 Subbasin-3 0.036 11.3 01Jan2015, 12:35 1.06 Junction -3 0.036 11.3 01Jan2015, 12:35 1.06 Reach -2 0.036 11.3 01Jan2015 12:40 1.06 Junction -2 1.756 520.3 01Jan2015 13:09 1.43 Reach -1 1.756 520.3 01Jan2015, 13:11 1.43 Subbasin-1 0.472 169.8 01Jan2015 12:44 1.31 Junction -1 2.228 652.5 01Jan2015, 13:02 1.4 Reach -0 2.228 652.3 01Jan2015 13:03 1.4 Subbasin-0 0.259 152.9 01Jan2015, 12:24 1.51 Junction -0 2.488 715.9 01Jan2015 12:59 1.42 Sink -1 2.488 715.9 01Jan2015 12:59 1.42 Subbasin-4 0.253 85.3 01Jan2015 12:53 1.37 Sink -2 0.253 85.3 01Jan2015 12:53 1.37 I:114\1407882B1040010403 EDOP REV11Appendix B1App B -311407882A App B-3-2 Pawnee Buttes Surface Water - ALB CHECK.xlsm Golder Associates February 2016 Pawnee Waste E&P Landfill PROJECT NO. 14078828 TABLE B-3-2-4 CHANNEL HYDRAULIC CALCULATIONS Date: 2119,16 By: MBR Chkd: AJR .� Apprvd:_CKB q 14078828 Rev 1 Date: 2/19/16 By: MBR Chkd: AJR 4_ ,. Apprvd: CKB i c Reach Designation Q100 from HEC-HMS (cfs) NEC HMS Element ID for Q Channel Design Geometry Channel Roughness Parameters Htidraulic Calculations Channel Evaluations Approximate Channel Length (ft) Bed Slope (ft/ft) Left Side Slope (H:1V) Right Side Slope (H:1V) Bottom Width (ft) Minimum Channel Depth (ft) Design Channel Lining Mannings'n' for Capacity (Depth Calculation) Mannings 'n' for Stability (Velocity Calculation) Maximum Velocity (fVsec) Maximum Normal Flow Depth (ft) Froude Number Normal Depth Shear Stress (lb/ft2) Stream Power (W/ml) Top Width of Flow (ft) Top Width of Channel (ft) �_ Available Freeboard (ft) Reach 3 11.3 Junction -3 530 0.040 3.0 6.0 10 14 G Grass -lined 0.035 0.030 2.4 0.43 r 0.73 O.27 9.49 13.9 23.5 1 Reach 2 520.3 Junction -2 1060 0.010 9.0 6.0 20 3.6 T Turf Rairtf. 0.035 0.030 7.2 2.57 0.95 1.60 188.56 43.1 52.4 1 Reach 1 ' 852.5 Junction -1 935 0.007 • 3 .0 1-6. 0 35 3.5 T Turf Rsktf. 0.035 0.030 6.3 2.50 0.81 1.09 99.34 57.5 88.5 1 Roach 0 715.9 Junction -0 550 0.005 3.0 6.0 10 5.3 T Turf Rshf. 0.035 0.030 6.3 4.33 0.71 1.35 123.31 48.9 57.7 1 Reach 4 85.3 Sink -2 1430 0.007 8.0 3.0 10 2.5 O7 Grained 0.035 0 030 4.0 1.44 0.72 0.83 38.64 22.9 32.5 1 _ . 1 . -- I . .~- to uoreithrotWolw roov REvt t__p @App s*Winn* Apo 14.3 Pirate Ike— Aran Waft • Ads d*OCsm Golder Associates Attachment B-3-2-1 HEC-HMS Screen Captures and Inputs HEC-HMS Basin Model Schematic -J Basin Model (Pawnee Runde] r t -Y:.f• i r4Suobasin-0 � Junction -0 Subbasin-1 Junclon-2 Reach -2 Junction -3 Si,* -2 Subbasin-2 ,Subbasin-4 8ubbasim3 Junction -1 Reath -1 Reach -0 Sub Basin Area Subbasin Area (mil) Subbasin-0 0.259100 Subbasin-1 0.472000 Subbasin-2 1.720900 Subbasin-3 0.035500 Subbasin-4 0.253000 Loss SCS Curve Number Initial Abstraction Curve Impervious Subbasin (in) Number (%) Subbasin-2 69 0 Subbasin-3 63 0 Subbasin-1 67 0 Subbasin-0 70 0 Subbasin-4 68 0 Transform SCS Unit Hydrograph Subbasin Graph Type Lag Time (mm) Subbasin-2 Standard 69.6 Subbasin-3 Standard 37.6 Subbasin-1 Standard 46.3 Subbasin-0 Standard 30 Subbasin-4 Standard 54.8 Routing Muskingum -Gunge Channel Reach Length (ft) Slope (ftlft) Manning's n subreaches Shape Diameter (ft) Width j (ft) Side Slope (xH:1V) Reach -0 550.000 0.007 0.035 Trapezoid I 10 3 Reach -1 935.000 0.01 0.035 Trapezoid 10 3 Reach -2 1060.000 0.01 0.035 Trapezoid 10 3 Page 1 of 1 Golder Associates, Inc. J 114JOBS11407882 Pawnee Buttes\B_Landf,.i14 - Engineering Calculations\Appendix B-3 Drainage Report\Appendix 8-3-2 Runon dwersions11407882A App 8-3-2 Pawnee Buttes Surface Water JULY 2015 xtsm 7/14/2015 HY-8 Culvert Analysis Report Water Surface Profile Plot for Culvert: Culvert 2 Crossing - Crossing 0, Design Discharge - 715.9 cfs Culvert - Culvert ?, Culvert Discharge - 715_9 cfs 5075- 5074 - 5073 - 4-0 "-t---• 5072 C 0 5071- Lii ►070- 5069 5068- 20 40 60 Station (ft) 80 100 120 Table 1 - Culvert Summary Table Culvert 2 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ftls) Tailwater Velocity (ft/s) 0 00 0 00 5068 00 0 000 0 000 0 -NE 0 000 0 000 0 000 0 000 0 000 0 000 71 59 71 59 5069 26 1 256 0 383 1 S2n 0 591 0 736 0 610 0 869 5 866 2 985 14318 143 18 5069 99 1 993 0 858 1 S2n 0 957 1 168 0 973 1 302 7 360 3 805 214 77 214 77 5070 61 2 609 1 271 1 S2n 1 261 1 530 1 292 1 644 8 312 4 363 286 36 286 36 5071 14 3 143 1 662 1 S2n 1 545 1 853 1 586 1 938 9 030 4 797 357 95 357 95 5071 63 3 634 2 049 1-S2n 1 818 2151 1 863 2 198 9 606 5154 429 54 429 54 5072 10 4 095 2 440 1 S2n 2 072 2 429 2 128 2 435 10 094 5 461 501 13 501 13 5072 54 4 540 2 879 1-S2n 2 324 2 692 2 382 2 653 10 518 5 731 572 72 572 72 5072 98 4 978 3 340 1 S2n 2 568 2 942 2 629 2 857 10 893 5 972 644 31 644 31 5073 42 5 420 3 819 5-S2n 2 808 3182 2 869 3 048 11 229 6192 715 90 715 90 5073 87 5 873 4 318 5-S2n 3 044 3 414 3 104 3 229 11 533 6 392 Straight Culvert Inlet Elevation (invert) 5068 00 ft, Outlet Elevation (invert) 5067 50 ft Culvert Length 85 00 ft, Culvert Slope 0 0059 Culvert Performance Curve Plot: Culvert 2 Performance Curve Culvert. Culvert 2 75- 50I74- - i (nt Headwater E 5071 5070 vioRig 50681 poor r II • Inlet Control Elev f 200 400 600 Total Discharge(cis) A Outlet Control E1ev Site Data - Culvert 2 Site Data Option: Culvert Invert Data Inlet Station: 10.00 ft Inlet Elevation: 5068.00 ft Outlet Station: 95.00 ft Outlet Elevation: 5067.50 ft Number of Barrels: 4 Culvert Data Summary - Culvert 2 Barrel Shape: Concrete Box Barrel Span: 5.00 ft Barrel Rise: 5.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge (90°) Headwall Inlet Depression: NONE Crossing Discharge Data 800 Table 2 - Summary of Culvert Flows at Crossing Crossing 0 Headwater Elevation (ft) Total Discharge (cfs) Culvert 2 Discharge (cfs) Roadway Discharge (cfs) Iterations 5068 00 0 00 0 00 0 00 1 5069 26 71 59 71 59 0 00 1 5069 99 143 18 143 18 0 00 1 5070 61 214 77 214 77 0 00 1 5071 14 286 36 286 36 0 00 1 5071 63 357 95 357 95 0 00 1 5072 10 429 54 429 54 0 00 1 5072 54 501 13 501 13 0 00 1 5072 98 572 72 572 72 0 00 1 5073 42 644 31 644 31 0 00 1 507387 71590 71590 000 1 5075 00 881 26 881 26 0 00 Overtopping Rating Curve Plot for Crossing: Crossing 0 Total Rating Curve Crossing: Crossing 0 5076— _ 5075- ins 5074- -'5 ct3 5073 w w 5072 1 5071- 15070- 5069- 5068 0 800 200 400 600 Total Discharge (cfs) Table 3 - Downstream Channel Rating Curve (Crossing Crossing 0) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psi) Froude Number 0 00 5067 50 0 00 0 00 0 00 0 00 71 59 5068 37 0 87 2 98 0 27 0 59 14318 5068 80 1 30 3 81 0 41 0 63 214 77 506914 164 4 36 0 51 0 65 286 36 5069 44 1 94 4 80 0 60 0 66 357 95 5069 70 2 20 515 0 69 0 67 429 54 5069 93 2 43 5 46 0 76 0 68 501 13 5070 15 2 65 5 73 0 83 0 69 572 72 5070 36 2 86 5 97 0 89 0 70 644 31 5070 55 3 05 6 19 0 95 0 70 715 90 5070 73 3 23 6 39 1 01 0 71 Tailwater Channel Data - Crossing 0 Tailwater Channel Option Trapezoidal Channel Bottom Width 25 00 ft Side Slope (H V) 3 00 L 1) Channel Slope 0 0050 Channel Manning's n 0 0300 Channel Invert Elevation 5067 50 ft Roadway Data for Crossing Crossing 0 Roadway Profile Shape Constant Roadway Elevation Crest Length 500 00 ft Crest Elevation 5075 00 ft Roadway Surface Gravel Roadway Top Width 50 00 ft HY-8 Energy Dissipation Report External Energy Dissipator Parameter Value Units Select Culvert and Flow Crossing Crossing 0 Culvert Culvert 2 Flow 715 90 cfs Culvert Data Culvert Width (including multiple barrels) 20 0 ft Culvert Height 5 0 ft Outlet Depth 3 10 ft Outlet Velocity 11 53 ft/s Froude Number 1 15 Tailwater Depth 3 23 ft Tailwater Velocity 6 39 ft/s Tailwater Slope (SO) 0 0059 External Dissipator Data External Dissipator Category Streambed Level Structures External Dissipator Type Riprap Basin Restrictions Froude Number <3 Input Data Condition to be used to Compute Best Fit Curve Basin Outlet Velocity D50 of the Riprap Mixture Note Minimum HS/D50 = 2 is Obtained if D50=0362ft D50 of the Riprap Mixture 0 361 ft DMax of the Riprap Mixture 1 000 ft Results Brink Depth 3 104 ft Brink Velocity 11 533 ft/s Depth (YE) 3 104 ft Riprap Thickness 1 500 ft Riprap Foreslope 2 0000 ft Check HS/D50 Note OK if HS/D50 > 2 0 HS/D50 2 059 HS/D50 Check HS/D50 is OK Check HS/D50 Note OK if 0 1 < D50/YE < 0 7 Check D50/YE 0 116 D50/YE Check D50/YE is OK Basin Length (LB) 80 000 ft Basin Width 73 333 ft Apron Length 20 000 ft Pool Length 60 000 ft Pool Depth (HS) 0 743 ft TW/YE 1 040 Tailwater Depth (TW) 3 229 ft Average Velocity with TW 2 779 ft/s Critical Depth (Yc) 1 417 ft Average Velocity with Yc 6 631 ft/s Downstream Riprap for High TW Distance 1 LB Velocity 7 523 ft/s Size 0 369 ft Distance 2 LB Velocity 3 879 ft/s Size 0 098 ft Distance 3 LB Velocity 2 578 ft/s Size 0 043 ft Distance 4 LB Velocity 1 930 ft/s Size 0 024 ft 40° 52' T' N 40° 49' 56" N 104° 9' 54" W MS V 8 N In S N N In V ri 570500 571100 571700 I I I 570500 571100 571700 1 Hydrologic Soil Group —Weld County. Colorado, Northern Part 572300 572900 PROPOSED USR BOUNDARY o' °y A 572300 572900 Map Scale: 1:28,600 if printed on A landscape (11" x 8.5") sheet. 0 400 800 1600 - ;Feet Meters 2400 0 1000 2000 4000 6000 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WC'GS84 USDA Natural Resources Conservation Service 573500 I 574100 573500 574100 Web Soil Survey National Cooperative Soil Survey 574700 575300 575900 104° 5 2i' W 576500 574700 575900 576500 N cn 12/16/2014 Page 1 of 4 4M° S2' /! N 40° 49' 56" N Hydrologic Soil Group —Weld County, Colorado, Northern Part MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines at A .