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HomeMy WebLinkAboutApplication- PermitGarfield County Building & Sanitation Department 108 8th Street, Suite #201 Glenwood Springs, Co. 81601 Office- 945-8212 Inspection Line- 384-5003 NO. Job Address 33 ST� e -f Co 11 Nature of of Work Building Pennit c)2i .R5 — 3 — 00 — Use of Building Owner Contract° Amount of Permit $ -1- /5o, cl) cTh Date Clerk GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8"' Street, Suite 201, Glenwood Springs, CO 81601 Phone: 970-945-8212 / Pax: 970.384-3470 J _�� , e: 970-384-5003 Permit No: 0 it 1 (Parcel/Schedule N. I " - 53 1 2_6 on Job Address: �r�Y►A.� ex 2 t y f [ c4 ?( I Lot No: flock No: Subd. / Exemption: 2 3 I wner: .fr.,n Address v ---k- C o Ph: --19)a:7c> ,z-4-4 Wk Ph: .ate , . ,. �.: r i ec n8ineer: Address:ao Ph: . No. Lic. No. :i Sq. Ft. of Building: • Sq. Ft. of Lot "�"�tre Height: 1 .. '4. 1 No. of Floors:) 6 __ ..............:......_ Use of Building: fy1 7 Describe Work: � , CDn c? kr-e->° 6Vee i S �,�d i. n� 8 �-y New Alteration o Remove Class of Work: bA 0 Addition al Move 9 10 Garage: 0 Single G Double Carport: ❑ Single 3 Double Driveway Permit 0 On -Site Sewage 6,? + t, Disposal J Site Plan 11 V. nation .f Wor Adjusted Valuations: S 12 Special Conditions: / NOTICE A SEPARATE ELECTRICAL PERMIT 15 REQUIRED ISSUED BY THE STATE OF COLORADO, THIS PERMIT BECOMES NULL AND VOID IF WORK AUTHORIZED IS NOT COMMENCED WITHLN 180 CONSTRUCTION OR WORK IS SUSPENDED OR PERIOD OF 180 DAYS AT ANY TIME AFTER WORK , I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED APPLICATION AND KNOW THE SAME TO BE TRUE PROVISIONS OF LAWS GOVERNING THIS TYPE COMPLETED WITHIN WHETHER SPECIFIED HEREIN GRANTING OF A PERMIT DOES NOT PRESUME TO VIOLATE OR CANCEL THE PROVISIONS OF ANY LOCAL LAW REG) TIN CONS ' UCfION OR OF ONSTRUCTIO• 41/2.4 AND OR DAYS, ABANDONED IS AND OF WORK TO OTHER TI -IE PL MUST BE CONSTRUCTION OR, IP FOR A COMMENCED. THIS CORRECT. ALL WILL 13E OR NOT. THE GIVE AUTHORITY STATE OR PERFORMANCE DATE Plan Check Fee: t1 4'7 7 0 Permit Fee: / 0 44-! f Dated Permit Issued: L 1(` ` i f ". imp- Total Fee: %� `' j OCC Group: 'J -(C , Const, Type: Zoning: Setbacks: Manu. Home: al, IRDS lq & lFee '' i1� _ 41 3ci BLDG APPROVAL/DA • ER � . Et 8 APPROVA DATE) 2,,,0f r„�r, -`a► .rA Rye AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, TIME SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN LN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT TF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES, THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS LNTEREST. Oerfom.003 I HEREBY ACKNOWLEDGE TEAT l -HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (iN1TIAL): r7il( °5tt1/ .� The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. All bathrooms must be complete, with washbowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all IBC and IRC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made; 8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, anchor State Agencies where applicable. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ***CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance ofa Certificate of Occu Fancy for the dwelling under building permit # 0 ! 11(0 ignature BpcontOct2004 l G-1 7 Date Applicant 2 PLAN REVIEW CHECKLIST Date f2-14°--' Building ngineered Foundation At 04Priveway Permit `�'"- Site Plan eptic Permit and Setbacks ode/Topography 30% Attach Residential Plan Review List Minimum Application Questionnaire • Subdivision Plat Notes Fire Department Review Valuation Determination/Fees Red Line Plans/Stamps/Sticker ✓Attach Conditions pplzc tion Signed tan Reviewer To Sign Application arcel/Schedule No. 40# Snowload Letter- Manf. Hms. Soils Report GENERAL NOTES: 4Q48 F Planning/Zoning L1 erty Line Setbacks 30ft Stream Setbacks {'Flood Plain ,uilding Height o!Zani.ng Sign -off /''ad Impact Fees �/HOAIDRC Approval 1X:r ade/Topography 40% 1 ing Issues /Subdivision Plat Notes GARFIELD COUNTY BUILDIN 970-945-8212 G AND PLANNING MINIMUM APPLICATION REQUIREMENTS For SINGLE FAMILY DWELLING CONSTRUCTION Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department, Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan in order to deteiuiine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Applicants are required to indicate appropriately and to submit the completed checklist at time of application for a permit. Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to scale. 1 Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line and original grade. A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house -rap, (which is required), siding or any approved building material. Engineered foundations may be required. A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. wind speed, wind exposure B or C, and a 36 inch frost depth. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 2003 IRC. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each corner of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. (NOTE Section: 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyor's signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within the envelope. Yes y� 2. Does the site plan also include any other buildings on the property, setback, easements and utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the property you are applying for a building permit on is located on a corner lot. Special setbacks do apply. Yes K, 3. Does the site plan include when applicable the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? Yes 2 4. Does the site plan indicate the location and direction of the County or private road accessing the proper t ? Yes 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the IRC or per stamped engineered design? Yes �( 6. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and t : clearances required between wood and earth? Yes Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces end soffits? Yes 2J 8. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads ,wind loads? Yes 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof constructi n Yes 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roo ers or joists or trusses? Yes 11. Does the building section drawing or other detail include the method ofpositive connection of all columns and beams? Yes 12. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed grade to the midpoint between the ridge and eave ofa gable or shed roof or the top ofa flan goof? (Building height measurement usually not to exceed 25 feet) Yes 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes No 3 14. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IRC? Yes No 15. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or bas ents comply with the requirements of the IRC? Yes No 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes No 17. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for then -areas? Yes No Jam' 18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicate o the plan? Yes No 19. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants Yes / No 20. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? The building permit application will not be accepte• without it. Yes No 21. Will this be the only residential s cture on the parcel? Yes X No If no -Explain: f4- kA.. . 22. Have two 2) complete sets of construction drawings been submitted with the application? Yes 23. Do you understand that the minimum dimension.a home can be on a lot is 20ft.wide and 20ft. long? Yes ( No 4 24. Have you designed or had this plan designed while considering building and other construction code requirements? Yes No 25. Do your plans comply with all zoning rules and regulations in the County related to your properties zone district? Yes V No 26. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes No 27. Do you understand that approval for design and/or construction changes are required prior to the app ication of these changes? Yes / No 28. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application submittal and that you will be required to pay the "Permit Fee" as well as any "Road Impact" or "Septic System" fees required, at the time you pickup your building ermit? Yes / No 29. Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business clay? inspections will be made from 7:30 a.m. to 3:30 p.m. Monday through Friday. Inspections are to be called in o 384-5003. Yes No 30. Are you aware that requesting inspections on work that is not ready or not accessible will result in 50.00 re -inspection fee? Yes No 31. Are you aware that you are required to call for all inspections required under the IRC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupanof the building? Yes \ No 32. Are you aware that the Permit Application must be signed by the Owner or a written authority being given for an Agent and that the party responsible for the project must comply with the IR ? Yes No 33. Are you aware that prior to submittal of a building permit application you are required to. show proof of a driveway access permit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge Department`s 625-8601. Yes (" No 34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups, unless you as the homeowner are performing the work? The license number of the person performing the work will be required at time f applicable inspection. Yes No 35. Are you aware, that on the front of the Building Permit Application you will need to fill in the Parcel* Number for the lot you are applying for this permit on prior to submittal of a building rmit application? Your attention in this is appreciated. Yes No 36. Do you know that the local fi district may require you to submit plans for their review of fire safety issues? Yes ,' No (please check with the building department about this requirement) 37. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building permit that you will be required to obtain a grading permit? Yes "I I hereby acknowledge that I have read, understand and answered these questions to the best of my .a R iiity XSignature of Owner Phone:Ct70 _ Z-70 -to 2---4-`1 (days); \\�7 Date Project Name:i5� Project Address: \ v L\ C � 2 , (evenings) Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application 0 may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance of the permit or delay in proceeding with construction. BpminregFeb2005 7 ■ Basement wall R -values are R-10 below grade, R-19 above grade. ■ Slab perimeter R -value and depth is R- 10/36in. ■ Crawl space wall R -values are R-10 below grade and R-19 above grade If floors over crawl spaces are not insulated, the crawl space walls must be insulated. Basement wall must be insulated to frost depth.. Common walls garage to house must have R-19 insulation. Common ceiling/floor garage to house must have R-19. Take precautions to protect plumbing in these areas. GARFIELD COUNTY BUILDING REQUIREMENTS Codes: 2003 IRC, IBC, IFGC,.IMC, IPC, Setbacks: Check subdivisions and zone district for setback requirements. Snowload: 40PSF up to 7.000ft. elevation. 50PSF 7001 to 8000ft. 75PSF 8001 to 9000ft. 100PSF 9001 to 10000ft. Seismic design category: B Weathering probability for concrete: Severe Termite infestation probability: None to slight Wind speed: 90rnph Decay probability: None to slight Wind Exposure: B Sr C (see section R301.2.1.4) Frost Depth: 36in. to 8000ft. elevation. 42in. 8001 and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 16 over 7000ft. elevation. Air Freezing Index: 2500deg F -days to 7000ft.; over 7000ft. to be determined by Building Official. Ice shield under-layment required. Mean Annual temp.: Variable Insulation: Maximum glazing U factor: 050 Minimum R -Values: • Ceilings/roofs R values are: R-30 stick built structures. R-38 log construction and steel rafter construction. ■ Walls R values are R-19 wood frame; R-19 cavity R-3 sheathing steel studs. • Floors R -values are R-19. Date: January 12, 2009 To: Aaron & Meg Ralston 1334 CR 250 Silt, CO 81652 Dear Permit Holder, Pease refer to your building permit number Garfield County BUILDING & PLANNING DEPARTMENT 9776 , issued 12/28/2005 A routine review of our open building permits indicates that we have not received a request for an inspection on this permit since 8/3/2006 Please be advised that building permits expire, per Uniform Building Code, section 106.4.4 and international Code Section 105.5 " Every permit issued by the building official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has commenced for a period of 180 days. Before such work can be recommenced, a new permit shall first be obtained to do so, and the fee therefore shall be one half the amount required for a new permit for such work, provided no change have been made or will be made in the original plans and specifications for such work, and provided further that such suspension or abandonment has not exceeded one year. in order to renew action or a permit after expiration, the permittee shall pay a new full permit fee." Please contact this office at your very earliest convenience, in writing, to advise.us about the status of your permitted work. If you have not responded within thirty (30) days from the receipt of this notice the permit will be closed and a permanent notation will be placed in the property records at the County Clerk and Recorders office that indicates that the work permitted per Colorado Revised Statues 30-28-205 & 210, was not inspected, is not approved and the building or area is illegal to occupy and is subject to legal abatement action. Thank you for your cooperation. Sincerely, Jim Wilson .1 Building Inspector 108 Eighth Street, Suite 401 • Glenwood Springs, CO 81601 (970) 945-8212 • (970) 285-7972 • Fax: (970) 384-3470 N. 9 (() Job Address Owner Contracto Assessor's Parcel No a5 -36)6 .0 Date f f.),.P--531 6G BUILDING PERMIT CARD 33q Q_6 „&;e41---Caa ff/ 6 ..:- 141 171'2-n-` Address 1 ?-)3 `f C6 S;1 -F -C,, Phone #9'7o -,,,)/6 t- i Addres - Phone # Rear RH LH Zoning INSPECTIONS Setbacks: Front Soils Test Footing Foundation Grout 2--0(Qigiv, Underground Plumbing Y-3'15 Rough Plumbing S-- 3-0i Framing Insulation Roofing Drywall Gas Piping NOTES Weatherproofing Mechanical Electrical Rough (State Electrical Final (State) Final 7/$c,?