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Home My WebLink About901357.tiff Industrial Compliance WASTE SERVICES CORPORATION USE BY SPECIAL REVIEW APPLICATION - FOR THE PROPOSED NORTH WELD COUNTY LANDFILL IC Project Number 2-2253 Prepared for: Waste Services Corporation 6037 77th Avenue Greeley, Colorado 80634 Prepared by: Industrial Compliance Incorporated 1746 Cole Boulevard Bldg 21, Ste 300 Golden, Colorado 80401 `CCane, October 26, 1989 Dedicated to solving your waste management problems. 901:J57 1746 Cole Blvd.. Bldg. 21 #300 Golden. CO 80401 303/277-1400 USE BY SPECIAL REVIEW APPLICATION FOR THE PROPOSED NORTH WELD SANITARY LANDFILL WELD COUNTY, COLORADO APPLICANT: Waste Services Corporation 6037 77th Avenue Greeley, CO 80634 Telephone: 330-2641 October 1989 SC0S64 This document supplements the Use By Special Review Application for the proposed North Weld Sanitary Landfill in unincorporated Weld County, Colorado. Also included with this information are the following: 1. Completed application form 2. Vicinity map ( Part 4-A o£ the Use By Special Review Application) 3 . Plot plan ( Part 4-B of the Use By Special Review Application) 4. Use By Special Review Application fee 5 . Use By Special Review Recording fee 6. Affidavit of surface interest owners 7 . Affidavit o£ interest owners minerals and/or sub- surface Following the Use By Special Review Application Guide the applicant will address the items listed on the Guide and will precede each answer with designation of the item being addressed. Much o£ the information in this document is taken from the Design and Operations Plan for the proposed North Weld Sanitary Landfill . The information presented in this document and in the Design and Operations Plan indicates that the site will comply with all applicable standards and conditions of the Weld County Zoning Ordinance as well as the additional requirements outlined in the Weld County Comprehensive Plan. c)rirr-A, 2 ADDITIONAL REQUIREMENTS DESCRIPTION OF THE PROPOSED OPERATION AND USE 1 . Explain proposed use. Waste Services Corporation proposes to construct and operate a sanitary solid-waste landfill in northern Weld County. The site will be known as North Weld Sanitary Landfill (hereinafter called the "Landfill" ) . The Landfill will be located at the northeast corner of the intersection of Weld County Road 25 and State Highway 14. The Landfill will serve the geographic portion of Weld County known as the North Service Area (NSA) consisting of 339 square miles. The area includes the communities of Ault, Eaton, Nunn, Pierce , Severance , Lucerne , Galeton and Windsor and the surrounding rural areas. The Landfill will accept only dry, non-hazardous solid waste from private, commercial and industrial sources. The Landfill will be developed, operated and closed in an environmentally safe manner according to standards set forth by Weld County and the Colorado Department of Health. More detailed information can be found in the Design and Operations Plan. 2. Explain need for use. -- The service area of approximately 339 square miles above referenced has a population of approximately 20, 000 people. The needs of the service area are presently largely unmet. The nearest regional landfill is located near Milliken, Colorado with a small portion o£ the service area being served by the present Eaton landfill which applicant is advised is scheduled to be closed. The proposed site will provide a long range, environmentally sound, cost effective solid waste disposal site capable of meeting the needs of the service area population. It is anticipated that the Landfill will serve the needs of the inhabitants o£ the service area for 25 to 50 years and will accommodate industry, businesses and the general population and will be available to support future growth and economic development in the service area. 3. Explain the types of existing uses on surrounding properties. All of the property contiguous to the proposed Landfill are presently used as dry land farms. 3 ,, - - 4. The distance of the proposed use to residential structures in each direction. Two residences are located within one-half mile of the proposed facility. The nearest is located on the south side of Colorado Highway 14, approximately one-quarter mile east of the southeast corner of the site. The other residence is located one-half mile north of Colorado Highway 14 on Weld County Road 27 , approximately one-half mile due east of the northeast corner of the proposed site. 5 . The maximum number of users, patrons, members, and buyers. Based on the applicant ' s experience in providing sanitary landfill services in Weld County, it is anticipated that the site will be used primarily by commercial waste haulers and by individuals within the service area. The initial number of users is expected to be less than 50 per day. This number is not expected to increase significantly for the facility' s first ten years of operation. After ten years , user need for the facility may increase if the Larimer County Landfill is closed or relocated. The maximum number, however, is not expected to exceed 100 users per day. 6. The number of employees, number of shifts, and hours of operation. The Landfill expects to initially employ three people including a site supervisor / equipment operator , an equipment operator/mechanic, and one gate/record keeper. The Landfill will generally operate between the hours of 7 : 00 a.m. and 4:30 p.m. , Monday through Saturday. Hours during winter months may vary depending upon weather conditions and available sunlight. The facility will be closed on major legal holidays. 7. The type of water source for the proposed use. Both potable and non-potable water will be required during site operation. Potable water can be supplied by North Weld County Water District. See attached verification. Non-potable water will be used for compaction of clay liners and dust abatement. Non-potable water will be purchased of£-site, transported to the site and stored and utilized on an as-needed basis. 4 SC ,564 8. Explain the access route(s) to be utilized for the proposed use. The facility will be completely fenced and secured to prevent unauthorized access. The one controlled access to the site will be from Weld County Road 25 at an entrance located approximately 300 feet north of Colorado Highway 14. The entrance will be designed and maintained to allow efficient and safe ingress and egress. Initially the entrance roadway, approximately 150 feet long from Weld County Road 25 to the cashier booth, will be gravel. It may eventually be paved. The entrance area will be landscaped and appropriate signage will be installed to identify the facility and specify the days and hours of operation. Weld County Road 25 is classified as a local road and has a standard sixty foot right-of-way. It presently is gravel and will be maintained to prevent any dust conditions . If user numbers increase significantly in the future, the applicant anticipates working with Weld County to pave the roadway from Colorado Highway 14 north 300 feet to the facility entrance. Access to the site entrance on Weld County Road 25 will be via U. S . Highway 85 and Colorado Highway 257 to Colorado Highway 14 and to the intersection of Colorado Highway 14 and Weld County Road 25 . No residneces are located on Weld County Road 25 between Colorado Highway 14 and the facility entrance. 9. Explain type , size, weight and frequency of vehicular traffic associated with the proposed use. Vehicular traffic will consist of private cars, covered pickups and trucks, and commercial collection and roll-o£f trucks. All commercial vehicles will be expected to comply with applicable weight and size restrictions, and vehicle safety requirements. All users will be expected to comply with litter ordinances and laws. The applicant will fully cooperate with the appropriate law enforcement agencies to assure such compliance. As an additional deterrent for littering, applicant will charge uncovered vehicles an additional fee as a compliance incentive and to help cover the cost of access route maintenance. For years one through ten, the volume of traffic per day is expected to be less than 50 vehicles per day. After ten years, contingent on the availability and/or location of other sanitary landfills in the region, vehicle numbers could increase to approximately 100 vehicles per day. 5 St uss4 The intended primary access routes to the facility are all of a sufficient design and quality to adequately accommodate the type, size, weight and frequency of anticipated vehicular traffic. Colorado Highway 14 has a present traffic volume of 2 , 750 vehicles per day according to recent state highway counts. The expected initial number of users of 50 vehicles per day will constitute less than a 2% increase in traffic volume on the principal access roadway. 10. The type of sewage facilities for the proposed use. There will be a septic tank and leach field for sewage facilities at the site. These facilities will be used by site personnel and customers. They will be designed, constructed and maintained in compliance with applicable Weld County health and environmental regulations. 11. A description of the proposed fire protection measures associated with the proposed use. Potential fire hazards associated with landfills are minimal . The site will not accept any burning refuse. Fire extinguishers will be kept at the gate house in the event a small fire occurs. Extinguishers will also be placed on each piece of equipment used at the site. In the case of a larger fire, the burning material would be immediately segregated and the on-site equipment would be used to extinguish it by smothering it with soil. The site is within the boundaries of the Severance-Windsor Fire Protection District. 12. The types and maximum number of animals to be concentrated on the Use By Special Review area at any one time. The only types of animals that could be on-site are those that may be considered a nuisance. These vectors will be controlled through expeditious application of cover soil to minimize food and harborage availability. If additional control is required, the supervisor will obtain a professional exterminator to insure the prevention of this vector condition. 13. The type and size of any waste, stockpile or storage areas associated with the proposed use. The operations at the site will not generate any significant quantity of waste. There may be a small equipment storage area and building to facilitate mechanical repairs to equipment. The only item to be stockpiled at the site will be soil to be used for daily, intermediate and final cover. These stockpiles will be shaped into berms and may be used as visual buffers. The berms will be shaped and maintained in such a way as to prevent 6 900564 erosion and blowing dust . Refuse will not be stockpiled but compacted and covered with soil on a daily basis. 14. Type of storm water retention facilities associated with the proposed use. The proposed site is topographically situated such that it does not receive any surface water run-on from off-site locations . Measures will be taken to ensure that any water which falls on the working face of the Landfill is not allowed to leave the working or Landfill area. More detailed information about the storm water retention is contained in the Design and Operations Plan. 15 . The time schedule and method of removal and disposal of debris, junk and other wastes associated with the proposed use. There will be no appreciable waste generated in the operation of the Landfill . Wastes delivered to the site will be compacted and covered on a continuous and daily basis in accordance with the Design and Operations Plan. The facility will be maintained in a neat and business-like manner. 16. Explain proposed landscaping plans and erosion control measures associated with the proposed use. Erosion on the site will be controlled by minimizing areas of disturbance during excavation of soil for cell construction and cover. Erosion will also be minimized by revegetating areas of the Landfill following completion of filling activities to final contours. Areas not being landfilled will continue to be dry land farmed. It is expected that at any given time an average of more than half the site ' s total area of 170 acres will be in agricultural production. This will help prevent wind and water erosion and also control noxious weeds. An extended setback of 150 feet from the state highway right-of- way of approximately 150 feet from the centerline of Colorado Highway 14 will combine to place the south perimeter of the site 300 feet from Colorado Highway 14. The actual excavation and fill area will be located an additional 50 feet inside the south perimeter. Extended setbacks of 200 feet from the property boundary to the excavation and fill area will also be used on the east, north and west perimeters of the site. The full length of the south perimeter of the site will be bermed to a height not less than five feet; landscaped with a densely 7 3Ce564 growing variety of trees and/or shrubs, and native grasses ( all will be selected to suit the site climatic and soil conditions and will be maintained to facilitate their establishment and growth ) ; and fenced for security and to prevent off-site migration of windblown debris. The entrance area will be fenced and gated, and will be more intensively landscaped with trees, shrubs and grasses. The other perimeters of the site will be bermed to a height not less than five feet, fenced and seeded with a native grass mix. The goal of all perimeter and entrance treatments will be to visually buffer the site operations from passers-by and aesthetically enhance the general appearance of the facility to minimize visual degradation of the area. More detailed information about these matters and related maps are contained in the Design and Operations Plan or elsewhere in this USR application. 17. Reclamation procedures to be employed upon cessation of the Use By Special Review activity. As each phase of the Landfill is completed it will be covered with a compacted clay cap, topsoil and then revegetated. Details of the procedures are contained in the Design and Operations Plan. When the site is totally filled and covered it will be available for open space related uses compatible with agriculture in the area . The site when finally closed may be used for dry land farming, grazing, a wildlife habitat or recreational area. 18. A time table showing the periods of time required for construction and start-up of the proposed use. Commencement of construction on the site will occur immediately upon receipt of all necessary government approvals by the applicant. It is anticipated that construction may take approximately four months. Thereafter it is anticipated that the site will have a useful life of 25-50 years. WRITTEN MATERIALS AND SUPPORTING DOCUMENTS 1. A statement explaining how the proposal is consistent with the Weld County Comprehensive Plan. Consistent with the Weld County Zoning Ordinances the site will be located in an agricultural zone and outside any Urban Growth Boundary as shown in the Weld County Comprehensive Plan. 8 9Qr ��!?2 Irrigated farm land will not be taken out o£ production by the proposed activity and when the Landfill is finally closed, the property will again be capable of being used for dry land farming. Accordingly, permanent loss of agricultural land will not necessarily occur. The Comprehensive Plan and Zoning Ordinances of Weld County recognize the fundamental need of residents of the county to have appropriate locations for disposal of solid wastes. These needs are existing both in urban and rural areas of the county. It has been determined by the county in its Zoning Ordinances that the appropriate location for sanitary landfills is in an agricultural zone with a Use By Special Review Permit. Through the use of state-of-the-art design methods and state-of- the-art operational practices, a sanitary landfill can be environmentally sound and fully compatible with surrounding agricultural uses. The Weld County Comprehensive Plan provides that any site application should be evaluated in detail regarding the adequacy o£ " access roads , grades , leacheate and drainage control measures , fencing, utilities, volume requirements , siting permits, reclamation plans and day-to-day operations including the equipment requirements. " It is the applicant' s opinion that when the proposed site is analyzed upon the above criteria it will satisfactorily meet all expressed concerns. The Design and Operations Plan addresses in detail concerns with respect to visual degradation, pollution, traffic, dust, noise, scale, density, topographical form, geology, operating plans and reclamation plans. The Comprehensive Plan recognizes that the daily operation of a solid waste disposal site can be an incompatible land use with other land uses but applicant believes that it can adequately demonstrate that this site will be fully compatible with its surrounding uses. Conformance to health and safety laws and regulation will be insured through reviews of the documents and ongoing regulatory activities of the Weld County Health Department and the Colorado Department of Health and the issuance of the Certificate of Designation. 2. A statement explaining how the proposal is consistent with the intent of the district in which its use is located. The site currently lies in an Agricultural district . Section 31 . 4 of the Weld County Zoning Ordinance states that a Solid Waste Disposal site can be constructed, occupied, operated and maintained in this district provided Use By Special Review 9 SC.056A requirements are met and a Certificate o£ Designation is obtained. 3. If applicable, a statement explaining what efforts have been made, in the location decision for the proposed use, to conserve productive agricultural land in the agricultural zone district. The Landfill will not be located on or adjacent to irrigated farm land. The portions o£ the site not used for filling will continue to be used for agricultural purposes. As portions of the site are reclaimed they can again be used for agricultural purposes . The first fill area will occupy approximately five acres so the balance of the property will continue to be dry land farmed. 4. A statement explaining there is adequate provision for the protection of health, safety and welfare of inhabitants of the neighborhood and the county. A detailed Design and Operations Plan has been prepared for this site, and a Certificate of Designation cannot be obtained for the facility until the Weld County Health Department and the Colorado State Department of Health reviews the plan and approves it as meeting the requirements of the Colorado Solid-Waste Regulations. The proposed Landfill design and operations scheme reflect state- of-the-art technology. The proper implementation of all aspects of this plan will insure the protection o£ the health, safety and welfare of potentially impacted neighbors. 5. A statement explaining the uses permitted will be compatible with the existing surrounding land uses ( include a description of existing land uses of all properties adjacent to the property) . All adjacent properties are presently zoned Agricultural and being used for dry land £arming . Based on the design, development and operating criteria for the site, it will be both functionally and aesthetically compatible with surrounding land uses. The proposed site ' s natural geologic and hydrogeologic conditions and the use of state-of-the-art environmental safeguards and operating methods will assure that the surrounding agricultural land uses are not adversely affected. Primary access to the site from an already heavily traveled major state highway, Colorado Highway 14, will minimize any significant incremental traffic impact along access routes and on surrounding land uses. 10 The use of extended setbacks, berming, landscaping and fencing at the site perimeters and entrance will minimize any visual degradation of the area. The site, surrounding property and access routes will be regularly policed as necessary to maintain them free of any litter and debris. All of these conditions and measures will assure that the proposed facility will be compatible with existing surrounding agricultural land uses and known future land uses. 6. A statement explaining the proposed use will be compatible with the future development of the surrounding area as permitted by the existing zone and with future development as projected by the comprehensive plan of the county or the adopted master plans of affected municipalities. As discussed above the proposed Landfill is compatible with surrounding agricultural uses. The facility would be compatible with other uses by right in an Agricultural district. The proposed site is outside of the Urban Growth Boundary of any municipality. 7. A statement explaining the use by special review area is not located in a flood plain, geologic hazard and Weld County Airport overlay district area; or that the application complies with section fifty ( 50 ) , overlay district regulation as outlined in the Weld County Zoning Ordinance. The use by special review area is not located in a flood plain, geologic hazard area or Weld County Airport overlay district. 8. Proof that a water supply will be available which is adequate in terms of quantity, quality, and dependability (e.g. , a well permit or letter from a water district) . Both potable and non-potable water will be required during site operation. Potable water will be supplied by North Weld County Water District. A letter to that effect from the district is filed herewith. Non-potable water, as described earlier in this application, is available in suitable quantities and will be trucked to the site. 9. A copy of the deed or legal instrument identifying the applicants 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 owners shall be provided. A copy of the ownership deed is included with this filing. A letter granting applicant authority to make the application from the fee owner is attached. 11 9C05641 10. A noise report, unless waived by the Department of Planning Services, documenting the methods to be utilized to meet the applicable noise standards. The noise requirement has been waived by the Weld County Planning Department for purposes of this report. 11. 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. After a complete and extensive engineering analysis of the soils at the site, they were found to be ideally suited for the intended use o£ the property. A complete discussion of the soils present, the restrictions in regard to the projected land use and the proposed mitigation factors is in the Design and Operations Plan. 12. A certified list of the names, address and the corresponding parcel identification number assigned by the Weld County Assessor of the owners of the property (the surface estate) within five hundred (500) feet of the property subject to the application. The source of such list shall be records of the Weld County Assessor, or an ownership update from a title or abstract company or attorney, derived from such records, or from the records of the Weld County Clerk and Recorder. A list of owners within 500 feet of the Landfill is filed herewith. 