+► Artiosi B / D • 0 C • • C/D - D a Not rated or not available Soil Rating Points a • • A A/D B B/D 0 0 0 0 MAP INFORMATION C The soil surveys that comprise your AOI were mapped at 1:24,000. C/D D Not rated or not available Water Features Streams and Canals Transportation I • , Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Northern Part Survey Area Data: Version 10, Sep 23, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011 Oct 19, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Web Soil Survey iiil Conservation Service National Cooperative Soil Survey 12/16/2014 Page 2 of 4 Hydrologic Soil Group —Weld County. Colorado, Northern Part Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit Weld County, Colorado, Northern Part (CO617) — Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Ascalon 0 to fine sandy 6 percent slopes loam, B 316.7 7.5% 11 Badland 28.0 0.7% 20 Cascajo loam. slopes gravelly 5 to 20 sandy percent A 26.9 0.6% 27 Epping silt percent loam. slopes 0 to 9 D 78.6 1.9% 29 Haverson loam. percent 0 to 3 slopes B 649.3 15.4% 31 Kim -Mitchell complex. to 6 percent slopes 0 C 1,531.9 36.4% 32 Kim -Mitchell complex, to 9 percent slopes 6 C 380.9 9.0% 40 1 Nunn loam, percent slopes 0 to 6 C 8.6 0.2% 46 Otero sandy percent slopes loam. 0 to 3 A 172.8 4.1% 47 Otero sandy percent slopes loam, 3 to 9 A 138.7 3.3% 51 Peetz loam. gravelly sandy 5 to 20 percent slopes A 71.9 1.7% 61 Stoneham loam. slopes fine sandy 0 to 6 percent B 344.8 8.2% 63 Tassel loamy fine to 20 percent slopes sand. 5 D 42.6 1.0% 66 Thedalund-Keota 0 to 3 percent slopes loarns, C 38.7 0.9% 70 Ustic Torriorthents-Rock outcrop complex, 9 to 40 percent slopes D 381.5 9.1% Totals for Area of Interest 4,211.8 100.0% l_sDA Natural Resources Web Soil Survey 611.1. Conservation Service National Cooperative Soil Survey 12/16/2014 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Northern Part Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D. B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 12/16/2014 Page 4of4 APPENDIX B-3-3 Surface Water Runoff Controls Calculation from Site Entrance ' GOLDER TECHNICAL MEMORANDUM DATE June 2, 2020 Reference No. 20145072-1-R-3 TO Jerry Hamel Pawnee Landfill, Inc. FROM Brendan Purcell EMAIL BPurcell@Golder.com EVALUATION OF SITE ENTRANCE AND INFRASTRUCTURE AREA SURFACE WATER RUNOFF, PAWNEE LANDFILL This technical memorandum summarizes the calculation of expected surface water runoff from the site entrance and supporting infrastructure area at the Pawnee Landfill. Runoff from this area will report to a small catchment area located to the southwest of the infrastructure area. 1.0 BASIN DELINEATION The runoff basin contributing flow to the catchment area was delineated using 2020 survey information provided by AVI. Due to uncertainty in the surveyed contours in some areas, this runoff basin was refined based on conversation with Pawnee Waste personnel. Based on this conversation, the following assumptions were made in defining the contributing area (it is noted that these may not be suggested by the 2020 survey): • Runoff from native areas located to the northeast of the infrastructure area is not expected to report to the catchment area and was not included in the delineation. • Runoff from the landfill entrance ramp is expected to report to the catchment area. The runoff basin reporting to the catchment area is shown in Figure 1 and is estimated at 3.1 acres. 2.0 RUN-ON VOLUMES Runoff volume expected to report to the catchment area from the 25 -year, 24 -hour precipitation was calculated using NRCS TR-55 methodology. The following assumptions for the design storm and land cover were used: • No change in design storm from the 2016 Drainage Report (Golder 2016) • 25 -year, 24 -hour rainfall event of 3.32 inches • SCS Type II rainfall synthetic distribution • No change in curve number (CN) from the 2016 Drainage Report (Golder 2016) • Pasture, Grass and or Range, Hydraulic Soil Group (HSG) C, Good Condition • CN=74 The total impervious area within the basin was estimated at 1.8 acres, or approximately 60% of the total runoff area, based on dust control treatment of the gravel entrance road and the extent of future proposed structures in Golder Associates Inc. 7245 W Alaska Drive, Suite 200, Lakewood, Colorado, USA 80226 T: +1 303 980-0540 F: +1 303 985-2080 Golder and the G logo are trademarks of Golder Associates Corporation golder.com Jerry Hamel Pawnee Landfill, Inc. Reference No. 20145072-1-R-3 June 2, 2020 the entrance/infrastructure area. The revised CN accounting for impervious area is 89 (USSCS 1986). The expected runoff volume reporting to the catchment area is 24,500 cubic feet, summarized in the attached Table B-3-3-1. 3.0 CATCHMENT AREA STORAGE CAPACITY The current stormwater catchment area was sized with a volumetric capacity analysis in AutoCAD Civil 3D using the 2020 survey data from AVI. Based on these contours, the current storage capacity of the catchment area is estimated at 7,400 cubic feet. To detain the expected runoff without freeboard, Pawnee will increase the catchment storage volume by at least 17,100 cubic feet. 4.0 REFERENCES Autodesk Inc. 2019. Autodesk Oivil3D. Version 2019.2. [computer software] Golder Associates Inc. (Golder). 2016. Appendix B-3 Drainage Report Revision 1. Pawnee Waste LLC. Weld County, Colorado. February 19. United States Soil Conservation Service (USSCS). 1986. Urban hydrology for small watersheds, 2nd edition (USSCS Technical Release Number 55). Washington D.C.: United States Department of Agriculture. Attachments: Table B-3-3-1: Subbasin Summary Table Figure B-3-3-1: Runoff Basin https.//golderassociates.sharepoint com/sites/128336/project files/6 deliverables/reports/1-r-drainage_report/1-r-3/app b-3-3 docx 4 G O L D E R 2 TABLE B-3-3-1 SUBBASIN SUMMARY TABLE Pawnee Landfill LLC Surface Water Runoff 20145072 Design Storm 100 -Year Reccurence Interval Storm Duration (hours) 2 -Year Depth (inches) 100 -Year Depth (inches) Storm Distribution 24 — 3 3 II Date 5/25/20 By BJP Apprvd JAR Subbasin ID Subbasm Area (ft2) Subbasin Area (acres) CN = 89 Composite SCS Curve No S = 1000 - Unit Runoff Q (in) Runoff Volume (ac -ft) Runoff Volume (ft') Pasture, Gras amd or Range HSG C Good Cond 30% Imperviouss (acres) 10 CN Pawnee Runoff 134 000 3 08 0 0048 , 3 08 CN = 89 1 24 2 19 0 56 24 470 Total 134 000 3 08 0 00 0 56 24 470 Page 1 of 1 Golder Associates httpsJ/goiderassociates sharepoint com/sites/128336/Project Filesl5 Technical Work/3 - Surface Waterl20145072_Runotf Volume Estimate xlsm 6/1/2020 •w... ... w.... �. ............wrw•..... •....�....r..r••r..........•w ...................................... w.......... ..�� .�. MIMyr N• GOLDER golder.com EXHIBIT F TRAFFIC STUDY Please see the attached Traffic Study dated May 271 2020. Pawnee Waste USR South side of CR 118 (extended) east of CR 95 Weld County, Colorado KE Job #2020-026 Prepared for: Poudre Valley Capital 800 8th Avenue, Ste 122 Greeley, CO 80631 Prepared by: KELLAR ENGINEERING www.kellarengineering.com 970.219.1602 phone May 27, 2020 Sean K. Kellar, PE, PTOE This document, together with the concepts and recommendations presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization from Kellar Engineering LLC shall be without liability to Kellar Engineering LLC. TABLE OF CONTENTS 1.0 Introduction 2.0 Existing Conditions and Roadway Network 2.1 Recent Traffic Volumes 3.0 Pedestrian/Bicycle Facilities 4.0 Proposed Development 4.1 Trip Generation 4.2 Trip Distribution 4.3 Traffic Assignment 4.4 Short Range Total Peak Hour Traffic 5.0 Traffic operation Analysis 5.1 Analysis Methodology 5.2 Intersection Operational Analysis 5.3 Improvements 6.0 Findings 3 3 3 6 6 6 7 7 7 7 B 8 B 19 List of Figures: Page Figure 1: Vicinity Map 4 Figure 2: Site Plan 5 Figure 3: Recent Peak Hour Traffic 11 Figure 4: 2025 Background Peak Hour Traffic 12 Figure 5: Trip Distribution 13 Figure 6: Site Generated Peak Hour Traffic (Build -out) 14 Figure 7: 2025 Short Range Total Peak Hour Traffic (Build -out) 15 Pawnee Waste USR Traffic Impact Study -Page 1 TABLE OF CONTENTS (continued) List o►f Tables: Table 1: Table 2: Table 3: Table 4: Trip Generation Recent Peak Hour Operations 2025 Background Peak Hour Operations, 2025 Short Range Total Peak Hour Operations Appendices: Appendix A: Traffic Counts Appendix. B: Level of Service (LOS) Tables Appendix C: Aerial and Site Photos Appendix ID: Weld County Functional Classification Map Appendix E: HCM Calculations (Synchro) Page 10 16 17 18 FS_Le 21 24 25 28 29 Pawnee Waste USR Traffic Impact Study -Page 2 1.0 Introduction The purpose of this Traffic Impact Study (TIS) is to identify project traffic generation characteristics, to identify potential traffic related impacts on the adjacent street system, and to develop mitigation measures required for identified traffic impacts. This TIS is for the proposed Pawnee Waste USR waste disposal facility located on the south side of CR 118 (extended) east of CR 95, Grover, CO. See Figure 1: Vicinity Map. Kellar Engineering LLC (KE) has prepared the TIS to document the results of the project's anticipated traffic conditions in accordance with Weld County's requirements and to identify projected impacts to the local and regional traffic system. 2.0 Existing Conditions and Roadway Network County Road 118 (CR 118) is designated on the Weld County Functional Classification Map as a local road. Additionally, County Road 95 (CR 95) is designated as a local road. The above roadways are in good condition with mag-chloride treated or better surfaces. The speed limit for the above roads is 55 mph based upon the county's criteria that 55 mph is the legal speed on any roadway not having a posted speed limit. 2.1 Recent Traffic Volumes Recent peak hour traffic volume counts were conducted. These traffic counts are shown in Figure 3 with the count sheets provided in Appendix A. Pawnee Waste USR Traffic Impact Study -Page 3 FE Figure 1: Vicinity Flap REIDW Pawnee Waste IJSR Traffic Impact Study -Page 4 F. Figure 2: Site Plan A 4- 1 I M r i VVCR 118 I fi4*JE}t GRA&SLANti LK4TERSOSCJJThS LLC �I. I' 'I 0, 100 340' itt Rout r=;�. :- Mn't_ORAIER sE- ia. T1010 ACC£EB.PONT (A$ 5-OO tnt S STUD SaI DIRECT Cta1- &a:tl TO SEKAI:.EDB4 PPI E4'3E &Kf or itchy swat 11'5 13T Eath9 810E Of &EGTKA L Ot BOOS BS, RISE 713; 1t- 510.44 CORNER if M i$ MAN, Fet>av 1 s CR IleitE0'ilQfi LNE 11:011 -0 -MT, lr Ater 4IT"r ki►{NF,vicri frEJICH 6aQFBLOWv LATE f!tt91 a� It.'NOE } RCM TO L t .TEQ IN MEIL COUNTY POAD1 it dECTiOI4 UNE RSA', NOS COUNTl RRJ41A1h Qhb411ERS: lea ENERGY PA. la" S Art19 MILL WATER' S' OL UTOI,IS DJ LLC B USE BY SPECIAL REVIEW - USR20-XXXX PN EE WASTE FOR: PAWNEE WASTE LLC THE EAST HALF OF T -I N 5RTHWEST QUARTER AND THE NORTHEAST QUARTER OF SECTION 13. TOWNSHIP 10 NCRTH. RANGE 01 WEST OF THE 0TH P.M.. 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O < CO re V J O I CI - I. rtr.4,-1.511: II MIMEO DSO Elf Ilk usi'mld BT' RR 2 Br Masafft 1 -fork daps $V TOY PION Pawnee Waste USIA Traffic Impact Study -Page 5 IE 3.0 Pedestrian/Bicycle Facilities Currently there are no existing sidewalks or bicycle facilities adjacent to the project site. Additionally, the project is not anticipated to generate additional pedestrian or bicycle trips. Any additional pedestrian or bicycle traffic from this project, if any, would be negligible. 