/Checklist Completed? Certificate Occupancy # Date Septic System # q i 3 Date /a/ a-q`/cam Final 5- `" Q' Others - (continue on back) InTEC Integrated Testing and Engineering Company of Denver, LLC. Geotechnical & Environmental Engineering • Construction Services • Geologic Assessment October 14, 2005 Mary E. Ralston 1344 County Road 250 Silt, Colorado 81652 Attention: Mrs. Mary Ralston Re: Soils and Foundation Investigation Proposed Barn 1344 County Road 250 Silt, Colorado Project No. C051148 Mrs. Ralston, As requested, InTEC of Denver Metro, LLC, (Formerly Church & Associates) has preformed a soil and foundation investigation for the proposed barn. The attached report presents the results of the field investigation and laboratory testing and recommendations for foundation type and bearing pressures, and recommendations related to the proposed construction. InTEC appreciates and wishes to thank you for the opportunity to be of service to you on this project. If we can be of additional assistance during the materials testing -quality control phase of construction, please call us at (303) 463-9317. Respectfully submitted, InTEC of Denver Metro, LLC. Matthew Behrens, E.I. Staff Engineer Copies Submitted: Addressee (3) Reviewed by: ,ItltlllFf f►1 jr1 14$G1C 44 ;,��'' ••°°•;y ty R l: lig °`.6•4.°'� -1;- g .J J ..J rn: i` •• tO 14("53 °° t, s 11 *904,0 o° � w. Gabriel A. Burges. . '''' .;//!!' ' *, v J.11�lFllt1114. , J !r Geotechnical Department Manager 4501 Wadsworth Blvd. • Wheat Ridge, CO 80033 • (303) 463-9317 • fax (303) 463-9321. • www.intec-geotech.com Austin DFW Metro Houston (512) 252-1218 (817) 858-0870 (281) 371-3330 fax (512) 252-1219 fax (817) 858-0036 fax (281) 371-3334 San Antonio (210) 525-9033 fax (210) 525-9032 InTEC Table of Contents 1.0 INTRODUCTION 2 2.0 PROPOSED CONSTRUCTION 2 3.0 SITE CONDITIONS 2 3.1 GEOTECHNICAL INVESTIGATION 2 3.2 SUBSURFACE CONDITIONS 3 TABLE 1 - SLAB RISK CATEGORY SWELL RANGES 3 4.0 DISCUSSION & RECOMMENDATIONS 3 4.1 ANALYSIS OF RESULTS 3 4.2 BUILDING FOUNDATIONS 4 4.2.1 SPREAD -TYPE FOOTINGS 4 4.3 LATERAL LOADS AND SUBSURFACE DRAINAGE 4 4.4 SURFACE DRAINAGE 5 4.5 SITE PREPARATION 5 4.6 EXCAVATIONS 5 5.0 LIMITATIONS 6 FIGURE 1— SITE PLAN AND LOCATION OF EXPLORATORY BORING FIGURE 2 THRU 3 — LOGS OF EXPLORATORY BORINGS (TB -1 THRU TB -2) FIGURE 4 THRU 8 — SWELL/CONSOLIDATION TEST RESULTS FIGURE 9 THRU 10 — GRADATION TEST RESULTS APPENDIX A — IMPORTANT INFORMATION ABOUT THIS REPORT APPENDIX 13— EARTHWORK RECOMMENDATIONS Integrated Testing and Engineering Company InTEC EXECUTIVE SUMMARY This report presents the results of a soils and foundation investigation for the proposed barn to be located at 1344 County Road 250 in Silt, Colorado. It is our understanding that the proposed construction will be a barn primarily for the housing of horses. The purpose of our investigation was to evaluate subsurface conditions at the site and provide geotechnical recommendations for the proposed construction. The report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. The report is based on data developed during the field investigation, laboratory test results and our previous experience. A summary of our findings and recommendations is presented below: • The test borings encountered compacted sandy fill from the surface to 1.5 to 3 feet below existing site grades. Underlying the fill was loose to medium dense silty clayey sand to medium stiff sandy clay sand that was encountered to the extent of the borings. Laboratory tests indicate that the soils generally exhibited low consolidation to low swell potential when wetted and under a surcharge pressure of 1000 pounds per square foot. • Free water was not encountered in test borings during drilling. Caving was not observed in the test boring during drilling. • Based on the results of the field investigation and laboratory analysis, the proposed structure can be supported on spread footings bearing on two feet of structural fill with a low risk of differential movement. Design and construction criteria are presented in the body of the report. • In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential for movement of the foundations and/or slabs, Positive drainage down and away from all foundation walls and the structures should be established and maintained at all times. Integrated Testing and Engineering Company InTEC Page 2 1.0 INTRODUCTION This report is submitted pursuant to a geotechnical engineering investigation made by this firm of the site of the proposed barn at 1344 County Road 250 in Silt, Colorado. The object of this investigation was to evaluate the physical properties of the subsoils underlying the site to provide recommendations for foundation design, and related earthwork. 2.0 PROPOSED CONSTRUCTION It is our understanding that the proposed construction will consist of a barn to the south west of the existing residence at 1344 County Road 250. Although foundation loads are unknown at the time of this report, it is anticipated that the structures will be lightly loaded with column and wall loads on the order of 20 to 25 kips and 2 to 2.5 kips per lineal foot, respectively. Should design details differ form those presented, this firm should be notified so we can provide additional recommendations, if required. 3.0 SITE CONDITIONS The subject property is located to on the south side of County Road 250 in Silt, Colorado. There is an existing residence to the northern edge of the property. The site slopes approximately 2-3% to the south and consists of compacted and scraped fill. 3.1 GEOTECHNICAL INVESTIGATION Subsurface conditions were investigated on September 29, 2005 by drilling two (2) exploratory borings at the locations indicated on Figure 1. The borings were drilled to approximately 15 feet below existing site grade. The borings were advanced using a 4 -inch diameter continuous flight auger powered by a CME -45 drilling rig. Samples were taken at selected intervals using a California ring sampler, which was driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative density of the soils and bedrock encountered. The results of the penetration test and log of materials encountered are presented in the Logs of Exploratory Borings in Figures 2 and 3. Samples were retuned to the laboratory where they were visually classified and testing was assigned to evaluate the engineering properties of the soil layers. Laboratory testing consisted of moisture and density determinations, gradation tests, minus No. 200 sieve analysis, plasticity index tests, and swell/consolidation tests. The results of the laboratory testing are presented in Figures 4 thru 10. Integrated Testing and Engineering Company sobs and Foundation Investigation, Project No. C051148 InTEC Page 3 3.2 SUBSURFACE CONDITIONS As indicated on the Logs of the Test Borings, the subsurface conditions generally consisted of loose to medium dense silty clayey sand to medium stiff sandy clay sand that was encountered from 1.5 to 3 feet below grade to the extent of the borings. Free water was not encountered in any of the test borings during drilling. Caving was not observed in any test borings. The geotechnical practice in the Denver area uses a relative scale to evaluate swelling potentials. When the sample is wetted under a surcharge pressure of 1000 pounds per square foot (PSF), the measured percent swell is classified as low, moderate, high, or very high. It is important to note that measured swell is not the only criteria for slab -on -grade recommendations and additional factors are considered by the geotechnical engineer when evaluating the risk for slab -on -grade construction. The following table presents the relative classification criteria. Additional important information regarding geotechnical risk is included as Appendix A. TABLE 1 - SLAB RISK CATEGORY SWELL RANGES Risk Category Percent Swell Under A 1000 PSF Surcharge Pressure Low 0 -- <2 Moderate 2 - <4 High 4—<6 Very High 6 or Greater Results of the swell and consolidation tests performed indicate that the clayey silty sand and sandy clay exhibited low consolidation to low swell potential when wetted and under a surcharge pressure of 1000 pounds per square foot. Swell and consolidation results are presented in Figures 4 thru 8. 