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HomeMy WebLinkAboutApplication - PermitI Garfield County Building & Planning Department 108 8th Street, Suite #401 Glenwood Springs, Co. 81601 Office:970-945-8212 Fax: 970-384-3470 Inspection Line: 970-384-5003 Building Permit No. Parcel No: 2393-07 4-00-35 7 Locality: Job Address: 0082 CR 113 Carbondale ------------------------------------------------- UseofBuilding: ----------------~~~i~n ·~~s~to~ra~g~~~b~~~g~s) ________________ ~ Owner: Aspen Equity Group Contractor: Coggins-Stewart Canst. Fees: Plan Check: $ 3,56 8.41 Septic: $ 73.00 Bldg Perm it : $ 5,489 .86 Other Fees: Total Fees: $ 9,131.27 Clerk : ~ Date: CJ·~c()b I 1 2 3 GARFIELD COUNTY BUILDING PERMIT APPL!CA T!ON 108 81h Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-8212/ Fax: 970-384-3470 /Inspection Line: 970-384-5003 \VW\V .garfield-county .com Parcel No: (this infonnation is available at the assessors office 970-945-9134) Z. ;sq Z, -ol4-oo --::;c; ·7 ~b0A;z:ssc:,:;he:~~ as\i~~plet~ rovide Cr, H~ or Street Name & City) ocd(Itd~tiCo ~ f' J-2, Lot No: B1ockNo: Subd./ Exemption: WI-" NC.. 4 I A~~~ (~l~~ owner) (., 4 1J Mailing Address: _ €'1 ' trl-b'" Ph: qa_~ c-54-b~ S:"--~-,,rn 1Boo lilt:; ~IS~ Sv,>¥., lo-z q-'1;;;, · "130, 7So5 5 ,_Con~~tor: _j ,J t.OI"< •tt Mailing Address: Ph: •• AltPh: ~ lir-1~-S::-..L (A,"'' " II i·1 I' lo ., •• I t 'I 6 ~rchit:/5_~E-~1neer: ~~ ~llinr-ddress: G.1 -v Q/) Phb\ 4-.S ' )."2.S 2. AltPh: f V\.!1-1/11 1.-<; '""· .L A-\1'-5'1" I" 1.. /.< ~-..... 7 ~Ft. of Building: SHtA'~tLot: leight: No. of Floors: i .loo -,!~ell +t-'L I I 8 uo:;~lding; .t:-..1. ~~'-~r~~~~~~----,_~~-:;)1 t,;:1;.,DA . ,,, ___ , __ ,_, __ fi .·-,-!--, -_ ' -·-,. )-, .-· ,., . 9 Describe Wor~ '' ' ' ""' C...N( . L 1''-!WI _b~ •->W~ "' ~~~-LA/ -.n A\ 'P....Vuvtrl 10 Class of Work: "w • o Alteration o Addition II Garage: Septic: 1'AAT <-~ E-<AN.l.~ ~1-~ I'JI\ o Attached 0 Detached o ISDS o Community 12 Drivewa~ib,.,_ J., . ~ .ilt>A '":.+ ()~ Ovmers valuation of Work: $ li1:x>,o::;O· !£.. . "1..1, ;,J:?m, NOTICE Authoritv. This application for a Building ennit must be signed by the Owner of the property, described above, or an authorized agent. If the signature below is not that of the Owner, a separate letter of authority, signed by the Owner, must be provided with this Application. Legal Access. A Building Pennit cannot be issued without proof oflegal and adequate access to the property for purposes of inspections by the Building Department. Other Pennits. Multiple separate permits may be required: {I} State Electrical Pennit, {2} County lSDS Permi~ {3} another pennit required for use on the property identified above, e.g. State or County Highway/ Road Access or a State Wastewater Discharge Permit. Void Permit. A Building Pennitbecomes null and void if the work authorized is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of\80 days after commencement. CERTIFICATION I hereby certify that I have read this Application and that the information contained above is true and correct. I understand that the Building Department accepts the Application, along with the plans and specifications and other data submitted by me or on my behalf(submittals}, based upon my certification as to accuracy. Assuming completeness of the submittals and approval of this Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s} and facilities detailed on the submittals reviewed by the Building Department. In consideration of the issuance of the Building Penni!, I agree that I and my agents will comply with provisions of any federal, state orlocallaw regulating the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s)). I acknowledge that the Building Penni! may be suspended or revoked, upon notice from the County, if the location, construction or use of the structure(s} and facility(ies}, described above, are not in compliance with County Regulation(s} or any other applicable law. I hereby grant pennission to the Building Department to enter the property, described above, to inspect the work. I further acknowledge that the issuance ofthe Building Penni! does not prevent the Building Official from: (l) requiring the correction of errors in the submittals, if any, discovered after issuance; or {2} stopping construction or use of the structure(s} or facility(ies} if such is in violation of County Regulation(s} or any other applicable law. Review ofthis Application, including submittals, and inspections of the work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions or discrepancies. As the 0\\'Iler, 1 acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without limitation my architect designer, engineer and/ or builder. I HER~NOWLEDOE THAT I HAVE READ AND UNDERSTAND THE NOTICE & CERTIF1CATION ABOVE, /1_ (\ 7 j, r/, ,,.,_,v/ J! ~..:Y"'-<-"'A'-' I ~ u?! OWNERS SJI;NATURE DATE STAFF USE ONLY Special Conditions: Adjusted Valuation: Plan Check Fee: Permit Fee: Manu home Fee: Mise Fees: 974.97f ~· 35'eoS AI 54?f/.S(p ISDS Fee: ~, !).>{ Total Fees: FeesPaid:-:1-_ '1_3.~ Balance Due:O#IIf.j'-BP No & Issue Date: ~tn¥sued Date: r"") 3 'db 1/:31. 'Z" )D t'54S'1t V?z37t..4 > Tlif!Lf Setbacks: OCCGroup: ' Const Type: . Zoning: l"v---/ "\ "-"' BriGD PQI )!, !\LNG~ fPT'j ) '6' '1 'B ·0 ';S;' " -,~-2~~ "--r APPRQVA'L DATE APPROVAL DATE /'t{t~~ ~ ~ ~~ b6-4!~?.bt! 6'\JV\'{J-· .o )A i• ,. The following items are required by Garfield County for a final Inspection: I) A final Electrical Inspection from the Colorado State Electrical Inspector. 2) Permanent address assigned by Garfield County Building Department and posted at the structure and where readily visible from access road. 3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all necessary plumbing. 4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running water, non-absorbent floors, walls finished, and privacy door. 5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks over 30" high must be constructed to all IBC and IRC requirements including guardrails. 6) Outside grading completed so that water slopes away from the building; 7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of extenuating circumstances., i.e. weather. Under such circumstances A Certificate of Occupancy may be issued conditionally. 8) A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, and/or State Agencies where applicable. A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a C.O. for the building identified in the Building Permit. DATE Bapplicationdecember2007 VALUATION FEE DETERMINATION Applicant Address Date -"A:::s':"pe"'n'="E"'q"'m::;'tyc,;B:::;I:.::d..:,A::., .:;B,_, C"'.'------Subdivision 0082 C.R. 113 Lot/Block -::8.0::.20::8'::.0"'8==---------Contractor Finished (Livable Area): Main Upper Lower Other Total Basement: Unfinished Square Feet Valuation Conversion of Unfinished to Finished Total Valuation Garage: Carport: Total Valuation Crawl Space Total Valuation Decks/ Patios Covered Open Total Valuation Type of Construction: Occupancy: S-1 Valuation sq.h sq.h sq.h sq.ft X $74.68 0 sq.lt sq.ft X $41.00 sq.ft X $33.68 sq.ft X $18.00 sq.hX $12.00 sq.hX $9.00 sq.ft X $24.00 sq.ft X $12.00 Commercial 32510 sf X $29.99 sf X sf X sf X sf X sf X 0.00 0.00 0.00 0.00 0.00 974,974.90 Total Valuation 974,974.90 t ¥ ( <f74, q/1-$"tO,<>£>\:)\ -~2):!>. 7?-+ 4. 75 /OC'O J '- C3btdiJ PLAN REVIEW CHECKLIST Applicant Jt~U '(i~ 4?y Date f-l. t'· 8& _}fuilding VEn11:ineered Foundation rmit and Setbacks __ rade/Topography 30% J..L·/rAtt;ftt Residential Plan Review List _v-G;_Minni;mmurn Application Questionnaire aluation Determination/Fees ~e Plans/Stamps/Sticker ~ach Co tions ~cation Signed ___::_Plan ~er To Sign Application ~!/Schedule No. ~0# Snowload Letter-Manf. Hms. Jl tf Soils Report GENERAL NOTES: Planning/Zoning __ Property Line Setbacks ~30ft Stream Setbacks Aood Plain S'u 0 biiV-Ii'l ~Building Height ~ing Sign-off ~Road Impact Fees !1/ ../[ HOA/DRC Approval ~e/Topography 40% ..c2LP!anning Issues .M_subdivision Plat Notes GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI-FAMILY RESIDENTIAL BUILDINGS Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan and 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. Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" 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 and original grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re-bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house-rap, (which is required), siding or any approved building material. Engineered foundations may be required. Check with the Building Department. A window schedule. A door schedule. A floor framing plan, a roofing 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. windspeed, wind exposure B or C, and a 36 inch frost depth. All sheets need 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 IBC, !PC, IMC, IFGC, and IFC. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: I. Is a site plan included that identifies the location of the proposed structure, additions or other buildings, setback easements, and utility easements showing distances to the property Jines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of 30% or more on properties must be show on site plan. (NOTE: Section 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a 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 v' 2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stamp on the design. Yes V Not necessary for this project __ _ 3. Does the site plan indicate the location and direction of the State, County or private road accessing the property) Yes V 4. Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes V Not necessary for this project __ _ 2 5. Are the plans submitted for application review construction drawings and not drawings that are stamped or marked identifying them as "Not for construction, for permit issuance only", "Approval drawings only", "For permit issuance only" or similar language? Yes V Not necessary for this project . __ 6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the building code or per stamped engineered design? Yes-\L. Not necessary for this project __ 7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes V Not necessary for this project __ 8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes __ Not necessary for project-\L... 9. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? Yes __ Not necessary for this project~ I 0. Do the plans include design loads as required under the IBC or IRC for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County)? Yes V Not necessary for this project __ II. Do the plans include design loads as required for floor loads under the IBC or IRC? Yes:.L_ Not necessary for this project __ 12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? YesjL__ Not necessary for this project __ 13. Is the wind speed and exposure design included in the plan? Yes_L Not necessary for this project __ 14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafter~oists or trusses? Yes Not necessary for this project __ 3 15. Does the building section drawing or other detail include the method of positive connection of all columns and bemps? Yes_V_ Not necessary for this project __ 16. 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? (Check applicable zone district for building height maximum) Yes_· _Not necessary for this project~ 17. 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 __ Not necessary for this project....k:_ 18. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IBC or IRC? Yes __ Not necessary for this project_L 19. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the IBC or IRC? Yes __ Not necessary for this project_L 20. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes __ Not necessary for this project--\.L-- 21. 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 __ Not necessary for this project_V __ 22. Do the plans include a complete design for all mechanicj/'stems planned for installation in this building? Yes __ No Not necessary for this project 4 23. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the IBC Chapter 3) Yes __ Not necessary for this project V 24. Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? Yes __ Not necessary for this project¥ 25. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? • / Yes __ Not necessary for this project~ 26. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both sexes? Yes __ Not necessary for this projectL 27. Do the plans indicate that restrooms and acc~ss }P the building are handicapped accessible? Yes __ Not necessary for this project_V __ 28. Have two (2) complete sets of construction drawings been submitted with the application? Yes2 29. Have you designed or had this plan designed while considering building and other construction code requirements? Yes_.U 30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the G~rLd County Building Department? Yes · 31. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For comer ~Le supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks. Yes 32. Do you understand that approval for design and/or construction changes are required prior to the impl7tation of these changes? Yes 5 33. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Penni!" fee as well as any "Septic System" or "Road Impact" fees required, at the time you pick up your building permit? Yes V 34. Are you aware that you are required to call for all inspections required under the IBC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes V 35. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uniform Codes? Yes~ 36. Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made between 7:30a.m. and 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003. Yes--i.L. 37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.~Linspection fee? Yes 38. Are you aware that prior to submittal of a building permit application you are required to show proof of a legal and adequate access to the site? This may include (but is not limited to) proof of your right to use a private easement/right of way; a County Road and Bridge permit; a Colorado Dept. of Highway Permit including a Notice to Proceed; a permit from the federal government or any combination. You can conta_9-the Road & Bridge Department at 625-860 I. See Phone book for other agencies Yes V 39. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to pe£installations and hookups? The license number will be required at time of inspection. Yes 40. Are you aware, that on the front of the building permit application you will need to fill in the Parcell Schedule Number for the lot you are applying for this permit on prior to submittal ofthe building permit aJWlication? Your attention in this is appreciated. Yes V 41. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? ) YesV (Please check with the building department about this requirement) 6 42. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building permit that you will be required to obtain a grading permit? Yes _j[_ Not necessary for this project __ ~-.~ ~{? ~.~Jh ~111 43. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy of more than 10 persons as per Section 1004 of the IBC to prepare the plans and specifications for the project. / Yes Not Necessary for this project _1/-'------- I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. Signature . Date C..,..."tii'Oij ile:w If [1'611.:~ Phone: C{1o,c>\S-.; .~ays); e>t1o, "'13<?, 7 'fF (evenings) Project Name: Ai--L-VAt.-t.:bvj s.b-WC ~ Project Address: Oo& ~ II '5 ~-Gt.P Covl""1 Note: On any of these questions you may be required to provide this information. If required information is not supplied, delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit. *If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A. The application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. B. Delay in issuance of the permit. C. Delay in proceeding with construction. BpcommDec2007 7 To: Garfield County Building Department From: Gary Stewart, Owner/Manager of Aspen Equity Group, LLC Re: Building Permit/Owner's Agent/Contractor I hereby authorize Travis Stewart and Steve Coggins to represent my as owner's agents for the construction of the Self Storage Facility located on our property at 0082 County Road 113 (Prior Fun-Land Area on Cattle Creek Road). These gentleman have authority and permission to deal with all communications directly with Garfield County, including but not limited to making deposits, etc. Please feel free to contact me with any questions at 717.309.9054. Authorized Agents Travis Stewart (Cell: 930.2505) Steve Coggins (930.2003) Coggins-Stewart Construction, Inc. 1175 County Road 154, Suite 102 Glenwood Springs, CO 81601 Phone: 970.945.8463 Fax: 970.928.0796 1111 W~of 11r,~,',HlU~!,II'Ilf,l.W,~rWIW',~¥.1~11~ ~~1111111 Reception#: 746250 04/09/2008 04:50:40 PM Jean Alberico . 1 of 2 Reo Fee:$0.00 Doc Fee:0.00 GARFIELD COUNTY CO ADMINISTRATIVE PERMIT for A Property described as 82 County Road 113, Carbondale, Colorado (Parcel ID No. 239307400357) In accordance with and pursuant to Section 6.00 of the Garfield County Zoning Resolution of 1978, as amended, and Resolution No. 2006-79 of the Board of County Commissioners of Garfield County, State of Colorado, the Director of the Building and Planning Department hereby authorizes, by Administrative Permit, the following activity: Grading encroachment into Cattle Creek's designated 1 00-year floodplain. The Administrative Permit is issued subjectto the conditions set forth in Exhibit A (attached hereto), and shall be valid only during compliance with such conditions and other applicable provisions of the Garfield County Zoning Resolution, Subdivision Regulations, Building Code, and other regulations of the Board of County Commissioners of Garfield County, Colorado. BUU.DING AND PLANNING DEPARTMENT, GARFIELD COUNTY, COLORADO Drrector ' lllfWII\~'II~~.',HILII'U'"'lr,~~~,·~.~~~IM ~~~ IIIII ReceptionH: 746561 04115/2008 02:45:47 PM Jean Alberico 1 of 2 Reo Fee:$0.00 Doc Fee:0.00 GARFIELD COUNTY CO ADMINISTRATIVE PERMIT for A tract of Land in Sections 7 & 18, Township 7 South, Range 88 West of the P. M also known as 82 County Road 113 owned by Aspen Equity Group, LLC ParcellD: 2393-074-00-357 In accordance with and pursuant to Section 6.00 of the Garfield County Zoning Resolution of 1978, as amended, and Resolution No. 2006-79 of the Board of County Commissioners of Garfield County, State of Colorado, the Director of the Building and Planning Department hereby authorizes, by Administrative Permit, the following activity: The placement of construction grading in the flood-fringe of the designated I 00-year floodplain of Cattle Creek for the construction of mini-storage units The Administrative Permit is issued subject to the conditions set forth in Exhibit A (attached hereto), and shall be valid only during compliance with such conditions and other applicable provisions of the Garfield County Zoning Resolution, Subdivision Regulations, Building Code, and other regulations of the Board of County Commissioners of Garfield County, Colorado. BUILDING AND PLANNING DEPARTMENT, GARFIELD COUNTY, COLORADO Director 1111 WI. Jllf,IV,1HIUtlUtlf,~~·:HII.1~~.~ft11. ~~1111111 Receptionff: 746250 04/09/2008 04:50:40 PM Jean Alberico 2 of 2 Rec Fee:$0.00 Doc Fee:0.00 GARFIELD COUNTY CO EXHIBIT A FLOODPLAIN PERMIT-82 County Road 113, Carbondale, CO (Parcel ID No. 239307400357) 1. All representations made in the application shall be considered conditions of approval, unless modified by this Exhibit A. 2. No alterations of the floodplain may be made other than the specific improvements noted in the application and shown on drawings by Deric J. Walter, PE 37110, and stamped January 03,2008. 3. All new construction or substantial improvements shall be designed (or modified) and adequately anchored to prevent flotation, collapse or lateral movement of the structure resulting from hydrodynamic and hydrostatic loads, including the effects of buoyancy. 4. All new construction or substantial improvements shall be constructed with materials resistant to flood damage. 5. All new construction or substantial improvements shall be constructed by methods and practices that minimize flood damage. 6. All new construction or substantial improvements shall be constructed with electrical, heating, ventilation, plumbing, and air conditioning equipment and other service facilities that are designed and/or located so as to prevent water from entering or accumulating within the components during conditions of flooding. 7. All new and replacement water supply systems shall be designed to minimize or eliminate infiltration of flood waters into the system. 8. New and replacement sanitary sewage systems shall be designed to minimize or eliminate infiltration of floodwaters into the system and discharge from the systems into floodwaters. 9. On-site waste disposal systems shall be located to avoid impairment to them or contamination from them during flooding. 10. No disturbance of a regulated wetland will be allowed. To: Garfield County Building Department From: Travis Stewart, Coggins-Stewart Construction, Inc. Re: Building Permit for All Valley Self Storage/Cattle Creek Self Storage Dear Dave and Andy, I'm writing this transmittal to clarify our permit submittal for the Self Storage buildings to be constructed at 0082 CR 113. We are currently operating with a grading, and floodplain permits (I've attached them for your reference). For this submittal we are including the original grading plans as well as the new construction plans for the buildings. For clarity, this package includes: 1. Permit Application and Questionaire 2. Agent Authorization Letter 3. Structural Calculations Packets for all three buildings (A,B & C) 4. Structural and Design Drawings (Stamped) 5. Grading Permit Site Plan 6. Septic Drawing/Site Plan 7. Septic Permit Application Should you have any questions or comments, please feel free to contact me at 970.930.2505. Thanks, \f/f-4 ~- Travis Stewart Coggins-Stewart Construction, Inc. 1175 County Road 154, Suite I 02 Glenwood Springs, CO 81601 Phone: 970.945.8463 Fax: 970.928.0796 To: Garfi e ld County, Building Dep artme nt From: Travis Stewart Coggins-Stewart Construction, Inc. 1175 County Road, 154 Suite 102 Glenwood Springs, CO 81601 RE: Fire Separation D etail at Cattle Cr eek Self Storage Cell : 970.930.2505 Fax: 970.928.0796 To whom thi s may concern, As part. of our permitting for Building "C" (Permit # 11 094-C ) at Cattle Creek, we were requested to provide a 2 hour fire rating d etail to be approved be tween S-1 and S-2 uses. Please find the attached detailed that was recommended by Gypsum Association fo r a 2 hour rating from both sides of the assembly. If acceptable, please provi de us with a sign off, so that we can call inspection prior to construction for the framing that will be hidden behind this assembly. Please feel free to call me directly a t the number listed above with any que stion s. Sincerely, T~~- Travis Stewart _,---~'Cdd Cer/CI11 -e qc;gr-yr;c;s- STATE OF COLORI\00 Bill Ritter, Jr., Governor James B. Martin, Executive Director Dedicated to protecting and improving the health and environment of the people of Colorado 4300 Cherry Creek Dr. S. Denver, Colorado 80246-1530 Phone (303) 692-2000 TDD Line (303) 691-7700 Located in Glendale, Colorado http://www .cdphe .state .co. us May27, 2008 Laboratory Services Division 8100 Lowry Blvd. Denver, Colorado 80230-6928 (303) 692-3090 Travis J. Stewart, Pres Coggins-Stewart Construction Inc, 1175 CR !54 Ste 102 Glenwood SpringsGlenwood Springs, CO 81611 970/930-2505 RE: Final Permit, Colorado Discharge Permit System-Storm water Certification No: COR-03D8!0 Local Contact: Dear Sir or Madam: All Valley Self Storage Garfield County Travis Stewart, PM 970/930-2505 Colorado Department of Public Health and Environment Enclosed please find a copy of the permit and certification which have been issued to you under the Colorado Water Quality Control Act. Your Certification under the permit requires that specific actions be performed at designated times. You are legally obligated to comply with all terms and conditions of the permit. Please read the permit and certification. ·If you have any questions please visit our website at : www.cdphe.state.co.us/wq/pennitsunit/stormwater or contact Matt Czahor at (303) 692-3517. Sincerely, Kathryn Dolan Stormwater Program Coordinator Permits Unit WATER QUALITY CONTROL DIVISION xc: Regional Council of Governments Local County Health Department District Engineer, Technical Services, WQCD Permit File STATE OF COLORADO COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT WATER QUALITY CONTROL DIVISION TELEPHONE: (303) 692-3500 CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR-030000 STORMW ATER DISCHARGES ASSOCIATED WITH CONSTRUCTION Certification Number COR03D810 This Certification to Discharge specifically authorizes: LEGAL CONTACT: Coggins-Stewart Construction Inc LOCAL CONTACT: Travis J. Stewart, Pres Travis Stewart, PM, Coggins-Stewart Construction Inc Phone # 9701930-2505 1175 CR 154 Ste 102 travis@coggins-stewart.com Glenwood SpringsGlenwood Springs, CO 81611 Phone # 9701930-2505 travis@coggins-stewart. com During the Construction Activity: Commercial Development to discharge stormwater from the facility identified as All Valley Self Storage which is located at: 0082 CR 113 Carbondale, Co Latitude 39/27/25, Longitude 107/15/42 In Garfield County to: Cattle Creek--Roaring Fork River Anticipated Activity begins 05/26/2008 continuing through 08/21/2009 On 11.06 acres (3 acres disturbed) Certification is effective: 05/27/2008 Certification Expires: 06/30/2012 Annual Fee: $245.00 (DO NOT PAY NOW-A prorated bill will be sent shortly.) Page 1 of22 5'~'To n+c c~~ 4-zg.c...,. GARFIELD COUNTY GRADING PERMIT APPLlCA TION 108 8"' Street,. Suite 20i, Glenwood Springs. CO 81601 Phone: 9']9-945-8212 J FllX:· 970·384-3470 i Iospeetion Line: 970·3g4..5003 Permit No< --------Parc<l/Sch>dule No: 2393-074-00-357 .lob Address: 82 Countv Rd # 13 3 Carbondale, CO. 1 Lot No: Block No: Subd./ E"emption: A Tract ofland in Sections 7&18, Township 7 South, Range 88 West 2 Owner: Address Ph: 1175 County Rd 154 Coggins-Stewart Construction Glenwood Springs, co 81601. . (970) 920-0796 3 Contractor: Address: Pb: Travis Stewart (970) 9445-8463 4 Engin_eer: Address: Ph: BoundarieS UnUmited lnc '?Plor.Deill£ Walter P.E. M~n~~d ~;~-n~~'C6°fi60 1 (i1'1tl}!94~?:§'25m; 5 Sq. Fl Grading CILYd. of Grading 729000 square feet 27000 cu. yd. WkPh: Uc.No. 37110 6 Describe Work: · · b 'ldi 1 Demolition, Grading, & Construction for Cattle Creek Storage. Stx proposed storage m ng a ong with a managers unit that will also accommodate an apartment and an office space. THJS PERMIT JJBCOMES NULL AND VOID lF WORK OR CONSTRUCTION Fe 1 ~ AUTHORIZED IS NOT COMMENCED WITHIN 1.80 DAYS, OR 1 IF CONSTRUCTION e: L 0 <"\ ...,._ OR WORK IS SUSPENDED OR ABANDONED FOR A PERJOD OF 180 DAYS AT ANY U TIME AFI'ER WORK JS COMMENCED. l HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLlCA TION ANJl KNOWTBESAME TO BE TRUE AND CORRECT. ALLPROVJSlONS OF LAW GOVERNING THIS TYPE OF WORK WILL BE COMPLETED WlTHIN WBETHBR SPECIFIED HERBIN OR No;I'~ THE GRANTING OF A PERMIT DOES NOT PRESUME TO GJVE AUTHORITY TO VIOLATE OR CANCllL TJJE PROVISJONS OF Al'lY O~~.~A'I'~!>R LOCAL LAW RRGULATING CONSTRUC110N OR THE PERF0 .... ~.....,1 CE O'l CONSTRUCTION. - B~b~~~ ~~~LJNNING APPROV.-6 AGREEMENT . Dated Permit Issued: . 1N CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER BERRBY AGREES TO COMPLY WITH ALL CODES AND LAND USR li.BGULATIONS ADOPTED DY GARP"IELD COUNTY PURSUANT TO AUTHORITY GlVEN IN 30.l8.l0l CRS AS AMENDED. TIU: SIGNER F1JR7BER AGREE..~ ';mAT IF 'J'HE ABO\'t SAID OROlNANCES ARE NOT FULLY COMPILED Wl'I'B lN THE LOCATION, ERECTION, CONSTRUCTI()N, AND USE OF THE A ROVE DESCRIBED WORK, TKEPERMI'r MAY BE REVOKED aY NOTICE FROM THE COUNTY AND THA.TTHEN AND THERE tr SHALL B&COME NOLL AND VOID. . THE ISSUANCE" OF A PER..\fl' BASED UPON PLANS, SPEClFICATJONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM: THEREAn'ER REQU!RlNG THE" CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS :A.ND OTiiER DATA OR FROM PREVENTING CONSTRUcrJON OPERATION BEING CARIUED ON THEREUNDER WREN JN VIOLA. TION OF TRS CODE OR ANY OTHER ORDINANCE OR REGULA T10N OF THlS JURlSDICTJON. THE RRVJEW OF SUBMmED PLANS AND SPECIFICATIONS AND INSP&CTIONS CONDUCfED 1HEREAFTER DOES NOT CONST1Til'l'E AN ACCEPTANCE OF ANY RESPONSlBILITJES OR LIA.BLITlES nY GARFJEID COUJI!'T'r' FOR ERRORS, OMISSIONS OR DJSCREPENCI£S. TRE RESPONSIBILITY FOR TBF..SE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFJCJALLY WITH THE ARCHJTECT, DESJGNElt, BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF Tim OWNBRS INTEREST. • @3- Gari"-om.OOJ I J:IE.REBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIA 1 \~~ . . '$¢,-4~.00 fP: Ulb9 BUILDING PERMIT GARFIELD COUNTY, COLORADO INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB Date Issued --~Q"'4()(S-"---'=='-----------Permit No. --'\'-'\.,_\'ft=---._l.\_-_.(......