4.0 Proposed Development The proposed Pawnee Waste u s R is a waste disposal facility. Pawnee Waste will accept material for disposal. Waste material will be delivered by truck to the site. Site activity will primarily occur within a 15 -hour period, however the site will be operational 24 hours each day. Site development is market dependent and will likely take some time to reach full production and full build -out. See Table 1: Trip Generation and Figure 2: Site Plan. 4.1 Trip Generation Site generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Report published by the Institute of Transportation Engineers (ITE). The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 10th Edition does not provide detailed data on the specific use associated with the project. As such, KE was able to calculate the trip generation for this use based upon correspondence with the client and project team. The Pawnee Waste facility will primarily operate during daylight hours with the ability to operate 24 hours per day. it will have up to 20 employees (10 day shift/10 night shift). Anticipated truck traffic is approximately 137 trucks per day (274 truck trips per day). Truck arrival and departures will occur throughout the day with peak truck activity estimated at 10 trucks per hour. Employee trips will arrive and depart at the beginning and end of the work shift with other misc. trips occurring over the typical work day. Additionally, up to 5 visitor vehicles per day are planned (mail, trash, maintenance, deliveries, etc.). In light of the above information, the build - out of the Pawnee Waste project is anticipated to generate approximately 324 daily trips, 24 AM Pawnee Waste USR Traffic Impact Study -Page 6 FE total peak hour trips, and 24 PM total peak hour trips. See Table 1: Trip Generation. 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns and volumes, anticipated surrounding development areas, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site generated traffic that approaches the site from a given direction and departs the site back to the original source. Figure 5 illustrates the trip distribution used for the project's analysis. 4.3 Traffic Assignment Traffic assignment was obtained by applying the trip distributions to the estimated trip generation of the development. Figure 6 shows the site generated peak hour traffic assignment. 4.4 short Range Total Peak Hour Traffic Site generated peak hour traffic volumes were added to the background traffic volumes to represent the estimated traffic conditions for the short range 2025 horizon. These background (2025) and short range (2025) total traffic volumes are shown in Figure 4 and Figure 7 respectively. The short range analysis year 2025 includes the proposed development for the project plus an increase in background traffic per the growth rates from COOT OTIS (online Transportation Information Systems). 5.0 Traffic Operation Analysis KE's analysis of traffic operations in the site vicinity was conducted to determine the capacity at the identified intersection. The acknowledged source for determining overall capacity► is the Highway Capacity Manual. Pawnee Waste USR Traffic Impact Study -Page 7 FE 5.1 Analysis Methodology Capacity analysis results are listed in terms of level of service (LOS). LOS is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. LOS ranges from an A (very little delay) to an F (long delays). A description of the level of service (LOS) for signalized and unsignalized intersections from the Highway Capacity Manual are provided in Appendix B. 5.2 Intersection Operational Analysis Operational analysis was performed for the short range 2025 horizon. The calculations for this analysis are provided in Appendix E. Using the short range total traffic volumes shown in Figure 7, the project's intersections are projected to operate acceptably. See Table 4 for the 2025 Short Range Total Peak Hour Operation. 5.3 Improvements The auxiliary lane analysis for the study intersections were conducted using CDOT State Highway Access Code (SHAC). Based upon the SHAC, a left -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 10 vph. Additionally, a right -turn deceleration lane is required at an intersection with a projected peak hour ingress turning volume greater than 25 vph and a right -turn acceleration lane is warranted with greater than 50 vph turning right out of the facility. Based upon the projected traffic of the development and the State Highway Access Code (SHAC), the Pawnee Waste facility will not warrant any turn lane improvements. Weld County's dust abatement triggers for daily traffic levels are: • More than 200 vpd require treatment with mag-chloride • More than 400 vpd requires pavement Upon full build -out of Pawnee Waste, daily traffic on CR 95 is projected to increase to 72 vehicles per day (vpd), daily traffic on CR 118 is projected to increase to 291 vpd, and daily Pawnee Waste USR Traffic Impact Study -Page 8 traffic on CR 390 is projected to increase to 332 vpd. Additionally, daily traffic at the site access is projected to increase to up to 324 vpd. Based upon the projected future traffic upon build. -out of the Pawnee Waste facility and the Weld County surface treatment criteria, the existing roadway conditions are anticipated to be acceptable per Weld County's criteria. Additionally, daily traffic on the site access road will require surface treatment(s) when site traffic increases to the levels requiring dust mitigation. Pawnee Waste USR Traffic Impact Study -Page 9 FE Table 1: Trip Generation (Project Build -Out) ITE Code Land Use Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Size Rate Total Rate % In In % Out Out Total Rate % In In % Out Out Total * Waste Disposal 20 Employees * 324 * * 14 * 10 24** * * 10 * 14 24** Total 324 14 10 24 10 14 24 * See Section 4.1 Trip Generation ** 95% heavy vehicles assumed in Synchro analysis to be conservative Pawnee Waste USR Traffic Impact Study -Page 10 FE Figure 3: Recent Peak Hour Traffic C 0) Co CC c N � ge. At Alt 1/1 1/2 � 3/4 In2/2 1/1 (26) CR 118 3/4 � 041 0) 0 TEM 0 44- ite Access NTS land -4- AM/PM (ADT) N Pawnee Waste USR Traffic Impact Study -Page 11 HE Figure 4: 2025 Background Traffic Ni IFS 0 C cti en O r c N 1!2 2/2 (27) CR 118 Ire 3!4 —! co U At 1/1 �— 3/4 111 Site Access NTS Legend 44— APA/PM (ADT) Pawnee Waste USR Traffic Impact Study -Page 12 1E Figure 5: Trip Distribution CR 118 C 0 O. 0) 0 100% Site Access N NTS Pawnee Waste USR Traffic Impact Study -Page 13 Figure 6: Site Generated Peak Hour Traffic (Build -Out) 0 O r 0 At At_111 4/6 .4_,8f12 4/6 1/1 (264) vcr CR 118 12/8 �► U) C) C te en 4f' (324) Site Access Legend AM/P (ADT) NTS IM N Pawnee Waste USR Traffic Impact Study -Page 14 Figure 7: 2025 Short Range Total Peak Hour Traffic (Build -Out) 0 Q) C) 1 O CO CO en en 4ft 5/8 618 in (291) co At 2/2 �- 11/16 2/2 In CR 118 15/12 � CNI ICN (324) Site Access NTS Leaend AM/PM (ADT) N Pawnee Waste USR Traffic Impact Study -Page 15 Table 2: Recent Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR 390 & CR 118 WB Left/Right A A WB Approach A A NB Thru/Right a A a A NB Approach A A SB L eft/T h ru A A SB Approach A A Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR98& CR 118/Site Access EB Left/Thru/Rig ht A A A A EB Approach WB Left/ThrulRight A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A *95% heavy vehicles used in Synchro analysis for all studied intersections Pawnee Waste USR Traffic Impact Study -Page 16 Table 3: 2025 Background Peak Hour Operations Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR 390 & CR 118 WB Left/Right A A WB Approach A A NB Thru/Right a A a A • NB Approach A A SB L eft/T h ru A A SB Approach A A Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR98&cR118/Site Access EB Left/Thru/Rig ht B B B B EB Approach WB Left/ThrulRight A A WB Approach A A NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A *95% heavy vehicles used in Synchro analysis for all studied intersections Pawnee Waste USR Traffic Impact Study -Page 17 Table 4: 2025 Short Range Total Peak Hour Operations (Build -Out) Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR 390 & CR 118 WB Left/Right A A WB Approach A A NB Thru/Right a A a A NB Approach A A SB Left/Thru A A _ SB Approach A A Intersection Movement Level of Service (LOS) AM PM LOS LOS *CR98&cR118/Site Access EB Left/Thru/Rig ht B B B B EB Approach WB Left/ThrulRight A B WB Approach A B NB Left/Thru/Right A A NB Approach A A SB Left/Thru/Right A A SB Approach A A *95% heavy vehicles used in Synchro analysis for all studied intersections Pawnee Waste USR Traffic Impact Study -Page 18 6.0 Findings Based upon the analysis presented in this 115,. the proposed Pawnee Waste USR located on the south side of CR 118 (extended) east of CR 95, Grover, CO will be able to be successfully meet Weld County's requirements. All study intersections are projected to operate acceptably upon development of the project. See Appendix E for Synchro HCM outputs. Weld County's dust abatement triggers for daily traffic levels are: More than 200 vpd require treatment with mag-chloride • More than 400 vpd requires pavement Based upon the projected future traffic upon build -out of the Pawnee Waste facility and the Weld County surface treatment criteria, the existing roadway conditions are anticipated to be acceptable per Weld County's criteria The findings of the TIS are summarized below: • The build -out of the Pawnee Waste project is anticipated to generate approximately 324 daily trips, 24 AM total peak hour trips, and 24 PM total peak hour trips • The study intersections wilt operate acceptably with full build -out of the proposed project and background traffic in the 2025 Shod Range Total future. • Based upon the projected traffic of the development and the State Highway Access Code (SHAG), the Pawnee Waste facility is not projected to warrant turn lane improvements. Pawnee Waste USR Traffic Impact Study -Page 19 APPENDICES: Pawnee Waste USR Traffic Impact Study -Page 20 Appendix A: Traffic Counts TIME '0.:EH 'NEIGIT7N 'AUG HTOI ITi GROSSWT DATE 3/3/2020 02.57 0 F F: E E CQ:4 0 3/3/2020 0335 89020 a 112 89020 40626 3/3/2020 05:29 88740 GS 126 88740 96600 3/3/2020 08:31 92960 NFL €6 D 92960 35650 3/3/2020 09:20 48640 FFS 102 4864C 31620 3/3/2020 09:21 47700 FFS 1012 47700 32720 3/3/2020 09:56 0 30 TR21 0 0 3/3/2020 09:56 0 30 TR21 0 0 3/3/2020 10:41 59660 INTER 909 59660 46 940 3/3/2020 10:44 , INDUS 312 0 0 3/3 1 0 REDI' 3150 0 I3 3/3/2020 11.50 0 BRAN DX 1O9 0 0 3/3/2020 12:09 69000 NG 5007 69000 e o : 3/3/2020 12:21 0 CON 17 0 0 3/3/2020 12:21 0 � _: o N 17 0 0 3/3/2020 12:37 1055y) E y) NGL 7266SD 103500 35660 3/3/2020 12: /IF,0 BRANDX 114 0 0 3/3/2020 12:54 355O0 CS 97 855O0 as 640 3/3/2020 135 i. 87600 CS 103 87600 36160 3/3/2020 1:= .:=o..' 75460 AES 2 76460 34520 3/3/2020 14:L=a 0 NP 92631 0 a_.i 3/3/2020 15:06 0 BRAN D 103 0 0 3/3/2020 15:.