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Application-Permit.pdf
Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: {970)945-8212 Fax: {970)384-3470 Project Address Parcel No. 2730 HIGHWAY 13 212731300228 RIFLE, CO 81650-OWner Information Address Family of faith church outreach, Inc 2730 HWY 13 Rifle CO 81650 Subdivision Pe;l71itNO.BLRE-6-09-1096 Petini! Type:' R~sidel)tia! 'BLlil!lil)g WalK Classificai;on:New .pef11)itStaius:.·Active Issue Dale: 9/18/2009 Expires: 03/17/2010 Section Township Range 31 5 92 Phone Cell Contractor!s I Phone Primary Contractor Required Inspections: Mark Opstein (970)625-3844 Proposed Construction I Details CE called Mark Opstein on 9/17/09 with bal. due $511.81 & ready for PU. (l1lls includes septic fee also) FEES DUE FEES PAID Ves Valuation: Total Sq Feet: $ 97,040,00 2320 Fee Amount Inv Total Pay type Amt Paid Amt Due Plan Check Fee Residential Building Fee Residential Building Fee Total: Friday, September 18,2009 $636.84 $400.00 $979.75 $2,016.59 Inv # BLRE-6-09-19518 $ 2,016.59 Check # 1760 Check # 1653 $438.81 $1,577.78 $ 0.00 Fo. ,",p"uo", ,,", 1 (970)384-5003 Inspection IVR See Permit Record Building Department Copy 2 2 GARFIELD COUNTY BUILDING PERMIT APPLICATION 1088" Streel, Suile 401, Glenwood Springs, Co 8 1601 Phone: 970-945-82121 Fax: 970-384-34701 Inspeclion Line: 970-384-5003 www.garfield-countv.com Parcel No: (this information is available at the assessors office 970-945-9134) "2-;2-7->)'; -eW-2-2!$' Job Address: (if an address has not been assigned, please provide Cr, Hwy or Street Name & City) or and legal description -z...730 Hi",Vi3 ({,{liZ.-co, 'J1l,j-O 3 LOI No:.., /Block No: Subd.l Ex, emplion: 11 r .J!-/1'/e'v /b h ? 4 5 6 7 8 9 10 11 12 Architect I Engineer: Sq, Ft. of Building: L:L) ~ If'; l,tJ MiJijing Address: Te) !3clX ell): filFl~, M.ailing. Address: , J t'd 130;;<; cf 5-(), F , Mailing Address: //Sq. Ft. or Acres of Lot: J ,:>. If' "''' r-.5 Ph: Height: Use of Building: p ..... ' .", -r' "c. ~ .. ::1ib. t:I. . ' ~ ( . fi/f :'>t5n("'~"~ -L-J\. T "A-~ ~ Class of Work: o New .,ti(.~Iterati on o Addition Garage: . . r ,,'" Septic: ,.., c T ,~r rh oj I 0 Attached .IJ!' Detached '.I! IS OS Driveway Permit: AJ j; , J Owners valuation of Work: J. e-..... c.-" >!.o NOTICE All Ph; Alt Ph: All Ph: No. of Floors: '2-, o Community Authority. This application for a Building Pennit must be signed by the Owner of the propeny, described above, or an authorized agenL If the signature below is nOI that of the Owner. a separate Ictter of authority, signed by the Owner, must be provided with this Application. Legal Acce.~s. A Building Permit cannot be issued without proof of legal and adequate access LO the property for purposes of inspections by the Building Depanment. Other Permit!>. Multiple separate pennits may be required: (I) Stale Electrical Permit, (2) County ISDS Pennit, (3) another pennit required for use on the propeny identified above, e.g. State or County Highway! Road Ac~ss or a State Wastewater Discharge Pennit Void Permit. A Building Permit becomes null and void if the work: authorized is not commenced within 180 days of the date ofissuan~ and if work is suspended or abandoned for a period of 180 days after commencement. CERTIFICATION I hcreby certify that I have read this Application and that the information contained above is ll1le and correct I undcrstand that the Building Department accepts the Application. along with the plans and specifications and other data submitted by me or on my behalf (submittals), based upon my certification as to accuracy. Assuming completeness of the submittals and approval oftills Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detailed on the submittals reviewed by the Building OepanmenL In consideration of the issuance of the Building Pennit, I agree that I and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s». I acknowledge that the Building Pennit may be suspended or revoked, upon noti~ from the County. if the location, construction or use of the structure(s) and facility(ies), described above, are not in complian~ with County Regulation(s) or any other applicable law. I hereby grant permission to the Building Department to enter the propeny, described above, to inspect the work. I funher acknowledge that the issuance of the Building Permit does not prevent the Building Official from: (I) requiring the correction of eTTors in the submittals. if any, discovered after issuance; or (2) stopping construction or use of thc structure(s) or facility(ies) if such is in violation of County Regulation(s) or any other applicable law. Review of this Application, including submittals, and inspections of the work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions or discrepancies. As the Owner, I acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents. including without limitation my architect designer, engineer andl or builder. (HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATION ABOVE: DATE eP Q-)~-oq STAFF USE ONLY Ci ( (PO fJ ff1 e : Jtlf)a ,8 I Special Conditions: THts ('lfZMfT (S m-< f~Fff OF A t1tXV.AfZ-(!.PS{~ ul-.! -P(NVSt€P WEHE6.ff' 0tjL Y I Iflle.,}v...I~ ... , ' 'l1 0" •. db 0 ( ",. . I ~ Adjusted Valuation: Plan Check Fee: ~l; ."fif Permit Fee: ~§ IS _Manu home Fee: ~~'2~ <¥f~ .6'czr t,31.:N ~4s:e , ~ Cf"ff.75 1m.m Mise Fees: ISDS Fee: Total Fees: . UJ~ "<:1, Fees Paid: 7 <=> Balance Due: S" ,i I BP No & Issue Date: ISDS No & Issued Date: ~'1.G F;o\q;:~ 15'7 7. 0 ~~~ -\OCQ-. Zoning: R Setbacks: ~ OCCGroup: Fl. '0 />(11) tt Const Type: --¥---er-PLNGDEPT: \ ~~~~ APPROVAL ~ " DATE APPROVA DATE 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 and posted at the structure and where readily visible from access road. 3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent kitchen floor covering, 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, hot and cold running water, non-absorbent floors, walls finished, and privacy door. 5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks over 30" high must be constructed to all mc and IRC requirements including guardrails. 6) Outside grading completed so that water slopes away from the building; 7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of extenuating circumstances., i.e. weather. Under such circumstances A Certificate of Occupancy may be issued conditionally. 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, and/or State Agencies where applicable. A CERTIFICATE OF OCCUPANCY (CO.) WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. OWNER CANNOT OCCUpy OR USE DWELLING UNTIL A C.O. IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A CO. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAYBE 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 of a CO. for the building identified in the Building Permit. V/2" f' ". -""1'1/0//",( /J~/"'" OWNERS SIGNAYfURE Bapplicationdecember2007 DATE Building Plan Review Description of Work: Set modular & demo old house. Bin#: 0 Location Address: 002730 mGHW A Y 13 RIFLE,CO Case Manager: Ken Smith Plan Case Number: BLDG-6-09-5973 Parcel: 212731300228 Application Date: 0610212009 Building _____ Engineered Foundation _____ Driveway Permit _____ Surveyed Site Plan _____ Septic Permit and Setbacks _____ GradefTopography 30% _____ Attach Residential Plan Review list _____ Minimum Application Questionnare _____ .Subdivision Plat Notes _____ Fire Department Review _____ Valuation Determination/Fees _____ IRed Line Plans/Stamps/Sticker Contacts Owner: Family of faith church outreach, Inc Applicant: Family of faith church outreach, Inc Applicant Phone: Email: PlanninglZoning _____ Property line Setbacks _____ 30ft Stream Setbacks _____ Flood Plain _____ Building height _____ ..£70ning Sign-off ______ Road Impact Fees _____ ,HOAlDRC Approval _____ GradefTopography 40% _____ ,Planning Issues -----:Subdivision Plat General Comments: Attach Conditions (~'~l'ad) ____ -'Application Signed '( ~~ M ~ 'if, eX) # Q 320 " X '1{. /~ " I MU-~.~ qS,I~O ' Ihof iC 12-00,. Iql).(J.W _____, Plan Reviewer To Sign Application * t@Qg~! @O _____ 'Parcel/Schedule No q '1 ( 0 c.(D -tJ'[) _____ .40# Snowload Letter -Manu. Homes _____ .Soils Report Friday, September 11, 2009 GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICA nON REQUIREMENTS For MANUFACTURED HOMES 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. To provide for a more understandable plan in order to determine 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. All plans submitted must be incompliance with the 2003 IRC for Residences and 2003 IBC for Commercial Offices and Storage. 1 1. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or more must be shown on 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 fmal 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 X 2. Does the site plan when applicable include the location of the LS.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stamp on the design. Yes X 3. Does the site plan include any other buildings, 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 comer lot. Special setbacks do apply. Yes.x . 4. Does the site p')an indicate the location and direction of the County or private road accessing the property? Y es_~A<.L. _ _ 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? A Floor Plan of the Modular Unit showing exterior doors is required. Yes X' 6. 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 accepted without it. Yes X' No 11?J/7". 7. Will this be the only residential structure on the parcel? . Yes X No Ifno-Explain: _____ _ 8. Have two (2) "omplete sets of construction drawings been submitted with the application? Yes N 2 9. For the placement of a manufactured home, have the following been specified? The size of the unit (min. 20ft. x 20ft.); live roof load (min. 40# could be more depending on elevation of propertx2; wind design (min. wind speed of 90 mph); foundation design; method of anchoring? Yes_1tL.:. _ _ 10. Have you designed or had this plan designed while considering building and other construction code requirel?}nts? Yes -\ ---'----11. Do your plans comply with all zoning rules and regnlations in the County related to your zone district? Yes X 12. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfiel~ Xounty Building Department? Yes_-'0.,'-'<-__ _ 13. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes Xl 14. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application 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 pick up your building permit? Yes X 15. 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 day? Inspections will be made between 7:30 a.m. and 3:30 p.m. Monday through Friday. Inspections are to be called in to 384-5003. Yes )( 16. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.00 re-insP'lPiion fee? Yes _J'LX",. _ _ 17. Are you aware that you are required to call for all inspections required under the IRC including approval on a final insPrction prior to receiving a Certificate of Occupancy and occupancy of the building? Yes _ XA----3 18. Are you aware that prior to as submittal for a building permit application you are required to show proof of a legal and adequate access to the site? This may include (but is not limited to) proof of your right to use a private/right of way; a County Road and Bridge permit; a Colorado Dept. of Highway Permit including a Notice to Proceed; a permit from the federal government or any combination. You can contact the Garfield County Road & Bridge Department at 625-8601 See phone directory for other agencies. Yes ';l 19. 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 of applicable inspection. Yes X 20. Are you aware, that on the front of the Building Permit Application you will need to fill in the ParceVSchedule Number for the lot you are applying for this permit on prior to the submittal of a building permit applicatiop? Your attention in this is appreciated. Yes X 21. Are you aware that you will need to have your installer obtain an installation inspection as per the State Division of Housing requirements prior to the County building department doing their final inspection? The State will charge a fee for this inspection. Yes :x 22. 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 Uniform Building Code? Yes X 23. Are you aware, that if you receive your water and/or sewer from an Association, a District or Municipality, you will be required to provide the County with a copy of the Tap Permit (or evidence of an exemption) at the time of the building permit application submittal? Yes X 24. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building pl3rmit that you will be required to obtain a grading permit? Yes ;< 4 I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. (days); Project Name: /7vMliy ?'P fi",th (~/'/J-r~h I Date ..L1-L7_C_l~-,6,-------2-=-)_-_3_8 _/t/-,-1_ _( e venings) [J.,r -fr -'I, "' It Project Address: L 7:5 cJ H hl'V /3 I If! r /" I C,(J'· If I b 5?) 7 OJ v Notes: If any required information is missing 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 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. bpminreqmhDec2007 5 GARFIELD COUNTY BUILDING and PLANNING MANUFACTURED HOMES Installation requirements within Garfield County 1.) A fuel gas pipeline pressure test is required by the installer and the test is required to be witnessed and approved by the Garfield County Building Inspector. Test must be a minimum pressure of 10 psi and show no appreciable drop within 15 minutes. A gauge capable of indicating pressures no higher than 60 psi shall be used in the test. 2.) All stairs serving the unit are to comply with the IRC and mc for rise, run, handrails and guardrails. 3.) All decks and porches which are more than 30 inches above grade are required to have guardrail complying with Section R3l2 with a minimum height of36 inches. Guardrail shall have intermediate rails or an ornamental pattern such that a sphere 4 inches in diameter cannot pass through. Section R3l2.2. 4.) Ifmanufactured horne is placed on a basement foundation, the foundation and the basement shall comply with requirements of the IRC including but not limited to: (a) Installation of smoke detectors in the basement and in the manufactured horne. Section R313. (b) Installation of escape or rescue windows. Section R3l O. (c) Providing oflight, ventilation and sanitation. Section R303. (d) Providing of minimum room dimensions. Section R304. ( e) Protection of insulating materials for flame spread requirements. Section R3l4. (f) Fonning and placing of concrete for foundation and floor slab. Chapter 4 IRC. (g) The inspection of all framing as required under the IRC. (h) The inspection of all plumbing as required under the IRC and IPC. 5.) L.P.G. (Liquefied Petroleum Gas). Appliances burning L.P.G. shall not be installed in a pit, basement or similar location where heavier -than air gases may collect UNLESS such location is provided with AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. The policy in Garfield County is as follows: (a) An untrapped drain with a minimum diameter of 4 inches located in the lowest area where heavier -than -air vapors may collect is to run with a CONTINOUS slope to an exterior area which is not within a depression or recessed below adjacent terrain. (b) The area of termination is to be determined by the Building Inspector as likely to remain free of standing water, ice and other debris that may prevent the flow and dissipation of unburned gas. (c) The upper inlet and te=ination of the drains to be provided with protection from the entry of debris animals which may cause blockage of the drain. This protection is to be approved by the Building Inspector. 6.) A FINAL INSPECTION OF THE PLACEMENT, BLOCKING, TIEDOWNS, SKIRTING, GRADING and COMPLIANCE WITH ABOVE ITEMS IS REQURIED and APPROVAL GIVEN BY THE BUILDING DEPARTMENT PRIOR TO OCCUPANCY OF THE MANUFACTURED HOME OR OCCUPANCY OF THE BASEMENT. 7.) The Garfield County Zoning Resolution of 1978 with Amendments through December 9,1997, has been amended to read as follows: 2.02.07(1) Building -Conventional and Manufactured: A building constructed or erected on the lot or building site or a factory and built to meet the "International Residential Code", the "Uniform Building Code" or the ''National Manufactured Housing Construction and Safety Standards Act of 1974", has a minimum dimension of twenty (20) feet wide and twenty (20) feet long and meets the local building code requirements for wind speed of 90 mph; anchoring requirements in accordance with installation standards based on the minimum basic wind speeds in miles per hour specified in the IRC & mc; and meets or exceeds the snow load requirements adopted by Garfield County ***CGarfield County requires 40# per square foot up to 7,000 ft. in elevation and certification from the factory is required that ties the snow load to the Manufactured Home's Serial Number). Any building meeting these criteria is defined as a single family dwelling and allowed in any zone district that allows a single-family dwelling. 8.) All work must comply and be inspected by the State of Colorado Division of Housing. MfginstallreqOct2004 ***NOTE: A BUILDING PERMIT WILL NOT BE ISSUED UNTIL WE RECEIVE THE CERTIFICATE. A-1 Heating & Cooling inc. Your plumbing and heating experts Project Summary Entire House A-1 Heating & Cooling Job: Date: By: brad 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1heatinginC@aol.com Web:WWN.a1 heatinginc.com For. mark opstein, family of faith church outreach p.o. box 95, 229 west ave., rifle, co 81650 Phone: 970-625-3844 Notes: Weather. Grand Junction, CO, US Winter Design Conditions Outside db 9 OF Inside db 70 OF Design TD 61°F Structure Ducts Heating Summary 26742 Btuh Btuh Btuh Btuh Btuh Btuh Central vent (73 cfm) Humidification Piping Equipment load 2962 4087 o o 33792 Infiltration Method Construction quality Fireplaces Area (ft') Volume (ft') Air changes/hour EqUiv. AVF (cfm) Heating 2274 18192 0.22 67 Simplified Semi-tight o Cooling 2274 18192 0.11 33 Heating Equipment Summary Make Trade Model GAMAID York York GM9V040A 12UP12 186178 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 95AFUE 40000 Btuh 38000 Btuh 44 OF 933 cfm 0.031 cfm/Btuh o in H20 Summer Design Conditions Outside db 94 OF Inside db 72 OF Design TD 22 OF Daily range H Relative humidity 50 % Moisture difference -29 gr/lb Sensible Cooling Equipment Load Sizing Structure 14861 Btuh Ducts 1118 Btuh Central vent (73 cfm) 1501 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier Equipment sensible load n 0.99 17375 Btuh Latent Cooling Equipment Load Sizing Structure Ducts Central vent (73 cfm) Equipment lalent load Equipment tolal load Req. total capacity at 0.70 SHR -545 Btuh -331 Btuh -1189 Btuh o Btuh 17375 Btuh 2.1 ton Cooling Equipment Summary Make York Trade VELOCITY PLUS, AIRLlNK, QUIETAIR Cond H 1 RD030S06 Coil VC2-2430-HX ARI ref no. 531350 Efficiency Sensible cooling Latent COOling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 13 EER 19600 Btuh 8400 Btuh 28000 Btuh 933 cfm 0.058 cfm/Btuh o in H20 1.00 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -t-f+ VV'right::sofi'-' Comfort Builder byWrightsofl7.1.09 RSU03837 C:\IJsers\GarrielDoo.mlents\Carrier\Tempfa1eldefaullrut Galc= MJ8 Orientation = W 2009-Sep-0114:54:12 Page 1 A-1 Heating & Cooling inc. Your plumbing and heating experts Project Summary (Rest of House) A-1 Heating & Cooling 2342 air port rd., Rille, co 81650 Phone: 970-379-8133 Fey,: 970-625-3877 Email: 81heatinglnC@ao!.comWeb: ................ a1heetinginc.com I For: mark opstein, family of faith church outreach p.o. box 95, 229 west ave., rifle, co 81650 Phone: 970-625-3844 Notes: Ii Weather: Grand Junction, CO, US Job: Date: 8y: brad Winter Design Conditions Summer Design Conditions Outside db 9 OF Inside db 70 of Design TD 61°F Structure Ducts Heating Summary 13926 Btuh Btuh Btuh Btuh Btuh Btuh Central vent (39 cfm) Humidification Piping 1543 o o o Equipment load 15469 Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft') Air changes/hour Equiv. AVF (cfm) Heating 1220 9760 0.22 36 Simplified Semi-tight o Cooling 1220 9760 0.11 18 Heating Equipment Summary Make nJa Trade n/a Model n/a GAMA ID n/a Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat nJa n/a o Btuh o OF o cfm o cfm/Btuh o in H20 Outside db Inside db Design TD Daily range Relative humidity Moisture difference 94 OF 72 OF 22 OF H 50 % -29 gr/lb Sensible Cooling Equipment Load Sizing Structure Ducts Central vent (39 cfm) Blower Use manufacture(s data Rate/swing multiplier Equipment sensible load 8093 Btuh 609 Btuh o Btuh o Btuh n 0.99 8650 Btuh Latent Cooling Equipment Load Sizing Structure Ducts Central vent (39 cfm) Equipment latent load Equipment total load Req. total capacity at 0.70 SHR -292 Btuh -178 Btuh o Btuh o Btuh 8650 Btuh 1.0 ton Cooling Equipment Summary Make nJa Trade nJa Cond n/a Coil nJa ARI ref no. n/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio n/a o Btuh o Btuh o Btuh o cfm o cfm/Btuh o in H20 o Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -+t+-vvright:soft:" Comfort Builder by Wrlghtsofl7.1.09 RSU03837 C:\Users'Carrle\OoQJments\C arrier\Template\default.rut Galc '" MJa Orientation = W 2009-Sep-0114:54:12 Page2 A~1 Heating & Cooling inc. Your plumbing and heating experts Project Summary meeting A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1 heatinginC@aol.com Web: V'MW.a1heatinginc.com For. mark opstein, family of faith church outreach p.o. box 95, 229 west ave., rifle, co 81650 Phone: 970-<325-3844 Notes: Weather. Grand Junction, CO, US Job: Date: By: brad Winter Design Conditions Summer Design Conditions Outside db 9 of Outside db 94 of Inside db 70 of Inside db 72 of Design TD 61 of Design TD 22 of Daily ran~e H Relative umidity 50 % Moisture difference -29 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 12816 Btuh Structure 7917 Btuh Ducts 1420 Btuh Ducts 596 Btuh Central vent (34 cfm) 0 Btuh Central vent (34 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh c,.. •• ; ................... + I ........ ...s .fA"}')C D+ ....... I I ....................... , ,~ ........ +. , .............. ...s ... + .... A-1 Heating & Cooling inc. Your plumbing and t<eating experts AED Assessment Entire House A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax:970-625-3877 Email: a1heatinginC@aol.com Web:www.a1heatinglnc.com For. mark opstein, family of faith church outreach p.o. box 95, 229 west ave., rifle, co 81650 Phone: 970-625-3844 Location: Grand Junction, CO, US Elevation: 4839 It Latitude: 39°N Outdoor: Dry bulb CF) Daily range CF) Wet bulb CF) Wind speed (mph) 5,500 5,000 4,500 4,000 ~ 3,500 Heating 9 15.0 ~ ~~---.~"-~~-.-~ ro Q 3,000 ~ .~ 2,500 a 2,000 1,500 1,000 500-Cooling 94 27 (H ) 61 7.5 Indoor: Indoortemperature CF) Design TD CF) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Hourly Glazing Load Job: Date: By: brad Heating 70 61 35 37.3 oL-~+-~~~-+--~----+---~---+--~----r---+---~--~ 8 9 10 11 .;I' Hourly 12 13 Hour of Day /"' Average 14 15 Maximum hourly glazing load exceeds average by 52.4%, 16 17 18 19 20 /AEDlimll House does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 741 Btuh (PFG -1.3*AFG) Cooling 72 22 50 -28.7 -+t+-\lVright:soft-Comfort Builder by Wrightsoft 7.1.09 RSU03837 C:\Users\CarrielDorumenis\Carrler\Template'defaultrul Calc = MJ8 Orientation = W 2009-Sep-0114:54:12 Page 1 A-1 Heating & Cooling inc. Your plumbing and heating experts AED Assessment (Rest of House) A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1heatinginC@aoLcom Web: VMW,a1heafinginc,com For. mark opstein, family of faith church outreach p.o. box 95,229 west ave., rifle, co 81650 Phone: 970-£25-3844 Location: Grand Junction, CO, US Elevation: 4839 ft Latitude: 39°N Outdoor: Dry bulb CF) Daily range (OF) Wet bulb CF) Wind speed (mph) 2,400 2,200 2,000 1,800 £ 1,600 §, u 1,400 g• rcn 1,200 N ~ " 1,000 800 600 400 200 0 8 9 Heating 9 15.0 10 11 ./Hourly Cooling 94 27 (H ) 61 7.5 • Indoor: I ndoor temperature CF) Design TO (OF) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Hourly Glazing Load 12 13 Hour of Day /"" Average 14 15 16 17 18 /AEDlimlt Maximum hourly glazing load exceeds average by 41.9%. Job: Date: By: brad Heating 70 61 35 37.3 19 20 Cooling 72 22 50 -28.7 Zone does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 847 Btuh (PFG -ALP) -+ \lVrightsofl: Comfort Builder by Wrightsoft 7.1.09 RSU03837 C:\Users\Carriel[Jorumenls\Carrier\TefTlllale\tlefaullrut Calc = MJ8 Orientation = W 2009-Sep-0114:54:12 Page 2 A-1 Healing & Cooling inc. YOllr plumbing and heating e~perts AED Assessment meeting A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1heatinginC@aof.com Web: Wv'M'.a1heatinginc.com Location: For. mark opstein, family of faith church outreach p.o. box 95,229 west ave., rifle, co 81650 Phone: 97Q.B25-3844 Indoor: Grand Junction, CO, US Elevation: 4839 ft Indoor temperature (OF) Design TO ("F) Latitude: 39°N Outdoor: Dry bulb ("F) Daily range (OF) Wet bulb (OF) Wind speed (mph) 2,800 2,600 2,400 2,200 2,000 :2 3 1,800 !'l u• 1,600 ~ ~ 1,400 .