4.0 DISCUSSION & RECOMMENDATIONS 4.1 ANALYSIS OF RESULTS Based on the results of the field investigation and laboratory test results, the proposed structure can be supported on spread footings bearing on two feet of structural fill with a low risk of differential movement. Post -construction moisture increases or decreases in the supporting soil will likely cause differential foundation movements and, thus, careful site drainage and moisture protection procedures as outlined in Section 4.5 of this report will be critical for the satisfactory performance of the structure. Structural fill should be constructed in accordance with specifications presented in Appendix B. Integrated Testing and Engineering Company Soils and Foundation Investigation, Project No. C051148 InTEC Page 4 4.2 BUILDING FOUNDATIONS 4.2.1 Spread -Type Footings Shallow spread -type footings bearing at uniform depths below finished grade, in conjunction with the recommended site preparation and moisture protection provisions are recommended for support of the structure. An allowable soil bearing pressure of 1,500 pounds per square foot (PSF) is recommended for the design of shallow spread -type footings bearing on a minimum of two feet of structural fill. Structural fill should extend a minimum of two feet beyond the perimeter of the footings. Minimum depths of footings should be 4 feet below lowest adjacent finished grade for the perimeter footings and 18 -inches below finished floor slab elevation for interior footings in heated areas. Two feet and 1.33 feet are the minimum recommended widths of square and continuous footings, respectively. In order to minimize the sensitivity of the structure to differential movement, footings and walls should be reinforced to allow for a degree of load redistribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from floor slabs or reinforced to prevent cracking at the slab stem wall interface. The bearing pressure recommended above applies to full dead plus live loads and can be safely increased by one-third for total loads including wind or seismic forces. Total vertical movements of footings designed as recommended above, are estimated not to exceed 1 -inch for moisture contents of the materials encountered during test drilling. Differential movements are estimated to be less than 75 percent of maximum vertical movements if all footings supported by sandstone. Significant moisture increases above these contents could create additional movements and could create excessive movement in some areas of the site. Accordingly, the site drainage and moisture protection provisions recommended in Section 4.5 are critical design considerations. 4.3 LATERAL LOADS AND SUBSURFACE DRAINAGE The ultimate passive sail resistance against edges of footings, gradebeams, etc., with properly compacted backfill, should be considered as being equal to forces exerted by a fluid of 300 pounds per cubic foot unit weight (PCF). Below grade walls must be designed for lateral loads. For "active" conditions, the walls should be designed for an equivalent fluid pressure of 50 PCF for properly compacted backfill. For "at rest" conditions, equivalent fluid pressures of 60 PCF should be used. These loads do not include swelling pressures, hydrostatic loads or surcharge loads such as sloping backfill or vehicles. Integrated Testing and Engineering Company Soils and Foundation Investigation, Project No. C051148 InTECj Page 5 4.4 SURFACE DRAINAGE The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface drainage. The following precautions should be observed during construction and be maintained at all times after the structure is completed. Excessive wetting or drying of open foundation excavations should be avoided as much as possible during construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of backfill after completion of the structure should be repaired and positive drainage reestablished. The ground surface surrounding the structure should be sloped to drain away from the structure in all directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after construction. Roof downspouts and drains for the residence should discharge to the surface well beyond the limits of all backfill. Irrigated landscaping should not be placed within 5 to 10 feet of the foundation walls. Plastic membranes should not be used to cover the ground surface immediately surrounding the structure. These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable option to control weed growth and allow some evaporation. 4.5 SITE PREPARATION Organic material, man made fill, and any debris or deleterious materials should be removed from the foundation area and wasted off site or used for non-structural purposes. Where required, structural fill should be placed in 8 -inch uncompacted thickness lifts and compacted to 95 percent of the standard Proctor maximum dry density (MPD) within 2 percent of the optimum moisture content (OMC). Structural fill should be non -expansive material that meets the requirements set forth in Appendix 13. Coarse-grained material larger than 3 inches in diameter should not be utilized. Structures supported by insufficiently compacted structural fill may settle. Any fill not utilized for structural purposes should be compacted to 90 percent MPD within 2 percent of the OMC. A geotechnical engineer should review earthwork placement activities. 4.6 EXCAVATIONS Excavations should not remain open for extended periods of time, permitting wetting or drying of the bearing materials. Moisture changes of the bearing materials may increase the risk for movement. The materials encountered within the depth of excavations on site are generally categorized as Type C soils according to the Occupational Safety and Health Administration (OSHA). Based on published OSHA guidelines, temporary excavations in the near surface Type C soils can have a maximum temporary slope of 1.0:1.5 horizontal:vertical (H:V) or about 30 Integrated Testing and Engineering Company Soils and Foundation Investigation, Project No. C051 148 InTEC Page 6 degrees. Exceeding these inclinations will increase the chance of deformation, especially over a long time period. Some localized deformation of the bank may occur, especially during wet weather, loading or with vibrations. Care should be taken when working near the sides of excavations at all times, and the slopes should be monitored by onsite personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 3 horizontal feet from the edge of the excavation. We are providing OSHA information for preliminary planning purposes only. Final evaluation of excavations, excavation slopes and soil and bedrock materials exposed in excavations should be done during construction by the contractors "competent person" as required by OSHA guidelines. 