Loading...
HomeMy WebLinkAboutApplication-PermitProject Address Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601 - Phone: (970)945-8212 Fax: (970)384-3470 Parcel No. Issue Date: 12/9/2009 Expires: 06/07/2010 Subdivision Section Township Range CR 301 PARACHUTE, CO 81635 - 240506400005 Owner Information Address Phone Cell 1 Thunder River Venture 111, LLC CIO E 1600 Broadway Denver CO 80202 720-225-4011 Contractor(s) Phone Primary Contractor Proposed Construction 1 Details Steel building to house compressor unit and associated equipment & controls. FEES DUE Fee. mount Commercial Building Fee $867.75 Plan Check Fee $564.04 Total: $1,431.79 Valuation: $ 81,315.32 Total Sq Feet: 2039 FEES PAID Inv Total e Amt Paid Amt Due Inv # BLCO-11-09-19903 $ 1,431.79 Check # 8048 Check # 8054 $509.44 $922.35 $ 0.00 Required Inspections: For Inspections call: 1(970)384_5003 nspection IVR See Permit Record Building Department Copy Wednesday, December 9, 2009 2 GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8t Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-8212 / Fax: 970-384-3470 / Inspection Line: 970-384-5003 www.garfield-county.com 1 Parcel No: (this information is available at the assessors office 970-945-9134) 2405-064-00-005 2 lob Address: Of an address has not been assigned, SWNE Section 6, Township 7 please provide Cr, Hwy or Street Name & City) or and legal description �r ) 1 South, Range 94 West County Road 301fivitoiN p 1tig No: Subd./ Exemption: 00 N/A 3 Lot No: Block 005 4 Owner: (property owner) E.T,C. Canyon Pipeline, LLC Mailing Address: 1600 Broadway Suite 1900, Denver, CO 80202 Ph: 720-225-4011 Alt Ph; 409-781-7944 5 Contractor: United Steel Structures, Inc Mailing Address: 14525 Memorial. Dr. Suite 250, Houston, TX 77078 Ph: 281-496-1300 Alt Ph: 281-496-1314 6 Architect / Engineer: Same- As Contractor Mailing Address: Ph: Alt Ph: 7 Sq. Ft. of Building: 2039 sq. ft Sq. Ft. or Acres of Lot: 449.25 Ac Height: 24 ft. No. of Floors: 1 8 Use of Building: 1 -louse Compressor unit and associated equipment and controls: 9 Describe Work: Installation and construction of new steel building and foundation 10 Class of Work: o New o Alteration ❑ Addition 11 Garage: o Attached o Detached Septic: o ISDS o Community 12 Driveway Permit: • &-kbI' ' -D-12 Owners valuation of Work: $ 70, 000.00 Authority. This application for a Building Permit must be signed by letter of authority, signed by the Owner, must be provided A Building Permit cannot be issued without proof of NOTICE the Owner of the property, described above, or an authorized agent. If the signature below is not that of the Owner, a separate with this Application. legal and adequate access to the property for purposes of inspections by the Building Department. Electrical Permit, (2) County ISDS Permit, (3) another permit required for use on the property identified above, e.g. State or Discharge Permit. authorized is not commenced within 180 days of the date of issuance and if work is suspended or abandoned for a period of I80 CERTIFICATION contained above is true and correct. I understand that the Building Department accepts the Application, along with the plans based upon my certification as to accuracy. a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detailed on and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Regulation(s)). 1 acknowledge that the Building Permit may be suspended or revoked, upon notice from the County, if the location, are not in compliance with County Regulation(s) or any other applicable law. described above, to inspect the work. I further acknowledge that the issuance of the Building Permit does not prevent the Warty, discovered after issuance; or (2) stopping construction or use of the structure(s) or facility(ies) if such is in violation work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without RSTAND THE NOTICE & CERTIFICATION ABOVE; i C t ��i� 1 Legal Access, Other Permits. Multiple separate permits may be required: (1) State County Highway! Road Access or a State Wastewater Void Permit. A Building Permit becomes null and void if the work days after commencement. I hereby certify that 1 have read this Application and that the information and specifications and other data submitted by me or on my behalf (submittals), Assuming completeness of the submittals and approval of this Application, the submittals reviewed by the Building Department. In consideration of the issuance of the Building Permit, I agree that 1 Code,1505 regulations and applicable land use regulations (County construction or use of the structure(s) and facility(ies), described above, 1 hereby grant permission to the Building Department to enter the property, Building Oficial from: (1) requiring the correction of errors in the submittals, of County Regulation(s) or any other applicable law. Review of this Application, including submittals, and inspections of the or discrepancies. As the Owner, I acknowledge that responsibility for limitation my architect designer, engineer and/ or builder. 1 HEREBY ACKNOWLEDGE THAT AVE READND UUND t ��� h ,1 OWNt.�... FJRS SIGNATURE DATE STAFF USE ONLY Special Conditions: 2051 #SI.* Adjusted Valuation: 81515, 2 Plan Check Fee: 64,64 Permit Fee: 7, 75" Manu home Fee: Mise Fees: ISOs Fee: Total Fees:: - Fees Paid: Balance Due: I3P No & Issuee ISDS No & Issued Date: Date: Setbacks: OCCJ Group: V Coast Type: `twei Zoning: BLDG D PT: \ U / PLNG DEPT \k%* UN.� �lGi APPROVAL` DATE APPROVAL DATE The following items are required by Garfield County for a final Inspection: 1) A final EIectrical Inspection from the Colorado State Electrical Inspector. 2) Permanent address assigned by Garfield County Building Department and posted at the structure and where readily visible from access road. 3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all necessary plumbing. 4) AU bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running water, non-absorbent floors, walls finished, and privacy door. 5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks over 30" high must be constructed to all IBC and IRC requirements including guardrails. 6) Outside grading completed so that water slopes away from the building; 7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of extenuating circumstances., i.e. weather. Under such circumstances A Certificate of Occupancy may be issued conditionally. 