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Home My WebLink AboutApplication - PermitfJarfield County Building & Sanitation Department 108 tfh Street, Suite #401 Glenwood Springs, Co. 81601 Office-945-82)2 Inspection Line-384-5003 I NO. 10277 GARFIELD COUNTY BUILDING PERMIT APPLICATIO N 108 a·· Street, Suite -«11, Glenwood Sprlnp, CO 8 1 601 Phone: 970·945-8212 I F &><: 970·384-3470 /lnapection Line: 970-384-5003 Permit No:--'----{ 0=-....d""'--'7'--7__~___ __ 2 ~~ ..j 5 0 7 8 CJ 9 Garage: D D 10 11 12 Special Conditions: NOTICE A SEPARATE ELECTRICAL PERMIT IS REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO . THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHLN 180 DAYS, OR, IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. ! HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNTNG THIS TYPE OF WORK WILL BE COMPLETED WITHIN WHETHER SPECI FI ED H EREIN OR NOT. T H E GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AIITHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION 0 THE PERFORMANCE c u 0 Parcel/Sc hedule No: J.3Cf J / OlJ 3 '0 0 -j 9 J c· (ci_ o.Je_ 2?trod-3 Carport: D Single 0 Double 0 Site Plan Adjusted Valu ations: Plan Check Fee: Permit F ee: Dated Permit Issued: OCC Gr~up: :;:;Kc__ Const. Type: Zoning: Setbacks: Ma nu. Home: ISDS No. & Fee : 60~ Lf &>4- AGREEMENT PERMISSION I S HEREBY GRANTED TO THE APPUCANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF T HE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY T HE BUILDING DE PARTME NT. IN CONSIDERATION OF THE I SSSUANCE OF THIS PERMIT, THE SIGNER . HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY G ARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN LN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINAN CES AR E NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESC RIBED STRUCTURE, T HE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL B ECOME NULL AND VOID. THE ISSU ANCE OF A PERMT BASED UPON PLANS, SPECIFICATI ONS AND OTHE R DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAI D PLANS, SPECIFI CATIO NS AND OTH ER DATA OR FROM PREVENTING BUILDING OPERATIO N BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER O RDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER D O ES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR UABUTIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPENC!ES. THE RES PONSI BILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIF!ClALLY WITH T H E ARTICTECT, DESIGNE , BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS LNTEREST. I HEREBY AC KNOWLEDGE THAT I HAVE RE AD AND UNDERSTAND THE AGR EEMENT ABOVE (INITI AL)!Io::::>f.J.-,.41.-'~-- c)v<'t-')5;}-3 \ \\ d-d-/ o b :tt 1 ~;o . ~:,b ro $' d'd 1~-0.~-Db Ch~ a550\ The following i tem s are required b y Garfield County for a final inspection: I. A fin a l Electri cal In specti o n from th e Co lorado State Electrica l Inspecto r; 2. Permanent address assig ned by Garfield C ounty Buildin g Department posted where readily v isible from access road ; 3. A fini s hed roof, a lockable house, complete exterior siding, exteri or doors and win dows installed , a complete kitche n with ca binets, a s in k w ith hot & cold running water, non-absorbent ki tche n floor covering s, coun ter tops and fini s hed walls, ready for stove and refrigerator, all necessary plumbing; 4. All bathrooms mu st be compl ete, wit h washbowl, tub or shower , toilet stool, hot and cold runn in g water, non-absorbent flo ors and walls fini s hed and a privacy door; 5. All steps outsid e or in sid e over three (3) s teps must have handrail s, guard ra il s on balconies or d ecks over 30" hig h constructed to all IBC and IRC requirements; 6. Outs ide g rading done to where water will detour away from the building; 7. Excep ti ons to the outside steps, decks and g rading may be made upon the dem onstration of extenuating circumstances, i.e. weather, but a Certific ate of Occ upancy will not be issued until all the requi red item s are completed and a fin a l in spection made; 8. A fin a l in s pection sign off by th e Garfield County Road & Bridge Department fo r driveway install at ion, where applicable; as well as any final s ign off by the Fire Di strict, and/or Stat e Agencies where appli cable. A CERTIFICATE OFOCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE IT EMS HAVE BEEN COMPLETED. ****CANNOT O CCUPY OR USE DWELLING UNTIL A C ERTIFICATE OFOCC UPAN CY (C.O .) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONS IDERED AN ILL EGAL OCCUPAN CY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITION S ARE MET. I understand and agree to abide by the above conditions for occupaz,use and the issuance of a Cert ifi cate of Occupancy for the dwelling und er bui ldin g permit# /) $2 7 7 1) /r:-1 /o~ r• Date Bpapplicationfeb2006 VALUATION/FEE DETERMINATION Applicant"""~~~~-~-..,.------ Address C, ~ I 09 Date 0.--l t · C<p F ini s hed (Livable Area): Main };)(£) Upper t4?fp Lower 1410 Other Subdivisio~ V tL t-M S'crf, ~f. Lot/Block r J1 '1 Contractor Total Square Feet 419(, ¥-71 "& ~ Valuation Basement: Unfinished /9 Z~?.q 7 -=4gq \f +J Conversion of Unfinished to Finished Plan Check Fee for Conversion Valuation Garage: Valuation 0 ~0 y / ~ /2., z_c}Q Crawl Space: Valuation Decks/Patios: Covered Valuation Open Valuation Total Valuation ........__ r----- 1 D Ht-.J b3t1AA": VALUATION/FEE DETERMINATION Applicant . ...;--;...~:..<~¢1.._1'£~-~·~-=----- Address C ,P 1 09 Date t> I 'l Cy Finished (Livable Area): Main /)£ Upper i 1')!(,· Lower 111C Other ,1 ~ l.J .'t> t89 x -nrt5 7 Subdivision 'Jidc-..: L-o hf t( f.._ II Lot/Block 11 Contractor 2, , .£I[!, 52 ._,<c ,-J I Total Square Feet t.}/9~.; ~ 71 &t, 213, 35 7. z~ 3/3 3372.8 Valuation Basement: Unfinished /92 'zq 7 ::1 ~.cf -1 4/ Conversion of Unfinished to'Fmished Plan Check Fee for Conversion Valuation Garage: Valuation ~-30 y ( 3 Crawl Space: Valuation Decks/Patios: Covered Valuation 2 iS.__ i 2A Open Valuation Total Valuation 350 14~.?8 rl-f. s r(h(J ?/156. CJ 3 NT-w f'41-) 4 I O(fJ ,77 1 ~ '\1>t ______..,111· b't ---t · \c\1-\' 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 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 yon have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan in order to 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. Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line and original grade. A section showing in detail, from the bottom of the footing to the top ofthe roof, including re-bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house-rap, (which is required), siding or any approved building material. Engineered foundations may be required. A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. wind speed, wind exposure B or C, and a 36 inch frost depth. All sheets to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 2003 IRC. I. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each corner of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. (NOTE Section: 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyor's signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within the envelope. Yes X. 2. Does the site plan also include any other buildings on the property, setback easements and utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the property you are applying for a building permit on is located on a corner lot. Special setbacks do apply. Yes._"--'--- 3. Does the site plan include when applicable the location of the !.S.O.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? Y es._+'A--'------ 2 4. Does the site plan indicate the location and direction ofthe County or private road accessing the prop_rrty? Yes )(. ·~f-7 "'---- 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the IRC or per stamped engineered design? Yes._--Jo..._ __ 6. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces anp the clearances required between wood and earth? Yes._-"~'------- 7. Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces and soffits? Yes )? 8. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes X 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof constructi?Jl? Y es. __ c't::.::._ __ _ I 0. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roo_f;afters or joists or trusses? Yes. __ t-'1--=----- II. Does the building section drawing or other detail include the method of positive connection of all col~ns and beams? Yes_--Jt_ ____ _ 12. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed grade to the midpoint between the ridge and eave of a gable or shed roof or the top of a flat roof? (Building height measurement usually not to exceed 25 feet) Yes 'X 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes '{-No ______ _ 3 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the lRC? Yes No __ _i~-------- Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or b'tements comply with the reg_uirements of the lRC? ~.. ., Yes No -\Zc,er-,;o;, ~,X:,f/:.A~lL CJ,.;, 1-'c.J(,I..J ~ · Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? ) ,. • ... Yes No )I -I, ·' .. ' ,,ckrl"·t .. '( Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specifY safety glazing for these areas? Yes No __ ~~-------- Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated o_n the plan? Yes ~ No ____________ _ Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? Yes No __________ __ 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. tJ/A Yes No ____________ __ Will this be the only residential structure on the parcel? Yes / No lfno-Explain: ____________ _ Have t\YOJ2) complete sets of construction drawings been submitted with the application? Y es. __ K__,_,., __ _ Do you understand that the minimum dimension a home can be on a lot is 20ft. wide and 20ft. long? .. Yes t( No ____ _ 4 24. Have you designed or had this plan designed while considering building and other construction code requirements? Yes K No ____ _ 25. Do your plans comply with all zoning rules and regulations in the County related to your properties zone district? Yes No ______ _ 26. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes x~ No _____ _ 27. Do you understand that approval for design and/or construction changes are required prior to the apRiication 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 permit? Yes K No ____ _ 29. Are you aware that you must call iu for au inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made from 7:30a.m. to 3:30p.m. Monday through Friday. 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 $50.00 re-inspection fee? Yes X No t ------- 31. Are you aware that you are required to call for all inspections required under the IRC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes Y No _____ _ 32. Are you aware that the Permit Application must be signed by the Owner or a written authority being given for an Agent and that the party responsible for the project must comply with the IRC? Yes y· No _____ _ 5 33. 34. 35. 36. 37. Phone: Are you aware that prior to submittal of a building permit application you are required to show proof of a driveway access permit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge Department at 625-860 I. Yes No. ______ _ 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 No. __________ __ 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 permit application? Your attention in this is appreciated. Yes No ________ _ Do you know that the local firex:strict may require you to submit plans for their review of fire safety issues? Yes No (please check with the building department about this requirement) Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building permit that you will be required to obtain a grading permit? \1 Yes __ _L!:,_,__ __ _ I hereby acknowledge that I have read, understand and answered these questions to the be t of my bpty. Date ?D L( -) '7 5o (days); _·.L_7=D_1 L~/_-_e-_·, ./_<"_t_/_'C __ ( evenings) Project Name: __ -j~·_f\-'---\_Scc·_o __ \..:.c_·-'~--"->-.:·_,_C\_._E_._.u_c_£ __________ _ Notes: If you have answered "No" on any ofthe questions, you may be. required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. I fit 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 6 position for review, delay in issuance of the permit or delay in proceeding with construction. BpminreqFeb2005 7 PLAN REVIEW CHECKLIST Applicant ~ Date -1-/-=-u---'~ 1'-'~"---·-=-0f...::r-."-------- Building ~n g in ee red Foundati on ~v eway Permit ~eyed Site Pl an /septic Permit and Setb ack s ~~ -~effop ograph y 30 % ~t ac h Residenti al Pl an Rev iew Li st /M.. A 1 .. Q . . __ 1mmum pp 1cat10 n ues tw nn atre /subdi vision Pl at Notes ~ D e p artme nt Re vi ew ~ati o n Dete rmin ati on/Fees __ Red .Lin e Pl ans/S tamp s/S ticke r ~Conditio n s --=-zati on s igned ~Rev i ewer T o Sig n Appli catio n __ Parcel/S chedul e No. ;.17 S now load Lette r-Ma nf. Hm s. ___ S oil s Report GENE RA L NOTE S: Planning/Zoning Gradeffopog raph y 40 % __ Plannin g Iss ues __ Subdi vision Pl at Notes 12/19/2006 12:18 801-2 74-2832 CTS ENGINEER TO: CTS E NG I N EERI NG , P .C . COMMITMF.N T T O ENGI N EER ING EXCEl-l-ENCE /lNO SERVIC.ll 4 625 S. 2 3 0 0 EA ST S TE 105· HOLLADAY, UTAH • 84 11 7 PHONE: 801-274-2.631 ·flAX : 801·274·2632 FACSIMILE TRANSMITTAL SHEET PROM : Jeff Sabo I Andy Schwaller Joe Crilly COMPANY : DAn.: Legacy Homes I Garfield County 12/19/2006 FA X NUM BER : TOTAL NO. OF !>AGES JNCtUDING COVE R: 970 .70 4.1952/ 7 to . 3 E:. 4-. $' -1"16 2 Pl·JONl! NUMJlEJ\; SEN DR!l'S REF ERENC E NU MBER: 970.704.1950 Rf;: YOU R RE FERE NCE NUMBF.!R: Roof snow loads PAGE 01/02 0 AS REQUESTED0 fOR REVIEW 0 PLEA SE COMMENT 0 PLEA.SE REPLY 0 l'J,B /\SE R~CYCL£ NOTES/COMMENTS: Jeff, Please find the attached letter conce111ing the snow loads on the design of you.t home. Sincerely (\ ""-( 0 ~-----~ .... ,----~ ~) '· ]Qf.~Cri!ly 12/19/2005 12:18 801-274-2832 D€cember 19, 2006 JeffSabo Legacy Homes Carbondale, Colorado Ref: Sabo Residence CTS ENGINEER 4625 South 2300 E~st1 St~He 105, Holladay, UT 84;l17 Phone 801-274-2831 Fax 801-274-2832 jQ.e@)ctsengine~ling.net www.;.I'Tb;PnP"il'.n~rinv.m•t COMMITMENT TO ENGIN££RTNG EXCELLENCE AND SERVICE PAGE 02/02 Sheetl ofl County Road 109, Carbondale, Colorado. Dear Jeff, After speaking with Andy Schwaller at Garfield County Building Depaxbnent, I have reviewed the calculations for the above refetenced project and have determined the plans dated 11/20/2006 meet building code requirements for a 40 psf xoof flat snow load. If there are any questions please call at 801-274-2831. Sincerely, ~~~\) t:3 Joseph Crilly, P.E., S.E. President CTS Engin€exing, P .C. rev iD\...2.0 la-:;t&-DCc C-h fl:d'SS'd. GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 108 Eighth Street, Suite 201 Glenwood Springs, Coloradof 81601 Phone (970) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY 1 Owner's Nam.Eo bb;J:e_ ff1--L0t..~.fl'!:.sent Addresslo\a "5u.U:) System Location 'SQ"~ C Q [ DCJ C I d 0 Q 0 Permit 4264 Assessor's Parcel No. This does not constitute a building or use permit. Legal Description of Assessor's Parcel No. --~d..;c_.._,3..L-9.14.' 3.L..---'d"'--"fL...o3"'---"{j"'-"C)"--~3""-CJL._7L._ __________ _ SYSTEM DESIGN _____ Septic Tank Capacity (gallon) ______ Other _____ Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _ Required Absorption Area -See Attached Special Setback Requirements: Date ___________ . ____ Inspector ___________________________ _ FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation ,....,.- Septic Tank Capacity ____________________ _c_ _________________ _ Septic Tank Manufacturer or Trade Name-------------------------'------- Septic Tank Access within 8" of surface -------------------------------- Absorption Area---------------------------------------- Absorption Area Type and/or Manufacturer or Trade Name ------------------------- Adequate compliance with County and State regulations/requirements RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine-6 months in jail or both). White· APPLICANT Yellow· DEPARTMENT c·:cb'd>tech May 23,2001 Beulah Wilson Estate Attn: Virginia Sterrett oa Carbondale, Colorado 81623 Hepwt Pawlak Gtt'.~chnical. Inc. 5020 Co..tntv Road 15~ Glenwood Springs~ Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com Job No. 101 338A Subject: Subsoil Study for Foundation Design and Percolation Testing, Proposed Residence, Lot A, Beulah Wilson Subdivision Exemption, County Road 109, Garfield County, Colorado Dear Ms. Sterrett: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation testing for foundation and septic disposal designs at the subject cite. The study was conducted in accordance with our agreement for gtoteclmical en;_ ;~~ering services to The Beulah Wilson Estate dated May 3, 2001. The data obtained and our reco!I'.mendations based on the proposed construction and sJbsurface condiuns encountered are presented in this report. Evaluation of potential geologic h: zard impacts on the site are beyond the scope of this study. Propoced Construction: Plans f.J~ the proposed residenc< rre conceptu~1l <e ,, i' iime and this report was prepared for tLe purchase/sale of the 1-J... One to two stc:y \\ ood frame construction above a basement or crawlspace is typical of the area. Cut depths are expected to range between about 3 to 8 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located downhill :• rrd northwest of the building area. If bui"iing conditions or f•Jundatiunloadings are significa .. ;y different fron: .:.o,.: descrirJed above, we should be notified to re-evaluate the recommendations 1 resented in this report. Site Conditions: Lot A is located on the we>t siue of CoL my Road 109. TLc ground surface in the building area is gently rolling wirh moderate to steep slopes down tn the Beulah Wilson Estate May 23,2001 Page 2 east. The lot is vegetated by a pinon and juniper forest with ground cover of grass, weeds and cactus. A large irrigation ditch parallel to County Road 109 crosses through ---------the· site 'oeiow the-banding-mea. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating one exploratory pit in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 2 feet of topsoil, consist of silty sandy gravel with cobbles and small boulders. Results of a gradation analysis performed on a sample of sandy gravel (minus 6 inch fraction) obtained from the site are presented on Fig. 3. 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 of2,500 psffor support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns.-Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing beating level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover abov•! 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 10 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 45 pcf 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. To reduce the effects of some differential movement, floor slabs should be separated Ji·om all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints H-P GEOTECH Beulah Wilson Estate May 23,2001 Page3 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 e>ql!:fiease aBG the4ntendecl slab·uge. A minimum 4 ilit:h !ayet"tif1'tee-dtl!inmg gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of mihus 2 men 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, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace 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 I% to a suitable gravity outlet. 