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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. llo qtJ -B ' Parcel No : 2393-0 7 4-00 -357 Locality : Job Address: 0082 CR 113 Carb ondale ---------------------------------------------- Owner: Aspen Equity Group Contractor: Cogg ins-Stewart Const. Fees: Plan Check: $ 3,568.41 Septic: $ 73.00 Bldg Permit : $ 5,489.86 Other Fees : Total Fees: $ 9,131.27 Clerk: ~ Date: ~.~,0~ I 2 3 4 5 6 7 8 9 10 II 12 GARF IELD COUNTY BUILDING PERMIT APPLICATION I 08 8'h Street, Su ite 40 I, Glenwood Springs, Co 81601 Phone: 970-945 -82 12 I Fax: 970-384 -3470 I Inspect ion Lin e: 97 0-384-5003 www. ga rfi eld -county .com Parce l No: (this infonnation is available at the assessors office 970-945-9 134) Z..? Z;. -ol -oo ~~c;; 7 Ph: l t I I I I Phbt 4-.S , Y 2S 2. +J- :_. o Alteration Sept ic: Owne rs va lu ation of Work: NOTICE It I I AltPh: L.< .... No. of Floors: ""Z ,, ~. This application for a Building ennit must be signed by the Owner of th e propeny, 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 ptovided with this Application. ugal Access. A Building Permit cannot be issued without proof of le gal and adequate access to the propeny for purposes of inspections by th e Building Department. Othe r Permits. Multiple separate permits may be required: (1) Stale Electrical Penni!, (2) County ISDS Permit, (3) another permit requi red for use on the propeny identified above, e.g. Stale or County Highway/ Road Access or a Stale Wastewater Discharge Permit. Void Pe rmit. A Building Permit becomes null and void if th e work authorized is not commenced within 180 days of th e date of issuance and if work is suspended or abandoned for a period of 180 days after commencement. CERTIFICATION I hc•cby certify thai I hove read th is Application and that the information contained above is true and conecl I unde rstand thai the Building Department accepts the Application, along wi th th e plans and specifications and other data submitted by me or on my behalf(submittals), based upon my certification as to accuracy. Assuming completen ess of th e submittals and approval of this Application, a Building Permi t will be issued gran ting permission IO me, as Owner, to construct the structure(s) and facilities detai led on the submittals reviewed by the Building Departme nt. In consideration oft he issuance of the Building Permit, I agree that I and my agents will comp ly with provisions of any federal, slate or local law regulating the work and th e Garfield County Building Code, ISDS regulations and applicable land use regulations (Cou nty Regulation(s)). I acknowledge that th e Bui lding Permi t may be suspended or revoked, upon notice from the County, if the location, construction or use of the slructure(s) and facilily(i es), de scribed above, are not in compliance with County Regulation(s) or any ocher applicable law. I hereby grant permission to the Building Department to enter the propeny, described above, to inspect the work . I further acknowledge that the issuance of th e Building Pennit does not prevent th e Buil ding Official from: (I} requiring the corre ction of errors in the submittals, if any, discovered after issuance; or (2) stoppi ng construction or use of the structure(s) or facility(ies) if such is in vio lation of Co unty Regularion(s) or any ocher applicable law. Review of this Appl ication, including submittals, and inspections of the work by the Building Depanment do not constitute an acceptance of responsibi lity or liabil ity by the County of errors, omissions or discrepanc ies . As the Owner, I acknowledge that responsibi lity 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 HEREBY ACKNOWL EDGE THAT I HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATIO N ABOVE : DATE STAFF USE ONLY Special Conditions: Plan Che ck Fee: Pe rmit Fee : M a nu home Fee: Mise Fees: 36'Cog .4/ 54?fi.B(p Fees Pa id : The following items are required by Garfield County for a final Inspection: 1) A final Electrical Inspection from the Colorado State Electrical Inspector. 2) Permanent address assigned by Garfield County Building Department and posted at the structure and where readily visible from access road. 3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all necessary plumbing. 4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running water, non-absorbent floors, walls finished, and privacy door. 5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks over 30" high must be constructed to all!BC 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~qt.:u;:,ity!':B"'l~d"-A!l,~B"-, C:::::.._. -----Subdivision 0082 C.R. !13 LotJBlock -:8c=:.2;::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 Total Covered Open VaJuation Type of Construction: Occupancy: S-1 Valuation sq.fi sq.fi sq.fi sq.fi X $74.68 0 sq.lt Commercial sq.fi X $41.00 sq.fi X $33.68 sq.fiX $18.00 sq.fiX $12.00 sq.fi X $9.00 sq.fi X $24.00 sq.fi X $12.00 32510 sf X $29.99 sf X sf X sf X sf X sf X o_oo 0.00 0.00 0.00 0.00 974,974.90 974,974.90 := -;>4 $~. see 3S"b8 AI PLAN REVIEW CHECKLIST Applicant \~u (i~ 417' Date ~ ·l. \-~~ ~ilding ~ngineered Foundation ~ ~~------ J..l -JfAt.t;fh Residential Plan RevieW List _~_Mini,;~mum Application Questionnaire aluation Deterrnination!F ees ~e Plans/Stamps/Sticker Attach Co 1tions ~cation Signed __::_Plan ~r To Sign Application ~1/Schedule No. ~0# Snowload Letter-Manf. Hms. p!pt Soils Report GENERAL NOTES: Planning/Zoning __ Property Line Setbacks 2.£.._30ft Stream Setbacks ~odPlain S'u 6 hJM..t/11 ~Building Height ~ng Sign-off ~Road Impact Fees fll./l HOA/DRC Approval ~/Topography 40% .1.2il..J'lanning Issues ~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 1 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 lines from each corner 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 !.S.O.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 property7 Yes_v'_ 4. Is the !.S.O.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~ 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~ 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 ofthe ventilation openings for the attic, roof joist spaces and soffits? Yes __ Not necessary for this project~ 10. 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 __ 11. Do the plans include design loads as required for floor loads under the IBC or IRC? Yes~ 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 ..J,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 bealJIS? 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 projecty_ 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~ 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~ 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 projectX 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 mechanicaVstems 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-J,.L.. 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 -X 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 acce: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? Yes_iZ_ 29. Have you designed or had this plan designed while considering building and other construction code requirements? Yes.._..V. 30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the G~r/d 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 \/e 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 impl~Ltation 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 "Permit" 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\/ 3 5. 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-J..L_ 37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.Vinspection 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 625-8601. 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 pe7installations 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 of the building permit a!Wlication? Your attention in this is appreciated. YesV 41. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? ) · Yes_V __ (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 __ ~>-.~ ~{? ~tlJVI e~1-r 43. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy of more than I 0 persons as per Section I 004 of the IBC to prepare the plans and specifications for the project. / Yes Not Necessary for this project _V.o..._ __ _ I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. Signature . Date C.,..."IV'Oif ~l.f f~v'~ Phone: Cf1oP1s-.;•z...&Sdays); Dt1o,"''5?, -z ff (evenings) Project Name: A,t..-t.-\/Atd-:bvj ~l-JC ~ Project Address: Oo-6-z_ ~ ( 1 ? ~-Gt.P Ccv«'-"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 ~··j, f'lr.rv,\MJU!il,,rw.lf.~rrWIW'.r~~~~~· ~·II IIIII Reception~: 746250 04!09/2008 04:50:40 PM Jean Alberico 1 of 2 Rec 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 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 Drrector " lllf~l~~o~·~~P\',',MJL~l'U'olllf,~~!I~·~.1~~~1M ~'Y IIIII Receptionn: 746561 04/15/2008 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 Parcel1D: 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 100-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 2 Ill\ ~P\ '~~~~1MH ,r.lU~f~~~~~~~r.fii.