8) A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, and/or State Agencies where applicable, A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a C.O. for the building identified in the Building Permit. GC vi.c (; t OWNES SIGNATURE Bapplicati ndecernber2007 November 10, 2009 DATE GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI -FAMILY RESIDENTIAL BUILDINGS Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Depai ttent. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan and in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. TWO (2) SETS OF CONSTRUCTION DRAWINGS & TWO (2) SITE PLANS MUST BE SUBMITTEDFOR ALL APPLICATIONS. Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony steps, hand rails and guard rails, windows and doors, including the finish grade and original grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, .l anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house -rap, (which is required), siding or any approved building material. Engineered foundations may be required. Check with the Building Department. A window schedule. A door schedule. A floor framing plan, a roofing framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. windspeed, wind exposure 13 or C, and a 36 inch frost depth. All sheets need to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be in compliance with the 2003 IBC, IPC, IMC, IFGC, and IFC, 2006 IECC. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: 1. Is a site plan included that identifies the location of the proposed structure, additions or other buildings, setback easements, and utility easements showing distances to the property lines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of 30% or more on properties must be show on site plan. (NOTE: Section 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat, shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within the envelope. Yes r/ 2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stamp on the design. Yes Not necessary for this project ✓ 3. Does the site plan indicate the location and direction of the State, County or private road accessing the property? Yes 4. Have you provided any RESOLUTIONS and/ or LAND USE PERMIT(S) associated with this property? Yes if Yes please provide a COPY. No 5. Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes Not necessary for this project r% 6. Are the plans submitted for application review construction drawings and not drawings that are stamped or marked identifying them as "Not for construction, for permit issuance only", "Approval drawings only", "For permit issuance only" or similar language? 2 Yes ✓ Not necessary for this project 7. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the building code or per stamped engineered design? Yes Not necessary for this project 8. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes IV Not necessary for this project 9. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and eai h? Yes Not necessary for project 10. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? / Yes ✓ Not necessary for this project 11. Do the plans include design loads as required under the IBC or IRC for roof snowloads, (a minimum of 40 pounds per quare foot in Garfield County)? Yes Not necessary for this project 12. Do the plans ' clude design loads as required for floor loads under the IBC or IRC? Yes Not necessary for this project 13. Does the pl nclude a building section drawing indicating foundation, wall, floor, and roof construction? Yes 4-"" Not necessary for this project 14. Is the wind spe and exposure design included in the plan? Yes Not necessary for this project 15. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes t%Not necessary for this project 16. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes i/ Not necessary for this project 3 17. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed grade to the midpoint between the ridge and cave of a gable or shed roof or the top of a flat roof? (Check applicable zone district for building height maximum) Yes t/ Not necessary for this project 18. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase 11 certifications or P ase II EPA certification? Yes Not necessary for this project 19. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IBC or IRC? Yes Not necessary for this project L- Vz 20. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the req ements of the IBC or IRC? Yes Not necessary for this project 21. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes Not necessary for this project 22. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes Not necessary for this project 23. Do the plansinelude a complete design for all mechanical systems planned for installation in this building? Yes No Not necessary for this project 24. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the IBC C.apter 3) Yes c/ Not necessary for this project 25. Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? / Yes Not necessary for this project I/ 26. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? 4 Yes Not necessary for this project 27. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both sexes? Yes Not necessary for this project 28. Do the plans ndicate that restrooms and access to the building are handicapped accessible? Yes V Not necessary for this project 29. Have two (2) 9pmplete sets of construction drawings been submitted with the application? Yes c/ 30. Have you designed or had this plan designed while considering building and other construction code requirements? Yes 31. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfie d County Building Department? Yes 32. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For comer lots supplemental section 5.05.03 m the Garfield County Zoning Resolution for setbacks. Yes r/ 33. Do you understand that approval for design and/or construction changes are required prior to the implemen tion of these changes? Yes a 34. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit" fee as well as any "Septic System" or "Roadlmpct" fees required, at the time you pick up your building permit? Yes 35. Are you aware that you are required to call for all inspections required under the IBC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes �/ 36. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uniform Codes? Yes tZ 5 37. Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made between 7:30 a.m. and 3:30 p.m. Monday through Friday. Inspections are to be called in to 384-5003. Yes 38. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.00 re -inspection fee? Yes 39. Are you aware that prior to submittal of a building permit application you are required to show proof of a legal and adequate access to the site? This may include (but is not limited to) proof of your right to use a private easement/right of way; a County Road and Bridge permit; a Colorado Dept. of Highway Permit including a Notice to Proceed; a permit from the federal government or any combination. You can conta the Road & Bridge Department at 625-8601. See Phone book for other agencies Yes 40. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perfornj)nstallations and hookups? The license number will be required at time of inspection. Yes 41. Are you aware, that on the front of the building permit application you will need to fill in the Parcell Schedule Number for the lot you are applying for this permit on prior to submittal of the building permit app 'cation? Your attention in this is appreciated. Yes 42. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? Yes s/ (Please check with the building department about this requirement) 43. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building permit that you will be required to obtain a grading permit? Yes Not necessary for this project ✓ 44. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy of more than 10 persons as per Section 1004 of the IBC to prepare the plans and specificatio for the project. Yes Not Necessary for this project 6 45. If you anticipate obtaining a water tap from the City of Rifle, please provide a letter indicating that the City will provide water service. No building permit application will be accepted without such a letter. Yes I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. V),(21 ALA, Signa e November 10, 2009 Date Phone:970-625-8433 (days); 303-902-1532 (evenings) Project Name: Holmes Mesa Compressor station Project Address: SWNE S6, T7S, R94W Ct. Rd. 301 Note: On any of these questions you may be required to provide this information. If required information is not supplied, delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit. *If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A. The application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. B. Delay in issuance of the permit. C. Delay in proceeding with construction. bpminrepcommMar2009 7 GARFIELD COUNTY BUILDING REQUIREMENTS Codes: 2003 IRC, IBC, IFGC, IMC, IPC, 2006 IECC. Setbacks: Check subdivisions and zone district for setback requirements. Snowload (measured at the roof! Not ground): 40PSF up to 7000ft. elevation. 5OPSF 7001ft to 8000ft. 75PSF 8001ft to 9000ft. 100PSF 9001 to 10000ft. !!! ALL SNOWLOADS ARE MEASURED HORIZONTALLY AT THE ROOF NOT THE GROUND!!! Seismic design category: B Weathering probability for concrete: Severe. Termite infestation probability: None to slight. Wind speed: 90mph. Decay probability: None to slight Wind Exposure: B or C (see section R301.2.1.4) Frost Depth: 36in. to 8000ft. elevation. 42in. 8001 and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 16over 7000ft. elevation. Air Freezing Index: 2500deg F -days to 7000ft.; over 7000ft. to be determined by Building official Ice shield under-layment required. Mean Annual temp: Variable SEE 2006 IECC FOR INSULATION AND ENERGY REQUIREMENTS. bpminrepcommMar2009 8 Building Plan Review Description of Work: Steel building to house compressor unit and associated equipment 8 Bin #: C-8 Location Address: CR 301 PARACHUTE, CO General Information Case Manager: Ken Smith Pian Case Number: BLDG -11-09-6213 Parcel: 240506400005 Application Date: 11/23/2009 Con 1 Owner: Thunder River Venture ID, LLC C/O E.T.C. Canyon Pipeline, LLC Applicant: Thunder River Venture III, LLC C/O E.T.C. Canyon Pipeline, LLC Applicant Phone: 720-22&4011 Email: Building Planningloning Engineered Foundation Property Line Setbacks Driveway Permit 30ft Stream Setbacks Surveyed Site Plan Flood Plain Septic Permit and Setbacks Building height Grade/Topography 30% Toning Sign -off Attach Residential Plan Review List Road Impact Fees Minimum Application Questionnare HOA/DRC Approval Subdivision Plat Notes Grade/Topography 40% Fire Department Review Planning Issues Valuation Determination/Fees Red Line Plans/Stamps/Sticker Attach Conditions Application Signed Plan Reviewer To Sign Application _Parcel/Schedule No. 40# Snowload Letter - Manu. Homes Soils Report Subdivision Plat General Comments: Tuesday, November 24, 2009 0 Garfield County Application for Driveway Permit Person Obtaining Permit: ETC Canyon Gas Inc Application Date: 2/25/2009 County Road Number: 301 District: Silt Permit Number: GRB09 D-12 Termination Date: 3/25/2009 Inspector: Jake Mall hereby requests permission and authority from the Board of County Commissioners to construct a driveway approach (es) on the right-of-way off of County Road 301, 1.5 miles South of CR 301 / CR 309, located on the SW side of road for the purpose of obtaining access to property. Applicant submits herewith for the consideration and approval of the Board of County Commissioners, a sketch of the proposed installation showing all the necessary specification detail including: 1. Frontage of lot along road. 2. Distance from centerline of road to property line. 3. Number of driveways requested 4. Width of proposed driveways and angle of approach. 5. Distance from driveway to road intersection, if any. '6. Size and shape of area separating driveways if more than one approach. 7. Setback distance ofbuilding(s) and other structure improvement,. 8. No unloading of equipment on county road, any damage caused to county road will be repaired at subdivision expense. 9. Responsible for two years from the date of completion. General Provisions 1) The applicant represents all parties in interest, and affirms that the driveway approach (es) is to be constructed by hire for the bona fide purpose of securing access to his property and not for the purpose of doing business or servicing vehicles on the road right of way. 2) The applicant shall furnish all labor and materials, perform all work, and pay all costs in connection with the construction of the driveway(s). All work shall be completed within thirty (30) days of the permit date. 3) The type of construction shall be as designated and/or approved by the Board of County Commissioners or their representative and all materials used shall be of satisfactory quality and subject to inspection and approval of the Board of County Commissioners or their representative. 4) The traveling public shall be protected during the installation with proper warning signs and signals and the Board of County Commissioners and their duly appointed agents and employee shall be held harmless against any action for personal injury or property damage sustained by any reason of the exercise of the Permit. 