13. A certified list of the names and addresses of mineral owners and lessees of mineral owners on or under the parcel of land being considered. A certification form is filed herewith. VICINITY MAP - enclosed PLOT PLAN - enclosed 12 9r 475-64 APPENDIX A USE BY SPECIAL REVIEW APPLICATION 3C0x5364 v, lq USE BY SPECIAL REVIEW APPLICATION <; Department of Planning Services, 915 Tenth Street, Greeley, Colorado 80631 '1 Phone - 356-4000 - Ext. 4400 . Case Number Date Received + Application Checked by Mylar plat submitted 1: Application Fee Receipt Number • Recording Fee Receipt Number r .i '. -. _ 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: SW 1/4 Section 7 - T 7 N, R 66 W LEGAL DESCRIPTION of contiguous property owned upon which Special Review • Permit is proposed: Section T N, R W T• .. Property Address (if available) WCR 25 and Highway 14 (NE Corner) j • PRESENT ZONE A OVERLAY ZONES ' TOTAL ACREAGE 170 PROPOSED LAND USE Sanitary Landfill EXISTING LAND USE dry land farm .I SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR THE USE BY SPECIAL REVIEW PERMIT: I.. . Name: Vernon P. Baiamonte and Mary K. Baiamonte p Address: 41 RlR WrR 75 City Ault ZiP $atata f '. Home Telephone # _R34_220r, Business Telephone p Gam •' e Name: I. Address: City Zip j. Home Telephone # Business Telephone 9 • APPLICANT OR AUTHORIZED AGENT (if different than above): i " Name: Waste Services Corporation I Address: 6037 77th Avenue City Greeley Zip 80634 y' Home Telephone # Business Telephone # 330-2AA1 F • List the owner(s) and/or lessees of mineral rights on or under the subject s • properties of record. • Name: Champlin Petroleum Company Address: P.O. Boa 2500 City Droomfield, CO Zip8P090 f : t. Name: Address: City Zip 1 I hereby depose and state under the penalties of perjury that all l''' . statements, proposals and/or plans submitted with or contained within the application are true and correct to the beat o£ my knowledge. r i ' COUNTY OF WELD ) STATE OF COLORADO ) i d(� �i nature: O • E; er or Autho ized A6;:nt • ' Subscribed and sworn to before me this J3d of q,(1, —_ 19. .. • a d/tai NOTARY PUBLIC/ My commission expires a- ,:7 - 93 9�e��964 APPENDIX B AFFIDAVIT OF INTEREST OWNERS SURFACE ESTATE SCO564 • • n „ AFFIDAVIT OF INTEREST OWNERS SURFACE ESTATE Application No. Subject Property SW 1/4 of Section 7, Township 7 North, Range 66 West SATE OF COLORADO ) ss. COUNTY OF WELD ) n THE UNDERSIGNED, being first duly sworn, states that to the best of his or her knowledge, the attached list is a true and accurate 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 the property which is the subject of the application. This list was compiled from the records of the Weld County Assessor, an ownership update from a title or abstract company, derived from such records, or from the records of the Weld County Clerk and Recorder. The list compiled from the records of the Weld County Assessor shall have been assembled within 30 days of the application b�� date. The foregoing instrument was subscribed and sworn to bei°/%��°metnnthis• Kil day . C) 7. , 19 89 , by C 67.Y��f'A/y �:tea n�inf� - /(� i d ln.. / WITNESS my hand and official seal. My Commission expires: 6- a9- y3 QoA�� Sh�Noy Pub]/le • 910564 NAMES OF OWNERS OF PROPERTY WITHIN 500 FEET Please print or type ADDRESS, TOWN/CITY, ASSESSOR'S PARCEL NAME STATE AND ZIP CODE IDENTIFICATION # Brown Grain & Livestock, Inc./13557 WCR 88.Pierce 80650 070707000006 Brown Grain & Livestock, Inc./13557 WCR 88,Pierce 80650 070707000007 Brown Grain & Livestock. Inc./13557 WCR 88,Pierce 80650 070707000009 Jerald & Justin Sidwell/27701 WCR 66,Gi11 80624 070718000051 Jerald & Justin Sidwell/27701 WCR 66.Gi11 80624 070718000034 Dennis & Dorathv Drake/39525 WCR 23,Ault 80610 070718000033 George & Virginia Lindblad &Burnice & Mary Alice Lindblad 070512000009 11509 WCR 76,Windsor 80550 Dennis. Dorathy. Dave & Becky Drake 070512000008 39525 WCR ;3,Ault 80610 Gale & Valerie Moody/P.O. Box 9078.Ft. Collins 80525 070513000025 Dette 4 APPENDIX C AFFIDAVIT OF INTEREST OWNERS MINERALS AND/OR SUBSURFACE 900564 - T " 1 AFFIDAVIT OF INTEREST OWNERS MINERALS AND/OR SUBSURFACE Application No. Subject Property The Southwest Quarter (SWAG) of Section Seven (7), Township Seven (7) North, Range Sixty-six (66) West of the 6th P.M. , County of Weld, Co. STATE OF COLORADO ) ss. COUNTY OF WELD ) THE UNDERSIGNED, being first duly sworn, states that to the best of his or her knowledge, the attached list is a true and accurate list of the names and addresses of all mineral owners and lessees of minerals on or under the parcel of land which is the subject of the application as their names appear upon the records in the Weld County Clerk and Recorder's Office, from an ownership update from a title or abstract company, or an attorney. c Sc` � � — Debra L. Covert, Vice President h Homestead Title Co. of Greeley The foregoing instrument was subscribed and sworn to before me this 90tb day of October , 19 89 , By Debra L. Covert, Vice-President of Homestead Title Company of Greeley WITNESS my hand and official seal. My Commission expires: 12/19/90 F. a. 9��a 77/el'a Notary Public 900564 • I I 1. Champlin Petroleum Company P.O. Box 2500 Broomfield, Co 80020 Se afiAl APPENDIX D LETTER OF AUTHORITY 9 ,0561 LETTER OF AUTHORITY We, Vernon P. Baiamonte and Mary K. Baiamonte, hereby grant authority to Waste Services Corporation, President, C. Bradley Keirnes to execute a Use By Special Review Application and a Certificate of Designation Application for a sanitary landfill on our property in the SW 1/4 of Section 7, Township 7 North, Range 66 West of the 6th P.M. , Weld County, Colorado as our attorney- in-fact. Dated: October ,o2j , 1989 1)--tAnti a° J Vernon P. Baiamonte Mary . Baiamonte STATE OF COLORADO } }ss COUNTY OF WELD } OC Thy foregoing was acknowledged before me this a3 day of �� 1989, by Vernon P. Baiamonte and Mary K. Baiamonte. Witness my hand and official seal . My commission expires: 0.24/73 Noty Pu icLS� [SEAL] 910,06.1 APPENDIX E LETTER OF GUARANTEE OF WATER SERVICE 90056 I BOARD OF DIRECTORS ( *fit rtr�„ NORTH WELD COUNTY WATER DISTRICT ERNESTTX10ES ALEXHEIDENREICH ., ROBERT ALKIRE F� HIGHWAY 85 LUCERNE.COLORADO 80848 GARY SIMPSON J ‘146. LYLE NELSON,MGR. W.M.MCKAY . �.• In 1 P.O.BOX 58 . PHONE 358.3020 October 18, 1989 RE: Water Service - Waste Services Dear Sirs , This letter is in response to your inquiry regarding water service to the following described property: SW* Sec 7-7-66 NE .corner, of Hwy 14 & NCR 25 "t.' 1. Water service is presently being provided to the above described property. 2. x Water service can be made available to the above described property provided all requirements of the District are satisfied. If contracts have not been consumated with North Weld County Water District within one year from date of this letter , this letter shall become null and void. Additional comments: Sincerely, NORTH WELD COUNTY WATER DISTRICT f �I ft }� Ly D. Nelson , Manager ' LDN/wb i I 9C0561 r• j 1 S' APPENDIX F PROPERTY DEED 0.CC564 • J vie '575 A. _..� P e • N0V 14 x r.M. l il tn(M A.Spar,Lest EXECUTOR'S DEED ORDER !oral s-� . This dad made and executed this . '14M' day of NiwM6ir 1966, by and between MILLI G. roan and PURPORT FULLER, as Executors of the Estate of Robert R. Puller, Deceased, Grantors, and PLUM P. PYIIAC.= and MART E. RAIANOWTE, Grantees, NITIRSSETH THAT, NSRRAS, Grantors are the duly appointed, qualified and • acting *assentors sander the Last Will and Testament of the above-namd decedent, which was admitted to probate on May 16, 1966, by the probate Court in and for the City and County of Denver, State of Colorado, in-Estate No. P-40292, and 1®talS, Paragraph Einth of said Last Will and Testament provides as follows, . . 'MINTS; My Rxeeutors and my Trustees, in each capacity without order of Court, shall have full and unrestricted discretionary power and authority to hold, manage, oontrol, improve, partition, invest, reinvest, sell (upon contract or otherwise), exchange, grant, convey, deliver, assign, transfer, lease, option, mortgage, pledge, borrow upon the credit of, contract with respect to, or otherwise deal with or dispose of, the property of my estate and trust estate, ese,• NOW, T'EXREPORE, parsaant to the paver contained in said X111 and for and in consideration of the sum of Ten Dollars ($10.00) and other good and valuable consideration, the Grantors do hereby sell and convey unto the Grantees, their bairn and assigns forever, not in tenancy in common but in • joint tenancy, all the following described real property sit- nate in the County of Wield, State of Colorado, to-wit, • Undivided 30.57% interest in Southwest 1/4, Section 7, Township 7 North, Range 66 Nest, 6th . P.M., with 16 shares of capital stock of the Laremia-Pondre Irrigation Co. and all ditch. reser- voir and water rights belonging or in any way apper- taining to said lam excepting reservations in patents except coal and mineral reservations in the deed from the Onion Pacific Railroad Co. and except 7.346 sorsa more or less conveyed to the Department of 9t C561 • • i A -- " - a x'575 149'7008' 1-- 1- . .. . r J Highways, State of Colorad , hipdeeds recorded - o- 9/6/57 in Book 1483, Fu1e.93 of meld County Records, - Together with all and singular hereditament* end ap- 4. portentous* thereunto belonging, or'in anywise appertain- - ing, the reversion and reversions, remainder and rahainders, - r rents, Issues and profits thereof and all the estate, right, title, interest, claim and demand whatsoever of the said - parties of the first part and of said Robert X. Puller daring _. his lifetime, either in law or equity, of, in and to the above bargained premises, with the hereditament* and appartenances. To have and to bold the said premises above bargained and described, with the appurtenance*, unto the said parties of the second part and the survivor of them, and the heirs aad assigns of such survivor forever. IN WITNESS imax r, the said parties of the first part have hereunto set their hands and seals the day and year first above written, `71/4.0 .. /. .ZtG/. ic Sella O. faller _Ns _ .. iierpont ru clealtt-iuecutors of the Nstate of Robert S. fuller, Deceased DRAM OF COLORADO ) .. ) 18. .• CITY AND COUNTY OT DEM= ) KThe foregoing, instrument was acknowledged before me this day Of Ncu/�h/ , 1966 by fella O. Puller and Fuller as Dncator■ of the N,tate of Robert X. Puller, � lileit�i ay hand and official 1, $ '>P��0 c •fir.. pVT Notary Public t dr ° aspires A.1 .1r 3 kilo . «. ,0561 -_- . � . i e 2 __ _- _ I!\ • Ant ~ Kan 5'75 W.a++ NOV „y:IP. .vwdt�a Rwepas Na .11 Q Are Wadi Jura Re t 3 iEllIS Peal Mao aW Fifteenth b.t November � to dr o Per d ear Lae r dower d•e reidred art ti aty-a iz _ sorer WILLIAM A. DANIELSON dre City and Came:,d Denver w Star d Colo.&at r 'a Reopen r VERNON P. BAIAMDNTE and MARY. K. BAIAA/DNTE N o , o ate came Weld and Indaloe.. dthe .rod pant WrrxaallTIft The the sr party d r One rent her r la ate elites ea d Ow in r \ TEN DOLLARS ($10.00) and OTHER VALUABLE CONSIDERATIONS - - .-1 • r r W port, as.Inn M labor PeM br Per teed one e1 rand part. r rayt��la 4. leoMy wader r aesvrrledar ha s prwd. r adart r r weK r hi en war•••a . meet herrk a4 we and dears ale the add porter d r era part w Par lantern he rrnr s het la le r warty,r Infera d bet their urn r r her r ern as en arrl ew bent V r lel- hnap faettd Iwo at pared at bar ran b4 r Mirk r asp d Weld r d a bra foama.Writ Southwest Quarter (SSY) of Section Seven (7), Township Seven (71. - Northi Rang• Sixty-six (66) West of the 6th Principal Meridian. with 16 shares of capital stock of the Larami•-Poudr• Irrigation Company and all ditch', reservoir and water rights belonging or ?./quo in any way appertaining to said land excepting reservation• in \q patent; except coal and mineral r•servations n the d••d from the Union Pacific Railroad Company', and except 7. 46 acres more or less conveyed to the Department of Highways, State of Colorado, by deeds recorded iR Book 1483, Page 93 of Wald County Records. • TOOtiB=l wr a and sitar r hereditament r r..ne•acs donate bdrsam,r Y aq res wowWeYm. or the reverie* r re•eeree. raalre r •srYr+. err breo r create midi r - at r eater ddn.Yin Wee,dart r rand ranger d the meld pee'y d the 6w Pert drat la law r airy. {Y r to r spew bard.; preaaaa r latitanta er eparnear. TO Lit AND TO SOLD the add pals Yon radar r fretted. with apparrenet r r add warded d the.read par r sartear d dar Sit arra.r the role or aeons d ri Intro are w. Ad r add pot y d the ant pry her h imali f t h slit mere. r srionsra don s ornate par. WpY r apart Y r with r add peer t r era Pent r enter If I eat Sr errs add the hie r aeons d woe ardor,art at the re d r swan r deFa as d lbw paean they ar•eaa rod of r pears not raget r of pod.an.prior rear r suamesa.rear of YhwAar Y hr he Jae Arpin r la a pad ant.Pea parr r*whit snit Y not hate~ WI r wren the art Y sea and Ys d o a or that r ant w re r dear has as Isar r tape perk brier,lair In.ear arreerers r rceatentan d whatever Ira or err.weep 'Sub-ject t• taxes for 1967 payable in 1968 and existing roads and ditches, mineral reservations in the Union Pacific Railroad Company. rd or are berried premier r r an r a peelY eo p. oka d rM a .ante of r ed part r . .coat d Mw ai arias r r Yin r rein d an entr e.elder a r Bear pros r peon.* . Irate aria at to era the wile or 4 pert threat r W Perry at r br part alai ad wm WARRANT AND rossyrt DRIEND. Of wmtus WHIxRO►.the W Pen y of r Int Pert Y ■ mean s his ►er sad eel r d4 r rep Per ahem.rhea • �j / pU 44C-';3Lt�.A/l�t{I rV peer; 4MC..Mn CIZAU ' y R — ,.:.:aa...... .•a IIII'. �ONMINIARY- - rI 11Y dAItf AJ 1:f STATE O ' s — - • Inns Ant 11th dap et .pt• • I�Y1 ' Nnvar6ar, a DUSte b - • }Ord f a, Willtar A !Isn'tal ann • ...� rIy} Wl.a w lade Oral dad - q�(1 ytr^•y+�� ,.�1 L I _7' w Orioles limb. Fal.r..ary QR., , 1.;: '�".1'"_ w 0 t; a /J 1/y (� repts� .'� 271(/."tea 6a1. LIONNIL }' e:J . a. r•7-571,.,m— �j✓ mean aroma WARRANTY DaD-To Mat Ter .... ... •-- ill.. -. Industrial Compliance October 20, 1989 IC Project Number 2-2253 Board of County Commissioners 915 10th Street Greeley, Colorado 80631 Dear Sirs/Madams: This document is the detailed Design and Operations Plan for the proposed North Weld County Sanitary Landfill . The facility would service northern Weld County for the foreseeable future. The facility emphasizes the use of state-of-the-art landfill design and operational techniques on a geologically-suitable site. Our studies have shown that no ground water is present beneath the filling area to depths of 90 feet, and we have verified that there is a surplus of material that will be suitable for construction of the compacted clay liner and cap. The Design and Operations Plan includes Plan includes the following information: r * Geologic and hydrogeologic characteristics of the site. * Types of wastes to be accepted. * Design details for the filling area. * Facility operation procedures. * Facility monitoring. * Quality control procedures. * Site reclamation and post-closure use. The facility is designed to meet the Weld County and State of Colorado solid waste requirements. Thank you for allowing us to submit this application. Sincerely, INDUSTRIAL COMP IANCE, INC. Reviewed by: WWII II - '6 KevinJ. Taylor Michael H. Stewart, P.E. Project Geologist - - EngineeriugiDivision D. eokor MHS/KJT/ss O p, it 2340¢ A 9 IPG � � p.4S '�sIONA1 f Dedicated to solving your waste man Problems. J 40- 1746 Cole Blvd., Bldg. 21 #300 Golden, CO 80401 303/277-1400 Industrial Compliance DESIGN AND OPERATONS PLAN FOR THE NORTH WELD COUNTY SANITARY LANDFILL Project Number 2-2253 Prepared for: Waste Services Corporation 6037 Seventy-Seventh Ave. Greeley, Colorado 80634 Prepared by: Industrial Compliance Incorporated 1746 Cole Boulevard Building 21, Suite 300 Golden, Colorado 80401 A October 20, 1989 E?t t,343{R Dedicated to salving your waste management problems. 1746 Cole Blvd., Bldg. 21 #300 Golden. CO 80401 303/277-1400 WASTE SERVICES CORPORATION DESIGN AND OPERATIONS PLAN TABLE OF CONTENTS 1. 0 INTRODUCTION 1-1 2 . 0 GENERAL INTRODUCTION 2-1 2 . 1 Sighting Study 2-1 2 . 2 Location 2-1 2 . 3 Site Access 2-4 2 . 4 Geology and Hydrology 2-4 2 . 5 Operation 2-4 2 . 6 Closure 2-5 2 . 6 Zoning and Land Use 2-5 3 . 0 SITE DESCRIPTION 3-1 3 . 1 Existing Site Topography 3-1 3 . 2 Surface Water Drainage 3-1 3 . 3 Climatology 3-1 4 . 0 SITE GEOLOGY and HYDROGEOLOGY 4-1 4 . 1 Regional Surficial Geology 4-1 4 . 2 Regional Bedrock Geology 4-1 4 . 3 Regional Structural Geology 4-4 4 . 4 Regional Economic Geology 4-5 4 . 5 Geologic Hazards 4-5 4 . 6 Site Geology 4-8 4 . 7 Site Surficial Materials 4-8 4 . 7. 1 Surficial Soils 4-8 4 . 7 . 2 Surficial and Bedrock Materials Categories 4-9 4 . 7 . 2 . 1 Eolian Sand 4-11 4 . 7. 2 .2 Glacial Alluvium 4-11 4 .7 .2 . 3 Laramie Bedrock 4-11 4 .7 . 3 Representative Material Properties 4-12 4 . 8 HYDROLOGIC CHARACTERISTICS 4-12 4 . 8. 1 Sandstone Bedrock 4-12 4 . 8 . 2 Claystone Bedrock 4-12 4 . 9 REGIONAL HYDROGEOLOGY 4-15 4 . 9 . 1 Regional Aquifer Distribution 4-15 4 . 9. 2 Local Ground-Water Use 4-15 9CC.64 TABLE OF CONTENTS (continued) 4 . 9. 3 Ground-Water Occurrence and Distribution 4-19 4 . 9 . 4 Causes of Ground-Water Occurrence 4-22 4 .9 . 5 Travel Time Calculations to the Nearest Down Gradient Well 4-23 4 . 9 . 6 Shallow Ground-Water Chemistry 4-25 5 . 1 FACILITY CONFIGURATION 5-1 5. 1 Waste Characteristics, Volume Assumptions, and Volume Requirements 5-1 5. 2 Disposal Area Design 5-2 5. 2 . 1 Fill Area Excavation and Phasing 5-2 5. 2 . 2 Liner and Cap Construction 5-7 5. 2 . 3 Material Selection and Quantities 5-8 5 . 2 . 3 Surface Water Control 5-8 5. 2 . 4 Pre-Operational Activities 5-10 5. 3 SUPPORT FACILITIES 5-11 5 . 3 . 1 Landfill Access 5-11 5. 3 . 2 Site Fencing 5-11 5. 3 . 3 Resource Recovery 5-13 6. 0 FACILITY OPERATION 6-1 6 . 1 Site Management 6-1 6. 1. 1 Operations Schedule 6-1 6. 1. 2 Equipment and Personnel Requirements 6-1 6 . 1. 3 Control and Record Keeping 6-1 6. 1.4 Safety Control 6-2 6. 1. 5 Water and Sanitary Requirements 6-2 6 . 2 Control of Nuisance Situations 6-3 6 . 2 . 1 Litter Control 6-3 6. 2 . 2 Vector Control 6-4 6.2 . 3 Odor Control 6-4 6. 2 .4 Dust Control 6-4 6. 2 . 5 Fire Control 6-5 6. 2 . 6 Methane Gas Control 6-5 7 . 0 SITE MONITORING 7-1 7 . 1 Environmental Monitoring 7-1 7 . 1. 1 Leachate Detection and Monitoring 7-1 7. 1. 2 Ground-Water Monitoring 7-2 7. 1. 3 Methane Gas Monitoring 7-6 7 . 1.4 Environmental Monitoring Results 7-6 9C C564 TABLE OF CONTENTS (continued) 7. 2 Operational Monitoring 7-8 8 . 0 CONSTRUCTION QUALITY ASSURANCE/QUALITY CONTROL 8-1 8 . 1 Material Selection and Excavation Inspections 8-1 8 . 2 Clay Liner and Final Cover Construction Inspection and Quality Control 8-1 9 . 0 CLOSURE AND POST-CLOSURE 9-1 9 . 1 Reclamation and Revegetation 9-1 9 . 2 Post-Closure Monitoring 9-3 9 . 3 Post-Closure Inspection and Maintenance 9-3 9 . 4 Post-Closure Land Use 9-3 10. 0 References 10-1 LIST OF FIGURES FIGURE 2 . 0 - Site Vicinity Map 2-2 FIGURE 2 . 1 - Site Location Map 2-3 FIGURE 3 . 0 - Site Drainage Map 3-2 FIGURE 3 . 1 - Surface Water Within a Two Mile Radius 3-3 FIGURE 4 . 1 - Site Geologic Map 4-2 FIGURE 4 . 2 - Generalized Stratigraphic Column 4-3 FIGURE 4 . 3 - Bedrock Structural Map 4-6 FIGURE 4 . 4 - Area Flood Plain Map 4-7 FIGURE 4 .5 - Cross Section Location Map 4-10 FIGURE 4 . 6 - Location of the Laramie Fox Hills Aquifer 4-16 FIGURE 5. 1 - Drain Pipe Construction 5-3 FIGURE 5. 2 - Leachate Collection System Design 5-4 FIGURE 5. 3 - Typical Leachate Sump Construction 5-5 FIGURE 5. 4 - Typical Phase Start-Up 5-6 FIGURE 5. 5 - Surface Water Flow in the Vicinity of the Proposed Site 5-9 FIGURE 5. 1 - Facility Configuration 5-12 FIGURE 7 . 1 - Monitor System Locations 7-3 FIGURE 7. 2 - Typical Well Construction 7-5 LIST OF TABLES TABLE 4 . 1 - Geotechnical Summary of Site Materials 4-13 TABLE 4 . 2 - Summary of Hydrologic Data 4-14 TABLE 4 . 3 - Permitted Water Wells Within a Two-Mile Radius Of the Proposed Site 4-17 9Ce5.64 TABLE OF CONTENTS (continued) TABLE 4 .4 - Summary of Piezometer Completions and Water Level Data 4-20 TABLE 9 . 1 - Bulk Seed Rates 9-2 LIST OF APPENDICES Appendix A - Weld County Resolution Concerning the Eaton Landfill Appendix B - Field and Lithologic Logs Appendix C - Geotechnical Results Appendix D - Ground-Water Laboratory Analysis Appendix E - Run-Off Calculations Appendix F - Water Balance Calculations Appendix G - Soil Conservation Service Revegetation Recommendations 9CC 64 1. 0 INTRODUCTION The development of a regional sanitary landfill to meet the long- term solid waste disposal needs of the residents and businesses of northern Weld County has been more than ten years in the making. In 1979, the Keirnes family acquired Weld Landfill, Inc. and assumed the contractual responsibility to provide waste disposal capabilities throughout Weld County. In cooperation with Weld County officials, the Keirnes conducted a county-wide feasibility study in August 1979 that identified four regional Weld County waste disposal service areas. The results of the study guided the joint effort between Weld County and the Keirnes to bring existing sanitary landfills into compliance with increasingly stringent federal and state solid waste regulations. Actions taken included the closure of the Windsor, Prospect Valley, old Erie and Fort Lupton landfills and the development of the southwest Weld County sanitary landfill. An existing site known as the Central Weld Sanitary Landfill, located between Greeley and Milliken, was upgraded to assure the continued provision of environmentally-sound, cost effective waste disposal service in the Central Service Area of Weld County. The portion of Weld County identified in the 1979 report as the North Service Area (NSA) consisted of 339 square miles. The area, including the communities of Ault, Eaton, Nunn, Pierce, Severance, Lucerne, Galeton and Windsor and the surrounding rural areas, has been served by the Eaton landfill. Its closure has been repeatedly postponed during the last ten years and its actual remaining capacity was uncertain. The Board of Weld County Commissioners on October 14 , 1987 clearly defined its remaining fill area boundary and specified a closure date of on or before October 14 , 1989. A copy of the resolution is included as Appendix A. In anticipation of the Eaton site' s closure and its resulting impact on the residents and businesses it has served in the North Service Area, the Keirnes, through their company Waste Services Corporation, renewed their study effort to determine the best means to meet the long-term solid waste disposal needs for northern Weld County. 1-1 Vi ti'5C, 2 . 0 GENERAL DESCRIPTION 2 . 1 Siting Study Some of the general criteria used to identify and evaluate potential sites in the NSA included: * Hydrologic and geologic suitability. * Location and accessibility to maximum number of users within the North Service Area. * Compatibility with surrounding land uses. * Ability to design, construct and operate site as a sanitary landfill facility so as to minimize potential impacts on neighboring residents and businesses. * Economic feasibility of site to assure provision of cost effective service to intended users. * Adequate site size capable of providing sufficient capacity and operational life for the present service area and with the ability to accommodate future service areas and projected population increases. * Consistency with applicable Weld County and municipal comprehensive planning and zoning regulations. * Existing land use on site and related potential loss of economic productivity. After concentrating the study in a nine section area in the center of the NSA, a 170 acre parcel of property was selected, which upon preliminary evaluation met the siting criteria. Access onto the parcel was then obtained to allow further site specific field investigation. 2 .2 Location The proposed site is approximately 4 miles west of Highway 85 on Colorado Highway 14 in the southwest quarter of Section 7 , Township 7 North, Range 66 West. Figure 2 . 1 is a site vicinity map. Figure 2 . 2 is a more detailed site location map. Plate 1 is the Boundary Survey map. 2-1 FIGURE 2 . 1 Site Vicinity Map �a - ¢ll f vv I� v • • 1h I , �� n' V' 2691 -1 sT I \ P` C f ss 6 \ 1 S1 f t ) '°s s \ —' sml \ v I �> k� v ° 46i°� N'(i6Q 1�•/ N. I I �—N vI ). �I 1 \-t _..\.•:‘ j} 1 559 I . (_l'_21.1 I I\\ t I. i I Y,2 —T 1 ) pp. L _I ill a1 V4nc, 550( \ I _ �I it�� i.i �( 4� x •n /T �� %.3----I--- I� P n_f s1 cc— .f�l� �\ � • ICI-I P l 1"16II � ° )l i .1"/!--.�l - �l I� _ 11� I � (7 , I 1 • l 91 / O 111 Imo.. J, ',.L 52! ,.2C..._:.51 . I -I•}\,'„,,,-_.3 (1 $ 1 r:`I .k a4 P. 0v n Pt S - I �\ ' 16 1 `�_ 21 I•rr -i-< 1' nnly I, - .I,`. 2 i I ' ,G r� (-.3I. �� I 1 I I ll `Jj � I 1 '��1 6 5r°S r - I . I \ r)1 i- • �1 •I. 5 651 6 i \ � I I C I I I. 1 - fig � ! I ! P n Iv ' . I =2- 1 J....1 t 225.:�. i! r'.I:' I..s r.I i ,,,sl H _ ,..--.2_7:---I, r'.. i�_ < � /I c s I 11.- 1 A I 1' I I� 2.{11 e 2 _ Ii- • _- 91. -\ sb s:' ' ,I It : ' Icyi - _ I I I I, a. I 1 l s I _ _ l _ _ kt‘APProximate Site �, on1 ml F:1_4; i I i � �\ �-Pc-,,..,--y-I d-1,,,,v i d l ( 1 I -----..‘ i P14ce '. 1i ii Il �\ <1�".IJ ``T svo t l _ CL.ssT I Pew I) ZN lA I k l_7� r'_L -ei I '-la. Location I A ,\�� i1-1 ..A`i` .,"I I 'snn ' I Y ic• J . 14,25 I-.' 1 Ij- -1-1T4�{. - _ I v I - r 1 �ZI � � v651J11 I \I 1 � ? r - Ir I • f 1 I t ��:j2L) / i � -/ 1 2 I n s o 1 1 �"7 261 / :1,_;-/I"//141.,./-• °= I '� r_— I — . e t ( \\ 1d� .� G < I I I 11 I. L I '2, ,. • 1'fill- I xv. I P )' 11� . i I I I _f f lj I . I ��I .. 1 I _� 1 - roc' _..I. _ 1 9 11 , �. —� e � 1 .,:,„,) .,:.7.,,,,,,,,,..,),•••-_,___,),,-/., J �� l I ` C i . EFT?„,-- / I V 11 I�� ii � bm(. r- a o [ 1k3,40l + �/ , 1 _I I. s� \ 1 1G1 .\\I 1� a1 • c J1 1• 1 P I V I I r j s c) ( 0 6 s' °1 I' 1 1 a- ll 0 1 _IL:1 7 11 . I ` s 'd1 H. �7l 11 I � J } IF I l„A el � _� n 1 c , It� C 1- lI i"\a 1 1I' I '� - II A6TI.. _.I I 4.511- 1 I o I t — e(T >a /1J :'4E‘9 I I' T„ w 6 {t E I r�l rl 7 < 1 Zr. �''' -v I I ' I/ '.-Lr 6951 I I t. ,-.,41 l t( \ n , J so A { _ I `_ ov Ir) 6n e s --' -I , I h 1----2r_-_-_., 1 ;I i � f I( I I.i_! 1� r � .r -1 \ ; -1_. ( c 4 l \r aTI , It-T�- T 1\ ) )\ -....a.'>, IL__L_/I Ili,"- \ S\ U 4 Vann I >S9 �— I..>•rGC'r S1� I/ .P EIISk Ni� 1 Gal.4626 L 6 5 .. I {\ I I L—` �{ ,.. ('\I\1 _ zeso�1�I L` I �l i .c ( l; � I . ' I<2sl I a 4, 5 - S: �iteT I — -tr_.1!6p W C.I I E 1 1 t -' 97. 7 (. 1 a — ® � 3 —6^ 6 1 A l / 1 x a 1, IIII 1 . 1 GREED /1�� --` �z —11 I I " . 6 c `.-jl--I- f `'� e\ • 7I— I<bbz S 1 )I rv� 1 's`- ` 'P'1 I j !1 -1" 5 Mlles \� I 751,1 `� S „12 x 4.R9 erdi r. \L,`CI /.. � /`7' —I �T\ I / 45,9 A. -' ,„-4-y..\;,,,. .. 1-rk \ 11 L� tI�R 60 �JE�0.6<<,‘,.,0„, 1.-_. villaC l \��!\ \ / " 11\� �5 „',• 1 S I ,� \ll �+.,--1)-^I \) r‘ 1,LC-1-4651. / J I�r Le1 ? 45.2 C 'k �s�'sJ v'.�hJI -)/mot 5V r1- •°4 =c„‘/4-...11 Is i( Ni �1 .�•� ,III I ��!� �I\ C�\r 2-2 Cyr 7 5_:pv l P-'.n a.. 4,-; `.a6ttc1. FIGURE 2 .2 Site Location Map vvr \ � \36 � �' PS' � L .'\ `I \\ l-'O-,,.\ il:\) i y \ t I � ,l V . . �c rx v k „._ � A�1, 1 i I 1 •1 _, yack�� Hol`l'ow -, ? 7V; • L J �, v� S 01 ,� •F eld/i3 � i _ . \/ c 2 `� )1 „v N LA \ ---- f' i" a )A \ � �. \ t \ \ 66 N\;\ \.- I, e ''' , -\._ i N l''''' \ \� ----------- — \1° APPROXI—ATEv51T_v UN , — �x_ ' 'J\ 1. '\ \ \ \ �II \ \ ._. \ I v . �{ h \` \-'-' ;----I \ ! i \ N \� -, \ .TAI •'� i ';J ) �� 6° � s^;5_� ecso CZ5�—i� d ' r� ` it s' ti j \�' .vc "' • s ; t Hwb\, `fie 1 , _ki s �v \ i ' \ ..*r-r\ -'- N CC-- I III\21,:t:1/4_.,-- �; \+ 1 0 0 \\SpA ' .\-r�^' Mlle ' _ t \ '' t- ,� .i ) '\ -..i 1,: �� \ vv f ))l'It i A v v \-.., ' 2-3 See 61 2 . 3 Site Access Accessibility to the site from primary municipalities to be served was found to be excellent from State Highways 14 , 85, and 257 , and additionally, from several primary, paved Weld County Roads. Given the type and already-heavy use of the principal access road, State Highway 14, it was concluded that additional traffic traveling to and from the site would have a minimal impact on residents living along the primary landfill access route. 2 . 4 Geology and Hydrogeology On-site field investigations proved that the site has sufficient and suitable materials for landfill construction. A representative clay sample from the site was submitted for Standard Proctor Density (ASTM D-698) and Remolded Permeability tests. The resulting remolded permeability was found to be approximately 1000 times less permeable than the recommended standard. A more thorough discussion of the representative material properties is included in Section 4 . 