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 I 'lz feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: I) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior b:1ckfil! should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in ·-------H-P GF.OTECH Beulah Wilson Estate May 23,2001 Page 4 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 abont 2 feet of-rlie on-sire; mer gri!<lea soils to ieouce - surface water infiltration. 3) 1be 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 12 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. A swale will be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on May 9, 2001 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and consist of about 1 '12 to 2 feet of topsoil overlying silty sandy gravel with cobbles. The percolation test results are presented in Table I. B<• :ed on the sub~urface conditions encountered and the percolation test results, the tesic:d area silould be suit:1ble for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotech::ical engineering principles and practices in this area at this time. We make no warranty either expressed 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 Fig. I, the proposed type of construction and our experience in the area. Our findings include interpolation ami 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 H-P GWTECH Beulah Wilson Estate May 23,2001 Page 5 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 verity 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. Sincerely, HEPWORTH-PAWLAK GEOTECHNICAL, INC . • Reviewed by: LEE/ksw attachments ---------- H·P G!:OTECH PIT 1 ELEV.= 120.9' -1 +4-76 -200=4 LEGEND: PROFllE PIT ELEV.; 115.3' TOPSOIL; sandy silt with scattered cobbles end smell boulders, organic, firm, moist, dark brown. NOTES: GRAVEL (GP-GM); sandy, slightly silty, with cobbles ond small boulders, dense to very dense, moist, light brown, subrounded rock. Disturbed bulk sample. 1. Exploratory pits were excavated on May B, 2001 with a CAT 416C backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were measured by instrument level and refer to the Bench Mark shown shown on Fig. 1. Logs 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 end transitions mat be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 101 338A LOGS OF EXPLORATORY PITS Fig. 2 ..c: ... c. " 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. ------'···------------....!.----------~---------___ .._. -------....1 u.s. STANDARD SERES I a.£AR SQUARE DP'EMNGS 24m. 7HR a 45 WIN. 15 1M. ICMt. 11111N. 4 WilL 1 lilt. 1»0 fiCIO f!O 150 Ill f8 f4 .,.. .,.. 1 vr .-ft'a· r 100 10 .. .. 3D 70 0 .. (!) w 40 z z (/) ~ (/) < .:.: .D. .. 50 t--t--z z .... w (.1 (.) .:.: .:.: .... w 40 0. 0. &0 70 .. 10 .. 0 100 .001 .002 .074· .150 ,JOD .BOO 4..75 9.512.5 19.0 37.5 76.2 152 2Q3 127 DIAME'I[R OF PARTICLES IN MILLIMETERS --rll.Ylll51l.T o~:::::i~~~~~~ GRAVEL 76 % SAND 2D % SILT AND CLAY 4 % LIQUID LIMIT % PLASTICin' INDEX % SAMPLE OF: FROM: Pit 4 at 8 to 9 Feel 101 338-~EP-~E-oc-R·H-TN-HI-c-~-t-.w-~N-Ac-K.-r··-G-R;-DA-TI-oN-TE-sT-R--E-su_L_;·~-· J ~~. 3 ~ ------·-· --- HEP\tvORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOBN0.101 338A HOLE NO. HOLE DEPTH LENGTH OF WATER DEPTH WATER DEPTH DROP IN AVERAGE (INCHES) INTERVAL AT START OF AT END OF WATER PERCOLATION (MIN) INTERVAL INTERVAL LEVEL RATE !INCHES) {INCHES) {INCHES) (MIN./INCH) P-1 28 15 6)4 5 1 )4 water aaaea 7 6 1 6 5 1 5 414 ~ 4 14. 3% ~ 3% 2% ~ water added 614 5% ~ 20 P-2 28 15 6% 514 1 )4 514 4Yz % 4Y, 3% ~ 3% 3 ~ water added 614 5Y, % 5Y, 5 Y.i 5 4% l4 414 3% y, 26 P-3 30 15 6% 5 1 % 6 5% % 5% 4Yz % 4](, 3% % water added 5l4 4% y, --- 4 ,, ,, 4 '(. 4 3% '(. 3~ 2% y, 23 Not~: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 8, 2001. Percolation te$ts were conducted on May 9, 2001. The averag'3 percolation rates are based on the last three readings of each test. Gl ENM)(JD S I RIJC IIJRAI AND CIVIL INC Engineers • ConatruGtora jUS! 31, 2000 land Stevens I Carol Henson 1! Via Fax# 425-316-0608 Jr Mr. Stevens, ; is in follow up to our earlier conversation with regards to the northerly 2-acre parcel designated as I A" on the Deulan Wilson property accessible from County Road 109 near Carbondale. We had asion to walk the property briefly yesterday afternoon and would like to relay our initial thoughts with ards to development thereof. ' majority of the property slopes significantly (in the area of 3-1/2:1) toward the east and northeast. ' southern portion of the property contains very pronounced natural drainage courses that originate tream. The balance of the property also shows signs of flow to a lesser degree. · m a first look, the least difficult building site on the land would be in the northeast, where the slope reases and there is greater distance to the major flows. The well is located in the southeast portion, the new driveway was being constructed to access the northeast. A minor point is that this area will live more shadow from the slopes to the west during the winter time and thus will be a colder location 1 areas to the south. eveloping such terrain, there are several issues that need to be resolved from a design standpoint. ·rainfall runoff should be contained in its natural channel(s) and diverted as much as possible away 1 the building site by means of grading and or diversion structures. The potential for debris flow to building site must be analyzed by a Geotechnical Engineer and means of diversion such as debris Is or berms, if required, should be designed and constructed. The particular requirements for dential foundation design should also be determined by a Geotechnical Engin£-er. Also, the design 1e residence should be tailored to the property and the above constraints; this type of terrain favors 1ller, more irregular plans with jogs and retaining walls -the larger and simpler the layout, the more msive the site preparation. recommended procedure for developing such a property is to have a topographic survey prepared 1 Land Surveyor and to retain the services of both Geotechnical and Civil Engineers (two 0f all three 1ese disciplines can be provided by the same firm) to establish the design ctiteria both for site and ctural work and develop a design for a building site. The input and approval of the County should be >ined. In this fashion, s~e preparation efforts will be optimized and the investment in the structure will Jest protected. - It is hoped that this introduction meets your current needs. Please contact our office if there are any questions or we may be of further assistance. Thank You, GLENWOOD STRUCTURAL AND CIVIL, INC. Ado fo 0. Gorra, P.E. President AP s. 4 6 • SEE MAP NO. 2393-28 \ 101 338A APPROXIMATE SCALE 1" = 60' PARCEL B ..... BENCH MARK: GROUND AT PROPERTY CORNER; ELEV. = 100.0', ASSUMED . \ \ ..... PIT 1 • P-1 P-3 b. D.. D. • P-2 PROFlLE PIT LOT A HEPWORTl-1-PAWLAK GEOTECHNICAL, INC. LOT B \ \ EXISTING IRRIGAllON DITCH \ \ LOCATION OF EXPL~R;T~~;-S-~ig. 1 COMMITMENT TO ENG I NEERING EXCELLENCE AND SERVICE Structural Calculations for Saba Barn County Road 109 Carbondale, CO Date: Nove1nber 20, 2006 CTS Engineering, P.C. Joseph D. Crilly P.E. 4625 S 2300 East Ste 105 Salt Lake City, UT 84117 (801) 274-2831 CO. License# 34854 Design Criteria: 2003 IBC. Live Load 40 psf Wind 90 mph Exp B Sheet 1 of37 1. Design Criteria TABLE OF CONTENTS Sabo Residence Carbondale, CO 1.1 Design requirements and material specifications 2. Lateral Loads 2.1 Seismic design criteria 2.2 Lateral Loads 2.2.1 Building Dead Load Estimate and Base Shear 2.2.2 Shear Wall and Diaphragm Design 2.2.3 Wind Loads 2.2.4 A-bolt anchor design 3. Gravity Loads 3.1 Roof Loads 3.2 Sheathing span loads 3 .3 Load Summary 3 .4 Beam Design 3.5 Continuous Footing Design 3.6 Floor Joist Design Page 2 of37 3-5 6 6 7 7-8 9 10-13 14 15 16 17-28 29 31-37 CIS Engineering, Y.L. Project Sabo Residence Engineer: J Crilly Date: 11/20/2006 Sheet ::> of 3 7-~"----~---------L-~~----------------------------------------~~--~ The calculations below are for a single family residence in Carbondale Colorado. The structure is a wood frame two story structure with a walk out basement in the fornt of the house. The garage will be suspended over basement space below. Concrete foundation walls will be constructed of ICF concrete walls, and the main structure will be SIP wall panels with SIP roof panels. Interior floors will be stick framed, with I joists framing the floor. Building Code: IBC 2003 County: Q~rfie\d Design Loads: Elevation: Floor live load: Wind Loads: I w = Seismic Design Category: Seismic Use Group Is = Roof minimum live load: W / inc. for gable roof: Allowable soil bearing capacity: Minimum Footing Depth: Roof Dead Load Roofing SIPPS panel cold roof framing Mise framing T&G ceiling lights & misc. snow for seismic load. Exterior wall dead loads: Stone siding vertical board siding 7 /16" sheathing wood studs insulation gyp 5/8" I Wall DL Exterior wall dead loads: vertical board siding SIPS panels gyp 5/8" IWallDL 2.0 psf 4.0 psf 2.0 psf 4.0 psf 1.0 psf 13.0 ps 14.5 ps 3.3 psf 0.0 psf 3.0 psf 1.5 psf 3.0 psf 1.5 psf 3.5 psf 12.5 psf no brick 3.0 psf 3.5 psf 3.5 psf 10.0 psf psf. MPH Exp: c 26 40 psf. Reduced for slope psf. 1500 Per ,.