_ _______ _ AGREEMENT In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured 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 department and IMMEDIATELY BECOME NULL AND VOID. use Mnn-smra~ C 6\0.~-c) Addressor Legal Description~ CJ. \~-(hr'b{)1\dU\e Owner l\:v'Y) ~:\) [ Contractor ~\n:>-?fewu£T BuildingPermitTypeot\ __j.Q_ This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection INSPECTION RECORD Footing Driveway Q-\\.0~ :\.\).). .tV'.-» Foundation I Grouting Insulation (\-\~-m b.W\. Mt Underground Plumbing Drywall -v'M-//1- Rough Plumbing Electric Final (by State Inspector) ;Vj; (Prior to Final) Rough Mechanical Septic Final ;/M ~~ Gas Piping , FINAL o-1;<.-o?~~ #~ Electric Rough (by State Inspector) (You Must Call For Final tnspe<tion) (Prior to Framing) Notes Framing J--I.:Z.-o'1 ~ (to include Roof in place &Windows & Doors installed & Firestopping in place) THIS PERMIT IS NOT TRANSFERABLE For Inspection Call970-384-5003 Office 970-945-8212 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 DO NOT DESTROY THIS CARD ~::eR~OV-ED_Q~.q"-:-a'--'~'------By L ~ormu1ll s: li1hi= __ PROTECT PERMIT FROM WEATHER AMAGE (DO NOT LAMINATE) 11o94 -c No. ________________ __ Assessor's Parcel No. 2393-07 4-00-351 Date _____ 9_19_12_0_0_8 __ _ BUILDING PERMIT CARD Job Address ----~0~08~2_C_R __ 1_13~,_C_a_rb_o_n_d_a_le __ ~(b_l_d~g-_C~) ____________________________________ __ Owner ________ _cAc.:s'-'p'-'e"-n'-'E-"q'-'u"-it:!..y-'G-'r-'o-'up,_______ Address ___ 11_7_4_C_R __ 15_4.:..., _G_W_S____ ph 0 ne # 970-930-2505 Contractor Coggins-Stewart Const Address Phone # 970-945-8463 Setbacks: Front _________ Rear _________ AH·---------LH _________ Zoning ________ _ mini storage (3 bldgs) INSPECTIONS Soils Test --7":"'-:-:---=o.-----~:-;c---- F ooti ng ____ V._,-__,t"-~-o~c!S:....,.,.,..--'S"!c'-. W:=<~· __ _ F o u n dati o n ______ .o::9,L~,_\ ~-"..0"""'~'--.... b"'·L\N\"-'--'''-- Grout ________________________ _ Underground Plumbing ____________ _ Rough PI u m bing --:;;-::,--,---------- Framing S"-/.2-09 1nr'?- lnsulation --------------------- Roofing ______________________ __ Drywall ------------------------ Gas Piping ____________________ _ Weatherproofing----------------------- Mechanical ________________________ _ Electrical Rough (State)------------------ Electrical Final (State) __________________ _ ~Final ~/;;1.-o£ /Checkli!?om!eted? ______ _ _.,/.. Certificate Occupancy # ..,(JI.._.;-}_"'--"(p'-',2""---------- Date ______________________ __ Septic System# ______________________ _ Date ------------------------Final ______________________ __ Other ____________________________ _ NOTES (continue on back) Parcel Detail Page 1 of 4 Garfield County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Prorerty Search I Assessor Subset Quezy I Assessor Sales Search Clerk & Recorder Reception Search Basic Building Characteristics I Tax Information Parcel Detail I Value Detail I Sales Detail I Residential/Commercial Improvement Detail Land Detail I Photographs I Mill Leyy Revenues Detail I Tax Area II Account Number II Parcel Number II 2007 Mill Levy I I 011 II R111932 II 239307400357 II 60.843 I Owner Name and Mailing Address !ASPEN EQUITY GROUP LLC 11175 COUNTY ROAD #!54 JGLENWOOD SPRINGS, CO 81601 Assessor's Parcel Description (Not to be used as a legal description) JSECT,TWN,RNG:7-7-88 DESC: A TR IN JsEC 7 & SEC 18. P005968 PRE:Rlll348 IRECPT:746250 RECPT:738719 IRECPT:738718 BK:1950 PG:935 IRECPT:728!93 BK:l950 PG:928 IRECPT:728!92 BK:l950 PG:927 IRECPT:728191 BK:1950 PG:926 IRECPT:728!90 BK:l924 PG:334 IRECPT:722895 BK:l923 PG:413 IRECPT:722730 BK:1857 PG:809 IRECPT:709996 BK:l857 PG:808 IRECPT:709995 BK:l857 PG:805 IRECPT:709994 BK: 1857 PG:803 IRECPT:709993 BK:0899 PG:0612 http://www.garcoact.com/assessor/parcel.asp?Parce1Number=239307400357 I I I I I I I I I I I I I 9/9/2008 Parcel Detail Page 2 of4 Location I Physical Address: 1182 113 COUNTY RD CARBONDALEj I Subdivision: I I Land Acres: 1111.056 I I Land Sq Ft: llo I Section II Township II Range I 7 II 7 II 88 I 2008 Property Tax Valuation Information II Actual Value II Assessed Value I I Land: II t,926,4ooll 558,6601 I Improvements: II 60,61011 6,8701 I Total: II 1,987,01011 565,5301 Additional Value Detail Most Recent Sale Sale Date: 1111/28/2007 Sale Price: jjl,696,000 Additional Sales Detail Basic Building Characteristics Number of Residential jo I Buildings: Number of Comm/Ind 1 Buildings: I Commercial/Industrial Building Occurrence 1 Characteristics I IUTILITY,FINISHED,DETACHED: 11792 I I TOTAL HEATED AREA: I 0 I ABSTRACT CODE: I SPEC.PURPOSE- IMPROVEMENTS I ARCHITECTURAL STYLE: IIRETAIL I I EXTERIOR wALL: IIMINIMUM I I ROOF COVER: IIMINIMUM I II htto://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239307400357 9/9/2008 Parcel Detail Page 3 of 4 I ROOF STRUCTURE: [[sHED I I INTERIOR WALL: [[MINIMUM I I FLOOR: IIcoN oN GRD I I HEATING FUEL: IINONE I HEATING TYPE: IINONE I STORIES: STORIES 1.0 I BATHS: 2 ROOMS: 1 UNITS: 1 BEDROOMS: 0 YEAR BUILT: [[1990 I Additional Residential/Commercial Imgrovement Detail Tax Information I Tax Year II Transaction T~pe II Amount I I 2007 II Interest Charge II $350.601 I 2007 II Tax Payment: Whole II ($35,060.16)[ I 2007 II Interest Payment II ($350.60)[ I 2007 II Tax Amount II $35,060.16[ I 2006 II Interest Payment II ($451.39)1 I 2006 II Interest Charge II $451.39[ I 2006 II Tax Payment: Whole II ($15,046.28)[ I 2006 II Tax Amount II $15,046.28[ I 2005 II Interest Charge II $755.581 I 2005 II Tax Payment: Whole II ($15,111.61)[ I 2005 II Interest Payment II ($755.58)1 I 2005 II Tax Abatement II ($6,090.53)[ I 2005 II Tax Amount II $21 ,202.14[ I 2004 II Fee Payment II ($17.55)[ I 2004 II Interest Payment II ($193.16)1 I 2004 II Interest Charge II $193.16[ I 2004 II Tax Payment: Second Half II ($3,219 .26)[ I 2004 II Fee Charge I $17.55[ I 2004 II Tax Payment: First Half ($3,219.26)[ I 2004 II Tax Amount $6,438.521 I 2003 II Interest Payment ($108.26)[ I 2003 II Tax Payment: Whole ($5,412.96)[ http://www.garcoact.com/assessor/parcel.asp?Parce1Number=239307400357 9/9/2008 Parcel Detail I 2003 II Interest Charge II $108.261 I 2003 II Tax Amount II $5,412.961 I 2002 II Interest Payment II ($222.46)1 I 2002 II Interest Charge II $222.461 2002 II Tax Payment: Whole II ($5 ,561.40)1 2002 II Tax Amount II $5,561.401 2001 II Interest Payment II $167.771 2001 II Tax Payment: Whole II $5,592.261 2001 II Tax Payment: Whole II ($5,592.26)1 2001 II Interest Payment II ($167.77)1 2001 II Interest Charge II $167.771 I 2001 II Tax Payment: Whole II ($5,592.26)1 I 2001 II Interest Payment II ($167.77)1 I 2001 II Tax Amount II $5,592.261 I 2000 II Tax Payment: Whole II ($6,252.32)1 I 2000 II Tax Amount II $6,252.321 1999 II Interest Payment II ($185.02)1 1999 II Interest Charge II $185.021 1999 II Tax Payment: Whole II ($6,167.36)1 1999 II Tax Amount II $6,167.361 Mill Lew Revenues Detail. Top of Page Assessor Database Search Options I Treasurer Database Search Options Clerk & Recorder Database Search Options Garfield County Home Page Page 4 of4 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2008 Good Turns Software. All Rights Reserved. Database & Web Design by Good Turns Software. htto:l/www.garcoact.com/assessor/parcel.asp?Parce1Number=239307400357 9/9/2008 I I \ I I ' GA-6CoQ-20Ct' !<IRE RESISTANCE DESIGN MANUAL GA FILE NO. WP 7099 I L PROPRIETARY• I GYPSUM WALLBOARD, STEEL C·T OR SLOTIED I STUDS One layer 1" x 24" proprietary type X gypsum panels inserted between 2112" floor and ceiling runners with tab-flange section of21/:z" steel C-T or slotted I studs between panels. One layer 112" proprietary type X gypsum wallboard or gypsum veneer base applied parallel to each side with 1" TypeS drywall screws 12" o.c. Sound tested with 1" glass fiber friction fit in stud space. (NLB) PROPRIETARY GYPSUM BOARD BPB America Inc. -1f2" Pro Roc® Type C Gypsum Panels -1" Pro Roc® Shaftliner GA FILE NO. WP 7117 I I PROPRIETARY• I GYPSUM WALLBOARD, STEEL C-H STUDS One layer 1" x 24" proprietary type X gypsum panels inserted between 2112" floor and ceiling J runners with H section of 21/2" proprietary vented C-H steel studs between panels. One layer 1f2" proprietary type X gypsum wallboard or gypsum veneer base applied parallel to each side with 1" Type S drywall screws 12" o.c. Joints staggered 24" on opposite sides. (NLB) PROPRIETARY GYPSUM BOARD American Gypsum Company -112'' FireB!oc® Type C Lafarge North America Inc. -112" Firecheck® Type C Temple-Inland Forest Products Coprporation -112n TG-C United States Gypsum Company -112'' SHEETROCK® Brand FIRECODE® C Core Gypsum Panels 1" SHEETROCK® Brand Gypsum Liner Panels .,.. -- GA FILE NO. WP 7125 I I GENERIC I GYPSUM WALLBOARD, STEEL STUDS Bast: layer 5/s" type X gypsum wallboard or gypsum veneer base applied at right angles to ONE SIDE ONLY of 15/a" steel studs 24" o.c. with 1" TypeS drywall screws 12" o.c. Second layer 5/s" type X gypsum wallboard or gypsum veneer base applied at right angles with two 15/a" TypeS drywall screws per board. Third layer Sfa" type X gypsum wallboard or gypsum veneer base applied at right angles with two 25/a" Type S drywall screws per board and one 25/s" TypeS drywall screws placed midway between studs at floor and ceiling runners. Steel strips 0.020" x 1112" wide vertically applied over third layer at vertical joints and intermediate studs with 25/a" TypeS drywall screws 12" o.c. Fourth layer 5/a" type X gypsum wallboard or gypsum veneer base applied at right angles to steel strips with 1" TypeS drywall screws 8" o.c. Joints offset 24" between layers. (NLB) 85 SHAFT WALLS 2 HOUR 45 to 49 STC FIRE SOUND 1 I Jk~i Thickness: 31/2" Approx. Weight: 9 psf Fire Test: WHI495·0569, 11-4-83; WHI495·0570. 11-7-83; WH1495·1225. 2·8·93; WHI495-1245. 7·1·93 Sound Test: WEAL 84-1 08. 3-16-84 2 HOUR 35 to 39 STC FIRE SOUND t . ·.I· : I H : I I l Thickness: 3112" Approx. Weight: 9 psf Fire Test: UL R1319; R11633, 87NK21464, 9-14·87. UL Design U467 Sound Test: Estimated ----- 2 HOUR 35 to 39 STC FIRE SOUND ~·~ •.· - -· .. -__ .-,'· ..:: .. -..... ·_'··~-.. : "· ·. _.·.-_-.,:_· Thickness: 41fa" Limiting Height: 12'0" Approx. Weight: 9.5 psf Fire Test: GET. 4-13-70 Sound Test KG 634.4-1-70 l \ I I * \......, Contact the manufacturer for more detailed mformat1on on propnetary products. I I ...._:1 ...... April 29, 2009 Andy S chwaller Garfield County Building & Planning Department 108 81h St., Su ite 401 Glenwood Springs, CO 81601 Re: All Valley Self Storage Occupancy Classification S-1 Dear Andy: APPROVED SUBJEC1' TO NOTED EXCEmONS & INSPECTIONS GARFIELD COUNTY BUILDING DEPARTMENT n.c. ~4/Cfi ay 6CHS FIELD COPY NO INSPECTION WITHOUT THE8E PLANS ON SITE pap of I have been asked by the developer of All Valley Self Storage to review the southern-most building, Building 'C' for partial use as a facility to store private or pleasure vehicles. Your plan review noted that the building must be divided into two separate occupancies, S-1 and S-2, with a 2-hour area separation wall. The analysis below shows that the entire building a rea falls within the allowable building area for Group S-1 classification. Group S-1 is a more restrictive classification than S-2, therefore separation within S-1 is not required for storage of private or pleasure vehicles. Summary analysis: • Construction Type 11 -B • Occupancy Classification: Group S-1, Moderate-hazard storage (Section 311 .2) • Allowable Building Area: 17,500 sq. ft. (Table 503) • Buil ding 'C ' area: 40' x 290' = 11,600 sq . ft. -within Allowable Building Area • Separation from adjacent Building 'B ': 30'-0 " (15' to property line between buildings) -fire rating for exterior walls of Group S-1 , Type liB construction is not required (Table 602). Please contact me if you have any questions or comments. Sincerely J R Baker Architects, Inc. John R. Baker,_ AlA cc Travis Stewart , Coggins-Stewart Construction , Inc. Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs, CO 970.945.8212 Plan analysis based on the 2003 International Building Code Project Number: Date: August 26, 2008 Project Name: Aspen Equity Bld A Address: 0082 CR113 Occupancy: S-1 Construction: II-B Contractor: Architect: Engineer: Mori Report By: Andy Schwaller NOTE: The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by IHS Global 800-854-7179 FRONTAGE INCREASE: Perimeter of the entire building = 420 feet. Perimeter which fronts a public way or accessible open space Minimum width of public way or accessible open space = 20 Allowable area increased 43.65% for frontage increase. Sec. 506.2 380 feet. FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS 2 Storage S-1 ok 6800 25139 0.27 ok TOTAL FOR FLOOR 6800 25139 0.27 ok 1 Storage S-1 ok 4110 25139 0.16 ok TOTAL FOR FLOOR 4110 25139 0.16 ok BUILDING TOTAL 10910 50278 0.22 ok --Sec. 503, 504, 506 and Table 503 The actual height of this building is 17.0 feet. The maximum height of this building is 55.0 feet. --Table 503 Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 50.0 ,assumed property line 25.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has a property line. -Distance to property line = 25.0 South Side has building. -To building = 25.0 ,assumed property line 12.5 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE West Side has a property line. -Distance to property line = 25.0 occ BRG WALL S-1 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr WEST NON BRG 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602.2 OPNG% UP/PR NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr = Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in 1hr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than 1hr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 Page # 3 Note: Unlimited unprotected openings are allowed in walls not required * to fire-resistant. --Table 704.8, Note: g. These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is ELEMENT not required. FIRE RESISTANCE RATINGS MATERIAL FOR BUILDING ELEMENTS --Table 601 RATING NOTES Structural Frame Interior Bearing wall Interior nonbrg wall Shaft Enclosure Floor/Ceiling Assembly Roof/Ceiling Assembly Stairs Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible 0 hour 0 hour 0 hour 1 hour 0 hour 0 hour None Note 5 Note 1 ' 13 NOTES: 1. Fire resistance rating for shafts based on Section 707.4 NOTE: See Section 707.2 for shaft enclosure exceptions. 