� n� 9 0 IN Di_ Is 3 _2. 0 0 3/3/2020 d 1'° ::24 73560 K NT 144 73660 67120 3/3/2020 15:35 85440 GS 97 85440 3/3/2020 15:59 0 M&A 82 0 0 3/3/2020 16:05 0 NC 5007 0 0 3/3/2020 10.08 0 MU N 129 0 0 3/3/2020 • _:. i-I 84440 A. E! i. 81+10 34620 3/3/2020 15:43 957O0 .1 5 103 957O0 36150 3/3/2020 15:50 0 6 ?UAN COX 116 0 0 3/3/2020 16:54 0 .NT 537 0 0 3/3/2020 17:04 0 NP 82631 0 0 3/2/2020 17:2.1 0 N E LS ON 103 0 0 3/2/2020 11.21 0 NELSON 103 0 0 3/2/2020 17:45 59120 `.J -ER 903 59120 49140 3/3/2020 17.45 0 SANC. 336 0 0 3/3/2020 18:27 0 ACME 133 0 0 3/3/2020 18:38 0 REDI 3150 0 0 3/3/2020 13.41 86340 GS 97 85340 343640 3/3/2020 13:55 96600 GS 112 96600 40620 3/3/2020 18:59 0 INDUS 312 0 0 3/3/2020 18.59 0 INDUS 312 : 0 3/3/2020 19:38 89700 GS 1. :97: : 3 6 i6 3/3/2020 20:10 0 CC C7 0 n;: 3/3/2020 20:10 0 cEC .C7 _ p;_;l, Pawnee Waste USR Traffic Impact Study -Page 21 3/3/2020 21:39 0 / 1001 0 0 3/3/2020 d. :58 88200 �n S 97 oca� s2 — �I� r 3864C 3/3/2020 22:23 91420 GS 103 'x11`20_' 36160 3/3/202100 23.37 63640 GS 112 63640 40520 3/4/2020 08:52 98300 N 3 L 7266SD 98300 55660 3/4/2020 09:04 0 WC 1017 0 0 3/4/2020 09:07 0 MU NI 135 0 0 ��®lL "2 09:24 3_� _25 80600 .35500 3/4/2020 09.57 0 INDUS DOUS 312 0 0 3/4/2020 09:57 0 INDUS 312 0 0 3/4/2020 11:09 0 5:: A ND 138 0 0 3/4/2020 1.1:12 WC 1017 0 0 314/2020 11.:53 422.20 NGL 7222 42220 35520 3/4/2020 12:17 91060 F•: HT 124 91060 65380 3/4/2020 12:21 0 CTS 422 0 0 3/4/2020 1237 94220 GS 126 9;4120 36600 3/4/2020 12:44 0 BRANDX 11.7 0 0 3/4/2020 13.02 90900 NG L 726 SD s_- i-i9 a -iii 35660 3/4/2020 13:07 0 FAA 82 0 0 3/4/2020 13:14 0 BRAN DX 110 i 0 :; 4/2020 13:18 80780 K.NT 102 n 078,0 70340 3/4/2020 13:31 0 BRAN COX 108 0 n 3/4/2020 13:32 0 RU F 130 0 0 3/4/2020 13:43 0 FFS 603V 0 0 314/2020 14:10 0 CTS 411 0 n 314/2020 14.37 0 BRAN D 138 0 0 3/4/2020 14:45 0 NP 92056 0 0 3/4/2020 15:14 0 ADK 16 0 n 3/4/2020 15:38 79460 FFS2OOBSD 79460 36100 3/4/2020 15:42 0 3C HT 1 0 0 3/4/2020 15:51 93660 GS 126 93660 36600 3/4/2020 1f06:53 0 INDUS 723. 0 0 3/4/2020 16:53 0 INDUS 725 0 0 3/4/2020 17:00 JF' 92056 0 0 3/4/2020 17.04 7--0.3 20 K NT 102 79320 56000 3/4/2020 12:06 0 FFS 60nr 0 " 3/4/2020 18:35 0 BRAN DX 138 0 ii 3/4/2020 18:37 0 BRAN DX 110 0 0 3/4/2020 19.15h 40540 40540 34160 SANG STT5 3/4/2020 .20:2. ; 0 CROSS Tyr 0 0:_0 ;'ill:ACME 133 r_ X10 3/"Y2020 11.:00 &4580 ECHT27SD 84580 X01 :_ii 0 -� ::C:c 0 GS .1.62 0 0 3/4/2020 23:45 90240 ECHT27SD 90240 36100 3/4/2020 02.19. 85140 ECHT27SD 85440 3 60 1 -�0 3/5/2020 05:06 88760 ECHT2JSCO 88760 36100 3/5/2020 08:35 8634C ECHT27SD 86340 36100 Pawnee Waste USR Traffic Impact Study -Page 22 3/5/2020 08:59 0 INDUS 215 w_: 315/2020 08:59 0 INDUS 215 C , 3/5/2020 09:35 0 NP 92056 C p=:^ 3/5/2020 11:28 86700 ECHT27SD 8570 Es 1 :=h: 3/5/2020 2020 11:47 0 NF 94181 C 3/5/2020 11:47 0 NP 94181 pc 4-1 20 "12:18 0 NELSON 0 3/512.020 12:24 0 F O C_ U S11 OG a _, 3/5/2020 12:28 0 WC 1017 3/5/ 2020 12:30 0 BRAN COX 1.1E C W: 3/5/2020 12:54 0 N l F 94181 Pr. l 3/5/2020 13:24 p='^ REDI 3152 i_; 315/2120 1:i: „LiO =07 0 ,&ES2 50720 45_C /512020 14::7 0 ADK 16 0 315/2020 14:34 _il ENS 1807 0 3/5/2020 14 E; _:. 7 5 ti; ECHT27SD 87580! 36100 315/2020 le :::.L.8); 'S 0 EI RAN DX 116 0 0 3/5/2020 15:0i 83760 F FS 5015 ,, 750 38000 3/4/2020 15:65 0 Ti D 501513 0 0 314/2020 15:10 0 T] D 501333 0 0 3/5/2020 15:10 0 GS 1.62 0 0 3/4/2020 15:13 0 f t TID 501513 3/4/2020 15:15 8:, TI D 501333 0 ,,.-: 3/5/2020 15:30 n,_, NP 92056 0 0 3/5/2020 '1 : °: BRAN COX :LA 0 1: 1 0 BRANDBRANDX 113 0 0 3/5/2020 '16:11 a;= ENS 1803 ! 3/5/2020 17:21 767_10 ECHT27SD 78720 36100 3/5/2020 17:36 „__ ENS 1808 0 0 3/5/2020 17:39 pi ENS 2858 0 0 3/5/2020 18:10 0 CS 129 0 3/5/2020 20:15 0 NP 9205E 0 0 3/5/2020 20:51 S S280 ECHT27SD 88280 :3 6100 3/5/2020 23:37 80280 ECHT27SD 80280 36100 3/5/2020 02:28 87820 ECHT27SD 87820 36100 3/5/2020 15:08 0 0 0 TID 50151_; 315/2020 15:08 0 0 0 TID 501515 Pawnee Waste USR Traffic Impact Study -Page 23 Appendix B: Level of Service (LOS) Table Level of Service Definitions Level of Service Signalized Intersection Unsignalized Intersection (LOS) Average Total Delay Average Total Delay (sec/vet,) (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and 35 > 15 and ≤ 25 D >B5and ≤55 >25and ≤ 35 E >55and≤80 >35and 5.500 F >80 >50 Pawnee Waste USIA Traffic Impact Study -Page 24 Appendix C: Aerial and Site Photos ii Pawnee Waste USR Traffic Impact Study -Page 25 CR 95 and CR 118 Looking East • :5•::•:•W_. Mr�Y •. 4-j.;•"ie xl rs Sf ap s' - • a ti ,: Yid s kit;s- 4 r o ' drW t . -- y +�✓i ± 'r? i of 1.1.41;• 1Z Y ` F ia �, di... i 'r7rr . S.! .4_.•- d4•• taiY3.,+ T`- F r5ZK: rrti h 6474,4 - 777. w 7. Ser :tom ff ` as '.J ...1%,%::::C"- nM1 r -i he+vYC ".. r: . • • •l• l_J _•+ ♦ .12?�y,. 'w -I' ^ , 8 • i—"Sgt.:rY tk+��v3 �t+r it n • � .. •y1rJc,+y "�'.yg > .L- 3a; ter. ;Yats M st f 3 Y- C, •�.,F Y •�,�.. y�i[%•:11t �� T 3 'r } YY• ti 'A •- , �. 11 ' • �4i �' AX +.•.. r � �•� S ~' �lv� _'r' • • .`•-'. - CR 95 and CR 118 Looking North Pawnee Waste USR Traffic Impact Study -Page 26 t71-7// / ,r / � / La/ r / / / ./// // f' f• If / /� _f / 1 / / / / ,/ ,/ ,/ r� % / / CR 95 and CR 118 Looking South CR 95 and CR 118 Looking West Pawnee Waste USR Traffic Impact Study -Page 27 Appendix endi 0: Weld County Functional Classification Mao f 2 lx I 1' . +w -0, I-25 r nun W � 7 +II JO 1 'Lir .7. a ir amaik I sr- - PI LO A r I. - il .nrinippr r42 111 Mg Fa ALI=10 nil ''14 IELD WYOMING • I .J • . r- i-' 1 I YL__. _L• -•F -1-----t-` WC1R 1201 i- 1 1 ADAMS 1 + • I 1 I - 1 ▪ • a i U I , 1 • _I 1 1 I 1 NEBRASKA • WcR112D : I 1 1 I. l I pro r-L-.-M-.—T■ ■ I 1 1 7:--r-...�s I , ,,. - 7. ▪ 1 ell H r — ▪ --- •-- —-—-— I r - 1 1 ti I L —t ;1 • I•- i I I ' 1 • 1 i- !�. I I 1 . I _J_ Legend Highway Paved Local r r�I'� el Local 7 f C MORGAN 1 ORGA 7 0 5 10 Males 4 -Lane Cc nntrolled-Access County Highway Arterial Collector Arterials Not Constructed Future Alignment To Be Determined Note: The- minimum right -of -Tway for MR 29 between Sif 392 and VYGR 10O will be I0C1 except at the following intersections it will be 14O1: SH 392, WOR 74, SH 14, VCR 90, WGR 1 D0. .s.000,,,Weld ld County Publoc Works Pawnee Waste USR Traffic Impact Study -Page 28 Appendix E: HCM Calculations (Svnchro) Pawnee Waste USR Traffic Impact Study -Page 29 Recent AM Traffic Kellar Engineering LLC 3: cR39th&cR 118 05/21/2020 Intersection Int Delay, slveh 1.4 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations to, 4 Traffic Vol, veh/h 2 1 10 2 1 10 Future Vol, vehth 2 1 10 2 1 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % o 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 2 1 12 2 1 12 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 27 13 0 0 14 0 Stage 1 13 Stage 2 14 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 PPM - 3.055 Pot Cap -1 Maneuver 795 851 - 1162 Stage 1 814 Stage 2 813 IMO Platoon blocked, % Mov Cap -1 Maneuver 794 851 - 1162 Mov Cap -2 Maneuver 794 Stage 1 814 Stage 2 812 Approach WB NB SB HCM Control Delay, s 9.5 0 0.7 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (vehfh) - 812 1162 IMP HCM Lane Vic Ratio - 0.004 0.001 mft HCM Control Delay (s) - 9.5 8.1 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report Recent AM Traffic Kellar Engineering LLC 5: R 95 & CR 118/Site Access 05/21/2020 Intersection Int Delay, slveh 6.2 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 Traffic Vol, veh/h 0 3 0 1 3 1 0 2 1 1 2 0 Future Vol, vehth 0 3 0 1 3 1 0 2 1 1 2 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized aim - None - - None - None - None Storage Length Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 0 0 0 MEI Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 4 0 1 4 1 0 2 1 1 2 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 9 7 2 9 7 3 2 0 0 3 0 0 Stage 1 4 4 - 3 Stage 2 5 3 - 6 4 IMP Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 IMP Pot Cap -1 Maneuver 815 734 864 815 734 863 1176 - 1175 Stage 1 822 738 - 823 739 Ima Stage 2 821 739 - 820 738 Platoon blocked, % Mov Cap -1 Maneuver 810 733 864 812 733 863 1176 - 1175 Mov Cap -2 Maneuver 810 733 - 812 733 Stage 1 822 737 - 823 739 Stage 2 816 739 - 815 737 Approach EB WB NB SB HCM Control Delay, s 9.9 9.7 0 2.7 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1176 - - 733 771 1175 H C M Lane VC Ratio - - - 0.005 0.008 0.001 HCM Control Delay (s) 0 - - 9.9 9.7 8.1 0 HCM Lane LOS A - - A A A A IMP HCM 95th %tile Q(veh) 0 - - 0 0 0 RCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report Recent PM Traffic Kellar Engineering LLC 3: cR 390 & cR 118 05/21/2020 Intersection Int Delay, slveh 1.9 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations to, 4 Traffic Vol, veh/h 2 2 10 2 2 10 Future Vol, vehth 2 2 10 2 2 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % o 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 2 2 12 2 2 12 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 29 13 0 0 14 0 Stage 1 13 Stage 2 16 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 P PM - 3.055 Pot Cap -1 Maneuver 793 851 - 1162 Stage 1 814 Stage 2 811 IMO Platoon blocked, % NEI Mov Cap -1 Maneuver 791 851 - 1162 Mov Cap -2 Maneuver 791 IMP NMI Stage 1 814 Stage 2 809 Approach WB NB SB HCM Control Delay, s 9.4 0 1.