-----,;3cz-6 ---,1 in Sheathing Load= 6.0 psf LTOi Engineering, P. C. Project: Engineer: Date: Floor Dead Load. Interior Walls Carpet j covering 3/ 4" T & G Plywood Floor Framing. Lights and misc. Gyp ceiling \Total Floor D.L. Sabo Residence j Crilly 11/20/2006 1.8 psf 4.0 psf 2.3 psf 3.0 psf 1.0 psf 3.0 psf 15.0 psf Lumber Grade and Species available: Fb Gl u -Lam Beam 2400 LVL 1.9EDF. 2600 Para Lam 2900 DFL No2 900 DFL No 1 & Btr 1200 DFL Select structural 1600 DFL No 1 1350 Lumber Grade and Species: All Lumber shall be Doug Fir Larch #2 or better: Dimensional Lumber Design Properties. Fv 240 285 290 180 180 170 170 size Shear moment 2 X 6 935 737 2x8 1233 2 X 10 1573 2x 12 1913 Tjl design properties: Size Shear Tjl91/2" 110 MaxShr= Tjl 91/2" 210 Max Shr= TJI 91/2" 230 MaxShr= TJI 11 7 /8" 110 MaxShr= TJI 11 7 /8" 210 Max Shr= TJI 11 7 /8" 360 MaxShr= Tjl 11 7 /8" 560 Max Shr= Concrete: Str·ength : 2500 Reinforcing grade: 60 Size: #3 #4 #5 #6 Strength : 60000 Area 0.11 0.2 0.31 0.44 Structural Steel Properties Fy = 50,000 psi E = 29,000,000 psi psi psi 1183 1765 2373 1220 1330 1330 1560 1655 1705 2050 Fe 1600 1100 925 defl. 3.33E+07 7.62E+07 1.58E+08 2.85E+08 Moment Max Mom.= Max Mom.= Max Mom.= Max Mom.= Max Mom.= Max Mom.= Max Mom.= Ex 1,800,000 1,900,000 2,000,000 1,200,000 1,900,000 1,900,000 1,600,000 2380 2860 3175 3015 3620 6180 9500 Sheet 4-of .ll Ey 1,600,000 Lumber 2" to 4" thick timbers 5x5 and larger EI = EI = 140000000 EI = 167000000 EI = 183000000 EI = 238000000 EI = 283000000 El = 419000000 El = 636000000 Project Engineer: Date: DFL Select Structural DFL No1 & Btr DFL No1 Timber DFL No1 DFL No2 Glu-Lam Beam LVL 1.8 E DF. Para Lam CTS Engineering, P. C. Sabo Residence J Crilly 11/20/2006 Species: DFL on all lumber, and GLB Fb= 1500 psi Fb= 1200 psi Fb= 1350 psi Fb= 1000 psi Fb= 900 psi Fb= 2400 psi Fb= 2600 psi Fb= 2900 psi Fv= 180 psi Fv= 180 psi Fv= 170 psi Fv= 180 psi Fv= 180 psi Fv= 165 psi Fv= 285 psi Fv= 290 psi Size Factors for Dimensional Lumber Fb nominal width 2&3" thick 4" thick 1.5 1.5 1.5 2.0 1.5 1.5 3.0 1.5 1.5 4.0 1.5 1.5 5.0 1.4 1.4 6.0 1.3 1.3 8.0 1.2 1.3 10.0 1.1 1.2 12.0 1 1.1 14.0 0.9 1 Sheet s of 3+ E= 1900000 psi E= 1800000 psi E= 1600000 psi E= 1700000 psi E= 1600000 psi E= 1800000 psi E= 1800000 psi E= 2000000 psi CTS Engineering, P.C. Project: Saba Residence Engineer: J Crilly pate: 11/20/2006 Mapped maxmuun considered earthquake spectral response m % of g Latitude 39.40 Longitude -107.21 Ss ~ ···i••{)i~\~ SI~ adjusted for site class. IBC Section 1615.1.2 adjustments for site class Site Fa~;tmC:t¥ Sml ~ 0.22 Fv Seismic Use Group Sds ~ 0.458 Sdi~ 0.149 IBC Section 1615.1.4 To~ 0.065 Ts~ 0.325 Ta= 0.210 0.02 Ct~ hn~ttiii: per IBC 1617.4.2.1 x = ASCE Table 9.5.5.3.2 Sa~ 0.458 Is SDC~ v~ Cs= R 0 1.000 c Seismic Design Category Seismic Forces Equivilent Static Force Procedure 0.076 W, (Cs W) 0.076 Cd~ Sheet " of 5' Project: Saba Residence Engineer: J Crilly J)ate: 11/20/2006 Calculate building DL: Roof SF 3024 SF Roof DL 53.9 kips FlloorSF 3024 SF CT~ Engineering, P.L. Seismic loads on right side of structure Butldmg Hetght 0.0 ft 10.0 ft 4.0 ft 14.0 ft 28.0 ft Sheet 7 of .3:1- main level slab wall plate Upper level to roof plate plate to ridge Total Bldg ht. 54.0 ft Floor DL 45.4 kips s erse direction Tran Wall Dead Loads: Roof Dead Loads Trans Exterior walls: Trans Exterior walls: Long Exterior walls: Long Exterior walls: Total Building wt. "" Main level 5.6 kips 7.8 kips 7.6 kips 7.6 kips 127.9 Base Shear Area 560.0 SF 784.0SF 756.0 SF 756.0 SF kips Seismic: 7.0 full wall height WinctfiJt§Wlp~) / Wind Controls. for all wall designs Roof 7.6 kips 7.6 kips 15.1 kips 15.1 kips ko J.O Wind load will be resolved through shear walls. upper level story loads Transverse Loads Upper Level Trib width 54.0 It Trib height = 16.0 ft a= 5.4 ft Load on ends = 3,895 lbs load on center area= 10,354 lbs total load to upper level= 14.2 kips Area 756.0 SF 756.0 SF 1512.0 SF 1512.0 SF I distributed to wall lines Trib length of shear walls Wind load (plf) left side upper level= middle upper level right side upper level = CAP of SIPS panels = 335 plf 189.2 plf 169.6 plf 122.8 plf 5 1/2" core panel 3.6 kips 3.6 kips 3.6 kips I 5 ft CT~ Engineering, P.C. Project: Saba Residence Engineer: J Ccilly f.) ate: 11/20/2006 Sheet e of 31 Transverse Loads Lower Level Trib width 54.0 It Trib height = 7.0 ft a= 5.4 ft Load on ends = 1,473 lbs load on center area = 3, 915 lbs load from main level= 5.4 kips Loads form upper level are additive except for the master bedroom exterior wall Trib length of shear walls Wind load (plf) left side master bedroom = left side (great room)= middle main level right side main level = 0.0 plf 443.2 plf 188.8 plf 1071.1 plf 51/2" core panel 4.909 kips CAP of SIPS panels = 335 plf 500 plf 5 1/2" core panel with 8 d fasteners Garage Portals se simpson strong walls toatl cap 3665 #(that's 3@ 985# plus 710#) CTS t.ngineering, P.C. Projec~~~Sabo Residence Engineer: J Crilly Date' 11/20/2006 Sheet "'( Simplified Wind for low rise buildings IBC 2003 Total Length of Wall 54.0 ft Roof Pitch= 1/3 Height of Wall= 28.0 ft Least horizontal dimension= 54.0 ft Base Horizontal Pressures 90 mph Basic Wind Speed Roof Slope 18.43 19.0 upper leve mainleve 1 1 A ... 16.1 psf B ... ,5Apsf c . ·1o:7 ps( D .3'0 psf a= 5.4 ft Height Base Top 10.00 14.00 0.00 1UOO Total W1nd Shear Each End Section 1.54 kips Middle Section 8.18 kips Total Base Shear 11.26 kips Height & Exp Adjustment A= · . .J:~O .. ··· 1 21 Wall Middle Section psf plf 14.98 59.92 12."" 129.47 189.39 of 3+ I I Wall End Sections psf plf 22.54 90.16 1".40 194.81 284.97 CIS Engineering, P.L. l'roject: ' Sabo Residence Engineer: J Crilly Date: 11/20/2006 S1ngle shear bolted connection to concrete foundation Allowable bolt design value Z' for single shear wood to wood connection w/ tm=2 x ts, and Fem=Fes (dowel bearing strength of wood member. NDS 8.2.3 Dowel Bearing strength. Fell= 11200 X SG 4816 psi SG= 0.430 Fe perp.= 6100 x (SGA1.45) x DA-0.5 = 2537 psi bolt diameter = 0.500 in theta 0.0 deg. Fe theta= 4816 psi Fy bolt= 45000.0 psi tm (thk main mem)= 3.00 in Fe m = 4816.0 psi ts (thk side mem.)= 1.50 in Fes = 4816.0 psi Rt= 2.0 Re (Fem/Fes) = 1.000 1 + Re = 2.000 2 + Re = 3.000 1+2xRe = 3.000 K theta= 1.000 K1= 0.679 K2= 1.126 K3 = 1.47 Sheet tO of 3=1 CLS Engineering, P.C. Project: Sabo Residence Engineer: J Crilly Date: 11/20/2006 Sheet I I of 2;1 Mode lm Z = D x tm x Fem I 4 I Ktheta = 1806.0 Mode Is Z = D x ts x Fes I 4 I Ktheta = 903 Mode II Z=K1x D x ts x Fes I 3.6 I Ktheta = 681.7 Mode 111m Z= K2x D x tm x Fem I 3.2 I ( 1 + 2xRe)l Ktheta = 847.2 Mode Ills Z = k3 x D X ts X Fem/3.2/(2+Re)/Ktheta = 551.2 Mode IV Z = DA2 /3.2/Ktheta x (.667 x Fem x Fyb/(1 +Re))'.5 = 664.0 Nominal dowel design value = 551 lbs. adjustment factors: Cd= 1.3 Cm= 1.0 Ct= 1.0 Cg= 1.0 Cgeo = 1.0 bolt spacing: 32.0 in Allowable loads for A bolts = 274.9 plf. for seismic or wind loading. Use 1/2 " dia A-bolts @ 32 " 0/C CTS Engineering, P.C. <~~·-----,~~~--------~--~~--------------------~ Project: Sabo Residence Engineer: J Crilly Date: 11/20/2006 Single shear bolted connection to concrete foundation Allowable bolt design value Z' for single shear wood to wood connection w/ tm=2 x ts, and Fem=Fes (dowel bearing strength of wood member. NDS 8.2.3 Dowel Bearing strength. Fell= 11200 X SG SG= Fe perp.= 6100 x (SGA1.45) x DA-0.5 = bolt diameter = theta Fe theta= Fy bolt= tm (thk main mem)= Fe m = ts (thk side mem.)= Mode lm Fes = Rt= Re (FemiFes) = 1 + Re = 2 + Re = 1+2xRe = K theta= K1= K2= K3 = Z = D x tm x Fem I 41 Ktheta = Mode Is Z = D x ts X Fes I 4 I Ktheta = 4816 0.430 2537 0.500 0.0 4816 45000.0 5.00 4816.0 2.50 4816.0 2.0 1.000 2.000 3.000 3.000 1.000 0.679 1.046 1.18 3010.0 1505 psi psi in deg. psi psi in psi in 3 x plates psi Sheet f 'L of <1 CIS Engineering, P.C. Project: Sabo Residence Engineer: J Crilly Date: 11/20/2006 Sheet Mode II Z=K1x D xIs x Fes /3.6/ Ktheta = 1136.2 Mode 111m Z= K2x D x tm x Fem I 3.2 I ( 1 + 2xRe)l Ktheta = 1312.1 Mode Ills Z = k3 x D X Is x Fem/3.21(2+Re)/Ktheta = 739.3 Mode IV Z = DA2 13.21Ktheta x (.667 x Fem x Fybl(1 +Re))A5 = 664.0 Nominal dowel design value = adjustment factors: Cd= Cm= Ct= Cg= Cgeo = bolt spacing: Allowable loads for A bolts = for seismic or wind loading. 664 1.3 1.0 1.0 1.0 1.0 lbs. 24.0 in 441.6 plf. Use 112" dia A-bolts@ 24" OIC below SW 3 /} of 31- Project: Engineer: Date: Sabo Residence j Crilly 11/20/2006 County K~ Altitude~ PI~ Pg~ exposure to wind= ws~ cd~ Is~ CTS Engineering, P.C. Snow Loads per Colorado Snow Sm vey Garfield 4.0 •6.18 . 35 psf 35 psf 1.00 3 psf 1.15 .1.00 in thousand feet 2.0 if exposed to wind .75 else 1 Roof snow load for seismic events. Sheet 17.5 Apply Ice loads along eaves of 100plf Cold Roof? ;;• ; Unobstructed slippery surface? Ct~ Cs~ roof slope= . Roof slope Pslope= Cd~ yes _.yes 1/1 0.75 10/12 39.8 26 psf 1.15 DL factor 0.77 degrees IBC (ASCE 7-98) Unbalanced Snow Loads 10 in 12 roof slope pg ps~ pf~ cs~ Ce~ L;w~ L~ w" he" ~" ~4;9psf ; 26.4 psf ·· ;!4,9psf· · 1.00 ; 1.b 2.3 36.0 ft.[; l6.0ft. '; .. 