5. Fire-retardant treated wood shall be permitted in: A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. Project Number: Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs, CO 970.945.8212 Plan analysis based on the 2003 International Building Code Date: August 27, 2008 Project Name: Building B Address: Occupancy: S-1 Construction: II-B Contractor: Architect: Engineer: Report By: Andy Schwaller NOTE: The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by IHS Global 800-854-7179 FRONTAGE INCREASE: Perimeter of the entire building = 580 feet. Perimeter which fronts a public way or accessible open space Minimum width of public way or accessible open space = 20 Allowable area increased 45.4% for frontage increase. Sec. 506.2 540 feet. FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS 1 Storage TOTAL FOR FLOOR BUILDING TOTAL S-1 ok --Sec. 503, 504, 506 and Table 503 10000 10000 10000 25445 25445 25445 The actual height of this building is 17.0 feet. 0.39 0.39 0.39 The maximum height of this building is 55.0 feet. --Table 503 ok ok ok Code review for: Project Id.: Building B Address: PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 25.0 ,assumed property line 12.5 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has a property line. -Distance to property line= 30.0 South Side has building. -To building = 30.0 ,assumed property line 15.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE West Side has a property line. -Distance to property line = 25.0 occ ERG WALL S-1 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% ERG NON OPNG% ERG NON OPNG% ERG ERG UP/PR WALL ERG UP/PR WALL ERG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr WEST NON ERG 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602.2 OPNG% UP/PR NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr =Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in 1hr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than 1hr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Page # 3 Code review for: Project Id.: Building B Address: Note: Unlimited unprotected openings are allowed in walls not required * to fire-resistant. --Table 704.8, Note: g. These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is not required. FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS --Table 601 ELEMENT MATERIAL RATING NOTES Structural Frame Noncombustible 0 hour Interior Bearing wall Noncombustible Interior nonbrg wall Noncombustible Floor/Ceiling Assembly Noncombustible Roof/Ceiling Assembly Noncombustible Stairs Noncombustible NOTES: 0 hour 0 hour 0 hour 0 hour None 5. Fire-retardant treated wood shall be permitted in: Note 5 ' 13 A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. Project Number: Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs, CO 970.945.8212 Plan analysis based on the 2003 International Building Code Date: August 27, 2008 Project Name: Bld C Address: Occupancy: S-l,S-2 Construction: II-B Contractor: Architect: Engineer: Report By: Andy Schwaller NOTE: The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by IHS Global 800-854-7179 FRONTAGE INCREASE: Perimeter of the entire building = 660 feet. Perimeter which fronts a public way or accessible open space Minimum width of public way or accessible open space = 20 Allowable area increased 41.92% for frontage increase. Sec. 506.2 580 feet. FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS 1 Storage S-1 ok 9680 24836 0.39 ok 1 Parking Garage S-2 ok 1920 36899 0.05 ok TOTAL FOR FLOOR 11600 26257 0.44 ok BUILDING TOTAL 11600 26257 0.44 ok --Sec. 503, 504, 506 and Table 503 Allowable area and height calculations are based on different uses being separated by fire barriers. --Sec. 302.3.2 The actual height of this building is 17.0 feet. Code review for: Project Id.: Bld C Address: PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 30.0 ,assumed property line 15.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has building. -To building= 50.0 ,assumed property line 25.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE South Side has a property line. Distance to property line 25.0 West Side has a property line. -Distance to property line 15.0 occ BRG WALL S-1 0-hr S-2 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr WEST NON BRG 0-hr 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602. 2 OPNG% UP/PR NL/NL NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr = Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in lhr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than lhr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Code review for: Project Id.: Bld C Address: Page # 3 Note: Unlimited unprotected openings are allowed in walls not required * to fire-resistant. --Table 704.8, Note: g. These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is not required. FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS --Table ELEMENT MATERIAL RATING NOTES Structural Frame Noncombustible 0 hour Interior Bearing wall Noncombustible 0 hour Interior nonbrg wall Noncombustible 0 hour Note 5 Floor/Ceiling Assembly Noncombustible 0 hour Note 9 Roof/Ceiling Assembly Noncombustible 0 hour ' 13 Stairs Noncombustible None NOTES: 5. Fire-retardant treated wood shall be permitted in: 601 A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 9. Parking surfaces shall be of concrete or similar noncombustible and nonabsorbent materials. Asphalt parking surfaces are permitted at ground level. --Sec. 406.2.6 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. Code review for: ~ Project Id.: Aspen Equity~ld I Address: 0082 CR113 CEILING HEIGHTS: Page # 5 Occupiable spaces, habitable spaces and corridors shall have a ceiling height of not less than 7 feet 6 inches. Bathrooms, toilet rooms, kitchens, storage rooms and laundry rooms shall be permitted to have a ceiling height of not less than 7 feet. --Sec. 1208.2 INSULATION NOTES: 1. Insulating materials shall have a flame-spread rating of no more than 25 and a smoke developed index of not more than 450. --Sec. 719.2 (concealed installation) and Sec. 719.3 (exposed installation) Foam plastic insulations are required to be protected. --Sec. 2603 Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 GLAZING REQUIREMENTS Page # 6 All glazing in hazardous locations is required to be of safety glazing material. --Sec. 2406.1 Locations: Sec. 2406.3 1. Glazing in swinging doors except jalousies. 2. Glazing in fixed and sliding panels of sliding patio door assemblies and panels in sliding and bifold closet door assemblies. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. 6. Glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Exception: Panels where there is an intervening wall or other permanent barrier between the door and glazing. 7. Glazing in an individual fixed or operable panel, other than those locations described in items 5 and 6 above, than meets all of the following conditions: 7.1 Exposed area of an individual pane greater than 9 square feet. 7.2 Exposed bottom edge less than 18 inches above the floor. 7.3 Exposed top edge greater than 36 inches above the floor. 7.4 One or more walking surfaces within 36 inches horizontally of the plane of the glazing. See Exceptions. 8. Glazing in guards and railings regardless of the area or height above a walking surface. 9. Glazing in walls and fences enclosing indoor and outdoor swimming pools, hot tubs and spas where all of the following are present: 9.1 The bottom edges of the glazing on the pool or spa side is less than 60 inches above the walking surface. 9.2 The glazing is within 60 inches of the water's edge. 10. Glazing adjacent to stairways, landings and ramps within 36 inches horizontally of a walking surface when the glass is less than 60 inches above the plane of the walking surface. 11. Glazing adjacent to stairways within 60 inches horizontally of the bottom tread of a stairway in any direction when the exposed glass is less than 60 inches above the nose of the tread. See Exceptions. .• Trachte Building Systems, Inc. Project Calculations Per 2006 International Building Code Travis Stewart Carbondale, CO TBS Plan Number: P-37148 May 16,2008 Table of Contents Building A Building B Building C Prepared By Shaun D. Decker Reviewed By fZ.T IV\ Pages Al-Al7 Pages Bl-Bl4 Pages Cl-Cl5 JUL 21 2008 CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37148' BUILDING:= 'A' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE ROOF TYPE OCCUPANCY CATEGORY SNOW LOAD in Rp;th := 5- ft 8 = 22.62deg Type:= 'Gable' UseGroup := 'II' TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS BUILDING HEIGHT BUILDING WIDTH BUILDING LENGTH HEIGHT TO FLOOR Use 'I' or 'II' PREPARED_BY = 'Shaun D. Decke~ REVIEWED BY : height := 9·ft + 4·in BAY WIDTH width := 4D·ft PURLIN SPACING length := 170ft INT. PARTITION PANEL lower := 1Oft + Sin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10·ft P space := 5·ft Pipanel := 'yes' Bridge := 'yes· GROUND SNOW LOAD Pg := 40.psf ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow := 'B' LIGHT FRAME WALLS w/ SHEAR PANELS SNOW IMPORTANCE FACTOR THERMAL FACTOR SNOW EXPOSURE ROOF LIVE LOAD Is= 1 Ct := 1.2 Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. L, := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD P1 := .7·C,·C 1·1s·P g P1 = 34 psi SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42psf 6=42pv V := 90·mph Ewind = '8' lw = 1 a= 3.733ft C = 11.8psf D = 2.65psf G = -7.95psf H= -7.95psl EDGE DISTANCE EdgeDislance := 3 DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:= 16 WIDTH OF STRAP w5 := 2in NUMBER OF INTERIOR ANCHORS Number_oUnterior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 AnchorDiameler := 0.375 NUMBER OF EXTERIOR ANCHORS Number_oi_Exlerior_Anchors := 2 DIAMETER OF ANCHOR p37148a.xmcd P, 1 Sileclass := "D" Ss := 0.413 St := 0.081 S0 s = 0.405 S01 =0.130 Response= 6 Seismicoc = ·c· Csz = 0.067 DR:= 2·psf Dp := Jpsl DL := O·psl Dr:= Opsl 5/1412008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VWL = 31861b Vwr = 7961b SEISMIC VEL= 32811b VET= 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckL = 'ok' LONGITUDINAL Strapsl = 0 TRANSVERSE SHEAR WALL PaneiCheckr = 'ok' TRANSVERSE Strapsr = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL I INTERIOR ShearWLI = 211b Upliftwu = 5681b DiamelerWLI = 0.375 in LenglhWLI = 3 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1181b UpliftWLX = 4441b DiamelerwLX = 0.375 in LenglhwLx = 2 in WIND I TR4NSVERSE I INTERIOR Shearwr 1 = 381b Upliftwr 1 = 2471b Diamelerwr 1 = 0.375 in Lenglhwr 1 = 2in WIND I TRANSVERSE I EXTERIOR Shearwrx = 2651b Upliftwrx = 310ib Diamelerwrx = 0.375 in Lenglhwrx = 2 in SEISMIC I LONGITUDINAL/ INTERIOR ShearELI = 641b Uplillfu = 2211b Diameter Ell = 0.375 in LenglhEU = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELx = 641b UplillfLX = 2751b DiamelerELX = 0.375 in LenglhELx = 2 in SEISMIC I TRANSVERSE I INTERIOR ShearETI = 91b Uplillfn = 0 lb DiameterETI = 0.375 in LengthEn = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 641b Uplillfrx = o lb DiamelerETx = 0.375in LenglhETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) ~'~Punin1 = 219plf Rpunint = 10941b MPunin1 = 2736 ff·lb LOAD COMBINATION 3 (FORMULA 16-13) ~'~Punin3 = 204 plf RPuninJ = 10211b MPuninJ = 2552 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) ~'~Punin4 = -57 plf RPunin4 = -2831b MPunin 4 = -706ft·lb LOAD COMBINATION 4 (FORMULA 16-14) Wpuflin4e = -88 p!f RPunin4ea = -380 lb MPunin4e = -1106 ft·lb RPunin4eb = -3051b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RoofPressureN = -19 psi MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lnlpR = 0.963 PURLIN (SS) Webpss = 7 Flangepss = 3 Gaugep 5s = 12 Fypss = 33 lntpss = 0.780 PURLIN (SS wl BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugep 558 = 14 Fypsss = 33 lnlpsss = 0.963 PURLIN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 Gaug"NR = 18 FYNR = 33 lniNR = 0.379 PURLIN {WIND, MID, SS) WebNss = 7 FlangeNss = 3 Gaug"Nss = 18 FYNSS = 33 lntNss = 0.480 PURLIN (WIND, MID, SS wi BRDG.) WebNsss = 7 FlangeNSSB = 3 Gaug"Nsss = 18 FYNSSB = 33 lniNSSB = 0.379 PURLIN {WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 GaugeNRE = 18 FYNRE = 33 lniNRE = 0.593 PURLIN (WII,D, END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNSSE = 18 FYNSSE = 33 lniNSSE = 0.752 PURLit; (WIND, END, SSw/ BRDG.) WebNSSBE = 7 FlangeNSSBE = 3 GaugeNSSBE = 18 FYNSSBE = 33 lniNSSBE = 0.593 p37148a.xmcd 11 2 5/14/2008 STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) RHt ~ 10941b MHt ~ 5472ft-lb LOAD COMBINATION 3 (FORMULA 16-13) RH3 ~ 10211b MH3 ~ 5104 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) ~4 ~ -2831b MH4 ~ -1412ft-lb MEMBER SIZES WEB FLANGE GAGE YIELD STUB POST HEADERS WebH ~ 9 FlangeH ~ 3.2 Gaug"H ~ 12 FyH ~ 33 SMALL STUB POST HEADERS WebHs ~ 5.5 FlangeHs ~ 2 Gaug"Hs ~ 16 FYHS ~ 33 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P11 ~ 21891b LOAD COMBINATION 2 (FORMULA 16-12) P12 ~ 4711b LOAD COMBINATION 3 (FORMULA 16-13) P13 ~ 19451b M13 ~ 731.51 fl·lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 ~ 3.5 Flange 11 ~ 2 INTERIOR COLUMN (LC: 3) Web 13 ~ 999 Flange 13 ~ 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJambt ~ 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a ~ 1711b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2b ~ 4001b LOAD COMBINATION 3 (FORMULA 16-13) PJamb)a ~ 9241b LOAD COMBINATION 3 (FORMULA 16-13) PJamb)b ~ 10961b JM~B UNIFORM LOAD WJamb ~ 137 plf JAMB CHECK MEMBER SIZES JAMB SUPPORT JambCheck ~ 'ok' EWJambCheck ~ 'ok' FLANGE FlangeJ ~ 1 LARGE END WALL HEADER CHECK EWheader_check ~ 'EW Header O.K.' p37148a.xmcd ~ 3 GAGE Gauge11 ~ 14 Gauge13 ~ 999 MOMENT NA MJamb2a ~ 133 ft-lb NA MJamb)a ~ 99 ft-lb NA GaugeJ ~ 18 IBC ver 1.0 INTERACTION ln1H ~ 0.818 lntHs ~ 0. 772 INTERACTION lnt 11 ~ 0.993 lnt13 ~ 999 INTERACTION lniJ ~ 0.000 5/14/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pswt ~ 10941b Msw ~ 1491 ft-lb LOAD COMBINATION 2 (FORMULA 16-12) Psw 2 ~ 1711b LOAD COMBINATION 3 (FORMULA 16-13) Psw 3 ~ 9241b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Web 51 ~ 3.5 Flanges 1 ~ 1.5 Gauges 1 ~ 18 lnls 1 ~ 0.238 SIDE WALL COLUMN, MID (LC: 2) Webs 2 ~ 3.5 Flange 52 ~ 1.5 Gauges2 ~ 12 lnls2 ~ 0.729 SIDE WALL COLUMN, MID (LC: 3) Webs3 ~ 3.5 Flanges 3 ~ 1.5 Gauge53 ~ 14 ln1 53 ~ 0.975 SW CORNER COLUMN (LC: 1) Webc 1 ~ 3.5 Flangec 1 ~ 1.5 Gaugec 1 ~ 18 Inlet ~ 0.238 SW CORNER COLUMN (LC: 2) Webc 2 ~ 3.5 Flangec 2 ~ 1.5 Gaugec 2 ~ 12 lnlc2 ~ 0.860 SW CORNER COLUMN (LC: 3) Webc 3 ~ 3.5 Flangec 3 ~ 1.5 Gaugec 3 ~ 12 lnlc 3 ~ 0.718 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEW\ ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW1 ~ 1711b WEW2 ~ 75plf MEW2 ~ 2928 fl-lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA WEW2e ~ 90 plf MEW2e ~ 981 ft-lb END LOAD COMBINATION 3 (FORMULA 16-13) PEW3 ~ 9241b WEW3 ~ 56plf MEW3 ~ 2196ft-lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEW3e ~ 68 plf MEW3e ~ 735ft-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt ~ 5.5 FlangeEt ~ 1.5 Gaug"Et ~ 18 InlEt ~ 0.228 END WALL COLUMN, MID (LC: 2) WebE2 ~ 5.5 FlangeE2 ~ 1.5 Gaug"E2 ~ 12 ln1E 2 ~ 0.771 END WALL COLUMN, MID (LC: 3) WebE 3 ~ 5.5 FlangeE 3 ~ 1.5 GaUQ"EJ ~ 12 ln1E3 ~ 0.642 END WALL COLUMN, END (LC: 2) WebEte ~ 5.5 FlangeEte ~ 1.5 Gaug"Ete ~ 18 lniEte ~ 0. 