7 . 3 . Useable ground-water sources in the vicinity of the proposed site are limited to alluvial aquifers and irrigation is the primary use. Domestic water is supplied by the North Weld County Water District. The proposed landfill is situated outside the Laramie- Fox Hills aquifer approximately 18 miles north to northeast of the boundary. The preliminary field investigation revealed that only two areas were found to contain shallow ground-water (less than 50 feet) . Both test hole locations are in the extreme southern portion of the site. These areas are omitted from the proposed filling area to ensure that an adequate thickness of unsaturated material exists below the base excavation. A more thorough discussion of the site geology and hydrogeology is included in Section 4 . 2 . 5 Operation The proposed landfill will receive only dry household and commercial refuse. Construction and demolition material will also be accepted. No liquid waste, radioactive waste or drum containerized waste will be accepted. No hazardous waste, whether or not detoxified or treated, including Resource Conservation and Recovery Act (RCRA) defined small quantity generator waste, will be accepted at the facility 2-4 90056 Refuse filling areas and procedures will be discussed more thoroughly in Section 5. Generally, filling will be accomplished by excavating and lining an area, placing compacted refuse in controlled lifts, covering the refuse on a daily basis until final grades are reached, then sequentially closing each filled area. 2 . 5 Closure Completed portions of the landfill will be covered with two feet of compacted clay followed by a minimum of one foot of unspecified soil, and six inches of topsoil . Revegetation of the closed portions of the site will return the site to a natural, environmentally-stable condition. The cover material is available on site. Completed portions of the fill area will be reclaimed through the life of the facility to minimize the size of the disturbed areas. 2 . 6 Zoning and Land Use The proposed site is currently zoned for Agricultural. The same zoning classification will be used for the proposed landfill eliminating the need for a zoning change. A Use by Special Review permit and Certificate of Designation must be obtained from Weld County before landfill operations can begin. Public input will be solicited through the Weld County permitting process. 2-5 gret56X12 3 . 0 Site Description 3 . 1 Existing Site Topography Plate 2 shows the existing site topography. Topographic elevations range from 5158 feet in the northwestern portion of the site to 5078 feet in the southeastern portion of the site for a total topographic relief of 80 feet. The existing site topography will also serve as a natural wind break from the northwest winds. The existing site topography is also shown on Figure 2 . 2 . The topographic slopes range from about two percent in the northwest portion of the site to six percent in the south central portion of the site. The average site slope from northwest to southeast is approximately three percent. 3 . 2 Surface Water Drainage All of the surface water flow originates on site due to a topographic high in the northwest corner of the property. Drainage patterns from the site are shown in Figure 3 . 1. Figure 3 . 2 . shows surface water feature within 2 miles of the site. Surface water from the southwestern half of the site leaves the property via the intermittent drainage that flows in a northwest to southeast direction. The remaining surface water exits the site in a predominantly easterly flow direction. A more thorough discussion is included in Section 5. 0 . 3 . 3 Climatology Climatology information was obtained from records compiled by the Colorado Climate Control at Colorado State University. The representative information was derived from climatological information from Ft. Collins, Colorado. The site is approximately 9 miles from Ft. Collins. The climate at the site is characterized by moderate temperatures, light precipitation, and light winds, interrupted seasonally by chinook winds. The average annual precipitation for the period 1951 through 1980 is 14 . 47 inches. About 72 percent of this moisture (10.46 inches) occurs between April and September. The largest monthly precipitation usually occurs in May. The average wind speed varies from about 5 mph in August to 8 mph in April. During winter and early spring, west-northwest winds (down-slope) occur occasionally. There is a distinct variation in wind direction throughout the year with north- northwest winds prevailing at night while southeast winds prevail during the day. 3-1 9(056'1 FIGURE 3 . 0 Site Drainage Patterns ��- j---) 1.\ 11.a k;� i o�1 w � y 1 is.,-) i ' ) ) ) \cr ••_�' {�� I `\ �\ •1 � (/_. 1 s� _ L. • I!� mes 1! . ' A.. . --:ti c \ 66: �°�,�. - - \ v�\v v� �� v 1 \�? l �h v I'-- )' PROXIMATE ITE B I) DARY\ / v �,'1 (---,J'.. ' I A �-! 1` c It, �� ,, • \ • ., �- v! -u._,•._:.•_." \ L �1-� -� T °- ' il ��v �U F \; 5 V V - 1O \tn\c---\\__I\ �•'1 /\ soc ��•n: / s�so 50 5�\ �\\ \ e ��!�- A �w)A. ti_ v�� \\9� \�m \• \ `�'' \ \mss ,,_,,,_,___,..4 1 \ ` \. (b � I lip -r___,))\`\ ,' , �� .N -,i \•,,,,f'--T-Ni i�A\\'\J \ - �i------ �;� � ' 1 €� ) hi i �"J \\� ;( °s 4 1 a \ ; ` 1 m e ) � N \k VJ �; �� s o) �. r a. S� \ J — V,) • t\\.. , .�\ i �� ..... ..\ .: /L) \>,/\\ t \ 3-2 Piq 1( (1 6 4 en �. i eli -r..�� YY r- - >_ 'r Y'T.I C I3 I m 1. li_ .I 4 i3 I O t. C �' k y F • �. I y1��✓ O --i J I!I I I. C 4 'f— - z 6� • II, • ' If • a e I ..- m t� _ — '° cs, I-,t I_ ti o ;� _ I _ a,. Ir• r. .' IN. I, - _.. .r u: - __ _ ., t, I _. r I -, _ j ; W i a x ,i-✓ 1 - Z - —, i^I u y _ & o •, 1 — -- --- �. -_ ' --- - - —- I i' I - / I c �; — , � m z_- i I 0 - - I - �... — -- - .. �� (. I J r " � 4_,_ ,' �� S V - - .e i / tX$[ ; -' yri [� / F ��. ' , ' 1 ,- -� _, . , y., .I _ T��.__ . . .. .._.. o- /_ -, h .. le I 'per m � �y r 4 . 0 SITE GEOLOGY AND HYDROGEOLOGY 4 . 1 Regional Surficial Geology The surficial unconsolidated sediments in the vicinity of the site are dominated by Quaternary age glacial deposits. These sediments lie unconformably on older Cretaceous aged sediments. The site is mantled with wind blown deposits. Figure 4 . 1 is a geologic map in the vicinity of the proposed site. The surficial deposits range the mid-Pleistocene age Verdos Alluvium to an undifferentiated late Pleistocene to Holocene age Eolium. The Verdos Alluvium consists of interbedded sands and gravels representing glacial and interglacial deposits. Interspersed within the sand and gravels are minor amounts of clay and silt. The Eolium is a very fine to fine grain silty sand and represents later erosion of rock glaciers in higher elevations. 4 .2 Regional Bedrock Geology The bedrock underlying the site contains rocks ranging in age from the Precambrian, late Paleozoic to late Mesozoic Periods. The Precambrian, Paleozoic, and early Mesozoic sediments are isolated from surficial processes and will not be included in the bedrock discussion. Figure 4 . 2 is a generalized stratigraphic column of the sediments below the proposed site. The bedrock formations from oldest to youngest are the Dakota Sandstone, the Benton Group, the Niobrara Formation, the Pierre Shale, Fox Hills Sandstone, and the Laramie Formation. The Dakota Group is approximately 275 feet thick and consists of the Lytle Formation at the base and the South Platte Formation at the top. The Lytle Formation is a yellow-gray, well-sorted, fine-grain, conglomeratic sandstone, approximately 50 feet thick, with chert and quartzite pebbles. The upper South Platte Formation consists of a light-to-dark gray, well-sorted, fine- grain sandstone interbedded with siltstone and gray carbonaceous shale. The Benton Group consists of the Granerous Shale, Greenhorn Limestone, and the Carlile Shale which includes the Codell Sandstone. The total thickness of the Benton Group is approximately 500 feet. The contact between the Granerous Shale and the underlying Dakota Formation is gradational. The FIGURE 4 . 1 Site Geologic Map i �, actx black nunow c a j . 1il Field > �\ Kfh 1 kH Ioa 36 5148 / �` ` -- _ ,�• (15691 �. servoir [ \ i r — .. ` 1 \ ___s' _ 1 (1549) vy,�7 Iv ._ -Q) Q e \ v --j i � Qv a <r nn n\ / i/ -r-i- ` \r E� I �\ CD- �J (-I �4 v.. ` l ( ( � �B� 5041 ( } ( � ‘ 1536), �.1 N� I v �� .. l ..< l:•,)., p � \�y�KI 1\ -�< II c $gllow ` ,,� ; �1 /! jJ C, \ �``�� 6X Loop Lake \; 5 NJ �(�� 1 ) /�\ I'-- Qv - Quaternary Verdos Qpc - Quaternary Piney Creek Alluvium Qe - Quaternary Eolium Kfh - Cretaceous Fox Hills Sandstone Qpp - Quaternary Post Piney K1 - Cretaceous Laramie Formation Creek Alluvium FIGURE 4 .2 Generalized Stratigraphic Column AGE ROCK UNIT THICK LITHOLOGIC OECRIPTION I TYPE 'NESS • 5' IS' POST-PINEY CREEK ALLUVIUM: dart,-grey . Opp - hunk,sandy to gravelly alluvium with scattered ;:s67- :::,; plent remains.underlies flood pleina of major streams and terraces. 1 I EOLIUM: light to red brown to of ive gray deposits 1ll I Oa 3°-50 of windblown cloy,silt,sand,and granules mainly as sand dunes east of the South Platte River,loess I 1 I 15 ft thick.sand dunes 15-50 feel thick. . I i I I PINEY CREEK ALLUVIUM: dark-grcyhurnic a sandy to gravelly alluvium containing organic matter. 1: ".X.7".';Y,,, underlies terraces which are I0-20 fl above nearby }4+ Cod Cr-20' flood plaint.upper pert charecterized by weakly I Q developed brown soil.gredes into calluvium upsiope. a t VERDOS ALLUVIUM: brown sand and gravel. pebbles,cobbles,and boulders are weathered end r.:.Y;,xs�; , partly decomposed.upper 2-3 fl consists of fine 1 ` 7'! to coarse-grained flood lain and eolian deposits with w 10'-�0' 4t' P I well developed brawn soil profile.caliche truncates I I f III II upper part et most localities.caliche fills interstices; and coats all stones.most stones are granite,gneiss, Il schist,or quartzite. I - _--- LARAMIE FORMATION: upper part is mostly gray claystore,shale,sandy shale,and scattered I lenticular beds of sandstone end lignite.lower part (r) - ,...... ..:II M &Mr- is light-grey to light yellow-gray sandstone and t o - - s'-5' o sandy shale interbedded with clay,shale,and -.=sue U - several beds of pal, k W FOX HILLS SANDSTONE: upper part consists f Y,fh 300'- of tan ci•ossbeddedsandstone.grocks downward into { 500' brown,fine-grained silty sandstone interbedded =- with gray fissile shale.locally may contain a coal bed. i _ PI ERRE SHALE' weathered brown to rust at top, small amounts of fine grain sand,fissile in part, '"Y Kr 5000. minor healed fracturing locally containing gypsum, r; commonly oxidized.dark gray,and dense below "£==—mss weathered zone,very fissile locally,slightly silty ill �_� part with minor sandstone lenses.minor healed fractures contain gypsum locally, .a rER0-er_= NIOBRARA FORMATION: UPPER SMOKEY HILL - _1Tg, MEMBER;light to medium gray to buff colored I-_� _ calcareous allele with thinly bedded limestones. F�=—' 250' common buff chalky specks(foraminifera remains). ,��A Kn :f=Tx,-;_ minor sandstone stringers.LOWER FORT HAYS t�i MEMBER;white to grayish tan thickly bedded dense _ 1 limestone. t^ BENTON GROUP: CARLILE SHALE;thinly bedded I o '=� gray to dark,gray shale,fissile in part,capped by "' _ _—__-� the Cadet Sandstone.OREENHORi4 LIMESTONE;thinly I � L.1 Kan 500' bedded shale,medium to dark,gray and dense w fossiliferous limestone.ORANEROS SHALE;black u _m shale interbedded with gray to light colored • =sue' benlonites and hard siltstone. IniIIIIIIII DAKOTA GROUP:: SOUTH PLATTE FORMATION;light to clerk gray,well sorted fine grained sandstone interbedded with siltstone and gray carbonaceous Kd 275' shale.LYTLE FORMATION;yellow-grey,well sorted fine grain,canglomer The sandstone,with chert end quartzite pebbles. _ 4-3 9( (` '—�`c aO.0„R Granerous Shale consists of a black shale interbedded with layers of siltstone and claystone. The Greenhorn Limestone is a thinly bedded shale and a dense fossiliferous limestone. The Carlile Shale is a thinly bedded shale. The Niobrara Formation unconformably overlies the Benton Group and consists of the lower Fort Hays and upper Smokey Hill members. The total thickness of the Niobrara is 260 feet. The Fort Hays member, a massively bedded, fossiliferous limestone interbedded with minor amounts of thinly bedded shale, is approximately 30 feet thick. The Fort Hays also contains bentonite beds toward the middle of the formation. The Smokey Hill member is approximately 260 feet thick and consists of a sequence of thinly bedded chalky shales and limestones. The Pierre Shale lies conformably above the Niobrara Formation. The Pierre is approximately 8000 feet thick in the vicinity of the site. The formation has been subdivided into six-member units based on lithology and stratigraphic position. Generally, the Pierre Shale is a series of interbedded shales and sandstones of varying thickness. The lowermost unit is the series of three shales with a total thickness ranging from 1200 to 1660 feet. The uppermost member is a transitional formation consisting of thinly bedded sandstones and shales. The Fox Hills Sandstone is a tan, cross-bedded sandstone grading downward into a brown, fine-grain, silty sandstone, interbedded - with shale. The thickness of the Fox Hills Sandstone ranges from 300 and 500 feet. The Laramie Formation is the uppermost bedrock unit beneath the proposed site. The upper Laramie consists of 600 to 700 feet of mostly gray claystone, silty shales, and occasional lenticular sandstones. The lower Laramie ranges from 80 to 125 feet of light gray to yellow/gray sandstone and sandy shale interbedded with claystone and coal. 4 . 3 Regional Structural Geology The proposed site is located on the northwestern flank of the Denver Basin. The basin extends to the north into southeastern Wyoming and southwestern Nebraska and to the east into northwestern Kansas. The Front Range Uplift is west of the site. Both the Denver Basin and the Front Range Uplift are a result of orogenic movements of the earths crust which began in the late Cretaceous and continued into the Miocene (75 million years to 15 million years ago) . 4-4 The regional dip of the sediments is predominantly east and southeast with the steepest dips adjacent to the mountain front and rapidly decreasing eastward. The direction of bedrock dip beneath the proposed site is southeast with a slope of approximately two percent. Figure 4 . 3 is a structural contour map showing the elevations to the base of the Mesozoic sediments and illustrates the bedrock dip in the vicinity of the proposed site. Faults have been documented in the Precambrian granitic basement rock and Paleozoic sediments in the vicinity of the site. No faulting has been documented in the younger Mesozoic or Quaternary sediments. 4 . 4 Regional Economic Geology The Denver Basin is generally known for its oil and gas reserves. Coal deposits have also been mined in the Denver Basin with the grade of the coal and amount of overburden determining the economic value of the individual deposits. Economic deposits of sand and gravel are also present throughout the basin. Oil and gas is currently being produced approximately 1 mile to the north in the Black Hollow Field and 5 miles to the south in the New Windsor Field. Both oil fields produce from older Paleozoic Sediments. Strippable coal deposits exist in the Laramie Formation in the vicinity of the proposed site. Site specific drilling information indicates that the coal deposits are of the sub- bituminous or lignite grade; however, the deposits do not appear to be economic because of grade and thickness. A gravel pit exists north of the proposed site in the vicinity of the Black Hollow oil field. Gravel pits also exist to the south in the New Windsor area. 4 . 5 Geologic Hazards There are no active fault systems in the vicinity of the proposed site. Existing topographic slopes in the area are not steep enough to present a stability problem. Furthermore, once site excavation begins, side slope grades will be maintained in such a fashion as to alleviate any stability problems. Coal Bank Creek is a major drainage contained in the northwestern portion of Section 7 . A 100-year floodplain has been defined by the Federal Emergency Management Agency (FEMA) . The floodplain area is shown on Figure 4 . 4 as a shaded area defined in the map 4-5 9C C56.4 FIGURE 4. 3 Bedrock Structural Map j"..?(..-1(-3;)lc" 1:1.1.-Ja:$: a _ 7 I L A R � I O „/�, , . . . ,,, , 1 -„,... /./; �� tI -I. I/ \C; 4(1% "..� I U i�;\I-i. (=il t b e •••....1 ..�, •, \----:- ..I I I 1\ " \ ;C.I‘v ‘ -. . C LLI/NS(1/ I i -11 C- .. ...":1,/ /U•0 c- • : ,\ i: E .,1 I. /I,':,,Z `- -4IA. APPROXIMATE 7�� % / `ii: I{C s/ ,,{%1\ SITE LOCATION / ;1,,. �Cr.1;� i Mil\ 111 �; , • 1 I ! > �t , , I I LO JcLC+ND O I 1 >;-Zi. ;\`,!�I a GREELEY /ill)Ivv�� 41 - \�= /// � \_ .1_-,•:: i,- • r,-.I.....1 ‘•.% 7 I /_,"1�1 1 ,N 0 47 O O //01 \ \1\ 0..:: - b ``'-- _ ,--/ �`� l/�/:�. h I , 1 de il V,.I.1-. 100/j-1-70_11 '` ' 1 1 •I I , , I I LONGMON _ .. 1//77�ji /j7 I E IJ N L EO11/I''rUr//LDER , ki R 71 # " 7O/ l 69/ , �6 B.7167--.‘ ^� 6a • _. 1 ��= N 1\`\I// , ~ - ' ��';' ( , - ;► •:.::•::..••.:::.. .-.4 , r . ..:::„ ":.:.:::::, I SCALE ►°�``' '::::'1.`::. . • r l ,•��A ,,®e� ,�s a{ 4` X11 O ' `' 10 MIL ;' . �� S `�, V'ac: : s(.0 61 FIGURE 4 . 4 Area Flood Plain Map I1 z5 11N. ...\-1 - --:C\ \\ / J L I S -\)-5-\---....„, \ 1/ cApproximate Site `% \,_ Boundary 12 7 \8 27• i \ \ ... 2 N \ \ ,1. -II) I 1\ � -1 I ` C r�APPROXIMATE SCALE �`-/ II 2000 0 2000 FEET F� I---, f--+ :�/ _� __ .___-________.__ �___ II � 17 \0/ 13\ _ �/ 118I I �\\\ j I I I ? within one-half mile of the defined floodplain. As discussed in Section 4.7 of this report, the Weld County Soils report (SCS 1981) states that the surficial soils have a moderate to low erosion susceptibility with a low to moderate shrink-swell potential. These factors will not affect the operational phaseof the landfill ; however they should be considered for any post- closure land uses. 4 . 6 Site Geology On-site field investigations prove that the site has sufficient and suitable materials for landfill construction. A total of 22 test holes have been drilled to date. Plate 2 shows the test hole and monitor well locations. Test hole depths range from 50 feet to 90 feet. Twenty one test holes were completed as piezometers. All of the borings were advanced with a CME-55 drill rig equipped for auger drilling and sampling. Each boring was advanced with a 4-inch, solid-stem, continuous-flight auger. Soil and bedrock sampling was accomplished with a 3-inch Modified California sampler or a 2-inch Split-Spoon Sampler. All of the test borings were logged and sampled by an experienced geologist. The lithologic logs for each boring and copies of the original field logs are included in Appendix B. 4 . 7 Site Surficial Materials 4 . 7. 1 Surficial Soils The soils at the proposed site were mapped by the U.S. Soil Conservation Services (SCS, 1975) ; however, the SCS states that the available soils information is highly generalized and may not accurately reflect local variations of the existing conditions. Moreover, this information is only relevant to a maximum depth of 60 inches. The SCS classified the soils at the site as Olney-Kim-Otero soil. The majority of the site is covered by Olney fine sandy loam (1 to 3 percent slope and 3 to 5 percent slope) soil phase. Kim loam (1 to 3 percent slope) and Otero sandy loam (3 to 5 percent slope) occur in the far eastern part of the section. Olney series are typically deep, well-drained soils that formed in mixed outwash deposits. The surface layer is grayish-brown fine sandy loam about 10-inches thick, the subsoil is yellowish- brown and very pale brown sandy clay loam about 14 inches thick. The substratum to a depth of 60 inches is very pale brown, calcareous fine sandy loam. The permeability of the soil is moderate (0. 6 to 6. 0 In/hr) , the available water capacity is 4-8 9( C564 moderate (0. 06 to 0. 15 inch per inch of soil) , and the surface run off is medium. The Olney series have a low to moderate shrink to swell potential. Between 20 to 55 percent of this soil typically passes through a number 200 sieve. The SCS states that the degree of limitation of this soil for development of a trench sanitary landfill is slight, and the use of the soil for daily cover of landfill is good. The susceptibility of the soil to erosion by water on a scale ranging form 0. 10 to 0. 64 is approximately 0. 22 . Kim series are deep well drained soils that were formed in mixed eolian deposits and parent sediments from a wide variety of bedrock. The surface layer is brown and pale-brown loam about 12-inches thick. The upper 28 inches of the underlying material is pale-brown loam. The lower part to a depth of 60 inches is pale brown fine sandy loam. The permeability is moderate (0. 6 to 2 . 0 In/hr) , the available water capacity is high (0. 16 to 0. 18 inch/inch of soil) . The surface runoff is medium. Approximately 40 to 75 percent of the material passes through a number 200 sieve. The shrink-swell potential is low. The degree of limitation of these soils for development of a trench sanitary landfill is slight, and the ability to provide daily cover for the landfill is good. The susceptibility to water erosion is 0. 32 . Otero series are deep, well drained soil formed in mixed outwash and eolian deposits. The surface layer is a brown sandy loam about 10-inches thick. The underlying material, to a depth of 60 inches, is pale brown calcareous fine sandy loam. Permeability is rapid (6. 0 to 20. 0 In/hr) , the available water capacity is moderate (0. 08 to 0. 13 inch/inch of soil) . The surface runoff is medium. Approximately 20 to 35 percent of the soil passes through a number 200 sieve. The susceptibility of water erosion is 0. 10. 4 . 7 . 2 Surficial and Bedrock Materials Categories The surficial materials encountered during the site-specific drilling program can be classified into the following categories:a silty, clayey, eolian sand; and a glacial alluvium consisting of interbedded sands, silts, clays, and gravels. The bedrock materials consisted interbedded sands, claystones, and lignites of the Laramie Formation. Plates 3 and 4 are geologic cross-sections generated from the site-specific information. Figure 4 . 5 is the cross-section location map. 4-9 9CCSe' li FIGURE 4 . 5 Cross Section Location Map 2i i , A ; C — . K- t H^ i H i r" ; TH- I TH i i t\ i i i i 7 i IN TH-21 i i 2 -� T• a i TH-22 i i _ ' TH-+e I V) L - i i H- i C T -f9 \ i i TH-'' g TH-f ---------- i N T771-2Ti D , „J ZOO Fr,r IV (---.... ..„5 .. \, •• 4-10 SC 056A 4 . 7 . 2 . 1 Eolian Sand The site is mantled by a clayey, silty, very-fine grained, eolian sand that was visually classified as a SM (Unified Soils Classification) . The moisture content was predominantly dry to slightly moist. The material was found in every boring on site. The thickness of the eolian sand varied from five feet thick in test holes TH-7 and TH-11 to 27 feet thick in test hole TH-5. 4 . 7 . 2 .2 Glacial Alluvium The alluvium consists of gravel-sand mixtures occasionally interbedded with thin beds of silty clay. Thicknesses range from thirty-three feet at test hole TH-11 to three feet at test hole TH-1. Test hole TH-1 is located in the northwest to southeast trending drainage. The alluvium here has probably been re-deposited as erosional material. No significant thicknesses of clay or sand were encountered in the glacial alluvium. Plate 5 is an isopach map showing the total thickness of eolian sand and glacial alluvium on the proposed site. 4 .7 . 2 . 3 Laramie Bedrock The Laramie bedrock underlies the entire site. Test borings show the Laramie to be series of light-gray, silty, sandstone interbedded with gray, slightly-sandy, carboniferous claystone and thin, lignite beds. The shallower portions of the claystone (less than 40 feet) are slightly to highly fractured both vertically and horizontally possibly because of overburden unloading. The total sandstone thicknesses in each test hole varied from 36 feet at TH-15 to 5 feet at TH-18 . Test hole TH-1 contains the thickest continuous sandstone section of 29 feet. Test hole TH-7 contains the thickest continuous section of claystone on the site where approximately 35 feet of claystone was encountered. Total claystone thicknesses range from five feet at test hole TH-11 to 39 feet at TH-14 . Lignite was encountered in ten of the 22 test holes. TH-20 contains the six feet of continuous lignite and is the thickest section encountered during the field investigation. Plate 6 is a map of the elevation to the top of the Laramie Formation bedrock beneath the site. The elevation differences shown on the map reflect an erosional surface rather than a 4-11 9CC5611 structural changes resulting from tectonic forces. Comparing the bedrock elevation map (Plate 6) with the surface topography map (Plate 2) shows that the surface topography correlates closely with the bedrock configuration. 4 .7. 3 Representative Material Properties Four different lithologies are represented at the site. Of the four materials, only the claystone bedrock of the Laramie Formation will be used for liner and cap material . The excavated glacial alluvium, eolian sand, and sandstone bedrock will be used for daily cover. Table 4 . 1 is a summary of the geotechnical analysis performed on the various site materials. The geotechnical laboratory reports are included as Appendix C. A total of ten samples were submitted for analysis. Included are three Standard Proctor tests (ASTM D-698) , three Remolded Permeabilities (ASTM D-2434) , six falling head permeability tests (ASTM D-2434) , eight 200 Sieve mechanical analyses (ASTM D-422) , and seven Atterberg Limits (ASTM D-423 , 424, and 427) . 4 . 7 . 3 . 