Loading...
HomeMy WebLinkAboutApplication- Permitarfield County ilding & Sanitation Department 108 8`h Street, Suite #201 Glenwood Springs, Co. 81601 Office- 945-8212 Inspection Line- 384-5003 Job Address NO. Q �q Nature of Work Building Permit Use of Building Owner / ' 0 I i► 1 4 Contractor M ' L' _ _ ,i° Amount of Permit $ �p 9 Date 23 Clerk Permit No: GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8th Street, Suite 201, Glenwood Springs, CO 81601 Phone: 970-945-8212 / Fax: 970-384-34701 Inspection Line: 970-384-5003 ParceUSchedule No: /3/120U52 - AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AM) LAND USF. REGULATIONS ADOPTED BY CARFIELD COUNTY PURSUANT TO AUTHORITY LIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLITIES BY GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER. BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND LN SUPPORT OF THE OWNERS INTEREST. Garfom.003 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): .O 1 tkt 1 .lob Address: GrO/3 Sl+-euWv 2)2 C lzgre.vpld•tr Co 6'473 1 Lot No: Qr Block No: ubd. / Exemption: T -r `/ Uie- eizek-1-1*de { P.O 2 Owner:rwgyg 174.uF Ig1W �s,*A-- Address 3120 d ItH Qik Ph: 7'/ •' o1- Wk Ph: 3 Contrftox fAd ess: Ph: Ph. p Lic. No. 4 ArchltectiEngineer: A ess: Lit. No. 5 Sq. Ft. of Building:/6/0 Sq. Ft. of Lot: q , 3a Height: 7 6 �G .i No. of floors: 6 Use of Building:r t 1 t i I' I:, 7 Describe Work:.F. ilOjff �� 8 Class of Work: pia New ❑ Alteration o Remove o Addition o Move 9 10 Garage: ` p ❑ Single N- o Double Carport: o Single o Double o Driveway Permit o On -Site Sewage Disposal o Site Plan Pik 1.4k- (Septic) 11 Valuation of Work: $ Z/ o Adjusted Valuations: $ Z7,n3.1O `I�(_ 12 Special Conditions: or- . `!'� Iul a/# A SEPARATE ELEC ISSUED BY THE STATE THIS PERMIT BECOMES AUTHORIZED IS NOT CONSTRUCTION OR PERIOD OF 110 DAYS I HEREBY CERTIFY APPLICATION AND PROVISIONS OF LAWS COMPLETED WITHIN GRANTING OF A TO VIOLATE OR CANCEL LOCAL LAW RE OF CONSTRUC t Ir, !, �'L'l/!d/ � sairept '� 1 I IREi{ I 1 .5I " r • r �, NULL AND VOID 1F WORK OR CONSTRUCTION COMMENCED WITHIN 110 DAYS, OR, IF WORK 1S SUSPENDED OR ABANDONED FOR A AT ANY TIME AFTER WORK IS COMMENCED. THAT l HAVE READ AND EXAMINED THIS KNOW THE SAME TO BE TRUE AND CORRECT. ALL GOVERNING THIS TYPE OF WORK WILL BE WHETHER SPECIFIED HEREIN OR NOT. THE PERMIT DOES NOT PRESUME TO GIVE AUTHORITY THE PROVISIONS OF ANY OTHER STATE OR UL C CONSTRUCTION OR THE PERFORMANCE N. (fJ. I / ,�. c Fe mo+ r7 �J 49.0 i G / mit Fee: t�,2 • 5 � Total Fee: Dated Permit Issued: , OCC "';Oup: Const. Type: f !j/ Setbacks: Zoning: Manu. Home: ISDS No. & Fee: 11/ - : r'/ i f/,,ii /'1 I%/ ' APPROVAL / DATE �' ' ' "_ 3r i f.,,—..' AGREEMENT PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY WITH ALL BUILDING CODES AM) LAND USF. REGULATIONS ADOPTED BY CARFIELD COUNTY PURSUANT TO AUTHORITY LIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLITIES BY GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER. BUILDER, AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND LN SUPPORT OF THE OWNERS INTEREST. Garfom.003 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): .O 1 tkt 1 The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector; 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with washbowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1997 UBC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a fmal inspection made; 8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, where applicable. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # Signature Date Bpcont03/2004 Applicant PLAN REVIEW CHECKLIST Date tb• $•0 / Building /Engineered Foundation idDriveway Permit ✓Surveyed Site Plan Septic Permit and Setbacks Grade/Topography 30% 114, A ch Residential Plan Review List Minimum Application Questionnaire /subdivision Plat Notes kinfteozimer l4•Fire Department Review ✓ Valuation Determination/Fees Re Line Plans/Stamps/Sticker Attach Conditions ✓pplication Signed Plan Reviewer To Sign Application ✓i cel/Schedule No. 40# Snowload Letter- Manf. Hms. 1.1,4 GFldri WirrirSru /07 c V- 2s. 3 = 27/ 273.400 Planning/Zoning Property Line Setbacks 30ft Stream Setbacks Flood Plain Building Height Zoning Sign -off Road Impact Fees HOA/DRC Approval Grade/Topography 40% Planning Issues Subdivision Plat Notes GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code". This book is available to you through this department at our cost. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Applicants are required to indicate appropriately and to submit the completed checklist at time of application for a permit. 1 Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line. 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. A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, an 80 M.P.H. windshear, wind exposure B, windload of 15 pounds per square foot, and a 36 inch frost depth. All sheets to be identified by 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 1997 UBC, UMC and 1997 UPC. 1. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each corner of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. NOTE: 106.3.1 (7.) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a Iot 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 2. Does the site plan also include any other buildings on the property, setback easements and utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the property you are applying for a building permit on is located on a corner lot. Special setbacks doapply. Yes . 3. Does the site plan include when applicable the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjacent pro es), streams or water courses? Yes 4. Does the site plan indicate ()cation and direction of the County or private road accessing the property? Yes 7 5. ' Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes 6. 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 7, Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces's and soffits? Yes 8. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes 11. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes ./ 12. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing (undisturbed) grade contours? Yes 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes No ✓ 14. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building,Code Chapter 37? Yes No 7 15. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Cod Yes No 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes V No 17. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes / No 18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on tie plan? Yes No 19. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenantslz- Yes No 20. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? The building permit application will not be accepted wit it. Yes No 21. iprwiii this be the only residential structure on the parcel? C' Yes No If no -Explain: 22. Have two complete sets of construction drawings been submitted with the application? Yes 23. Do you understand that the minimum dimensions a home can be on a lot is 20$.wide and 20ft. long?/ Yes No 24. Have you designed or had this plan designed while considering building and other construction c requirements? Yes No t 25. Do your plans comply with all zoning rules and regulations in the County related to your properties zone district? Yes / No 26. Does the plan accurately indicate what you intend to construct and what will receive a final inspection the Garfield County Building Department? Yes No 27. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes / No 28. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application submittal and that you will be required to pay the "Permit Fee" as well as any "Road Impact" or "Septic System" fees required, at the time you pick up your building Y pe t? Yes No 29. Are you aware that twenty-four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoons. All inspections must be called in by 3:30 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your inspection one (I) day. Inspections are to be called in to 384-5003. Yes No 30. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $$7.00 re-inpsection fee? Yes / No 31. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupancy apd occupancy of the building? Yes / No 32. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uo rm Building Code? Yes No 33. Are you aware as part of the submittal for a building permit you are required to show proof of a driveway access permit from Garfield County Road & Bridge Department or if applicable the State Highway Department ? If a permit is not necessary, then a letter stating that information is required. You can contact the Garfield County Road & Bridge t Department at 625-8601 or refer to the phone book for the State Highway Departments phone number/ Yes No 34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups, unless you as the homeowner are performing the work? The license number of the person performing the work will be required at time of9pplicable inspection. Yes / No 35. Are you aware, that on the front of the Building Permit Application you will need to fill in the Parcel/Schedule Number for the lot you are applying for this permit on prior to submittal of a building pt application? Your attention in this is appreciated. Yes / No 36. Do you know that the local fire istrict may require you to submit plans for their review of fire safety issues? Yes No (please check with the building department about this requirement) 37. Are you aware, that if you receive your water and/or sewer from an Association, District, or Municipality you will be required to provide the County with a copy of the Tap Permit (or evidence of an exemption) at the time of the building permit application submittal? Yes No N/A .� 38. If you are within five (5) miles of the City of Rifle or the Town of Parachute, have you checked with them concerning water shed protection zone permit requirements for ISDS and other activities? Yes No N/A I hereby acknowledge that I have read, understand and answered these questions to the best of my jibility. Signature Of Owner Phone: Tict tif6 (days); iti 104 D to (evenings) Project Name: fLvts C6`fr'*+'l S . s'[ttic� Project Address: 00 l3 T.41 -15-t i 011. eftits43.0,,pmCi 1(oL'3 Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a 1 permit. if it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance of the permit or delay in proceeding with construction. Bpminreg04/2004 RANCH To: Andy Schwaller, Garfield County From: Leigh Sheldrake, Blue Creek Ranch Subject: Permit Application: South Entrance Storage Bam Hi Andy, Please find attached information for a permit application for a second Storage Barn at Blue Creek Ranch. Please note that the foundation engineering has both barns on one page. This particular application is "Building B" on the foundation plan. I can be reached at 379-4155 [cell) or 704-9007 [office} if you have any questions or concerns. Sincerely, (ra t, Leigh Sheldrake Blue Creek Ranch Construction Manager RANCH Homeowner's Association Architectural Approval On Monday, June 14, 2004, the Blue Creek Ranch Design Review Committee gave final approval to the plans submitted by Blue Creek Ranch Homeowners, applicant, for Tract 4 j 0013 Bristlecone Drive, Carbondale, CO 81623] The applicant is hereby authorized to begin improvements to the above -referenced property upon receipt of a building permit from Garfield County Building and Planning. Dated June 14, 2004 Leigh Sheldrake Design Review Committee Chairman www.rockfordsteel.com ROCKFORDM STEEL BUILDINGS 6; 504 Thunderbolt Drive • Walterboro, SC 29488 • 843-538-4600 • Fax 843-538-4610 April 16. 2004 Blue Creek Land Holdings. LLC 3320 County Rd. 100 Carbondale, CO 81623 RE: 24' X 49' X 14' STORAGE PO # RI 1219 CM Developers Dear Customer, This is to certify that the above referenced structure is being designed in accordance with the international Building Code 2003 for the following loads in addition to the dead load of the structure. a) Roof Live Load = 20 paf Tributary Reduction n Yes Roof Snow Load = 40 psf (Ground Snow Load = 57 psf with Ce = I) Snow Imp. - 1 b) Wind Speed = 90 mph. Exposure C Wind Imp. = 1 0 No c) Seismic Data Ss = 0.52 SI = 0 L Site Class D Seismic Imp = I d) Collateral Load = 5 psf (Sprinkler. Insulation- Drop Ceiling) Others (Specify)' e) Crane: Capacity = tons ❑ TR [l WTI ] MONORAIL CMAA - Class C unless noted 0 Mezzanine Size - N/A LL = MAW paf D L = N1 A psi Building Enclosure Type: Enclosed OPen Partially Enclosed h) Deflection Cntena �/❑ Rockford Standard ❑ Other (Specify): This cerufication is in accordance to the design loads you requested and specified in the purchase order agreement The building is designed in accordance with AISC. ASD Ninth -Edition. AISI 1996 Edition, and MBMA Standard. Rockford Mfg., Ltd. makes no representations as to the adequacy of the deign loads on the building components you have ordered It is your responsibility to contact your city or county building officials to determine if the specified design loads you requested are adequate for your geographical area. If you are unfamiliar with the design loads required to obtain the necessary building permits, please contact your building official immediately and verify that the loadings you ordered are correct and in accordance with your building official's requirements for obtaining the necessary permits. Rockford Mfg.. Ltd limited warranty and engineering data are set forth in your PURCHASE ORDER. LLMITED WARRANTY and MANUFACTURER'S AGREEMENT. This certification covers parts manufactured by Rockford Mfg.. Ltd. only and excludes such parts as doors. windows. masonry, foundation design and erection of the building. The building components not manufactured by Rockford Mfg.. Ltd. are listed below: Material. NIA g) Manufacturer's Name: N/A Fabncating Location: N/A The undersigned is ntt`tI*'e f4&4,f, record for the overall project. , TNTaaQy4c 2I :s . '•a �. Rama A' [Ica E ." 23771 �; a Registered Prof�siiingkEngineer & Enclosures lief. _ 71tisrtA� nrrilen Practices iiti�iit .rrr�� 1/1/00010 © ROCKFORD STEEL BUILDINGS www.rockfordsteel.com ROCKFORD STELL BUILDINGS 504 Thunderbolt Drive • Walterboro, SC 29488 • 843-538-4600 • Fax 843-538-4610 February 18. 2004 Blue Creek Land Holdings. LLC 3320 County Rd. 100 Carbondale. CO 81623 RE. 24'X49'X14' STORAGE PO # R112I9 CM Developers Dear Customer. This is to certify that the above referenced structure is being designed in accordance with the International Building Code 2003 for the following Ioads in addition to the dead Toad of the structure. a) `� Roof Live Load = 20 psf Tnhutary Reduction n Y es �' Roof Snow Load = 40 psf (Ground Snow Load = 57 psf with Ce - I ) Snow Imp = 1 h) !e to Wind Speed = 90 mph. Exposure C Wind Imp = 1 c) Seismic Data Ss = 0.52 SI = 0.1 Site Class D Seismic Imp = I II Crane Capacity - Ions Ei TR L' H :MONORAIL CMAA - Class C unless noted 11) \lezzanme Size - \• A LL = N,.l psf DL = \ A psf 1 1 g) Building Enclosure Trpe- i VI Enclosed Rattails Enclosed Opesi h) Deflection Cnteria d) Collateral Load = 5 psi (Sprinkler. Insulation. Drop Ceiling) +rk Rockford Standard Others (Specify): 1 — 011ier (Specify). J This certification is in accordance to the design loads you requested and specified in [he purchase order agreement. The building is designed in accordance with AISC. ASD Ninth -Edition. AISI I996 Edition. and MBMA Standard. Rockford Mfg.. Ltd. makes no representations as to the adequacy of the design loads on the building components you have ordered It is your responsibility to contact your city or county building officials to determine if the specified design loads you requested are adequate for your geographical area. If you are unfamiliar with the design Toads required to obtain the necessary building permits. please contact your building official immediately and verify that the loadings you ordered are correct and in accordance with your building official's requirements for obtaining the necessary permits. Rockford Mfg . Ltd. limited warranty and engineering data are set forth in your PURCHASE ORDER. LIMITED WARRANTY and MANUFACTURER'S AGREEMENT. This certification covers parts manufactured by Ftockford Mfg.. Ltd. only and excludes such parts as doors. windows. masonry, foundation design and erection of the building. The building components not manufactured by Rockford Mfg . Ltd. are listed below: Material. N/A Manufacturer's Name N/A Fabricating Location N/A The undersigned is not tltgngigyr ylif record for the overall project (cs h .