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Permit No: GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8" Street, Suite 201, Glenwood Springs, CO 81601 Phone: 970-945-8212 / Fax: 970-3843470 / Inspection Line: 970-3845003 Parcel/Schedule No: �"1� Hs. 00 602_ AGREEMENT PERMISSION IS HEREBY GRANTEE) TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDINO DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN LN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL. AND VOID. THE ISSUANCE OF A PERMS BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN 1N VEOI.ATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLETIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER, AND OWNER. COMMENTS ARE INTENDED TO HE CONSERVATIVE AND IN SUPPORT OF THE OWNERS LNTEREST. Garfom.003 1 HEREBY AC OWLEDGE THAT! HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): gitzt-7409-c6c1 to tayo5 rtv alotq, 61), OAA2A , 9(01107 di/ 33 Job Address: C..O 1 av_A/N. Yoe_ CIN r a, r boa da Co Sib ;)-- ()19 1 Lot No: Block No: (At ?W gA'p,,-�I� Address E- • .• r.,• Subd. / Exemption: �7 6[—pi-. Ph: s _ Wk Ph: �3t 2 Owner: . �.' '"� ' �ry 3 Contractor: -rt- - �. A t441 -ler Address: C-Dmie ot.2,3 1071 tea M v VV., Ph: 1 e t"V"' 970-145--12 1 Ph: ?OS-'�ri x,11 E34CD. Lic. N yA Lic. No. EtJ6,f02— P'— 5t-1, 4 5 Ar/ inee . Lite ,s:l,` Address: app 32 O2 l.�Jb7o. 6p rip4 Sq. Ft. of Building: 3©. ? L. Use of Building: ,It— •P ;i E- Foa'a- Sq. Ft. of Lot:��yj, is J `I -f.i •-� vit__N j P 1 �/A.) Height: ..No. A�� ' J _ J Alteration ❑ Move of Floors: 1— i . r A, , , f. . r o Remove 6 7 Describe Work? 8 Class of Work: .1:1--. New ❑ Addition 9 Garage:. 0 Single , Double 0 -[ `"`- Carport: (7/ -` 0 Single 0 Double10 eP' , �� „y ._, ________ o Driveway Permit 0 On -Site Sewage Disposal- ❑ Site Plan 11 Valuation of Work: $ � / _{-) LTO ( - Adjusted Valuations: S � � � A ISSUED THIS AUTHORISED CONSTRUCTION PERIOD 1 APPLICATION PROVISIONS COMPLETED GRANTING TO LOCAL OF 12 ra Imo— E [ y Special Conditions: NZ . 10nI pore..co. 9 c1(`fi, 1{ OTICE SEPARATE ELECTRICAL PERMIT IS REQUIRED AND M IIS"T BE BY THE STATE OF COLORADO. PERMIT BECOMES !NULL AND VOID IF WORK OR CONSTRISCTION 13 NOT COMMENCED WIT1fl N 180 DAYS, OR, IF OF WORK IS Y TIME A TEDR OO IS COMM FOR A OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED, HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL OF LAWS GOVERNING THIS TYPE OF WORK WILL BE WITHIN WHETHER SPECIFIED HEREIN OR NOT. THE OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LAW REGULATING CONSTRUCTION OR THE PERFORMANCE CONSTRUCT! N. , \� � �• _ D' Plan Check Fe : / rj r^� rmit Fee: /, 9S Total Fee: 3 7 7s'• Dated Permit Issued: / 6 rrf--* OCC Group: Const. Type: Zoning: Setbacks: Manu. Home: 7-a S ISIS (No.. &�F�ee: .32 -- `,s, , �+ Ir ave DATE 11 '4111' .01,,,L ' APPRO _ _ r, ATE APPROVAL/DATE 01;s7 AGREEMENT PERMISSION IS HEREBY GRANTEE) TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDINO DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN LN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL. AND VOID. THE ISSUANCE OF A PERMS BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN 1N VEOI.ATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLETIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER, AND OWNER. COMMENTS ARE INTENDED TO HE CONSERVATIVE AND IN SUPPORT OF THE OWNERS LNTEREST. Garfom.003 1 HEREBY AC OWLEDGE THAT! HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): gitzt-7409-c6c1 to tayo5 rtv alotq, 61), OAA2A , 9(01107 di/ 33 The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. All bathrooms must be complete, with washbowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; S. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all IBC and IRC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made; 8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, anchor State Agencies where applicable. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupanc use ani the issuance of a Certificate of Occupancy for the dwelling under building permit # ' n t Sig ure BpcontOct2004 Date VALUATION/FEE DETERMINATION Applicant Subdivision L(1.-gGLIC--0 Address 1 7 fit rr4 Lot/Block 14-tii-uc -°j° C— 2, Date Contractor Finished (Livable Area): Main Upper Lower Other /o-74 Total Square Feet 305g r.7< Valuation Basement: Unfinished tc144 x 4/ Conversion of Unfinished to Finished Plan Check Fee for Conversion Valuation Garage: Crawl Space: Valuation 73/ /8 Valuation Decks/Patios: Covered Valuation Open Valuation /L0 Zz(o ©`ll. g`/ ZiE f 2 4 Total Valuation L{ 2 co /Q ' 3E1 115. S HBH Partners, LLC 205 E. Cedar Ave. Denver, CO. 80209 Fax: 303.777.2789 September 5, 2007 Re: 0197 Golden Bear, Carbondale, CO. Garfield County BUILDING & PLANNING DEPARTMENT In review of our files it has become evident that a fee was never ecteo amend the building permit to finish the basement. The amount of this fee i $609.84. Please send payment for this amount payable to Garfield County Treasurer. ; Thank you, Andrew Schwaller Building Official 108 Eighth Street, Suite 401 • Glenwood Springs, CO 81601 (970) 945-8212 • (970) 285-7972 • Fax: (970) 384-3470 VALUATION/FEE DETERMINATION Applicant 41541 Address t t7 V( gas . // Date Finished (Livable Area): Main Upper Lower Other /7(/ Total Square Feet .50 3g 7 Valuation Subdivision lectt_PeG L Lot/Block+'t'' & CSG' Contractor ZZ Ccs o 7' 4,isp iili4,7 Basement: �;,- Unfinished fc 4 x 4/ c>�� 4 Conversion of Unfinished to Finishe Plan Check Fee for Conversion Valuation r- y y� ,f6P,--466,/q7 Garage: Crawl Space: Valuation %' 3( /8 Valuation Decks/Patios: /2. Covered 2 _ Valuation Open / 7C Valuation / 'te3 -/ iZ Total Valuation 6,1 LD Fees -5 7,5 22 i\ja-.vj i3t_r t te.1- (a° I [AA e /3/f 11/2000-'-2- /6-5.5&,°-- //5. B0-736 GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a perrnit application and expedite the issuance ofa permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant inay result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because 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. if you do not, it may be helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code". This book is available to you through this department at our cost. 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. 1 Plans to be included for a Building Permit, must be on drafting paper at least 1.8"x24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevati ons all sides with decks, balco y st s, hand raid and guard—rails, wind6ws and dod including the finissii grade line. A sect)" showing in detail, from the bottom of the footing to the top of the roof including anchor bolts, pressure treated plates, floor jos, wall.sl ds and spa IIC ng, insulation, shee Ling, hors rap, (which is required), siditlior any approved building material. A window schedule. A door sc'f edule. A floor frarnitii plan, a roof framing plan, roof mu t be designed to withstand a 40 pod per square foot up to 7,000 feet in elevation, an 8t3 M.P.H. windshear, wind exposure B, windload of 15 pounds per square foot, and a 36 inch frost depth. All sheets to be identified by num and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 1997 UBC, UMC and 1997 UPC. 1. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each corner of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. NOTE: 106.3.1 (7.) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recordrvd subdivision plat, shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within thenvelope. Yes ✓ F 2. Does the site plan also include any other buildings on the property, setback easements and utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the property you are applying for a building permit on is located on a corner lot. Special setbacks dg apply. L� P¢ nalPn Awn t PCS . .2— Yes ZYes r/ 3. Does the site plan include when applicable the location oldie 1.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? Yes ,/ 4. Does the site plan indicate t e location and direction of the County or private road accessing the property? Yes 2 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? / Yes ✓ FC__ • 4` 1 6. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the earances required between wood and earth'? Yes �y 7. Do the plans indicate the size and location of ventilation openings for the attic, roof' joist spaces's an soffits? p// Yes 8. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum 01'40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes ✓ ' 6 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof constructio Yes S • 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes 5. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes ✓ gg.� 4 Hca/p.I 12. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the cave down to existing (undisturbed) grade contours? Yes \ I. PU . • 1 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and mod nd Colorado Phase 11 certifications or phase 1I EPA certification? Yes No1 14. Does the plan include a inasonry fireplace including a fireplace section indicating design to comply with the Uniform Building C > Chapter 37? Yes No 15. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Codes Yes ,/ No tP6. (1,4 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes ✓ No AA- 17. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify sa y glazing for these areas? Yes No 18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on t plan? Yes No 19. Do you understand that if you are building on a parcel of' land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? Yes t✓ No 20. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? The building permit application will not be accepted without it. Yes ✓ No FC-10-1LIPIRP 21. Will this be the only residential structure ori'the parcel? Yes ✓ No If no -Explain: 22. Have two (2) complete sets of construction drawings been submitted with the application? Yes 23. Do you understand that the minimum dimensions a horne can be on a lot is 20tl.wide and 20ft. long? Yes ✓ No 24. Have you designed or had this plan designed while considering building and other construction code requirements? Yes ✓ No 25. Do your plans comply with all zoning rules and regulations in the County related to your properties zone d'strict? Yes , No 26. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by tl e Garfield County Building Department? Yes No 27. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes / No 28. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application submittal and that you will be required to pay the "Permit Fee" as well as any "Road Impact" or "Septic System" fees required, at the time you pick up your building per Yes No 29. Are you aware that twenty-four (24) hour notice is required for all inspections? Inspections wilt be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoons. All inspections must be called in by 3:30 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 384-5003. Yes No 30. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $47.00 e-inpsection fee? Yes No 31. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupancy and o ancy of the building? Yes No 32. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Unifo Building Code? Yes No 33. Are you aware as part of the submittal for a building permit you are required to show proof of a driveway access permit from Garfield. County Road & Bridge Department or if applicable the State Highway Department ? !fa permit is not necessary, then a letter stating that information is required. You can contact the Garfield County Road & Bridge Department at 625-8601 or refer to the phone book for the State Highway Departments 5 phone nume Yes No 34. Do you understand that you will be required to hire a State of Colorado i.icensed Electrician and Plumber to pertbrrrr installations and hookups, unless you as the homeowner are performing the work? T'hc license number of the person performing the work will be required at tirne of pplicable inspection. Yes No 35. Are you aware, that on the front of the Building Permit Application you will need to fill in the Parcel/Schedule Number for the lot you are applying for this permit on prior to submittal of a building perrnit application? Your attention in this is appreciated. Yes ✓ No 36. Do you know that the local Fire district may require you to submit plans for their review of fire safety issues? Yes No (please check with the building department about this requirement) 37. Are you aware, that if you receive your water and/or sewer from an Association, 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 ✓ No N/A 38. If you are within five (5) miles of the City of Rifle or the Town of Parachute, have you checked with them concerning water shed protection zone permit requirements for I: DS and other activities? Yes No N/A ]f hereby acknowledge that 1 have raid, understand and answered these questions to the best of my ability. ire of Owner AG Date Phone: 1'20_ ot��7— ( (days); (evenings) Project Narne: ' t3 6( f - Project Address: 019-7 m_ r. 4,7p Lira' _ Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the I3uilding Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review 6 HBH PARTNERS, LLC 2405 East Cedar Avenue, Denver CO 80209 Phone: (303) 882-3431 Fax; (3030 777-2789 Email: benhambleton@msn.com September 8, 2005 Building Department County of Garfield Glenwood Springs, Colorado RE: Building Permit for HBH Partners, LLC for The Fairways, Lot 2, Aspen Glen Resort To Whom It May Concern: Please accept this letter as my authorization for Altitude Construction & Management, or owner Glenn Montgomery, to transact business on behalf of HBH Partners, LLC. If you have any questions please don't hesitate to contact me directly. Thank you, Benjamin J. Hambleton Managing Partner HBH Partners, LLC Applicant uilding Engineered Foundation riveway Permit PLAN REVIEW CHECKLIST Date /''(, Surveyed Site Plan eptic Permit and Setbacks ----Cade/Topography 30% ` - Attaeh Residential Plan Review List Minimum Application Questionnaire Subdivision Plat Notes A 'TiFire Department Review 4' 7 ?