760 END WALL COLUMN, END (LC: 3) WebE1e ~ 5.5 FlangeE2e ~ 1.5 Gaug"E2e ~ 18 ln1E2e ~ 0.733 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS ~ 46 plf ~s ~ 230ib MGs ~ 576 ft-lb SIDE WALL GIRT IN END ZONE wGse ~ 55 plf ~Se ~ 2731b MGse ~ 683 fl-lb GIRT IN MiD ZONE WGE = 63 plf ~E ~ 3141b MGE ~ 236 fl·lb GIRT lt·i END ZONE WGEe = 76 plf ~Ee = 3781b MGEe ~ 236 ft-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WP.LL GIRT (MID) WebGs ~ 3.5 FlangeGs = 1.75 Gaugec 5 ~ 18 lniGs = 0.857 SIDE W?.LL GIRT (END) WebGse = 3.5 FlangeGse = 1.75 GaugeGse ~ 16 lniGse = 0.774 END W.A.LL GIRT (END) WebGE ~ 5.5 FlangeGE ~ 1.5 GaugecE = 18 lniGE = 0.226 p37148a.xmcd 5/14/2008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEel = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEC1 = 1711b WEC2 = 75 plf MEC2 = 775ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PEcJ = 9241b WECJ = 56 plf MEcJ = 581 ft-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebECI = 3.5 FlangeEC1 = 1.5 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc2 = 3.5 FtangeEc 2 = 1.5 Gaug"EC1 = 16 END CLOSET ABOVE HEADER, (LC 3) WebEcJ = 3.5 FlangeECJ = 1.5 GaU9"EC3 = 16 END CLOSET BEHIND JAMB WebEWct = 3.5 FlangeEWct = 1.5 GaU9"EWC1 = 18 END CLOSET BEHIND JAMB WebEWc1 = 3.5 FlangeEWc 2 = 1.5 Gaug"EWc2 = 18 END CLOSET BEHIND JAMB WebEWCJ = 3.5 FlangeEWCJ = 1.5 Gaug"EWCJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwC = 1 STUDS SPACING StudSpacing = 16 in STUD LOADS UNIFORM LOAD MOMFNT SIDE WALL STUD IN MID ZONE wstud = 21 plf Mstud = 227 ft-lb SIDE WALL STUD IN END ZONE wstude = 26 plf Mstude = 278 ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud = 3.5 Flangestud = 2 SIDE WALL STUD (END) .Webstude = 3.5 Flangestude =· 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY P down_inlerior = 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148a.xmcd BearingPressure = 1500 psf Slab= 5.5 in Padw = 'na' in Pado = "na' in A 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT P up_int = 5681b P up_ext = 4441b IBC ver 1.0 INTERACTION lntEct = 0.286 ln1Ec 2 = 0.852 ln!Ec3 = 0.802 ln!EWC1 = 0.375 ln!EWC2 = 0.059 ln!EWC3 = 0.316 INTERACTION lnlstud = 0.391 lnlstude = 0.480 5/14/2008 Stud Spacing Stud Wall Dead Load Additional DL (Upper/Transverse) Additional DL (Upper/Longitudinal) Additional DL (Lower/Transverse) Additional DL (Lower/Longitudinal) Floor Dead Load Floor Live Load Wall Strap Braces FyL := 33000psi CHECK WEDGE BOLTS Sspace := 2·ft Ds := 5·psf Dur := O·psl DuL := O·psf DLT := O·psf DLL := O·psf OF:= 48·psf lu := 125·psf Gage of Straps Width of Straps Tnl Tal:=-n!L Gagel:= 16 WsL := ~n Tal= 2470.061b IBC ver 1.0 Suggested Anchor Size (Longitudinal/ Exterior) bEameterELLE = 0.5 in LengthELLE = 4in DEameterELLW = 0.5 in LengthELLW = 2in DiameteriLLW = 0.5in LengthiLLW = 2in DEameterELTW = 0.5 in LengthELTW = 3in DiameleriLTW = 0.5 in LengthiLTW = 2 in Suggested Anchor Size (Longitudinal/Interior) DiameleriLLE = 0.5 in LengthiLLE = 2 in Suggested Anchor Size (Transverse I Exterior) DEamelerELTE = 0.5in LengthELTE = 2in Suggested Anchor Size (Transverse /Interior) DiameleriLTE = 0.5 in LengthiLTE = 2in REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) UpliftWLL = 0 lb UplifiSLL = 0 lb (Wind) (Seismic) Number of Straps Required TRANSVERSE Maximum Uplift@ Anchor (Interior) UplifiWTL = 0 lb UplifiSTL = 0 lb (Wind) (Seismic) Number of Straps Required Maximum Uplift@ Anchor (Exterior) UpliftWLEL = 0 lb UpliftSLEL = 586.6771b (Wind) (Seismic) Strapsll = 21 Number of Straps Used Maximum Uplift@ Anchor (Exterior) UplifiWETL = 5271b UplifiSETL = 0 lb (Wind) (Seismic) SlrapsTL = 2 Number of Straps Used EXTERIOR STUD MOMENTS End Zone Mlcse = 59971b in Mid Zone Mlcs = 48861b in p37148a.xmcd Maximum Shear@ Anchor ShearWLL = 423.3021b ShearSLL = 1444 lb StrapsLL = 42 Maximum Shear@ Anchor ShearWTL = 11111b ShearSTL = 891.9261b Strapsn = 4 I (Wind) (Seismic) (Wind) (Seismic) 5114/2008 STUD AXIAL LOADS Interior LC1: (D) BLC1LD = 11201b LC2: (D + L) BLC2LD = 3620 lb LC3: (D + L, or S) BLC3LD = 3209 lb LC5a: (D + W) BLC5ALD = 26021b LC5B: (D +E) BLC5BLD = 34161b LC6a: (D + L, or S + L + W) BLC6ALD = 56731b LC6b: (D + L, or S + L + E) BLC68LD = 62841b Exterior Braces Both Lvls LC1: (D) na LC2: (D + L) na LC3: (D + L, or S) na LC5a: (D + W) BLC5AEBLa = 21631b LC5b: (D +E) BLC5BE8La = 28361b LC6a: (D + L, or S + L + W) BLC6AE8La = 34831b -. LC6b: (D + L, or S-± L + E) BLC6BE8La = 39881b INTERIOR STUD DESIGN (DOUBLE) WebLD = 3.625 FlangeLD = 1.5 GaugeLD = 16 A, = 0.493 in 2 Fy = 33 ksi L, = 125.5in 0 0 INTERIOR STUD DESIGN (SINGLE) WebLS = 3.625 FlangeLS = 1.5 GaugeLS = 14 A, = 0.573in 2 Fy = 33 ksi L, = 125.5in 0 0 INTERIOR STUD DESIGN (HEADER STUDS) WebLH = 3.625 FlangeLH = 1.5 GaugeLH = 14 A, = 0.573in 2 Fy = 33 ksi L, = 125.5in D 0 EXTERIOR STUD DESIGN, (LOAD CASE Sa) (DOUBLE) WebLED1 = 3.625 FlangeLED1 = 1.5 A, = 0.363in 2 0 p37148a.xmcd Fy = 33ksi 0 GaugeLED1 = 18 L, = 125.5in IBC ver 1.0 Single Stud Header Stud BLC1LS = 1020 lb BLC1HL = 18701b BLC2LS = 3520 lb BLC2HL = 31201b BLC3HL = 3959 lb BLC5AHL = 1870 lb (w/ Brace Above) BLC5BHL = 2241 lb (wl Brace Above) BLC6AHL = 68351b (wl Brace Above) BLC6BHL = 71131b (w/ Brace Above) Exterior BLC1EL = 5601b BLC2EL = 1810 lb BLC3EL = 1604 lb BLC5AEL = 6811b (wl Brace Above) BLC5BEL = 910 lb (wl Brace Above) BLC6AEL = 23721b (wl Brace Above) BLC6BEL = 25441b ~ ---· -·· (wllirace Above) ln\erLD = 0.80 lnter,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in lnlerLS = 0.89 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in lnlerLH = 0.94 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in ln\erLED1 = 0.79 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in 511412008 EXTERIOR STUD DESIGN (Load Cases 1, 2, 5b, 6b) (DOUBLE) WeblED2 ~ 3.625 FlangeLED2 ~ 1.5 A, ~ 0.363i/ 0 Fy ~33ksi 0 GaugelED2 ~ 18 L, ~ 125.5in EXTERIOR STUD DESIGN, (LOAD CASE 6b) (DOUBLE) lnlerLED2 ~ 0.66 lnler,q ~ 'C5.2.1-1' Ly ~ 62.75in 4 ~ 62.75in WeblED3 ~ 3.625 FlangelED3 ~ 1.5 GaugeLED3 ~ 16 lnlerLED3 ~ 0.72 lnler,q ~ 'C5.2.1-1' A, ~ 0.493in 2 Fy ~ 33ksi 0 0 L, ~ 125.5in Ly ~ 62.75in 4 = 62.75in EXTERIOR STUD DESIGN (D + W )(SINGLE) WebLES1 ~ 3.625 FlangeLES1 = 1.5 GaugeLES1 = 18 lnlerLESI ~ 0.76 lnler,q ~ 'C5.2.1-1' A, = 0.363in 2 Fy = 33ksi L, = 125.5in Ly = 62.75in 4 ~ 62.75in 0 D EXTERIOR STUD DESIGN (D + L) (SINGLE) WebLES2 ~ 3.625 FlangeLES2 = 1.5 GaugeLES2 ~ 16 lnlerLES2 = 0.80 lnler,q ~ 'C5.2.1-1' A, ~ 0.493in 2 Fy ~ 33ksi L, ~ 125.5in 1 .. = 62.75in 4 ~ 62.75in D D --; EXTERIOR STUD DESIGN (D + L + W) (SINGLE) WebLES3 ~ 3.625 FlangelES3 ~ 1.5 GaugeLES3 ~ 16 L, = 125.5in A, = 0.493in 2 0 Fy ~33ksi 0 CORRIDOR HEADER WebLCH ~ 8.75 S, ~ 2.019in 3 0 p37148a.xmcd FlangelCH ~ 1.375 GaugeLCH = 14 lxe ~ 9.228in 4 Fy = 33ksi D 0 lnlerLES3 ~ 0.81 lnler,q = 'C5.2.1-1' · Ly ~ 62.75in 4 = 62.75in lnterLCH ~ 0.896 Inter eq = 'C5.2.1-2' L, ~ 12in Ly ~ 12in 4 ~ 12in 118 IBCver1.0 5/14/2008 Basement Wall Design Height:= 10·11+ 8·in Width:= 12·in Earth Pressure Yo:= 60·pcf Seismic Pressure fc := 2500· psi fy := 60000· psi Seismic Pressure Earth Pressure 1 2 P0 :=-·Height ·y 0 ·ft 2 Surcharge Pressure Ps := 0.47·rs + 1·fl Reactions -Service P0 = 3413.331b Ps = 47plf R1 := .5Height{ +r0 ·Height·ft + .4Y.y 5 ·ft) Rt = 1388.441b Rb := .5Height{~·r 0 ·Height·ft+ .47·y 5 ·ft) Rb = 2526.221b Moment [ J .s 2 -ro·ft -.47·y 5 ft + (.47·y 5 ·tt) -4·- 2 -· R1 X:= Yo·ft X= 6.06ft rx Yo·fl 2 M, := R,-0.47·y 5·ft·x---·X dx t. 2 M, = 5325.52ft·lb Mu := 1.6·Mo Mu = 8520.84 fl·lb p37148a_basement_wall.xmcd A'l YE := 0· pel Surcharge y 5 := 100· psf LE := 0.6· Height 1 L0 :=-·Height 3 L0 = 3.56ft 511612008 Concrete Design Vertical Bars d := Width -1.5· in A ·-s .-(12·in)·d .[1 _ fy 0.85-fc 1-2·(_l_J· 0.85·fc Mu ] 0.9 ( 12 in).i fy As_min: Try #6 Bars As_bar := As_6 [ A, bar ( )] Barhor := ( ). 12-in max As_min,As Horizontal Bars As_hor := 0.0020 ( 12in) ·Width Try #6 Bars As_bar.hor := As_6 [ As bar.hor ( )] Barhor := -· 12· in As_hor p37148a_basement_wall.xmcd d=10.5in As= 0.18in 2 As_min = 0.42in 2 Barhor = 12.57in Use #6 bars@ 12" o.c. As_hor = 0.29 in 2 Barhor = 18.33 in Use #6 bars @ 18" o.c. 5116/2008 Longitudinal Shear Connection Base Shear vbase := 30.3-kip Length of Supported Wall Floor Deck Gauge (t1) Wall:= 170-ft Floor ·= 20 g· Fy 1 := 33-ksi Fu 1 := 45-ksi Support Channel Thickness (t2) Angle 1 := 0.0624-in Fy2 := 33-ksi Fu 2 := 45-ksi Check Screw Max Screw Shear Tilting I Bearing I Screw Angle 1 --=2 Dec~ 12-24fT4 ( ) 0.5 Pnsl := 4.2· Angle/Screwd -Fu 2 pscrew := pns + 3·00 Spacing of Screws Spacing:= Floo{Wall + (Ybase + Pscrew),in] Pnsl = 13501b Pn 53 = 15921b Pn 5 =913lb p screw = 304 lb Spacing = 20 in Screwd := 0.210-in 12-24/T4 SCREW@ ~o"o.c_ 1 /2" <1J WEDGE BOLT@_ (.o 1 (? .C SUPPORT CHANNEL [·ln're.nor Lu\\....l.t'C"'\() w:a, 9M> ~-\ \...L.) Check Wedge Bolt use 112" dia. x 3 in Wedge Bolt Bearing Yws := 1990-lb (2.5" Embedment; fc=2500 psi) Pn := (4.64·Angle1 + 1.53·in)·0.5-AnglefFu 2 Pwb := min(Yws•Pn + 2.22) Spacing of Wedge Bolts Spacingwb := Floo{Wall + (vbase + Pwb),in] Check Shear Strength of Support Channel Strength Per Foot Base Shear Per Foot Vb := Vbase + Wall Long Shear Conn.xmcd Pn = 25551b Pwb=ll5llb Spacingwb = 6ft lb v =14826- n ft lb vb = 178- ft All If Vn > Vb member O.K. 511412008 Job Location W-<-'txx--. &o4, C...o Plan# I' Z.' 'f'~ d'O"'lSIIC>:> '(, o lY J... 7>'1 \los ?, 1.' I' J L ol-<f / u,'. ~ LolL.]) 1~ (!<4- Sheet# _ _,___of __ _ By Quo Date 5M /0 2. ___ Z.l?LZ.. ~3'"t:</L.:>::.row :" _ [. 3_'-Lf:i·-lA:>.<-. !<;", --------------------------,..--....i---~---~---------·--·-·-··-· -·--·-r- •/r~· '-----~ " I'D )Lo' Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 ·Phone: 800-356-5824 ·Fax: 800-981-9014 1915.eng.Ol/05 Sheet# 1. of __ _ Plan# By SQ, Date slli.do& --_, -~-- -----~-1 --,---'--~----- --' . ~-----: _______________________ --' l ---------~--, ---. 7----~-------------- ! I '1'8''' To-1-.-v\ L=~l; sCJ;~,s•;:;'/;,:,-ooJ"'f ~ 3.9.':> -fj {)'=-" 1~"~43' L"!i':>" Trachte Building Systems, 314 Wilburn Road, Sun Prairie, WI 53590, Phone: 800-356-5824, Fax: 800-981-9014 191S.eng.Ol/05 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 s ~"'L... Ce,~(\ s' FroM Trachte.Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM '?e..)::. By: Mali M. Butteris Section Inputs Material: A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 33000 psi 45000 psi Warping Constant Override, Cw Torsi~n .. Constant Override, J 0 in"'6 o in"'4 Stiffened ··Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 0.6773 270.000 0.19400 None 2 2.1986 180.000 0.19400 Single 3 3.7306 90.000 0.19400 Cee 4 2.1986 0.000 0.19400 Single 5 0.6673 -90.000 0.19400 None k coef. o.ooo 0.000 0.000 o.ooo 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Section: 12 ga Interior Column.sct 21.333 Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 15. 000 ft Kx 1.0000 Cbx 1. oooo Cmx 1. 0000 Braced Flange: None Loads: Entered Applied Strength p (lb) 1945.0 1945.0 4340.1 Ly Ky Cby Cmy Moment Mx (lb-ft) 731.5 731.5 1765.1 1. 000 ft Lt 1.0000 Kt 1.0000 ex 1.0000 ey Reduction, R' o.oooo Vy (lb) 0.0 0.0 4052.3 My llb-ft) 0.0 0.0 576.4 8. 833 ft 1.0000 0.0000 in 0.0000 in Vx (lb) 0.0 0.0 4142.3 Effective section properties at applied loads: Ae 0.90201 inA2 Ixe 2.0009 inA4 Iye Sye (l) Sye (r) 0.5910 in~4 0.7298 in~3 0.4256 in~3 sxe(t) 1.0719 in~3 Sxe(b) 1.0735 in~3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 0.448 + 0.515 + 0.000 ~ 0.963 <= 1.0 0.118 + 0.414 + Oc·WO ~ 0.532 <= 1.0 Sqrt(0.172 + 0.000)= 0.414 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 f/iS CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 Do~b~ Ci>Lw-.-,f"\ J:. p e.evK Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris + Section Inputs Material: A653 SS Grade 33 No strength increase from Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu Warping Constant Override, TOrsion Constant Override, cold work of forming. 29500000 33000 45000 Cw J Stiffened Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape 0 0 Length Angle Radius Web (in) (deg) (in) 1 0.6773 270.000 0.19400 None psi psi psi in ..... 6 in"'4 2 2.1986 180.000 0.19400 Single 3 3.7306 90.000 0.19400 Cee 4 2.1986 0.000 0.19400 Single 5 0.6673 -90.000 0.19400 None k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance lin) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Section: 12 ga Interior Column.sct 21.333 Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Page 2 Shaun D. Decker Trachte Building Systems. Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: LX 17.167 ft Ly 1. 000 ft Lt 8.833 ft Kx 1. 0000 Ky 1. 0000 Kt 1. 0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 972.5 365.8 0.0 0.0 0.0 Applied 972.5 365.8 0.0 0.0 0.0 Strength 3840.8 1765.1 4052.3 568.7 4142.3 Effective section properties at applied loads: Ae 0.90201 in_..2 Ixe 2.0009 in ... 4 Iye 0.5910 in"'4 Sxe(t) 1.0719 in"'3 Sye (l) 0.7298 in ... 3 Sxe(b) 1.0735 in'"'3 Sye (r) 0.4256 in ... 3 Interaction Equations NAS Eq. C5.2.1-1 (P' Mx, My) 0.253 + 0.237 + 0.000 = 0.491 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0. 