~W.I+IIf. ~~~~ IIIII Reception~: 746250 04/09/2008 04:50:40 PM Jean Alberico 2 of 2 Rea 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: I. 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/t-4. ~ - Travis Stewart Coggins-Stewart Construction, Inc. 1175 County Road 154, Suite 102 Glenwood Springs, CO 81601 Phone: 970.945.8463 Fax: 970.928.0796 STATE OF COLORI\00 Bill Rilter, 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 .cdph e .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 154 Ste 102 Glenwood SpringsG!enwood Springs, CO 81611 970/930-2505 RE: Final Permit, Colorado Discharge Permit System-Stormwater Certification No: COR-03D810 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/wg/pennitsunit/stormwater or contact Matt Czahor at (303) 692-3517. Sincerely, 0]~{)~-- 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 ENVffiONMENT 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 # 970/930-2505 1175 CR 154 Ste 102 travis@coggins-stewart.com Glenwood SpringsGienwood 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: $245.00 (DO NOT PAY NOW-A prorated bill will be sent shortly.) Page 1 of22 l 5'~1; Nh c~~ 4-2g·07 GARFIELD COUNTY GRADING PERMIT APPLICATION 108 SO' Street, Suite 20i, Glenwood Sprlbgs_ CO 81601 Phone: 979-945-8'212 I FllX:· 976-384-3470 i Jnspedlon Line: 971).384-5003 PermitNo: --------ParceiiSchedule No: 2393-074-00-357 .lob Address: 82 County Rd. #133 Carbondale, CO. Lot No: Block No: Subd./ Exemption: A Tract ofland in Sections 7&18, Township 7 South, Range 88 West l Owner: Address Ph: Coggins-Stewart Construction 1175 County Rd 154 . (970) 920-0796 Glenwood Springs, CO 81601. 3 Contractor: Address: l'h: Travis Stewart (970) 9445-8463 4 Engineer: Address: Ph: BoundarieS Unlimited lnc ''""''.Demc Walter P.E. 823 Blake Ave. Suite 102 Glenwood Springs, CO 81601 (if<ftl}'94%;$;25~ 5 Sq. FL Grading CIL yd. or Grading 729000 square feet 27000 cu. yd. WkPh: Uc.No. 37110 6 D=ribe Work: · d b "ldi 1 Demolition, Grading, & Construction for Cattle Creek Storage. S1x propose storage m ng a ong with a managers unit that will also accommodate an apartment and an office space. l'HIS PERMIT nBCOMES NULL AND VOID JF WORK OR CONSTRUCTION Fee: fou~ Dated Permit Issued: AUTHORIZED IS NOT COMMENCED WITJiiN 180 DAYS, OR, IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 18{1 DAYS AT ANY TIME AFTER WORK JS COMMENCED. I HEREBY cERTIFY THAT 1 KA VE READ AND EXAMJNEDTliiSAPPIJCATION ANO KNOW TBB SAME TO BE TRUE AND CORRECT. ALL PROVJSlONS Of' LAW GOVERNING TWS TYPE OF WORK WfLL BE COMPLETED WITHIN WHETHER SPECIFIED BEREJN OR NO;I'; THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VlOLATE OR CANC&L THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUC110N OR 'l1JE PERFORM CEO CONSTRUCI10N. -1~ ~ Conditions to Permit: /)1 ~.ifS' /WIST :B ;e_ S!G~f 0~ w ? IW 0>t lo C">l-l.Sitt-<ic:ztt::w· ~A~ 5-Jt,.DP, · ?~an Gty rrf-~~ co. J5«U.DN$r · 771-ff,.. {3;l..ft;>R._R:_ -414'/ B'"'.:\l_';:'~NNING Af'PROV ATE Vt>l(l( 15 uou.;z. AGREEMENT . . JN CONSIDERATION OF THE ISSUANCE OF TRJS PERMIT, THE SIGNER BEREBY AGREES TO COMPLY WITH AlL CODES AND LAND USB REGULATIONS ADOPTED BY GARFIEl-D COUNTY PURSUANT TO AUTRORITY GlVEN IN 30.28.201 CRS AS AMRNDED. THE SIGNER FURTHER AGREES Tl:lAT JF 'J'HE ABO\'g SAID ORDlNANCES ARE NOT FULLY COMPILED WITH IN THE WCA110N, ERECTION, CONSTRUCTION, AND USE OP THE ABOVE DESCRIBED WORK, TllE PERMIT MAY BE REVOKED RYNOTICE FROM THE COUNTY AND THAT THEN AND THERE tr SHALL BECOME NULLARD VOID, THE ISSUANCE'OF A PE.R.M"T BASED lJPON PLANS, SPECIFICATIONS AND OT'BER DATA SHALL NOT PREVENT T.HE BUILDING OFFICIAl-FROM THEREAFTER REQUIRlNG THE CORRBCfJON OF ERRORS IN SAID PLANS, SPECIFICATIONS ~ND OTHER DATA. OR FROM PREVENTING CONSTRUcriON OPERA TlON BEING CARRIED ON THERE'ONDER WHEN IN VIOLATION OF THS CODE OR ANY O'rHlR ORDfNANCE OR REGULATION OF TBlS JURlSDICI'ION. THE RlWJEW OF SL'BMIITED PLANS AND SPECIFICATlONS AND INSPECTIONS CONDUCTED THERBAFTER DOES NOT CXI»STITilTEAN ACCEPTANCE QF ANY RESPONSIBILITIES OR LlA.ULl'riES n'f GARFJEID COU!l'TY FOR ERRORS, OMJBSIONS OR DISCREPENCfES. THE RESPONSlDILITY FOR TRESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFJCIALL\' WITB TA'E ARCHJTECT, DESIGNF.Jt, BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF Tim OWNERS INTEREST. • ®- Garf-om.OOJ · ' HC\-Q't-. I HORRBYACKNOWLEOGE THAT I HAVE READ AND UNDERS1:ANO TilE AGREEMENTABOVE (JN!TIA ' -at~.~. 4rx>.oo ~Wt'&9 11094 -!:) No. ------------------=-Assessor's Parcel No. 2393 -074 "00 -357 Date _____ 9_19_1_2o_o_a __ _ BUILDING PERMIT CARD Job Address ____ .:.00.:.8:.::2:..C.:.R~1.:.13.:.•:._C:..:a:.:.rb.:.o.:.n.:.:d.:.a.:.le::____,(.:.b:..:ld:=g:._-B.:.l::__ ____________________ _ Owner __________ A_s-'-p_e_n_E_q,_u_ity~G_r_o_u-'-p _______ Address __ 1_1_7 4 __ C_R_1_5_4_,_G_W_S _____ Phone # 970-930-2505 Contractor Coggins-Stewart Const Address Phone # 970-945-8463 Setbacks: Front ______ Rear _______ RH _________ LH _________ Zoning ________ _ mini storage (3 bldgs) Soils Test""''"'"'=~-~=..------ Footing 9-H-o~ :\,\W Foundation 9-A-oa ~IM Grout ______________ _ Underground Plumbing --------- Rough PI u m bi na..-=c=---=--r------o.---oe- Framing t-/S '-09tn"' /)-/A. -of~ Insulation------------- Roofing--------------- Drywall ------------- Gas Piping------------------ INSPECTIONS NOTES Weatherproofing-------------------- Mechanical _________________________ _ Electrical Rough (State)------------------ lectrical Final (State) nal 5"-/-::l.¢ /Checklist Co':leted? ___ _ Certificate Occupancy # -'"6'4$,?-;a_.(£..:_,'/1----------- Date -----------------------Septic System# ________________ _ Date ----------------Final· ___________ _ Other ___________________ _ (continue on back) BUILDING PERMIT GARFIELD COUNTY, COLORADO INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POS1EO ON THE JOB Date Issued_(\--""---_(\_,__..{)___::~~-----Permit No. _\'--'\~t)~\'\~4--"------B ____ _ 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 zo·ning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building de?.rtment and IMMEDIATELY BECOME NULL AND VOID. use t-\\1\\· '5\nJO.,e l_,b\U~-B) Address or Legal Description oou C t \ \~-C.arbonnme. owner J\spm !"nu\\\( Group contractor CO~\\D'I>-~f\ Building Permit Type C Q l-\}i \>1"C\nL This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection INSPECTION RECORD Footing Driveway Q-\H)l O'l ~-'"-tp'j,. Foundation I Grouting Insulation / U-\~ b.'P\. ./"' 1!+- Underground Plumbing Drywall ~,q _,//14 Rough Plumbing Electric Final (by State Inspector) !'1/lf {Prior to Final) Rough Mechanical Septic Final 11//14 /Jr Gas Piping r/)&- FINAL ~~ c.;.:>--o9 Electric Rough (by State Inspector) (You Must Call For Finallnspe(tion) (Prior to Framing) Notes Framing 3-1?-CJ(' ~ (to include Roof in place &Windows & Doors Installed & Firestopping in place) APPROVED Date THIS PERMIT IS NOTTRANSFERABLE For Inspection Call970-384-5003 Office 970-945-8212 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 DO NOT DESTROY THIS CAR~ q_q--c>ts By t. 0otrroY\ 1 ~nu~\oC PROTECT PERMIT FROM WEATHE AMAGE (DO NOT LAMINATE) Parcel Detail Page 1 of 4 Garfield County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Property Search I Assessor Subset Qym 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 Levy Revenues Detail I Tax Area II Account Number II Parcel Number II 2007 Mill Levy I I 011 II Rl11932 II 239307400357 II 60.843 I Owner Name and Mailing Address jASPEN EQUITY GROUP LLC j1175 COUNTY ROAD #154 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:R111348 jRECPT:746250 RECPT:738719 jRECPT:738718 BK:1950 PG:935 jRECPT:728193 BK:1950 PG:928 jRECPT:728192 BK: 1950 PG:927 jRECPT:728191 BK:1950 PG:926 jRECPT:728190 BK:1924 PG:334 jRECPT:722895 BK:1923 PG:413 jRECPT:722730 BK: 1857 PG:809 jRECPT:709996 BK:1857 PG:808 jRECPT:709995 BK:1857 PG:805 jRECPT:709994 BK:1857 PG:803 jRECPT:709993 BK:0899 PG:0612 http://www.garcoact.com/assessor/parcel.asp?Parce1Nurnber=239307400357 I I I I 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: [[82 113 COUNTY RD CARBONDALE[ I Subdivision: I I Land Acres: 1!11.056 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 1,926,4001! 