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 820 1162 IMP HCM Lane Vic Ratio - 0.006 0.002 mft HCM Control Delay (s) - 9.4 8.1 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report Recent PM Traffic Kellar Engineering LLC 5: R 95 & CR 118/Site Access 05/21/2020 Intersection Int Delay, slveh 6.7 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 Traffic Vol, veh/h 0 4 0 1 4 1 0 2 1 1 2 0 Future Vol, vehth 0 4 0 1 4 1 0 2 1 1 2 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized aim - None - - None - None - None Storage Length Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 0 0 0 MEI Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 5 0 1 5 1 0 2 1 1 2 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 10 7 2 10 7 3 2 0 0 3 0 0 Stage 1 4 4 - 3 Stage 2 6 3 - 7 4 IMP Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 IMP Pot Cap -1 Maneuver 813 734 864 813 734 863 1176 - 1175 Stage 1 822 738 - 823 739 Ima Stage 2 820 739 - 819 738 Platoon blocked, % Mov Cap -1 Maneuver 807 733 864 808 733 863 1176 - 1175 Mov Cap -2 Maneuver 807 733 - 808 733 Stage 1 822 737 - 823 739 Stage 2 814 739 - 813 737 Approach EB WB NB SB HCM Control Delay, s 9.9 9.8 0 2.7 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (veh/h) 1176 - - 733 764 1175 HCM Lane VC Ratio - - - 0.006 0.009 0.001 HCM Control Delay (s) 0 - - 9.9 9.8 8.1 0 HCM Lane LOS A - - A A A A IMP HCM 95th %tile Q(veh) 0 - - 0 0 0 RCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Background AM Traffic Kellar Engineering LLC 3 CR390&CRII8 05/21/2020 intersection Int Delay, 5A/eh 1.3 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations tap 4 Traffic Vol, veh/h 2 1 Future Vol, vehth 2 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % o 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 2 1 13 2 1 13 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 29 14 0 0 15 0 Stage 1 14 Stage 2 15 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 - 3.055 Pot Cap -1 Maneuver 793 849 - 1161 Min Stage 1 813 Stage 2 812 Imp Platoon blocked, % Mov Cap -1 Maneuver 792 849 - 1161 Mov Cap -2 Maneuver 792 Stage 1 813 Stage 2 811 Approach WB NB SB HCM Control Delay, 5 9.5 0 0.7 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 810 1161 IMP HCM Lane VC Ratio - 0.004 0.001 mft HCM Control Delay (s) - 9.5 8.1 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Background AM Traffic Kellar Engineering LLC 5: CR 95 & CR 118/Site Access 05/21/2020 intersection Int Delay, slveh 5.4 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 3 0 1 3 1 0 3 1 1 3 0 Future Vol, vehth 0 3 0 1 3 1 0 3 1 1 3 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - None Storage Length Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 0 MEI 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 4 0 1 4 1 0 4 1 1 4 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 13 11 4 13 11 5 4 0 0 5 0 0 Stage 1 6 6 - 5 Stage 2 7 5 - 8 6 Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 Pot Cap -1 Maneuver 809 730 862 809 730 860 1174 - 1173 Stage 1 820 737 - 821 737 NMI Stage 2 819 737 - 818 737 Platoon blocked, % Mov Cap -1 Maneuver 804 729 862 806 729 860 1174 - 1173 Mov Cap -2 Maneuver 804 729 - 806 729 Stage 1 820 736 - 821 737 Stage 2 814 737 - 813 736 MPS Approach EB WB NB SB HCM Control Delay, s 10 9.7 0 2 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1174 - - 729 767 1173 H C M Lane VC Ratio - - - 0.005 0.008 0.001 HCM Control Delay (s) 0 - - 10 9.7 8.1 0 HCM Lane LOS A - - B A A A HCM 95th %tile Q(veh) 0 - - 0 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Background PM Traffic Kellar Engineering LLC 3 CR390&CRII8 05/21/2020 intersection Int Delay, slveh 1.8 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations 111 tap 4 Traffic Vol, veh/h 2 2 11 2 2 11 Future Vol, vehth 2 2 11 2 2 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % o 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 2 2 13 2 2 13 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 31 14 0 0 15 0 Stage 1 14 Stage 2 17 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 - 3.055 Pot Cap -1 Maneuver 791 849 - 1161 Min Stage 1 813 Stage 2 810 Imp Platoon blocked, % Mov Cap -1 Maneuver 789 849 - 1161 Mov Cap -2 Maneuver 789 Stage 1 813 Stage 2 808 Approach WB NB SB HCM Control Delay, s 9.4 0 1.2 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 818 1161 IMP HCM Lane VC Ratio - 0.006 0.002 mft HCM Control Delay (s) - 9.4 8.1 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Background PM Traffic Kellar Engineering LLC 5: CR 95 & CR 118/Site Access 05/21/2020 intersection Int Delay, slveh 5.9 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 4 0 1 4 1 0 3 1 1 3 0 Future Vol, vehth 0 4 0 1 4 1 0 3 1 1 3 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - None - - None - None - None Storage Length Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 0 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 5 0 1 5 1 0 4 1 1 4 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 14 11 4 14 11 5 4 0 0 5 0 0 Stage 1 6 6 - 5 Stage 2 8 5 - 9 6 Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 Pot Cap -1 Maneuver 808 730 862 808 730 860 1174 - 1173 Stage 1 820 737 - 821 737 NMI Stage 2 818 737 - 817 737 Platoon blocked, % Mov Cap -1 Maneuver 802 729 862 803 729 860 1174 - 1173 Mov Cap -2 Maneuver 802 729 - 803 729 Stage 1 820 736 - 821 737 Stage 2 812 737 - 811 736 MPS Approach EB WB NB SB HCM Control Delay, s 10 9.8 0 2 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1174 - - 729 760 1173 H C M Lane VC Ratio - - - 0.006 0.009 0.001 HCM Control Delay (s) 0 - - 10 9.8 8.1 0 HCM Lane LOS A - - B A A A HCM 95th %tile Q(veh) 0 - - 0 0 0 HCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Short Range AM Total (Build -Out) Kellar Engineering LLC R 390 & CR118 05/21/2020 intersection Int Delay, slveh 2.7 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations T4 4 Traffic Vol, veh/h 6 5 17 8 7 17 Future Vol, vehth 6 5 17 8 7 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 7 6 20 9 8 20 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 61 25 0 0 29 0 Stage 1 25 Stage 2 36 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 - 3.055 Pot Cap -1 Maneuver 757 836 - 1145 Stage 1 803 Stage 2 793 Platoon blocked, % N MI Mov Cap -1 Maneuver 752 836 - 1145 Mov Cap -2 Maneuver 752 Stage 1 803 Stage 2 787 Approach WB NB SB HCM Control Delay, s 9.6 0 2.4 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - 788 1145 IMP HCM Lane VC Ratio - 0.016 0.007 mft HCM Control Delay (s) - 9.6 8.2 0 HCM Lane LOS P PP A A A HCM 95th %tile Q(veh) - 0.1 0 RCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Short Range AM Total (Build -Out) 5: CR 95 & CR 118/Site Access Kellar Engineering LLC 05/21/2020 intersection Int Delay, slveh 7.5 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 15 0 2 11 2 0 4 2 2 4 0 Future Vol, vehth 0 15 0 2 11 2 0 4 2 2 4 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - None - None Storage Length Veh in Median Storage, # - 0 - - 0 0 0 Grade, % - 0 0 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 18 0 2 13 2 0 5 2 2 5 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 23 16 5 24 15 6 5 0 0 7 0 0 Stage 1 9 9 - 6 6 Stage 2 14 7 - 18 9 tes Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 Pot Cap -1 Maneuver 796 725 860 795 726 859 1173 - 1170 Stage 1 817 734 - 820 737 NMI Stage 2 811 736 - 807 734 Platoon blocked, % Mov Cap -1 Maneuver 782 724 860 779 725 859 1173 - 1170 Mov Cap -2 Maneuver 782 724 - 779 725 Stage 1 817 733 820 737 Stage 2 795 736 786 733 MPS Approach EB WB NB SB HCM Control Delay, s 10.1 9.9 0 2.7 HCM LOS B A Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (veh/h) 1173 - 724 747 1170 HCM Lane VC Ratio - 0.024 0.024 0.002 HCM Control Delay (s) 0 - 10.1 9.9 8.1 0 HCM Lane LOS A - - B A A A HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 RCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Short Range PM Total (Build -Out) Kellar Engineering LLC R 390 & CR118 05/21/2020 intersection Int Delay, slveh 3.3 Movement VVBL VVBR NBT NBR SBL SBT Lane Configurations to, 4 Traffic Vol, veh/h 8 8 17 6 6 17 Future Vol, vehth 8 8 17 6 6 17 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length o Veh in Median Storage, # 0 0 0 Grade, % 0 0 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 Mvmt Flow 9 9 20 7 7 20 Major/Minor I Minor1 Majorl Major2 Conflicting Flow All 58 24 0 0 27 0 Stage 1 24 Stage 2 34 IMP Critical Hdwy 7.35 7.15 - 5.05 Critical Hdwy Stg 1 6.35 Critical Hdwy Stg 2 6.35 Follow-up Hdwy 4.355 4.155 PPM - 3.055 Pot Cap -1 Maneuver 760 838 - 1148 Stage 1 804 Stage 2 795 Platoon blocked, % Mov Cap -1 Maneuver 755 838 - 1148 Mov Cap -2 Maneuver 755 imm Stage 1 804 Stage 2 790 FPO Approach WB NB SB HCM Control Delay, s 9.6 0 2.1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLnI SBL SBT Capacity (veh/h) - 794 1148 IMP HCM Lane VC Ratio - 0.024 0.006 HCM Control Delay (s) - 9.6 8.2 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - 0.1 0 RCM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report 2025 Short Range PM Total (Build -Out) Kellar Engineering LLC 5: CR 95 & CR 118/Site Access 05/21/2020 intersection Int Delay, slveh 7.7 Movement EBL EBT EBR WBL VVBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 43* 4 Traffic Vol, veh/h 0 12 0 2 16 2 0 4 2 2 4 0 Future Vol, vehth 0 12 0 2 16 2 0 4 2 2 4 0 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - None - None - None Storage Length Veh in Median Storage, # - 0 0 0 0 Grade, % - 0 0 0 0 Peak Hour Factor 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 95 95 95 95 95 95 95 95 95 95 95 95 Mvmt Flow 0 14 0 2 19 2 0 5 2 2 5 0 Major/Minor I Minor2 Minorl Majorl Major2 Conflicting Flow All 26 16 5 22 15 6 5 0 0 7 0 0 Stage 1 9 9 - 6 6 Stage 2 17 7 - 16 9 tes Critical Hdwy 8.05 7.45 7.15 8.05 7.45 7.15 5.05 - 5.05 Critical Hdwy Stg 1 7.05 6.45 - 7.05 6.45 Critical Hdwy Stg 2 7.05 6.45 - 7.05 6.45 Follow-up Hdwy 4.355 4.855 4.155 4.355 4.855 4.155 3.055 - 3.055 Pot Cap -1 Maneuver 792 725 860 797 726 859 1173 - 1170 Stage 1 817 734 - 820 737 NMI Stage 2 808 736 - 809 734 Platoon blocked, % Mov Cap -1 Maneuver 773 724 860 784 725 859 1173 - 1170 Mov Cap -2 Maneuver 773 724 - 784 725 Stage 1 817 733 820 737 Stage 2 785 736 792 733 MPS Approach EB WB NB SB HCM Control Delay, s 10.1 10 0 2.7 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLnl SBL SBT SBR Capacity (veh/h) 1173 - 724 742 1170 HCM Lane VC Ratio - - - 0.019 0.032 0.002 HCM Control Delay (s) 0 - - 10.1 10 8.1 0 RCM Lane LOS A - - B B A A HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 HM 2010 TWSC Sean Kellar, PE, PTOE Synchro Report EXHIBIT G: WASTE HANDLING PLAN 1. All solid waste that is generated on -site by office activities will be taken to an approved and licensed waste management