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HomeMy WebLinkAbout1.0 ApplicationSEP 2 3 1998 c THE PRELIMINARY PLAN SUBMISSION FOR THE SUBDIVISION RIFLE CREEK ESTATES, FILING 2 GARFIELD COUNTY, COLORADO Submitted by: Carlyle Fowler (on behalf of Fowler, Marais, LLC, to be formed) 1540 17 Road Loma, CO 81524 Tel. (970) 858-3968 THE PRELIMINARY PLAN SUBMISSION FOR THE SUBDIVISION RIFLE CREEK ESTATES, FILING 2 GARFIELD COUNTY, COLORADO Submitted by: Carlyle Fowler (on behalf of Fowler, Marais, LLC, to be formed) 1540 17 Road Loma, CO 81524 Tel. (970) 858-3968 1 1 1 1 Sketch Flan Preliminary Plan X Final Plat SUBDIVISION APPLICATION FORM SUBDIVISION NAME: Rifle Creek Estates, Filing No. 2 OWNER: Bradley and Winette Moss ENGINEER/PLANNER/SURVEYOR: Atkins and Associates, Inc./Carlyle Fowler/DH Surveys Inc. LOCATION: Section 24 Township T5S Range R93W WATER SOURCE: Rifle Creek Home Owners Association - Emmer Well l#1 SEWAGE DISPOSAL METHOD: Individual Sewer Disposal Systems PUBLIC ACCESS VIA: Mesa Drive EXISTING ZONING: A/R/RD Agricultural Residential Rural Density EASEMENTS: Utility Water, Power, Telephone, Cable TV Ditch TOTAL DEVELOPMENT AREA: 1 (1) Residential Number Acres 1 1 1 1 1 1 1 1 Single Famiy Duplex Multi -family Mobile Home (2) Commercial 15 36.00 Floor Area Acres (3) Industrial sq. ft. sq. ft. (4) Public/Quasi-Public Dedicated ROW 1.68 (5) Open Space/Common Area 3.02 TOTAL: PARKING SPACES: Residential Commercial Industrial 40.70 1 1 1 RIFLE CREEK ESTATES, FILING 2 Garfield County Subdivision Regulations Adopted and Enacted April 23, 1984 Introduction The developer, Carlyle Fowler, on behalf of Fowler, Marais, LLC - a limited liability company to be formed, submits this preliminary plan for consideration. The plan is essentially the same as the preliminary plan approved by the Garfield County Commissioners on a previous occasion. This plan is submitted with the written consent of the owners of the surface and mineral rights of the property in question. See Exhibit A. The developer consulted with the Planning Department, the Fire Marshall and the Rifle Creek Estates Homeowners Association (RCHA) concerning the preliminary plan submitted herewith. As result of discussions with the Fire Marshall, the capacity of the storage facility for potable water will be significantly expanded. Turnaround easements have been added to road stubs leading to lots 2, 3, 4, as well as to lots 13 and 14. All of the Planning Department directives have been incorporated in this preliminary plan. A suggestion that a circular road layout be adopted proved too costly. See map and cost estimates, Exhibit B. The circular road layout would have required extensive regrading of the property with resultant changes in surface hydrology. It would have required relocation of the waterlines. A higher density development may have made the circular road layout possible. This, however, would have had a great impact on roads, wild life, vegetation and would not have been in keeping with the current zoning. Filing 2 is essentially locked into its current layout given its location on a small mesa (topography), given the fact that it was intended to be part of a 100 lot development and the fact that it has only 15 water shares available. Minutes of a Commissioners meeting suggest that this fact was considered by the Commissioners when they approved the preliminary plan on a prior occasion. Regulation 9:33A provides that the Board "may approve longer cul- de-sacs for topographical reasons [if] it can be proved that fire protection and emergency egress and access is provided as part of the longer design." We have made changes to the previously passed road layout and have undertaken to double the capacity of 2 the potable water storage. See the third paragraph above. This meets with the Fire Marshall's approval. Filing 2 consists of a beautiful piece of land that is suitable for a subdivision in keeping with the existing Rifle Creek Estates. The developer shall adopt the covenants in place for Rifle Creek Estates and shall become affiliated with The Rifle Creek Estates Homeowners Association. 3 1 4:00 PRELIMINARY PLAN SUBMITTAL 4:40 Submittal Requirements: 4:41 Map Index: Preliminary Plan Preliminary Plan Preliminary Plan Preliminary Plan Preliminary Plan Preliminary Plan Map 1 Map 2 Map 3 Map 4 Map 5 Map 6 4:41 Exhibit Index: Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E Exhibit F Exhibit G Exhibit H Exhibit I Exhibit J Exhibit K Exhibit L Exhibit M Exhibit N Cover Sheet Preliminary Plan Street Plan Drainage Plan Utility Plan Sewage Disposal Plan Consent from surface and mineral owners Circular road layout and cost figures Rifle Creek Homeowners Protective Covenants Reports by Lincoln DeVore titled: 1) Subsurface Soils and Geology, Rifle Creek Estates, Filing 2 2) Site Specific Subsurface Soils Investigation, Lots 13, 14, 15, Filing 2 Title commitment Garfield County Planning Department Wildlife Check List Title to water rights Engineer's correspondence regarding water quantity Two water agreements dated June 18, 1987 District 5 water decrees (Numbers W-3879, W-3878, W-3877 and W-3876) Engineer's letter regarding quality of water Percolation tests Maintenance plan: septic system Traffic analysis 4:50 Preliminary Plan Map A B C 1 Name of subdivision: Rifle Creek Estates, Filing 2 Information concerning preparation of maps: See Map 1. Location and boundaries: Located to the north of the existing subdivision, Rifle Creek Estates. The property borders on B.L.M. property to its north and west. On the east of the property is the Rifle Creek Ranch Subdivision. The legal description for the property is: SE1/4 SE1/4 Sec. 24, T5S, R93W, 6 P.M. 4 D Contacts: Owners (surface and minerals): Bradley and Winette Moss 405 Will Avenue Rifle, CO 81650 Tel. (970) 625-5221 Applicant/ planner ("developer"): Carlyle Fowler, (on behalf of Fowler, Marais, LLC - to be formed) 1540 17 Road Loma, CO 81524 Tel. (970) 858-3968 Engineer: Atkins and Associates, Inc. Richard Atkins P.O. Box 2702 Grand Junction, CO 81502 Tel. (970) 245-6630 Geological engineer: Lincoln DeVore P.O. Box 1882 Grand Junction, CO 81502 Tel. (970) 242-8968 E Vicinity map: See Map 1 F Adjacent owners: See Map 2 G Site plan map: See Map 2 H Easements: See Map 2 I Standard lot setbacks: See Map 2 The homeowners covenants determine that no structure of any sort shall be constructed closer than 50' from any lot line. J Land use breakdown: 1. Existing Zoning: A/R/RD (Agricultural/ Residential/ Rural Density) a. Uses by right: single family dwelling and customary accessory uses b. Minimum lot area: 2 acres c. Maximum lot coverage: 15 percent d. Minimum setbacks: Front: 50' from street center line or 25' from front line; rear yard: 25'; side yard: 10' from side line or half the height of the principal building whichever is greater. e. Maximum height of building: 25' 2. Total development area: 40.70 acres 3. Total number of lots proposed: 15 4. Total number of dwelling units proposed: 15 5. Total area of non-residential floor space: None 6. Total number of individual dwellings per structure: One single family residence, garage and barn per lot. See homeowners covenants for greater detail. Exhibit C 7. Off street parking spaces: 4 per lot 8. Total proposed density: 1 single family dwelling per 2.71 acres K Topography: See Map 4 for 2' contours L Common open space not reserved or dedicated to the public: None M Sites to be reserved or dedicated for public parks, schools and other public buildings, facilities or use: None N Street grades: See Map 3 O Existing easements: See Map 2 4:60 Additional Information A Proposed terms of reservations or dedications of sites for common facilities: Developer will merge with existing subdivision's homeowners association, Rifle Creek Estates Homeowners Association. See covenants, Exhibit C. See also Map 2 for location of additional open space. B Proposed phasing: None C Access to public right of way: See Map 2 D Off street parking: 4 per lot E Soil and topographical information: See Map 4 and Exhibit D F Radiation Evaluation: See Exhibit D 6 G Title commitment: See Exhibit E H Subdivision of a section: Previously surveyed 4:70 Supplemental Information: Geology, Soil, Vegetation, and Wild Life A Geology: See Exhibit E B Soil: See Exhibit E C Vegetation: See Exhibit E. Consists of sage brush and bunch grasses with some cedar and pinion trees among steeper slopes. D Wild life: See Garfield County Planning Department Wild Life Checklist, Exhibit F. The covenants are expressly environment and wild life friendly. They provide for a limited number of pets which must be kept in a sanitary and enclosed area. Pets are not permitted to run free and harass wildlife. Outside burning is not permitted. Specific limits are placed on barbeques and fire places. No hunting, shooting, trapping, or killing of wild animals, excepting coyotes, is permitted in the subdivision. Outside lighting needs to be approved by the Architectural Control Committee. Fencing is also regulated by the covenants. 4:80 Supplemental Information: Drainage A to D: See Map 4 4:90 Supplemental Information: Utility plan A See Map 5 1. Evidence of ownership of water: The current owners own the water rights pertaining to the lot to be developed, and has contracted to transfer the water rights to the developer. See Exhibit G. 2. Historic use and yield of water rights: See Exhibit H 3. Change in use: Not applicable 4. Evidence that private water owners can and will supply water: The relationship between the developer and RCHA concerning water, is regulated by two agreements dated June 18, 1987. See Exhibit I. In terms of these agreements, the ownership of the water system is vested in the RCHA and the developer has a right to obtain water from the water system. 7 The developer would need to extend the system to serve Filing 2, as well as pay for reasonably necessary expansion of the system. The developer and the RCHA are currently exploring ways to implement the terms of the agreement to the satisfaction of both. The water supply is dependable and sufficient. See Exhibit H concerning consumption over the last few years as well as the potential monthly yield of Emmer Well #1. The water has been adjudicated to service the existing and the proposed subdivision. See Exhibit J containing District 5 Water Decrees. 5. Evidence concerning potability of water: See Exhibit K. The RCHA which operates the water system, has been given a clean bill of health by the EPA. See Exhibit K. B A central supply system will be utilized. See Map 5 1 The System will be owned and operated by the RCHA. The developer and subsequent lot owners will become members of the RCHA. 2 The extension and expansion of the water system will be financed by the developer from available funds. C Right to connect to existing water system: See Water Agreements, Exhibit I; Engineer's letter, Exhibit H. See also District 5 Decrees, Exhibit J. D Individual water systems: Not applicable E Augmentation plan: See Exhibit J and material on Rifle Creek Estates file at the Planning Department. 4:92 Sanitary and Sewage Disposal Plan See Map 6 for a typical individual sewage disposal system. A Public sewage disposal system: Not applicable B Treatment works: Not applicable C Connection to an existing system: Not applicable D Description of typical individual sewage system: See Map 6. See Exhibit L for percolation tests. E Sewage management plan: See Exhibit M. A copy of this brochure will be attached to the covenants provided to buyers of lots 8 4:93 Utility and Road Plans See Map 3 and Map 5 4:94 Traffic Analysis See Exhibit N Additional Information 1. Fire control and safeguards: The preliminary plan was developed in cooperation with the Fire Marshall. He indicated that he was satisfied that the current lot and road layout and the additional potable water capacity (proposed total capacity of 40,000 gal) will enable the fire department to service the proposed and the existing subdivision 2 Additional covenants: In addition to the covenants governing the RCHA, which the developer will adopt, the following changes to the covenants or additional covenants will be included: 1. Address numbers for lots 2, 3, 4, 13, and 14 will be posted on Mesa Drive as well as at the end of the road stubs leading to those lots, at the entrance of each of those lots. This is in line with a suggestion made by the Fire Marshall. 2. The maximum height of any building or structure will be 25'. This is in line with building regulations adopted after the adoption of the covenants. 3. No open hearth solid -fuel fire places will be allowed in Filing 2. One (1) new solid -fuel burning stove as defined by C.R.S. 25-7-401, et. seq., and the Regulations promulgated thereunder, will be allowed in any dwelling unit. 4. A reference to the quality of the well water will be plat noted. Tests including radiation levels of the raw and treated water will be made available to all prospective buyers of lots, as an attachment to the covenants. 5. A sewage management plan will be added as an attachment to the covenants. 9 IMPORTANT MESSAGE) i FOR 102\2 M: IOU DATE LQ 19^ 98TIME P M. M OF PHONE NUMBER EXTENSION �larai s /\,obsirgs (C.P • AREA CODE ❑ FAX ❑ MOBILE AREA CODE NUMBER TIME TO CALL TELEPHONED . PLEASE CALL CAME TO SEE YOU M WI -LoQALL AGA WANTS TO SEE YOU H RETURNED YOUR CALL ;' SPECIAL ATTEiNTION 4 -- MESSAGE eC CreQ iP. S kit C-1 IC rNkc\'a_r--y ` SIGNED wM Ve * DEI 3002S MADE IN U.S.A. THE LAW OFFICE OF ANDREW MARAIS P. O. Box 3687 GRAND JUJNCTION, CO 81502 22 June, 1998 Ms. Victoria Giannola Senior Planner Long Range Planning Division 109 8t Street, Suite 303 Glenwood Springs, CO 81601 (970) 858-3968 FAX (970) 858-3968 E-mail: marais@gj.net Re: Rifle Creek Estates, Filing 2 Dear Victoria: Thank you very much for your time and guidance on Friday, June 19, 1998. I am looking forward to working with you on this proposed development. Sincerely, Andrew Marais JUN 2 4 W9* O ARHELD COUNTY A- i BRAD AND WINETTE MOSS 405 WILL AVENUE RIFLE, CO 81650 TO WHOM IT MAY CONCERN September 16, 1998 Re: Rifle Creek Estates, Filing 2 My wife Winette Moss and I, are the owners in joint tenancy of the following property: TOWNSHIP 5 SOUTH, RANGE 93 WEST OF THE 6 P.M., SECTION 24: SE1/4 SE1/4. There is no lien on this property. We also own all the mineral rights, and there is no lease with respect to this property (see the attached mineral ownership report.) We have contracted to sell the property to Carlyle Fowler/ Fowler, Marais, LLC, who will develop the property. We are aware that the latter parties will file a preliminary plan application with the County in the near future, and that these parties will pay all expenses associated with this and subsequent filings. As owners of both surface and minerals, we hereby give our permission for such a filing by Carlyle Fowler/ Fowler, Marais, LLC, and any subsequent filings that may be required to complete the subdivision process. This permission is valid until August 26, 1999. We understand that we will be notified of any hearings that may be scheduled to consider any subdivision application. Sincerely, =z72_,C26/72///ik Winette Moss September 10, 1998 Brad & Winette Moss 405 Will Avenue Rifle, CO 81650 Dear Brad & Winette: MINERAL LAND SERVICES P.O. Box 1223 Glenwood Springs, CO 81602 Office (970) 945-5804 Fax (970) 945-0960 Enclosed is a Mineral Ownership report that was researched from Inception (Patent), until the Stewart Title Plant Date of August 31, 1998 @ 8:00 a.m. by one of our landmen. As is shown on the report, the surface and minerals are owned by you and your wife in joint tenancy. As discussed, there is no charge for this title due to your employment with Barrett Resources Corporation and the amount of work Barrett gives us. Please call us if you need any further information concerning this matter. Sincerely, MINERAL LAND SERVICES /L Tom Lawson Enc. MINERAL OWNERSHIP REPORT September 9, 1998 LEGAL DESCRIPTION: Township 5 South, Ran2e 93 West, Gth P.M. Section 24. SE'/SE'/. Containing 40.00 Gross Acres MINERAL LAND SERVICES P.O. Box 1223 Glenwood Springs, CO 81602 Office (970) 945-5804 Far (970) 945-0960 .Surfaced Alineral Ownership Interest Net Acres Bradley F Moss and Winette D Moss, 1 00% 40.00 As Joint Tenants. 405 Will Avenue Rifle, CO 81650 TOTAL 100.00% 40 00 Acres NOTE I The 1997 property taxes have been paid in full. NOTE 2 It appears there are no oil and gas leases of record which affect the above mentioned lands. This Mineral Ownership Report was made by using the tract indices of Stewart Title. Glenwood Springs. CO , upon which complete reliance has been placed, as well as the records of the Garfield County Clerk and Recorder, Assessor and Treasurer's office. While we believe all information contained herein to be correct, our liability is limited to the amount paid for this Mineral Ownership Report. MINERAL LAND SERVICES ()el/4L ,2 0,Le Arthur R Dahl Certified to August 31. 1998 @ 8:00 a.m Prepared for Bradley and Winette Moss File No 0681 w `?' ,= sl '6 0 7 -.4 �' J06 q 3 , Z ini `nth J i -i R ..3. ` v { Y g. J 1 t .1 3 (14:.-, :j , ..)— er S. ti 3 H } t� �' �� �� .3.7 1 h cls. T• V o V W y, r `� o no 1.. 1 T VI J .) d o r1 , �i ' -i- s A 3 i <63 3. '-‘,1 } Edi ,11 E Z� ',13 0 ‘11 a' ,,s 0 (N. la 't i- a -.6 _ : -'\ al' t. C. 3 C w� Z. 64 3 ? oC `C cJ N t H$: V W J o o- 1 VI NC J N i) 3 4 Il.v Z.11 J -"'M--I /1 O A A u v 3 i (--44. k 41~ 0 cl q Q Q 4 I N J 43 NN dQ� 3O Q° \ °' aa' 1 _ \o yN 1 1 M NI 1 O h J A o. n r ly r �O ry JN. • � � ° M „' ^ ren "n T T J h a "' ry h J J l Ivey \ \ \ \ \ \ \ \ \ > L 1\6 6 > \ j \ \ MIS Or MI Or r al SS Me I l r S— SS MN- as am nu 1 17.1fr1,273 ...4yet 04 u !7•U. //740 wD J.Q. /6'0,41-.5 t �. Q6d J, P. 1L - t(.0. 8`//7`/L AT t r`I4 r,11ors 97//9 E ar )- /47"/ 7 1S 7 1 1 1 1 1 1 1 1 1 1 t 1 1 11a Wye D. t, .i"'64//14 -1 -1F -filo. r -tip13rc.dly.7 ` /1'1491s w4- ,- &(' // (D 73/ /}1r. s L11 GC154 1 `'"I Cvc�1 ,- /00 1 )u L v4.; . e< /1/o w.Lz. /3 U� ,2 £2 4J . Y3 /9A Ma4LL- C�Fu-JD �L Gl csti.�a L '12 L. ,/t„ 0..r Ems. -fey- lDc.7ro t E ''- m e4 -- T Al., :.,.�_/`)✓/' J J 0 -1 Z wl r JCS. rctL� c ,... evJ s 2 � � d ¥ mvr 4-1 u-1 s 4 f J .? looLV, 1 IOU°w 4,5 S , vi I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 June 2, 1_998 618 Dike Road, P.O. Box 3609 Grand Junction, CO 81502 (970) 243.4900 FAX: (970) 249.5945 AiJti -E,t,, Mtsr- arIC Mr. Mark Fowler 2121 River Road Grand Junction, CO 81505 21830 Hwy. 550 South, P.O. Box 1909 Montrose, CO 81402 (970) 249.1815 FAX: (970) 240-8497 1300 County Road 442N, P.Q. Box 928 Norwood, CO 81423 (970) 327-4586 FAX: (970) 327-4113 Re: Rifle Creek Estates, Filing 2--- ev(�tc t, of h1-11-171 AMA PRtcf\-SV-C1 0L-1 pt -to.) ZEtEIVE h °b4 g/4/aB (ur,t:n) Dear Ivir. Fowler: We have reviewed the plat and photographs provided for Rifle Creek Estates, Filing 2, and can provide the following information toward developing a preliminary budget for your project: G '-r Yo t Lc_ -reo Sbco c- r Earthwork Crew Mobilization---- � 1 L.S. Cut and Spread Dirt on Site AA -44 1,900 C.Y. ( iclu in borrow di;trpj sogl,ks s Prepare Subgra eat Gravel 1 C30 f',''see-S Y. driveways and at Main Road Install Road Base at Hri-ae vegs•( S—g Tons Asphal4. J and4Wide Shoulders (9") Install r' Asphalt (24' Wide) `1 5 Tons Base and Paving Crews: Mob/De-mob Adjust Utility Covers Final Ditch Grading anoro�_ (qty Construction Surveying (allow 5%) Construction Testing (allow 5°/p)_ 1 L.S. 4 Each 1 L.S. NATURE SAVER"' FAX MEMO 01616 Unit Price eY SC/C� 1,040.00 3.70 -----' It 1.00 I 5 42.00 2,500.00 250.00 1,000.00 United Subtotal To ColDept. ghQna Cate ci /.1 from - •� Co. N 1-.C. Fax/ as -s - iGs Phone A Z�}ji Ob Fax # Extensigp LSU 00 Zp c 4 -sem-gym cti1 p 2,500.00 � 1,0� 000Q0. Q00 -4,OO 9O--• ( ;o 4,000.00 13,oc to c }} -may �_ _ r _ FTP 8 c: w 3O19H!2 ..If. _ 4 Alo_E:rt Roca'crer -?',, 4-� f ' " ., `� PROTECTIVE COVENANTS FOR - ,,N A -'6-4i, t 1.-::: RIFLE CREEK ESTATES SUBDIVISION 4�. LOCATED IN GARFIELD COUNTY, COLORADO?,. ,./3 i ;+ , s ' :...„,„:-,.,744:;,,,,.----,:-'44i'* . THOMAS L. EZOIER, DOROTHY E. EMMER, ' ROBERT Lays ,-''`- ?4 7',Ve. MEISNER, and LOIS I. MEISNER, being the sole owners of all ="-`: ....„4.; that real property known as RIFLE CREEK ESTATES, consisting. .;CTA of Lots 1 through 27 as subdivided and platted according to';,':_" .;4i the Final Map thereof comprising of two (2) sheets and filed. -7,.r;,. fcr record in the office of the Garfield County, Colorado,•,:''!*' 2 Clerk and Recorder on December 10, 1979 as Rec. No. 300096,--...... "i�I' and being desirous of protecting property values, and protecting^,+ '�<: the health, convenience, welfare and use of the owners of..;.,: -, _,.,.,..xn Lots 1 through 27, RIFLE CREEK ESTATES, do hereby declare •: ,.; ,, and adopt the following use, building and development restric-^ ,.,:,'. tions, each and all of which shall be applicable to and run T!Ni. with each of said Lots 1 through 27, RIFLE CREEK ESTATES, except that portion of Lot 7 lying below elevation 5,660:`),'`,. feet above mean sea level. The intent is that the portion sw�"�' of Lot 7 below 5,660 feet mean sea level shall not bes-',;: affected, or the use thereof altered, in any way by the within Protective Covenants. Said Lots 1 through 27, RIFLE CREEK ESTATES, with the exclusion of that portion of Lot 7 -.,.'l:>.' below elevation 5,663 m.s.1., shall be hereinafter referred ;--n to as "the Subdivision". The Protective Covenants, intended SN.,-. to be applicable to and run with the title of the lots in `i., y1: "the Subdivision", are as follows, to -wit: l''': 1. Land Use. The property in said Subdivision is intended to be deve�ed for single family residential purposes only in a rural setting and motif and with all structures designed to blend into and compliment the natural surroundings. Lots 1 through 27, inclusive, RIFLE CREEK ESTATES, shall be used for residential purposes with only one (1) hab table dwelling per mot, with t only exceptions being (i) any Community Recreational Facilities constructed on "Open Space" land, and (ii) all the land below elevation 5,660 feet on Lot 7. Only two (2) outbuildings, namely a garage and a barn, are allowed on residential lots. Such outbuildings shall be at least 400 square feet each on the ground level and consistent with the architecture of the main dwelling. No elevated tank2, towers or structures are allowed. No building or structure intended for or adapted to business, commercial or manufacturing purposes, nor any multiple family dwelling, shall be erected, played, maintained or permitted upon such property. Subject to the other provisions in these covenants, use of any lot for pasture of horses or the raising of crops when a dwelling shall first have been constructed thereon shall not be construed as being incompatible with residential purposes. Land designated "Open Space" on the recorded subdivision maps of RIFLE CREEK ESTATES shall remain natural except as noted in Sections 1 and 7. 2. Homeowners Association. (a) A non-profit corporation will be organizes under the laws of the State of Colorado, the name of which will be "RIFLE CREEK ESTATES HOMEOWNERS ASSOCIATION" (Association). The Association will own and be responsible for repair, replacement, maintenance, alterations, and upkeep of: any private community roads or easements; all common utilities within the subdivision, • arm 544 ric,1374 including the domestic and irrigation water systems; and land and recreation facilities on "Open Soace". The Association will also be responsible for the enforcement of these Protective Covenants, and shall have such other duties as are prescribed by its Articles of Incorporation and corporate bylaws. (b) Each individual or entity or combination of owners upon acquiring titte to a lot in the Subdivision shall automatically become -a member? or -the Association and shall he entitled to one (1) vote in the Association on all matters. There shall be one (1) vote for each lot regardless of the number of individuals or entities owning any lot. (c) The board of directors of the Association may assess each member a fee at all appropriate times to cover the costs of maintenance and improvements to the property and facilities owned by the Association or for which the Association is responsible, and for such other special purposes as determined by a majority of the voting members. Each assessment so levied shall become a lien on the land and improvements of each owner in said Subdivision to the extent of the assessment levied. The board of directors shall be entitled to maintain an action in the District Court of Garfield County, Coiorado for the purpose of recovering any unpaid assessments and for the purpose of foreclosing the lien against the lands and improvements of the defaulting lot owner. Damages may include costs of said action plus reasonable attorney's fees. (d) The water supply for Subdivision in- house dcmestic purposes will come from a central system. Water from such system shall be limited to one hundred (100) gallons per person per day per lot for in-house domestic purposes. No irrigation shall be permitted from the domestic system but shall be from a separate system. water for irrigation purposes shall be limited to that amount reasonably necessary to irrigate 0.25 acres of irrigated area on each lot. The Homeowners Association shall have all powers reasonably necessary to compel the lot owners to limit water use so as to comply with this paragraph and to otherwise prevent all waste of water. 3. Architectural Vontrol Committee. (a) The board of directors of the Association will appoint an ARCHITECTURAL CONTROL COMMITTEE (ACC) consisting of at least three (3) members, any of whom may be a member of the board. No building or fencing shall be erected, placed, or altered on any lot until the construction plans and specifications and a plan showing the location of the structure or fence have been approved in writing by the ACC. No grading or landscaping shall be undertaken without the prior approval in writing of the ACC. (b) The ACC shall exercise its best judgment to see that all improvements, construction, landscaping and alterat:.ons on the lands within the Subdivision conform and harmonize with the natural surroundings and with existing structures as to external design, materials, color, setting, height, topography, grade, and finished ground elevation. The ACC shall protect the seclusion of each home site from other home sites insofar as possible. Approval shall not be unreasonably withheld, and shall be deemed automatically -2- i 1! 544 r!cE375 granted if no action is taken within thirty (30) days from the•date a request is made by a lot owner for the approval of a proposal. Any lot owner suffering a rejection may appeal to the board of directors or ultimately to a majority vote of the voting members of the Association. No member of the ACC shall receive any compensation for services performed pursuant to this covenant. (c) The ACC may grant a reasonable variance or adjustment of these conditions and restrictions in order to overcome practical difficulties and prevent unnecessary hardships arising by reason of the application of the restric- tions contained herein. Such variances or adjustment shall be granted only in case the granting thereof shall not be materially detrimental or injurious to other property or improvements of the neighborhood ari shall not defeat the general intent and purpose of these restrictions. (d) The ACC shall not loc. liable in damages to any person or association submitting any architectural plans for approval, or to any owner or owners of lands by reason of any action, failure to act, approval, disapproval, or failure to approve or disapprove, with regard to such architectural plans. (e) The initial members of the ACC shall be: THOMAS L. EMMER, DOROTHY E. EMYER, ROBERT L. MEISNER A majority of the ACC may designate a representative to act for it. At any time the then record owners of the majority of lots in the Subdivision shall have the power through any duly recorded instrument co change the membership of said ACC. In the event of the death, resignation or inability to act of any member of the ACC, the remaining members shall have full authority to designate a successor. 4. Resubdivision. No residential lot in RIFLE CREEK ESTATES shall ever be resubdivided with the exception of Lot 7 where the land below 5,660 feet elevation may be resubdivided from the balance of Lot 7 and rezoned in accordance with applicable laws, rules and regulations. 5. General RestrictiGn Residential Lots. (a) The site of all structures of all kinds on each lot shall be approved by the ACC using the criteria described in these covenants, unless varied by the provisions of paragraph 3(c) hereof. (b) No structures of any sort on any lot shall be constructed closer than fifty feet (50') from any lot line. (c) No fences shall be constructed or maintained on any lot in the subdivision higher than four and one-half feet (41/2'), but this restriction shall not apply to patio fences in connection with dwellings. (d) All fences shall be constructed of wood or wood by-products; provided, however, on any back lot line or side lot line which is shielded from view from other lots, materials other than wood may be utilized if previous permission therefor is given by the ACC. -3- 1 (e) Wire fencing shall not be allowed on any lot•boundaries bordering car community roads, whether public or private. (f) No structure of a temporary ch$racter, trailer, mobile home, basement, tent, shack, garage, barn or other outbuilding shall be u!'d on any part of the Subdivision :..::;z .; at any time as a residence, either temporarily or permanently. .,�?�,�- No building shall be placed on said land by means of other `'.!.:v than new construction; and "o building shall be used as a --"'71 residence, even though new construction, which has been '3a completely prefabricated and built elsewhere, it being the s,``�= intention of these covenants to prohibit the use of mobile homes as a residence on said property. This covenant, however, shall not prohibit precut homes which are partially constructed on the property, nor the temporary use for no more than a six (6) month period of trailers during construction for storage of tools and materials. (g) Each residential lot, as described in 1 hereof may have only one (1) habitable dwelling constructed thereon. This dwelling shall have at least 2,000 square feet of finished living area measured by outside dimensions, excluding carports, garages, attics, unfinished basements, utility and storage areas, open porches and entrances. At least 1,600 ar,uare feet of this area shall constitute room with two (2) sides or more above ground. The remaining 400 square feet shall have rooms with at least one (1) wall at ground level and at least one (1) exterior access at that level. (h) Each residence shall contain at least one (1) fully equipped bathroom and all sewage shall be disposed of by means of an individual mechanical sewage treatment facility or septic tank and leach field as shall be approved Jy the Colorado State Health Department and local health agencies having jurisdiction thereof. Owners shall install and maintain such treatment facilities it good operating condition and shall cause the same to be inspected by qualified persons at least once each twenty-four (24) months. Copies of the results of each inspection shall be furnished to the ACC and the Garfield County Health Department. If inspections are not so made, the ACC shall cause the same to be made and the Lost thereof shall be assessed to the owner. No lot shall be used in any manner or for any purpose that would tend to pollute nearby streams or other sources of water. (i) No building shall be placed upon the property herein by means of other than new construction; it being the purpose of this covenant to insure that old buildings will not be moved from previous locations and placed upon property in said Subdivision. (j) Exterior lighting must be approved by the ACC. (k) No structures shall be permitted on any lot which exceed thirty feet (30') in height from the highest natural finished grade line immediately adjoining the founda- tion or structure. No radio, short wave or television antenna over five feet (5') above the highest roof line shall be permitted unless approved by the ACC. aoox 544 Paean (1) Clothes lines, equipment, garbage cans, service yards, wood piles or storage areas shall be adequately screened by plz.nting or construction to conceal the same from view of neighboring lots and streets. (m) No gas lines, light and power lines, telephone lines or television cables shall be permitted unless said lines are buried underground and out of sight from their primary source at the lot line to the dwelling and at the owner's expense. The ACC may, however, allow overhead light, power, telephone and television lines if the same would not detract from the view of other property owners and the cost of placing the same underground would be great. (n) The owner of any lot in said subdivision shall complete construction of any structure thereon within one (1) year after commencement. (o) Every dwelling shall provide off-street parking, excluding garages or carports, for the regular use of at least four (4) vehicles. (p) No structures shall be placed or located on any lot in such a manner that will obstruct, divert or otherwise alter the natural water drainage courses and patterns. Likewise, no landscaping or changes to the existing terrain shall be made which shall obstruct, divert or otherwise alter such drainage. No lot shall be graded such that natural water or irrigation water overflow is diverted from existing drainage or along other than existing topography. (q) The roof and exterior finish of all dwellings and outbuildings shall be of a natural color consistent with the surrounding area. Doors and trim may be excluded from the effect of this subparagraph if approved by the ACC. 6. Use Restrictions. There shall not be permitted or maintained upon any lot or any part thereof, any trade, business or industry, except that owners may rent or lease for residential purposes when not required for the owner's use. No oil, natural gas, mining, quarrying, or other similar 9^vclopment operation of any kind shall be permitted upon or in the Subdivision, nor shall derricks, tanks, or other structures pertinent to these operations be permitted in the Subdivision. 