8.0 ft. 0.7 Y" 18.5 pcf Initial slope check= Condition for Unbalanced Snow Exists roof slope= 6.0 inches per ft roof slope " 26.57 degree unbalanced snow load = 0.3 ps" unbalanced snow load = Use eqations in section A Section A for W less then 20ft 39.6 psf Section B for W greater then 20ft !4-of 31' Project: Engineer: Date: DL LL= TL= Saba Residence j Crilly 11/20/2006 6.0 39.6 45.6 CIS Engineering, P.C. Sheathing Design Load Sheathmg load. Max Unbalanced Load per Figure 7~5 psf For Roof Sheathing Use 5/8" (40/20) Plywood APA rated Exp. 1, face grain perpendicular I to supports. CAP 305 PSF. Limited by L/180@ 16" span, and CAP 130 PSF@ 24" span Roof framing: 2X 8s Rafters M max= Vmax= 2 X 10 2 X 10 Span= Spacing = Wdl = Wll= WTL= 2.29 ft x kips 0.70 kips Shear cap= Defl LL = 13.0 2.0 29.1 79.1 108.2 1.57 kips 0.32 in ft. ft. plf plf plf L/240= 0.7 L/480= 0.4 ed = er= Momcap= 2.13ftxkips Defl TL = 0.44 in I Use 2 X 8s at 16" Ore for typical roof framing Porch Roof framing: 2X 8s Rafters M max= Vmax= 2x8 2x8 Span= Spacing= Wdl = WSL= WTL= 1.01 ft x kips 0.56 kips Shear cap= Defl LL = 8.0 2.0 10.0 69.9 79.9 1.23 kips 0.08 in ft. ft. plf plf plf Drift Load SL drift= L/240= 0.4 L/480= 0.3 Mom cap= 1.43 ft x kips Dell TL = 0.!0 in I Use 2 X 8s at 24" ore for typical Porch Porch framing: floor joists Span= 8.0 ft. Spacing= 1.3 ft. Wdl= 20.0 plf ed = Wll= 79.8 plf er= WTL= 99.8 plf M max= 0.80 ft x kips L/240= 0.4 Vmax= 0.40 kips L/480= 0.3 2 X 10 Shear cap= 1.57 kips Mom cap= 2.03 ft x kips 2 X 10 Defl LL = 0.05 in Defl TL = 0.06 in Sheet IS of 31- 1.15 1.05 El = 158,290,6251b x inA2 91.14564 ed = er = 1.15 1.05 El = 76,215,6251b X inA2 1.15 1.00 El = 158,290,625 lb X inA2 I Use 2 x 12s at 16" Ole for typical porch frmaing, rip at 1/4" per foot for 8 ft, size as 2 x 1 Os Project: Engineer: Date: ~TS Engineering, P.C. Saba Residence ) Crilly 11/20/2006 Floor Live Load 40,0 psf Roof Live Load 20.0psf · Roof Snow Load 34.9 p:Sf Roof Unballanced Snow Load 39.6 psf Roof Drift Plus Flat Roof Snow 0.0 psf roof live load= ' ROOf ~now Load · total length= beam weight= roof trib = start= roof trib = roof trib = start= roof trib = load 1 = load 2 o load 3 = load 4 = Rl dl Rill Rl tl- Mmax Max location 14.0 ft 6.7 plf z.o ft . 0.0 it O.Q.ft 11.0 lt o.d £t 0.0 ft dead load 242.2Ibs o.oibs o:oJbs O.Q jbs 650 lbs 1465lbs 2115lbs -4.9 ft x kips 10.00 ft wall trib = end= wall trib = wall b·ib = end= wall trib = live load 659.5lbs. 6.olbs IJ.o1l>s O.Olbs R2dl R211 R2tl Vmax Max location Sheet I~ O>ummary ot Loads Floor Dead Load 15.0 psf Roof Dead Load 14.5psf Exterior Wall Load 10 .. 0 psf· Interior Wall Load 12.0 psf Valley Beam Calculations Wood Beam Design Deflection Criteria live load o L/ 3Wo total load~ L/ 240.0 canhliver length = 4.0 ft Uniform Dish·ibuted Load O.Oft floor trib = O.Oft Partial Distributed Load · 2o.o ft o.o fi . floor trib = o:OJt Triangular Load max lac= Q.O ft 0.0 ft floor trib = Partial Triangular Load 20.0 ft max lac= '0.0 ft. floor trib = Point Loads total load 901.7lbs 0.0 lbs 0.0 lbs O.Olbs location .·H.Oft '·10..'0 ft 10.p ft . 10.0 ft Totals From All Loads 1212lbs d Jive 2864lbs 11 total 4076lbs Max location -2.2 kips d Max Jive 9.19 ft .0. Max total 0.0 ft .10 0.0 ft -0.084 in -0.124 in 4.25 ft 0.333 in 0.500 in of 3f. Project: Engineer: Date: LVL 1.8 EDF CTS Engineering, P.C. Saba Residence ] Crilly 11/20/2006 Sheet IJ yvooc earn e ec on .· 2 13 4" 1 4" ()I x9/ b =$;50 ii.l', d" 9.25 in Co" 1.00 CMbending = 1.00 CM sheer= 1.00 CF" 1.04 Cr"" 1.00 5 = 49.9 j_nA3 I = 230.8 in"4 Fb" 2600.0 psi Fv= 285.0psi fb = 1170.2 psi fv = 102.7 psi A= 32.4 in"2 E" ######### F'b = 2693.7 psi F'v = 285.0 psi Deflection OK Bending Stress OK Sheer Stress OK RB3 Use a (2) 1 3/4" x 91/ LVL 1.8 E DF. Ridge Beam over SIPS area, above garage Span" 17 . .0ft Uniform Loads wall trib width = Q.O tr Roof Trib width : 12.0· ft Beam Size"" GLB Wdl" WSL= WTL" Mmax= Vmax= R" b" 3.125 in Cv= Cd" -~-~~::5_;~{ . 1.061 1.15 Fb" 2,400 psi F'b" 2, 927 psi E" t,soo,ooq psi fb= 2711.6 psi RB4 i744plf .419.3plf 5.93.8 plf 21.4 ft x kips 4.4 kips 5.0 kips 31/8" X 13.5" 5" 34.9 RSL" RDL" 94.9 in"3 I= 640.7 in 11 4 volume factor NOS 5.3-1 Fv" 240.0 psi F'v= 240.0 psi defl LL" fv= 155.7 psi Use a 31/8" x 13.5" 3.6 kips 1. 5 kips litmks A= 42.2 in"2 k= 1.0 x=y=z= 10.0 L /240 = 1.1 in L /360" 0.9in 0.68 in westem species defl tl = 0.97 in GLB of .31: Project: Engineer: Date: CTS Engineering, P.C. Sabo Residence j Crilly 11/20/2006 Ridge Beam over Center area Span~ Uniform Loads wall trib width= Roof Trib width: Beam Size=== LVL Wdl~ WSL= WTL~ Mmax"' Vmax= R~ 1 B.Q ft p.ll ft 13.0 ft 188.9plf 454.~ plf 643.;1 plf 26.1 ft x kips 4.9 kips 5.8 kips (2) 13/4" X 16" RSL~ RDL~ 4.1 kips 1.7 kips Sheet 2.2 ;g, b~ . 3.500 in s~ 149.3 in"3 A= 56.0 in"2 I= 1194.7in"4 d~ Cv= Cd~ 1Q.,O_ll\ 1.025 1.15 volume factor NOS 5.3-1 Fb= 260o.o p~r Fv~ 285.0 psi F'b~ 3065.0 psi F'v"' 285.0 psi E ~ 1,9og,ooopsi ·· dell LL ~ lb~ 2093.4 psi lv~ 132.1 psi I RB5 Use a (2) 13/411 x 16" Ridge Beam over Center area low south ridge Span~ 12.0ft Uniform Loads wall h·ib width= Roof Trib width: Beam Size= L VL Wdl~ WSL""" WTL~· M max= Vmax= R~ b~ 3.500 in 0.0 ft ·' spit ; 116 3plf 27~:6 plf. . 395:8 pff 7.1 ft x kips 2.1 kips 2.4 kips (2) 13/4" X 9.5" s~ RSL~ RDL~ 52.6 in"3 d= 9::?~il} I= 250.1 in"4 k= 1.0 x=y=z= 10.0 L /240 ~ 0.9 in L /360 ~ 0.6 in 0.47 in western species dell tl ~ 0.67 in LVL I 1.7 kips 0.7 kips A= 33.3 in"2 Cv= 1.000 volume factor NDS 5.3-1 k= 1.0 Cd~ 1.15 x=y=z= 10.0 Fb~ 2!500.Q psi Fv~ 285.0 psi L /240 ~ 0.6 in F'b~ 2990.0 psi F'v~ 285.0 psi L /360 ~ 0.4 in E"' _-;r;god!QO~:J?~i defl LL = 0.27 in western species fb= 1624.1 psi fv= 93.0 psi defl tl = 0.39 in r1 --~R~B5~------~U~s~e~.----~("'2)~1"3'/4~"~x"97.5'"'----~L7V~L---,I of 3{ Project: Engi.J.1eer: Date: CTS Engineering, P.C. Sabo Residence j Crilly 11/20/2006 Low Beam on left stde of Great Room Span~ '6.5 ft Uniform Loads wall trib width= -~f O._D·ft) Roo£ Trib width: Beam Size= LVL Wd!~ WSL= WTL~ Mmax= Vmax= R~ b~ 3.500 in d~ .)9.5il:\.' Cv~ 1.000 Cd~ 1.15 9.5 ft 138.1 plf 375.9 plf 514.0plf 2.7 ft x kips 1 .3 kips 1.7 kips (2) 13/4" X 9.5" s~ 52.6 in"3 I= 250.1in"4 volume factor NOS 5.3-1 Fb~ 26pd:o psi Fv~ ,285.0 psi F'b== 2990.0 psi F'v= 285.0 psi 1.2 kips 0.4 kips Sheet 11 A= 33.3 in"2 k~ x=y=z= L /240 ~ L /360 ~ 1.0 10.0 0.3 in 0.2 in E ~. 1,,?0Q,i)Q9 psi ·. dell LL ~ 0.03 in western species 0.04 in fb~ 618.7 psi fv~ 57.0 psi defl tl ~ r~--~R~B~3~----~U7s_e_a _____ (~2)~1~3~/~4'~'x~9~.5""----~L~V~L~-., Span~ . Uniform Loads wall h·ib width = Roof Trib width maximum end: 10.0 ft Wdl~ WSL= WTL~ w~ Mmax= Vmax= R~ , 14(),3 p\f 395.Tplf . 541.6 plf 4,058tbs 7.8 ft x kips 2.3 kips 2.7 kips 26.4 RSL~ RDL~ Beam Size~ LVL 1.9EDF. (2)13/4"x91/2" b~ ·.•;3,,5Q,;,,.,, ·:··· s ~ 49.9 in"3 230.8 in"4 ct~ · •i):2s)I> 1 ~ Cv~ 1.000 volume factor NOS 5.3-1 Cd~ 1.15 Fb~ z6o9.o psi Fv=, ~ ,,~~s,.o'pst , , F'b~ 2990.0 psi F'v= 285.0 psi defl LL ~ fb~ 1873.1 psi fv~ 106.0 psi I RB3 Usea (2)13/4"x9!/2" 2.0 kips 0.7 kips A~ k~ x=y=z= L /180 ~ L /240 ~ 32.4 in 11 2 1.0 10.0 l.Oin 0.8 in 0.51 in western species defl tl ~ 0. 70 in LVL 1.9 E DF. I of 37-_ Project: Engineer: Date: CIS Engineering, P.L. Saba Residence J Crilly 11/20/2006 Low Ridge over cente1 area, back of house Span" 12.5ft Uniform Loads wall h·ib width"" 0.0 ft Roof Trib width: 8.0 ft Wdl" 116.3 ptt WSL"" 211.0 plf WTL" 327.3 plf Mmax= 6.4 ft x kips Vmax= 1.8 kips RSL" R" 2.0 kips RDL" Beam Size= LVL 1.9 E DF. (2) 13/4" X 91/4" b" 3,!;00 til 5" 49.9 in"3 d" ':~~:-~·ill;;:; I" 230.8 in"4 Cv= 1.000 volume factor NOS 5.3-1 Cd" 1.15 Fb" 2690,0 jis( Fv=, 28:J.,Opsi F'b= 2990.0 psi F'v= 285.0 psi defl LL" fb" 1537.0 psi fv" 83.1 psi I RB3 Use a (2) 13/4" X 91/4" Hip beam over porch Span" 1i .0 ft Uniform Loads wall h·ib width= 0.0 ft Roof Trib width maximum end: Wdl 4.p,ft 4?.0 plf . 310.1 plf 355.1 plf w" 1,9~31bs M max= 2.8 ft x kips Beam Size= DFL No2 b" -~ .. ~ii1 1.0 kips 1.3 kips 3 X 10 40 psi 35.7 in"3 d" _9;2s_in I = 164.9 in"4 Cv= 1.000 volume factor NOS 5.3-1 Cd" 1.15 Fb" 900.0ps( Fv" 180,0 psi F'b=o 1035.0 psi F'v= 180.0 psi 1.3 kips 0.7 kips A= k= x=y=z= L /240" L /360" 0.26 in defl tl " LVL 1.9 E DF. 29 psi 1.1 kips 0.2 kips Sheet 20 32.4 in"2 1.0 10.0 0.6 in 0.4 in western species 0.41 i..n I A= 23.1 in"2 k= 1.0 x~y=z= 10.0 L /180" 0.7 in L /240 = 0.6i.n defl LL = 0.26 in western species fb= 925.7 psi fv= 66.7 psi defl tl" 0.30 in ,----RnBn6~-------,U~s~e7a--------~3'x~10,_----~D~FQL~N~o02--, of 3f Project: Engineer: Date: LTS Engmeermg, P.C. Saba Residence j Crilly 11/20/2006 Perimeter Porch beam Span~ Uniform Loads wall h'ib width= Roof Trib width: Wdl~ VV~L = WTL~ i Mmax= Vmax= R~ Beam Size= DFL No2 b~ . 2.500 in • 8.0 ft 0.0 ft 6.0 ft 78.0 plf . 218.3 plf 296.3 plf 2.4 ft x kips 1.0 kips 1.2 kips 3 X 10 s~ RSL~ RDL~ 23.4 in 11 3 I= 87.9 in"4 d~ Cv= Cd~ Fb~. , :i:tful. 1.000 1.15 volume factor NDS 5.3-1 F'b~ 1:\5Q,o psi 1552.5 psi Fv~ 170.0 p~i F'v= 170.0 psi 0.9 kips 0.3 kips Sheet 2-l A= 18.8 in"2 k= 1.0 x=y=z= 10.0 L /240 ~ 0.4 in L /360 ~ 0.3 in E = defl LL = 0.14 in western species fb~ 1213.5 psi fv~ 80.0 psi dell tl ~ 0.19 in 'I ~~R~B~6~------,U~s~ea~~----~3~xf,10~-----rD~F"L~Nio~2~~ beam in exterior wall over left side of house. Span= · :a. aft· Uniform Loads wall trib width=· ·o-_oJt RoofTrib width: · 15.0 ft Wdl~. WsL=c WTL~. Mmax= Vmax= R~ Beam Size= DFL No2 b~ ,4.500. in·. d~ · -7:9 -.\n . 195.0 plf 593.5 plf 788.5 plf 3.5 ft x kips 1.9 kips 2.4 kips (3) 2 x 8s s~ r~ 26.4 RSL~ RDL~ 39.4 in"3 142.9 in"4 Cv= 1.000 volume factor NOS 5.3-1 Cd~ 1.15 Fb~ 1350.0psi. Fv"" 17o:o psi F'b= 1552.5 psi F'v= 170.0 psi 1.8 kips 0.6 kips A= k= x=y=z= L /240 ~ L /360 ~ 32.6 in"2 1.0 10.0 0.3 in 0.2in E = defl LL = 0.08 in western species fb~ 1080.1 psi I RB6 fv"" 86.9 psi defl tl = 0.10 in --~~~~----~U~s-e-a~~--~(3~)~2~x~8s------~D~F~L~N~o~2~1 of 3J. Project: Engineer: Date: Saba Residence J Crilly 11/20/2006 San p Uniform Loads wall trib width=: Floor Trib width: Wdi~ WsL~'· WTL~· CTS Engineering, P.C. Beam over store front ·18.0 ft < 2Mft '8.5 ~ 127:5plf . 