~ ~ '" 1,200 1,000 800 600 400 200 0 8 9 Heating 9 15.0 10 11 ,/Houriy Cooling 94 27 (H ) 61 7.5 Relative humidity (%) Moisture difference (gr/lb) Infiltration: Hourly Glazing Load 12 13 Hour of Day /Average 14 15 16 17 18 /AEDjjmlt Maximum hourly glazing load exceeds average by 64.8%. Job: Date: By: brad Heating 70 61 35 37.3 19 20 Cooling 72 22 50 -28.7 Zone does not have adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 1043 Btuh (PFG -ALP) ,~ +t+-vvright:soft--Comfort Builder byWrlghlsoft7.1.09 RSU03837 AC(-=:h C:\lJsers\Carrle\[)ocuments\Carrier\Temp!ateldefaull.rut Calc'" MJ8 Orientation = W 2009-Sep-0114:54:12 Page 3 A~ 1 Healing & Cooling Inc. Your plumbing and h@atinge'peru; Right-J® Worksheet Entire House A-1 Heating & Cooling 2342 air portrd Rille co 81650 Phone·97()"'379-8133 Fax· 970-625-3877 Email· a1healinginC@aolcom Web·"""""",a1heatinginccom " 1 Room name Entire House 2 Exposed wall 213.0 ft 3 Ceiling height 8.0 ft d 4 Room dimensions 5 Room area 2274.0 ft2 Ty Construction U-value Or HTM Area (W) Load number (Btuhfft2-QF) (Btuhlft2) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool 6 L 12C-Osw 0.091 n 5.55 2.31 248 224 1243 517 4A5-2ov 0.470 n 28.67 15.11 24 0 688 363 L 12C-Osw 0.091 e 5.55 2.31 576 534 2964 1232 11PO 0.290 e 17.69 8.80 42 42 743 370 11 L 12C-Osw 0.091 s 5.55 2.31 304 280 1554 646 4A5-2ov 0.470 s 28.67 22.79 24 0 688 547 b 12C-Osw 0.091 w 5.55 2.31 576 453 2515 1045 4A5-2ov 0.470 w 28.67 38.08 60 0 1720 2285 11PO 0.290 w 17.69 8.80 63 63 1114 554 C 16B·30ad 0.032 1.95 1.72 2274 2274 4439 3919 F 19A~19bswp 0.049 -2.34 0.86 2274 2274 5327 1956 6 c) AED excursion 741 Envelope loss/gain 22996 14173 12 a) Infiltration 3747 688 b) Room ventilation 0 0 13 Internal gains: Occupants@230 0 0 Appliances @1200 0 0 Subtotal (lines 6 to 13) 26742 14861 less external load 0 0 less transfer 0 0 Redistribution 0 0 14 Subtotal 26742 14861 15 Duct loads 11% 8% 2962 1118 Total room load 29705 15979 Air reqUired (cfm) 933 933 Job: Date: By: brad meeting 99.0 ft 8.0 ft P 1054.0 ft2 Area (ft~ Load or perimeter (ft) (Btuh) Gross N/P/S Heat Cool 248 224 1243 517 24 0 688 363 272 230 1277 531 42 42 743 370 0 0 0 0 0 0 0 0 272 215 1193 496 36 0 1032 1371 21 21 371 185 1054 1054 2057 1816 1054 1054 2469 907 1043 11075 7597 1741 320 0 0 0 0 0 0 12816 7917 0 0 0 0 0 0 12816 7917 11% 8% 1420 596 14236 8513 447 496 Printout certified by ACCA to meet all reguirements of Manual J 8th Ed, -+f-t-vvright:::se>ft:: -Comfort Builder by Wrightsoft 7.1.09 RSU03837 C:\Users\CarrielDoruments\Carrier\Template\default.rut Calc'" MJ8 Orientation'" W 2009-Sep-0114:54:12 Page 1 A-l Heating & Cooting Inc. Your plumbing ~nd hea~n9 e,p.rts Right-J® Worksheet Entire House A-1 Heating & Cooling 2342 air portrd Rille 00 81650 Phone· 970-379-B133 Fax·970-625-3877 Email· a1heatinginC@aoloom Web·WoNWa1healingincoom 1 Room name (Rest of House) 2 Exposed wall 114.0 ft 3 Ceiling height 8.0 ft P 4 Room dimensions 5 Room area 1220.0 ft" Ty Construction U-value Or HTM Area (ft~ load number (Btuhlft'·"F) (Btuhlft~ or perimeter (ft) (Btuh) Heat Cool Gross NIPIS Heat Cool 6 L 12C-Osw 0.091 n 5.55 2.31 a a a a 4A5-2ov OA70 n 28.67 15.11 a a a a L 12C-Osw 0.091 e 5.55 2.31 304 304 1688 701 11PO 0.290 e 17.69 8.80 a a a a 11 L 12C-Osw 0.091 s 5.55 2.31 304 280 1554 546 4AS-20v 0.470 s 28.67 22.79 24 a 688 547 b 12C-Osw 0.091 w 5.55 2.31 304 238 1321 549 4A5-20v OA70 w 28.67 38.08 24 a 688 914 11PO 0.290 w 17.69 8.80 42 42 743 370 C 16B-30ad 0.032 . 1.95 1.72 1220 1220 2381 2102 F 19A-19bswp 0.049 . 2.34 0.86 1220 1220 2858 1049 6 c) AED excursion 847 Envelope loss/gain 11921 7725 12 a) Infiltration 2005 368 b) Room ventilation a a 13 Internal gains: Occupants@230 a a Appliances @1200 a a Subtotal (lines 6 to 13) 13926 8093 Less external load a a Less transfer a a Redistribution a a 14 Subtotal 13926 8093 15 Duct loads 11% 8% 1543 609 Total room load 15469 8702 Air required (cfm) 486 507 Job: Date: By: brad AIea or perimeter Gross NIPIS Printout certified by ACCA to meet all reguirements of Manual J 8th Ed . .r~' +t+-""right:.soof't:· ComfortBuilderbyWright sofl. 7.1.09 RSU03837 f,CC1".. C:\Users\CarrlelDocuments\Carrier\Templaleldefaultrut Calc'" MJ8 Orientation'" W Load Heat Coo! 2009-Sep-0114:54:12 Page 2 A-1 Heating & Cooling Inc YO"' plumbing an~ "e.~"g .,p ...... Right-J® Worksheet (Rest of House) A-1 Heating & Cooling 2342 air port rd., Rifle, 00 81650 Phone: 970-379-8133 Fax:970-625-3877 Email: a1heatinginC@aoLoom Web:www.a1heatinginc.oom 1 Room name (Rest of House) 2 ExfXlSed wall 114.0 ft 3 Ceiling height 8.0 ft P 4 Room dimensions 5 Room area 1220.0 ftZ Ty Construction U-value Or HTM Area (fP) Load number (Btuhlft2--~F) (BtuhfftZ) Of perimeter (ft) (Btuh) Heat Cool GITlSS NIP/S Heat Cool 6 L 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 4A5-2ov 0.470 n 0.00 0.00 0 0 0 0 "La 12C-Osw 0.091 e 5.55 2.31 304 304 1688 701 11PO 0.290 e 0.00 0.00 0 0 0 0 11 L 12C-Osw 0.091 S 5.55 2.31 304 280 1554 646 4A5-2ov 0.470 S 28.67 22.79 24 0 688 547 b 12C-Osw 0.091 w 5.55 2.31 304 238 1321 549 4A5-2ov 0.470 w 28.67 38.08 24 0 688 914 11PO 0.290 w 17.69 8.80 42 42 743 370 C 16B-30ad 0.032 1.95 1.72 1220 1220 2381 2102 F 19A-19bswp 0.049 2.34 0.86 1220 1220 2858 1049 6 c) AED excursion 847 Envelope loss/gain 11921 7725 12 a) Infiltration 2005 368 b) Room ventilation 0 0 13 Intemal gains: Oxupants@230 0 0 Appliances @1200 0 0 Subtotal (lines 6 to 13) 13926 8093 Less extemal load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 13926 8093 15 Duct loads 11% 8% 1543 609 Total room load 15469 8702 Air required (cfm) 486 507 Job: Date: By: brad storage 13.0 ft 8.0 ft heaUcool 13.0 x 7.0 ft 91.0 ftZ Area (ft~ Load or perimeter (ft) (Btuh) GITlSs NIPIS Heat Cool 0 0 0 0 0 0 0 0 104 104 577 240 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 91 91 178 157 91 91 213 78 -4 968 471 229 42 0 0 0 0 0 0 1197 513 0 0 0 0 0 0 1197 513 11% 8% 133 39 1329 551 42 32 Printout certified by ACCA to meet all reguirements of Manual J 8th Ed. -+t+-""right:s;ooft: -Comfort Builder byWrightsoft 7.1.09 RSU03837 C:lJJsers\CarrielDoo.Jn1enls\Carrier\Template'defaull.rut Calc= MJ8 Orientation'" W 2009-Sep-0114:54:12 Page 3 A-1 Heating & CoolIng inc YOL!' plumbing and heating e,p.rts Right-J® Worksheet (Rest of House) A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax:970-625-3877 Email: a1heatinginC@aol.com Web:www.a1heatinglnc.com 1 Room name women 2 ExPJSed wall o ft 3 Ceiling height 8.0 ft heaVcool 4 Room dimensions 7.0 x 9.0 ft 5 Room area 63.0 ft2 Ty Construction U-value Or HTM Area (ft~ Load number (Btuhlft2..°F) (Btuhlft~ or perimeter (ft) (Btuh) Heat Cool Gross NiPiS Heat Cool 6 L 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 4A5-2ov OA70 n 0.00 0.00 0 0 0 0 L 12C-Osw 0.091 e 5.55 2.31 0 0 0 0 11PO 0.290 e 0.00 0.00 0 0 0 0 11 L 12C-Osw 0.091 s 5.55 2.31 0 0 0 0 4A5-20v 0.470 s 28.67 22.79 0 0 0 0 b 12C-Osw 0.091 w 5.55 2.31 0 0 0 0 4A5-2ov OA70 w 28.67 38.08 0 0 0 0 11PO 0.290 w 17.69 8.80 0 0 0 0 C 16B-30ad 0.032 -1.95 1.72 63 63 123 109 F 19A-19bswp 0,049 2.34 0.86 63 63 148 54 6 c) AED excursion -1 Envelope loss/gain 271 161 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants@230 0 0 Appliances @1200 0 0 Subtotal (lines 6 to 13) 271 161 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 271 161 15 Duct loads 11<1/0 8% 30 12 Total roorn load 301 173 Air required (cfm) 9 10 Job: Date: By: brad men o ft 8.0 ft heaVcool 7.0 x 8.0 ft 56.0 fl2 Area (ft') Load or perimeter (ft) (Btuh) Gross N/P/S Heat Cool 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 56 109 96 56 56 131 48 -1 240 143 0 0 0 0 0 0 0 0 240 143 0 0 0 0 0 0 240 143 11% 8% 27 11 267 154 8 9 Printout certified by ACCA to meet all reguirements of Manual J 8th Ed. --t-f4-'VU'right:soft::--Comfort BuUder by Wrighlsoft 7.1.09 RSU03837 C:lJJsers\Carrie\Oocuments\CarrierITemplateldefauttrut Calc= MJB Orientation = W 2009-Sep-01 14:54:12 Page 4 A-1 Heating & Cooling inc. YO"' plumbing and h~.~ng experts Right-J® Worksheet (Rest of House) A-1 Heating & Cooling 2342 air portrd ., Rffte co 81650 Phone' 970-379-8133 Fax' 970-625-3877 Email' a1heatinginC@aolcom Web'WNWa1heatinginccom 1 Room name hall 2 Exposed wall 13.0 ft 3 Celling height 8.0 ft heaUcoo/4 Room dimensions 1.0 x 193.0 ft 5 Room area 193.0 ft2. Ty Construction U-value Or HTM Area (ft~ Load number (Btuhfft2..°F) (Btuhfft2) Of perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool 6 L 12C-Osw 0.091 n 0.00 0.00 a a a a 4A5-2ov 0.470 n 0.00 0.00 0 0 0 0 L 12C-Osw 0.091 e 5.55 2.31 0 a 0 0 t1PO 0.290 e 0.00 0.00 0 0 a 0 11 L 12C-Osw 0.091 s 5.55 2.31 0 0 0 0 4A5-2ov 0.470 s 28.67 22.79 0 0 0 0 b 12C-Osw 0.091 w 5.55 2.31 104 71 394 164 4A5-2ov 0.470 w 28.67 38.08 12 0 344 457 11PO 0.290 w 17.69 8.80 21 21 371 185 C 16B-30ad 0.032 -1.95 1.72 193 193 377 333 F 19A-19bswp 0.049 -2.34 0.86 193 193 452 166 6 c) AEO excursion 304 Envelope loss/gain 1938 1608 12 a) Infiltration 229 42 b) Room ventilation a 0 13 Internal gains: Oxupants@230 0 a Appliances @1200 a 0 Subtotal (lines 6 to 13) 2167 1650 Less extemalload 0 0 Less transfer 0 a Redistribution a a 14 Subtotal 2167 1650 15 Duct loads 11% 8% 240 124 Total room load 2407 1774 Air required (cfm) 76 103 Job: Date: By: brad class room 1 40.0 ft 8.0 ft heat/cool 25.0 x 15.0 ft 375.0 fF Area (ft') Load Of perimeter (ft) (Btuh) Gross N/P/S Heat Cool 0 0 0 0 0 0 a 0 200 200 1110 461 0 0 0 0 120 120 666 277 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0 0 375 375 732 646 375 375 878 323 -16 3387 1691 704 129 0 0 0 0 a 0 4090 1820 0 a 0 a a 0 4090 1820 11% 8% 453 137 4543 1957 143 114 Printout certified by ACCA to meet all reguirements of Manual J 8th Ed. ,~~ -+t+-VV'right:s:cot"t:· Comfort Builder by Wrightsoft 7.1.09 RSU03837 /:CCh C:lJJsers\Carrie\[)oruments\Carrier\Templateldefault.rut Galc = MJ8 Orientation = W 2009-Sep-01 14:54:12 PageS A-1 Heating & Cooling inc YO"' plumbing and hea~ng ",ports Right-J® Worksheet (Rest of House) A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1heatinginC@aol.com Web:'M'.W.a1heatinginc.com 1 Room name class room 2 2 Exposed wall 41.0 ft 3 Ceiling height 8.0 ft heaUcool 4 Room dimensions 25.0 x 16.0 ft 5 Room area 400.0 ft2 Ty Construction U-value 0, HTM Area (ft~ Load number (Btuhlft2..QF) (Btuhlft~ 0' perimeter (ft) (Btuh) Heat Cool Gcoss NIPIS Heat Cool 6 L 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 4A5-2ov 0.470 n 0.00 0.00 0 0 0 0 L 12C-Osw 0.091 e 5.55 2.31 0 0 0 0 11PO 0.290 e 0.00 0.00 0 0 0 0 11 L 12C-Osw 0.091 s 5.55 2.31 128 104 577 240 4A5-2ov 0.470 s 28.67 22.79 24 0 688 547 b 12C..Qsw 0.091 w 5.55 2.31 200 167 927 385 4A5-2ov 0.470 w 28.67 38.08 12 0 344 457 l1PO 0.290 w 17.69 8.80 21 21 371 185 C 16B-30ad 0.032 1.95 1.72 400 400 781 689 F 19A-19bswp 0.049 2.34 0.86 400 400 937 344 6 c) AED excursion 568 Envelope Joss/gain 4626 3415 12 a) Infiltration 721 132 b) Room ventilation 0 0 13 Internal gains: Occupants@230 0 0 Appliances@1200 0 0 Subtotal (lines 6 to 13) 5347 3547 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 5347 3547 15 Duct loads 11% 8% 592 267 Total room load 5939 3814 Air required (cfm) 187 = Job: Date: By: brad utility 7.0 ft 8.0 ft heaUcool 6.0 x 7.0 ft 42.0 ft2 Area (ft~ Load '" perimeter (ft) (Btuh) Gross NIPIS Heat Coo 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 56 311 129 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 42 42 82 72 42 42 98 36 -2 491 235 123 23 0 0 0 0 0 0 614 258 0 0 0 0 0 0 614 258 11% 8% 68 19 682 277 21 16 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ~ -t-f-t-vvright:sooft;:' Comfort Builder byWrightsoft7.1.09 RSU03837 ACch C:\Users\CarrielDoa.Jments\Carrier\Templateldefault.rut Calc"" MJ8 OrIentation"" W 2009-Sep-01 14:54:12 PageS A-1 Heating & Cooling inc. Your plumbing and neating ~.perts Right-J® Worksheet meeting A-1 Heating & Cooling 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 Email: a1heatinginC@aol.com Web: """""".a1heatinginc.com 1 Room name meeting 2 Exposed wall 99.0 ft 3 Ceiling height 8.0 ft P 4 Room dimensions 5 Room area 1054.0 ft2 Ty Construction U-value Or HTM Area (ft~ Load number (Btuhlft.2..°F) (Btuhlft~ or perimeter (ft) (Btuh) Heat Coo Gross NIPIS Heat Cool 6 L 12C-Osw 0.091 n 5.55 2.31 24B 224 1243 517 4A5-2ov 0.470 n 28.67 15.11 24 0 6BB 363 '1:.-0 12C-Osw 0.091 e 5.55 2.31 272 230 1277 531 11PO 0.290 e 17.69 8.80 42 42 743 370 11 L 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 4A5-20v 0.470 s 0.00 0.00 0 0 0 0 b 12C-Osw 0.091 w 5.55 2.31 272 215 1193 496 4A5-2ov 0.470 w 28.67 38.08 36 0 1032 1371 11PO 0.290 w 17.69 B.BO 21 21 371 1B5 C 16B-30ad 0.032 -1.95 1.72 1054 1054 2057 1816 F 19A-19bswp 0.049 2.34 0.86 1054 1054 2469 907 6 c) AED excursion 1043 Envelope losslgain 11075 7597 12 a) Infiltration 1741 320 b) Room ventilation 0 0 13 Internal gains: Occupants@230 0 0 Appliances @1200 0 0 Subtotal (lines 6 to 13) 12816 7917 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 12816 7917 15 Duct loads 11% 8% 1420 596 Total room load 14236 8513 Air required (cfm) 447 496 Job: Date: By: brad meeting room 99.0 ft 8.0 ft heatlcool 34.0 x 31.0 ft 1054.0 fF Area (W) Load or perimeter (ft) (Btuh) Gross N/P/S Heat Cool 24B 224 1243 517 24 0 6BB 363 272 230 1277 531 42 42 743 370 0 0 0 0 0 0 0 0 272 215 1193 496 36 0 1032 1371 21 21 371 1B5 1054 1054 2057 1816 1054 1054 2469 907 1043 11075 7597 1741 320 0 0 0 0 0 0 12816 7917 0 0 0 0 0 0 12816 7917 11% 8% 1420 596 14236 8513 447 496 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. -+t+-vv.-ight:s...,ft; -ComfortBuilderbyWrightsofl.7.1 .09 RSU03837 C:\Users\CarrielDorumenfs\Carrier\Templaleldefaull.rut Ca!c = MJB Orienlalion = W 2009-Sep-01 14:54:12 Page 7 Level 2 Job#: Performed by brad for: A-1 Heating & Cooling Scale: 1 : 126 mark opstein 2342 air port rd. Page 1 p.o. box 95, 229 west ave. Comfort Builder by Wrightsoft rifle, co 81650 Rifle, co 81650 7.1.09 RSU03837 Phone: 970-625-3844 Phone: 970-379-8133 Fax: 970-625-3877 2009-Sep-01 15:02:32 WWW.8 1 heatinginc.com a1 heatinginc@aol.com C:\Users\Canie\Oocuments\Carrier\Te ... ~ 99 dm ~ 99 elm II 'I ii ______ _ II I] ~ 9gdm basement storage 42 cfm women y>--~. meetinb room ~ 1003fd~m_+l--~ m dm hall ~ 99 elm ~ 99 cfm 71 cfm 71 dm class room 1 class room 2 'I ..: Ii-I_ ~ ___~ ~ ____~ ___-L_~Q:~~·'0 :'::,:"m/II ~ 111 elm ~ 111 dm Job#: Performed by brad for: mark opstein p.o. box 95, 229 west ave rifle, co 81650 . Phone: 970-625-3844 A-1 Heating & Cooling 2342 air port rd. Rifle, co 81650 Phone: 970-379-8133 Fax: 970-625-3877 www.a1heatinginc.coma1heatinginc@aol.com Scale: 1 : 126 Page 2 Comfort Builder by Wrightsoft 7.1.09 RSU03837 2009-Se~115:02:32 C:\Users\Canie\Oocuments\Carrier\ T e ... A-1 Heating & Cooling inc. Your plumbing and heating experts Duct System Summary Entire House A-1 Heating & Cooling Job: Date: By: brad 2342 air port rd., Rifle, co 81650 Phone: 970-379-8133 Fax:970-625-3877 Email:a1heatinginC@aoLcom Web:WJvW,a1heatinginc.com For. mark opstein, family of faith church outreach p.o. box 95, 229 west ave., rifle, co 81650 Phone: 970-625-3844 Extemal static pressure Pressure losses Available static pressure Supply /retum available pressure Lowest friction rate Actual air flow Total effective length (TEL) Design Name (Stuh) class room 1-A h 979 classroom1-B h 979 dass room 2 C 1907 class room 2-A C 1907 hall C 1774 meeting room C 1703 meeting room-A C 1703 meeting roorrrB C 1703 meeting room-C C 1703 meefing room-D C 1703 meo C 154 storage h 551 utility h 277 womeo C 173 Htg (cfm) 71 71 93 93 76 89 89 89 89 89 8 42 21 9 Clg (cfm) 57 57 111 111 103 99 99 99 99 99 9 32 16 10 Heating o in H20 o in H20 o in H20 0.00/0.00 in H20 o in/100ft 933 cfm Design Diam FR (in) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 396 ft HxW (in) OxO OxO OxO OXO OxO OxO OxO OxO OxO OxO OxO OxO OxO OxO Trunk Htg Clg Design Veloc Diam Name Type (cfm) (cfm) FR (fpm) st1 Peak AVF 933 1003 0 -+1+ vvright:soft" Comfort Builder byWrightsofl:7.1.0S RSU03837 C:\lJsers\Carrie\Documenls\C arrler\Templale'defautlrut Galc= MJ8 Orientation = W (in) 0 0 Cooling o in H20 o in H20 o in H20 0.00/0.00 in H20 o in/100ft 933 cfm Duct Actual Mati Ln (ft) ShMt 28.0 ShMt 16.0 ShMt 23.0 ShMt 35.0 ShMt 47.0 ShMt 74.0 ShMt 64.0 ShMt 54.0 ShMt 55.0 ShMt 72.0 ShMt 40.0 ShMt 40.0 ShMt 3.0 ShMt 34.0 Ftg.Eqv Ln (ft) 175.0 175.0 175.0 175.0 175.0 200.0 210.0 230.0 220.0 200.0 165.0 175.0 175.0 165.0 HxW Duct (in) Material o x 0 ShtMeti Trunk st1 st1 st1 st1 st1 st1 st1 st1 st1 st1 st1 st1 st1 st1 Trunk 2009-Sep-0114:54:13 Page 1 Grill Htg Clg TEL Design Veloc Name Size (in) (cfm) (cfm) (tt) FR (fpm) rb2 OxO 933 1003 112.0 0 -+J+ vvrightsoft'·· Comfort Builder by Wrightson 7.1.09 RSU03B37 C:\Users\CarrielDocuments\Carrier\Tem plate\defauttrut Calc= MJ8 Orientation = W Diam HxW (in) (in) 0 0 Ox 0 Stud/Joist Opening (in) Duct Mati Trunk ShMt 2009-Sep-0114:54:13 Page2 Form No. GWS-25 APPLICANT OFFICE OF THE STATE ENGINEER COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg., 1313 Sherman St., Denver, Colorado 80203 (303) 866·3581 WELL PERMIT NUMBER __-'S'-'.7..cc78"-'1'---__-·. .F... _· DIV.5 WD39 DES. BASIN MD EXST Lot: 2 Block: Filing: Subdiv: GEORGE MCCUNE EXEMPTION (RESOLUTION #94-124) FAMILY OF FAITH CHURCH OUTREACH PO BOX 95 RIFLE, CO 81650-APPROVED WELL LOCATION GARFIELD COUNTY SE 1/4 SE 1/4 Section 36 Township 5 S Range 93 W Sixth P.M. DISTANCES FROM SECTION LINES 500 Ft. from South 125 Ft. from East Section Line Section Line (970) 625-3844 UTM COORDINATES (Meters,Zone:13,NAD83) CHANGE/EXPANSION OF USE OF AN EXISTING WELL Easting: Northing: .~"""-,'-'=!.!,,,,,,,,,,,,-,,,,,,,,,~~,,=,,,.L.!:>. "'-'='''''''-!''!!''!'>''-!.!.'''-'±~ ____ '''--_. ____ --''._ .. ___ ._, ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITIONS OF APPROVAL 1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit does not ensure that ~o injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance with the ,Water Well Construction Rules 2 CCR 402-2, unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved pursuant to CRS 37-90~137(2) for the expansion of use of an well, appropriating ground water tributary to the Colorado River, on the condition that the well shall be operated only when the West Divide Water Conservancy District's substitute water supply plan, approved by the State Engineer, is in effect, and when a water allotment contract between the well owner and the West Divide Water Conservancy District for the release of replacement water from Ruedi Reservoir is in effect, or under an approved plan for augmentation. WDWCD contract #080721FFC(a). 4) Approved as a well on a tract of land of 10.84 acres described as that portion of the SE 1/4 of the SE 1/4, Sec. 36, Twp. 5 South, Rng. 93 West, 6th P.M., (aka parcel no. 2, George McCune Exemption, Resolution no. 94-124), Garfield County, more particularly described on the attached exhibit A. Further identified as 2730 US Highway 13, Rifle, CO 81650. 5) Approved for the use of, an existing well, constructed on July 16, 2001, to a depth of 185 feet, with a pump being installed December 16, 2002 under permit no. 233554 (canceled). Issuance of this permit hereby cancels permit no. 233554. 6) The use of ground water from this well is limited to fire protection, drinking and sanitary facilities for a commercial business (church), ordinary household purposes inside one (1) single family dwelling, and the irrigation of not more than 2,000 square feet (0.05 of an acre) of gardens, lawns and landscaping. All use of this well will be curtailed unless the water allotment contract or a plan for augmentation is in effect. This well is known as FFC Well. 7) The pumping rate of this well sh~rr not exceed 15 GPM. 8) The average annual amount of ground water to be appropriated shall not exceed 3.21 acre-feet (1,045,979 gallons). 9) The owner shall mark the well in a conspi~uous place with well permit number(s), name of the aquifer, and court case number(s) as appropriate. The owner shall take necessary means and precautions to preserve these markings. 10) This well shall be constructed not more than 200 feet from the location specified on this permit and at least 600 feet from any existing well, completed in the same aquifer, that is not owned by the applicant, excluding well permit no. 233554 (spacing waivers submitted by the well owners). 11) A totalizing flow meter must be installed on this well and maintained in good working order. Permanent records of all diversions must be maintained by the well owner (recorded at least annually) and submitted to the Division Engineer upon request. NOTE: Parcel Identification Number (PIN): 23-2127-313-00-228 ,J!.--?--o--.. ?-v---NOTE: Assessor Tax Schedule Number: R210887 APPROVED DMW Receipt No. 9503149 DATE ISSUED 12-12-2008 By EXPIRATION DATE Form No. GWS-2 6/2006 STATE OF COLORADO DIVISION OF WATER RESOURCES OFFICE OF THE STATE ENGINEER 821 Centennial Bldg., 1313 Sherman St., Denver, Colorado 80203 (303) 866-3581 Fax (303) 866-3589 NON-EXEMPT WELL PERMIT INFORMATION, PERMITS APPROVED PURSUANT TO CRS 37-90-137(2) Carefully read the conditions of approval on your well permit. The conditions and the information on this information sheet must be complied with in order for the permit to remain valid. THE ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT The well permit number is located in the upper right corner of the permit, and the expiration date is located in the lower right corrter:--THE WELL PERMIT EXPIRATION DATE IS ONE YEAR FROM THE DATE ISSUED. Evidence of well construction and pump installation must be received on appropriate forms PRIOR TO THE EXPIRATION DATE OF THE PERMIT. The required forms are the Well Construction and Test Report (Form No. GWS-31), and the Pump Installation and Test Report (Form-No. GWS-32). There are penalties if evidence oLwel1 construction and pump installation is not received prior to the expiration date. The licensed contractor or well owner (under the private driller or pump installer statutes and rules) performing the work is responsible for completing the appropriate form(s) and submitting it to the Division of Water Resources. The expiration date of the permit may be extended one time only for a period not to exceed one year for good cause shown, at the discretion of the State Engineer. If an extension of time is necessary to construct the well and/or install pumping equipment. the owner must file a written request for the extension. alonq with a $60 filinq fee. The request and fee must be received by the State Enqineer prior to the expiration date. The request must state why the well has not been constructed and/or pumping equipment installed, and must include an estimate of time required to construct the well and/or install pumping equipment. Water well construction and pump installation contractors are licensed in Colorado to perform these specialized tasks. It is illegal for individuals who do not hold these licenses to construct wells and install pumping equipment in or on wells. The well must be constructed and pumping equipment installed by contractors with current license{s) issued by the State of Colorado unless exempted as described on the reverse side. Additional information regarding well construction, pump installation, required testing and well plugging and sealing regulations are found on the reverse side of this sheet. You have been provided with at least one copy of the well permit. Keep a copy for your records. At least one copy has been sent to the well driller if you indicated a driller license number on the application. You may make additional copies for the well driller if you select one different from the one indicated in your application. The original permit is on file in our Denver office Records Section. Copies may be obtained for a fee of 50 cents per page. Statutes require that any change of mailing address or ownership be reported to the State Engineer. Use Form No. GWS-11. There is no filing fee. If you have questions, contact the Denver Office, or the Division Office in the area where your well is located. Division 1 Division 2 Division 3 Division 4 810 91h SI.. Ste. 200 310 E. Abriendo Ave Ste B 301M urphy Drive 1871 East Main SI. Greeley, CO 80631 Pueblo, CO 81004 Alamosa, CO 81101 Montrose, CO 81401 (970) 352-8712 Fax (970) 392-1816 (719) 542-3368 Fax (719) 544-0800 (719) 589-6683 Fax (719) 589-6685 (970) 249-6622 Fax (970) 249-8728 Division 5 Division 6 Division 7 Denver Office Direct mail to Box 396 Direct mail to Box 773450 701 Camino Del Rio 1313 Sherman SI. Rm. 818 Glenwood SP9S co 81602 505 Anglers Dr. Suite 101 50633 U.S. Hwy 6 & 24 Steamboat Spgs. CO 80477 Ste.205 Denver, CO 80203 Glenwood Spgs .. CO 81601 (970) 879-0272 Durango, CO 81301 (303) 866-3581 (970) 945-5665 Fax (970) 879-1070 (970) 247-1845 Fax (303) 866-3589 Fax (970) 945-8741 Call First Fax (970) 259-0944 WELL CONSTRUCTION AND PUMP INSTALLATION BY THE WELL OWNER You may construct the well and/or install pumping equipment yourself if the well is for your own use, is on property you own, and is constructed or pumping equipment is installed with equipment owned and operated by you. It is your responsibility to complete and submit the Well Construction and Test Report (Form No. GWS-31) and/or the Pump Installation and Test Report (Form No. GWS-32). These forms are available from our website at the following link: http://www.water.state.co.us/pubs/wellforms.asp. or from any Division of Water Resources office. The well must be constructed and the pumping equipment installed in accordance with the well construction standards of the Board. The WATER WELL CONSTRUCTION RULES and BOARD OF EXAMINERS RULES can be obtained from our website at the following link: http://www.water.state.co.us/pubslrule reg.asp. or purchased from any Division of Water Resources office for a small fee. These Rules cover the minimum requirements for well construction, pump installation, disinfection, plugging and sealing and contractor licensing regulations. If you are constructing your own well or installing pumping equipment, it is recommended that you obtain a copy of these Rules for reference. The well construction and pump installation reports including testing of well yields and pumping systems must be submitted to the office of the State Engineer by the respective contractors within sixty (60) days of completion of the work or prior to the expiration date of the permit, whichever is earlier. Your contractor(s) must provide you with a copy of the work report(s) filed with the State Engineer. RULE 12 WELL TESTING 12.1 General -The provisions of this rule establish minimum standards for the testing of water wells. Every well constructed for the purpose of producing ground water shall be tested to determine: a. a stabilized yield for the well; and b. the production rate of the equipment installed when the well is placed into service. 