1 Claystone Bedrock Samples of the claystone bedrock that will be used for clay liner and cap material were submitted for a Standard Proctor analysis and Remolded Permeability tests. The maximum dry density was found to range from 105 to 106 pounds per cubic foot (pcf) and Remolded Permeability values were found to range from 2 . 1 x 10-$ to 4 . 91 x 10-9 cm/sec. 4 .8 Hydrologic Characteristics Table 4 . 2 is a summary of the hydrologic tests used to evaluate the site materials. Packer tests and Falling Head permeability tests were used to estimate the unsaturated horizontal and vertical permeability respectively. Slug tests were performed at monitor wells MW-1 and MW-2 to evaluate the saturated permeability. 4 .8. 1 Sandstone Bedrock Portions of the base of excavation of the landfill will be in the sandstone bedrock. Relatively-undisturbed samples of the sandstone bedrock from test hole TH-1, TH-8 , and TH-7 were submitted for falling head permeability tests to determine the vertical saturated permeability. The resulting vertical 4-12 y 9C 05;61 TABLE 4 . 1 Geotechnical Summary of Site Materials Eolian Sand (Unified Solt Classification SC/CL) Percent Maximum Optimum Depth Liquid Plasticity Passing Dry - Moisture Permeability Permeability Sample (feet) Limit Index # 200 Seive Density (PCF) Content (%) (cm/sec) Sample Type TH-17 0-4 26 10 48.5 NA NA NA NA TH-17 4-8 28 12 55.3 NA NA NA NA Claystone (Unified Soil Classification CL-CH) Percent Maximum Optimum Depth Liquid Plasticity Passing Dry Moisture Permeability Permeability Sample (feet) Limit Index # 200 Seive Density (PCF) Content (%) (cm/sec) Sample Type TH-4 40 71 40 99 NA NA NA NA TH-6 25-30 48 34 95.2 106 17.5 1.8e-09 REMOLDED TH-7 15-20 NA NA NA 105 17 4.9e-09 REMOLDED TH-18 15-20 44 27 92.5 106 18.5 2.1e-08 REMOLDED TH-8 25 75 _ 48 99.8 NA NA 2.5e-06 UNDISTURBED TH-14 60 49 30 98.9 NA NA 3.3e-06 UNDISTURBED Sandstone (Unified Soil Classification CL) Percent Maximum;_ Optimum _ Depth Liquid Plasticity Passing Dry - Moisture Permeability Permeability Sample (feet) Limit Index # 200 Seive Density (PCF) Content (%) (cm/sec) Sample Type TH-1 45 33 18 85.1 NA NA 1.9e-06 UNDISTURBED TH-7 50 NA NA NA NA NA 1.4e-05 UNDISTURBED TH-8 45 42 17 75 NA NA 1.5e-O7 UNDISTURBED 4-13 SIC C,516/1. TABLE 4 . 2 Summary of Hydrologic Data Slug Test (Saturated Horizontal Permebility) Results Predominant Screened Interval Horizontal Boring Lithology Length (feet) Permeability MW-1 Sandstone 10 7 X 10-4 Cm/Sec Claystone MW-2 Sandstone 10 1 X 10 2 Packer Test (Unsaturated Horizontal Permeability) Results Test Interval Predominant Horizontal Boring Depth (feet) Lithology Permeability TH-15 55-64 Sandstone 3 . 2 X 10-6 Cm/Sec TH-17 32-44 Sandstone 2 . 9 X 10-4 TH-16 47-54 Claystone *** TH-18 22-29 Claystone 7. 4 X 10-7 *** = No Flow Recorded During Test 4-14 910561 permeability has a mean value of 1.42 x 104 cm/sec. Packer tests were conducted in the sandstone bedrock at test holes TH-17 and TH-15. The resulting horizontal hydraulic conductivities were measured at 5.8 x 10-4 cm\sec for TH-17 and 3 . 2 x 10-6 cm/sec for TH-15 for an average permeability of 2 . 9 x 10-4 cm/sec. Slug tests were performed at monitor wells MW-1 and MW-2 and were found to be 7 x 10-4 and 1. 2 x 10-2 cm/sec, respectively. In both instances, the equilibrated water levels occur in sandstone. Therefore, it can be assumed that the resulting hydraulic conductivity represents that of the saturated sandstone. 4 . 8 . 2 Claystone Bedrock Relatively-undisurbed samples of claystone bedrock from testholes TH-14 , TH-8, and TH-4 were submitted for falling head permeability tests. The resulting unsaturated bvertical permeabilties range from 1. 5 x 10 to 3 . 3 x 10 cm/sec. The mean permeability of the tests was 2 . 3 x 10-6 cm/sec. Packer tests were conducted in the claystone bedrock at test holes TH-18 and TH-16. The hydraulic conductivity was found to be 7 . 4 x 10-7 cm/sec at TH-18 . No flow was recorded at test hole TH-16 because the hydraulic conductivity was too low. 4 . 9 Regional Hydrogeology 4 . 9 . 1 Regional Aquifer Distribution Even though the proposed site is located in the Laramie Formation, which is above the Fox Hills Sandstone, it safely is outside aquifer portion of the formation (as defined by Robson) . Figure 4 . 6 shows the location of the site relative to the saturated and partially-saturated portions of the Fox Hills Sandstone. The proposed landfill is approximately 18 miles north to northeast of the Laramie-Fox Hills aquifer boundary. 4 . 9 . 2 Local Ground-Water Use All of the residences in the vicinity of the proposed site are reported to obtain their water for domestic use from North Weld County Water District supply system. Table 4 . 3 is a summary of the water wells within a two-mile radius of the proposed site. The nearest downgradient well to the proposed site is located in the southwest 1/4 of the southeast 1/4 of Section 18 in Township 7 north, Range 66 west. The well is approximately one mile from 4-15 9005611 FIGURE 4 . 6 Location of Laramie-Fox Hills Aquifer u s 21< ,� c%t � ,�,I J\ _ _ / e' 7-\ t �_L 1 �/ �� \ 1 =\ d �� - \ , li -;, r� / a"\N. / , :�- V ^ 1 A• �-_I t `ti- 1- 'Li -'i I A v .� R .. ti �A-Q \� �IJ'- � —^'� `5p� Pul l..M �� A l V 1 _ A ;� � y .--47.§.},:3-C-' _l�S�7I (��'� i n > D.<o�fi l ��}111 i 11 ' v s tir l , p �I �.��... p,�.n Sri? \l n., n peg . Na ±±I t'. A ra�...1'1 �'V n Ce<o:; e" �i' � 1 �'d ' 1 RR� ` • �' r. I ray : 1te P ," C� � � � \ w r pea 4� s Qe.C e III I— c V \ _rA\y � �" zr— rOouJ �" _ • yn. f 1 <, L.v F \ _ vt°le��3'L']s °are e h U \ \ J *eA� ? k � I n��7� t�� o �l a Al? / F i� �— ` f ��)�19 0,6 3•° " S . Iis ticn I,; \ I�,; z� Cy 'L N`JQAt r a ti V • p J)� a v' W iMI am .ce ° w t,I �\ S D 41:-, 1 n ' W + arm 00 �� d o W ; \ �t<l� icl o n .. I 1� • mr ` ��\ l�' ( s`� w •VP.�.f/' \� I,\ u -,j��< I / r 1. a<s � "'t , it ri r:.""i: EAe�� _ _ 1 -� ��ny --:�/ 1��" . 'S ^WsN �E� ll4 �TCr, C i ) —`t / tY ten„ • ! ��v-�J :, I �enn u.�I� Wh a 3 ' ',, ..1`i ,col i -a nd -.r_ 'S \ a �j s evw,a� 1 '✓`� H 'lli 2/ r,..l 'J1 / llco_ 9 n i -a erm�• 5 C- E \ e a>_ _ nm /n 3', ' °/r (®� , - I�e P �H„/r0 ', , �� ' /`L f,< �,m"q, �n �"�) I:‘ e s R z; , ; , 4-16 ..9 ,q u 5C� 73 r.'1 TABLE 4 . 3 Permitted Water Wells Within a Two-Mile Radius Of Proposed Site LOCATION DEPTH AQUIFER WATER LEVEL YIELD USE T7N, R66W, NE1/4 ,SW1/4 Sec 4 40 A 0 40 6 SE1/4 ,SE1/4 Sec 5 333 LF 82 6 1 NW1/4 ,NW1/4 Sec 6 17 A 10 450 6 SW1/4 ,SE1/4 Sec 18 15 A N/A 1000 6 NW1/4 ,NW1/4 Sec 21 210 LF N/A 25 1 T7N, R67W SW1/4 ,SE1/4 Sec 2 33 A 14 15 2 SW1/4 ,SE1/4 Sec 2 40 A 0 15 3 SW1/4 ,SE1/4 Sec 2 40 A 0 50 3 NE1/4 ,SE1/4 Sec 11 53 A 12 10 1 SW1/4 ,SE1/4 Sec 11 42 A 2 25 1 NE1/4 ,NE1/4 Sec 14 34 A 12 230 6 SE1/4 ,NE1/4 Sec 14 50 A 17 15 3 4-17 91 C 561 TABLE 4 . 3 continued LOCATION DEPTH AOUIFER WATER LEVEL YIELD USE T7N, R67W NE1/4 ,NE1/4 Sec 23 36 A 10 450 6 NE1/4 ,SE1/4 Sec 23 37 A 13 334 6 NE1/4 ,NE1/4 Sec 23 40 A 11 875 6 NE1/4 ,SE1/4 Sec 23 47 A 14 47 3 T8N, R67W NE1/4 ,NE1/4 Sec 36 18 A 0 10 1 Note: Yields shown are in gallons per minute A = Alluvial aquifer inferred from the area topographic map. LF = Laramie-Fox Hills Aquifer inferred * = Data not available Use Key: 1 - Domestic 2 - Stock 3 -Domestic/Stock 4 - Commercial 5 - Industrial 6 - Irrigation 7 - Irrigation/Stock 8 - Municipal 9 - All Other 0 - In-house Use Only 4-18 9C C'564 the southeastern border of the proposed site and is designated for irrigation use only. 4 . 9 . 3 Ground-Water Occurrence and Distribution One of the main purposes of the site investigation was to define the bedrock configuration and its relationship to the site hydrogeology. A total of 21 of the 22 test holes were completed as piezometers to obtain accurate hydrogeologic data. Table 4 . 4 is a summary of piezometer completion data and water level elevations as of September 18, 1989 . Test holes TH-1 to TH-13 and TH-18 to TH-22 were advanced to 50 feet. Three quarter-inch PVC pipe was used for the piezometer construction. The bottom ten to twenty feet of the piezometer pipe was hand-slotted and extended from the base of the boring. The boring was then backfilled with a non-specified, washed sand to at least one foot above the slotted interval. A two to three foot bentonite annular seal was placed above the sand packto ensure that surface water could not flow down the annulus and induce artificial saturation. The piezometers were measured immediately after installation and periodically thereafter. Test hole TH-3 contains water at 46. 3 feet below ground surface. Test hole TH-2 has water in the annular space of the piezometer pipe at 26. 5 feet below ground surface. The slotted zone below the benonite seal in TH-2 was dry, indicating a water source above the bentonite seal produced the water in the piezometer. To date, none of the remaining piezometers or test holes contain water either inside the pipe or in the annular space above the bentonite seal. Test holes TH-15, TH-16, and TH-17 were advanced to total depths of 90, 85 and 80 feet respectively. Two-inch diameter piezometers were installed and completion procedures were identical to those described for the three quarter-inch piezometers. Monitor wells MW-1 and MW-2 were installed adjacent to test holes TH-2 and TH-3 respectively. The completion information is included in Appendix B with the lithologic logs. The base of MW-1 is set at 34 feet with . 010-inch slotted monitor pipe extending from 34 to 24 feet below ground surface (bgs) . Blank riser pipe extends from 24 feet bgs to 1 foot above ground surface. A 10-20 artifically graded sand pack extends from the base of the hole to 23 bgs. A 2-foot sodium bentonite seal was placed imediately above the sand pack. Clean backfill was brought up to 10 feet bgs and the remaining portion of the 4-19 Df 56 TABLE 4 . 4 Summary of Piezometer Completions and Water Level Data (as of September 18, 1989) Test Test Depth Elevation Hole Hole Total To Water of Slotted Number Elevation Depth Water Elevation Interval TH-1 5105. 9 50 DRY NA 5056 to 5066 TH-2 5091. 8 50 26. 5 5065 . 3 5043 to 5053 TH-3 5082 . 3 50 46. 3 5036 5033 to 5043 TH-4 5099 . 6 50 DRY NA 5051 to 5061 TH-5 5102 . 6 50 DRY NA 5054 to 5064 TH-6 5119 . 7 50 DRY NA 5070 to 5080 TH-7 5126. 7 50 DRY NA 5077 to 5087 TH-8 5140 . 8 50 DRY NA 5092 to 5102 TH-9 5136. 8 50 DRY NA 5088 to 5113 TH-10 5154 . 3 50 DRY NA 5106 to 5116 TH-11 5151. 7 50 DRY NA 5103 to 5118 TH-12 5139. 8 50 DRY NA 5192 to 5102 TH-13 5135. 5 50 DRY NA 5087 to 5097 4-20 SELL 0564 TABLE 4 . 4 (continued) TH-14 5091.8 90 DRY NA 5003 to 5013 TH-15 5131. 1 85 DRY NA 5049 to 5069 TH-16 5156 . 0 80 DRY NA 5081 to 5101 TH-17 5128. 5 50 DRY NA None Set TH-18 5105. 4 55 DRY NA 5050 to 5075 TH-19 5120 . 6 50 DRY NA 5073 to 5083 TH-20 5097 . 1 50 DRY NA 5048 to 5058 TH-21 5104 . 3 50 DRY NA 5055 to 5065 TH-22 5122 . 1 50 DRY NA 5082 to 5092 4-21 ere56111 annular space was filled with bentonite cement grout. A steel well protector with a locking cap was also installed. The base of MW-2 is set at 52 feet with . 010-inch slotted monitor pipe extending from 52 to 42 feet below ground surface (bgs) . Blank riser pipe extends from 42 feet bgs. to 1 foot above ground surface. A 10-20 artifically graded sand pack extends from the base of the hole to 41 bgs. A 2-foot sodium bentonite seal was placed imediately above the sand pack. Clean backfill was brought to 10 feet bgs and the remaining portion of the annular space was filled with bentonite cement grout. A steel well protector with a locking cap was also installed. 4 . 9 . 4 Causes of Ground-Water Occurrences Ground water was encountered during the site characterization work in test holes TH-2 and TH-3 . Borings were subsequently advanced adjacent to them and completed as monitor wells MW-1 and MW-2 , respectively. Both holes are located in a topographically low area in the southeastern corner of the property. The ground water encountered in MW-1 (TH-2) is both laterally and vertically discontinous and most likely results from surficial run off entering the annular space or from infiltration into the eolian sands that are saturated in the zone producing ground water. The water in MW-1 (TH-2) sits above the top of the bentonite plug at 38 feet bgs while water has not been found in the screened interval of the monitor well . This shows the materials beneath the saturated materials in TH-2 to be in an unsaturated condition, verifying the perched nature of the water. The water encountered in MW-2 (TH-3) is considered perched for the following reasons: 1) Ground water was not encountered in subsequent piezometers placed to elevations below those of TH-3 . Piezometer TH-14 located near to TH-3 was completed to a depth of 90 feet; well below the elevation of the water encountered in TH-3 . Piezometer TH-14 remains dry. This verifies the laterally discontinuous nature of the water. 2) Test holes TH-15 and TH-16, advanced to depths of 90 and 85 feet respectively. Neither test hole encounter saturated or partially saturated material during drilling. Piezometers installed in both test of the holes remain dry. The dry state of these two holes plus TH-14 shows that no ground water is present to depths below 90 feet below land surface. 4-22 SC 056 The ground-water along the southern property boundary probably result from surfice water ponding in the drainage. The ponded surficial water infiltrates down until it encounters a permeability discontinuity such as an unfractured claystone where the water mounds up above the claystone, resulting the perched ground-water condition. The southern area encompassing TH-2 and TH-3 will be omitted from the filling plan to ensure that a sufficient thickness of unsaturated materials lies below the proposed base of all areas of excavation and land filling. 4 . 9 . 5 Travel Time Calculations to the Nearest Downgradient Well Calculation of the required travel time consists of two components: I. The time required for water to flow from the base of the clay liner to the regional Laramie-Fox Hills Aquifer; and II. The time required for ground water to flow through the Laramie-Fox Hills Aquifer to the nearest down-gradient well tapping the Laramie-Fox Hills. The calculations include the following basic assumptions: A. Utilizing a maximum excavation depth of 35 feet and the fact that regional saturated materials exist at depths exceeding 100 feet beneath the site, the minimum vertical flow path from the base of the liner to the Laramie-Fox Hills is 65 feet. B. The materials existing between the base of the liner and the top of the saturated portion of the Laramie-Fox Hills Aquifer are unsaturated. C. The materials existing between the top of the Laramie- Fox Hills and the base of the liner consist of approximately 50% sandstone/siltstone and 50% claystone. I. Travel Time Calculation From Base of Clay Liner to Top of Dawson Aquifer Unsaturated Flow Conditions 4-23 91.056~ Where: T = travel time through unsaturated material (sec) z0 = flow path length in unsaturated material = 32 . 5 feet for each lithology = 990. 6 cm @ = effective porosity = 0. 10 for claystone and 0 . 28 for sandstone/siltstone qu = volume of infiltrated liquid water; assuming a unit hydraulic gradient and an area of one square unit, qu = unsaturated vertical hydraulic conductivity (ku) . From geotechnical test results, ku is estimated to be 5 X 10-9 cm/sec for claystone and 1 X 108 cm/sec for sandstone/siltstone. ks = saturated vertical hydraulic_conductivity = 5 X 10-8 Cm/sec for claystone and 1 X 10 4 cm/sec for sandstone/siltstone. n = Brooks Corey Parameter = 4 . 0 A. Claystone Material T = (990. 6) (0. 10)/ [ (5 X 1O-w) 035 (5 X 1O-9) o.zs3 = 3 , 533 years B. Sandstone/Siltstone Material T = (990. 6) (0.28)/ [ (1 X 1O-6)0'75(1 X 1O-5)0.25 = 5 years Total travel time in unsaturated zone = 3538 years II . Travel Time Calculation Through The Laramie-Fox Hills Aquifer Saturated Flow Conditions T = D/VS (2) Where: D = Distance to nearest down-gradient well = 9500 feet = 289, 560 cm Vs = Seepage velocity = 6.7 X 1O-4 cm/sec 4-24 SCC5611 Assume: 1) The Laramie-Fox Hills Aquifer consists of 60% sandstone/siltstone (@ = 0.25) and 40% shale (@ = 0. 10) 2) Ground water in the aquifer will travel in a down-dip direction (toward the southeast) through an average gradient of 0. 02 . 3) The average saturated hydraulic conductivity in the aquifer is 6. 35 X 10-3 cm/sec (derived from slug test data results) T = 289560/6. 7 X 10-4 = 13 .7 years The total travel time required to flow from the bottom of the liner to the nearest down-gradient well = 3538 + 13 . 7 = 3551. 7 years. 4 . 9 . 6 Shallow Ground-Water Chemistry The shallow ground water beneath the site was sampled once in well MW-2 and submitted for analysis. Monitor well MW-1 did not produce enough water to facilitate sampling after development. The laboratory analysis is included in Appendix D. The water contains concentrations of several parameters that exceed Environmental Protection Agency (EPA) established Drinking Water Standards including: sulfate; nitrate; total dissolved solids; and manganese. In particular, manganese was detected at approximately 4 orders of magnitude above the established Secondary Drinking Water Standard for this compound (0. 05 mg/1) . The ground water is not currently being extracted in this area. Based on evidence presented in other sections of this report indicating that the shallow ground water exists in a limited perched condition, it is doubtful that it will ever be tapped and used in a beneficial manner. 9CC5tP 4-25 5 . 0 FACILITY CONFIGURATION 5. 1 Waste Characteristics, Volume Assumptions and Volume Requirements Only solid waste of a non-liquid nature will be accepted at this facility. This includes all types of non-hazardous, non- radioactive refuse and refuse generated from industrial, commercial and residential activities. No liquid waste of any nature, including semi-solid sludge and septic tank pumpage, will be accepted. No hazardous waste, whether or not detoxified or treated, will be accepted from small quantity generators or other sources. Waste Services Corporation will own a total of 170 acres. Only 119 acres will be utilized for filling (Plates 1 & 8) . This filling area, the waste to be placed into it, and the ancillary operations as discussed throughout this report, are the only activities under current consideration that would be regulated by the Certificate of Designation issued by Weld County under the authority of the State Solid Waste Act. The fill area was selected to comply with County set back rules and because of its hydraulic isolation from alluvial ground-water and overburden thickness that permits economic excavation to clays for use in the liner and cover. A total of approximately 21, 840, 000 cubic yards (cy) of airspace will eventually be filled. This figure does not include the 385, 000 cubic yards that will be installed as liner. This total includes approximately 17 , 310, 000 cubic yards of actual refuse filling space. The cap and unspecified fill and topsoil above the cap will require approximately 680, 000 cubic yards of excavated materials. Materials that will be used as daily and intermediate cover comprise the remaining 3 , 850, 000 cubic yards of the space resulting in a 4 .5: 1 refuse to natural materials ratio. Note that this ratio does not include the volume of liner, cap and cover material . The ratio of refuse to all materials removed is 3 . 8 : 1 refuse to natural material ratio. The site life was calculated using the following gate volume schedule: * Years 1-5 - 500 cy per day * Years 6-10 - 1000 cy per day * Years 11-40 - 1500 cy per day 5-1 X84. The total site life is estimated at between 60 and 70 years using these approximations. 5 . 2 Disposal Area Design 5 . 2 . 1 Fill Area Excavation and Phasing The base of the landfill will be excavated in four phases. The base is also configured for the installation of three independent leachate collection systems as shown in Plate 7. Phase 1 will drain to the sump in the northeastern part of the fill area. Phase 2 will drain to the sump in the southwestern part of the fill area. Phases 3a and 3b will both drain to the southeastern part of the fill area. A leachate collection pipe will be placed in a compacted clay lined trench to promote drainage, should it occur, to the each of the three sumps. A six-inch, Schedule 80, perforated, PVC drain pipe will be installed in the center line of each of the three excavations. Each pipe will lead to a gravel-lined, leachate collection sump. Details for the leachate collection systems can be seen on Figures 5 . 1, 5 . 2 , and 5. 3 . A 12-inch, steel clean-out will extend from the base of the sump to the surface and will provide access for monitoring and/or removal of any leachate that accumulates in the gravel lined sump. Filling will typically progress upgrade with refuse being placed in loose 2-foot layers. Compaction will be optimized by rolling the compaction equipment uphill. A minimum of three passes of the compactor should result in compaction rates of approximately 1000 pounds per cubic yard. The landfill operator will decide whether to unload refuse at the top or bottom of the working face and either push up or down. The direction will change according to the conditions encountered at the site. At the close of each working day, 6 inches of compacted cover will be placed over the exposed refuse. When a lift is completed, the next lift will be subsequently placed on top of it until the phase is completed. Figure 5 . 4 shows a typical start- up. If, for any reason, refuse with 6 inches of cover will be exposed for a period exceeding one month, the operator will place an additional 6 inches of cover over it. This intermediate cover may be necessary when reaching the end of a filling phase as well . Whenever possible, the majority of intermediate cover will be removed and reused for daily cover prior to resuming filling in that area. 5-2 SNP- FIGURE 5 Drain Pipe Construction LEACHATE COLLECTION PIPE HOLE SIZE I 1 3" rt- 3/8 TO 5/8" • 0 0 0 - 6" MIN. � �n I o 0 0 0 ``\\�► / 45 TO 60 MATERIALS - PVC OR ABS prof •''QTRASH cr. ... •.. . _ [.. . • • • . .....pt./4 ___._�••• • . • �• . l•; • • ems — - PIPE BACKFILL. O._' . • . •_S .= _ _ _ GEOTEXTILE - 9i( 564 FIGURE 5. 2 Leachate Collection System Design Information TYPICAL LEACNIATE COLLECTION WELL ADD SUMP DETAIL • -_\ LIMIT -� SLAY �� OF FILL `�APiCO yf ' -__ I � �'-, I _�, REFUSE 2 FT UNSPECIFIED SOIL OVER PIPE /'\ I lj ' ‘ ------91 I F.2S- 6-lnch 1, �y SCHEDULE PIPE / PVC DRAIN PIPE / + 11F,R V rV / v rr GR-AVEL OOMe PCSv rV rV r jFly�:y MINIMUM 2% SLOPE 6' RE�jry pgCED VrV r \.,,,NR`��'�P COMPACTED CLAY LINER NA-6 F V�V r nVnVnVnVnV�nV^VnV/\VnV/ l \ //� SEE FIGURE 5A \ ______ not to kale 5-4 900561 FIGURE 5 . 3 Typical Leachate Sump Construction E �v � 3 cr GRAVEL Fo s �huh 1"`'`°�'��• 3 y kW s TOE CF I Ef NA(F �, '^ ��e COLLECTION �rJFI1, ��M ,fin» 1 --�_ REMOVED 6' REINFORCED __ 4,45t ateaCONCRETE SLAB J 3 2-FCC I COMPACTED CLAY LINER vNAfU.RAL MATERIALS not to scale ge05 3-.' 5-5 FIGURE 5 . 4 Typical Phase Start-up • x. "n"s-irer.,, 3 FT CLAY CAP/COVER •a -F ti:'n 'y 5 L ACHATE — 1 1 COLLECTION IF SOIL y WELL �w LIFT FOUR 10 FT REFUSE r •f 's-; �`� 1(- SOIL ... za..N"`� LIFT THREE t��''-c.:. 10 FT REFUSE ��-r-.-_ - LIFT TWO 10 FT REFUSE "`��..".�� LIFT ONE 10 FTREFUSE y�`t"" ..,:j 3 wnvnvnvnv Avnvnvnv nvnv nv nvnvnvnvnvnvrwnvAKv nvAV yr CONCRETE SLAB NATURAL GROUND NOT TO SCALE t 5-6 .> .. tap Al i . - s. Alb. - , ►fits .. 00 MrV'4MN 1 onoss ill ll .° • 7, oli . ;� # r• � • � C -i 1 .r .+ L' '.. y . . ..� n , ' • _. _ - - 7 , 15 '1 o d ~. 0., ; 1 1.1111111111111.11ll11I� t, � $ 1 II I I l i l l_i:tl 1111: ..•._._.•.. ..- - -- ._. - _- f ..� .._ ,.� ._._ - - • __... . � •_ ,� 1 \ le ,— Lre fIfIIIIIIiII it '� ` . -, T 0 I Y M • t / , ...t. 61 • . • • , v. n �• O O z _ ' • • \ T. / tne i �. N.• "I M . W �� r V/ a 4• Ay 7 l / G 1.1 •1 ail b o -�O a jt n Slk /. CI., 5r !' o t �. . n ' c. r v-- r 0 7 b a St) n N •� p 44 r7 ('.• a PC 'Jw 11 O i 7 .., ,y P. - r�, • �i �� i a � � {: A4.� 443 1 • ■ Iil 0 rt r i • Rfil VII ,� a ~ �i 4 -• I'll 3' O ' ! s 4 � �. .► A 01: 4 DID Ilk 1si •'• , ; • . • • 1 rS M I CI / . it II el yl/ \I er,0, +�Sv5:v - rpm 1 1 / , I tit I PO H 4141 1 •% i I I • i / ri Y i ' / I 10..n• �� .r el 41 •� i . 0 X. a 4 ,. � . .: I f I,,i 1 ACP 6 • I , = ( • •••�+ t ' , o I 1 ;. Do i . te It ' ''� G b • t S el ,: ., • - « ❑ • ► NI T:ii, y •-,,,;r v a�.,,,,,,M:•.�::;.a..:w•r..':+, ! 41 II• • ` O Wb • ; P4. 5 . 2 . 