\\N , REG/s te ,F z's 22�� F Rama al ry. P E • a 23771 Rcgistercd Profcs yil,Engtncer Enclosures In bnr pvid,rGbi #racuces 1111111111 0 ROCKFORD STEEL BUILDINGS • T IHR 8 SEMMES PO. Uox 639 CAFBOND*E. CO 81623 (970) 963-8452 PHonE/Fax Data //-29-4V-5/ Pmject 41.92,0attradriALEZ Page / of / SPECIAL INSPECTORS REPORT Bldg. Remit 929 TevstaikVige.BP es.) Add /11.S - owner "9;40 Typo of IrNpeCtiorl 7:(04,014204401 F Clewed Contractlor % Yom/ fi> xis 9uboonaaamr _.4154SrAW, Weldng Seclude ~yam �s,s 040+1..0_ JOSiztea d.4—Dia ,d0i4,1' ,'.rrArgerrenc/ tri .�r .aces ,2 S— c .0014-Thar-eIseestoe.#439e •441:,/ !/ c dia,4.rs-c4 ri] r► .4S 1 atzte77:3i_1' A. i77ea / A325 / A400 HIGH STRENGTH 90139 TESTED H 9KDM❑RE - WILH LM TENSION -TIMING DEVICE u YES +i. ,.„ WORK DESCRIBED ABOVE WAS WAS NOT 0 IH r r Willi APPROVED PIANS UnO1!O1aor k@eCi1wR M wenn M a Ian amps k pion M. M Meese me Paps.p own" Pa Anna aninon numnire now pow en pied Jaen al the MS a1 1la'slarMIK We= MeeMelgDOOM lwanonionireiiattain n 1-Inuiviesw4aid#laraii4aowrplratea/int Ae Mart•rias Was ram Sumo a8 to room a loose& WO woo 1r/. mambomoo mood aha olio or pow Draws M se man tom t9 wi be oneed 0 thsina0 ina an nun wand :.:ilio.AInn Mr.1.1Imo poom ssec—orfeaonrlarrnoMomslr+Aeomow isatmoo anaw udrr dll+ Gal owl anonsalaMwarrynwawrvdlrnanewieo 4 ni Poe oml ki nawlaaar nal Ogling PIN Faulk. informing mal Y. M/ MEW • ile ideas of b ass npal N..woia. s5 Ppadars awstwanrarda waw spam ins WINE* arises*Cal Mee MON eoonso oarorallnormal as Me stnennini nil" Sy Psi inn All SIM arg alma soamed viwk. fir ic art 030-1010rove wore Mao mot mprrolir laino crest i at frac &Minima til Et tri meg -prosy In w annals an & in tik or aro prjark Nil* i ifs O as tMl nonsubli kr nit -mars olis1j11 also to a ani a as sdmelisr Q WOO M rip 15.1k M air Teals s s 1k cilenN rYkoor MOM mesiad a pongo spit Nos polis assn O ■ awl MMllwl! Weeiseor per e.4GsrepeetUN1. Ike wemid edeemirl1!iomryirisbMpawsaka, jaCWNW 1firw�a- IadMdso inspector's Name This Irre4gas Ms Out Allah Flsoeiied Iejr. Signature P.O. Box 639 CARBONDALEr CO 81623 (970) 963-6452 PI-IOIvE/FAX Idg. PermitOmer sI Ardlited General Corameibr yr Date "7--746/ ProjedlrerddeiZeG ge Page /- of / SP CIAL INSP CTORS REPORT Addnese 47.5' Vs at trNperiotb ,r, .il(014 _ Wel111rbn E c*tods DESCRIPTION OF WORK INSPECTED Engineer Subcontractor Weider A325 / M90 MGM STRENGTH BOLI$ TESTS IJTh S100MORE - WIUIEW TENSION -TESTING DEVICE 0 YES WORK WODESCRIBED ABOVE WAS WAS NOT U PE IN ACCORDANCE WITH APPROVED PLANS 0ossoolhie r1s solowilOe ma weft "Olio MIO MM doom la each w hi M 1040111 rs piM yet moll al Mniono E1IM0U 110101010110 ++411'1 +A !O 0M MbwA al M aa 1gi pp. Gomm°mimeo p0odooOF brmbl Imposiol 10100000 peg on brill in t. .IW rlllMi Otter aOber ifaMl 0b1lIILA IWfCMeIDI wM *FPI 1i 41, ve.P .+4600 14Iw Iris! Mode OH br wools/ O MONO IMO nips bre tolloolotoi ONE irooma s a enter rarr bo0044 d Os M►I4011I11L vOI d anUOM to abelagve too mamas Iwa m MaMImul.A two haa10 OMr stuailie Ise *Dam MOON soilko illMR%aim barbVaids 4rrlwblaid DOI OM NW WaalM a fxrmrry al Orme1f/an Oral twill aMpwwwmlO7imoomoom dOC+146rllpordoowimoCablrrrote,14+garMrFmMMirootionofroaOWrtMMOliOsOw.byAOalyps. oolow000sorsoo gams IVA US OtlabOOr ti Ouch, Oils mom Ori Irilav piliddid at OF IOW peramM eel M fO000SO b s fade/ Or 011rtne /40gffiz1r *Ml id Orr OMral ilkiddiallId11 WM. dr Rd Mr • Ifa oppow a - Mb spiddedde rhe_ arias. 4 Y aim rraprw6tlMi M no bit moans or My OM1Oir WOO min NO Or eV WOO NOW it II b br MAO NrpOMbM b rrir► arai Wipe Oh Mae al ola abaanbaan Or WO, air iwi00 Or kW, -11 b 011 M aAbladrer 011001001110 Weide Mr nadir swirls boom b rt awn rgrbblp 'w 00%mbfrrI.B.C.soa+i10111.U+* Ipsa'' wadi aMddaaiKOSjraFICO,WOO 10bba1a1001110d~r1mC.WSW 1as sir0+01100000udlllff� _d Inspector's Nam_______________ Me Tone Pr/? e out Abulteo er 1�1�1 CES P.D. Boot 639 CARBONDALE, CO 81623 (970) 963.8452 PHoEE/FAX Die //` U�7i Project G. e/ _ .. 6 i,�, Page / of ,SPECIAL INSPECTORS REPORT 0,,,ner _ >2 � A.4 Typo d Mnpecean ,SaaCItate �r Engmeer. A/4q , i carr Cantor / ,••vWAV7- Sttboonrador �• .mow A Weldl� E ect►od. Welder DE$ BJPTION OF WORK INSPECTED CYCI-jr-- 72 6-4 st ''j rirr S". --� .�:•� r'-QW'.4j' A325 / MGH STRENGTH ems I tib r STUD - WILHELM TENSION -TESTING DEVICE o YES woRK DESCRIBED ABOVE WAS WAS NOT Cs PE IN WITH APPROVED PLANS ��s/ ss 011181001111 liSPOC174116 uMaas mg re Wad 1•41 ammo aims m ItK Ila ianitao w ampaate own waa¢ Ii11 woke. Ina Wow doomarkg wow oil bp Y4i avows et ala NO e 3,71111 PP Saagwt p ooii0 4 rlrrara wtMlelea4getraa pi) re mall+ tear iaadiftr0 at a NO 141/0I.bier. plaasaw laMw ll •44a CaeMa tta espy 1* M/apteaadriaWOO aLtlalp.ake. smug Ni r0, .Iwai a mama' kor aged IN laaaalara 04•11011111 a aagael M foto aaag~ WIPP WNW rasa IIS IN r valid is rlarrrl/a etw aro tom :wend odds as atw••••••••groaaadspop glop ammama rauaeaelwtgaWr•atowootoretadt+adorteNrlentrdlMMwonatplearataeMarweearurmofiOltednamow er pbtpmaal 1 atnaaIIIMae Pat adios oat POO. 44111 •14•13, Waal W. 0,r a• dte6*ga• ppei+ifrt OW Ira! geA a •aaaMrrakt, li awPalto+. aaelaeaeg Welber wpwa1111 aaatltan i MOW glom Mier fa Rpm pp pan= W r 1I111r00Paae Maar Pe Ammanar Ip t7 gid mgr rose w1« am debet. detwa.ae Mn Irmo. or be ry nanmttootoa milt was. plum wig a;,._ Daft anis ■ i rty Iat/laM/ ram s la ail M napsatia W alp arca IOW wt Moo w PIM u~ to e w be ttals MaapPrlatt a UW wag* molot npietS r< a nag •tea ar•e+._ .n m IMMMO d 0,q INA OA Mil MSwe.1 to au aaraarrlNgrdel dO4gtda nlpltra7w a lteaa tare MI Md'y 00.1* eaaae to dr NOM .144619 r,pealle OP Po tae. sarlea 1 .I. Nebitp 4 nay tdata sapromoa 41111. mow IMaae to peau WW1 ■ 1aG. gain 1ptoseta+ aealMaa kopecbes Nwne lime. it Time Out.0301‘ b!►. s P.D. Boot 639 - CARBONDALE, CO 81623 (970) 963-8452 PHONE/FAX Date .2'2 —.1.--/),/ Pried Adtaidreleeb i' J- Page / of / SPECIAL INSPECTORS REPORT H porn*• 17.20.1" Address ./ad-WaretheISCLW Owner!/A"" + /96;70 of kisper3aniEI2'� e%•'Aim/ , Jlydetect Engineer Oenvred Cgnher.ffir J — . /fx_. f#7 Suboonkactur / `! Waking Electrode Welder ,��.� if 75-4e1471.1 eleoloa car !1 J� ii.�iii '.5-Zale,5742eDG. Ario A325 / A490 HIGH STRENGTH BOLTS TESTFD SKIDMORE - WILHELM TENS$ON-TESTING DEVICE DYES WORK DESCRIBED ABOVE WAS WAS NOT O PERFORMED 114 ACCORDANCE WITH APPROVED PLANS 40=1110= Cr 111111111CTIM AP naso w M FMi d af'R if Me In M. Al :nom re ono* own monis AI Mimi nom LiraSS Inonnang weed be Odle dined * err nee d tJOlbpaarrr►Weeds Pa1bbab►drags peep noMOFKAssimago* arolad aaarraiiaawraahaleas anewcansammo riaawaw arrwlesaerred Wow Wok braid 4bamadallarardleYbail adaaOrtrfpasawdddrYaMlePMai d }NW ss,graerellab nv.w(i ens.,aae+riUfgm, a MI ars A be saes adarsrama•a bra Ida ay aftliamil waft. aillala atlow via be MOM la tfao s.ama l awl _Vsaser • twanser a abromaoris an. mai* * rrt.deressaagal IS ars as panda eamaswsga nsasa. mart ny SIMONr.*u.srrn 111111.81:011 IMO rras.orssnsur, aw ••Pal- frr-earwaee.r s NOW apwar Tac essbmwr•s beta rpm P , M - 1111.aMrr•5r: al rr iald awwasM ma ebavidalt r MeenI b er an OM a.mds irev br.nr srw asnaeend Wiwi. arta Wit na.isruaa a ome pima on* s11+ialib bar arbm s eft a.awiwmf arc a mar Mir ntaanrgin frY on.! saw 04 WI r<.ti anima NMI/ w rP o en NEW r.snwus kir asr ew:a,► rant- MOM as a MA at a Obansiona bine M fsr wee a far peek. b k w arMgwrN+rer sPrrsssas rssPsaIMOr b pate WI old wad* awuaa anew a ar arw 0100."1; sualalarlas ais lac cob+ Ka, gimp ea ay...b asagamme4 IS Ja •k#r Maul to de Winn dingo in JAC. mien ewseaan a eili4ran .. I5 Nene f �Odl t11&gnawer *Pr / RJJ Time k �+re cm Reaa��l�r $EIV1IES P.O. Box 639 CAALE, CL] 81623 (970) 963-8452 PHONE/FAX Date /%-;‹ _ e/ Proles g Page SPECIAL INSPECTORS REPORT CWHIGT /14449 Type at bowsaw ArChiNct General Contractor Waking Electrode Engineer .A111°. ,p VIABIlder min r - IPTION OF WORK INSPECTEo ' fir._ O, / .107deatear erA/Tfp t/�i�r 11-3. s P /4s 'dam eo.�Azre7' ,ac' 11/ .09 �seo� —cro��-tea _ —411..��.0 .0..ej- �Jig 1¢. W +7 4 P e 2%24. 4 11 acv rli ANS / MOO HIGH STRENGTH BOLTS TE SKIOMIORE • Y LTENSICN-TESTING DEVICE OYES WORK DESCRIBED ABOVE WAS NOT 0 PERFORMED IN ACCORDANCE WITH APPROVED PLANS COMM OF INIPEC1101b JR semis tribe NO Wig =WO i pis R ruobss no dsyse *IA Maga ea meioaa tid rsbaees wrar+else wafer We M NW r1re as IP ri i SIMpIt sink knew WOW by MieMMMepocfib Winer M maid let Wien leer nenie r 1 etti iriennos OrNWdnF A 1144ww+nigr ismaw s a aPleir a "iiert 24MV ssia6 smdd ei be MOW M WOOD tgis«it" brim aihmaa a seta Wrong M t owe el spur monnsts ddsWen Opek IPS we bo weird pellefflefa iiia line imeb Mktg mid 'El Alm renew wwpasraabrr Orsoy ul I mond i*iriba•yriadserdein Anelmale nee We r!♦%sfeeeltbeneraebeineens red NOV NwenwLrbtashssisdere6restlelsrr leriTsllrw+9radcome.WM.r Plionnsegetsemi#al digspiseft irdsorsenber ncilsranrrsewer.The armor is NNW yr en waive M MIMI tir wss.s. d.m Mee puffy MN dnwie11A.. Mit ir rrDM Mir SWIM IMMIX my*MS tliiatmre in not er d or/ aomm.girob ✓ i• ippse.e Moo ssd sepeyi selFq =dm !♦ is aur_ Ms+TI�OR n$ we me it rrpr_ir d for oblige Weer en W or A Palm anew is N b Ire Peld RZcF (e N f e erier Wan ma .1 er rtpdrn r w t &C. Nap tdr.t.. uaWe i dsidi iewtormsd by 9R Wilkey emend b teres puss b biLS yaswe re suieron ferries. ISM bine cwwwwrWrowil WIWW•iNDI WWwW, side wd oddly kolas maw ID al awes r�+s! Inypscloet Moms — i; . pjleLaW" - Tyne erre i R1zehei syr / 11/4/2005 7:40 PM FROM: Fax Electrical _Plumbing Inspectors TO: 3843470 PAGE: 001 OF 001 COLORADO STATE ELECTRICAL BOARD 1580 Logan Street, Suite 550 Denver, CO 80203-1941 Inspection Report Date Inspected: 11/04/2005 PERMIT #: 554836 Permit J C ELECTRIC Holder: 0020 SUNSET DRIVE #9 BASALT 81621 Phone: (970) 927-3480 Fax: 970-927-9369 Email: vhavens@jcelectricllc.com Site 31 PONDEROSE PASS Carbondale, Garfield County, 81623 Owner: ROCK LEONARD CONSTRUCTION Phone: Status : Accepted Inspection type: Final Partial Inspection:N NEW OTHER Trim Permit:N COMMERCIAL OTHER Inspector: Greg Winders 970-625-4561 Corrections: Comments: Final OK Storage Units 11/4/2005 Page 1 FR,2 : Pull Pal/Premier Power Welder FAX HD. : 970963887500 Aug. 31 2005 11:58AM P5 SEIVICFS P0. BOX 639 CAFBOnDA E, CO 81623 (970) 963-8452 PHONE/FAX 81d®- Permit tt Owner !/� IJ'i.O Type of loon ` S'" Architect En ,neer7i '��� j4/ 1.7 General Contractor frol -44s7' Salonrere or ertl` % Weld Electrode — Welder — Date —0-/ Project ; I Page / of SPECIAL INSPECTORS REPORT Aminsfi:23 DESCRIPTION OF WORK INSPECTED O i5%� r/4' 2E0 ev riis✓ "4.a – i -dr ..•% ► 72.•OSa7 d3�/dr?/!z[f 7- AXIS / Mad HUGH STRENGTH BOLTS TEES1 TH SKIDMORE • W L EU TENSION -TESTING DEVICE 13 YES WORK DESCRIBED ABOVE WAS WAS NOT O PERFORMED IN ACCORDANCE WITH APPROVED PLANS CONOITgi Op ilrlCOOlk Jai worms. i b. We all NNW ■ WS as ill r eras aw paldes ieple• inapt Ai *Atm slum batmen tarala*+9 wipers an M diad baa.rb al It* rate M 1110.por000U able wadi* brl.d:sataVameriarlbwtittuts*lMaw 00.110001feevsardowirdon11MOM OWL Aa1mwmaaa e10seA0orcaawlhoe.raa Mtwo ape* armors IS be mamba 16,•aea.a Irpe ware WI* e.e.am Mir seta mused aa. moa l d mar =morn d -ma rrwn x.1510 bo cid to *nem is lass and pasta ia*lecel a awl** Ade taro,* maws Fowle p &a — •sty s 1 &d p-mrbie wrwd y a. me b. wail ler emir sarregd Iowa Da 110 aped M0MONIM. * 1U1Y or •biRwM IM r•a) ISDN by O /.var*M- ■ i rndwar ad Pal tis Ane nit MIN ammtamswq mamma. w o MOW Mir sapsarppa *Pa aPml noel Min 00000 r 0I00en. 001041001011 MMr spu.a. Tin 00/00bMO, pen near rwMist Ira pwaaavda..*Wpuw.1wr*101010 s< Welly And lawaba•*ate aim larasdal.padirmeae.dhreo,kabraw+¢•M • sunt swami — and apprJ.4 MAkieg eats r w Me homing ow de all m+*t A wmastarlim Mian s.r bomb big, CO fl a a aq baa roller Y IS Ie M a.le N7PrsM* lr• M oaeIW- r.Ier Iowa as ■ 000 blv INaanaia. Mir Mop d ay .eik10 o•Y Ars- r ti IM 0.ao0003e,0 00002 •apaar■y 00000 .►d .sebtp 6,40010 ora** Y 0 000 mons 00 000 as w MC Usoa I 204 I Linsey fee Mier malt plebe**:IIr 1118 is wee* WOW la t 4 oMb•P1 11 L C WWI 10*1 wMrp bgp Milan adr�s. kl6pe01064 RearTwr7:0 Tare Ire Tome Out Ruined t7f FRQ',i : Pull Pal/Premier Parer Welder FAX NO. : 970963887500 Aug. 31 2005 11:58AM P4 t$EIVICES P0. Box 639 CARBONDALE, CO 81623 (970) 963-8452 PHONE/Fax Bldg. Perri* a 9.28 Dale / —2°--/ Project ZAVA4etvid.1040- L1/1/ele- Page / of SPECIAL INSPECTORS REPORTr� '' Address /.1/ Owner ild� /` ff'w TVP. at Inspection 27rir roc/int Arcrnecx sughwer _.,e /7 2 Sou mum Electrode _ - • Weldor Genera, Can rector A- 3,1 .S7634.7-#0:. r l „0411.4ae.- 7�,t r ,✓Js�/ rely ,mo i .4WAOCI 7fia /7 � a.vf . x.4-32 �- _ ;4;:—d .esti d 4041e r.0,0 410 A325 /A490 HIGH STRENGTH BOLTS TESTED SKIDMORE - WILHELM TENSION -TESTING DEVICE CIYES WORK DESCRIBED ABOVE WAS WAS NOT O PERFORMED IN ACCORDANCE WITH APPROVED PLANS COIrEnroMI OF.gOECT1OOL• Al Nome w co rod reg masked a ore o fed Al mobil w Pol.OIo opal nombe. Al melon bib babrces .rewr19(mold ell M. sire brUsr al e4 it al IA pp; wonft. der.doss pr.r}e by "lielesedl Mpedee denies. OS) oe ono lo , liar Emma of 4 aid iro< wows ptw noel RPG /14-1,6m ~P M am, le 4 O.eHYYpM .fir. !Noor n.fee, S►roted NB be w*watu MOM bpi did ra rr e.leelbt. al elide roma s e.alew d r . ee.gblee el Ws ae..er +err, a6 et se Gelded le .ao.uri ben a d COM WOW 11 dadall Al= basing Mgt 9.00M.aq lee O we eerlrtel preillot •Mika re IV, IA be Mid o al owes Nomad word TA4 PM Pepin omen's a Moossy el ono r ove Neel mei by 11 pe.esene1.11r 4r.eo.d.ed oro 55 sou r* preed. ealerreeQ [ar.ees In. lux ask Leseve11 a appeyr.p Or N. ataw ro.a.r ao omabedor, s* aply4.ti wtFesr+erse.•• a ser moos Tee ems• a beteg Oran pone out natio Pee ree.eesr el d.feel meow. re. tae.b.e elido a Moro M out Row Nod semen One ear ow del.eb* d4ete e�r.•d el week keno /Fe ImfrC r1sr'CS ..e. u p.ae0 pore ow %%okay beldev ow.- r r ere rmrlreed veal vs rot a@r be Ressrlave raw vow Or►.ie toss* al ass v oaf r•••Fe netts r u4 M.. bald nesalwa . bio aqr er.m+ II55 LOOM - a.eudl if w 9asti r.= a lialrip el wet leer os say lab is 5 e.. arAM4neeoeseee oolowite .e.peexiSq r Oleos edge sled mon/ oMMO SCOW to w e1.. lOpdoo rtredon se off tl C Moo MI 1 iddibb'.a a , ewe po lonnod bio n i.011elle MOO le yr p Ndoes*Osee.111C mann41 n.oedan adMdem �r Inspector's Name //Signedure, . 0-401 Time irt igrlialrTime Aseeked terL4� FROM : Pu11 Pal/Premier Power Welder FAX N0. : 970963887500 Aug. 31 2005 11:57AM P3 IUIiJP'I1 P.O. Box 639 CARBONDrALE, CO 81623 (970) 963-8452 PHoNE/FAx Date _SCJ --45,`7' Project.� # /,Q .ecioalattpG-/�, Page de/ of 7 02e ,SPECIAL INSPECTORS A �e Peril*s (CSD / Address Owner ..aKietVer GPAg X14 Type al tnepecrlon C� •5 r/�-�/,. /2 Architect �r �} Engineer /tet' General Contractor ,l .CI.Sv .� l '7 subooiwactar �i.f? 4A Welding Electrode -- welder DESS fl PTION OF WORK INSPECTED 47 - - r i.Oc I t��r4.v rte~ 2/5 , P4 3 1 » � Ast1rt 7~ ,,��_a A32,/A* H$GH STRENGTH BOLTSTH SKIDMORE - WILHELM TENSION -TESTING DEVICE O YES WORK DESCRIBED ABOVE WAS �NCR- Ci PE ED IN ACCORDANCE WITH APPROVED PLANS QarYts lis OR eispecTION Al enperts •i be Edd We attain Iv /rd in 4r- w .meta- soda IMO,' wept Al ■~unci will Mignon ..Jury alms eel be bad le pee NY of rJOi CO dente. tumor Pa+dtd a mom rw.=w Ileremee tenaiblowl. I , -ham.ciee.IMr ae 1 red 11~ nv....i pta tM low A 4 -how crags iM IOW 10 s c•roslnd•is Masi 24aslp res•ee. 4hwM 1B be owes q mi.= keg mire b M ete e•rr at dde rtrrrdd as mai a new ase• arse Tdre IS >r bs Vsdad r strrrrrs 1s•• aro war rrdr•d se/ gut Abe award ArYr geeCellerle lee Mr art adfirer sutredbs slrPna ry ear.i Ire s(pf W to so dMdr: reand,med 11w IW Rem1 mir••r'da • •Ms.ai d oaw .1014 Sola WPM be .8 parer+ree 1 r wtlaa7 W art 14 drm nae porde mails•r9'eric=le, rot an/ emcee% or swerv:son Cr fa Mel barb OF der 41~1011. tf ar,rPeK+-. sub ta pelta s or otter .wr & 1 •rids so r blow pent now gui mow pre mem* al gar iM0 paslwed net nee eberrrssn a e b's by ear dm MY AYr• Oen br a7 deb= daeawretl n were, a to. rg art -0•10 aa• .At wpad guru ,res appdctrp br/dmrp coder ■ r Nei raldsliYsd esel OC .i •r be resa40b big alyr •reNr r ell eie e/ Sow prels6t Rddsr a as b sa rigid napar:Iie rig eny arwr Jird +rpral r • nodi a rrr eh•errrrrw r NOM M aft rigs w. WV I. II* 1__-'w4 aprdaa+e ,0402/340W 10 POMP aat and w•dy 0.010ki• amw 10 al tarn PM", rrrown M per IRC seie+ ebp,1 lrybidy ter •r!r wars per•nr•d 1p IS • dray Ossa w rie pr.rears dubbed r I.e.0 becieme MA Mewing MS:gaol •carady Inspectries Name Trne h Ajax Time O�� A OMmd t Signature FROM : Pull Pal/Premier Power Welder FAX NO. : 970963887500 Aug. 31 2605 11:56AM P1 11111MismigEs P.Q. Box 639 CARBONDALE, CO 81823 (970) 983-8452 PHONE/FAx Date . %%46 Project _, !leWeAr e Page 7 of SP CIAL INSPECTORS REPORT 811g. Permit # � • e Address Oveler - Type of Inspector . 