7. „Community Recreation Facilities. The 27.51 acres of land designated "Open Space" shall be available for the private use of all Rifle Creek Estates homeowners, including any future residents on the lands adjacent to the Subdivision that may be developed by Emmer, his heirs or assigns as part of Rifle Creek Estates. Riding trails, picnic tables and shelters, and other recreational facilities may be constructed on this land upon approval of a majority of the residents, as defined above, prior to the time of construction. 8. Animals. Owners and lessees of residential dwellings may have a reasonable number of ordinary household BOOK 544 rr;E373 pets, not kept or bred for commercial purposes, so long as such pets do not constitute any annoyance to other owners. Owners and lessees may keep one (1) horse per full acre of ground owned or leased in the Subdivision. Additional horses may be kept on their property for short periods if such horses have permanent pasture elsewhere. No other livestock shall be allowed. The ACC may, however, require any owner to remove any animals if, in the opinion of the ACC, lands are overgrazed or the animals constitute an annoyance to the owners of neighboring tracts. Family pets, other than dogs and cats, must be kept within an enclosed area which must be kept clean, sanitary and reasonably free from refuse, insects and waste at all times. All animals must be so maintained that they do not become a nuisance to the neighborhood and do not run at large or endanger or harass other animals, including wildife upon neighboring lands, and public domain. As authorized by the statutes of the State of Colorado and regulations of the Wildlife Commission of the State of Colorado, it shall be permissible for any person to capture or kill a cat or dog when such cat or dog is endangering or harassing wildlife. 9. Nuisances. No noxious or offensive conduct or activity shall be carried on upon any lot or in any structure thereon which may constitute a health hazard, nuisance or annoyance to the neighborhood. 10. Vehicle Restriction. No snowmobiles or two - wheeled motorized vehicles shall be operated in the subdivision, except that motorcycles may be utilized for transportation in and out of the subdivision. 11. Signs. No billboards signs, or other advertising devices of any nature shall be erecttl, placed, maintained or permitted upon the property in said Subdivision, provided that this restriction shall not be construed to prevent appropriate name and address signs and signs that advertise the property for sale or lease insofar as it is necessary to promote the sale and development of such property. 12. Private Roads. Individual lot owners are responsible for the construction and maintenance of private roads on their lots. Where such roads cross drainage areas, eighteen inch (18") culverts shall be installed by the lot owners. 13. Outside Burning. The outside burning of any trash, rubbish or other materials shall be absolutely pro- hibited. Standard and approved barbeques and fireplaces shall be allowed for the preparation of foodstuffs only. 14. Maintenance of Residential Lot. No lot shall be used or maintained as a dumping ground for rubbish or storage area for junk or unused vehicles. All business- related materials, equipment and supplies shall at all times be kept in an enclosed area. The owner of any lot shall keep the structures thereon in good repair, doing such maintenance as may be required for this purpose. Each dwelling shall be equipped with a garbage disposal unit. Garbage cans must be contained in a covered area at all times. -6- 1 90'* 544 r 379 15. Wildlife. No hunting, shooting, trapping or otherwise killing or harming of wildlife, except coyotes, shall be permitted in the Subdivision, it being the intent hereof to conserve and protect all wildlife to the fullest extent possible. 16. Easements and Rights -Of -Way. Easements and rights-of-way in perpetuity are hereby reserved for the erection, construction, maintenance and operation of wires, cables, pipe, conduits and apparatus for the transmission of electrical current, telephone, television and radio lines and for the furnishing of water, gas, sewer service, or for the furnishing of other utility purposes, together with the right to enter for the purpose of installing, maintaining and improving said utilities along, across, upon and through a strip of land twenty feet (20') in width along all interior lot linea of all lots (ten feet (10') on either side of said lot linee.,, and ten feet (10') in width along all outside boundary lines of the Subdivision. Individual 1,t owners are responsible for the installation and maintenance of all lines from the respective tap points to the points of use. 17. Duration of Covenants. These covenants are to run with the land and shall be binding upon all parties and all persons claiming under them until June 1, 2005, at which time said covenants shall be automatically extended for successive periods of twenty-five (25) years, unless by vote reflected by signed documents duly recorded by the majority of the then owners it is agreed to change said covenants in whole or in Bart. 18. Enforcement. If any lot owner or persons acting by, through or under him should violate or attempt to violate any of the covenants herein stated, it shall be lawful for the ACC, the Association or any other p rson or persons owning lots in said subdivision, to prosecute any suit in law or in equity to restrain and enjoin the violation of such covenants and to recover damages for such violations and to recover all costs and attorney fees necessary to enforce the provisions of these covenants. 19. Severa'Jility. The invalidation of any one of these covenants by judgment or court order shall in no way affect any of the other provisions which shall remain in full force and effect. These covenants shall be in addition to, and not in substitution for, all applicable building, zoning and other governmental laws, ordinances, resolutions, rules and regulations which shall be strictly followed and adhered to in all respects. Dated this Alk- day of .,� THOMAS L. Ef l (;)ara-rX e 1910 . DOROTH BERT ce.:7TILt^L) . MMER 1ISNER LOIS I. MEISNER DECLARANTS STATE OF COLORADO ) COUNTY OF GARFIELD ) ss. BOOK 544 rm380 Te foregoing instrument was acknowledged before me this 27C day of d , 19,Q0 , by THOMAS L. EMMER, DOROTHY E. EMMER, ROBERT; MEISNER, and LOIS I. MEISNER, Declarants. ki My commission expires: WITNESS my hand and official seal. Notary P 11c 1 I Iij 11 z 27132.2xLAL= ".4* :eik1---, Recorder !IAINTENANCE AGREEMENT THIS AGREEMENT made this 1980, by and between THOMAS L. EMMER and 544 r3sE381.,. day of •FC-brk...;y DOROTHY E. EMMER' :A14, (hereinafter referred to as "Emmer") and the RIFLE CREEK • 7, ESTATES HOMEOWNERS ASSOCIATION (hereinafter referred to -as.- "Association"), is deemed to be necessary for the convenient use and operation of jointly owned property. WHEREAS, the Association, by separate is the owner and personal he of 27/100ths interest property described on by thin reference as though conveyance, in those items of real . Exhibit A, incorporated fully set forth; and WHEREAS, Emmer is the owner of an undivided 73/100ths of the same items of real and personal property likewise described in Exhibit A. NOW, THEREFORE, for and in consideration of the promises and agreements hereinafter set forth, the parties hereto agree as follows: 1. The number of residential equivalent units contemplated to be served by the personal property described on Exhibit A attached hereto is intended for tho present to be limited at twenty-seven (27). Emmer reserves the right to at any time, at his solo oxpense, expand the use of the real property and personal property service capacity up to and including one hundred (100) residential units. The parties acknowledge and waive any further right to later take an inconsistent position in any form that the water rights and real property are sufficient to serve one hundred (100) residential equivalent units as herein contemplated. 2. Emmer shall be responsible for oll day to day maintenance and operations, replacement and other work necessary to operate the water system as shall be necessary - n euruc 544 rE3E3S2 to provide sufficient domestic and irrigation water supplies to members of the\Association and to the seventy-three (73) units additionally contemplated by Emmer and all such activity to preserve and maintain all real property described on Exhibit A. 3. Until such time as Enuuer shall elect and give notice to the Association in writing of his intention to expand the fazilities to serve up to one hundred (100) residential equivalent units, the Association shall be entirely responsible to Emmer for the cost of operation and maintenance of the water system and the costs to preserve and maintain said real property. After the time Emmer shall elect to expand the number of residential equivalent units served by the water system and the park land described in Exhibit A, expenses shall be borne as hereafter described. The Association's share of expenses shall be determined by multiplying the total ex2enditures necessary to maintain the system as hereinafter ''escribed by a fraction, the numerator of which is 27, and the denominator of which is equal to 27 plus the additional number of units actually receiving service and using said park land pursuant to Emmer's later election to expand up to one hundred (100) residential equivalent units. The remainder of the expenses shall be borne by Emmer or his assignees. 4. Operation, maintenance and replacement expenses shall be all those expenses in the discretion of Emmer or his assignees that are reasonably necessary to maintain the existing personal property, protect the rights in real property described on Exhibit A and all other activities reasonably connected to or necessary to provide the delivery of potable and irrigation water to the Association and Emmer's assignees. -2- 1 1 1 1 • BIUue 544 racE383 5. The Association hereby agrees to indemnify and hold harmless Emmer and/or his assignees for and against all claims made by the Association and its members arising out of the operation and maintenance of the water system and park land facilities described on Exhibit A by Emmer. This indemnification shall include any and all damages which might be suffered by the Association or its members and which might be awarded by any court of competent jurisdiction arising out of said indemnification. The indemnification shall further include claims by third parties against Emmer to the extent of the Association's obligation to bear operation and maintenance expenses as defined in paragraph 3 hereinabove, including reasonable attorney fees. 6. This Agreement shall inure to the benefit of and shall be binding upon the parties, heirs, successors, administrators and assigns. 1 THOMAS t. EMM$R DOROTHY EMMER RIFLE CREEK HOMEOWNERS ASSOCIATION By •/ Attest: \aki alt - t rj t lit A parcel of lane' situated is part of the SE1/4NF.1/4 and NE1/4NE1/4 of Section 25, Township 5 South, Range 93 West of the Sixth Pri:,cipa1 Meridian, in the County of Garfield, State of Coloradc. Said Parcel being part of the RIFLE CREEK ESTATES 9uh:ivision as on file in the Garfield County Records as Document Number 30009G. Said parcel lying easterly of the westerly lines of said SE',;:F.c: and NT'';NE;, southerly of the Il northerly line of said ::E4"E';, northerly of the northerly } line of Lot 7 of said subdivision, westerly of the westerly t 1ir.r.s of Lots 9 through 16 of said subdivision and north- easterly of the northeasterly right-of-way line of State lit fiich•.�ay Number 13 as described and dedicated in said sub- d.vision. Said parcel being more particularly described as follows: Commencing at the true position of the Northeast Corner of It said Section 25, whence the reference monument for said corner bears N.00°10'00"t:. 219.80 feet (said monument being } a brass cap in place marked "W.C."); thence 5.89°22'24"w.t 1334.73 feet along the northerly line of said NE;NF.4 to the northwest corner of said NE NE:, the True Point of Beainning; '; thence N.89°22'24"F.. 249.58 feet along the northerly line f of said NE:NL; to the northwesterly corner of said Lot 16; thence leaving the northerly line of said NEsNE;, 5.16°18'17"E. 2214.28 feet to a point on the westerly line of said Lot 9; 11. on said northeasterly right-of-way line; thence leaving the thence, leaving the westerly line of said Lot 9, 5.89°33'43"W. 771.79 feet -along the northerly line of said Lot 7 to a point inortherly line of said Lot 7, the following two courses alone said right-of-way line_:t,' 1. Thence N.41°55'50". 57.39 feet 2. Thence along_ a curve to the right, having a radius of 849.01 feet and a central angle of 07°50'40", a distance of 116.24 feet (chord bears N.38°00'30"W. 116.15 feet) to a point on the westerly line of said SE4NE.; thence leaving said right-of-way line N.00°17'57"E. 7.994.21 feet along the westerly lines of said NE1/4NE4 and SE1/4NE4 to the True Point of Beginning, said parcel containing 27.51 acres, more or less. i a • apex 5447 ratE384 - EXHIBIT A Attached ^n and Forming A Part of Maintenance Agreement Petwpen Thomas L. Eraser and Dorothy E. Emmer and Rifle Creek: Estates Homeowners Association Dated F ruorr I47r1, 1980. D::FCRIPTION OPT'••; ScP,1E' - RIFLE CREEK ESTATES -1- •r 1 544 r_cE38 i WATER RIGHTS (1) Emmer Well No. 1 (Case No. W-3876, Water Division 5); (2) Emmer Well No. 2 (Case No. W-3877, Water Division 5); (3) Envier Reservoir No. 1 (Case No W-3878, Water Division 5); (4) Priority No. 2 of the Grand Tunnel Ditch, as the same is more fully described and usage affected in Case No. W-3879, Water Division 5. BOOK 544 P4E386 EASEMENTS 20.00 Foot water Line Easement A strip of land being 20.00 feet in width, situated in part of the SWLNWL of Section 30, Township 5 South, Range 92 West of the Sixth Principal Meridian in the County of Garfield, State of Colorado. Said strip lying easterly, in part, of the centerline of State Highway Number 325, as constructed and in place, and southerly of a fence line as constructed and in place. Said strip being 10.00 feet each side of and parallel to the following described centerline: Beginning at the true position of the Northwest Corner of said Section 30 whence the reference monument for said corner, an iron post with brass cap found in place bears N. 00°10'00" W. 219.80 feet; thence S. 14°20'42" E. 2291.23 feet to a point on the centerline of said State Highway Plumber 325, the True Point of Beginning; thence, leaving said Highway centerline S. 84°27'01" E. 42.52 feet along said easement centerline; thence N. 23°23'55" E. 179.94 feet along said easement centerline;thence N. 03°31'05" E. 140.57 feet along said easement centerline to a point on said fence line, the point of terminus for said 20.00 foot easement. Bearings for this description were based on a bearing of N. 00'13'00" W. between the East Quarter Corner of Sec -ion 25, Township 5 South, Range 93 West and the true position of the Northeast Corner of said Section 25 and on evidences found .in the field. Record bearings in Section 30, Township 5 South, Range 92 West have been rotated 00°09'38" let to match this basis of bearings. 30.00 Foot Water Line Easement. A strip cf land, being 30.00 feet in width, situated in part of the SE1/4SE1/4 of Section 24, Township 5 South, Rage 93 West of the Sixth Principal Meridian in the County of Garfield, State of Colorado, said parcel being 15.00 feet each side of and parallel to the following de- scribed centerline: Beginning at the true position of the Southeast Corner of said Section 24 whence the reference monument for said corner, an iron post with brass cap found in place bears N. 00°10'00" W. 219.80 feet; thence S. 89°22'24" W. 936.68 feet along the South Line of said Section 24 to a point on ,said centerline the True Point of Beginning; thence, leaving said southerly line, N. 22°31'29" W. 93.44 feet along said centerline; thence 11. 03°30'30" E. 676.25 '.'eet along said centerline; thence N. 49°24' 30" W. 442.33 feet along said centerline to the point of t.crminus for said easement. NOTE: Bearings for this description were haled on a bearing of N. 00'13'00" W. between the East Quarter Corner of Section 25, Town::hip 5 South, Range 93 West and the true Position of the Northeast Corner of said Section 25 and on evidences found in the field. ?t, % 544 t!1387 i Water Well and Cir:tern F:as—neat A Marcel of land situated in part of the sw,:n,; of rection 30, Township 5 South, Range 92 Went of the Sixth Principal !Meridian in the County of Garfield, State of Colorado. Said parcel lying southerly of a fence as constructed and in place, northerly of a line being 2.00 feet northerly of and parallel to a house as constructed and in place, and easterly . of the centerline of a 20.00 foot waterline easement. Said parcel being more particularly described as follows: Beginning at the true position of the Northwest Corner of said Section 30, whence the reference monument for said corner bears N. 00'10'09" W. 219.80 feet; thence S. 19'47'01" E. 2038.80 feet to the point of terminus for said 20.00 foot water amine easement, the True Point of Becinn.inq. Said point being also on said fence line; thence leaving said easement c^r.terline. S. 83'02'00" E. 51.57 feet along said fence line; thence leaving said fence line S. 02'22'32' W. 73.34 feet to a point on a line being 2.00 feet northerly of and parallel to said house; thence N. 87°00'41" W. 52.99 feet along said line to a point on said 20.00 foot easement centerline; thence N. 03'31'05" E. 76.92 feet along said 20.00 foot ea:enent centerline to the True Point of Beginning. Saicl easement containing 0.09 acres, more or less. Bearings for thin description were .,aced on a bearing of N. 00'13'00" W. between the East Quarter Corner of Section 25, Township 5 South, Range 93 West and the true position of the Northeast Corner of said Section 25 and on evidences found in the field. Record bearings in Section 30, Township 5 South, Range 92 West have been rotated 00.09'38" left to match this basis. of bearings. 11 EQUIP"_ENT IN THE SUBDIVISION BOOK 544 PzE388 4950' of 6" pipe (Dom. Water) 300' of 6" pipe (Irr. Water) 150' of 4" pipe (Dom. Water) 4650' of 4" pipe (Irr. Water) 275' of 2" pipe (Dom. Water) 6 Fire Hydrants 27 Dom. Water Taps with stops 27 Irr. Slater Taps with Freeze Proof Faucets Associated elbows, tees and valves IN EASEMENT TO WELL 350' of 2" pipe (Dom. Water) 350' of 6" pipe (Irr. Water) Water Treatment Facility consisting of: 4 Filters 4 Chemical Feeders 1 Reverse Osmosis Plant 1 Degasification Tower 1 500 gal. prestorage tank 1 Water Treatment House Associated Pumps, Plumbing & Electric 1 10,000 gal. cistern for Irr. water prestorage 1 Irrigation pump and associated controls IN EASEMENT TO TANKS 1100' of 6" pipe (Irr. Water) 1100' of 6" pipe (Dom. Nater) 1 22,000 gal. Storage Tank (Irr. Water) 1 22,000 gal. Storage Tank (Dom. water) Associated valves and controls -5- i) Lincoln DeVore 1000 West Fillmore St. Colorado Springs. Colorado 80907 (303) 632-3593 Home Office 602 East 8th Street Pueblo, Colo 81001 (303) 546-1150 Martin S. Oldford Y.I:BNA 1001 Grand. Avenue Glenwood Springs, CO 81601 May 21, 1 9S1 Re: SUBSURFACE SOILS AND GEOLOGY IIWESTIGATIO RIFLE CREEK ESTAT FILING NO. 2 RIFLE, COLORADO Gentlemen: Transmitted herewith are the results of a subsurface soils and geology investigation for the proposed Rifle Creek Estates Subdivision to be located in Rifle, Colorado Respectfully submitted, LINCOLN-DeVORE `ESTING LABORATORY, By: By: ua y rr snik , �'.E• Gran J , cti•n 0ffic� I•iichae T• i' eav Professional��ogiai- � s 114F Reviewed by: GMK/ j b �pQ,GE D. 4i q `li•••v1, to Ikti, o ora- -S/ . `. �' �FOFCp�6P- 86 Rosemont Plaza ‘ -N''''''....-•:;:"."--1-883 Montrose, Cob 81401 Grand Junction, Cob 81501 (303) 249-7838 (303) 242-8968 P.O. Box 1427 Glenwood Springs, Cob 81601 (303) 945-6020 P.O. Box 1643 Rock Springs, Wyo 82901 (307) 382649 ABSTRACT: The contents of this report are a subsurface soils and geology investigation for the proposed filing two of the Rifle Creek Estates Subdivision near Rifle, Colorado. This report is to be used as a study of geologic hazards on the subject site, together with a preliminary and general overview of the soil conditions on the site. This information has been gathered to meet the state requirements for such reports. This report is intended for this use and should not be used for site specific design. Topographically, the site is a moderate to steep hillside area. Slopes varied from 5 to over 20 percent in various areas of the subdivision, with steeper slopes in the western side of the property. In these steepest areas, stability of slopes and of steep cuts could present some difficulties and review of such is recommended. Due to the slopes, existing surface drainage is generally very good. Subsurface drainage in the often fine-grained dense soils is only fair to poor. The foundation soils encountered during drilling were noted to consist of hard silty clays and gravel terrace deposits overlying bedrock of the Wasatch Formation. A shallow foundation system would be most appropriate for use on this site. Shallow foundations designed on the basis of a maximum bearing capacity of 4500 psf would be appropriate Because of the moderate swell pressures typical of some of the silty clays and shales, a minimum pressure to resist the swell potential of the soils under load of 1200 psf. Because of the expansive nature of the foundation materials, we would recommend that the foundation system be well balanced and heavily reinforced. All floor slabs on grade rr.ust be constructed to act independently of other structural portions of the buildings. Adequate drainage must be provided at all times. Water rr.ust never be allowed to pond above the foundation soils. A Type II Cement would be recom- mended in all concrete in contact with the soil on this site. More detailed recommendations can be found within the body of this report. All recommendations will be subject to the limitations set forth herein. INTRODUCTION: The contents of this report are general and engineering geology and soils engineering investigation for the proposed Rifle Creek Estates Subdivision Filing II. It is proposed to develop 15 -two acre lots on 40 acres. The subdivision is located in the East half of the Northeast quarter of Section 25, and the Southeast quarter of the Southeast auarter of Section 24, Township 5 South, Range 93 West, of the 6th Principal Meridan, Garfield County, Colorado. The site lies on an old alluvial terrace about 2.5 miles north of the town of Rifle, Colorado, and is bounded on the east by State Highway 325 and Rifle Creek, and by State Highway 13 and Government Creek on the West. Part of this site was the previous location of an old gravel pit and quarry operation, from which a considerable amount of the on-site sand and gravel resource was removed. The topography of the construction area is relatively flat and sloping to the south. The eastern side of the site has moderately steep slopes on the alluvial gravels, but very steep slopes predominate along the western side. Surface drainage is fair, subsurface drainage is good. Vegetation consists of sagebrush and bunch grasses with some cedar and pinyon trees along the steeper slopes. The climate is semi -arid and some dry -land farming has taken place on the upper terrace level. GENERAL GEOLOGY: The stratigraphic section in this area consists entirely of the Wasatch Formation (Tw) of Tertiary Age. This formation consists of a very thick (4,000-5,000 feet) sequence of purple, red, brown and green thick bedded claystone and shales with lenticular, thick to thio, tan to buff, moderately cemented, highly fractured sandstone layers. These layers dio toward the southwest at low to moderate angles which mea- sured from 25 to 35, from south to north. This increasing din is due to the sites proximity to the Grand Hogback, a large structural monocline associated with the white River Uplift. The White River Uplift began synchronous with the Larimide Orogeny (a mountain -building episode which started in Colorado before the close of the Cretaceous Period) and resulted locally in lower Paleozoic rocks being uplifted to the high structural relief today known as the Flat Tops. This process tilted the sandstone layers of the Mesa Verde Formation on the end, later to be exposed by erosion of the softer clays of the Wasatch and Mancos Formations. This erosion created the Grand Hogback which extends some 40 miles to the south and 30 miles to the north. The dips of the sandstones along the hogback are very steep to vertical and in places overturned. The dip of the beds decreases abruptly as one comes away from the Grand Hogback, measuring from 250 on the north to 15° on the south end of the site, which is only one mile south of the hogback. Quaternary (approximately one million years and younger) stream erosion, which exposed the Grand Hogback and created Rifle Gap, also truncated the claystones and sandstone beds of the Wasatch Formation under the east side of the site. A considerable thickness of well-rounded sand and gravel (Qt) was then deposited on the Wasatch Formation. Following the deposition of the terrace gravels, torrential sheetwash and eolian (wind blown) activity covered the gravels and Wasatch Formation with a variable thickness of fine silty clay ( tf). This clay is -4- 1/ mainly the product of weathering and erosion of the Wasatch and Mesa Verde Fozmations. Further erosion by Rifle and Government Creeks has isolated the peninsula -like site and left it approx- imately 150 to 200 feet above the level of the creeks. 1 ENGINEERING GEOLOGY: 11 From the standpoint of engineering geology, there are a few specific areas of concern in addition to the steep slopes along the western boundary of the site, Since the soils underlying the portion of the subdivision 1/ in which development is planned consist almost exclusively of alluvial and terrace deposits, the engineering features of these materials will be discussed in general terms. The materials on the. site are quite variable consisting of everything from colloidal clays to gravel ! and cobbles and are often cemented to varying degrees by a secondary calcareous material known as caliche. Caliche deposits are usually of pleistocene to recent origin a few ' inches to several feet thick derived locally from the evaporation of moisture in the soil resulting in the deposition of calcium carbonates through a leaching process. Slope stability is of concern only in the immediate vicinity of the steeper slopes and gullies. Slopes on the western edge of the property, however, are very susceptible to erosion; and in fact, are so easily eroded that soil development is impeded, resulting in complete lack of vegetation with the exception of the isolated Cedar and Pinyon Pine trees. This intense erosion has created a minor rockfall hazard on these slopes by weathering out blocks of sandstone which then fall, roll, or slide down hill. The remaining slopes on the site appear to be stable presently. However, care should be taken to maintain this stability by avoiding detrimental construction practices such as removal of vegetation which would expose the slopes to further erosion. Also, cuts in the toe of these slopes should be avoided wherever possible. There appears to be very little other mass wasting hazards present on the site. That is, there is no evidence of landslide, mudflow, debris flow or soil creep. Further recommendations regarding slope stability will be covered later in the soil engineering section of this repor Soils on the site were found to be cuite dense, except for the areas mapped as fill, and therefore, will not be susceptible to consolidation or hydrocompaction. Clays and claystones encountered have a moderate to high swell potential and all soils will contain corrosive minerals in significant amounts. The areas mapped as fill consist of mounds of over- burden piled up prior to extraction of the gavel and numerous piles of sieved, screened, and oversized .material. All of this material must be considered in a low density state and as such will be unsuitable for foundations or other construction, without first being removed and recompacted by mechanical means. Cuts and fills may be necessary in the vicinity of the old gravel quarry in order to achieve a suitable building site. All fill placed beneath footings or floor slabs should be compacted at optimum moisture in lifts not to exceed 12 inches in depth, to at least 959 maximum Proctor density, ASTM D-698. No hazard appears to exist from subsidence, because no soluble rocks outcrop south of the Grand Hogback, and the nearest underground mining activity took place more than a quarter mile to the north of the property. This mine was a small operation and has been inactive for many years. The possibility of the mining activity extending under the site is highly unlikely. No ground water was encountered in any of the borings nor were any springs, seeps or bogs noted, therefore, free water can be assumed to lie fairly deep, even during the seasonal variation. As mentioned before, the site lies 150 to 200 feet above the levels of Rifle and Government Creeks, therefore, no hazard from flooding exists. The general location of the Rifle Creek Estates is such that the potential seismic risk must be considered. Rifle lies in an area (as does much of west central Colorado) where earthquakes of Modified Tercalli intensity VII or Richter magnitude 5.0 may be encountered, and where significant shocks may be expected at the rate of four per decade, per square degree of surface area. The Modified Mercalli (or MSK) intensity -7- and Richter magnitude given here are generally considered to be the threshold values at which earthquakes become potentially damaging. The City of Glenwood Springs itself experienced a shock of MSK intensity V in 1839. In the year 1967, when research. was done on the problem, some 20 shocks of Richter magnitude 2.0 to 4.0 were epicentered in the vicinity of Baxter ;fountain (5 miles north of the Glenwood Springs area), and another such shock was epicentered at the Harvey Gap Reservoir (6 miles east of the site). This last shock was believed to have been artificially induced by the presence of the reservoir. Other tremors have been recorded in the Aspen vicinity. While the data does not, by any means, support the conclusion that this part of Colorado is an area of serious earthquake danger, a certain risk does exist in the area which must be taken into consideration in the design of structures, embankments and cuts. Generally speaking, a slight degree of "overdesigning" is called for, together with the avoidance of certain types of structural systems which are inherently unstable in the face of horizontal accelerations. As noted above, this entire section of Colorado is subject to very much the same type of seismic risk, and there is no reason to believe that Rifle Creek Estates occupies an area of exceptional risk. The possibility of a slight radiation hazard does exist on the site within the gravels and cobbles in the terrace deposits. These deposits are derived upstream from the site, where Rifle Creek has cut through and -8- exposed the Chinle, Entrade, Navajo, and Morrison formations in which are found concentrations of Vanadium and Uranium Ore. The Vanadium Ore was discovered in 1909 and mined on and off until 1954, during which 750,000 tons of ore, containing about 25 million pounds of V205 and several hundredths percent U308. the and The Vanadium -Uranium Ore would be only source of radioactive minerals on the proposed subdivision would have had to been eroded out and deposited on the site by alluvial action. rocks This mixinv of the ore-bearina rocks with other in the terrace gravels has effectively reduced the concentration of radioactive minerals to less than several hundred -thousandths of a percent. conducted on the site from all the borings, cuts. No significant A gamma radiation survey was which included scanning the auger samples gravel pit exposures, and recent road readings higher than backs;round radiation were recorded. There is, therefore, no reason to believe that any unusual degree of risk from radiation hazard exists on this site. While there will be a heavy demand for aggregate in the Upper Colorado Valley through the remainder of this century, it is not believed that withdrawal of the remainder of the deposit such as this will significantly affect the regional aggregate supply. Furthermore, given the existing housing shortage in the Rifle area, it is believed that the value of the Rifle Creek Estates, as a residential district far outweiEhs its potential value as an aggregate resource, and that its development will tend to decrease development pressures on other, higher grade deposits in the bottom of the Colorado River Valley. Some of this sand and gravel may be useful as an economical low-grade material within the development itself, being employed as an embankment and baseo.ourse material. It is our understanding that water rights and supply is being investigated by another engineering firm. Individual septic disposal systems have been proposed for this subdivision. Six percolation tests have been performed on the site. These tests were performed in the torrential fan deposits and resulted in a satisfactory percolation rate, between 20 and 50 minutes per inch. Details of the test results are not included in this report as they are not intended for design use. The Laboratory feels that good percolation rates can be expected wherever torrential fan and terrace gravels are encountered. However, on the west side of the subdivision where stiff clays are present, percolation rates will probably be s ow to very slow. In these areas a combination of absorption and evapo- transpiration fields or elevated fields constructed with more Permeable materials may be used. Evapo-transpiration beds and combination beds will need to be overdesigned provide storage during colder months and snow cover periods to make up for the reduced evapo-transpiration capability. All leaching and -10- 1 absorption fields should contain at least a six inch sand filter which contains sufficient fines to filter and retain the bacterial and viral portions of the effluent. 