facility. Cheyenne Landfill 1461 Happy Jack Rd Cheyenne, WY 82009 2. Equipment maintenance related waste such as used oil, batteries, filters and tires, as well as other `universal wastes' will be managed by an authorized company licensed to handle these materials. The solid wastes will be collected and stored separately from the general commercial wastes. Tires will be returned to the heavy equipment dealer or recycled at an authorized facility, such as: Front Range Tire Recycling Inc. 5765 N. Peterson Rd. Sedalia, CO 80135 303-660-0090 Filters and other solids generated from equipment maintenance will be sent to Waste Management's North Weld Landfill in accordance with their approved waste acceptance procedure. Liquid wastes (e.g., used oil) will be stored in either drums with containment; under no circumstances will these liquids be co -mingled with the septic field used for washroom activities. Pawnee intends to engage Safety Kleen for the management of these wastes as well as batteries and other universal wastes. Safety-Kleen 2801 South Tejon Englewood, CO 80110 (303) 761-8614 3. Non -hazardous E&P wastes accepted at this site for disposal will be handled in accordance with the Engineering Design and Operations Plan (EDOP) submitted to the Colorado Department of Public Health and Environment (CDPHE) and approved by Weld County. Leachate generated by Pawnee will be disposed of in accordance with requirements set forth in the EDOP. Leachate requiring off -site disposal will be transported to a facility approved to handle this waste type. Clean Harbors operates a facility in Adams County, which is fully permitted to accept any liquid waste which may be generated by Pawnee, including leachate. The address and phone number for the facility is listed below: Clean Harbors Deer Trail, LLC EPA ID: COD991300484 108555 East Highway 36 Deer Trail, CO 80105 (970) 386-2293 5. Pawnee will work with the necessary agencies for approval to dispose of leachate in a Class -I injection well, if necessary. At which time approval is obtained, Pawnee intends to use Expedition Water Solutions for off -site disposal of its leachate. The leachate will be trucked from the facility to the disposal well, and depending upon volumes generated, the leachate may be piped to the well in the future. The address for High Sierra Water Services is below: Expedition Water Solutions 43904 CR 105 Briggsdale, CO 80611 (970) 590-6463 6. Fugitive dust, blowing debris, and other nuisance conditions will be minimized during construction and operation in accordance with applicable regulations and the E DOP. 7. All chemicals on -site will be properly stored in labeled containers, Pawnee will have an SPCC plan in place, and SDS sheets will be available for each chemical stored. The types of chemicals and amounts anticipated to be stored at the facility are listed below. This information will be updated, if needed, prior to recording the plat. Chemical Estimated amount stored on -site Diesel Fuel 12,100 gallons Motor Oil 50 gallons Solvents, Degreasers, Lubricants 25 gallons 8. Pawnee Waste's operations will remain in accordance with the approved Waste Handling Plan. The operator of the facility will notify Weld County Department of Public Health and Environment in writing, in the event the plan is amended. The amended plan will be reviewed and approved by the Weld County Department of Public Health and Environment. 9. All development standards will be adhered to, as prescribed. EXHIBIT H: DUST ABATEMENT PLAN 1. A water truck will continue to be utilized, as necessary, to control dust on the site. 2. The access road will consist of gravel road base. Speeds will be restricted to reduce the amount of dust generated. Chemical stabilization for dust suppression has been applied and will continue to be maintained as needed. 4. Waste materials will be handled, stored, and disposed of in a manner that controls fugitive dust, fugitive particulate emissions, blowing debris, and other nuisance conditions. 5. Fugitive dust and particulate emissions will be monitored and controlled as addressed in the Engineering Design and Operations Plan (EDOP) and in accordance with provisions required by Colorado's Air Pollution Control Division. 6. All development and operating standards will be adhered to as prescribed. 7. Cattle guards have been installed on -site to limit tracking onto the maintained county roadways from the facility. EXHIBIT L: CURRENT PAWNEE WASTE FACILITY APPROVED EMERGENCY ACTION PLAN Please see the attached EAP. Fa& t Y Emergency Action Plan Pawnee Waste LLC Landfill June 1, 2020 Jerry Hamel: 970-889-0006 Pawnee Waste Facility Emergency Plan 1. Name: Pawnee Waste LLC E&P Landfill Pawnee Waste LLC 2. Location: Street Address: 47386 CR 118, Grover, CO 80729 GPS Coordinates for access road to facility: Latitude: 400 50' 29.14" N Longitude: 104" 09' 50.04" W Physical location of facility: E '/2 of NW 'A & NE 'A of Section 13, Township 10 N, Range 61 W Entrance: 0.67 miles E of CR 95 and CR 118 intersection 3. Emergency Telephone Numbers: Facility Primary: Facility Secondary: Fire District Pawnee Fire Protection District 970-889-6150 970-889-0006 911 970-895-3287 Ambulance Service Area 911 Banner Health / NCMC Paramedic Services North Colorado Med Evac Hospital Services Banner Health North Colorado Medical Center Weld County Regional Communications Center 911 Other N,ht 970-889-6150 970-889-0006 911 911 970-810-4121 911 Chemtrec (Chemical transportation Emergency Center) 800-424-9300 2 Pawnee Waste Facility Emergency Plan 4. Agency Notification Non -Emergency: Pawnee Fire Protection District: Banner Health Paramedics: Weld County Sheriff's Office: Weld County Regional Communication Center Weld County Office of Emergency Management High West Energy (electrical) Phone# 970-895-3287 970-3 53-5700 970-3 56-4015 970-350-9600 970-304-6540 307-245-3261 Surrounding Occupancies Land Use • One (1) residence within one (1) mile, north of facility. North, East & South: agricultural uses. • Roughly 1 V2 miles west of site located at W 'A of NW 'A of Section 13: o Centennial Water Pipelines LLC (un-manned water distribution depot) and o NGL, Energy Partners LLC (deep well injection and treatment facility). 6. Personal Protective Equipment Available: • Hardhats • Rubber gloves • Protective eye wear • Dust masks 7. Location of Emergency Equipment & Supplies: • Front-end loader • Bulldozers • Water truck • Portable water pump • Soil stockpiles • Fire extinguishers 8. Location & Types of Water Supplies: Location Onsite Onsite Onsite Onsite Location Onsite Onsite Onsite Onsite Onsite Onsite • Water depot at Centennial Water Pipelines LLC one-half mile to the west will be available in the event it is needed for firefighting or dust suppression purposes at Pawnee. Pawnee Waste Facility Emergency Plan • An onsite groundwater well will be used for water supply ly within the main building... • A stormwater pond located south of the active landfill cell 9. Transportation routes: Wasteswill be delivered by multiple transport companies from collection sites across the region. Transport routes will be via CR 390 and CR 118, as well as from the north and south of CR 95. 10. Action Items and Response: Actions requiring emergency response may include a release which may cause injury to the public or environment, fire and personal injury from construction and operation of the facility. RELEASES: Waste Related Release - In the event there is a release of waste from either a truck or the leachate storage tanks, the procedures for managing the release will be to identify the extent of the contamination, place earthen berms around the area if needed to contain the waste, notify the County and State of the release, remove all waste from the area for disposal in an approved facility and use a third -party contractor to confirm the area has been properly decontaminated. Employees working on site will be trained in how to handle the spilled waste. Fuel Tank Release — In the event there is a release from the fuel tank, the Spill Prevention Countermeasures and Contingency Plan will be implemented. FIRE: Due to the nature of the waste materials (i.e., no putrescible or municipal waste/methane gas), a landfill fire is highly unlikely. However, in the event there is a 'hot load' received by Pawnee Waste that is not visually evident at the scale house, and once discharged smolders or smokes, procedures to extinguish the fire (e.g., separate the wastes, cover with soil and/or douse the fire) are addressed in the Engineering Design and Operations Plan (EDOP) and will be earned out by the employees. Whereas smoking will be prohibited, grass fires caused by an equipment spark, lightning or driver exiting the facility may occur. In this case, standard firefighting activities may be deployed, including the creation of a fire break, and protection of infrastructure such as the offices and scale house using onsite water storage and water available from the Centennial Water Pipelines LLC water depot located one -half -mile west of Pawnee. 4 Pawnee Waste Facility Emergency Plan TORNADO/SEVERE WEATHER: In the event of a tornado warning, all personnel shall shelter in a topographically low area, such as a ditch. PERSONAL INJURY: Training is a key component of minimizing accidents. Safety sessions will be held no less than every two weeks, with employees to review standard operating procedures (e.g., how to avoid slips and falls, proper equipment operation, site radiation safety protocols, etc.), and key areas that require special attention (e.g., waste receipts). Accidents may happen in the way of slips, falls, and improper operation of heavy equipment or trucks resulting in a roll over. At least one (1) employee trained in first aid and CPR will be present onsite during operating hours. In the event of an accident, the standard procedures for First aid response will be followed and emergency services, i.e. 911, contacted if necessary. If emergency services are contacted, provide the following information: • Nature of medical emergency • Location of the emergency (address, building, room number) • Your name and phone number from which you are calling o Do not move victim unless absolutely necessary Treatment for non -emergency injuries may be done onsite through first aid, or at the nearest hospital with a trauma center in Greeley, Colorado (Figure 1) . MUSTER/EVACUATION: The primary muster point is located at the scale house (Figure 2). The secondary muster point is in the northeast corner of the property. The primary evacuation route is west along Weld County Road 118 along the main entrance/exit route for the facility. The secondary evacuation route is along the dirt road exiting the site from the southeast corner, heading toward the southern boundary of the Centennial Water facility and out to Weld County Road 95. Pawnee Waste Facility Emergency Plan 11. Coordination with First Responder Agencies: EHS representative and first responders met on various dates within the month of December 2017 prior to commercial opening. Other chemicals such as degreasers, solvents, and lead acid batteries stored on site will all be below the Tier II allowable quantities. 