558,6601 I Improvements: [[ 60,610[[ 6,870[ I Total: [[ 1,987,010[[ 565,530[ Additional Value Detail Most Recent Sale Sale Date: 1111128/2007 Sale Price: 1[1,696,000 Additional Sales Detail Basic Building Characteristics Number of Residential lo I Buildings: Number of Commllnd 1 Buildings: I Commercial/Industrial Building Occurrence 1 Characteristics II jUTILITY,FINISHED,DETACHED: [[792 I I TOTAL HEATED AREA: I 0 I ABSTRACT CODE: I SPEC.PURPOSE- IMPROVEMENTS I ARCHITECTURAL STYLE: I!RETAIL I I EXTERIOR WALL: I!MINIMUM I I ROOF COVER: I!MINIMUM I II II htto://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239307400357 9/9/2008 Parcel Detail Page 3 of 4 I ROOF STRUCTURE: jjsHED I I INTERIOR wALL: IIMINIMUM I I FLOOR: IIcoN oN GRD I I HEATING FUEL: IINONE I I HEATING TYPE: IINONE I I STORIES: STORIES 1.0 I I BATHS: 2 I ROOMS: 1 I UNITS: 1 I BEDROOMS: I 0 I YEAR BUILT: 111990 I Additional Residential/Commercial Improvement Detail Tax Information I Tax Year II Transaction Tyee II Amount I I 2007 II Interest Charge II $350.601 I 2007 II Tax Payment: Whole II ($35,060.16)1 I 2007 II Interest Payment II ($350.60)/ I 2007 II Tax Amount II $35,060.161 I 2006 II Interest Palment II ($451.39)1 I 2006 II Interest Charge II $451.391 I 2006 II Tax Payment: Whole II ($15,046.28)/ I 2006 II Tax Amount II $15,046.281 I 2005 II Interest Charge II $755.581 I 2005 Tax Payment: Whole II ($15,111.61)1 I 2005 Interest Palment II ($755.58)1 I 2005 Tax Abatement II ($6,090.53)/ I 2005 Tax Amount II $21,202.141 I 2004 Fee Payment II ($17.55)1 I 2004 I Interest Palment II ($193.16)1 I 2004 II Interest Charge I $193.161 I 2004 II Tax Payment: Second Half ($3 ,219 .26)/ I 2004 II Fee Charge $17.551 I 2004 II Tax Payment: First Half ($3 ,219 .26)1 I 2004 II Tax Amount $6,438.521 I 2003 II Interest Pa~ment I ($108.26)/ I 2003 II Tax Payment: Whole II ($5,412.96)1 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 I 2002 II Tax Payment: Whole II ($5,561.40)1 I 2002 II Tax Amount II $5,561.401 I 2001 II Interest Payment II $167.771 I 2001 II Tax Payment: Whole II $5,592.261 II 2001 II Tax Payment: Whole I ($5,592.26)1 I 2001 II Interest Payment ($167.77)1 2001 II Interest Charge $167.771 II 2001 II Tax Payment: Whole I ($5,592.26)1 I' 2001 II Interest Payment II ($167.77)1 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 I 1999 II Interest Payment II ($185.02)1 I 1999 II Interest Charge II $185.021 I 1999 II Tax Payment: Whole II ($6,167.36)1 I 1999 II Tax Amount II $6,167.361 Mill Leyy Revenues Detail Top ofPage Assessor Database Search Options I Treasurer Database Search Options Clerk & Recorder Database Search Options Garfield County Home Pa~ 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://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239307400357 9/9/2008 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 f2-T IV\ Pages Al-AI? Pages Bl-Bl4 Pages Cl-Cl5 JUL 21 2008 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37148' BUILDING:= 'A' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT Rp;tch := 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 := 9·ft + 4·in BAY WIDTH width := 40·ft PURLIN SPACING length := 170ft INT. PARTITION PANEL lower:= tOft+ Sin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10·ft Pspace := S·ft Pipanel := 'yes' Bridge := 'yes' GROUND SNOW LOAD ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR Esnow := 'B' LIGHT FRAME WALLS w/ SHEAR PANELS SNOW EXPOSURE ROOF LIVE LOAD Is= 1 Ct:= 1.2 Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. lr := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD P1 := .Y.C,·C 1·1s·Pg 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 P unbalanced = 42 psf <5=42pv V := 90·mph Ewind = 'B' lw = 1 a= 3.733ft C = 11.8psf D = 2.65psf G = -7.95psf H = -7.95psf 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_of_lnterior__Anchors := t CONCRETE STRENGTH Concrete := 2500 AnchorDiameter := 0.375 NUMBER OF EXTERIOR ANCHORS Number_of_Exterior_Anchors := 2 DIAMETER OF ANCHOR p37148a.xmcd P, 1 Sit"class := 'D' Ss:= 0.413 St := 0.081 Sos = 0.405 S01 = 0.130 Response= 6 Seismicoc = ·c· C51 = 0.067 DR:= 2·psf Op := 3psf DL := O·psf Dr:= Opsf 5/14/2008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WINO 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 PaneiCheckT = 'ok' TRANSVERSE StrapsT = 0 LOCAL FAILURE PaneiCheck = • ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR Shearwt1 = 211b Upliftwu = 5681b DiamelerWll = 0.375 in Lenglhwu = 3 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1181b Upliftwtx = 4441b DiameterwLX = 0.375 in LenglhwLx = 2 in WIND ITR~NSVERSE /INTERIOR Shearwr 1 = 381b Upliftwr 1 = 2471b Diameterwr1 = 0.375 in Lengthwr 1 = 2in WIND I TRANSVERSE I EXTERIOR Shearwrx = 2651b Upliftwrx = 3101b Diamelerwrx = 0.375 in Lengthwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR ShearELI = 641b Upli~u = 2211b Diameter ELl = 0.375 in LenglhEU = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELx = 641b Upli~LX = 2751b DiameterELX = 0.375 in LenglhELX = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI = 91b Upli~n = o lb DiameterET 1 = 0.375in LengthETI = 2in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 641b Upli~x = Olb DiameterETx = 0.375 in LengthETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION I (FORMU~ 16-10) Wpurlint = 219 plf Rpurlint = 10941b MPurlint = 2736 fl·lb LOAD COMBINATION 3 (FORMU~ 16-13) wPuninJ = 204 plf RPurlin3 = 10211b MPurlin3 = 2552 ft·lb LOAD COMBINATION 4 (FORMU~ 16-14) Wpunin4 = -57 plf Rpunin4 = -2831b MPurlin4 = -706ft·lb LOAD COMBINATION 4 (FORMU~ 16-14) WPurlin4e = -88 plf Rpunin4ea = -380 lb MPurlin4e = -1106 ft-lb Rpunin4eb = -3051b POSITIVE ROOF PRESSURE RooiPressureP = 42 psi NEGATIVE ROOF PRESSURE RooiPressureN = -19 psi MEMBER SIZES WEB F~NGE GAGE YIELD INTERACTION PURLIN (R-PA.NEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lniPR = 0.963 PURLIN (SS) Webpss = 7 Flangepss = 3 Gaugep55 = 12 Fypss = 33 lnlpss = 0.780 PURLIN (SSw/BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugep 558 = 14 FYPSSB = 33 lnlpsss = 0.963 PURLIN (WIND. MID, R-PANEL) WebNR = 7 FlangeNR = 3 GaU9BNR = 18 FYNR = 33 lniNR = 0.379 PURLIN (WIND, MID, SS) WebNss = 7 FlangeNss = 3 Gaug"Nss = 18 FYNSS = 33 lniNSS = 0.480 PUR LIN ('NINO, MID. SS wi BRDG.) WebNSSB = 7 FlangeNSSB = 3 GaugeNSSB = 1 8 FYNSSB = 33 lniNSSB = 0.379 PURLIN (WIND, END. R-PANELI WebNRE = 7 FlangeNRE = 3 GaugeNRE = 18 FYNRE = 33 lniNRE = 0.593 PURLIN (WIND, END, SS) WebNSSE = 7 FlangeNSSE = 3 Gaug"NSSE = 18 FYNSSE = 33 lniNSSE = 0.752 PURLIN (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 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) ~4 = -2831b MH4 = -1412ft-lb MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION STUB POST HEADERS WebH = 9 FlangeH = 3.2 Gaug"H = 12 FyH = 33 lntH = 0.818 SMALL STUB POST HEADERS WebHs = 5.5 FlangeHs = 2 Gaug"Hs = 16 FYHS = 33 lniHs = 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 = 4711b LOAD COMBINATION 3 (FORMULA 16-13) pl3 = 19451b M13 = 731.51!1-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange 11 = 2 Gauge11 = 14 lnl11 = 0.993 INTERIOR COLUMN (LC: 3) Web13 = 999 Flange 13 = 999 Gauge13 = 999 lnt13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIALLOAQ MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P Jamb1 = 10941b NA LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a = 1711b MJamb2a = 133ft-lb LOAD COMBINATION 2 (FORMULA 16-12) P Jamb2b = 400 lb NA LOAD COMBINATION 3 (FORMULA 16-13) P Jamb3a = 9241b MJambJa = 99 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) P Jamb3b = 1 0961b NA JAMB UNIFORM LOAD WJamb = 137 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.' p37148a.xmcd ~ 3 511412008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P5w1 ~ 10941b Msw ~ 1491 ft.lb LOAD COMBINATION 2 (FORMULA 16-12) PsW2 ~ 1711b LOAD COMBINATION 3 (FORMULA 16-13) P5w3 ~ 9241b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webs 1 ~ 3.5 Flange 81 ~ 1.5 Gauge81 ~ 18 lnls 1 ~ 0.238 SIDE WALL COLUMN, MID (LC: 2) Web 82 ~ 3.5 Flange 82 ~ 1.5 Gauge82 ~ 12 lnt82 ~ 0.729 SIDE WALL COLUMN, MID (LC: 3) Web 83 ~ 3.5 Flange 83 ~ 1.5 Gauge83 ~ 14 ln1 83 ~ 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 lnlc 2 ~ 0.860 SW CORNER COLUMN (LC: 3) Webc 3 ~ 3.5 Flangec 3 ~ 1.5 Gaugec 3 ~ 12 lnlc3 ~ 0.718 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOP.O MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEwt ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 ~ 1711b WEW2 ~ 75 plf MEW2 ~ 2928 It 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 WEWJ ~ 56plf MEW3 ~ 2196ft-lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJe ~ 68 plf MEW3e ~ 735ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt ~ 5.5 FlangeE 1 ~ 1.5 GaU98ft ~ 18 InlEt ~ 0.228 END WALL COLUMN, MID (LC: 2) WebE2 ~ 5.5 FlangeE 2 ~ 1.5 GaugOfz ~ 12 lntE 2 ~ 0.771 END WALL COLUMN, MID (LC: 3) WebE 3 ~ 5.5 FlangeE 3 ~ 1.5 Gaug8f3 ~ 12 lniEJ ~ 0.642 END WALL COLUMN, END (LC: 2) WebEte ~ 5.5 FlangeEte ~ 1.5 GaugOfte ~ 18 lniEte ~ 0.760 END WALL COLUMN, END (LC: 3) WebE 2e ~ 5.5 FlangeE2e ~ t .5 GaugOfze ~ 18 ln1E2e ~ 0.733 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS ~ 46plf ~s ~ 2301b MGs ~ 576 ft-lb SIDE W.ALL GIRT IN END ZONE wGse ~ 55 plf ~Se ~ 2731b MGse ~ 683 fl-lb GIRT IN 1),10 ZONE WGE ~ 63 plf ~E ~ 3141b MGE ~ 236 fl-lb GIRT IN END ZONE WGEe ~ 76 plf ~Ee ~ 3781b MGEe ~ 236 ft-lb MEMBER SIZES WEB FLANGE G.