() v V aluation Determination/Fees wed Line Plans/Stamps/Sticker Attach Conditions application Signed �P1an Reviewer To Sign Application L__.--Parcel/Schedule No. 40# Snowload Letter- Manf. Hms. GENERAL NOTES: Planning/Zoning 4roperty Line Setbacks -Oft Stream Setbacks V1ood Plain Building Height VZoning Sign -off V.Zoad Impact Fees VHOA/DRC Approval VGrade/Topography 40% Vanning _ es L.S .division Plat Notes Altitude Construction & Management 1021 Green Meadow Dr. phone: 948-7261 Carbondale, Co 81623 fax: 704-0186 8-16-05 Ben, Here is my calculation on the permit fee: Garfield Co. calculates living space @ $74.681sf; unfinished living space @ 41/sf; and garages @ $18/sf. Living space: per plans 3038sf x $74.68 = $226878 total valuation. From table 1-A in the IBC (International Building Code) they charge $993.75 for the first $100k in valuation where the valuation falls between $100k & $500k. Then $5.60 for each additional $1000 in value. Therefore: $993.75 for the 1st $100k. Then: $226878 -$100,000 = $126878. $1268878 / $1000 = 126.878 Remainder: 126.878 x $5.60 = $710.52 Living space: $993.75 + $710.52 = $1704.27 Basement: per plans 1964 sf (same as 1 s` floor) x $41 = 80524 valuation. Table 1-A charges $643.75 for first $50,000 where valuation is between $50k & $99999k. Then $7.00 for each additional $1000. Therefore: $643.75. for first $50k Then: $80524 - $50k = $30,524. $30524 / $1000 = 30.524 Remainder: 30.524 x $7 = $213.67 Basement: $643.75 + 213.67 = $857.42 Garage: per plans 731sf x $18 = $13,158. Table 1-A charges $69.25 for $2k to $25k, plus $14 for each add'I $1000. Therefore: $69.25 for first $2k. Then: $13,158 - $2k = $11,158. $11,158/$1000 = 11.158 Remainder: 11.158 x $14 = $156.21 Garage: $69.25 + $156.21 = $225.46 Totals: Living $1704.27 Basement $857.42 Garage $225.46 Permit fee $2787.15 Plan check fee is 65% of permit fee of that which is $1811.55 We can bring in a check for this amount when we submit, and any difference between my calcs & theirs will be made up when we pay to pick up the permit. I spoke to the Building Dep't to verify my talc's, he came up with permit fee of $2765 for a valuation of $226,000. There should not be any surprises. 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I36.!VMI r i L —1:011 Sit AVlnl f^t IYe �� it Hiam Ii4RMMl i_ n1:,.i. „.n1"-II.—'"--il 6',t.1EN1I 2l4,A 11.' .111,6,1,11.1•=ir{ I>:tw,nq li>n1.,w�)� 28 irz f.2.v6r.,l ELc cm rd. ACCESS ti, 6000 SERIES DIMENSIONS —65111 li drr In Inrlall.n 141 01an11R ferda iiloI'f0eificailmunn install ng /11,1 prollkl IIF.1TA.01.11 ns mei Ilx. n1 h1 rtn uixfiue units Knox ieally: 1110 antilJ e nher 1,1pallaaueo- hi,.ol u, 1114 @tx .4'141 Ininsoi nlxl IIIc s iilinh .mlrigurIGon 11.¢d HEALTHY EARTH H.1.11 Eternal Flame Warranty The strongest in the industry, heat-N-Glo's Eternal Flame Warranty offers full protection for all gals units, and includes a lifetime warranty on the most important zispects of the fireplace: fiber Togs, stainless steel burner, firebox and heat exchanger. Healthy Hearth 1 healthy home begins with a healthy hearth. Direct vent fireplaces will not atiter the duality of your room air in any was. 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HET-N4LO� No one builds a better lire In A'I N•(;L(}, a division of l lentil' Technologies Inc. 20802 Kensington Boulevard. lalteville, MN 55014 (952) 985-6000 Fax (952) 985-6001 Email us at: info@hcangln.eom 1'isi1 our Web site at: rireplaces.canl 9001 8g7J YIx,11,10RWm1,511xs 846 -SERIES 11E0.1 5/01 SPECIFICATIONS MODEL HEIGHT FRONT WIDTH BACK WIDTH DEPTH GLASS SIZE Actual Framing Actual Foaming Actual Framing Actual ' Rooming 6030 00r160 38 118 38 12 41 42 28 la 42 21 12 22 36x 24 01,4 li drr In Inrlall.n 141 01an11R ferda iiloI'f0eificailmunn install ng /11,1 prollkl IIF.1TA.01.11 ns mei Ilx. n1 h1 rtn uixfiue units Knox ieally: 1110 antilJ e nher 1,1pallaaueo- hi,.ol u, 1114 @tx .4'141 Ininsoi nlxl IIIc s iilinh .mlrigurIGon 11.¢d HEALTHY EARTH H.1.11 Eternal Flame Warranty The strongest in the industry, heat-N-Glo's Eternal Flame Warranty offers full protection for all gals units, and includes a lifetime warranty on the most important zispects of the fireplace: fiber Togs, stainless steel burner, firebox and heat exchanger. Healthy Hearth 1 healthy home begins with a healthy hearth. Direct vent fireplaces will not atiter the duality of your room air in any was. Each direct vent fireplace utilizes a sealed combustion chamller that drau5 combustion air from outside your home and discards all by-products of combustion back outside. HET-N4LO� No one builds a better lire In A'I N•(;L(}, a division of l lentil' Technologies Inc. 20802 Kensington Boulevard. lalteville, MN 55014 (952) 985-6000 Fax (952) 985-6001 Email us at: info@hcangln.eom 1'isi1 our Web site at: rireplaces.canl 9001 8g7J YIx,11,10RWm1,511xs 846 -SERIES 11E0.1 5/01 Gtech HEPWORTH - PAWLAK GEOTECHNICAL August 1, 2005 HBH Partners, LLC ATTN: Ben Hambleton 2405 East Cedar Avenue Denver, Colorado 80209 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 email: hpgeo@hpgeotech.com Job No.105 572 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot FW -2, Aspen Glen Subdivision, Garfield County, Colorado Dear Mr. Hambleton: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated June 21, 2005. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Chen -Northern, Inc. previously conducted a preliminary geotechnical engineering study for the Aspen Glen development and another geotechnical engineering study for preliminary plat design under their Job No. 4 112 92, dated December 20, 1991 and May 28, 1993, respectively. Proposed Construction: The proposed residence will be a two story log structure over a full basement with an attached garage. The residence will occupy most of the building envelope and the footprint is shown on Figure 1. Basement and garage floors will be slab -on -grade. Cut depths are expected to range between about 3 to 9 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The lot was vacant and is bordered to the west by a pond. Vegetation consists of sparse grass and weeds. The ground surface is relatively flat and appears to have been graded during subdivision development with about 2 feet of fill placed across the site. The ground slopes down to the rear of the lot (southwest) with about one foot of elevation difference across the lot. The water surface in the pond is about 2/2 feet below the ground surface at the building site. Subsidence Potential: Aspen Glen development is underlain by Pennsylvania Age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous studies in the area, (Chen -Northern, Inc., 1991 and 1993) several broad depression areas and smaller size sinkholes were observed in the Aspen Glen development, mainly to the east of the Roaring Fork River. Sinkholes were Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 -2 - not observed in the immediate area of the subject lot. The nearest mapped sinkhole is 600 feet north of this lot. The exploratory pits were relatively shallow, for foundation design only. Based on our present knowledge of the site, it cannot be said for certain that sinkholes will not develop. In our opinion, the risk of ground subsidence at Lot FW -2 is low and similar to other lots in the area but the owner should be aware of the potential for sinkhole development. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits at the approximate locations shown on Figure I. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 2 feet of fill, consist of sandy silty clay. Results of swell -consolidation testing performed on relatively undisturbed samples of the sandy clay, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and moderate compressibility under additional loading after wetting. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 1,500 psf for support of the proposed residence. The soils tend to compress after wetting and there could be post -construction foundation settlements on the order of 1 inch. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pef for the on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. The existing fill material should be evaluated for slab support at the time of excavating. To reduce the effects of sorne differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation and oversized rock. Job No.105 572 Gtech -3- Underdrain System: Although free water was not encountered during our exploration, it has been our experience in this area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recomtnend below -grade construction, such as retaining walls and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet, sump and pump or drywell. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1'/2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation and lawn sprinkler heads should be located at least 10 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the foundation caused by irrigation. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We snake no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1 and to the depths shown on Figure 2, the proposed type of construction, and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. if the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and Joh No.105 572 Gtech -4 - extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know, Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. -;l Louis E. Eller Reviewed by: Steven L. Pawlak, P. LEE/djb attachments Figure 1 Figure 2 Figure 3 Table 1 — References TE •` fi +9 15222 +* '.moo 8/C)511 • y sr '.s�QNAL ��,�•'Q4 — Lo •:.r,**!=6.--"oratory Pits — Logs of xploratory Pits — Swell -Consolidation Test Results Summaiy of Laboratory Test Results Chen -Northern, Inc., 1991, Preliminary Geotechnical Engineering Study, Proposed Aspen Glen Development, Garfield County, Colorado, prepared for Aspen Glen Company, dated December 20, 1991, Job No. 4 112 92. Chen -Northern, Inc., 1993, Geotechnical Engineering Study for Preliminary Plat Design, Aspen Glen Development, Garfield County, Colorado, prepared for Aspen Glen Company, dated May 28, 1993, Job No. 4 112 92. Job No.105 572 Gtech MIDLAND LOOP LOT 3 r LOT 2 PIT 2 PIT 1 M PROPOSED RESIDENCE l J BUILDING SETBACK LINES APPROXIMATE SCALE 1" = 20' LOT 1 EXISTING POND 105 572 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1 Depth — Feet 0 - 5 - 10 - 15 LEGEND: PIT 1 PIT 2 WCT9.3 DD=93 WC=13.1 DD=98 -200=85 0 5 10 15 FILL; about six inches of topsoil overlying sandy clay and gravel, scattered cobbles, medium dense, slightly moist, reddish brown CLAY (CL); sandy, silty, low plasticity, medium stiff, slightly moist to moist, reddish brown. 2" Diameter hand driven liner sample. Depth — Feet NOTES: 1. Exploratory pits were excavated on June 27, 2005 with a Cat 430D backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown on the site plan provided. 3 Elevations of exploratory pits were not measured and the logs of exploratory pits are drawn to depth. 4 The exploratory pit locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6 No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve 105 572 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOGS OF EXPLORATORY PITS Figure 2 0 1 e Compression Compression 2 3 4 5 0 2 3 4 5 Moisture Content = 9.3 percent Dry Density = 93 pcf Sample of: Silty Sandy Clay From: Pit 1 at 3 Feet No movement upon wetting 0.1 1.0 10 APPLIED PRESSURE — ksf 100 Moisture Content = 13.1 percent Dry Density = 98 pcf Sample of: Silty Sandy Clay From: Pit 2 at 8 Feet Compression upon wetting 0.1 .0 10 APPLIED PRESSURE — ksf 100 105 572 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Job No. 105 572 SAMPLE LOCATION NATURAL MOISTURE CONTENT (%) NATURAL DRY DENSITY (PAF) GRADATION PERCENT PASSING 200 SIEVE ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH (PSE) SOIL OR BEDROCK TYPE PIT DEPTH (ft) GRAVEL °%(To)NO. SAND LIQUID LIMIT (%) PLASTIC INDEX (%j 1 3 9.3 93 Silty Sandy Clay 2 8 13.1 98 85 Silty Sandy Clay 1 Engineers, Inc. ENGINEERS / SURVEYORS / PLANNERS STRUCTURAL DESIGN CALCULATIONS FOR ASPEN GLEN SPEC HOME #1 THE FAIRWAYS, LOT 2 GARFIELD COUNTY, COLORADO CARBONDALE, COLORADO EHM PROJECT NO. B05-245 DESIGN INFORMATION: USED 2003 IRC ROOF DEAD LOAD: 15 PSF ROOF SNOW LOAD: 40 PSF FLOOR DEAD LOAD: 10 PSF FLOOR LIVE LOAD: 40 PSF WIND SPEED: 90 MPH EXPOSURE TYPE: C SEISMIC PARAMETERS: Ss = 52.0% Si = 9,5% SEISMIC DESIGN CATEGORY: 13 SOIL CLASS D ALLOWABLE SOIL BEARING PRESSURE 1500 PSF (ASSUMED) IN THE FIELDS OF: PLANNING SURVEYING HIGHWAYS WATER SEWAGE STRUCTURAL SUBDIVISIONS BRIDGES ENVIRONMENTAL QUALITY CONTROL CONSTRUCTION MGMT. 621 North College Rd., Suite 100 • Twin Falls, Idaho 83301 • (208) 734-4888 • Fax (208) 734-6049 OAnn rzt.rl, Cu iirp 1 flfl • Rnisp Idaho B3705 • (2081386-9170 • Fax (208] 386-9076 Aspen Glen Spec. No 1 Date and Time: 8/30/2005 11:30:30 AM MCE Parameters - Conterminous 48 States Zip Code - 81623 Central Latitude = 39.251005 Central Longitude = -107.223074 MCE MAP VALUES Short Period Map Value - Ss = 52.0% g 1.0 sec Period Map Value - S1 = 9.5% g IRC DESIGN INFORMATION Short Period Map Value - Ss = 52.0% g Soil Factor for Site Class D - Fa = 1.80 IRC Site Value = 2/3 x Fa x Ss = 62.4% g IRC Seismic Design Category = D1 Aspen Glen Spec House #1, Carbondale, CO WIND LOAD - IBC 2000 (ASCE7-98), 90 mph, Exposure C, 1=1.00, Mean Roof Height = 20.00 ft Kzt at Base = 1 Kd = 0.85 , Roof Slope 26.57 degrees (6:12) Enclosed Building, GCpi = 0.18 WALL COMPONENTS AND CLADDING GCp by Zone Zone 4 (+/-) Zone 5 (+1-) 10 ft^2 1,00/-1.10 1.00/-1.40 500 ft^2 0.701-0.80 0.70/-0.80 Wind Pressuresipsfl by Zone (' Height Windward (4,5) Leeward (4) Leeward (5) z (ft) Kz Kzt qz (psf) A=10 A=500 A=10 A=500 A=10 A=500 0 - 20 0.90 1.00 15.90 18.8 14.0 -20.3 -15.6 -25,1 -15.6 ROOF COMPONENTS AND CLADDING - GABLE ROOF Kh = 0.90 ; Kzt at roof = 1.00 ; qh = 15.90 psf Positive Pressure, p (psf) Negative Pressure, p (psf) A=10 A=100 A=10 A=100 Zone GCp p GCp p GCp p GCp p 1 0.5 10.8 0.3 10.0 -0.9 -17.2 -0.8 -15.6 2 0.5 10.8 0.3 10.0 -2.1 -36.2 -1.4 -25.1 3 0.5 10.8 0.3 10.0 -2.1 -36.2 -1.4 -25.1 Main Wind Force Resisting System with Gable Roof Building Width = 48.0 ft ; Building Breadth = 68.0 ft ; Ridge Parallel to Breadth Building Frequency Normal to Width = 2.0 Hz ; Building Frequency Normal to Breadth = 2.0 Hz Gust Factor for Wind Normal to Width (48.0 ft Dim'n) G=0.85 Gust Factor for Wind Normal to Breadth (68.0 ft Dim'n) G=0.85 q(h) =15.90 psf ; K(h) =0,90 ; q(h)*GCpi =2,86 psf Wind Pressures (pst) by Zone Zone 1 - Windward Wall Height Wind Normal to Width Wind Normal to Breadth (ft) Kz qz (psf) Cp Max Min Max Min 0 - 15 0.85 14.96 0.80 13.0 7.3 13.0 7.3 15 - 20 0.90 15.90 13.7 7.9 13.7 7.9 Zones 2- Windward Roof at Hat Portion Parallel to Ridge Wind Normal to Width Tributary Area Distance to 100 200 1000 Windward Edge Cp Max Min Cp Max Min Cp Max Min < h/2 -0.90 -9.3 -15.0 -0.90 -9.3 -15.0 -0.90 -9.3 -15.0 < h -0.90 -9.3 -15.0 -0.90 -9.3 -15.0 -0.90 -9.3 -15.0 < 2h -0.50 -3.9 -9.6 -0.50 -3.9 -9.6 -0.50 -3.9 -9.6 > 2h -0.30 -1.2 -6.9 -0.30 -1.2 -6.9 -0.30 -1.2 -6.9 Zone 2 - Sloped Windward Roof Wind Normal to Breadth Zone Max/Min Cp p (psf) Max 0.23 6.0 Min -0.25 -6.2 Wind Normal to Max/Min Cp p (psf} 3 - Leeward Roof Breadth Max -0.60 -5.2 Min -11,0 4 - Leeward Wall Width Max -0.42 -2.8 Min -8.5 Breadth Max -0.50 -3.9 Min -9.6 5 & 6 - Sidewalls Width Max -0.70 -6.6 Min -12.3 Breadth Max -0.70 -6.6 Min -12.3 Zone 7 - Bottom Face of Unenclosed Wind Normal to Cp p (psf) Overhangs at Roof Elevation Width 0.8 10.8 Breadth 0.8 10.8 SEISMIC LOADS IBC 2000, Site Class D Short period spectral acceleration, Ss = 0.52 LATERAL FORCE RESISTING SYSTEM - STRENGTHILRFD LEVEL FORCES 1 -Second spectral acceleration, S1 = 0.10, Building Height, Hr = 20 ft Seismic Use Group I, Seismic Design Category - C, I = 1.0 SDs = 0,48, SD1 = 0.15, Fa = 1.38, Fv = 2.40 Bearing Wall Systems L. Light frame walls with shear panels -all other materials R = 2, Omega o = 2.5, Cd = 2, Ct = 0.02, PERIOD per Eqn 16-39 T = 0.189 Seconds Eq 16-35 Cs=Sds*le1R = 0,24 Eq 16-36 Cs=Sd11el(R*T) = 0.402 Eq 16-37 Cs=0.044*Sds*le = 0.021 Cs = 0.2399 ELEMENTS AND COMPONENTS (ASD) - Based on IBC 2000 Eq'ns 16-67 thru 16-68 Site Coefficient, Fa = 1.38 Sms = Fa * Ss = 0.720 Sds = 0.480 Element Type 1 2 3 aplRp/Ip 112.511 112.511 1.25/1/1 Seismic Coefficients • See Below for Element Types h=10 0.11 0.11 0.34 h=20 0.16 0.16 0.51 Element Type Description 1 Exterior nonstructural wall element 2 Body of exterior nonstructural wall panel connection 3 Fasteners of exterior nonstructural wall panel connecting system P TMEngineers Inc. ENGINEERS/SURVEYORS/PLANNERS Project Information Project Contact: Project Client: Project Location: EHM Project Number: Local Jurisdiction: Designer: Engineer of Record: Project Contact: New Homestead Log Homes ATTN: Don Leith P.O. Box 135 Afton, Iowa 50830 641.347.5678 Phone 641.347.8554 Fax HBH Partners, LLC Aspen Glen Community, The Fairways, Lot 2 Carbondale, CO B05-245 Garfield County Building Dept. 970.945.8212 Gravitas, Inc. ATTN: Derek Hurd 1212 North 21st Street Boise, Idaho 83702 208.367.1184 Phone 801.409.2908 Fax EHM Engineers, Inc. Micheal K. Brown, P.E., S.E. Brian J. Sielaff, P.E. Job Design Information Code Used: 2003 IBC Roof Snow/Live Load: 40 PSF Roof Dead Load: 15 PSF Floor Live Load: 40 PSF Floor Dead Load: 10 PSF Seismic Parameters: 52 % Ss 9.5% S1 Soil Class: D Wind Speed: 90 MPH Exposure Type: C Minimum Frost Depth: 36 IN Allowable Soil Bearing: 1500 PSF 2404 Bank Drive Suite 100 Boise. ID 83705 208.386.9170 208.386.9076 FAX www.ehminc.com M3EngineersInc. ENGINEERS/SURVEYORS/PLANNERS Round Timber Log znformatiQp Log Species: D/F-Larch Adjustment Factors Log Density: 34 PCF Bending Stress, Fb: 2050 PSI C° CF, C„ Tension Parallel, Ft: 1150 PSI CD CF Shear Parallel, Fv: 135 PSI CD CH Compression Perp., Ec perp: 600 PSI Compression Parallel, Fc: 1050 PSI CD CF, Csp Modulus of Elasticity, E: 1500000 PSI Round vs. Square = 0.89D (10" diameter log = 8.9"x8.9" square log) Log Species: Spruce-Pine/Fir Adjustment Factors Log Density: 34 PCF Bending Stress, Fb: 1350 PSI CD CF, C„ Tension Parallel, Ft: 725 PSI Co CF Shear Parallel, Fv: 95 PSI CD CH Compression Perp., Fc perp: 305 PSI Compression Parallel, Fc: 625 PSI CD CF, Cep Modulus of Elasticity, E: 1100000 PSI Round vs. Square = 0.89D (10" diameter log = 8.9"x8.9" square log) Adjustment Factors Load Duration Factors, CD Roof Snow Load: Wind or Seismic: Floor Live Load: Untreated Factor, C„: Douglas Fir: Southern Pine: 1.15 1.60 1.00 1.18 Size Factor, CF CF = (12/d)1/9 Applied to logs with D > 13.5" Shear Stress Factor, CH CH = 1.33 (Split and Shakes) Sfl w Load Dftsign Pf = Ce I Pg Ce = 0.9 Cel = [1-(a-30)/40) Pf > 20 PSF & a > 30° 2404 Bank Drive Suite 100 Boise. ID 83705 208.386.9170 208.386.9076 FAX www.ehminc.com NMI Engineers inc. ENG]NEERS/SURV E YORE/PLANNER S cs2 = (1-[ (Pf-20) /Pfl f (a-20) /40] Pg > 100 PSF & a > 200 Unbalanced snow loads at gable roofs = 1.25Pf Multi -gable w/ parallel ridge lines = 3,0Pf (Valleys) Multi -gable w/ nonparallel ridge lines = CVPf (Pg > 70 PSF) (Figures A-16-11, 12 & 13) Special Eave Requirements = 2.0Pf Valleys = 3.0Pf Account for drift loads on lower roofs, decks and projections Design for vert. obstructions -chimney stacks where applicable Table 1.0 Log Properties Log Dia (in) Area (int) S (in3) I (in') Wu (plf) Cf 2 3.14 0.79 0.79 0.7 - 4 12.57 6.28 12.57 3.0 - 6 28.27 21.21 63.62 6.7 - 8 50.27 50.27 201.06 11.9 - 9 63.62 71.57 322.06 15.0 - 10 78.54 98.17 490.87 18.5 - 12 113.10 169.65 1017.88 26.7 - 13 132.73 215.69 1401.98 31.3 0.99 14 153.94 269.39 1885.74 36.3 0.98 16 201.06 402.12 3216.99 47.5 0.97 18 254.47 572.56 5153.00 60.1 0.96 20 314.16 785.40 7853.98 74.2 0.94 22 380.13 1045.36 11499.01 89.8 0.93 j 24 452.39 1357.17 16286.02 106.8 0.93 Roof Snow LL Table 2.0 Roof Pitches 40 PSF Pitch a Cs1 Cs2 Cs1W11 (PSF) Cs2W11 (PSF) 3:12 14.04 - - - 4:12 18.43 - - - 5:12 22.62 - 0.97 - 39 6:12 26.57 - 0.92 - 37 7:12 30.26 0.99 0.87 40 35 8:12 33.69 0.91 0.83 36 33 9:12 36.87 0.83 0.79 33 32 10:12 39.81 0.75 0.75 30 30 11:12 42.51 0.69 0.72 27 29 2404 Bank Drive Suite 100 Boise. ID 83705 208.386.9170 208.386.9076 FAX www.ehminc.com pt13 Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS 12:12 45 0.63 0.69 25 28 2404 Bank Drive Suite 100 Rnicp Ir) 337x5 208.386.9170 208.386.9076 FAX www.ehminc.com r Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS Table 3.0 Design Stresses (D/F Larch) *Verify if diameter of log > 13.5" for use of CE -factor Table 3.0 Design Stresses (Spruce -Pine Fir) Normal Duration (PSI) Cb CH C„ Design Stress (PSI) F' b roof 2050 1.15 - 1.00 2358 F'b floor 2050 1.00 - 1.00 2050 F't roof 1100 1.15 - 1_ 1.00 1265 F't floor 1100 1.00 - 1.00 1100 F' c roof 1050 1.15 - 1.00 1208 F' c floor 1050 1.00 - 1.00 1050 F' c perp ro 600 1.15 - 1.00 690 F' c perp f1 600 1.00 -- 1,00 600 F' v roof 135 1.15 1.33 1.00 155 F'v floor 135 1.00 1.33 1.00 135 *Verify if diameter of log > 13.5" for use of CE -factor Table 3.0 Design Stresses (Spruce -Pine Fir) *Verify if diameter of log > 13.5" for use of CF factor 2404 Bank Drive Suite 100 Rnica In w 7r) 208.388.9170 208.386.9076 FAX www ahminr. rnm Normal Duration (PSI) CD CH Cu Design Stress (PSI) F'b roof 1350 1.15 - 1.00 1553 Fib floor 1350 1.00 - 1.00 1350 F't roof 725 1.15 - 1.00 834 F't floor 725 1.00 - 1.00 725 Ft roof 625 1.15 - 1.00 719 F' c floor 625 1.00 - 1.00 625 F'c perp ro 305 1.15 - 1.00 351 Fi c perp fi 305 1.00 - 1.00 305 F'v roof 95 1.15 1.33 1.00 109 F' v floor 95 1.00 1.33 1.00 95 *Verify if diameter of log > 13.5" for use of CF factor 2404 Bank Drive Suite 100 Rnica In w 7r) 208.388.9170 208.386.9076 FAX www ahminr. rnm E P VWEngineers Inc. ENGINEERS/SUR VEYORS/PLANNERS J2oof Ridge Beam Design Beam Mark = Beam Description = Beam Span, L = Roof Pitch Roof Snow/Live Load = Roof Dead Load = Roof Tributary Area = Roof Snow Load PLF, Roof Dead Load PLF, wll = wd1 = Beam Self Weight PLF = RB -1 Main roof ridge beam 21 12:6 40 15 9 360 135 50 Total Load PLF, w = 545 Maximum Bending Moment, M (wL2/8) = Bending Stress, Fib = Maximum Longitudinal Shear, V (wL/2) = Shear Parallel, F'„ = Compression Perpendicular, F'c perp = Modulus of Elasticity, E = Bending Moment Limit: D = 2[ (6M/F' b) 2/3/n] 1/2 Check CF factor for proper Diameter > 13.5" Deflection Limit: D = i (200L3 (w11+wdi) /nE) ] 1/4 D = (050L3 (w11+2wd1) /nE) ] 1/a - Without plaster or drywall ceilings D = [ (300L3 (w11+wd1) /nE) ) 1/a D = [ (200L3 (wll+2wd1) /nE) ] 1/4 - With plaster or drywall ceilings & floor beams 2404 Bank Drive Suite 100 Boise, ID 83705 FT PSF PSF FT PLF PLF PLF (Assumed) PLF DF/L 360518 2358 5722.5 155 690 1500000 DF/L SP/F 360518 IN -LB 1553 PSI 5722.5 LB 109 PSI 351 PSI 1100000 PSI SP/F 10.96 12.60 10.96 12.60 13.25 14.32 13.27 14.34 14.67 15.85 14.26 15.41 IN IN IN IN IN IN 208.386.9170 208.386.9076 FAX www,ehminc.com P'Ami Engineers Inc. ENGINEERS/SURVEYORS/PLANNERS Longitudinal Shear Limit: D = [ (6V)/nFd 1/2 Area of Bearing Surface Limit: A = C/F p,p Wall width = Log width minimum for bearing = 8.39 10.00 8.29 9 0.92 16.32 IN Therefore use a DFL ridge beam with a minimum diameter of 16" single beam O.K. or use two (2) SPF 12" diameter ridge beam O.K. 2404 Bank Drive Suite 100 Boise. ID 83705 208.386.9170 208.386.9076 FAX www.ehminc.com EHM En • Ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idahol33301 208/734-88B FAX 208/734-6049 / 2404 Baric Drive, Suite 100 Boise, Idaho, 83705 208/386-9170 FAX 208/386-9076 JOB NAME -s1)o/+n 6,`1/! JOB NO BIOS '2AiS BY [..:ELLS DATE — \ `OS SHEET OF snrr4,d-ci11' 6,e 7 rr0i- cl l ' 1 54,t fly 1/14.4 !i5/11_,-; 1704td — 0,0 iP.D4n'1 At ! E M/I Q414 7003 S`I r ("IP( '( rI-r1.`iy3( 5110i' LY' tkut)/ 0 j FI,If r2 { i 'Ot )4 pi /P1410(` 8 'xlI !„ Zx 10 2 !/c Zxf U G �.Z ✓���. c 2 rtlieryviv JOB NAME 451) O 4> i,4/1 BY 4-54/S EHM En • ineers, Inc. 621 North College Road, Siete 100 Twin Falls, Idaho 83301 208/734-4868 FAX 208/734-6049 2404 Sank Drive, Suite 100 Boise. Idaho 83705 208/386-9170 FAX 208/386-9076 JOB NO DATE �✓.�' Mfr �" 6*. t t3 `1,111 b' 3i Uf F1/u -b' 2) aP9. {�,a� 1 t4950 1- J s Tat, rl'v jI s 4 134 1 IU I.ZSe rL= S-65,4( f �r 1,($ f� 1bLI ho3 SHEET OF z/6w ) ,/( EHM En • ineers, Inc. JOB NAME 4spoi. 6(04(-) BY A ii/'S 621 North College Road, Sute 100 Twin Fals, Idaho 83301 208/7344888 FAX 208/734-6049 2404 Bank Drvve. Suite 100 Base, Idaho 83705 208/3869170 FAX 208/386-9076 JOB NO 130s -2Y5 Mivick 5 'd DATE i `f( ,- C j SHEET OF yfl'I;ZS,s'� to. s 3� l s t� -2_5(9) s tP f)/ -c.' )cb �t T,v q ,_ 5), L /Iy3t9 1,15 3 s. ask,z , (61,12P -0)5. ((f,1re,) 141-i ' OLP, 6(49 biro.-I� 11 i,(90/ MO• ado ib" 06,4 ' •R Y 410z 37(r ,"(1 JOB NAME 4P1 6 (e BY }1,415 EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/7344888 FAX 206/734-6049 2404 Bank Drive, Suite 100 Boise, Idaho 83705 206/386.9170 FAX 208/365-9076 JOB NO r3Uc."zt-iS DATE T` I 65 SHEET OF iAkil ((fief 4"1.4\,!‘, 7.)(1Z )1"1. rnN'( z Q JiRV,k 9117 T7 Ho V-I6f c _ Lrd . pr (6,,s�� ` = sod ,f 1-1./ o � c9t, (x (17L L , hvk, b%e' f • 16 z A0 -b Ay ` 11 _r?8b 12 Ihf � - 2 044 f � f ' ~irli -- -% --- _ 6( 2Slav �I 060,41) 1 1 i =�bo �fYz ?PkiL2 51eold (/ok �ul�cc�si Ltop1q 1,-x,1 $falf 414 1 q, 5' it EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Falls. Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bark Drive, Suite 100 8aise, Idaho 83705 208/3869170 FAX 208/386-9076 JOB NAME /6(11 WI yrr " JOB NO 1k9S ,3-Y,5- BY 8/1/S DATE { SHEET OF TLr 131{pj1. 4 1, ITT /43 _ t.(6, `iL s- 3Bp:l L )'JL+ q'/ 1-imL,4s{Y ( yrs e A tvE I//0A I616,,- 1Ub 21,an( !! !� 1 1'L Hl�: 5i)UM 1I i L, I6 btrse/ E- ; rc w6,di f )0, t Y(?. (,r. ,)r{ (19 • 6 ; .40 ;it Tit ).0-0„)) Vs e. 7L4/(M: 96 ;r1( V.5,d/F ) l_� ' s /z AVL E/k altow 5t // JOB NAME 4se w BY /i EHM Enineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bar < Drive, Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB NO Bps- yS DATE 7 - ` 05 SHEET OF (z� ?)4(k sYz V&; Ki t. 1,'1, YO . S, 4,1A a.(' O..' 5-5 ,. r(. 7.03p (6" L V6 A Z8 k4Or excel 5 I-1 e 4 d..t4 f -tv,i djc(ij L4 U 1,1,e U 'yv 5 ` 170 /t JO. c(, 5 `(Sin 1.2 5/1f -1a(2 ' �� T v 13) v,6) tma c{ - g4(.. t( t •1 y h6 - F4/(; q6 1-1 `1' t`113,J ,11f L1610,41( S' I W-. 112" Diameter Thru Bolts Single Shear: Input: Bolt diameter, D = 0.5 in. Main Mem bear Length, Lm = 5.5 in. Main Dowel Bear Strength, Fern = 3150 psi K Theta = 1+0.25(theta190) = 1 Side Mem Bear Length, Ls = 5.5 in. Side Dowel Bear Strength, Fes = 3150 psi Dowel Bending Yield Strength, Fyb= 36000 psi Output: Re = Rem/Res = 1 k1 = 0.414214 Rt = Lm/Ls = 1 k2 = 1.046681 k3 = 1.046681 Yield Mode im, Z = 2165.625 Yield Mode Is = 2165.625 Yield Mode Ills, Z = 944.4658 Yield Mode IV, Z = 480.3258 Yield Modell, Z= 996.7014 Yield Mode Illm, Z= 944.4658 Z = 480.3258 Pounds per Bolt Di EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Fails. Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bart Drive, Suite 100 Base, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB NAME 44pQM6re'vi BY K. 6 J4,440,5 ] 16+( 0,(• UIt-6.6 16 . 1 ,3? t3.3.iJ1 rr! 66r1I)/f JOB NO 1.0C-- 1(5- DATE !sDATE 6-1 -65 SHEET OF Snr,�`Ct = -,,i ,ws7 r(,trd . -3, 5 671-1 vi f. 7y6, 0, z lean,- 12` _ r 139 Ll(r —17,0N re-` 1600 Li 1Ku( • 1i9t1a F - 7n) 4 v k S U.9 0.4141 JOB NAME 4y, ckv, BY L./VS EHM En • ineers, Inc. 621 North College Road, Site 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bank Orive, Suite 100 Baso. Idaho 83705 208/386-9170 FAX 208/388-9076 JOB NO. 1305-Z4fS DATE r ) q- c9S ),ve-= (0, 0)�,2�� &6i :) {9 ' !, 'VI &4 SCJ! f it l ! yl T Ho 16k rt.. 66,5 ,/ /mAx ` s(, 4c A b 16' cP �L 66, Spt 11(.9 '4OLk WaAn ` G )120 MN, vom rr 1z ` t9L 7.0 , ,Jr , SHEET OF ( /u It At lam, Qj s� l f LAP it r406,„1-, Z,,,' Ln/z 0/4 5ryvlz 61-15" 0{ ((, z .— I oil .(- 1.60A 711101 �'/�� k dh 3 6141110-14Sii-At i/5 -- EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 206/734-4888 FAX 208/734-6049 2404 Bark Orive, Suite 100 Base, Idaho 83705 208/386-9170 FAX 208/386-9076 JOB NAME 45e 6r` // 1 JOB NO. s'��S BY 'S DATE T `4‘"1`0 SHEET OF Z_.xrc1,111c.4 2 10 i9.(, %orvt 0;{ 5/c +& 0 (z) 2-x12 las a ; P , to( -6" 5 Aye Lam. l,r6=� 'I(5, = oftvi 1(5 )jy tt 47,0 pr 1 sZS/' fC-) Zx 121“. 14k nvo 1-4ft` X11 760_ ' z M sy Z # (11Gxcet 96ie TL = (46'(0)" ' I.1) = Li (9 4 L syz 41e JOB NAME 4r BY `�V/.S EHM En ' ineers, Inc. 621 North College Road. Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bank Onve. Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 en,i JOB NO 'it5 DATE 71 q" 6'7 SHEET OF u i ..�- (,775 y rrrGC = r).-.017 1-4 ow '44.9' 6 ' ^ 9' Zi &• # vWvi ` 3 breiL EHM Engineers Aspen Glen 580000 User: KW -0605725, Ver 5.8.0, 1 .Dec -2003 (01983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Timber Column Design Job # Date: 12:20PM, 19 AUG 05 Page 1 1 E Description Log Post General Information Code Ref: 2001 NOS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Circular Column Diameter Sawn rLoads Total Column Height Load Duration Factor 10.00 Fc Fb E - Elastic Modulus Douglas Fir - Larch, No.2 30.00 ft 1.15 700.00 psi 750.00 psi 1,300 ksi Le XX for Axial Le YY for Axial Lu XX for Bending 10.00 ft 10.00 ft 10.00 ft Axial Load Eccentricity 0.000 in Dead Load 2,700.00 lbs Using = 10.00in round column, Total Column Ht= 30.00ft fc : Compression Fc : Allowable fbx Flexural F'bx : Allowable Interaction Value DL + LL 132.93 psi 747.93 psi 0.00 psi 885.00 psi 0.1777 Live Load 7,740.00 lbs DL + LL + ST 132.93 psi 848.36 psi 0.00 psi 1,017.75 psi 0.1567 Short Term Load 0.00 lbs Column OK DL + ST 34.38 psi 848.36 psi 0.00 psi 1,017.75 psi 0.0405 Stress Details 11 Fc : X -X Fc : Y -Y Pc : Allowable F'c:Allow ` Load bur Factor F'bx F'bx * Load Duration Factor 747.93 psi 747.93 psi 747.93 psi 848.36 psi 885.00 psi 1,017.75 psi For Bending Stress Calcs... Max k'Lu / d Actual k"Lu/d Min. Allow k"Lu 1 d Cf:Bending Rb:(Le d/b^2)^.5 For Axial Stress Calcs,.. Cf : Axial Axial X -X k Lu / d Axial Y-YkLu/d 43.00 23.39 9.00 1.000 14.859 1.150 12.00 12.00 JOB NAME 41,6_6k BY 74"..4",n rig /1 74/ 0.) $ - ������ ( 10/r2 (4 = I pa'74-)( c')(/ ( , rti 2 3-0* ( r 4,b7)-4) EHM En ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bank Drive, Sute 100 Base, 1(18/v3 83705 208/386-9170 FAX 208/386-9076 JOB NO. 9°C' ',`"5 DATE ,08/30 S SHEET OF Iv/ ' !7A': f/ 'MeL)(/z'/77) ( /6!/v) 13?'/V7, 4? - b - kc (4-o/O 4)( l6`/v)( /P ) (/0 7`) f .L ri 97/a SO4 Zia? V1--- '1.)47g#"' my.•v (3,74 l2ro` Jfff ��{�w 5- 6 JOB NAME 4de, (j'�� BY d,,s" EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Falls, 8aho 83301 208/7344886 FAX 208/734-6049 2404 Bank Drive, Suite 100 Base Idaho 83705 208/388-9170 FAX 208/386-9076 DATE 0//,° SHEET 71-- vrni JOB NO 8' ( 7-s 7 i o, -)(, 6'/(9 (/fg #1 opsF) ( /vi/�L'-��_ t 11,-( rrt �/'ff�/ gr/`i)( izive /n k. 7-,/fiv ,1 yj6'rxvj6.,,x /O / -U/ Ce /7 .1.0'c- OF 4- 0 ("4 (90/-s71)(r '7z)4 %,bg Iv /jfat C S 1 If z 2 (/ vtIv Loi tip a /ef.51 (z'/i> 80 � ' A 19oy �� lues Zi)e /pi' can H JOB NAME ] 6 BY r/�iG,,�. �l Grl g26," (-5� EHM En s ineers, Inc. 621 North Coilege Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bank Drive, Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/388-9076 JOB NO %l&3' ` �S DATE ��1/ fos SHEET OF i4 7- rk &A -ti (4 IC, L (moi 8'�f,��� ca, �� t� (//- 9 ii#/ 7L ,I Lei /6 K� c- 1 A ® NMEngineers Inc. @NOINEERB/SURVEYC]Rs/PLANNERS 2404 BANK DRIVE, STE. 100 BOISE, IDAHO 83705 Title : Dsgnr: Description : Scope: Job # Date: 10:56AM, 31 AUG 05 PHONE: 208.386.9170 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580000 I User: KW -0605725, Ver 5.8.0, 1-0ec-2003 (01983-2003 ENERCALC Engineering Software Description j Criteria Restrained Retaining Wall Design Page 1 1 Retained Height - 9.50 ft Wall height above soil = _ _ _ 0.5_0 ft Total Wall Height = 10.00 ft Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem LSurcharge Loads Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem ▪ 10.00 ft 0.00: 1 = 0.50 in 110.00 pcf = 16.0 psf Soil Data Footing Strengths & Dimensions Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure = 35.0 = 0.0 = 250.0 FootingIISoil Friction = 0.300 Soil height to ignore for passive pressure - 0.00 in Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 1,715.0 lbs 980.0 lbs 0.0 in [Design Summary Total Bearing Load ...resultant ecc. = 0.87 in ------------ Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 0.0 #/ft 0.00 ft • 0.00 ft Concrete Stem Construction fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy = 60,000 psi 0.0014 • 1.54ft = 1.21 = 12.00 in = 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 lbs 0.00 ft = 0.00 in = 0.00 ft Line Load = 0.Oft 4,634 lbs Soil Pressure @ Toe Soil Pressure @ Heel = 1,419 psf OK 1,951 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,076 psf ACI Factored @ Heel = 2,855 psf Footing Shear @ Toe = 31.4 psi OK Footing Shear @ Heel = 8.9 psi OK Allowable = 93.1 psi Reaction at Top = 296.3 lbs Reaction at Bottom = 1,641.0 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,641.0 lbs Footin Desin Results oma"' eel Factored Pressure - 2,076 2,855 psf Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear 2,640 257 2,383 31.41 93.11 0 ft-# 245 ft-# 245 ft-# 8.88 psi 93.11 psi Thickness = 8.00 in Wall Weight = 96.7 pcf Stem is FIXED to top of footing Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable Fy = fc = 60,000 psi 2,500 psi Top Support Stem OK 10.00 ft # 5 = 16.00 in = Center 4.00 in Shear Force @ this height = Shear Actual = Shear Allowable = Rebar Lap Required Rebar embedment into footing 0.000 0.0 ft-# 3,898.0 ft-# 0.0 lbs 0.00 psi 85.00 psi 23.40 