5) The Applicant shall assume responsibility for the removal or clearance of snow, ice, or sleet upon any portion of the driveway approach (es) even though deposited on the driveway(s) in the course of the County snow removal operations. 6) In the event it becomes necessary to remove any right-of-way fence, the posts on either side of the entrance shall be surely braced before the fence is cut to prevent any slacking of the remaining fence and all posts and wire removed shall be turned over to the District Road Supervisor of the Board of County Commissioners. 7) No revisions or additions shall be made to the driveway(s) or its appurtenances on the right-of-way without written permission of the Board of County Commissioners. 8) Provisions and specifications outlined herein shall apply on all roads under the jurisdiction of the Board of County Commissioners of Garfield County, Colorado, and the Specifications, set forth on the attached hereof and incorporated herein as conditions hereof. 9) Final inspection of driveway will be required upon completion and must be approved by person issuing permit or representative of person issuing permit. The inspection and sign off must be done prior to any CO from the Building and Planning Department being issued. 10) Contractor agrees to all Provisions in Exhibit A. Special Conditions: 1. Driveway Width- 30ft 2. Culvert required? False Size: by 3. Asphalt or concrete pad required? False Size of pad: 4. Gravel portion required? False Length; 5. Trees, brush and/or fence need to be removed for visibility? False 6. Distance and Direction: 7. Certified Traffic Control Required? True 8. Work zone signs required? True 9. Stop sign required at entrance to County Rd In signing this application and upon receiving authorization and permission to install the driveway approach (es) described herein the Applicant signifies that he has read, understands and accepts the foregoing provisions and conditions . • and agrees to construct the driveway(s) in accdrdance with theaccompanying specification plan reviewed and approved by the Board of County Commissioners. Signed: C Canyon Gas _rfc Address: /J/A'aspi3'"dos- j . oile.2 <9.) Ave.) cp Telephone Number: 9.71, t .. 3 Permit granted 2/25/2009, subject to the provisions, specifications and conditions stipulated herein. For Board of County Commissioners' of Garfield County, Colorado: ft,u,o Representative of Garfield County Road and Bridge Signature Specifications A driveway approach is understood to be that portion of the county road right -of way between the pavement edge and the property line that is designed and used for the interchange of traffic between the roadway and abutting property. At any intersection, a driveway shall be restricted for a sufficient distance from the intersection to preserve the normal and safe movement of traffic. (It is recommended for rural residence entrances that a minimum intersection clearance of 50 feet be provided and for rural commercial entrances a minimum of 100 feet be provided) All entrances and exits shall be so located and constructed that vehicles approaching or using them will be able to obtain adequate sight distance in both directions along the county road in order to maneuver safely and without interfering with county road traffic. 4. The Applicant shall not be permitted to' erect any sign or display material, either fixed or movable, on or extending over any portion of the county road right-of-way. 5. Generally, no more than one approach shall be allowed any parcel or property the frontage of which is less than one hundred (100) feet. Additional entrances or exits for parcels having a frontage in excess of one hundred 100) feet shall be permitted only after showing of actual convenience and necessity. 6. All driveways shall be so located that the flared portion adjacent to the traveled way will not encroach upon adjoining property. 7. No commercial driveway shall have a width greater than thirty (30) feet measured at -right angles to the centerline of the driveway except as increased by permissible radii. No noncommercial driveway shall have, a width greater than twenty (20) feet measured at right angles to the centerline of the driveway, except as increased by permissible radii. 8. The axis of an approach to the road may be at a right angle to the centerline of the county road and of any angle between ninety (90) degrees and sixty (60) degrees but shall not be less than sixty (60) degrees. Adjustment will be made according to the type of traffic to be served and other physical conditions. 9. The construction of parking or servicing areas on the county road right-of-way is specifically prohibited. Commercial establishments for customer vehicles should provide off -the -road parking facilities. 10. The grade of entrance and exit shall slope downward and away from the road surface at the same rate as the normal shoulder slope and for a distance equal to the width of the shoulder but in no ease less than twenty (20) feet from the pavement edge. Approach grades are restricted to not more than ten percent (10%). 11. All driveways and approaches shall be so constructed that they shall not interfere with the drainage system of the street or county road. The Applicant will be required to provide, at his own expense, drainage structures at entrances and exits, which will become an integral part of the existing drainage system. The Board of County Commissioners or their representative, prior to installation, must approve the dimensions and types of all drainage structures. Note: This permit shall be made available at the site where and when work is being done. A work sketch or drawing of the proposed driveway(s) must accompany application. No permit will be issued without drawing, blueprint, or sketch. Pe it Card Garfield County Building and Planning Departrnent 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470 POST ON SITE Permit NO. BLCO-11-09 1377 Issue Date: 12/9/2009 Expires: 0610712010 AGREEMENT In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building department and IMMEDIATELY BECOME NULL AND VOID. Commercial Building Parcel #:240506400005 Owner's Name: Thunder River Venture I11, LLC CIO E.T.C. Canyon Pipeline Job Address: CR 301 PARACHUTE, CO 81635 - Owner's Phone: 720-225-4011 Total Square Feet: 2039 Contractor(s) Phone Primary Contractor Work Description: Inspection Scheduling Code ,�� ,. . �'. a v� s e v r Ccs rants we 7 C:�--, Ra#e t Footers tib "per. j i /!7/ "� /2 73 � Foundation Walls r !