7 E "i Arm General Contractor 67/, .V +fe-4-. i .P `. Suboanaado. Welding Electrode Welder Engineer DESCRIPTION OF WORK INSPECTED Via. //4% t, J 1 1/7494 044ZI7c44, __mo i fY7e � AS t A325 / A490 HIGH STRENGTH BOLTS T E H SKIDLK)RE - WILHELM TENSION-TEST1NG DEVICE 0 YES WORK DESCRIBED ABOVE WAS WAS NOT LI PEORMA IN ACCORDANCE WITH APPROVED PIANS F ocimm ows n ellareCtaaar a /saFKa w.h hr Ire ,as MOM R Odd el is As Wait= .r yoyabbb +a/e1 mow u Imlay Nhb Waren rw..r+9 weed ..al to ewe Weems as IPA M/ d 1 SOW, M' B'o'ne ec .ow pomade byeulwrial Insbeclpj . %MON 0 en thee n 1 i elerellleeie • a and eiIae irelalFalM MO Mal OW. * 44.le OWFa90.P Mello r weMelme 7141e611 wit* Meda leis mewed lo /MOW IOW edam for er se6orMe el elebt smarm' Ni a MIA Si haat eooFpFnee al .k. r thew OMR IS a aside m FnaMMe fess MO ceele 1FraMFe M Siw NIA M Mo atibdue Mier p•e.eeil0 lee plus w iddia Ma ps4FMes shwa br Yw webs FAWN' In el cedes Mame wood i7. red. Wet NONI/s a berrnery r rthwraions PIPe'ee1'g ay US 4444.14 n 4 vne.raeee e.r WS'e.e nd A.meee arceibormosorvelle d "er Say e+eedta et al4ef.lnoe d 7V *Mal web of ble 0014e41M. ai Mob,Mee skip- afloaews n. eats 1WYR 7M milbmgebtm a af, opw *map, pones otos e I neer, moo la Asa a was lir �i X114 ' oreMb hlr.el'�sr.swe eFAFq an eve «.'q PCP.• OM *WO "maw libifis 10/te. +Wler M P.4d WW1 Ilkicarbild el Salt a'e1pOnl. w WI nobibrnblibn011 May alM1111. .Moi .17 ori o 4 4e Immo. d ,seek en sq OM -ft M hoe OO+eeobrsipIoa +� e s WOMB seas pw may areae wales lo a/ SFeM FsgWWq mwrd WWI r k row a eK 011 uo on . k(FF�q soy :r,aeran. WR i �G soman las � �ldaYM b s'7 Bart Wmernee a r5 k r,iasp loam a Wr Wn>ristra MIME lAG- pedal e1°tied" Inepectoes Alamo !7>e SI9neture Time Yr Two Out R i•ed b!i FROM : Pull Pal/Premier Power Welder FAX t0. : 970963967590 Aug. 31 2005 11:57AM P2 IiIJ?IIAt SERVICES P.D. Boot 639 C.ARBONOALE, CO 81623 [970) 963-8452 PHONE/Fara Date Z''' -"e,'? Project L E c1 Page / of % SCIAL INSPECTORS REPORT Bldg. Permit lk 922 . ..0 a) Address /4,c. - - - lefq Owner y.div &ZellaVe /15'1Type of Inepedlon 1 i '7 rl01,l9V .01,' ArdWect Engineer 4.�.[!/c" dsVs*/..44+2 General Contractor Z" 27 L/Af rl 7.— Subconvactor t Lj. 7 4 i{3[/ Welding Electrode Welder DESCRIPTION OF WORK INSPECTED moi [/ At.4 '3.:C� 7:4 ___4( -‹"Aire ` —A4 P it e -Aleteeflolegle Are.. -61* 410 ,e907 .41vAn,v, - X Cffaor•Orreallii _ nt7' -6iotaitf /72(7 4 tet/ e. 7Ezat Z y dee-49.4.-5 e, e ✓ 77-1 4 S!.Y7d . a1 ri ,—77i/L5- esgZi77-e:44' X4 A325 / A490 HIGH STRENGTH BOLTS TESTED SKIDMORE - WILHELM TENSION -TESTING DEVICE U YES irgtr- WORK DESCRIBED ABOVE WAS WAS NOT 0 PER MED IN AC DANCE WITH APPROVED PLANS CAtlirlOrf OF 1101PeCT10114 Al soon ear w MC MN moe.at s ate. 41t al ~ay= are Ompols upon nr1¢ Al owe= a marmot rolmillna WOW we a road brava a ars who of 1 50% pot mat WO= sealea br bdtwar Edon Sara& (Me ea Mal aR 11 s rat+relael ■ 4 and Hw niomrrr qua aargll b M. A raw crops we weir Is ala camelsiore 1•1144 Mitsui rarer. Seaale IS b normae a maw* wool was i r11 oairSaw r dert.onad as a slaa ail war 1ocAwtDa al Sr auw» Tori IS al Or WOW 1) arrnKl MA and cola umrle w met Slag A own Amid dais pnamta eg tae Oris soar addlaul /sorrel elamaa Cy Mw wa M MONO b al Mobs aaawd worst Tho hold neral gear l II a IWr d a111e1lk s sod Mel ay a mom. t 4 wormed dial ai dams ma words injowedre 1awwaee 01 ea ear warrior a aoerewe d ti aafal wit d as stlrakltlr' 15 em4a4aarb. ab-0trembebrs a ane 101.4 tea v olorS a +arms pont mace ti now r4 ammo§ d am MN rrya.rl ra the abs tenon al 411w9 k Ow Ina NW wailli ram w ser e/ece Cliarruad n iNrk or kr aer 4*-pssapeir'oe millf. wr•pme worm •ml www r.Ar k idwd Onus 1 s aur u d mole sal 01 rat rot w .1 ma% be aro ani UAW Cr OM or ma OwsliL genie a ie n to •111 aarallwl b err amara+ MOM Man a1 a Naw OHM abarmlic• a wrung d any wok ea mar jetsam ■ a ata aoeanaen110.1 arp€1wr raer4610 r> MN * Wit tea note/ aaalarr basso bar ctrl Ming net ca 1a rm r e =WA 101! walk b1 ear got lowbo el 1M b Rate' ■errb w Oamata delved in t&C. U1rraA UM - a adealw- if K __,-00.- ,.., r r S 1 11 it[, _I%. - ______.-11r— i is a�1 '/gin Irepector's Name Time ix gaffeTYr1e Cve Al& Receided by. COUNTY OF GARFIELD - BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 201 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at Qtv! 3 Permit No. 9a4z 14/514ae.).-ve I have this day inspected this structure and these premises and found the following corrections needed: ilk f p/eei s /s/e/) Dn „Li sole a�/ l jJ Elkc 4,ce /i?5, At imri S# cc/ is 5 or+ err .54 e iraroi-- afre ee leCC,`" ,et45 14vr, e- vio frfic -r- You You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-364-5003. Date i 3 Building Inspector Phone (970) 945-8212 �-i -3�t- Assessor's Parcel Na t Date lid-- BUILDING PERMIT C Rp Contracto Setbacks: Front Soils Test Footing '7 Foundation U -?) Grout Underground Plumbing Rough Plumbing Framing Insulation Roofing Drywall Gas Piping Address e t one #��__�____7 Addres;PX `t�r/`&W:, n� ~Phone #S44 -WON Rear RH INSPECTIONS NOTES LH Zoning Weatherproofing Mechanical Electrical Rough (State) Electrical Fina_l tate) 9'Lf - E � 6 • � Final _ /Checklist Completed'? Certificate Occupancy # Date Septic System # Date Final Other (continue on back) 11N1•• 11. BUILDING PERMIT GARFIELD COUNTY, COLORADO Date Issued/. 44 Zoned Area Permit No Tattiq:111' AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. Cb0Aibitare....rt. !.a4tleitt' Use Address or Legal Descriptio Owner LI re Setbacks Front Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing , 0 - Z 7 -�cend-- Foundation Underground Plumbing Insulation Rough Plumbing Drywall Chimney & Vent Electric Final (by State Inspector) Gas Piping Final ,q_ 7_ cv-.. Electric Rough (By State Inspector) Septic Final Framing (To include Roof in place and Windows and Doors installed). Notes: ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 384.5003 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVEDDO NOT DESTROY THIS CARD Datelak2kABy IF PI AGFA OhITSITIF - (` VFR WITH CI FAR PI ASTI( ROCKFORD MANUFACTURING, LTD. 504 Thunderbolt Walterboro, SC 29488 843-538-4600 JOB NAME: CM Developers LOCATION: Carbondale, CO DESCRIPTION: 24' x 49' x 14' PO NO.: R11219 DATE: 03/16/04 CALCULATIONS & DETAILS KDO REGisji 11 m i V P' •JECT ��I' ' ., L 04c° ‘��. Debra Baumgardngiiilli n����,� Registered Professional Engineer 114 I 1 F * JOB: R11219 PAGE:TC1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ****************************************************************************** INPUT ECHO/DESIGN LOADS GENERAL CALCULATIONS/SKETCHES FRAMING SUMMARY ENDWALL REACTIONS PURLIN DESIGN SIDEWALL GIRT DESIGN ROOF AND SIDEWALL PANEL DESIGN ENDWALL FRAMING/PANEL DESIGN BRACING LOADS BRACING DESIGN PORTAL FRAME DESIGN RIGID FRAME #1 DESIGN RIGID FRAME #2 DESIGN TABLE OF CONTENTS ,\`jj11111111 f 111/�/i `\ �Off;.gAum'' U .Q PAGES (Al TO A4 ) PAGES ( 1 TO 1.7- ) PAGES (B1 TO B4 ) PAGES (C1 TO C2 ) PAGES (01 TO 026 ) PAGES (E1 TO E11 ) PAGES (F1 TO F1 ) PAGES (GI TO G7 ) PAGES (111 TO H2 ) PAGES (I1 TO I6 ) PAGES (J1 TO J4 ) PAGES (L1 TO L13 ) PAGES (M1 TO M13 ) ‘9/ON ON AL ••••"e ///08m1001- P.O. # 2- 11 DESCRIPTION: 2.-`4 x `t - I' -t r C. -Ar‘ PE2rS CA)Z 6.01,11' Au , w BY: DATE: 03la-raq CHK. BY: DATE: 31c10`.1 DEAD LOAD: ' Z PSF BLDG. CODE: Z'L ROOF LIVE LOAD: PSF WIND LOAD: 9 ° MPH Sy. D.f20 r:-9 +3% CITE 4 -,ASC FRAME LIVE LOAD: 'to PSF SEISMIC ZONE: s, - 4, Qv U OTHER LOADS: S p: ( LLATE.fl_AL EXPOSURE: C - CLOSURE: D ls,R1e 4f. 1.0-0 e.+M b. ro •Je. I. r.14., 1.•W e.1F. t 4 `L, LL A.3 Mlo a r F t. N •1 �s4{ld 1.• in e.g. Co Is! e.iia b•IQ a.:4a + )t s� re' ,I+ •: �2I lig I` rrI L Z� .11 . r� 1 1t * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II * VERSION -10.1.2 PAGE:TC2 * 11 -MAR -04 * 12:22:27 * *****************t************************************************************ Design Standards and Specifications The following standards, specifications and codes are used in designing metal buildings at the Company. Standards: • ASCE Standard: American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures. MBMA: Metal Building Manufacturer's Association, Metal Building Systems Manual, latest edition. Specifications: Structural Steel: AISC Manual of Steel Construction, Allowable Stress Design - Ninth Edition with Supplement 1 Structural Joints: AISC specification for structural joints using ASTM A325 or ASTM A490 Bolts Cold -Formed Steel: AISI Cold -Formed Steel Design Manual (North American Specification for the Design of Cold -Formed Steel Structural Members) 2001 Edition. Welding: AWS (American Welding Society) D1.1 for Structural Steel, AWS D1.3 for Sheet Steel. CSA (Canadian Standard Association) W59 & W47.1 Bolts: As a standard, ASTM A325 bolts are used as bearing type connections. It is ensured that proper checking is done for this connection. ASTM A307 bolts are used for secondary member connections. High Strength Bolts: ASTM A325 bolts used on rigid frame moment connections are designed as bearing type connections, and threads are included in the shear plane. Turn of the nut method is to be used in tightening the high strength moment connection bolts. Special inspection of the tightening of these bolts is required as specified on building codes. Welding: Welds joining flanges to splice plates, flange to flange, and web butt joints are full penetration welds with effective weld throat equal to or exceeding the required strength of the joint. i• 4 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:A1 11 -MAR -04 * * * * VERSION -10.1.2 12:22:27 * ****************************************************************************** DESIGN/ ESTIMATE INPUT ECHO REPORT JOB IDENTIFICATION: R11219 SHAPE: Width Length Eave-Bite RoofSlope Bay -Space Frame Type Eave Offset Left Right (ft) (ft) (ft) (in/ft) (ft) 24.00 49.00 14.00 BUILDING CODE: Code 12.000 16.33 RF 0.00 0.00 Expo./ I Opening Seismic/ I View S.S. Roof N N IBC -2000 C 1.00 C 1.00 Ss S1 SITE CLASS 0.52 0.09 D LOADS: Live Snow Wind (psf) (psf) (mph) Added Dead (psf ) Load Reduction 20.00 40.00 90.00 5.00 RgdFrm:N Endwall:N PROGRAMS AND OPTIONS: Y ALL 1 ADDITIONAL LINES: # of Add Lines Line Numbers 9 8 9 10 12 13 16 17 19 23 FRAME SPACING: Side Wall # Blocks Width # of Bays 3 16.00 17.00 16.00 G.EXT,EW OPNGS,PANEL: Gable Extension Left Right 2.00 2.00 1 1 1 Endwall Openings Left Right 0.00 0.00 GIRT LOCATION: Side # of Girts Girt Locations BACK 6 FRONT 6 LEFT ENDWALL: RIGID FRAME Panel Gage Roof Wall 26 26 Panel Type HR 1.75 3.75 5.75 7.75 9.75 11.75 1.75 3.75 5.75 7.75 9.75 11.75 ENDWALL BAYS LEFT : End Walls # Blocks Width # of Bays 1 24.00 1 kir********************** r******************fir*fir it******************************* * JOB: R11219 PAGE:A2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ****************************************************************************** ■ RIGHT ENDWALL: RIGID FRAME • ENDWALL BAYS RIGHT: End Walls # Blocks Width # of Bays . 1 24.00 1 FRAMED OPENINGS: # of walis with framed openings= 2 Wall # # Openings Type Width Hite Bay Offset Jmbtype (ft) (ft) (ft) 2 6 11 6.00 10.00 1 2.00 2 11 6.00 10.00 1 9.00 2 11 6.00 10.00 2 2.00 2 11 6.00 10.00 2 9.00 2 11 6.00 10.00 3 1.00 2 11 6.00 10.00 3 8.00 2 4 6 11 6.00 10.00 1 2.00 2 11 6.00 10.00 1 9.00 2 11 6.00 10.00 2 2.00 2 11 6.00 10.00 2 9.00 2 11 6.00 10.00 3 1.00 2 11 6.00 10.00 3 8.00 2 PORTAL FRAME DATA: # portals Col Depth Raf Depth Bay #s B. SIDE 1 0.00 0.00 2 F. SIDE 1 0.00 0.00 2 SPECIAL PURLIN DATA: Max. Spacing Left end addnl load Right End addnl load (Sloped) WOUT WIN WLEN WOUT WIN WLEN 2.00 0.00 0.00 0.00 0.00 0.00 0.00 MULTIPLE FRAME LINES: Number of Different Frames= 2 Frame Design Bay # Size (Ft) Frame Line Numbers 1 8.20 1 4 2 16.50 2 3 CANOPY INPUT: WALL WIDTH ELEV DL SLOPE SOF SBO FLAT (FT) --- - ---- BACK SW 3.00 14.00 3.20 12.00 N Y N LINE FROM: 1 LINE TO: 4 FRONT SW 3.00 14.00 3.20 12.00 N Y N LINE FROM: 1 LINE TO: 4 *NOTE: SOF = SOFFIT PROVIDED BY COMPANY SBO = SOFFIT PROVIDED BY OTHERS FLAT = FLAT BOTTOM RAFTER ****************************************************,t************************* * JOB: R11219 PAGE:A3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * VERSION -10.1.2 12:22:27 * ****************************************************************************** OUTPUT REPORT FOR WIND LOADINGS (Load In (PSF) ; (+) For Pressure (-) For Suction) CODE= IBC , EXPOSURE= C, OPENINGS= C, WIND SPEED (MPH) = 90.00 ' A. BASIC WIND PRESSURE (Qh) = 15.90 PSF @ 20.00 (FT) C. WALL GIRTS: D. ROOF PURLINS: E. EW COL/DR JAM,HDR: F. ENDWALL RAFTERS Backside Frontside PRESSURE SUCTION 15.58 15.58 15.10 - 17.17 - 15.58 - 16.69 15.58 -18.76 15.58 -18.76 G. BRACING IN PLANE OF ENDWALL: C1 C2 C3 C4 Wind From Left Wind From Right 8.11 1.43 -11.29 -10.49 8.11 1.43 -11.29 -10.49 H. BRACING IN PLANE OF SIDEWALL, ROOF: Windward End 3.50 Roof -13.83 Leeward End -7.47 I. WALL PANELS: J. ROOF PANELS: K. OVERHANG: ** PRESSURE SUCTION 18.76 17.17 10.00 DEFLECTION LIMITS: Purlin (Live) 180.0 Purlin (Wind) 120.0 Girt (Wind) 90.0 w.Panel (Wind) 90.0 R.Panel (Live) 180.0 R.Panel (Wind) 120.0 E.W. (Column) 180.0 E.W. (Rafter) 180.0 -20.35 - 18.76 - 34.65 * THE WIND LOAD IS PERMITTED TO BE TAKEN AS 0.7 TIMES THE COMPONENT AND CLADDING LOADS FOR THE PURPOSE OF DETERMINING DEFLECTION LIMITS PER IBC -2000, SECTION 1604.4, TABLE 1604.3 le e 4 ti 1 ****************************************************************************** * JOB: R11219 PAGE:A4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * +' (5) (4) WIND PRESSURE ON COMPONENT AND CLADDING + (5) (5) -> a <- a= 3.00 ft ->1 a 1<- (3) 1 (2) 1 (3) (2) I (1) a* *(2r) -- +++1++++++++++++++++++++++1+++ a* * (2r) * (3r) 1 (1) 1(2) +- -- a 1 (3) (2) 1(3) -- +---+ +--- Q: Roof Angle= 45.00 (deg.) a: Wid. of Pressure Coeff. Zone (ft) 1) .1W a= Min. of 2) .1L 3) .4H but not less than 1) .04W 2) .04L 3) 3 ft (5)= End zone 5 ->1 a <- *Zone (2r) exists when Q >10 deg. 1 <-- Ridge WIND PRESSURE (psf) qh= 15.90 psf ® 20.00 ft + + + + Zone (2) 1 Zone (3) Rf. Purlin I 1 1 1 Closed 1 Closed 1 + + + -18.76 1 -18.76 + 1 Rf. Panel E Zone (2) 1 Zone (3) 1 + + + 1 -21.94 -21.94 + + 1 Wall Girt 1 Wall Panel 1 Zone (5) -17.96 Zone (5) -25.12 a R11219 Date and Time: 3/4/2004 2:59:11 PM MCE Parameters - Conterminous 48 States Zip Code - 81623 Central Latitude = 39.251005 Central Longitude = -107.223074 Data are based on the 0.10 deg grid set Period SA (sec) (%g) 0.2 052.0 Map Value, Soil Factor of 1.0 5, = o.s2.o 1.0 009.5 Map Value, Soil Factor of 1.0 s, o.o qS MCE Parameters x Specified Soil Factors- - $ 0.2 071.8 Soil Factor of 1.38 q • 1.0 022.8 Soil Factor of 2.40 CJ = 2.10 S \s- (c.)( 1.35) = 1/ (0 SM, - (oo(2.1z) = 0.22.so SDS = (� (O.1 11(0\ b.`t-1 Si SDS= 2/ (O? °)= p,I52.0 SD L = c P (.0 -2),(3 Sic, 5- (Z - (0 - 2.z� • • • • a 1 PURLINAB.MCD DATE: 3/96 PURLIN AXIAL + BENDING REV• PURLIN LOCATION: LOAD COMBINATION: DATE: PAGE: PURLIN 1986 AISI INPUT a=0 � „vPICK A DESIRED SECTION MOM = 010 IC -FT a: 0 - 6.5Z16 AXIAL =1.00 KIPS 1 - 6.5Z14 (PBA -10 sp) Lt= UBL=12.21 FT 2 - 9.0Z16 Lx= 17 FT 3 - 9.0Z15 Ly=12.21 FT 4 - 9.0Z14 Cb=1 5 - 9.0Z13 Cm -=1 Cs=1 Ky=1 Kx= 1 (end bay Kx=.8, int bay Kx=.65) 11w1 1 T,�a Fok 14 I'7-Afl•!1? 11111,1 B=3.0 Fy=55.0 G=11300 E = 29500 Rrnaxi = 2.3 Rmaxe -1.96 S2b =1.67 S2c -1.92 ALLOWABLES: Pa = 4.749 KIPS Ma = 1.075 K -FT Mao = Mal Mao = 3.445 K -FT RATIOS: ANALMOM _ 0.211 = 0.465 Pa Ma AXIAL + BENDING AXIAL + Cm • MOM =0.69 Pa a. Ma AXIAL MOM T 0.196 Pao Mao AXIAL MOM t =0.676 Pa Ma Eq. C5-1 Eq C5-2 Eq. C5-3 1 • a i IF AXIAL / Pa < .15 USE EQUATION C5-3 1986 AISI ZEE PROPERTIES : SPROP I Ix Sc Rx Ey Sy Ry J 4.8645 1.2553 2.5655 1.1654 .4775 1.2557 .0009 6.3385 1.7133 2.5720 1.6658 .6765 1.3185 .0018 11.0077 1.8826 3.4531 1.5477 5752 1.2948 .0011 12.6690 2.3198 3.4660 1.7942 .6605 1.3043 .0016 14.1230 2.6905 3.4703 1.9800 .7299 1.2994 .0022 17.0462 3.3590 3.4691 2.3538 8703 1.2891 .0039 Cw Ro Ae Af D Va 7.57 2.86 .6865 .7391 6.5 2.85 10.63 2.89 .9059 .9582 6.5 5.90 20.76 3.69 .8008 .9231 9 2.02 SPROP2 23.40 3.70 .9654 1.0546 9 3.00 25.79 3.70 1.1028 1.1727 9 4.16 30.58 3.70 1.3500 1.4164 9 7.45 Ix=SPROP1a o Sy=SPROP1a 4 Cw = SPROP2� o ScE SPROPIa i Ry = SPROP 1 5 Ro = SPROP2 J i Rx = SPROP 1a J=SPROP1y Ae = SPROP2 4. PAGE: Iy= SPROP.L .; Af SPROP2 4 • • • • .1c e — (� (zrS 5/ it e.T 1- I c- Z 16 17 ! 