2 Liner and Cap Construction The construction of the clay liner at the landfill will meet stringent requirements to ensure proper material is used and proper compaction is achieved. The entire landfill will be underlain by a compacted, clay liner with a minimum 2-foot thickness. The weathered claystones from the Laramie Formation underlying the site are typically appropriate for use as liner materials (see Section 4 , Geology/Hydrogeology) and will be used as such. Estimates based upon the 22 test borings installed at the site indicate that approximately 863 , 000 cubic yards of weathered claystone is present. This value exceeds the estimated volume of 770, 000 cubic yards that will be required to construct the compacted liner and cap by 93 , 000 cubic yards. The final site configuration is shown on Plate 8 . Geotechnical testing will be completed prior to lining portions of the filling area to ensure the materials meet the proper specifications. The testing program will include collection of a representative sample of the soils intended for use as liner material, completion of a Standard Proctor Density Test (ASTM- 698) , and a Number 200 Sieve wash and Plasticity Index Test (PI) . The results of these tests will be used for quality assurance/quality control (QA/QC) during material testing and liner placement. One soil sample will be collected for each 3000 cubic yards of liner to be placed and will have a number 200 sieve analysis and PI run to ensure they meet the specifications outlined above. The materials used for clay liner shall have greater than 50 percent passing a Number 200 Sieve and shall have a Plasticity Index greater than 10. Based upon the testing discussed in Section 4 , materials meeting these specifications that are properly installed will have final permeabilities of 10-7 cm/sec or less. The 2-foot liner will be placed in uncompacted lifts not exceeding 9 inches that will result in compacted 6-inch lifts. The lifts will be compacted using a Sheepsfoot Compactor. The liner will reach a compacted dry density equal to or greater than 95 percent of the Standard Proctor density (ASTM D-698) . The moisture content of the material will be maintained from 0 to plus 4 percent of optimum using the same testing criteria. In addition, the compactor used for liner placement will have Sheepsfeet of a length long enough to penetrate the full lift depth of the liner. For example, if 6-inch lifts are placed for compaction, the Sheepsfoot will be a minimum of 7 inches in 5-7 � • bil length. The liner will be compacted with a minimum of five passes over each lift. The compactive effort required to place the liner to the specifications outlined will be noted and any modifications to the number of passes required will be made as the liner is placed. The cap of the landfill will consist of a minimum of 2 feet of compacted clay material, 12 inches of unspecified soils, and 6 inches of topsoil for reclamation. The 2-foot clay portion of the cap will meet the same criteria as the liner with the exception that the cap will be placed to a minimum of 90 percent of optimum proctor density (ASTM D-698) and to within 4 percent of the optimum moisture content. The difference in specifications originates from the compacted refuse. The density of the refuse will be far less than the anticipated Standard Proctor Density, so it will be difficult to exert the compactive effort necessary to produce 95 percent compaction. Construction quality control procedures are included for both the liner and the clay cap in Section 8 . 0. 5 . 2 . 3 Materials Selection and Quantities Based upon the information discussed in Section 4 , the clay from the Laramie Formation underlying the site are appropriate for use as liner materials. The clay materials will be excavated and segregated for use in the liner and cap. The material will be selected prior to excavation and placement by excavating pits and completing the testing specified above. In addition, a technician under the supervision of the independent engineer will be on-site when necessary during the excavation and placement of the liner materials to ensure that the proper materials are being stockpiled and used. 5. 2 . 4 Surface Water Control Figure 5 . 5 shows that the proposed site is topographically situated such that it does not receive any surface water run-on from off-site locations. However, measures will be taken to ensure that any water which falls on the working face is not allowed to leave the working area. The objectives will be achieved in the following ways; * Minimizing the size of the working face. * Constructing temporary diversions on the site to route the run-off around or away from the working face. 5-8 900564 FIGURE 5 . 5 Surface Water Flow in Vicinity of the Proposed Site e.z,�� e.), It li 1 �\ J� ��' °'S 1 �� may. ( � s kaC No 6a H l f V ) i i r 4//.., iv A �. \ --\-, p - 1 �o\ iV _ . i �}-- i - �Ni �� y I — — — i\ ! v \`' a APPRO^ IMATE`F,SkTE_BOUNDAR 11 r' �I V A AA — --► �' \ c e I — �`, � - 1 � A �A '.� .A. - _✓ �\. \,,1 A �� ,�, t , i � . .AA, j i — - ` \ \ \\ _�\ \ �,l _ N A V ` \v ,•t� { ,i1V A V Ae �1 , �- 1 � A iA\� � � it v�VA � A\ }1 �� ,\ ,\,,,,,,:c.1,a� Q: ,--- -..->::::::< w\ , \r 1 \ I17 sc �\� \ SALE \.� \� ) ) a I) ) 9 � v L% `�./ (`�`<.w A v v `\ , :. r� ` 1 ❑1118 is ) A� A. _.� �i� •••1.•,L.,,'� �� f S �, .. ls= ,, : \---N-� - tii� l — 5-9 9 C C..;, ; 1 Temporary diversions will be built during the progressing landfill development. The diversions will be constructed to route water away from the working face on the undisturbed areas on the uphill side of the working face. As the landfill progresses, these berms will be removed and others will be built. Locations of the temporary diversions are left to the discretion of the landfill operator; however, their position and utility will have to be verified by an independent Engineer before they are constructed. Limited sections of permanent drainage ditches will be built in the locations shown on Plate 8 . Complete perimeter ditches are not necessary because: 1) potential runon to area during filling can be controlled during operation by the limited sections; and 2) the majority of the water will leave the filled site as overland flow. Each ditch will be constructed during the excavation of the phase that it drains. The ditches will be trapezoidal, 11-feet wide, 3-feet deep, and have 3 horizontal to 1 vertical side slopes. Runoff calculations for these ditches are included in Appendix E. 5 . 2 . 6 Pre-operational Activities Prior to placement of refuse in the first phase of the landfill , various activities will be completed including: * obtain all the necessary state permits including monitoring well and dust emissions permits. * Test soils intended to be used for liners. * Excavate and segregate the topsoils, liner and daily cover material for the first area. * Place and certify the initial portion of the liner. * Install the initial ground-water monitoring wells. * sample monitor wells for background water chemistry information. * Construct permanent and temporary run-on control structures as needed for the first filling area. * Construct perimeter fences. * Improve or, if necessary, construct interior access roads. * Construct support facilities. * Place permanent benchmark outside the filling area for use in completing yearly material balances and any other surveying activities that the operator may require. 5-10 SC0564. 5. 3 Support Facilities 5. 3 . 1 Landfill Access The entrance to the landfill is proposed to be located on Weld County Road 25 in the southwestern area of the site. Access into the site is on an all-weather road that will be maintained by the landfill operator. A combination landfill office and gatehouse will be located at the entrance to the site. The landfill office will also serve as shelter for the landfill employees. Temporary roads will be built into the disposal area and will be constructed for all-weather use. The roads into the site will not exceed grades of 8 percent and will access the working face. Temporary directional devices will be used to control traffic to and from the working face. These devices include: * Pylons * Barricades * Signs * Temporary fences The temporary access roads will be built to allow convenient passage of two-way traffic at the site. The landfill office will be built at the site and will remain during the life of the site. It will be large enough to act as both the gatehouse and an employee shelter and lunchroom. An equipment maintenance yard will be located adjacent to the landfill office. The yard may include a maintenance building if deemed necessary by the landfill operator. If a maintenance building is constructed, it may also have an employee service area. The locations of the entry road, landfill office, and maintenance yard are shown on Figure 5. 6. 5. 3 .2 Site Fencing Unauthorized access to the landfill facility will be prevented by permanent site fencing around the perimeter of the landfill. A gate will be placed at the entrance to the facility and also on the northern boundary of the site. The fence will be a minimum of 6 feet in height with a 2-foot canopy and will be chain-link or similar construction. Additional fencing may be placed around the perimeter of the maintenance yard if deemed necessary by the landfill operator. Temporary fencing/screening will also be used at the working face to control windblown trash and, in some cases, to direct traffic. 5-11 DC x`564 FIGURE 5. 6 Facility Configuration r..................--•--.__._..._.__.........•--•--•--•-- a HT OF FILL ---- l . I 1 I i ' - • i i I I � t\ PROPERTY N ' 1 19 _4 CRES I BO UND.4RY :.. j I _ I z00 F . S'BT 3.4CX i I j •• fl I !I:4S tii ; !v GAT 11 USE WORKSHOP m .•I LANDFILL �J ,y OFFICE t — i` i --•--•. �-_• - - I HIGHWAY 14 zoo fT, The fencing will be a minimum of 8 feet in height and will be moveable. 5. 3 . 3 Resource Recovery Resource recovery activities in the Rocky Mountain Region have been attempted using both methane gas recovery and recycling. Methane gas recovery has not been widely practiced in this region because the amount of methane generated in the relatively shallow landfills has not proven to be economical . If recovery of the gas becomes economically viable in the future, the operator will consider development of this resource. The second type of resource recovery involves separating recyclable materials from the refuse. National experienceindicates that economical recovery of recyclable materials generally requires separation of the recoverable items at the source. The landfill operator will place recycling bins at the entry to the landfill but will not assume the responsibility to separate the recoverable items at the working face or at the gate. The operator will review the feasibility of sorting the waste brought into the landfill as markets for recoverable materials further develop. Indirect resource recovery efforts are discussed in Section 2 . 5-13 9f C561 6. 0 FACILITY OPERATION 6. 1 Site Management 6. 1. 1 Operations Schedule The proposed landfill will be open for operation during the daylight hours. Generally, these hours are 7: 00 a.m. to 4 : 30 p.m. Monday through Saturday. Notification of changes in the operational hours will be posted on the entry gate at least 2 weeks prior to the change. The facility will generally be closed on Thanksgiving, Christmas, New Years Day, Memorial Day, Fourth of July, and Labor Day. 6. 1. 2 Equipment and Personnel Requirements The following personnel and equipment will typically be available at the site: Personnel : 1 supervisor 1 gate and record keeper 2 heavy equipment operators 1 laborer/spotter (as needed) 1 mechanic Equipment: 1 landfill compactor 1 scraper 1 bulldozer 1 motor grader 1 2 , 000 gal. water truck 1 pickup/service truck 6. 1. 3 Control and Record Keeping Incoming waste verification and record keeping will be performed by gate attendants. These attendants will be trained to be familiar with the types of wastes allowed at the facility and will deny access to vehicles carrying unacceptable waste streams such as containerized liquids, sludge, and small quantity generator hazardous waste. Accurate records will be kept of gate receipt volumes. In addition, results of all of the monitoring and inspection activities discussed in Sections 7. 0 and 8. 0 will be retained for 6-1 Se C55 inspection by authorized regulatory officials during normal business hours. At a minimum, the site operator will keep the following records on site and available for review: 1) Quarterly inspections by independent Engineer 2) Litter policing reports 3) Volume and types of incoming refuse 4) Results of wind, gas and water quality monitoring 5) Any special waste accepted within the bounds of the Certificate of Designation. 6) Construction QA/QC documentation 6. 1. 4 Safety Control Safety control at the facility is the responsibility of the site supervisor. Normal safety precautions will be observed while people are near or are operating the landfill equipment. At least two employees at the site will be trained in first aid techniques. A well stocked first aid kit will be kept in the landfill office at all times. Emergency telephone numbers will be prominently posted in the landfill office. Posted telephone numbers will include local police and fire departments, the nearest hospital facility, and the Colorado State Department of Health. The local fire districts in which the site is located is the Severance/Windsor Fire Protection District. The nearest hospital or clinic to the site is Poudre Valley Hospital in Fort Collins. 6 . 1. 5 Water and Sanitary Requirements Both potable and non-potable water is required for site operation. The operator will use North Weld County Water for drinking and other domestic uses. Water may be required for compaction of clay liners and covers and for dust control. The quantity of water will vary depending upon the type of activity being conducted at the site and the moisture content of the liner materials. If water is available from ponded runoff from unfilled and permanently closed areas, and can be shown to be innocuous, it will be used. Well water will be obtained from a permitted well operated by the current landowner. The water will be transported to the facility, and stored and utilized on an as-needed basis. Sanitary needs of employees will be met through the provision of permanent washroom facilities in the landfill office. 6-2 SICE�'tr i 6. 2 Control of Nuisance Situations 6. 2 . 1 Litter Control Windy days will occur at the landfill, and measures will be implemented as necessary to minimize windblown debris. The following operational measures will be employed at the site: 1) Application of 6 inches of daily soil cover following the placement of each refuse lift and at the end of each day. Also, cover will be placed on refuse as soon as possible on days when wind is a noticeable problem. 2) Limiting the size of the working face during windy periods. 3) Permanent and, if necessary, moveable site fencing will be used to contain windblown refuse. 4) Operations will cease during periods when high winds are present. 5) Litter pickup activities will be implemented when periods of high wind have caused refuse to be blown outside the working face. Application of soil cover during refuse placement and limiting the size of the working face are the most effective means of minimizing blowing litter. Generally a working face size of 100 to 150 feet will be maintained. On windy days the size of the working face will be reduced. In addition to soil cover, fencing will be used to control blowing litter. Temporary fencing will be constructed and used as an additional control if wind-blown litter proves to be a recurring problem. Wind velocity measuring equipment will be maintained at the proposed facility. The landfill supervisor will place daily cover and cease landfill operations during periods when high wind warnings are verified. High wind warnings are defined as sustained winds of 40 miles per hour or greater, or gusts of 55 miles per hour or greater that are expected to persist for one hour or longer. In the event that litter escapes from the working face for any reason, it will be promptly collected and returned to the working face by site personnel and, if required, additional temporary labor. The operator will make every reasonable attempt to 6-3 w ertr`6 ...�y'E App 4 satisfy the concerns of the surrounding private property owners with respect to cleanup and removal of any blown litter. If needed, this would include scheduling pickup from those properties. A telephone number will be provided to neighboring landowners. Trash would then be removed from their property within 24 hours of notification. Blowing refuse may come from vehicles transporting materials to the facility for disposal. To minimize this type of littering, the operator will maintain a fee schedule that will penalize all uncovered loads which come to the site. The penalty for bringing an uncovered load to the landfill will be twice the normal disposal fee. 6. 2 . 2 Vector Control Disease and nuisance vectors are controlled by expeditious compaction and application of daily soil cover to minimize food and harborage. If in the unlikely event additional vector control is required, the services of a professional exterminator will be obtained by the site supervisor. 6. 2 . 3 Odor Control Odors at sanitary landfills may result from a variety of sources usually contained in the incoming refuse. Any odors from daily operations dissipate within a few hundred feet of the working face within the landfill area boundary. Application of daily soil cover as described in this plan, will effectively minimize landfill odors. 6 . 2 . 4 Dust Control Dust and particulate matter originating from winds, vehicular traffic and operational equipment are controlled by the site supervisor. Long-term access roads will be covered with gravel to minimize dust generation. During dry periods the operator will have the option of using either calcium chloride or water to minimize the amount of dust generated on the temporary access roads. . Applications of these materials will be made whenever deemed necessary by the landfill supervisor. The landfill operator will be required to obtain a dust emissions permit from the Colorado Department of Health prior to beginning operations at the site. The operator will revegetate closed areas promptly to minimize areal dust generation according to the closure plan presented in Section 9 . 6-4 6. 2 .5 Fire Control No burning of waste will be permitted at the landfill site. Personnel working at the face will be specifically trained to detect potential fire problems to ensure that no spontaneously combustible materials are not placed in the fill . If a fire occurs in the refuse, it will be extinguished by excavating and removing the burning refuse and covering it with soil. A water truck will also be on-site and can be used for extinguishing fires. In addition, all equipment operators will keep fire extinguishers on their machines to control small fires that do not require excavation and covering. The Severance/Windsor Fire District will be contacted prior to the onset of operations. District personnel will be shown all operations, and the location fire fighting equipment and access gates. Landfill personnel will cooperate during any routine inspections and will comply with all reasonable requests that District personnel may make. 6. 2 . 6 Methane Gas Control The landfill is designed to have all filling on a compacted clay liner at least 30 feet above the water table. This filling procedure helps to minimize methane gas generation. Migration of methane gas below the natural ground surface will be minimal because of the low permeability of the bottom and side materials. Methane gas monitoring procedures are discussed in Section 7 . 3 . If methane migration needs to be controlled, an active or passive gas system will be installed. 6-5 B it 0 6 7 . 0 SITE MONITORING 7 . 1 Environmental Monitoring 7 . 1 . 1 Leachate Detection and Monitoring Little or no landfill leachate is expected to be generated by the facility. This is a result of the following: * Lack of ground water that can migrate into the in-place waste. Water balance calculations are presented in Appendix F. * Procedures to deny liquid wastes or sludges. * Surface water controls directing water away from the working face. * Maintaining a relatively small working face. * Placement of daily cover to prevent precipitation from entering the compacted refuse. * The low annual precipitation rate (approximately 14 . 47 inches per year) will keep the total moisture content of the incoming and in-place refuse relatively low. If any leachate is produced, it will be detected at the sump locations shown on Plate 7 . The leachate monitoring system for each sump will consist of a 6-inch, Schedule 80, perforated PVC pipe that follows the drainage line along the top of the liner to each sump. The pipe will reach the sump at which point it will drain where it can be detected using the 12-inch diameter, PVC riser pipe that will extend from the base of the sump to the surface beyond the filling area. Figures 5. 1, 5 . 2 , and 5 . 3 show details of the leachate collection system. The riser pipe will be placed into a concrete pad at the sump base and the pipe will be slotted to a vertical height of 1 foot above the pad. The pipe will extend to the surface where it will have a locking well protector. There will be a minimum of 2 feet of compacted clay beneath the concrete pad. The leachate removal system will be constructed at the time each landfill phase is initially opened and lined. Gravel will be placed around the base of the leachate pipe to a depth of approximately 1. 5 feet and a minimum of 6 inches of sand will be placed over the liner to promote drainage to the sumps and also protect the liner from exposure degradation. Refuse will be 7-1 ��p qqa� a:JCUo<:?/4k initially placed at the base of the sump on the gravel. Since these wells will not contact ground water, well permits are not necessary. The leachate collection system will be monitored quarterly. 7 . 1 . 2 Ground-Water Monitoring Ground water beneath the site will be monitored at key points on a quarterly basis as an additional assurance and a back-up to the leachate detection monitoring described in Section 7 . 1. 1 . The proposed well locations are shown on Figure 7 . 1. The locations and sampling intervals are selected in a manner that will : * Provide representative background data on the natural waters. * Intercept the ground water along flow paths directly in-line and down-gradient from the landfill . * Monitor the waters nearest to the surface that would be the first impacted if a release were to occur. The monitoring system consists of two types of wells because of the lack of water underlying the site. There will be two wet wells used to monitor ground-water quality. These wells, MW-1 and MW-2 , are located in the southeastern corner of the landfill . They are currently installed and have been sampled once. Well completion information is included in Section 4 of this document. In addition to the wet wells, a system of wet/dry monitoring wells will be installed to monitor for both the presence of ground water and methane. These wells are placed on 500-foot centers around the site and will be installed in a phased manner as development of the site progresses. The wet/dry monitor wells will be installed initially on the northern and a portion of the eastern site boundaries. The wells will be phased in according to the following: Phase 1 Filling: Prior to filling in Phase 1, wet/dry wells 15 - 22 will be installed. Phase 2 Filling: Prior to filling in Phase 2 , wet/dry wells 6 - 14 will be installed. Phase 3a and 3b: Prior to filling in Phases 3a and 3b, wet/dry wells 23 , 24 , and 3 - 5 will be installed. The depth of the wells will depend on their location but will 7-2 FIGURE 7 . 1 Monitor System Locations r__. a 's C _ _ - " Y. — - _ _ ^� — �—�_ ' I ' ' ,---_____:;:,7 cr .\ _ --.___. �r —_ vie ryes .r i �cvaT rs_, I � li V[' III I, II muA. uAu 'V� I ' ll ' I I I I v,rDr fin?"m,.vT rL._s III �, I , �u ; V � � ) i 1II I l I -;�A�- J u 11 �2 illl �� ,�� I ! lII 11 =: �I, �. vim—- :� �" �� ; I `��:,.. V , _— ��/ I il i ii 2 G FT.. �!IO'� —__/ J I d '�� = _ I • aT ----- r 2 �1 '� �,r_, i B ra ea int. I ICwan:ar florin* i L'2NT 4'D A'OA]OTl1 ILf1 1i \ �C�\ \ _CM ` 1 \\ Is _—{\-.--- -7-1" �� LYI RGN LIl L. S— 7-3 (]�� SC_. ®�n,tl typically be installed to extend a minimum of 10 feet beneath the base of the landfill . The wells will have a perforated interval reaching to within 10 feet of the land surface. Construction of the wet/dry wells will consist of 1-inch diameter glue joint, PVC casing, placed in 6-inch diameter borings. The PVC will be drilled or slotted to within 10 feet of the ground surface. The annular space will be gravel packed to approximately 1 foot above the slotted interval of the PVC. The remaining annular space will be backfilled with dry bentonite. Figure 7 . 2 is a typical well construction diagram. Glue-joint PVC is acceptable for use because of the nature of the monitoring efforts in these wells . The wet/dry wells will only be used as a measure of the presence or absence of ground water and for the presence of methane. The site characterization program showed there to be a lack of water, necessitating a varied approach to monitoring the site. The use of this type of well facilitates the monitoring process. If, during installation of the wet/dry wells, water is encountered, a determination will be made whether to complete the well as a ground water monitor well . CDH will be notified of this change. It is possible that water may be encountered during seasonal changes. If, during the life of the facility, water is found to be present in any of the wet/dry wells, a hydrogeologic investigation will be conducted to determine the source of the water. At that time, a determination will be made whether to install any additional monitoring wells. The two wet wells containing water will be sampled in accordance with Environmental Protection Agency (EPA) sampling and chain-of- custody procedures. Sampling will be conducted on a quarterly basis and the results of the water quality analyses will be submitted to CDH and Weld County. The samples will be analyzed for the following parameters twice a year: Calcium Magnesium Sodium Potassium Sulfates Lead Total Dissolved Solids Iron Chemical Oxygen Demand Nitrate-Nitrite Alkalinity Phenols Additionally, the wells will be monitored quarterly for the following parameters: Chloride Ammonia Specific Conductance* Total Organic Halogen Carbon pH* 7-4 9COS a r FIGURE 7 . 2 Typical Well Construction - -----L OCRING STEEL WELL PROTECTOR / n l Li_ /i`/ / /y J� " `n \/ / CONCRETE -_j 'il 1- I- tI F -� 1 1 �I - ,1 ' I .- I I��!lSEATO.YITE 1- 11- ! I -1 �° / ,./ 3/6" HOLES DRILLED K ON 6" CEFTERS K �, (OR SLOTS) i i/ O - f O �' YE.4 CA4VEL �D_4CXFILL � J O // / 1" SCHEDULE 40 O - PVC PIPE O i 6" 1- 7-5 �-_ ede 0.561 41. * Specific Conductance will be monitored both in the field and in the lab. pH will be measured only in the field. The operator will make reasonable changes as necessary if CDH and Weld County would like to amend the sampling parameter list during the life of the site. The operator also reserves the right to add parameters to the list as he feels is appropriate. 