•ri= Framing .45.2a.ce • f3: % i, n w / t 1)1/0 Drywall Final % o.-1 OYU , M isc % r1sEl�r��'7a� w;` Grout 7y Mechanical A 1 UG Plumbingfi.� Rough Plumbing g g `�' Gas 71, ADDITIONAL_ INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED For Inspections Call: 1-888-868-5306 COLORADO STATE ELECTRICAL BOARD 1580 Logan Street, Suite 550 Denver, CO 80203-1941 Inspection Report PERMIT #: Permit Holder: Site Owner: Status : Inspector: Corrections: Date Inspected: 02/09/2010 681199 BRIDGEFIELD ELECTRICAL SERVICES, INC 10292 BESSIE HEIGHTS RD ORANGE 776300000 Phone: (409) 670-2001 Fax: Email: chavens@bridgefieldelectric.com 6555 County Road 301 Parachute, Garfield County, 81635 Energy Transfer Company Phone: Accepted Inspection type: Complete Final Partial Inspection:N ADDITION COMMERCIAL Trim Permit:N COMMERCIAL ADDITION Cyrus Tuchscher 970-625-5085 Comments: Compressor # 203 (3rd compressor on site) 2/18/2010 Page 1 West Slope Testing & Inspection LLC 3177 Glendam Dr. Grand Junction, CO 81504 Phone: 970-434-6988 Cell: 970-260-2844 Inspection Report Report #1 Page 1 of 1 Date: 1-15-10 Project: Holms Mesa Compressor Building #3 Unit 203 Address: 6555 County Rd. 301 Building Permit No.: BLCO-11-09-1377 General Contractor: Energy Transfer Inspection of shop fabrication or field work at job site: Field Report: Visually inspected the high strength bolting at the main frame & end wall frame column & rafter connections. Also randomly tested some of the high strength bolting for proper tightness. The high strength bolting inspected above appeared to be in significant conformance with the drawings & details, and appeared to meet the quality requirements of the AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts. To the best of my knowledge this completes the special inspection of the high strength bolting & steel frame details as outlined above. Inspector/Technician: Douglas E Young 1An "` V 613 GNRF VELD COUN1N DESIGN ISSU UNITED STRUCTURES of AMERICA, INC. PO. BOX 60069 HOUSTON, TEXAS 772.05-0069 281.442-8247 CALCULATIONS FOR USSI U.S.A..Iob No. 38282-409 Energy Transfer ---- Compressor Building (Holms Mesa) Parachute, CO NGINEER NM DATED 04/16/2009 Building A Building Type R% Roof Slope 4:12 Width 32-9 Length 62-4 Eave Height 24-0 Bay Spacing 21-2, 20-0, 21-2 Note: UL90 HOUSTON PLANT: 1912 BUSCHONG, HOUSTON, TX 77039 PORTLAND PLANT: FOUNTAINHEAD RD., PORTLAND, TN 37148 Design Due: Design Actual: k..e'Complete Design ❑ Partial Design as noted: U.S.A. JOB NO: 38222 Customer: U,SST ❑ Design To Drafting t_..-ErCalculations For Customer Arcv. DSN ISSUE 0 WORK ENGR ORDER 0 NM DATE PAGES BUILDING: PAGES: BLDG.TYPE: ROOF SLOPE: WIDTH: RF a LENGTH: EAVE HEIGHT: BAY SPACING: 24-1-0 21-2J 2o' --o," 2 2 Notes (Revision Descriptions / Special Instructions, etc.): . U�gfi NIA BUILDING CODE: Le'" IBC Edition: 2003 ❑ Other: Edition: DESIGN LOADS LIVE LOAD: L -Er 20 psf with Tributary Reduction ❑ PSF No Reduction COLLTERAL LOAD: 3 psf SNOW LOAD: Pg 5211 psf Pf 4psf Is I'° Ce oq Ct BASIC WIND SPEED: 90 mph (3 sec. gust) Iw '0 Exposure ' GCpi: " O' 18 Design Wind Pressure ib' -8 psf SEISMIC DATA: Use Group I SDs °' 364- SDI ©' 12 Site Class 1 Ie I' 0 Ss c'361 S1 ©'°i5 Seismic Design Category Seismic -force -resisting system: ENfRN._ STEM.. 51srCt1 R = 3 o (2 Design base shear V = 4- "5 kips (Equivalent lateral force procedure) CRANE(S): Tons Type CMAA Class Tons Type CMAA Class p MEZZANINE LOADS: DL psf LL psf Collateral psf OTHER LOADS: POUTIONAL 4 PSF OW L0Pt To a(MEI Fo(Z LINER $, TN SULAT roN . ("1-) 1,°°° Las, SuPP0 FAN • (2) l,Ioa 1-85, ExiAvST VENT -Oa. Allowable Deflections: '--P" USA / MBMA Standards O Frame Sidesway: H/ O Frame Deflection: LI O Purlin Deflection: L/ O Girt Deflection: L/ O Spandrel Beams: L/ Wind Deflection Based On: ❑ 10 Year Mean Recurrence Wind Speed 50 Year Mean Recurrence Wind Speed DESIGN CALCULATIONS INDEX U.S.A. Job No. 332g2 . ITEM Page Numbers Bldg. A Bldg. 13 Bldg. C General Layout Bldg. Details Summary Wind Pressure Diagram j Wind Load Calculation Sheet(s) Snow Load Calculation Sheet(s) Seismic Load Calculation Sheet(s) j"y..Su MVP( 2 r' 4 tSCRL.4S %r' 21 Frame Design') a) Frame: 22 ^r 35 b) Frame 3 6 r' 4-` c) Frame Mezzanine Design Crane Beam Design Special Framing Roof Bracing S o e-/2 Purlins Endwall Design (2) ` 3 "'' g2 Sidewall Design (-) $ 3 r-' R'3 - Bracing Reactions (1) Frame Design includes Frame Cross -Section, Connections and Reactions in sequence for ea. frame. (2) Endwall Design includes bracing, girts, framed openings and reactions (LEW followed by REW) (3) Sidewall Design include bracing, girts and framed openings (FSW followed by BSW) 6 5 6 4 3 4 2 1 2 4' 3 4 4 3 4 2 1 2 4 3 4 6 5 6 Components & Cladding ----Pressure--- --- - Suction— -- Zone Width Member Part Member Panel 1 10.00 11.40 —16.50 —18.20 2 10.00 11.40 —23.26 —31.49 3 3.28 10.00 11.40 —23.26 —31.49 4 3.28 10.00 11.40 —36.63 —46.77 5 16.00 19.80 —17.50 —21.50 6 3.28 16.00 19.80 —18.73 —26.44 ldinq For UNITED STEEL STRUCTURES, INC. by UNITED STRUCTURES OF AMERICA, 1 4/16/2009 FramSum.out UNITED STRUCTURES OF AMERICA, 1912 BUSCHONG DR. HOUSTON TX, 77039 FRAMING SUMMARY FOR UNITED STEEL STRUCTURES, INC. 14925 MEMORIAL DRIVE SUITE 250 HOUSTON, TX 77079 ENERGY TRANSFER PARACHUTE, CO 38282 BUILDING DATA Width (ft) - 32.8 Length (ft) = 62.3 Eave Height (ft) 24.0/ 24.0 Roof Slope (rise/12) - 4.00/ 4.00 Dead Load (psf ) = 6.00 Roof Live Load (psf )= 20.00 Frame Live Load (psf )= 12.00 Collat. Load (psf ) ... 3.00 Snow Load (psf ) = 40.00 Wind Speed(mph ) = 90.0 Wind Code = IBC 03 Closed/Open = C Exposure = C Importance Wind - 1.00 Importance - Seismic = 1.00 Seismic Design Category= C Seismic Coeff (Fa*Ss) = 0.55 Designer = Nth 4/16/09 4/7612009 FramSum.out '82 FRAMING SUMMARY: Roof 4/16/09 3:00pm PURLIN LAYOUT: Surface Purlin Surf Ext Stub_Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row 2 ZB 0.00 0.00 N N 5 1.000 2.130 2 4.000 3 3 ZB 0.00 0.00 N N 5 1.000 4.000 3 2.130 2 PURLIN & EAVE STRUT SIZE: Surface Bay Purlin Purlin Lap- IS Flg Save Id Id Part Left Right Strap Strut 2 1 10314 1.88 0 10E516 2 10314 1.88 1.88 0 10ES16 3 10214 1.88 0 10E516 3 ROOF BRACING: 1 10314 1.88 0 10E516 2 10314 1.88 1.88 0 10E516 3 10314 1.88 0 10E516 Say Attach_Locate Brace Brace Id Start End Type Part Dia 2 0.0 16.4 Cable 4_CBL 0.250 16.4 32.8 Cable 4_CRL 0.250 STRUTS AT EAVE: Wall Bay Strut Id Id Part 2 2 10216 4 2 10316 BOLTS AT EAVE STRUT: Wall Frame_Line Lap Bolt_Size Id Id Type Plate No. Type Dia Washer 2 1 RF 2 A307 0.500 0 2 2 RF N 2 