16 Rear S is GiD - � ��TS Ste dr , L c_ ) kms--' % r{ A c:A.2--c.e - 4 49 16 16 Front Side We kE • • • WinBeam By CAST TIME : 03/05/04 08:32:27 Page: 1 * * * * * * # * * * * * * * * * * * * * * * *********#**** * SUMMARY OF THE INPUT INFORMATION * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * k * * * * * * TYPE OF THE PROBLEM : CONTINUOUS BEAM CALCULATION * Types and the locations of the supports in Inch Hinged support at X= Hinged support at X= Hinged support at X= Hinged support at X= 0.000 192.000 396.000 588.000 * Total number of different materials 1 From X= 0.000 to X= 588.000 E= 29500.000 ksi * Total number of different sections 1 From X= 0.000 to X= 588.000 IX= 4.865 Inch**4 * Note: loading acting directly at support will be ignored. * Total number of concentrated loads 12 Unit Kip Inch At X= 24.000 load P= 0.400 Moment= 0.000 At X= 96.000 load P= 0.400 Moment= 0.000 At x= 108.000 load P= 0.400 Moment= 0.000 At X= 180.000 load P= 0.400 Moment= 0.000 At X= 216.000 load P= 0.400 Moment= 0.000 At X= 288.000 load P= 0.400 Moment= 0.000 At X= 300.000 load P= 0.400 Moment= 0.000 At X= 372.000 load P= 0.400 Moment= 0.000 At X= 408.000 load P= 0.400 Moment= 0.000 At X= 480.000 load P= 0.400 Moment= 0.000 At X= 492.000 load P= 0.400 Moment= 0.000 At X= 564.000 load P= 0.400 Moment= 0.000 * Total number of distributed loads : 1 Unit kip/in At X= 0.000 W1= 0.001 At X= (r,,i17_1- g,;1i: 00 2- 588.000 W2= 0.001 WinBeam By CAST TIME : 03/05/04 08:32:27 Page: 2 * * * * * * * * * * * * * * k******.***** * SUMMARY OF THE RESULTS * * * * * * * * * * k * * * * * * * * * * * * * * * * • • 0.000 0.000 0.000 0.000 * LENGTH UNIT Inch ; FORCE UNIT : Kip * MAXIMUM VALUES 1/.4101 * Max. displacement is 0.60430 at X= 492.000 * Min. displacement is -0.01156 at X= 372.000 1�- * Max. shear force is 1.18187 at X= 396.000 k Min. shear force is -1.18187 at X= 192.000 * Max. moment is 37.91390 at X= 396.000 * Min. moment is -30.69425 at X= 492.000 * TOTAL APPLIED LOADS A"'*^t * Total applied concentrated load: * Total applied concentrated moment: * Total applied distributed load: DF� I"l 4wa..4 4.800 Kip yg�' 0.000 Kip Inch 0.823 Kip * SUPPORT REACTIONS * Reaction at X= 0.000 : Force= -0.687 Moment= - Reaction at X= 192.000 : Force= -2.125 Moment= * Reaction at X= 396.000 : Force= -2.125 Moment= * Reaction at X= 588.000 : Force= -0.687 Moment= * * * * * * * * * * * * * * * * * * * * * * * * * * * * * DETAILS OF THE ANALYSIS * *:*k*k*****************k**** * DISPLACEMENT AT OUTPUT POINTS : At X= 0.000 Displacement= 0.00000 At X= 24.000 Displacement= 0.26466 At X= 48.000 Displacement= 0.47146 • At X= 96.000 Displacement= 0.60430 At X= 108.000 Displacement= 0.56645 . At X= 144.000 Displacement= 0.32169 s At X= 147.000 Displacement= 0.29700 WinBeam By CAST TIME : 03/05/04 08:32:27 Page: 3 i At X- 180.000 Displacement= 0.05298 At X= 192.000 Displacement= 0.00000 At X= 216.000 Displacement= -0.01156 At X= 243.000 Displacement= 0.05586 At X= 288.000 Displacement= 0.16601 At X= 294.000 Displacement= 0.16818 At X= 300.000 Displacement= 0.16601 At X= 345.000 Displacement= 0.05586 At X= 372.000 Displacement= -0.01156 At X= 396.000 Displacement= 0.00000 At X= 408.000 Displacement= 0.05298 At X= 441.000 Displacement= 0.29700 At X= 444.000 Displacement= 0.32169 At X= 480.000 Displacement= 0.56645 At X= 492.000 Displacement= 0.60430 At X= 540.000 Displacement= 0.47146 At X= 564.000 Displacement= 0.26466 At X= 588.000 Displacement= 0.00000 * SHEAR FORCES : Coordinate Shear (LT side) Shear (RT side) X= 0.0000 0.6869 X= 24.0000 0.6533 0.2533 X= 48.0000 0.2197 0.2197 X= 96.0000 0.1525 -0.2475 X= 108.0000 -0.2643 -0.6643 X= 144.0000 -0.7147 -0.7147 X= 147.0000 -0.7189 -0.7189 X= 180.0000 -0.7651 -1.1651 X= 192.0000 -1.1819 0.9428 X= 216.0000 0.9092 0.5092 X= 243.0000 0.4714 0.4714 X= 288.0000 0.4084 0.0084 X= 294.0000 0.0000 0.0000 X= 300.0000 -0.0084 -0.4084 X= 345.0000 -0.4714 -0.4714 X= 372.0000 -0.5092 -0.9092 X= 396.0000 -0.9428 1.1819 X= 408.0000 1.1651 0.7651 X= 441.0000 0.7189 0.7169 X= 444.0000 0.7147 0.7147 X= 480.0000 0.6643 0.2643 X= 492.0000 0.2475 -0.1525 WinBeam By CAST TIME : 03/05/04 08:32:27 Page: 4 X= 540.0000 -0.2197 -0.2197 X= 564.0000 -0.2533 -0.6533 X= 588.0000 -0.6869 * MOMENTS : Coordinate Moment (LT side) Moment (RT side) X= 0.0000 0.0000 X= 24.0000 -16.0832 -16.0832 X= 48.0000 -21.7599 -21.7599 X= 96.0000 -30.6943 -30.6943 X= 108.0000 -27.6238 -27.6238 X= 144.0000 -2.8030 -2.8030 X= 147.0000 -0.6527 -0.6527 X= 180.0000 23.8323 23.8323 X= 192.0000 37.9139 37.9139 X= 216.0000 15.6899 15.6899 X= 243.0000 2.4518 2.4518 X= 288.0000 -17.3437 -17.3437 X= 294.0000 -17.3689 -17.3689 X= 300.0000 -17.3437 -17.3437 X= 345.0000 2.4518 2.4518 X= 372.0000 15.6899 15.6899 X= 396.0000 37.9139 37.9139 X= 408.0000 23.8323 23.8323 X= 441.0000 -0.6527 -0.6527 X= 444.0000 -2.8030 -2.8030 X= 480.0000 -27.6238 -27.6238 X= 492.0000 -30.6943 -30.6943 X= 540.0000 -21.7599 -21.7599 X= 564.0000 -16.0832 -16.0832 X= 588.0000 0.0000 JOB TITLE Rockford Manufacturing, Ltd. 504 Thunderbolt Drive •Walterboro, SC 29488 (843) 538-4600 awl t i p -612—S TN JOB NO SHEET NO DESCRIPTION 1 L L MADE BY Ci<0 CK'D BY DATE t-'7 J11 ■ �r 4L •- I.E 4 IOTA +-1P R.A7E, LAwluF , PLAN -'-i4 ( Fut+.-i b'12A4-- J M r, 3 rr l'''' til 6%) ti ey�J A. IL.z Lti Al NI TL,, 4 _ ., .. .�� ! j IC 4..5 11O 3. L °' -14bZ.a23 T. .J s~ rn.•7`4,Z` . r {) _• - 1 � (17.-) - • y 1 0:41 rm TBM9_VP1.DAT TAPER BEAM DESIGN Input Data: Type of Beam: Cantilever cje-'1�" Span Length = 5.00ft a -' '- slope Distributed Load= 1.42k/ft No. of Concentrated Loads= 0 Unbraced Length= 5.00ft web Depth = 6.50in Flange width = 5.00in Output Report: Analysis Point 1 2 3 4 5 6 7 8 9 10 O.00in/ft Concentrated Load.= 0.00kip No. of Analysis Points= 10 web Thickness = Dn "741 Flange Thickness= x d Ix fb Fb fv Fv ft in inA4 ksi ksi ksi ksi 4.75 6.50 26.43 23.64 30.00 9.27 20.00 4.25 6.50 26.43 18.92 30.00 8.29 20.00 3.75 6.50 26.43 14.73 30.00 7.31 20.00 3.25 6.50 26.43 11.07 30.00 6.34 20.00 2.75 6.50 26.43 7.92 30.00 5.36 20.00 2.25 6.50 26.43 5.30 30.00 4.39 20.00 1.75 6.50 26.43 3.21 30.00 3.41 20.00 1.25 6.50 26.43 1.64 30.00 2.44 20.00 0.75 6.50 26.43 0.59 30.00 1.46 20.00 0.25 6.50 26.43 0.07 30.00 0.49 20.00 Max. Moment= 17.75 k -ft Max. Reaction= 7.10 kip Deflection= 0.249in Beam wt = 53.97 lb Page 1 o PURLINAB.MCD DATE: 3/96 PURLIN AXIAL + BENDING REV: PURLIN LOCATION: LOAD COMBINATION: DATE: PAGE: PURLIN 1986 AISI INPUT a=0 PICK A DESIRED SECTION MOM =70 K -FT a: 0-6.5Z16 AXIAL =1.46 KIPS 1 6.5Z14 (PBA -l0 sp) Lr— UBL= 17 FT 2 9.0Z16 Lx 17 FT 3 9.0Z15 Ly=17 FT 4 9.0Z14 CbE1 5 9.0Z13 Cm Cs 1 Ky Kx =1 (end bay Kx=.8, int bay Kx=.65) NTI T"o Pk'fd 1'l-d11•1YI lflfld B=3.0 Fy55.0 G=11300 E = 29500 Rmaxi=2.3 Rmaxe E 1.96 Sib = 1.67 Sic 1.92 A LLOWABLES: Pa = 3.044 KIPS Ma = 0.554 K -FT Mao = Mal Mao = 3.445 K -FT RATIOS: AXIALMOM _ 0.48 _ 0 Pa Ma AXIAL + BENDING AXIAL Cm -MOM _ 0.48 Pa a -Ma AXIAL MOM = 0.074 Pao Mao AXIAL MOM = 0.48 Pa Ma Eq. C5-1 Eq. C5-2 Eq. C5-3 • ****************************************************************************** * JOB: R11219 PAGE:B1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ****************************************************************************** ROOF: ra-› km+,� 411.117-0p,\ CTcrt.r1eA-� :4 1 P -41.A. orbka- NR--4- ri S A aJ,� A#JTi-Fa+.l (BVI P • FRAMING SUMMARY PANEL : 26 GA (HR) EAVE STRUT: B 6'1 P.Oi£A Jr. STe aT r. Eo, PURLIN: Ila ROWS OF BY PASS MOUNT PURLINS WITH SPACING 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP (SLOPED) (FT) -> B. SIDE= 2.167 , F. SIDE= 2.167 (HORIZ.) (FT) -> B. SIDE= 1.532 , F. SIDE= 1.532 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ LINES 2 THROUGH 3 PURLIN # FROM EAVE 1, 2, 3, 4, 5, 6, 7, 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ LINES PURLIN # FROM EAVE 1, 2, 3, 4, 5, 6, 7, STUB PURLINS--> LEFT END= N GABLE EXT.----> LEFT END= 2.000 , BAY # 1 SPAN 16.00 SIZE 6.5Z16 BR. CABLE SAG ANG NONE 2 3 17.00 16.00 6.5Z16 6.5Z16 5/16" NONE NONE 2 THROUGH 3 RIGHT END= N RIGHT END= 2.000 BACK SIDEWALL: (Bay # starts from Right looking from outside of this wall.) PANEL : 26 GA (HR) GIRTS : 6 ROWS OF BY PASS MOUNT GIRTS WITH 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP LOCATIONS-> 1.750 3.750 5.750 7.750 9.750 11.750 BAY # 1 2 3 SPAN 16.00 17.00 16.00 SIZE 6.5Z16 6.5Z16 6.5Z16 BR. ROD PORTL SAG ANG NONE NONE NONE 17A 0,4Fo �Au� r **k****************###***#*******************************##*#***************** * JOB: RI1219 PAGE:B2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ******************#*********************************************************** FRONT SIDEWALL: (Bay # starts from Left looking from outside of this wall.) PANEL : 26 GA (HR) GIRTS : 6 ROWS OF BY PASS MOUNT GIRTS WITH 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP LOCATIONS-> 1.750 3.750 5.750 7.750 9.750 11.750 BAY # 1 2 3 SPAN 16.00 17.00 16.00 SIZE 6.5Z16 6.5Z16 6.5216 BR. ROD PORTL SAG ANG NONE NONE NONE _cam r otfro LA��Jr ******************************************************r*********************** * JOB: R11219 PAGE:B3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ****************************************************************************** FRAMING SUMMARY LEFT ENDWALL: (Bay # starts from right looking from outside of this wall.) PANEL : 26 GA (HR) FRAME : 8.20 (FT) BAY RIGID FRAME. SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. < GIRTS NO. (FT) LOCATIONS (CABLE) NO SIZE LOCATION (FT) 1 24.00 8.5 15.5 12 6.5Z16 1.750 3.750 5.750 7.750 9.750 11.750 13.750 15.750 17.750 19.750 21.750 23.750 RIGHT ENDWALL: (Bay # starts from right looking from outside of this wall.) PANEL : 26 GA (HR) FRAME : 8.20 (FT) BAY RIGID FRAME. SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. < GIRTS NO. (FT) LOCATIONS (CABLE) NO SIZE LOCATION (FT) 1 24.00 8.5 15.5 12 6.5216 1.750 3.750 5.750 7.750 9.750 11.750 13.750 15.750 17.750 19.750 21.750 23.750 • • • • * ** ** * ********** ******** *** * * ** k *ir k** *** ** * *** *******t***** ** ******* * ** ******* * JOB: R11219 PAGE:B4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:27 * ****************************************************************************** FRAMING SUMMARY - (Base Plate and Anchor Bolt) "REACTIONS" EW COL COL DL+LL DL+WL COL SIZE BASE PLT. A. BOLT NO LOC SHP H V H V NOTE W x L BPW x BPL x SPT DIA NO LENG (all reactions in (KIPS) ) (IN) (IN) (IN) (IN) (IN) (1=std) 1 R -CC 1 L -CC 3 R -CC 3 L -CC 0.00 0.00 1.25 0.00 RF 0.00 0.00 1.25 0.00 RF 0.00 0.00 1.25 0.00 RF 0.00 0.00 1.25 0.00 RF *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD NOTE: 2 + + 11 13 EW 1= LEFT ENDWALL + + EW 3= RIGHT ENDWALL 4 RF = SEE RIGID FRAME OUTPUT FOR FINAL BASE PLATE/AB DESIGN SUMMARY CLP = SEE THE FOLLOWING TABLE FOR THE TYPE I OR TYPE II DESIGN CAPACITY OF COLUMN CLIP BASE PLATE - (KIPS) + + + + + + + + 8C16/9C16 1 8C14/9C14 1 9C13 1 9C12 1 (2)8C16 1 (2)8C14 f 1 + + 1 1 1 1 TYPE I 1 5.58 1 7.09 1 B.51 1 9.93 1 11.16 { 12.50 1 + + 1 1 1 1 1 TYPE II 1 11.16 1 12.50 1 12.50 1 12.50 k 12.50 1 +- + + + + + + + • ****************************************************************************** * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:C1 * 11 -MAR -04 * 12:22:28 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * REACTIONS FOR ENDWALL COLUMNS LEFT ENDWALL (RIGID FRAME) REACTION** (KIPS) COLUMN DL+LL DL+WL LOCATION H V H V RIGHT ENDWALL (RIGID FRAME) REACTION** (KIPS) COLUMN DL+LL DL+WL LOCATION H V H V **H IS +VE IN THE OUTWARD DIRECTION. V IS +VE IN THE UPWARD DIRECTION. NOTE: COLUMN NUMBER STARTS FROM RIGHT, LOOKING FROM OUTSIDE OF THE WALL *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD REACTIONS FOR WIND LOAD IN PLANE OF ENDWALL • ACTUAL PANEL SHEAR ALLOWABLE PANEL SHEAR LEFT ENDWALL: N/A FOR RF EW 100.0 LB/FT RIGHT ENDWALL: N/A FOR RF EW 100.0 LB/FT REACTIONS FOR SEISMIC LOAD IN PLANE OF ENDWALL ACTUAL PANEL SHEAR ALLOWABLE PANEL SHEAR LEFT ENDWALL: N/A FOR RF EW 100.0 LB/FT RIGHT ENDWALL: N/A FOR RF EW 100.0 LB/FT ****************************************************************************** * JOB: R11219 PAGE:C2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:28 * ****************************************************************************** BACK SIDEWALL, BAY 2, PORTAL FRAME REACTION Load Type Hor. Reaction Ver. Reaction (kip) (kip) WIND 0.6582 1.1116 SEISMIC 0.3504 0.5918 r FRONT SIDEWALL, BAY 2, PORTAL FRAME REACTION Load Type Hor. Reaction Ver. Reaction (kip) (kip) WIND 0.6582 1.1116 SEISMIC 0.3504 0.5918 1 a • • ****************************************************************************** * JOB: R11219 PAGE: D1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:15 * ****************************************************************************** INPUT ECHO FOR PURLIN-GIRT-PANEL PROGRAM JOBID : R11219 BUILDING SHAPE: WID LEN H1 H2 PR PO EOL EOR (FEET) 24.0 49.0 14.0 14.0 12.0 12.0 0.0 0.0 FRAME SPACING: # BLOCKS WIDTH (FT) * BAYS GABLE EXT, PURLIN, GIRT: GIRT, PURLIN TYPE: 3 15.667 1 17.000 1 15.667 1 GABLE EXT MAX PURLIN GIRT SPACING LEFT RIGHT SPACING WALL NO. LOC. 2.3 2.3 2.17 / 1.53 B. SIDE : 6 1.75 3.75 5.75 7.75 9.75 11.75 (SL/HZ) F. SIDE : 6 1.75 3.75 5.75 7.75 9.75 11.75 GIRT PANEL TYPE BACK FRONT PURLIN WALL ROOF ZB ZB ZB HR HR ROOF LOADS: DEAD+COL LIVE SNOW WIND UPLIFT* ADD LOAD -L ADD LOAD -R (PSF) -- - -- ---- -- 7.2 20.0 40.0 15.6 20.6 N N *NOTE: WIND UPLIFT INCLUDES COLLATERAL LOAD WALL LOADS: WIND LOAD (PSF) PRESSURE SUCTION 15.58 17.17 PANEL LOADS: WALL ROOF (PSF) PRESSURE SUCTION PRESSURE SUCTION 18.76 20.35 17.17 18.76 DEFLECTION LIMITS: PURLIN ROOF PANEL WALL LIVE WIND GIRT LIVE WIND PANEL 180. 120. 90. 180. 120. 90. PARTIAL WALLS: BOTTOM LEVEL OF WALL BACK SIDE FRONT SIDE 0.00 0.00 *************************************************************** LAP AND FORCED SIZES FOR EACH BAY - CHECK STRESSES!' • i 1 * JOB: R11219 PAGE: D2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** DESIGN DATA PURLIN TYPE = Z SECTION, BYPASS MOUNT PURLIN SPACING (LT) = 2.167 (FT) (SLOPED) = 1.532 (FT) (HORIZ.) PURLIN SPACING (RT) = 2.167 (FT) (SLOPED) = 1.532 (FT) (HORIZ.) LIVE LOAD = 20.000 (PSF) SNOW LOAD = 40.000 (PSF) DEAD LOAD = 2.200 (PSF) COLLATERAL LOAD= 5.000 (PSF) WINDUP LOAD = 20.580 (PSF) ROOF SLOPE = 12.000 / 12 DEFL. LIMIT (LL)= L/180.00 DEFL. LIMIT (WL)= L/120.00 MEMBER LAYOUT (FEET) SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 1 6.5Z16 2.33 15.67 0.88 NONE 2 6.5Z16 17.00 0.88 0.88 NONE 3 6.5Z16 15.67 2.33 0.88 NONE ****************************************************************************** * JOB: R11219 PAGE: D3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ROOF PURLIN DESIGN • REPORT ON HEAD+SNOW+COLLATERAL LOAD: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. ` NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.21 1.34 6.27 -1.41 -2.00 0.49 12.21 2 -2.00 -1.46 0.77 8.50 -1.46 -2.00 4.10 12.90 3 -2.00 -1.41 1.34 9.40 -0.21 3.46 15.18 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.18 1 0.49 -0.65 -0.72 2 0.65 0.59 -0.59 -0.65 3 0.72 0.65 -0.49 OH 0.18 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 0 A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.57 0.00 0.29 2 0.57 0.57 0.29 0.29 3 0.57 0.00 0.29 0.00 **********************************************t******************************* * JOB: R11219 PAGE: D4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * *******************k********************************************************** ROOF PURLIN DESIGN ****************** REPORT ON DEAD+SNOW+COLLATERAL LOAD: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -1.41 3.49 0.404 RTL 2 6.5Z16 -1.46 3.49 0.420 LTL 3 6.5Z16 -1.41 3.49 0.404 LTL DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) - --- 1 6.5Z16 0.65 3.04 0.214 RTL 0.209 RTL 2 6.5Z16 0.59 3.04 0.193 LTL 0.213 LTL 3 6.5Z16 0.65 3.04 0.214 LTL 0.209 LTL i LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.06 0.25 1.04 2 0.03 0.11 1.13 3 0.06 0.25 1.04 • • • **k*****#************####*****#*##*#***##*******#***#*********#*****#*******k* * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE: D5 * * 03/11/04 * 12:18:16 * ***************************************************************************k** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 8 10 LEFT END 0.667 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.667 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.246 2 5.0 0.372 3 5.0 0.372 4 5.0 0.246 ANTI -ROLL CLIP CHECK ( 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ BACK SIDEWALL MIN PL = -3.9746 KIPS ( 7) UP-SLOPE ANTI -ROLL CLIPS REQUIRED @ FRONT SIDEWALL MIN PL = -3.9746 KIPS IF PL < 0, PURLINS TEND TO ROLL DOWN SLOPE IF PL > 0, PURLINS TEND TO ROLL UP SLOPE 1 ANTI -ROLL CLIP WILL CARRY 3.72 KIPS MINIMUM OF 1 ANTI -ROLL CLIP REQUIRED PER 4 PURLINS. ONE ANTI -ROLL CLIP MAY BE PLACED UP TO 7 PURLINS, PROVIDED THAT THE ANCHORAGE FORCE DOES NOT EXCEED 3.72 KIPS. ROOF SLOPE OF 6:12 OR GREATER REQUIRES ALL PURLINS HAVE ANTI -ROLL CLIPS UNLESS PURLIN SPACING IS LESS THAN OR EQUAL TO 2.0 FT THEN EVERY OTHER PURLINS HAVE ANTI -ROLL CLIPS • • . ****************************************************************************** * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE: D6 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 1: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.21 1.47 6.27 -1.09 -1.67 0.47 12.79 2 -1.67 -1.31 0.29 8.50 -0.79 -1.09 5.69 12.78 3 -1.09 -0.73 0.85 9.40 -0.13 3.09 15.19 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.18 1 0.51 -0.63 -0.70 2 0.43 0.39 -0.32 -0.36 3 0.42 0.38 -0.30 OH 0.11 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.48 0.00 0.25 2 0.48 0.31 0.25 0.16 3 0.31 0.00 0.16 0.00 • • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE: D7 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 1: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) - 1 6.5Z16 1.47 3.49 0.422 MS 2 6.5Z16 -1.31 3.46 0.379 LTL 3 6.5Z16 0.85 3.49 0.245 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) - - --- 1 6.5Z16 0.63 3.04 0.207 RTL 0.140 RTL 2 6.5Z16 0.39 3.04 0.127 LTL 0.158 LTL 3 6.5Z16 0.38 3.04 0.126 LTL 0.060 LTL LTL=LEFT LAP LTS=LEFT SUPPORT RTL=RIGHT LAP RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.08 0.30 1.04 2 -0.01 -0.03 1.13 3 0.04 0.17 1.04 ****************************************************************************** * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE: D8 * * 03/11/04 * 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 8 10 LEFT END 0.689 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.409 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.253 2 5.0 0.307 3 5.0 0.207 4 5.0 0.150 • • • • ****************************************************************************** * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE: D9 * * 03/11/04 * 12:18:16 * ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 1 REVERSED: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.13 0.85 6.27 -0.73 -1.09 0.48 12.58 2 -1.09 -0.79 0.29 8.50 -1.31 -1.67 4.22 11.31 3 -1.67 -1.09 1.47 9.40 -0.21 2.87 15.20 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.11 1 0.30 -0.38 -0.42 2 0.36 0.32 -0.39 -0.43 3 0.70 0.63 -0.51 OH 0.18 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 0 A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.31 0.00 0.16 2 0.31 0.48 0.16 0.25 3 0.48 0.00 0.25 0.00 **k******************* fi * * * * * * * * * * * * # +r * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:D10 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 1 REVERSED: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 0.85 3.49 0.245 MS 2 6.5Z16 -1.31 3.46 0.379 RTL 3 6.5Z16 1.47 3.49 0.422 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.38 3.04 0.126 RTL 0.060 RTL 2 6.5Z16 0.39 3.04 0.127 RTL 0.158 RTL 3 6.5Z16 0.63 3.04 0.207 LTL 0.140 LTL LTL=LEFT LAP LTS=LEFT SUPPORT RTL=RIGHT LAP RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.04 0.17 1.04 2 -0.01 -0.03 1.13 3 0.08 0.30 1.04 * JOB: R11219 PAGE:D11 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION-10.1.2 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 B 10 LEFT END 0.409 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.689 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.150 2 5.0 0.207 3 5.0 0.307 4 5.0 0.253 *********************,tie************************T******** *****************fir**** * JOB: R11219 PAGE:D12 * * ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 2: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.21 1.29 6.27 -1.52 -2.13 0.50 11.98 2 -2.13 -1.55 0.94 8.50 -1.03 -1.54 4.04 13.88 3 -1.54 -1.16 0.67 9.40 -0.13 4.43 15.13 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.18 1 0.48 -0.66 -0.72 2 0.69 0.62 -0.55 -0.62 3 0.45 0.41 -0.27 OH 0.11 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.61 0.00 0.31 2 0.61 0.44 0.31 0.23 3 0.44 0.00 0.23 0.00 • • • • ****+ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k*********************** * * * * * * * JOB: R11219 PAGE:D13 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 2: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -1.52 3.49 0.436 RTL 2 6.5Z16 -1.55 3.49 0.446 LTL 3 6.5Z16 -1.16 3.49 0.334 LTL DESIGN ALLOWABLE SHEAR SEND+SHEAR SPAR PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.66 3.04 0.216 RTL 0.237 RTL 2 6.5Z16 0.62 3.04 0.204 LTL 0.240 LTL 3 6.5Z16 0.41 3.04 0.136 LTL 0.130 LTL I I LTL=LEFT LAP RTL=RIGHT LAP I I LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN I I I MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.06 0.23 1.04 2 0.04 0.16 1.13 3 0.03 0.11 1.04 • • • * * * * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D14 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 8 10 LEFT END 0.659 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.380 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.243 2 5.0 0.388 3 5.0 0.289 4 5.0 0.141 • • *************************iris********************** *********t****************** * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D15 * * 03/11/04 * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 2 REVERSED: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.13 0.67 6.27 -1.16 -1.54 0.53 11.24 2 -1.54 -1.03 0.94 8.50 -1.55 -2.13 3.12 12.96 3 -2.13 -1.52 1.29 9.40 -0.21 3.68 15.17 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.11 1 0.27 -0.41 -0.45 2 0.62 0.55 -0.62 -0.69 3 0.72 0.66 -0.48 OH 0.18 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.44 0.00 0.23 2 0.44 0.61 0.23 0.31 3 0.61 0.00 0.31 0.00 ****************************************************************************** * JOB: R11219 PAGE:D16 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 2 REVERSED: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -1.16 3.49 0.334 RTL 2 6.5Z16 -1.55 3.49 0.446 RTL 3 6.5Z16 -1.52 3.49 0.436 LTL DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) ----- --- --- 1 6.5216 0.41 3.04 0.136 RTL 0.130 RTL 2 6.5Z16 0.62 3.04 0.204 RTL 0.240 RTL 3 6.5Z16 0.66 3.04 0.216 LTL 0.237 LTL LTL=LEFT LAP RTL=RIGHT LAP 1 1 LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MIA SPAN 1 1 1 MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.03 0.11 1.04 2 0.04 0.16 1.13 3 0.06 0.23 1.04 **************************************k*************************************** * JOB: R11219 PAGE:D17 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 B 10 LEFT END 0.380 1.5C2 1.856 2.060 2.469 2.878 RIGHT END 0.659 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH )IN) COMBINED RATIO 1 5.0 0.141 2 5.0 0.289 3 5.0 0.388 4 5.0 0.243 • • ****************************************************************************** * JOB: R11219 PAGE:D18 * * ESTIMATE/EESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 3: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.13 1.33 6.27 -1.54 -2.15 0.30 11.99 2 -2.15 -1.57 0.94 8.50 -1.03 -1.54 4.08 13.88 3 -1.54 -1.16 0.67 9.40 -0.13 4.41 15.13 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.11 1 0.47 -0.66 -0.73 2 0.69 0.62 -0.55 -0.62 3 0.45 0.41 -0.27 OH 0.11 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1. 0.00 0.61 0.00 0.32 2 0.61 0.44 0.32 0.23 3 0.44 0.00 0.23 0.00 *****************.***********************************************************t* * JOB: R11219 PAGE:D19 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON PARTIAL LOADING CASE 3: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -1.54 3.49 0.441 RTL 2 6.5Z16 -1.57 3.49 0.451 LTL 3 6.5Z16 -1.16 3.49 0.333 LTL DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.66 3.04 0.218 RTL 0.242 RTL 2 6.5Z16 0.62 3.04 0.205 LTL 0.246 LTL 3 6.5Z16 0.41 3.04 0.135 LTL 0.129 LTL LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RICHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.06 0.24 1.04 2 0.04 0.16 1.13 3 0.03 0.11 1.04 . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * w************ *************************T***** * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:D20 * * 03/11/04 * 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 8 10 LEFT END 0.581 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.380 1.502 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.206 2 5.0 0.391 3 5.0 0.288 4 5.0 0.141 **### * * * * * * * * * # # * * * * * * * * * * * * * * # * * * * * * * * * * * * * # * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:D21 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 3: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.13 0.67 6.27 -1.16 -1.54 0.53 11.25 2 -1.54 -1.03 0.94 8.50 -1.57 -2.15 3.12 12.92 3 -2.15 -1.54 1.33 9.40 -0.13 3.67 15.36 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.11 1 0.27 -0.41 -0.45 2 0.62 0.55 -0.62 -0.69 3 0.73 0.66 -0.47 OH 0.11 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.44 0.00 0.23 2 0.44 0.61 0.23 0.32 3 0.61 0.00 0.32 0.00 . • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * * * k * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D22 * * 03/11/04 * VERSION -10.1.2 12:18:16 * ***************************************k************************************** ROOF PURLIN DESIGN REPORT ON PARTIAL LOADING CASE 3: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -1.16 3.49 0.333 RTL 2 6.5Z16 -1.57 3.49 0.451 RTL 3 6.5Z16 -1.54 3.49 0.441 LTL DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIQ LOC NO. SIZE (KIP) (KIP) -- --- 1 6.5Z16 0.41 3.04 0.135 RTL 0.129 RTL 2 6.5Z16 0.62 3.04 0.205 RTL 0.246 RTL 3 6.5Z16 0.66 3.04 0.218 LTL 0.242 LTL LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.03 0.11 1.04 2 0.04 0.16 1.13 3 0.06 0.24 1.04 • . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k*************** * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D23 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) SPAN REACTION 3 BEARING WIDTH (IN) 5 6 8 10 LEFT END 0.380 1.502 1.856 2.060 2.469 2.878 RIGHT END 0.581 1.5C2 1.856 2.060 2.469 2.878 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.141 2 5.0 0.288 3 5.0 0.391 4 5.0 0.206 • • • * *****irk*****************#****+r****************************************r****** * JOB: R11219 PAGE:024 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ROOF PURLIN DESIGN ****************** REPORT ON DEAR+WINDUP LOAD: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.08 -0.5C 6.27 0.53 0.76 0.49 12.21 2 0.76 0.55 -0.29 8.50 0.55 0.76 4.10 12.90 3 0.76 0.53 -0.5C 9.40 0.08 3.46 15.18 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.18 1 -0.18 0.24 0.27 2 -0.25 -0.22 0.22 0.25 3 -0.27 -0.24 0.18 OH 0.18 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.22 0.00 0.11 2 0.22 0.22 0.11 0.11 3 0.22 0.00 0.11 0.00 • `y1,l �.1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D25 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** ROOF PURLIN DESIGN REPORT ON DEAD+WINDUP LOAD: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -0.50 2.44 0.207 MS 2 6.5Z16 0.55 3.49 0.158 LTL 3 6.5Z16 -0.50 2.44 0.207 MS DESIGN ALLOWABLESHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.24 3.04 0.081 RTL 0.030 RTL 2 6.5Z16 0.22 3.04 0.073 LTL 0.030 LTL 3 6.5Z16 0.24 3.04 0.081 LTL 0.030 LTL LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD WIND LOAD WIND LOAD LIMIT 1 0.06 -0.18 -1.57 2 0.03 -0.08 -1.70 3 0.06 -0.18 -1.57 • ****************************************************************************** * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:D26 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** EDGE ZONE PURLIN CHECK BSW MAXIMUM WIND STRESS RATIO = 0.207 EDGE ZONE DISTANCE = 3.000 FT EDGE ZONE SUCTION = 18.758 PSF EAVE ZONE CHECK: EXISTING PURLIN DESIGN AND SPACING IS ADEQUATE NEW MAXIMUM PURLIN STRESS = 0.179 RIDGE ZONE CHECK: EXISTING PURLIN DESIGN AND SPACING IS ADEQUATE NEW MAXIMUM PURLIN STRESS = 0.182 FSW MAXIMUM WIND STRESS RATIO = 0.207 EDGE ZONE DISTANCE = 3.000 FT EDGE ZONE SUCTION = 18.758 PSF EAVE ZONE CHECK: EXISTING PURLIN DESIGN AND SPACING IS ADEQUATE NEW MAXIMUM PURLIN STRESS = 0.179 RIDGE ZONE CHECK: EXISTING PURLIN DESIGN AND SPACING IS ADEQUATE NEW MAXIMUM PURLIN STRESS = 0.182 ****************************************************************************** * JOB: R11219 PAGE: El * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:19:16 * ****************************************************************************** SIDEWALL GIRT DESIGN DESIGN DATA BUILDING SHAPE: WID LEN H1 H2 PR PO (FEET) ---- ---- 24.0 49.0 14.0 14.0 12.0 12.0 PARTIAL WALLS: ELEVATION (FEET) BACK FRONT 0.0 0.0 WALL GIRTS: GIRT SPACING: TYPE BACK FRONT ZB ZB WALL LOCATION (FT) BACK 1.75 3.75 5.75 7.75 9.75 11.75 FRONT 1.75 3.75 5.75 7.75 9.75 11.75 BAY SIZES: # BLOCKS WIDTH (FT) # TIMES LOAD: (PSF) 3 15.7 1 17.0 1 15.7 1 WIND - PRESSURE SUCTION DEFL. LIMIT: L/ 90 15.58 17.17 r r • s • ******k*************** * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE: E2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST IT 03/11/04 * * VERSION -10.1.2 12:18:16 * **************************************************************k*************** SIDEWALL GIRT DESIGN MEMBER SELECTION, BACK WALL: BYPASS MOUNT GIRTS MEMBER LAYOUT (FEET) SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 1 6.5Z16 0.33 15.67 0.88 NONE 2 6.5Z16 17.00 0.88 0.88 NONE 3 6.5Z16 15.67 0.33 0.88 NONE ****f * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE: E3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** SIDEWALL GIRT DESIGN *** REPORT ON WIND PRESSURE: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 0.62 6.27 -0.62 -0.88 0.00 12.24 2 -0.88 -0.65 0.32 8.50 -0.65 -0.88 4.22 12.78 3 -0.88 -0.62 0.62 9.40 0.00 3.43 15.67 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 0.20 -0.29 -0.32 2 0.28 0.25 -0.25 -0.28 3 0.32 0.29 -0.20 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.25 0.00 0.13 2 0.25 0.25 0.13 0.13 3 0.25 0.00 0.13 0.00 pet A 17.-r( 1 ({ r • • • a • • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE: E4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 k ***********************************-******************************************* SIDEWALL GIRT DESIGN ******************** REPORT ON WIND PRESSURE: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) ------ --- 1 6.5Z16 0.62 3.49 0.179 MS 2 6.5Z16 -0.65 3.49 0.186 LTL 3 6.5Z16 0.62 3.49 0.179 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.29 3.04 0.094 RTL 0.040 RTL 2 6.5Z16 0.25 3.04 0.083 LTL 0.041 LTL 3 6.5Z16 0.29 3.04 0.094 LTL 0.040 LTL ! t LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 0.15 2.09 2 0.05 2.27 3 0.15 2.09 • • s • • • • ****************************************************************************** * JOB: R11219 PAGE: E5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND SUCTION: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 -0.69 6.27 0.68 0.97 0.00 12.24 2 0.97 0.71 -0.35 8.50 0.71 0.97 4.22 12.78 3 0.97 0.68 -0.69 9.40 0.00 3.43 15.67 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 -0.22 0.32 0.35 2 -0.31 -0.28 0.28 0.31 3 -0.35 -0.32 0.22 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.28 0.00 0.14 2 0.28 0.28 0.14 0.14 3 0.28 0.00 0.14 0.00 • • • • • * * * * *t* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * JOB: R11219 PAGE: E6 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * VERSION -10.1.2 12:18:16 * SIDEWALL GIRT DESIGN ******************** REPORT ON WIND SUCTION: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -0.69 2.44 0.281 MS 2 6.5Z16 0.71 3.49 0.205 LTL 3 6.5Z16 -0.69 2.44 0.281 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- 1 6.5Z16 0.32 3.04 0.104 RTL 0.049 RTL 2 6.5216 0.28 3.04 0.092 LTL 0.050 LTL 3 6.5Z16 0.32 3.04 0.104 LTL 0.049 LTL LTL=LEFT LAP RTL=RIGHT LAP I LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN ! I MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 -0.16 -2.09 2 -0.05 -2.27 3 -0.16 -2.09 ************t*********************k**k*******k******************************** * JOB: R11219 PAGE: E7 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** SIDEWALL GIRT DESIGN MEMBER SELECTION, FRONT WALL: BYPASS MOUNT GIRTS MEMBER LAYOUT (FEET) SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 1 6.5Z16 0.33 15.67 0.88 NONE 2 6.5Z16 17.00 0.88 0.88 NONE 3 6.5Z16 15.67 0.33 0.88 NONE * * * ******-***t********************* * * * * * * * **********************t********** * * * * * JOB: R11219 PAGE: E8 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST TI 03/11/04 * * VERSION -10.1.2 12:18:16 * **************t*************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND PRESSURE: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 0.62 6.27 -0.62 -0.88 0.00 12.24 2 -0.88 -0.65 0.32 8.50 -0.65 -0.88 4.22 12.78 3 -0.88 -0.62 0.62 9.40 0.00 3.43 15.67 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 0.20 -0.29 -0.32 2 0.28 0.25 -0.25 -0.28 3 0.32 0.29 -0.20 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.25 0.00 0.13 2 0.25 0.25 0.13 0.13 3 0.25 