~GE INTERACTION SIDE WALL GIRT (MID) WebGs = 3.5 FlangeGs ~ 1.75 Gaugecs = 18 lntGs = 0.857 SIDE WALL GIRT (END) WebGse = 3.5 FlangeGse ~ 1.75 GaugeGse ~ 16 ln'Gse ~ 0.774 END WeLL GIRT (END) WebGE = 5.5 FlangeGE ~ 1.5 GaugecE ~ 18 lniGE = 0.226 p37148a.xmcd 4 4 5/14/2008 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} PEG2 ~ 1711b WEG2 ~ 75 plf MEc2 ~ 775 ft-lb LOAD COMBINATION 3 (FORMULA 16-13} PEG3 ~ 9241b WEG3 ~ 56 pi( MEG3 ~ 581 ft-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1} WebEct ~ 3.5 FlangeEct ~ 1.5 GaugeEC1 ~ 18 END CLOSET ABOVE HEADER, (LC: 2} WebEc 2 ~ 3.5 FlangeEG2 ~ 1.5 Gaug"Ec2 ~ 16 END CLOSET ABOVE HEADER, (LC: 3} WebEGJ ~ 3.5 FlangeEGJ ~ 1.5 Gaug"EG3 ~ 16 END CLOSET BEHIND JAMB WebEWct ~ 3.5 FlangeEWct ~ 1.5 GaUQ"EWct ~ 18 END CLOSET BEHIND JAMB WebEWc 2 ~ 3.5 FlangeEWG2 ~ 1.5 GaUQ"EWG2 ~ 18 END CLOSET BEHIND JAMB WebEWGJ ~ 3.5 FlangeEWGJ ~ 1 .5 Gaug"EWGJ ~ 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc ~ I STUDS SPACING SludSpacing ~ 16 in STUD LOA.DS UNIFORM LOAD MOMENT 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 Pdown_interior = 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148a.xmcd BearingPressure ~ 1500 psf Slab o 5.5 in Padw o 'na' in Pad 0 = 'na· in ,4 5 GAGE Gaugestud ~ 20 Gaugestude ~ 20 UPLIFT UPLIFT P up_int ~ 5681b P up_ext ~ 4441b IBC ver 1.0 INTERACTION IntEG\ ~ 0.286 ln!Ec 2 ~ 0.852 ln!EG3 ~ 0.802 lntEWct ~ 0.375 lntEWc 2 ~ 0.059 ln!EWGJ ~ 0.316 INTERACTION lnlstud ~ 0.391 lnlstude ~ 0.480 5/14/2008 Stud Spacing Stud Wall Dead Load Additional DL (UpperfTransverse) Additional DL (Upper/Longitudinal) Additional DL (LowerfTransverse) Additional DL (Lower/Longitudinal) Floor Dead Load Floor Live Load Wall Strap Braces FyL := 33000psi CHECK WEDGE BOLTS Ssp ace := 2· ft Ds := 5·psl Dur := O·psf DuL := O·psf DLT := O·psl DLL := O·psf DF := 4B·psf '-LL := 125·psf Gage of Straps Width of Straps Gagel:= 16 Wst := 2in Tal = 2470.061b IBC ver 1.0 Suggested Anchor Size (Longitudinal/ Exterior) ·oEameterELLE = 0.5 in LenglhELLE = 4in DEamelerELLW = 0.5 in LengthELLW = 2in DiamelerlLLW = 0.5 in LengthiLLW = 2in DEameterELTW = 0.5 in LengthELTW = 3in DiameleriLTW = 0.5 in LengthlLTW = 2 in Suggested Anchor Size (Longitudinal/Interior) DiameterlLLE = 0.5in LenglhlLLE = 2in Suggested Anchor Size (Transverse I Exterior) DEamelerELTE = 0.5in LenglhELTE = 2in Suggested Anchor Size [fransverse /Interior) DiameleriLTE = 0.5 in LengthiLTE = 2 in REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) UpliftWLL = 0 lb UpliftSLL = 0 lb (Wind) (Seismic) Number of Straps Required TRANSVERSE Maximum Uplift@ Anchor (Interior) UpliftWTL = 0 lb UpliltSTL = 0 lb (Wind) (Seismic) Number of Straps Required Maximum Uplift@ Anchor (Exterior) UpliftWLEL = 0 lb UpliftSLEL = 566.6771b (Wind) (Seismic) StrapsLL = 21 Number of Straps Used Maximum Uplift@ Anchor (Exterior) UpliftWETL = 5271b UplifiSETL = 0 lb (Wind) (Seismic) StrapsTL = 2 Number of Straps Used EXTERIOR STUD MOMENTS End Zone Mlcse = 5997 tb in Mid Zone MLcs = 4BB61b in p37148a.xmcd Maximum Shear@ Anchor ShearWLL = 423.302lb ShearSLL = 1444 lb StrapsLL = 42 Maximum Shear@ Anchor ShearWTL = 11111b ShearSTL = B91.9261b StrapsTL = 4 I (Wind) (Seismic) (Wind) (Seismic) 5/14/2008 STUD AXIAL LOADS Interior Single Stud Header Stud LC1: (D) BLC1LD = 1120 lb BLC1LS = 10201b BLC1HL = 18701b LC2: (D + L) BLC2LD = 3620 lb BLC2LS = 3520 lb BLC2HL = 3120 lb LC3: (D + L, or S) BLC3LD = 32091b BLC3HL = 39591b LC5a: (D + W) BLC5ALD = 2602 lb BLC5AHL = 1870 lb LCSB: (D +E) BLC58LD = 34161b BLC58HL = 22411b LC6a: (D + L, or S + L + W) BLC6ALD = 56731b BLC6AHL = 68351b LC6b: (D + L, or S + L + E) BLC6BLD = 62841b BLC6BHL = 71131b Exterior Braces Both Lvls Exterior LC1:(D) na LC2: (D + L) na LC3: (D + L, or S) na LC5a: (D + W) BLC5AEBLa = 21631b LC5b: (D +E) BLC5BEBLa = 28361b LC6a: (D + L, or S + L + W) BLC6AEBLa = 34831b ~ . LC6b: (D + L, or Set L + E) BLC6BEBLa = 39881b INTERIOR STUD DESIGN (DOUBLE) WebLD = 3.625 FlangeLD = 1.5 GaugeLD = 16 A, = 0.493in 2 Fy = 33 ksi L, = 125.5in 0 D 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 0 D EXTERIOR STUD DESIGN, (LOAD CASE Sa) (DOUBLE) WebLED1 = 3.625 FlangeLED1 = 1.5 A, = 0.363 in 2 0 p37148a.xmcd Fy = 33ksi D GaugeLED1 = 18 L, = 125.5in BLC1EL = 5601b BLC2EL = 1810 lb BLC3EL = 1604 lb BLC5AEL = 6811b BLC5BEL = 910 lb BLC6AEL = 23721b BLC6BEL = 25441b ~· -~-· ~ ·. lnterLD = 0.80 lnter,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in lnterLS = 0.89 Inter eq = 'C5.2.1-1' Ly = 6275in 4 = 62.75in lnterLH = 0.94 lnter,q = 'C5.2.1-1' Ly = 62.75 in 4 = 62.75in lnterLED1 = 0.79 lnter,q = 'C5.2.1-1' _Ly = 62.75in 4 = 62.75in Ai IBCver1.0 (wl Brace Above) (wl Brace Above) (w! Brace Above) (w/ Brace Above) (w/ Brace Above) (w/ Brace Above) (w/ Brace Above) ·· (wrEfrace Above) 5/14/2008 EXTERIOR STUD DESIGN (Load Cases 1, 2, 5b, 6b) (DOUBLE) WebLED2 ~ 3.625 FlangeLED2 ~ 1.5 GaugeLED2 ~ 18 lnterLED2 ~ 0.66 lnlereq ~ 'C5.2.1-1' A, = 0.363in 2 fy = 33ksi L,= 125.5in Ly= 62.75in 4 = 62.75in 0 0 EXTERIOR STUD DESIGN, (LOAD CASE 6b) (DOUBLE) WebLED3 ~ 3.625 FlangeLED3 ~ 1.5 GaugeLED3 = 16 lnterLED3 = 0.72 lnter,q ~ 'C5.2.1-1' A, ~ 0.493in 2 fy ~ 33ksi L, = 125.5in Ly = 62.75in 4 ~ 62.75in 0 0 EXTERIOR STUD DESIGN (D + W )(SINGLE) WebLES1 ~ 3.625 FlangeLES1 ~ 1.5 GaugeLES1 = 18 lnterLES1 = 0.76 lnter,q ~ 'C5.2.1-1' A, ~ 0.363in 2 fy ~ 33ksi l,; ~ 125.5in Ly ~ 62.75in 4 ~ 62.75in 0 0 EXTERIOR STUD DESIGN (D + L) (SINGLE) WebLES2 ~ 3.625 FtangeLES2 ~ 1.5 GaugeLES2 = 16 l,; ~ 125.5 in A, = 0.493 in 2 0 fy = 33ksi 0 EXTERIOR STUD DESIGN (D + L + W) (SINGLE) WebLES3 ~ 3.625 FlangeLES3 ~ 1.5 GaugeLES3 ~ 16 l,;= 125.5in A, = 0.493 in 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 0 0 tnterLES2 ~ 0.80 lnter,q = 'C5.2.1-1' Ly ~ 62.75in 4 ~ 62.75in lnterLES3 = 0.81 lntereq ~ 'C5.2.1-1' · Ly ~ 62.75in 4 ~ 62.75in lnterLCH = 0.896 lnter,q ~ 'C5.2.1-2' L,=12in Ly~12in 4~12in /18 IBC ver 1.0 511412008 Basement Wall Design Height:= 10-ft+ 8-in Width:= 12-in Earth Pressure fc := 2500-psi fy := 60000-psi Seismic Pressure Yo:= 60-pcf 1 . 1 PE :=--Height ·YE·ft 2 Earth Pressure 1 1 P0 :=--Height -y 0 -ft 2 Surcharge Pressure Ps := 0.47-y, +1-ft Reactions -Service Seismic Pressure P0 = 3413.331b Ps = 47 plf Rt := .5Height· G·y0 · Height· It+ .47-y 5 · It) Rt = 1388.441b Rb = 2526.221b Moment X= 6.06ft Mt = 5325.52 ft-lb Mu = 8520.84 ft·lb p37148a_basement_wa!l.xmcd YE :=O-pel Surcharge Ys := 100-psf L 0 = 3.56ft 5/16/2008 Concrete Design Vertical Bars d := Width -t .5· in A ·-s .- ( 12-in)·d .[1 _ fy 0.85·fc 1-2·(_2_)· 0.85·fc Mu i 09 (12·in)·d 2 fy As_min: Try #6 Bars As_bar := As_6 [ Asbar { )] Barhor := ( ). 12-in max A5_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 AID d = 10.5in As_min = 0.42in2 Barhor = 12.57 in Use #6 bars@ 12" o.c. As_hor = 0.29in 2 Barhor = 18.33 in Use #6 bars@ 18" o.c. 5/1612008 Longitudinal Shear Connection Base Shear vbase := 30.3·kip Length of Supported Wall Floor Deck Gauge (t1) Wall:= I 70·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 ( 3 )0.5 Pnst := 4.2· Angle 1 ·Screwd ·Fu 2 Spacing of Screws Spacing:= Floo{WalJ..;. (vbase-:-Pscrew),in] P55 := 2100-lb Pnsl = 13501b Pn 52 =913lb Pn 53 = 15921b Pn 5 =913lb p screw = 304 Jb Spacing = 20 in Screwd := 0.210·in 12-24/T4 SCREW@ .;Jo'" a. c.. 1/2"'~ WEDGE BOLT ~l9 1 C>.C SUPPORT CHANNEL [inTe.nor c.o\\..V,."\1) ~ '?c-v~~ \....Q...) Check Wedge Bolt use 112" dia. x 3 in Wedge Bolt Bearing YwB := J990·Ib (2.5" Embedment; fc=2500 psi) Pn := (4.64·Ang!e 1 + 1.53·in)·0.5·AnglerFu 2 P wb := min(YwB,P n + 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 yb := Ybase + Wall Long Shear Conn.xmcd Pn = 25551b Spacingwb = 6 f\ lb v = 14826-n ft lb vb = 178- f\ All If Vn > Vb member O.K. 5/14/2008 Job Location !A-<-c.:x-, &e4-, Lo Plan# I' Z.' ?~ d. '0"'>5 110:> f, ~ (y :Z.. "D'-l 1\os : I 7_' I' ----------------.-----,----·o----·--·-·:---·--------- lo Sheet# _!.____of __ _ By QuD Trachte Building Systems · 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-356-5824 · Fax: 800-981-9014 1915.eng.01/05 Sheet# 1... of __ _ Plan# By So, Date '5/ltdD8 ----;· . -------·--------------·--· -----,-.--· ------',-----~--~----- . :. --:---------·-·· ------·---· I . ---- --~------~ - -_l._ _ _:_ __ .. ---. : .. i ----~--~ I I ·-· -~----..------,---·-- ''1 0 0 0 o, j 1---------1·"·--, (.11j I>(_. 15<><...r Tot..v\ L=~l-s'l;<..:>-·;_,g /tsuo,rsf ~ 3~9~ -tJ ()!:_• 12-"~'-!0 ' L~;;y Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-356-5824 · Fax: 800-981-9014 191S.eng.Ol/OS CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 s'"'t..... ee,~(\ :s' f"rvM Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM '?e.J:;.. 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 Torsiqn .. 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. 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 (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 Page2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: LX 15.000 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 1945.0 731.5 0.0 0.0 0.0 Applied 1945.0 731.5 0.0 0.0 0.0 Strength 4340.1 1765.1 4052.3 576.4 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) 0.448 + 0.515 + 0.000 = 0.963 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.118 + 0.414 + O,·WO = 0.532 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt (0 .172 + 0.000)= 0.414 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 filS" CFS Version 5.0.2 Page 1 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 Do~b~ C.Vlu..r,(\ J: p~ 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 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 in~6 TOrsion Constant Override, J 0 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 k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.6773 270.000 0.19400 None 0.000 0.0000 0.3386 2 2.1986 180.000 0.19400 Single 0.000 0.0000 1.0993 3 3.7306 90.000 0.19400 Cee 0.000 0.0000 1.8653 4 2.1986 0.000 0.19400 Single 0.000 0.0000 1.0993 5 0.6673 -90.000 0.19400 None 0.000 0.0000 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 LX Kx Cbx Parameters: 17.167 ft 1.0000 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength p (lb) 972.5 972.5 3840.8 Ly 1. 