5.0 LIMITATIONS Although the borings were located to obtain a reasonably accurate determination of foundation conditions, variations in the subsoil conditions are possible. If subsurface conditions or the proposed construction differ from those described herein, we should be notified. A representative of our office should observe foundation excavations and verify bearing stratum. The cost of construction observations is not included in this investigation. Evaluation of the site for past or present contamination of the soil or groundwater or for the presence of wetlands, surface contamination or hazardous materials was beyond our scope of services for this project. If we can be of further service in discussing the contents of this report, or in the analysis of the influence of subsurface conditions on the design of the structures, please contact us. Integrated Testing and Engineering Company foils and Foundation Investigation, Project No. C051148 1344 COUNTY ROAD 250, SILT, CO InTEC N COUNTY ROAD 250 1344 COUNTY ROAD 250 (EXISTING) PROPOSED BARN TB TB - CHURCH & Associates, Inc. adivision of integrated Teatirio end Eng naodng Company of Denver Metro, LLC Geotechnical & Nate Wasiewaiet Engineering • Environrnental Geological Engineering Construction Services 4501 Wadsworth Boulevard Wheat Ridge, Colorado 80033 Phone`(303) 463.9317 SITE PLAN AND LOCATION OF EXPLORATORY TEST BORING PROJECT NO. C051148 FIGURE 1 Boring Log No. TB -1 Project: 1344 County Road 250 Address: Silt, CO Project No. C051148 Date Drilled: 10/14/05 Location: See Boring Location Plan Drill Rig: CME -45 Soil Description Depth SN WC PL LL Pt PP N -200 DD Fill: compacted, sandy, moist Silty Clayey Sand (SC -SM) loose to medium dense, fine to medium grained, low plasticity, moist brown 12.3 10.9 11.8 15 13 22 29 7 16 9 7 17 75.0 50.7 38,3 90.7 102.5 120.1 5ri= 2:CS 10 feet 3:CS 15 Stopped Auger at 14 feet Sampler Stopped at 15 feet Groundwater not encountered NS: El 1 V' Sample Not Recovered Grab Bag Sample (GB) Shelby Tube Sample (ST) California Tube Sample (CS) Water encountered during drilling Refer to Appendix for Additional AdditonaI InformaUon SN=Sample No, and Type DD=Dry Density, pcf CS= California Tube Sample GB=Grab Bag Sample WC=Water Content, % PL,=Plastic Limit, % LL=Liquid Limit, % PI=Plasticity Index NP=Non-Plastic N=SPT Blow Counts PP=Pocket Penetrometer, tsf **=Blow Counts During Seating Penetration -200=% Pass # 200 Sieve Uc=Unconfined Compression Test, tsf Figure 2 Boring Log No. TB -2 Project: 1344 County Road 250 Address: Project No, C051148 Date Location: See Boring Location Plan Drill Silt, CO Drilled: 10/14/05 Rig: CME -45 Soil Description Depth SN WC PL LL Pi PP N •200 DD Uc Fill: compacted, sandy, moist Sandy Clay (CL) Medium stiff, low ir plasticity, fine grained, slightly moist, brown 5 1:CS 6.6 14 52.0 95.6 ,,,,'/ 10 feet 4 2:CS 9.1 13 57.1 115.2 I. 3:05 10.9 16 63 47 15 113.5 /% 15 Stopped Auger at 14 feet Sampler Stopped at 15 feet Groundwater not encountered Refer to Appendix for Additional Information SN=Sample No. and Type DD=Dry Density, pcf CS= California Tube Sample GB -Grab Bag Sample NS: Sample Not Recovered WC=water Content, % PL=Plastic Limit, % ® Grab Bag Sample (GB) LL=Liquid Limit, % PI=Plasticity Index 1 Shelby Tube Sample (ST) NP=Non-Plastic N=SPT Blow Counts 1 California Tube Sample (CS) PP=Pocket Penetrometer, tsf **=Blow Counts During Seating Penetration V Water encountered during drilling -200=% Pass # 200 Sieve Uc=Uncon3ined Compression Test, tsf Figure 3 1 0 -3 -4 -5 -6 -7 -8 174 0 -9 a3 -10 --4.—initial Settlement— Initial Consolidation—lk—Final Loading--I—Rebound w CONSOLIDATION UNDER CONSTANT PRESSURE DUE TO WETTING -12 -13 -14 -15 -16 -17 -18 -19 -20 -21 0.1 1 10 APPLIED PRESSURE - ksf Sample of Silty Sand from T13-1 @ 4' (disturbed) Natural Dry Unit Weight = 90.7 PCF Natural Moisture Content = 12.3 % 100 JOB NO. C051148 CONSOLIDATION TEST RESULT FIGURE 4 8 0 7 rn 6 W 5 4 3 2 ton R, © U -2 3 -4 -5 -6 -7 -8 0.1 t -Initial Settlement # 1nitlal Consolidation—*Final Loading—II—Rebound CONSOLIDATION UNDER CONSTANT PRESSURE DUE TO WETTING 1 10 APPLIED PRESSURE - ksf Sample of Silty Sand from TB -1 @ 9' Natural Dry Unit Weight = 102.5 PCF Natural Moisture Content = 10.9 % 100 JOB NO. C051148 CONSOLIDATION TEST RESULT FIGURE 5 8 P 7 1 g 6 5 4 c 3 2 O •. con i) 0 E 0I U -2 -3 -4 -5 -6 -7 -8 0.1 —4—Initial Settlement—*—Initial Consolidation --*—Final Loading -4 --Rebound T , NO MOVEMENT UNDER CONSTANT PRESSURE DUE TO WETTING 1 10 APPLIED PRESSURE - ksf Sample of Silty Sand from TB -1 @ 14' Natural Dry Unit Weight = 120A PCF Natural Moisture Content = 11.8 % 100 JOB NO. C051148 CONSOLIDATION TEST RESULT FIGURE 6 8 7 6 cal 5 4 0 3 2 1 0 E © -1 -2 -3 -4 -5 -6 -7 -8 --0�Initiat Settlement—f—InitiaF Swelling—f--Final Loading-41—Rebound SWELLING UNDER CONSTANT PRESSURE DUE TO WETTING 0.1 1 10 APPLIED PRESSURE - ksf Sample of Silty Sand from TB -2 @ 9' Natural Dry Unit Weight = 115.2 PCF Natural Moisture Content = 9.1 % 100 JOB NO. C051148 SWELL TEST RESULT FIGURE 7 S = 7 Ci1 a6 W 5 4 c 3 2 1 0 • a> 0 a E O U -2 3 -4 -5 6 -7 8 0.1 -f-initial Settlement -15 -.Initial Consoildation--ir-Final LoadingM^O^..Rebound CONSOLIDATION UNDER CONSTANT PRESSURE DUE TO WETTING 1 10 APPLIED PRESSURE - ksf Sample of Silty Sand from TB -2 @ 14! Natural Dry Unit Weight = 113.5 PCF Natural Moisture Content = 10.9 % 100 JOB NO. C051148 CONSOLIDATION TEST RESULT FIGURE 8 Percent Passing Integrated Testing and Engineering Company of Denver Metro, LLC Geotechnical & on -Site Wastewater Engineering - Environmental & Geological Engineering - Construction Services Phone: 303-463-9317 Fax: 303-463-9321 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 Gradation Test Results #200 #l00 #S0 #30 #16 #8 #4 318" 3/4" 1-1/2' 3" 0.01 01 Diameter of Particle in Millimeters DESCRIPTIOMilty Sand (SM) GRAVE 0% SAND 25% FINES 75% MOISTURE 12.3% DATE: 10/14/2005 JOB NAME: 1344 County Road 250 JOB NUMBERC051148 10 HOLE / SAMPLE TB -1 DEPTH 4' LIQUID LIMIT PLASTICITY INDEX DRY DENSITY (pcf)N/A FIGURE 9 10 20 30 40 50 60 70 80 90 100 100 1 __ ._�� ..... —..,._.L. ... i ..Li I 1 »A.....—_.___ J ._.�-. 