059 + 0.207 + 0.000 = 0.266 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.043 + 0.000)= 0.207 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37t48' BUILDING := 'B' CODEBODY = 'tBC 2006' BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE ROOF TYPE OCCUPANCY CATEGORY SNOW LOAD in f<pitch := 5- ft 0 = 22.62deg Type := ·Gable' UseGroup := 'II' TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS BUILDING HEIGHT BUILDING WIDTH BUILDING LENGTH HEIGHT TO FLOOR Use 'I' or 'II' PREPARED_BY = 'Shaun D. Decke~ REVIEWED BY: height:= 9-ft+ 0-in BAY WIDTH width := 40-ft PURLIN SPACING length := 250ft INT. PARTITION PANEL lower := Oft + aln INT. LATERAL BRIDGING SEISMIC LOAD JBC ver 1.0 bay:= 10-ft P space := 5· ft Pipaoel := 'yes" Brodge := 'yes' GROUND SNOW LOAD P9 := 40-psf ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow := '8" LIGHT FRAME WALLS w/ SHEAR PANELS SNOW IMPORTANCE FACTOR THERMAL FACTOR SNOW EXPOSURE ROOF LIVE LOAD Is= 1 C1:=1.2 Exp := 'Partial" SHORT PERIOD SPECTRAL ACC. 4 := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD Pr := .7-C,·Crls·Pg Pr = 34psf SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42 psf Ps = 42psf V := 90-mph Ewind = '8' lw = 1 a= 3.6f1 C = 11.Bpsf 0 = 2.65 psf G =-795psl H = -7.95 psf EDGE DISTANCE EdgeDislance := 3 DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:= 16 WIDTH OF STRAP w5 := 2in NUMBER OF INTERIOR ANCHORS Number_of_lnterior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 AnchorDiameler := 0.375 NUMBER OF EXTERIOR ANCHORS Number_of_Exlerior_Anchors := 2 DIAMETER OF ANCHOR p371488_9ft_eave.xmcd .,& 1 Sileclass := 'D' S5 := 0.413 s, := 0.081 S05 = 0.405 S01 = 0.130 Response= 6 Seismic 0c = ·c· Csz = 0.067 OR:= 2-psf Dp := J.psf oL := 0-psf Dr:= Opsf 511512008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VWL = 31071b Vwr = 7771b SEISMIC VEL= 48251b VET= 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckL = 'ok' LONGITUDINAL StrapsL = 0 TRANSVERSE SHEAR WALL PaneiCheckr = 'ok' TRANSVERSE Strapsr = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL I INTERIOR ShearWLI = 141b Upliftwu = 4561b Diamelerwu = 0.375 in LengthWLI = 2 in WIND I LONGITUDINAL I EXTERIOR ShearwLx = 1151b UpliftwLX = 3321b DiamelerWLX = 0.375 in LenglhWLX = 2 in WIND I TRo\NSVERSE /INTERIOR Shearwr 1 = 371b Upliftwr 1 = 2471b Diameterwr1 = 0.375 in Lengthwr 1 = 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx = 2591b Upliftwrx = 2991b Diameterwrx = 0.375 in Lengthwrx = 2 in SEISMIC I LONGITUDINAL I INTERIOR ShearELI = 641b Uplillfu = 2151b DiamelerELI = 0.375 in Length ELl = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX = 641b Uplil~fLX = 2691b DiameterELX = 0.375in LenglhELX = 2 in SEISMIC I TRANSVERSE I INTERIOR ShearETI = 91b Upli11for 1 = 0 lb DiameterETI = 0.375 in LenglhETI = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 641b Upliftnx = o lb DiamelerETx = 0.375in LenglhETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) WPurlinl = 219plf Rp,nin1 = 1 0941b Mpunin1 = 2736 ft.lb LOAD COMBINATION 3 (FORMULA 16-13) WPunin3 = 204 plf Rpunin3 = 10211b Mpunin3 = 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) WPunin4 = -57 plf RPunin4 = -2831b MPunin4 = -706ft-lb LOAD COMBINATION 4 (FORMULA 16-14) WPunin4e = -88 plf RPunin4ea = -3771b MPunin4e = -1106 ft-lb RPunin4eb = -3031b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RoofPressureN = -19 psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lnlpR = 0.963 PURUN !SS) Webpss = 7 Flangepss = 3 Gaugepss = 12 Fypss = 33 lnlpss = 0.780 PURLIN (SS wl BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugep 558 = 14 Fypsss = 33 lnlpsss = 0.963 PURUN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 Gauge~m = 18 FYNR = 33 lniNR = 0.379 PURLIN (WIND, MID, SS) WebNss = 7 FlangeNSS = 3 GaUQONss = 18 FYNSS = 33 lniNss = 0.480 PURLIN (WIND, MID, SS wl BRDG.) Webtisss = 7 FlangeNSSB = 3 Gaug"Nsss = 18 FYNSSB = 33 lniNSSB = 0.379 PURUN (WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 Gaug"NRE = 18 FYNRE = 33 lniNRE = 0.593 PURLIN (WIND, END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNSSE = 18 FYNSSE = 33 lniNSSE = 0.752 PURLIN (WIND, END, SSw/ BRDG.) WebNsssE = 7 FlangeNSSBE = 3 Gaug"NSSBE = 18 FYNSSBE = 33 lniNSSBE = 0.593 p371488 ~9ft_eave.xmcd f) 2 5/15/2008 STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) RHt = 10941b MHt = 5472 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) RH3 = 10211b MH3 = 5104 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) RH4 = -2831b MH4 = -141211-lb MEMBER SIZES WEB FLANGE GAGE YIELD STUB POST HEADERS WebH = 9 FlangeH = 3.2 Gaug8fi = 12 FyH = 33 SMALL STUB POST HEADERS WebHs = 5.5 FlangeHs = 2 Gaug"Hs = 16 FYHS = 33 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P11 = 21891b . LOAD COMBINATION 2 (FORMULA 16-12) pl2 = 4651b LOAD COMBINATION 3 (FORMULA 16-13) pl3 = 1940 lb M13 = 704.16711-lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange11 = 2 INTERIOR COLUMN (LC: 3) Web 13 = 999 Flange 13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJambt = 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a = 591b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2b = 3941b LOAD COMBINATION 3 (FORMULA 16-13) PJamb3a = 8401b LOAD COMBINATION 3 (FORMULA 16-13) PJamb3b = 10911b JAMB UNIFORM LOAD WJamb = 137 plf JAMB CHECK MEMBER SIZES JAMB SUPPORT JambCheck = 'ok' EWJambCheck = 'ok' FLANGE WebJ = 2 FlangeJ = 1 LARGE END WALL HEADER CHECK EWheader_check = 'EW Header O.K.' p3 71488 _9ft_ eave .xmcd .(} 3 GAGE Gaug.,1 = 14 Gauge13 = 999 MOMENT NA MJamb2a = 124 ft-lb NA MJamb3a = 93 ft-lb NA GAGE GaugeJ = 18 INTERACTION lniH = 0.818 lniHs = 0.772 INTERACTION lnt 11 = 0.946 lnt13 = 999 INTERACTION lniJ = 0.000 IBC ver 1.0 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pswt = 10941b Msw = Oft.lb LOAD COMBINATION 2 (FORMULA 16-12) Psw2 = 591b LOAD COMBINATION 3 (FORMULA 16-13) Psw3 = 8401b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webs 1 = 3.5 Flanges 1 = 1.5 Gauges 1 = 18 lnls 1 = 0.201 SIDE WALL COLUMN, MID (LC: 2) Webs 2 = 3.5 Flanges 2 = 1.5 Gauges2 = 18 lnls2= 0.113 SIDE WALL COLUMN, MID (LC: 3) Webs 3 = 3.5 Flanges 3 = 1.5 Gauges3 = 18 lnls3 = 0.154 SW CORNER COLUMN (LC: 1) Webc 1 = 3.5 Flangec 1 = 1.5 Gaugec 1 = 18 Inlet = 0.201 SW CORNER COLUMN (LC: 2) Webc 2 = 3.5 Flangec 2 = 1.5 Gaugec 2 = 12 lnlc 2 = 0.728 SW CORNER COLUMN (LC: 3) Webc 3 = 3.5 Flangec 3 = 1.5 Gaugec 3 = 14 lnlc3 = 0.975 END WALL COLUMNS END W;\LL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOA.D COMBINATION 1 (FORMULA 16-10) PEW! = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 = 591b WEW2 = 75plf MEW2 = 2823 fl·lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA WEW2e = 90 plf MEW2e = 914 ft·lb END LOAD COMBINATION 3 (FORMULA 16-13) PEWJ = 8401b WEWJ = 56 plf MEW3 = 2117 ft·lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJ~· '= 68. plf MEW3e = 686 ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt = 5.5 FlangeE 1 = 1.5 Gaug"Et = 18 InlEt = 0.223 END WALL COLUMN, MID (LC: 2) WebE2 = 5.5 FlangeE 2 = 1.5 Gaug"E2 = 12 lniE2 = 0.734 END WALL COLUMN, MID (LC: 3) WebEJ = 5.5 FlangeE3 = 1.5 Gaug"E3 = 12 ln1E3 = 0.611 END WALL COLUMN, END (LC: 2) WebEte = 5.5 FlangeEte = 1.5 Gaug"Ete = 18 lniEte = 0.687 END WALL COLUMN, END (LC: 3) WebE2e = 5.5 FlangeE 2e = 1.5 Gaug"E2e = 18 ln1E2e = 0.676 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS = 45plf RGs = 2231b MGs = 556 ft·lb SIDE WALL GIRT IN END ZONE wGse = 53 plf RGse = 2651b MGse = 661 ft·lb GIRT IN MID ZONE WGE = 63 plf ~E = 3141b MGE = 236 ft·lb GIRT IN END ZONE WGEe = 76 plf ~Ee = 3781b MGEe = 236ft·lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL GIRT (MID) WebGs = 3.5 FlangeGs = 1.75 GaugeGs = 18 lntGs = 0.828 SiDE WALL GIRT (END) WebGse = 3.5 FlangeGse = 1.75 GaugeGse = 18 lniGse = 0.984 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 Gaug"GE = 18 lntGE = 0.226 p37148B_ 9ft_eave.xmcd ll 4 5/15/2008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEC1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEC2 = 591b WEC2 = 75plf MEc 2 = 775ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PEel= 8401b WEC3 = 56 plf MEcJ = 581 ft·lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEct = 3.5 FlangeEct = 1.5 Gaug"Ect = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc 2 = 3.5 FlangeEC2 = 1.5 Gaug"Ec 2 = 16 END CLOSET ABOVE HEADER, (LC: 3) We~c3 = 3.5 FlangeECJ = 1.5 Gaug"EC3 = 16 END CLOSET BEHIND JAMB Web[Wc 1 = 3.5 FlangeEWct = 1.5 Gaug"EWct = 18 END CLOSET BEHIND JAMB WebEWc 2 = 3.5 FlangeEWc 2 = 1.5 Gaug"EWC2 = 18 END CLOSET BEHIND JAMB WebEWcJ = 3.5 FlangeEWC3 = 1.5 Gaug"EWCJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING StudSpacing = 16 in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wsrud = 21 plf Mstud = 211 ft·lb SIDE WALL STUD IN END ZONE Wstude = 26 plf Mstude = 260 ft·lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Webstude = 3.5 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY P down_interior = 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p3714 88 _9ft_ eave.xmcd BearingPressure = 1500 psf Slab= 5.5 in Pa<W = 'na' in Pad 0 = 'na' in 0 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_iot = 4561b Pup_e>t = 3321b IBC ver 1.0 INTERACTION ln1EC1 = 0.286 lntEc 2 = 0.828 lntEC3 = 0.785 lntEWct = 0.375 lntEWc2 = 0.020 lntEWCJ = 0.288 INTERACTION lnlstud = 0.364 lntstude = 0.448 5115/2008 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:~ 'Travis Stewart' LOCATION :~ 'Carbondale, CO' PLAN_NUMBER :~ 'P-37148' BUILDING :~ 'B' CODEBODY ~ 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT flpitch :~ 5- ft BUILDING WIDTH ROOF ANGLE 0 ~ 22.62deg BUILDING LENGTH ROOF TYPE Type:~ 'Gable' HEIGHT TO FLOOR OCCUPANCY CATEGORY UseGroup :~'II' Use 'I' or 'II' SNOW LOAD PREPARED_BY ~ 'Shaun D. Decke( REVIEWED BY: height:~ 12·ft + O·in BAY WIDTH width :~ 40·ft PURLIN SPACING length :~ 250ft INT. PARTITION PANEL lower:~ Oft+ Oin INT. LATERAL BRIDGING SEISMIC LOAD IBCver1.0 bay :~ 1Q.ft P space := 5·ft p~ . • • anel .= yes Bridge:~ 'yes' GROUND SNOW LOAD P 9 :_~ 40·psf Esnow := 'B" ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR LIGHT FRAME WALLS w/ SHEAR PANELS Is~ 1 Ct :~ 1.2 SNOW EXPOSURE Exp :~ 'Partial' SHORT PERIOD SPECTRAL ACC. ROOF LIVE LOAD 4 :~ 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD Pt :~ .7-C,·Crls·Pg P1 ~ 34psf WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION P unbalanced = 42 psf Ps ~ 42psf V :~ 90·mph Ewind = ·s· C ~ 11.8psf D ~ 2.65 psf G ~ -7.95 psf H ~ -7.95 psf EDGE DISTANCE EdgeDistance :~ 3 SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:~ 16 WIDTH OF STRAP w, :~ 2in NUMBER OF INTERIOR ANCHORS Number_of_lnterior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 NUMBER OF EXTERIOR ANCHORS Number_of_Exterior_Anchors := 2 DIAMETER OF ANCHOR AnchorDiameter := 0.375 p37148B_12fl_eave.xmcd Blo Sileclass := 'D' Ss :~ 0.413 St :~ 0.081 S0s ~ 0.405 Sot ~ 0.130 Response= 6 Seismicoc = ·c· Csz ~ 0.067 DR:~ 2·psf Dp :~ Jpsf DL :~ O·psf Dr:~ Opsf 5/15/2008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VWL = 38151b Vwr = 9541b SEISMIC VEL= 48251b VET= 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckl = 'ok' LONGITUDINAL Strapsl = 0 TRANSVERSE SHEAR WALL PaneiCheckT = 'ok' TRANSVERSE SlrapsT = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR ShearWLI = 171b Upliftwu = 5491b Diamelerwu = 0.375 in LengthWLI = 2 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1411b UpHftmx = 4251b DiamelerWLx = 0.375 in LenglhwLx = 2 in WIND I TRANSVERSE /INTERIOR Shearwr 1 = 451b Upliftwr 1 = 2471b Diameterwr 1 = 0.375 in Lenglhwr1 = 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx = 3181b Upliftwrx = 410ib Diamelerwrx = 0.375 in Lenglhwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR Shearw = 641b Upli~u = 2721b DiamelerEll = 0.375 in Lenglhw = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELx = 641b UpliftELX = 327 tb DiameterELX = 0.375 in LengthELX = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI = 91b Upli~n = Olb DiameterETI = 0.375in LengthEn= 2in SEISMIC I TRANSVERSE I EXTERIOR ShearETX = 641b Upli~x = 41b DiameterETx = 0.375in LengthETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) WPurlin1 = 219plf Rpurlin 1 = 1 0941b MPurin1 = 2736 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) Wpurlin3 = 204 plf RPurlinJ = 1021 lb MPurlin3 = 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) Wpurlin4 = -57 plf RPurlin4 = -2831b MPurlin4 = -706ft-lb LOAD COMBINATION 4 (FORMULA 16-14) ~'~Purlin4e = -88 plf RPurlin4ea = -3851b MPurlin4e = -1106 ft-lb RPurlin4eb = -3081b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RocfPressureN = -19psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lntpR = 0.963 PURLIN (SS) Webpss = 7 Flangepss = 3 Gaugepss = 12 Fypss = 33 lntpss = 0.780 PURLIN (SSw/ BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugepsss = 14 Fypsss = 33 lntpsss = 0.963 PURLIN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 GaugeNR = 18 FYNR = 33 lntNR = 0.379 PURLIN (WIND, MID, SS) WebNSS = 7 FlangeNSS = 3 GaugeNSS = 18 FYNSS = 33 lntNss = 0.480 PURLIN (WIND, MID. SS wl BRDG.) WebNSSB = 7 FlangeNSSB = 3 Gaug"Nsss = 18 FYNSSB = 33 lntNSSB = 0.379 PURLIN (WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 GaugeNRE = 18 FYNRE = 33 lniNRE = 0.593 PURLIN (WIND. END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNSSE = 18 FYNSSE = 33 lntNSSE = 0.752 PURLIN (WIND, END, SS wl BRDG.) WebNSSBE = 7 FlangeNSSBE = 3 GaugeNSSBE = 18 FYNSSBE = 33 lntNSSBE = 0.593 p37148B_12ft_eave.xmcd Bi 5/15/2008 STUB POST HEADERS IBC ver 1.0 STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) RHt = 10941b MHt = 5472ft·lb LOAD COMBINATION 3 (FORMULA 16-13) RH3 = 10211b MH3 = 5104 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) RH4 = -2831b MH4 = -1412ft-lb MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION STUB POST HEADERS WebH = 9 FlangeH = 3.2 Gaug"rl = 12 FyH = 33 lntH = 0.818 SMALL STUB POST HEADERS WebHs = 5.5 FlangeHs = 2 Gaug"rls = 16 FYHS = 33 lntHs = 0.772 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P11 = 21891b LOAD COMBINATION 2 (FORMULA 16-12) P12 = 5221b LOAD COMBINATION 3 (FORMULA 16-13) P13 = 19831b M13 = 969.01 fl·lb MEMBER SIZES WEB FLANGE GAGE INTERACTION INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange 11 = 2 Gaugllj 1 = 12 lnt11 = 0.745 INTERIOR COLUMN (LC: 3) Web 13 = 999 Flange13 = 999 Gaugllj3 = 999 lnt 13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PJamb1 = 10941b NA LOAD COMBINATION 2 (FbRMULA 16-12) p Jamb2a = 1531b MJamb2a = 130ft·lb LOAD COMBINATION 2 (FORMULA 16-12) p Jamb2b = 4521b NA LOAD COMBINATION 3 (FORMULA 16-13) PJamb3a = 9101b MJamb3a = 98 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PJambJb = 11351b NA JAMB UNIFORM LOfo.D w Jamb = 135 plf JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES WEB FLANGE GAGE INTERACTION JAMB SUPPORT WebJ = 2 FlangeJ = 1 GaugeJ = 18 lniJ = 0.000 LARGE END WALL HEADER CHECK EWheader_check = "EW Header O.K." p371488_12ft_eave.xmcd Bb 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Psw1 = 10941b Msw = Oft·lb LOAD COMBINATION 2 (FORMULA 16-12) Psw 2 = 1531b LOAD COMBINATION 3 (FORMULA 16-13) Psw3 = 9101b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webs 1 = 5.5 Flanges 1 = 1.5 Gauges 1 = 18 lnls 1 = 0.170 SIDE WALL COLUMN, MID (LC: 2) Webs 2 = 5.5 Flanges2 = 1.5 Gauges 2 = 18 lnts2 = 0.116 SIDE WALL COLUMN, MID (LC: 3) Webs 3 = 5.5 Flanges 3 = 1.5 Gauges3 = 18 lnls 3 = 0.141 SW CORNER COLUMN (LC: 1) Webc 1 = 5.5 Flangec 1 = 1.5 Gaugec 1 = 18 lntc 1 = 0.170 SW CORNER COLUMN (LC: 2) Webc 2 = 5.5 Flangec 2 = 1.5 Gaugec 2 = 12 lntc 2 = 0.652 SW CORNER COLUMN (LC". 