12. Safety and Training Review: In addition to routine training, each year, all employees will be provided with all necessary information concerning the proper handling of a chemical spill or accident as well as radiation safety training. This information shall be in the form of a review sheet detailing proper procedures, which shall be signed and dated by each employee when all items are understood. Also, proper use of cleanup and containment tools and procedures will be demonstrated as necessary. Any new and/or updated information or procedures will be taught to employees immediately when applicable. Facility Manager _ Fire Dept. Official _ Date _ Date Weld County OEM Date _ 6 EXHIBIT I: NEIGHBORHOOD COMMUNICATIONS INFORMATION Prior to submitting this revised USR, Pawnee Waste reached out to surrounding property owners within one (1) square mile of the facility by sending a letter explaining the proposed changes (Neighbor Communications Information included in USR application materials). If Pawnee Waste hears any concerns or feedback from these neighbors, we will respond and information regarding the comment received and how Pawnee Waste responded will be shared with the County. Included in this exhibit are copies of the letters sent, a map showing the locations of the parcels we contacted, as well as an Excel spreadsheet identifying each of the property owners within the designated outreach area. ci 3 on I o- 0' O X 2 0 0 0 r co N- r r e or) co II C E 0) C a IS a L L.I. O A C E C) C 1 O SE11 T1 ON, R61 W th SEC. 44T ON, R61 W SEC23,TION,R61Wt SEC12,T10N,R61W SEC13,T10N,R61W SECI,TION,R6OW ON,R6OW WCR-118 Legend WELD COUNTY ROADS :'-"Ni �..._� PLSS SECTIONS GROVER MUNICIPAL BOUNDARIES PAWNEE WASTE PARCEL NEIGHBORING PARCLES TO RECEIVE PROJECT NOTIFICATION OTHER WELD COUNTY PARCELS d 7 SS C) CC 1 r a_ 2 W li W L W 0 c) PAWNEE WASTE PARCEL OWNER NOTIFICATION AREA LIST 5/12/2020 PARCEL ACCOUNT # PROPERTY OWNER NAME MAILING ADDRESS CITY STATE ZIPCODE 29113200012 R8940658 CENTENNIAL WATER PIPELINES LLC 1200 17TH ST STE 2850 DENVER CO 802025843 28918000001 R0226486 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 28919000007 R7491298 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 29111000004 R0249786 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 29113300014 R8940988 3003 E HARMONY RD STE 300 FT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 29114000002 R0250486 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 29123000004 R0253286 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 29124000009 R7499098 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 DIETZLER RANCH AND CATTLE CO LLC 28907000003 R0222986 EHMKE RANCH LLLP 53468 COUNTY ROAD 384 C/O GEORGE F EHMKE GENERAL PARTNER GROVER CO 807299401 28919300006 R7491198 EVERITT KENNETH H 53863 WCR 136 PINE BLUFFS WY 820824202 29111000003 R0249686 EVERITT KENNETH H 53863 WCR 136 PINE BLUFFS WY 820824202 29124000008 R7498998 EVERITT KENNETH H 53863 WCR 136 PINE BLUFFS WY 820824202 29114000001 R0250386 53863 WCR 136 PINE BLUFFS WY 820824202 EVERITT KENNETH HOWARD 29123000003 R0253186 53863 WCR 136 PINE BLUFFS WY 820824202 EVERITT KENNETH HOWARD 29111000002 R0249586 FABRIZIUS WILLIAM F 61184 COUNTY ROAD 89 GROVER CO 807299440 29112000006 R0250086 HAYES RALPH 1264 BRYANT RD CHATSWORTH GA 307056152 28907O00004 R0223086 50001 COUNTY ROAD 122 GROVER CO 807299400 LONESOME PINES LAND & CATTLE CO LLC 29113200011 R8940657 NGL WATER SOLUTIONS Di LLC 3733 E CHERRY CREEK NORTH DR STE 1000 DENVER CO 802093801 29113100013 R8940987 PAWNEE WASTE LLC 3003 E HARMONY RD STE 300 FORT COLLINS CO 805289627 29123300005 R6955398 SMITH LYNN E PO BOX 122 GROVER CO 807290122 28907000006 R0223286 USA 2850 YOUNGFIELD ST LAKEWOOD CO 802157210 28907000005 R0223186 WEISBROOK HAROLD 62618 COUNTY RD 130 BUSHNELL NE 691282888 29112000005 R0249886 WEISBROOK HAROLD 62618 COUNTY RD 130 BUSHNELL NE 691282888 28918000011 R0226686 WEISBROOK HAROLD E 62618 COUNTY ROAD 130 BUSHNELL NE 691282888 PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Centennial Water Pipelines LLC 1200 17th St Ste 2850 Denver, CO 80202-5843 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Centennial Water Pipelines LLC: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970] 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Dietzler Ranch and Cattle Co LLC 3003 E Harmony Rd Ste 300 Fort Collins, CO 80528-9627 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Dietzler Ranch and Cattle Co LLC: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Ehmke Ranch LLLP C/O George F Ehmke General Partner 53468 County Road 384 Grover, CO 80729-9401 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Ehmke Ranch LLLP C/O George F Ehmke General Partner: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (C&D] and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970] 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County • Grover, CO 80729 • (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Kenneth H Everitt 53863 WCR 136 Pine Bluffs, WY 820824202 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Kenneth H Everitt: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970] 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 William F Fabrizius 61184 County Road 89 Grover, CO 80 729-9440 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: William F Fabrizius: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (97O) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Ralph Hayes 1264 Bryant Rd Chatsworth, GA 30705-6152 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Ralph Hayes: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970] 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Lonesome Pines Land & Cattle Co LLC 5O0O1 County Road 122 Grover, CO 80729-9400 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Lonesome Pines Land & Cattle Co LLC: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (C&D) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept C&D waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (97O) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 NGL Water Solutions DJ LLC 3 733 E Cherry Creek North Dr Ste 1000 Denver, CO 80209-3801 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: NGL Water Solutions DJ LLC: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Lynn E Smith PD Box 122 Grover, CO 80729-0122 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Lynn E Smith: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Bureau of Land Management 2850 Youngfield St Lakewood, CO 80215-7210 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Bureau of Land Management: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970] 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC PAW N E E WASTE LLC 47368 CR 118 Grover, CO 80729 August 21, 2020 Harold and Elaine Weisbrook 62618 County Road 130 Bushnell, NE 69128-2888 PAWNEE WASTE RE: Notification of a Change to the Proposed Modification to the Pawnee Waste Landfill Attention: Harold and Elaine Weisbrook: LLC Back in June, I reached out to you to let you know that we would be submitting applications to both the State and Weld County to obtain the permits necessary to accept some new types of waste at the landfill, including Construction and Demolition (CD) and Industrial Waste. At the same time, I mentioned that we'd be adding a couple of buildings to the site to accommodate the sorting of materials that could be recycled and for a truck washout building. A laydown yard area was also going to be added. Since then, we have decided to eliminate the requests to the State and the County that would have allowed us to sort products eligible for recycling, wash out trucks, and have a laydown yard. However, while these requests for approval of other activities are being removed from the applications, we are still moving forward with requesting authorization to add two storage buildings to the site along with a heavy equipment parking area. To clarify, the most current version of our application to the State and Weld County is a request for us to be allowed to begin to accept CD waste, construct two new storage buildings on the property, and have a designated location for heavy equipment parking. These changes are minor, but we wanted to let you know because of our commitment to be a good neighbor. If you should have any questions or concerns about our facility or our planned waste stream changes, please contact me at (970) 889-6150 or clauer@pawneewaste.com. Sincerely yours, Casey Lacier Operations Supervisor/General Manager Pawnee Waste LLC PAWNEE WASTE 47368 CR 118 ■ Weld County ■ Grover, CO 80729 ■ (970) 889-6150 LLC 8120 Gage Street, Frederick, Colorado 80516 Phone: (303) 666-6657 — Fax: (303) 666-6743 Varra Companies, Inc. 8120 Gage Street Frederick, CO 80516 To Whom It May Concern, At Varra Companies, we are a 3rd generation company serving the Northern Colorado Communities with sand and gravel materials. Although this is our primary business, we also take in recyclable materials such as concrete and asphalt. We try► and recycle all the materials that we can, but inevitably we are unable to reuse everything. This leads to a situation where we will sometimes need to send the unusable material to a landfill. We try and sort through it as thoroughly as possible because of the high prices that we currently have to pay at landfills. An additional location where we can dispose of this waste will be helpful as the options