12.2 Well Yield Test -The yield of a well shall be determined as a stabilized production rate where the withdrawal rate and the drawdown do not change by more than 10 % during the last hour of the test. The test shall demonstrate that either: a. the well is capable of producing the permitted pumping rate for the well; or b. that the maximum yield of the well is less than the permitted production rate. 12.3 Responsibility for Well Yield Test -Well construction contractors are responsible for performing the well yield test and submitting the test data to the State Engineer. If the construction contractor also installs the production equipment, the well yield test may be combined with the production equipment test, provided that the test meets the requirements of Rule 12.2. The construction contractor may forgo the well yield test if he can show that a licensed pump installer will perform the well yield test with the permanent production equipment within thirty (30) days of completion of construction of the well. If the pump installation contractor performs the well yield test, he/she shall submit the test information on the Pump Installation and Test Report. 12.4 Production Equipment Test -The production equipment installed in wel!s shall be tested to ensure it is functioning as designed. The test shall demonstrate the production capacity of the equipment as actually installed in the well. It is the responsibility of the person installing the pumping system to ensure that the production from the well complies with the conditions of the permit. 12.5 Responsibility for Production Equipment Test -Pump installation contractors are responsible for testing the production equipment installed in a well upon completion of their work. If the well construction contractor determined the well yield and submitted a report, the pump installer need not perform another well yield test. If the pump installer does not perform a well yield test with the permanent production eqUipment, he shall perform a production equipment test and report the data (results) to the State Engineer on the Pump Installation and Test Report. Wells to be plugged and sealed must be plugged in accordance with of the Water Well Construction Rules. A Well Abandonment Report, Form No. GWS-9 must be submitted to confirm plugging and sealing of the well. This form is available from our website at the following link: http://www.water.state.co.us/pubs/wellforms.asp. or from any Division of Water Resources office. The specific rules for plugging and sealing wells are found on the reverse side of the Well Abandonment Report form, or under Rule 16 of the Water Well Construction Rules. water@wdwed.org wclwed.org July 24, 2008 Pastor Mark Opstein FFC Outreach P. O. Box 95 Rifle, CO 81650 Pastor Opstein: WEST D!VIDE WATER CONSERVANCY DISTRICT 109 WEST FOURTH STREET 1'. O. BOX 1478 RIFLE, COLORADO 81650-1478 Tel: 970-625-5461 Fax: 970·625·2796 Enclosed is your approved contract #08072IFFC(a). This contract was approved with the caveat that in the near future the Colorado Division of Water Resources may shrink the Area A line in the Rifle and Elk Creek areas which would put injeopardy West Divide's ability to augment your well. We do not know the exact timing of this action, but are currently working on mitigating any negative impact to water users in these areas with an agreement with Farmers Irrigation Company to bring additional augmentation water into the Rifle and Elk Creek areas. We hope to have this program in place within the next year. West Divide obtains its augmentation water from a number of sources and operates its water supply program pursuant to a Temporary Substitute Supply Plan (TSSP) approved annually by the State Engineer's Office. TSSPs are common for water conservancy districts and West Divide has operated pursuant to a TSSP for several years with no significant reliability issues. Federal policy relating to endangered species, environmental concerns, and forces of nature are always such that no source of water can be guaranteed during any season or from year to year. Please read the contract carefully if you have not already done so, but please especially note paragraph 2 concerning availability of water. This water allotment contract may require you to obtain a well permit from the State Engineer's office. Once your well is drilled you are required to install a measuring device and submit a meter reading to West Divide, upon request. Non-compliance with measuring and reporting requirements are grounds for cancellation of your water allotment contract with West Divide. This could result in action by the State Engineer which could prevent your further use of your well. Sincerely yours, ~ ~ \f\\ctcid~~~._ JMM~ddock Enclosure cc Division No.5 Water Resources w/enclosure Kerry D. Sundeen, Hydrologist w/enclosure Samuel B. PoUer, President Kelly Couey, Vice President Robert J. Zanella, Secretary Bruce E. Wampler, Treasurer Dan Harrison, Director APPLICATION TO LEASE WATER FROM WEST DIVIDE WATER CONSERVANCY DISTRICT 109 West Fourth Street, P. O. Box 1478, Rifle, Colorado 81650 1. APPLICANT INFORMATION Nrune:~~ _ -6F~F~C~o~u~tr~e;ac~h~ ___________________ ___ Mailing address: ~P,;.~O~'..;B~o;x~9~5~",=", _______ _ Rifte, Colorado 81650 Telephone: 970-625-3844 Authorized agent: Mark Opstein, Pastor & President 2. COURT CASE #s: Decree Case No. _________ _ Augmentation Plan Case No. _____________ _ 3. USE OF WATER RESIDENTIAL Number of main residences: No. ADU's --cc--Subdivision: No. constructed units: No. vacant lots Home garden/lawn irrigation of -ZOOO total sq. ft. Method of irrigation: flood ___ sprinkler~ othcr __ _ Non~comillercial animal watering of animals Fire Protection _x __ Evaporation: Maximum water surface to be exposed: --c--,--,-Description of any use, other than evaporation, and method of diversion, rate of diversion, and annual amount of diversion of any water withdrawn from the pond: ~ ____________ _ Welf Sharillg Agreement/or IIlllltip/e oWller welfs 1II11.5t be submitte(ll! greater llulII two (}IVm.ml, applicatioll IIlIlSt be Illade tinder II homeowllers association. COMMERCIAL Number of units: x Total sq. ft. of commercial units: 12,000 Description of use: Church. Congregation of 200. Basic kitchen. 6 basic bathrooms (sink and toilet) INDUSTRIAL Description of use: ~ ________________ ~ Evaporation: Maximum water surface to be exposed:.-.---o--:-;:-_c-__ DeSCription of any use, other than evaporation, and method of diversion, rate of diversion, and annual amount of diversion of any water withdrawn fromthepond: ________________________ ~ _ MUNICIPAL Description ofuse: _____________________ __ DIRECT PUMPING Tributary: Location: ----------------------~ 4. SOURCEOFWATER Structure: Well Structure Name: FFC Well -;--'-:"---:;-,---~ Source: surface___ storage___ ground water_X_ _ Current Pennit # 233554 (attach copy) Contract # 080721FFC(a) Map# 599 Date Activated 7/21/08 5. LOCATION OF STRUCTURE Garfield SE1/4 County 36 Section Quarter/quarter 58 Township Distance of well from section lines: 500 It from 8; 125 It from E SE1/4 Quarter 93W 6th Range P.M. Elevation: 5345 Welllocati·=o::n':'a::d"7dr-e-ss-:~2'::.7'=:3~0"cH~w~:::y,-'..:1~3~,~R.. :ift..:e'-__________ _ (Attach additional pages for multiple structures) 6. LAND ON WIDCH WATER WILL BE USED (Legal description may be provided as an attachment.) See attached Number of acres in tract:-1-0.84----I"clusion illto the District, at Applictll11'S expellse, may be relJuired. 7. TYPE OF SEWAGE SYSTEM Septic tanklabsorption leach fie1d_x__ Central System ___ Other_ District name: ______________________ _ 8. VOLUME OF LEASED WATER NEEDED IN ACRE FEET: I (minimum of 1 acre foot except augmentation from Alsbury Reservoir where a lesser amount is allowed) Provifle e"gineerillg datlt to sllpport volume o/water relJuested. COlllmercial. IIllllticiplll, ll1ul im/llstriu/users Itlll.fi prtwitie diversion (lilt/co"s"lIIpli~'e data 011 tI lIlolltll{}' basis. A totlllizillgflolV meier with remote rem/ollt is required to be illstal/e(! lim! IIstlge reported to West Dh.it!e. Applicant SigJ{ature Applicant Signature Application Date:_ ____'c --__3 c-_-_o__ -'8'--__ ISSUED AS AREA B CONTRACT __ YES __ -"X,--_N,° Printed portions of this Conn, except differentiated additions or deletions, have been approved and adopted by the West Divide Water Conservancy District. Fonn: WDWCD 01-01-08 AMEND APPLICATION ~mhtrf nu~ ",ssllciafts CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING GEOTECHNICAL ENGINEERING STUDY FAITH FELLOWSHIP CHURCH CHURCH, GYMNASIUM AND RESIDENTIAL STRUCTURES RIFLE, COLORADO Prepared for: FAITH FELLOWSHIP CHURCH PROJECT NUMBER: G08062GE JANUARY 29, 2009 "Copyright © Terra Firma Consultants, Inc. 2008 11 all rights reserved P. O. BOX 3986 GRAND JUNCTION. CO 81502 (970) 245-6506 FAX: (970) 24W758 P. O. BOX 0045 MONTROSE, CO 81402 (970) 249-2154 FAX: (970) 249-3262 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING Faith Fellowship Church 229 West Avenue Rifle, Colorado 81650 Attention: Pastor Mark Opstein Subject: Geotechnical Engineering Study for the January 29, 2009 PN: GOB062GE Proposed Church, Gymnasium and Residential Structures Rifle, Colorado Mr. Opstein: Lambert and Associates is pleased to present our geotechnical engineering study for the subject project. The field study was completed on December 10, 200B. The laboratory study was completed on January 20, 2009. The analysis was performed and the report prepared from January 21 through 29, 2009. Our geotechnical engineering report is attached. We are available to provide material testing services for soil and concrete and provide foundation excavation observations during construction. We recommend that Lambert and Associates, the geotechnical engineer, for the project provide material testing services to maintain continuity between design and construction phases. If you have any questions concerning the geotechnical engineering aspects of your project please contact u£. Thank you for the opportunity to perform this study for you. Respectfully submitted, LAMBERT AND ASSOCIA~-"'----./.. , -~ /."'----Daniel R .. j:,ambert, P.E. P. o. BOX 3986 GRAND JUNCTION, CO 61502 (970) 245-6506 P. O. BOX 0045 MONTROSE, CO 81402 (970) 249·2154 GOB062GE TABLE OF CONTENTS 1.0 INTRODUCTION 1.1 Proposed Construction 1.2 Scope of Services 2.0 SITE CHARACTERISTICS 2.1 Site Location 2.2 Site Conditions 2.3 Subsurface Conditions 2.4 Site Geology 2.5 Seismicity 3.0 PLANNING AND DESIGN CONSIDERATIONS 4.0 ON-SITE DEVELOPMENT CONSIDERATIONS 5.0 FOUNDATION RECOMMENDATIONS 5.1 Drilled Piers 5.2 Spread Footing Foundations 6.0 INTERIOR FLOOR SLAB DISCUSSION 7.0 COMPACTED STRUCTURAL FILL B.O LATERAL EARTH PRESSURES 9.0 DRAIN SYSTEM 10.0 CRAWL SPACE CONSIDERATIONS 11 . 0 BACKFILL 12.0 SURFACE DRAINAGE 13.0 LANDSCAPE IRRIGATION 14.0 SOIL CORROSIVITY TO CONCRETE 15.0 RADON CONSIDERATIONS 16.0 POST DESIGN CONSIDERATIONS 16.1 Structural Fill Quality 16.2 Concrete Quality 17.0 LIMITATIONS MATERIALS TESTING CONCEPT AS FE PUBLICATION PROJECT VICINITY MAP TEST BORING LOCATION SKETCH Page 1 1 1 2 2 2 3 3 4 4 6 8 9 11 19 22 24 26 27 27 28 29 30 30 30 31 32 33 CONCEPTUAL SKETCH OF FOOTING SUBGRADE TREATMENT EMBEDMENT CONCEPT Figure 1 2 3 4 5 6 ZONE OF INFLUENCE CONCEPT DRAIN SYSTEM CONCEPT FIELD STUDY KEY TO LOG OF TEST BORING LOG OF TEST BORINGS LABORATORY STUDY SWELL-CONSOLIDATION TESTS GEOLOGY DISCUSSION SOUTHWEST GEOLOGY COLORADO GENERAL GEOTECHNICAL ENGINEERING CONSIDERATIONS RADON FLOW CONCEPT Appendix A Figures A1 Figures A2 -A8 Appendix B Figures B1 -B4 Appendix C Appendix D Figure D1 l.ambtrt anb ~ssotiatts CONSULTING GEOTeCHNICAL ENGINEERS AND MATERIAL TESTING G08062GE 1.0 INTRODUCTION This report presents the results of the geotechnical engineering study we conducted for the three' (3) proposed structures. The study was conducted at the request of Mr. Mark Opstein, Faith Fellowship Church, in accordance with our proposal for geotechnical engineering services dated November 20, 2008. The conclusions, suggestions and recommendations presented in this report are based on the data gathered during our site and laboratory study and on our experience with similar soil conditions. Factual data gathered during the field and laboratory work are summarized in Appendices A and B. 1.1 Proposed Construction It is our understanding the proposed construction is to include a pre-manufactured single family residential structure with basement type construction, a church building and a future gymnasium structure. 1.2 Scope of Services Our services included tory studies, analysis for the proposed site. b",low. geotechnical engineering field and laboraof the acquired data and report preparation The scope of our services is outlined -The field study consisted of describing and sampling the soil materials encountered in seven (7) small diameter continuous flight auger advanced test borings. Two (2) test borings were located in the general vicinity of the proposed residential structure, Two (2) test borings were located in the general vicinity of the proposed future gymnasium structure and Three (3) test borings were located in the general vicinity of the proposed church structure. -The materials encountered in the test borings were described and samples retrieved for the subsequent laboratory study. -The laboratory study included tests of select soil samples obtained during the field study to help assess: l.ambert anb ~550datt5 CONSULTING GEOTECHNICA.l ENGINEERS AND MA.TERIAL TE:iTtNG GOB062GE the soil strength potential (internal friction angle and cohesion) of samples tested, the swell and expansion potential of the samples tested, the settlement/consolidation potential of the samples tested, the moisture content and density of samples tested, the soil sulfate concentration of soil samples tested. -This report presents our geotechnical engineering comments, suggestions and recommendations for planning and design of site development including: viable foundation types for the conditions encountered, allowable bearing pressures for the foundation types, lateral earth pressure recommendations for design of laterally loaded walls, geotechnical engineering considerations and recommendations for concrete slab on grade floors, and geotechnical engineering considerations and recommendations for compacted structural fill. -Our comments, suggestions and recommendations are based on the subsurface soil and ground water conditions encountered during our site and laboratory studies. -Our study did not include any environmental or geologic hazard issues. 2.0 SITE CHARACTERISTICS Site characteristics include observed existing and pre-existing site conditions that may influence the geotechnical engineering aspects of the proposed site development. 2.1 Site Location The site is located north of Rifle, Colorado, east of Highway 13. A project vicinity map is presented on Figure 1. 2.2 Site Conditions There is currently an existing single family residential structure on the western portion of the site. The remainder of the 2 I.ambtrt anb ~.u.uoctate.u CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE site is vacant. Portions of the site have been used for agricultural purposes in the past. The site is vegetated with grasses, brush and trees and exhibits positive surface drainage toward Highway 13 to the west. An irrigation type ditch is located on the eastern portion of the site. North and south of the site are lots similar in terrain to the subject site. East of the site is a large, fairly steep hill and west of the site is Highway 13. 2.3 Subsurface Conditions The subsurface exploration consisted of observing, describing and sampling the soil materials encountered in seven (7) small diameter auger advanced test borings. The approximate locations of the test borings are shown on Figure 2. The logs describing the soil materials encountered in the test borings are presented in Appendix A. The soil materials encountered within the test borings generally consisted of silty clay to the depths explored and/or the formational shale material below. Formational shale material was encountered in Test Boring Nos. 1 and 2 at approximate depths of five and one-half (5-1/2) to six (6) feet below existing site grades and extended to the depths explored. Free subsurface water was not encountered, however, increased moisture contents were observed at approximate depths of five (5) to thirteen (13) feet in Test Boring Nos. 3 through 7. At the time of our field study the proposed development site was not irrigated. It has been our experience that after the site is developed and once landscape irrigation begins the free subsurface water level may tend to rise. In some cases the free subsurface water level rise, as a result of landscape irrigation and other development influences, can be fairly dramatic and the water level may become very shallow. It is difficult to predict if unexpected subsurface conditions will be encountered during construction. Since such conditions may be found, we suggest that the owner and the contractor make provisions in their budget and construction schedule to accommodate unexpected subsurface conditions. 2.4 Site Geology A brief discussion of the general geology of the area is presented in Appendix c. 3 l.ambttt anb ~550date5 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE 2.5 Seismicity According to the International Building Code, 2006 Edition, based on the subsurface conditions encountered and the assumption that the soils described in the test borings are likely representative of the top 100 feet of the soil profile, we recommend that the site soil profile be "So". 3.0 PLANNING AND DESIGN CONSIDERATIONS A geologic hazard study was not requested as part of the scope of this report, however there are some conditions which were observed at the site during the field study which may influence the development. All of the suggestions and design parameters presented in this report are based on high quality craftsmanship, care during construction and post construction cognizance of the potential for swell or settlement of the site support materials and appropriate post construction maintenance. All construction excavations should be sloped to prevent excavation wall collapse. We suggest that as a minimum the excavation walls should be sloped at an inclination of one-and-onehalf (1-1/2) to one (1) (horizontal to vertical) or flatter. The area above the foundation excavations should be observed at least daily for evidence of slope movement during construction. If evidence of slope movement is observed we should be contacted immediately. This report presents geotechnical engineering suggestions and recommendations for development on the portions of the site with slope inclinations of 3 to 1 or flatter. It is our understanding that your current plans do not include development at the proposed site in locations where the site slope is steeper than 3 to 1. If this is not the case, additional field and laboratory studies and subsequent analysis will be needed for geotechnical engineering suggestions and recommendations to address the slope considerations for development on the steeper site slopes. 4 I.ambttt anb ~.u.uotiate.u CONSULTING GEOTECHNICAL ENGINEERS AND M .. TERI .... L TESTING G08062GE Development in areas near slopes results in several factors that influence future slope stability. Typically, development changes surface drainage patterns and may also influence subsurface drainage. Because water is usually the dominating factor influencing slope stability, drainage should be addressed at all stages of the development. Development that substantially changes the surface grades by excavating and filling not only changes drainage patterns, but also changes loads and stresses in the slopes. Basements and retaining walls do the same. The following precautionary measures should be included in the site development. The areas above the slopes should be kept as dry as possible. This may be aided by providing positive surface and subsurface drainage. A combination of drainage swales and subsurface drains may be used to intercept surface runoff and subsurface water uphill and divert it so that it does not influence the site. Subsurface drains are discussed below. We anticipate that excavation and fill placement operations may be associated with the proposed site development. Excavations in the area which generate vertical or sloped exposures should be kept to a minimum. Excavations which result in cut slopes with a vertical height greater than about four (4) feet or with a slope or structure above should be analyzed on a site specific basis. Temporary excavation cut slopes in competent material should not exceed a one-and-onehalf to one (1-1/2 to 1) (horizontal to vertical) inclination. All construction excavations should conform to Occupational Safety and Health Administration (OSHA) standards or safer. All permanent slopes should have inclinations of three to one (3 to 1) or shallower. Excavation cut slopes steeper than one-and-one-half to one (1-1/2 to 1) should be analyzed on a per site basis. Slope and excavation surfaces should be protected by vegetation and/or other means to prevent erosion. Surface runoff should not be allowed to cascade over the top of a slope or to pond at the toe of any slope. We anticipate that some embankment fill slopes will be constructed on the site. Fill slopes greater than about three (3) feet vertical height or fill slopes supporting structures will require additional analysis. We recommend that each proposed fill slope on the site be analyzed on a per site basis when the proposed site 5 CONSULTING GEOTECHNICAL eNGINEERS AND ""TERIA.L T£5'fIIiI.G G08062GE configuration and fill material has been determined. If fill slopes will be constructed on site we should be contacted to provide geotechnical engineering review and recommendations for the design and construction of the slopes. Generally, fill material placed on a sloping site surface which will be used to support structures or additional fill material should be placed so that the contact between the existing site surface and the added fill material will be strong enough to support the added load. This should be addressed on a site and fill area specific basis. The technique recommended will be based on the site configuration, the finished fill configuration the actual material to be used for the fill material and the size of the area thus constructed. Frequently the preparation of the site area to receive fill material will include keying and benching of the native material in the area to receive fill material, placing the material in thin horizontal lifts which are compacted at the appropriate moisture content and the installation of a subsurface drain system at the fill material/natural material contact. We are available to, and recommend that, we discuss this with you and provide site and fill specific recommendations when this portion of your development plan merits the additional study. 4.0 ON-SITE DEVELOPMENT CONSIDERATIONS \'ie anticipate that the subsurface water elevation may fluctuate with seasonal and other varying conditions. Excavations may encounter subsurface water and soils that tend to cave or yield. If water is encountered it may be necessary to dewater construction excavations to provide more suitable working conditions. Excavations should be well braced or sloped to prevent wall collapse. Federal, state and local safety codes should be observed. All construction excavations should conform to Occupational Safety and Health Administration (OSHA) standards or safer. The site construction surface should be graded to drain surface water away from the site excavations. Surface water should not be allowed to accumulate in excavations during construction. Accumulated water could negatively influence the site soil conditions. Construction surface drainage should include swales, if necessary to divert surface water away from the construction excavations. 6 l.amhtrt aub ~55octatt5 CONSULTING GeOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE Organic soil materials were encountered in the test borings. The organic soil materials are not suitable for support of the structure or structural components. The organic soil materials should be removed prior to foundation construction. The formational material encountered in Test Boring Nos. I and 2 had very hard, cemented lenses. We anticipate that it may be possible to excavate this material; however, additional effort may be necessary. We do not recommend blasting to aid in excavation of the material. Blasting may fracture the formational material which will reduce the support characteristic integrity of the formational material. It has been our experience that sites in developed areas may contain existing subterranean structures or poor quality man placed fill. If subterranean structures or poor quality man placed fill are suspected or encountered, they should be removed and replaced with com12acted structural fill as discussed under COMPACTED STRUCTURAL FILL below. The proposed building site has been used in the recent past for agricultural purposes. We anticipate that the near surface site soils may have been tilled to a depth of about twelve (12) to eighteen (18) inches. Tilling typically results in a loose low density soil with low support characteristics and high settlement characteristics. The foundations or any concrete flat work should not be supported by tilled soils. The near surface tilled soils should be removed and replaced with compacted structural fill in areas supporting structures, structural components or concrete flat work. The soil materials exposed in the bottom of the excavation may be very moist and may become yielding under construction traffic during construction. It may be necessary to use techniques for placement of fill material or foundation concrete which limits construction traffic in the vicinity of the very moist soil material. If yielding should occur during construction it may be necessary to construct a subgrade stabilization fill blanket or similar to provide construction traffic access. The subgrade stabilization blanket may include over excavating the subgrade soils one (1) to several feet and replacing with aggregate subbase course type material. The stabilization blanket may also include geotextile stabilization fabric at the bottom of the excavation prior to placement of aggregate subbase course stabilization fill. 7 'lambert anb ~ssotiate5 CONSULTING GEOTECHNICAL ENGINEERS A.ND MATEAIAl TESTING G08062GE Other subgrade stabilization techniques may be available. available to discuss this with you. We are Free subsurface water was not encountered in our test borings, however, increased moisture levels were observed in Test Boring Nos. 3 through 7 at depths ranging from about five (5) to thirteen (13) feet. We anticipate that the free subsurface water may be much shallower during wetter seasons. We do not recommend construction of basements below the highest anticipated free subsurface water elevation. It may be necessary to install standpipe piezometers in areas where basements will be planned and the free subsurface water elevation monitored for a significant period of time to help identify the anticipated highest elevation of the free subsurface water. 