3) Webc 3 = 5.5 Flangec 3 = 1.5 Gaugec 3 = 14 lnlc3 = 0.863 END WALL COLUMNS E"D WALL LOADS AXIAL LOAD UNIFORM LOI'.D MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEW1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 = 1531b WEW2 = 74 plf MEW2 = 3833 ft·lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA wEW2e = 88 plf MEW2e = 1587 ft·lb END LOAD COMBINATION 3 (FORMULA 16-13) PEWJ = 9101b WEWJ = 56plf MEWJ = 2875 ft·lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJe = 66 pll MEWJe = 1190 ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebE1 = 5.5 FlangeE 1 = 1.5 Gaug"E 1 = 18 lniE1 = 0.239 END WALL COLUMN, MID (LC: 2) WebE2 = 999 FlangeE2 = 999 GaU9"E2 = 999 ln1E 2 = 999.000 END WALL COLUMN, MID (LC: 3) WebEJ = 5.5 FlangeEJ = 1.5 Gaug"EJ = 12 lntE3 = 0.834 END WALL COLUMN, END (LC: 2) WebEte = 5.5 FlangeEle = 1.5 Gaug"Eie = 16 lniEte = 0.857 END WALL COLUMN, END (LC: 3) WebE 2e = 5.5 FlangeE 2e = 1.5 Gaug"E 2e = 16 ln1E2e = 0.754 GIRTS GIRT LO.ADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE wcs = 45 pll Res= 2231b Mcs = 556 ft·lb SIDE WALL GIRT IN END ZONE wcse = 53 pll Rcse = 2651b Mcse = 661 ft·lb GIRT IN MID ZONE WGE = 63 pll RcE = 3141b MGE = 236 ft·lb GIRT IN END ZONE WGEe = 76 pll RcEe = 3781b MGEe = 236 ft·lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WP.LL GIRT (MID) WebGs = 5.5 FlangeGs = 1.5 Gaugecs = 18 lntGs = 0.532 SIDE WP.LL GIRT (END) WebGse = 5.5 FtangeGse = 1.5 Gaugecse = 18 lnlcse = 0.632 END \V;\LL GiRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 lntGE = 0.226 p371488_12ft_eave.xmcd 511512008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16~10) Pw = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16~ 12) PEC2 = 1531b WEC2 = 75 plf MEc 2 = 775 ft·lb LOAD COMBINATION 3 (FORMULA 16~13) PEcJ = 9101b WEC3 = 56 plf MEc 3 = 581 fUb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEC1 = 3.5 FlangeEc 1 = 1.5 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEC2 = 3.5 FlangeEc 2 = 1.5 Gaug"Ec2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEcJ = 3.5 FlangeEC3 = 1.5 GaU9"EC3 = 16 END CLOSET BEHIND JAMB Well[wc 1 = 3.5 FlangeEWc 1 = 1.5 GaugO[wc 1 = 18 END CLOSET BEHIND JAMB WebEWc 2 = 3.5 FlangeEwc 2 = 1.5 GaugO[wc 2 = 18 END CLOSET BEHIND JAMB WebEWcJ = 3.5 FlangeEWCJ = 1.5 Gaug"EwcJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING StudSpacing = 16 in STUD LOADS UNIFORM LOAD tv10MENT SIDE WALL STUD IN MID ZONE wstud = 21 plf Mstud = 369ft·lb SIDE WALL STUD IN END ZONE wstude = 25 plf Mstude = 449ft·lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Webstude = 3.5 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior == 21891b Pdown_exterior == 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148B_12ft_eave.xmcd BearingPressure = 1500 psf Slab= 5.5 in Padw = "na· in Pado == • na" in GAGE Gaugestud = 2o-· · Gaugestude = 20 UPLIFT UPLIFT Pup_inl = 5491b Pup_exl = 4251b IBC ver 1.0 · INTERACTION ln1EC1 = 0.286 ln!Ec2 = 0.848 lniEcJ = 0.799 lniEWc 1 = 0.375 lniEWc 2 = 0.052 lniEWC3 = 0.312 INTERACTION lnlstud = 0.636 lnlstude = 0.774 5/15/2008 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 &U>Cl> .B }2.'~ 1:.<'\~<-T>\.x­ 'lJ D c•,J;:l..o.... Co UA~() Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris + Section In uts Material' A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500000 psi Yield Strength, Fy 33000 psi Tensile Strength, Fu 45000 psi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 Stiffened Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity 0 in 0 in Y to center of gravity Outside dimensions, Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.6773 270.000 0.19400 2.1986 3.7306 2.1986 0.6673 180.000 90.000 0.000 -90.000 0.19400 0.19400 0.19400 0.19400 Oil Web None Single Cee Single None k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance lin) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Page 2 Shaun D. Decker Section: 12 ga Interior Column.sct 21.333 Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 19.750 ft Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength p {lb) 991.5 991.5 3088.9 Ly Ky Cby cmy Moment Mx (lb-ft) 484.5 484.5 1765.1 1. 000 ft Lt 1.0000 Kt 1.0000 ex 1.0000 ey Reduction, R' 0.0000 Vy (lb) 0.0 0.0 4052.3 My (lb-ft) 0.0 0.0 529.7 Effective section properties at applied loads: Ae 0.90201 in'2 Ixe 2.0009 in'4 Sxe(t) 1.0719 in'3 Sxe(b) 1.0735 in'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 (Mx, NAS Eq. C3.3.1-1 (My, My) My) Vy) Vx) 0.321 + 0.332 + 0.060 + 0.274 + Sqrt(0.075 + Sqrt(O.OOO + Bit. Iye Sye (l) Sye (r) 0.000 = 0.000 = 0.000)= 0.000)= 10 .167 ft 1.0000 0.0000 in 0.0000 in Vx (lb) 0.0 0.0 4142.3 0.5910 in'4 0. 7298 in'3 0.4256 in'3 0.653 <= 0.334 <= 0.274 <= 0.000 <= 1.0 1.0 1.0 1.0 CFS Version 5.0.2 Section: 12 ga 5.5 Exterior Double Column.sct Double Channel 5.597x1.7545-12 Gage Shaun D. Decker Trachte Building Systems, Inc. Rev. Date: 9/20/2006 2:11:46 PM By: Shaun D. Decker Section Inputs Material: A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu Warping Constant Override, .-cw Torsion Constant Override, J·· Connector Spacing work of forming. 29500000 psi 33000 psi 45000 psi 5.7076 in"'6 Right Channel, Thickness 0.1045 Placement of Part from Origin: in 0 in"4 24 in X to left edge Y to center of gravity Outside dimensions, Open shape o in 0 in 1 2 3 Length Angle Radius (in) (deg) (in) 1.7545 180.000 0.19400 5.5970 90.000 1.7545 0.000 0.19400 0.19400 Left Channel, Thickness 0.1045 in Placement of Part from Origin: X to right edge 0 in 0 in Y to center of gravity Outside dimensions, Open shape 1 2 3 Length Angle Radius I in) (deg) (in) 1.7545 0.000 0.19400 5.5970 1.7545 90.000 180.000 0.19400 0.19400 Web Single Double Single Web Single Double Single k Coef. 0.000 0.000 0.000 k Coef. 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 Hole Size (in) 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.8773 2.7985 0.8773 Distance (in) 0.8773 2.7985 0.8773 CFS Version 5.0.2 Page 2 Section: 12 ga 5.5 Exterior Double Column.sct Double Channel 5.597x1.7545-12 Gage Shaun D. Decker Trachte Building Systems, Inc. Rev. Date: 9/20/2006 2:11:46 PM By: Shaun D. Decker Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 19.750 ft Kx 1.0000 Cbx 1.0000 Ly Ky Cby 4. 167 ft 1.0000 1.0000 Lt Kt ex Cmx 1.0000 Cmy 1. 0000 ey 4.167 ft 1.0000 0.0000 in 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: Entered Applied Strength Effective Ae p (lb) 153 153 16304 Mx (lb-ft) 3833.0 3833.0 4541. 2 section properties at 1.8153 in·2 Ixe Sxe(t) Sxe(b) Interaction Equations NAS Eq. C5.2.l-l (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) Vy (lb) 0 0 12932 My (lb-ft) 0.0 0.0 710.3 applied loads' 7.9120 in•4 2.8272 in·3 2. 8272 in•3 Iye Sye (l) Sye (r) Vx (lb) 0 0 7532 0. 7568 in·4 0.4313 in•3 0.4313 in•3 0.009 + 0.850 + 0.000 = 0.859 <= 1.0 0.005 + 0.844 + 0.000 = 0.849 <= 1.0 Sqrt(0.710 + 0.000)= 0.843 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:~ 'Travis Stewart' LOCATION :~ 'Carbondale, CO' PLAN_NUMBER :~ 'P-37148' BUILDING := 'C' CODEBODY ~ 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT Rp;tch := 5- ft BUILDING WIDTH ROOF ANGLE 0 ~ 22.62 deg BUILDING LENGTH ROOF TYPE Type:= 'Gable' HEIGHT TO FLOOR OCCUPANCY CATEGORY UseGroup :~'II' Use 'I' or 'II' SNOW LOAD PREPARED_BY ~ 'Shaun D. Decke( REVIEWED BY: height := 9-ft+ 4-in BAY WIDTH width :~ 40-ft PURLIN SPACING length :~ 240ft INT. PARTITION PANEL lower:= Oft+ Oin INT. LATERAL BRIDGING SEISMIC LOAD IBCver 1.0 bay:~ 10-ft Pspace := 5·ft Pipanet :~ 'yes' Bridge:= 'yes' GROUND SNOW LOAD P9 :~ 40-psf Esnow := 'B' ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR LIGHT FRAME WALLS w/ SHEAR PANELS Is~ 1 Ct :~ 1.2 SNOW EXPOSURE Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. ROOF LIVE LOAD L, :~ 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD P1 :~ .7·C,·Crls·P9 P1 ~ 34 psf SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE [TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42 psf Ps ~ 42psf V :~ 90-mph Ewind = '8' lw ~ 1 a= 3.733ft C= 11.8psf D ~ 2.65 psi G = -7.95psl H = -7.95psl EDGE DISTANCE EdgeDistance := 3 DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:~ 16 WIDTH OF STRAP w, :~ 2in NUMBER OF INTERIOR ANCHORS Number_oUnterior_Anchors :~ 1 CONCRETE STRENGTH Concrete := 2500 NUMBER OF EXTERIOR ANCHORS Number_oi_Exlerior_Anchors := 2 DIAMETER OF ANCHOR AnchorDiame!er := 0.375 p37148c_aq.xmcd (!. 1 Sitedass := 'D' Ss := 0.413 S1 :~ 0.081 Sos = 0.405 S01 = 0.130 Response= 6 Seismicoc = ·c· Csz = 0.067 DR:~ 2-psl Dp := 3-psl DL :~ 0-psl Dr:= Opsl 511512008 lBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND Vm = 31861b Vwr = 7971b SEISMIC VEL= 46321b VET= 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckL = 'ok' LONGITUDINAL Strapsl = 0 TRANSVERSE SHEAR WALL PaneiCheckr = 'ok' TRANSVERSE Slrapsr = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR Shearwu = 151b Upliftwu = 4741b DiameterWLI = 0.375 in Lenglhm1 = 2 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1181b UpliftwLX = 3511b DiameterwLx = 0.375 in Lengthmx = 2 in WIND I TRANSVERSE /INTERIOR Shearwr 1 = 381b Upliftwr 1 = 2471b Diameterwr 1 = 0.375 in Lengthwr 1 = 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx = 2661b Uptiftwrx = 310tb Diameterwrx = 0.375in Len9lhwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR ShearELI = 641b Upti~u = 2211b Diameter ELl = 0.375 in Length ELl = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX = 641b UpliftELx = 2751b DiameterELX = 0.375 in LengthELx = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETt = 91b Upti~n = o lb DiameterEn = 0.375in LengthEn = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 641b Upli~rx = o lb DiameterETX = 0.375in LengthETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Wpurlin1 = 219plf Rpu~in1 = 10941b MPurin1 = 2736 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) Wpurin3 = 204 plf Rpu~inJ = 10211b Mpu~in3 = 2552 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) Wpurin4 = -57 plf Rpu~in 4 = -2831b Mpu~in4 = -706ft-lb LOAD COMBINATION 4 (FORMULA 16-14) Wpu~in4e = -88 plf Rpuf1in 4ea = -380 lb MPurin4e = -1106fl·lb RPurlin 4eb = -3051b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RoofPressureN = -19 psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lnlpR = 0.963 PURLIN (SS) Webpss = 7 Flangepss = 3 Gaugepss = 12 Fypss = 33 lntpss = 0.780 PURLIN (SS wi BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugepsss = 14 Fypsss = 33 lntpsss = 0.963 PURLIN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 GaU9BNR = 18 FYNR = 33 ln!NR = 0.379 PURLIN (WIND, MID. SS) WebNss = 7 FlangeNSS = 3 GaugeNsS = 18 FYNSS = 33 ln!Nss = 0.480 PURLIN (WIND. MID, SS wl BROG.) WebNsss = 7 FlangeNsss = 3 GaugeNSSB = 18 FYNSSB = 33 ln!NSSB = 0.379 PURUN (WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 GaugeNRE = 18 FYNRE = 33 lniNRE = 0.593 PURLIN (WIND, END, SS) WebNssE = 7 FlangeNSSE = 3 GaugeNSSE = 18 FYNSSE = 33 lniNSSE = 0.752 PURLIN (WIND, END, SS wl BRDG.) WebNSSBE = 7 FlangeNSSBE = 3 GaugBNsssE = 18 FYNSSBE = 33 ln!NSSBE = 0.593 p37148c_aq.xmcd !C. 2 511512008 STUB POST HEADERS STUB POST HEADER LOADS REACTION LOAD COMBINATION 1 (FORMULA 16-10) RH1 ~ 10941b LOAD COMBINATION 3 (FORMULA 16-13) RH3 ~ 10211b LOAD COMBINATION 4 (FORMULA 16-14) RH4 ~ -2831b MEMBER SIZES WEB FLANGE STUB POST HEADERS WebH ~ 9 FlangeH = 3.2 SMALL STUB POST HEADERS WebHs = 5.5 FlangeHs = 2 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOI>.O COMBINATION 1 (FORMULA 16-10) P11 = 21891b LOAD COMBINATION 2 (FORMULA 16-12) P11 ~ 4711b LOAD COMBINATION 3 (FORMULA 16-13) P13 = 19451b M13 = 731.51 ft-lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange 11 = 2 INTERIOR COLUMN (LC: 3) Web 13 = 999 Flange 13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJamb1 = 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb1a = 781b LOAD COMBINATION 2 (FORMULA 16-12) PJamb1b = 4001b LOAD COMBINATION 3 (FORMULA 16-13) PJamb3a = 8541b LOAD COMBINATION 3 (FORMULA 16-13) PJambJb = 10961b JAMB UNIFORM LOAD WJamb = 137 plf JAMB CHECK MEMBER SIZES JAMB SUPPORT JambCheck = • ok' EWJambCheck = 'ok' FLANGE FlangeJ = 1 LARGE END WALL HEADER CHECK EWheader_check = 'EW Header O.K.' p37146c_aq.xmcd MOMENT MH 1 ~ 5472 ft-lb MHJ ~ 5104 ft-lb MH 4 ~ -1412ft-lb GAGE YIELD Gaug"H = 12 FyH = 33 Gaug"Hs = 16 FYHS = 33 GAGE Gauge 11 ~ 14 Gaug~3 = 999 MOMENT NA MJamb1a = 133ft-lb NA MJamb3a = 99 ft-lb NA GaugeJ = 18 ISC ver 1.0 INTERACTION lniH = 0.818 lntHs = 0.772 INTERACTION ln1 11 = 0.993 lnl13 = 999 INTERACTION lniJ = 0.000 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pswt ~ 10941b Msw ~ Oft·lb LOAD COMBINATION 2 (FORMULA 16-12) Psw 2 ~ 781b LOAD COMBINATION 3 (FORMULA 16-13) Psw3 ~ 8541b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webst ~ 5.5 Flangest ~ 1.5 Gaugest ~ 18 lnlst ~ 0.183 SIDE WALL COLUMN, MID (LC: 2) Web 52 ~ 5.5 Flange 52 ~ 1.5 Gauge52 ~ 18 lnls2 ~ 0.109 SIDE WALL COLUMN, MID (LC: 3) Webs 3 ~ 5.5 Flange 53 ~ 1.5 Gauge53 ~ 18 ln153 ~ 0.143 SW CORNER COLUMN (LC: 1) Webct ~ 5.5 Flangect ~ 1.5 Gaugect ~ 18 Inlet ~ 0.183 SW CORNER COLUMN (LC: 2) Webc 2 ~ 5.5 Flangec 2 ~ 1.5 Gaugec 2 ~ 16 lnlc2 ~ 0.867 SW CORNER COLUMN (LC: 3) Webc 3 ~ 5.5 Flangec 3 ~ 1.5 Gaugec 3 ~ 16 lnlc 3 ~ 0.744 EIW WALL COLUMNS END WALL LO,t..DS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEWt ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 ~ 781b Wf!N2 ~ 75 plf Mf!l/2 = 2928 ft·lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA Wf!N2e ~ 90 plf Mf!N2e ~ 981 ft·lb END LOAD COMBINATION 3 (FORMULA 16-13) pf!l/3 ~ 8541b Wf!N3 ~ 56plf Mf!l/3 ~ 2196 ft·lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA Wf!N3e ~ 68 plf MEW3e ~ 735ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt ~ 5.5 FlangeEt ~ 1.5 GaU98Et ~ 18 InlEt ~ 0.228 END WALL COLUMN, MID (LC: 2) WebE2 ~ 5.5 FlangeE2 ~ 1.5 Gaug"E 2 ~ 12 ln1E 2 ~ 0.763 END WALL COLUMN, MID (LC: 3) WebE 3 ~ 5.5 FlangeE 3 ~ 1.5 Gaug"E3 ~ 12 ln1E 3 ~ 0.637 END WALL COLUMN, END (LC: 2) WebEte ~ 5.5 FlangeEte = 1.5 Gaug"Ete = 18 lniEte = 0.741 END WALL COLUMN, END (LC: 3) WebE2e = 5.5 FlangeE2e = 1.5 GaugeE2e = 18 ln1E2e = 0.719 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS = 46 plf ~s = 230ib MGs = 576ft·lb SIDE WALL GIRT IN END ZONE wGse = 55 plf ~s. = 2731b MGse = 683 fl·lb GIRT IN MID ZONE WGE = 63 plf ~E= 3141b MGE = 236 ft·lb GIRT IN END ZONE WGEe = 76 plf ~Ee = 3781b MGEe = 236 ft·lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL GIRT (MID) WebGs = 5.5 FlangeGs = 1.5 Gaugecs = 18 lniGs = 0.550 SIDE Wfo.LL GIRT (END) WebGse = 5.5 FlangeGse ~ 1.5 Gaugecse = 18 lniGse = 0.653 END W.All GIRT {END) WebGE = 5.5 FlangeGE = 1.5 GaugeGE ~ 18 lniGE = 0.226 p3714Bc_aq.xmcd (...4 5/15/2008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pw = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEG2 = 78 lb WEG2 = 75 plf MEG2 = 775ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PEG3 = 8541b WEG3 = 56 plf MEG3 = 581 fl-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEct = 3.5 FlangeEct = 1.5 GaugeEct = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEG2 = 3.5 FlangeEG 2 = 1.5 GaU9"EG2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEc3 = 3.5 FlangeEGJ = 1.5 GaU98EG3 = 16 END CLOSET BEHIND JAMB WebEwct = 3.5 FlangeEWct = 1.5 Gaug"Ewct = 18 END CLOSET BEHIND JAMB WebEWc 2 = 3.5 FlangeEWG2 = 1.5 Gaug"EwG2 = 18 END CLOSET BEHIND JAMB WebEWGJ = 3.5 FlangeEWG3 = 1.5 Gaug"EwGJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwG = 1 STUDS SPACING StudSpacing = 16 in STUD LOA.OS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wstud = 21 plf Mstud = 227ft-lb SIDE WALL STUD IN END ZONE wstude = 26 plf Mstude = 278 ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) -Webstud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Webstude = 3.5 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior = 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148c_aq.xmcd BearingPressure = 1500 psf Slab = 5.5 in Padw = 'na' in Pad 0 = 'na' in c. 