A307 0.500 0 2 3 RF N 2 A307 0.500 0 2 4 RF 2 A307 0.500 0 4 4 RF 2 A307 0.500 0 4 3 RF N 2 A307 0.500 0 4 2 RF N 2 A307 0.500 0 4 1 RF 2 A307 0.500 0 PURLIN ANTI -ROLL: irf Line Ds_A Rat No. Id Id AntiRoll Type Id� Purlin Purlin_Id 2 RF Welded clip @005 2 3 4 3 RF Welded clip 0005 2 2 3 4/16/2009 FramSum.out 38282 FRAMING SUMMARY: Left Endwall 4/16/09 3:00pm COLUMNS: Column Column Column Column---Base_Bolts-----Top_Bolts-- Id Offset Part Length No. Type Dia No, Type Dia 2 16.4 W8X15 28.4 0 4 A325 0.500 GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 6 7 1 7 4,0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 2 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8516 8516 8516 82,16 8516 8516 8216 2 7 8516 8516 8516 8516 8216 8516 8516 38282 FRAMING SUMMARY: Right Endwall 4/16/09 3:OOpm COLUMNS: Column Column Column Column---Base_Bolts-- ---Top Bolts -- Id Offset Part Length No. Type Dia No. Type Dia 2 16.4 W8X15 28.4 0 4 A325 0.500 DOOR JAMBS/HEADERS: -------------Member Part Bay Opening_Size------ ---- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 2 3.5625 10.5625 7.000 8.8125 8X25C16 8X25C16 8X25C16 8X25C16 GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 6 7 4116/2009 FramSum.out 1 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 2 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 GIRT SIZE: (Full Bay Girts) Bay 3,+To. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8Z16 8216 8816 8216 8216 8216 8216 2 5 8816 8816 8Z16 8816 8816 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 6 2 L -J 8Z16 8816 J -R 8816 8816 38282 FRAMING SUMMARY: Front Sidewall 4/16/09 3:00pm DOOR JAMBS/HEADERS: Memher_Part Bay Opening_Size Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 1 3.5625 10.5625 7.000 8.2500 8X25C16 8825C16 8X25C16 8X25C16 1 3.3542 7.1875 0.000 15.8125 8X25C16 8X25C16 8X25C16 3 10.0000 10.0000 0.000 2.0000 8X4C16 8X4C16 8X4C16 GIRTS: Girt Bay--Girt_Lap-- IS_F1g Type Id Left Right Strap --- ZS 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 1 5 4.0000 8.0000 12.0000 16.0000 20.0000 2 5 4.0000 8.0000 12.0000 16.0000 20.0000 3 5 4.0000 8.0000 12.0000 16.0000 20.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 1 3 8815 8816 8816 2 5 8816 8Z16 8816 8Z16 8816 3 3 8815 8816 8816 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 417612009 FramSum.out L -J 8816 8216 J -J 8216 8216 J -R 8216 8216 L -J 8216 8816 J -R 8216 8816 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 2 24.00 Cable 8_CBL 0.500 38282 FRAMING SUMMARY: Back Sidewall 4/16/09 3:00pm DOOR JAMBS/HEADERS: ------ -------Member Part Bay Opening_Size Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 1 3.3542 7,1875 0.000 3.0000 8X25C16 8X25C16 8X25C16 1 10.0000 10.0000 0.000 9.1670 8X4C16 8X4C16 824C16 GIRTS: Girt Bay --Girt_Lap-- I$_F1g Type Id Left Right Strap ZB 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 1 5 4.0000 8.0000 12.0000 16.0000 20.0000 2 5 4.0000 8.0000 12.0000 16.0000 20.0000 3 5 4.0000 8.0000 12.0000 16.0000 20.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 1 3 8215 8216 8216 2 5 8216 8216 8216 8216 8216 3 5 8216 8216 8216 8216 8216 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 1 L -J 8216 8216 J -J 8216 8216 J -R 8Z16 8216 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 411612009 FramSum.out 2 24.00 Cable B_CBL 0.500 4!16/2009 DesCalc.out UNITED STRUCTURES OF AMERICA, 1912 BUSCHONG DR. HOUSTON TX, 77039 STRUCTURAL DESIGN CALCULATIONS FOR UNITED STEEL STRUCTURES, INC. 14925 MEMORIAL DRIVE SUITE 250 HOUSTON, TX 77079 ENERGY TRANSFER PARACHUTE, CO 38282 BUILDING DATA Width (ft) = 32.8 Length (ft) . 62.3 Eave Height (ft) - 24.0/ 24.0 Roof Slope (rise/12 ) = 4.00/ 4.00 Dead Load (psf ) . 6.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 3.0 Snow Load (psf ) = 40.0 Wind Speed(mpb ) - 90.0 Wind Code = IBC 03 Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind 1.00 Importance - Seismic = 1.00 Seismic Design Category= C Seismic Coeff (Fa*Ss) - 0.55 Designer = NM 4/16/09 4/16/2009 DesCalc.out 38282 Design Loads For Building Components: 4/16/09 3:00pm FRONT SIDEWALL: BASIC LOADS: Basic Wand 16.8 Wind_Load_Ratio Deflect Factor 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.5 19.8 -21.5 16.0 -17.5 30.3 -18.5 BACK SIDEWALL: BASIC LOADS: Basic Wind 16.8 Wind_Load_Ratio Deflect Factor 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suet Long 16.0 -17.5 19.8 -21.5 16.0 -17.5 30.3 -18.5 LEFT ENDWALL: BASIC LOADS: Dead Collat Load Load 6.0 3.0 Live Load 20.0 BASIC LOADS AT NAVE: Seis ---Torsion--- Load Wind Seismic 0.04 0.00 0.00 WIN€7 PRESSURE/SUCTION: Wind Wind Press Suct 16.0 -17.5 16.0 -17.5 16.0 -17.5 19.8,-21.5 30.3 -18.5 Edge_Strip Ratio Zone Width Girt Panel 3.28 1.07 1.23 Girt/Header .. Panel .. Jamb .. Parapet Col/ Jamb 1.07 Edge_Strip Ratan ----- Zone Col/ Width Girt Panel Jamb 3.28 1.07 1.23 1.07 Girt/Header .. Panel .. Jamb .. Parapet Snow Load 40.0 Basic Wind 16.8 Column .. Girt/Header .. Jamb ._ Panel .. Parapet WIND COEFFICIENTS: Column/Rafter Pure Wind_l Id Left Right 1 0.00 0.00 2 -1.07 -0.75 3 -0.75 -1.07 4 0.00 0.00 Rafter Wind_2 Left Right 0.00 0.00 -0.71 -0.39 -0.39 -0.71 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Wind_Load_Ratio Deflect Factor 1.00 1.00 Column/Brace Wind_?. Left Right 0.47 -0.70 -1.07 -0.75 -0.75 -1.07 -0.70 0.47 -----Edge_Strip_Ratio Zone Col/ Width Girt Panel Jamb 3.28 1.07 1.23 1.07 Long Surface Wind Friction 0.00 0.00 -0.87 0.00 -0.87 0.00 0.00 0.00 4/16/2009 DesCalc.ouf Load No. Id Dead Coll 32 1 1.00 1.00 2 1.00 1.00 3 1.00 1.00 4 1.00 1.00 5 1.00 1.00 6 1.00 1.00 7 1.00 1.00 8 1.00 1.00 9 1.00 1.00 10 1.00 1.00 11 1.00 1.00 12 1.00 1.00 13 0.60 0.00 14 0.60 0.00 15 0.60 0.00 16 0.60 0.00 17 0.60 0.00 18 0.60 0.00 19 0.60 0.00 20 0.60 0.00 21 1.07 1.07 22 1.07 1.07 23 1.07 0.00 24 1.07 0.00 25 1.07 0.00 26 1.07 0.00 27 1.07 0.00 28 1.07 0.00 29 0.55 0.00 30 0.55 0.00 31 1.00 1.00 32 1.00 1.00 Live 1,00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAFTER DESIGN LOADS: --Add_Snow- Snow Drift Slide 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.15 0.00 0.00 0.15 0.75 0.00 0.15 0.75 0.00 0.15 0.00 0.75 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_l Wind_2 Left Right Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Long Column Wind Wind Press Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 Load --Add Snow- Wind01 Wind002 No Id Dead Coll Live Snow Drift Slide Left Right Left Right 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 16 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 17 1.00 1.