5.0 FOUNDATION RECOMMENDATIONS Geotechnical engineering considerations which influence the foundation design and construction recommendations presented below are discussed in Appendix D. We have analyzed drilled piers and spread footing foundations as potential foundation systems for the proposed structure. These are discussed below. Due to the number of possible foundation types available and design and construction techniques there may be design alternatives which we have not presented in this report. We are available to discuss other foundation types. We recommend that the entire structure be supported on only one foundation type. Combining foundation types will result in differential and unpredictable foundation performance between the varying foundation types. We recommend that the structure footprint not be traversed by the cut/fill contact which would result in a portion of the structure underlain by fill material and part of the structure underlain by materials exposed by excavated cut. If this condition will exist please contact us so that we can revise our recommendations to accommodate the cut/fill contact scenario. All of the design parameters presented below are based on techniques performed by an experienced competent contractor and high quality craftsmanship and care during construction. We recommend post construction cognizance of the volume change potential of the near surface soil materials and the need for appropriate post construction maintenance. 8 Iambert aub associates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE The spread footing recommendations include recommended design and construction techniques to reduce the influence of movement of the soil materials supporting the foundation but should not be interpreted as solutions for completely mitigating the potential for movement from the support soil material volume change. Exterior column supports should be supported by foundations incorporated into the foundation system of the structure not supported on flatwork. Column supports placed on exterior concrete flatwork may move if the support soils below the concrete slab on grade become wetted and swell or freeze and raise or settle. Differential movement of the exterior columns may cause stress to accumulate in the supported structure and translate into other portions of the structure. 5.1 Drilled Piers Drilled piers or caissons that are drilled into the unweathered formational material may be used to support the proposed premanufactured residential structure. The piers should have a minimum length of twenty (20) feet and be drilled into the formational material a minimum of five (5) feet. The piers should be designed as end bearing piers using a formational material bearing capacity of 9,000 pounds per square foot and a side friction of 900 pounds per square foot for the portion of the pier in the unweathered formational material. The drilled piers should be designed with a minimum dead load of 2,000 pounds per square foot. Varying weathering and formational competence may result in a shorter required penetration of the drilled piers into the formational material to provide the end bearing capacity discussed above. We should be contacted to observe the pier drilling operations and provide additional geotechnical engineering suggestions and recommendations for design bearing capacity and minimum penetration into the formational material as needed. There are differing theories on the use of side shear as part of the load carrying assessment of drilled pier foundation systems. The differences are related to the strain compatibility between end bearing and side shear. One theory is that mobilization of the drilled pier is required to generate the side shear soil strength values. This mobilization would require the movement of the bottom of the pier which may not be a desirable characteristic. Another 9 CONSULTING GEOTeCHNICAL ENGINEERS AND MATERIAL TESTING G08062GE theory is that the support materials will develop static frictional forces in contact with the materials along the surface of the pier. It is our opinion that sufficient movement of the piers to mobilize skin friction for bearing support may result in undesirable performance of the pier in the form of settlement. We suggest consideration to the amount of settlement tolerable to the structure be included in your assessment if skin friction is used in your design as part of the bearing support of the drilled pier. We suggest that piers be designed using end bearing capacity only. The side shear in the formational material may be used for the design to resist uplift forces. When using skin friction for resisting uplift we suggest that you discount the upper portion of the pier embedment in the formational material to a depth of at least one and one-half (1-1/2) pier diameters into the formational material. The bottom of the pier holes should be thoroughly cleaned to insure that all loose and disturbed materials are removed prior to placing pier concrete. It is very important to thoroughly clean the bottom of the pier holes prior to placement of the pier concrete. Loose disturbed material left in the bottom of the pier hole will likely result in long term settlement of the piers as the disturbed material consolidated under the pier loads. The pier holes should be observed during the excavation and cleaning operation and again immediately prior to placement of pier concrete after steel reinforcement and any casing materials have been installed to verify that material was not dislodge into the pier hole during steel reinforcement or casing placement. Because of the rebounding potential in the formational materials when unloaded by excavation and because of the possibility of desiccation of the newly exposed material we suggest that concrete be placed in the pier holes immediately after excavation and cleaning. If the piers are designed and constructed as discussed above we anticipate that the post construction settlement potential of each pier may be less than about one half (1/2) inch. The portion of the pier above the formational surface and in the weathered formational material should be cased with a sono tube or similar casing to help prevent flaring on the top of the pier holes 10 Iambert anb ~550date5 CONSULTING GEOTeCHNICAL ENGINEERS AND MATERIAL TESTING G08062GE and help provide a positive separation of the pier concrete and the adjacent soils. Construction of the piers should include extreme care to prevent flaring of the top of the piers. Enlarged portions of the drilled pier excavation near the surface may perform similar to the top flaring. Preventing flaring may be aided by casing the drilled pier excavation with a sono tube or similar casing. Reducing flaring is to help reduce the potential of swelling soils to impose uplift forces which will put the pier in tension. The drilled piers should be vertically reinforced to provide tensile strength in the piers should swelling on site soils apply tensile forces on the piers. The structural engineer should be consulted to provide structural design recommendations. If ground water is encountered during pier drilling, the pier holes should be dewatered prior to placing pier concrete and no pier concrete should be placed when more than six (6) inches of water exists in the bottom of the pier holes. The piers should be filled with a tremie placed concrete immediately after the drilling and cleaning operation is complete. It may be necessary to case the pier holes with temporary casing to prevent caving during pier construction. The contact between the weathered formational material and the unweathered formational material may be gradual and difficult to identify. The minimum penetration of the drilled pier into the ·unweathered formational material as discussed above is important for the long term performance of the pier foundation. We should be contacted to observe the pier drilling operation to verify the construction techniques used, the material encountered during the drilling operation and condition of the bottom of the drilled pier hole prior to placement of pier concrete. The structural engineer should be consulted to provide structural design recommendations for the drilled piers and grade beam foundation system. 5.2 Spread Footing Foundation In our analysis it was necessary to assume that the material encountered in the test borings extended throughout the building site and to a depth below the maximum depth of the influence of the foundations. We should be contacted to observe the soil materials 11 l.ambtrt anb ~550dat£5 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE exposed in the foundation excavations prior to placement of foundations to verify the assumptions made during our analysis. We anticipate that the surface of the formational material in the general vicinity of the proposed residential structure, Test Boring Nos. 1 and 2, may undulate which may result in a portion of the footings supported on the overlying soils and a portion of the foundation members supported on the formational material. If this happens the foundations will perform differently between the areas supported on formational material and the areas supported on the non-formational material. For this reason we suggest that if formational material is encountered only in portions of the foundation excavations at footing depth the foundation in all areas should be extended to support all foundation members on the formational material. The bottom of the foundation excavations should be thoroughly cleaned and observed when excavated. Any loose or disturbed material exposed in the foundation excavation should be removed prior to placing foundation concrete. The bottom of the foundation excavations should be compacted prlor to placing compacted structural fill or foundation concrete. \'Ie suggest the materials exposed be compacted to at least ninety (90) percent of the materials moisture content-dry density relationship (Proctor) test, ASTM D1557. Excavation compaction is to help reduce the influence of any disturbance that may occur during the excavation operations. Any areas of loose, low density or yielding soils evidenced during the excavation compaction operation should be removed and replaced with compacted structural fill. Caution should be exercised during the excavation compaction operations. Excess rolling or compacting may increase pore pressure of the subgrade soil material and degrade the integrity of the support soils. Loose or disturbed material in the bottom of the foundation excavations which are intended to support structural members will likely result in large and unpredictable amounts of settlement, if the loose or disturbed material is not compacted The bottom of any footings exposed to freezing temperatures should be placed below the maximum depth of frost penetration for che area. Refer to the local building code for details. All footings should be appropriately proportioned to reduce the post construction differential settlement. Footings for large 12 I.ambtrt anti ~55ociatt5 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTiNG G08062GE localized loads should be designed for bearing pressures and footing dimensions in the range of adjacent footings to reduce the potential for differential settlement. We are available to discuss this with you. Foundation walls should be reinforced for geotechnical engineering purposes. The structural engineer should be consulted for foundation design. The structural engineering reinforcing design tailored for this project will be more appropriate than the suggestions presented above. The structures may be founded on spread footings. We recommend the use of a blanket of structure fill material beneath the spread footing foundation members. Spread footings may be placed either on the natural undisturbed soils or on a blanket of compacted structural fill. The blanket of compacted structural fill is to help provide uniform support for the footings and to help reduce the theoretical calculated post construction settlement. The theoretical calculated post construction settlement and associated fill thickness supporting the footings are presented below. We suggest that you consider the foundation be supported on a blanket of compacted structural fill at least as thick as the width of the footing that will bear upon the fill to help mask the influence of volume change of the soil materials supporting the footings. The blanket of compacted structural fill will not prevent movement of the footings from volume change in the support soil materials but will mask the influence of volume changes of the soils supporting the footings. If the footings are supported on a blanket of compacted structural fill the blanket of compacted structural fill should extend beyond each edge of each footing a distance at least equal to the fill thickness. This concept is shown on Figure 3. Geotechnical engineering recommendations for constructing compacted structural fill are presented below. All footings should have a minimum depth of embedment of at least one (1) foot below the lowest adjacent grade when placed either on the natural undisturbed soils or a blanket of compacted structural fill. Deeper embedment will be needed for footings exposed to exterior climate. The bearing capacity will depend on the minimum depth of embedment of the bottom of the footings below the lowest adjacent grade 13 l.ambert anti ~55otiate5 CONSUlTrNG GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE and the support characteristics of the soils supporting the foundation. Other characteristics may influence embedment. The embedment concept is shown on Figure 4. Bearing capacity and associated minimum depth of embedment of the bottom of the footing below the lowest adjacent grade are presented below. SPREAD FOOTING SOIL BEARING CAPACITY CONTINUOUS ISOLATED A* (POUNDS PER SOUARE FOOT) ( feet) 1, 900 2,500 0 2,300 3,100 1 2,800 3,700 2 A* Minimum depth of embedment for footings adjacent to level areas. If deeper embedment is considered for increased bearing capacity greater than presented above, we should be contacted to provide additional analysis and recommendations as needed. The bearing capacity design value is based on several considerations and these may change with depth. The bearing capacity may be increased by about twenty (20) percent for transient loads such as wind and seismic loads. It is our opinion that footings exposed to frost or freezing ground influences and all exterior footings should be embedded to frost depth or deeper. Interior footings should have a minimum depth of errbedment of at least one (1) foot on all sides to provide a more predictable long term performance of the footing. We understand that construction techniques typically used in the area may result in some of the footings in the crawl space constructed without significant embedment of the bottom of the footing below the lowest adjacent grade. For this reason we have provided design values for footings constructed with little or no embedment. It is our opinio~ that the performance of footing constructed without embedment rr.ay be influenced by erosion, temperature changes, moisture content changes, swell potential of the soil supporting the footings and weathering of the soils supporting the footings and will have a less predictable settlement response than footings with embedment. 14 i.ambert anb associates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE Exterior footings and footings with uneven backfill may result in movement of the footings. Embedment of the footings on all sides will help reduce the potential for movement of footings with uneven backfill. We do not recommend exterior footings or footings with uneven backfill be constructed without a minimum depth of embedment of the bottom of the footing below the lowest adjacent grade of at least one (1) foot on all sides of the footings. The minimum depth of embedment is sufficient only to develop the bearing capacity for design purposes and does not account for frost influences. Actual design and construction should result in interior footings with one (1) foot or more embedment and exterior footings with frost depth or more embedment. Typically deeper embedment will increase bearing capacity and decrease post construction settlement and decrease the influence of expansive soils. The calculated theoretical estimated post construction settlement and swell potential may be reduced by placing the footings on a blanket of compacted structural fill. The calculated theoretical estimated post construction settlement and associated thickness of compacted structural fill are presented below. PROPOSED RESIDENTIAL STRUCTURE THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION SETTLEMENT FOR CONTINUOUS SPREAD FOOTINGS (INCHES) 15 1-1/4 3/4 1/2 1/4 1/8 CONSUlTING GEOTECHNICAL EHGINEERS AND MATERIAL TESTING G08062GE THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION SETTLEMENT FOR ISOLATED SPREAD FOOTINGS ( INCHES) 2-1/4 1-1/8 3/4 1/2 1/4 *B is equal to the footing width The calculated theoretical settlement estimated values above are appropriate for continuous spread footings with a width of about two (2) feet or less and isolated spread footings with a width of about four (4) feet or less. Larger footings should be analyzed on a footing, load and width specific basis. PROPOSED CHURCH AND GYMNASIUM STRUCTURE THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B THICKNESS OF COHPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION SETTLEMENT FOR CONTINUOUS SPREAD FOOTINGS ( INCHES) 3-1/8 2 1-1/4 3/4 1/2 CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION SETTLEMENT FOR ISOLATED SPREAD FOOTINGS (INCHES) 3-3/4 1-3/4 1 1/2 1/4 *B is equal to the footing width 16 Iambtrt anb ~55otiatt5 CONSUlTiNG GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE The calculated theoretical settlement estimated values above are appropriate for continuous spread footings with a width of about four (4) feet or less and isolated spread footings with a width of about six (6) feet or less. Larger footings should be analyzed on a footing, load and width specific basis. Footings should be sized so that each footing is in a similar size and load range as nearby footings to encourage similar performance. Very large footings or heavily loaded footings will influence the support soil materials to a deeper depth than small or lightly loaded footings and therefore will have different post construction performance. The calculated settlement estimates are theoretical only. settlement could vary throughout the site and with time. Actual If the footings are supported on a blanket of compacted structural fill, the blanket of compacted structural fill should extend beyond each edge of each footing a distance at least equal to the fill thickness. This concept is shown on Figure 3. Compacted Structural Fill is discussed in Section 7.0 below. The soil samples tested had measured swell pressures of approximately 400 to 3,800 pounds per square foot and the actual swell pressure of the support materials could be greater. When wetted the site soil materials have the ability to raise supported foundation members with loads less than the swell pressure. The foundation design should be as rigid as possible with as high of a dead load as can be available. The greater the dead load on the footings the less the potential for movement from the foundation soils should they become wetted. If the soils become wetted they will swell and will raise the foundation portions supported on the wetted soils. If the lightly loaded structures are supported on spread footings the owner must realize that post construction movement of the footings is likely. We are available to discuss the implications of supporting foundations on swelling soils. 17 'lambert anb ~~~(u:tate~ CONSULTING GEOTECHNICAl ENGINEERS AND MATERIA.L TESTING G08062GE PROPOSED PRE-MANUFACTURED RESIDENTIAL STRUCTURE SPREAD FOOTINGS WITH APPROXIMATELY 700 PSF MINIMUM DEAD LOAD THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS 0 *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION HEAVE (INCHES) FOR CONTINUOUS SPREAD FOOTINGS 4-3/4 to 7 4 to 6 3-1/4 to 5 2-1/2 to 3-3/4 1-3/4 to 2-3/4 CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION HEAVE (INCHES) FOR ISOLATED SPREAD FOOTINGS 7-1/4 to 11 6 to 9 4-1/2 to 7 3-1/2 to 5-1/4 2-1/2 to 3-3/4 PROPOSED CHURCH AND GYMNASIUM STRUCTURES SPREAD FOOTINGS WITH APPROXIMATELY 700 PSF MINIMUM DEAD LOAD THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION HEAVE (INCHES) FOR 18 CONTINUOUS SPREAD FOOTINGS 3-3/4 to 5-3/4 3-1/8 to 4-3/4 2-1/2 to 3-3/4 1-3/4 to 2-3/4 1-1/2 to 2 'lambert anb ~55otiate5 CONSULTING GEOTECHNICAL ENGINEERS AND MArERIAl TESTING G08062GE THICKNESS OF COMPACTED STRUCTURAL FILL SUPPORTING FOOTINGS o *B/2 B 3B/2 2B CALCULATED THEORETICAL ESTIMATED POST CONSTRUCTION HEAVE (INCHES) FOR ISOLATED SPREAD FOOTINGS 4-3/4 to 7 3-3/4 to 5-1/2 2-3/4 to 4 1-3/4 to 2-3/4 1-1/4 to 1-3/4 *B is equal to the footing width If the footings are supported on a blanket of compacted structural fill, the blanket of compacted structural fill should extend beyond each edge of each footing a distance at least equal to the fill thickness. This concept is shown on Figure 3. Compacted Structural Fill is discussed in Section 7.0 below. The bottom of the foundation excavations should be thoroughly cleaned and observed by the project Geotechnical Engineer or his representative when excavated. Any loose or disturbed material exposed in the foundation excavation should be removed or remedied prior to additional construction. We recommend that we be contacted to observe the foundation excavations and backfill operations during construction to verify the soil support conditions and our assumptions upon which our recommendations are based. If necessary we may revise our recommendations based on our observations. We are available to provide material testing services during the construction phase of the project. 