34Q.O p!f 467.5plf' 0.0 Mmax= 18.9ftxkips Vmax"' 3.7kips RSL~ RDL~ Beam Size= LVL b~ 5.250 in' d~ ,., '•''11ik cv~ 1.000 Cd~ Fb~ F'b= 1.15 2600.0psi 2990.0 psi R = 4.2 kips (3)13/4"x117/8" s~ I~ 123.4 in"3 732.6 in"4 volume factor NOS 5.3-1 Fv= 285.0 psi F'v= 285.0 psi 3.1 kips 1.1 kips Sheet zz A= 62.3 inA2 k= 1.0 x=y=z= 10.0 L /240 ~ 0.9 in L /360 ~ 0.6in defl LL = 0.58 in western species fb~ 1841.4 psi tv~ 90.1 psi defl tl ~ 0.79 in r~--~F~B"6~------,U~s~e~a----M(3'J'1°3/~4~"~xT11°7~/~B""----L~V~Lc---, Beam over center of basement adjacent to e stairs Span •1 0.0 ft Uniform Loads wall trib width= 19,,0 ft. Floor Trib width:;(· ._.·1 (.5 ft Wdl ~ , ... ),~2;.5, plf Beam Size= b~ d~ Cv= Cd~ Fb~ F'b= fb~ WSL ~ •'(QQ,O pJf WTL~ , 9ci2:5.plf M max= 12.0 ft X kips Vmax = 3.9 kips R ~ 4.8 kips LVL (2)13/4"x117/8" : 3.500 in s~ '11.9 in I~ 108.2 RSL~ RDL~ 82.3 in 11 3 488.4 in"4 1.000 volume factor NOS 5.3-1 1.15 2600.b psi Fv= 285.0 psi· 2990.0 psi F'v= 285.0 psi deft LL ~ 3.5 kips 1.3 kips A= 41.6 in"2 k= 1.0 x=y=z= 10.0 L /240 ~ 0.5 in L /360 ~ 0.3 in 0.17 in western species 1755.1 psi tv~ 139.3 psi I FB3 Use a (2) 13/4" X 11 7(8" defl tl = 0.23 in --~~~----~~--~~~~~~~--~L~V~L~~~ of 3t CTS Engineering, P.C. Project: Saba Residence Engineer: j Crilly Date: 11/20/2006 Sheet 2!> of 3~ Floor beam over garage Span 26.0 ft Span 26:.0 ft Uniform Loads wall trib width= 0.0 ft a= i:l.o ft Trib width: 14.01! b= 13.0 ft Wdl= 210:0plf Pt Load vert = 5.o kips 3.6 kips WLL= 560.0 plf Mmax= 32.8 ft x kips WTL= 770.0 plf Rmax = 2.5 kips Mmax"' 97.9 ft x kips Vmax = 2.5 kips Vmax= 20.8 kips RSL= 9.1 kips R= 10.0kips RDL= 3.5 kips R total= 12.5 kips Beam Size= Glu-Lam Beam 5125" X 21" b= .5.1_25 in S= 622.7 in"3 A= 138.4 in"2 d= ::~7.¢_~·:.· I= 8406.3 in"4 Cv= 0.903 volume factor NDS 5.3-1 k= 1.0 Cd= 1.15 x=y=z= 10.0 Fb= 2,Mgr~\ · Fv= tzo.o !'si L /240 = 1.3 in F'b= 2,491 psi F'v= 170.0 psi L /360 = 0.9 in E= dell LL = 0.43in western species fb= 1,886 psi fv= 225.6 psi dell tl = 0.59 in """ res1ze the member I E• 2~,000,000 psr Steel beam design,w16X;n . Bf= 5.5 inA3 Full) S= 47.0 in/\3 v cap= 62.9 kips l= 375.0 in/\3 tw= 0.3 inl\3 fb= 25 ksi d= 15.9 in/\3 Fb= 33 ksi Camber= 0.40 in. Dell= 0.62 in t1 LL= 0.74in 0.2936 l/240 = 1.3 in L/ 360 = 0.9 in I use steel Geam sectiOn I Project: Engineer: Date: Beam Size= Beam Size= -.,_-- CTS Engineering, t>. C. Saba Residence ] Crilly 11/20/2006 Flam beam over south edge of great room Span~ 15.5 ft Uniform Loads wall h·ib width= Trib width roof= Trib width floor : Wdl~ VVLL = WTL~. Mmax= Vmax= R~ Glu-Lam Beam 5J2541 i8ro )r( · .·. 10.0 ft 18.0ft 8.5 ft 514.1 plf 969.0 pif 1483.1 plf 44.5 ft x kips 9.3 kips 11.5 kips 5125'1 X 18" RSL~ RDL~ 276.8 in"3 2490.8 in"4 b~. d~ Cv= 0.990 volume factor NOS 5.3-1 '• 2,4D()psi 2,732 psi Fv= F'v::= 1.70.0 psi 170.0 psi E ~ defl LL= 7.5 kips 4.0 kips Sheet Z-4 A= 92.3 in"2 k~ x=y=z= L /240 ~ L /360 ~ 0.32in defl tl = 1.0 10.0 0.8 in O.Sin western species 0.48 in fb:: 1,931 psi fv= 150.7 psi .---eF"'B-74-------,U"'s""e_a ____ ""S"1""2S"'"c-x"1"8"'"-..-.,G"lu--'La_n_l~Bec-ac-m-,1 Floor beam theater room Span~ Uniform Loads wall trib width= Tribwidth: Wdt~· WLL= WTL~ 26.0 ft 0.0 ft 14.0 ft 210.0 plf $6o:o plf 1ia.o t>tt M max= 65.1 ft '~ 'k·i.ps. Vmax = 8.6 kips RSL~ RDL~ R ~ 10.0 kips Glu-Lam Beam b~ 5.12S'iri.•• · ct~ 2~;su;',' Cv~ 0.91'9 Cd~ 1.15 Fb~ F'b= fb~ 2,400 psi 2,537 psi 1,806 psi FB4 5125" X 22.5" S = 432.4 in 11 3 I= 4864.7 in 11 4 volume factor NOS 5.3-1 Use a Fv"" F'v"" E~ tv~ 170.0 p$i 170.0 psi defl LL ~ 111.4 psi 5125" X 22.5" 7.3 kips 2.7 kips A ~ 115.3 inA2 k= 1.0 x=y=z= 10.0 L /240 ~ 1.3 in L /360 ~ 0.9in 0.74 in westem species defl tl "" 1.02 in Glu-Lam Beam I of Jf- Ll S Engineering, P.C. Project: Saba Residence Engirteer: j Crilly Date: 11/20/2006 Sheet Z) of Float beam sup patting back of garage frarrung Span~. 8.0 ft Uniform Loads wall trib width= Trib width:-,,' 0.0 ft 7.8 ft Beam Size= b~ d~ Cv"" Cd~ Fb~ F'b= fb~ I Wdl~ WLL= WTL~ Mmax= Vmax= R~ LVL 1.9EDF. 3MO in ii' 11.9.ih . 1.000 1.15 2,600 psi 2,990 psi 1,157 psi FB4 · 's:>.s.3p1J . 46s.oplt ·.991.3 plf 7.9 ft x kips 3.0 kips 4.0 kips (2) 13/4" X 117/8" s~ I~ 82.3 in 11 3 488.4 infl4 volume factor NOS 5.3~1 Fv= 285.0 psi F'v=== 285.0 psi E= defl LL ~ fv~ 107.7 psi Use a (2)13/4" X 117(8" 1.9 kips 2.1 kips A= k~ x=y=z= L /240 ~ L /360 ~ 0.05 in defl tl ~ LVL 1.9 E OF. 41.6in"2 1.0 10.0 0.4 in 0.3 in western species 0.12 in I Basement Beam adJacent to hallway over thearfih area, p1ckmg up pomf loads from above. Steel Beam Design roof live load = total length=. Uniform Distributed Load beam weight= roof h·ib = Partial Distributed Load start= roof trib = Triangular Load Partial Triangular Load start=== roof trib = Point Loads 26.Q ft. 36.1 plf O,Q !t 0.0 ft O;dff. dead load load 1 1495.7lbs ·· load 2 ~ ' 1'49s.7lbs;: · load 3 ~ • '335;sib; ' load 4 = 3~5.Slbs .:.• wall trib = JO.Oft'' Deflection Criteria live load~ L/,360§ •/ total load~ L(24o.o;·.. · ,., ·"'' cantiliver length= >;f'(fft end= ·!~.,Oft< wall trib =:, ·• .0.0 ft floor trib = S.Sft wall trib = end wall trib = live load 3988.6lbs 3988.6lbs 894.6lbs 894.6lbs max loc = ' 0.0 ft floor h·ib = ', ::t:I:'O-'ft_:; max loc = floor trib = , totalload location :: •• 5484'4lb!'• 8.0 it . ;: ', y48i-4}~f · J.sciit. : 1230.1\bs '. ··:} 1 · .•.. 7 9 ',.o 0 _'t 1 _._tt: '123o:1M. 3t- Full: Project: Saba Residence Engineer: J Crilly Date: 11/20/2006 Iota s From Al Loads R1 dl 7969lbs Rlll 17059lbs Rltl 25028lbs Mmax 144.4 ft x kips Max location Steel Beam Selection A992 Steel 10.50 ft W16X36 bf = 6.99 in d ~ 15.86 in tw = 0.30 in tf = 0.43 in area== 10.60 in shear distance= 0.0 in Wood Beam Design Use a CJS Engineering, P.C. R2 dl 9650 lbs R2ll-19944lbs R2tl 29594lbs Vmax 25.0 kips Max location 20.66 ft S = 56.0 inA3 I= 448.0 in"4 F, = soooo.o psi fb = 30936.0 psi fv = 5349.3 psi W16X36 Sheet zc;. olive -0.663 in II total -0.966 in Max location-10.92 ft ~Max Jive 0.733 in .t-. Max to tat' 1.100 in A= 4.7 in"2 E = ######### F'b"' 33000.0 psi F'v = 20000.0 psi Deflection OK Bending Sb·ess OK Sheer Stress OK A992 Steel roof live load= Roof ur\bal1ai1Ced Snow' Load Deflection Criteria live load= L/ 360.0 total load= L/ 240.0 total length= Uniform Distributed Load beam weight= roof h'ib = Partial Dish·ibuted Load start= roof trib = Triangular Load roof trib = Partial Triangular Load start= roof h·ib"' Point Loads load 1 = load 2 = load 3 = load 4 = Totals From All Loads R1 dl- Rill- R1 tl Mmax Max location LVL 1.8EDF. 11.5 ft 13.0 p!f 0.0 ft 6.0 ft 13.Q ft ll.Oft .. O.Oft Q.Oft dead load 448.8lbs 39s4.4Ibs· 0.0 lbs O.O!bs 3273lbs 6821lbs 10094lbs 50.2 ft x kips 6.00 ft (3) 1 3/4" X 11.875" wall h'ib"" O.OJt end= 12.0ft wall trib = 8.0 ft wall trib"" O.Oft end= 20.0 ft wall trib = 0.0 ft Jive load total load 1221.7lbs 1670.4lbs . 7<;09.8lbs 11494.2lbs 0,0 lbs 0.0 lbs .O.Olbs 0.0 lbs R2 dl-4072lbs R2ll-8111lbs R2tl 12183 lbs Vmax -10.9 kips Max location 10.49 ft canhliver length= floor trib = floor trib = max loc = floor trib = O.oft 1.3 ft O.Oft 0.0 ft . ·o.o ft maxloc=' floor trib = 10 0.0 ft location 6.Qit 6:0ft 0.0 ft O.Oft olive !1 total' Max location 6MaxJive /).Max total -0.513 in -0.768 in 5.83 ft 0.383 in 0.575 in Wood Beam Selection of _;, Project: Engineer: Date: Beam Size= Sabo Residence ] Crilly 11/20/2006 b 5.25in d ~ 11.88 in Co~ 1.00 CM l;>endlflg"' 1.00 CMsheer= 1.00 CF ~ 1.04 c, ~ 1.00 FB ·. CTS Engineering, P.C. s 123.4 in"3 I = 732.6 in"4 Fb = 2600.0 psi Fv = 285.0 psi fb = 4878.9 psi fv= 261.9psi Sheet 27- A 62.3 in"2 E ~ ######### F'b = 2693.7 psi F'v = 285.0 psi Deflection Limit Exceeded Bending Stress Exceeded Sheer Sh·ess OK Redesign Beam Floor beam over basement area, _below master bedroom Span= 10.7ft Span= 10.7 ft Uniform Loads wall h"ib width= 8.0 ft a= 3 .. 0.ft Trib width: : :12.5 ft· b= 7.7 ft Wdl~ 2p7.5 plf Pt Load vert=· 12.2 kips 8.1 kips WLL= 500.0 plf M max::: 26.3 ft x kips WTL~ 767.5 p/f Rmax= 8.8 kips Mmax= 37.2 ft x kips Vmax= 8.8 kips Vmax= 10.7 kips RSL~ 4.9 kips R~ 4.1 kips RDL~ 2.6 kips R total= 7.5 kips Glu. Lam Beam 5125" X 13.5" b~ 5.125 in'. s~ 155.7 in"3 A= 69.2 in 11 2 d~ 13-.5in r~ 1050.8 in"4 Cv= 1.058 volume factor NOS 5.3-1 k= 1.0 Cd~ 1.15 x=y=z= 10.0 Fb~ 2,406 ps( Fv== .240.0 psi L /240 ~ 0.5 in F'h= 2,919 psi F'v= 240.0 psi L /360 ~ 0.4 in E= dell LL ~ 0.09 in western species lb~ 2,865 psi tv~ 233.0 psi dell tl ~ 0.13 in I FBS Use a 5 125" X 13,5'1 Glu. Lam Beamj of _]<. CTS Jongineering, P.L. Project: Sabo Residence Engineer: ] Crilly Date: 11/20/2006 Floor beam over basement area, below master edroom Span .. · 9.0~ . Span- Uniform Loads wall trib width= 8.0 ~ a= Trib width: 10.0 h b= Wdi~ 230.0 pit. Pt Load vert = WLL= 400.0 plf Mmax= WTL~ 630.0 plf Rmax= Mmax= 10.5 ft x kips Vmax = Vmax= 5.9 kips RSL~ R~ 2.8 kips RDL~ R total= Beam Size"" LVL 1.9 E DF. (3) 13/4" X 91/2 b~ . 5.250 in s~ 79.0 in .... 3 d~ 9.5 ir\ I~ 375.1 in"4 Cv= 1.000 volume factor NDS 5.3-1 Cd= 1.15 Fb~ 2,600 psi Fv= F'b= 2,990 psi F'v= fb~ 1,591 psi fv~ I PBS Use a Rectangular Footing for wood columns. Ext Wall columns Allowable Soil Bearing Pressure: FTG Design: Area Req'd ~ 8.80 sf Load = 13.2 kips 3 Square Ftg area = Actual soil bearing pressure= p tl~ fy~ f'c= b~ jFooting size IS adequate 13.2 kips 60,000 psi 2,500 psi 3.0 ft d= 4.8 in h~ B.Oin Post width w = 6.0 in PLL= pnet= 2.3 ksf 285.0 psi 285.0 psi dell LL ~ 176.0 psi (3) 13/4" X 91/2 1500 psf 1467 psf 8.8 kips 9.0 ft 3.0 ft 6.0 ft .· ·2.0 kips 4.1 ft x kips 1.4 kips 1.4 kips 2.2 kips 1.3 kips 3.5 kips A= k= x=y=z= L /240 = L /360 ~ 0.08 in dell II~ LVL 1.9EDF. 9 sf per ACI Code Section 15.4.2 one-way shear, two-way shear, (punching shear), moments will be taken at the center line of the wood post Sheet Z8 1.3 kips 49.9 in"2 1.0 10.0 0.5 in 0.3 in western species 0.13 in I one way shr. Vu= .85 x Vc= 0.0 kips 15 kips 20.1 kips 40 kips Width. of Crit sect.