0.01 01 Diameter of Particle in Millimeters DESCRIPTIOMilty Sand (SM) GRAVE 0% SAND 25% FINES 75% MOISTURE 12.3% DATE: 10/14/2005 JOB NAME: 1344 County Road 250 JOB NUMBERC051148 10 HOLE / SAMPLE TB -1 DEPTH 4' LIQUID LIMIT PLASTICITY INDEX DRY DENSITY (pcf)N/A FIGURE 9 10 20 30 40 50 60 70 80 90 100 100 Percent Passing Integrated Testing_and Engineering Company of Denver Metro, LLC Geotechnical & on -Site Wastewater Engineering - Environmental & Geological Engineering - Construction Services Phone: 303-463-9317 Fax: 303-463-9321 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0,0 Gradation Test Results #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1-1/2" 3" 0 0.01 01 Diameter of Particle in Millimeters DESCRIPTIONSilty Sand (SM) 10 GRAVE 6% HOLE / SAMPLE TB -2 SAND 42% DEPTH 4' FINES 52% LIQUID LIMIT MOISTURE 6.6% PLASTICITY INDEX DRY DENSITY (pcf) N/A DATE: 10/14/2005 JOB NAME: 1344 County Road 250 JOB NUMBERC051148 10 20 30 40 50 60 70 80 90 100 100 FIGURE 10 Percent Retained __ _ ...__ ____.._.. H.-.—.__—_ -1 0.01 01 Diameter of Particle in Millimeters DESCRIPTIONSilty Sand (SM) 10 GRAVE 6% HOLE / SAMPLE TB -2 SAND 42% DEPTH 4' FINES 52% LIQUID LIMIT MOISTURE 6.6% PLASTICITY INDEX DRY DENSITY (pcf) N/A DATE: 10/14/2005 JOB NAME: 1344 County Road 250 JOB NUMBERC051148 10 20 30 40 50 60 70 80 90 100 100 FIGURE 10 Percent Retained APPENDIX A Appendix A Important Information About The Report The data collected by InTEC of Denver Metro, LLC during this investigation was used to provide geotechnical information and recommendations regarding subsurface conditions on thy site investigated, the effect of those conditions on the proposed construction. and the foundation type for the named client. The stratification lines indicated on the boring log are approximate. and subsurface conditions encountered during construction may differ from those presented herein. This uncertainty cannot be eliminated because of the many variabilities associated with geology. For example. material and engineering characteristics of soil and bedrock may change more gradually or more quickly than indicated in this report. and the actual engineering properties of non -sampled soil or rock may differ from interpretations. Quantitative conclusions regarding the performance of geotechnical structures prior to construction are not possible because of the complexity of subsurface conditions. Rather. engineering judgments and experience are used to estimate likely geotechnical performance and provide the necessary recommendations. Put another way, we cannot be sure about what is not visible, so the collected data and our training and experience are used to develop predictions and recommendations. There are no guarantees or warranties implied or expressed. The owner and/or client must understand that uncertainties are associated with geotechnical engineering, and they, the owner and/or client, must determine the level of risk they are willing to accept for the proposed construction. The risks can be reduced, but not eliminated, through more detailed investigation, which costs more money and takes more time, and through any appropriate construction, which might be recommended as a result of that, more detailed investigation. To reduce the level of uncertainty, this report was prepared only for the referenced client and for the proposed construction indicated in the report. Unless authorized by Church/InTEC in writing, the owner will assume additional geotechnical risk if this report is used for any construction that differs from that indicated in the report. Our firm should be consulted well before changes in the proposed construction occur, such as the nature, size, configuration, orientation, or location of any improvements. Additionally, the knowledge and experience of the local geotechnical practice is continually expanding and it must be understood the presented recommendations were made according to the standard of practice at the time of report issuance, If the construction occurs 1 or more years after issuance of the report, the owner and/or client should contact our firm to determine if additional investigation or revised recommendations would be advisable. The geotechnical practice in the Denver Region must consider the. risk associated with expansive soils and bedrock. The geotechnical practice in the Denver area uses a relative scale to evaluate swelling potentials. When the sample is wetted under a surcharge pressure (loading) of 1000 pounds per square foot (PSF), the measured amount of swell is classified as low, moderate, high, or very high. Table 1 presents the relative classification criteria for the percentage of expansion based on initial sample height at the indicated surcharge pressure. Table 1 Risk Category Percent Swell Under a 1000 PSF Surcharge Pressure Low 0 — <2 Moderate 2 - <4 High 4 — <6 Very High 6 or Greater Source: Colorado Association of Geotechnical Engineers, Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations (Denver Metropolitan Area), 1996 General Geotechnical Risk Discussion Page 2 The relative classification can be correlated to potential slab damage as follows: Low: slab cracking, differential movement, and heave; moderate: slab cracking and differential movement. partial framing void and furnace plenum closure; and high to very high: large slab cracking and differential movement, closed voids, closed furnace plenum, and possible pipe rupture. (These effects are based on monitoring and observations by several firms in the Denver metropolitan area and are not limited to the relative classification. More or less damage can occur in all classifications because of the uncertainty associated with subsurface conditions and geotechnical engineering.) It is important to note that measured swell or soil expansion is not the only geotechnical criteria for the type of floor and foundation recommendations. Additional criteria considered include: a. soil and bedrock type and variability, b. stratigraphy, c. ground water depth and anticipated post -construction moisture conditions, d. surface water drainage and features, e. post -construction landscaping and irrigation, f construction details and proposed use, and g. local experience. Post -construction landscaping and owner maintenance will greatly affect structures on expansive soils and bedrock. Typically, irrigated landscaping increases the soil moisture content above the pre - construction water content. Slabs, pavements, and structures significantly reduce evaporation of soil moisture. Therefore, post -construction heave and resultingdamage to buildings and other improvements are likely to occur on sites with expansive soils because of the high probability that subsurface moisture content will increase as the property and surrounding area is developed. Poor owner maintenance, such as negative slopes adjacent to foundation walls and irrigated landscaping adjacent to the foundation, also will significantly increase the risk of damage from expansive soil and bedrock. The property owner, and anyone he or she plans to sell the property to, must understand the risks associated with construction in an expansive soil area and also must assume. responsibility for maintenance of the structure. The owner and prospective purchasers also should review "A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," which is a special publication (SP 43) produced by the Colorado Geological Survey to assist homeowners in reducing damage caused by swelling soils. APPENDIX 13 SPECIFICATIONS FOR EARTHWORK 1.0 SCOPE Page 1 Includes all clearing and grubbing, removal of obstructions, general excavating, grading and filling, and any related items necessary to complete the grading for the entire project in accordance with these specifications. 