6.0 INTERIOR FLOOR SLAB DISCUSSION It is our understanding that concrete slab on grade floors may be included in the construction. The geotechnical engineering suggestions and recommendations for interior floor slabs presented below are appropriate for garage floor slabs. The natural soils that will support interior floor slabs are stable at their natural moisture content. However, the owner should realize that when wetted, the site soils may experience volume changes. The site soil samples tested had measured swell pressures up to 3,800 pounds per square foot with an associated magnitude of 11.6 percent of the wetted soil volume at a surcharge load of 100 pounds per square foot. 19 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE The recommendations in this report do not address a monolithic floor slab/footing combination. The design and construction characteristics of the monolithic floor slab need geotechnical engineering design parameters tailored specifically for a monolithic slab and integral footing. Generally this type foundation/floor combination in this area with these site conditions does not perform as well as other choices. Conditions which vary from those encountered during our field study may become apparent during excavation. We should be contacted to observe the conditions exposed at concrete slab on grade subgrade elevation to verify the assumptions made during the preparation of this report and to provide additional geotechnical engineering suggestions and recommendations as needed. Engineering design dealing with swelling soils is an art which is still developing. The owner is cautioned that the soils on this site may have swelling potential and concrete slab on grade floors and other lightly loaded members may experience movement when the supporting soils become wetted. We suggest you consider floors suspended from the foundation systems as structural floors or a similar design that will not be influenced by subgrade volume changes. If the owner is willing to accept the risk of possible damage from swelling soils supporting concrete slab on grade floors, the following recommendations to help reduce the damage from swelling soils should be followed. These recommendations are based on generally accepted design and construction procedures for construction on soils that tend to experience volume changes when wetted and are intended to help reduce the damage caused by swelling soil materials. Lambert and Associates does not intend that the owner, or the owner's consultants should interpret these recommendations as a solution to the problems of swelling soils, but as measures to reduce the influence of swelling soils. The shallow soil materials tested have a moderate volume change potential under light loading conditions. Concrete slab on grade floors may experience significant movement when supported by the natural onsite soils. Concrete slab on grade floors will perform best if designed to tolerate movement introduced by the subgrade soil materials. Concrete flatwork, such as concrete slab on grade floors, should be underlain by compacted structural fill. The layer of compacted 20 l.amhtrt an)) ~SiSiotiattSi CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING I G08062GE fill should be at least one (1) foot thick or thicker and constructed as discussed under COMPACTED STRUCTURAL FILL below. A one (1) foot thick or thicker blanket of structural fill material beneath the concrete flatwork is not sufficient to entirely mask the settlement or swell potential of the subgrade soil material but will only provide better subgrade conditions for construction. The concrete slab on grade should be designed by a structural engineer to be compatible with the site soil conditions. The natural soil materials exposed in the areas supporting concrete slab on grade floors should be kept very moist during construction prior to placement of concrete slab on grade floors. This is to help increase the moisture regime of the potentially expansive soils supporting floor slabs and help reduce the expansion potential of the soils. We are available to discuss this concept with you. Concrete slab on grade floors should be provided with a positive separation, such as a slip joint, from all bearing members and utility lines to allow their independent movements and to help reduce possible damage that could be caused by movement of soils supporting interior slabs. The floor slab should be constructed as a floating slab. All water and sewer pipe lines should be isolated from the slab. Any equipment placed on the floating floor slab should be constructed with flexible joints to accommodate future movement of the floor slab with respect to the structure. We suggest partitions constructed on the concrete slab on grade floors be provided with a void space above or below the partitions to relieve stresses induced by elevation changes in the floor slab. Floor slabs should not extend over foundations or foundation members. Floor slabs which extend over foundations or foundation members will likely experience post construction movement as a result of foundation movements. We are available to discuss this with you. The concrete slabs should be scored or jointed to help define the locations of any cracking. We recommend that joint spacing be designed as outlined in ACI 224R. In addition joints should be scored in the floors a distance of about three (3) feet from, and parallel to, the walls. It should be noted that when curing fresh concrete experiences shrinkage. This shrinkage almost always results in some cracks in 21 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE the finished concrete. The actual shrinkage depends on the configuration and techniques. help define strength of the concrete and placing and finishing The recommended joints discussed above are intended the location of the cracks but should not be interpreted as a solution to shrinkage cracks. The owner must understand that concrete flatwork will contain shrinkage cracks after curing and that all of the shrinkage cracks may not be located in control joints. Some cracking at random locations may occur. to If moisture migration through the concrete slab on grade floors will adversely influence the performance of the floor or floor coverings we suggest that a moisture barrier may be installed beneath the floor slab to help discourage capillary and vapor moisture rise through the floor slab. The moisture barrier may consist of a heavy plastic membrane, six (6) mil or greater, protected on the top and bottom by clean sand. The clean sand will help to protect the plastic from puncture. The layer of clean sand on the top of the plastic membrane will help the overlying concrete slab cure properly. According to the American Concrete Institute, proper curing requires at least three (3) to six (6) inches of clean sand between the plastic membrane and the bottom of the concrete. The plastic membrane should be lapped and taped or glued and protected from punctures during construction. The Portland Cement Association suggests that welded wire reinforcing mesh is not necessary in concrete slab on grade floors when properly jointed. It is our opinion that welded wire mesh may help improve the integrity of the slab on grade floors. We suggest that concrete slab on grade floors should be reinforced, for geotechnical purposes, with at least 6 x 6 -W2.9 x W2.9 (6 x 6 -6 x 6) welded wire mesh positioned midway in the slab. The structural engineer should be contacted for structural design of floor slabs. 7.0 COMPACTED STRUCTURAL FILL Material characteristics desirable for compacted structural fill are discussed in Appendix D. Areas that are over excavated or slightly below grade should be backfilled to grade with properly compacted structural fill or concrete, not loose fill material. If backfilled with other than compacted structural fill material or concrete there will be significant post construction settlement proportional to the amount of loose material. 22 Ltmhert anb ~55otiate5 CONSULTING GEOTECHNICAL eNGINEERS AND MATERIAL TESTING G08062GE The natural on site soils are not suitable for use as compacted structural fill material supporting building or structure members because of their clay content and swell potential. The natural onsite soils may be used as compacted fill in areas that will not influence the structure such as to establish general site grade. We are available to discuss this with you. All areas to receive compacted structural fill should be properly prepared prior to fill placement. The preparation should include removal of all organic or deleterious material. The areas to receive fill material should be compacted after the organic deleterious material has been removed prior to placing the fill material. The area may need to be moisture conditioned for compaction. Any areas of soft, yielding, or low density soil, evidenced during the excavation compaction operation should be removed. The area excavated to receive fill should be moisture conditioned to wet of optimum moisture content as part of the preparation to receive fill. Fill should be moisture conditioned, placed in thin lifts not exceeding six (6) inches in compacted thickness and compacted to at least ninety (90) percent of maximum dry density as defined by ASTM D1557, modified moisture content-dry density (Proctor) test. After placement of the structural fill the surface should not be allowed to dry prior to placing concrete or additional fill material. This may be achieved by periodically moistening the surface of the compacted structural fill as needed to prevent drying of the structural fill. We are available to discuss this with you. The soil materials exposed in the bottom of the excavation may be very moist and may become yielding under construction traffic during construction. It may be necessary to use techniques for placement of fill materials or foundation concrete which limit construction traffic in the very moist soil materials. If yielding should occur during construction it may be necessary to construct a subgrade stabilization fill blanket or similar to provide construction traffic access. We are available to discuss this with you. We recommend that the geotechnical engineer or his representative be present during the excavation compaction and fill placement operations to observe and test the material. 23 l.ambert anb ~~~odat£~ CONSULTING GEOTECHNICAL ENGINEERS AND IItATERIAl TESTING G08062GE 8.0 LATERAL EARTH PRESSURES Laterally loaded walls supporting soil, such as basement walls, will act as retaining walls and should be designed as such. Walls that are designed to deflect and mobilize the internal soil strength should be designed for active earth pressures. Walls that are restrained so that they are not able to deflect to mobilize internal soil strength should be designed for at-rest earth pressures. The values for the lateral earth pressures will depend on the type of soil retained by the wall, backfill configuration and construction technique. If the backfill is not compacted the lateral earth pressures will be very different from those noted below. Lateral earth pressure (L.E.P.) values are presented below: Active L.E.P. At-rest L.E.P. Passive L.E.P. Level Backfill with on-site soils (pounds per cubic foot per foot of depth) 50 70 320 The soil samples tested have measured swell pressure of approximately 400 to 3,800 pounds per square foot and the actual sl,'ell pressure of the backfill material could be greater. Our experience has shown that the actual swell pressure may be much higher. If the retained soils should become moistened after co~struction the soil may swell against retaining walls. The walls should be designed to resist the swell pressure of the soil materials if these are used as part of the backfill within the zone of influence. The zone of influence concept is presented on Figure 5. The above lateral earth pressures may be reduced by overexcavatir.g the wall backfill area beyond the zone of influence and backfilling with crushed rock type material. The zone of influence concept is presented on Figure 5. The lateral earth pressure design parameters may change significantly if the area near the wall is loaded or surcharged or is s:oped. If any of these conditions occur we should be contacted for 24 I.amhtrt anb rassociates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING GOB062GE additional design parameters tailored to the specific site and structure conditions. Suggested lateral earth pressure (L.E.P.) values if the backfill is overexcavated beyond the zone of influence and backfilled with crushed rock are presented below. Active L.E.P. At-rest L.E.P. Level Backfill with crushed rock material (pounds per cubic foot per foot of depth) 30 50 If the area behind a wall retaining soil material is sloped we should be contacted to provide lateral earth pressure design values tailored for the site specific sloped conditions. Resistant forces used in the design of the walls will depend on the type of soil that tends to resist movement. We suggest that you consider a coefficient of friction of 0.25 for the on site soil. The lateral earth pressure values provided above, for design purposes, should be treated as equivalent fluid pressures. The lateral earth pressures provided above are for level well drained backfill and do not include surcharge loads or additional loading as a result of compaction of the backfill. Unlevel or non-horizontal backfill either in front of or behind walls retaining soils will significantly influence the lateral earth pressure values. Care should be taken during construction to prevent construction and backfill techniques from overstressing the walls retaining soils. Backfill should be placed in thin lifts and compacted, as discussed in this report to realize the lateral earth pressure values. Walls retaining soil should be designed and constructed so that hydrostatic pressure will not accumulate or will not affect the integrity of the walls. Drainage plans should include a subdrain behind the wall at the bottom of the backfill to provide positive drainage. Exterior retaining walls should be provided with perimeter drain or weep holes to help provide an outlet for collected water behind the wall. The ground surface adjacent to the wall should be sloped to permit rapid drainage of rain, snow melt and 25 l.ambert anll ~f§f§otiatef§ CONSULTING GEOTECHNICAL ENGlt~EERS AND MATERIAL TESTING G08062GE irrigation water away from the wall backfill. Sprinkler systems should not be installed directly adjacent to retaining or basement walls. 9.0 DRAIN SYSTEM A drain system should be provided around building spaces below the finished grade and behind any walls retaining soil. The drain systems are to help reduce the potential for hydrostatic pressure to develop behind retaining walls. A sketch of the drain system is shown on Figure 6. Subdrains should consist of a three (3) or four (4) inch diameter perforated rigid pipe surrounded by a filter. The filter should consist of a filter fabric or a graded material such as washed concrete sand or pea gravel. If sand or gravel is chosen the pipe should be placed in the middle of about four (4) cubic feet of aggregate per linear foot of pipe. The drain system should be sloped to positive gravity outlets. If the drains are daylighted the drains should be provided with all weather outlets and the outlets should be maintained to prevent them from being plugged or frozen. We do not recommend that the drains be discharged to dry well type structures. Dry well structures may tend to fail if the surrounding soil material becomes wetted and swells or if the ground water rises to a elevation of or above the discharge elevation in the dry well. We should be called to observe the soil exposed in the excavations and to verify the details of the drain system. A drain blanket may be constructed beneath the basement concrete slab on grade floor slab to intercept water that may tend to rise into the basement area. The drain blanket should be at least one foot thick and consist of a free draining sand or gravel material which is compacted as discussed under Compacted Structural Fill above. Section 7.0 The subgrade below the drain blanket should be sloped to collection points prior to constructing the drain blanket. A perforated pipe should be installed at the collection points and graded to discharge similar to the foundation drain discussed above. The drain blanket concept is shown on Figure 6. The under slab drain blanket may be considered as part of the structural fill intended to support the floor slab as discussed under Interior Floor Slabs. Section 6.0 above. We are available to discuss this concept with you. 26 I.amhert anb a~~octate~ CONSULTING GEOTECHNICAL ENGINEERS "NO MATERIAL TESTING G08062GE 10.0 CRAWL SPACE CONSIDERATIONS We suggest that if it is desired to reduce the influence of water in the crawl space area a foundation drain should be installed as discussed above. The surface of the crawl space may be provided with a layer of about six (6) inches of clean washed gravel or an impervious geotextile fabric to reduce the inconvenience of very moist or muddy crawl space conditions if these should occur. The crawl space should be adequately vented to reduce the potential for humidity to accumulate in the crawl space area. 11.0 BACKFILL Backfill areas and utility trench backfill should be constructed such that the backfill will not settle after completion of con~ struction, and that the backfill is relatively impervious for the upper few feet. The backfill material should be free of trash and other deleterious material. It should be moisture conditioned and compacted to at least ninety (90) percent relative compaction using a modified moisture content~dry density (Proctor) relationship test (ASTM D1557). Only enough water should be added to the backfill material to allow proper compaction. Do not pond, puddle, float or jet backfill soil materials. Improperly placed backfill material will allow water migration more easily than properly recompacted fill. Improperly compacted fill is likely to settle, creating a low surface area which further enhances water accumulation and subsequent migration to the founda~ tion soils. Improperly placed backfill will allow water to migrate along the utility trench or backfill areas to gain access to the subgrade support soils with subsequent mobilization of the swell or settle~ ment mechanism resulting in movement of the supported structure. Moisture migration could also result in the inconvenience of free water in the crawl space. Backfill placement techniques should not jeopardize the integrity of existing structural members. We recommend recently constructed 27 CONSUlTING GEOTECHNIC"l ENGINEERS AND MATERIAL TESTING GOB062GE concrete structural members be appropriately cured prior to adjacent backfilling. 12.0 SURFACE DRAINAGE The foundation soil materials should be prevented from becoming wetted after construction. Post construction wetting of the soil support soil materials can initiate swell potential or settlement potential as well as decrease the bearing capacity of the support soil materials. Protecting the foundation from wetting can be aided by providing positive and rapid drainage of surface water away from the structure. The final grade of the ground surface adjacent to the structure should have a well defined slope away from the foundation walls on all sides. The ability to establish proper site surface drainage away from the structure foundation system may be influenced by the existing topography, existing structure elevations and the grades and elevations of the ground surface adjacent to the proposed structure. We suggest where possible a minimum fall of the surface grade away from the structure be that which will accommodate other project grading constraints and provide rapid drainage of surface water away from the structure. If there are no other project constraints we suggest a fall of about one (1) foot in the first ten (10) feet away from the structure foundation. Appropriate surface drainage should be maintained for the life of the project. Future landscaping plans should include care and attention to the potential influence on the long term performance of the foundation and/or crawl space if improper surface drainage is not maintained. Roof runoff should be collected in appropriate roof drainage collection devices, such as eve gutters or similar, and directed to discharge in appropriate roof drainage systems. Roof runoff should not be allowed to fallon or near foundations, backfill areas, flatwork, paved areas or other structural members. Downspouts and faucets should discharge onto splash blocks that extend beyond the limits of the backfill areas. Splash blocks should be sloped away from the foundation walls. Snow storage areas should not be located next to the structure. Proper surface drainage should be maintained from the onset of construction through the proposed project life. 28 CQNSULTINGGeOTECHNICAl ENGINEERS AND MATERIAL TESTING G08062GE If significant water concentration and velocity occurs erosion may occur. Erosion protection may be considered to reduce soil erosion potential. A landscape specialist or civil engineer should be consulted for surface drainage design, erosion protection and landscaping considerations. 13.0 LANDSCAPE IRRIGATION An irrigation system should not be installed next to foundations, concrete flatwork or paved areas. If an irrigation system is installed, the system should be placed so that the irrigation water does not fall or flow near foundations, flatwork or pavements. The amount of irrigation water should be controlled. We recommend that wherever possible xeriscaping concepts be used. Generally, the xeriscape includes planning and design concepts which will reduce irrigation water. The reason we suggest xeriscape concepts for landscaping is because the reduced landscape water will decrease the potential for water to influence the long term performance of the structure foundations and flatwork. Many publications are available which discuss xeriscape. Colorado State University Cooperative Extension has several useful publications and most landscape architects are familiar with the subject. Montrose Botanical Society has a Botanical Garden, 1800 Pavilion Drive, south of Niagara Drive, Montrose, Colorado, that has a very good exhibit with examples and information regarding successful xeriscape concepts. Due to the expansive nature of the soils tested we suggest that the owner consider landscaping with only native vegetation which requires only natural precipitation to survive. Additional irrigation water will greatly increase the likelihood of damage to the structure as a result of volume changes of the material supporting the structure. Impervious geotextile material may be incorporated into the project landscape design to reduce the potential for irrigation water to influence the foundation soils. 29 CONSULTING GEOTECHNICAL ENGINEERS AND MATERI,I\.l TESTING G08062GE 14.0 SOIL CORROSIVITY TO CONCRETE The chemical tests to help identify the potential for soil corrosivity to concrete were not complete at the time of this report. The chemical tests will be presented when available. It has been our experience that much of the soils in the area contain sufficient water soluble sulfate content to be corrosive to concrete. We suggest sulfate resistant cement be used in concrete which will be in contact with the on-site soils. American Concrete Institute recommendations for sulfate resistant cement based on the water soluble sulfate content should be used. 15.0 RADON CONSIDERATIONS Our experience indicates that many of the soils in western Colorado produce small quantities of radon gas. Radon gas may tend to collect in closed poorly ventilated structures. Radon considerations are presented in Appendix D. 16.0 POST DESIGN CONSIDERATIONS The project geotechnical engineer should be consulted during construction of the project to observe site conditions and open excavations during construction and to provide materials testing of soil and concrete. This subsurface soil and foundation condition study is based on limited sampling; therefore, it is necessary to assume that the subsurface conditions do not vary greatly from those encountered in the field study. Our experience has shown that significant variations are likely to exist and can become apparent only during additional on site excavation. For this reason, and because of our familiarity with the project, Lambert and Associates should be retained to observe foundation excavations prior to foundation construction, to observe the geotechnical engineering aspects of the construction and to be available in the event any unusual or unexpected conditions are encountered. The cost of the geotechnical engineering observations and material testing during construction or additional engineering consultation is not included in the fee for this report. We recommend that your construction budget include site visits early during construction schedule for 30 l.amhtrt anti ~ssociatts CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE the project geotechnical engineer to observe foundation excavations and for additional site visits to test compacted soil. We recommend that the observation and material testing services during construction be retained by the owner or the owner's engineer or architect, not the contractor, to maintain third party credibility. We are experienced and available to provide material testing services. We have included a copy of a report prepared by Van Gilder Insurance which discusses testing services during construction. It is our opinion that the owner, architect and engineer be familiar with the information. If you have any questions regarding this concept please contact us. We suggest that your construction plans and schedule include provisions for geotechnical engineering observations and material testing during construction and your budget reflect these provisions. It is difficult to predict if unexpected subsurface conditions will be encountered during construction. Since such conditions may be found, we suggest that the owner and the contractor make provisions in their budget and construction schedule to accommodate unexpected subsurface conditions. 16.1 Structural Fill Quality It is our understanding that the proposed development may include compacted structural fill. The quality of compacted structural fill will depend on the type of material used as structural fill, fill lift thickness, fill moisture condition and compactive effort used during construction of the structural fill. Engineering observation and testing of structural fill is essential as an aid to safeguard the quality and performance of the structural fill. Fill materials placed on sloped areas require special placement techniques that key the fill materials unto the underlying support materials. These techniques include a toe key at the toe contact of the slope fill and benching the fill/natural contact up the slope into the competent natural material. The placing technique will also include subdrains at several locations to intercept subsurface water and route it away from the fill materials. We are available to discuss these techniques with you and your earthwork contractor. 31 l.ambtrt anb ~550tiate5 CONSULTING GEOTECHNICAL ENGINEERS AND MAlTERIAl TESTING G08062GE Testing of the structural fill normally includes tests to determine the grain size distribution, swell potential and moisturedensity relationship of the fill material to verify the material suitability for use as structural fill. As the material is placed the in-place moisture content and dry density are tested to indicate the relative compaction of the placed structural fill. We recommend that your budget include provisions for observation and testing of structural fill during construction. Testing of the compacted fill material should include tests of the moisture content and density of the fill material placed and compacted prior to placement of additional fill material. We suggest that a reasonable number of density tests of the fill material can best be determined on a site, material and construction basis although as a guideline we suggest one test per about each 300 to 500 square feet of each lift of fill material. Utility trench backfill may need to be tested about every 100 linear feet of lift of backfill. 