11 In conclusion, the Rifle Creek Estates should be an excellent site for a housing development. iIt is conveniently located near a municipality which is currently experiencing a housing shortage, and occupies one of the more 11 favorable development sites in the area. The engineering 11 problems to be found on the site are not extensive and can all be overcome through sound design and construction. BORINGS, LABORATORY TESTS AND RESULTS: Six test borings were placed on the site, at locations indicated on the attached Test Boring 11 Location Diagram. These test borings were placed in such a manner as to obtain a reasonably Eood profile of the proposed jconstruction site subsurface soils. Some variations were noted in the soil profile, but in general, the profile was found to be fairly uniform, so that further test borings were not deemed necessary at this time. All test borings were advanced with a power -driven, continuous auger drill and samples were taken with 11 the standard split -spoon sampler and by bulk methods. The precise gradational and plasticity characteristics associated with the soils encountered 11 during drilling can be found on the attached summary sheets. The representative number for each soil group is indicated in a small circle immediately below the sampling point on the Drilling Logs. The following discussion of the soil groups will be general in nature. The soils profile found on this site can be broadly describes as a three laver system. The upper 7 to 13 feet of the profile was found to be stiff to hard silty clay. Beneath this surface layer, the soils were found to consist of a sand -gravel -cobble river terrace material (at some areas) underlain by bedrock of the Wasatch Formation. Soil Type No. 1 classified as a silty clay of generally fine grain size. Soil Type No. 1 is relatively dry in place and of moderate to high density. These soils have a tendency to expand upon the addition of moisture with swell pressures on the order of 1130 psf being considered typical. While this magnitude of expansion should not be sufficient to affect the heavy structural members, of the building, it can cause some movement beneath light structural members and floor slabs on grade. These soils will have a slight tendency to long-term consolidate under applied foundation pressures. However, if the allowable bearing values given are not exceeded, we feel that differential movement would be tolerable. This soil group was found to have an allowable bearing value on the order of 4500 psf maximum. Due to its expansion potential, a minimum foundation contact pressure of 1200 psf would be required. This would provide sufficient structural load to resist the typical swell of this soil that would be likely if saturation of the soil occurred after construction was completed. Soil Type No. 2 also classified as silty clay, like Soil Type No. 1 previously described. However, this material is actually the weathered shale bedrock of the Wasatch Formation. The expansion and settlement characteristics of this soil group will be nearly identical to those previously described for Soil Type No. 1. Please note that the typical swell pressures of this material are likely to be half, or less, in magnitude of those found for Soil Type No. 1. Allowable bearing values on the order of those provided for Type 1 Soil also would be associated with this soil group. The same minimum pressure is used pending site specific information to the contrary. Soil Type No. 3 classified as a sand -F -ravel river terrace deposit of coarse grain size. Soil Type No. 3 is non -plastic and of very high density. In them- selves, these soils will have virtually no tendency to expand upon the addition of moisture nor to long-term consolidate under applied foundation stresses. Granular materials, such as these, do have a tendency to rapidly settle under the initial application of static foundation pressures. However, these settlements are characteristically fairly rapid in nature and should be virtually complete by the end of construction. At this site, because of the very high density of these terrace deposits,no significant settle- ment is likely for most light to moderate structures. In any event, if the allowable bearing values given in this report are not exceeded, and if recommendations pertaining to inspection, reinforcing, balancing,and drainage are followed, it is felt that differential movement can be held to a tolerable magnitude. -13- At shallow foundation depths across the site, these soils were found to have an average allowable bearing capacity on the order of 4500 psf. No free water was encountered during drilling on this site. True free water should be fairly deep in this area, and hence, should not affect construction assuming that surface drainage is properly controlled. CONCLUSIONS AND RECOI'T•siMATIONS : Since the exact magnitude and nature of the foundation loads are not precisely known at the present time, the following recommendations must be somewhat general in nature. Any special loads or unusual design conditions should be reported to Lincoln-DeVore so that changes in these recommendations may be made, if necessary. However, based upon our analysis of the soil conditions and project characteristics previously outlined, the following recommendations are made. Due to the large size of the site and the relatively limited scope of the field exploration program, a report such as this must, of necessity, be quite general and preliminary in nature. Therefore, it is recommended that more detailed investigations be performed prior to construction. For small, light -weight structures, this investigation could con- sist simply of inspection of the open foundation excavation prior to the construction of forms or placement of concrete. For large major structures, however, more detailed soil investi- gations, consisting of several borings placed beneath each structure are recommended. Foundations must be designed with the expansive potential of the subsurface soils in mind. The foundation configuration which can be used on the expansive clays will depend upon the magnitude of foundation loads exerted by the residential units as well as the exact degree of expansion anticipated from the soils. Several foundation types are accept- able for use on these clays. These foundation configurations would include, but are not limited to: 1. The first option would consist of the engineered no footing design, with the stemwall resting directly on the ground surface. The judicious use of voids would be employed to balance the structure and to increase the contact stresses beneath any very light walls. For most moderately loaded foundation systems, this voided stemwall design would probably prove satisfactory considerin.- the magnitude of expansion pressures encountered across the sub- division, and the anticipated foundation loads for these single family dwelling units. We would anticipate that the majority of the foundation systems used on the clays across the subdivision will fall into this category. 2. A balanced pad and grade beam type of foundation system would form the second general foundation option. This alternative would involve the use of small bearing pads beneath a reinforced concrete grade beam. The grade beam would be continually voided between pads with the foundation loads being transferred by the pads only, and not the grade beam between pads. This foundation alternative will probably be suitable for very light structures on clays of hir-h expansion potential. This configuration generally allows the designer to maintain a fairly high minimum dead load pressure. 3. The third foundation configuration would essentially be a combination of one of the preceding alternatives in conjunction with an overexcavated; compacted, granular pad. The depth of over -excavation would be related to the expansion potential of the clays as well as the nature of the residential units. Typical depths of overexcavation should range from about 3 to 10 feet. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 f After overexcavation, a compacted granular pad using non -expansive, non -free draining soils could be constructed,maintaining a minimum of 90% of the soil's modifiemaximum 1'roctor dry density, ASTM -1557. The purpose of this compacted pad is not to entirely overcome the expansive potential of the clays, but rather to provide a "buffer" zone between the clays and the foundations. A designed foundation system, similar to one of the preceding alternatives, would then be constructed on top of the granular pad. Frequent density tests would be required during pad construction to ensure that an adequate density level is being maintained. This option would also be used if any areas of uncontrolled fill are encountered during the excavation process. Some existing fill areas have been identified as part of our investigation and are approximately delineated on the accompanying Boring, Topography and Geology Diagram. No borings were performed on these fills. Nor do we have any records indicating the use of controlled fill in such areas. In general, we do not anticipate a need for any deep foundation configuration (drilled piers or piles) on this site. If future development of any portion of the subdivision entails such high loads that a "deep" configuration is needed,.i.e., to utilize the much higher pressures available at some depth into formational rock, site specific investigation must be done. In general, in such cases, bearing pressures in excess of 10,000 psf could be feasible. Regardless of the foundation type used, it is recommended that the foundation components be balanced to lower the possibility of differential movement. This balancing will help the buildings move more or less as single units, rather than in a differential manner. The foundation system should be proportioned such that the pressure on the soil is approximately the same throughout the building. The judicious -16- use of voids beneath very light walls will help balance the structure, as well as to develop the minimum design pressures dictated by the expansive clays. Using the criterion of dead load plus approximately one-half the live load, the contact pressures should be balanced to within _300 psf beneath all load bearing walls throughout the residential units. Isolated pads should be designed for pressures of slightly more than the exterior wall average by at least 150 psf. Stemwalls for a shallow foundation system should be designed as a rade beam capable of spanning at least 15 feet. These "_rade beams" should be horizontally rein- forced both near the top and near the bottom. ,"v;ajor reinforcing should be near the top. The horizontal reinforcement required should be placed continuously around the structure with no gaps or breaks unless specially designed. Additional slant rein- forcing (at 45") should be placed at any step in the foundation walls. Vertical reinforcing will not be reeuired to resist lateral pressures unless the loaded wall exceeds 5 feet in height. Regardless of the foundation type used, the stemwalls should be carried across the building so that the foundation will resemble a series of boxes. This will aid in preventing damage from lateral movement or downhill creep if either should occur. Isolated interior pads may be used on the site, but exterior walls should be still tied together with the box support. Reinforcing in the tie beams would be the same as that in the stemwalls and this reinforcing would be designed basically for tension. -17- 1 The bottom of all foundation com- ponents should rest a minimum of 4 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. Where floor slabs are used, they may be placed directly on grade or over a compacted gravel blanket of 4 to 6 inches in thickness. Under no circumstances should this gravel pad be allowed to act as a water trap beneath the floor slab. A vapor barrier is recommended beneath any and all floor slabs on grade which will lie below the finished exterior ground surface. All fill placed beneath the interior floor slabs must be compacted to at least 90% of its maximum Proctor dry density ASTM D-698. All floor slabs on grade must be constructed to act independently of the other structural portions of the building. ?hese floor slabs should contain deep construction or contraction joints to facilitate even breakage and to help minimize any unsightly cracking which could result from differential movement. Floor slabs on h ade should be placed in sections no greater than 25 feet on a side. Prior to constructing slabs on grade, all existing topsoil and organics must be removed from the building interior. Likewise, all foundations must penetrate the topsoil layer. The recommendations pertaining to slabs on grade would apply whether a deep or shallow foundation system is selected. -18- The existing drainage in the area must either be maintained or improved. Water should be drained away from the structures as rapidly as possible and should not be allowed to stand or pond in the area of the buildings. The surface drainage across the entire subdivision must be carefully controlled to prevent infiltration and saturation of the foundation soils. The overall grading plan must be designed such that water removed from one building is not directed into the backfilled areas of an adjacent structure. To give the building extra lateral stability and to aid in the rapidity of runoff, all backfill around the building and in utility trenches in the vicinity of the structure should be compacted to at least 90% of its maximum Proctor dry density, ASTE D-698. The native materials encoun- tered on this site may be used for backfilling purposes, if so desired. A11 backfill must be compacted to the required density by mechanical means. No water flooding techniques of any type should be used in the placement of fill on this site. A subsurface peripheral drain, including an adequate gravel collector, sand filter and per- forated drain pipe, should be constructed around the outside of the building at foundation level. Dry wells should not be used anywhere on this site. The discharge pipe should be given a free gravity outlet to the ground surface. If "daylight" is not available, a sealed sumo and pump should be used. -19- is- • At higher altitudes, such as this area, difficulty with freezing of drainage lines at the discharge point is probable. This can be overcome by discharging into a protected, coarse rock and cobble fill or possibly a shallow sump with pump. Both should be placed well away from any building. As an alternative, heat tapes could be used on the pipe at the discharge point. The drain must be placed with due consideration given to the proposed pattern of snow removal. It is recommended that the amount of cut and fill be kept to a minimum on this site. Specifically, any cut or fill which would tend to reduce the stability of native slopes should be avoided. This would include cuts which are located at the lower portion of slopes or fills located near the top of slopes. Any cuts or fills over 10 feet in height should be individually investigated and the stability calculated prior to placing. Site and situation specific review of such higher cuts to determine the required retention feature is strongly recommended for temporary as well as permanent cuts. Allowable slope angle for cuts in native material will be dependent upon soil conditions, slope geometry and other factors. Should sizable cuts be desired on this site, it is recommended that a slope stability analysis be performed once location and approximate depth of intended cuts are determined in order to obtain this information. Walls on the uphill sides of build- ings should be designed to extend deeper into the soil and must be designed as a semi -retaining wall capable of restraining soil on the upper sides of the building. Without knowing the exact -20- cuts and slopes, it is .not possible to precisely define the required lateral earth pressure for such walls. In general, an equivalent fluid pressure of 40 p. -2f could be used for design where backslopes are approximately level. Where backslopes are steep, or other structures exist on the backslope, equivalent fluid pressures of 70 pcf or higher could be necessary. Site specific evaluation would be imperative in such cases. Where retaining walls are used, adequate drainage measures should be taken to ensure that the soil being retained does not become saturated. Two methods which could be used to control drainage behind walls are a system of "French drains" behind walls or the use of a gravel collector behind the wall with "weep holes" throur-h the wall. There are, of course, other methods which will perform satisfactorily. The drainage pattern should be desirrned so that water removed from behind a wall is not allowed to collect or pond at the toe of the wall or behind an adjacent wall. ::,xcavation in the site soils should generally present no major difficult,:. Ir. some cases, ripping - type procedures may be needed for formational rock or very dense river terrace deposits. Soils similar to types 1, 2, or 3, or suitable borrow, could be used as fill at this site. Use of on-site typical soils as fill would depend on appropriate moisture conditioning and placement and compaction procedures. The soils on this site were found to contain sulfates in detrimental quantities. Therefore, a Type II Cement would be recommended in all concrete in contact with the 1 soil. Under no circumstances should calcium chloride ever be added to a Type II Cement. In the event that Type II Cement is difficult to obtain, a Type I Cement may be used, but only if it is protected from the soils by an impermeable membrane. The open foundation excavation must ' be inspected prior to the placing of forms and pouring of concrete to establish that adequate design bearing materials have been reached and that no debris, soft spots or areas of unusually low ' density are located within the foundation region. All fill placed below the foundations must be fully controlled,and tested to ensure that adequate densification has occurred. It is extremely important,due to the nature of data obtained by the random sampling of such a ' heterogeneous material as soil,that we be informed of any changes in the subsurface conditions observed during construction from those outlined in the body of this report. Construction person- nel should be made Familiar with the contents of this report and ' instructed to relate any differences immediately if encountered. It is believed that all pertinent ' points concerning the subsurface soils on this site have been covered ' in this report. If questions arise or further information is recuired, please feel free to contact Lincoln-DeVore at any time. 1 1 1 1 -22- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SOILS DESCRIPTIONS: SYMBOL USC$ DESCR/PT/ON OOo.o. 000'0: o'.o .o 0000 0000 c000 0000 b>d °. GM je; / °O °O/ 'ool Topsoil Man-made Fill GW Well -graded Gravel GP Poorly -graded Gravel Silty Gravel GC Clayey Grovel SW Well -graded Sand Poorly -graded Sand SM Silty Sand S; Clayey Sand ML Low -plasticity Silt CL Low-olasticity Clay =7_ ' 4' o 1.IO I G O,do CIO 01010/10 001•.0 0 o 0 0 00 000 0 n OL Low -plasticity Organic Silt and Clay High -plasticity Silt MH OH P. GW/GM GW/GC GP/GM GP/GC GM/GC GC/GM SW/SM SW/SC SP/SM SP/SC SM/SC High -plasticity Clay High -plasticity Organic Clay Peat Well- graded Grovel, Silty Well -graded Gravel, Clayey Poorly -graded Gravel, Silty Poorly -graded Gravel, Clayey Silty Gravel, Clayey Clayey Gravel, Silty Well - graded Sand, Silty Well- graded Sand, Clayey Poorly -graded Sand, Silty Poorly - graded Sand, Clayey Silty Sand, Clayey SC/SM Clayey Sand, Silty CL/ML Silty Clay CROCK DESCRIPTIONS: SYMBOL DE-SCR/PPP/II o. ved p : 1771 SEDIMENTARY ROCKS CONGLOMERATE SANDSTONE SILTSTONE SHALE CLAYSTONE COAL LIMESTONE DOLOMITE MARLSTONE GYPSUM Other Sedimentary Rocks IGNEOUS ROCKS /7 GRANITIC ROCKS l� ++y �-J I O D '. O L V.no •0 G � DIORITIC ROCKS GABBRO RHYOLITE ANDESITE BASALT TUFF & ASH FLOWS BRECCIA & Other Volcanics Other Igneous Rocks METAMORPHIC ROCKS GNEISS SCHIST PHYLLITE SLATE METAQUARTZITE MARBLE HORNFELS SERPENTINE Other Metamorphic Rocks S I IABOLS a NOTES: SYMBOL DE-SCR/Pr/ON Free water 9/12 Standard penetration drive Numbers indicate 9 blows to drive the spoon 12" into ground. 15' W r Form ST 2- I/2" Shelby thin wall sample Wo Natural Moisture Content Wx Weathered Material ; ree water table Y° Natural dry density T.B. - Disturbed Bulk Sample ® Soil type related to samples In report Top of formation Test Boring Location =1:2 Test Pit Location /-131-4 Seismic or Resistivity Station. Lineation indicates approx. length a orientation of spread (Sr Seismic , R. Resistivity ) Stanaard Penetration Drives are made by driving a standard 1.4" split spoon sampler into the ground by dropping a Lao Ib. weight 30". ASTM test des. D-1586. Samples may be bulk , standard split spoon ( both disturbed) or 2-i/2" I.D. thin wall ("undisturbed") Shelby tube samples. See log for type. The boring logs show subsurface conditions at the dates and locations shown ,and it is not warranted that they are representative of subsurface conditions at other locations and times. LINCOLN DeVORE TESTING LABORATORY COLORADO, Colorodo Springs, Pueblo, Glenwood Springs, Montrose, Gunnison, Grand Junction.- WYO.-Rock Springs EXPLANATION OF BOREHOLE LOGS AND LOCATION DIAGRAMS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TEST HOLE No. 3 TOP ELEVATION FJ _ _ —10 — 15 — — -20 — 25 — —30 w w w -35 Z —40 1- CL W 0 -j-Or$o.L ?� /. TD P5orr_ X. -- So) -7'/. .5: CD 60/ wO• b�,i /. 0 a o/� w° .3.1 ./. S.o --CL,6lLTYcuv/ .� ..- ... -. _ — — — — — — _ Y - r _ _ t _ + 7 1 ~ — — -iO r60.'- ?o a! ...•.1 D- 5�1',O c8•,/. 5 _ _ d /.2 0.4.0/ CD 10- - — — w . .o'%/ 15— — — - 20— — 25= — 30— - 35— 40— - — 51YyLAY GL �c 3Aw DY LT. 8Rw F.RM rr 94* SA, _vz /30.7.5'/. � _/-_-_,:7 —/1"/8.° CJ 4.5 1,1. . l.$ D L•a/ C i1 6.4/ !...'1•2.2 7 i �, GL, s...TYcu.Y G.. L.uD 1-T. I E2w, H.Yp C.AL C. AA lout �6.. LP.fY aiY�.,�.sAS ti / ' _ „ 7 , _ „..„ 7 6L. t. UD LT' BR*+, SrIFc ....._/. •'SAME cCaG r° a...r ,-..r•PC ps.vr Sr.PC _� / —CD / 7!� scow[ YND c.ua To V. G.u' .a..rr To IeUry PA o0. c■.wrurar..o t - 6.....c —'- - - _ _ __ • • • • SA..De TAM -�7 (.<N (Y wine., - G IY. a Q C- L. 1 SH • L CLOY), Lr. /iCr•..�c.. V¢.Y TO e¢.., V. HARD -4- — -.- _ -- — — _ _ — — - — - - - - _= e`( r — CL (6 a.lDY 61LTY __ C..AY), LP __ Gnc.ru.s•+ (2AY - __ To BWH. y, __� • _ _ _ H. ftD _ _ _ 7. ___ - __ — + — — — — _ — — - — u�.'�i Mi 4..vrl �.SAu DY, 6�LTy ...1 GO 015..[5; Wn.L-a•.... DED, DnuLt R6CULAL 0, 1"7 ou Go 6e.d5 -, - — r -- — _ — �. I-� .�M •••• -17 , T T 1 DRILLING LOGS COLORADO: COLOR ADO SPRINGS, PUEBLO , GLENWOOD SPRINGS GRAND JUNCTION , MONTROSE WYOMING: ROCK SPRINGS , , LINCOLN "DeVORE ENGINEERS• GEOLOGISTS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IniMO TEST TOP HOLE No• 4 .5" ELEVATION 5 — -10 — _ — -15 E -20 = _ -25 - -30 w— La -35 -40 L- a- -w 0 7'o P4ocb r-TLPSoIL- ...._ TGL, 361,24.h1 9,4 j. CP .32AZ -.- ....,.+64-5"S / a� — 32/i Z = s 1.L/ m — CO/1 o ..v. L. .4• / � - ._4 .._ - ,. _ — _ r- - - _ — — _ _ _ _ L- — 1 .� ' -.. — _ — 1 1 1 T t — - - - _ - y GL, 51,7"Y LL -AV,— tt�ND� TR li RI1VGL �•�L 7o. o } 1 �, 7n / j 5,� 50/* ..s.,2� IO --� —, 015- _ 20 -. 25- - 30- — — 35- 40- - - - — CL s T c 4r 6L. 6AUD, L'. PAN, STiFr CALLA pIDu; %6ULr¢Tr $ 7Zi,.,4rz 1 — _� ws � a,LTY uey, 6L. b.\uD, P..... Te V. p,.,.a. Lf •LN, 5T,e6 7J / ',IRO, GILGIRVDV S u".F.IY 6-rT1,.�V S. -Oh o ■moo . 6 i .2L. r 0 yr./,o e .5"./ t;‘,/, CL, 3I-1Ala (SILN 14tioY GLIYI (.T. .[[%NG¢.V I MOT ..f. oJN[c —_ -.- .,- — _ =_ r — _ -— _ _ - - — _ _ _ __ ==_- - _ - - - — — - - - - {I. — -t -T_ - — _ - _ .1 �, ,� A� 'r /l1.Ia -1�� 1 I - _ _ ,.• ��• �, ,/•. V. 64..pY, a�LT VW Co6 raLis, ➢6NLi;•`I�/�I To y. DOM 65 -� 2[Fu64L 6q (u ON copDL[� - — - - - _ - i'.i DRILLING LOGS COLORADO: COLORADO SPRINGS,"' PUEBLO , GLENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS --.., LINCOLN ,DeVORE ENGINEERS• T— GEOLOGISTS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Soil Sample CL SUMMARY SHEET Test No. 390341 GE Location F (. 2- 2,F -Le- Cap -p-' ESr s- tc'« Ccs Date -.6,.8 Boring No. Depth Test by s21) Sample No. t Natural Water Content (w) 0/0 In Place Density (To) pcf Specific Gravity (Gs) SIEVE ANALYSIS: Sieve No. % Passing 1 1/2" Plastic Limit P.L ,3.9 % Liquid Limit L. L. -30.5 clo Plasticity Index P.I. i(... % 1" Shnnkaae Limit 3/4" Flaw Index 1/2"Shrinkage Ratio ok 4 V�iumetric Change % 1Q fO2 n Lineal Shrinkage % 20 /00 o MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - w° % 40 qa. S 100 9,Z.5 200 7q / HYDROMETER ANALYSIS: Grain size (mm) Maximum Dry Density -rd. pcf California Bearing Ratio (av) cyo Swell- Days Swell against �'3o psf Wo gain o_4 °o BEARING: Housel Penetrometer (av) psf o. o 2. 45.8 c, oo Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates ppm. SOIL ANALYSIS . LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO LDV -09 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUMMARY SHEET Soil Sample CL /N4 L6.) Test No. 39034' G S Location �'• 2- 2,r,,,,;L-Qer Y.STAT-S- 2/FLS C Date 5•6. -Br Boring No. Depth Sample No z Test by S D Natural Water Content (w) % Place Density (To) pcf Specific Gravity (Gs) In SIEVE ANALYSIS: Sieve No. % Passing 1 1/`2" Plastic Limit P.L i¢.B % Liquid Limit L. L 26.4' Plasticity Index P.I. ii.c, % 1" Shrinkage Limit % '/z ° i oo. c Flow Index 3,e ` y' 4 -Shrinkage Ratio °,o 4 77 Volumetric Change % 10 g3 / Lineal Shrinkage 0/0 20 Qs. MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - w° 40 p¢ 4- 100 75.4 200 5g.4. HYDROMETER ANALYSIS: Grain size (mm) % Maximum Dry Density -Td pcf California Bearing Ratio (av) Swe I I • Maya Swell against 475 psf Wo gain B5 % BEARING: Housel Penetrometer (av) {psf 0.02 2 8,5 o,00., �p 7 Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates ppm. SOIL ANALYSIS / nv_no LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO • MED %Vag 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 U Soil Sample GP -Gm Project F•i 2 - Ge6EC LT 5 -7 -A --E Sample Location Fie CC 100 90 80 70 60 50 40 30 20 10 0 Test No. .3/73z4 Gs Date '8 B/ Test by s .) 100 .0 I 111 +' 01 Dameter-( 4 #]0 #20 MO #100 #200 - Sieve No. .001 Sample No. 5 Specific Gravity Moisture Content Effective Size . o92 Cu 200.4- Cc 00+ Cc 3. 8 Fineness Modulus L.L. P.1. BEARING psf Sieve Size % Passing -7e C, 1 1(2 " 1- 3/4 - 3/4 " 1/2" 4-7. 3 3/8" 42.1 4 34.G 10 .77 20 23.7 40 15.3 100 /2•S 200 8,52 0200 4.6 ooSo 2. 3 Sulfates Ppm GRAIN SIZE ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO GRAVEL SAND SILT TO CLAY Coarse Fine Co. Mediurn Fine r4,,nplastic to Plastic TI I I1 j 1 , i 1 I-- --- - 1 I j I rt� -t --- ' 1 ,ilj j } j '1 i _1 _1_1__ I_ I f-4-- 1-'11-1H,----',,,' 1 1( 1 100 .0 I 111 +' 01 Dameter-( 4 #]0 #20 MO #100 #200 - Sieve No. .001 Sample No. 5 Specific Gravity Moisture Content Effective Size . o92 Cu 200.4- Cc 00+ Cc 3. 8 Fineness Modulus L.L. P.1. BEARING psf Sieve Size % Passing -7e C, 1 1(2 " 1- 3/4 - 3/4 " 1/2" 4-7. 3 3/8" 42.1 4 34.G 10 .77 20 23.7 40 15.3 100 /2•S 200 8,52 0200 4.6 ooSo 2. 3 Sulfates Ppm GRAIN SIZE ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO I LI Lincoln DeVore 1000 West Fillmore St. Colorado Springs, Colorado 80907 (303) 632-3593 Home Office Mr. Tom Earner 1046 State Highway 325 Rifle, CO 81650 August 11, 1978 Re: GENERAL & ENGINEERING GEOLOGY & SOILS RIFLE C1EEK ESTATES SUBDIVISION RIFL:: , COLORADO Gentlemen: Transmitted herewith is a report concerning the general and engineering geology and soils of a proposed subdivision, t.f1e ,;reek Estates, locateu in Rifle, Colorado. This report has bean prepared in accordance with the provisions of Colorado Senate Bill 35 (30-28-133 C. -R.5. 1973 as amen e,:) and the Garfield County Subdivision Regulations. Respectfully submitted, LINCOLN-aeVORE TESTING LABORATORY Mic • el T. '.;eaver Engineering Geologist �1 deco Robert L. Bass Civil Engineer /kme LJTL Job No. GS -764 2700 Hianway 50 West P O. Box 1427 Pueoio. Colo 81003 Glenwood Springs. Colo 81601 (303) 546-1150 (303) 945-6020 109 Rosemont Plaza Montrose, Colo 81401 (303) 249-7838 Joseph�a. nfasce11 P:otepa4 "'"al Geologic P.O. Box 1882 Grand Junction, Colo 81501 (303) 242-8968 P O. Box 1643 Rock Springs, Wyo 82901 (307) 382-2649 1 1 1 1 This report contains the results of a geologic and soils engineering investigation conducted on the proposed .rifle 1111 Creek Estates Subdivision which Ls located approximately two miles north of I 11 bids, Colorado and one mile south of kif le Gap. The site lien oa an old alluvial 1111 terrace deposit overlying the Wasatch formation. on the south side of the Grand Hogback. The aasatch formation is a thick sequence of vari-colored 1111 and lenticular sandstoaes. :.hare this formation is exposed. such AS along the western edge of the subuivisioa. it is highly susceptible to 1111 erosion, dna results in a minor rockfail hazard. ho other slope stability 1111 hazards exist on tots sits. some expansive clays Ina corrosive minerals are present, but the in-place soils are quite dense and uo not pose any other hazards to construction. Areas of unsuitable fill should ba re• mwvaL: and recompacted. I� Ground water probably Iles fairly •ieep, and .:rue to the site's height above rifle .:reek, no hazard exists for flooding. The potential for a slight radiation hazard sista on tae site, but field investigation determiaea no unusual degree of uasara was present. Percolation rates are expected to be good in the terrace _.ravels aaa airy in the ::lays on the west aide of the proposed ..era performed by this laboratory. sub.,ivision, altuoubu ao tests Lt is our recommendation twat shallow foundation systems consisting of continuous foundations beneatu 111 bearing walla and iaolatau spread footings beaeath columns and other points of concentrated load be used to carry the weight of the propoaaa structures. 