000 ft Lt Ky 1.0000 Kt Cby 1.0000 ex Cmy 1.0000 ey Moment Reduction, R: 0.0000 Mx (lb-ft) 365.8 365.8 1765.1 Vy (lb) 0.0 0.0 4052.3 My (lb-ft) 0.0 0.0 568.7 Effective section properties at applied loads: 2.0009 in'4 1.0719 in'3 1. 0735 in'3 Ae 0.90201 in'2 Ixe Sxe(t) sxe(b) Iye Sye (l) Sye (r) 8.833 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 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) 0.253 + 0.237 + 0.000 = 0.491 <= 1.0 0.059 + 0.207 + 0.000 = 0.266 <= 1.0 Sqrt(0.043 + 0.000)= 0.207 <= 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:= 'B' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT Rp;tch := 5- ft BUILDING WIDTK 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. Decker' REVIEWED BY : height:= 9-ft+ 0-in BAY WIDTH width := 40-ft PURLIN SPACING length := 250ft INT. PARTITION PANEL lower := Oft+ Oin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10-fl P space := 5· ft Plpanet := 'yes' Bridge := 'yes' GROUND SNOW LOAD P9 := 40-psf Esnow := '8" ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOWIMPORTANCEFACTOR TKERMALFACTOR LIGHT FRAME WALLS w/ SHEAR PANELS SNOW EXPOSURE ROOF LIVE LOAD Is= 1 Ct:=1.2 Exp := 'Partial' SKORT 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.-Crls·P g 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 WIDTK 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 Ps = 42psf V := 90-mph Ewind = ·a· lw = 1 a= 3.6ft C = 11.8psf D = 2.65psf G = -7.95 psf H = -7.95 psf 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_of_lnterior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 AnchorDiameter := 0.375 NUMBER OF EXTERIOR ANCHORS Number_of_Exterior_Anchors := 2 DIAMETER OF ANCHOR p371488_9ft_eave.xmcd ,& 1 Sileclass := ·o· Ss:= 0.413 s, := 0.081 Sos = 0.405 S01 = 0.130 Response= 6 Seismicoc = ·c· c, = 0.067 DR:= 2-psf Dp := 3-psf DL := Opsf Dr:= Opsf 5/15/2008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VwL ~ 31071b VWT ~ 7771b SEISMIC VEL~ 48251b Vrr= 1931b PANEL CHECK STRAP BRACES !IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckL ~ 'ok' LONGITUDINAL StrapsL ~ 0 TRANSVERSE SHEAR WALL PaneiCheckr ~ 'ok' TRANSVERSE Strapsy ~ 0 LOCAL FAILURE PaneiCheck ~ 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR ShearWLI ~ 141b Upliflwu ~ 4561b Diame\erWLI ~ 0.375 in Lengthwu = 2 in WIND I LONGITUDINAL I EXTERIOR ShearwLx ~ 1151b UpliftwLX ~ 3321b DiameterWLX ~ 0.375 in LenglhWLX ~ 2 in WIND I TRANSVERSE /INTERIOR ShearWTt ~ 371b UpliftWTI ~ 2471b DiameterWTt ~ 0.375 in LenglhWTt ~ 2 in WIND I TRANSVERSE I EXTERIOR ShearWTx ~ 2591b UplifiWTx ~ 2991b DiameterWTx ~ 0.375 in LenglhWTx ~ 2 in SEISMIC I LONGITUDINAL /INTERIOR ShearELI ~ 641b Uplillfu ~ 2151b Diameter ELl ~ 0.375 in Length ELl ~ 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELx ~ 641b Uplifi£LX ~ 2691b DiameterELX ~ 0.375 in LengthELX = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI ~ 91b Uplillfrt ~ o lb DiameterETI ~ 0.375in LengthETI ~ 2 in SEISMIC I TRANSVERSE I EXTERIOR Shear8 x ~ 641b UplifiETx ~ 0 lb Diameter 8 x ~ 0.375 in Length 8 x = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Wrurlinl ~ 219plf Rpurlint ~ 10941b Mrurlin1 = 2736 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) Wrurlin3 ~ 204 plf Rpurlin3 ~ 10211b Mrurlin3 = 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) Wrurlin4 ~ -57 plf Rrurlin4 ~ -2831b Mrurlin4 = -70611-lb LOAD COMBINATION 4 (FORMULA 16-14) Wrurlin4e ~ -88 plf Rrurlin4ea ~ -377\b Mrurlin4e = -1106 ft-lb Rrurlin4eb ~ -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 lntpR ~ 0.963 PURLIN (SS) Webrss ~ 7 Flangepss ~ 3 Gaugepss ~ 12 Fypss ~ 33 lntrss ~ 0.780 PURLIN (SS wl BRIDGING) Webpsss ~ 7 Flangepsss ~ 3 Gaugersss ~ 14 Fypsss ~ 33 lntrsss ~ 0.963 PURLIN (WIND, MID, R-PANEL) WebNR ~ 7 FlangeNR ~ 3 Gaug"NR ~ 18 FYNR ~ 33 lntNR ~ 0.379 PURLIN (WIND, MID, SS) WebNss ~ 7 FlangeNSS ~ 3 Gaug"Nss ~ 18 FYNSS ~ 33 lntNss ~ 0.480 PURLIN (WIND, MID, SSw! BRDG.) Webfisss ~ 7 FlangeNsss ~ 3 Gaug"NSSB ~ 18 FYNSSB ~ 33 lntNSSB ~ 0.379 PURLIN (WIND, END, R-PANEL) WebNRE ~ 7 FlangeNRE ~ 3 GaugeNRE ~ 18 FYNRE ~ 33 lntNRE ~ 0.593 PURLIN (WIND, END, SS) WebNSSE ~ 7 FlangeNSSE ~ 3 GaugeNSSE ~ 18 FYNSSE ~ 33 lntNSSE ~ 0.752 PURLIN (WIND, END, SSw/ BRDG.) WebNsssE ~ 7 FlangeNSSBE ~ 3 Gaug"NSSBE ~ 18 FYNSSBE ~ 33 lntNSSBE ,;, 0.593 p37148B_9ft_eave.xmcd s 2 5/15/2008 STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) ~<til = 10941b MH1 = 5472 ft-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 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 LOA.D COMBINATION 1 (FORMULA 16-10) pll = 21891b . LOAD COMBINATION 2 (FORMULA 16-12) pl2 = 4651b LOAD COMBINATION 3 (FORMULA 16-13) pl3 = 1940 lb M13 = 704.167ft-lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange 11 = 2 INTERIOR COLUMN (LC: 3) Web13 = 999 Flange 13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJambl = 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a = 591b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2b = 3941b LOAD COMBINATION 3 (FORMULA 16-13) PJambJa = 8401b LOAD COMBINATION 3 (FORMULA 16-13) PJambJb = 10911b 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.' p371488_9ft_eave.xmcd !3 3 GAGE Gauge11 = 14 Gauge13 = 999 MOMENT NA MJamb2a = 124ft-lb NA M JambJa = 93 ft-lb NA GaugeJ = 18 IBC ver 1.0 INTERACTION lniH = 0.818 lniHs = 0.772 INTERACTION ln1 11 = 0.946 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) Psw 1 = 10941b Msw = Oft-lb LOAD COMBINATION 2 (FORMULA 16-12) Psw 2 = 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 Gauges 2 = 18 lnls2 = 0.113 SIDE WALL COLUMN, MID (LC: 3) Webs 3 = 3.5 Flanges 3 = 1.5 Gauges 3 = 18 lnts 3 = 0.154 SW CORNER COLUMN (LC: 1) Webc 1 = 3.5 Flangec 1 = 1.5 Gaugec 1 = 18 lnlc1 = 0.201 SW CORNER COLUMN (LC: 2) Webc 2 = 3.5 Flangec 2 = 1.5 Gaugec 2 = 12 lntc2 = 0.728 SW CORNER COLUMN (LC: 3) Webc3 = 3.5 Flangec 3 = 1.5 Gaugec 3 = 14 lntc3 = 0.975 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LO~.D COMBINATION 1 (FORMUL~ '16-10) PEW1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 = 591b WEW2 = 75 plf 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) PEW3 = 8401b WEWJ = 56 plf MEW3 = 2117ftlb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJ~ ;, 68plf MEW3e = 68611-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebE1 = 5.5 FlangeE 1 = 1.5 GaU98£1 = 18 IntEl = 0.223 END WALL COLUMN, MID (LC: 2) WebE2 = 5.5 FlangeE 2 = 1.5 GaU9"£2 = 12 ln!E2 = 0.734 END WALL COLUMN, MID (LC: 3) WebEJ = 5.5 FlangeE 3 = 1.5 Gaug"£3 = 12 lntE3 = 0.611 END WALL COLUMN, END (LC: 2) WebE1e = 5.5 FlangeEle = 1.5 Gaug"E1e = 18 ln!E1e = 0.687 END WALL COLUMN, END (LC: 3) WebE2e = 5.5 FlangeE1e = 1.5 Gaug"E1e = 18 ln!E2e = 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 ilcE = 3141b MGE = 236 ft-lb GIRT IN END ZONE WGEe = 76 plf RcEe = 3781b MGEe = 236 ft-lb MEMBER SIZES WEB FLANGE GAGE lrHERACTION SIDE WALL GIRT (MID) WebGs = 3.5 FlangeGs = 1.75 Gaugecs = 18 ln!Gs = 0.828 SiDE WJI.LL GIRT (END) WebGse = 3.5 FlangeGse = 1.75 Gaugecse = 18 lniGse = 0.984 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 lniGE = 0.226 p37148B_9ft_eave.xmcd ll 4 5115/2008 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 = 75 plf MEC2 = 775ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PEC3 = 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 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc2 = 3.5 FlangeEc 2 = 1.5 Gaug"Ec 2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEC3 = 3.5 FlangeEcJ = 1.5 GauQ"EcJ = 16 END CLOSET BEHIND JAMB WebEWct = 3.5 FlangeEWct = 1.5 GaVQ"EWct = 18 END CLOSET BEHIND JAMB WebEWc 2 = 3.5 FlangeEWC2 = 1.5 GauQ"£Wc 2 = 18 END CLOSET BEHIND JAMB WebEWcJ = 3.5 FlangeEWCJ = 1.5 GauQ"EWcJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING SludSpacing = 16 in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wstud = 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 = 2189lb Pdown_exterior = 1094!b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148B_9ft_eave.xmcd BearingPressure = 1500 psf Slab = 5.5 in Padw = "na' in Pad 0 = "na' in 0 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_inl = 4561b P up_exl = 3321b !BC ver 1.0 INTERACTION ln1EC1 = 0.286 ln1EC2 = 0.828 ln1EC3 = 0.785 lniEWct = 0.375 lniEWc2 = 0.020 lniEWCJ = 0.288 INTERACTION lnlstud = 0.364 lnlstude = 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 Rp;tch := 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+ 0-in BAY WIDTH widlh := 40-ft PURLIN SPACING length := 250ft INT. PARTITION PANEL lower:= Oft+ Din INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10-ft Pspace := 5-ft P~anel := 'yes' Bridge := 'yes' GROUND