7 . 1 . 3 Methane Gas Monitoring Methane monitoring will be performed simultaneously with the ground-water monitoring at the site. The wet/dry monitoring wells will be used to monitor for both ground water and for the existence of methane. The site is remote from any development that may be impacted by methane generation. Therefore, gas levels will only be documented. In the future, if development adjacent to the site occurs that may be impacted by the generation of methane, the landfill operator will prepare and implement a more detailed methane monitoring plan and, if necessary, implement a remediation program. 7 . 1. 4 Environmental Monitoring Results Monitoring results for the leachate detection and ground-water monitoring programs will be interpreted and the results will determine whether any additional requirements are necessary. The interpretations will be based on the following: * Leachate Detection: The climatological information indicates that there will probably not be leachate generated from surface percolation. It is possible, however, that liquids will be found in the leachate system before one lift is placed over the whole phase and covered. If necessary, the operator will arrange for disposal of the liquids at an approved facility or obtain a NPDES permit to discharge the waters into the surrounding drainages . * Ground-Water Monitoring: The ground-water monitoring system will include a minimum of four sampling events from MW-1 and Mw-2 prior to the facility accepting any refuse. The data will be used as background information for analytical interpretation during the life of the site. If, during subsequent monitoring events, the analytical results from background samples 7-6 S C 61 collected vary from those collected during site monitoring following start-up by more than 2 standard deviations of the mean, CDH will be notified. During the subsequent monitoring of the site, the Student-T Test will be used to statistically analyze the results to determine whether they have varied significantly. If, 1) the leachate system shows there to be liquids present following the placement of the first lift, or 2) the ground-water monitoring results vary significantly from the background results, the landfill operator will notify both CDH and Weld County within 5 working days of verification of the information. The operator will also request a meeting with both parties to discuss the results and interpretation. If necessary, confirmation monitoring and analysis will be completed. If an environmental problem is confirmed, the operator will have 30 days to evaluate the problem and propose a remediation plan to the state and county. The plan will include specific actions and a time schedule required to correct the situation. The plan will be implemented immediately upon approval by CDH and Weld County. 7 . 2 Operational Monitoring Operational monitoring will be completed at the proposed site in the form of quarterly operational inspections and yearly material balance calculations. The operational inspections will be completed to ensure that the landfill development is progressing as proposed in the Design and Operations Plan. The monitoring will be documented and will include but not be limited to: * Fill procedures and sequencing * Compaction techniques * Record keeping reviews * Nuisance control * Daily cover placement * Surface water control The quarterly operational inspections will be completed by an independent engineering firm with experience in landfill design and operation. The documented results of the inspections will be made available to CDH and Weld County. Yearly material balance estimates will also be calculated by a qualified engineer or surveyor. The balances will be used by the site operator to determine the actual amount of airspace used, soil used as cover and refuse placed in the landfill. This 7-8 9C0 1 information will help the operator adjust refuse to soil ratios to meet the specifications of the landfill Design and Operations Plan. 7-9 t 0 i!c 8 . 0 CONSTRUCTION QUALITY ASSURANCE/QUALITY CONTROL Construction quality control will ensure that the facility designs are implemented and all construction activities progress in accordance with the approved landfill plan. 8 . 1 Material Selection and Excavation Inspections To ensure that proper materials are being used to construct the landfill liner and that the excavation of the landfill follows the specifications in this plan, material selection will be closely monitored and an excavation inspection will be completed. The material selection process will include completing testing on the materials intended for use as liner. The specifications for the liner materials will be required for each 3000 cy of material that will be placed. The soil samples will be collected from test pits in areas that liner material will be taken from. The clay cap will require that materials be sampled and tested for each 6000 cy intended to be placed. This testing program will ensure that suitable materials are used in liner and cap construction. An independent consultant will complete the testing and will also oversee the material selection, stockpiling, and material placement. Excavation inspections will be completed by an independent consultant in each newly excavated area. The inspections will be documented by a written report including the consultant' s observations and a diagram showing the areas inspected. Both the material selection and excavation inspection documentation will be submitted to Weld County and CDH for review. 8 . 2 Clay Liner and Final Cover Construction Inspection and Quality Control To ensure that the clay liner and cover are constructed in accordance with the approved landfill plan, an independent soils and material testing firm will be retained to observe and test materials placed for liner and cap. The program will consist of the selection program outlined in Section 8 . 1 and will also include compaction density and moisture content testing as the materials are placed. Moisture and density testing will be conducted at no less than a 100 foot spacing for each 6-inch lift of liner material and a 300 foot spacing for each 6-inch lift of the cap. The liner and cap materials will meet their respective specifications. 8-1 �''�a F Clay liners that are allowed to dry may begin to deteriorate. To ensure the liner remains as it was placed, it should be covered as soon as possible with a layer of refuse. Any liner that has been exposed without cover for a period longer than 2 months will be required to be retested. If the liner fails the test, it will have to be removed from an area with a radius of 50 feet and recompacted to the previously stated standards. The independent testing consultant will document all the liner and cap testing results and submit it to both Weld County and CDH for review. 8-2 IN:056cl 9 . 0 CLOSURE AND POST-CLOSURE 9 . 1 Reclamation and Revegetation The landfill will be operated in phases and will also be closed in phases. When each filling phase reaches its final contours it will be covered and reclaimed as the subsequent phase is excavated and readied for filling. The top 6 to 12 inches of topsoil will be stripped and stockpiled for reclaiming the closed portion of the landfill. The stockpile will be located outside the filling to ensure it does not hamper operations at the landfill. Topsoil is stripped and stockpiled at all disturbed areas. The stockpiles will be posted as such and will be revegetated to minimize erosion and to increase the organic content of the soils. The completed portion of each phase will be covered with a minimum of 2 feet of compacted clay material, a minimum of 12 inches of unspecified soil and a minimum of 6 inches of topsoil . The total thickness of the cover will be at least 3 feet. All but the topsoil will be placed as soon as possible after the phase reaches its final contours. The topsoil will be placed immediately prior to seeding. The subsoil surface will be disced with a plow or similar implement to ensure there is proper binding of the topsoil to the subsoil, and that all large rocks and debris are removed prior to seeding. Soil analyses will be done to determine the proper fertilizer requirements for supporting the species to be planted. When fertilizers or soil amendments are required they will be applied immediately before or after seeding. The seeding and revegetation portion of the Design and Operations Plan is taken from recommendations supplied by the Soil Conservation Service (SCS) . The SCS was contacted and their recommendations are included as Appendix G. Seed should be planted using a drill to reduce the amount of seed used. Table 9 . 1, showing bulk seed rates, assumes the use of a drill but if broadcast seeding is to be done, the amount of seed used must be doubled. The PLS notation in the table refers to Pure Live Seed. Following seeding of the topsoil the seed should be protected by spreading and crimping mulch into the soil at least 4 inches. It is recommended that approximately 4000 pounds per acre is applied and that a native grass hay be used as the mulch material . 9-1 ; C e56 TABLE 9 . 1 Bulk Seed Rates PLS/ACRE % SPECIES PLS/SPECIES SPECIES @ 100% IN MIX IN MIX Blue Grama 3 30 0.90 Galleta 12 20 2 . 40 Western Wheatgrass 16 20 3 . 20 Sideoats Grama 9 . 0 30 2 . 70 9-2 SCC56/12 9 . 2 Post-Closure Monitoring Following completion of filling at the landfill, a post-closure period of 10 years will begin in order to ensure that the site remains environmentally secure. Water wells will be sampled on a quarterly basis during the initial 2 years of the post-closure period. After the initial 2 years, post-closure monitoring will be completed semi-annually for 5 years and then annually for the remainder of the 10 year period. The water analyses will be identical to those conducted during the life of the site. Any variance in analytical results will require the operator to take the proposed action described in Section 7. 1. 4 . The methane wells will be monitored on the same frequency as the water wells. 9 . 3 Post-Closure Inspections and Maintenance Post-closure maintenance should not be necessary for the completed landfill ; however, refuse settlement may occur even though it will be minimized by compaction techniques. Inspections to determine whether settlement has occurred will be completed on a semi-annual basis following closure of the site. In areas where settlement has occurred, the operator is obligated to bring the contours back to grade to reduce the possibility of ponding water on the site. The inspections will also include documentation of surface cracking, stressed vegetation, significant erosion, slope angles, drainage and the condition of the drainage channels. One inspection will be completed at the end of the spring when damage is most likely to occur. Any noticeable damage or deficiencies will be repaired immediately. 9 . 4 Post-Closure Land Use The proposed landfill site is currently in an area zoned for agricultural use. Future land use following closure of the site will be determined by the land owner and Weld County. Development of a landfill does not preclude use of the land although certain limitations must be expected. The areas that remained unfilled could easily be developed for a variety uses. 9-3 51A The land will be appropriate to house recreation areas for residents including: * Tubing and sledding area in the winter and early spring months. * Wildlife area to include game bird hunting. * Grass skiing facility. In addition to the uses listed above, the site can be used for grazing land. 9-4 q nOcgr3 10. 0 References Emmons, Cross, Whitman, and Eldridge, 1896, Geology of the Denver Basin: U.S. Geol. Survey Monograph 27 . Haun, J. D. , 1967 , Structural geology of the Denver Basin- regional setting of the Denver Earthquakes, pt. A: Colorado School of Mines Quarterly, v. 63 , no. 1. Hunt, C. B. , 1954 , Pleistocene and Recent deposits in the Denver area: U.S. Geol . Survey Bulletin 996-C. Larsen, L. S . , 1980, Soil survey of Northern Weld County, Colorado: U.S . Dept. of Agriculture, Soil Conservation Service, in cooperation with Colorado Agricultural Experimental Station. . Lohman, S. W. , 1979, Ground-Water Hydraulics: U.S. Geol. Survey Professional Paper 708 . McWhorter, D. B. and Sunada, D. K. , 1977, Ground-Water Hydrology and Hydraulics, Water Resource Publications, Ft. Collins, Co. Robinson, W. D. , 1986, The solid waste handbook, a practical guide: New York, John Wiley and Sons. Robson, S. G. , Wacinski, Andrew, Zawistowski, Stanley, and Romero, J. C. , 1981, Geologic structure, hydrology, and water quality of the Laramie-Fox Hills Aquifer in the Denver Basin, Colorado: U.S. Geol. Survey, Atlas HA-650, Sheet 2 . Robson, S. G. , Zawistowski, Stanley, and Romero, J. C. , 1981, Geologic structure, hydrology, and water quality of the Arapahoe Aquifer in the Denver Basin, Colorado: U.S. Geol. Survey, Atlas HA-647 , Sheet 2 . Robson, S . G. , and Romero, J. C. , 1981, Geologic structure, hydrology, and water quality of the Denver Aquifer in the Denver Basin, Colorado: U.S. Geol. Survey, Atlas HA-646, Sheet 2 . Robson, S. G. , and Romero, J. C. , 1981, Geologic structure, hydrology, and water quality of the Dawson Aquifer in the Denver Basin, Colorado: U.S. Geol. Survey, Atlas HA-643 , Sheet 2 . Hansen, Wallace R. , Crosby, Eleanor J. , 1982 , Environmental geology of the Front Range Urban Corridor and vicinity, Colorado: U.S. Geol. Survey, Professional Paper 1230 10-1 Or,Q 6.,4 Colton,Roger B. , 1978, Geologic map of the Boulder-Fort Collins- Greeley Area, Colorado: U.S. Geol. Survey, Map I-855-G Ritter, Dale F. , 1978 , Process geomorphology: Dubuque, William C. Brown. Tchobanoglous, George, Theisen, Hilary, and Eliassen, Rolf, 1977 , Solid wastes, engineering principles and management issues. Trimble, D. E. , and Fitch, H. R. , 1974 , Map showing potential gravel sources and crushed-rock aggregate in the greater Denver area, Front Range Urban Corridor, Colorado: U.S . Geol . Survey and Colorado Geological Survey, Map I-856-A. Trimble, Machette, 1979, Geologic map of the greater Denver area, Front Range Urban Corridor, Colorado: U.S. Geol . Survey Map I- 856H. U.S. Environmetal Protection Agency, Office of Solid Waste and Emergency Response, March 1986, Design, construction and evaluation of clay liners for waste management facilities: Draft Technical Resource Document for Public Comment, chapter 4 , Clay- Chemical Interactions and Soil Permeability. Wright-McLaughlin Engineers, 1969 (revised 1984) , Urban storm drainage criteria manual, v. 1 and 2 . 10-2 9C 056/1 APPENDIX A WELD COUNTY RESOLUTION CONCERNING THE EASTON LANDFILL 0r-- � RESOLUTION MOs O t-+ N N RE: GRANT TRANSFER OF CERTIFICATE OF DESIGNATION FOR A SOLID m .i WASTE DISPOSAL, SITE AND FACILITY TO McMILL, INC. (EATON ~ �' LANDFILL) to 9u !J WHEREAS, the Board of County Commissioners of Weld County, `� c Colorado, pursuant to Colorado statute and the weld County Home z � Rule Charter, is vested with the authority of administering the z affairs of Weld County, Colorado, and co a, t� w WHEREAS, a public hearing was held on the 14th day of � October, 1987, at 2 : 00 p.m. for the purpose of hearing the y , application of McMill, Inc, , requesting a Transfer of Certificate trl of Designation from Paul McClure to MCMiIl , Inc . for a parcel of z to land located generally on the following described real estate, to to-wit: n m L." -4 M Part of the SE} , Section 21 , Township 7 North, x r . Range 65 West of the 6th P.M. , Weld County, ;? Colorado 0 WHEREAS , the applicant was represented by Tom Hellerich, no Attorney, and Kim Houtchens, Attorney, represented Waste Services , a Inc. , and kt-V.. Di Q WHEREAS , Section 30-20-101 , - -C .R.S. , and regulations o promulgated thereunder, 6C.C.R. 1007-2 , provide standards for m c review of such a Transfer, and C n WHEREAS, the Board of County Commissioners heard " all the testimony and statements of those present, has studied the request o of the applicant and the recommendations of the State and Weld County Health Departments and the Weld County Planning Department, and, having been fully informed, finds that this request shall be approved for the following reasons: 1 . That the evidence established an existing landfill on a portion of the landfill, which use is the continuation of operations of. the pre-existing use under the Certificate of Designation and a non-conforming use under the Weld County Zoning Ordinance. 2 . The State of Colorado, Department of Health, has submitted recommendations, which recommendations for the portion of the landfill which is deemed pre-existing, are favorable with certain conditions. 3 . The applicant has submitted an Operations Report which is adequate, in most regards, to descreWee T4fable 7 r / a `776�'V/1DD71306.,�Q�� - R.OIIn/ f'- /7-/1)�..n f/- !-/�ilenc-4- /-Icule re An Aec, Page 2 RE: TRANSFER CERTIFICATE OF DESIGNATION m to landfill operations for those pre-existing portions of the landfill. 0 'r N N ON �J NOW, THEREFORE, BE IT RESOLVED by the Board of County Commissioners of Weld County, Colorado, that the application of g . MCMill, Inc. for a Transfer of Certificate of Designation from n Paul McClure to McMill, Inc. on a portion of the above referenced ▪ o parcel of land be, and hereby is, granted subject to the following z N, conditions: x CO Psi Cri 1 . That this Transfer of Certificate of Designation only m r.$) covers that portion o£ the property denoted on the �r Operations Plan snap printed August 6 , 1987 , as "South yN Fill Area" and that Weld County does not recognize any o other portion to have a continuing right to accept solid x N waste as a landfill. n z • '4 z . That no further solid wastes operations shall be accepted on the site once the South Fill Area is filled x .. or two years from the date of this Resolution, whichever is earlier. • 0 to 3 . A source of clay materials be identified and shown to be o available for operation and final closure, and the z operator required to place a .one-foot layer of compacted 0 clay over the fill below the final cover soil layer to z o retard and inhibit infiltration and percolation of water o in the fill material. The final cover shall consist of tO two feet of aclay-sand mixture with a permeability no d less than 10-6 cm/sec and 1 foot of topsoil and the final cover be applied continuously. O ly 4 . Additional earth moving and compaction equipment be no identified and shown to be available on demand for the operation of the landfill. 5 . The pile of tires at the landfill will be removed and completely cleaned up within six months of this Resolution. 6. A contingency plan for abatement and remediation of leachates from the fill detected to be impacting the groundwater beneath and adjacent to the site, will be submitted for approval by the State Department of Health within six months of this Resolution. This shall address plans for dealing with contamination both prior to and following closure. te-^ 2,C 'aa��"� 871306 Page 3 RE: TRANSFER CERTIFICATE or DESIGNATION Iv o 7 . The base grade in the South Fill Area should be raised N one foot. W A . 8 . The applicant shall indicate a commitment to a ten-year n post closure annual monitoring and maintenance program. k 0 The above and foregoing Resolution was, on motion duly made Si � and seconded, adopted by the following vote on the 14th day o£ z o October, A.D. , 1987 . M to C '4 {- , BOARD OF COUNTY COMMISSIONERS w ATTEST• `'YE rtmul�) WWELD COUN �• ORA m � Weld County terk .and. Recorder nJ x and Cie, to'the Board GOr•.• . "'a y, a ' man \ m ,..( 1: M • S C. K rb , Pro- em x i- s:. epu tly c erk ��'}. � ,� Ln ,i APPROVED AS TO FORM: ne . Bra ner n a C/ aair- �ese Ja queZ�•ne oh s n c 1- Ftel ‘ellAttorney / ra amaguchi d n ow 0 no W 9(' 05 co"� ; , 871306 APPENDIX B FIELD AND LITHOLOGIC LOGS LEGEND I - EOLIAN SAND- Silty to slightly clayey, light brown, i gravely lenses, very fine to fine grain. {' - GRAVELS - Silty, sandy, clayey with silty, clayey, sand LU lenses. E i � f i "- - CLAYSTONE - Light to moderate gray, carbonaceous, ` with iron stains, moderate to slightly fractured. •'• f i - SANDSTONE -- Silty to slightly clayey, light gray, very fine to fine grain_ ti ` ! tr j r* - SANDSTONE - Interbedded clay layers i I - LIGNITE I i , i i i i 17/6 - Number of blows to drive a split spoon or California sampler N inches. BORING NO. a TH-1 TH-2 TH-3 TH-4 TH-5 TH-6 TH-7 lam 12 : 7/12 7/12 7/12 : 7/12 : • 6/12 ' 10/12 • 15/12,',. 5/12 7/12 5/12 : 3/12 6/i2 ' 11/12s,-. 10 14/12 -----7-• 14/12 35/12 •• 9/12 9/12 : 6/12 12/12 .= r. �ry - a., • °.. • :µ 4i 4 0/1 21:7is• 6/12 14/12.::.: 6/12 : 9/12 30/1.:::::: 21/12 • --• - I.Z =� E•-+ 41/121.:::1 34/12 ": 29/12 20/12i''. ; 6/121 - :I 36/12=== 25/12 =�d i l ,•..,.- 36/1 1S/12� 21/12 •.-1 27/1'20 . # - 27/12=- --0 �>:•- _ 1 - 36i 1_�` 38/6:=_::• ; - �. 1•••• (:. L�l 1:::1-1 .;_/10 .::n 50/12 50/121A :26/12 LL 7,,122, .•� S0/7��:::.1 34/12*d f =i ;� 3 1.::_:1 50/6 H 2'_/6 �_3 `. ,1 1 F��_. � _�� 5013 �;, 1.,..i � -+i f_�..:..:;. '0/%�� tS,6,:_�_3t + t : E } �• �_; - ifs/5 w: i0/, _ - 3(„C+ :• j0/3 ►01 ;•} S/6C. �.•.•. <<.a i —1 Lj:::.::: — I '. E:�,/61id 50/G 30/3 50/4 � 40/G-� .-•{� 5ai�l:::. 50/6L.::•1 , 4 9e x'561 BORING NO. B TH-8 TH-9 TH-10 TH-11 TH-12 TH-13 X3/12 14/12 5/12. 12/12 7/!2 9/12 10 6/12 13/12 : 4/12 ;• 9/12 ,3/12 16/I2 : 17/12 : 13/12 19/12 •.. 28/12 22/12, 21/12'r - Ci, - w 20 25/12 ':',1 17/1217_--,-- 18/12 :: :. 40/12 33/12= 77/12.' 1'.. - 42/12� :` ,/12F.-:� -5. 12 16/12 , :�1 35/12 __ 50/8 . 71 ._ L.:.:. • .. • fj-=� :• 11.:. 50/121 50/fi):.:I 25/12L:2 39/11: 1 50/7 I 46,1121 :: { 30 t_= , _ , . .1 f- +== : ? 27/12 -117E 29/12 0 30/7 1:,-.Y, 3 2/1.2 0/1 1I 50/5� ) -- _1 __+ j 1 r__!ii }t j __-_ 1 'LZEl-, 19/67:15 50/7 50/[2,01 50/12 f j 50/7 rai 50/5 't ti f _ - � , i:::� .I ! .: , E7 . �__ IE i ;:. 50/5 0!8 .. Lti 50/( r��—' 5 ! z ;; �a i. rii _ F==l �_ __ ,:___:. 50 513 j0i.3 5/3 50/6 ::'=1 50/7 .50/3,H. r 9C0564. DOP,I NG NO. **TH- 14 **TH- 15 **TH- 16 i4TH- 17 TH- 18 TH- 19 0 r-7 . 8/12 4/12 9/12 12/12 10/12 : 13/12 10 - 5/12 5/12 - 14/12 .. 4/12 13/12 : 24/12 • r•- . 14/12 { : • 117/12 ' 19/12 •-::•• 22/1? � 32/12 25/12 ....„ : Z� - 25/12 : 19/12 23/12 ,.--: •.. ..... .,..50/11 -: 23/12 -- 50/10 :':-.> 30/12r 33/12 :1I 13/121-.:1 50//�::1 50/11 €7: .»/1. 1 t. —�.:s I. �, t--_ �, t :1 ..+. 30 — _I0/a :=-1 ..,!7. 1.2 1:77..a-.11 , !S `F = _ I _ r 46/1�-�1 ; i/ 12 ``�_d 4g/ 12 50/01 ... _!/6 1 50/1 Di RI - ti� .- - I•..•.• '. I•��'' L.___r t _-� I: .-1 _. 4 riT t-., f Rll Lr Il!_t�!j I:.-.1 it(�f is SL,/� ��/I� p l e...:i �:.- _ ::_ t-rr E..•. 4.. _= r_ ' 3 U 50/6 :•:•: =9/121--� Q0/1 i_- c-,0/F,1=-----: 51/1 �� Std/4 . rya ., ►-.._ M,0,4„:„:, 55/12 iiii_ Isoit - T_-_ 1::':::1 =3 r U 44/6 .:- ...-;'ti3 50/6 i 50/31 __ ::� E-E • _-1 N--- -_' �_ i -_ 50/7 f _ L___ 1:::::. - 8(7 85/5 5D/%1 le 30/b � 5D/4 i--- 9 80/3 NO PIEZOMETER SET A TWO-INCH FiEZO,'lETER 9C05•.Y4 l.4•t INC, Nu TH-20 TH-21 TH-22 • 8/12 14/5 11/12 10 __ 12/12 • 14/5 • 15/12 1 '/12 1 8i1; 25/12 2 - 30/11 50/10 1: 26/12 rL �- t i-::-.�- t= ,-. . Vii/12 [; -1 .70/! I 1 1 50/5 (: A I''. 1 ; i ' • 5 � ' C 'f---771 !'.'{ w ii.EZ1 - - _ _ _ 60 I1• :i .70/1.. r �0/ ILI bi gqti./ _ r.iri .: a-:-.=---.. —� S= .1 1111FZ-T' .,_ fl, 4 Q __ �f w C. F �=� ≥ - tt � t { - _ i:: .₹ 6 __ -1 soia 50/5€_ r • • 90056 BORING NO. blur NI\ -2 0 T' j=- CEMENT CEMENT . F GROUT : „ GROUT 10 PVC BLANK r! PVC BLANK - RISER PIPE RISER PIPE • 1 I. . • I CLEAN J � I:::: i BACKFILL �` 'J l l•:.� iJ 44 -7 0 - 1, BENTONITE .- is 1 • r • i x r.. .- 1�— SEAL ::::::::-T.— ;--e :_ A. W�.:-., l • 'J 44 PVC SLOTTED 'r �:_T.:I j.::: 4 — ', :.'PEI: j 10-20 SILICA i SCREE 1 i i. . BACKFILL 2ri ;�-r.:1 SAND PACT; , — ;. J :r : —:1. i. - -::-i---I', _ ___ i i. J' --- , �— ±., `_ ; BENTON ITF 2:i j --rr1----1• SEAL L-'.. i `____-1 4 1 1;:':j l0—0 SILICA �:::::: ;:?3. SAND PACE;,:.: "_ PVC SLOTTED i;::;:: -4 1.. -- SCREEN !::H: -.--11 50 _ �• F-. . r .:� r- . --- 60 v t .%.(1'...r."3";>._..4 �� ._�. . industrial Compliance inc .—= ., I JO0 NO• CLIENT LOCATION 12-2 2 S� k--)pr I �� 511 Orchard Street Golden, CO 80401—....-----=--_---' p / DRILLING I.tElmOO:Y �/ / Sc /JCS ). fin /f," "RING NO. Vi ii- / SHEET SAMPLING METHOD: c j/5 5?)0-t-/ /)" / Of - -AJ//.10�/vr a1 /05-14 , DRILLING START FINISH • WATER LEVEL TIME v TIME G/� J -MAE /'/) /7.,1--- ,. °ATE DATE OAT£ Location Diagram 7�?' � 7 DATUM ELEVATION CASING OEPTIi 'k- //7/al z 1 SURFACE CON0171Ot5: 4 d r uu .A a _ ,''JI } Ti W 4 � c� 'i b6 " ,< o oz L'5),, 3.. N �9 / V_ O a ea C ,L,y . ' . -, / _/ Id / 1 / 7 __. / I%^�`' 7 l� .7,. ..,,,./e.,./I i.' _ /././ _,,/......-/:ter.,, v. Sl. Ch�,/)f// Y ^ ti �/ //, 1,/•.P r-� V/ I /'I � I 7 , .• . /i: -"' /I,/,1,/,;,,T.-- ‘ 'V ,,, (/:-. ' ' --:..)7.,•; ,,./4 i A,6 I , '; / i''"?C.'i i L...,. )I / ( i..,_ /0 - „... .--- eir`ck r /,-,y, '5 l , 1 /,_ / / 1 6 /56 tG L l�l��1. rr,1.( 11,x,-! F. /�?,'� ti ,-n - .-ter,,.OSA <71_6 J I /7 r / L 1 ) /✓I.`F --i-1 1 / 12/( �J1 / r • ,it l ✓/ 2/I& 7 I 1°1)1 •x/ 17`% ?,-, i{ . --T` e-, /1,1'':t f- lid/ ..'l-,w./,' i' < / /_////7 / i/1 / - 0 5 1 / / r 7/,, a m , , I / r •A t95,(N. T ). S 11-1- C././.:7 Y ///f4 ,,: 51. n-,,.r5- - Ins5ii. <„�a- x • v II �I$ /11/b �� // 1-••III � ji J rr•r X FI �^j/nb4)),c1 LI'�/}&e,7,.tI0 �uu • / 51/rl U I. .•'r v -, S.' ., r r , Nrirps/4- 5I. s,H) hi I-• / O / ' � L l a y, �f 64.4' G14"� r,lr h � F e 14-14/:-, bloc/. goy: . 1 I L y igi I 0,10 1..,,i. 4. 4,.(.4 5 4 oie' diP C• 5 7. 61"1,-,71/4-Yr3'4: / .. . /Wit, 1i 'l I-10\ I " / _ r. 1 � Industrial Compliance Inc... -----.