0.00 0.13 0.00 1 s ii * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * '* * * * * * * * * * * * * * * * * * * * * * * * * * * * '* * * * * * * * * * * * * * * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE: E9 * * 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND PRESSURE: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 0.62 3.49 0.179 MS 2 6.5Z16 -0.65 3.49 0.186 LTL 3 6.5Z16 0.62 3.49 0.179 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5216 0.29 3.04 0.094 RTL 0.040 RTL 2 6.5Z16 0.25 3.04 0.083 LTL 0.041 LTL 3 6.5Z16 0.29 3.04 0.094 LTL 0.040 LTL LTL=LEFT LAP RTL=RIGHT LAP 1 LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 0.15 2.09 2 0.05 2.27 3 0.15 2.09 P a ****************************************************************************** * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:E10 03/11/04 12:18:16 SIDEWALL GIRT DESIGN REPORT ON WIND SUCTION: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 -0.69 6.27 0.68 0.97 0.00 12.24 2 0.97 0.71 -0.35 8.50 0.71 0.97 4.22 12.78 3 0.97 0.68 -0.69 9.40 0.00 3.43 15.67 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 -0.22 0.32 0.35 2 -0.31 -0.28 0.28 0.31 3 -0.35 -0.32 0.22 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.28 0.00 0.14 2 0.28 0.28 0.14 0.14 3 0.28 0.00 0.14 0.00 • • • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * t * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:E11 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND SUCTION: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z16 -0.69 2.44 0.281 MS 2 6.5Z16 0.71 3.49 0.205 LTL 3 6.5Z16 -0.69 2.44 0.281 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.32 3.04 0.104 RTL 0.049 RTL 2 6.5Z16 0.28 3.04 0.092 LTL 0.050 LTL 3 6.5Z16 0.32 3.04 0.104 LTL 0.049 LTL LTL=LEFT LAP LTS=LEFT SUPPORT RTL=RD3HT LAP RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 -0.16 -2.03 2 -0.05 -2.27 3 -0.16 -2.03 *****************************************************k************************ * JOB: R11219 PAGE: FI * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:18:16 * ****************************************************************************** * ROOF AND WALL PANEL DESIGN DESIGN DATA LOADS: ROOF: DEAD = 1.0 (PSF) , LIVE = 20.0 (PSF) SNOW = 40.0 (PSF) , WIND UP = 18.8 (PSF) WALL: WIND PRESSURE= 18.8 (PSF) WIND SUCTION= ROOF: NO. OF SPANS= 3 , ROOF SLOPE= 12.0 /12 PURLIN SPACING (SLOPED) (LT)= 2.167 (FT) (HORIZ.) (LT)= 1.532 (FT) SIDEWALL: 2 DIFFERENT WALL GIRT SPACINGS SPACING: WALL ID SPACES, (FT) 2 1.75 2.00 2.00 2.00 2.00 2.00 4 1.75 2.00 2.00 2.00 2.00 2.00 PANEL GAGE: WALL= 26, ROOF= 26 PANEL TYPE: WALL= HR, ROOF= HR 20.4 (PSF) *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD PANEL STRESS AND DEFLECTION MID - SPAN SUPPORT LOAD ACTUAL ALLOW. ACTUAL ALLOW. DEFLECTIONS LOAD ON PAN MOMENT MOMENT MOMENT MOMENT ACTUAL LIMIT STATUS LOC COMB PSF FT -#/FT FT -#/FT FT -#/FT FT -#/FT IN IN ROOF DL+LL 41.4 7.8 119.0 -9.7 139.0 0.002 0.102 OK ROOF DL+WL -17.3 -6.5 139.0 8.1 119.0 -0.003 0.217 OK WL 2 WL -PR 18.8 4.2 119.0 -7.9 139.0 0.003 0.267 OK WL 2 WL -SU 20.4 -4.6 139.0 8.6 119.0 -0.004 0.267 OK WL 4 WL -PR 18.8 4.2 119.0 -7.9 139.0 0.003 0.267 OK WL 4 WL -SU 20.4 -4.6 139.0 8.6 119.0 -0.004 0.267 OK **************************************t*************************************** * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:G1 * * 03/11/04 * * VERSION -10.1.2 12:20:29 * **************************************************************t*************** GENERAL ENDWALL DESIGN INPUT ECHO: JOB ID: R11219 BLDG SHAPE: W HI H2 PR PO PP GP EOL EOR 24.00 14.00 14.00 12.0 12.0 6.5 6.5 0.0 0.0 EW FACTORS: NO WELD ONLY PANEL DEFLECTION LIMIT EW LEFT RIGHT TYPE COL RAF GIRT PANEL 2 N N HR 180 180 90 90 ENDWALL END FRAME GABLE STANDARD CONSTANT FRAMING: WALL RECESS EXTEN. ENDBAY SPACING WALL HT. GIRT DEPTH LEFT 0.00 2.00 16.00 N 0.0 N RIGHT 0.00 2.00 16.00 N 0.0 N ENDWALL BAY SIZES-->: START FROM RIGHT CORNER, LOOKING FROM OUTSIDE. NO OF BAY NO BAY NO BAY NO BAY NO WALL BLOCKS WIDTH TIMES WIDTH TIMES WIDTH TIMES WIDTH TIMES LEFT 1 24.00 1 RIGHT 1 24.00 1 MAX GIRT & PURLIN SPACING:ENDWALL LEFT END= 7.33 RIGHT END= 7.33 BACKSIDE LEFT EW = 2.00 RIGHT EW = 2.00 FRONTSIDE LEFT EW = 2.00 RIGHT EW = 2.00 ROOF (SLOPED) (LT) = 2.167 (HORIZ.) (LT) = 1.532 GIRT LOC. WALL NO. GIRTS GIRT LOCATION LEFT 12 1.75 3.75 5.75 7.75 9.75 11.75 RIGHT 13.75 15.75 17.75 19.75 21.75 23.75 12 1.75 3.75 5.75 7.75 9.75 11.75 13.75 15.75 17.75 19.75 21.75 23.75 LOADS: DEAD = 7.20 LIVE = 20.00 SNOW = 40.00 PANEL: PRESSURE = 18.80 SUCTION = 20.30 GIRT: PRESSURE = 15.60 SUCTION = 17.20 COLUMN: PRESSURE = 15.10 SUCTION = 16.70 RAFTER (BACK) : PRESSURE = 15.60 SUCTION = 18.80 RAFTER (FRONT): PRESSURE = 15.60 SUCTION = 18.80 *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD • • • • ****************************************************************************** * JOB: R11219 PAGE:G2 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL) BAY SIZES: 1 ® 24.00 MEMBER INFORMATION: MEMBER <- WELDED > C -SECTION FLANGE WEB TYPE LOC. LENGTH WIDTH THICK DEPTH THICK WEIGHT SIZE TOTAL LBS. = 0. CAPACITY CHECK: * COLD FORM SECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS) ALLOWABLE BENDING ARE IN (FT -K) * HOT ROLLED SECTIONS-> ALLOWABLE SHEAR, AXIAL & BENDING ARE IN (KSI) MAX SHEAR MAX AXIAL LOC. TYPE LOAD FORCE STRESS ALLOW RATIO FORCE STRESS ALLOW RATIO COMB (K) (KSI) * (K) (KSI) * MAX BENDING BENDING WEB BEND COL MOMENT STRESS ALLOW RATIO +AXIAL +SHEAR NO (FT -K) (KSI) * RATIO RATIO **k********** k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * JOB: R11219 PAGE:G3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:20:29 * ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL) MEMBER DEFLECTIONS: MEMBER SIZE DEFLECTIONS (IN) ACTUAL LIMIT COLUMN REACTIONS: COLUMN SIZE DL+LL DL+WL H V H V RAFT STF ****************************************************************************** * JOB: R11219 PAGE:G4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * VERSION -10.1.2 12:20:29 ****************************************************************************** ENDWALL DESIGN FOR RIGHT WALL (RIGID FRAME AT THIS WALL) BAY SIZES: 1 @ 24.00 MEMBER INFORMATION: MEMBER < WELDED > C -SECTION FLANGE WEB TYPE LOC. LENGTH WIDTH THICK DEPTH THICK WEIGHT SIZE TOTAL LBS. = 0. CAPACITY CHECK: * COLD FORM SECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS) ALLOWABLE BENDING ARE IN (FT -K) * HOT ROLLED SECTIONS-) ALLOWABLE SHEAR, AXIAL & BENDING ARE IN (KSI) MAX SHEAR MAX AXIAL LOC. TYPE LOAD FORCE STRESS ALLOW RATIO FORCE STRESS ALLOW RATIO COMB (K) ;KSI) * (K) (KSI) * MAX BENDING BENDING WEB BEND COL MOMENT STRESS ALLOW RATIO +AXIAL +SHEAR NO (FT -K) (KSI) * RATIO RATIO ****************************************************************************** * JOB: R11219 PAGE:G5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** ENDWALL DESIGN FOR RIGHT WALL (RIGID FRAME AT THIS WALL) MEMBER DEFLECTIQNS: MEMBER SIZE DEFLECTIONS (IN) ACTUAL LIMIT • COLUMN REACTIONS: COLUMN SIZE DL+LL DL+WL H V H V i RAFT STF 1 * * * * * * * * * * * * k****************************************** * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:G6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 03/11/04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** ENDWALL GIRT DESIGN LEFT ENDWALL GIRT LOCATION: <--BAY--> MAX. # OF WALL # SPACE HITE GIRTS LOCATIONS 1 1 24.00 14.0 12 1.75 3.75 5.75 7.75 9.75 11.75 13.75 15.75 17.75 19.75 21.75 23.75 MEMBER SELECTION FOR LEFT WALL: SAG <- BENDING MOMENTS (FT_KIPS)-> BAY GIRT ANGLE <- PRESSURE --><-- SUCTION --><---DEFLECTIONS----> # SIZE LOCATIONS ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW 1 6.5Z16 8.5 15.5 2.15 3.49 2.37 2.77 1.48 -1.63 3.20 RIGHT ENDWALL GIRT LOCATION: <--HAY--> MAX. # OF WALL # SPACE HITE GIRTS LOCATIONS 3 1 24.00 14.0 12 1.75 3.75 5.75 7.75 9.75 11.75 13.75 15.75 17.75 19.75 21.75 23.75 MEMBER SELECTION FOR RIGHT WALL: SAG <- BENDING MOMENTS (FT_KIPS)-> BAY GIRT ANGLE <- PRESSURE --><-- SUCTION --><---DEFLECTIONS----> # SIZE LOCATIONS ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW 1 6.5Z16 8.5 15.5 2.15 3.49 2.37 2.77 1.48 -1.63 3.20 *************************k***********************************************t**** * JOB: R11219 PAGE:G7 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 03/11/04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** ENDWALL PANEL DESIGN DESIGN DATA LOADS: WALL: WIND PRESSURE= 18.8 (PSF) WIND SUCTION= 20.3 (PSF) ENDWALL: 2 DIFFERENT WALL GIRT SPACINGS SPACING: WALL ID SPACES, (FT) 1 1.75 2.00 2.00 2.00 2.00 2.00 3 1.75 2.00 2.00 2.00 2.00 2.00 PANEL GAGE: 26 PANEL TYPE: HR PANEL FORCE AND DEFLECTION MID - SPAN SUPPORT LOAD ACTUAL ALLOW. ACTUAL ALLOW. DEFLECTIONS LOAD ON PAN MOMENT MOMENT MOMENT MOMENT ACTUAL LIMIT STATUS LOC COMB PSF FT -#/FT FT -#/FT FT -#/FT FT -#/FT IN IN WL 1 WL -PR 18.8 5.8 119.0 -7.9 139.0 0.003 0.267 OK WL 1 WL -SU 20.3 -6.3 139.0 8.6 119.0 -0.004 0.267 OK WL 3 WL -PR 18.8 5.8 119.0 -7.9 139.0 0.003 0.267 OK WL 3 WL -SU 20.3 -6.3 139.0 8.6 119.0 -0.004 0.267 OK 1 • • I * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:H1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:20:30 * ****************************************************************************** BRACING REPORT INPUT ECHO: JOB ID •R11219 BUILDING SIZE: WIDTH = 24.0 (FT) LENGTH = 49.0 (FT) HT LEFT....= 14.0 (FT) HT RIGHT= 14.0 (FT) PEAK RISE..= 12.0 (FT) PEAK OFFSET= 12.0 (FT) NO. OF DIFFERENT ENDWALLS = 2 LEFT ENDWALL : COL SPACES (FT) ....= 12.0 12.0 SUM OF WALL OPENINGS= 0.0 (FT) RIGHT ENDWALL: COL SPACES (FT) ....= 12.0 12.0 SUM OF WALL OPENINGS= 0.0 (FT) ROOF BAYS 1® 16.0 1@ 17.0 1@ 16.0 LOADS • DEAD= 7.2 LIVE= 20.0 SNOW= 40.0 SEISMIC ZONE= 0 WIND LOADS ENDWALL : WINDWARD LEEWARD FROM LEFT 8.11 1.43 -11.29 -10.49 FROM RIGHT 8.11 1.43 -11.29 -10.49 SIDEWALL: WINDWARD END= 3.50 LEEWARD END= -7.47 ROOF -13.83 REQUIRED DIAGONAL BRACING AND WEIGHT LOCATION NO. OF BAYS WITH BRACING WEIGHT CABLE ROD LBS. C1 C2 C3 R1 R2 R3 R4 R5 R6 R7 R8 R9 ROOF 2 0 0 29.9 B. SIDEWALL 0.0 F. SIDEWALL 0.0 L. ENDWALL 0.0 R. ENDWALL 0.0 NOTE: CABLE Cl - 5/16" C2 - 3/8" C3 - 1/2" ROD RI - 1/2" R2 - 5/8" R3 - 3/4" R4 - 7/8" R5 - 1" R6 - 1 1/8" R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2" TOTAL WEIGHT = 29.9 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:H2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:20:30 * ****************************************************************************** CONTROLLING LOADS (EAVE FORCES) FOR DESIGN (KIPS) ROOF BRACING . WIND = 1.32 SEISMIC = 1.04 SIDEWALL BRACING (BACK) WIND = 1.32 SEISMIC = 1.04 (FRONT) : WIND = 1.32 SEISMIC = 1.04 ENDWALL BRACING (LEFT) WIND = 2.26 SEISMIC = 0.34 (RIGHT) : WIND = 2.26 SEISMIC = 0.34 *NOTE: SEISMIC REACTION VALUES ABOVE DO NOT INCLUDE ANY MAGNIFICATION FACTOR * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:I1 * * 11 -MAR -04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** • INPUT ECHO: JOB ID:R11219 BUILDING SHAPE: BRACING DESIGN REPORT WIDTH....= 24.00 (FT) LT. EAVE = 14.00 (FT) PEAK RISE= 12.00 (FT) NO. OF DIFFERENT ENDWALLS= 2 LENGTH = 49.00 (FT) RT. EAVE= 14.00 (FT) PEAK OFFSET= 12.00 (FT) LEFT ENDWALL: COLUMN SPACES (FT) = 12.00 12.00 SUM OF FRAME OPENINGS= 0.00 (FT) RIGHT ENDWALL: COLUMN SPACES (FT) = 12.00 12.00 SUM OF FRAME OPENINGS= 0.00 (FT) ROOF PURLINS.: BY-PASS , END BAY SIZE= 6.5Z16 , INT BAY SIZE= 6.5Z14 LAP= 0.875 ;FT), SPACING (SLOPED) (LT)= 1.960 (FT) (HORIZ.) (LT)= 1.386 (FT) EAVE STRUT.. ROOF BAYS BACK S.W 8C16 1@ 16.00 1@ 17.00 1@ 16.00 LT EXTENSION= 2.00 , RT EXTENSION= 2.00 TOTAL NO. OF BAYS = 3 NO. OF BAYS AVAILABLE FOR BRACING= 0 PORTAL FRAME = Y FRONT S.W TOTAL NO. OF BAYS = 3 NO. OF BAYS AVAILABLE FOR BRACING= 0 PORTAL FRAME = Y LEFT ENDWALL BRACING REQUIRED: N, PANEL TYPE: HR (26 GAGE) RIGHT ENDWALL BRACING REQUIRED: N, PANEL TYPE: HR (26 GAGE) LEFT E.W • TOTAL NO. OF BAYS = 2 NO. OF BAYS AVAILABLE FOR BRACING= 2 RIGHT E.W TOTAL NO. OF BAYS = 2 NO. OF BAYS AVAILABLE FOR BRACING= 2 LOADS---> DEAD= 7.20 (PSF), LIVE= 20.00 (PSF) SNOW= 40.00 (PSF), SEISMIC ZONE= 0 • • • • • • • *** ** *** ***** ** ** ** *** ** ***** *** *** *** *** *** * ** ** ****** *******,tit**** *** **** *** * JOB: R11219 PAGE:I2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** WIND LOADS: (PSF) IN PLANE OF ENDWALL: WINDWARD LEEWARD SIDE ROOF ROOF SIDE FROM LEFT 8.11 1.43 -11.29 -10.49 FROM RIGHT 8.11 1.43 -11.29 -10.49 WIND ON ENDWALL INTO ROOF AND SIDEWALL: (PSF) WINDWARD END= 3.50 , ROOF= -13.83 , LEEWARD END= -7.47 BRACING MEMBER SIZES: CABLE : C1 - 5/16" C2 - 3/8" C3 - 1/2" 1 1 ROD : R1 - 1/2" R2 - 5/8" R3 - 3/4" R4 - 7/8" R5 - 1" R6 - 1 1/8" 1 R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2" ******************************************************k*********T************* * JOB: R11219 PAGE:I3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** WIND BRACING DESIGN REPORT FORCES ON ENDWALL COLUMNS: COLUMN NO. = 0 1 2 FORCE (K) = ROOF BRACING: 0.56 1.51 0.56 BAY NO= 2 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 0.93 BAY TENSION HOR.LOAD CABLE (KIPS) (KIPS) ! 2 0.93 0.76 B C1 0.93 0.76 F C1 (B: BACK SIDE, F: FRONT SIDE) 1 NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2" BAY NO= 2 (BACK SIDE) MAX. EAVE FORCE (KIPS) = 1.32 (EA. BAY) ALLOW. FORCE (KIPS) = 10.95 FOR EAVE STRUT (*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS) WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) BACK 1.32 FRONT 1.32 PURLIN CAPACITY CHECK: NO ACTUAL_P ALLOW_P ACTUAL_M ALLOW_M UNITY BAY LOAD PURLIN (KIPS) (KIPS) (IN -K) (IN_K) CHECK 1 DL+LL+WL/2 1 0.76 9.55 -9.66 41.82 0.29 1 DL+WL 1 1.51 9.55 3.73 41.82 0.24 . 2 DL+LL+WL/2 1 0.38 12.00 -9.73 55.11 0.20 2 DL+WL 1 0.76 12.00 3.76 55.11 0.12 *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD • * * * * * * * * * * * ****t**.********** * * * * * * * *kit * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 PAGE:I4 * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:20:29 * ****************************************************************************** SIDEWALL BRACING: WALL DIA. HOR{K} TEN(KI ALW(K) WALL BAY NO ENDWALL BRACING: LEFT E.W. BRACING: ## RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. RIGHT E.W. BRACING: ## RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. (## : GOVERNING CASE) **** ******* * ****** *,k it**** **** ** * *** *** ********* ******* ** k**** ** **** *** ******** * * * * JOB: R11219 PAGE:IS * ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II 11 -MAR --04 * VERSION -I0.1.2 12:20:29 ****************************************************************************** SEISMIC BRACING DESIGN REPORT NOTE: MAGNIFICATION FACTOR INCLUDES OMEGA OF 2.0 AND 0.7 LOAD COMBINATION FACTOR FORCES ON ENDWALL COLUMNS: ## COLUMN NO. = 0 1 2 FORCE (K) = 0.52 1.04 0.52 *NOTE: FORCES ON ENDWALL COLUMNS DO NOT INCLUDE MAGNIFICATION FACTOR ROOF BRACING: ## BAY NO= 2 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 1.27 BAY TENSION HOR.LOAD CABLE (KIPS) (KIPS) 2 1.27 1.04 9 C1 1.27 1.04 F C1 (B: BACK SIDE, F: FRONT SIDE) ! NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES *NOTE: ROOF TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2" BAY NO= 2 (BACK SIDE) MAX. EAVE FORCE (KIPS) = 1.04 (EA. BAY) ALLOW. FORCE (KIPS) = 10.95 FOR EAVE STRUT (*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS) WALL SAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) BACK 1.04 FRONT 1.04 *NOTE: EAVE STRUT FORCE DOES NOT INCLUDE MAGNIFICATION FACTOR * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * yr****** * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:I6 * * 11 -MAR -04 * VERSION -10.1.2 12:20:29 * ****************************************************************************** SIDEWALL BRACING: ## WALL DIA. HOR(K) TEN(K) ALW(K) WALL BAY NO *NOTE: SIDEWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR ENDWALL BRACING: • LEFT E.W. BRACING: RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. *NOTE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR RIGHT E.W. BRACING: RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. (## : GOVERNING CASE) *NATE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR • ****************************************************************************** * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II * VERSION -10.1.2 12:22:18 * ****************************************************************************** PAGE:J1 * * 11 -MAR -04 * PORTAL FRAME INPUT ECHO Job Number ...: R11219 Sidewall ID ..: BS Bay Spacing Eave Height (ft) (ft) 17.000 14.000 Bldg Code Ca/Aa Sei. Imp. IBC - 0 0.1914 0.5400 Wind Pressure (psf) 10.970 Backside: Frontside: Load Type WIND SEISMIC SEI CONN Portal Frame Number ...: 1 Bay Number 2 Building Width ..: 24000 Building Length 49000 Ridge Loc. Roof Slope Steel Yield (ft) (in : 12) (ksi) 12.000 12.00 50.000 Snow Load (psf) 40.0000 Additional Eave Loads Wind Elev. Seismic Elev. (kip) (ft) (kip) (ft) 0.00 12.67 0.00 12.67 0.00 12.67 0.00 12.67 DESIGN Dead Load (psf) 10.4500 LOAD REPORT Eave Force (kip) 1.3164 0.7008 2.1024 SECTION Moment (ft -kip) 8.3394 4.4395 13.3151 Bor. Reaction (kip) 0.6582 0.3504 PROPERTIES Ver. Reaction (kip) 1.1116 0.5918 REPORT Property Description X Axis Moment of Inertia ( in 4) X Axis Section Modulus ( in 3) Y Axis Radius of Gyration ( in ) Twisted Radius of Gyration ( in ) Total Cross Sectional Area ( in 2) Bending Slenderness Ratio (in/in) Axial Slenderness Ratio (in/in) Qs ( ) Qa (Axial Compression) f ) DESIGN PROPERTIES Column 67.4293 13.4859 1.2089 1.3507 3.5640 112.5309 125.7370 0.9915 0.9615 REPORT Property Description Combine Unity Check (AISC ) Axial Stress Ratio (fa/Fa) Bending Stress Ratio (fb/Fb) Shear Stress Ratio (fv/Fv) Column EQ.H1-3 0.3807 0.31/ 9.45= 0.0330 7.42/21.34= 0.3477 1.24/11.59= 0.1067 Beam 41.4896 10.3724 1.2488 1.3688 3.3400 131.5060 144.1439 0.9875 Beam EQ.H1-3 0.4301 0.20/ 7.19= 0.0274 9.65/23.96= 0.4027 1.32/16.05= 0.0824 ****************************************************************************** * JOB: R11219 PAGE:J2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:18 * ****************************************************************************** Allowable Deflection= 2.5333 Actual Deflection= 0.7731 Ratio= L/197 PORTAL FRAME OUTPUT Item Description Qty Width/Dia. Length Thickness Weight (in) (in) (in) (lb) Beam Outside Flange1 5.0000 166.5000 0.2500 58.9618 Beam Web 1 7.5000 166.5000 0.1120 41.7450 Beam Inside Flange1 5.0000 166.5000 0.2500 58.9618 Col. Outside Flange2 5.0000 155.2500 0.2500 109.9558 Col. Web 2 9.5000 155.2500 0.1120 98.6084 Col. Inside Flange2 5.0000 147.5000 0.2500 102.4307 Splice Plate 4 5.0000 8.0000 0.5000 22.6880 Col. Cap Plate 2 5.0000 9.7500 0.2500 6.9054 Col. Base Plate 2 5.0000 10.0000 0.5000 14.1800 Col. Hor. Stiff 4 2.4440 9.3750 0.2500 6.4911 Col. Diag. Stiff 4 2.4440 10.4816 0.2500 7.2573 Splice Plate Bolts.. 