SNOW LOAD P 9 :_= 40-psf Esnow := '8' 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·P 9 P1 = 34 psi 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 = 42psl V := 90-mph Ewind = '8' C=11.8psf D = 2.65 psi G = -7.95psf H = -7.95 psi EDGE DISTANCE EdgeDislance := 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_lnlerior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 NUMBER OF EXTERIOR ANCHORS Number_of_Exterior_Anchors := 2 DIAMETER OF ANCHOR AnchorDiameter := 0.375 p37148B_12ft_eave.xmcd 8(, Sileclass := 'D' Ss := 0.413 s1 := o.081 Sos = 0.405 S01 = 0.130 Response= 6 Seismicoc = ·c· Csz = 0.067 DR:= 2-psf Dp := 3-psf DL := 0-psf Dr:= ({>sf 5/15/2008 JBC 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 PaneiCheckr = 'ok' TRANSVERSE Strapsr = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR ShearWLI = 171b Upliftwu = 5491b Diameterwu = 0.375 in LengthWLI = 2 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1411b UpliftWLx = 425lb DiameterwLx = 0.375 in Lengthw1x = 2 in WIND I TRANSVERSE /INTERIOR Shearwr 1 = 451b Upliftwr 1 = 24 71b Diameterwr1 = 0.375 in Lengthwr 1 = 2in WIND I TRANSVERSE I EXTERIOR Shearwrx = 3181b UpliUwrx = 4101b Diameterwrx = 0.375 in Lengthwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR ShearEll = 641b Upli~u = 2721b Diameter Ell = 0.375 in LengthEll = 2in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX = 641b UpliftELX = 3271b DiameterELX = 0.375in LengthELx = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI = 91b Upli~TI = Olb DiameterETI = 0.375in LengthETI = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETX = 64lb Upli~x = 41b DiameterETx = 0.375in LengthETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) ~'~Punin1 = 219pl( Rpurlin1 = 10941b Mpumn1 = 2736 ft·lb LOAD COMBINATION 3 (FORMULA 16·13) ~'~Purlin3 = 204 pi( RPurlinJ = 10211b MPurlin3 = 2552 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) ~'~Purlin4 = -57 pi( Rpun;n 4 = -2831b MPurlin4 = -706 ft.Jb LOAD COMBINATION 4 (FORMULA 16-14) Wpurfin4e = -88 plf Rpun;n 4ea = -3851b MPunin4e = -1106 ft·lb Rpun;n 4eb = -3081b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RooiPressureN = -19 psi 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 GaU9%R = 18 FYNR = 33 lnlNR = 0.379 PURLIN (WIND, MID, SS} WebNss = 7 FlangeNSS = 3 GaugeNSS = 18 FYNSS = 33 lntNss = 0.480 PURLIN (WIND, MID, SSw/ BRDG.) WebNsss = 7 FlangeNsss = 3 GaugeNSSB = 18 FYNSSB = 33 lntNSSB = 0.379 PURLIN (WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 GaU9%RE = 18 FYNRE = 33 lntNRE = 0.593 PURLIN (WIND. END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNSSE = 18 FYNSSE = 33 lntNSSE = 0.752 PURLIN (WIND, END, SSw/ BRDG.) WebNsssE = 7 FlangeNSSBE = 3 GaugeNSSBE = 18 FYNSSBE = 33 lniNSSBE = 0.593 p37148B_12ft_eave.xmcd B'l 5115/2008 STUB POST HEADERS IBC ver 1.0 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 = -1412ft-lb MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION STUB POST HEADERS WebH = 9 FlangeH = 3.2 Gaug€}1 = 12 FyH = 33 ln1H = 0.818 SMALL STUB POST HEADERS WebHs = 5.5 FlangeHs = 2 Gaug"Hs = 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) pl1 = 5221b LOAD COMBINATION 3 (FORMULA 16-13) pl3 = 19831b M13 = 969.01 ft-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange 11 = 2 Gaug8]1 = 12 lnt 11 = 0.745 INTERIOR COLUMN (LC: 3) Web13 = 999 Flange13 = 999 Gauge13 = 999 lnt13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PJamb1 = 10941b NA LOAD COMBINATION 2 (FORMULA 16-12) P Jamb1a = 1531b MJamb2a = 130ft-lb LOAD COMBINATION 2 (FORMULA 16-12) P Jamb1b = 4521b NA LOAD COMBINATION 3 (FORMULA 16-13) PJamb3a = 9101b MJamb3a = 98 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PJamb3b = 11351b NA JAMB UNIFORM LOP.D WJamb = 135 plf JAMB CHECK JambCheck = 'ok' EWJambCheck = 'ok' MEMBER SIZES WEB FLANGE GAGE INTERACTION JAMB SUPPORT WebJ = 2 FlangeJ = 1 GaugeJ = 18 lntJ = 0.000 LARGE END WALL HEADER CHECK EWheader_check = 'EW Header O.K.' p371488_12ft_eave.xmcd (Jh 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Psw 1 = 10941b Msw= Oftlb LOAD COMBINATION 2 (FORMULA 16-12) Psw 2 = 1531b LOAD COMBINATION 3 (FORMULA 16-13) Psw 3 = 910ib 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 Flanges 2 = 1.5 Gauge82 = 18 lnls2 = 0.116 SIDE WALL COLUMN, MID (LC: 3) Webs 3 = 5.5 Flanges 3 = 1.5 Gauge83 = 18 lnls 3 = 0.141 SW CORNER COLUMN (LC: 1) Webc 1 = 5.5 Flangec 1 = 1.5 Gaugec 1 = 18 lnlc 1 =0.170 SW CORNER COLUMN (LC: 2) Webc 2 = 5.5 Flangec 2 = 1.5 Gaugec2 = 12 lnlc2 = 0.652 SW CORNER COLUMN (LC: 3) Webc 3 = 5.5 Flangec 3 = 1.5 Gaugec3 = 14 lnlc3 = 0.863 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEW1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 = 1531b WEW2 = 74pll MEW2 = 3833 ft-lb MID LO.~D COMBINATION 2 (FORMULA 16-12) NA WEW2e = 88pll MEW2e = 1587 ft-lb END LOAD COMBINATION 3 (FORMULA 16-13) PEW3 = 9101b WEW3 = 56plf MEW3 = 2875 ft-lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEW3e = 66 plf MEW3e = 1190 ft-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebE 1 = 5.5 FlangeE 1 = 1.5 Gaug"E 1 = 18 lniE1 = 0.239 END WALL COLUMN, MID (LC: 2) WebE2 = 999 FlangeE 2 = 999 Gaug"E 2 = 999 ln1E 2 = 999.000 END WALL COLUMN, MID (LC: 3) WebE 3 = 5.5 FlangeE3 = 1.5 Gaug"E 3 = 12 ln1E 3 = 0.834 END WALL COLUMN, END (LC: 2) WebEie = 5.5 FlangeEie = 1.5 Gaug"E1e = 16 ln1E1e = 0.857 END WALL COLUMN, END (LC: 3) WebE2e = 5.5 FlangeE 2e = 1.5 Gaug"E2e = 16 ln1E2e = 0.754 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS = 45 plf %s = 2231b MGs = 556ft·lb SIDE WALL GIRT IN END ZONE wGse = 53 pll %se = 2651b MGse = 661 ft-lb GIRT IN MID ZONE WGE = 63plf %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 Gaug€(;s = 18 lniGs = 0.532 SIDE WALL GIRT {END) WebGse = 5.5 FlangeGse = 1.5 Gaugecse = 18 lniGse = 0.632 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 Gaug€(;E = 18 lniGE = 0.226 p371488 _12ft_eave.xmcd 139 5115/2008 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) PEcz= 1531b WEC2 = 75 plf MEC2 = 775 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PEcJ = 9101b WEC3 = 56 plf MEC3 = 581 ft-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebECl = 3.5 FlangeEC1 = 1.5 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEcz = 3.5 FlangeECZ = 1.5 GaU9"EC2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEcJ = 3.5 FlangeEcJ = 1.5 GaU9"EC3 = 16 END CLOSET BEHIND JAMB We~c 1 = 3.5 FlangeEWcl = 1.5 Gaugeavc 1 = 18 END CLOSET BEHIND JAMB WebEwcz = 3.5 FlangeEWcz = 1.5 Gaugeavcz = 18 END CLOSET BEHIND JAMB WebEWcJ = 3.5 FlangeEWCJ = 1.5 Gaugeavc 3 = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwC = 1 STUDS SPACING SludSpacing = 16 in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE Wstud = 21 plf Mstud = 369 ft-lb SIDE WALL STUD IN END ZONE wstude = 25 plf Mstude = 449 ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) . -Websrud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Websrude = 3.5 Flangesrude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY p down _interior = 2189 !b Pdown_exterior = 1094 lb SLAB THICKNESS PAD WIDTH PAD DEPTH p37148B_12ft_eave.xmcd Bearing Pressure= 1500 psf Slab = 5.5 in Padw = "na· in Pad 0 = 'na' in GAGE Gaugesrud = 20-· · Gaugestude = 20 UPLIFT UPLIFT P up_iot = 5491b Pup_ext = 4251b JBC ver 1.0 INTERACTION ln1EC1 = 0.286 lniEcz = 0.848 lniECJ = 0.799 lniEWCl = 0.375 lniEWC2 = 0.052 lniEWCJ = 0.312 INTERACTION lnlstud = 0.636 lnlsrude = 0.774 5/15/2008 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 I?.W>G> B /2.'~ L<"\k·PiP<" "l::l ov~ eot.u~n 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 cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 33000 psi 45000 psi Warping Constant override, Cw Torsion Constant Override, J o inA6 o in"'4 Stiffened Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity o 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 180.000 3.7306 2.1986 0.6673 90.000 0.000 -90.000 0.19400 0.19400 0.19400 0.19400 (}II 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 (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 19.750 ft Ly 1.000 ft Lt 10.167 ft Kx 1. 0000 Ky 1.0000 Kt 1. 0000 Cb:>< 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 991.5 484.5 0.0 0.0 0.0 Applied 991.5 484.5 0.0 0.0 0.0 Strength 3088.9 1765.1 4052.3 529.7 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) 0.321 + 0.332 + 0.000 = 0.653 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.060 0.274 0.000 0.334 -1.0 + + = <= NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.075 + 0.000)= 0.274 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 Bit. 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 In uts 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 in Placement of Part from Origin: X to left edge 0 in o in Y to center of gravity Outside dimensions, Open shape 1 2 3 Length Angle Radius (in) (deg) (in) 1.7545 180.000 0.19400 5.5970 1.7545 90.000 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 lin) ldeg) lin) 1.7545 0.000 0.19400 5.5970 1.7545 90.000 180.000 0.19400 0.19400 o in"'4 24 in 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 Shaun D. Decker Section: 12 ga 5.5 Exterior Double Column.sct Double Channel5.597x1.7545-12 Gage 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 Ly 4.167 ft Lt 4.167 Kx 1.0000 Ky 1. 