16.2 Concrete Quality It is our understanding current plans include reinforced structural concrete for foundations and walls and may include concrete slabs on grade and pavement. To insure concrete members perform as intended, the structural engineer should be consulted and should address factors such as design loadings, anticipated movement and deformations. The quality of concrete is influenced by proportioning of the concrete mix, placement, consolidation and curing. Desirable qualities of concrete include compressive strength, water tightness and resistance to weathering. Engineering observations and testing of concrete during construction is essential as an aid to safeguard the quality of the completed concrete. Testing of the concrete is normally performed to determine compressive strength, entrained air content, slump and temperature. ,-:e recomrr,end that your budget include provisions for testing of concrete during construction. We suggest that a reasonable frequency of concrete tests can best be determined on a site, materials and construction specific basis although as a guideline American Concrete Institute, ACr, suggests one test per about each fifty (50) cubic yards or portion thereof per day of concrete material placed. 32 Iamhert anb ~55otiate5 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE 17.0 LIMITATIONS It is the owner's and the owner's representatives' responsibility to read this report and become familiar with the recommendations and suggestions presented. We should be contacted if any questions arise concerning the geotechnical engineering aspects of this project as a result of the information presented in this report. The scope of services for this study does not include either specifically or by implication any environmental or biological (such as mold, fungi, bacteria, etc.) Assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be performed. The proposed building site contains soil materials with significant swell potential. For this reason we suggest that you consult, as suggested by Senate Bill 13, a copy of Colorado Geological Survey Special Publication 11, "Home Construction on Shrinking and Swelling Soils", and a copy of CGS Special Publication 14, "Home Landscaping and Maintenance on Swelling Soils". We are available to discuss this with you. The recommendations outlined above are based on our understanding of the currently proposed construction. We are available to discuss the details of our recommendations with you and revise them where necessary. This geotechnical engineering report is based on the prop'osed si te development and scope of services as di scussed with Mr. Mark Opstein, Faith Fellowship Church, on the type of construction planned, existing site conditions at the time of the field study, and on our findings. Should the planned, proposed use of the site be altered, Lambert and Associates must be contacted, since any such changes may make our suggestions and recommendations inappropriate. This report should be used ONLY for the planned development for which this report was tailored and prepared, and ONLY to meet information needs of the owner and the owner's representatives. In the event that any changes in the future design or location of the building are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or verified in writing. It is recommended that the geotechnical engineer be provided the opportunity for a general review of the final project design and specifications in order that the earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. 33 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE This report does not provide earthwork specifications. We can provide guidelines for your use in preparing project specific earthwork specifications. Please contact us if you need these for your project. This report presents both suggestions and recommendations. The suggestions are presented so that the owner and the owner's representatives may compare the cost to the potential risk or benefit for the suggested procedures. This report contains suggestions and recommendations which are intended to work in concert with recommendations provided by the other design team members to provide somewhat predictable foundation performance. If any of the recommendations are not included in the design and construction of the project it may result in unpredictable foundation performance or performance different than anticipated. We recommend that we be requested to provide geotechnical engineering observation and materials testing during the construction phase of the project as discussed in this report. The purpose for on site observation and testing by us during construction is to help provide continuity of service from the planning of the project through the construction of the project. This service will also allow us to revise our recommendations if conditions occur or are discovered during construction that were not evidenced during the initial study. We suggest that the owner and the contractor make provisions in their construction budget and construction schedule to accommodate unexpected subsurface conditions. We represent that our services were performed within the limits prescribed by you and with the usual thoroughness and competence of the current accepted practice of the geotechnical engineering profession in the area. No warranty or representation either expressed or implied is included or intended in this report or our contract. We are available to discuss our findings with you. If you have any questions please contact us. The supporting data for this report is included in the accompanying figures and appendices. This report is a product of Lambert and Associates. Excerpts from this report used in other documents may not convey the intent or proper concepts when taken out of context, or they may be misinterpreted or used incorrectly. Reproduction, in part or whole, of this document without prior written consent of Lambert and Associates is prohibited. 34 J..amhtrt anb associates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE This report and information presented can be used only for this site, for this proposed development, and only for the client for whom our work was performed. Any other circumstances are not appropriate applications of this information. Other development plans will require project specific review by us. We have enclosed a copy of a brief discussion about geotechnical engineering reports published by Association of Soil and Foundation Engineers for your reference. Please call when further consultation or observations and tests are required. If you have any questions concerning this report or if we may be of further assistance, please contact us. Respectfully submitted; LAMBERT AND ASSOCIATES~ D~'l //:~. Geotechnica~ Engineer DRL!nr <.cD:i~~~~~~~>; :" --35 Geotechnical Engineer CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING ~ryan Cilder NEWSLETTER ~ Insurance Corporation Brokers Since 1905 • 700 Broadway, Suite 1035, Denver, CO 80203 • 303/837-8500 THE PROFESSIONAL LIABILITY PERSPECTIVE Vol. 8, No.8 Copyright 1988 August 1988 WHO mRES THE TESTING LABORATORY? It is one of those relatively small details in the overall scheme of things. Independent testing may be required by local building codes, or it may be insisted upon by lenders. Additional testing can usually be ordered by the design team during construction. Whatever the source of the requirement, many owners perceive it to be an unnecessary burden-an additional cost imposed principally for someone else's benefit. What does this have to do with you? You may be the only one in a position to influence the use of testing and inspection services so they become more, rather than less likely to contribute to a successful outcome. There see ms to be an almost irresistible inclination on the part of some owners to cast aside their potential value to the project in favor of the administrative and financial convenience of placing responsibility for their delivery into the hands of the general contractor. Resist this inclination where you can. It is not in your client's best interests, and it is certainly not in yours. There are important issues of quality and even more important issues of life safety at stake. In the complex environment of today's construction arena, it makes very little sense for either of you to give up y'our control of quality control. Yet it happens altogether too often. What's Behind this Misadventure? The culprit seems to be the Federal Government. In the 1960's, someone came up with the idea that millions could be saved by eliminating the jobs of Federal workers engaged in construction inspection. The procurement model used to support this stroke of genius was the manufacturing segment of the economy, where producers of goods purchased by the Government had been required for years to conduct their own quality assurance programs. The result was a trendy new concept in Federal construction known as Contractor Quality Control (CQC). It was a dumb idea. Costs were simply shifted from the Federal payroll to capital improvement budgets. Government contractors, selected on the basis of the lowest bid, were handed resources to assure the quality of their own performance. Some did so; many did not. All found themselves caught up in an impossible conflict between the demands of time and cost, on one hand, and the dictates of quality, on the other. CQC was opposed by the Associated General Contractors of America, by independent testing laboratories, by the design professions, and by those charged with front-line responsibility for quality control in the Federal Agencies. Eventually, even the General Accounting Office came to the conclusion that it ought to be abandoned. But, once set in motion and fueled by the pervasive influence of the Federal Government, the idea spread-first to state and local governments; finally, to the private sector. Why would the private sector embrace such an ill-conceived notion? Because so many Binder Key: Professional Practices VoL 8, No.8 Page 2 August 1988· owners view testing and inspection as an undertaking which simply duplicates something they are entitled to in any event. They are confident they will be protected by contract docum ents which cover every detail and contingency. They look to local building inspectors to assure compliance with codes. And they fully expect the design team to fulfill its obligation to safeguard the quality of the work. A Fox in the Henhouse If testing is perceived as little more than an 'unnecessary, but unavoidable expense, why not make the general contractor responsible for controlling the cost? It may produce a savings, and it certainly eliminates an adminstrative headache. If contractual obligations dealing with the project schedule and budget can be enforced, surely those governing quality can be enforced, as well. Possibly so, but who is going to do it? Some testing consultants will not accept CQC work. The reasons they give come from firsthand experience. They include: 1) inadequate to barely adequate scope, 2) selection based on the lowest bid; 3) nonnegotiable contract terms inappropriate to the delivery of a professional service; 4) intimidation of inspectors by field supervisors; and 5) suppression of low or failing test results. This ought to be fair warning to any owner. Keeping Both Hands on the Wheel The largest part of the problem, from your point of view, is one of artful persuasion. If you cannot convince your client of the value of independent testing and inspection, no one can. Yet, if you do not, you are likely to find yourself responsible for an assurance of quality you are in no position to deliver. How can you keep quality control where it belongs and, in the process, prevent the owner from compromising his or her interests in the project as well as yours? Consider these suggestions: 1. Put the issue on an early agenda. It needs your attention. Anticipate the owner's inclina tion to avoid dealing with testing and inspedion, ano explain its importance to the success of the project. Persist, if you can until your client agrees to hire the testing laboratory independently and to establish an adequate budget to meet the antiCipated costs. A testing consultant hired by the owner cannot be fired by the general contractor for producing less than favorable resul ts. 2. Tailor the testing requirements carefUlly. Scissors and paste can be your very worst enemies. Specify what the job requires, retain control of selection and hiring, make certain the contractor's responsibili ties for notification for scheduling purposes are clear, and require that copies of all reports be distributed by the laboratory directly to you. 3. Insist on a preconstruction testing conference. It can be an essential element of effective coordination. Include the owner, the general contractor, major subcontractors, the testing consultant, and the design team. Review your requirements, the procedures to be followed, and the responsibilities of each of the parties. Have the testing consultant prepare a conference memorandum for distribution to all participants. 4. Monitor tests and inspections closely. Make certain your field representative is present during tests and inspections, so that deficiencies in procedures or results can be reported and acted upon quickly. Scale back testing if it becomes clear it is appropiate to do so under the circumstances; do not hesitate to order addi tional tests if they are required. 5. Finally, keep your client informed. Without your help, he or she is not likely to understand what the test results mean, nor will your actions in response to them make much sense. If additional testing is called for, explain why. Remember, it is an unexpected and, possibly, unbudgeted additional cost for which you will need to pave the way. In this sense, independent testing and inspection can serve an important, secondary purpose. You might view it as a communications resource. Use it in this way, and it just may yield unexpected dividends. THE PROFESSIONAL LIABILITY PERSPECTIVE IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsurface conditions than any other factor. As troublesome as subsurface problems can be. their frequency and extent have been lessened considerably in recent years. due in large measure to programs and publications of ASFE/The Association of Engineering Firms Practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical-related delays. cost-overruns and other costly headaches that can Occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report is based on a subsurface exploration plan designed to incorporate a unique set of project-specific factors. These typically indude: the general nature of the structure involved. its size and configuration: the location of the structure on the site and its orientation: physical concomitants such as access roads. parking lots. and underground utilities. and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems. consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations Unless your conSUlting geotechnical engineer indicates otherwise, !il.l(!r ~1l'{llcd1l1i[tll cllyiJlcerillq (Cp(),-! s{wuld I/O/be used: • When the nature of the proposed structure is changed. for example. if an office building will be erected instead of a parking garage. or if a refrigerated w",ehouse will be built instead of an unrefrigerated one: • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership. or • for application to an adjacent site GcotccJil1icld c'!~Jillccr) (Ul1Iwl "recpt rCsPOt!Si{ljlily for rroE>lcms WflicJi Hlay develop if tfll?~ arc not (ol/sulled after f{l(/(W5 (lllsid('rcd it! their repMI's developmcIlt liavl' dIaH~7Cd. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken. when they are taken. Data derived through sampling and subsequent laboratory testing "re extra[1obted by geotechnical engineers who then render an opinion about overall subsurface conditions. their likely reaction to proposed construction activity. and appropriate foundation design. Even under optimal circumstances actual conditions may differ from those inferred to exist. because no geotechnical engineer. no matter how qual'lfied. and no subsurface exploration program. no matter how comprehensive. can reveal what is hidden by earth. rock and time. The actual interface between materials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothillq call be dOlle to prevellt the lIIlt",ticipated. but steps cail bc taflCIl to help millimize their impact. For this reason. most experiellced OWllers retaill their ~)rotcclillical collsuli,,,,ts t{"ougil the ((Jilstructioll stage. to identify variances. conduct additional tests which may be needed. and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantlychanging natural forces. Because a geotechnical engineering report is based on conditions which existed at the time of subsurface e·'ploration. (Ollstructioll decisiolls S11l1(1[d Iwl {It' [lased Oil a ~1COlcdlllica[ CHgil!ceritlg report whose adC'1uaCllllltltlilMC benl "flected I>y time Speak with the geotechnical consultant to learn if additional tests are advisable before construction starts. Construction operations at or adlacent to the site and nJtural events such as floods. earthqua',es or groundwater fluctuations may also affect subsurface conditions and. thus. the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised ot any such events. and shOUld be consulted to determine it Jdditionol tests are necessary GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnic~" engineers' reports are prepared to meet the specific needs of specifiC individuals. A report prepared for a consulting civil engineer may not be adequate for J construction contractor. or even some other consulting civil engineer Unless indicated otherwise. this report was prepared expressly for the dient involved and expressly for purposes indicated by the client. Use by any other persons for any purpose. or by the client for a different purpose. may result in problems. No illdividual otlier th'HI tlie cliellt slioilid "priu 1f,is rcport for its ill/ctUied purp(lse WUJWllt first ((lJl{errill.l tl'itfI Hie L1eotechnicat cll~)illcer. No pcrSOl1 should apply this r;'port for a;,y purpose other tf,all tllat oriqillaliy ,',lI,t,'lIlPlated lI'iliiout first cOllferrillg ~l'itJi i{lc ~1t'(}ll'dlllh·,,1 cllgillCl'r A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design professionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid these problems, the geotechnical engineer should be retained to work with other appropriate design professiona[s to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Fina[ boring logs are developed by geotechnical engineers based upon their interpretation of field logs [assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. A)though photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs, delays, disputes and unanticipated costs are the all-too-frequent result. To minimize the likelihood of boring log misinterpretation, give contractors ready access to the complete geoteChnical el1ginecring report prepared or authorized for their use. Those who do not provide such access may proceed under the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes which aggravate them to disproportionate sea [e. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical consultants. To help prevent this problem, geotechnical engineers have developed model clauses for use in written transmittals. These are not exculpatory clauses designed to foist geotechnical engineers' liabilities onto someone else. Rather. they are definitive clauses which identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them close[y. Your geotechnical engineer wil[ be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer wil[ be pleased to discuss other techniques which can be employed to mitigate risk. [n addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory. Publisned by THE ASSOCIATION OF ENGINEERING FIRMS PRACTIC[NG IN THE GEOSC[ENCES 88[ 1 Colesville Road/Suite G 106/Silver Spring, Maryland 20910/(301) 565-2733 ~ Indicates approximate project location This map is intended to present geotechnical engineering data only PROJECT VICINITY MAP J.ambttt anb a.odatt.e' , No.' NO ) N I i SCALE 2GE 09 ~ ~ 6 5 ~3 ~4 '" >-~2 ru L" :r'": ~7 ~l 7 ~ Indicates approximate test boring locations This map was reproduced from notes taken in the field and is intended to present geotechnical engineering data only TEST BORING LOCATION SKETCH Go8062GE T 7297 U':l i I.. i In 0 f :z n '""1J ..... C » r t1. ''"" I '.."... n ::J: 0 .." .." 0 0.. ... :z '" 'c" ''"" ::0 J> 0 '.."... ::0 •• ',I ~ 'z" ..... N I C" est Adjacent Grade i r-~--'I' B 'I' __ ~_~ 1 I:/::::=/~/.:.:/' //' l/II I ~ compa(tetl //I 1/~ /Structural Fi ll~ I I ////. /. .//1 A 1//.//~ /.//1 t;/,r--..7'~7""r\.T'9"~'O'rv"V"VXX"--.-1 compacte/Natural Soils /B "I ./Compacted '!atural Soils NOT TO SCALE B Footing Width Lowest Adjacent Grade A = Compacted Structural Fill Thickness and Fill Width Beyond Footing Edge D = Footing Embedment Below Lowest Adjacent Grade Concrete Floor Slab or Finished Interior Grade Foundation Wall Footin9 Hinimum Embedment Existing Exterior Grade Concrete Floor Slab or Finished Interior Grade 1<il __ Founda t i on \.Ia I I ~1inimum Embedment 1.--' Footing EMBEDMENT CONCEPT No.: GO 0 2GE 1/29/09 Foundation/Retaining Wall ---Concrete slab"on-grad or finished elevation Zone of Influence Foot i ng BACKFILL ZONE OF INFLUENCE CONCEPT , He.'GO 062GE .1 29 0 Foundation/Retaining Wa 11 Concre te Slab-on-Grade Free Draining Sand or Gravel Material Moisture Barrier This sketch is to show concent only. The text of our reDort should be consulted for additional information. • I I I I I I I I Backfill Material Comnacted Backfill vr~------------+---------Drainage I I I I Blanket ~ __ Geot~chnical Filter Fabric Free DrainingFi 1 ter !iaterial Perforated Drain PiDe Sloned to Ou tIe t Perforated Drain Pipe Installed at Collection Points and Graded to Drain -CONCEPTUAL SKETCH OF FOU'lDATION DRAIII SYSTEM J.ambttt anb a-, dat(f G08062GE APPENDIX A The field study was performed December 10, 2008. The field study consisted of logging and sampling the soils encountered in seven (7) test borings. The approximate locations of the test borings are shown on Figure 2. The log of the soils encountered in the test borings are presented on Figures A2 through AB. The test borings were logged by Lambert and Associates and samples of significant soil types were obtained. The samples were obtained from the borings using a Modified California Barrel sampler and bulk disturbed samples were obtained. Penetration blow counts were determined using a 140 pound hammer free falling 30 inches. The blow counts are presented on the logs of the test borings such as 23/6 where 23 blows with the hammer were required to drive the sampler 6 inches. The engineering field description and major soil classification are based on our interpretation of the materials encountered and are prepared according to the Unified Soil Classification System, ASTM D2488. The description and classification which appear on the test boring log is intended to be that which most accurately describes a given interval of the test boring (frequently an interval of several feet). Occasionally discrepancies occur in the Unified Soil Classification System nomenclature between an interval of the soil log and a particular sample in the interval. For example, an interval on the test boring log may be identified as a silty sand (SM) while one sample taken within the interval may have individually been identified as a sandy silt (ML). This discrepancy is frequently allowed to remain to emphasize the occurrence of local textural variations in the interval. The stratification lines presented on the logs are intended to present our interpretation of the subsurface conditions encountered in the test borings. The stratification lines represent the approximate boundary between soil types and the transition may be gradual. A1 l.amhert anti associates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTINr. Drilled: o 5 10 15 20 25 B KEY TO lOG OF TEST BORING Field Engineer: Boring Numb€r: Elevation: Total to Water at Time of Sample Soil Description Sand, silty, medium dense, moist, tan (SM) L Unified Soil Classification II.--+--Indicates Bulk Ba9 Sample /1-0---+---Indicates Drive Sample Laboratory Test Results Notes in this column indicate tests perfonned and test resutis if not plotted. DO: Indicates dry density in pounds per cubic foot MC: Indicates moisture content as percent of dry unit wei9ht L.._+ _ -+ __ Incicates Sampler Type: LL: Indicates Liquid Limit C -Modified Califomia St -Standard Split Spoon H -Hand Sampler 7/12 tndicates seven blows required to drive the sampler twelve inches with a hammer that wei9hs one hundred forty pounds and is dropped thirty inches. BOUNCE: Indicates no further penetration occurred with additional blows with the hammer NR: Indicates no sample recovered CAVED: Indicates depth the test borin9 caved after drillin9 CLAY SILT Indicates the location of free subsurface water when measured Note: Symbols are often used only to help visually identify the described information presented on SAND the 10Q. GRAVEL CLAYSTONE SANDSTONE PL: Indicates Plastic Limit PI: Indicates Plasticity Index Project Name: Faith Fellowship-3 Structures ProjectNumber:G08062GE Figure: A1 1futmhm roW J\$ll:ciat£z CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING LOG OF TEST BORING Date Drilled: 12/10/2008 Field Engineer: DRL Boring Number: 1 Location: Southern portion of proposed modular structure Elevation: Diameter: 4 inches Total Depth: 14 feet Depth to Water at Time of Drilling: None Encountered o .a ,E., (f) J-:: C. 0> o Sample Soil Description Laboratory Test Results Type N ,=.' 