8 0.7500 2.0000 4.6640 Col. O.F. Bolts 16 0.5000 1.5000 3.0944 Base Plate Bolts 8 0.7500 STD Total Weight 535.9437 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * JOB: R11219 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:J3 * * 11 -MAR -04 * * VERSION -10.1.2 12:22:18 * ****************************************************************************** PORTAL FRAME INPUT ECHO Job Number ...: R11219 Sidewall ID ..: FS Bay Spacing (ft) 17.000 Eave Height (ft) 14.000 Wind Pressure (psf) 10.970 Bldg Code Ca/Aa Sei. Imp. IBC - 0 0.1914 0.5400 Additional Wind Elev. (kip) (ft) Backside: 0.00 12.67 Frontside: 0.00 12.67 Load Type WIND SEISMIC SEI CONN Ridge (ft) 12.000 Snow Load (psf) 40.0000 Eave Loads Seismic Elev. (kip) 0.00 0.00 DESIGN Eave Force (kip) 1.3164 0.7008 2.1024 SECTION (ft) 12.67 12.67 Portal Frame Number ...: 2 Bay Number 2 Building Width .. 24000 Building Length .: 49000 Loc. Roof Slope Steel Yield (in : 12) (ksi) 12.00 50.000 Dead Load (psf) 10.4500 LOAD REPORT Moment Bor. Reaction (ft -kip) (kip) 8.3394 0.6582 4.4395 0.3504 13.3151 PROPERTIES Ver. Reaction (kip) 1.1116 0.5918 REPORT Property Description X Axis Moment of Inertia ( in 4) X Axis Section Modulus ( in 3) Y Axis Radius of Gyration ( in ) Twisted Radius of Gyration ( in ) Total Cross Sectional Area ( in 2) Bending Slenderness Ratio (in/in) Axial Slenderness Ratio (in/in) Qs ( ) Qa (Axial Compression) ( ) DESIGN PROPERT Column 67.4293 13.4859 1.2089 1.3507 3.5640 112.5309 125.7370 0.9915 0.9615 I E S REPORT Property Description Combine Unity Check (AISC Axial Stress Ratio (fa/Fa; Bending Stress Ratio (fb/Fb Shear Stress Ratio (fv/Fv; Column EQ.H1-3 0.3807 0.31/ 9.45= 0.0330 7.42/21.34= 0.3477 1.24/11.59= 0.1067 Beam 41.4896 10.3724 1.2488 1.3688 3.3400 131.5060 144.1439 0.9875 Beam EQ.H1-3 0.4301 0.20/ 7.19= 0.0274 9.65/23.96= 0.4027 1.32/16.05= 0.0824 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II * VERSION -10.1.2 PAGE:J4 * * I1 -MAR -04 * 12:22:18 * Allowable Deflection= 2.5333 Actual Deflection= 0.7731 Ratio= L/197 PORTAL Item Description FRAME OUTPUT Qty Width/Dia. Length Thickness Weight ;in) (in) (in) (lb) Beam Outside Flange1 5.0000 166.5000 0.2500 58.9618 Beam Web 1 7.5000 166.5000 0.1120 41.7450 Beam Inside Flange1 5.0000 166.5000 0.2500 58.9618 Col. Outside Flange2 5.0000 155.2500 0.2500 109.9558 Col. Web 2 9.5000 155.2500 0.1120 98.6084 Col. Inside Flange2 5.0000 147.5000 0.2500 102.4307 Splice Plate. 4 5.0000 8.0000 0.5000 22.6880 Col. Cap Plate 2 5.0000 9.7500 0.2500 6.9054 Col. Base Plate 2 5.0000 10.0000 0.5000 14.1800 Col. Hor. Stiff 4 2.4440 9.3750 0.2500 6.4911 Col. Diag. Stiff 4 2.4440 10.4816 0.2500 7.2573 Splice Plate Bolts8 0.7500 2.0000 4.6640 Col. O.F. Bolts 16 0.5000 1.5000 3.0944 Base Plate Bolts 8 0.7500 STD Total Weight 535.9437 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k***************** * * * * * JOB: R11219 #1 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:L1 11 -MAR -04 VERSION -10.1.2 12:22:12 ****************************************************************************** FRAME TYPE •RF (Symmetrical; * * * WIDTH • 24.00 (FT) LEFT EAVE HEIGHT • 14.0000 (FT) LEFT ROOF SLOPE 12.0000 (IN/FT) PEAK DIST. FROM LEFT: 12.0000 (FT) USED AT FRAME LINES : 1 4 GIRT AND PURLIN DATA >. GIRT PROJECTION (IN) GIRT SPACINGS (FT) PURLIN PROJECTION (IN) PURLIN SPACINGS (SLOPED) (FT) (HORIZ.) (FT) BAY SPACING...: 8.20 (FT) RIGHT EAVE HEIGHT...: 14.0000 RIGHT ROOF SLOPE • 12.0000 RIGHT COL. BASE DISP: 0.0000 (FT) (IN/FT) (FT) FLANGE BRACING AT PURLIN LOCATIONS: LEFT SIDE: 2BL 8BL RIGHT SIDE: 2BL 8BL >: >: LEFT SIDE RIGHT SIDE 6.500 1.750 3.750 5.750 7.750 9.750 11.750 >: 6.500 >: 1@ 1.486 6@ 2.000 1@ 2.167 1@ 1.318 >: 1@ 1.051 6@ 1.414 1@ 1.532 1@ 0.932 6.500 1.750 3.750 5.750 7.750 9.750 11.750 6.500 1.486 2.000 2.167 1.318 1.051 1.414 1.532 0.932 NOTE: FOLLOWING ARE NOMENCLATURE USED TO INDICATE PURLIN/ GIRT BRACING. 5 = ONE SIDE FB B = BOTH SIDE FB L = 1.5 X 1.5 X 1/8 Angle H = 2.5 X 2.5 X 3/16 Angle G = BRACED BY GIRT * = INADEQUATE FB MISC. DESIGN DATA: MAX. COMBINED RATIO.: 0.76 HORZ. DEFL. RATIO...: 118 VERTICAL CLEARANCE AT LEFT KNEE= VERTICAL CLEARANCE AT RIGHT KNEE= HORIZONTAL CLEARANCE AT KNEE= VERTICAL CLEARANCE AT PEAK = NUMBER OF CYCLES 1 MAX. SHEAR RATIO 0.09 VERT. DEFL. RATIO...: 1533 13.54 FT 13.54 FT 20.92 FT 24.00 FT FRAME WEIGHT SUMMARY: RAFTERS 465.23 LBS EXTERIOR COLUMNS 434.67 LBS ( L= INTERIOR COLUMNS 0.00 LBS TOTAL FRAME FLANGE BRACES (399.91 LBS 13.06 LBS 217.34 , R= 217.34 ) Tv $ t✓ 4Aodt17 oFF CF k�� pr�►� , r L(p jkAt.J.D CA6.LS GAP P1.F T `ice ?4g„ T}(� *********************************************t******************************** * JOB: R11219 #1 PAGE:L2 * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** CONNECTION PLATES...: 137.62 LBS CONNECTION BOLTS 13.92 LES GRAND TOTAL 1064.51 LBS • 1 • a ****************************************************************************** JOB: R11219 #1 PAGE:L3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ***********************************************************T****************** FRAME LOADING DATA BUILDING CODE.: 2000 IBC USE CATEGORY..: 1 LIVE LOAD 20.00 PSF WIND LOAD 0.00 PSF DEAD LOAD 7.20 PSF COLL. LOAD 0.00 PSF ** NOTE **: ALLOWABLE STRESSES WERE NOT INCREASED BY 1/3 FOR ANY LOAD COMBINATIONS EXPOSURE C SEISMIC ZONE 1 % OF SNOW FOR SEISMC: 20.00 ROOF SNOW LOAD 40.00 PSF WIND VELOCITY 90.00 MPH WIND COEFFICIENTS: WIND FROM LEFT (WLL ): C1= 0.5100 C2= 0.0900 C3= -0.7100 C4= -0.6600 WIND FROM RIGHT (WLR ): C1= 0.5100 C2= 0.0900 C3= -0.7100 C4= -0.6600 WIND FROM LEFT (WLL1): C1= 0.8700 C2= 0.4500 C3= -0.3500 C4= -0.3000 WIND FROM RIGHT (WLR1): C1= 0.8700 C2= 0.4500 C3= -0.3500 C4= -0.3000 CANOPY DATA: LEFT SIDE RIGHT SIDE ELEVATION (FT) > 14.000 14.000 WIDTH (FT) > 3.000 3.000 DEAD LOAD (PSF) > 3.200 3.200 LIVE/ SNOW LOAD (PSF)> 80.000 80.000 WIND COEF (WW & LW) > -2.000 -2.000 LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(0.6DL+ WLL) • COMB # 4--> 1.00 X(0.6DL+ WLR) COMB # 5--> 1.00 X(DL+ 3/4SL+ 3/4WLL) • COMB # 6--> 1.00 X(DL+ 3/4SL+ 3/4WLR) COMB # 7--> 1.00 X(DL+ 3/4UBL+ 3/4WLR) COMB # 8--> 1.00 X(0.6DL+ WLL1) + COMB # 9--> 1.00 X(0.6DL+ WLR1) COMB #10--> 1.00 X(DL+ 3/4SL+ 3/4WLL1) COMB #11--> 1.00 X(DL+ 3/4SL+ 3/4WLR1) COMB #12--> 1.00 X(DL+ 3/4UBL+ 3/4WLR1) COMB #13--> 1.00 X(0.6DL+ 0.7SEIL+ SL) COMB #14--> 1.00 X(DL+ 3/4SEIL+ 3/4SL) COMB #15--> 1.00 X(0.6DL+ 0.7SEIP+ SL) COMB #16--> 1.00 X(DL+ 3/4SEIR+ 3/4SL) UBL-> 1.50X SNOW LOAD ON LEFT SLOPE ROOF+ 0.00X SNOW LOAD ON RIGHT SLOPE ROOF ****************************************************************************** * JOB: R11219 #1 PAGE:L4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(1.0)V (V:BASE SHEAR FOR SEISMIC). THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST. 0 r. i ****************************************************************************** * JOB: R11219 #1 PAGE:L5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * VERSION -10.1.2 12:22:12 * ****************************************************************************** DESIGN SUMMARY MAJOR DEPTHS AND LOCATIONS: (DEPTHS ARE IN INCHES.) LEFT SIDE ----> RIGHT SIDE ----> COL BASE 11.500 11.500 COL KNEE RAF KNEE 11.500 10.000 11.500 10.000 PEAK 10.000 PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE) 1 1 1 1 LEFT--> 1 RIGHT-> 1 DIST. (FT.) 1 DEPTH DIST. 1 DEPTH DIST. DEPTH (IN.) I (FT.) 1 (IN.) (FT.) (IN.) STRAIGHT RAFTE STRAIGHT RAFTE 1 (NO PINCHES) 1 (NO PINCHES) DIST. DEPTH (FT.) (IN.) RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE) 1 1 DIST. 1 (FT.) 1 LEFT--> 12.000 1 r DIST. DIST. DIST. DIST. DIST. DIST. DIST. (FT.) (FT.) I (FT.) (FT.) 1 (FT.) (FT.) (FT.) • a *********T**t***************************************************************** * JOB: R11219 #1 PAGE:L6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * DESIGN SUMMARY SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE WEB INNER FLANGE NAME (FT) START END (IN) (IN) (IN) LEFT SIDE CORNER WEB THICKNESS= 1& .11Ro EXT. COLUMN---> (FY= 50. KSI) BLIA 10.00 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 BL1B 3.54 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 ««« KNEE CONNECTION AT THE END OF THIS SECTION >>>>.» RAFTER BEAM---> (FY= 50. KSI) LP1A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 LP2A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 LP2B 5.67 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 ««« PEAK CONNECTION AT THE END OF THIS SECTION >>».» RIGHT SIDE CORNER WEB THICKNESS= a-44.51,- 0.1790 EXT. COLUMN---> (FY= 50. KSI) BR1A 10.00 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 BR1B 3.54 11.50 11.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 « « « KNEE CONNECTION AT THE END OF THIS SECTION >>»» RAFTER BEAM---> (FY= 50. KSI) RP1A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 RP2A 5.00 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 RP2B 5.67 10.00 10.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 « « « PEAK CONNECTION AT THE END OF THIS SECTION >>>>>> FRAME GEOMETRY: LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT) L B P 24.0 FRAME LINES (R11219 #1 ): 1 4 R B 1 • *****************************k************************************************ * JOB: R11219 #1 PAGE:L7 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * k * * * * * * * * * * * * * * * * * * * * * * * * * DESIGN SUMMARY (CONTINUED) --- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS *COMBINED SECTION BENDING* -- BENDING -- * --BENDING-- *SENDING+AXIAL NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER *RATIO LOAD DIST. (KIP) (K -FT) * (KSI) (KSI (KSI) * * CASE (FT) BL1A -5.15 -15.60 * 23.70 30.00 17.99 * 0.04 0.31 0.57 * 0.61 6 10.00 BL1B -5.09 -19.66 * 23.03 30.00 17.99 * 0.04 0.40 0.72 * 0.76 6 13.54 LP1A -3.84 -19.96 * 24.39 30.00 32.43 * 0.03 0.49 0.48 * 0.51 6 0.00 LP2A -1.42 -11.12 * 25.35 30.00 21.71 * 0.01 0.28 0.40 * 0.41 4 5.00 LP2B -1.81 -5.80 * 25.35 30.00 20.57 * 0.01 0.14 0.22 * 0.23 9 10.00 BR1A -5.15 -15.60 * 23.70 30.00 17.99 * 0.04 0.31 0.57 * 0.61 5 10.00 BR1B -5.09 -19.66 * 23.03 30.00 17.99 * 0.04 0.40 0.72 * 0.76 5 13.54 RP1A -3.84 -19.96 * 24.39 30.00 32.43 * 0.03 0.49 0.48 * 0.51 5 0.00 RP2A -1.42 -11.12 * 25.35 30.00 21.71 * 0.01 0.28 0.40 * 0.41 3 5.00 RP2B -1.81 -5.80 * 25.35 30.00 20.57 * 0.01 0.14 0.22 * 0.23 8 10.00 SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIP) (KIP) RATIO (FT) BL1A -1.86 -34.48 0.05 6 0.00 BL1B -1.32 -34.48 0.04 11 10.00 LP1A 3.11 -34.45 0.09 2 0.00 LP2A 1.91 -34.45 0.06 6 5.00 LP2B -1.70 -34.45 0.05 10 15.67 BR1A 1.86 -34.48 0.05 5 0.00 BR1B 1.32 -34.48 0.04 10 10.00 RP1A -2.77 -34.45 0.08 1 0.00 RP2A -1.91 -34.45 0.06 5 5.00 RP2B 1.70 -34.45 0.05 11 15.67 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 #1 PAGE:L8 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * SECTION PROPERTIES MINOR MEMBER WEB AREA MOMENT SECTION MODULUS RADIUS OF GYRATION SECTION CORD DEPTH OF NAME & INERTIA OUTER INNER RX RY RTO RTI POINT # (FT) (IN) (IN -2) (1N-4) (IN -3) (IN -3) (IN) (IN) (IN) (IN) BL1A 1 0.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 2 1.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 3 3.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 4 5.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 5 7.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 6 9.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1A 7 10.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1B 1 10.00 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1B 2 10.88 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1B 3 12.65 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 BL1B 4 13.54 11.50 4.56 108.99 18.16 18.16 4.89 1.07 1.28 1.28 LP1A 1 0.00 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LPIA 2 0.83 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP1A 3 2.50 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP1A 4 4.17 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP1A 5 5.00 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2A 1 5.00 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2A 2 5.83 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2A 3 7.50 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2A 4 9.17 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2A 5 10.00 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2B 1 10.00 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2B 2 10.94 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2B 3 12.83 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2B 4 14.72 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 LP2B 5 15.67 10.00 4.29 80.59 15.35 15.35 4.33 1.10 1.30 1.30 A *********************************************************************** ******* * * * * JOB: R11219 #1 PAGE:L9 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * VERSION -10.1.2 12:22:12 * DEFLECTIONS AND CLEARANCES ¢ HORIZONTAL > VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK (IN) (IN) (IN) DL -0.06 (EH/2939) 0.06 (EH/2937) -0.06 (SPAN/4795) LL -0.08 (EH/2071) 0.08 (EH/2069) -0.09 (SPAN/3289) SL -0.18 (EH/ 943) 0.18 (EH/ 942) -0.19 (SPAN/1533) WLL 1.38 (EH/ 122) 1.41 (EH/ 119) -0.01 (SPAN/9999) WLR -1.41 (EH/ 119) -1.38 (EH/ 122) -0.01 (SPAN/9999) UBL 0.04 (EH/3755) 0.32 (EH/ 525) -0.14 (SPAN/1999) WLL1 1.42 (EH/ 118) 1.36 (EH/ 123) 0.03 (SPAN/9581) WLR1 -1.36 (EH/ 123) -1.42 (EH/ 118) 0.03 (SPAN/9572) SEIL 0.57 (EH/ 295) 0.57 (EH/ 295) 0.00 (SPAN/ 0) SEIR -0.57 (EH/ 295) -0.57 (EH/ 295) 0.00 (SPAN/ 0) VERTICAL CLEARANCE AT LEFT KNEE = 13.54 FT VERTICAL CLEARANCE AT RIGHT KNEE = 13.54 FT HORIZONTAL CLEARANCE AT KNEE = 20.92 FT VERTICAL CLEARANCE AT PEAK = 24.00 FT * JOB: R11219 #1 PAGE:L10 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11-MAR-04 * * VERSION-10.1.2 12:22:12 FRAME REACTIONS LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT) L HL --->B A VL Y L P 24.0 FRAME LINES (R11219 #1 ): 1 4 BUILDING LOADS DL LL SL WLL WLR UBL WLL1 WLR1 SEIL SEIR COMB # 1 COMB # 2 COMB # 3 COMB # 4 COMB # 5 COMB # 6 COMB # 8 COMB # 9 COMB #10 COMB #11 R HR B< --- A VR YR COLUMN REACTIONS (KIPS) HL 0.19 0.09 0.53 - 1.42 1.70 0.48 - 1.77 1.35 - 0.46 0.46 0.72 0.68 - 1.31 1.81 - 0.48 1.86 -1.66 1.46 - 0.74 1.60 VL 1.52 3.94 4.92 -2.48 0.15 4.57 - 1.99 0.65 - 0.68 0.68 6.44 6.09 - 1.57 1.07 3.35 5.33 - 1.07 1.57 3.72 5.70 HR 0.19 0.09 0.53 1.70 -1.42 0.48 1.35 - 1.77 0.46 - 0.46 0.72 0.68 1.81 - 1.31 1.86 - 0.48 1.46 - 1.66 1.60 - 0.74 VR 1.52 3.94 4.92 0.15 -2.48 1.34 0.65 -1.99 0.68 - 0.68 6.44 2.86 1.07 - 1.57 5.33 3.35 1.57 -1.07 5.70 3.72 NOTE: Load combinations listed are not complete for foundation design. It may control by doing additional combinations other than listed. LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(0.6DL+ WLL) **************************************************************#*************** * JOB: R11219 #1 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:LI1 * * 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** COMB # 4--> 1.00 X(0.6DL+ WLR) COMB # 5--> 1.00 X(DL+ 3/4SL+ 3/4WLL) COMB # 6--> 1.00 X(DL+ 3/4SL+ 3/4WLR) COMB # 8--> 1.00 X(0.6DL+ WLL1) COMB # 9--> 1.00 X(0.6DL+ WLR1) COMB #10--> 1.00 X(DL+ 3/4SL+ 3/4WLL1) COMB #11--> 1.00 X(DL+ 3/4SL+ 3/4WLR1) UBL-> 1.50X SNOW LOAD ON LEFT SLOPE ROOF+ 0.00X SNOW LOAD ON RIGHT SLOPE ROOF BASE PLATE SUMMARY: L.COL: 5.00 X 12.00 X 1/2" ( 4) 3/4" DIA. A.B.s R.COL: 5.00 X 12.00 X 1/2" ( 4) 3/4" DIA. A.B.s NOTES: 1. The positive directions for the frame column reactions are . Horizontal - inward direction to the building. Vertical - upward direction. 