0000 Kt 1.0000 Cbx 1.0000 Cby 1. 0000 ex 0.0000 Cmx 1.0000 Cmy 1.0000 ey 0.0000 Braced Flange' None Moment Reduction, R, 0.0000 Loads: p Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 153 3833.0 0 0.0 0 Applied 153 3833.0 0 0.0 0 Strength 16304 4541.2 12932 710.3 7532 Effective section properties at applied loads' Ae 1.8153 in"2 Ixe 7.9120 in"'4 lye 0.7568 Sxe(t) 2. 8272 in"'3 Sye(l) 0.4313 Sxe(b) 2. 8272 in"'3 Sye(r) 0.4313 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.009 + 0.850 + 0.000 = 0.859 <= NAS Eq. C5.2.1-2 (P' Mx, My) 0.005 + 0.844 + o_ooo = 0. 849 <= NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.710 + 0.000)= 0.843 <= NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= ft in in in"'4 in"'3 in"'3 1.0 1.0 1.0 1.0 CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37148' BUILDING := 'C' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE ROOF TYPE OCCUPANCY CATEGORY SNOW LOAD in Rpitch := 5- ft e = 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 := 40-ft PURLIN SPACING length := 240ft INT. PARTITION PANEL lower:= ott+ Din INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10-ft p space := 5-ft P~anel := 'yes' Bridge := 'yes' GROUND SNOW LOAD P9 := 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 Pr := .7·C,·Crls·P 9 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 Punbatanced = 42 psf Ps = 42 psf V := 90-mph Ewind = 'B' lw = 1 a= 3.733ft C= 11.8psf D = 2.65 psi G = -7.95psf 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 IIF 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 p37148c_aq.xmcd (!, 1 Siteclass := 'D' Ss := 0.413 s, := 0.081 Sos = 0.405 Sot = 0.130 Response= 6 Seismicoc = ·c· Csz = 0.067 DR:= 2-psl Dp := 3-psf DL := 0-psf Dr:= Opsf 5115/2008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VwL = 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 Strapsr = 0 LOCAL FAILURE PaneiCheck = 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR Shearwu = 151b Upliftwu = 4741b Diamelerwu = 0.375in Lenglhwu = 2 in WIND I LONGITUDINAL I EXTERIOR ShearWLx = 1181b UpliflwLX = 3511b DiamelerwLx = 0.375 in LenglhwLx = 2 in WIND I TRANSVERSE /INTERIOR Shearwn = 381b Upliftwr 1 = 2471b Diamelerwr 1 = 0.375 in Lenglhwr 1 = 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx = 266\b Upliftwrx = 310 lb Diameterwrx = 0.375 in Lenglhwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR ShearELI = 64\b Upli~u = 221\b Diameter Ell = 0.375 in LenglhELI = 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX = 64\b UplillfLX = 2751b DiameterELX = 0.375in LenglhELX = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI = 91b Upli~TI = 0 lb DiameterETI = 0.375in LengthEn = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 64\b Upli~x = Olb DiameterETx = 0.375in LengthETx = 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD ENQ BEACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Wpu~in1 = 219 plf Rpu~in1 = 10941b MPurnn1 = 2736 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) WPurnn3 = 204 plf Rpu~inl = 10211b Mpu~in3 = 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) WPurnn4 = -57 plf Rpu~in 4 = -2831b MPurnn4 = -706ft-lb LOAD COMBINATION 4 (FORMULA 16-14) Wpu~in4e = -88 plf RPunin 4ea = -380 lb MPw11n4e = -1106 fl-lb RPunin4eb = -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 lntPR = 0.963 PURLIN (SS) Webpss = 7 Flangepss = 3 Gaugepss = 12 Fypss = 33 lntpss = 0.780 PURLIN (SS wl BRIDGING) Webpsss = 7 Ftangepsss = 3 Gaugepsss = 14 Fypsss = 33 tnlpsss = 0.963 PURLIN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 GaUQONR = 18 FYNR = 33 lniNR = 0.379 PURLIN (WIND, MID. SS) WebNss = 7 FlangeNss = 3 GaugeNss = 18 FYNSS = 33 lntNss = 0.480 PURLIN (WIND, MID, SS wl BROG.) WebNSSB = 7 FlangeNSSB = 3 GaugeNSSB = 18 FYNSSB = 33 lniNSSB = 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 lniNSSE = 0.752 PURLIN (WIND, END, SS wl BRDG.) WebNSSBE = 7 FlangeNSSBE = 3 Gaug"NSSBE = 18 FYNSSBE = 33 lniNSSBE = 0.593 p37148c_aq.xmcd ~ 2 511512008 STUB POST HEADERS STUB POST HEADER LOADS REACTION LOAD COMBINATION 1 (FORMULA 16-10) RHI = 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 LOAD COMBINATION 1 (FORMULA 16-10) pll = 21891b LOAD COMBINATION 2 (FORMULA 16-12) pl2 = 4711b LOAD COMBINATION 3 (FORMULA 16-13) pl3 = 19451b M13 = 731.51 ft-lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 = 3.5 Flange11 = 2 INTERIOR COLUMN (LC: 3) Web 13 = 999 Flange13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJambl = 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a = 781b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2b = 4001b LOADCOMBINATION3(FORMULA 16-13) PJamb3a = 6541b 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.' p37148c_aq.xmcd MOMENT MHI = 5472 ft-lb MHJ = 5104 ft-lb MH 4 = -1412ft-lb GAGE YIELD Gaug"H = 12 FyH =33 Gaug"Hs = 16 FYHS = 33 GAGE Gaug0]1 = 14 Gaug0]3 = 999 MOMENT NA MJamb2a = 133ft-lb NA MJamb3a = 99 ft-lb NA GaugeJ = 18 INTERACTION lntH = 0.618 lntHs = 0.772 INTERACTION lnt 11 = 0.993 lnt 13 = 999 INTERACTION ln!J = 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) Psw 1 = 10941b Msw = Oft-lb LOAD COMBINATION 2 (FORMULA 16-12) Psw2 = 781b LOAD COMBINATION 3 (FORMULA 16-13) Psw3 = 8541b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Web 81 = 5.5 Flange 81 = 1.5 Gauge81 = 18 lnt 81 = 0.183 SIDE WALL COLUMN, MID (LC: 2) Webs 2 = 5.5 Flanges2 = 1.5 Gauge82 = 18 lnls2 = 0.109 SIDE WALL COLUMN, MID (LC: 3) Web 83 = 5.5 Flange 83 = 1.5 Gauge83 = 18 lnt 83 = 0.143 SW CORNER COLUMN (LC: 1) Webc 1 = 5.5 Flangec 1 = 1.5 Gaugec 1 = 18 lnlc1 = 0.183 SW CORNER COLUMN (LC: 2) Webc 2 = 5.5 Flangec 2 = 1.5 Gaugec 2 = 16 lnlc 2 = 0.867 SW CORNER COLUMN (LC: 3) Webc 3 = 5.5 Flangec 3 = 1.5 Gaugec 3 = 16 ln1c 3 = 0.744 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOft.D MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEWl = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEW2 = 781b WEW2 = 75plf MEW2 = 2928 ft-lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA WEW2e = 90 plf MEW2e = 981 ft-lb END LOAD COMBINATION 3 (FORMULA 16-13) PEW3 = 8541b WEWJ = 56plf MEW3 = 2196ftlb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEW3e = 68 plf MEW3e = 735 ft-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebE1 = 5.5 FlangeE 1 = 1.5 Gaug"E1 = 18 lniE1 = 0.228 END WALL COLUMN, MID (LC: 2) WebE 2 = 5.5 FlangeE 2 = 1.5 Gaug"E 2 = 12 lniE2 = 0.763 END WALL COLUMN, MID (LC: 3) WebEJ = 5.5 FlangeE 3 = 1.5 Gaug"E 3 = 12 ln!E 3 = 0.637 END WALL COLUMN, END (LC: 2) WebEle = 5.5 FlangeEle = 1.5 Gaug"E 1, = 18 ln1E1e = 0.741 END WALL COLUMN, END (LC: 3) WebE2e = 5.5 FlangeE 2e = 1.5 GaugeE 2e = 18 ln1E2e = 0.719 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 = 63plf ~E=3141b MGE = 236 ft-lb GIRT IN END ZONE WGEe = 76 plf ~Ee = 3781b MGEe = 236ftlb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL GIRT (MID) WebGs = 5.5 FlangeGs = 1.5 Gaugecs = 18 lniGs = 0.550 SIDE Wft.LL GIRT [END) WebGse = 5.5 FlangeGse = 1.5 Gaugecse = 18 lniGse = 0.653 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 lniGE = 0.226 p37148c_aq.xmcd C.• 5115/2008 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 = 781b WEC2 = 75 plf MEC2 = 775ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PEel= 8541b WEC3 = 56plf MEcJ = 581 fl·lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEct = 3.5 FlangeEct = 1.5 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc 2 = 3.5 FlangeEC2 = 1.5 GaU98£C2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEcJ = 3.5 FlangeECJ = 1.5 GaU98£C3 = 16 END CLOSET BEHIND JAMB We~wct = 3.5 FlangeEWct = 1.5 Gaug"Ewct = 18 END CLOSET BEHIND JAMB WebEWC2 = 3.5 FlangeEWc 2 = 1.5 GaU98£wc 2 = 18 END CLOSET BEHIND JAMB WebEwc 3 = 3.5 FlangeEWcJ = 1.5 GaU98£wcJ = 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 wstud = 21 plf Mstud = 227 fl·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 p37148c_aq.xmcd BearingPressure = 1500 psf Slab= 5.5 in Pac!vv = "na' in Pad 0 = "na· in c. 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_;ot = 4741b Pup_e<l = 3511b IBC ver 1.0 INTERACTION lntEct = 0.286 ln!Ec2 = 0.832 ln!EC3 = 0. 