0 -,,"////.," .. "////.,' c"""//"",'-...... ///... . ,',' ."//... ....... //....... ............. /,. ....... ///... ."////." , ............. . j , icl\! 5 ~ ~ 10 _ C~ 23/6 25/6 50/6 Clay, sandy, stiff, moist, brown, tan (Cl) • Intermittent Cobbles Formational Shale Material -I-+ Direct Shear Test: _~O: 122.0 pel MC: 6.1% ---Swell-Consolidation Tests: DO: 114.0 pel MC: B.2% -, -1~4---4-----------------4------------------- ----~ 15) 20 i ! 1 25 I Bottom ofTest Borinp at 14 feet ---------Project Name: Faith Fellowship -3 Structures Project Number: GOB062GE Figure: A2 1futmlll~rl mrlk !umociahs CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING Date Drilled: Location: Diameter: o .n E LOG OF TEST BORING 12/10/2008 Field Engineer: DRL Boring Number: 2 Northern portion of proposed modular structure Elevation: 4 inches Total Depth: 14 feet Depth to Water at Time of Drilling: None Encountered Sample Soil Description Laboratory Test Results "., U) ..c ~ 0. C!l o Type N ... ///..... /////.. -.. "...-///." .. "////.. , /////.. -1 , o 10 , ! 15 I i I I 20 I T ! 25 Clay, sandy, stiff, moist, brown, tan (Cl) • Intermittent Cobbles Formational Shale Material * Intermittent Cemented Lenses Bottom ofT est Borin~ at 14 feet + + + ---+ -c --f-+ Project Name: Faith Fellowship -3 Structures Project Number: G08062GE ~.erl roW: ~M!llcia:tez CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING Figure: A3 LOG OF TEST BORING Date Drilled: 12110/2008 Field Engineer: DRL Boring Number: 3 Location: Northeastern portion of proposed gymnasium Elevation: Diameter: 4 inches Total Depth: 24 feet Depth to Water at Time of Drilling: None Encountered o .0 E >(J) :::;::;:;:;;1 -".i/,... ..... ' "'////.. -.~////.~ .. "////.. " ....... ///... ,·".if.'/.' ..•.. '///..• c"""""",-",-.,-..••. '///... .'////., ... ///....•.. .•••. '///.. ,"////.. , .. "////.. " ....... //,.' •.. .. "////.. -....... ///.' .•. //.......... ....... ///... .'////.. " ... //.. ' ...••.. ,"////.. " ,"...-.... ..'...-." ............ /... /////.. " ... ///.••...• . ," ,", ~ .. ' .'////.. ' .-<: "-OJ o o WI I +, i 1 15 ~ 20 ~ 25 Sample Type N 22/6 50/6 Soil Description Clay, sandy, stiff to soft, moist, brown, tan (Cl) * Increased Moisture Content Observed Bottom ofT est Borin~ at 24 feet Laboratory Test Results + Swell-Consolidation Test: _ DO: 119.0 pcf MC: 5.6% + + ------+ + -----Project Name: Faith Fellowship -3 Structures Project Number: G08062GE Figure: A4 ~m mW~nciafez CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING Date Drilled: Location: Diameter: o .0 E .-c D.. LOG OF TEST BORING 1211012008 Field Engineer: DRL Boring Number: 4 Southwestern portion of proposed gymnasium Elevation: 4 inches Total Depth: 14 feet Depth to Water at Time of Drilling: None Encountered Sample Soil Description Laboratory Test Results ('f") o'" Type N ....•.. ///.. .c..'.'.'.' '/''''//''/'',. '.'. . -..... -..•.. ' .•. j 1 .·· ........ /f.' ... ///....... . -.......•...•.... ,. /////.-"'////.,-..... '///... .. "///.. ' .. , ........••. '/•.. ···f.·'.·'.···.·· ...... ///... .. "////.. " .....• ///. .. 10 .. "////.. " ""////." ... ////.. " .......... //... .. '////. .......... //... 15 I I "I : 20 1 I 25 C~ 1416 21/6 Clay, sandy, stiff to soft, moist, brown, _ tan (Cl) * Increased Moisture Content Observed Bottom ofTest BorinQ at 14 feet +---Swell-Consolidation Test: DO: 127.0 pet MC: 7.5% +-+------.f----Project Name: Faith Fellowship -3 Structures Project Number: G08062GE 1Ilamherl mID J\.m"Iacia±ez CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING Figure: A5 o .0 ,E., Ul Drilled: .-r: 0-W o o 5 10 15 20 25 LOG OF TEST BORING 12/10/2008 Field Engineer: DRL Northeast portion of proposed Church Building C 4 inches Total : 14 feet Sample N 19/6 44/6 Soil Description Clay, sandy, stiff to soft, moist, brown, tan (CLl .. Increased Moisture Content Observed Bottom of Test Borin~ at 14 feet Boring Number: 5 Elevation: to Water at Time of Drillin None Encountered Laboratory Test Results i Shear Test: DO: 122.0 pef MC: 7.4% Project Name: Faith Fellowship -3 Structures Project Number: G08062GE Figure: A6 ~ mroJ\ruln~z CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING LOG OF TEST BORING Date Drilled: 12/10/2008 Field Engineer: DRL Boring Number: 6 Location: Northwest portion of proposed Church Building Elevation: Diameter: 4 inches Total Depth: 14 feet Depth to Water at Time of Drilling: None Encountered o .n E >. (/) =-....... ///•.. .'////.. -..... '///.•. ....•..... ' ....... .......... ' ..... ... /........ /•.. .' ........ //... . ""////.. -... ///...... . .'////.. " ............ ' ... ....... '//. .'////.. -........• //•.. ..•.... ///... .••.••. ///•.. .. '/.. ,-' , , .-c c. o" o 5 15 ; 20 25 Sample Type N T I I Soil Description Clay, silty, stiff to soft, moist, brown, tan (CL) * Increased Moisture Content Observed Bottom ofT est Borin~ at 14 feet + -I------+ ----Laboratory Test Results Project Name: Faith Fellowship -3 Structures Project Number: G08062GE Figure: A7 1fumth~rl roW J\zzrrciaiez CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING LOG OF TEST BORING Date Drilled: 1211012008 Field Engineer: DRL Boring Number: 7 Location: Southwest portion of proposed Church Building Elevation: Diameter: 4 inches Total Depth: 14 feet Depth to Water at Time of Drilling: None Encountered o -" ,E., Cf) i ..c: ~ a. Q) o r.. . ////.. 0 .. "////.. , ,."////.. -/////.. -...... /... /.. ....•.. ~ .. //.. ,"/...-...-...-,,' .'////.. , ,"////.,-""/"""'-""." /////.,""////." .....• //...... . .. "////.. -..........• //.•. .. "////.. -/////.. -.-"////.. -""/",,//.,, ,"////.,-/////.. -""////.,, ."////.' .'////." ...... //.•.. ,'////.,-,"////.,-...... ///... I ! I I , 5 1 10 15 j , , 20 j + i 25 Sample Type N C~ 14/6 14/6 Soil Description Clay, silty, sandy, stiff to soft, moist, brown, tan (Cl) * Increased Moisture Content Observed Bottom ofTest Borin~ at 14 feet Laboratory Test Results -I---Swell-Consolidation Test: __ DO: 123.0 pcf MC: 7.2% ---I----------I--+ --Project Name: Faith Fellowship -3 Structures Project Number: GOS062GE Figure: AS ~.ert mtb: J\.szaciatez CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING GOS062GE APPENDIX B The laboratory study consisted of performing: Moisture content and dry density tests, Swell-consolidation tests, Direct Shear Strength tests, and Chemical tests. It should be noted that samples obtained using a drive type sleeve sampler may experience some disturbance during the sampling operations. The test results obtained using these samples are used only as indicators of the in situ soil characteristics. TESTING Moisture Content and Dry Density Moisture content and dry density were determined for each sample tested of the samples obtained. The moisture content was determined according to ASTM Test Method D22l6 by obtaining the moisture sample from the drive sleeve. The dry density of the sample was determined by using the wet weight of the entire sample tested. The results of the moisture and dry density determinations are presented on the logs of borings, Figures A2 r.hrough AS. Swell Tests Loaded swell tests were performed on drive samples obtained during the field study. These tests are performed in general accordance with ASTM Test Method D2435 to the extent that the same equipment and sample dimensions used for consolidation testing are used for the determination of expansion. A sample is subjected to static surcharge, water is introduced to produce saturation, and volume change is measured as in ASTM Test Method D2435. Results are reported as percent change in sample height. Bl 'lambert anb ~550date5 COHSUlTlNG GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE Consolidation Tests One dimensional consolidation properties of drive samples were evaluated according to the provisions of ASTM Test Method D2435. Water was added in all cases during the test. Exclusive of special readings during consolidation rate tests, readings during an increment of load were taken regularly until the change in sample height was less than 0.001 inch over a two hour period'The results of the swell-consolidation load tests are summarized on Figures Bl through B4, swell-consolidation tests. It should be noted that the graphic presentation of consolidation data is a presentation of volume change with change In axial load. As a result, both expansion and consolidation can be illustrated. Direct Shear Strength Tests Direct shear strength properties of sleeve samples were evaluated in general accordance with testing procedures defined by ASTM Test Method D3080. Direct shear strength tests were performed on samples obtained from Test Boring Nos. 1 and 5 at approximate depths of four (4) feet. An internal angle of friction of 26 degrees and a cohesion of 186 pounds per square foot were used in our analysis. Chemical Tests The chemical tests to help identify the potential for soil corrosivity to concrete were not complete at the time of this report. The chemical tests will be presented when available. B2 Iambtrt anti ~uuotiateu CONSULTiNG GEOTECHNICAL ENGINEERS AND MATERIAL TeSTiNG PRESSURE (POUNDS PER SQUARE FOOT) 10 100 1000 10 000 Swe 11 Under Constant Pressure Due To Wetting 11 r--, 10 "---"" "'-9 '" 1\ 8 7 6 \ '. '. \ , 5 \ '. ., 4 It 1\ C!) . 3 \ ~ *~ c: 2 .->? 0 ." 1\ 'is 1 '" I, WalEir added \ t:: 0 \ lJ to sample . 0 , '. 'I' 1 .'. ~ 2 Boring No.1 SUMMARY OF TEST RESULTS Moisture ~'" De.JsifY 7.Eli~ht Dio,)81.r !Witl Pjflur. Depth 9-10 ft. \content ('%) .C.F. m. (in. P. S. F. Initial tl.2 1 f 4. a 1.0 1. 94 3800 ± Fino I 2 I • b 115. a .990 1.94 Sail DlJucriofion Format i ona 1 Shale Material SWELL -CONSOLIDATION TEST Project No.: G08062GE Zambttt ani) g$$ociatt$ Date: 1/29/09 Figure: Bl PRE S SURE (POUNDS PER SQUARE FOOT) 10 100 1000 10 000 Swe 11 Under Constant Pressure Due To Wetting 2 1 0 J r---t----------~ 1 "-". ~ ',,-2 '" 3 f\ ., 4 • \ V) 5 \ -.. *' 1\ ~ c: 6 \ .-!;? D ~ ~ 7 '" ,', Wot.r added " '. 0 \ (J to sample \. , 8 9 ~ Boring No. 3 SUMMARY OF TEST RESULTS Moisture ~'I.: ~~sJty 7,~i~ht ~:~jet.r 5""1'1 P"!j.ure Depth 4-5 feet K;ontent (0..,1 .C,F In. In, P.5.F Initial 5.6 1 jq.O 1.0 1 .<;4 400 ± Fint1 I 14. g 120 0 .glg 1. 04 Soli DucriDtion Clay sandv brown tan SWELL -CONSOLIDATION TEST Project No.: G08062GE J'.ambert anti ~l6',6'O ci a te,6' Dote: 1/29/09 Figure: 82 ) I J ] 1 1 ] ] ) ) , -., ~ lJ) ~ *~' c: .-~ 0 ''5" 'c" 0 U , PRESSURE ( POuttDS PER SQUARE FOOT) 10 100 1000 10 000 Swell Under Constant Pressure Due To Wett i ng 6 t----I'-----i'-5 "-4 \ 3 \ 2 !\ \ \ 1 \ \ \ , , 0 I' \ i' \ 1 )', I I; , 2 3 4 ,', Wotllr added I to somple 5 I 6 Boring No. 4 SUMMARY OF TEST RESULTS Mo<sture ~1, o..!jsifY H",i.~ht ~;.aTeter Swi" p~.ure I Depth 9-10 ft. Content ,..,{,} .C. F. (in. m. P S. F. Initial 7·5 127.0 1.0 1. 94 2900 ± Final 15.9 130.0 .982 1.94 Soil Ducdotian Clay,sandy,brown,tan SWELL -CONSOLIDATION TEST Project No.,' G08062GE i.ambtrt ants ~~l6'~odatt~ Oote,' 1/29/09 Figure,' B3 --_.,," G08062GE The orientation of bedding planes forms a radial pattern around the San Juan region which seems to vindicate this theory. The stresses need to "upwarp" this large area were obviously tremendous. Locally occurring stresses may not be sufficient to move this quantity of material, global tectonics, directly or indirectly, may have been involved. Compression of the entire North American plate could have occurred. The magnitude of the stresses and the deep seated origin of these stresses also have caused extensive volcanism. Colorado has many large remnants of Calderas that were active during the orogenic activity. The Silverton and Lake City Calderas are the largest in the San Juan region. Activity in the Silverton Caldera has been estimated (radiometrically) to have occurred 22 million years ago. Calderas of this magnitude are believed to have formed by the collapse of epierogenic magma chambers. Volcanic and metamorphic rock bodies are common in the San Juan region, many of these units are related to the orogenic activity in the region. Faults associated with local orogenic activity are another common geologic feature found in southwestern Colorado. As stated previously, extreme stresses were probably associated with the formation of the San Juan Mountains and may be responsible for deep-seated volcanic and metamorphic processes. These stresses had to be released, the geologic mode for stress release is faulting. Diastrophic activity in the area today is quite low, the lack of seismic activity indicates that stresses are not currently being released. An explanation for the loss of stresses is through faulting. The last episode of regional geologic activity in the area was glaciation. The most recent period of glacial activity ended approximately 10,000 years ago. Glacial activity is responsible for much of the topographic expression in the area. "U-Shaped" valleys, moraine deposits, tarns, (glacial formed lakes), and rock glaciers are the most prominent features which are found in southwestern Colorado as a result of glacial activity. The valley configurations are a result of the erosional activity of the glaciers. Moraine deposits developed during the glacial activity. Rock glaciers are moving masses of rock which are thought to have an ice core which may be the last remnant of glacial ice. As the subsurface ice core moves and melts, the overlying mass of rock also moves. C2 I.ambert anb ~ssotiates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING GOB062GE APPENDIX D GENERAL GEOTECHNICAL ENGINEERING CONSIDERATIONS Dl.O INTRODUCTION Appendix D presents general geotechnical engineering considerations for design and construction of structures which will be in contact with soils. The discussion presented in this appendix are referred to in the text of the report and are intended as tutorial and supplemental information to the appropriate sections of the text of the report. D2.0 FOUNDATION RECOMMENDATIONS Two criteria for any foundation which must be satisfied for satisfactory foundation performance are: contact stresses must be low enough to preclude shear failure of the foundation soils which would result in lateral movement of the soils from beneath the foundation, and settlement or heave of the foundation must be within amounts tolerable to the superstructure. The soils encountered during our field study have varying engineering characteristics that may influence the design and construction considerations of the foundations. The characteristics include swell potential, settlement potential, bearing capacity and the bearing conditions of the soils supporting the foundations. The general discussion below is intended to increase the readers familiarity with characteristics that can influence any structure. D2.l Swell Potential Some of the materials encountered during our field study at the anticipated foundation depth may have swell potential. Swell potential is the tendency of the soil to increase in volume when it becomes wetted. The volume change occurs as moisture is absorbed into the soil and water molecules become attached to or adsorbed by the individual clay platlets. Associated with the process of volume change is swell pressure. The swell pressure is the force the soil applies on its surroundings when moisture is absorbed into the soil. Foundation design considerations concerning swelling soils include structure tolerance to movement and dead load pressures to help Dl llambert anb ~550 dates CONSULTING GEOTECHNICAL ENGINEERS AND rdATERIAl. TESTING G08062GE restrict uplift. The structure's tolerance to movement should be addressed by the structural engineer and is dependent upon many facets of the design including the overall structural concept and the building material. The uplift forces or pressure due to wetted clay soils can be addressed by designing the foundations with a minimum dead load and/or placing the foundations on a blanket of compacted structural fill. The compacted structural fill blanket will increase the dead load on the swelling foundations soils and will increase the separation of the foundation from the swelling soils. Suggestions and recommendations for design dead load and compacted structural fill blanket are presented below. Compacted structural fill recommendations are presented under COMPACTED STRUCTURAL FILL below. D2.2 Settlement Potential Settlement potential of a soil is the tendency for the soil to experience volume change when subjected to a load. Settlement is characterized by downward movement of all or a portion of the supported structure as the soil particles move closer together resulting in decreased soil volume. Settlement potential is a function of; foundation loads, depth of footing embedment, the width of the footing, and the settlement potential or compressibility of the influenced soil. Foundation design considerations concerning settlement potential include the amount of movement tolerable to the structure and the design and construction concepts to help reduce the potential movement. The settlement potential of the foundation can be reduced by reducing foundation pressures and/or by placing the foundations on a blanket of compacted structural fill. The anticipated post construction settlement potential and suggested compacted fill thickness recommendations are based on site specific soil conditions and are presented in the text of the report. D2.3 Soil Support Characteristics The soil bearing capacity is a function of; the engineering properties of the soil material supporting the foundations, the foundation width, the depth of embedment of the bottom of the foundation below the lowest adjacent grade, the influence of the ground water, and the amount of settlement tolerable to the structure. D2 'l.ambtrt anb ~55octate5 CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING G08062GE Soil bearing capacity and associated minimum depth of embedment are presented in the text of the report. The foundation for the structure should be placed on relatively uniform bearing conditions. Varying support characteristics of the soils supporting the foundation may result in nonuniform or differential performance of the foundation. Soils encountered at foundation depths may contain cobbles and boulders. The cobbles and boulders encountered at foundation depths may apply point loads on the foundation resulting in nonuniform bearing conditions. The surface of the formational material may undulate throughout the building site. If this is the case it may result in a portion of the foundation for the structure being placed on the formational material and a portion of the foundation being placed on the overlying soils. Varying support material will result in nonuniform bearing conditions. The influence of nonuniform bearing conditions may be reduced by placing the foundation members on a blanket of compacted structural fill. Suggestions and recommendations for constructing compacted structural fill are presented under COMPACTED STRUCTURAL FILL below and in the text of the report. D3.O COMPACTED STRUCTURAL FILL Compacted structural fill is typically a material which is constructed for direct support of structures or structural components. There are several material characteristics which should be examined before choosing a material for potential use as compacted structural fill. These characteristics include; the size of the larger particles, the engineering characteristics of the fine grained portion of material matrix, the moisture content that the material will need to be for compaction with respect to the existing initial moisture content, the organic content of the material, and the items that influence the cost to use the material. Compacted fill should be a non-expansive material with the maximum aggregate size less than about two (2) inches and less than about twenty five (25) percent coarser than three quarter (3/4) inch size. The reason for the maximum size is that larger sizes may have too great an influence on the compaction characteristics of the material and may also impose point loads on the footings or floor slabs that are in contact with the material. Frequently pit-run material or crushed aggregate material is used for structural fill material. pitrun material may be satisfactory, however crushed aggregate material D3 ]Lambert ani) ~55otiates CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING 11-18-'09 15:47 FROM-GOLDEN 1710 Cupn'" Court Castle Rock, CO 8010 720·733·9864 (fax) 303·916-1617 To: Mark Fax: 970-384-3470 Phon,,: 303-278-2063 T-350 P001/009 F-622 Printz Engineering Services, LLC From: Tom Printz Pag"5: 9, including cover Date: 9127/07 Faith Fellowship Micropile Acceptance R", cc: Brandy Printz Letter o UIlJ"nt x For Review o Pleas .. Comment 0 Please Reply 0 Please Recycl" • Comments: Matt, Attached, please find the acceptance letter and proof test results for the micropile tests at Faith Fellowship Church in Rifle for Pastor Mark Opstein Thank You, Tom Printz, P E. President ·' . . , 11-18-'09 15:47 FROM-GOLDEN 303-278-2063 T-350 P002/009 F-622 Printz Engineering Servi~es~ LL(; November 18,2009 Mr. Pastor Mark Opstein Faith Fellowship Church 229 West Ave. Rifle, CQlorado 81650 970-625-3844 ph 1710 Cuprite Court, Caslle Rock, CO 80108 Fx. 720-733·9864' Ph. 303·916·1617 RE: Faith Fellowship Church -Micropile Test Results Dear Mr. Opslein, Attached, please find the testing results for the production pile at the Faith Fellowship Churoh. The pile performed well within the acceptance oriteria for permanent movement, elastic elongation and creep as outlined by FHWA NHI-05-039 Micropile Design and Construclion Manual, 2005. Therefore, the piles are accepted as installed on this site. Please do not hesitate to contact me with any questions or concerns that you may have. Proof THt • Faltil Fell~1 Clnirehl I I I Pile; i~:gt~1g( StmIna F1cJ" La roth: sa:> ~ "'., " startin; B1:Jo:1d Length: $.H~~if.1t "" 'n lleilD'H Gt'ClJ.l'1d Fret'! lJongih:: ~*~~~ 0 in AbD¥e Gro~lIId Froe Llmgtfl; ~j~~~~1'! "'.S m Tatal L.enatl1: I ~~1f~1'I 'llS. h I Tilewetical Elon.llation (c::alciliale at mllXtwt: losdj: a.on hclles %~lgl'iI Holdlr\ll SO"'· Calo. Tlme-01 ~'-ed OlDI Gall~ ""'. Tim. LOBd Jack Presti. R-eadlnll Ulc~ P!"e1i1;.. \ G1 (% (mln~ k'P5 (psi) 1>4-" (,,. ~in~ ." <1 '.0 '"0 1:1a 200 0.000 '''' <1 10.0 ,<0 1:19 D.038 50->.. ... <1 2'.0 ''''' ,,,,, 17" D.1"01 75% <, "'.0 ,-1:21 "OJ 0<165 100~ <, «>.0 "'" ~:22 320J = '20% <, ".0 'SIlO 1:23-''''' 0.0'" ,"'% 5>.2 4296 124 4300 0.510 131% , ,,, "' .. 12' ""'" 0..5-16 t31% J '''' "96 12, '''''' O~17 13"3% • ,,, "., 127 <>JC 0.517 13m , 50.> "' .. 126 ""'" 0.51'" 133% 6 53.'2 ."" 1:29 ...,0 0.535 "i33~ 10 "'., ''''' 1:34 '330 C.'" 150% <1 "'.D ,.<0 l::!r.i ""'0 0.1'35 ,% <1 '.0 >3D 1:36: 'OIl 0"'" Te:s1:DatEI: 1000an Load: 1Est.lJ:Jcl<...o1I' 1...oaiI~ Mu"TestLoa.d 1511% Oll: RlIm 10 PIII!'plO GaU!lE ID Ref-Gaulle Di.lll GaIJge """"". .,."" G2 ."". filoWltrl&ni fiBj .0 I(t1tBora!I~I' O.OOJ 0002 0.00:5 0.012 0.101 a.02-4 0.165 0.037 0.226 O.£I.(.g 0.:320 O.OSS 0.515 0.005 0.5"f6 O.C65 0.517 C."" 0.517 o.cas 0.51:9 0.1)55 0."" OJE5 D.'" (l.OO5 0'" 0.073 """ on" /r~/o-C4, I I I I ~,~ I ~~iIT~&.rM ,~~;~;~frl@.~o. ofPI~ I '" ., M(Jd~lI! 01' EI;n;tlt.'!Y--,-~'iiOl'iW~.kip Pile OO~meter. 50 ., PIlIU Area:: I -G.U.T.S pe:r Pile: G.U.T,$. oer P11e: J;a~lI.ge Factor.: L-o.1!d Cell Seriel tlutrli)er:: lOOId Celt Zero ~dllllc 1& ... a.l: Load Cilll Scale Fz~ LOBd~~: Comme1ll:8 0.0<0 ,,-"" Itip;ln2 1.5':10 io t27 ,'" 1:27.00 ., 127.1:0 " '.0',," ';:;:;:i·i~fih1.i~';~ .}; ::HlfnSl~w.{~ >-> >-> I >-> co I <SO ill >-> Ul .". -.J 'Tl CO ~ I Gl o 0-'=' tTl Z W <SO W I N -.J co I N (S] m w -3 I W Ul (S] "d <SO <SO W ----(S] OS) <D 'Tl I m N N JP~I T-est· Faith FeliowshlJ) Crllli"Ch IplI~ %Da!i!~ LM' ~ ,% Jlli. '"" 7% 10~ ~ 133% 133% ~ ",. 1~% -= 1 L-enll'l:/'l: L.-enJtl1: d Free U;.:nqth: ~ .-.1!me ..J.!!!!!1. __< 1_ ~ <1 ~ -".l -"1 1 -L s --L ~ --'0 --"-3.00 111 ~~~oo.-r'7;-fl ?';:f."~!~i!HtL~S~fI t'~Edc.$ij;1t-~~~ fL r(l;'"·2:i.a.w&;;,:Y'. fl J I :rt1T1_~_~--'Oitd); 19~~ .l!!E!J -ll ~ ~_.D. ~ "., JM.. ,n "" :53.2 ~ '" ,3.2 ....§Q& --.U!... C.k. .Je!l. 2.0.,0 1~O _ ,4<, "'" ~ "'". ...ill!L ..,,,,".5" ...ill!L ~.ffi..... ~ '" -"-'-~_aElln!J ~ ~ 1:19 ~N .t.?L J..1l.. ~ 1:24 ~ ~ 1:27 1:2S 1:29 ---W.. "'. .,.., , ~ 45.J.l. 0.073 ~i'cms Je:c;.~_e.~~ ~ "' 2VO (I.D-JD 900 0.035 _J7J:O 0.101 2:500 0.165 3200 0.226 3'3OCJ 'D.320 ~O'J D.5t5 o\3l}J D.5~6 .\.3OJ D.517' 43:0:~____ DliiL 430J 0.519 _ M" .4B-JO .0..735 :aJO 0.438 TeI!f nafe: .Desl!:lll Loa~: &l 1"Mu.T~ I ~mlO F'um 10 Gwgel!) ~ ~ ;.< DL}~ __ Ay~ .J!!!l ""OJ ~ ---.!U.QL ....Q.1§i.. 0.22.3 ~ .0..51.5 0.516: ....Q,§1L _O._.5JL ~ ~ 0.555 ~ O-A:JB ElaEr!lc ~ --M1l.. _0,.0.2:£ D.O:!o7' .2lli!L ...M.§... '0S5 ...A2§§... ~ 0.005 ....QJ;!E. 0.06> o.on. 0.= '"' I., ':';~t~~':f~4D~4'~: ki~ 60 I., '.1>' -, I I Pi1a AAa: U.T.SnrPile: U,T.~!J Load I Load I ~dCeIl. Load C~I Dn's 1 :2950J ~P.!!12 1.500 1...27 tra 127 . .o.J i:i 127.003 '*' -~~~~{~, >-> >,-> >-> CO I IS) CD >-> lJl 'C"O :"0" o 3: I ~ zm W <SO W I N -..J CO I N IS) m w -3 I W lJl IS) >-0 IS) J;; ....... IS) IS) CD 'T1 I m N N 11-18-'09 15:48 FROM-GOLDEN 303-278-2063 T-350 P005!009 F-622 ~ ~ , , . , ~ Ii J; il . I;~~ ~il<1 • ,', ,. £ ! 1 • -! fJ]TIIII , ! i> • 11 ' I; , I" . Ii II ,. ·:. 'l:.I. lW H· o .\ ~ ~, H• •i "q H t•• c! 1 hi • Anchor. Targ&i: % Des. Lead (%) '" 25% 00% 15% 100% 12')% 1:3-"3% 150% -;;-~ "; o ..l IOU Pi Target % Des. ~ad (KIPS) 2 10 20 3<l 4() .••, 6a o .-·260 Calculated T_ Ponn. EIas-tJe Thl!lcNtical ree~ -50% Bon u,.d Movement Ml)W!lm&rlt Moyernent ElaslM(Mt. Length {ki,ps } {("Ol)i in] (0.001 in) (0.001 in) (0,01)1 in) (0.001 in) o.a 0.0 a.o a a 11 36.0 0.0 :36.0 11 3. 