2. Forces on foundation will act in the opposite direction to the direction of the column reactions. T************* * * * * * * * * * * * * * * * * * **************t*********************** * * * * * * * * * * JOB: R11219 J. PAGE:L12 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** EXTERIOR COLUMN CONNECTION: BASE PLATE > < ANCHOR BOLTS > WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 5.00 12.00 0.5000 STD 4 0.75 STD 3.0 4.0 RIGHT COLUMN--> 5.00 12.00 0.5000 STD 4 0.75 STD 3.0 4.0 LEFT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 21.996 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.411 11.375 0.2500 KNEE WEB PLATE 0.3750 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 5.000 9.996 4.000 1.500 RIGHT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 21.996 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.411 11.375 0.2500 KNEE WEB PLATE 0.3750 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 5.000 9.996 4.000 1.500 • • r i ***************t****************** * * * * * * * * * * * * ************k****************** * JOB: R11219 #1 PAGE:L13 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** PEAK CONNECTION AT 12.00 (FT) FROM LEFT STEEL LINE: BOLT DIA= 0.7500 (IN) BOLT GAGE: 3.0000 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 22.496 0.5000 2 2 0 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 5.000 9.496 5.000 1.500 JOB: R11219 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:M1 * * 11 -MAR -04 * 12:22:12 * FRAME TYPE -RF (Symmetrical; WIDTH • 24.00 (FT) BAY SPACING...: 16.50 (FT) LEFT EAVE HEIGHT • 14.0000 (FT) RIGHT EAVE HEIGHT...: 14.0000 (FT) LEFT ROOF SLOPE • 12.0000 (IN/FT) RIGHT ROOF SLOPE - 12.0000 (IN/FT) PEAK DIST. FROM LEFT: 12.0000 (FT) RIGHT COL. BASE DISP: 0.0000 (FT) USED AT FRAME LINES : 2 3 GIRT AND PURLIN DATA GIRT PROJECTION (IN) GIRT SPACINGS (FT) >: PURLIN PROJECTION (IN) PURLIN SPACINGS (SLOPED) (FT) (HORIZ.) (FT) FLANGE BRACING AT PURLIN LOCATIONS: LEFT SIDE: 2BL BBL RIGHT SIDE: 2BL 8BL LEFT SIDE RIGHT SIDE >: 6.500 6.500 >: 1.750 1.750 3.750 3.750 5.750 5.750 7.750 7.750 9.750 9.750 11.750 11.750 >. 6.500 6.500 >: 1@ 1.486 1@ 1.486 6@ 2.000 6@ 2.000 1@ 2.167 10 2.167 1@ 1.318 1@ 1.318 >: 1@ 1.051 1® 1.051 6@ 1.414 6@ 1.414 1@ 1.532 1® 1.532 1@ 0.932 1@ 0.932 NOTE: FOLLOWING ARE NOMENCLATURE USED S = ONE SIDE FB L = 1.5 X 1.5 X 1/8 Angle G = BRACED BY GIRT TO INDICATE PURLIN/ GIRT BRACING. B = BOTH SIDE FB H = 2.5 X 2.5 X 3/16 Angle * = INADEQUATE FB MISC. DESIGN DATA: MAX. COMBINED RATIO.: 0.98 HORZ. DEFL. RATIO...: 152 VERTICAL CLEARANCE AT LEFT KNEE= VERTICAL CLEARANCE AT RIGHT KNEE= HORIZONTAL CLEARANCE AT KNEE= VERTICAL CLEARANCE AT PEAK = NUMBER OF CYCLES MAX. SHEAR RATIO VERT. DEFL. RATIO. 13.40 FT 13.40 FT 20.25 FT 23.53 FT 1 0.18 ... 1555 FRAME WEIGHT SUMMARY: RAFTERS 540.53 LBS EXTERIOR COLUMNS 502.13 LBS ( L= INTERIOR COLUMNS 0.00 LBS TOTAL FRAME FLANGE BRACES 1042.66 LBS 13.60 LBS 251.07 , R= 251.07 ) jJu T� S �Pucx Ptl TL f3 � 4:F4 of K*iLe/ Ve.A tic. CL....AoArILE - " Co 1.\A0 ) FZ2 et, (Ac- 5 CAT Of Co SPI..i C t 'TO �[. 3/{�j ' TSS r***************************************************************************** * JOB: R11219 #2 PAGE:M2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** CONNECTION PLATES...: 174.10 LBS CONNECTION BOLTS 17.40 LBS GRAND TOTAL 1247.76 LBS • ****************************************************************************** * JOB: R11219 #2 PAGE:M3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ***************************************************************fir************** F RAM E LOADING DATA _ BUILDING CODE.: 2000 IBC USE CATEGORY..: 1 LIVE LOAD 20.00 PSF WIND LOAD 14.96 PSF DEAD LOAD 7.20 PSF COLL. LOAD 0.00 PSF ** NOTE **: ALLOWABLE STRESSES WERE NOT INCREASED BY 1/3 FOR ANY LOAD COMBINATIONS EXPOSURE C SEISMIC ZONE 1 % OF SNOW FOR SEISMC: 20.00 ROOF SNOW LOAD 40.00 PSF WIND VELOCITY 90.00 MPH WIND COEFFICIENTS: WIND FROM LEFT (WLL ): C1= 0.3800 C2= 0.0300 C3= -0.6100 C4= -0.5500 WIND FROM RIGHT (WLR ): Cl= 0.3800 C2= 0.0300 C3= -0.6100 C4= -0.5500 WIND FROM LEFT (WLL1): C1= 0.7400 C2= 0.3900 C3= -0.2500 C4= -0.1900 WIND FROM RIGHT (WLR1): CI= 0.7400 C2= 0.3900 C3= -0.2500 C4= -0.1900 CANOPY DATA: LEFT SIDE RIGHT SIDE ELEVATION (FT) > 14.000 14.000 WIDTH (FT) > 3.000 3.000 DEAD LOAD (PSF) > 3.200 3.200 LIVE/ SNOW LOAD (PSF) > 80.000 80.000 WIND COEF (WW & LW) > -2.000 -2.000 LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(0.6DL+ WLL) COMB # 4--> 1.00 X(0.6DL+ WLR) COMB # 5--> 1.00 X(DL+ 3/4SL+ 3/4WLL) COMB # 6--> 1.00 X(DL+ 3/4SL+ 3/4WLR) COMB # 7--> 1.00 X(DL+ 3/4UBL+ ./4WLR) COMB # 8--> 1.00 X(0.6DL+ WLLI) COMB # 9--> 1.00 X(0.6DL+ WLRI) COMB #10--> 1.00 X(DL+ 3/4SL+ 3/4WLL1) COMB #11--> 1.00 X(DL+ 3/4SL+ 3/4WLR1) COMB #12--> 1.00 X(DL+ 3/4UBL+ 3/4WLR1) COMB #13--> 1.00 X(0.6DL+ 0.7SEIL+ SL) COMB #14--> 1.00 X(DL+ 3/4SEIL+ 3/4SL) COMB #15--> 1.00 X(0.6DL+ 0.7SE=R+ SL) COMB #16--> 1.00 X(DL+ 3/4SEIR+ 3/4SL) UBL-> 1.50X SNOW LOAD ON LEFT SLOPE ROOF+ 0.00X SNOW LOAD ON RIGHT SLOPE ROOF r 1 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 #2 PAGE:M4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(1.0)V (V=BASE SHEAR FOR SEISMIC). THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST. s • *************************************************************rt**************** * JOB: R11219 #2 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:MS * * 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** DESIGN SUMMARY MAJOR DEPTHS AND LOCATIONS: LEFT SIDE ----> RIGHT SIDE - -> COL BASE 15.500 15.500 (DEPTHS ARE IN INCHES.) COL KNEE 15.500 15.500 RAF KNEE 14.000 14.000 PEAK 14.000 PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE) 1 1 1 1 1 1 DIST. 1 DEPTH DIST. I DEPTH DIST. DEPTH 1 DIST. DEPTH 1 (FT.) (IN.) (FT.) 1 (IN.) (FT.) (IN.) 1 (FT.) (IN.) 1 1 1 1 1 LEFT--> STRAIGHT RAFTER (NO PINCHES) J RIGHT-> STRAIGHT RAFTER (NO PINCHES) 1 1 1 RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE) 1 1 DIST. 1 (FT.) 1 LEFT--> 12.000 1 DIST. DIST. 1 DIST. DIST. DIST. DIST. DIST. (FT.) 1 (FT.) 1 (FT.) 1 (FT.) 1 (FT.) (FT.) (FT.) a ************************************************t***************************** * JOB: R11219 #2 PAGE:M6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * VERSION -10.1.2 12:22:12 * ****************************************************************************** DESIGN SUMMARY SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE WEB INNER FLANGE NAME (FT) START END (IN) (IN) (IN) LEFT SIDE CORNER WEB THICKNESS= 0,1T 1 0 EXT. COLUMN---> (FY= 50. KSI) BL1A 10.00 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 BL1B 3.40 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 ««« KNEE CONNECTION AT THE END OF THIS SECTION »>>» RAFTER BEAM---> (FY= 50. KSI) LP1A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 LP2A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 LP2B 5.53 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 «.«« PEAK CONNECTION AT THE END OF THIS SECTION >>».» RIGHT SIDE CORNER WEB THICKNESS= c]... --3-1-25-0.11q0 EXT. COLUMN---> (FY= 50. KSI) BR1A 10.00 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 BR1B 3.40 15.50 15.50 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 « « « KNEE CONNECTION AT THE END OF THIS SECTION >>>>» RAFTER BEAM---> (FY= 50. KSI) RP1A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 RP2A 5.00 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 RP2B 5.53 14.00 14.00 5.0000 X 0.2500 0.1790 5.0000 X 0.2500 ««< PEAK CONNECTION AT THE END OF THIS SECTION >>»» FRAME GEOMETRY: LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT) L 1 B P 24.0 FRAME LINES (R11219 #2 ): 2 3 R B i• • * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * JOB: R11219 #2 PAGE:M7 * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** DESIGN SUMMARY (CONTINUED) --- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS *COMBINED SECTION BENDING* -- BENDING -- * --BENDING-- *SENDING+AXIAL NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER *RATIO LOAD DIST. (KIP) (K -FT) * (KSI) (KSI) (KSI) * * CASE (FT) BL1A -9.76 -26.95 * 21.76 30.00 17.01 * 0.07 0.35 0.72 * 0.79 6 10.00 BL1B -9.69 -33.80 * 21.07 30.00 17.01 * 0.07 0.45 0.91 * 0.98 6 13.40 LP1A -7.08 -34.44 * 22.31 30.00 29.91 * 0.06 0.55 0.60 * 0.65 6 0.00 LP2A -3.37 -15.79 * 25.31 30.00 19.54 * 0.02 0.25 0.42 * 0.44 9 5.00 LP2B -0.44 14.89 * 25.85 29.91 30.00 * 0.00 0.26 0.25 * 0.26 5 10.00 BR1A -9.76 -26.95 * 21.76 30.00 17.01 * 0.06 0.35 0.72 * 0.78 5 10.00 BR1B -9.69 -33.80 * 21.07 30.00 17.01 * 0.06 0.45 0.91 * 0.97 5 13.40 RP1A -7.08 -34.44 * 22.31 30.00 29.91 * 0.05 0.55 0.60 * 0.64 5 0.00 RP2A -3.37 -15.79 * 25.31 30.00 19.54 * 0.02 0.25 0.42 * 0.44 8 5.00 RP2B -0.44 14.89 * 25.85 29.91 30.00 * 0.00 0.26 0.25 * 0.26 6 10.00 SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIP) (KIP) RATIO (FT) EL1A -3.20 -30.96 0.1.0 6 0.00 BL1B -2.32 -30.96 0.06 11 10.00 LP1A 6.03 -34.18 0.16 2 0.00 LP2A 3.50 -34.18 0.10 6 5.00 LP2B -3.15 -34.18 0.09 2 15.53 BR1A 3.20 -30.96 0.10 5 0.00 BR1B 2.32 -30.96 0.08 10 10.00 RP1A -5.39 -34.18 0.16 1 0.00 RP2A -3.50 -34.18 0.10 5 5.00 RP2B 3.04 -34.18 0.09 11 15.53 • • • JOB: R11219 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:M8 * * 11 -MAR -04 * 12:22:12 * SECTION PROPERTIES MINOR MEMBER WEB SECTION CORD DEPTH NAME & POINT # (FT) (IN) AREA MOMENT SECTION MODULUS RADIUS OF GYRATION OF INERTIA OUTER INNER RX RY RTO RTI (IN -2) (IN -4) (IN -3) (IN -31 (IN) (IN) (IN) (IN) BL1A 1 0.00 15.50 5.27 210.60 26.32 26.32 BL1A 2 1.00 15.50 5.27 210.60 26.32 26.32 BL1A 3 3.00 15.50 5.27 210.60 26.32 26.32 BL1A 4 5.00 15.50 5.27 210.60 26.32 26.32 BL1A 5 7.00 15.50 5.27 210.60 26.32 26.32 BL1A 6 9.00 15.50 5.27 210.60 26.32 26.32 BL1A 7 10.00 15.50 5.27 210.60 26.32 26.32 BL1B 1 10.00 15.50 5.27 210.60 26.32 26.32 BL1B 2 10.85 15.50 5.27 210.60 26.32 26.32 BL1B 3 12.55 15.50 5.27 210.60 26.32 26.32 BL1B 4 13.40 15.50 5.27 210.60 26.32 26.32 LP1A 1 0.00 14.00 5.01 157.86 23.15 23.15 LP1A 2 0.83 14.00 5.01 157.86 23.15 23.15 LP1A 3 2.50 14.00 5.01 167.86 23.15 23.15 LP1A 4 4.17 14.00 5.01 167.86 23.15 23.15 LPIA 5 5.00 14.00 5.01 167.86 23.15 23.15 LP2A 1 5.00 14.00 5.01 167.86 23.15 23.15 LP2A 2 5.83 14.00 5.01 167.86 23.15 23.15 LP2A 3 7.50 14.00 5.01 167.86 23.15 23.15 LP2A 4 9.17 14.00 5.01 167.86 23.15 23.15 LP2A 5 10.00 14.00 5.01 167.86 23.15 23.15 LP2B 1 10.00 14.00 5.01 167.86 23.15 23.15 LP2B 2 10.92 14.00 5.01 167.86 23.15 23.15 LP2B 3 12.76 14.00 5.01 167.86 23.15 23.15 LP2B 4 14.61 14.00 5.01 167.86 23.15 23.15 LP2B 5 15.53 14.00 5.01 167.86 23.15 23.15 6.32 6.32 6.32 6.32 6.32 6.32 6.32 6.32 6.32 6.32 6.32 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 5.79 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.02 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.23 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 * * * * * * * * * * * * * * * * * * * * * * * k****************************************************** * JOB: R11219 #2 PAGE:M9 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** DEFLECTIONS AND CLEARANCES < HORIZONTAL > VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK (IN) (IN) (IN) DL -0.05 (EH/3353) 0.05 (EH/3352) -0.05 (SPAN/5281) LL -0.07 (EH/2253) 0.07 (EH/2251) -0.09 (SPAN/3365) SL -0.17 (EH/ 995) 0.17 (EH/ 995) -0.19 (SPAN/1555) WLL 1.06 (EH/ 158) 1.10 (EH/ 153) -0.01 (SPAN/9999) WLR -1.10 (EH/ 153) -1.06 (EH/ 158) -0.01 (SPAN/9999) UBL 0.03 (EH/5359) 0.29 (EH/ 571) -0.14 (SPAN/2022) WLL1 1.11 (EH/ 152) 1.05 (EH/ 160) 0.03 (SPAN/9999) WLR1 -1.05 (EH/ 160) -1.11 (EH/ 152) 0.03 (SPAN/9999) SEIL 0.52 (EH/ 325) 0.52 (EH/ 325) 0.00 (SPAN/ 0) SEIR -0.52 (EH/ 325) -0.52 (EH/ 325) 0.00 (SPAN/ 0) VERTICAL CLEARANCE AT LEFT KNEE = 13.40 FT VERTICAL CLEARANCE AT RIGHT KNEE = 13.40 FT HORIZONTAL CLEARANCE AT KNEE = 20.25 FT VERTICAL CLEARANCE AT PEAK = 23.53 FT 5 ****************************************************************************** * JOB: R11219 #2 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:M10 * 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * *************************************************************************** *** FRAME REACTIONS LEFT EH= 14.000 (FT) LEFT RS: 12.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 12.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 12.000 (FT) P 24.0 R I 1 HR B<--- VL VR FRAME LINES (R11219 #2 ): 2 3 BUILDING LOADS DL LL SL WLL WLR UBL WLL1 WLR1 SEIL SEIR COMB # 1 COMB # 2 COMB # 3 COMB # 4 COMB # 5 COMB # 6 COMB # 8 COMB # 9 COMB #10 COMB #11 COLUMN REACTIONS (KIPS) HL 0.34 0.14 1.01 -2.18 2.80 0.94 - 2.88 2.10 - 0.87 0.87 1.35 1.28 - 1.97 3.01 - 0.53 3.20 -2.68 2.31 -1.06 2.68 VL 2.65 7.92 9.90 - 4.41 - 0.15 9.24 - 3.42 0.84 - 1.28 1.28 12.55 11.90 - 2.82 1.44 6.77 9.96 -1.82 2.43 7.52 10.71 HR 0.34 0.14 1.01 2.80 -2.18 0.94 2.10 - 2.88 0.87 -0.87 1.35 1.28 3.01 - 1.97 3.20 - 0.53 2.31 - 2.68 2.68 - 1.06 VR 2.65 7.92 9.90 -0.15 -4.41 2.64 0.84 -3.42 1.28 -1.28 12.55 5.29 1.44 - 2.82 9.96 6.77 2.43 - 1.82 10.71 7.52 NOTE: Load combinations listed are not complete for Foundation design. It may control by doing additional combinations other than listed. LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(0.6DL+ WLL) a a i ****************************************************************************** * JOB: RI1219 #2 PAGE:M11 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** COMB # 4--> COMB # 5--> COMB # 6--> COMB # 0--> COMB # 9--> COMB #10--> COMB #11--> [.PBL-> 1.50X 0.00X 1.00 X(0.6DL+ WLR) 1.00 X(DL+ 3/4SL+ 3/4WLL) 1.00 X(DL+ 3/4SL+ 3/4WLR) 1.00 X(0.6DL+ WLL1) 1.00 X(0.6DL+ WLR1) 1.00 X(DL+ 3/4SL+ 3/4WLL1) 1.00 X(DL+ 3/4SL+ 3/4WLR1) SNOW LOAD ON LEFT SLOPE ROOF+ SNOW LOAD ON RIGHT SLOPE ROOF BASE PLATE SUMMARY: L.COL: 5.00 X 16.00 X 1/2" ( 6) 3/4" DIA. A.B.s R.COL: 5.00 X 16.00 X 1/2" ( 6) 3/4" DIA. A.B.s NOTES: 1. The positive directions for the frame column reactions are : Horizontal - inward direction to the building. Vertical - upward direction. 2. Forces on foundation will act in the opposite direction to the direction of the column reactions. 11 - • a t a ******************************************************* ********************** * JOB: R11219 #2 PAGE:M12 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * * VERSION -10.1.2 12:22:12 * ****************************************************************************** EXTERIOR COLUMN CONNECTION: c BASE PLATE > < ANCHOR BOLTS WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 5.00 16.00 0.5000 STD 6 0.75 STD 3.0 4.0 RIGHT COLUMN--> 5.00 16.00 0.5000 STD 6 0.75 STD 3.0 4.0 LEFT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 27.653 0.5000 2 2 1 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.411 15.375 0.2500 KNEE WEB PLATE 0.3125 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 0 SPACING 1.500 5.000 7.826 7.826 4.000 1.500 RIGHT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 27.653 0.5000 2 2 1 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.411 15.375 0.2500 KNEE WEB PLATE 0.3125 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 0 SPACING 1.500 5.000 7.826 7.826 4.000 1.500 1• i ****************************************************************************** * JOB: R11219 #2 PAGE:M13 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 11 -MAR -04 * VERSION -10.1.2 12:22:12 * ****************************************************************************** PEAK CONNECTION AT 12.00 (FT) FROM LEFT STEEL LINE: x BOLT DIA= 0.7500 (IN) BOLT GAGE: 3.0000 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 28.153 0.5000 2 2 1 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 2 0 SPACING 1.500 5.000 7.576 7.576 5.000 1.500