1111 Bearing capacity values for the soils were variable from point to point, and the exact configuration of any particular foundation system wiii be dependent upon soil coeditions. For an overall site average, however, the maximum allowable bearing capacity of 4000 pet, with a minimum required dead load pressure of 500 psf. The bottoms of foundations should be placed a minimum of 2.5 feet below finished grade, or as dictated by local building codas, for frost protection. Foundation stresses should be balanced to within _ 500 psf. in order to minimtae differential movement. Stem walla should be placed continuously around the building, and should be designed as gra,le beams capable of spanning at least 12 feet. Adequate drainage must oe pro- vided, both during and after construction. to prevent the ponding of water In the area of structures. Backfill around structures should be compacted to at least 907 of the standard Proctor dry density, ."121 u -69b. No water flooding techniques should be used in the placement of till on this site. be found within the body of this report. limitations set forth herein. .Z. Mora complaco recommenzations can All recommendations subject to 11 11 I!ITRODQCTIoN ; The contents of this report are general and engineering geology and soils engineering investigation for the proposed Rifle Creek Estates Subdivision. It is proposed to develop 30 -two acre lots on 160 acres., The subdivision is located in the East half of the Northeast quarter of Section 23, and the Southeast quarter of the Southeast quarter of Section 24, Township 5 South. Range 93 Nest, and part of the Northwest quarter of Section 30, Township South, Range 92 :est of the 6th Principal Meridian, Garfield County. Colorado. The site lies on as old alluvial terrace about 2.5 miles north of the town of Rifle, Colo- rado, and is bounded on the east by State Highway 325 and 3_Z1411 Creek, and by State Highway 13 and Government Creek on the runt. ?art of this site was the previous location of au old gravel pit and quarry operation, from which a considerable amount of the on-site sand and gravel resource was removed. The topography of the construction area is relatively flat and sloping to the south. The eastern side of the site has moderately steep slopes on the alluvial gravels, but very steep slopes predominate along the western side. Surface drainage is fair, subsurface drainage is good. Vegetation consists of sagebrush and bunch grasses with some cedar and pinyon trees along the steeper slopes. The cliaate is semi -arid and some dry -land farming has taken place on the upper terrace level, GENERAL GEOLOGY: consists entirely of The stratagraphic section in this area the +iasatch Formation (Tv) of Tertiary .kge. This forms - tion consists of a very thick (4,000-5,000 feet) sequence of purple, red, brown and green thick bedded eiaystoaes and shales with lenticular, thick to -3- thin, tan to bmf moderately cemented, highly frr `used saadatose layers. These layers dip toward the southwest at saw to moderate angles which mea - sued from 13° to 23°, from south to north. This increasing dip is due to the sites proximity to the Grand Hogback, a large structural moaocline associated with the whits River Uplift. The bhits River Uplift began synchronous with the Lariside Orogeay (s mountain -building sg¢sode which started in Colorado before the close of the Cretaceous Period) sad resulted locally in lower Paleozoic rocks being uplifted to the high structural relief today known as the Flat Tope. This process tilted the sendatose layers of the Hese Verde Formation out the end, ,tatter to be exposed by erosion of the softer clays of the 'asatch and Masons 1osaetioas. This erosion created the Grand hogback which extends some 40 miles to the south and 30 miles to the north. The dips of the sandstones along the hogback are my steep to vertical end in places overturned. The dip of the bads decreases abruptly as one noses sway from the Grand Hogback, measuring from 2342, on the north Oh 150 on the south sad of the site, which is only one mile south of the hogback. Quaternary (approximately one million years and younger) stream erosion, which exposed the Grand Hogback and created Rifle Gap, also truasuted the claystess and sandstone Wada of the Wasatch Formation under the east side of the sits. a considerable thickness of well- rounded sand end gravel (Qt) was them deposited os the .cesatch Formation. lollowimg the depositisa of the terrace gravels, torrential sheetwash and solum (wind blown) activity covered the gravels sad sasatoh formation with a variable thickness of fins silty clay. This clay is saialy the product of westbsriag end erosion of the %,asatch ane Mesa Verde Formations. -4- Further erosion by Rifle and Government Creeks has isolated the sula•like sits and left it approximately 150 to 200 feet shove the level of the creeks. &i1GIKEERING GEOLOGY: iron the standpoint of engineering geology, there are a few specific areas of concern in addition to the steep slopes along the western boundary of the site. Since the soils aoderiyiag the portion of the subdivision in which development is planned comsist almost exclusively of alluvial sad terrace deposits, the eagiaearing features of these materials will be discussed in general terns. Tbs materials on the site are quite variable ::onsisting of everything from colloidal slays to gravel and cobbles and are often caseated to varying degrees by a secondary calcareous material known as caliche. Caliche deposits are usually of plaistocsne to recast origin a few inches to several feat thick derived locally from the evaporation of moisture in the soil resulting in the deposition of calcium carbonates through a leaching process. Slope stability is of concern osly in the radiate vicinity of the steeper slopes and gullies. Slopes on the western edge of the property, however. ars very susceptible to erosion; mad in fact, are so easily eroded that soil development is impeded. resulting in complete 1111 tack of vegetation with the exception of the isolated cedar mad pisyvn pine trees. This iatease erosion has created a sinor reckfall hazard on these slopes by weathering out blocks of sandstone which then fall, tell, or slide dawn hill. The remaining slopes on the site appear to 11 bs stable presently, however. care should be taken to maintain this stability -5- by avoiding detrimental construction practices such as removal of vegetation which, would expose the slopes to further erosion. Also, cuts in the toe •f these slopes should be avoided wherever possible. Thera appears to be very little other rias wasting hazards present on the site. That is, there is no evidence of landslide, mudflow, debris floe or soil creep. Further recommendations rsgardiag slope stability will be covered later in the soil engineering section of this report. Soils es the site were found to be quite dense, exempt for the areas mapped as fill, and therefore, will not be suceptibls to consolidation or bydr•asmpactioa. Clays mad claystosss encoun- tered have a moderate to high swell potential and all soils will contain corrosive minerals in significant amounts. The areas mapped as fill consist of mounds of overburden piled up prior to extraction of the gravel, and numerous piles of sieved, screened, and oversized material. All of this material must be considered in a low density state and aa such will be unsuitable for foundations or other construction, without first being reaoveC and recompacted by mechanical mean•. Cuts and fills may be necessary in the vicinity of the old gravel quarry in order to achieve a suitable building site. All fill placed beneath footings or floor slabs should be compacted at optimum moisture in lifts not to exceed 12 inches in depth, to at least 957 maximum Proctor c:enaity, Arron A-693. No hazard appears to exist from subsidence, because no soluble rocks outcrop south of the Creed Hogback, and the nearest underground mining activity took plane more than a quarter mile to the north of the property. This mins was a small operation and has been inactive for many years. The possibility of the wining activity extending under tba site is highly unlikely. •6. No ground water was encountered in any of the borings nor were any springs, sleeps or begs noted, therefore, free water caa be assumed to lie fairly deep, even during the seasonal variation. Al mentioned before, the site lies 130 to 200 fest shove the levels of Rifle and Government Creeks, therefore, no haaard from floodiag exists. The general location of the Rifle Creek Estates is such that the petoutial seismic risk mast be considered. Rifle lies in as area (as doss much of west central Colorado) where earthquakes of Modified Hameln intensity VII or Richter magnitude 5.0 icy be encountered, awl where significant shocks may be expected at the rate of four per decade per square degree of surface area. The modified Mercalli (or MSL) intensity and Ezchter magnitude given here are generally considered to be the threshold values at which earthquakes became potentially damaging. The City of Glenecou Springs itself experienced a shock of MSX iateasity V in 1$,9, In the year X967, when research was duns on the problem, some 20 shocks of Richter magnitude 2.0 to 4.0 were epicentered in the vicinity of Iaxter Mountain (8 miles north of the Glenwood springs area), aad another such shock was epicentered at the Harvey Gap Reservoir (b miles wt of the site). This last shock wan believed to have been artificially induced by the presence of the reservoir. Other tremors have been recorded in the Aspen vicinity. 6hils the data doss sot, by a=y mesas, support the con<al.uaioa that this part of Colorado is an area of serious earthquake Langer, a certain risk does exist in the area which must be taken into coenaiar .ration in the dasizu of structures, embankments and cuts. Generally speaking, a slight aegree of "ovsrdesigning" is called for, together with the avoidance of cantata types of structural systems which ars inherently unstable in the face of horizontal acceleration. Al noted above, this entire sectio: of -7.. Colorado is subject to very ouch the sae type of seismic risk, and there is as reason to believe that Rifle Croak Estates occupies an arae of excep- tional risk. The possibility of a slight radiation hasarr does exist on the site within the gravels and cobbles in the terrace deposits. These deposits are derived upstream from the site, where Rifle Creek baa cut through and exposed the Minis, Entrada. Navajo, and Morrison formates, in which are found concentrations of Vaa adiun and Uranium Ore. The Vanadium Ore vas discovered in 1909 and mined on and off until 1954, during which 750,000 tons of ors, containing about 25 million pounds of V205, was extracted. The or* consists of figs -grained minerals which impregnate the sandstone Bost rock; it contains about 1 to 3 percent V205 and several hundredths percent U308. The Vanadium4Iranium Ors would be the only source of radioactive minerals on the propes.d subdivision and would have had to been eroded out and deposited out the site by alluvial action. This mixing of the ore -bearing rocks with other rocks in tha terrace gravels has effectively reduced the concentration of radioactive minerals to less than several hundred -thousandths of a percoat. A gamma radiation survey was conducted on the site which included scanning the auger samples from all the borings, gravel pit exposures, and recent road cuts. Mo significant readings higher than background radiation were recorded. There is, therefore, no reason to believe that any unusual degree of risk from radiation hazard exists on this site. while there will be a heavy demand for aggre- gate in the Upper Colorado Valley through the remainder of this century, it is not believed that withdrawal of the remainder of the deposit such as this will significantly affect the regional aggregate supply. Furthermore, given the existing housing shortage in the Rifle area, it is believed that the value of the Rifle Creek Estates as residential district far outweighs its potential value as an aggregate resource, and that its developssat will tend to decrease development pressures on other, higher grade deposits is the bottom of the Colorado River Y:.11ey. Some of this sand and grattl may be useful as an economical 1ew.grade material within the devayspmeet itself, being employed as an embankment and base course material. It is our nmderstandisg that a water rights and supply are being investigated by another enginaarins firs. Individual septic dtgposal systems have been proposed for this subdivision. :.t the time of this report, no percolation casts have hese performed with the exception of one at the owner's new house. This test was performed in the terrace gravels and resulted in a satisfactory percolation rate, according to the County Saaiterisa. The Laboratory feels that good percolation rates can ba expected wherever terrace travels are encountered. However, an the west side of the subdivision where stiff clays are present, percolation rates will probably be slow to very slow. In these areas m combination of absorption and evapo•traespiratise fields or elevated fields constructed with more permeable materials may be used. Evapo-transpiration beds and combination beds will need to be over - designed to provide storage during colder months and snow cover periods to make up for the reduced evapo -transpiration capability. All leaching sad ab eaption fields should contain at least a six inch sand filter which contains sufficient fines to filter and retain the bacterial and viral porticoes of the (fluent. In conclusion, the E.ifle Creek Estates should be an ezcellent site for a housing devalopnent. It is conveniently -4- located near a municipality which is currently experiencing a dousing shortage, and occupies one of the more favorable development sites in the area. The engineering problems to be found on this site are not extensive and can all is overcome through =mould design end construction. pRIkGS . LABORTORY T!:: STS AND RESULTS; Ten test borings were placed on the site, as is indicated on the enclosed site nap. These borings were placed in such a spanner as to obtain a reasonably good profile of the subsurface soils, while substantial variations were noted from point to point, the information obtains c:as judged adequate for purposes of this report, and no further borings were deemed necessary. ,;i1 borings were addle with a power -driven, continuous auger drill. Samples were taken with the standard split -spoon sampler, and by bulk methods. The soil profile encoaatarad was netsd to be extremely variable across the subdivision. This is to be expected on a site of this size and with the varying geological coa,iicions encountered. The soil profile can broadly be described as an overburden of alluvial sands and gravels or colluvial clays, overlying claystona and sandstone of the t.,asatOti formation. The various overburden materials, as well as the foraationel sandstone and claystone, were in a generally high density condition. The samples obtained during our field explora- tion program have been divided into 3 soil types. Soil Type No. 1 represents formational Wasatch claystons. Scil Type No. 2 represents the upper lean clay materials. Soil Type Etc. 3 represents the upp*r sand and gravel alluvium. Grain size analysis and atterburg limits were performed on all three soil types to determine classification and engineering characteristics. L.pension tests were performed ou Soil Types 1 and 2 to determine the swell potential -lo- of these fins grained sails. Additionally, standard penetration results are shown on the enclosed drilling loss. Precise engineering characteristics of the three soil types, including laboratory test results, are shown on the enclosed summary sheets. The Following discussion will be general in nature. Soil Typo No. 1, which was representative of formational .aasatch claymtone, classified as a lean clay (CL) of fine grata sine. This material is plastic, of low permeability, and was encounterau in a high density condition. It will have a tendency to expand upon the addition of moisture, but due to the high density condition to which it was encountered, it will have no tendency to consolidate under load. Foundations placed in this material may be proportioned on the basis of a maxima allow- able bearing capacity of 3000 psf, with a minimus dead load pressure of S00 psf being maintained at all times. Soil Type No. 1 contains sulfates in detrimental quantities. Soil Type No. 2 classified as a leen clay (CL) of fins grain size. This material was encountered in the upper portion of the soil profile in several of the test borings. This material is plastic. of uv permeability, and of moderate to high density. It will have a tendency to expand upon the addition of moisture, as well as a tendency to long-term consolidation under load. Because of these factors, it is important that balancing and reinforcing recommendations be complied with. For shallow foundations, Soil Type No. 2 will have a maximum allowable bearing capacity of 4000 psf. cinimum dead load pressure of 800 psi should be maintainsu at all times. Soil Type No 2 cootaias sulfates in detrimental quantities. Soil Type Ilo. 3 classified as s silty sand (S1) of very coarse grain size. This soil was noted to contain numerous -11• cobble and gravel si:ed particles which obviously cannot be represented on the attached grain size distribution curve. In general, this aatsrial is of low plasticity, of medium to high permeability, and of high density. In itself, this soil type has virtually no teadeacy to sxpaad upon the addition of moisture mart* true long term consolidation under load. Granular materials such as these do have a slight tes<dency to settle upon iaitial application of foundation loads. However, this settlement should ba fairly rapid in nature and be virtually couplets by the end of construction. If the allowable bearing values given in this report ars not exceeded and if the racomsadatisas pertaining to balancing and reinforcing are followed, diff- erential settlement can be held to a tolerable level. Soil Type )o. 3 was found to have a maximum allowable bearing capacity on the order oESO00 psi. No minimum dead load premium will be required. This soil was 'found to contain a moderate amount of sulfates. Ho true free water table was encountered in any of the test boris to the depths drilled. Free water is believed to be fairly deep beneath the majority of the subdivision, and should not affect foundation systems for the proposed residences. There is • potential for subsurface seepage eater, however, in many areas of the subdivision, , specially curing wet seasons. The presence of seepage water could create difficulties in csnstruntion and performance of foundations in extreme instances. The seepage potential at each structure should be aaalysized on an lndividitsl basis at the time the foundation excavation is mads. Specific recommendations pertaining to subsurface drainage can easily be mads at this time. CONCLv S LOIS q RECOPIKENDATIORS Since the exact type and loads of the proposed structure ars mot precisely known to the Laboratory at this time, -12- tba following recommendations must be somewhat general in nature. Any spacial loads or unusual design conditions should be reported to the Laboratory so that changes in the recoesesadatiow may bit made, if necessary. However, based upon our analysis of the soil conditions and project character- istics previously outlined, the following recommendations are mads. It is raco•saded that • coaventisaa1 shallow foundation system consisting of cootinuoua foundations beneath load bearing walls, and isolated spread footings beneath columns and other pints of c;oncentratad load be used to carry the weight of the proposed structures. The maximum allowable beariag capacity of the soils will be variable with location and depth, and specific 'soaring capacity recommendations cannot easily be made is a report of this nature. ie recommaod that beating capacity valuta for each structure be determined oa an individual basis, by i*spectioa cf the open foundation excavation. For preliminary design purposes, however, the avaraga maximum allowable bearing capacity for the site was on the order of 4000 paf, with a minimum dead load pressure of d00 psf being requires. The bottom, of foundations should be placed a minimum of 2.5 Leet below finished grade, or as dictated by local building codas, for frost protection. The beat type of shallow foundation system for each individual lot will be dependant upon soil conditions. However, it is believed that the regained foundation system will fall into oma of the throe following categories. 1) Continuous stesewalls with narrow strip footings, in conjunction with properly proportioned center pads. This type of foundation would be suitable for soils with low expansion potential, and Low to nodsrats bearing=capacity. 2) Can tia}ousstsswalls placed on grade, with no footings, in oonjuaction with properly proportioned center pads. This foundation type would be suitable for soils vitt a low to moderate impanels* potential, and a moderate to high bearing capteity. 3) n balanced, eagiaeer.d foundation consisting of stemrtlls placed on grade with no footings; with strategically placed voids te bslp maintain the required minimum dead load preaaares dad obtain a balanced condition. This type of foundation system would be required in soilshiping a moderate to high expansion potential. Regardless of the foundation type requirad, and is an effort to limit possible differential movement, we mould recommend that shallow foundation systems be balanced in such a manner that the pres- sure on the soil is approximately the same throughout the building. host structures ars invariably more heavily loaded on some walls and c.11mos than on others. The amount of this variation in load can be quite high. 3y placing narrow footings beneath wry light walls and eider footings beneath heavier malls, approximately the same contact stress can be maintained. For single -story buildings without basements, the balancing may be accomplishac: on the basis of dead load only, for multi•story or basement type structures balancing should be accomplished usia& dead load plan one-half the live load. Using whicbtver criteria is applicable, the contact stresses should be balanced to within about _ 500 psf beneath all exterior load bearing �.alls. Isolated interior column pads should be designed for pressures of approximately 200 psf less than the average selected for the exterior wallet if the foundations rest in Soil Type 3, and approximately 200 psf more than the average selected for exterior walla if the foundations fest in Soil Types 1 In order to make the structure somewhat more rigid and to spread the loads more evenly around the building, it is recom- mended that all stem walla of the structure be designed as grade beams capable -14• of spanning at least 12 feet. Horizontal reinforcement should be placed continuously around the structure with no gaps or breaks in the reinforcing steel unless they are specially designed. Seams should be reinforced at both top and bottom with the location of the majority of the reinforcement being dependent on foundation type. uitb shallow foundation category 1, the major reinforcing should be at the bottom of the beam. ::ith foundation :ategory 2, reinforcing should be balanced between top sad bottom. 'with category 3, the major reinforcing, should be at the top. Vertical reinforcement will not be required in the foundation walls if these walls are relatively shallow. However, if the walls will retain soil in excess of 4 fest in height, vertical reinforce- ment should be used to resist the pressure of the soil against the well. For use in dosigainb this reinforcing, the equivalent fluid pressure may be taken c.s 40 pcf for the soil in the active state. This value assumes the groun.i surface behind the wall to be horizontal or sloping alightly sway from the wall. Modification of this value will be required where walls will retain a slope or surcharge. :'here building floor slabs are to be use, they may be placed directly on grade or over a compacted gravel blanket of to b inches La thickness. However, if this gravel bed is chosen, it must be provided with a fres drainage outlet to the surface. Under no circumstances should the gravel layer be allowed to act as a water trap beneath the floor slab. A vapor barrier is recommended beneath any floor slab on grade which will be constructed below the finished exterior ground surface. All floor slabs sbould be constructed so as to act independently of the interior columns and bearing valla. In addition, .:oncrate floor slabs on grade should be placed in sections no greater than 25 fest on a aide. Deep construction or contraction joints could be placed -15- at these lines to facilitate even breakage. This will help minimise any unsightly cracking which could be caused by differential movement. n::equate drainage must be provided iso the foundation area both during and after construction to prevent the padding of water. The ground surface around the building, should be graded so that surface water will be carried quickly away from the building. Minimum gradient within 10 feet of the structure will depend upon the surface landscaping. fare or paved areas should have a minimum gradient of 2�.., while landscaped areas should have a minimum gradient of 6%. Roof drains moat be carried across all backfilled areas and discharged well sway from the structure. It positive surface drainage cannot be main- tainer in the vicinity of the structure, a subsurface peripheral drain including a discharge pipe, adequate gravel collector and sand filter should be constructed around the outside of the Wilding at shallow foundation depth. peripheral urain may be required on some lots, regardless of surface grading. The subsur- face drainage requirements can be determined at the tine of the open foundation excavation inspection. To give the building extra lataral stability and to aid in the rapidity of runoff, all backfill around the structure and in utility trenches leading to the building should be compacted to at least 90% of the maximum Proctor dry density, ASTM D-698. This compaction could be .lone us.ng the native soils on the site as the backfill material. All soil should be compacted at approximately the PAetor optimum moisture content, plus or minus 1Z. x.11 backfill should be compacted to the required density by mechanical means. No water flooding techniques of any type should be used in the placement of fill on this site. Al has been mentioned in an earlier section of this report, there are numerous, relatively steep slopes on this site, •16• Particularly on the western boundary. Caution should be exercised with construction im slops areas. b.,e would generally recommend site specific engineering studios in each instance where construction will take place in a slops area. Le would addss against removing material frost the toe portion of any slope, either by excavation or by permitting erosion. Fills at the top of steeper slopes should be avoided, since they would tend to add an additional ":riving force" to soy_potential failure wedge. Surface drainage should be maintained or improved, LB such a sumer as to prevent saturation of slope materials, as well as erosion of slope surfaces. Minimum setback requirements from the top or bottom of steeper slopes can be determioad by site apscifi:: engineering studies. Large amounts of generally unconsolidated, man-made fill exist on portions of the site, as shown on the attached nap. This fill consists of overburden removed from gravel quarrying operations and screenings and oversized material from the quarry. as well as miscellaneous trash, rubble, and debris fres other sources. This fill material must be considered unsuitable as a foundation material. If construction is planned in fill areas, we would recommend that any unconsolidated fill be removed from the construction region and replaced, if necessary, with a properly controlled compacted fill. Some of the material present in the unconsolidated fill may be suitable as material for controlled fill; however. any soil containing trash, debris, rubble, vegetation, oversize particles, or other deleterious material should not be used for fill. Fill should be compacted to at least 95L of the standard Proctor maximum dry density, AFT"! D-698, at the Proctor optimum moisture content, _ ZZ. The material should be compacted in lifts not to exceed 8 inches loose thickness, and all particles in excess of 6 inches -17- uissater should be removed. Till should be compacted to the requtrid density by mechanical means, and so water flooding techniques should be used. Soils on the site were found to contain sulfates in detrimental quantities. Therefore, a Type II Cement is recom- mended for use in all concrete which will be in contact with the foundation soils. Under no circumstances should calcium chloride ever he added to a Type II Cement. 1:: the event that Type II Cement is difficult to obtsie, a Type I Cement may he used, providing concrete is separated from the soil by water resistant membranes. The open footing excavations should be inspected prior to the pouring of concrete to u tablish the propos design bearing values for each structure and ensure that no debris, soft spots, or areas of unusually low density are located within the footing region. It is believed that ell pertinent pinta concerning the subsurface soils on this site hove been movered in this report. If soil types and conditions other than those outlined herein are rioted during construction on the site, these should be reported to the Laboratory so that changes in recommendations can be mads, if these are necessary. If questions arise or further information is required, please feel free to contact the Laboratory. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SOILS DESCRIPTIONS: SYMBOL USCS DESCR/PT/ON Topsoil Man-made Fill GW Well -graded Gravel GP Poorly -graded Gravel GM Silty Gravel GC Clayey Gravel SW Well -graded Sand SP Poorly -graded Sari SM Silty Sand SC Clayey Sand ML Low -plasticity Silt CL Low -plasticity Clay OIL Low -plasticity Organic Slit and Clay 7r/ 0:0:0:0; 0 o;o:o: o:o•ao 0000 0000 0000 0000 g )°I II II I I J,� MH High -plasticity Silt o 0,00 0110 a 00 1010 0 0 0 p 00 000 000_ 00 0 0 High -plasticity Clay High -plasticity Organic Clay P• Peat GW/GM GW/GC GP/GM Poorly -graded Grave!, Silty GP/GC GM/GC GC/ GM SW/SM SW/SC SP/SM SP/SC SM/SC Silty Sand, Clayey SC/SM Clayey Sand, Silty CL/ML Silty Clay Well- graded Gravel, Silty Well -graded Gra%el, Clayey Poorly -graded Gravel, Clayey Silty Gravel, Clayey Clayey Gravel, Silty Well - graded Sand, Silty Well- graded Sand, Clayey Poorly -graded Sand, Silty Poorly -graded Sand, Clayey ROCK DESCRIPTIONS: SYMBOL DESCR/PT/ON Sp: :6v:3,; xxx xxx SEDIMENTARY ROCKS CONGLOMERATE SANDSTONE SILTSTONE SHALE CLAYSTONE COAL LIMESTONE DOLOMITE MARLSTONE GYPSUM Other Sedimentary Racks I 1 / \ \ Q4�3D o ao: 000eo•ao v'oo BRECCIA & Other Volcanics o.: o. IGNEOUS ROCKS GRANITIC ROCKS DIORITIC ROCKS GABBRO RHYOLITE ANDESITE BASALT TUFF & ASH FLOWS n` c Other Igneous Racks IJ %� METAMORPHIC ROCKS r GNEISS SCHIST PHYLLITE SLATE METAQUARTZITE MARBLE HORNFELS SERPENTINE Other Metamorphic Rocks SYMBOLS & NOTES: SYMBOL OESCR/PT/ON Free water 9/12 Standard penetration drive Numbers indicote 9 blows to drive the spoon 12" into ground. ST 2-1/2" Shelby thin wall sample W0 Natural Moisture Content Wx Weathered Material Free water table YO Natural dry density T.B.-Disturbed Bulk Sample 0 Soil type related to samples in report Top of formation Test Boring Location GE Test Pit Location 15' Wx Form 1-7.k--4 Seismic or Resistivity Station. Lineation indicates approx. length a orientation of spread ( S = Seismic , R. Resistivity ) Standard Penetration Drives are made by driving a standard 1.4" split spoon sampler into the ground by dropping a 140 Ib. weight 30". ASTM test aes. D-1596. Samples may be bulk, standard split spoon ( both disturbed) or 2-'/2" I. D. thin wall ("undisturbed") Shelby tube samples. See log for type. The boring logs show subsurface conditions at the dates and locations shown ,and it is not warranted that they are representative of subsurface conditions at other locations and times. L"31 LINCOLN COLCRADO: Colorado Sorings, Pueblo, DeVORE Glenwood Springs, Montrose, Gunnison, TESTING LABORATORY Grand ...unction.- WYO.- Rock Springs EXPLANATION OF BOREHOLE LOGS AND LOCATION DIAGRAMS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Test Hole No Top E 5 10 15 25 30 35 40 2 3 25 30 - 35 •' 40 — DRILLING LOGS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS -PUEBLO COLORADO , '� -" 4S�Z ib= 7.9 O S�G O 5../3 -5. 7 O s��a _ , « • « _ + • 4. — C /ays ��c 5;/fy,G.sy .e B�wn ♦� 5,14�f E.rps..si✓e •X x X X X X 4 X f . X X �c X 21.u,=S.8 X x t" x X ^ Sa✓9 O 1 ♦ ... ... . • 1 • • — CL Ctfn Chi y, 7���y, 2,, Pe Si,:� Su //� acs EcPi.,s,✓e Sd �, 07- 6roain 10 s 5/o�uxf x L X! Xtx t x .r X r XAX G/.7y s �� ".4i 53- %I «X .Coi.�FffiCV? O�.vrc �S /�j/cS �x Cxpy,.ste/v u.sVe..t wcr C/.7,,, s i,.....7 E. sv 1 43ro...,.s , //� rd s,/%./e•Sy ExDd.'s/.ie +X -- . - .. - Re 1t/s4, oma• - - - - . - SdndS'fo/t! 1 ♦ .... 1- -4.• 1 4.. • — X X ,r xX x l..6=U.3 X X AX.f XXX XXX X c 11.,{, x xx XXx X X x� + _ + • • ••• �o Bro...is, /./....,- s, y s..,� X x x X X X XXX X x X X .0 5,rndS�oilC .� .. .r 25 30 - 35 •' 40 — DRILLING LOGS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS -PUEBLO COLORADO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Test Hole No Top 5 LO 15 25 30 35 40 CI- Lena.. L/ay� 'a.,�S,//),a jro�•�, t v��y S�.<' Su///tS EXiOa/7%/Lie Sa,sse4.a.,..6.--.G , / � eV & X Xt x X X X XXX XXX Jc X x s,�/.r ,y.G z r4i•f.7 0 .e.../.,77.s O 60%2 �Ko:6 .0a O !O/2 r -. • _ ..SeAtee 4- - - - - - SM *. Ss„d Giw�//y. oerse, Rou.+a/ao! ScarS/e-itr� 4--c>44,4•5"I _ - Sewee I 1 1 j 11• I I I 1 I 1 11�/� I . 1 'i I5/4+ 1 1 �i/�' ✓••S.Z tlrl O so 4c '. $ O Sc/S .44..4. 7 45-//z • . 4. ..r • 4 f 5"A/ 5,//7 Sii.o G.-svt//y, is e, floc- d'd Sca,' Pa ' G obL/is I I I I Lei LG/! S./fy S�/isfr5 te7/ I 1 -1 1 I , 1 ll 1 11 Slily S,,1, - oawse ‘/.7 y s;.o0t, f�a•�, c`xp4.,1�,,c 5-cif/Cr fes.4/c, - - - G/�ys�swG - E 30.2tr.,..- X.'X XX,r x X X - * • m - - 4 - ♦ - - 0 - DRILLING LOGS yo .ss 5 © 7 ArAt // O 10 - • 15-1 © 20 1 25 30 35 40 7 LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS -PUEBLO COLORADO t Test Hole No Top E 5 10 15 25 30 35 40 7 B 9 �L Lira C/ey, �'. Lv�E 77 so%z LL 1 ea., City, !/r. --Y S4,l' 1 S%Z s✓O s • so/'/ ./ 9 Bioi..rA -5 ,11 S ."-f 1 S.// 6"...,,..,/,s y Gy✓,e//i, .63.d ,,E 0. 1 1 I I i� I fg 1 1 4 I dm‘✓,,, su/esi.� „.7'114/•' ✓✓' l !✓i • /1'1 0 _5 Af I I � Q s M . S , /1> y rd. I I 1 s.,/y ss../, Gi�Lic /lr, • S�at/sie...1S�.eis•f cv�/es, I I I I I I * ---- .•i, �.c-,....e.5,--7,-,,. : • .1 L/�ysT'oirP • 5-..,/,,..., s�^S x x X X x x K X X Xx ( x X ...,11` �l ra,•, Qerrse �/Oe..✓S Scif7�/tl� Co66/CS. . I 1 1 I I 1 I 1 ISc./ii-i0 I I I • c.-7.2 yS140dQ /z/o��s S,/•'Y, ,9; �x - E.c„oa,.siue .XXX K X K X X K X Y x X X X X K A X XXX X X Xxxl • /3 7 Q « r • - • - • ` .. • • • • • • 1 • • • • 1 • • • Q• o 7 5 10 20 " 25 - 30 35 40 DRILLING LOGS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS -PUEBLO COLORADO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Test Hole No. Top 5 10 15 z20 25 30 35 40 /0 LL h.