2.0 SUBSURFACE SOIL DATA Subsurface soil investigations have been made, and the results are available for examination by the contractor. The contractor is expected to examine the site and determine for himself the character of materials to be encountered. No additional allowance will be made for rock removal, site clearing and grading, filling, compaction, disposal, or removal of any unclassified materials. 3.0 CLEARING & GRUBBING A. General: Clearing and grubbing will be required for all areas shown on the plans to be excavated or on which fill is to be constructed. B. Clearing: Clearing shall consist of removal and disposal of trees and other vegetation as well as down timber, snags, brush, existing foundations, slabs, utilities, and rubbish within the areas to be cleared. C. Grubbing: Stumps, matted roots, and roots larger than 2 inches in diameter shall be removed from within 6 inches of the surface of areas on which fills are to be constructed. D. Grass & Topsoil: Grass, grass roots, and incidental topsoil shall not be left beneath a fill area, nor shall this material be used as fill material. Grass, grass roots, and topsoil may be stockpiled and later used in the top 6 inches of fills outside roadways and building pads. 4.0 EARTH EXCAVATION A. Earth excavation shall consist of the excavation and removal of suitable soils for use as embankment or structural fill, as well as the satisfactory disposal of all vegetation, InTEC Project No. C051148 Page 2 existing man-made fill, debris, and deleterious materials encountered within the area to be graded and/or in a borrow area. B. Excavated areas shall be continuously maintained such that the surface shall be smooth and have sufficient slope to allow water to drain from the surface. 5.0 STRUCTURAL FILL & EMBANKMENT A. General: Embankments shall consist of a controlled fill constructed in areas indicated on the grading plans. B. Materials: (l) Physical Characteristics: Structural fill material shall consist of soils that conform to the minimum following physical characteristics: Sieve Size Percent Passing (Square Openings) by Weight 3 inch 100 No. 4 50-100 No. 200 15-60 The plasticity index of the material, as determined in accordance with ASTM D4318, shall not exceed 20. Results of our investigation indicate that most of the near surface on-site soils will meet these requirements. Some importation of fill or blending of materials may be required. The fill materials shall be free from roots, grass, other vegetable matter, clay lumps, rocks larger than 6 inches, or other deleterious materials. The existing site soils will be suitable for fill around the exterior of the building and are recommended for this use. (2) Borrow: When the quantity of suitable material required for all excavation and grading activities is not available within the limits of the jobsite, the contractor shall provide sufficient materials to construct the grading requirements to the lines, elevations, and cross sections shown on the drawings from borrow areas. The contractor shall obtain from owners of said borrow areas the right to excavate material, shall pay all royalties and other charges involved, and shall pay all expenses in developing the source, including the cost of right-of-way required for hauling the material. InTEC Project No. C051148 Page 3 C. Construction: (1) Building Area Treatment: Any existing man-made fill or other deleterious material encountered shall be removed in its entirety and replaced with structural fill. Prior to placement of foundations, slabs or fill; the building area shall be carefully inspected by a representative of the geotechnical engineer to verify bearing stratum and insure satisfac- tory removal of native soils and the removal of any deleterious material or existing man-made fill. All foundations shall be supported by a minimum of three feet of structural fill. All slabs shall be supported by a minimum of one foot of structural fill. Structural fill shall extend a minimum of two feet beyond the perimeter of the foundations, Subgrade soils shall be protected during installation of fill or slabs to minimize moisture loss. The exposed cut surfaces in soil, as well as surfaces to receive fill, shall be scarified to a minimum depth of 10 inches and moisture conditioned as necessary to bring the upper 10 inches to optimum moisture content or above. The upper 10 inches of the native soils shall then be compacted to a minimum of 96 percent of maximum dry density as determined in accordance with ASTM D698. Where soft, wet soils are encountered at the bottom of cut surfaces, the surface may be stabilized by working large rock into the subgrade or utilization of lime stabilization or biaxial geogrid reinforcement layer placed on the subgrade. This shall be done only at the discretion of the geotechnical engineer. Where vibratory compaction equipment is used, it shall be the contractor's responsibility to insure that the vibrations do not damage nearby buildings or other adjacent property. (2) Compaction: Fill shall be spread in layers not exceeding 8 inches, watered as necessary, and compacted. Moisture content at the time of compaction shall be 1 percent below optimum moisture or higher. A density of not less than 96 percent of maximum dry density within the building pad shall be obtained for the backfill around the footings and stem walls. A density of not less than 96 percent of maximum dry density within the building pad shall be obtained for structural fill. Structural fill, as well as the native soils, outside the building pad area shall be compacted to a minimum 90 percent of maximum dry density. Optimum moisture content and maximum dry density for each soil type used shall be determined in accordance with ASTM D698 for native soils and for structural fill. Compaction tests on exposed surfaces should only remain valid for 48 hours if there is no drastic change in existing weather conditions. InTEC Project No. C051148 (3) Page 4 Weather Limitations: Controlled fill shall not be constructed when the atmospheric temperature is below 35 degrees F. When the temperature falls below 35 degrees, it shall be the responsibility of the contractor to protect all areas of completed work against any detrimental effects of ground freezing by methods approved by the geotechnical engineer. Any areas that are damaged by freezing shall be reconditioned, reshaped, and compacted by the contractor in conformance with the requirements of this specification without additional cost to the owner. D. Slope Protection & Drainage: The edges of the controlled fill embankments shall be graded to the contours shown on the drawings and compacted to the density required in paragraph 5.0 (2). Slopes steeper than 1 vertical to 3 horizontal shall be protected from erosion. 