= 2'(f'c)'.5'b'd two way shr. Vu= .85 x Vc= (ftg area-(Post width/2+d)'2) x pnet. Total load on footing (unfactored) P = 13 kips Use a 3'-0" x 3'-0" x 10" ftg. Rein£. w /4 # 4 rein£ bars E.W. of 3't Full) 1.2 ft CTS Engineering, P.C. Project: Sabo Residence Engineer: j Crilly Date: 11/20/2006 Sl'ot Footmg rTesign. toT Wo0<1 l'ost Spot Footing for wood columns. Allowable Soil Bearing Pressure: Area Req'd ~ 4.67 sf Load ~ 7.0 kips 2.3 Square Ftg area= Actual soil bearing pressure = IFootmg size IS adequate P TL ~ 7.0 kips 6o,qoo psi 2,500 psi 2.3 ft 4.8 in 8.0 in 6.0in pnet~ 2.2 ksf Vu= .85 x Vc~ PLL~ 5.8 kips 1500 psf 1323 psf 6.1 ,kips Sheet 2f 5 sf Width. of Crit sect.= two way shr. Vu= .85 x Vc~ 11 kips 10.7 kips 40 kips (ftg area-(Post width/2+d)'2) x pnet. Total load on footing (unfactored) P ~ 7kips Use a 2'-6" x 2'-6'" x 10'' ftg. Rein£. w /3 # 4 reinf bars E.W. Area Req'd ~ 0.00 sf Load ~ 0.0 kips. 3 Square itg area= Actual soil bearing pressure= Spot Footing Design. F2. Wood post Spot Footing fo~ Footmg size is adequate Allowable Soil Bearing Pressure: 0.0 kips PLL~ 60,000 psi· 2,500 psi 3.0 ft. 4.8 in 8.0 in 6.0 in pnet= Vu~ .85 x Vc= 0.0 ksf 0.0 kips 2000 psf 9 sf 0 psf OOkips·. 2'(f'c)' .5'b'd of ?+ Width. of Crit sect.= two way shr. Vu= .85 X Vc~ 15 kips 0.0 kips 40 kips (ftg area-(Post width/2+d)'2) x pnet. Total load on footing (unfactored) P ~ Okips Use a 2'-6'1 x 2'-6"' x 8" ftg. Reinf. w /4 # 4 reinf bars E. W. CIS Engineering, P.C. Project: Saba Residence Engineer: J Crilly Date: 11/20/2006 Sheet ..30 of Sf. Drift Load: Above Porch per ASCE 7 Figure 7-8, Figure 7-9 Drift Type Leeward Pg~ 35psf sliding snow? yes Pf~ 35 psf Lu~ 25.0 ft he~ 6 .. 0 ft Length of the upper roof ( 25' min.) Lower roof for win ward drifts (Height of the upper roof above the lower roof, ft. ) hd~ 1.8 ft 1.4 X hd~ 2.5 ft w= 7.0 ft y= 18.5 pcf hb= 1.9 ft he /hb = 3.18 Drift Type Windward Pg= 35 psf Pf= 35 psf Lu= 25.0 ft · he= 6.0ft hd= 0.9ft 1.4xhd= 0.9 ft w= 3.8 ft y= 18.5 pcf hb= 1.9 ft he /hb = 3.18 ( Height of the drift, ft.) (accounts for sliding snow) drift width per section 7.7.1 ASCE 7 height of base snow load sliding snow? no Length of the upper roof ( 25' min.) Lower roof for winward drifts . ( Height of the upper roof above the lower roof, ft. ) ( Height of the drift, ft.) (accounts for sliding snow) drift width per section 7.7.1 ASCE 7 height of base snow load : Drift Load= 46 psf Checks Code parameters EQ. 41 - 3 This load is in addition to the base snow load. Distance from wall (x) Load 0.0 46 psf 5.0 13 psf 7.0 0 psf ' CTS Engineering, P.C. Project: Saba Residence Engineer: J Crilly Date: 11/20/2006 Sheet 31 ofs~ Worst Case Concrete Foundation Wall CWl '/ Reinforced Concrete Basement wall. I Equivelent Fluid Pressure 44.0 pcf. Assumes SW-SP type soil. Dead Load= 0.0 plf. Live Load= 366.7 plf. At bottom slab to top of soil 8.33 9.0 Pw= 1/2'KoyH"2 1.5 kif along wall, y (pet)= 110.0 Span (It) = 8.3 ft. Ko= 0.40 between floors. # of floors retaining soil. 1.0 Slab on Grade I .128*W*I . Des1gn Moment (ft*k) = 3.0 I I / I I Design Shear (k) -1.0 kips per LF.I !Wall Capacity fc'-~2500.0 psi fy= 60000.0 psi b= 12.0 in d= 3.0 in h= 6.0 in As= 0.31 inA2 bar size .#5 Spacing: 12.0 "O.C. Vn= 3.6 kips Mn= 4.1 (ft*kip) .9*Mn 3.7 (It* kip) .85* Vn 3.1 kips Status wall is ok Garage floor framing 11 7/8" T Jl® 360, 2 plies@ 12" ole User 2 1112012006 3:02:23 PM Page 1 En?ine Version·, 6_25_71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 28' 6" 1>-------15' 6"-------->------13'-------<> Product Diagram is Concep1ual. LOADS: Analysis is for a Joist Member. Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 55.0 Dead Vertical Loads: Type Class Live Dead Location 8' 315/16" Application Comment Point(lbs) Floor(1.00) 1500 0 SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total Stud wall 3.50" 3.50" 820/341/0/1162 A 1: Blocking 1 Ply 11 7/8" T Jl® 360 2 Stud wall 3.50" 3.50" 1845/972/0/2816 B3 None 3 Stud wall 3.50" 3.50" -236/255/0/490 A 1: Blocking 1 Ply 11 7/8" TJI® 360 -See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): A1: Blocking,B3 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) -1835 -1721 3751 Passed (46%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 2816 2816 4920 Passed (57%) Bearing 2 under Floor loading Moment (Ft-Lbs) 6139 6139 12360 Passed (50%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.226 0.382 Passed (L/811) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.271 0.765 Passed (L/678) MID Span 1 under Floor ALTERNATE span loading TJPro 69 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Braclng(Lu): All compression edges (top and bottom) must be braced at 4' 8" ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. T J-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-1/2" Direct Applied Gypsum Ceiling, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 3.67 PROJECT INFORMATION: Saba Residence Copyright OJ 2006 by Trus Joist, a Vleyechaeuser Business TJI® and TJ-Beam-:ID ace registered tcademarks of Trus Joist. e-I Jolst"',Pro"" a:-~d TJ-Pro"' are trademarks of Trus Joist. V:\Pro]ects\f'{ 2006\BCS-Sabo\I joist Calcs\floor framing belcw garage.sms OPERATOR INFORMATION: Joseph Crilly CTS Engineering 4625 S 2300 East Ste 1 OS Salt Lake City, UT 84117 Phone: (801) 274-2631 Fax : (801) 274-2632 joe@ctsengineering.net ·~<Fi~£:1m{ ~ ~hcrhaClliCr Bu~in~11 T J-Beam® 6.25 Sen a I Number· Garage floor framing 11 7/8" T Jl® 360, 2 plies @ 12" o/c User. 2 1112012006 3:02:24 PM Page 3 Engine Versmn:, 6.25 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' Max. Vertical Reaction Total (lbs) 1162 Max. Vertical Reaction Live (lbs) 820 3.50" 12 1 9.50" 2816 1845 490 -236 Selected Bearing Length (in) 3.50{W) 3.50(>1) 3. 50 (WI Max. Unbraced Length (in) Loading on all spans, Shear at Support (1bs) Max Shear at Support (1bs) Shear Within Span (1bs) Member Reaction (1bs) Support Reaction (1bs) Moment (Ft-Lbs) Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on odd # Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ct-Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even # Shear at Support (lbs) Nax Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Sabo Residence 56 64 115 LDF 0.90 1. 0 Dead 325 -476 427 -239 330 -511 460 -243 -117 N/A 330 972 243 341 972 255 989 -1388 538 1. 00 1.0 Dead + 1.0 Floor 1109 -1721 914 -226 1117 -1835 981 -234 -1154 N/A 1117 2816 234 1137 2816 254 5 941 -4778 288 0.214 -0.054 0.259 -0.052 spans, LDF 1. 00 1.0 Dead + L 0 Floor 1134 -1698 650 -3 1142 -1811 696 -7 -1130 N/A 1142 2507 7 1162 2507 19 6139 -4405 0 0.226 -0.07 6 0. 271 -0.069 spans, LDF 301 305 1. 00 -499 1.0 Dead t 1.0 Floor 691 -462 305 317 -536 745 -470 -141 848 -0.013 0. 035 N/A 1281 470 1281 490 -1760 1163 0.025 0.040 OPERATOR INFORMATION: Joseph Crilly CTS Engineering 4625 S 2300 East Ste 105 Salt Lake City, UT 84117 Phone: (801) 274-2631 Fax : (801) 274-2632 joe@ctsengineering.net Copynght © 2006 by Trus Joist, a Weyerhaeuser B;.~siness TJI-%' and TJ~Beam® are registered trademarks of Trus Joist. e-I Joist"', Pro"' and TJ-Pro"' ne trademarks o! Trus Joist. V:\Projects\F''l 2006\BCS-Sabo\l joist Calcs\floor framing below ga:-age.sms ~~7M~f Great Room floor framing ~ ~hcrhacuscr ~u1inc11 TJ-Seam® 6.25 Serial Number' 11 7/8" TJI® 110@ 16" o/c User: 2 11/2012006 3 04:25PM Page 1 Engi~e Vers1on: 6,.25 71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED m~~------------------~~~ .._-------11'--------4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group -Residential -Living Areas (psf): 40.0 Live at 100 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/De a diU plift/T otal Stud wall 3.50" 3.50" 4531170 I 01623 A 1: Blocking 1 Ply11716"TJI®110 2 Stud wall 3.50" 3.50" 4531170 I 0/623 A 1: Blocking 1 Ply11716"TJI®110 -See TJ SPECIFIER'S /BUILDERS GUIDE for detail(s): A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 608 -602 1560 Passed (39%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 608 608 1350 Passed (45%) Bearing 2 under Floor loading Moment (Ft-Lbs) 2521 2521 3015 Passed (84%) MID Span 1 under Floor loading Live Load Defl (in) 0.332 0.415 Passed (L/599) MID Span 1 under Floor loading Total Load Dell (in) 0.457 0.829 Passed (L/436) MID Span 1 under Floor loading TJPro 46 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L1480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19132" Panels (20" Span Rating) GLUED & NAILED wood decking -Bracing(lu): All compression edges (top and bottom) must be braced at 2' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. T J-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19132" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-1/2" Direct Applied Gypsum Ceiling, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by aT J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the T J Distribution product listed above. PROJECT INFORMATION: Sabo Residence Carbondale, Colorado Copyright e· 2006 by Trus Joist, a Weyerhae:Jser BusHJess TJI~ and TJ-Beam® are registered trad.,mar);:s of Trus Jobt. e-I Joist"',~ro"' and TJ-~ro"' are trade:narks of Trus Joist. V:\E'rojects\FY 2006\BCS-Sabo\I joist Cales\ floor fram.:.ng bel::>"· great room floor.s:ns OPERATOR INFORMATION: Joseph Crilly CTS Engineering 4625 s 2300 East Ste 105 Salt Lake City, UT 84117 Phone: (801) 274-2631 Fax : (801) 274-2632 joe@ctsengineering.net Main Kitchen area ID ~l~t.""''"'" T J-Seam® 6.25 Serial Number· 11 7/8" TJI® 110@ 16" o/c Ussr: 2 11/20120063:18:12 PM Page 1 Engine Version; 6_25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 36' 6--------17'--------4---------19'-----------<> Prodllct Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group-Residential-Living Areas (psf): 40.0 Live at 100% duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length liveiDeadiUplift/T otal Stud wall 3.50" 3.50" 4061125101531 A1: Blocking 1 Ply11718"TJI®110 2 Stud wall 3.50" 3.50" 118914461011635 B3 None 3 Stud wall 3.50" 3.50" 4461150 I 01596 A1: Blocking 1 Ply11718"TJ1®110 -See T J SPECIFIER'S I BUILDERS GUIDE for detail(s): A1: Blocking, B3 DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 845 795 1716 Passed (46%) Lt. end Span 2 under Floor loading Vertical Reaction (lbs) 1635 1635 1935 Passed (84%) Bearing 2 under Floor loading Moment (FI-Lbs) -2929 -2929 3015 Passed (97%) Bearing 2 under Floor loading Live Load Deft (in) 0.370 0.470 Passed (L/609) MID Span 2 under Floor ALTERNATE span loading Total Load Deft (in) 0.466 0.940 Passed (L/484) MID Span 2 under Floor ALTERNATE span loading T JPro 39 30 Passed Span 2 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20'' Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. T J-Pro RATING SYSTEM -The T J-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling-1/2" Direct Applied Gypsum Ceiling, Perpendicular Partitions. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.3 PROJECT INFORMATION: Saba Residence Carbondale, Colorado Copyright Q 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beami: are registered trademarks of Trus Jolst. e-I Joist"', Pro"' and TJ-Pro"' are trademarks of Trus Joist. V:\PJ:ojects\FY 2006\BCS-Siibo\I joist Calcs\flooJ: fJ:aming ma.in kitchen a.rea..sms OPERATOR INFORMATION: Joseph Crilly CTS Engineering 4625 S 2300 East Ste 105 Salt Lake City, UT 84117 Phone: (801) 274-2631 Fax : (801) 274-2632 joe@ctsengineering.net . tJ ~lt!!l,Bu;ioo>< T J-Beam® 6.25 Serial Number' Main Kitchen area 11 7/8" TJI® 110@ 16" ole User: 2 11120/2006 3·18:12 PM Page 3 Engine Versic:,..-6.25.71 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 16' 9.50" 18' 9.50" Max. Vertical Reaction Total (lbs) 531 Max. Vertical Reaction Live (lbs) 406 1635 1189 596 446 Selected Bearing Length (in) 3.50(W) 3. 50 (W) 3. 50 (W) Max. Unbraced Length (in) 41 33 37 Loading on all spans, Shear at Support (1bs) Max Shear at Support (1bs) Member Reaction (1bs) Support Reaction (1bs) Moment (Ft-Lbs) Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) LDF 120 125 1. 00 441 457 0.90 1.0 Dead 119 -203 217 -14 4 120 -215 230' -14 5 446 145 446 150 362 -799 529 1.0 435 441 Dead + -743 1. 0 Floor 795 -527 1328 0.125 0.172 -790 845 -533 1635 1635 -2929 1938 0.256 0.353 533 548 ALTERNATE span loading on odd # spans, LDF 1.00 1.0 Dead+ 1.0 Floor Shear at Support (lbs} 509 -672 262 -97 Max Shear at Support {lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in} Total Deflection (in) ALTERNATE span loading on even # Shear at Support (lbs) Nax Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs} Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: Saba Residence Carbondale, Colorado 515 -716 278 -98 515 994 98 531 994 102 spans, 45 46 46 50 1810 -1686 241 0.252 0.298 LDF 54 1. 00 ' 1. -273 750 -290 7 98 1087 1087 -2042 -0.141 -0.113 -0. 124 -0.0 65 0 Dead + 1 .0 Floor 2296 0.370 0.466 -574 -580 580 596 OPERATOR INFORMATION: Joseph Crilly CTS Engineering 4625 S 2300 East Ste 105 Salt Lake City, UT 84117 Phone: (801) 274-2631 Fax : (801) 274-2632 joe@ctsengineering.net Copyright © 2006 by Trus Joist, a Weyechaeusec S:Jsiness TJI::D and TJ-Beam~ are registe~ed trademarks of Trus Joist. e-I Joist'", Pro"' and TJ-Pro"' <~re tradem<~rks of Trlls Joist. V:\Projects\FY 2006\BCS-Sabo\r joist Calcs\floor framing main kitchen area.sms CO!)NTY OF GARFIELD -BUILDING PERMIT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at 5889 C/{109 Permit No. /o;;</7 I have this day inspected this structure and these premises and found the following corrections needed: 1J K, iS ~1 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 1-.23-o? 20_==~ Building Inspector ~?f'f.~ Phone (970) 945·8212 ~o. _ _,_I D=---'d""""l_._J..L---- •XT.RIOR Cl Addre,. No. V. f.. Drainage 1Jf D. K Decks-support & clearance to wood .,.,---~D."-fi-_=----- Decks-atairs & rails 0.( Exterior locks ---~--..l.b•tcL"----- Fiashing around doors & windows _____ _ Insect screens ___________ _ INT.RIOR GARAGE O-IL Fire wall separation __ ___::_:_=------rc-c;--- Service doors·1¥1" min. --------"0:.... +f~· __ Door (20 min.} w/auto closer·1~" min. ____ _ Mech. equip. 18" above floor _______ _ No opening into sleeping area _______ _ BASEMENT ·CRAWl, AREA Access CJ t 1'- Insulation ----~-,;c-r-,------ Headroom/Stairs ____ c.:_ _____ _ Ventilation------------ Assessor's Parcel No.'d59.J-OJ'ii';3~DD~ 39.7 Date l'd~85s'·ck. NOTES FINAL CH.CKLIIT MECHANIEOOM Boiler J!l 11fT Hot water ~ rF #-$ 9! l.fk/1 F.A. gao/oil _________ _ Floor drain _________ _ Cklarance _________ _ Air con. system'-------- Hot water heater <::T----('1----:-- Combuotion air 31<*< !lA Q<>Yp. Gas piping, •ai•••-~Oi>Jlf_l,. ____ _ LPG Drain---------- FIREPLACE/STOVE Cle81ance to combustibles,. ":{)"-'~';:---- Termination of chimney_\,0/I)G'-i/J..J.._ __ _ Combustion air _______ _ Hearth (12" or 20" on sides) ____ _ Gi ... doors ________ _ Cartilied by: ________ _ • REMARKS STAIRWAYS b Headroom (6'A"') vf\.. J.-i Railing & guardrai1t ~,J(. §p m: Width ___ _,u,_;_j\:hl'-------- " Riaa & run------'-------- KITCHEN () <1(, Clearance above griii__,---=,"'------ Exhaust fan----"'--------- Broiler exhaust (1 hr. chase) ------ BEDROOMS Egre .. ___ __,O"-'l~'t'~c.,_------ smoke detector--~------ BATHROOMS Exhaust fan ---'"(J~Iil'tt="-o...Jl'-"""------- Shatterproof glass ________ _ OTHER INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECfiONS BUILDING PERMIT GARFIELD COUNTY, COLORADO Date IssuedJib;.f.~A• •• Zoned Area .•..•••.•...•..•••...•••...•••• Permit No .... /..~.'a.7..1 ......... . 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 B~~~LL AND VOID. Use s/P e>n ' -~ ~-..... I A >/otJ. 'a'a""'f *' (A~,dtrll. Address or Legal Description '7'0f9 C £: lOCi\ Owgr~ ~.e,C'N-Lou,j. Contra<torl.?CY lle.IM.$ Setbae)u Front Sjde Sjde Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. Footing Foundation j-(tJ-tJ Underground Plumbing Rough Plumbing Chimney & Vent INSPECTION RECORD Driveway Notes: ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING- WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE For Inspections Call384-5003 108 8th Street Glenwood Springs, Colorado APPROVED DO NOT DESTROY THIS CARD DatelaQi•CC. By F'J/1'8 IF PLACED OUTSIDE-COVER WITH CLEAR PLASTIC Parcel Detail Page I of 3 Garfield County Assessor/Treasurer Parcel Detail Information AssessorrrreasurerProperty Se<Jrch I Ass.essor S_ll_Q~el.Que_ry I Assessor Sales __ S_earch Clerk&RecorderRec:eptiQnSe<trch .Basic .Building Characteristics I Tm<InfomJation Parcel Detail I Value Detail I Sales Detail I Residential/Commerciallmprovement Detail Land Detail I Photographs I Tax Area II I o1o II Account Number II Parcel Number II Mill Levy I R005782 II 239328300397 II 63.113 I Owner Name and Mailing Address lsABO, JEFFREY W & LAUREL J I 1612 SURREY ROAD I lcARBONDALE, CO 81623 I Legal Description ISECT,TWN,RNG:28-7-88 DESC: A TR. OF I ILANDINLOTS II & 14CONT2.12 I IACRES. AKA LOT A BEULAH WILSON EX. I IPRE:ROIOI19 BK:0973 PG:0796 BK:0535 I IPG:0404 BK:0533 PG:0316 BK:0391 I IPG:0346 BK:0241 PG:OI94 BK:1695 I lPG: 148 RECPT:675870 BK: 1232 PG:244 IRECPT:576183 BK:I232 PG:243 IRECPT:576182 BK:I215 PG:826 IRECPT:571746 BK: 1172 PG:986-992 IRECPT:559340 BK: 1172 PG:357-363 IRECPT:559128 BK:1130 PG:521 IRECPT:545759 BK: 1121 PG:396 IRECPT:542709 BK: 1121 PG:395 IRECPT:542708 BK:1016 PG:0597 IBK:IOI6 PG:0595 BK: 1012 PG:0450 I http://www.garcoact.com/assessor/parcel.asp?Parce!Number=239328300397 12/27/2006 Parcel Detail Page 2 of 3 IBK:0982 PG:0207 BK:0973 PG:0797 IBK:0906 PG:0414 Location Physical Address: jj109 COUNTY RD CARBONDALE! Subdivision: I Land Acres: I 2.12 Land Sq Ft: I 0 Section II Township II Range I 28 II 7 II 88 I Property Tax Valuation Information II Actual Value II Assessed Value I I Land: II 170,00011 49,3001 I Im~rovements: II Oil 0 I Total: II 170,00011 49,3001 Sale Date: 116/8/2005 Sale Price: jj235,000 Basic Building Characteristics Number of Residential lo I' Buildings: Number of Commllnd lo I Buildings: No Building Records Found Tax Information Tax Year II Transaction Type II Amount I 2005 II Interest Payment II ($31.26)1 2005 II Interest Charge II $31.261 2005 II Tax Payment: Whole ($3,126.02)1 2005 II Tax Amount $3,126.021 2004 II Tax Payment: Whole ($2,746.76)1 2004 II Tax Amount $2,746.761 II II http://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239328300397 12/27/2006 Parcel Detail I 2003 II Tax Payment: Whole II ($2,312.22)1 I 2003 II Tax Amount II $2,312.221 I 2002 II Tax Payment: Whole II ($1,668.24)1 I 2002 II Tax Amount II $1,668.241 I 2001 Tax Payment: Whole II ($1 ,677 .66)1 I 2001 Tax Amount II $1,677.661 I 2000 Tax Payment: Whole II ($1, 780.96)1 I 2000 I Tax Amount II $1,780.961 Top of Page AssessQr Database_Search Options I Treasurer Database Search Options Cl~!:k~ Rec_orc!_er Dat<Jb!l~e Search_Qptions Garfield Countv Home Pa~e Page 3 of 3 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2006 Good Turns Software. All Rights Reserved. Database & Web Design by Q_god Tu_rns.Software. http://www.garcoact.com/assessor/parcel.asp?Parce!Number=239328300397 12/27/2006