€ 47..,y, /7 stop 1 r -0l.4 8�.! -' 1 A.S. `S.9 _ • - lii�y SV., 4,7 0 So/6 �s�/6 4�-�,..o-s • ' 0 - 5 • Az,rtr t a I 0- TirxB' _ + + - Giw!/ f co4.6/t5 .vr I s•bs, sem.,✓ i I - + 10 "ems , o.. .vds�/ - «ice +- - - ° 15 ' r - - - • - . --1 - - 20 ' + • • ._ - - - 25 +-- - - .1.3 0 ' 44 - 1 a... --• .4.- - 35' ,. - - - - do DRILLING LOGS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS -PUEBLO COLORADO cct Sail_ Sample SM Project Sample Location 7A/ -.5-A _.511„0.e,12.1417 100 90 60 70 60 50 4. 30 20 G4'AVEL Test No. GS -7G-( Date 7/ZB/7B fest by {EG TO CLAY P:�:iula:Dt c to Plastic I 1 i l L. r._ ILL f. � r 1 f ' I I —'T 11 t _11 L f f T �- � -- - i r e t -t - • y 1 100 1121 „ 74"1t. 01 DD4alnv er- (,c 4',.i 2f .uill• `-�.': Sieve No. Sample No. 3 Specific Gravity 2.70 Moisture Content Effective Size Cu Cc Fineness Modulus .L. 2aS P. _ 3.9 BEAzc ING .Soc.io ps f % Passing 1 1/2 /po 1" 9os 3./4" 9o.s .1/2 " 80.9 3/8" 77. l0 4 10 20 40 1l)0 200 .0200 /o./ _440S S8.8 _-/. 7 .fa./ 3 S.& 2,11.S Sulfates Sap+ ppm GRAIN SIZE ANALYSIS LINCOLN-Le,VORE TESTING LABORATORY COLORADO SPRINGS, COLORADO SUMMARY SHEET Soil Sample Test No. GS -71o.1 Location -.47/# z14-1- Dare z,;5./7e5" Boring No. Depth S ' Sample No. i Test .3y Geo. Natural Water Content (w) 7 9 % Specific. Gravity (Gs) 2.523 In Plod density fro) pcf SIEVE ANALYSIS: Sieve No. Passing 1 1/2" 11! 3/4" 4 10 /'O 20 99.3 40 97./ 100 9/. i 200 77.1 HYDROMETER ANALYSIS• Grain size (mm) _oZ ooh 21'73 Plastic Limit P.L 49./ % Liquid Limit L. L 29.0 % Plasticity Index P.I io_ 9 % Shrinkage Limit i-i.o % Flow Index Shrinkage Ratio qa Volumetric Change Lineal Shrinkage MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content w9____% Maximum Dry Density -Td pcf California Bearing Ratio (a• Swe I l . / Days 3-e (; Swell against ppsf Wo BEARING: House! Penetrometer (ov) .9-,-/.0,=:" psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % unde. psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates acid • ppm. SOIL ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO SUMMARY SHEET Soil Sample CL Test Na. Location R/iVe• Date Boring No. G Depth is ' Sample No. GS -74_4_ 7/zer/78 Test by GAG Natural Water Content (w) /f. Specific. Gravity (Gs) e. bz In Picot Density (To) pcf SIEVE ANALYSIS: Sieve No. % Pissing 1/2" 1" 3/4" I/2" 4 goo 10 994 20 99. i 40 49- / 100 9z. o 200 83.3 HYDROMETER ANALYSIS• Grain size (mm) OZ 63.4 . 000r 33" 7 Plastic Limit P.L. iS.9 % Liquid Limit L. L, Z4,43 % Plasticity Index P.1.6.9 ok Shrinkage Limit '3•/ % Flow Index Shrinkage Ratio %. Volumetric Change %. Lineal Shrinkage MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content wo % Maximum Dry Density -acl pcf California Bearing Ratio (a•.) 043 Swe l I • / Days 3 / oc Swell against ' _p f Wo gain—/ -_5'...% BEARING: House( Penetrometer (av) 4/2"psf Unconfined Compression (qu)ps f Plate Bearing• psf Inches Settlement _ Consolidation % unde. psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates z000' ppm. SOIL ANALYSIS LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO Lincoln DeVore 1441 Motor Grano Junction. Colo 81501 (303) 242-8968 Thomas L. Emmer 1046 State Highway 325 Rifle, CO 81650 January 13, 1981 RE: SITE SPECIFIC SUBSURFACE SOILS INVESTIGATION LOTS 13, 14, 15; FILING 2 RIFLE CREEK ESTATES SUBDIVISION RIFLE, COLORADO Gentlemen: Transmitted herewith, are the results of a Subsurface Soils Investigation, Foundation Recommendations and Erosion and Slope Stability Mitigation Recommendations for the above referenced sites. Respectfully submitted, LINCOLN-DeVORE TESTING LABORATORY, INC. By: Walter E. Vanderpo Civil Engi -er - Grand��.'ion Offi - Reviewed bv: WEV/jb LDTL Job No. 42170GS Colorodo Springs, Colorado FOFCOQ Pueblo, Colorado Grand Junction, Colorado Glenwood Springs, Colorado Evanston, Wyomir ABSTRACT: After consideration of the investiga- tion and.testing program described herein, we feel that a large portion of each site must be excluded from development for residential structures. For those portions of each site which were found suitable for single family structures it is our recommendation that a shallow foundation system, con- sisting of continuous foundations beneath bearing walls, with opposing walls cross -connected for additional stiffness, be used to carry the weight of the proposed structures. Maximum allowable bearing pressures and minimum required design pressures for each lot are provided within this report. It is recommended that the proposed structure be well balanced and heavily reinforced. The contact stresses beneath exterior load bearing walls should be balanced to within about + 300 psf around the entire structure. Exterior walls should be cross - tied at regular intervals, with all reinforcing continuous. The cross - ties should also be balanced. The criterion for balancing will depend upon the nature of the structure. Single story, slab on grade portions of the structures should be balanced on the basis of dead load only. Multi -story portions of the structure or those with basements should be balanced on the basis of dead load plus approximately one-half the live load. All stem walls and cross -tied walls for continuous foundations should be designed as grade beams capable of spanning at least 15 feet. All floor slabs on grade must be con- structed to act independently of other structural portions of the build- ings. -1- Adequate drainage must be provided at all times. Water must never be allowed to pond above the foundation soils. Drainage must be carefully controlled to minimize erosion and slope movement. Water should not be allowed to stand or pond any where on the site. A subsurface peripheral drain is re- commended around the living area of each structure. The outlet of all drains and all drainage ways must be designed to dissipate energy and con- trol erosion on each site. A Type II Cement would be recommended in all concrete in contact with the soil on this site. More detailed recommendations for each specific lot can be found within the body of this report. All recommend- ations will be subject to the limitations set forth herein. This laboratory has been informed that the soils information developed in this report is to be used to design the foundations for one or two story single family residential structures The information may, or may not be valid for other purposes. If the proposed use is changed or types of construction proposed other than noted herein, the laboratory must be contacted to determine if the information in this report can be used for the new construction without further investigation being required. -2- GENERAL: The purpose of this investigation was to identify areas of slope instability, and geologic hazard and to deter- mine the general suitability of Lots Number 13, 14, 15, Filing number 2, Rifle Creek Estates Subdivision for the construction of three single family residential structures. Characteristics of the individual soils found with- in the test borings were examined for use in designing foundations for this site. Although Lincoln-DeVore has not seen a set of construction drawings for any of the residential units proposed, we believe that they will be basically frame structures of more or less con- ventional design. Foundation loads for structures of this nature are nor- mally light to medium weight in magnitude. Topographically, there are many steep slopes on these sites. In general, the direction of fall of the steep slopes is toward the west. However, the exact direction of drainage is highly variable on each lot. In general, surface drainage is toward the west and south. Erosion will be a significant pro- blem if drainage and vegetation are not carefully maintained. Many of the steep slopes are actively eroding. Top soil and vegetation have been un- able to develop on some of the very steep slopes. Vegetation must be maintained in the imiiiediate area around the building sites. Runoff from the very steep, unvegetated slopes should be carefully controlled to pre- vent excessive erosion of these slopes. -3- The soil encountered on the three lots was found to consist of an intermittent surface layer of colluvially de- posited, -medium to stiff lean clay. At many locations this surface veneer has been eroded away exposing formational material of the Wasatch Formation which serves as bedrock at this site. The Wasatch Formation, of tertiary age, consists of a very thick (4000-5000 feet) sequence of purple, red, brown, and green interbedded claystone and shales with lenticular, thick to thin, tan to buff, moderately cemented, highly fractured sandstone layers. The claystone and shale members are moderately to highly succeptable to erosion, the sandstone members are much more resistant. The bedding of the bedrock dips toward the southwest at 15 to 25 degrees. The present ground surface of Lot number 14 generally parallels the dip. A thick sandstone member of the Wasatch Formation is exposed over much of the upper portion of Lot number 14. The remaining slopes on the site appear to be stable presently. However, care should be taken to maintain this stability by avoiding detrimental construction practices such as removing vegetation and/or channeling surface runoff across exposed or freshly cut slopes. Also, cuts into the toe of these slopes should be avoided where possible. There is evidence of a minor rock fall hazard on the steep slopes where the softer claystone and shale have been eroded and weathered away from beneath blocks of sandstone which then t000le, roll or slide down- hill. Further recommendations on a site specific basis regarding slope stability will be covered later in this report. -4- BORINGS, LABORATORY TESTS AND rESULTS: Four test borings were drilled across Lot #13 and Lot #15 and are located approximately as shown on the attached Test Boring Location Diagram. Lot #14 was inaccessable to the drill rig, therefore, the subsurface soils could not be sampled or tested. The four test borings were placed in such a manner as to obtain a reasonably good profile of the subsurface soils. All test borings were drilled with a power -driven continuous auger drill. Samples were taken with a standard split -spoon sampler, and by bulk methods. The precise gradational and plasti- city characteristics associated with the soils encountered during drilling can be found on the attached summary sheets. The representative number for each soil group is indicated in a small circle immediately below the sampl- ing point on the Drilling Logs. The following discussion of the soil groups will be general in nature. The soils profile found on this site can be broadly described as an intermittent 2 layer system. The upper 0 to 8 feet of the profile was found to be colluvially deposited lean clay. Beneath this surface layer, the soils were found to consist of weathered formational material of the Wasatch Formation. Soil Type No. 1 classified as a Lean Clay (CL) of fine grain size. Soil Type No. 1 is Low plastic of low per- mability and of medium density. These soils have a slight tendency to expand upon the addition of moisture with swell pressures on the order of 700 psf being considered typical. While this magnitude of expansion should -5- not be sufficient to affect the heavy structural members of the structures it can cause some movement beneath light structural members and floor slabs on grade. These soils will have a slight tendency to long-term consolidate under applied foundation pressures. However, if the allowable bearing values given are not exceeded, we feel that differential movement would be tolerable. This soil group was found to have an allowable bearing value on the order of 2600 psf maximum. Soil Type No. 1 was found to contain Sulfates in detrimental quantities. Soil Type No. 2 classified as a Sandy Silt (ML) of medium grain size. Soil Type No. 2 is typical of the coarser grained members of the Wasatch Formation which underlie the site and serves as bedrock in this area. Soil Type No. 2 is non plastic of very low perme- ability and of high to very high density. In its initial high density con- dition, these soils would have virtually no tendency to settle or consoli- date. Shallow foundations resting on Soil Type No. 2 may be designed for an allowable bearing capacity of 8000 psf. Soil Type No. 3 classified as Lean Clay (CL) of fine grain size. Soil Type No. 3 is typical of the formation- al shale which underlies the site and serves as bedrock in the area. Soil Type No. 3 is plastic, of very low permeability and of high to very high density. The shales are expansive in nature with swell pressures on the order of 1300 psf being measured. Should drilled piers be used for the building, the expansive nature of the fine grained bedrock must be given consideration. Owing to its initial high density condition, these soils would have virtually no tendency to long-term consolidate. At a penetra- tion of 4 feet into the shale layer, tip bearing capacities on the order of 25,000 psf could be achieved. Soil Type No. 3 was found to contain sul- fates in detrimental quantities. -6- Shallow foundations placed on undisturbed material of Soil Type No. 3 may be designed on the basis of an allowable bearing capacity of 8000 psf with a minimum pressure of 1400 psf being maintained at all times. No free water was encountered during drilling on this site. True free water should be fairly deep in this area, and hence, should not affect construction assuming that surface drainage is properly controlled. Areas of active and severe erosion occur on Lots #13, #14, and #15. The active erosion will present a threat to structures at this site and will require a minimum set back from exist- ing scarps and additional mitigation techniques. Such mitigation could in- clude retaining walls, placement of Riprap or Gabions, construction of sealed runoff channels such as culverts or other slope stabilization measures. -7- CONCLUSIONS AND RECOMMENDATIONS: Since the exact magnitude and nature of the foundation loads are not precisely known at the present time, the following recommedations must be somewhat general in nature. Any special loads or unusual design conditions should be reported to Lincoln-DeVore so that changes in these recommendations may be made, if necessary. However, based upon our analysis of the soil conditions and project characteristics previously outlined, the following recommendations are made. The proposed residence sites are sub- ject to several engineering geology problems which are mostly related to the steep slopes found on and around the property. Nevertheless, use of proper building design and construction techniques will permit the safe development of these sites. Portions of each Lot are Beverly eroded and must be excluded from consideration as building sites. A minimum set back of 25 feet should be maintained from all eroding and unvegetated slopes. It is recommended that all structures be designed as relatively small, com- pact units with rigidly reinforced foundation systems. Following are recommendations for each specific Lot: Lot No. 13: Approximately 80% of Lot No. 13 is covered by very steep and actively eroding slopes. Due to the steep slopes and active erosion, we must recommend that all con- struction on this Lot be restricted to a small area in the southeast- ern portion of the Lot. The shaded portion of figure No. 1 is the only portion of Lot No. 13 which we believe to be suitable for a single family residence in its present condition. -8- For structures located within the Safe Building Envelope indicated on Figure No. 1 a shallow found- ation system would be most appropriate. Such a shallow founda- tion system may be designed on the basis of a maximum allowable bearing capacity of 2600 psf. A minimum pressure of 1200 psf will be required. The subsurface materials encount- ered on this site are somewhat unstable and subject to movement, both vertically and laterally. Lateral movement is felt to con- sist primarily of a gradual downslope creep. Rapid mass move- ments are not likely if proper drainage of the site is achieved and cuts and fills restricted. The possibility of rapid move- ment must be recognized, however remote it may be. This gradual downslope movement,however, will create a strong potential for differential movement throughout the structure. Therefore, oppos- ing exterior load bearing walls should be cross -connected to pro- vide additional rigidity. Construction should not be per- mitted within 25 feet of the actively eroding slopes. Cuts should not be permitted in the eroding slopes. The erosion problem is of such a magnitude on this site that it is considered largely impractical or economically unfeasible to totally eliminate all movement. The most reasonable approach would appear to be the utilization of procedures which would allow one to live with the problem and minimize the damaging effects of the erosion. When possible, it -9- is extremely desirable to avoid any major earth work in the area. Large cuts and/or fills on the site may aggravate and intensify the.erosion problems. It is recommended that the amount of cut and fill be kept to an absolute minimum on this site. Specifically, any cut or fill which would tend to reduce the sta- bility of native slopes should be avoided. This would include cuts which are located at the lower portion of slopes or fills located near the top of slopes. Any cuts or fills over 6 feet in height should be individually investigated and the stability calculated prior to placing. Again, it is stressed that there is a high potential for erosion on this site. The recommenda- tions contained in this report will not eliminate or completely protect against potential slope movements. They will, however, reduce the potential for damage to structures resulting from minor slope movements. The owner should recognize the potential for slope movement on this site, if construction of buildings is attempted. Additional recommendations per- taining to foundations to be constructed on this Lot are in- cluded in the remainder of this report. Lot No. 14: The Safe Building Envelope or area most suitable for development on Lot No. 14 is the approximate north and northeast 1/3 of the Lot. Access to drill Lot No. 14 was not possible at the time of our field exploration. However, a -10- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Sandstone member of the Wasatch Formation is exposed over much of the northern portion of this site. This Sandstone Cap has been eroded away in some locations. Where this has occured the softer underlying claystone and shale have been rapidly eroded leaving steep slopes. At the present time, it is diffi- cult to establish the exact maximum and minimum allowable bear- ing capacities for this Lot. It is anticipated that shallow foundations would rest upon the formational sandstone. Where footings rest in direct contact with the formational soils,found- ations may be designed on the preliminary basis of a maximum allowable bearing pressure of 8000 psf a minimum soil pressure of 1300 psf would be recommended. An inspection of the open excava- tion would be required prior to the placement of forms to estab- lish the appropriate design parameters for the specific site. At the time of inspection or further investigation, the maximum and minimum bearing values can be verified and recommendations made as to the suitable foundation type for this particular Lot. Also, this inspection will ensure that no debris, soft spots, or areas of unusually low density are located within the foundation region. Any changes in the recommendations included in this report can easily be made at the time of such inspections. All foundations should be set back a minimum of 25 feet from the steep,actively eroding -11- slopes and located within the Safe Building Envelope indicated on Figure No. 2. Additional recommendations pertain- ing to drainage and foundations to be constructed on this Lot are included in the remainder of this report. Lot No. 15: In general,Lot No. 15 slopes moderately down toward the north and east. A deep eroded wash cuts the site from near the middle of the Lot toward the north. The sides of this actively eroding wash are relatively steep at some locations. Therefore, a minimum set back of 25 feet is recommended from any of the steep slopes. The most suitable portion of Lot No. 15 for construction of a single family residence is the approx- imate south east 1/3 of the lot, as shown in Figure No. 3. Where shallow footings rest on the colluvially deposited lean clay foundation soils, a maximum allowable bearing pressure of 3800 psf would be appropriate. A minimum soil pressure of 1400 psf should be maintained at all times. The recommendations provided in the remainder of this report would apply to each of the three lots investigated. GENERAL RECOMMENDATIONS - ALL SITES: Regardless of the foundation type used, it is recommended that opposing foundation walls be cross -connected for additional stiffness. It is recommended that all foundation components be balanced to lower the possibility of differential move- -12- ment. This balancing will help the buildings to move more or less as a single unit rather than in a differential manner. The foundation system should be proportioned such that the soil pressure is approximately the same throughout the building. The judicious use of voids beneath very light walls will help balance the structure, as well as develop the minimum design pressures dictated by the expansive clays. Using the criterion of dead load plus approximately 1/2 the live load, the contact pressures should be balanced to within + 300 psf beneath all load bearing walls throughout the structures. This would include the previously mentioned cross -connecting walls. Isolated interior column pads, if used, should be balanced at a soil pressure approx- imately 200 psf greater than the average selected for the exterior walls. Due to the possibility for soil creep and other minor slope movements, it is recommended that all foundation components be interconnected with rigidly reinforced grade beams iri such a manner that the foundation system acts as a unit. These Grade beams should be reinforced in such a manner that they are capable of carrying their loads over a clear span of at least 15 feet. Opposing walls should be cross -connected where possible, to provide additional rigidity. Horizontal reinforcement should be place continuously in grade beams and stem walls, with no gaps or breaks in the reinforcing steel unless specially designed. Beams should be reinforced at both top and bottom with the reinforce- ment being approximately balanced between these two locations. Additionally, it is recommended that vertical reinforcement be provided in exterior foundation walls, based on an equivalent fluid pressure of 60 pcf, acting on the portions of foundation walls which are below grade. -13- The bottom of all foundation components should rest a minimum of 3 feet below finished grade or as required by the local building codes. Foundation components must not be placed on frozen soils. Regardless of the foundation type used, the stem walls should be carried across the building so that the foundation will resemble a series of boxes. This will aid in preventing damage from lateral movement or downhill creep if either should occur. Isolated interior pads may be used on the site, but exterior walls should be still tied together with the box support. Reinforcing in the tie beams would be the same as that in the stem walls and this reinforcing would be designed basically for tension. A compacted gravel layer of 4 to 6 inches in thickness would be recommended beneath all slabs on grade. This gravel layer would act as a capillary break. A vapor barrier is recommended beneath all slabs on grade. All floor slabs on grade must be constructed to act independently of the other structural portions of the building. These floor slabs should contain deep construction or contraction joints to facilitate even breakage and to help minimize any unsightly cracking which could result from differential movement. Floor slabs on grade should be placed in sections no greater than 20 feet on a side. Prior to constructing slabs on grade, all existing topsoil and organics must be removed from the building interior. Likewise, all foundations must penetrate the topsoil layer. All fill placed beneath the interior floor slabs must be compacted to at least 90% of its maximum proctor dry density ASTM (D-698). Moisture -14- content during fill placement should be maintained at the Proctor +3% optimum moisture content, -1%. Any interior, non -load bearing par- titions which will be constructed to rest on the floor slab should be constructed with a minimum space of 12 inches at either the top or bottom of the wall. The bottom of the wall would be the preferred location for this space. This space will allow for any future potential expansion of the subgrade soils and will prevent damage to the wall and/or roof section above which could be caused by this move- ment. Adequate drainage must be provided in the foundation area both during and after construction to prevent the ponding of water. The ground surface around the building should be graded so that surface water will be carried quickly away from the structure. The minimum gradient within 10 feet of the building will depend upon surface landscaping. Bare or paved areas should maintain a minimum gradient of 2%, while landscaped areas should maintain a minimum gradient of 5%. Roof drains must be carried across all back- filled areas and discharged well away from the structure. If adequate surface drainage cannot be maintained or if any subsurface seepage is encountered during excava- tion for foundation construction, then a perimeter drain must be recommended for this building. This drain would consist of a perfora- ted drain pipe, gravel collector and sand filter (or acceptable filter fabric layer). If sufficient topographic fall does not exist on the site to allow daylighting of the drain pipe, then a sealed sump and pump arrange- ment would be required to remove the collected moisture. Dry wells should not be used ori this site. -15- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Where foundations are excavated into formational soils, a possibility exists for the formation of a closed depression. When foundations are "socketed" into these high density forma- tional materials, they have a tendency to form a water trap since no free drainage outlet is available. If this situation arises during construction, then a subsurface peripheral drain is recommended around the exterior of the structure. This drain will prevent the buildup of water around the build- ings as a result of normal surface rainfall or moisture as a result of lawn and garden irrigation. This subsurface peripheral drain is also recommended around the exerior of the structure when the expansive clays are encountered during foundation construction. The existing drainage in the area must either be maintained or improved. Water should be drained away from the structures as rapidly as possible and should not be allowed to stand or pond in the area of the buildings. The surface drainage across the entire subdivision must be carefully controlled to prevent infiltration and saturation of the foundation soils. All backfill around the buildings should be compacted to a minimum of 90% of its maximum Proctor dry density, ASTPl D-698. Roof drains must be carried across all backfilled regions and discharged well away from the structure. Discharge of roof drains, peripheral drains, and surface drainageways must be carefully designed and maintained. There is evidence of severe and active erosion on each of the three lots investigated. Unless properly controlled, the continuing erosion could destroy these three lots as residential building sites. Construction of closed conduit drainageways may be necessary to control surface runoff and prevent excessive erosion on some of the steep, exposed slopes. -16- 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 Find grading after completion of the backfill operation should be such that natural drainage, existing prior to the construction be disturbed as little as possible. In particular, the drainage should not be such that water is channeled along the newly filled area which would result in accelerated erosion and damage in the backfill. A vegetative cover should be established as soon as possible in the back- filled area to minimize erosion in general. The slope stability of the site is adequate at this time, but stability is marginal. For this reason, no cuts or fills should be made on the site in excess of 6 feet without speci- fic examination of each proposed cut or fill base. The natural slope should be disturbed as little as possible and each cut or fill toe should be drained. Slow, hillside creep is the only movement anticipated in the upper 8 feet of the profile unless a deeper cut than recommended should trigger a slide. Considerable amounts of water will be present during snowmelt, and soil pressures and creep activity can be quite high in these seasons. All structures at these three lots should be constructed with a minimum set back of 25 feet from actively eroding slopes. Again, it is stressed that there is a high potential for slope movement on this site. The recommendations contained in this report will not eliminate or completely protect against potential slope movements. They will, however, reduce the potential for damage to structures resulting from minor slope movements. The owner should recognize the potential for slope movement on this site, if construction of buildings is attempted. The soils on this site were found to contain sulfates in detrimental quantities. Therefore, a Type II Cement would be recommended in all concrete in contact with the soil. -17- 1 1 1 1 1 1 Under no circumstances should calcium chloride ever be added to a Type II Cement. In the event that Type II Cement is difficult to obtain, a Type I Cement may be used, but only if it is protected from the soils by an impermeable membrane. The open foundation excavation must be inspected prior to the placing of forms and pouring of concrete to esta- blish that adequate design bearing materials have been reached and that no debris, soft spots or areas of unusually low density are located within the foundation region. All fill placed below the foundations must be fully controlled and tested to ensure that adequate densification has occurred. I/ It is extremely important due to the nature of data obtained by the random sampling of such a heterogeneous material as soil that we be informed of any changes in the subsurface 11 conditions observed during construction from those outlined in the body of this report. Construction personnel should be made familiar with the contents of this report and instructed to relate any differences immediately if encountered. 1 1 1 1 1 1 1 1 It is believed that all pertinent points concerning the subsurface soils on this site have been covered in this report. If soil types and conditions other than those outlined herein are noted during construction on the site, these should be reported to Lincoln- DeVore so that changes in recommendations can be made, if necessary. If questions arise or further information is required, please feel free to contact Lincoln-DeVore at any time. -18- 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 1 1 1 s:r. L \�CtillW' \\'•`J oC4T: oN rc SCALE /'- 2000 • DiABRAM Wors '/,3:/yam /s-, "h;NG`2 F.LE CREEK- EST 7� - - R,iLF Ce• "O Rifle Gau. .S 9 ave. P11!. 4. PAIe Creek t ry I.ummundy C!ut \u -Spoon •. •N .• - ,5568 D LINCOLN DeVORE ENGINEERS• GEOLOGISTS • 5tf • f COLORADO: COLORADO SPRINGS PUEBLO, GLENWOOD SPRINGS,;,. GRAND JUNCTION , MONTROSE l WYOMING: ROCK SPRINGS 1 1 1 1 1 1 1 1 1 1 /9R44 of sr p SLoft-T AHD sevsA'E EA'osiON AREA of sr6EP SL opts '!Y SEVCRQ ERcs; D4' 407'15"// TH `3 .Te¢ — OPEN $ PACE o T /. oT SC/Pig / s,2oo TEST Bolt; N G �C a 6'477 PA/ D,Wa-R/,o,/r, I d 7S 41-43 49.1, "`/.3- F1 LI LINCOLN DeVOR" ENGINEER;, COLORADO: COLORADO SPRINGS, PUEBLO, GLENWOOD-SPRINGS , GRAND JUNCTION , MONTROSE , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TEST HOLE NO. TOP ELEVATION 10 15 "-20 x-25 30 W W x--35 40 TH g/ CRS a- re? LOAN ol.Ar (CL) VEX"- S,'LT Y 8RowN Ni 6-N LD� He sT RE ►✓z WisATc.v CLAY(C4 CLAY STONE 57,'FF To #`AR SvLF.rTEs s: LrsToNE SAA,Py �Ro ✓N DENSE LES5.✓6.9711eAso C/.,ysroNF Z EAN CLF (C L) P..RPLE T. Rec. DEnsE A n A c 50/7. 5" 5a/6 LJ,.6.3% LEAN 'LAr (4•Z) ✓FRY S; LT Y TAN 5T.•FF r✓X k./.95,9 7t 5;LJ"sTeNE (ML) SAA' yr L .-#1r BE.., N D EA/SE CL gYSToNC LG.9i✓ CLAY (C&) REO, pvR/L E� aRo.,N d£eY SENSE 3°/a. s.# {.. t s.# /O O 50/6 RGfusy o,y SI7NDSroNE T T t DRILLING LOGS LINCOLN DeVORE I ENGINEERS- GEOLOGIS- 5— I0 15--4 20- 25- 30- 35- 40— COLORADO: COLORADO SPRINGS PUEBLO , 4LENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS TEST HOLE No. TOP ELEVATION Ler it/S.F,-Z,NG . R.•FE 7V-3 ` _ -- - - _ -I0 - - - -15 E. -20 - . 25 -.---r - --- _ _ _ _ --L;6N y -, - _ - - - _ _ A v cid, y , dile +N sr Ff �/ 3541- 44.4. 6,0•/. - - - "` - -- .-li/RY - - — 4 __ - _ ,tea,., cL.A r CCL) S,-LrY S 77 FF 13R0‘ -a Ai L o�5 , g J , %% 1-14 z 0 �. / 6. p 5.•,/z7 g. o 5'/0 '- ..-. - _ 4 - - - — - - - - - - 5- - _ - - IO- - - - - 15- _ 20- -1 25 --� -1 Z' i G4vYsrcNE c6iIN C,C�o Y � ct) Ri ;. P..RRLC N NAM, pews 5.LrJ iME SA+tii,T., ,e -` NAG, - ERY ....--- tom Mo;sTvRE -6 K K4?4 - k _ k K - - - _ _.