788 lntEWct = 0.375 ln!Ewc2 = 0.027 lniEWcJ = 0.292 INTERACTION lnlstud = 0.391 lnlstude = 0.480 511512008 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 :~ !6-ft+ 0-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" REVIEWED_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 Pspace :~ 5·ft BLANK SIDEWALL SPACING SW,P"' :~Bay BLANK ENDWALL SPACING EWspace :~ P,P"' INT. TRANSVERSE BRACE Colbmce :~ "yes" INT. PARTITION PANEL Panbrm :~ "yes" LONG. PANEL LENGTH Pan 1,g :~ Length TRANS. PANEL LENGTH Pan 1mos :~ B PER BAY Esnow := "B" Is:~ I C1 :~ 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 P 1 ~ 34psf LL :~ 20psf P d :~ 20psf V :~ 90-mph E..vind := "B" WIND IMPORTANCE FACTOR Table 1604.5 lw = 1 SLOPED ROOF SNOW LOAD P 5 ~ 29 psf UNBALANCED SNOW LOAD Pr,bl ~ 42 psf p37148c_brv.xmcd (f.r 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 = "I" s 5 := 0.413 sl := 0.081 S 0 s = 0.405 SDI = 0.130 Seismicoc = "C" DESIGN WIND LOADS (Building and Cladding) z, := 0.1·8 z2 := 0.4-H z3 := .04-8 END ZONE WIDTH 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 MID ZONE 4 P4p = 13.6psf LEEWARD MID ZONE 4 P4 = -14.8psf ROOF-NEGATIVE END ZONE 2 P2 = -22.1 psf MID ZONE 1 Pl=-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 Pwt = 9.1 psf PwtE= llpsf Pw4 = -6.8 psf Pw4E = -8.1 psf Prw = 7.9psf Prwl = -7.5 psf GAGE OF STRAPS Gage:= 16 WIDTH OF STRAPS w5 := 2in F y := 33000psi F" := 45000psi CHECK WEDGE BOLTS Suggesled 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 T,1 =24701b T,2 = 28131b 5116/2008 REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) Maximum Uplift@ Anchor (Exterior) Maximum Shear@ Anchor Uplif\WL ~ 3971b Uplif\SL ~ 0 lb (Wind) (Seismic) Uplif\WLE ~ 806lb Uplif\SLE ~ 0 lb (Wind) (Seismic) ShearWL ~ 2504lb ShearSL ~ 3981b (Wind) (Seismic) Length of Partion Panel Required 1,3.3 ~ 85.03 ft Length of Partion Panel Used Panlong ~ 60 f\ 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 I ~ 0 lb (Wind) (Seismic) Uplif\WEI ~ 0 lb UpliftSEI ~ 0 lb (Wind) (Seismic) ShearWI ~ 2391b ShearS I ~ 49.791b (Wind) (Seismic) Length of Partion Panel Required l,u ~ 20.97ft Length of Partion Panel Used Pan 1rans = 40ft Number of Straps Required Straps! = 0 Number of Straps Used Straps 1 = 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 ~ 43.78psf PBLC3 ~ 40.83 psf Mpt ~ 73870.321bin Rpl ~ !641.561b 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 ~ -23388.751bin Negative Moment, Mid Zone Mtw2 ~ -19068.751bin 0 . 4 11 ~ .52m Reactions, End Zone R1w 2E ~ -680.151b R1w2Em ~ -539.35lb Reaction, Mid Zone R1w 2 ~ -423.751b Max Moment, Endwall, Mid Zone Max Moment, Endwall, End Zone MicE~ 52731bin MicE<~ 62701bin Max Moment, Sidewall, Mid Zone Max Moment, Sidewall, End Zone Mlcs ~ 266401bin M I CSe ~ 279841b in COLUMN MOMENTS SW Corner EW Corner End Zone Mlcse ~ 762861bin MlcEe ~ 684781bin Mlcse ~ 4120llbin MlcEe ~ 681161bin Mid Zone Mlcs ~ 757761bin MicE~ 641331bin Ml 1s ~ 38361.61bin COLUMN AXIAL LOADS Interior Exterior Exterior.@ Brace Corner Corner@ Brace LC1: D BLCI = 1501b BLCI E ~ 751b na BLCIC = 371b na LC2: D + L BLC2 = 3283 lb BLC2E ~ 16421b BLC2EB ~ t6421b BLC2C = 8211b BLC2CB ~ 821 lb LC3: D + .75 (W + l) BLCJ ~ 2500 lb BLCJE ~ 1250 lb BLCJEB ~ 216llb BLCJC = 6251b BLCJCB ~ 15361b LC4: D + .7E + l BLC4 ~ 2499.84 lb BLC4E ~ 1249.92lb BLC4EB ~ 1249.921b 8 LC4C = 625 lb BLC4CB ~ 624.961b LCS: D +W BLC5 = 150lb BLCSE ~ 75lb BLCSEB ~ 1289.931b BLCSC = 37.5lb BLCSCB ~ 1252.43lb p37148c_brv.xrncd cs 5/16/2008 MEMBER SELECTION INTERIOR COLUMN, BAY 1 Webli = 7.94 A, = 0.97 in 2 D Flangeli = 2.41 Fy = 33 ksi D JAMB COLUMN, BAY 1 Lipli = 0.88 Gaugeli = 14 lnterli = 0.83 Inter eq = "C5.2.!-1" L, = 283 in Ly= \2in L. = 183.04 in Webld = 7.88 Flangeld = 3 Gaugeld = 16 lnterld = 0.86 Intereq = "C5.2.1-2" A, = 0.76 in 2 Fy = 33 ksi D D L,=292in BLANK SIDE WALL COLUMN, BAY 1 Web lsi= 7.94 Flangelsl = 1.91 Lip lsi= 0.63 2 . 3 5 55 . 4 ~ =041n Sc = 1.311n lxe = . 1n D D D BLANK SIDE WALL CORNER COLUMN, BAY 1 Weblcsl = 7.94 A, = 0.65 in 2 D Flangelcsl = 2.44 Sc = 2.17in3 D Liplcsl = 0.84 lxe = 8.76 in 4 D BLANK END WALL COLUMN, END ZONE, BAY 1 Weblele = 11.94 Flangelele = 3.03 Liplele = I A, = I.O!in2 D Ixe = 30.51 in 4 D BLANK END WALL COLUMN, MID ZONE, BAY 1 Weblels = 11.94 Flangelels = 3.03 Lip leis= I 0 . 2 Ae=l.lm D . 4 l;x;e = 30.51 m D BLANK END WALL CORNER COLUMN, BAY 1 Web lee\= \1.94 Flange! eel= 3.03 Gaugelcel = 14 GIRT, SIDE WALL, BAY 1 Web I gs = 7.94 Flange I gs = 2.44 6 . 4 lxe = 8.7 1n D GIRT, END WALL, BAY 1 Weblge = \1.94 3 . 3 Sc = .43 1n D Flangelge = 2.72 . 4 lxe = 22.49 rn . D PURLIN, R-PANEL ROOF, BAY 1 p37148c_brv.xmcd . 4 lxe = 30.51 m D Gaugclgs = 16 Fy =33ksi D Gaugelge = 16 Fv = 33 ksi ·D Gaugelsl = 18 Fy = 33 ksi D Gaugelcsl = 16 Fy =33ksi D Gaugelele = 14 Fy = 33 ksi D Gauge leis= 14 Fy ,; 33 ksi D Interlcel = 0.98 Fy = 33 ksi D lnterlgs = 0.65 L, = 180 in Inter! ge = 0.09 Lx = 60in tj L. = 64in lnterlsl = 0.43 Intereq = "C5.2.1-J" L, = 192in Ly = 64 in L. = 64 in Interlcsl = 0.97 Intereq = ''C5.2.1-l" L,=192in Ly = 64 in L. = 64 in lnterlele = 0.98 Intereq = "C5.2.1-I" L, = 292in Ly = !55 in L. =!55 in Interlels = 0.92 Intereq = "C5.2.J-J" Lx = 292 in Ly= !55 in L.= 155in lnter~q = "C5.2.1-l" L, = 292in Ly = 155 in L.= 155in Ly= 12in J...=180in l:·= 12in L. = 60in 511612008 Weblpr ~ 12 Flange I pr ~ 3 Gaugelpr~ 14 Fy ~ 33ksi D Inter] 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 Web ips~ 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 Flangelpl ~ 3 PURLIN, SS ROOF, BAY 1 Weblp2 ~ 999 Flange I p2 ~ 999 Gaugelpl ~ 14 Gauge I p2 ~ 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 Flangelp3b ~ 999 Gaugclp3b = 999 PURLIN, SS ROOF, SOLID BRIDGING ALL BAYS, BAY 1 Weblp4b = 12 Flange I p4b = 3 Gaugelp4b = 14 p37148c_brv.xmcd F = 50ksi Yo Fy =33ksi D Inter I prb = 0.8 Inter! ps = 0.8 lntcrlpsb = 0.8 lnterlpl ~ 0.8 Inter I p2 ~ 1.32 lnterlplb = 1.32 lnterlp2b = 1.32 Inter I p3b = 1.32 Inter I p4b = 0.8 5/1612008 Sheet# ___ of __ _ Plan# By soo Date .;' liuJo& F c "h" Gc..p -c;:>'"' (;, <:;>;. G"" _Q.5 c~~ .'b 1 -.7_ \' • '1. 51 · . t>S. 1> -"/ -s' ! ./ J' -c '/., 7-.5, 'b . Its "'.s1 · -2-S--.?..-'1sJ·'.;8 = _S;'3.-3, -o.to ? . l v -- Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-"l5o-5S24 · Fax: 800-981-9014 (! J} 191 S.eng.Ol/05 CFS Version 5.0.2 Section: 8x2.5C14.sct Shaun D. Decker 8 x 2.5 C 14 Gage B R v 'C" ~._. ,'u<' Trachte Building Systems, Inc. LGSI Library e_ol • ...,.....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 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 0 inA4 C-Section, Thickness 0.07 in Placement of Part from Origin: X to center of gravity Y to center of gravity Outside dimensions, Open shape a in 0 in Length Angle Radius (in) (deg) (in) Web 1 0.8000 270.000 0.18750 None 2 3 4 5 2.5000 8.0000 2.5000 0.8000 180.000 90.000 0.000 -90.000 0.18750 0.18750 0.18750 0.18750 Single Cee Single None erz .. 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 (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 Iye 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 8~¥' ~ · LGSI Library G,\.u.mf) 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 0 inA4 C-Section, Thickness 0.105 in Placement of Part from Origin: X to center of gravity Y to center of gravity 0 in 0 in Outside dimensions, Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.885 270.000 0.18750 3.500 12.000 3.500 0.885 180.000 90.000 o.ooo -90.000 0.18750 0.18750 0.18750 0.18750 Web None Single cee Single None CJ'/ k Coef. 0.000 o.ooo 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 LGSJ 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 1.0000 Ly Ky Cby 12.917 ft 1.0000 1.0000 Lt Kt ex 12.917 ft 1.0000 Cmx 1.0000 Cmy 1.0000 ey 0.0000 in o.oooo in Braced Flange: None Moment Reduction, R: 0.0000 Loads: Entered Applied Strength Effective Ae p (lb) 34 07 3407 14329 Mx (lb-ft) 4057 4057 10127 section properties at 2.0935 in"'2 Ixe Sxe(t) Sxe (b) 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) 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) vx (lb) 0 0 12626 3. 072 3. 4 943 1.1719 0.238 + 0.418 + 0.000 = 0.656 <= 1.0 0.097 + 0.401 + 0.000 = 0.497 <= 1.0 Sqrt(O.OS1 + 0.000)= 0.227 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 Garfield County Building and Planning lOB 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 ace 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 not required. ELEMENT FIRE RESISTANCE RATINGS MATERIAL FOR BUILDING RATING ELEMENTS --Table 601 NOTES Structural Frame Noncombustible 0 hour Interior Bearing wall Noncombustible Interior nonbrg wall Noncombustible Shaft Enclosure Noncombustible Floor/Ceiling Assembly Noncombustible Roof/Ceiling Assembly Noncombustible Stairs Noncombustible NOTES: 0 hour 0 hour 1 hour 0 hour 0 hour None Note 5 Note 1 ' 13 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 ace 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 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 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.: Building B 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. ELEMENT FIRE RESISTANCE RATINGS MATERIAL Structural Frame Interior Bearing wall Interior nonbrg wall Floor/Ceiling Assembly Roof/Ceiling Assembly Stairs NOTES: Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible FOR BUILDING RATING 0 hour 0 hour 0 hour 0 hour 0 hour None ELEMENTS NOTES Note 5 ' 13 5. Fire-retardant treated wood shall be permitted in: --Table 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 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 Coun·ty 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-1,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 ace 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 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.: 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 Bld • 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.