6. INSPECTION & TESTS A. Field Inspection & Testing: The owner shall employ the services of a registered, licensed geotechnical engineer to observe foundation excavations and verify the bearing stratum. The geotechnical engineer shall provide continuous on-site observation by experienced personnel during construction of controlled earthwork. The on-site observer shall maintain a daily field log of all operations, observations, and test results. The contractor shall notify the engineer at least two working days in advance of any field operations of controlled earthwork, or of any resumption of operations after stoppages. Tests of fill materials and subgrade will be made at the following suggested minimum rates: (1) Daily written field observations of construction activities, not limited to, but including: weather conditions, equipment used by the contractor, moisture conditions of on-site soil, soils encountered during excavation or drilling, processes used by the contractor, daily progress, and deviations from specifications. (2) One field density test for each 500 square yards of original ground surface prior to placing fill or constructing floor slabs. (3) One field density test for each 500 cubic yards of fill placed or each layer of fill for each work area, whichever is the greater number of tests. (4) One moisture -density curve for each type of material used, as indicated by sieve analysis and plasticity index. InTEC Project No. C051148 Page 5 B. Report of Field Density Tests and Construction Observations: The representative of the geotechnical engineer shall submit, daily, the results of field density tests and construction observations required by these specifications to the geotechnical engineer of record, structural engineer, civil engineer and owner, within 48 -hours of tests or observations. C. Costs of Tests & Inspection: The costs of tests, inspection and engineering, as specified in this section of the specifications, shall be borne by the owner. D. Scheduling of Tests & Inspection: The contractor or subcontractor whose work will be monitored shall provide the representative of the geotechnical engineer a minimum of 48 hours notice before commencement of earthwork activities, and 24 hours notice of cancellation of earthwork activities. InTEC Project No. C051148 Parcel Detail Garfield County Assessor/Treasurer Parcel Detail Information Page 1 of 5 Assessor/Treasurer Property Search 1 Assessor Subset Query 1 Assessor Sales Search Clerk & Recorder Reception Search Basic Building Characteristics 1 Tax Information Parcel Detail 1 Value Detail 1 Sales Detail 1 Residential/Commercial Improvement Detail land Detail 1 Photographs 1 Mill, Lever Revenues Detail Tax Area Account Number Parcel Number 2008 Mill Levy 020 R200381 212531200048 46.959 Owner Name and Mailing Address RALSTON, AARON GRIFFITH-RALSTON, MARY E 1334 COUNTY ROAD 250 SILT, CO 81652-9518 Assessor's Parcel Description (Not to be used as a legal description) SECT,TWN,RNG:31-5-91 DESC: A PARCEL IN LOT 1 & NENW CONT 22.29 AC. EXCEPT A TR CON 2.69 AC AS DESC IN BK 1675 PGS 613,619,621. BK:0219 PG:0119 BK:1688 PG:72 RECPT:674316 BK:1688 PG:70 RECPT:674315 BK:1675 PG:619 RECPT:671545 BK:1675 PG:613 RECPT:671544 BK:0625 PG:0868 BK:0625 PG:0867 BK:0614 PG:0782 ,SPEC ASMT: SILT WATER PROJECT Location Physical Address: 1334 250 COUNTY RD SILT http://www.garcoact.com!assessor/parcel.asp?ParcelNumber=212531200048 8/17/2009 Parcel Detail Page 2 of 5 Subdivision: I Land Acres: Land Sq Ft: 19.6 Section Township Range 31 C 5 91 2009 Property Tax Valuation Information Additional Value Detail Most Recent Sale Sale Date: Sale Price: 5/16/2005 635,000 Additional Sales Detail Basic Building Characteristics Number of Residential Actual Value Assessed Value Land: 7,020 2,040 Improvements: 438,120 54,830 [ Total: 445,140 56,870 Additional Value Detail Most Recent Sale Sale Date: Sale Price: 5/16/2005 635,000 Additional Sales Detail Basic Building Characteristics Number of Residential 1 Buildings: UNFINISHED BSMT: Number of Comm/Ind 1 STORY W/ BASEMENT: Buildings: 0 i Residential Building Occurrence 1 Characteristics 1 UNFINISHED BSMT: 1,284 1 STORY W/ BASEMENT: 90 OVERHANGING LIVE NO/FOUND: 68 2 STORY WI BASEMENT: 844 1 STORY W/ BASEMENT: 350 TOTAL HEATED AREA: 2,196 ABSTRACT CODE: FARM/RANCH RESIDENCE - IMPS ARCHITECTURAL STYLE: 1 1/2 STRY http://www.garcoact.com/assessor/parcel.asp?ParcelNumbe212531200048 8/17/2009 Parcel Detail Page 3 of 5 EXTERIOR WALL: FLOG ROOF COVER: ' PREFAB MET ROOF STRUCTURE: GAMBREL INTERIOR WALL: EXPOSD LOG INTERIOR WALL: DRYWALL FLOOR: LSHT VINYL FLOOR: CARPET HEATING FUEL: GAS HEATING TYPE: HOT WATER STORIES: STORIES 2.0 BATHS: 2.5 ROOMS: 10 UNITS: 1 BEDROOMS: 4 YEAR BUILT: 1987 Additional Residential/Commercial Improvement Detail. Tax Information Tax Year Transaction Type Amount 2008 Tax Payment: Second Half ($492.14) 2008 Tax Payment: Second Half ($142.50) 2008 Tax Payment: First Half ($142.50) 2008 Tax Payment: First Half ($492.14) 2008 Tax Amount $285.00 2008 Tax Amount $984.28, r 2007 Tax Payment: Whole ($967.20) 2007 Tax Payment: Whole ($285.00) 2007 Tax Amount J $967.20 2007 Tax Amount $285.00 2006 Tax Payment: Whole ($840.52) 2006 Interest Payment ($5.70) 2006 Interest Charge $5.70 2006 Tax Payment: Whole ($285.00) 2006 Interest Payment ($16.81) 2006 Interest Charge $16.81 2006 Tax Amount $285.00 2006 Tax Amount $840.52 http://www.garcoact.com/assessor/parcel.asp?ParcelNumber 212531200048 8/17/2009 Parcel Detail Page 4 of 5 2005 II Tax Payment: Whole ($285.00)1 2005 Tax Payment: Whole ($840.44) 2005 Tax Amount $285.00 2005 I1 Tax Amount $840.44 2004 Interest Charge $2.85 2004 Tax Payment: Whole ($1,003.06) 2004 Interest Charge $10.03 2004 Tax Payment: Whole ($285.00) 2004 [ Interest Payment ($2,85) 2004 Interest Payment ($10.03) 2004 Tax Amount 1 $285.00 2004 Tax Amount $1,003.06 2003 Interest Payment ($11.14) 2003 Tax Payment: Second Half ($556.92) 2003 Interest Charge $11.14 2003 Interest Charge $2.85 2003 Interest Payment ($2.85) 2003 Tax Payment: Second Haif ($142.50) 2003 Tax Payment: First Half ($142.50), 2003 Tax Payment: First Half ($556.92) 2003 Tax Amount $285.00 2003 Tax Amount $1,113.84 2002 Tax Payment: Whole ($285.00) 2002 Tax Payment: Whole ($1,129.04) 2002 Tax Amount $1,129.04 2002 Tax Amount $285.00 2001 Tax Payment: Whole ($1,123.00) 2001 Tax Payment: Whole ($195.00) 2001 Tax Amount $195.00 2001 Tax Amount $1,123.00 2000 Tax Payment: Whole ($195.00) 2000 Tax Payment: Whole ($1,133.06) 2000 Tax Amount $195.00 2000 Tax Amount $1,133.06 1999 Interest Payment ($1.50)- 1999 1 Interest Charge $1.50 1999 Tax Payment: Whole ($150.00) 1999 Interest Payment ($11.28) http://www.garcoact.com/assessor/Parcel.asp?ParcelNumber=212531200048 8/17/2009 Parcel Detail 1999 it 1999 1999 1999 Interest Charge (1 Tax Payment: Whole Tax Amount Tax Amount Mill Levy Revenues Detail $11.28 ($1,127.78) $1,127.78 $150.00 Page 5 of 5 lop of Page Assessor Database Search Options Treasurer Database Search Options Clerk & Recorder Database Search Options Garfield County_Home Page The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 - 2008 Good Turns Software. All Rights Reserved. Database & Web Design by Good Turns Software. http://www.garcoaci.com/assessor/parcel.asp?ParcelNuinber=212531200048 8/17/2009