-. ` - _ ■ t __ _' -. -. . - sO/. jGy -3.5'/, WA 14/ASArGhi Cc..YsroNc %EAN C.L.. Y (CL) Mo1TLED C.A.g_X *ARP %LrsT,vE SANOfrow'E -_-_V c.GI/ r GRAY To BROM.N Diva E Vaey Ar4RP - - - - - - 7)ie1 x � x A X X X� - •-.1" - - -- -. -. - . "---1 '4'�a), - - - _ _ -30 --35 -40 x - 1- a W 0 MOM r 30- 35- -1 40 - DRILLING LOGS LINCOLN DeVORE ENGINEEP• - GEOLOGI: COLORADO: COLORADO SPRINGS PUEBLO , SLENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Soil Sample PA' A/ CLAY (C4.) Location l..Tf'tpLF CRFi6e tsrirrc Date /2-23- 8/ Boring No. 7H # / Depth t' rp; CA.J ) Sample No S o; ,G 77Af No. / Test by 5.42 SUMMARY SHEET Test No. 42170 - GS Natural Water Content (w) 6.8 % Specific Gravity (Gs) In Place Density (To) pcf SIEVE ANALYSIS: Sieve No. % Passing 1 1/2" 1" 3/4" 1/2" 4 /co 99.2 10 99.0 20 40 100 200 98.4 97.6 89,9 HYDROMETER ANALYSIS: Grain size (mm) 12•Q2 41. SOIL ANALYSIS Plastic Limit P L /6.8 Liquid Limit L. L 22.5. S % Plasticity Index P.I. 8.7 % Shrinkage Limit % Flow Index Shrinkage Ratio Volumetric Change Lineal Shrinkage % MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - v ° Maximum Dry Density -Td pcf California Bearing Ratio (av) Swell- / nays 2.8 Swell against oo psf Wo gain, °Jo BEARING: Housel Penetrometer (av)�$O0 psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates 20 0.0 r ppm• LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUMMARY SHEET Soil Sample S:.LT (/ti7L) sswPY Va SATaA' Fr Test No. 4-2/70 -GS' Location ZoT47/�;fi[ ye- 2 C4PAE.e Date /2 -22- 8/ Boring No. Ty / Depth /S - (Trp; c..,C) Sample No. So:.C. Ala .2 Test by TD. Natural Water Content (w) 4-.3 % Specific Gravity (Gs) In Place Density (To) pcf SIEVE ANALYSIS: Sieve No. % Passing 1 1/2" 1" 3/4" 1/2" 110 20 40 100 200 goo 9T. 5 46 94.4- 92 . 75./ HYDROMETER ANALYSIS: Grain size (mm) x.02 3J.3 o. oo� 20.3 SOIL ANALYSIS Plastic Limit P.L. % Liquid Limit L. L 9/0 Plasticity Index P.I. Shrinkage Limit Flow Index Shrinkage Ratio 9/0 Volumetric Change Lineal Shrinkage MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content - Maximum Dry Density -Tci pcf California Bearing Ratio (av) Swell- Days % Swell against psf Wo BEARING: House) Penetrometer (av) 8000 psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates Z000' ppm. LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SUMMARY SHEET Soil Sample LSi9 £2t4t (G`) Test No. 14-2/70- 6 S 'd1444.SArG Location Lela/3,,_.F7L, Jr2 aeEF.-e ‘-srFT t Boring No. TN / Depth Q ' tnp; c,01) Sample No. So;L TYPE No. .3 Date JZ -23-9/ Test by 5.4? Natural Water Content (w) 3,7 % Specific Gravity (Gs) In Place Density (To) pcf SIEVE ANALYSIS: Sieve No. 1 1/2" 1° 3/411 1/2" 4 10 20 40 100 200 % Passing HYDROMETER ANALYSIS: Grain size (mm) o. o2 [7. 00 /o 0 9� 9 9B. 3 94.9 77. 5 60.9 41.8 26.6 SOIL ANALYSIS Plastic Limit P.L, /8.3 % Liquid Limit L. L. 30.3 % Plasticity Index P.I. /,2.5 Shrinkage Limit % Flow Index Shrinkage Ratio Volumetric Change % Lineal Shrinkage % MOISTURE DENSITY: ASTM METHOD Optimum Moisture Content •- . o Maximum Dry Density -ad pcf California Bearing Ratio (av) 0/0 Swe I I • / Days 3" / % Swell against /o psf Wo gain 9.1 % 1/o. 6 Pc, BEARING: House' Penetrometer (av) BOo o psf Unconfined Compression (qu) psf Plate Bearing• psf Inches Settlement Consolidation % under psf PERMEABILITY: K (at 20°C) Void Ratio Sulfates 2,00o* ppm. LINCOLN-DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO 59/'411:WS )10011 DNIMIOAtit 350711.1.N014 Noliounr CINVU9 5P411:1415 00V U0100 :00VH0100 SON121.15 000/41N3194018311d 9 I c1.51901039 3e133NI9N3 N103N1-7 /2N :5 LI act/7C) `77.) 1 7:/i:cy -)--?..L6L457.7 .-YozY 0 3 77/.2( a '_rt ON° 77_7/ ' Ete °7 5 I 371, e 9 o, Oft 111401•111M 414141/41IMPialr, A SCALE ^- /.q OT W/4, F;L;wG 4r2 R: FSC E CREE/sr ESTATS 117)DeVOrRE o c. LINCOLN COLORADO: COLORADO SPRINGS, PUEBLO, GLENWOOD SPRINGS, GRAND JUNCTION , MONTROSE , T-7 1 • c, iv f )FRO ;NC - 'CAW N!r-`CAW L 1 il.C. 0 > a/s, F.L. ; N c °`2 I ii;'; it -Le CRE k Esr�TC-'S SCALE 1 F,'G rLINCOLN COLORADO: , DCOLORADO SPRINGS{ LI DevORE PUEBLO, GLENWOOD SPRINGS, rNr.'NEERS• GRAND JUNCTION , MONTROSE, 1 \ CoMPA CT a A/A r...c" c___.. "0,/ \\\\\\ \\ POLY CTN CEN. /// BACK FILL CA2.eY BENEATH DeA/N( A5 ; j/;\\\\\ 5Awip /// Fir-T£R /WALL \^ G2AVCL FLOOR. /// C01, -4E -croft M/N.45 A.,AYGCnq DcirH VARICi� Azo/A•10 60S4.DING PIPE. • 00e 0 0 0 0 os FLOOC 0 oeoeo� 0. p SPREAD Fool -mitt iyPE 5 HOL)K. SAND FILTEC GeAVEL COLLEC TOC M/N.4J AWAY FLDN 40A . DePrN VAresdr5 J+�� N M / N . 2� 3,4 oc L"PEC P.PE .o 0 0 0- .oI 000• 0 ` • .. o o\_ FLooG F/L rEL FA BGlC GKAVEL \ Coa..L cc re re 'co ~-1- 3,4 we ." Prie c. Prve GVLADC (1a'4M TYPE F/LTirG FRBGC MAY 86 ANy ry c, 51N14 -AG To CELANcsi Co CP. 14r¢ACI /40_ PL00 Bio oar o b I O O I M/N. AT"A�.�AY 4 F/2oH WALL. DEPTH VAeFE5 AQouND BurLLDrNy FILTER FA6[IC o o 0 3 va4`IPFeL R PIPE- GRADE To OurLE T. PoLYCTHY LENFIL,.,, -A BoY. Et BELOtJ pCAIN. UNDEre-SLAB, /IVTER/02 fl'p tor NOTES: .Size of perforated pipe sand filter varies with amount most common. .Gravel size depends on size of pipe perforations: 85% .Sand filter must depend on native soil and must follow 1) 1510 filter 4+ 2) X50 filter 3) 15% base d5% base M rN. 4S•A w*Y FCona ra1Aa. L DEP/M VArg-s ACOU/Vp g✓rLDrN{j. MrN.2."� 0 45 F7 --e FABreic A1.TMZNA,E of seepage expected. 4" diameter is gravel> 2 x diameter of perforation. the Terzaghi-Vicksburg Criteria: 50% filter 50' b = 12 to 58 This is required for stability and length of filter life. ase with an approved filter fabric . The sand filter may be replaced .A11 pipe to be perforated VCP, PVC or Orangeburg. •4" flexible pipe may be used to depth of 42 feet, but must be carefully graded." pipe may be used to a depth of 7 feet and should be carefullygraded.3 flexible .Rigid pipe only to be used below a depth of 7 feet below ground surface. .All pipe to be laid at a minimum grade of 1.40 around building foundations. .Outfall to be free, gravity outfall if at all possible. Use sump and pump only if no gravity outfall exists. .Conditions can vary considerably, and each site may be variable as to quality of sand or gravel required. All sites should be inspected to determine the amount and quality of sand filter required, unless a filter fabric installation is used as shown. TYPICAL SECTIONS PERIMETER DRAIN & FRENCH DRAIN LINCOLN L, D@VORE ENGINEERS. ,----.GEOLOGISTS COLORADO:COLORADO SPRINGS, PUEBLO, GLENWOOD SPRINGS , GRAND JUNCTION , MONTROSE , WYOMING: ROCK SPRINGS — I 1 1 IIDATE: AUGUST 18, 1998 TO: BRAD MOSS ' ATTN: 1DRESS: 405 WILL AVE. RIFLE, CO 81650 I RE: COMMONWEALTH TITLE COMPANY 127 E. 5th St. P.O. Box 352 Rifle, Colorado 81650 PH: FX: Thank you for your order. Enclosed please find the following: in connection with our File No. COMMITMENT TITLE POLICY ENDORSEMENT TAX CERTIFICATE OTHER 9808045 Copies sent to: II If you have any questions concerning title work, please ask for DEAN If you have any questions concerning sales closings, please ask for ROSE II If you have any questions concerning refinances, please ask for DENNA 1 1 1 If you would like to place an order, please ask for EDE ph:(970) 625-3300 fx:(970) 625-3305 COh...TMENT FOR TITLE INSURANCE SCHEDULE A FILE NO. 9808045 1. Effective Date: 23RD day of JULY 1998, at 7:59 A.M. 2. Policy or Policies to be issued: (a) ALTA OWNER POLICY (ALTA 10-17-92) Proposed Insured: A PURCHASER TO BE DETERMINED (b) ALTA LOAN POLICY (10-17-92) Proposed Insured: $TBD $ 3. The estate or interest in the land described or referred to in the Commitment and covered herein is Fee Simple and is at the effective date hereof vested in: BRADLEY F. MOSS AND WINETTE D. MOSS 4. The land referred to in this Commitment is situated in the County of Garfield, State of Colorado, and described as follows: TOWNSHIP 5 SOUTH, RANGE 93 WEST OF THE 6TH P.M. SECTION 24: SE1/4SE1/4 COUNTERSIGNED: TITLE CHARGES OWNER'S POLICY $250.00 MINIMUM CHARGE Authorized Officer or Agent dlh Valid Only if Schedule B and Cover Are Attached American Land Title Association Commitment chedule A Rev'd 6-86) 1 ISSUING AGENT: Commonwealth Title Company 127 East 5th Street P. 0. Box 352 Rifle, Colorado 81650 FILE NO. 9808045 SCHEDULE B - SECTION I The following are the requirements to be complied with: 1. Instrument creating the estate or interest to be insured must be executed and filed for record, to wit: a. Warranty Deed from Bradley F. Moss and Winette D. Moss vesting fee simple title in a Purchaser to be Determined. 2. Pay the full consideration to, or for the account of, the Grantors or Mortgagors. 3. Pay all taxes, charges, assessments, levied and assessed against subject premises, which are due and payable. 4. Satisfactory evidence should be had that improvements and/or repairs alterations thereto are completed; that contractor, sub -contractor, Labor and materialmen are all paid; and have release of record all liens or notice of intent to perfect a lien for labor or material. 5. Release of record by the Public Trustee of the Deed of Trust from Bradley F. Moss and Winette D. Moss for the use of J.P. Powers & Co. showing an original amount of $30,000.00, dated May 5, 1993 and recorded May 7, 1993 in Book 861 at Page 742. NOTE: When the details of this transaction are revealed the Company reserves the right to make additional exceptions and/or requirements. IM 6 merican Land Titte Association Commitment Schedule B - Section 1 - Form 1004-5 1 1 1 FILE NO. 9808045 SCHEDULE B -SECTION 2 Schedule B of the Policy or Policies to be issued will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the company: 1. Rights or claims of parties in possession not shown by the Public records. 2. Easements, or claims of easements, not shown by the public records. 3. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, and any facts which a correct survey and inspection of the premises would disclose and which are not shown by the Public records. 4. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished, imposed by law and not shown by the Public records. 5. Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the public records or attaching subsequent to the effective date hereof but prior to the date the proposed insured acquires of record for value the estate or interest or mortgage thereon covered by this commitment. Pursuant to Senate Bill 91-14 (CRS 10-11-122) Notice is hereby given that: a) The subject real property may be located in a special taxing district; b) A certificate of taxes due listing each taxing jurisdiction shall be obtained from the County Treasurer or the County Treasurer's authorized agent; c) Information regarding special districts and the boundaries of such districts may be obtained from the Board of County Commissioners, the County Clerk and Recorder, or the County Assessor. NOTE: A Tax Certificate will be ordered from the County Treasurer by the Company and the costs therefor charged to the proposed insured unless written instructions to the contrary are received by the Company prior to the issuance of the Title Policy anticipated by this commitment. Any and all unpaid taxes, assessments and unredeemed tax sales. Right of way for ditches or canals constructed by the authority of the United States, as reserved in United States Patent recorded September 27, 1974 in Book 465 at Page 96. Road easement granted to the United States of America in instrument recorded May 21, 1965 in Book 366 at Page 185. . Easement and right of way granted to the United States of America in decree of declaration of taking recorded December 17, 1962 in Book 346 at Page 60 and as modified in instrument recorded November 22, 1983 in Book 639 at Page 412. j1. Terms, conditions, easements and rights of way contained in Maintenance Agreement recorded February 28, 1980 in Book 544 at Page 381 and in deed recorded February 28, 1980 in Book 544 at Page 391. continued on page 2 10 1 1 1 NOTE: EXCEPTION(S) WILL NOT APPEAR IN THE MORTGAGE POLICY TO BE ISSUED HEREUNDER The Owner's Policy of Title Insurance committed for in this Commitment, if any, shall contain, in addition to the Items set forth in Schedule B - Section 2, the following items: I1) The Deed of Trust, if any, required under Schedule B Section I, Items (b).(2) Unpatented mining claims; reservations or exceptions in patents or in Acts authorizing the issuance thereof. (3) any and all unpaid taxes, assessments and unredeemed tax sales. ,American Land Title Association Commitment Schedule B - Section 2 ,Form 1004-12 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FILE NO. 9808045 SCHEDULE B - SECTION 2 CONTINUED 12. Terms and conditions of water service agreement recorded July 2, 1987 in Book 715 at Page 353. 13. Easements and rights of way conveyed in deed recorded July 10, 1987 in Book 716 at Page 65. 14. Terms and conditions of agreement by and between Rifle Creek Homeowner's Association and J.P. Powers & Co. recorded January 26, 1988 in Book 728 at Page 273. (page 2) INFORMATIONAL NOTES This is to advise that COMMONWEALTH TITLE INSURANCE COMPANY makes available to its prospective insured owners, in conjunction with their COMMONWEALTH TITLE INSURANCE COMPANY policy covering a single family residence, including a condominium or townhouse unit, protection against mechanics' liens. This protection is not automatic nor given in all cases, but is subject to the Company's underwriting requirements, and does not cover those liens which arise out of work contracted for or entered into at the request of the insured owner. These underwriting requirements include, but may not be limited to, the following: 1. Receipt by the Company of agreement(s) indemnifying it for any loss resulting from its granting of lien protection, executed by the seller, contractor or others who might have incurred debts which could result in mechanics' liens; 2. Information concerning the solvency and whereabouts of the parties set forth in Item No. 1, possibly including financial statements; 3. Evidence of payment of any bills which might have been incurred for work done on the property, depending upon the length of time elapsed since the last work was completed and what remains to be done; 4. In the event of extensive recent constructions, whether on all the improvements located upon the property or not, additional items required may include: (a) the Company's review of the owner's and/or builder's history relative to construction projects previously completed or presently under construction; (b) review of the construction loan agreement if applicable; (c) review of any performance or materialman's bonds concerning this construction, if applicable; (d) payment of the appropriate charge for mechanics' lien protection during construction, if applicable. This is also to advise that, pursuant to Regulation of the Colorado Insurance Commissioner, every title entity shall be responsible for all matters which appear of record prior to the time of recording, and subsequent to the effective date of the commitment, whenever the title entity conducts the closing and is responsible for recording or filing of legal documents resulting from the transaction which was closed. This does not include those matters created, suffered, assumed or agreed to by the insured. The prospective insured is advised to inquire of the closing entity as to whether it is an office of COMMONWEALTH TITLE INSURANCE COMPANY or is an independent agent which will be the responsible entity relative to the closing only. ISSUED BY COMMONWEALTH LAND TIT. SURANCE COMPANY GO. :TMENT FOR TITLE INSURANCE Commonwealth Commonwealth Land Title Insurance Company, a Pennsylvania corporation, herein called the company, for a valuable con- sideration, hereby commits to issue its policy or policies of title insurance, as identified in Schedule A, in favor of the proposed Insured named in Schedule A, as owner or mortgagee of the estate or interest covered hereby in the land described or referred to in Schedule A, upon payment of the premiums and charges therefor; all subject to the provisions of Schedules A and B and to the Conditions and Stipulations hereof. This Commitment shall be effective only when the identity of the proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A hereof by the Company, either at the time of the issuance of this Commitment or by subsequent endorsement. This Commitment is preliminary to the issuance of such policy or policies of title insurance and all liability and obligations hereunder shall cease and terminate 120 days after the effective date hereof or when the policy or policies committed for shall be issued, whichever first occurs, provided that the failure to issue such policy or policies is not the fault of the company. IN WITNESS WHEREOF, COMMONWEALTH LAND TITLE INSURANCE COMPANY has caused its Corporate Name and Seal to be hereunto affixed: this instrument. including Commitment. Conditions and Stipulations attached. to become valid when countersigned by an Authorized Officer or Agent of the Company. Attest: D� Secretary COMMONWEALTH LAND TITLE INSURANCE COMPANY By: Chairman and Chief Executive Officer Conditions and Stipulations 1. The term mortgage, when used herein, shall include deed of trust, trust deed, or other security instrument. 2. If the proposed Insured has or acquires actual knowledge of any defect, lien, encumbrance, adverse claim or other matter affecting the estate or interest or mortgage thereon covered by this Commitment other than those shown in Schedule B hereof, and shall fail to disclose such knowledge to the Company in writing, the Company shall be relieved from liability for any loss or damage resulting from any act of reliance hereon to the extent the Company is prejudiced by failure to so disclose such knowledge. If the proposed Insured shall disclose such knowledge to the Company, or if the Company otherwise acquires actual knowledge of any such defect, lien, encumbrance, adverse claim or other matter, the Company at its option may amend Schedule B of this Commitment accordingly, but such amendment shall not relieve the Company from liability previously incurred pursuant to paragraph 3 of these Conditions and Stipulations. 3. Liability of the Company under this Commitment shall be only to the named proposed Insured and such parties included under the definition of Insured in the form of policy or policies committed for and only for actual loss incurred in reliance hereon in undertaking in good faith (a) to comply with the requirements hereof, or (b) to eliminate exceptions shown in Schedule B, or (c) to acquire or create the estate or interest or mortgage thereon covered by this Commitment. In no event shall such liability exceed the amount stated in Schedule A for the policy or policies committed for and such liability is subject to the insuring provisions, the Conditions and Stipulations, and the Exclusions from Coverage of the form of policy or policies committed for in favor of the proposed Insured which are hereby incorporated by reference and are made a part of this Commitment except as expressly modified herein. 4. Any action or actions or rights of action that the proposed Insured may have or may bring against the Company arising out of the status of the title to the estate or interest or the status of the mortgage thereon covered by this Commitment must be based on and are subject to the provisions of this Commitment. PA 3 American Land Title Association Commitment - 1966 Cover Page ,..... +nn1_o hialKs9-9.5. Rob Mykya. GIS maim, 9arcooreOr not 070-045.8212, FAX 970445.7735 8117199 10:19 AM Nate; For interpretation of this data, contact Division of Wildlife, Grand Junction, Pam Schnurr, . Wildlife Biologist at 970-297-1192. Wildlife habitat lies; Bald Eagle Active Nest Site Bald Eagle Winter Range Black Bear Overall Range Black Bear Human Conflict Black Bear Fall Concentration Area Black Bear Summer Concentration Area Bighorn Migration Pattems Bighorn Overall Range Bighorn Winter Range Bighorn Winter Concentration Area Bighom Summer Range Bighom Production Area Boreal Toad Canada Goose Brood Concentration Area Canada Goose Feeding Area Canada Goose Production Area Canada Goose Wintering Area Canada Goose Winter Concentration Area Chukar Colo River Cuthroat Trout Elk Migration Comdors EIk Winter Range Elk Winter Concentration Area EIk Severe Winter Range Elk Overall Range EIk Summer Range Elk Summer Concentration Area Elk Production Area Golden Eagle Nest Site Golden Eagle Nest Unknown Status Great Blue Heron Nesting Area Kitfox Potential Habitat Kitfox Field Sightings Lynx Mule Deer Migration Pattems Mule Deer Winter Range Mule Deer Winter Concentration Area Mule peer Severe Winter Range Mule Deer Overall Range Mule Deer Summer Range —" Mule Deer Resident Population Area "' 4/ Mule ighway Crossing -sme* Osprey Active Nest Site _ 'tha17'4 S`kkcQ,. Entirely Partly Within Out in Area in Area 1 Mile of Area MEM INIEMNINa •ff NNE MINIMA lamEN EmoNome • Wildlife habitat Iles: Peregrine Falcon Active Nest Peregnno Falcon Nesting Area Peregnno Falcon Migratory Hunting Habitat Pronghorn Antelope Overall Range Pronghorn Antelope Winter Range Pronghorn Antelope Winter Concentration Area Ptarmigan Potential Habitat Raptors Razorback Sucker River Otter Overall Range Sage Grouse Brood Area Sage Grouse Overall Range Sage Grouse Production Area Sage Grouse Winter Area Wild Turkey Overall Range Wild Turkey Production Area Wild Turkey Winter Range Wild Turkey Winter Concentration Area Wild Turkey Roosting Sites Willow Flycatcher Potential Significant Habitat Walvenne Possible Sighting Entirely Partly Within 1 Out in Area in Area Mile of Area NJ sj•ki kkkKkIsNckkKkkk. 1 G QUIT CLAIM DEED J. P. Powers & Co., of Garfield County, Colorado, for valuable consideration, in hand paid, hereby sells and quit claims to Bradley F. Moss and Winette D. Moss, as joint tenants with right of survivorship, whose legal address is 405 Will Avenue, Rifle, Colorado, the following real property in the County of Garfield, State of Colorado, to wit: An undivided 15/100 interest in the following described water rights: L 1. Emmer Well No. 1 (Case No. W-3876, Water Division 5 2. Emmer Well No. 2 (Case No. W-3877, Water Division 5 3. Emmer Reservoir No. 1 (Case No. W-3878, Water Division 5 4. Priority No. 2 of the Grand Tunnel Ditch, but only as the same is more fully described and usage affected in Case No. W-3879, Water Division 5 TOGETHER with 15 water tap rights for domestic water service as set forth in paragraph 4 of that Water Service Agreement recorded in Book 715 at Page 353 in the Garfield County Clerk and Recorder's office. Such water rights and water taps are appurtenant to the SE1/4SE1/4, Section 24, Township 5 South, Range 93 West of the 6th P.M. Such water rights and water taps are conveyed and accepted subject to obligations under the terms and conditions of the covenants set forth in the Water Service Agreement recorded in Book 715 at Page 353 in the office of the Garfield County Clerk and Recorder, hereby proportionately assumed by the grantees. Signed this 6-4-Y day of May, 1993. STATE OF COLORADO SS. COUNTY OF GARFIELD J. P. Powe s & Co. By ohn Powers, General Partner 1ST The foregoing instrument was acknowledged before me on this 1.7 day of May, 1993, by John Powers, General Partner of J. P. Powers & Co. Witness my hand and official seal. My commission expires: MIMI 1111. i ATKINS AND ASSOCIATES, INC. 518 23 Road, Suite B-105, P.O. Box 2702 Grand Junction, Colorado 81502 PH. (970) 245-6630 FAX (970) 245-2355 RIFLE CREEK ESTATES FILING NO. 2 DOMESTIC WATER SYSTEM The source of water for Rifle Creek Estates, Filing No. 2 will be Emmer Well #1. The well has the capacity to deliver water at a rate of 40.0 gpm (gallons per minute) and is entitled to 39.5 gpm . The well has the capacity to produce more than 1,706,000 gallons per month. Emmer Reservoir #1 provides additional water reserves when Emmer Well #1 is out of priority. The annual consumption o' 24 homes for 1997 was 1,125,567 gallons or 3,908.2 gallons per home. Irrigation water is supplied from ditch water. The present potable water system has a storage capacity of 20,000 gallons. The Rifle Fire Department has requested a minimum capacity of 30,000 gallons for domestic and fire protection for the addition of Rifle Creek Estates, Filing No. 2. The developer has undertaken to expand the total capacity of the potable water storage to 40,000 gallons. Given historic consumptior. figures, Emmer Well #1, along with Emmer Reservoir, as adjudicated by Water Decree Numbers W-3876, W-3877, W-3878, and W-3879, will be more than adequate to serve the current subdivision and 15 additional lots. �‘00,O ` L► ►rp►rrrr' • / • ztar • Rich�d 1,• 74k lS Date '► I.S?191 ‘_C lullu►►`'l Whir d at /1:!)/r° 1:.' /i'o'clocl{ fl M1'1\1(: U KM Reception No 9ZS�� tt MILDIRED Al atJOflF..RECOninn GAIITICLD COUNTY, COLORADO AGREEMENT P72:3 ?rE273 TIIIS AGREEMENT,• made and entered into this / day of June, 1987, by and between the RIFLE CREEK HOMEOWNER ASSOCIATION, a Colorado non-profit corporation, whose address is 0332 Mesa Drive, Rifle, CO 81650 (hereinafter referred to as "Associa- tion") J and J. P. POWERS & CO., whose address is L'. O. Box 726, Rifle, CO 81650, and JOHN P. POWERS, whose address is 1'. O. Box 726, Rifle, CO 81650, (hereinafter referred to collectively as "Powers"). WITNESSETH: WHEREAS, the Association owns, ep-ratr'r, rttl maintains cosmnuuity water system ):norm au the Rifle r.'r':'.k Iatiates Community Water System (hereinafter rufcrrc1 to au the ".»iter system"); ,eei WHEREAS, Powers owns, or will hereafter acquire, the real property described in Exhibit "A," attached hereto and incorpo- rated herein by this reference; and WHEREAS, the Association deoi.res to acquire from 1'OWerR any interest that Powers now pan, or will hcreaiter acquire, in and to 'certain real property, easements, water rirrhta, and water system facilities; and WHEREAS, Powers denireti to obtain gxtension'.,om'#ater service from the Association- for the real property described in Exhiltat NOW, THEREFORE, for and in conuidesation of the mutual promises and covenants contained herein, and other consideration duly offeree] and accepted, the adequacy of which in hereby acknowledged, the partieu hereto agree as follows: 1. Powers spall convey to the Auuociation Lt the time nt execution of this Agreement, by special warranty,_deod, the s.yal property. etisements, and water rights, .as'asore fully_dec';rih'ed in Exhibit"8, 1 attached hereto and incorporated here ie by thin. reference. • 2. Powers shall transfer to the Association, by hi 1 l c f sale, including special warranties, any interest he may )rove in and to the Rifle Creek Estates Community Water System inclu+lir.+t, but not limited to, all pipes, fire hydrants, water tap devices, pumps, treatment facilities, tanks, and ;t11 appurtena'tces thereto. I 3. xowefti; m l male all reasi,natsle ettorts to ac.lttire any remaining rights in atiek'td''Lthe ' reel 'property, easements, aud' watei ji gittn.y c]esti^ibed�=in''-=•Grhibii.7:I#.•" _stow Ale ld-:Ysy-:JANt!11,.,,L E , CHARRA Dfi. '..MMTFiI..'.:IEt ,MME;. Jr. yuwers iu euccenstttl in ' okrtainir;9 said r}ight°, he shall aqu. ii convey "to the AenocictJ.on C1ie �oq� "]�rpab6� T�df iEs2a. iity.e:�miltfriK .Flu). , aed water ogre tem , W NIY�-L► 4. The parties shall execute, at the time of the execution of this Agreement, the water service agreement, attached hereto as Exhibit "C," and incorporated herein by thio reference. 5. Upon execution of this Agreement, and .compliance wi4h the terms and conditions herein, the Aseociatlorr-shall own, -operate, and maintain U#e.,„h',ater 3ygtt;rI» 6. The Association shall amend its Articles of Incorpora- tion and [3y -Laws to provide. for a +.second class --cif"rmemherehip_- Every property owner receiving water service, or with water lines 1 ready for connection within one hundred feet (100') from his property line shall be a member of this additional class. A member of this class may exercise one (1) vote for each water service connection he has, and one (1) vole for each parcel 01' property that iu within one hundred feet (100') of a water line ready for connection, but is not connected. Members of this class shall_be ent4led to vote on all major decisions_ affecting t7ie _water _eyetem'and thefees imposed—for usage of the water .System End _fees . imposed for availabil i tyv.of__ uervice. Members of this second class only shall riot be assessed Rifle Creek Estates Homeowners' Association's dues and 'assessments ana shall dg1y,,l:4. required to:p ^feea-direetly associated with the water system. kti the:..eveyt;;Eowerit,,_ pia , succGasora and.a essignn elects t.o: o tgvelopY the property_„ described in Paragraph. 2 of Exhibit Uwera. "'his' siucceasors and zisaignn, . atL.their_.uptigrt_,am elec to.• _411Y13, yOd ProAsrLX.' liucoute "a pnrt..0g the Subdiv i siose,...)“lownir au Ri�ltr_.0 @ek Eslatattha,.by.4Vub1rcribing to the ('roteet1vo.:Covetiants os_,�jZe� l repk Estates Subdivision recorded in ..J3ook 544 at sage. 373 (oi Lhc recordu-- of the Garfield "-County Clerk and 1l corder. }n ouch art„Uvetnt.,._-a1.L._owners of property. contained withi.n�: eaid; development- shall become muutbers of ' the first class tlf_iu9mberai i.p, oil the Rifle Creek lales- 11uiiieuwucrW1 Assuciation 'ur►d`"'phall haveall. �i llle ris)hts, privileeep, "andobligation:: "23e'sci`11ied in uaid Protective Covenants, the Incorporation of the Rifle Creek tl�tmeo4nserLi Association,and the ❑y-Laws of said Association. 7. The Associations shall indemnify Powers, Isis sucees;'ort; and asnignu, against any and all claims, Huiln: notions, 'lebls damages, costs, charges and expenses, ieclu,iing court costs and attorucy'a fees, arising from the operation end maintenance of the water system, and its appurleeanc•es, inc•ludiuy they water storage reservoir. Provided, however, this; indemnity shall not apply to any lois or injury to livestock owned by Powers or hiss lessee, any lour or injury arising from the operation stud maintenance of the water storage reservoir incurred by Poweru' guests and invitees, or any loss or injury resulting from Powers or his lessees', guests', or ievileea' active ueylieeece. O. This Agreement shall extend to, be binding upon, and inure to the benefit of the parties hereto and the ruccess;ors and assigns of the respective parties hereto. This Agreement shall, in addition to all other remedies, he enforceable by an action for specific performance in a court of competent jurisdiction. 9. This Agreement and the water service agreement of even date herewith supersede ana control all prior written and oral agreements and representations of the t..trl1cs and is the total, integrated agreement among the parties. l0. By uiyniny thio Ayre_ement., the parties aoknowl.edye uud represent to one another that all procedures necessary to validly contract and execute this Agreement have been performed and that the person signing for each of the parties have been duly authorized to do no. 11. This Agreement may not he amended, except by subsequent written agreement of the parties. IN WITNESS WHEREOF, the parties have executed this Agree- ment, in duplicate originals, in Rifle, Colosaiso, the day and year first above written. 2 • 1 13y I;y vft : 728 r r3E27 RIFLE CREEK HOMEOWNERS ASSOCIATION a Colorado non-profit corporation �! C�.�,s ti`s •A. J. P. POWERS & CO. . f t Tit. 1 e : . -7--/— _ -ll• / • ) •IU�ltl P.—I rft�:i • i er->� ?213 PriVS County of Garfield, State of Colorado, said parcel being R5.00 feet each side of and parallel to the following described centerlines Beginning at the true position of the Southeast Corner of said Section 24 whence the reference monument for said corner. an iron post with brass cep found in place bears N.00'10'00"W. 219.80 filets thence S.89°22'24"W. 936.68 feet along the South Line of said Section 24 to a point on said centerline the True Point of Beginnings thence leaving said southerly line, N.22'31'29"W. 93.44 feet along said centerlines thence N.03'30'30"E. 676.25 feet along said centerlines thence N.49'24'30"W. 442.33 feet along said centerline to the point of terminus for said easement. NOTES Bearings for this description wore based on a bearing of N.00'13'00'W. between the East Quarter Corner of Section 25, Township 5 South, Range 93 West and the true position of the Northeast Corner of said Section 25 and on evidences found in the field. VI. A perpetual non-exclusive easement and right-of-way for the installation, operation, maintenance, and repair of water wells and cisterns, and all appurtenances thereto, more particularly described as follows: A parcel of land situated in part of the SIOANWIs of Section 30, Township 5 South, Range 92 West of the Sixth Principal Meridian in the County of Garfield, State of Colorado. Said parcel lying southerly of a fence as constructed and in place, northerly of a line being 2.00 feet northerly of and parallel to a house as constructed and in place, and easterly of the center- line of a 20.00 foot waterline easement. Said parcel being more particularly described as folioass Beginning at the true position of the Northwest Corner of said Section 30, whence the reference monument for said corner bears N.00'10'00"W. 219.80 feet: thence S.19'47'O1"E. 2038.80 feet to the point of terminus for said 20.00 foot water line easement, the True Point of Beginning. Said point being also on said fence lines thence leaving said easement centerline, S.83'02'00 E. 51.57 feet along said fence lines thence leaving said fence line S.02'22'32'W. 73.34 feet to a point on a line being 2.00 fest northerly of and parallel to said houses thence N.87'C0'41"W. 52.94 feet along said line to a point on said 20.00 foot easement centerlines thence N.03'31'05"E. 76.92 feet along said 20.00 foot easement centerline to the True Point of Beginning. Said easement containing 0.09 acres, more or less. Bearings for this description wore based on a'bearing of N.00'13'00'W. between the East Quarter Corner of Section 25, Town -ship 5 South, Range 93 Wort -and the true position of the Northeast Corner of said Section 25 and on evidences found in the field. Record bearings in Section 30, Township 5 south, Range 92 West have been, rotated 00'09'38' left to match this basis of bearings. • Page t3 of 3 .