—='=—' JOO NO. CLIENT LOCATION 511 Orchard Street Golden, CO 80401-7'. . ._.., , BORING NO. DRILLING METHOD: SHEET SAMPLING METHOD: � OF -.. . • ORILLING START FINISH • WATER LEVEL J 1 TIME TIME TIME 1 GATE DATE — OATE Location Diagram - 7 DATUM ELEVATION CASING DEPTH } �7 'r., j c C SURFACE CONDITIONS: a «, OV Y= �W C r \ J":--- ,J W u, ... =Z r N J Q �r y"'.1 a 4 E � /-VI }� >. 'C fro= b,, i� Et b _,< p rO oz "U VI " D <o VI y f E ~ C / / CJ.r I /I / - .-- (pi)(/ /`57 r�- i / a / I 0 / `L. I I —' ,,il.i ,// , <,/j ,,., 4 ,c,---...-✓ .y ( V /*/& Y Zi C I etly<Y1,-; fir—i K l Ali +i,.:7 f S.4 ,:I ./ LI�rlili—t //:// / .-- 1 .', (----e. )__Pv 9 q /!)/Z.. SA / X )7'- :F. ,--1-- '2,-).-'7 ./7 / . A 7 / / . ./ // - /I - ,... /I / • 1 Y S U /7 1 /7 W j < / O / qcC S�"1" • • x ,,, lnc sfrla! Cotnpllance Inc { JOG NO. CUENi LOCATION Sit Orchard Street Golden, CO 80401— _� . '~ 1 ��Z.SCJ �r2T ( U------ iDRILLING METHOD: /r BORING NO. _— SHEET SAMPLING METHOD: 5j,///--5 e h%- / OF t /9/tO,n- . (DRILLING START FINISH WATER LEVEL TIME TIME./ TIME y� // yr. /. ' ) DATE �O TE OATE Location Diagram DATUM ELEVATION CASING DEPTH I 1 /!% / /�%� ,�P z Jo r P SURFACE CONDITIONS: 7 C i i_ \t C c .- - ' et,. i. c LL i z r N J Q a— 3' J z 4 ` >2 O N'>J W LL O ilb ItV u 5< ' co Oz t) / r cc i / / 4 1 A / L III /; II -liLr.''i - /.,1 . . ,1)y --.).1 ;, / i . / %`F'i'. -/(7 4 U � / '4/:%; % L ; - n E/ ! // i 1 4) j / lc J'' / I I S I, / .//// / f 4 /1•1)*/ 1 t V , i 1J(f /Y(CI 17 v O,.., C I,Q i( ; 1--i- i-noel e:l Ay j rr.o)...4 if .'s)41J„( r i,re E ,re, I� s ./N.///A //: rvicsit,(Tril.05)It ,7 Ac 1,-, 1 i/ a I / it/I, ,-, 5k./. ,il 4-ii. /i D 1' 41 C. y /n -i��,,, /� �,ti c L c ,--y Y _ Fft/ _ 2-5'.52/4.4 . u I 7/e• 5-V, )4f„ 10 CL c 14/} yYu,,•l, �rlli/, s j• :Ae,i .s t , .t1lek it},R Ff 510/%11 W.5 1, 5/ tit $ / ',rsmn, ,t1�� t�l;,� - o / ' /21///4; ?i'' l',/S p _ --)rindf. 1 (.�.J/01y <,l /AI 0- r, elnx,l r•JrA/*,r .c.��3 / '• I V•A hfil-77-TIA-1 C.eSell. 41,' ., 1 1. :-I� f op - -- _ . _ Industrlal.Compllance Inc, , ,Oo HO. CLIENT LOCATION 511 Orchard Street Golden, CO 80401= V ! BORING NO. L. DRILLING METHOD: ' —....— — � — t/tPtet (61 SHEET SAMPLING METHOD: y 2 OF DRILLING START FINISH WATER LEVEL TIME TIME _ / . TIME DATE q''TE DATE Location Diagram ' 7// 'f� DATUM ELEVATION CASING DEATH �i z / GI SURFACE CONDITIONS: 4 2s tiW r u v� u 0c7 � � = S J l+, yp +Z r ›s: Q .r NL o a}s} � y r-� Tc � 'C W4 0G N 5yr:g o `Q oN / . / .. CC . A / , i _,A / 1 (o11{ / 5pl 4,� / ,� �llr�l r?:�IG, i' rlr ; �, f � 5/ly (old/ l '..r s h, it �� i r I tn. ;/, roh% (1)‘''�/ / 5{r ;t) ,A- 1 • //,. /j � ' A AT�T r.J / //•'_',i .1 .1 /0 ,', J / J /J/// J V V . / r// ° 0 /I / X _ f U ///: • /7 t o / 9" '64 / . x . .-- Industrial Compliance Inc _- -1 Joe NO. CLIENT LOCATION - - 12 2z<u wpl 1,o(i (co 511 Orchard Street Golden, CO 80401 i BORING NO. DRILLING METHOD:_e�/d_3Y r bi-,. ---- il..v.zte r 7171 3 SHEET % SAMPLING METHOD: <,PJ1 " '-.,,C.--,. O/l; I OF 2_ 141i c—orn..,i 4 DRILLING START I FINISH WATER LEVEL cry Ai)r`.-,(re I i t TIME TIME TIME X°5 ? 3G DATE DATE DATE Location Diagram l DATUM ELEVATION CASING DEPiH 771% IS G SURFACE CONDITIONS. ni u LK C u 6: 0 DO ¢ �w r Zw -1y ww ze ., rZ Nw Q � �-LL a . _ • r.n 2. 1 > -O W O C <� zb �U _J< O � D2 '"u O D S... D N/ _ w CC / / I / / I f to (i //I / n )7 yi ��3114 ,0114'1 5D� ;'4 51 Ynr, 4 - ,t)JaL r ter' - .'cif") / / .,a/A'. / / ",19,/.411, 61 ‘ -- F J/14vf 10.1 — � I- rA�15�_ *illy /Ilk 'l �s G9 �1 �a,,d�l, sr ./ �i,. ?. jr,4ve/5. 5-frII t j Sh 2 lL 11 v , �_(nal/ :l fr. /1 -r- 1.-e- ..I "rifi f- • � , , .� � ��S�i,.r. racti'1 5/ 1A:i�/ / I / D ? Ii / /1(16 . 5e q,%Nc(� -Sr it /,,` (/ -/// r i� . i <_,, t l .-/-x-/„ 1=- x t A1i, J z r �-f l / . x / I Co cid/6-y <,a ,ti r Gf 9//12/ 4h, -) re ,in,it,Co/ 1-21,471(a1,7 7' 4//14y w l/ O / 9\,} r}11P -3) 5k: rw)."09t -5-1Ny,. <I ( /Ptie•V, l asisi ik.f �� / 'b� L` . 0a� -lsi ” v,e,1. ; .4 ,tiA . �l nn(Ayr c� (�? W 51: ris5 e- .Ave1 Pe 57/4: ' . 'fly 1 3 , Industrial Compliance Inc — --`I JOO NO, CLIENT LOCATION 511 Orchard Street Golden, CO 80401 I I b„, rBORING o oRILUNG METHOD: --- -------- 71f 3 SHEET _SAMPLING METHOD: DRILLING START FINISH WATER LEVEL TIME TIME TIME 3 i J DATE DATE DATE Location Diagram DATUM ELEVATION CASING DEPTH C' SURFACE CONDITIONS: LL fp I- u - o OV i �j C r, J` ..,V . u, r Z 1l1 Q -0 F.� n- _ F�'1 fi2d } r0 WLL Or <� orb uU j< O � OZ �V m O :y Dmej / / (1,0 , ; 1 f V I / ri 0A („Ir/ / I ' / _ 1e2,-. ( ' i. '' / �,<00,1 r leis // // r9.c,e) � &5. " / / 1 . / //: / / / / ❑ ! D Y //// 1 _— 2 V / / /f u H O / . .. L// a't Qi4.o61.11 - Industrial Compliance Inc.'=---------- �'=err i JOO NO. CLIENT LOCATION I ..2-2-al- lr.vr` 511 Orchard Street Golden, CO 80401— "" `" 8ORING NO. nnittlr,G METHOn:_.4 I/ 4. .j JCS • SHEET j� SAMPLING METHOD: T 1/36)C.);,-,..„1.--- _ / OF c e- r1 �G�y/� gil/cP� DRILLING !?!! 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CLIENT LOCATION 511 Orchard Street Golden, CO 80401` BORING NO. GRILLING METHOn:._ (/ L , . SKEET rl/ SAMPLING IAETHOO: OF �j GRILLING START FINISH WATER LEVEL TIME TIME TIME DATE O YE OATE Location Diagram 4,•/.%•:'DATUM ELEVATION CASING DEPTH /7/7 _ „a C• SURFAcE CONOIT10N5: x �r 4 Jx 4 c i.. T Ol) = W �L v. a ^,Z N \J Q •r 3-u J 4d ` 1-0 >C } Ti L.Li. O� zS WV �= '6j'a O OZ �tJ N "" O 7.. N tv --_ '.= / ...-71 I_ ..... , / / ..... i fli / / %C/ /y}� ,5,0/11 ') dry-51. rt,i,ri .i_ C ,-;/ $1,f r...-..i II , (OA,f. / / I (7.1417 /mil1 �' r /.a,�J,; -- . �/ •n"-.: J . %�"�. �a ce �/, , r/ re ,', ,, rr/4r h, / / //1 / -5.")1 P 6 lic)a---D i-, c. ir:,-7, 7 <4 A ( i -:,-- . -- /-';;; ,---f ;in -7e , ...,... , I _... , .. / / . A ✓ I/ 1 / • /A ./I /I , r / ` • O O ` Y f x - l u �- - // A W / ////p . �:i61 . 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( 4. !/_ •'') / ..;Lf iV ;./41.t,? CY/I,'1frq( %C/4, l fill //' / 4t` 1 cF L.t. %r YvcL 1 ^ Industrial Compliance Inc. 1 JOD t+O. CLIENT LOCATION 511 Orchard Street Golden, CO 80401= 4 ., ./ �"Da-"6-4-1' w5 ��/ No. CNILLRIG METHO17: _ � - 1-7-- HEET SAMPLING METHOD: 031. Of .,t DRILLING START FINISH WATER LEVEL TIME TIME TIME DATE. DATE OATE Location Diagram -1/,'�' DATUM ELEVATION CASING DEPTH /• .- Je p SURFACE CONOITION5: S 0 • O_Jur O: ., ,V Y z LL T d x r s _ 'r >, 'C v. Lvl a <� zS wV b< p rD OZ �U VI u� O ie IM / :' r ^ CC /./A / r c \.'1./ I `r r/N,i)-r,,-(' ;i J;••, --/- ;,,•--/. . i' i,,, , ,- fr. . ..� �=s (2 s C� ,, ;9 V `��/ . /N// ,:',2!/it •/ , ///1/- 4; �/,A / / 1../ L// , n FAIiI/ V r-/ Et, 1 ,:-.1., f/ v l,C:f i 1 - i _ /C. 7.,:i ,I�-_r / - �1• ., I'; 4 r / / Wit' ,'P/ � { (' --, z, ',1,4- ^ii (3,E . 7L . -r (? f ./ , / C . /I / } /1 / O Y z /u ---- .< j • O / / {/// a ter. //, r ' - — - , / • . .r I - --- - Industrial Compliance Inc j ma NO. CLIENT LOCATION T 511 Orchard Street Golden, CO 80401 2-/2-2 �S BORING NO. ORILLING METHOD_ /r Sa�/ _ /ei ZI le _ r/-71- it 5 EEET SAMPLING METHOD: //0/4-74- f�'1 Td,� ( OF u_ f_ DRILLING • START FINISH WATER LEVEL TIME TIME TIME g.(5-' 10 C1ri DATE DATE DATE. Location Diagram �/� 7/ ' ' DATUM ELEVATION CASING DEPTH � % + C SURFACE CONDITIOSS: P t c jEDu w ` -_ l'J u r2 V\j'� � �r Fy 1.Q , 1-:11 v 6 J L WLL 9'e < orb uu i _,a O EG OZ �V N D pfil 0 1 C / • 4I�/ �v I w,� -,c-Aid 1- tme1___LLIt`� aorA OGhG,!.. . Z__,/ 0re,U �l S �l „R;l I/ I / [ I r0l!r ii p1,,.J �Y Pit It ri i z✓�.' rJJ:/- jl- i„ cl , i % ' 1�� n,�t I - //://, / / /a��i 7�i��/ ?LA /. �1� s /. >��AllPr ,r� /� / / J J o • vk 4 y L+. Frn/fin si / ivs,gnc(. rrs ��a„i y �\ 1 -; In.lhA '7 5r174I7 e/-14'ei (40 lit e) 51 nnOlk21, U iqfG 0,-i/fr rip *),27 4-f I 4-, 5 i ' -i-o 3 n )0.9"1 o D snllf / 19/G �4% * )474 l ti7 ht{ ku 51 ify g t fihe�, no t- �f OSe5) ��A )- 6 Clip me 63� S/- /-Your 5:¢h,j-4 - l� • �4� V Ct- ft iw V.5/. /'4-cfmre, F st4/ ,.-r.egsyl.te . K0 �.- • lndustrial.Compllance Inc.' = IY Joa no. CLIENT LOCATION 51! Orchard Street Golden, CO 80401= 2-77.s--c_› 5E l. .,BORINp��(o DRILUr+G LIETHOi): G NO. SHEET SAMPLING M£THOD: 2_,OF Z DRILLING START I FINISH • WATER LEVEL TIME TIME TRAE Diagram DATE GATE Location Diag DATUM ELEVATION CASING DEPTH / 41l-�i �d ' � d SURFACE CONDITIONS: d Po u ti 0 O �� <� _� uU �i �Q O OZ �U N _5 u, O 7.. jVI � . � • � o I/ / • r /////- / I . kU >r,, ! ! {. `%i''/,i;//';, :•- i6 .. i. . /// // �/� y5 li I I I /F. I/ • v5� - (((( .. ,/ tip I. //i - .,,, / _ IA / I/1 / ^/ ✓ ./ F /I / * Y / ../ / 1 U //, W J M / O //, f 1 �f''C01,3ti • _ ` '' / i ,• • lndusfrla! 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CLIENT LOCATION 5JJ Orchard Street Golden, CO b040J ORILUNK, METHOD: /I BORtNG NO. ----� 1...1c r =��F 71 -1 - - -tt— SHEET SAMPLING METHOD: ,10,1 1 'T--) jam,1Q'SeLJ / OF DRILLING START FINISH WATER LEVEL TIME TIME TIME -- /)..e5--/,'I T- ._ DATE OATE Location Diagram / DATUM • ELEVATION CASING DEPTH �� g ��O jet' I d CI SURFACE CONDITIO`5: IL •'> to Z= 4W C F 1a "o G xZ M N` Q •r F,,uj _Ji- g- s : I-..4 zz y Z vLL aC ,i� =b uV i► °4 Q 1a OZ "no N v,",, O =74 N �/ :� O a1 J I/ / I/ I - Y f/ � 7jl:y 1 C A.,q, e :,1 -.:: ,./..-.,-....,.,:: A /' I c I n I yo V 17,,--ii,1,0io •• /i1 -, -- ./7 /. / / , :AAA/1 ,'1 t' ;.r b ,, ( ',/--•' i , _, I(, 1, f I / • AAt'•/ / 1,/r ,/ / / . 1 ./ /__ (1 vv14 e I .,1.,,, - . / 8 :AV/ i2i - D /"?-3/6 -) "P -I,,,..;• _ /24 �� 1r. -( �PI c-t. r, i r /.,i (Pet 4t-1 x - ---- . v f / (Ls d I ' / Svii ,;/P1,/ `J,r1'L`,I , 11- -1,--i() -,iv.", Iar� `-,I ,:ants * - w / O 7 ,, — y '!�i y�� jf � i'%� �}Jl !.i i .r.l i'+.fir::;'% ;,/ /IIl 4L!.':'.." ::112f1 y /-'11-1 5 G%+,' Mt, j/)(if- , 1 .'„II-, -) ',/ yvi cS. r i4 R 6 to �--S _� � _ - Industrial Compliance Inc. :=------------=— ' ! ,oa No. =CLIENT LOCATION 511 Orchard Street Golden, CO 80401 BORING NO. DRILLING METHOD: i )4'---)2—.. S EET SAMPLING METHOD: ---. ---Z.-_-,OF DRILLING START FINISH • WATER LEVEL TIME TIME TIJAE DATE OATS OATE Location Diagram DATUM ELEVATION CASING OEPTH — : GI SURFACE CONOITIONS: LL Vt ti 4' ^> aU z 4m H T Jw Go Z „ wa Q 'r I-Li -1 n l`a +� "C w be �g WV :� st c) b DZ NO N GV ie CN C.) f . Ox / M 1 r / / I //1 / / ''�� jJ - (J r K�/p4_ ,-- .1,5- r—�1 - .-.r 7�,,.. 4'.,:% f } I 1 _ �/ ! / _5&lv ./ / .. ''.--...'. /4...C'' /.' , (71 . '' •. - ' ' ''L -.)"<--- i ,r.cl'I'V /it!, i — .. • • 4 • . . .: ,- ,•-•-• - r . • - s- I --1,,s / / -51 --i r nce r 4--(1-(1/. ( n,, c,c , II I .. • . . - 1/- / . i / / L . d.„.„/ //,It N /r / 0 1 x /,,,,, w. . f //, , , ,_ .„, Q,._ ' .4 . • . • .,/ — _9€0, .."--;:,7,1 . . . r . - Industrial Compliance Inc. = ! ,00 No. CUENT LOCATION `= X 22 "S"--(S) //f- '‘')7 I 1/L,..0/". r - 511 Orchard Street Golden, CO 80401� — = 1 � • DRILLING METHOCY: ,r , ^ BORING NO. _� ,�G� ,cf. A.t4or - - _ 717/-- IJ SHEET SAMPLING METHOO: /-.. r i. / OF s2_, DRILLING START I FINISH • WATER LEVEL TIME TIME TIME /;3d J.t I- DATE DATE DATE Location Diagram 7', -� '�' DATUM _ ELEVATION CASING DEPTH ' ' _ __ / x ' �- a) SURFACE CONDITIONS: L. J: .a ....04 tJ a ,.,, x Z H yr J a< •r 0d J 1 <g 2i 56 6_,<2 C7 ro p2 `"V N / ?; 0 `e G� Q1 IA / E // 1 - /r (. , i ! /. ,, G r / rI= /. _/ • / '-'.1/1 7, / C Gi+�U / . ,,0 ''A /Lii, r •� r a . ek,),/t, ,.,,,, ,,, , -,,, ,,,, ,, , 73,, ., „,, / I ire 5f -; . ,‘ , 1.; !-:. f .- / , : ':-,, r _.,/, / /.. ,/ .- , /p 41/4.7 </--al' ..-/ /i-.',- -2 ).- • / , • o O _T1 t , ,',. 4. • X // /•)-- Z / U //// t`� /1."-:i(i4h �. 1I''- �<,�_'r,s �,/if_ "r _r 7 r,,-,. • l7 . /- /91'.. ✓, ) I. /,r„ ) o / r N .. _ � Cn� �l F, l / ( -1 W./J .. r'-; Ot 1,� `/. i/ :`., r . ..' y-1 .,)1'1 /.1/� 3T / . . >i" -.'-. 10t(' /(P11 54 - - / `fU �`� - Ind_ esti-MI Compliance Inca= _ � Joa NO. CLIENT (LOCATION _ - -. ; 2-2z -sv Gv 5.z 511 Orchard Street Golden, CO 80401 eoRlNc No. - DRILLING METHOD: — 7/I / 3 SHEET SAMPLING METHOD: r".2 OF Z DRILLING START FINISH • WATER LEVEL TIME TIME TIME — — / '^3o 3:/t GATE ATE DATE Location Diagram dt1 CASING DEPTH �/ /ily �� "ry DATUM ELEVATION G SURFACE CONDITIONS: C DO Ifg W C f s J <▪� :b ttirb �� i� N o to oz �u N O G U _� r c/ / r I / / 5/7-i% • a ' /51-2 �7 � _ F F ,5.«�� ._ - ,a.r_ / r / r ;fir,11 i / �� ; %; din/- 5 / ,%/IInA r / / / / / / I • / / / / / Y � / o O Y Z / ///, -- — U / / w H < / / / a r //' f / ®';A'33 tie l - irdl.,;;trial Gompirance Inc. _ you No cLIE.r LccArlov 511 Orchard Street Golden, CO 80401- 2-�Z5� W SG -�mLe - 56 BORING NO. METHOD:METOD: ' 4" SoI;CI._ , _ac 9AX Tit` it-1 SHEET I SAMPLING METHOD: sell 1 S (affi , + OF ti l b0rie. , t DRILLING . START FINISH --- A WATER LEVEL TIME TIME 4.1 TIME ----- -2 .2,O 4..P W - DATE DATE 2 DATE j) Location Diagram — V/41/ 1 CASING DEPTH DATUM ELEVATION J J= G SURFACE CONDITIONS: 4 - as r � �' O t7 � / w � z z jW -o u -z • o f Q "-- H W J� .2 n wu eo az u N oy, aU fW ,a c) --- --- N o © C1 :5 / . i ex / / . lYp � on /, / J / /1 Li ` I/ /I ; z SS. a / 3 i o `� SC ��c?, �i�r vi _:-,1 h � oc!_ cglL 2 4�� lz-s fi-r rn i I f ( //, �,j �g f4 t5 1.�/ / StSarid, f .bfn, 5l•�i s(clear / �c lkiect ca.)lareo,>.y1 fir,,,, fir,,,,, , 1 g/1Q -o vim-'\I faett 4rcti'vt / , i / 1 D Yz . . • I} 2.OaL Ord, Q�brv, .(Iy, ciatj2�l , «Tcr� �,.es91v1r� D(c . 1�S ,,,, I acc e_Ait rric-41 'Ig Jcc l( Rtire 1 n 19 S'S' rgrZ irl. 6. y6?-acL II 1 r,,i (1O411, �,d-l•. prsh6ks , q ` lfzi. * I v�ir. 0 I 2s 2�' 0 i iY r `�'rr, �ack cal' ,a>;eovS _--i0 px J 7. , �� , �„ 30 1' (VI t_ S i� ►-1�/��-�'►J' �y Sar►c�t! r�, 5 I e� 3 1 JI C // w /- 0.(,_ // —-_-- - — -- ---- q ��"�— 35 ('� CL Cla� bray ✓1 �o c�� S'b;hin rarC. �. ;r1o�c\+V 5 5. (Q GA clex,� �.� i YVIUIS4 �I VV i I I ../ ., rr S. 40 - ------ --- ca�' ^Al 5, ms's„ 140 ►./ ,. _= _ e --- _'-;;A TIM -, _ ..._...- rld�s�rrai �ompuance inc. JOI3 NO. `CLIENT LOCATION i _ _ ...r.. ,,. I 511 Orchard Street Golden, CO 80401— ------ — - BORING NO. [TRILLING METHOD: -----��_ - TH - 1y -- SHEET 7 7 SAMPLING METHOD: G OF DRILLING . START FINISH 1-- TIME TIME WATER LEVEL TIME �- DATE DATE OATE ',Location Diagram J i DATUM ELEVATION CASING DEPTH r u. „a � SURFACE CONDITIONS: J t): r ' G to x / \W c S W S Ja zo a x Z N V/4 Q ``' ✓-W J a• z a-a- as „, } -a Wu. Og < Wb WV .: �a o cis OL t, z ul u,�,, O .11. Gl N 0.j J f x a (X - / / Z - 'Lr1:Lt Inlaa: r_ar6 1 — / E (� y / '/w', 1-.r 7 J" 1��. L�r 0.644 Fe-s ,Q,,,1 t / ca t'i4thre. 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DRILLING METHOD: SHEET l SAMPLING METHOD. 3 OF 3 j DRILLING START FINISH WATER LEVEL — TIME TIME _ 1 Z'(Jb TIME t Location Diagram DATE DATE OATS DATUM ELEVATION CASING DEPTH A144/94 z o j GI r SURFACE CONDITIONS: "l LI:Es C J Wa ;-JD a =Z r �/ NW Q "- I-W -a _ -4 10.-• x F-N = S } -O w� O� -- a '10 WOU 7.., ,N O f0' 0_ NCB D l o o cj __ /////j /J / I' _ I _ A 1// - C� 3" IIII /6C)Ail �7 vtr V4c1tZ W�rk r�a-�1I/oc I Ue-9 s' 1 St S,C;fC (//:// / M q, o` 1 mil 2" 4 Z-C-3 8 3 ' / I -lee ____ ,,,,,,1 4c3 e,,,1-. -4 c) ./ / ,� _ rz _____/- — f /// ///: -I X'' / r , al / f i UX / , -- I / / 7 _ ---- 1 W H //J// / / co a / ///JJJ / / •. / / Of 0154 f industrial Compliance Inc. ------- ---' ' you NO. L.L:ENT _:�.A L.,'4 ,-- --- ' '2-2252 'I w S C 511 Orchard Street Golden, CO 80401— r' BORING NO. DRILLING METHOD: CwiE�5S _ _ q" Soli-d._a Q0%er ' T H- 15 SHEET -� ' I OF SAMPLING METHOD: �1•��S']fY-y/1 L ealli bet(Yet __[ '� DRILLING . START FINISH —�------, TIME TIME ,/ WATER LEVEL `. 5e-I oiez-4 ' SP- 1 <<reo,t, `c} (.g: ' � -- Z• Ira I`'' £' skull -i., 6,c,), TIME ✓I r.,,,4.4 7v) J&I� DATE DATJ1}R{^r�E DATE c. Location 5 Diagram CASING DEPTH l �P(" ` Q DATUM ELEVATION "� H y LL tic; / h-� T SURFACE CONDITIONS: �j , blvi� 1.41101- ,Wr y4 d NN1 1 C _ / LL h- 12 z` a O Z V 1 Q •6- ~W _j5-. -- — 00. z� �-N � V. } � WLL 0� x .i :o 16 p":-. J Q Q fp 17 Z O p o n Vl G - -_----- J p ! cc `r �. >.- / __acn��au;n� S'� cSa�el ��r -6 vyt y Fr4 Ina IIned a F L� SF _— i - S S ri z - --/- nned•br�� -,r, '+tea t� cx i a l T / f z ,ler� F�nt Tal,1 !/ 7 r- ., 4.)S Yi",., / S //, // -:' 1 s,-)wi car-c-a c•-i4 ' i ' { - -- .- — C(� J� riel� pe pies LO t C tnctrSe Tai(1S 6004 2.. gH-L 7talllett rel0 i6 1- J f 2 >� to ,� _tiv.ir - c1ckv.- lbei is, i taw./brrn.,.i n 1 5f,rvtiti ; / / V.tit(S / ii . . 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DRILLING M ETHOD: _ --___ ____ MI-- TN - I -I SHEET SAMPLING METHOD: OF DRILLING START FINISH TIME TIME WATER LEVEL ---1 TIME - DATE - OATE DATE Location Diagram DATUM ELEVATION CASING O£PTH W Jo O{ SURFACE CONDITIONS:00,. i o a O Z � , ,,4 Q •r P'.1 Ja. s a.� ~aa z f } 1:71 ti Od -- fO' G Z U Z u O U /≤0 CI 111O U --- - -'-------' J ,/ --` CC / // r . n x //' /' I,/ -_: L/�' L2 SS3- / . 50 _ a_ Claki r C I h lit. wt o+f 1, � �S t .I.t,o f 1 <Lose i j / / -�r✓I 42ctfl�t� � � - f _ - / 1 / — JJip t is / 1 - �'I J cb /1 GL�` 6R30_,,,i ._-aa'CJ i-((Q c Q�� !'Q �I f1 I •Yl Q S i�T�T 5S ate �{o ca rbe.,.ac f.t,T,t> / / 1- / SS I/ (7O �{/If l 'rO✓1 E tiu� �,c.3,-;,1c°,A I �ILfy f�Pto1. -Ir C.{a ten _ l � (--1,r A - 11 '' r: l / 0561f./ 5J / /lip 6,5 _54.,.&(‘ yea-•.1r4ic fro, , 5, /P fy , Fety4-1,44-e X r I�rt, r{- �. - //:/// / -- - u --- —— 1-tr.) — (///:// / ., / r / Oil/ ./57:1 1 /,, ,di. I t I 5C.CI 56 tt4 ../ y v / TIv a, emi4-4:17:- s I. 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TIME TIME WATER LEVEL TIME i DATE DATE DATE Location Diagram CASING DEPTH DATUM ELEVATION Q SURFACE CONDITIONS: LL S 7 R rc OD w r x jW ip a IZ / vie ¢ 'r !-w =i 51; , as _ ,n >Cd � wW Oa. _. V< N in y le,b 0 U / � o'a^ O N D z 'lI G / -` ( ' D= // / / 5°A` f »/‘ • ' _I- / / — Hit / /al / /; /// _..fL'�- rn✓r/r^%.ctu�l 51/74/ }!-'.L! /,�/✓r( i:� bra✓ A,.: (.5/-'i- / / l� �_ �� __ __` / // _ / //// / / / / )- O / / D Y / / _ 2 u /// — — / / \ / / — F / / I!- O / ^ 0 f / . a- 9 2 / / F,:�. ._ - Industrial Compliance lnc. ,OD NO CLIENT -- -- LOCATINO 2-?2 4)-6bt P5.1' 5frwi,r I is-PIC( (a.ra• 511 Orchard Street Golden, CO 80401 eoRlNc No. DRILLING METHOD. 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DRILLING METHOD: ------ 7211--/I SHEET SAMPLING METHOD'. �" OF G DRILLING START FINIS; TIME TIME WATER LEVEL - TIME DATES DATE DATE Location Diagram CASING DEPTH `' ' DATUM ELEVATION SURFACE CONDITIONS: LL ;22FC 4' DII• n / t-,71;5, C 5'w u IZ Vld Q • E -1= 1-W JC _ • Fill /i �� >. < iS WU /N JQ O ❑Z 0 I 3. a FIC Pi / L1C 4 ,7 ;� i III/ �� ---------- --_ CO 'i 7".' it \ t Industrial Compliance Inc. — Joe NO CLIENT ,LC-CATION, 7-2:-Z-'Z 1,141i 71e SP rt/!L e _iii-P/r /v.�f/ 511 Orchard Street Golden, CO 80401 -- BORING NO. DRILLING METHOD: (01 k-- 13-N-- 77-/ _ <, '14 Sc/401-1, 4., e J ' I SHEET `7i l P Gn J 26 r SAMPLING METHOD: Spit 1 ,5t0 Cr n- / OF Z r � ` 1 DRILLING • .2 (/ ) START FINIS . r•5�� IV f J -- TIME TIME /�„�� /CI WATER LEVEL at( _ IM �f' 16 � TIME ( //e) 1 /;� Jc-, . S1 - DATE DATE DATE '�7/ /// Location Diagram CASING DEPTH 7/�%^ j� X./ �`c'• DATUM ELEVATION • Cr SURFACE CONDITIONS: <L z 2 M �� a DO = �W •r zw 1a JW ZD SZ .`� / NJ Q aw i O il-n. ? . I-0 = S � 'V Wt.. 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'JI J 5 r !� --- DATE DATE DATE _ / l Location Diagram CASING DEPTH V? 4 7-/74: DATUM ELEVATION It t,- SURFACE CONDITIONS: C "'• to s2/ �W c =,_ f a .4w 55je C S z r ui-I Q •.— IT.W I d caa : �t as I � a,-1,_ OQ < W S W u i....1.- J< O ra Q Z` lJ J -r. N 5. Q N o m VI � - J Ce. ` -. / - i',/- 7 P1'4'0 H. r),..41,r),..41, 5i f+y :.<-1,--‘):.<-1,--‘) — 'i 1• o,r 4' e-Y !, c I., 0- r______ ___4_ 5. r / -7 G _ -51• c'/4/Cy �/, Sri I h , / S,:, 5,a>l 1/ 4 i / ,f r _ , Itli/ 44 %l< 67 �p�ir S/G /. ,-5, T V(, _ ._T,L, �,1.,,i "14 ,-/r.ir ii I 11 ,, `JP74 1/,,,• ,� rt mac/ t'. „ �, , i, i r„,/, ,,f"t'ef ii,/ 7/ , .-L. r' //'/ d7 -I / . / 40 ,_ 1�iCilC•,vi, 5,re!.-1/, �l 5 5,'''- , 4 A Pit ;/.r r t��l O�W i r _ i !!! r—_/ ,Of/ i/a tJ r ._ 1t _ r ( l�.i (�}'�r.'- .i /. � .?-:,,✓,/ ,,,1. 5�1 )-, , �` 54A;cei�, o f-) 36/ W IH _ O CO Jar (/ 6? } 5Z)) /T,AH/1fl1 4 `7iGt F�G'n-f:7-�'4'P''Ci !�S/h�l C/ .41—p11.4/4�� A A - Inaustnar t.ompliance Inc. '-Joa-Ho._---- I CLIENT1- -- -- -- -- ,LOCATION. / 511 Orchard Street Golden, CO 80401 2,-7-1- 7--- I !`"7./e,' .5%L,z,-c If,eV 4 G•kd`74/ BORING NO. DRILLING METHOD: — -- 7--i-/--- .. - SHEET ^� SAMPLING METHOD. .._ OF —y DRILLING START FINISI WATER LEVEL TIME TIME TIME PATE DATE PATE Location Diagram — -- DATUM ELEVATION CASING DEPTH w « �o d I SURFACE CONDITIONS: C "> to l= �� C ,_ _0,, yp y =? N Nt Cr 'r F2-W J a Cr y a Q /N ' W ID W O C Y r < W V �� ¢ CO fd OZ O Z N , _� O i s 03 V - V //f - - - J / / - /r —I O /Fr 1/ / 1 PO / / - / I .,� / •, , f / l / �/ TTT / / 010°11 .//: V I /z. // 77 / , } / f In O Y V / f , /l ta --- a ,i/r / J / . -- -- I. a'e i_V-'0:N-—i / Industrial Compliance inc. '�• 1OO NO - 1-- CLIENT LOCATION 511 Orchard Street Golden, CO 80401 OMM -' BORING NO. DRILLING METHOD:Y� I17 F�� _ �+ 7 // L SHEET 4c-f- P'"''l � SAMPLING METHOD: 'I/2)i •/ 3��UN f/ DRILLING 9-� 1 U� START i1NIS1 I- TIME TIME r2,. -1 4 v� WATER LEVEL rl(X TIME Y` </..(7.::_r 6,. �J 6 e ivi 17 - DATE DATE . DATE (�{J�- " Location Diagram CASING DEPTH L/�J�C-Y //�I/� DATUM EL EV ATt ON • p- SURFACE CONDITIONS: M ai � T . W ' o O C� x w =w ., J W yn =? ,t„ in Q �r a W Q 4a : F.N �^ 7a' >. � W ti 0 R - Nvs OV 7� N Q fO1 OZ l7 _` 4 O N / /' J ..] 1f J r / I S/�r' / ( C ( fir Ck �/e r i ,4 t/ `r 4,2:1, l_ 5/. )-e-,.1)( 4rlo.ro l- rt. T</$' i' 511 +y .) ' / l 1 ;.;//. fell G I-u / /r lib , /7 -1 -,73/) ,(I--7 / )=,- /./ r J',II' I— j r ?/.- y?//I/ . "'Ive• • fir. ,-/fly. 0rz .-/2/,A,-. Y .' / / `lam --.,1-- )1//4-1/c I. ,->T( C//7 x - I 1 1 ..//// .--..-V-.- f' / 1?. LJ 4 . /COfl ./ ., fh) /411 '')4 . 0, r I!il 1 Li. .5-i/71/ 1_-5-7-1.-2,77- czt_t_K4, Jt 11 t -{o i cc c bgv / cer- /.,../.,, ,,,,,,// 1 // fri•-. C,,,.a Industrial Compliance Inc. JOG NO. l CLIENT LOCATION 1 511 Orchard Street Golden, CO B0401� 2�SZ 1� 4s�P Sr/Lr23- BORING NO. DRILLING METHOD: SHEET SAMPLING METHOD. 7-- OF -2--- DRILLING • START FINIS WATER LEVEL TIME TIM! • TIME GATE DATE DATE l Location Diagram DATUM ELEVATION CASING DEPTH �c SURFACE CONDITIONS:jr W .1•� ya f1/4 >. 'D JLLL Op 2 VI c o i.. It,2i O o 62 NO . O Z / J /�'I ■� �tr�■ F1lfl .P/i y ■I/■II■■ c O ■■■■■■ APPENDIX C GEOTECHNICAL REPORT Se/05,61 October 17, 1989 Waste Services, Inc. c/o Industrial Compliance, Inc 1746 Cole Blvd, Suite 300 Golden, Colorado 80401 Attention: Mr. Kevin Taylor Subject: Results of Geotechnical Laboratory Testing for Project No. 2-2252 Dear Mr. Taylor: Please find attached the results of our laboratory testing for the subject project. All tests were performed within the guidelines as set forth under the American Society of Testing Materials (ASTM) . If you have any questions concerning the test results, please contact myself or Mr. Steve Weathers at your convenience. Sincerely Yours, IN STRIAL MPL ANCE, INC. z.>>,'�, '<<"`'' - ��`c% ,.mo 0 r ) oe<>,�. 5Er'li V®�4�y �(.1 .5-4‘;1 a°� on r`,,e43 ri Daniel F. Schneider, P. E. _,o.® on4(7,',jr `�o Senior Geotechnical Engineer • a��; ®� �,4,.. IC a @p cee`a:`;: 4jrf®f b E��"��teS 900564 H. I � N H H al -.-1 CO 01 1` O in 1n f'1 N • ,—i \ O • H • I I O • -R O H M • N • Cla) 4 N a d .. p a-) >. >••i• In co U Sa A * O A US W 1 1 H 1 1 1 1 1 H a, CO• a) 04 kl) o b • C1 HI H NI G ro O G -� m .0 , A m ro In U al H W V-1 x x U o •N G a x x a U a k.0I CO G m ro p U U U U U U m U U O � -H H 0 N U k Z E H E J. • p N cO co < o zv P -) rn•H -H CD illG In H O N CO O D\ n Cl Io V Ti O H A o\o WO LO 01 in 01 In CO CO In N '1l 0 a WO CO 01 01 Q V 1 I` 01 ' If) 01 as cv 01 -*-4i r0a• A U a ,Gi O i % A IO >4 A O H 1J Sa N ro co o d' W 1-- o o N I` 7 A IOC H d' C'1 d' H M H H N E O O -4 H H a (0 '� A O co •,y •H M H CO 4) N 01 10 CO V' 11 G 01 M 1` d' 1` d' d' N N d' N Q H a r-i LI w • ro >4 • u a ,; ,; ro o N CO E rcl `0° m a k G W al ?• 0 15 -.Vi H N R •Hi •HI H fO -HI Z 1a •,•1 Sa 4 4 U N N N GL O U >+ .'N >+ >+ >4 >I Q 7+ J+ b N a' Ind 1 1 1 1 1 1 ,1 1 1 roro CI U U U U U U Cn U U 7 C.) H ro +1 HI 4 'G o CO o CI G al al W 11 O I co• n O -4. N > H ,Z 1 11 Q .-- •cr d' In d' V' L0 O d' In N N H is U• i• * G w r r CO H •Hi • H V' 10 CO CO H H H H -H-1 Sa O 1 1 1 1 1 1 1 1 1 O O z x x x x x x x x x In a1 EH H E H E E E E SeersAl 1 ENGINEERING, INC. • 5624 YUKON STREET ARVADA, CO 80002 (303) 425-8700 August 3, 1585 Indust/dal Corpliance 1746 Cole Blvd, Bldg 421, Suite .-00 Golden, Colorado 80401 Attention: Nr. Nevin Taylor job No, 890750 Subject.: Results of Laboratory Testing [dear. Nr. Taylor: At your request., laboratory testing was conducted on samples provided by your office to our laboratory. The testing consisted of Moisture Density (Proctor/ determinat.fon for one sample, one undisturbed Permeability test. and one remolded Permeability test.. Test. results are tabulated in Table 1 and are shown in Figure 1, attached. . We are availatde to discuss the details of this report with you. Please call when further. consultation or testings are required. Respectfully submitted, ACCENT ENGINEERING, INC. Q�P��'` �•j:�sTi 23698w - ; H. Andrew Asgarian, P.E. Project. Engineer. `414 , . IC0750.haa • \ 9C0361 Industrial Compliance Attention: Mr. Kevin Taylor • Job No. 840750 August 3, 1584 Page -2- TABLE 1 MAXIMUM OPTIMUM ATTEREERG PERMEABILITY X DEPTH SOIL DRY MOISTURE LIMITS TEST FATS SAMPLE i (FEET) DESCRIPTION DENSITY CONTENT LL PI CM/SEC. $200 -9 TN-7 15-20 Clay 105.0 17.0 - - 4. 91 K LO - -5 TN-7 50 Sandstone - - - - L. 42 K 10 - • poop- ACC.14a ENGINEERING, INC. MOISTURE - PERCENT OF DRY WEIGHT 1 5 10 1,5 20 25 150 275 - 105.0 MAX DRY DENSITY PCF 270 V- . OPTIMUM M. C. 17.0 % - ii 2.60 : ��w� % PAS.'SQVG *200 - LL - PI - 140 UNC.STR SWELL % : t ,A !I ' 130 i \ 7PRO AIR VOUS CURVES i i Ili h � AT 100% SATURATION [@ ► 120 - �� - I I N� I 1 C I I 110 ' IS - N. , . WO" I I I I 90 iI Industrial Compliance JOB NO. : 890750 i� „"";^ DATE: August 3, 198�VC'0'IFt ACCENT ENGINEERING , INC . FIGURE 1 APPENDIX D GROUND-WATER LABORATORY ANALYSIS Oret-e. 0 U C W b H O 0 d) A ro a a ro E w w 0 M A u) M -ri M u) o >1 O r-I I" ro 0 a� U 0 to zy g y N Z m p O •.-I u) •rl . IZ O N O W 44 Ai i-) N r-I f-i p 0 FA E � to la kA M O in N c-• ,N a) •A a `~S � 1 M 3 m V l y N l0 ° in ro Z " .. .. .. .. CO Si picm p CO Z $4 o OU N ate ... 44 U70. H >4 O ro ° O 3 v �`' . k ° ° ri rci w w a •r+ ri • 0 k) O M co q +) N MT, un ri O in 0 q W •rl O N .i 1° In M O o ri H O a) 7•i 4 1 M ri M N• O J-I ri in CO N � in r c ri ro m a) �4 w x M In d' !