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 18 1.00 1.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 19 1.00 1.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 20 1.00 1.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AUXILIARY LOADS: No. Aux 8 Aux Aux No. Add_Load Id Name Load Id Coeff 1 E1UNE_SL 1 2 1 0.00 2 1.67 2 E1UNB_SL 2 2 1 1.67 2 0.00 3 E1PAT_LL 3 1 1 0.50 4 E1PAT LL 4 1 2 0.50 5 LWINDI_L 1 3 1.00 6 LWIND1_R 1 4 1.00 Long wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 CLOD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 -1.00 1.00 - 1.00 1.00 -1.00 1.00 - 1.00 0.00 0.00 0.00 0.00 Aux_Load Seis Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0,00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 - 1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 - 1.00 0 0.00 1.00 0 0.00 - 1.00 0 0.00 0.70 0 0.00 -0.70 0 0.00 0.00 1 1.00 0.00 2 1.00 Aux Load Id Coef O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 5 1.00 6 1.00 7 1.00 8 1.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 1 1.00 2 1.00 3 1.00 4 1.00 4/16/2009 DesCaIc.out 7 LWIND2_L 8 LWIND2_R -)ITIONAL LOADS: Add 10 Add Surf Id Id 1 2 2 3 3 2 4 3 5 2 6 3 7 2 8 2 9 3 1.0 3 RIGHT ENDWALL: BASIC LOADS: Dead Load 6.0 Collat Load 3.0 1 5 1.00 1 6 1.00 Basic Load Fx Fy Mom X Y Load Type W1 W2 Co Dxl Dx2 D -0.02 -0.02 0,33 0.00 17,26 D -0.02 -0.02 -0.33 0.00 17.26 D 0.07 0.07 0.00 0.00 6.55 D 0.07 0.07 0.00 10.71 17.26 - D 0.04 0.04 0.00 0.00 6.55 D 0.04 0.04 0.00 10.71 17.26 WINDL1 D -0.05 -0.05 0.00 16.38 17.26 WINDL2 D -0.05 -0.05 0.00 16.38 17.26 WINDR1 D -0.05 -0,05 0.00 0.00 0.89 WINDR2 D -0.05 -0.05 0.00 0.00 0.89 Live Load 20.0 BASIC LOADS AT SAVE: Seis ---Torsion--- Load Wind Seismic 0.04 0.00 0.00 Snow Load 40.0 Basic Wind 16.8 WIND PRESSURE/SUCTION: Wind Wind Press Suet 16,0 -17.5 .. Column 16.0 -17.5 .. Girt/Header 16.0 -17.5 .. Jamb 19.8 -21.5 .. Panel 30.3 -18.5 .. Parapet WIND COEFFICIENTS: Column/Rafter Surf Wind_l Id Left Right 1 0.00 0.00 2 -1.07 -0.75 3 -0.75 -1.07 4 0.00 0.00 COLUMN & BRACING Load No. Id Dead Coll 32 1 1.00 1.00 2 1.00 1.00 3 1.00 1.00 4 1.00 1.00 5 1.00 1.00 6 1,00 1.00 7 1.00 1.00 8 1.00 1.00 9 1.00 1.00 10 1.00 1.00 11 1.00 1.00 12 1.00 1.00 13 0.60 0.00 14 0.60 0.00 15 0.60 0.00 16 0.60 0.00 17 0.60 0.00 18 0.60 0.00 19 0.60 0.00 20 0.60 0.00 21 1.07 1.07 22 1.07 1.07 Rafter Wind_2 Left Right 0.00 0.00 -0.71 -0.39 -0.39 -0.71 0.00 0.00 Wind_Load Ratio Deflect Factor 1.00 1.00 Column/Brace Wind_2 Left Right 0.47 -0.70 - 1.07 -0.75 - 0.75 -1.07 -0.70 0.47 DESIGN LOADS: ----Add_Snow- Live Snow Drift Slide 1.00 0.00 0,00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0,75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 Wind_l Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Zone Width 3.28 .. Cone Dist Edge_Strip_Ratio Col/ Girt Panel Jamb 1.07 1.23 1.07 Long Surface Wind Friction 0.00 0.00 -0.87 0.00 -0.87 0.00 0.00 0.00 Wind_2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0,00 0.00 0.00 Long Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column Wind Press Suet 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.75 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 Zeis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 -1.00 Aux_Load Id Coef O 0.00 0 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 4/1612009 DesCalc.out 23 1.07 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 24 1.07 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 -1.00 0 0.00 25 1.07 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 26 1.07 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 -1.00 0 0.00 27 1.07 0.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 28 1.07 0,00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 29 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 30 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load No Id Dead Coll Live 24 1 1.00 1.00 1.00 2 1.00 1.00 0.00 3 1.00 1.00 0.00 4 1.00 1.00 0.00 5 0.60 0.00 0.00 6 0.60 0.00 0.00 7 0.60 0.00 0.00 8 0.60 0.00 0.00 9 0.60 0.00 0.00 10 0.60 0.00 0.00 11 0.60 0.00 0.00 12 0.60 0.00 0.00 13 1.00 1.00 0.75 14 1.00 1.00 0.75 15 1.00 1.00 0.00 16 1.00 1.00 0.00 17 1.00 1.00 0.00 18 1.00 1.00 0.00 19 1.00 1.00 0.00 20 1.00 1.00 0.00 21 1.00 1.00 0.00 22 1.00 1.00 0.00 23 1.00 1.00 0.00 24 1.00 1.00 0.00 AUXILIARY LOADS: No. Aux 8 Snow 0.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 --Add_Snow- Drift Slide 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_1 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Aux Aux No. Add Load Id Name Load Id Coeff 1 E2UNB_SL 1 2 1 0.00 2 1.67 2 E2UNB_SL 2 2 1 1.67 2 0.00 3 E2PAT_LL 3 1 1 0.50 4 E2PAT_LL 4 1 2 0.50 5 LWINDI_L 1 3 1.00 6 LWIND1_R 1 4 1.00 7 LWIND2_L 1 5 1.00 8 LWIND2_R 1 6 1.00 ADDITIONAL LOADS: No. Add Surf Basic Add Id Id Load 10 1 2 2 3 3 2 4 3 5 2 6 3 7 2 8 2 9 3 10 3 ROOFDES: WINDL1 WINDL2 WINDR1 WINDR2 BASIC LOADS: Dead Collat Live Load Load Load 6.0 3.0 20.0 Wind 2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Fx Fy Mom X Y Type W1 W2 Co Dxl Dx2 D -0.02 -0.02 0.33 0.00 17.26 D -0.02 -0.02 -0.33 0.00 17.26 D 0.07 0.07 0.00 0.00 6.55 D 0.07 0.07 0.00 10.71 17.26 D 0.04 0.04 0.00 0.00 6.55 D 0.04 0.04 0.00 10.71 17.26 D -0.03 -0.03 0.00 1.6.38 17.26 D -0.03 -0.03 0,00 16.38 17.26 D -0.03 -0.03 0.00 0.00 0.89 D -0.03 -0.03 0.00 0.00 0.89 Snow Load 40.0 Basic Wind 16.8 Wind_Load_Ratia Surface Deflect Factor Friction 1.00 1.00 0.00 Long Wind 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. Cone .. Dist Seis o Factor Snow 1.000 0.20 Aux_Load Seis Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 5 1.00 0.00 6 1.00 0.00 7 1.00 0.00 8 1.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 0.00 1 1.00 0.00 2 1.00 0.00 3 1.00 0.00 4 1.00 �2� 4/16/2009 Desealc.out WIND PRESSURE/SUCTION: Wind Wind Wind 'cess Suct Suct_Roof 10.0 -16.5 0.0 -37.0 11.4 -18.2 6.7 -4.9 -11.6 10.3 -7.2 30.3 --18.5 13.4 EDGE & CORNER ZONE WIND: Wind Surf No. Zone Id Id Zone Id Width 1 2 9 1 0.00 3 0.00 4 3.28 5 0.00 6 3.28 7 3.28 8 3.28 9 3.28 10 3.28 3 9 1 0.00 3 0.00 4 3.28 5 0.00 6 3.28 7 3.28 8 3.28 9 3.28 10 3.28 2 2 1 1 0.00 3 1 1 0.00 Purlins Gable Extensions Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet Length 0.00 3.28 0.00 3.28 0.00 3.28 3.28 3.28 3.28 0.00 3.28 0.00 3.28 0.00 3.28 3.28 3.28 3.28 0.00 0.00 --Purlin--- ..