>Thibits ••. °'tai'•:. ! • . �I t.�{'�. 1: , •:i: • Recorded et '/ �5p clock 14 M JUL 0 2 1981 Reception No..38 S MILDRF.D ALSDORF, RECORDER GARFIELD COUNTY, COLORADO 715 r,.E353 WATER SERVICE AGREEMENT ' THIN AGREF.MF.NT,'made and entered into this dny of June, 19P7. by and between the RIFLE CREEK HOMEOWNERS SSOCIATIOP!, a Colorado non-profit corporation, whose address is 0332 Mesa Drive, Rifle, CO P1650 (hereinafter referred to as "Associa- tion"); Associa- tion"); and J. 1'. POWERS s CO., whose address ie P. 0. Box 726, Rifle, CO 81650, and JOHN P. POWERS, whose address is P. 0 Pox 776, Rifle, CO 81650, (hereinafter referred to collectively as Powers"). • WITNESSETHr WHEREAS, the Association owns, operates, and maintains a community water system known as the Rifle Creek Estates Community Water System (hereinafter referred to as "water system"); and WHERFAJ, Powers desires to obtain from the Association the extension of water service to and for the real property more fully described in Exhibit "1," attached hereto and incorporated herein by th:a reference. NOW, •rIL:REFORE, for and in consideration of the mutual promises and covenants contained herein, and other consideration duly oifervd and accepted, the adequacy of which is hereby acknowledged, the parties hereto agree an follows: 1. The Association shall provide Powers, his successors and assigns, domestic treated water service for two 12)' equivalent residential unitT. Powers shall initially pay to the Association the sum of $6.50 per 1000 gallons per unit as a usage fee. Said fee may be increased or decreased by the Association at any time in the future. However, Powers, his successors and assigns', shall at no time be required to pay a fee greater than other water users, except as otherwise provided herein. In addition, Powers may be charged special asseesmentrc fo; extraordinary expenses{ related to the operation and m..inter:ance of the water system. Powers' share of expenses shall be determined by multiplying the total extraorLiinary expendit'..res necessary by a fraction, the numerator of which is the number of , residential units owned by Powers. his successors and assigns, that are served by the water system plus the number of residential parcels owned by rowers, his successors and assigns, 8 within one hundred feet (100') of a water line ready for connec- tion, but not connected (cmpable of service), and the denominator of which is equal tc the total number of reridential .snits served , by the system and the total number of parcels capable of service. 2. Powers, his successors and assigns, shall pay to the Association an nnnual surcharge to be used exclusively by the Associi.tion to pay Powers' prorate share of costs for liability insurance rec.seery to insure the water system. Said surcharge shall be due and payable on the firat day of January of each year. For the year 1987, the surcharge shall be $8.00 per unit; which tray be prorated to the daL, of this Agreement. The Association reserves the right to increase or decrease said aurcharce in the future. Provided, however, said surcharge shall not exce.id a sum determined by multiplying the total costs of liability insurance by a fraction, the nurerator of which is the number of residential unite owned by Powers, his successor' and assigns, that are served by the water system, plus the number of residential parcels owned by Powers. his successors and assigns, within one hundred feat (100') of a water line ready for connection, but not connected (capable of service), and the denominator of whic.1 is equal to the total number of residential lots loc.tted in Rifle Creek Estates, plus the total number of 1 • 4 7'15 ri_ct residential units owned by Powers, his successors and assigns, served by the system, plus the tots! number of residential parcels owned by Powers, his successors and assigns, capable of service. 3. The Associat<.on shall extend to rowers requested'',1,.� untreated water service for livestock r.nd irrigation rurposes related to the two (2) existing residences located on the pror,erty Jescrihed in Exhibit "l". The usage fee for paid service shall be $3.25 der 1,000 gallons. Provided, however, all necessary costs for the extension of such service including, but not limited to, additional pumps, valves, and extennion of }� a>tdditional water rines, shall be borne by Powers. 4. The Association shall extend to Powers, his successors and assigns, treated domestic water.serAce for the development of not more than seventy-one (71) additional equivalent reraidentlal units located on the real property described in Exhibit "1". The Association shall not charge Powers. his quccessors or assigns, tap fees or equivalent charges for the extennion of said service. In the event the property desoribed in Exhibit "1" is in any way transferred or convoyed, the contractual rights to water service created herein shall be considered appurtenant thereto and shall become a part of said transfer. In the event of a• partial conveyance, Powers may, in his sole discretion, determine what tap right?, if any, shall be included with respect to any such conveyance? 5. Powers, at hin sole expense, shall construct and. install the physical facilities necessary for the extension of treated domestic water service described in Paragraph 4 from the Association's then existing facilities including, but not limited to, reservoirs or other raw water storage facilities sufficient for the storage of water pursuant to any decreed plan for augmentation, additional storage tanks, pressure tanks, piping, measuring devices, and enlarged treatment facilities. Powers shall provide all necessary engineering designs, surveys, field services, and incidental services related to the construction of required additional facilities. All improvements shall be constructed according to reaaonable plans nd specifica- tions prepared by a licensed professional engin r at Powers' expense and shall be apj)roved,,_Pprior to const ction by the Association.1 Said specifications shnlf"provi.de } all service lines shall be connected to a curb stop so water. .be shut off from the service pipe at any time. Such curb stOk shall be of a type approved by the Association and shall be located within the public right-of-way. All service lines shall b0 individually metered. The Association shall be under no obligation to deliver any water service described in Paragraph 4 until +.11 facilitiee are brought into conformance with the approvr:cl plans and specifica- tions. 6. Upon completion of construction by Powers of the additional required facilities, the Association shall inspect the facilities and certify in writing with specificity their conform- ity or lack thereof :o the approved plans anti specifications. Upon completion of racy particular phase of cpnstructinn of facilities by Poware. Powers may request inspectioh and approval of such phase by trio Association, and the Association shall inspect' the construction of cuch phase within five (5) working days from the request and specify in writing its conformity or lack thereof to tho approved plans and specifications. In . e event the Association fails to conduct said inspection within t..: time period provided, said construction shall be deemed to be c..r ?i.) r17L35, approved. rowers shall make ell correction n to bring the system into conformity with the plans and epecificationu.as approved. The Association shall retain the right to make non-scheduled or non -requested engineering inspections during construction at such reasonable intervals during normal business hours as the Association may request. Inapection by the Association's engineering inspector of construction cf tho physical facilities at any particular time shall not constitute approval by the Association of any phase of construction. Such approval shall be made by the Association only on a requested and scheduled basis as set forth herein. Upon completion of construction in conformity with the plane and ar.y properly approved changes, Powers shall convey to the Association by appropriate instrument all physical facilities, utility easements, and other interest in land necessary for the extension, operation, maintenance, and repair of such facilities as set forth in the plans and specifications. The lsegai d.scriptilon .or said facilities and utility easements shall be prepared by a registered land surveyor at Powers' full eIpen4e. in addition, '►pon completion of construction of the ficl1i:ies. Powers shall convey, by general warranty deed, one - one hundredth (1/100) of the water rights shown on Exhibit "2." attached hereto and incorporated herein by this reference, for each equival:nt residential unit to be curved by .he additional facilities constructed. 7. Upon and by his conveyance of physical facilities and interest in land pursuant to this Agreement, Powers shall warrant the following, which warranties shall provide: (a) The title conveyed shall be good and marketable in Powers, his successors and assigns; and (b) Any and all facilities conveyed shall be free from any security interest or other lien or encumbrance; and (c) Any and all facilities so conveyed shall be free from any defects in materials and workmanship, at the time of conveyance and for a period of one (1) year thereafter; and (d) Powers shall pursue, at his sole cost, the enforcement of any and all construction warranties resulting from the construction of the facilities. 8. The Association may in the future impose availability 104s►•rvice char9ee1. Said charges shall only he assessed where water tines are i ntalled and ready for connection within one hundred feet (100') of any property line of a residential lot or resiJor.tit.l lot equivalent to be assessed, but is not so connected (capable of service). The availability of service charges shall not exceed the sum of $50.00 per year and shall be prorated from the date the charge is imposed to the date water service commences. Availability of service charges may be imposed on Powers, his successors and assigns, at the time of Eolviyiinee'1b:VPOwers of any lot to a -subsequent owner,i or at the termination of the one-year warranty period provided for in Paragraph 7 of this Agreement, whichever event shall first occur. Provided, however, Powers shall not be charged availability of service chargee in excess of those char,cd to other owners of real property capable of service. In the event availability of service charges are imposed, Powers shall not be responsible for payment of the surcharge provided for :n Paragraph 2. l ' \ 5 U.rciA,\ 9. This Agreement shall extend to, bo binding upon, and inure to the benefit of the parties hereto, and the successors 3 1 Z. . . • f• .�.. 715 , ct8& and r,sul,lnn .,f the respective parties hereto. This Agreement shall I. filed In the „fti,. of the Clerk And Recorder of Garfield County, c'olt,rado, and shall constitute constructive notice of thin Agreement and Its provisions to All persons not parties hereto. Specifically. hy accepting n deed to any or all, of the property described In Exhibit '1,r any grantee of Powers - agree,' to be bound by the terms of this Agreement, and Power, shall reference this Agreement as A restrictive covenant running with the land, In all deeds for the property, This Agreement el,;11, in Addition to all other remedies, he enforceable by an A.•tiou for specific performance in a court of competent jurisdiction. 10. This Wate. nervier! Agreement a,.d additional Agreement of even date herewith supersede and control all prior written and oral agreuments and representations of the parties and is the total, integrated agreement among the parties with respect to water matters. Specifically, this Water Service Agreement and additional Agreement of even date herewith is intended to '.t[ppersecte the Maintenance Agreement recorded in hook 544 at Page 381 of"ti'PO-'e-bards of 'the Garfield County Clerk -and Recor.icr. 11. By signing this Agreement, the p..1: Knowledge and represent to one another that all procedur.s .te:ea.-ary to validly contract and execute this Agreement* have 1W en performed and the person signing for each of the parties have been duly authorized to do so. 12. Except as expressly modified to the contrary herein, wrier use hy Powers shall be subject to all rules And regulations of the Association concerning the use of water. 13. .This Agreement may not be amended, except by eubsequent written agreement of the parties. 14. Any notice required or desired to be given by any party may he given by mailing the dame, first class postage pre -paid, addressed to the other parties at their addressee above, and notice so mailed shall, for all purposes hereof, be as effectual as those served upon parties in person at the time of depositing such notice in the mail. IN WITNESS WHEREOF, the parties have executed this Agreement, in duplicate originals, in Rifle, Colorado, the day and year first above written. ATTEST: ecretary • By fay RIFLE CREEK HOMEOWNERS' ASSOCIATION a Colorado non-profit corporation, 111:e2.' /44/1,,,Zo J. P. POWERS 4 CO. •' f, Titr iv- T s Ak- Powers Jo� • 4- STATE OF COLORADO ) se. COUNTY OF GARFIELD 715 Pia35; The foregoing was subscribed and sworn to before me thisl49' day of June, 1987, by .j44c/ y. /%IJ$gLG. , as President. a� Sh/j,Q�m• P,�,¢,�Cr , as Secretary, of Rifle Creek Homeowners' ' jssociat on. %ILITNESS MY HAND AND OFFICIAL SFAL. /- L - 90 �/+�.7 a,Lc.•,c.v Notary Publ c ,,;My commission expiress STATE OF COLORADO ) ss. COUNTY OF GARFIELD ) The foregoing was su cribed .Ind sworn to before me this Lt 47 day of June, 1987, by J /v ArfatdJ aa (Title),iami (1, ,� .of J. P. Powers L CO., n John P. Powers. 0.. ' '•. WITNESS MY HAND AND OFFICIAL SEAL. NoIYI/Pu��'c My..c9mmiseion expires' r:• �crl "a:; 3' • ►'� �♦ i ;.•14•••: a •' . ,J -4,....1....f ',. • s •J •tr L ) iat ''' , i. .'6rr • 1: ♦a • . . r • 713 i .1355 EXHIBIT "1" The fallowing described real property in County `if Garfield. 5:.i: of Colorado, to -wit: 1. That Dirt of Lots 1 and 2, and F. NWt) of Section 30, Township 5 South, Range 92 West, 6th Y.M., lying East of the center line c.` State. Highway 325. 2. The JSEt•SCIA -Section-724,‘ Township 1 South, Wet, 6th P.M. EXHIBIT " Range 93 1. An undivided 71/100 interest in the followOlg described water rights? (1) Envner Well No. 1 (Case No. W-3076, Water Division 5) (2) Enuner Well No. 2 (Case No. W -3f177, Water Division 5) (3) F_mmer Reservoir No. 1 (Case No. W-3(178, Water Division 5) (4) Priority No. 2 of the Grand Tunnel Ditch, but Only as the same is more fully described and usage affected in Case No. W-3879, Water Division 5 /. % r m moi. Lt.A2.1.1 / ?J0 1 = 57,7 X9/0 Cdes. vim" ,0)3),_ -ES � 0g93cF E49, 77,= C 'r d.) e r`rL l %.e-)71- 3) r YYWI.eA_ -1L ,g S • IN THE DISTRICT COURT IN AND FILED FOR 'DATER DIVISION NO. 5 IN WATER COURT Diviyiun No. 5 STATE OF COLORADO A cc Mr( 1v 1980 Application No. W-3879 STATE OF. COLORADO IN THE MATTER OF THE APPLICATION ) FOR WATER RIGHTS OF THOMAS L. EMMER) IN THE COLORADO RIVER ) OR ITS TRIBUTARIES ) TRIBUTARY INVOLVED: RIFLE CREEK ) IN GARFIELD COUNTY ) RULING OF REFEREE WATER CLC11 t•5�_ �...oyr •/ DEV'UTY .� The above entitled application was filed on August 31, 1978, and was referred to the undersigned as Water Referee for Water Division No. 5, State of Colorado, by the Water Judge of said Court on the 6th day of September, 1978, in accordance with Article 92 of Chapter 37, Colorado Revised Statutes 1973, known as The Water Right Determination and Administration Act of 1969. And the undersigned Referee having made such investigations as are necessary to determine whether or not the statements in the application are true and having become fully advised with respect to the subject matter of the application does hereby make the following determination and ruling as the Referee in this matter, to -wit: 1. The statements in the application are true. The Statement of Opposition has been effectively withdrawn as a result of a Stipulation and Agreement filed by the applicant and the objector and the Referee has made no determination concerning the Statement of Opposition. 2. The application is for approval of a and change of water rights involving Emmer We o 2, Emmer Reservoir No. 1, and the Grand Tunnel Ditch. Plan for Augmentation mme - 3. The name of the claimant and address is Thomas L. Emmer; 1046 State Highway 325; Rifle, Colorado. 4. The source of the water for all of the structures is Rifle Creek, tributary to the Colorado River. 5. (a) The point of diversion of the Grand Tunnels Ditch, as decreed, is located on the West bank of Rifle Creek about five miles above the mouth. (b) Emmer Well No. 1 is located in the SW: NWS of Section 30, T. 5 S., R. 92 W. of the 6th P.M. at a point whence the Northwest Corner of said Section 30 bears N. 19°49' W. 2,125 feet. (c) Emmer Well No. 2 is located in the NEIL NWi of Section 30, T. 5 S., R. 92 W. of the 6th P.M. at a point whence the Northwest Corner of said Section 30 bears N. 52°00' W. 1,900 feet. (d) Emmer Reservoir No. 1 is located in the SE; NW: of Section 30, T. 5 S., R. 92 W. of the 6th P.M; the right abutment of the embankment is located at a point whence the Northwest Corner of said Section 30 bears N. 42°30' W. 2,440 feet. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6. (a) On May 11, 1889, in Civil Action No. 103, the Garfield County District Court awarded to the Grand Tunnel Ditch, Structure No. 2, Priority No. 2 for 2.0 cubic feet of water per second of time, Priority No. 24 for 2.0 cubic feet of water per second of time, Priority No. 40 for 4.0 cubic feet of water per second of time, Priority No. 82 for 12.0 cubic feet of water per second of time, Priority No. 100 for 4.0 cubic feet of water per second of time, and Priority No. 124 for 2.5 cubic feet of water per second of time, to be used for irrigation. The 2.0 cubic feet of water per second of time granted under Priority No. 2 is the subject of this Plan for. Augmentation and change of water right, and is owned by the applicant herein. (b) Emmer Well No. 1 has been granted, by the Water Court for Water Division No. 5, in Case No W-3876, a conditional water right for 0.088 cubic foot of water per second of time, to be used for municipal, domestic, irrigation, recreation, mechanical, manu- facturing, fire protection, and sewage treatment purposes, with appropriation date of June 1, 1972. (c) Emmer Well No. 2 has been granted, by the Water Court for Water Division No. 5, in Case No. W-3877, a conditional water right for 0.33 cubic foot of water per second of time, to be used for municipal, domestic, irrigation, recreation, mechanical, manu- facturing, fire protection, and sewage treatment purposes, with appropriation date of April 20, 1978. (d) Emmer Reservoir No. 1 has been granted by the Water Court for Water Division No. 5, in Case No W-3878, a conditional water storage right for 11.0 acre feet of water, to be used for municipal, domestic, irrigation, recreation, mechanical, manufacturing, fire protection, and sewage treatment, all in connection with this Plan for Augmentation, with appropriation date of August 9, 1978. 7. This is an application for change of water right and approval of Plan for Augmentation in which the applicant seeks to provide a dependable supply of domestic water for a 100 unit Sub -Division known as Rifle Creek: Estates Subdivision by the use of Emmer Well No. 1 and Emmer Well No. 2. 8. A Statement of Opposition was filed by the City of Rifle on October 31, 1978, and as a result, on November 30, 1978, the application was re-referred by the Water Referee to the Water Judge for Water Division No. 5. 9. As a result of negotiations between the parties involved an agreement was reached, and on February 20, 1979, the following Stipulation and Agreement was filed in Water Court for Water Division No. 5: THIS STIPULATION AND AGREEMENT, entered into this 19th day of February, 1979, by and between the Objector City of Rifle, Colorado (hereinafter "Rifle"), by and through its Special Counsel Musick, Williamson, Schwartz, Leavenworth & Cope, P.C., and the Applicant Thomas L. Emmer (hereinafter "Emmer"), by and through his attorneys Delaney and Balcomb; WITNESSETH: WHEREAS, Emmer is the Applicant in the above -captioned cases and Rifle filed timely Statements of Opposition to said application; and WHEREAS, Emmer intends to utilize the water rights which are the subject of the above -captioned proceedings to provide a water supply for Rifle Creek Estates Subdivision (hereinafter "Rifle Creek Estates"), the legal description of which is set forth on Appendix A, attached hereto and incorporated herein by reference; and WHEREAS, Rifle is the owner of junior and senior water rights on Rifle Creek and its tributaries; and WEEEREAS,,Rifle and Emmer have resolved their differences and desire to redue their agreement to writing. -41 NOW, THEREFORE, for and in consideration of the mutual covenants contained herein, the parties stipulate and agree as follows: A. Emmer agrees that of the 2.0 c.f.s. Priority No. 2, Grand Tunnel Ditch original construction water right, decreed in Civil Action No. 103 (Garfield County District Court) on Nay 11, 1889, and referred to in the Plan of Augmentation (Case No. W-3879), 1.2 c.f.s. of said Priority No. 2 is decreed for diversion into the Grand Tunnel Ditch (Structure No. 2). (Emmer is the owner of the remaining 0.8 c.f.s. of Priority No. 2 which is decreed for diversion at the Rifle Creek Canyon Ditch). Rifle agrees that Emmer is the owner of said 2.0 c.f.s. of Priority No. 2. The parties agree that Emmer has historically irrigated a total of 60 acres with the 1.2 c.f.s. Grand Tunnel Ditch Priority No. 2 water right. B. Upon approval of this Stipulation and Agreement by the Court and the inclusion of its terms and conditions in the decrees in the above_ captioned cases, the Statements of Opposition filed by Rifle in said cases shall be deemed to be withdrawn. C. Emmer agrees to pay all ditch assessments levied on Emmer's 1.2 c.f.s. by the Grand Tunnel Ditch Company (herein- after the "Company") pursuant to the By -Laws of the Company regardless of whether any or all of said water is actually diverted into or carried by said ditch. D. Emmer agrees that the Emmer Well No. 1 (Case No. W-3876) and the Emmer Well No. 2 (Case No. W-3877) shall be administered by the State of Colorado as surface rights on Rifle Creek with and pursuant to the priorities awarded in the above -captioned cases. E. The Plan of Augmentation in Case No. W-3879 shall be subject to and include the following terms, conditions, and limitations: 1. A maximum of one hundred (100) single family dwelling units shall be served from the Emmer Wells Nos. 1 and 2 and be covered by the Plan of Augmentation. 2. In-house uses for said one hundred (100) units shall not result in gross diversions from the Emmer Wells Nos. 1 and 2 in excess of 40.0 acre feet per year. 3. To augment diversions from the Emmer Wells Nos. 1 and 2 which are used for in-house, domestic purposes, Emmer shall during times of valid senior call on Rifle Creek: a. During the non -irrigation season when said wells are out of priority, release to Rifle Creek from the Emmer Reservoir No. 1 (Case No. W-3878) that quantity of water which equals twenty-five percent (25%) of the quantity of water being delivered to the potable water distribution system. b. buring the irrigation season when said wells are out of priority, Emmer shall permanently remove from irrigation up to five (5) acres of land historically irrigated with Priority No. 2 from the Grand Tunnel Ditch and curtail his diversions from Rifle Creek into the Grand Tunnel Ditch under Priority No. 2 by up to 0.10 c.f.s. as necessary to defray the consumptive use attributable to Emmer Wells No. 1 and 2. 4. The potable water supply system will not be used for irrigation. 5. In the event Emmer desires to irrigate land in Rifle Creek Estates from the Grand Tunnel Ditch in lieu of using Emmer Wells Nos. 1 and 2 pursuant to this paragraph, Emmer agrees to remove from irrigation one acre of land historically 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -01 irrigated with Priority No. 2 from the Grand Tunnel Ditch for each acre irrigated in Rifle Creek Estates. F. Emmer acknowledges and agrees that Rifle does not act for or represent the Company nor its users and that Rifle has not been authorized to enter into this Stipulation and Agreement for or on behalf of the Company or its users; provided, however, that Rifle agrees to support this Stipulation and Agreement to the extent of its interest in the Company. G. rely, Emmer states t thathewaste wateret disposal/treatment systems totbelused by all dwelling units within Rifle Creek Estates shall be septic tank leach field wastewater treatment systems. Emmer agrees that, in the event total consumptive use from the Emmer Wells No. 1 and No. 2 exceeds 10 acre feet per annum, he will amend the Plan for Augmentation in Case No. W-3879 and provide additional augmentation water to compensate for the increased consumptive use which results. H. Emmer shall not store in the Emmer Reservoir No. 1 that quantity of irrigation return flow flowing into said reservoir at all times said reservoir water right is not in priority. I. Rifle shall have the right to enforce the terms and conditions of this Stipulation and Agreement by an action in a court of competent jurisdiction. J. Emmer agrees to install, at his sole expense, any and all measuring devices necessary to monitor the terms of this Stipulation and Agreement that may hereafter be requested by the State Engineer or his representative. K. Upon the approval of the Court of this Stipulation and Agreement, the parties consent to the re-referral of these pro- ceedings to the Referee and for further proceedings as provided for by statute. L. This Stipulation and Agreement shall be binding upon and inure to the benefit of the heirs, successors and assigns of the parties. As a result of the Stipulation, on March 8, 1979, the application was again referred to the Water Referee by the Water Judge for Water Division No. 5. 10. Applicants Plan for Augmentation is as follows: A. The applicant owns approximately 280 acres of land located on Rifle Creek about three miles north of Rifle, Colorado. It is proposed to develop 100 single family dwelling units which will be supplied in-house water from Emmer Well No. 1 and Emmer Well No. 2, described above. B. The applicant in general proposes to fill Emmer Reservoir No. 1 with water previously awarded to the Grand Tunnel Ditch under Priority No. 2, and to make releases from Emmer Reservoir No. 2 as required to augment Emmer Well No.1 and Emmer Well No. 2. Adequate measuring devices, as acceptable by the State Engineer or his representative shall be installed and maintained. Releases will be made at the order of the Water Commissioner as authorized by the Division Engineer. C. The augmentation plan will include the drying up of 5.0 acres of land which has previously been irrigated by the Grand Tunnel Ditch under Priority No. 2. The annual consumvtime 1Ase of the in-house water system will be approximately 10 arrP feat based upon 3.5 persons per unit, per capita use of 100 gallons per day, and 25% consumptive use as estimated in the Engineer's Report. D. Also, during the irrigation season when the wells are out of priority, the applicant will curtail diversion from Rifle Creek into the Grand Tunnel Ditch, 0.10 cubic foot of -- water per second of time to compensate for The consumptive use of water from Emmer Wells No. 1 and No. 2. • 11. The applicant further requests that the use of the water previously awarded to the Grand Tunnel Ditch for irrigation use be chanried to include the following: all beneficial uses, including recreational uses, municipal uses, domestic use, irrigation use, mechanical use, manufacturing use, fire protection use and use for sewage treatment. 12. The Plan for Augmentation as set forth herein is one contemplated by law, and if implemented and administered in accord- ance with this decree, will cause no injurious effect to vested water rights or decreed conditional water rights. The Referee does therefore conclude that the above entitled application for Plan for Augmentation should be approved insofar as it is consistent with the terms and conditions of the Stipulation and Agreement as set forth in paragraph 9 above, and in accordance with the Plan for Augmentation as set forth in paragraph 10 above. The application for change of use of the water previously awarded to the Grand Tunnel Ditch is hereby granted only in the amount and for the purposes necessary to fulfill the requirements of this Plan for Augmentation. It is accordingly ORDERED that this ruling shall be filed with the Water Clerk and shall become effective upon such filing, subject to Judicial review pursuant to Section 37-92-304 CRS 1973. It is further ORDERED that a copy of this ruling shall be filed with the appropriate Division Engineer and the State Engineer. Done at the City of Glenwood Springs, Colorado, this /.j day of x(/1/5 / , 1980. BY THE REFEREE: W r Referee [after Division No. 5 State of Colorado No protest was filed in this matter, and accordingly the fore- going ruling is confirmed and approved, and is made the Judgement and Decree of this court; provided however, that the approval of this change of water right shall be subject to reconsideration by the Water Judge on the question of injury to the vested rights of others during any hearing commencing in the .. calendar years succeeding the year in which this decision is rendered. —� Dated >> u 1�I j -5- :N THE D:STILT CCUR7 :N AND nR WaTr.P n -*,T -.-TEN Nn. STATE C? CC_CRYDC Application No. -3378 -N THE NATTER CP 'r':i_' APPLICATCCN FCR WATER P:GHTS C? THONAS I. EMMER :N THE CCDCRADC R:vER CR :^_S TP.:BUTAR=a TRIBUTARY :NVC: QED: RIFLE CREEK :N GARFIELD CCUNTY FIL..ED IN WATER CO Divi+iov No. 5 ?;i 0 1990 STATE OF CCI.CF WATER uati_ n; ar 01.PUT♦ RULING C: REFEREE The above entitled application was filed on August 31, 1973, and was referred to the undersigned as ?later Referee for Water Division No. 3, ..tate cf Colorado.- , _ _-:e Water Judge n_ said Co..r, on the 6th day of September, 1978, .n accordance with A --'^'e 92 of Chapter 37, Colorado Devised Statutes 1973, known as The :tater Plight Determination and Administration Act of 1969. And the undersigned Peferee hair -ng made such investigations as are necessary to determine whether or n.o: the statements in the application are true and having become advised with respect to :he subject matter o= the application does hereby make the following determination and __ling as the Referee :n ,.his matter, to -wit: 1. The statements :n the application are true. The Statement of opposition has been effectively withdrawn as aresult of a Stipulation and Agreement and the Referee has :rade no determination with respect to the Statement of Opposition. name of the structure :s Emoer Reservoir No. 1. The name of the Claimant and address :s Thomas Z. =comer: 1046 State :Highway 325, Rifle, Colorado. 4. The source of the Nate_ is Rifle Creek through the Grand Tunnel Ditch, tributary to the Colorado River. The right abutment of the dam embankment is locatedn T.the SSPANW% of Section 30, 5 S • , R. 92 � W. of the 6th P.M. at a Point whence the Northwest Corner of said Section 30 bears N. 42 30' 2,440 fret. b. Tee ..cc of the water in municipal, domestic, irrigation, recreation, mechanical, manufacturing, fire protection, and sewagetreatment. The date of initiation of appropriation is August 9, 1978. The amount of water c' -aimed is 11.0 acre feet, conditional. The reservoir has not yet been constructed and the ;later has not been stored and applied to beneficial use. 10. The maximum height of the dam forming the reservoir is 10 feet, the length of the dam :s 300 feet, and the Iota: capacity of the reservoir is 11 acre feet o= ;later. 1 1 1 1 1 1 1 1 1 i 1 i 1 1 1 1 a77 1. The potable water supply system will not be used f..