are very few and far between. Pawnee Waste would be a great resource to take our unwanted C&D material where we know it will be handled safely and environmentally responsibly. I strongly urge you to► grant Pawnee Waste this revised USR as our company sees great benefit in it. Thank you, Garrett Varra Vice President —Varra Companies, Inc. MOUNTAIN WEST DISPOSAL To whom may concern, fountain West Disposal would love to express their concerns with the current facilities that are taking C&D Waste here in Northern Colorado. Prices have skyrocketed upward making it very difficult for us to continue hauling to Northern Colorado facilities and pushing us to haul farther South to North Denver. Another concern of ours would be the wait times sitting in line at these facilities. Our trucks will wait well over two (2) hours some days waiting to dump out our C&D Waste. We strongly believe that if given the opportunity for a new facility to open would impact our Northern Colorado market for C&D Waste hauling in a very positive manner. This would not only give all the haulers around Northern Colorado another option but would keep small businesses here in Northern Colorado rather than pushing everything to the South. Blessed Day, Mountain West Disposal Andrew Meredith President 7150 Hwy 392 Windsor, CO 80550 Office: 970-539-1612 Disptach: 970-381-6692 May 6, 2020 To Whom It May Concern, "WE GO THE EXTRA MILE My name is Jeff Reck and I own a waste disposal service named Reck Flyers which is located in Weld County. I am writing today on behalf of Pawnee Waste, LLC being considered for a Commercial and Demolition and Industrial Waste permit. As I see it, and I am sure many of my colleagues would agree, Weld County has a growing need for more landfill options. Pawnee Waste, LLC would be a great option for many small disposal services to use, as well as the general public. Weld County has 2 landfill options and Waste Management owns the rights to both. This has, and will, create price gouging issues. Having a second option will create a fair market for the entire County. In the last 5 years, I have seen my disposal rates increase substantially year over year. Waste Management has a monopoly over the trash industry in Weld County. They have the ability to increase disposal rates for local service companies, while decreasing their own. At the same time, they can decrease their trash collection service prices. A double blow for local disposal companies. Over time, WM will keep increasing these rates to a point where it is not economically feasible for other service companies, like mine, to survive. Having another option besides a multi -billion -dollar corporation would be a great benefit to this County. Thanks for your time and consideration. Best Regards, Jeff Reck,Owner Fuzion Field Services 2435 2nd Ave Greeley, CO 80631 To Whom It May Concern, We, at Fuzion Field Services, strongly see the need for an additional disposal facility for industrial waste and commercial and demolition disposal. Being in the disposal business for over 6 years, we have been limited on only being able to utilize one land fill for our disposal needs in Northern Colorado. With over 1000 roll off dumpsters, Fuzion Field Services has become one of the largest roll -off dumpster companies in Colorado. If we could have another option to take our waste to another facility, we would immediately see a decrease in our disposal costs, which can then be passed on to the consumers of Weld County. Furthermore our rates have increased dramatically to the tune of 10 percent year over year. I am sure we aren't the only roll off company in this area that has been targeted by a landfill that owns their own roll offs and trucks. Its not a fair market place when having to compete against fortune 500 companies that have vertically integrated to a point of controlling regional markets in the waste disposal and transportation alike. Pawnee Waste has always been a pleasure to work with and we know at the end of the day, they are disposing of our wastes in an environmentally safe manner. They haven't raised their rates on us since they have been open. Its allowed our company► to compete vs. being dictated by a monopolized company that is constantly taking more and more out of our pockets as well as our customers. I see the future very bleak for businesses like ours that do not have another option. There will only be two in the end due to this situation as it exists today. Either close the doors or sell the business to them. That's something for the future of Weld County nobody wants. Respectfully, we ask that you permit Pawnee Waste to be approved for these waste streams. Sincerely, Ash Janssen Vice President Fuzion Field Services COLORADO Department of Public Health Et Environment September 21, 2020 Board of County Commissioners Weld County 1150 O Street PO Box 758 Greeley, CO 80632 RE: Recommendation of Approval of Certificate of Designation Application Pawnee Waste Landfill Weld County SW/WLD/PEP 2.1 Members of the Board, This Letter is the formal response from the Hazardous Materials and Waste Management Division (the Division) regarding Weld County's referral for technical review of an application for modification of a certificate of designation. The owner/operator, Pawnee Waste LLC is proposing a change to the existing facility, summarized below, that requires the reissuance of the certificate of designation. The Engineering Design and Operations Plan (EDOP), Revision 7 (dated July 20, 2020) primarily adds new waste streams to the facility's acceptable waste types. In addition to non -hazardous wastes generally categorized as oil and gas -related wastes (from exploration Et production [E&P] and treatment activities), municipal water and wastewater treatment residuals, other non- putrescible industrial waste streams, and construction and demolition (C&D) waste. The Division initiated technical review of the application following a completeness determination issued by the Division on August 18, 2020. The Division reviewed the EDOP narrative, Appendix C (Operations Plan), Appendix D (Waste Acceptance Plan) and Appendix H (Solidification Unit Design and Operations Plan), for compliance with the requirements set forth in the Solid Waste Disposal Sites and Facilities Act, Title 30, Article 20, parts I and 10 (the Solid Waste Act) of the Colorado Revised Statues (CRS), as amended, and with the regulations promulgated thereunder: the Regulations Pertaining to Solid Waste Sites and Facilities, 6 CCR 1007-2, Part I (the Solid Waste Regulations). It is the determination of the Division that Pawnee Waste LLC, as the owner and operator of the facility, can comply with technical, environmental, and public health standards of the Solid Waste Act and the Solid Waste Regulations if the Facility is monitored and operated as described in the Certificate of Designation Application and EDOP and with the Division's conditions of recommendation as stated below. Based on the Division's review and determination, the Division recommends, with conditions, that the Pawnee Waste Landfill may be approved by Weld County based on these and any local criteria. Please note that provisions of the Solid Waste Act found at CRS 30-20-104 reserve certain factors for consideration solely by the local governing authority as part of the review of a certificate of designation application. Accordingly, the Division's review is not intended to, nor did it, consider those local land use provisions. CRS 30-20-104 also warrants careful consideration by the local governing authority as it contains key procedural • 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe Jared Polls, Governor I Will Hunsaker Ryan, MPH, Executive Director requirements for the issuance of a certificate of designation related to the timing of public notice and the public hearing. If the application is approved, the final EDOP, and the issued certificate of designation or resolution containing the certificate of designation, must be placed in the Facility's operating record. In addition to the conditions listed below, please note that Pawnee Waste LLC must comply with the public health and environmental laws, standards, and regulations of the Department and all other applicable state, federal, and local rules, and ordinances. The Division's recommendation for approval of the Application including the final revised EDOP, Revision 7 has the following conditions that must be incorporated into the Certificate of Designation, if issued by the local governing authority: 1. Compliance with this CD requires the owner/operator comply with the attached EDOP and any future Department -approved EDOP conditions, including both Department approved amendments to the EDOP and Department -approved stand-alone plans necessary► to comply with the Solid Waste Act and Regulations. Violation of the EDOP as s amended constitutes a violation of this CD. This CD need not be amended upon EDOP amendment unless required by the local governing authority. CDPHE reserves the right to make unilateral modifications to the EDOP language and conditions at any time during the life of the facility, including during the post closure care period. CDPHE will attempt to consult with the local governing body prior to doing so. 2. In addition to complying with the Division's Solid Waste Regulations, the Facility must comply with all relevant federal, state, and local regulations, including but not limited to the appropriate requirements of the Division of Water Resources, the Water Quality Control Division, and the Air Pollution Control Division. Should you have any questions about this letter, feel free to contact me at andrew.todd state.co, us or (303) 691-4049. Sincerely, Andy Todd Solid Waste Permitting Unit Solid Waste and Materials Mgmt Program Hazardous Materials Waste Mgmt Division ec: Kim Ogle Ben Frissell Jerry Hamel Tamara Such Jeff Rusch Pam Flora Jerry Henderson Jerry Henderson Solid Waste Permitting Unit Leader Solid Waste and Materials Mgmt Program Hazardous Materials Waste Mgmt Division Digitally signed by Jerry Henderson Date: 2020.09.21 1(}:39:54.06 DO' Weld County Department of Health and Environment Weld County Department of Health and Environment Pawnee Waste LLC Poudre Valley Capital Golder Associates Inc. Tetra Tech Page 2 of 2 NI; +'r)rr Hello