21 101.0 0.0 101.0 2, a3 31 165:0 0.0 165.0 " 127 " 226:0 0.0 226.0 45 165 4' 320.0 a.a 320.0 56 20< 53 0.0 a.a a.a " 22. " 735.0 438.0 297.0 70 253 I f-/, • + • , , • , , , , • • , , • • ! . , F , ,• , 300 SOU Extension (111000 in) ... Pt:rm.e:n::Dl • O~.Ellrtie Thoa.e'ia.LEltric. -=-.. -F)...+50%Sl.'" .... .:-.!..~ 80% Fl'IMc Length {O.oIl1. in} 0 • 2". " 45 50 56 f-' f-' I f-' 00 I 5l <D f-' tJl "0'0" 'Tl co o §"" rt'T"l Z W 5l W I .N. ., 00 I N "m" w .... I W tJl 5l "d "<S"l m "-"5"l <D 'Tl I m N N Anchor.: Target % Oas. lead (1',1 5.0% 25.0% 50.0% 75_0% 1000.00% 12D.{)% 133:0% 150.0% 5.0% 70 60 " g40 ~ 330 ., Spec. Load ("opl 2 10 20 " 40 48 53 60 2 .//L 2J 10 /o a 100 2JO Observed OtJ.8.9rvad Lo,d 1.0.-Jack J.", '.'"-(";""1 200.00 2.00 '900.00 ~0.72 17{)O:DO 20.69 2&\)0:00 30.65 3200.00 39.38 3900.00 48.10 4300,00 53.oB 4BDD_DO 59,31 200.00 2.000 ~ /,/,,, "" 500 E1te~&iM (~M OOO[n) Total Total MovemBint Movacment (inl (1MOIlClin) O.(lOO 0 0.035 " 0.101 1'01 0.165-'65 0.226-226 0_320 320 0_51:5-515 0.13:5-735 0.438 ." ////6" 700 '0(] >-' >-' I >-' 00 I O>l <D >-' (Jl "0"0 ;g o 3: I Gl t2 "tT"l Z w O>l W I N ---J 00 I N O>l m W -,] I W (Jl IS) "d O>l O>l ---J "O>l O>l <D 'T1 I m N N 11-18-'09 15:49 FROM-GOLDEN o..-a 303-278-2063 ..-a a T-350 P008/009 F-622 ..-o a a ~ IL ~ 0 .c 0 <: « 11-18-'09 15:49 FROM-GOLDEN -!o: E .c -(\I o ..liI:: U .(.\,I 0 0 0_ C> ~ -0 C> 0 g ~ .--~ 1 .. 1 , g 0 0 g 0 C> 0_ g ci 0 <0 "" spunod u! 6U!Pl!3~ 90-~O-OO ~-Hl:I 'ON lI:.mr ,. r\1 303-278-2063 -4_-C> 0 0 0 ci N ooo'O~ 009'6 000'6 009'9 ODD'S 009'L OOO'L 009'9 000'9 ~ 'iii OOg'g 8 000'9 ;'' "" C) ..I< OOg'v ..g., 000'1' OOg'£ 009'l OOO'l ooo'~ 009 0 T-350 P009/009 F-622 Printz Engineering Servi~es~ LLC December 3, 2009 Mr-Pastor Mark Opstein Faith Fellowship Church 229 West Ave. Rifle, Colorado 81650 970·625-3844 ph 1710 Cuprite Court, Castle Rock, CO 80108 Fx. 720-733-9864' Ph. 303-916·1617 RE: Faith Fellowship Church -Revised Foundation Plan Dear Mr. Opstein, Attached, please find the revised construction drawings for the Faith Fellowship Church to include the walk-out framing to support the W10x30 cross beams. Also, in the stairway, a beam seat was added that the W12 x 40 floor support beam shall be welded to, using Jr.' fillet welds on each side of the beam flange to the top of the beam seat. The beam seat is attached using 3 each #7 grade 75 All-Thread bar in a 1-1/8" drilled hole using a fast setting epoxy adhesive. I needed three of these to achieve the appropriate factor of safety in shear. . Lastly, I would like to clarify that the 5" pipe column supports shall be founded direclly over the pipe column support in the crawl space and welded to the top of the floor support beams. The beam in the stairway was designed for the two 5" pipe columns to bear directly on the beam and welded to the top flange. All welds shall be 11." fillet welds. Please do not hesitate to contact me with any questions or concerns that you may have. Kind Regards, Thomas A. Printz, P.E. President RECE GARF, BUILDlt~ o ( .G FAITH FELLOWSHIP CHURCH FOUNDATION Foundation Design RIFLE, COLORADO FQRT COLLINS STEA¥BOAT 0 q OBOVLD, ER 7 ' SPRI}{GS ASP$N 'l'I$LLURIDlj) 50 CORTEZ (', ~160 o ~ nURANGO ORT MORGAN COLORADO TRINIDAD VICINITY MAP SW-1 COVER SHIEET SW·2 GENERAL NOTES SW·3 FLOOR FRAMING PLAN SW .. 4 MICROPILE FOUNDATION PLAN SW-5 MICROPILE FOUNDATION ELEVATION SW .. 6 SECTION DETAILS SW-7 FIRST FLOOR FRAMING PLAN SHEET INDEX CUSTOMER'FAITH FEllOWSHIP CHURCH 1110 c. ...... Court ~~~=1 PROJECT, FAITH FEllOWSHIP CHURCH Cpho .o.n... aRn. d. ..fo xc:o 80108 "'" F_OUND_AnON ____ ~2Q-7JJ-.... SHEETTmE LOCATION, R=IFLE-. C-OLO=RADO= =---SW1 1.0 Foundation Materiai, Specifications 1.1 Concrere shall be 3,000 psi minimum in 28 days, Class B concrete. 1.:.\ All reinforcing steel ,hall confurm to ASTM A615, fy = (i0 ksi, 13 FoQIidation wall backfill sh!lll consist of CDOT Class I structnre backfilL 100% passing the 50rnm (2") sieve 30'100% passing the 4.75mm (No.4) sieve 10-6Q% passing the 300"", (No. 50) sieve ,5-20% passing the 75 11m (No. 200) sieve 1.4 Perimeter foundation drain shall consist of 6" perforated PVC pipe conforming to ASTM F758 or ASTM F949, or FIDPE conforming to MSHTO M252. 1.5 Geotextile fabric for perimerer drain shall consist of CDOT Class B georextile fabric. 1.6 Filter Material (filter roc1<) $hall consist of free draining sand, gravel, slag or crushed stone. 1.7 Cast-in-place conerete an.chor bolts shall be W' dia. ASTM A36 steel or equivalen~ as shown on !be drawings· 1.6 2''x4'' siJl plate shall be Ilressure trejlteq lumber or red wood, as shown oq the drawings. 1.9 DampPfQoofing asphalt shall confupn to the requirements of ASTM D449, aod the asphaltic primer shall conform to ASTM p41. 2,0 Structural Sub-floor Material Specifications 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 Flopr Joists shall be TJI-ZIO x 9-112" deep per !be project plans, and spaced a rruiximum of 16" on center. Beams spall be W8xl8, conforming to ASTM A572, Grade 50. Floor decking shall be W' thick tounge "Ild groove decking. T -posts, shall be adJnstable and manufactured out of 4" pipe stock and capable of c~ a 20 kip load. ' Rimjoisl shall consist of 2"xlO" pressure treated lumber, Rim joist attachment bolts shall consist of W' diameter x T' long pin drive anchor bolts with a minimllI!l embedment of 4" in the grade beam conclOte.' Positive active ventilation system as designed by I{V AC contractor, shall be used to control the humidity in !be crawl sp:¥:e. ,. A mlnimum 100mll un-reinforced polyetbylene vapor-reljlrder should be installed below ~ structurally supported below grade floors and should be properly attach«! to !be foundation walL 3.0 Micropile Material Specifications 3.1 MicropiJe tendon material shall be WilliJunl; B7X-381JlJ1) hollow bar syst\lm, piain; <;>r WMS #10 Grade 75 All-tIuead rebllf in accordance with ASTM A615 and epoxy coated to ASTM A775. 3.2 Drill hole diameter shall be a minimum pO-1/2". 3.3 BelUing'plate material shall be in confonnance to ASTM A36, fy = 36 k&i. 3.4 Grout -Grout may be noat-cement, with Type IIII or III ~ement in accordance with ASTM C150. Water-Cement tati9n should be a maxinlum of 0.45 for final annular grout; fc = 3000 psi. A thin cement sluny can be used for !be flushing mechanism for hollow bar installations. 3.5 End H<q:dware • Nuts "'l,d Washers shall be in accordance with the micropile mannfactnrer's )'OcolJlJ1)endations. . 3.6 Cen~ers shall be PVC type and spaced no more than 10' apart and no more than 3' away from eidler end of the bar. Centralizers are not required for !be hollow bar system, 4.0 Foundation Wall Design Parameters 4.1 The foundation was designed In accordance with Garfield County building requirements and mc 2003. As well !IS recollljllendations from the Geotechnical Investigation of ''Faith Fellowship Church, Rifle, Colorado"; by Lambert and Associates, JljIluary 29, 2009. Lambert and Associates Project No. G08062GE. 4.2 The following value. Were assumed for !he Class 1 structnre fill for !be foundation: <I> = 30-degrees y= 130 Ib/ftA3 43 Grpund",ater level was !lSsumed to be below the base of the foundation grade beam 4.4 Factors of Safety: . . Global-FS>I.5 (peqnanent wucture) OverturnJng '" 2.0 Sliding = 1.5 Bearing Capacity = 2.0 4.5 Surcharge Loading -A unifonn surcharge load of 100 psf was assumed for around the finished, backfilled foundation. A uniform surcharge load of 200 psf was assumed for temporary construction . loads, prior to 100% height of backfill is placed. . 4.6 Corrosivity was assumed to be low, 5.0 Micropile Design Parameters 5.1 5.2 5.3 5.4 55 5.6 The micropiles were designed in accordance with Garfield County building requirements and mc 2003. The design is alsc based on reconunendations from the Qeotechnical Investigation of "Faith Fellowship ChQrcb, Rifle, Colorado"; by Lambert and Associates, JaniJary 29, 2009. Lambert "Ild Associates Project No. G080620E. The following values were assumed for the mlcropile design: Allowable Skin H;iction = 20 psi Groundwater level was assumed to be below !be base of the foundation grade beam Factors of Safety: Micropile pull-out = 2.0 Loading is based on snow load, wind load and dead loads based on mc 2003 for Garfield Count', Uplift loads are based on the information in the Geotechnical Investigation by Lambert and Associates. 6.0 Construction Sequence 6.1 Excavate the site to lines aod grades appropriate to accommodate !be mlcfQpile installation, graqe beam and counlOrfort construction. Maintain 1-1/2: 1 slopes maxi'1'um for temporary slopes. 6.2 Install and test ~ sacrifici!ll micropile to a test load of 2.0 • DL, to ~onfIrm design adhesion assumptions, prior to installatio!1 of production piles. 6.3 Install dle vertil'3l and battered mlcropiles at the locations specifIed in the drawings. 6.4 Proof test 20% of the productio!, piles to verify contractors installation methodsdmlng mlcropile construction. ' 65 Form and pour ~ foundation grade beam, counterforts and pad footings as shown on the plans. 6.6 Prior to fOWldation backfill, frafDe the basemen, structural sub-floor and install wood decking. Install vapor barrier ill !be crawl space and attach to the grade beam 6.7 Install the perimeter drain consisting of perforated pipe, filter rock and geosynthetlc wrap around the base of the foundation, dayJighting the pipe away from the foundation on the walk-out side of the structnre. 6.8 Parrially backfill the foundatioq, using CDOT Class I structnre fill. Do not exc<:ed one-half of the w!lll height of backfill prior to tj>.e pre-fabricated s!rocture being placed on the foundation. . 6.9 Complete framing required on the side walls and walkout portion of the basemen~ using 2x6 framing. 6.10 Place !be pre-fabricated structure on !be foundaiion. 6.11 Attach dle pre-fabricated structure to !be foundation. 6.12 Backfill Ibe bal!IDCe of the foundation, using CDOT Class I structure fill, rnainll\IDing a maximUJIl 3: 1 slope, for pel11lllDilnt slopes as indicated in the geotechnical study for the site. Backfill shall be compacted to a density of not less then 95 percent of maximum dellsit' determined in accordance with AASHTO T 180. 7.0 Special Notes 7.1 7.2 7.3 7.4 7.5 7.6 7.7 7.8 Design Geometry is based on information provided by FAITH FELLOWSHIP c;:HURCH. Proof and Performance testing shall be in confurmance with FHW A-NHI-05-039, Micropile Design and Construction Manual, December, 2005. This design is valid only for FAITH FELLOWSHIP CHURCH and !be subject site. The foundation and mlcropiles !fllIY be re-designed at !be <fiserelion of Printz Engineering Services, LU:, based on pile test results. Printz Engineering Services, LLC, is not responsible for maintaining slope stability above and below the foundation wall during construction. The conttactor is responsible for field loc.ting 1111 nearby utilities. Conflicting utilities may reqube foundation andlor micropile re-design, at Printz Engineering's discretion. Printz Engineering Services, LLC is not responsible for quality control, qnality assurance, changed cQnditions,proplems resulting from improper construction techniques, or construction site safet)'. Printz Engineering Services, LLC is not respOnsible for foundation or pile layout CUSTOMER'FAITH FELLOWSHIP CHURCH 1710 c..p~t. Cowt ~~ft~~c:j PROJECT, FAITH fELLOWSHIP CHURCH Co ••• R_ co 80108 k FOUNDAtiON phone and talC! 1----""--_-.1 ------______ _ 720-T.!3-9... SHEETTmE LOC~nO"' RIFLE, COLORADO SW2 1;:etll BrllCklltt I DrA. St,el Colu"" . 12x40. ASTM ",572 Grcu:le 50 Dl!o.rt # DIAo Steel CoWIII" II~ ~~~I !-~,+~Mi+~, I~~I ~~~~~~~~~~ B I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I II I I I iii iii iii!!!!!!!!"!!!!!! iii iii iii iii iii iii iii i i Ii i I c::::::::::::::==l I I I I I I I I I I I I I I I I I I I. I I I II I t::=====> I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I · I I I I I I i I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I 1-+-1-, -! , ~ W~+ H8Ji+~' 'i+H-lli-I-1-+ ~+~ w~ , -, ,-!+~ W~+ ! , , , , f-4 , _ ' I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I .~. I II Iii iii!!!!!!!!""! I!!i il I i I" iii iii iii ii iii ii i i I I i I I I I I I I I I I I I I I I I I I I ~. I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I ,'8. ~$TN A572. Gr ••• 50 •• ~ @\fGlk [Jut SIde-Notel Hlc;ropll.es !"let Shown lor clCU"lty BQ,seMEc>nt Floor Fro.Mlng Plo.n _.T JI 210 ~ 9,S· deep floor Joist o.t U!. C.c. CUSTOMER:FAlTH FELLOWSHIP CHURCH 1710 Cuprite Court ~d PROJECT: ~~~= Castle Roek. CO BOtOS ~ ~ phone Cf'Id falC: J...----='-----l • Ai r... II! 720-733-.... SHEET TiTLE LOCATION: RIFLE. COLORADO SW3 1---<~·-ll'---1a··>---""". 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' 7•:•----1 PROJECT, FAITH FELLOWSHIP CHURCH 3 ' 1710 CUprite Court b=,..,.O"< --?~=~''--l FOUNDATION CastI. Rode, CO 80108 I-~'" CJT . :::.::::.::~:..... ______ _ ~¥::?!!iA phon. o"~ fax: 1-_-"::':"'_..,...--1 --SIONAl ~ 120-733-."4 SHEETTrTLE LOCATION: RIFLE. COLORADO 1;2 -t':< -c><r SW4 '-4" 2 -.4 Gr-, 60 hcrtzcnto.l bars, top and ba1to.. r--0,. IirfIH iInf'I B'-6· I 2'-eu' I ' i T", of,. StrI.c rq.l Swbfi.OQt" EIev, 5'-5' \ ~~l~ '4 Gr. 60 Vartbl A..,. Ir ClN e.t ,.". Counter fort Reinforcing Sta.lrwell Deta.1l 1 w-2a . \ Left SIde , I 2'-~a' \ I. fr. 60 Hotizon1io.\ Reb.,. 12" c.c., e· ~ .... ProR -top end \ I. (ir-. 60 Hol"lzonW RftIIU" 12" c.c.. ~ rin. \r fr'Oft tap tu'd Mlcroplle Founcla. tlon Eleva. tion-Slalewo.lls 12' Al teM'1o.te to,ll lie;. d~ctlCln ,~ raw to ,"ow J Counterfort Reinforcing Deta.11 S' I 2,J \ Right Side , 2'--r-... fir'. GO v....ucal RftJGi" 19· c.c,. 2" ,." COY .... 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COLORADO SW7 Division of Registrations Colorado The OHlc1a1 Slate Web Porlal View Permit 685164 Requestor Site Inspections Electrical and Plumbing Permits Online Company Name: LIVELY ELECTRIC First Name: LEX Last Name: LIVELY Address: PO BOX 331 190WMAIN ST City: SILT State: CO Zipcode: 81652 Phone: (970) 876-2482 Fax: ()-Email Address: lively@sopris,net License Number: 3036 Property Type: PUBLIC Property Owner: FAMILY OF FAITH CHURCH OUTREACH Job Site Address: 2730 STATE HIGHWAY 13 City: RIFLE State: CO Zipcode: 81650 County: GARFIELD Power: XCEL -RIFLE Building Type: OTHER Construction Type: NEW Mise Construction: Cost of Materials 1 Labor $: 15000 Trim: N Inspected Date Type 07/02/2010 COMPLETE FINAL ACCEPTED Status 06/30/2010 PARTIAL ROUGH IN ACCEPTED PARTIAL 04/19/2010 PARTIAL ROUGH IN ACCEPTED PARTIAL Page 1 of2 https:llwww.dora.state.co.us/pls/reallep_web yermit_gui.show yage?p _user _ type=ELEC... 8/25/2010 Division of Registrations Status/Actions Permit Number: 685164 Type: ELECTRICAL Status: CLOSED Opened: 04/15/2010 Expiration Date: 04/15/2011 Closed: 07102/2010 Replaces: NONE Replaced By: NONE [ Email Inspector I [ OK Questions? Check out the Definitions Page Of Frequently Asked Questions (FAQ). Please take our Survey to tell us about your experience with the online permits site. Page 2 of2 Generated: 08/25/2010 08:28 a.m. Privacy Statement I Disclaimer Federal Home Page II State Home Page II Department Home Page Top of Page Technical Assistance: E-maillnformalion Technology Section E-Mail the, ~.~~~~~~ 15608 , Denver, CO 80202 (303) 89 ... ·2300· Phone (303) 894-2310 -Fax Relav Colorado (TTY (English & Spanish). Voice, veo, ASCII, STS Assistance Numbers) https://www.dora.state.co.us/pls/real/ep web yermit-.Euishow"page?p _user type=ELEC... 8/25/2010 Region 3 Traffic Section 222 S. Sixth St., Room 100 Grand Junction, Colorado 81501 (970) 683-6284 Fax: (970) 663-6290 January 23, 2009 ATTN: Curtis Rowe Kimley-Hom and Associates, Inc 950 17th Street, Suite 1050 Denver, CO 80202 STATE RE: State Highway Access Permit No. 308175, Located on Highway 013, Milepost 4.19, in Garfield County. Dear Permittee or Applicant: The Colorado Department of Transportation (COOT) has received your signed permit and application fee. A copy of the issued permit is enclosed. The next step in the CDOT access permitting process is for you (Applicant) to obtain a Notice to Proceed (NTP). Failure to obtain an approved Notice to Proceed prior to any construction will be a violation of the State Highway Access Code (2 CCR 601-1,"the Code") § 2.4. Notice to Proceed Information Well in advance of construction, the Applicant shall request a NTP in writing along with submitting other items, such as construction drawings, specifications, and other required documents to COOT. The Applicant must submit a complete packet of this information to COOT with their written request. If the Applicant chooses not to request the NTP, the permit expires pursuant to subsection 2.3(11)(d). COOT has seven days to determine if the NTP submittal is complete for review and then notify the applicant of any deficiencies. If complete, COOT will review and comment on the submitted information within 30-days. If COOT determines the information is unacceptable, missing, or in need of correction, the Applicant shall correct their submittal and resubmit the complete request forNTP. Once resubmitted, COOT wiIl review the revised NTP documents within 10-days. If the revised documents are satisfactory, COOT will issue a NTP. If further corrections are necessary, the cycle of submittal, review and comments will repeat itself until approval is granted and the NTP is issued. The request for NTP shall include the following documents, along with any other items specified in the Terms and Conditions of your permit: 1) Cover Letter Requesting a NTP 2) Traffic Control Plan The traffic control plan must be: A. Consistent with CDOT Standard Plans Manual for Maintenance and Signing B. Consistent with the MUTCD C. Prepared by individual with American Traffic Safety Services Association (ATSSA) or Colorado Contractors Association certification -or sealed (stamped) by a Colorado registered professional engineer D. Acceptable to CDOT prior to any construction within the right-of-way E. Presented in a manner that provides a method of handling traffic (MHT) for each different phase of construction. The MHT will describe proposed construction phasing and will include dimensioned diagrams of work zone elements. The final traffic control plan must be submitted a minimum of three working days in advance of construction. Such plans may be revised as necessary with CDOT concurrence. 3) Insurance Liability Certification The Applicant or contractor shall be required to provide a comprehensive general liability and property damage insurance naming CDOT as an additional insured party, in the amounts of not less tban $1,000,000 per occurrence and automobile liability insurance of $1,000,000 combined single limit bodily injury and property damage for each accident, during the period of access construction. 4) Complete Construction Plans The Applicant shall provide two copies of construction plans and specifications for the proposed improvements. The plans shall: A. Address, as applicable, geometry, drainage, striping, signing, and signalization B. Include, but not limited to, layout of the access, highway improvements, utility locations, present and proposed drainage, present and proposed right-of-way lines, present and proposed traffic control devices, and clear zone analysis C. Sealed by a Colorado Professional Engineer in accordance with CRS 12-25-117 D. Conform to the requirement of the permittenns and conditions E. Include the following statement on the cover page oftbe plans: "This design is in full compliance with Section 4 of the State Highway Access Code, 2 CCR601-1 except for the following approved design waivers;" 5) Construction Progress Schedule The Applicant shall provide a construction progress schedule that identifies all critical path items including but not limited to excavation, embankment, surfacing, culvert installation, traffic control placement and removal, and access construction completion. 6) Notice to Proceed Checklist The Applicant shall provide a completed NTP Checklist. The Engineer Design Certificate shall be compIeted, signed, and sealed by the Engineer of Record (See page 13). Complete and provide all required items marked with an "X" on this checklist and then mark an "X" in the provided column. This Checklist and associated plans and specifications will be included as exhibits to the NTP. 7) Performance and Warranty Bonds Both bonds must be at least 110% of the estimated total highway construction costs. Bonding agency must be licensed to do business in the State of Colorado. A cost estimate, sealed by a Colorado registered professional engineer, and a draft of each bond roust be provided and approved by CDOT, prior to issuing a NTP. 8) Pre-construction Meeting Meeting shall be scheduled between, but not limited to, Applicant, a CDOT representative, construction personnel, Traffic Control Supervisor, and Permittee (if other than Applicant). Please call to schedule a pre-design meeting with a CDOT engineer at (970) 683-6284. This meeting will go over all items that shall need to be submitted with the NTP. Respectfully, Dan Roussin Region 3 Access Manager COLORADO DEPARTMENT OF TRANSPORTATION CDOT Permit No. 308175 ST~~ HIGHWAY ACCESS PERMIT s ..... Highway NoIMpISida . \:) ~,,') 013 A /4.189 /R Permit fee T Date of transmittal I: RegionfSectionIPatro i locat Jurisdfction $300.00 12/29/2008 3 I 06 /3&61asoo Simpson Garfield County The Permittee(s); Applicant; RefNa.: Famil y of Faith Church Ourtreach Kimley-Hom and Associates, Inc Mark Opstem Curtis Rowe POBox 95 950 17th Slreet. Suilc 1050 Rifle, CO 81650 Denver, CO 80202 970-625-3844 303-228·2304 is hereby granted permission to have an aa:;es.s to the stale highway at lhe Jocation noted below. The aa::ess shall be-constructed, maintained and used in accordarx:e with this permit, including the State Highway Access Code and any attachments, terms, coooitions and exhibits. This pennij may be revoked by the Issuing authority if at any time the permitted aocess and its use violate any parts of this permit. The issuing authonty, the Deparbnent and their duly ap~!ted agents and employees Shall be hard harmless a.gainst any action 101' perSOnal Injury or property damage sustained by reason of the exercise of ,he rmit. Location: Located on the east side of Hwy 13, a distance of 1,000 feet north of mp 4. Also know as 2730 Highway 13. Access to Provide Service to: (Und Use Code,) (Siz.e or Count) (Units) 560 -Church 75 DHV Additional Information: . MUNICIPAUTY OR COUNTY APPROVAL Required only when the appropriate local authority retains issuing authority. Signature Prin1Name Title Dale Upon the signing 01 this permit the pennittee agrees to the terms and conditions and referenced attachments contained herein. All construction shall be completed In an expeditious and sale manner and shall be finished within 45 days from Initiation. The permitted access shall be completed in accordance with the terms and conditions of the permit prior to being used. The pennltme shall notify Soott Marsh wiItIlhe Colorado [)eparbnenI; of TratJ5ll(lltalltHlIn Grand lunction, Colorado at {970} 82&-5166, at least 48 hours prior to mmmendng mnsIrudlon witItIn the Stare Highway right..of-way. The person signing as the pennittee must be the owner or legal representative of the propetly SSf1/ed by the pennitted access and have full authority to accept the permit and jts terms and conditions. pe~~~P1C-/1 71:-7 IP !rIin..t .N,Vam. e /f1~r'-' j ::.~ Or>Sj".wI"f) Dat~ 1/1'1/09 }' • -, .. This permit is not valid until signed by a duly autholized representative of the Department. COLORADO DEPARTMENT OF TRANSPORTATION Signal1J~ /7 /7 Print Name A. AY>J..1I,~ Ti)"MI'.J !17fJYJ/Q-f,/Dale (of issue) 1-,:1,;_ ci '{ Co py DlmtbtlUon: H equ ir&d: 1.Aegi<m 2.App1iCMt a.stafl Access Section 4.Cenlr8l. FUes Makeco p" Iesas nocossary for: Pnmau. odItlo. am obsoiete and may not be uaad local AuthoriLy ill$p'Eldor Page 1 of 3 COOT form ,"01 S/07 WCE PaIro$ Tr4tf.e Engineer UI IN GARFIELD COUNTY, COLORADO Date Issued ~S1-Il)-Oj_ INSPECTION WilL NOT BE MADE UNLESS nus (ARD IS fOSTED ON THE JOB Permit No. AGREEMENT IT In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; constfl.Jction and erection of the proposed structured for which this perm~t is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the abmfe described structure, the permit may then be revoked by notice from the County Building department and IMMEDIATELY BECOME NUll AND VOID. --------~---This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection INSPECTION RECORD £Yw\ //0 m Driveway Insulation 11')2 (0 r;yIM Electric Final (by StZlte Inspector) 7-1--/D ","Y"CC * lS-v1S" 2-q"ltyC,(,<Jo0\,( i!ce THIS PERMIT IS NOT TRANSFERABLE fOi' Inspection Cal! 970-334-5003 Office 970-945-8212 108 3th Street, Suite 4Ul Glenwood Springs, Colorrado 81601 DO NOT DESTROY THIS CARD ~::eR~VED_Jl:Il) -Oq~ _____ By fJl J1[ vlOt __ ~ ___ . PROTECT PERMIT :tc";M WE';;tER DAMAGE (DO NOT LAMINATE) ~-.-.. -~-.---~~---.----_._-------~----------.-~-~ -----------~ -------------.----------.------_._--_.--------------------------------------~.----.. --------~~-----------------------------------.. --------------- Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Project Address 2730 HIGHWAY 13 RIFLE, CO 81650-Owner Information Parcel No. 212731300228 Address Family of faith church outreach, Inc ~~~~ ~~1~~0 Subdivision Phone Contractor(s) Phone Primary Contractor . Mark Opstein PrQPosed Construction I Details this permit is attached to BLR£-6-09-1096 FEES DUE Fee Septic Fee -Alteration or Rep. Total: Friday, September 18, 2009 (970)625-3844 Yes Valuation: $ 0_00 Total Sq Feet: o FEES PAID Amount Inv Total· Paytype Am! Pai(j AmtDue. $73.00 $73.00 Inv # SEPT-6-09-19519 $ 73.00 Check # 1760 $73.00 $ 0.00 Section Township Range 31 5 92 Cell Required Inspections: Fo"",pootio", ,,", 1 (970)384-5003 Inspection IVR See Permit Record Building Department Copy 2