- irrigation. In the event Emmer desires to irrigate land in Rifle Creek Estates from the Grand Tunnel Ditch in i_eu of using Emmer Wells Nos. 1 and 2 pursuant to this para- graph, Emmer agrees to remove from irrigation one acre of land historically irrigated with Priority No. 2 from the Grand Tunnel Ditch for each acre irrigated in Rifle Creek Estates. E. Emmer states and represents, with the intent that Rifle rely, that the waste water disposal/treatment systems to be used by all dwelling units within Rifle Creek Estates shall be septic tank leach field waste water treatment systems. Emmer agrees that, in the event total consumptive use from the Emmer wells No. 1 and No. 2 exceeds 10 acre fee: per annum, he will amend :he Plan for Augmentation in Case No. -3879 and provide additional augmentation water to compensate for the increased consumptive ase which results. F. Emmer agrees to install, at his sole expense, any and all measuring devices necessary to monitor the terms of this Stipulation and Agreement :ha: may hereafter be requested by the State Engineer or his representative. C. Upon the approval of -the Court of this Stipulation and Agreement, the parties consent to the re-referral of these proceedings to the Referee and forfurther proceedings as provided for oy statute. As a result of the Stipulation and Agreement, on March 5, 1979, the application was again referred to the Water Referee by the 'ate= Judge for Water Division No. 5. The Referee does therefore conclude that the above entitled application should be granted insofar as it is consistent terms and conditions of the Stipulation and Agreement as in paragraph 13 above, and that 0.33 cubic foot of water with the set forth per second of time, with appropriation date of April 20, 1979, is hereby awarded conditionally to Emmor :•7e11 No. 2, to be used for municipal, domestic, irrigation, recreation, :mechanical, :manufacturing, fire protection, and s wetigC ..LCaLlltCij. UULUUSCS, ULuv-dt.j alwayb 0.33 uub�c foot of water per second of time be applied to beneficial use within reasonable time; subject, however, to the terms and conditions of the Stipulation and Agreement as set forth .r. paragraph 13 above, subject also to the approval and the terms Case No. w-3879; and also subject others and to the integration and of surh T1r1 n -, tl PR A -d rhanges of of the Plan for Augmentation in to all earlier Priority rights of tabulation by the Division on_ Engineer rights ir, arcnrdance with 1aw. 1 1 1 1 1 1 1 1 1 1 r 1 1 1 1 1 1 3 8 7 6 E. In the event Emmer desires to irritate land in Rifle Creek Estates from the Grand Tunnel Ditch in lieu of using Emmer Wells Nos. 1 and 2 pursuant to this paragraph, Emmer agrees to remove from irrigation one acre of land historically irrigated with Priority No. 2 from the Grand Tunnel Ditch for each acre irrigated in Rifle Creek Estates. E. Emmer states and represents, with the intent that Pifle rely, that :he waste water disposal/treatment systems rn nn used by A77 riPT,r" ' rn_ iiri ; s 101 rh' r ?; f 7 p rreelr Fcra-ps c^aII no oenrir Lcttlh leas:l _. 1u wa5,._eaucetlL. SVS Leu:. Emmer agrees that, in the event total consumptive use from the Emmer Wells Nos. 1 and 2 exceeds 10 acre feet Per annum he will amend the Plan for Augmentation In Case No. W-3879 and provide additional augmentation water to compensate for the increased consumptive use which results. F. Emmer agrees to install, at his sole expense, any and all measuring devices necessary to monitor the terms of this Stipular: and Agreement that may hereafter be requested by the State Engineer or his representative. 3. Upon the approval of the Court of this Stipulation and Agreement, the parties consent to the re-referral of :hese proceedincs to the Referee and for further oroceedinas as provided for by statute. As a result of :he Stipu_at_or. and Agreement. on Apr'__ 3, 1979 the application was again referred to the Water Referee ov the 'Yater Judge for Water Division No. E. The Referee does" therefore conclude that the above entitled application should be granted insofar as it is consistent with the terms and conditions of the Stipulation and Agreement as set fforth in paragraph 11 above, and that 0.088 cubic foot of water per second of time with appropriaton_ date of June 1. 1972. is hereby awarded conditionally to Eri.^ier Well No. 1, to cc used for municipal, do:icstic, irrigation, recreation, mechanical manufacturing, fire Protection and .SPwPr '-rParnPrr p1)rpnSP.c, prnvided aiway.a -ha- said f..(RR ruh r foot of water per second of time be applied to beneficial use with:n a reasonable time: subject, however, to the terms and conditions of :he Stipulation and Agreement as set forth in pargraph 11 above; subject also to the approval and the terms of the Plan for Augmentation in Case NC. W-3879; and also sub; ect to all earlier priority rights of others and to the integraton and tabulation by :he Division Engineer. of such priorities and changes of rights in accordance with law. .i876 Application for a quadrennial finding of reasonable diligence shall be filed in April of 1984 and in April of every fourth calendar year thereafter so long as claimant desires to maintain ntai= this conditional water richt or until a determination has been made that this conditional water right has become an absolute water right by reason of the completion of the appropriation. It is accordingly ORDERED that this ruling shall be filed with the Water Cleric and shall become effective upon such filing, subject to Judicial review pursuant to Section 37-92-3C4 CRS 1973. It is further ORDERED that a copy of this ruling shall be filed with the appropriate Division Engineer and the State Engineer. Done a= :he C..7:‘,7 of Glenwood Springs, Colorado, :his .3P6_ day of 442/< , 1980. No ore,:;sr was filed in this manor. The foregoing rulirs, is confirm,d end ceproved, and Is mode the Judgmmind too cf�, burr, Defedi .1'ti WATER JI:DCE 3Y T:._ REFEREE: E,,fai- sRt:=eree tater .1,i vision N- 5 State of Co?or.ado ATKINS AND ASSOCIATES, INC. 518 28 Road, Suite B-105, P.O. Box 2702 Grand Junction, Colorado 81502 PH. (970) 245-6630 FAX (970) 245-2355 RIFLE CREEK ESTATES FILING NO. 2 QUALITY OF DOMESTIC WATER Water quality tests run by ACZ Laboratories, Inc. of Steamboat Springs indicate that water produced by Emmer Well #1 and treated by using central Reverse Osmosis treatment is safe for drinking. See attachment. A report issued by Envirofacts Warehouse dated September 17, 1998, based on test results extracted on July 2, 1998, states that "No violations Found. EPA has no record of violations reported for this water system in the last 10 years." See attachment. Results from a microscopic particle analysis test performed in May, 1998, verified that the well was not under the influence of ground water. Available information indicates some evidence of radioactive particles in the raw water produced from the Emmer Well #1. Additional tests should be performed to assure that the level of radiation is within the recommended safe water guidelines. )d L1:‚s. '.'L #122914 91 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ACZ ACZ Laboratories, Inc. 30400 Downhill Drive Steamboat Springs, CO 80487 (800) 334-5493 Rifle Creek Estates H'owners Assoc. 0394 Mesa Drive Rifle, CO 81650 Barry Hamilton Metals Analysis Arsenic, total Barium, total Cadmium, total Calcium, dissolved Calcium, total Chromium total Iron. total Lead. total Magnesium. dissolved Magnesium- total Manganese. total Selenium. total Silver. total Sodium. total Zinc. total Metals Prep Total Digestion Wet Chemistry Alkalinity as CaCO3 Bicarbonate as CaCO3 Carbonate as CaCO3 Hydroxide as CaCO3 Total Alkalinity Chloride Coliforms. fecal Color Fluoride Hardness as CaCO3 Lab Filtration Lab Filtration & Acidification Nitrate as N. dissolved Nitrate/Nitrite as N. dissolved Nitrite as N. dissolved EPA -Method - M7060 GFAA M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M6010 ICP M7741 GFAA M6010 ICP M6010 ICP M6010 ICP EPA.Metbod: M3015 GFAA M2320B M325.2 - Colorimetric (RFA) SM9222D - Membrane Filter M110.1 -Colorimetric M340.2 - ISE Calculation based on dissolved Ca & Mg M353.2 - Automated Cadmium Reduction M353.2 - Automated Cadmium Reduction M353.2 - Automated Cadmium Reduction ocramitQaalil'iers(bascd oR EBtCLE-3/90) �: - IIU = Analyte was analyzed for but not detected at the indicated MDL B = Analyte concentration detected at a value between MDL and PQL ;PQL = Practical Quantitation Limit ' REPIN101c.01.96.01 Page 1 of 2 Lab Sample [D: L14712-03 Client Sample ID: WT'p/pOE Client Project ID: ACZ Report ID: RG48778 Date Sampled: 7/16/97 14:11 Date Received: 7/17/97 Date Reported: 8/5/97 Sample Matrix: Ground Water Result QuaL = 'Units... NtEIL PQL Date . Analyst U mg/L 0.001 0.006 U mg/L 0.003 0.01 U mg/L 0.003 0.02 mg/L 0.2 1 3.6 mg/L 0.2 1 U mg/L 0.01 0.06 0.01 B mg/L 0.01 0.06 11 mg/L 0.04 0.2 2.3 mg/L 0.2 1 2.1 mg/L 0.2 1 U mg/L 0.006 0.03 U mg/L 0.002 0.01 U mg/L 0.006 0.03 mg/L 0.3 1 0.02 B mg/L 0.01 0.06 4.0 14.6 7/28/97 7/28/97 7/28/97 7/30/97 7/28/97 7/28/97 7/28/97 7/28/97 7/30/97 7/28/97 7/28/97 8/4/97 7/28/97 7/28/97 7/28/97 sh kr kr jaw kr kr kr kr jaw kr kr sh kr kr kr Result : - Qua; . Units._- IWL PQL Date Analyst 7/23/97 Result .: Qua! Units MDL PQL Date Analyst 36 36 2 4 20 0.05 0.05 U U B 8 U mg/L mg/L mg/L mg/L mg/L tl/100m1 Co/Pt mg/L mg/L mg/L mg/L mg/L 2 10 7/18/97 ss 2 10 7/18/97 ss 2 10 7/18/97 ss 2 10 7/18/97 ss 5 7/25/97 jb 2 10 7/17/97 colt 5 5 7/19/97 mh 0.1 0.5 7/25/97 gm 1 7 8/5/97 calc 7/17/97 rd 7/17/97 rd 0.02 0.1 7/17/97 jb 0.02 0.1 7/17/97 jb 0.01 0.05 7/17/97 jb Vice President of Operations: Ralph Pe9isen 'DWIS Query Results 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 of 1 5nvi rofa cts r► Warehouse http://www.epa.gov.9966/envirodcd/o...port.first_table?reportid=749934CO Overview Law Safe OrinkingiWaterrERformatiort Model j Feedback I' EF Nome Query Safe Drinking Water Violation Report for RIFLE CREEK ESTATES This report was created on 17 -SEP -1998 Results are based on data extracted on 02-JUL-1998 Violations No [solations Found. EPA has no record of Violations reported for this water system in the last 10 )'cars. Need more help? EPA has prepared fact sheets about various regulated drinking water contaminants. For more information on drinking water, you may also go to EPA's Office of Ground Water and Drinking Water Home Page. Additional Information In 1996, based on information reported to EPA by the states, 1.5 percent of all systems violated a treatment technique, 7.5 percent of all systems violated an MCL, and 21.2 percent of all systems had a reporting and monitoring violation. ATKINS AND ASSOCIATES, INC. 518 28 Road, Suite B-105, P.O. Box 2702 Grand Junction, Colorado 81502 PH. (970) 245-6630 FAX (970) 245-2355 RIFLE CREEK ESTATES FILING NO. 2 INDIVIDUAL SEPTIC DISPOSAL SYSTEMS There is no centralized sewer system that can serve the proposed 15 lots in Rifle Creek Estates, Filing No. 2. The method of handling the sewerage will be with individual septic tanks and leach fields. On September 17, 1998, three locations were selected for percolation tests. The test holes were presoaked for 24 hours. The locations chosen were as follows: #1 midway on the west line of Lot 12, #2 the southeast corner of Lot 10, and #3 midway along the west line of Lot 3. See location map. Three percolation tests were taken at each location. One test was at the surface, one test was at a depth of three (3) feet, and one test was at a depth of six (6) feet. The test pits were also excavated to a depth of eight (8) feet, and no ground water or bedrock was encountered. Ground Surface 3' Depth 6' Depth Results of Tests Location #1 5.6 min/in 10.5 min/in 5.31 min/in Location #2 6.0 min/in 18.9 min/in 7.6 min/in Location #3 4.12 min/in 31.9 min/in 14.0 min/in The test results indicate that a conventional septic system can be used; however, it is recommended that site specific percolation tests be run before each leach field is constructed. `��.�nnrnr►,n icharii ; -' • 112291 • %,";L Z" r OF C0'...`', Date ��u�����.►•• D:\SC14\WORK\RIFLE CREEK \Rif le3A-SAM • dwg Tue Sep 22 12: 52: 44 1996 ATKINS AND ASSOCIATES, INC. (MAV) 1 ON ONf!.1 S31YIS3 N3321) 3"IhIN ATKINS AND ASSOCIATES. INC. $ a P. O. e02 2708. 618 2e ROAD. stzrz a-106 GRAND JUNCTION, COLORADO eleaz 970-24e-48130 FAX 970-245-8356 RIFLE CREEK ESTATES FILING NO. 2 PRELIMINARY UTILITY PLAN CM+I °wm: iu ..o¢ HI roll Its MVO .cue MIOCI• ICO' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 M 1 I Care and maintenance of ; your home septic system E. Porter, R. Rynk, K. Babin, and B. N. Burnell ^'. To septic tank One-third of our nation's population lives beyond the reach of a public sewer system. These households rely on "on-site" septic systems to safely dispose of household wastewater. Well designed and operated home septic systems can be effective, efficient, and environmentally sound. Without proper use and maintenance, however, these systems can break down. Universityot Idaho 1.6 The main causes of septic system failure are • Infrequent septic tank pumping • Overuse of water, especially from leaky faucets or continuously running toilets • Improper construction • Overuse of garbage grinders • Damage from excavation or from vehicles driving over the system • Undersized septic tanks and drainfields Figure 1. Primary sources of house- hold wastewater. 1 1 1 1 1 1 1 1 1 1 1 1 Figure 2. Typical household septic tank. 1 1 1 1 2 1 From house How a septic system works Septic systems dispose of household sewage, or wastewater, generated from toilet use, bathing, and kitchen and cleaning activities (fig. 1). Wastewater carries all those things that "go down the drain," such as human waste, dirt, food, paper, soap, detergents, and cleaning products. It contains dissolved nutrients, household chemicals, grease, oil, microorganisms (including some that cause disease), and solid particles. The septic system's purpose is to remove these contaminants and then discharge treated wastewater to the soil without harming either human health or the environment. A septic system consists of an underground, watertight tank, or "septic tank," and a drainfield. Septic tank A septic tank (fig. 2) has three main functions: • To remove as many solids as possible from household wastewater before sending the liquid, known as "efflu- ent," to the drainfield • To decompose solids in the tank • To store solids that do not decompose When raw wastewater enters the tank, heavy solids in the wastewater sink to the bottom of the tank as sludge. Light solids, such as grease and paper, float to the surface as scum. Baffles or tees keep the solids from leaving the tank and entering the drainfield. The longer the wastewater remains in the tank, the more time there is for solids to separate out. Bacteria decompose the organic solids that collect in the tank. Solids that do not decompose accumulate in the tank and eventually must be pumped out. Drainfield Each time raw wastewater enters the tank it forces an equal amount of efflu- ent into the drainfield (fig. 3). The typical drainfield is a series of perfo- rated plastic pipes. usually placed in gravel -filled trenches and covered with at least 1 foot of soil. Microorganisms ffluent to nfi&ld er r.r• Distribution box -• r . 1 . Gravel or stone surrounding drainfield pipe tLww .. r• Septic tank Effluent rifle ti • Perforated plastic pipe ♦r. •,7/•.. � NAL . L.w. 'rI 4, � in the drainfield treat the effluent, which still contains suspended solid particles, dissolved contaminants, and disease - causing organisms. The drainfield's functions are • To disperse the septic tank effluent over a large area of soil without allowing it to rise to the ground surface • To filter out and retain solids, nutri- ents, bacteria, and other organisms contained in the effluent • To provide suitable conditions for soil microorganisms to decompose the solids and nutrients in the effluent • To evenly distribute the treated water to the soil around the drainfield Because microorganisms in the drainfield need oxygen to decompose solids and nutrients, the drainfield needs to "breathe." When the drainfield is saturated with water, oxygen cannot reach the microorganisms. The drainfield can also malfunction if too many solids pass from the septic tank into the drainfield. Under these conditions the drainfield becomes overloaded and clogged and eventually fails. For the drainfield to operate properly, the effluent must drain through the system at a moderate rate—not so fast that it passes to groundwater before it is treated, yet not so slowly that the drainfield remains saturated for long periods of time. In the worst case of slow drainage, untreated effluent rises to the ground surface. To avoid these problems, the drainfield must be located in suitable soil and be large enough to disperse the effluent. For a more detailed explanation of how a septic system works, obtain a copy of A Homeowner's Guide to Septic Systems, available from your health department or the Idaho Division of Environmental Quality. Figure 3. Typical trench -type household drainfield. 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 your septic system. However, do not overuse household chemicals. About 1.5 gallons of bleach, 5 gallons of household disinfectant, or 1/2 ounce of drain cleaner used in a 24-hour period will harm bacteria in the septic tank. Although the bacteria will recover eventually, the septic system will not function properly until then. • Phosphate detergents normally do not threaten either the septic system or groundwater. However, if the septic system is too small or improperly designed or maintained, phosphorus - rich septic system effluent can reach lakes, ponds, and streams and pollute them. • Don't dispose of water from hot tubs into the septic system. The large volume of water is too much for the septic tank and drainfield to handle properly. In addition, chlorine in the water may harm bacteria in the septic system. Drain hot tubs onto the ground (not into a storm drain) away from the drainfield. Conserve water Don't use more water than you need. Excessive water use is one of the main causes of septic system failure. When you use a large amount of water over a short period of time, the wastewater does not stay in the septic tank long enough for the solids to separate out. A large volume of water also can create mixing in the septic tank, causing solids Gardeners beware o not plant vegetable gardens over the drainfield. There is a small but real risk that edible parts of plants may pick upwcontaminants or organ isms from the effluent. Also, any gar • dente at requires frequent cultivation should 'notbels planted over the in the tank to be flushed into the drainfield. Finally, a large volume of water may saturate the drainfield. Wastewater that passes through a water - saturated drainfield can carry disease - causing bacteria long distances, poten- tially contaminating ground and surface waters. Moderate use of water, spread out over time, lets the septic tank and drainfield operate as designed. Reduc- ing the amount of wastewater entering the septic system may even increase its lifespan. To reduce household water usage: • Use water -saving bathroom and kitchen fixtures (faucets, shower heads, toilets). • Run and drain appliances such as dishwashers and washing machines one at a time. • Spread laundry over an entire week. More than two loads of wash in a day can overload your septic system. • Fix all faucet and toilet leaks promptly. • Direct water from downspouts and roofs away from the drainfield. • Do not continually run water to prevent water pipes from freezing. Use other methods such as pipe insulation or electrical heating tape. Don't overuse garbage grinders Avoid extensive use of a kitchen garbage grinder even if the septic system is specifically designed to drainfield. Shallow cultivation may create a compacted layer (hardpan) beneath the garden, while deep culti- vation may damage the drainfield. handle one. Garbage grinders greatly increase the amount of solids entering the septic tank. This reduces the liquid capacity of the tank, causes more solids to enter the drainfield, increases the workload on the septic system bacteria, and hastens the need for pumping. Avoid physical damage to your drainfield Don't build anything over the drainfield or areas set aside for future drainfields. This includes patios, car- ports, and sidewalks. Keep cars and trucks off the drainfield to avoid com- pacting the soil. Compacted drainfield soils drain poorly, which causes the drainfield to become saturated and prevents oxygen from getting into the soil. Trees and shrubs can be planted near drainfields. Concerns about roots plugging and damaging drainfields persist from the days when clay tile was used for drainfield pipe. Roots do not damage modern drainfields built with plastic pipe. In fact, they may help remove water and increase oxygen levels in the drainfield. Grass is the best cover for the drainfield. However, avoid pasturing large animals over the drainfield to prevent soil compaction. Also, never flood irrigate the drainfield area. Flood irrigation will saturate the drainfield and may cause it to fail. Septic system maintenance Over time, sludge and scum collect in all septic tanks and must be pumped out. Septic tanks usually need pumping every 2 to 5 years, depending on tank size and use (table 1). The tank should be inspected each year to determine sludge depth. Lower an 8- to 10 -foot pole into the tank, passing it through the tank cover near the outlet tee. If the depth of sludge is 40 percent of the total liquid depth, the tank should be pumped. Keep a record of sludge depths as well as of the dates when the tank was pumped. Also, make a diagram of your septic system, including the location and depth of the septic tank, the location of the tank's inspection covers, and the boundaries of the drainfield. A detailed procedure for inspecting septic tanks is provided in A Homeowners Guide to Septic Systems. Table 1: Approximate number of years between septic tank pumpings for a year-round residence without a garbage disposal. Tank size Number of people in household (gallons) 1 750 9 900 11' 1,000 12 1,250 15 1,500 19 1,750 22 2,000 25 2 3 4 4 5 6 7.5 9 10 12 2.5 3 3.5 4.5 6 7 8 5 6 7 8 2 1.5 1 1 0.5 2 1.5 1 1 0.5 2.5 2 1.5 1-1.5 1 3.5 2.5 2 1.5 1-1.5 4 3 2.5 2 1.5 5 4 3 2.5 2 6 4.5 3.5 3 2.5 Source: Adapted from Septic Tank Maintenance, by K. Mancl, Cooperative Extension Service, Ohio State Univer- sity. • Note: If a garbage disposal is used, more frequent pumping will be needed (divide the table's estimates in half). 'Items in bold are common tank sizes for the household size. Under current Idaho rules, the minimum household septic tank size is 900 gallons. ATKINS AND ASSOCIATES, INC. 518 28 Road, Suite B-105, P.O. Box 2702 Grand Junction, Colorado 81502 PH. (970) 245-6630 FAX (970) 245-2355 RIFLE CREEK ESTATES FILING NO. 2 TRAFFIC ANALYSIS Mesa Drive, the street that will serve the proposed development is a 22' 0" paved surface. The street currently serves 24 homes. Number of Trips per Day 15 Homes Q 10 Trips per Day = 150 trips per day 150 trips per day will have minimal inpact on the level of service of Mesa Drive. Aolg L , .„, /.. 24 Ric arc':. A ns, #12291 • Date 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11/11/1998 1220 FROM RIFLE FIRE PROT. DIST. TO 19708583968 P.02 RIFLE FIRE PROTECTION DISTRICT November 10, 1998 To! Andrew Marais From: Mike Morgan Reference; Rifle Creek Estates, Second Filing Mr. Marais, The Rifle Fire Protection District has reviewed your proposed second filing of,RifieCreek Estates. Your most recent submittal appear 6 to teflect the recommendations made by the Fire PrpteqtiOnstriCt. As per our telephOne,QoriVes4tfi0 ,400dayS. date, the addition of a seaondaryweb-s toState Highway 325 would be appealing to emeKgencr„06iVidesowever, the District has no requirementpNtorAa subdivision Of this size to install a secondaiy roadway lab the Subdivisi6n. As we had also disp-aSs0%,the uSe,at- speivel diving-urfaces on secondary roadbAprlivatedrivewaysLis acceptable to the District, Thank you for,your,colT4ratIon and feel free to contact me if you have any 1dditiopnarq4estio1s or zt I can be of further assistance.. - Sincerely, ike Morgan District Chief Telephone (970) 625-1243 • Fax (970) 625-2963 1850 Railroad Avenue • P.O. Box 1133 • Rifle. Colorado 81650 Nov -05-98 01:13P Colo Geo Survey 3038662461 P.02 STATE OF COLORADO COLORADO GEOLOGICAL SURVEY Division ni C;vnloS;y 1)N1a.artmrnr nr N,ap.rld! kern ,ries 1 31 3 Sh,9rr''ar+ Slmar, Room 71 i Derrvcr. Colorado 31)2(1.S Phone ( 3031 366-2611 FAX (30..;1136C)-2461 November 5, 1998 GA -99-0007 Mr. John Barbee, Planner Garfield County Planning Department 109 8th Street, Suite 303 Glenwood Springs, Colorado 81601 ropitiA )EPARTMF:NT OF NATURAt RESOURCES sur Lnr.. •,. w h1+caJ 1 .r, V4• !Jure rev MI, I•„u0 B. 1.unp 1.•:nu�n [Lrr:Irn V1: 1., 1nw•r7 $r?ti• 1Iruln4W 3W1 1M (Ir Re: Proposed Rifle Creels Estates Subdivision Filing 2: Between and North of the Intersection of S.H. 13 and S.H. 325, along an Extension of Mesa Drive, North of Rifle, (Rifle Gap Arca), Garfield County Dear Mr. Barbee: At your request and in accordance with S.B. 35 (1972), we have reviewed the materials submitted for and made a field inspection of the site of the proposed new filing of Rifle Creek Estates indicated above. The following comments summarize our findings_ (1)The general geology of this site consists of predominantly sandstone and shale bedrock of the Wasatch Formation which is overlain by old terrace (,Travels derived from the drainages of ancestral Government Creek (to the west) and Rifle Creek (to the east). In addition to these trravels, the bedrock and, in places, the gravels themselves are overlain by slopewash deposit; (material eroded off steeper slopes during rainstorms and snowmelt) and loess (wind -deposited sand and silt). In places, the bedrock is at or very near the surface. The slopes across the site are variable, but generally it slopes to the south and southeast. (2) Because of the complex and highly variable surficial geology across this site, it will he absolutely critical for each building site to have an individual site-specific soils and foundation investigation by a qualified soils and foundation engineer_ This should include inspection of foundation -excavation open holes and possibly drilling of the building footprint. If places are encountered where slopewash and loess deposits are relatively thick, it may be advisable to overexcavate them and replace them with properly compacted Nov -05-98 01:14P Colo Geo Survey 3038662461 P.03 Mr. John Barbee November 5, 1998 Page 2 structural fills. This will be especially important in places that are to receive relatively heavy or concentrated structural loads. (3) Because of the variation in slopes across the site, it may be desirable to regrade parts of it to improve drainage. We recommend that positive slopes be maintained away from all buildings and that peripheral foundation drains be installed regardless of foundation type used. (4) There is an existing power line easement across the parcel which, depending on what is specifically planned on some of the lots, may affect feasibility of construction on them. (5) The surficial geologic conditions may make use of engineered (mounded) septic systems necessary on some of the lots. lithe recommendations made above and those in the submitted geotechnical reports are followed and made conditions of approval of this subdivision proposal, then we have no geology -related objection to it. Sin rely, aes M. Soule �igineering Geologist 6-8-6tAe--L) s z/3 Y4t-10 zo,s- 7o to/ ,z44-00Lt-t - • - - _&c,tet-e / , A -40-C 1 ./(-1te<-,1/ ie7cjv Ca) A-Ze- kke-e- _.. c_ - /6/t --C. W46- C7</Zot,L6t— 6L7 Ny-L>zz( -Cr) - C7 7•0,q r7,-1 NOV 6 1998 ) X,466t_ d_4_2z,k / 92 9' 456 -PA-/( /-4-.- Cc 0.0 7c) /AL -/L2AJ-L- /a1J- Aw4 , _ , /le' /(.. s,s- __ e..-et/t , —...le---/ ,,,,, a' i c7 -e -cc 14/-<- — 0_- FA -6.j Jia -c_;/ , C2uL- //• AAL, C -Z( _L/- • 7/t- 2/C • / Jvf4-4-1.4_ 44 -4 -1L -2 - A/4c- ../Le--et--e/ /,, Garfield County Planning Department GIS Resources: Colorado Division of Wildlife WRIS Data Checklist for: LF-;')ti125 Oayizrt-i) Rob Hykys, GIS Analyst, garcopin@rotnet 970-945-8212, FAX: 970-945-7785 6/17198 10:39 AM Note: For interpretation of this data, contact Division of Wildlife, Grand Junction, Pam Schnurr, Wildlife Biologist at 970-297-1192. Wildlife habitat lies: Entirely Partly Within Out in Area in Area 1 Mile of Area Bald Eagle Active Nest Site Bald Eagle Winter Range — 4 Black Bear Overall Range _ _ _ ,./' Black Bear Human Conflict Black Bear Fall Concentration Area _ _ Black Bear Summer Concentration Area _ _ _ /- Bighorn Migration Patterns _ _ _ ✓ Bighorn Overall Range _ _ _ _' Bighom Winter Range _ JG - Bighorn Winter Concentration Area _ _ _ Bighom Summer Range _ _ 1/- Bighom /Bighom Production Area _ .14_ Boreal Toad _ Canada Goose Brood Concentration Area _ _ _ Canada Goose Feeding Area _ _ Canada Goose Production Area _ _ _ _- / Canada Goose Wintering Area _ _ Canada Goose Winter Concentration Area _ _ _ ✓ Chukar _ _ _12 Colo River Cuthroat Trout Elk Migration Corridors _ _ _ L▪ ' Elk Winter Range Elk Winter Concentration Area _ _ Elk Severe Winter Range 10, Elk Overall Range ✓ Elk Summer Range _ _.2,Z_ Elk Summer Concentration Area _ _ _ s.Z Elk Production Area _ _ Golden Eagle Nest Site :/ Golden Eagle Nest Unknown Status _ — _ t/ Great Blue Heron Nesting Area _ Kitfox Potential Habitat _ _ _ Kitfox Field Sightings _ _ Lynx _ _ _ _�. Mule Deer Migration Patterns _ — 2 Mule Deer Winter Range v _ Mule Deer Winter Concentration Area _ _ Mule Deer Severe Winter Range _ Mule Deer Overall Range Mule Deer Summer Range 2.2 Mule Deer Resident Population Area Mule e D Highway Crossing Osprey Active Nest Site _ _ _ %," sealcLEV 17/ .e.) �L au& r � - sLcX , Wildlife habitat lies: Entirely Partly Within 1 Out in Area in Area Mile of Area Peregrine Falcon Active Nest Peregrine Falcon Nesting Area Peregrine Falcon Migratory Hunting Habitat Pronghom Antelope Overall Range Pronghom Antelope Winter Range Pronghom Antelope Winter Concentration Area Ptarmigan Potential Habitat Raptors Razorback Sucker River Otter Overall Range Sage Grouse Brood Area Sage Grouse Overall Range Sage Grouse Production Area Sage Grouse Winter Area Wild Turkey Overall Range Wild Turkey Production Area Wild Turkey Winter Range Wild Turkey Winter Concentration Area Wild Turkey Roosting Sites Willow Flycatcher Potential Significant Habitat Wolverine Possible Sighting kkkKlk%KKKKk GARFIELD COUNTY Building and Planning Department November 13, 1998 Andrew Murrey 242 North Ash St. Fruita, Co. 81524 RE: Rifle Creek Estates Subdivision, Filing II, Preliminary Plat Application Dear Andrew, Your request for a Preliminary Plat application has been scheduled for a public meeting before the Garfield Board of County Commissioners at their December 9, 1998 session. The meeting will be conducted at 3:30 p.m., in the Commissioners Meeting Room, Suite 301, Garfield County Courthouse, 109 8th Street, Glenwood Springs, CO 81601. It is recommended that you attend the meeting. Enclosed with this letter is a public notice form that must be published once in a newspaper of general circulation in the area, at least fifteen (15) but not more than thirty days (30) prior to the date of the hearing. The same notice is required to be sent by certified return receipt mail to all property owners within two hundred (200) ft. of the property in question, at least fifteen (15) days prior to the hearing. This includes public lands. We suggest sending the notice earlier than the required fifteen (15) days, to insure the return of the green return -receipt. It is your responsibility to ensure that all notices are mailed in a timely manner. Also included in this packet is a sign which must be posted on the subject property at least fifteen (15) but not more than thirty days (30) prior to the date of the hearing. You will be required to provide the proof of publication form from the newspaper and the return receipts from the mailing to this office, at, or before the hearing, or your application can not be heard by the Board due to lack of proper noticing. The day of the hearing is not considered to be public notice day. If you have further questions or concerns regarding the hearing or public notice requirements, please contact his office. Sincerely, John Barbee, Senior Planner Phone: 945-8212 109 8th Street, Suite 303 Glenwood Springs, CO 81601 TAKE NOTICE that Carlyle Fowler, has applied to the Board of County Commissioners, Garfield County, State of Colorado, for the approval of a Subdivision Preliminary Plat in connection with the following described property situated in the County of Garfield, State of Colorado; to -wit: Legal Description: See Attached Practical Description: The northern end of the existing Rifle Creek Estates, Two (2) miles north of Rifle. All persons affected by the proposed subdivision are invited to appear and state their views, endorsements or objections. If you cannot appear personally at such meeting, then you are urged to state your views by letter, as the Board of County Commissioners will give consideration to the comments of surrounding property owners and others affected in deciding whether to grant or deny the request for the subdivision. This subdivision application may be reviewed at the office of the Planning Department located at 109 8th Street, Suite 303, Garfield County Courthouse, Glenwood Springs, Colorado, between the hours of 8:30 a.m. and 5:00 p.m., Monday through Friday. That public meeting on the application for the above subdivision request has been set for the 7th day of December at the hour of 3:30 p.m., at the Board of County Commissioners Hearing Chambers, Garfield County Courthouse, Suite 301, 109 8th Street, Glenwood Springs, Colorado. Planning Department Garfield County NOTICE TAKE NOTICE That GAT:alLc f&L( LER. has applied to the Garfield, County pursuant to ‘ EC :4:60 PRELIA4114164 P#J DF -Me So Jt E6ULk t/S 1911,,,f, to allow : itk6 La SLobelltAStoilt c / A. 41. 70 IrE P klac L . on this property. A public 4. 11( CT on this application will be held in the c nMMIS IO S G rH1h, aftilti.0 edttlA.T RULE sT& 41401 /tV ft' S?'. Glenwood Springs, Colorado on volemeseavIticrammi etil.1:46____ ( date ) at (time) 3; epsptn Date Notice Was Posted : By: For additional information, contact the SA 1.1>it-tte A R,04.1i.A.tac. pr . at q 5 42.17.- or , 109 8th St. Suite '3O , Glenwood Springs, CO 81601