` O .--I M �"� in c.) a Z Z M p a o = w p c, en en g a � a a m o- 5 A Cr \ ColIrw\\ co co Il'1 In . g C.) to e \\ I I (q ro 5 N X — O 01 02 N I U a) \ M N\\ •r—1 a) \ tot ---.•-... co # O q 5 A O cn to ro 0 N H W p M 0 N •k N N H co H fig.. • ii \ N V U U 1.Lel in 01 V ro �, ° �' N v m 01 tr) d+ m m z I 0 a) a, P ri q to x O E a) qroq m a) ••I Un ri O F. 3 3 � I amdaFC -P t01 Ca LH V cca b N � � b b P a) a) a) a) CD ski' ro °4n en � m o w u 34 m m cvr 0 +) N N 44 HI a) 4) a) cm cr _in +I r-I r I 44 +) 44 44 a) N Of cd ro ro ri 9 O 04 x U O O 4 0 •.1 `ri O O •n a) 0An ❑ 0 W E Won O. M U H U v) z z H H X z EVERGREEN ANALYTICAL, INC. 4036 Youngfield St. Wheat Ridge, CO 80033 ( 303) 425-6021 INORGANIC ANALYSIS DATA SHEET Date Received : 9/30/89 Client Project : 2-2252 Date Sampled : 9/29/89 Lab Project No. : 6374 Date Prepared : 10/2/89 Method : 600/4-79-020 Date Analyzed : 10/4/89 Matrix : water Digest Blank No. : 110 Units : mg/L Basis : Dissolved Client Sample # MW-2 Evergreen Sample # X13153C Calcium 76 Copper <0 . 03 Iron <0 . 05 Magnesium 72 Potassium 9 . 1 Sodium 52 Zinc 0 . 03 Manganese _580 Approved Quality Assurance Officer \forms\iads Sk APPENDIX E RUN-OFF CALCULATIONS 9C05611 DRAINAGE CONTROL Drainage control at the WSI landfill will include controlling runoff from upland areas into the operating trench, and controlling runoff from the reclaimed fill. Precipitation which falls on the working face will not be allowed to leave the working area and will not contribute to the total runoff flow calculations (see Section 5.2 .4 in the text) . Runoff from upland areas will be diverted around the trench and released into the natural drainage system. Runoff from the reclaimed fill, and from undisturbed areas which slope toward the reclaimed fill, will be collected in ditches along the toe of the fill slope; the runoff then will be routed to a downgradient location where it can be released to the natural drainage system. Based on conservative estimates of the peak flows which will need to be diverted and collected, ditches at this site will need to be trapezoidal with three to one (3 : 1) side slopes, bases approximately 11 feet wide, and depths of approximately two to three feet. Slopes for these channels will range from 0. 005 feet per feet (0. 5 percent, the minimum slope which can easily be controlled during construction) and approximately . 03 feet per feet (three percent, the slope along the northern side of the fill area) . Diversion trenches, along the toe of the fill, will be planted with the same grass mixture as other reclaimed areas. Once established, the vegetation in these ditches will help to stabilize the ditch against erosion, even at relatively high velocities. Soil types, potential hydrologic conditions of the undisturbed and reclaimed land surfaces, precipitation events, total and peak runoffs, and design parameters were taken from the references shown at the end of this Appendix. Temporary Diversion Ditches Diversion ditches will be required throughout the life of the operation where runoff from above the trench could flow into the trench. Diversion ditches typically will be constructed using a scraper (to excavate the trench) and motor grader (to trim the ditch and form the 3: 1 side slopes) . To determine the maximum requirements for such a ditch, the largest and steepest area which could potentially drain into a trench was used. By visual inspection, the maximum potential drainage area above a trench was determined by assuming area 3A (see Plate 7) was opened on the east end with filling and excavation progressing from east to west. With this assumption, trench will cross the ephemeral drainage which exits the site near the south center portion of the filled area. The flonot,61 this drainage will need to be diverted.When the trench first crosses the drainage, the upstream area will be approximately 50 acres. Peak Flow When the trench first crosses the drainage, the upstream area will be approximately 50 acres. Soils in this area (Olney fine sandy loams) have a "B" (moderate to low runoff potential) hydrologic classification (Reference 3) . The upstream area was assumed to be cultivated land without conservation practices, for a runoff curve number (CN) of approximately 80 (Reference 4) . Area 3A will have a life of approximately 15 years; the time flow will need to be diverted from the maximum drainage area estimated above will be much shorter, probably one year or less. To determine the required ditch size, the 10-yr, 24-hr precipitation event, 3 . 0 inches (Reference 3) , was used. Peak runoff for the ten-year event using the above values was estimated for this basin using Figure S-1A and Table S-3 of Reference 3 and found to be approximately 56 cubic feet per second (cfs) . Channel Design Non-erosive velocities for an unlined channel constructed in sandy-loamy soils are 1. 5 to 2 .5 feet per second (Reference 2) . Because of the short life of diversion channels (the channels will be moved as the disposal trenches advance) , controlling erosion is not a major concern, except for minimizing downstream impacts. Assume all channels are excavated with scrapers, base width = 11 feet and side slopes = 3 : 1. At a channel slope of approximately 0. 005 feet per feet (0. 5 percent) , the required ditch size was calculated as follows (see Table 2-5 from Reference 1 at the end of this Appendix) . (Q) (n) _ (bz.6' ) (sY2) = 0. 029 where Q = Flow, n = roughness factor (0. 022 from Reference 2) , b = base width (11 feet) , and s = channel slope (0 . 005) . for above, Depth + Base = 0. 09, or depth = 1. 0 feet Water Area = (base) (depth) + (side slope) (depthz) = 14 feet squared Flow velocity = Flow _ Area = 4 . 0 feet per second Ditch should be constructed with a minimum depth of 1. 5 feet for freeboard considerations. v.0 r- As an added safety factor, the ditches could be constructed approximately 2 feet deep. A two-feet deep channel such as above can safely control the runoff from the 100-year, 24- hour event. Permanent Perimeter Runoff Collection and Control Ditches These ditches will be constructed along the toe of the fill to collect runoff from the fill, and from undisturbed drainage areas which drain against the fill, and route the flow to where it can be released to the natural drainage system. These ditches will remain as part of the final reclamation and should resist erosion. Peak Flow The largest drainage area which will need to be controlled by a perimeter ditch is the north part of the fill and the property (see Plate 8) . Using the methods and references described for Diversion Ditches, the peak flows from the 10 and 100 year precipitation events were calculated to be: Qw = 65 cfs Qum = 185 cfs These flows were calculated assuming the slope of the basin was 25 percent, the presence of a clay layer approximately two feet below the ground surface changed the hydrologic classification of the replaced Olney topsoil to "C" (moderate to moderately high) , and the land was reclaimed to rangeland/pasture planted on the contour. Ditch Design To help control erosion, these ditches will be seeded with the same grass mixture used to reclaim the fill. This grass mixture will increase the resistance of the soil to erosion and reduce flow velocities (reducing the erosional capacity of the flow) . With vegetation, allowable velocities in earth channels can be as great seven feet per second (7 fps) . The method of Grassed-Channel design described in Reference 2 was used to analyze the channel which will be constructed along the north edge and around the NE corner of the fill . The vegetation proposed for reclamation is similar to the grasses described as "C" (moderate) and "B" (moderately high) retardance in Reference 2 , a "C" retardance was assumed for checking channel capacities. It should be noted grassed-channels have been found to have very high "n" (channel roughness) values, often greater than 0. 04 . These values have been confirmed with much field �.a i _2 testing (Reference 2) . The slope of the ground along the north side of the fill ranges from three percent to approximately two percent. The lower portions of a channel constructed along the north toe will be at a slope of two percent. Because the upper portions of the channel will carry much less flow than the lower portions, a channel slope of two percent (0. 02) was used to check flow velocity. The slope of the channel along the east side of the northeast corner of the fill will be approximately 0. 005 feet per feet. This slope was used to check maximum depth of flow in the grassed channel. For the 100-yr Q (185 cfs) , a channel slope of 0. 02 feet per feet, a channel width of approximately 11 feet and 3 : 1 side slopes, the following channel and flow characteristics were determined. n = 0 . 033 flow depth = 1. 6 feet Flow velocity = 7 . 1 feet per second The flow velocity exceeds the non-erosive velocity given in Reference 2 , but only by 0. 1 fps. Significant erosion is not expected. A grassed-channel with the above characteristics is considered acceptable. For Q = 185 cfs, the maximum flow depth will occur at the minimum slope. Using the same procedure for analyzing flow, the flow depth at a slope of 0. 005 feet per feet was found to be approximately 2 . 4 feet. To ensure adequate freeboard, the channel should be constructed to a depth of three feet. 3.C G56 c rV r r 4 Sal S-24 'J4.0:v¢9 ........ .+rrwk"';...W :.zv ..�,s «.s}3.441sdsa..Lt11o+4.4.wv2;d..ifla..4kL �� ` ' , �i')�' �,( r• r ; 124 SMALL CANAL STRUCiURf S Table 2-5.—Umforru flaw in frair_nidnl charnels hr Marnng'c fimnnlo. 101-I. 1 2N5-1 On dibl Value) of ____ /, 0,3 sI/2 IrZ I /1 1 i-o.__J.__- i=0 7= 1/4 i= 172 z= 374 a= 1 i= 1-I i4 i t-1/-' 3 134 i 2 ' 02 .00213 .00215 .00216 .00217 .00218 .00219 00220 00720 03221 07 ... 03 .00414 .00419 -00423 .00426 .00429 .00431 _00433 00434 00437 OG:1( , 04 .00661 .00670 .00679 .00685 .00690 .00696 .00'700 0070, .00707 00 r:'." .05 .00947 .00964 .00980 .00991 .0100 .0101 O102 .0103 -0103 7. .O6 .0127 .0130 0132 .0134 .0136 .0137 0138 0140 9141 .07 .0162 .0166 .0170 .0173 .0176 -0177 .0180 .0182 .018?. .0190 .08 .0200 .0206 .0211 .0215 .0219 .0222 .0225 .0228 .0231 0>1 , 09 .0240 .0249 .0256 .0262 .0267 .0271 0275 .0279 .0202 0_9 , .10 .0283 .0294 0305 .0311 _0318 .0324 .0329 034 D339 •J . .11 .0329 .0342 0354 .0364 .0373 .0380 .0387 0 34 .100 .12 .0376 .0393 .0408 -0420 .0431 .0441 .0450 .0459 .0466 14'%- .13 .0425 -0446 .0464 0480 .0493 .0505 -Obl6 0627 .0537 9 .14 .0476 .0501 .0524 .0542 .0559 .0573 .0587 .0699 0612 -97-7- _15 0528 .0559 .0585 .0608 .0628 .0545 .0662 OF7' .0697 •_-- ' .0 16 .0582 .0619 .0650 .0676 .0699 -0720 740 0759 0776 733.'- .17 .0638 .0680 .0717 .0748 .0775 -0800 .0823 .0845 .0867 .18 -0695 .0744 .0786 .0822 .0854 .0983 .0910 0936 .0961 1777 .19 .0753 .0809 .0857 .0900 .0936 .0970 .100 _103 .106 11i • 20 .0813 .0875 .0932 .0979 .102 .106 -110 .113 .116 12° 21 .0873 .0944 .101 .106 .111 .115 .120 .123 127 1.1 .22 .0935 .101 .109 .115 .120 .125 -130 134 .139 .23 .0997 .109 .117 .124 .130 .135 -141 .140 1'1 1(7 • .24 .106 .116 .125 .133 .139 .146 .152 157 .103 Ica 25 .113 .124 -133 .142 .150 .157 .163 -170 .176 199 .26 .119 .131 -142 .152 .160 .168 .175 .182 199 715 27 .126 .139 .151 .162 .171 .180 .188 195 203 2-1.' .28 .133 .147 .160 .172 .182 .192 -201 .209 .217 2-9 .29 .139 .155 .170 .182 .193 .204 .214 223 -232 267 .30 .146 .163 .179 .193 .205 .217 .227 238 .248 296 .31 .153 .172 .189 .204 .217 .230 ,242 .253 .261 .306 .32 .160 .180 .199 .215 .230 .243 750 269 281 .327 .33 .167 .189 .209 .227 .243 _ .257 .271 .285 293 .348 ' .34 .174 .198 .219 .238 .256 .272 .287 301 .315 369 .35 .181 .207 .230 .251 .2 70 .287 .303 .318 .334 392 .36 .190 .216 .241 .263 .283 .302 .319 .336 .353 416 .37 .196 .225 .251 .275 .297 .317 .336 .354 .372 440 • .38 203 .234 .263 .289 .311 .333 .354 .373 .392 465 .39 .210 .244 .274 .301 .326 .349 371 .392 412 491 40 .218 .254 .286 .314 .341 .366 .389 .412 433 .518 41 .225 .263 .297 .328 .357 .383 408 .432 455 .545 .42 .233 .279 .310 .342 .373 .401 .427 453 478 .574 t .43 .241 .282 .321 .356 .389 .418 .447 474 .501 .604 .44 .249 .292 .334 .371 .405 437 .467 496 .524 .634 '1 For d/b less than 0.04,use of the assumption R= d is more convenient and more accurate than interpolation in the table_ ' „\ 'i' 1 References 1. Aisenbrey, A. J. , Jr. et al ; Design of Small Canal Structures; US Department of the Interior, Bureau of Reclamation; US Government Printing Office, Denver, Colorado; 1974 . 2 . Chow, Ven Te; Open-Channel Hydraulics; McGraw-Hill, New York, New York; 1959 . 3 . Engineering Division, USDA Soil Conservation Service; Procedures for Determining Peak Flows in Colorado; USDA Soil Conservation Service; March, 1984 . 4 . US Department of Agriculture Soil Conservation Service; National Engineering Handbook, Section 4 - Hydrology; USDA- SCS ; August, 1972 . SIM:564 APPENDIX F WATER BALANCE CALCULATIONS IDC 43 05 o." '1 LG �/ . .t N. M .1 O N. 0 d ^ r P M P 2 •O M N M N 6 U O 2 N M r r 0 •O r 0 0 W O O f o N P P O P P O O O r I.N N V r •O V\ O 1 ^ a 2 P an O M N M O o M P O H O !. N M .1 •O W O O .1 O O N WI O V\ r O M I. ^ N O .1 N N N IA N. a a O. ON-N N N N N O O N O W O (A W A O Ih N N M CO M V\ O N. N N in M N C K r 1 '0Ip (p L d . -+ N O I- M N O `- O CO O O U V\ •O N N.. P ..c nn O O P O rn in •• Z L d0 6 P COO 1. O OO I. r •O .0O ✓ O U ..M M CO 1. r in d C K ✓ V\ CO CI • u CO F N CO O d O f 9 CO > L S C - N •O N P A In ^ O O 1. O l+ O L P O I. r V\ W N- CV M O � - I. N V OI ^ M M O CO ^ ..t O CEO O d N O' 3 O CO a d • = g ' 5@ Z O V\N P •O .1 N 00 •O O L '.- A w N F U ^ .1 O CO M N. MO. O O P C • C CO V M !I CO N r r .t O 2•-• N C ✓ M a N O . C J • CO .S 1. ON • d .P Y V• P N N 1. CO [O O O N.O F, C pO r n O £ ^ Cr O r N N O 2 . •O O . OI 0.3 e . L CO � H L. d 3 2 N N d CO• N O ` 1) 2 6' •0 in N P •0 CO O O W O d U0 W = O N O 6 O2O W M My N. r •0O d N t m T 0 M .t M • CO v I M ^ u > [T O � 0— CO WO C L £ O W .1-, ] V m C 3 u' AN N 2 CO M0 OW MO -a U a C .C N W U 1' £ Or-O in CO r O O 2 W y 1 N '- W_ N N r CV .1 r O I- L W I- N Q0 £ d a d O CO y. .ti L 00 2 .. LL 1- J C O • OI d 03 O N N O N N O .1 N 00 d 6 J N •F. = . C l+ N O C « ✓ s LL OOO N CO OO •O CO OO 2 2 w W £ N , _ M H K cc 2 t• L d 3 J • N O ✓ f 2 L+ I. o. O OF CC W Car N L L1 C Q y C C Q 2 O I.N r •O •O O N •0 0 0 > i- O 2 6 Q O O O N N CO O N N O O J OW Q ^ ≥ - W d '- crp r a 6 ^ F- U' W J J W U H 1- LL Q W 2 J O 6 _ LLLI .. 2 W O. W W h G 2 0 C > N a f I- - 00 -Ice U 1- W J J W O. W U O 0 W - II 6 6 6 2 Q CO C 11 C 2 0 11 W d. Z ti. .. ti II Cl II •• C W O W w an U O II II 0 U W LL 1- 2 1- u• a 0 I- C I- II 2' II H K I- 6 O W O W S W W W O 1- Z W W OW •. ry+,e-�Al 3 £ O. O. U 6' •+ 0 U 6 W 6 U C N 2 N O. U 6 O. Z d' Ip6.•Y� APPENDIX G SOIL CONSERVATION SERVICE REVEGETATION RECOMMENDATIONS UNITED STATES 4302 West 9th Street Road DEPARTMENT OF Soil Conservation Service Greeley , Colorado 80634 AGRICULTURE Greeley Field Office ( 303 ) 356-6506 August 7 , 1989 Kevin J . Taylor Project Geologist Industrial Compliance Inc . 1746 Cole Blvd . , Bldg . 21 ##300 Golden , CO 80401 SUBJECT: IC Project No . 2-2250 The following comments and attachments are in answer to your request for soil site information , seeding recommendations for a sanitary landfill in SW 1 /4 of Section 7-7N-R66W in Weld County , Colorado . 1st information provided is taken from the "Soil Survey of Weld County , -olorado Southern Part " . USDA Soil Conservation Service . The site is made up particularly of 2 soil map units , ( 47 ) Olney Fine Sandy Loam 1 -3`7e slopes , and ( 48 ) Olney Fine Sandy Loam 3-5% slopes . As you will note copy of table 7 . Sanitary Facilities indicates slight r-estructions for use as an Area sanitary landfill and good condition are available for daily cover for landfill . Revegetation : Included are copies of Standards for specifications for Mulching , Cover Crop and Rangeland seeding , along with Critical Area Planting for possible use on steep slopes in excess of 4 : 1 slopes . The soils are considered to be a Sandy Plains range site which will be best suited seeded to Sideoats grama , Prairie Sandreed , Switchgrass , Thickspike Wheatgrass . The enclosed seeding recommendation will provide you with variety , species , pounds of seed needed for seeding . If you require any additional information , please contact me . Sincerely , Ronald D . Miller District Conservationist -eeley Field Office 9e0561 U.S. Department of Agriculture Page 1 Soil Conservation Service 08/1'13/89 SOIL DESCRIPTION REPORT SURVEY AREA - WELD COUNTY, SOUTHERN PART, COLORADO i Map Unit Symbol Description 47 OLNEY FINE SANDY LOAM, 1 TO 3 PERCENT SLOPES The Olney soil is a deep , well drained soil . It is formed on smooth plains in mixed outwash deposits . The surface is a fine sandy loam. The subsoil is sandy clay loam. The underlying material is a calcareous fine sandy loam. The soils have moderate permeability. Their- available water holding capacity is moderate . Roots penetrate to 60 inches or- more . Runoff is slow and the erosion hazard due to wind is severe . 48 OLNEY FINE SANDY LOAM, 3 TO F PERCENT SLOPES The Olney soil is a deep , well drained soil . It is formed on smooth plains in mixed outwash deposits . The surface is a fine sandy loam. The subsoil is sandy clay loam. The under- lying material is a calcareous fine sandy loam. The soils have moderate permeability. Their available water holding capacity is moderate . Roots penetrate to 60 inches or- more . Runoff is slow and the erosion hazard due to wind is severe . Category Codes : soi arm CO—ECS-5 ( Computer Draft ) PRODUCER: Industrial Compliance Inc BASS SEEDING RATE CALCULATIONS PLANNER: Miller DATE: 8/3/89 ART I : SEEDING PLANNED CONTRACT OR AGREEMENT #: IC Proj . 2-2250 Feld No. : MLRA: Gb7 Acres : 1 . 0 Irrigated: CIN No. : Dryland: .. :Tact. No. : 550 Range Site: Sandy Plains „act. Name: Rangeland Seeding c�edbed PreP. : Seeding Operation : Method- intensive cultivation Method-- Dat.es:NOV. 1 to April 30 Jpr. Dates- as soon as prati.cal Drill- lean-tilled- yes i n terseed-- i.rm seedbed- Broadcast- Stubble-sorghum 8--10 lbs. /Ac. Drill Type_- Grass Interseed-or 1. 10--120 day mild at Drill Spacing-7-12 in. Other-80000--100000 plants/ac. Planting Depth--1 /2-1 in. �rtilizer : Weed Control : Pound_ actual per acre (available) Dates:May-,Tune Nitrogen : Use soil test Mowing--* 1-2 operations Phosphate: use soil test Chemical--* use labeled herbicide Potassium: use soil test Types and Amount-. read label for specific info. inch : Kind- Prairie Fa,.y Amount- x•000 ( lbs/acre) ow applied- evenly over the surface -?w anchored--crimped nchor depth--4 in. into soil. ( 7) EED I NG PLANNED: (3) (4) (5 ) (6) TOTAL TAL_ PLS ( 1 ) ('2) PLS/ACRE OF PLS RATE PLANNED REQUIRED VARIETY SPECIES 100% MIXTURE PER ACRE. ACRES FOR SEEDING ashen Prairie Scan dreed 3. 5 30 1 . 05 1 . 0 1 . 1 _ughn Sideoats grama 4. 5 20 0. 90 0. 9 renvi l .le Swi. tchgrass 2. 5 30 0. 75 0.8 ritana Thick:spike Whtgras 5. 5 20 1 . 10 1 . 1. 100 3. 80 3. 8 (=MARKS: Mulching requirements are shown if critical area seeding is needed. Feeding ratesare based on one acre. Multiply by number acres to be seeded to et total seed needed. 900,5611 EROSION POTENTIAL CALCULATIONS The estimates of potential erosion which could occur from the landfill sides and top were calculated using the Universal Soil Loss Equation (USLE) . This equation has been developed by the United States Department of Agriculture Soil Conservation Service (SCS) based on observations, tests, and measurements over many years on many different types of soils and land uses. The USLE uses factors including climate, land slope, length of slopes, land use and land management to estimate potential erosion. The basic force for erosion is provided by water flowing over or through a soil. Water flow can result from precipitation or snow melt; erosion from a given surface increases with increasing quantity and velocity of water flow. Both the quantity and velocity of water flow over a land surface can be affected by the slope of the land, the length of the slope, the vegetation or other cover over the soil, and variations in the cover over the soil . These factors are included in the USLE as shown below. USLE - A = R(K) (LS) (C) (P) where A = Soil Loss in Tons per Acre per Year R = Precipitation or Snowmelt Index K = Erosional Index for a specific soil LS = Land-Slope Factor C = Crop Factor P = Land Management Factor The SCS has developed numbers for many of the areas, soils, and land uses and managements. The references at the end of this Appendix and Plate 8 (Final Proposed Topography) of this document were used to determine values for use in the USLE. The cited soil survey and Technical Note are specific to Colorado. The other two documents contain information on a number of states, including Colorado. Upon completion, the top of the proposed landfill will have an average slope of approximately four percent and slope lengths of approximately 350 feet; the sides of the landfill will have an average slope of 25 percent and slope lengths ranging from approximately 300 feet to approximately 850 feet. For the LS factor in the USLE, the lengths of the sides were determined as follows: The average length of the north side of the fill was measured from Plate 8 and found to be approximately 700 feet. 90O561 The average length of the east side of the fill was measured to be approximately 650 feet. The average length of the southwest side of the fill was measured to be approximately 700 feet. The average length of the south side of the fill was measured to be approximately 800 feet. The average length of the west east side of the fill was measured to be approximately 850 feet. The average length of the north side of the fill was measured to be approximately 700 feet. At the corners, the length of the slope varies from the maximum length of a side to zero. The area was determined for each of the above described portions of the fill and the USLE was used to calculate the potential erosion from each area. A table, showing each of the areas and the factors used in the USLE, is provided on the following page. Also provided on the following page are the average, individual, minimum and maximum calculated potential rates of erosion from the fill. As can be seen from the tables on the following page, the maximum calculated rate of erosion is approximately 0. 0099 feet per year, the minimum calculated rate of erosion is approximately 0. 0003 feet per year, and the average calculated rate of erosion is approximately 0 . 0066 feet per year. Calculation of Potential Erosion Rates For use in the USLE the value of "R" , 55, was taken from Reference 2 . This value was the most conservative value for R given in the cited references. The value for "K" , 0. 24 , was taken from Reference 3 . The values for "K" for the horizons of this soil ranged from 0 . 20 to 0. 24 , depending on the depth below the surface of the ground. Because this soil will be mixed when it is removed, the more conservative value was used. The values for "LS" were taken from Table 1 of Reference 1. Table 1 was developed using an equation provided in References 3 and 4 , and was simpler to use than the equations. Length and degrees of slopes not shown on the table were interpolated from given values. 9C056111 The value for C, 0. 07, was taken from Table 4 of Reference 1. This value assumes approximately 50 percent of the ground surface will be covered with vegetation after the fill is reclaimed, and there will not be any tall grasses or bushes over significant portions of the reclaimed fill. The value for P, 1. 0, was the same in all references, and assumes land management practices such as terracing, strip planting, etc. , will not be used. With the above values, the USLE reduced to A = 55 (0. 24) (LS) (0. 07) (1) 0. 924 (LS) Slope Length LS A Location (%) (feet) (T/a/Y) Top 4 325 0. 64 0. 6 North Side, NW corner 25 300 12 11. 1 West Side, NW corner 25 325 12 . 5 11. 6 West Side, SW corner Southwest Side, SW corner 25 350 13 12 . 0 Southwest Side, S central corner North Side, NE corner 25 400 14 12 . 9 East Side, NE corner 25 425 14 . 5 13 . 4 South Side, SE corner East Side, SE corner West Side 25 650 17 15 . 7 North Side and 25 700 18 16. 6 Southwest Side South Side 25 800 20 18 . 5 East Side 25 850 21 19 . 4 The table on the following page, showing erosion quantities and rates, was developed using the "A" value calculated in the above table. v. T i Ali A Area Erosion . Location (T/a/Y) (acre) (Tons/Vr) (Feet/yr) Top 0. 6 17.2 10. 1 0. 0003 North Side, NW corner 11. 1 4 . 5 50. 0 0. 0057 West Side, NW corner 11. 6 8 . 1 94 . 0 0 . 0059 West Side, SW corner Southwest Side, SW corner 12 . 0 5. 6 67 . 2 0. 0061 Southwest Side, S central corner North Side, NE corner 12 . 9 7 . 0 90. 3 0. 0066 East Side, NE corner 13 . 4 22 . 8 305. 5 0. 0068 South Side, SE corner East Side, SE corner West Side 15.7 8. 3 130. 5 0. 0080 North Side and 16. 6 14 . 8 245. 7 0 . 0085 Southwest Side South Side 18 . 5 14 . 8 273 . 8 0. 0094 East Side 19 . 4 11. 0 213 . 5 0 . 0099 TOTALS 114 . 1 1480. 6 0. 0066 * Calculated using an assumed soil weight of 90 pounds per cubic foot. ( (l of 4 References 1. US Environmental Protection Agency and USDA Soil Conservation Service; Preliminary Guidance for Estimating Erosion on Areas Disturbed by Surface Mining Activities in the Interior Western United States; July, 1977 . 2 . USDA Soil Conservation Service; Agriculture Handbook Number 537, Predicting Rainfall Erosion Losses, A Guide to Conservation Planning; US Government Printing Office; Washington, D.C. ; December, 1978 . 3 . USDA Soil Conservation Service; Soil Survey of Weld County, Colorado, Southern Part; US Government Printing Office; Denver, Colorado; September, 1980. 4 . USDA Soil Conservation Service; Universal Soil Loss Equation, Technical Note 50; January, 1977 . fir, ti za t.. Hello