in Other Acceptable Sizes & Spacings: Toe: None Spec'd Heel: None Spec'd Key: No key defined Mmax Between Top & Base Stem OK 5.42 ft # 5 16.00 in Center 4.00 in 0.404 1,574.9 ft-# 3,898.0 ft-# 23.40 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S • Fr -or- No key defined @ Base of Wall Stem OK 0.00 ft # 5 16.00 in Center 4.00 in 0.923 3,597.2 ft-# 3,898.0 ft-# 2,194.8 lbs 45.72 psi 85.00 psi 6.00 in 111:41M.1 Engineers Inc. er.J INEERB/BIJRVEYORe/PLANNERS 2404 BANK DRIVE, STE. 100 BOISE, IDAHO 83705 PHONE: 208.386.9170 Title : Job # Dsgnr: Date: 10:56AM, 31 AUG 05 Description Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Rev, 580000 User: KW -0505725, Ver 5.8.0, 1,Dec-2003 Restrained Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software Description Summa of Forces on Footin : Slab RESISTS slidinI stem is FIXED at footin Page 2 II Forces acting on footing for soil pressure Load & Moment Summary For Footing : For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -2,116.0 ft-# Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 2,695.0 lbs 1.88 ft 5,053.1 ft-# Soil Over Toe = 7.1 Ibs 0.77 ft 5.4 ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 966.7 Ibs 1.88 ft 1,812.5 ft-# Soil Over Heel = 566.0 Ibs 2.48 ft 1,403.3 ft-# Footing Weight = 398.8 Ibs 1.38 ft 548.3 ft-# ----- ---------- Total Vertical Force 4,633.5 Ibs Base Moment = 6,706.7 ft-# »> Sliding Forces are restrained by the adjacent slab Soil Pressure Resulting Moment = -335.6t-# E EHM En • ineers, Inc. JOB NAME 1G� Ca BY 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bark Drn+e, Suite 100 Boise, Idaho 83705 208/3869170 FAX 208/386-9076 ( i14 4,4 4144 4002 6- xpliz DATE (p7i 1r ( Or, 14) 1 (bps /r')X bz y` 5,-/5e,7/V"d. rb E- (/- W/n� r inn y = 13, 2A / rF71 V) ‘/Ill/ 943'i ( ,SIM t..6,- ` v/ y / (r �0 6 = . // r t oc /Z /c- (lC(,/ce s , p 7/(f. s� // J '.� /�a� �G 1 JOB NO teas- L¢C� SHEET OF 1 V1 �- z 6)(sj 5)(4 / C)(4 6b /6.01/a)(66-5') ° 11.'1/ io?y( 4pter /eve( /5- kr /;?/k/( y �, r� 19,1 k q-16 /,c LAGGING NOTES 1. LAG BOLTS SHALL BE 1/2" DIA. WITH 4" MIN. EMBED. INTO LOWER MEMBER. 2. PRE DRILL TOP LOG WITH 1/2" HOLE, BOTTOM LOG WITH 15/64" DIA_ HOLE. LAGS SHALL BE TURNED, NOT DRIVEN INTO PLACE. USE SOAP OR OTHER LUBRICANT AS REQUIRED TO PREVENT DAMAGE TO SCREW. 3. PROVIDE (2) SCREWS AT 4" O.C. ON BOTH SIDES OF EACH DISCONTINUOUS LOG AT EVERY OPENING AND WALL END U.N.O. 4. EDGE NAIL THROUGH 1/2" CD -X PLY TO SILL PLATE, AND TOP AND BOTTOM OF BASE RIM USING USING 8d COMMON (10d BOX AND GUN) NAILS AT SPECIFIED SPACING. 5. SILL PLATE TO BE USED ONLY WITH A SLAB FOUNDATON. HARDWARE SCHEDULE WALL MARK LAG SPACING (1,2,3) ALLOWABLE LOAD/FT SILL PL SIZE (5) FOUND NAILING (4) 5/8' DIA. A.B. SPACING (6" EMBED) A35 CLIP SPACING NOTES 0'-9" O.C. 1064# 3X 2" O.C. 2 SIDES 1'-4" O.C. 0'-8" O.C. (LS90) 1 711 JJ 1'-0" O.C. 798# 3X 3" O.C. 2 SIDES 1'-9" O.C. 0'-10" O.C. (LS90) ' 1 I 1Off 1`-6" O.C. 532# 3X 2" O.C. 2'-10" O.C. 0'-10" O.C. 1. 1 )i 2'-0" O.C. 399# 3X 3" O.C. 3'-8" O.C. 1-0" O.C. f f I IC2)1 2'-6" O.C. 319# 2X 4" O.C. 3'-8" O.C. 1'-4" O.C. ( 2.1 11 1 3'-0" O.C. 266# 2X 4" O.C. 4'-0" O.C. 1'-8" O.C. l 1 i (3)i , 3'-6" O.C. 228# 2X 6" O.C. 4'-0" O.C. 1'-10" O.C. 1 1 i(.i 4'-0" O.C. 200# 2X 6" O.C. 4'-0" O.C. 2'-3" O.C. ' 1 i 1(4) PDF created with pdfFactory Pro trial version JOB NAME EHM En • ineers, Inc. 621 North College Road, Suite 100 Twin Falls, Idaho 83301 208/734-4888 FAX 208/734-6049 2404 Bank Drive, Suite 100 Boise, Idaho 83705 208/386-9170 FAX 208/386-9076 BY � C JOB NO. DATE 47,/3/.�j SHEET OF G f/jk x4". ' i `/ e ox /-/ /ete ,-'4' i7/ /ep,1 /?-//E �Ia & (d , 6 // /l 'ea `. e q-// (Y)(r) v /Du' 2-/3 E(9z51)(1-) fi/S*(y i)3(3' 11/7///i--- /o q !- 7.9e/ /" C, _ /$/ )27pf� / (�'7 4,/,0--1 4 ? € 1: 4!l2.�,� rt �aL✓ o ✓a /C ,; Tuba Altitude Construction Management Building at a higher level Glenn Montgomery 1021 Green Meadow Drive Carbondale, CO 81623 970-948-7261 STATE ELECTRICAL BOARD s;—. INSPECTION REPORT / CORRECTION NOTICE Date Rec. 1/4 / PERMIT # — Contractor/Home Owner: Address: TYPE OF INSPECTION: Partial Rough in Underground Final ACTION: Accepted ` , Rejected Remarks REINSPECTION FEE Comments or Corrections: Inspector's Name n Phone # Date ;':7 PORMS:EBINSP NOTICE.DOC COUNTY OF GARFIELD - BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 201 Glenwood Springs, Colorado Phone (970) 945C}-82 � Job located at Permit No. Oil' 7 c47, have this day inspected this structure and these premises and found the folio ing corrections needed: /rte 00 err41: 12 "Ilfd 4Z&P,e 66,-4 P'Vjf You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-384-5003. Date - O Building Inspector Phone (970) 945-8212 20 COUNTY OF GARFIELD - BUILDING PERMIT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at a/97%Z.,.e../4 Permit No. % 7/y I have this day inspected this structure and these premises and found the following corrections needed: aeziLeA-?) .-e/r3e-" 6 ~o/leA'Z ),Ae Ze-vou ,eeff 11) erva_ e6tffirt, AR- --i,i4z.e.4,-// You are hereby notified that the above correction must be inspected before covering. When corrections have been made, call for inspection at 970-384-5003. Date 3-9 o7 20 Building inspector%%,� -� Phone (970) 945-8212 No Assessor's Parcel No y\ qQ`; 11 n Date��' Phone #' 777' LIUCt # 7' RH LH Z o n T ng ' Job Address Owner Contractor $e acks: 1 ` Re a 1—o_✓ ils Test rc, ooting 1 r /c - � ,-' Foundation 1�t-DSv]1-- Grout Underground Plumbing /2" Imo' l7 Rough Plumbing y`7 -o Framing `tj j/—+ab+ Insulation � Roofin Drywall q 9 Gas Piping F- rt-fp/CL Gel, (continue on back) Address Ph INSPECTIONS Weatherproofing Mechanical Electrical Rough (State) 7- 0-6—eDG /9fi �,,,,,,,, �,,Qp Electrical Final (State) 37722?, /')#Final3 /.5-; 7 /Checklist Completed? Certificate Occupancy # Date Septic System # Date Final Other NOTES INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO Date Issued/D/at/QS..Zoned Area Permit No 971 ti AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit 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 above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. Use 5/r On WIC• . ' • t 4 Address or Legal Description �q� Aka It ;414d&. C IOLS.I. Owner IirPcuIretta Contractor Setbacks Front ide - Sidi_ $ear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. i INSPECTION RECORD Footing j1 --I(10 ) , Driveway Foundation / / z,/ —0s - Underground Plumbing I y1L Insulation_ J7-06,01,(„ .. Rough Plumbing g. __pbi/42) Drywall _1 _ 6 ku Chimney & Vent _ _06 AIL.- 4 Electric Final (by State Inspector) Gas Piping -,_ 0.._06:, 1 Final 3 /5---o7 1,yU:�'v Electric Rough (By State Inspector) (qr Septic Final Framing g.1--i_a(p (To include Roof in place an Windows and Doors installed). Notes: ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. N ON 93g0 lruldad Jo lunoury ssarpp qof z 0