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_int = 4741b Pup_ed = 3511b !BC ver 1.0 INTERACTION lntw = 0.286 ln1Ec 2 = 0.832 ln1EG3 = 0.788 lntEWct = 0.375 lntEwc 2 = 0.027 lntEWGJ = 0.292 INTERACTION lntstud = 0.391 lntstude = 0.480 5/15/2008 TRACHTE BUILDING SYSTEMS, INC. BOAT-RV STORAGE PROJECT CALCULATIONS PER 2006 INTERNATIONAL BUILDING CODE CUSTOMER:~ "Travis Stewart" LOCATION :~ "Carbondale, CO" PLAN_NUMBER :~ "P-37148" BUILDING:~ "C" BUILDING DESCRIPTION in ROOF PITCH Rpitch := 5- ft ROOF ANGLE 0 ~ 22.62deg BAY 1 BUILDING HEIGHT H:~ 16·ft+O·in BUILDING WIDTH B :~ 40·ft BUILDING LENGTH Length :~ 60ft HEIGHT TO FLOOR Lower:= Oft BUILDING SLOPE Type:= "Gable" SNOW LOAD GROUND SNOW LOAD SNOW EXPOSURE CATEGORHable 1608.3.1 SNOW IMPORTANCE FACTOR Table 1604.5 Table 1608.3.2 PREPARED_BY ~ "Shaun D. Decker" REVJEWED_BY ROOF DEAD LOAD DR:= 2·psf PARTITION DEAD LOAD Dp := 3·psf BAY WIDTH Bay:~ 15· ft DOOR WIDTH Door :~ 12· ft PURLIN SPACING Pspaoe :~ 5·ft BLANK SIDEWALL SPACING SWspm :~Bay BLANK ENDWALL SPACING EWspa<e :~ Pspaoe INT. TRANSVERSE BRACE Colb"" :~ "yes" INT. PARTITION PANEL Panb"" :~"yes" LONG. PANEL LENGTH Panroog :~Length TRANS. PANEL LENGTH Pan'""':~ B PER BAY Pg :~ 40·psf Esnow := "B" Is:~ I c, :~ 1.2 THERMAL FACTOR SNOW EXPOSURE Full, Partial or Sheltered Exp := "Partial" FLAT ROOF SNOW LOAD ROOF LIVE LOAD MINIMUM DESIGN LOAD WIND LOAD WIND VELOCITY WIND EXPOSURE CATEGORY Figure 1608.2 Pr~ 34psf LL :~ 20psf P d :~ 20psf V :~ 90·mph E..vind := "8" WIND IMPORTANCE FACTOR Table 1604.5 /" ~ 1 SLOPED ROOF SNOW LOAD P5 = 29 psf UNBALANCED SNOW LOAD Prub 2 ~ 42psf p37148c_brv.xmcd Ct., 5116/2008 SEISMIC LOAD ANALYSIS PROCEDURE: BUILDING FRAME SYSTEM: RESPONSE MODIFICATION FACTOR SEISMIC SITE CLASS SEISMIC USE GROUP SHORT PERIOD SPECTRAL ACC. 1 SECOND PERIOD SPECTRAL ACC. SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. SEISMIC DESIGN CATEGORY FIGURE 1615(1) FIGURE 1615(2) Static Light frame walls with shear panels Response := 6 Siteclass := "D" UseGroup = "!" Ss := 0.413 sl := 0.081 Sos = 0.405 SDl = 0.130 Seismicoc = "C" DESIGN WIND LOADS (Building and Cladding) z1 := O.I·B z2 := 0.4· H z3 := .04-B END ZONE WIDTH a= 4ft Z.=4ft DESIGN PRESSURE (psf} COMPONENTS & CLADDING (Table1609.6.2.1(2)) WALL WINDWARD END ZONE 5 P5p = 13.6psf LEEWARD END ZONE 5 Ps = -17.6psf WINDWARD MIDZONE4 P4p = 13.6psf LEEWARD MID ZONE 4 P4 = -14.8psf ROOF-NEGATIVE END ZONE 2 P2 = -22.1 psf MID ZONE 1 P1 = -12.5psf BOOF-MAX. POSTIVE Pp = IOpsf Wall Strap Braces MAIN WIND FORCE RESISTING FRAME (Table 1609.6.2.1(1)) WALL WINDWARD WALL MID ZONE WINDWARD WALL END ZONE LEEWARD WALL MID ZONE LEEWARD WALL END ZONE WINDWARD ROOF LEEWARD ROOF Pwl = 9.1psf Pw1E= llpsf Pw4 = -6.8 psf Pw4E = -8.1 psf Prw = 7.9 psf Prwl = -7.5 psf GAGE OF STRAPS Gage:= 16 WIDTH OF STRAPS w5 := 2in Fy := 33000psi F" := 45000psi CHECK WEDGE BOLTS Suggested Anchor Size (Longitudinal/ Exterior) Suggested Anchor Size (Longitudinal/Interior) Suggested Anchor Size (Bay 1 I Exterior) Suggested Anchor Size (Bay 1 /Interior) p37148c_brv.xmcd DiameterLE = 999 DiamcterL = 0.5 Diameter! E = 0.5 Diameter] = 0.5 LengthLE = 999 LengthL = 3 Length IE= 2 Length I = 2 Tal = 2470 lb Ta2 = 28131b 5/16/2008 REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) Maximum Uplift@ Anchor (Exterior) Maximum Shear@ Anchor UpliftWL = 397lb UpliftSL = 0 lb (Wind) (Seismic) Uplif\WLE = 806lb Uplif\SLE = 0 lb (Wind) (Seismic) ShearWL = 2504lb ShearSL = 3981b (Wind) (Seismic) Length of Partion Panel Required t.,3.3 = 85.03 ft Length of Partion Panel Used Pan 10,g = GO ft Number of Straps Required StrapsL = 2 Number of Straps Used StrapsL = 2 BAY WIDTH 1 Maximum Uplift@ Anchor (Interior) Maximum Uplift@ Anchor (Exterior) Maximum Shear@ Anchor Uplift WI = 0 lb UpliftS!= 0 lb (Wind) (Seismic) UpliftWEI = 0 lb UpliftSEI = 0 lb (Wind) (Seismic) ShearWI = 239lb ShearS I = 49.79lb (Wind) (Seismic) Length of Partion Panel Required L,u = 20.97 ft Length of Partion Panel Used Pan 1rans = 40ft Number of Straps Required Straps! == 0 Number of Straps Used Strapsl = 0 PURLIN LOADS LC1: D LC2: D + (Lr or S LC3: D+ .75 (W + Lr or S) Max positive moment Max End Reaction GIRT MOMENTS PBLCI = 2psf PBLC2 = 43.78 psf PBLC3 = 40.83 psf Mpt = 73870.321bin Rpt = 1641.56lb Note: Live load deflection limited to 1/2 of roof pitch. Deflection limit: Allowable Moment of lntertia slim= 12.5 in Negative Moment, End Zone MtW2E = -23388.75lbin Negative Moment, Mid Zone Mtwz = -19068.75lbin 0 . 4 11 = .52m Reactions, End Zone RtWZE = -680.15lb Rtw2Em = -539.351b Reaction, Mid Zone R1w2 = -423.75lb Max Moment, Endwall, Mid Zone Max Moment, Endwall, End Zone MIGE = 5273lbin MIGEc = 6270lbin Max Moment. Sidewall, Mid Zone Max Moment, Sidewall, End Zone MIGs = 26640lbin M I GSo = 27984lb in COLUMN MOMENTS SW Corner EW Corner End Zone Mlcsc = 762861bin MlcEc= 68478lbin Mlcsc = 4120llbin MlcEc = 681161bin Mid Zone M I cs = 75776 lb i" MicE= 641331bin M!Js = 38361.6 !bin COLUMN AXIAL LOADS Interior Exterior Exterior. @ Brace Corner Corner@ Brace LC1:D BLCI = 150lb BLCIE=75lb na BLCIC=37lb na LC2: D + L BLC2 = 3283lb BLC2E = I 6421b BLC2EB = I 642lb BLC2C = 82llb BLC2CB = 82 t lb LC3: D + .75 (W + L) BLC3 = 2500 lb BLC3E = 1250 lb BLC3EB = 216ilb BLCJC = 6251b BLC3CB = 1536 lb LC4: D + .7E + L BLC4 = 2499.84lb BLC4E = 1249.921b BLC4EB = 1249.92 lb BLC4C = 625lb BLC4CB = 624.96 lb LC5: D +W BLC5 = 150lb BLC5E = 75lb BLC5EB = 1289.93 lb BLC5C = 37.5lb B LCSCB = 1252.43 lb p37148c_brv.xmcd (8 5/16/2008 MEMBER SELECTION INTERIOR COLUMN, BAY 1 Webli = 7.94 . 2 A, = 0.97 In D Flangeli = 2.41 fy = 33 ksi D JAMB COLUMN, BAY 1 Lipli = 0.88 Gauge I i = 14 Inter! i = 0.83 lnter,q = "C5.2.1-I" Lx = 283 in Ly=12in L. = 183.04 in Webld = 7.88 Flangeld = 3 Gaugeld = 16 lnterld = 0.86 lnter,q = "C5.2.1-2" A, = 0.76 in 2 Fy = 33 ksi D D Lx = 292 in BLANK SIDE WALL COLUMN, BAY 1 Web lsi= 7.94 Flangelsl = 1.91 Lip lsi = 0.63 . 2 . 3 4 Ae = 04m Sc = 1.31 m lxe = 5 55m D D D BLANK SIDE WALL CORNER COLUMN, BAY 1 Weblcsl = 7.94 A, = 0.65 in 2 D Flange I cs I = 2.44 . 3 Sc = 2.17m D Liplcsl = 0.84 6 . 4 lxe = 8.7 m D BLANK END WALL COLUMN, END ZONE, BAY 1 Weblele = I 1.94 Flangelele = 3.03 Liplele = I 0 . 2 A,=l.lm D Ixe = 30.51 in 4 D BLANK END WALL COLUMN, MID ZONE, BAY 1 Weblels = I 1.94 Flangelels = 3.03 Liplels = I 0 . 2 Ae =I. 1m D 5 . 3 Sc = 5.0 m D fxe =30.5\in4 D BLANK END WALL CORNER COLUMN, BAY 1 Wcblcel = 11.94 Flange I eel= 3.03 Gauge I eel = 14 . 2 Ae = I.Oim D . 3 s, = 5.05 In D GIRT, SIDE WALL, BAY 1 Web I gs = 7.94 Flange I gs = 2.44 GIRT, END WALL, BAY 1 Weblge = 11.94 Flangelge = 2.72 . 4 lxe = 22.49 tn D PURLIN, R-PANEL ROOF, BAY 1 p37148c_brv.xmcd lxe = 30.51 in 4 D Gaugelgs = 16 Fy = 33ksi D Gaugelge = 16 Fv = 33 ksi ·o Ly= 64in Gaugelsl = 18 Fy = 33 ksi D Gaugelcsl = 16 Fy = 33 ksi D Gaugelele = 14 fy = 33ksi D Gaugelels = 14 Fy ~ 33 ksi D Inter I eel= 0.98 Fy = 33 ksi D lnterlgs = 0.65 Lx = ISO in lnterlge = 0.09 L.,=60in L.=64in Inter! s I = 0.43 lntereq = "C5.2.1-1" Lx = 192 in Ly = 64 in L.=64in Interlcsl = 0.97 Jnter,q = "C5.2.1-I" Lx = 192in Ly=64in L. = 64in Inter I e I e = 0.98 lnter,q = "C5.2.1-I" Lx = 292in Ly=l55in L. = 155 in Interlels = 0.92 lnter,q = "C5.2.1-I" Lx = 292in Ly= 155in L. = 155 in Jnter:q = "C5.2.1-I" Lx = 292 in Ly=155in L. = 155 in Ly= 12in L.= 180in L,.=l2in L.=60in 511612008 Weblpr = 12 Flange I pr = 3 Gaugelpr = 14 Fy = 33ksi D lnterl pr = 0.8 PURLIN, R-PANEL ROOF, BOTTOM FLANGE BRIDGING END BAYS ONLY, BAY 1 Weblprb = 12 Flange I prb = 3 Gaugelprb = 14 Fy = 33 ksi D PURLIN, R-PANEL ROOF, BOTTOM FLANGE BRIDGING ALL BAYS, BAY 1 Weblps= 12 Flange Ips = 3 Gauge ips= 14 Fy = 33 ksi D PURLIN, R-PANEL ROOF, SOLID BRIDGING END BAYS ONLY, BAY 1 Weblpsb = 12 Flange I psb = 3 Gaugelpsb = 14 Fy = 33 ksi D PURLIN, R-PANEL ROOF, SOLID BRIDGING ALL BAYS, BAY 1 Weblpl = 12 Flange! pi= 3 PURLIN, SS ROOF, BAY 1 Weblp2 = 999 Flangelp2 = 999 Gaugelpl = 14 Gaugelp2 = 999 Fy = 33ksi D fy =50ksi D PURLIN, SS ROOF, BOTTOM FLANGE BRIDGING END BAYS ONLY, BAY 1 Weblplb = 999 Flangelplb = 999 Gaugelplb = 999 fy =50ksi D PURLIN, SS ROOF, BOTTOM FLANGE BRIDGING ALL BAYS, BAY 1 Weblp2b = 999 Flange I p2b = 999 Gauge I p2b = 999 Fy =50ksi D PURLIN, SS ROOF, SOLID BRIDGING END BAYS ONLY, BAY 1 Web I p3b = 999 Flange I p3b = 999 Gauge I p3b = 999 PURLIN, SS ROOF, SOLID BRIDGING ALL BAYS, BAY 1 Weblp4b = 12 Flange I p4b = 3 Gaugelp4b = 14 p37148c_brv.xmcd Fy = 50 ksi D Fy = 33 ksi D Jnterlprb = 0.8 Inter ips= 0.8 lnterlpsb = 0.8 Inter I pi = 0.8 Inter! p2 = 1.32 lnterlplb = 1.32 lntcrlp2b = 1.32 Inter I p3b = 1.32 Inter I p4b = 0.8 5/16/2008 Job Location c c-rbooc\ake Co Sheet# ___ of __ _ Plan# '\)-31-J '-lA Date .:; l!u/of1 _-, w.,_ r-I c:: L0, ()</''/" I___, (i't>' <---; .,_ qo ~ <J.s; ' 'V-0 . oo-::!5& v \{..:?: ):...21:.. 't....,l. '"X. ~ , oo:l5L.. .t.-z . I.<> .~5 'i) "} ~ Fo '1-,'-Gc..p -C) '?'rl G. C.,;. (;,o .<65 C~o .'0 )-.l.. G.[;>;_ o '.I~ "" '1. 51 . t>S:. .& -"/5r'.IJ''c '! .. 1.:>, z. !>'> '1.51 2-S·-.t. -'I.SJ·'-18 = _:) .'3.3, -o.t o -----. """~ -[L) l'>f, ... ·-----·-----------·· -----' -· . - i ---·· I ! . -;I -I i- .. "'-I "'.> ---- r7'q'· . . ~o·~·· -i . --.... '?o l.b ?'\' .. '5-ft ;>'f.,, /z. -Cni>'ts.'L5. '"-' A"'-.0-. Lok£1 = 11 '1. U> \\>.,; ~ c?_il.DI IC<. o 3'1o1-los [if\ I'- ' ,, n 'g·· &~_ + 'V'J 2~ ·l-oD ,z..s u~~ f!._?..c z. ·:n-. S"D 11o, I<' ' -ZC-'1. 21P~ Lo>~>a'-z._<.._l .. , J J v -Z:Z-9. Z.t..o \\,., -~~ f'Y'I . .. -L)o::>?.o;» lb-pr . . . .. Trachte Building Systems· 314 Wilburn Road, Sun Pra1ne, WI 53590 · Phone: 800-35D'5824 · Fax: 800-981-9014 (!_J] 1915 .eng.Ol/05 CFS Version 5.0.2 Section: 8x2.5C 14.sct Shaun D. Decker 8 x2.5 C 14 Gage SRv r::,.,~...,_.,,vr-Trachte Building Systems, Inc. LGSI Library C..olo<Al"f\ Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Section Inputs Material: A607 Class 2 Grade 55 No strength increase from Modulus of Elasticity, E Yield Strength, Fy cold work of forming. 29500000 psi Tensile Strength, Fu Warping Constant Override, Cw Torsion Constant Override, J 55000 67700 0 psi psi in"'6 C-Section, Thickness 0.07 in Placement of Part from Origin: X to center of gravity 0 in 0 in Y to center of gravity Outside dimensions/ Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.8000 270.000 0.18750 2.5000 180.000 8.0000 90.000 2.5000 0.8000 0.000 -90.000 0.18750 0.18750 0.18750 0. 18750 o in"'4 Web None Single Cee Single None erz ... k coef. 0.000 o.ooo 0.000 o.ooo o.ooo Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.4000 1.2500 4.0000 1.2500 0.4000 CFS Version 5.0.2 Section: 8x2.5C14.sct 8 x 2.5 C 14 Gage LGSI Library Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification-US (ASD) Design Parameters: Lx 23.583 ft Ly 1. 000 ft Lt 15.250 ft Kx 1.0000 Ky 1. 0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 3283.0 0.0 0.0 0.0 0.0 Applied 3283.0 0.0 0.0 0.0 0.0 Strength 3428.3 5766.1 4077.8 606.6 5731.7 Effective section properties at applied loads: Ae 0.97566 in"2 Ixe 9.2100 in"4 lye 0.8000 in"'4 Sxe(t) 2.3025 in ..... 3 Sye (l) 1.1559 in .... 3 Sxe(b) 2.3025 in"3 Sye (r) 0.4425 in"'3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.958 + 0.000 + 0.000 = 0.958 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.188 + 0.000 + 0.000 = 0.188 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 CFS Version 5.0.2 Shaun D. Decker Section: 12x3.5C12.sct .Jt- 12 x 3.5 C 12 Gage 8Rv-~ · LGSI Library G>\W<\f) Trachte Building Systems, Inc. Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Section Inputs Material: A607 Class 2 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500000 psi Yield Strength, Fy 55000 psi Tensile Strength, Fu 67700 psi Warping Constant Override, cw 0 inA6 Torsion Constant Override, J o inA4 C-Section, Thickness 0.105 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity o in Outside dimensions, Open shape Length Angle Radius (in) (deg) (in) 1 0.885 270.000 0.18750 2 3 4 5 3.500 12.000 3.500 0.885 180.000 90.000 0.000 -90.000 0.18750 0.18750 0.18750 0.18750 Web None Single Cee Single None k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.000 0.000 0.000 0.000 0.000 Page 1 Distance (in) 0.442 1.750 6.000 1.750 0. 442 CFS Version 5.0.2 Section: 12x3.5C12.sct 12 x 3.5 C 12 Gage LGSI Library Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification-US (ASD) Design Parameters: LX 24.333 ft Kx 1.0000 cbx 1.oooo Cmx 1.0000 Braced Flange: None Loads: Entered Applied strength p (lb) 3407 3407 14329 Ly Ky Cby Cmy Moment Mx (lb-ft) 4057 4057 10127 Effective section properties at Ae 2.0935 in~2 Ixe Interaction Equations Sxe (t) Sxe(b) NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 12.917 ft Lt 1.0000 Kt 1.0000 ex 1.0000 ey Reduction 1 R: 0.0000 Vy (lb) 0 0 9024 My (lb-ft) 0 0 2790 applied loads' 43.759 in'4 7. 2932 in'3 7.2932 in'3 Iye Sye (l) Sye (r) 12.917 ft 1.0000 0.0000 in 0.0000 in Vx (lb) 0 0 12626 3. 072 3.4943 1.1719 0.238 + 0.418 + 0.000 = 0.656 <= 1.0 0.097 + 0.401 + 0.000 = 0.497 <= 1.0 Sqrt(0.051 + 0.000)= 0.227 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 CIS"