--Panel--- Press Suct Press Suct 1.00 1.00 1.00 1.00 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 2.22 1,00 2.57 1.00 2.22 1.00 2.57 1.00 2.22 1.00 2.57 1.00 2.22 1.00 2.57 1.00 1.00 1.00 1.00 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 1.41 1.00 1.73 1.00 2.22 1.00 2.57 1.00 2.22 1.00 2.57 1.00 2.22 1.00 2.57 1,00 2.22 1.00 2.57 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 & CORNER ZONE WIND: LONGITUDINAL Zone Purlin Id Width Length Suet 1 0.00 0.00 1.00 1 0.00 0.00 1.00 ,Mind Surf No. Id Id Zone 3 2 1 3 1 P[JR.LIN DESIGN LOADS: Surf No. Load Id Loads Id 2 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 3 20 1 2 3 4 5 6 7 8 9 10 ---Add,Snow- Wind Wind Dead Collat Live Snow Drift Slide Press Suct 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 1.00 1.00 0,00 0.75 0.00 0.75 0.75 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 Aux_Load Id Coef O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 3 1.00 4 1.00 1 1.00 2 1.00 1 -1.00 2 -1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 0 0.00 3 1.00 4/16/2009 BRACING DESIGN No. Loads 10 AUXILIARY LOADS: No. Aux Aux Aux Id Name 7 1 2 3 4 5 DesCalc.out 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1 1.00 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 LOADS: Load Id 1 2 3 4 5 6 7 8 9 10 6 7 UNB SL ADDITIONAL LOADS: No. Add 5 Add Id 1 2 3 4 5 Surf Basic Id Load 0 0 0 2 3 RIGID FRAME #1: BASIC LOADS: Dead 6.0 Dead 1.00 1.00 1.00 0.60 1.27 1.27 1.27 0.83 0.83 0.83 Collat 1.00 1.00 1.00 0.00 1.27 1.27 1.27 0.00 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow 1.00 1.00 1.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 No. Add_Load Load Id Coef 1 1 2 1 3 1 2 2 2 3 2 1 3 1 2 2 4 5 Load Fy Type W1 D -40.0 D -40.0 D -40.0 D -40.0 D -40.0 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.67 1.67 W2 -40.0 -40.0 - 40.0 - 40.0 -40.0 Basic Sive Snow Collateral Wind 17.1 40.0 3.0 16.8 BASIC LOADS AT EAVE: -Seismic-- Weak_Axis L Load SpcEP Wind Seis 0.41 1.34 0.00 0.00 Weak_Axis R Wind Seis 0.00 0.00 --Add Snow- Drift�Slide 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 Wind Wind Press Suct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Dx Dx1 Dx2 0.0 21.2 21.2 41.2 41.2 62.3 0.0 17.3 0.0 17.3 Deft Ratio 1.00 Temperature Change 0 --Torsion-- Wind Seis 0.00 0.00 Conc .. Dist -EW_Brace-- Wind Seis 0.00 0.00 WIND COEFFICIENTS: Surf --Wind i--- --Wind 2--- Long_Wi.nd Surface Id Left Right Left Right 1 2 Friction 1 0.47 -0.70 0.83 -0.34 -0.63 -0.63 0.00 2 -1.07 -0.75 -0.71 -0.39 -0.87 -0.65 0.00 3 -0.75 -1.07 -0.39 -0.71 -0.87 -0.65 0.00 4 -0.70 0.47 -0.34 0.83 -0.63 -0.63 0.00 DESIGN LOADS: Load No. Id Dead Co11 50 1 1.00 1.00 2 1.00 1.00 Live 1.00 1.00 --Add_Snow- Snow Drift Slide 0.00 0.00 0.00 0.00 0.00 0.00 Seis Aux_Load Load Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 1.00 0 0.00 1.00 0 0.00 1.00 0 0.00 1.00 0 0.00 1.00 0 0.00 -Wind_1-- -Windt-- Long_Wind Lt Rt Lt Rt Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Seismic-- Long Tran 0.00 0.00 0.00 0.00 Aux_Load Temp Id Coef 0.00 0 0.00 0.00 0 0.00 4/16/2009 ❑esCalc.out 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.55 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.00 0.00 1.00 1.00 AUXILIARY LOADS: No. Aux 6 Aux Id 1 2 3 4 5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 Aux No. Name Load LWINDI_L2E 1 LWINDI_R2E 1 LWIND2_L3E 1 LWIND2_R3E 1 F1UNB_SL 1 2 6 FICINB_SL 2 2 ADDITIONAL LOADS: Add Surf Basic Id Id Type 1 2 2 3 3 2 4 3 5 2 6 2 7 3 8 3 9 2 10 3 No. Add 11 WINDL1 WINDL2 WINDR1 WINDR2 Load Type D D D D D I3 A D D D 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0Q 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 Add_Laad Id Coeff 1 1.00 2 1.00 3 1.00 4 1.00 9 0.00 10 1.67 9 1.67 10 0.00 Fx W1 0.07 0.07 0.04 0,04 - 0.06 -0.06 -0.06 - 0.06 -0.40 -0.40 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.75 0.00 0,00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fy W2 0.07 0.07 0.04 0.04 -0.06 - 0.06 - 0.06 -0.06 - 0.40 - 0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0,00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 Mom Co 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.330 -0.330 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0Q 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00-1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00-1.00 0.00 0.00-1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 Dx Dy D11 D12 0.00 6.55 10.71 17.26 0.00 6.55 10.71 17.26 16.38 17.26 16.38 17.26 0.00 0.89 0.00 0.89 0.00 17.26 0.00 17.26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Conc Dist 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 - 1.00 1.00 - 1.00 1.00 -1.00 1.00 - 1.00 0.70 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0,00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 1 1.00 2 1.00 1 1.00 2 1.00 3 1.00 4 1.00 3 1.00 4 1.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 5 1.00 6 1.00 4/16/2009 DesCalc.out 11 3 DEAD C 0.00 -0.25 0.00 0.00 0.00 RIGID FRAME #2: BASIC LOADS: Dead. Live 6.0 12.0 Basic Snow Collateral Wind 40.0 3.0 16.8 BASIC LOADS AT EAVE: -Seismic-- Weak_Axis L Load SpcEP Wind Seis 0.74 2.39 0.00 0.00 WIND COEFFICIENTS: Surf Id 1 2 3 4 --Wind 1 --- Left Right 0.34 -0.59 -0.87 -0.65 -0.65 -0.87 -0.59 0.34 DESIGN LOADS: Load No. Id Dead Coll 50 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.55 0.55 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.00 0.00 1.00 Weak_Axis R Wind Seis 0.00 0.00 --Wind_2--- Left Right 0.70 -0.23 -0.51 -0.29 -0.29 -0.51 -0.23 0.70 Defl Ratio 1.00 Temperature Change 0 --Torsion-- Wind-Torsion-- Wind Seis 0.00 0.00 Long_Wind 1 2 - 0.63 -0.63 - 0.87 -0.65 -0.87 -0.65 -0.63 -0.63 --Add_Snow- Live Snow Drift Slide 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0,00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 0.75 0.00 0.00 0.15 0.75 0.00 0.00 0.15 0.00 0.75 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -EW Brace -- Wind Seis 0.00 0.00 Surface Friction 0.00 0.00 0.00 0.00 -Wind 1---Wind_2-- Long_Wind -Seismic-- Lt Rt Lt Rt Lt Rt Long Tran 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-1.00 0.00 0.00-1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00-1.00 0.00 0.00-1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1.00 -1.00 1.00 - 1.00 1.00 -1.00 1.00 -1.00 0.70 - 0.70 0.00 Temp 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Aux_Load Id Coef O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 1 1.00 2 1.00 1 1.00 2 1.00 3 1.00 4 1.00 3 1.00 4 1.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 5 1.00 41/612009 DesCalc.out 550 1.00 3..00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load ux Id Name Load Id Coeff 6 1 LWINDI_L2E 1 1 1.00 2 LWIND1_R2E 1 2 1.00 3 LWIND2_L3E 1 3 1.00 4 LWIND2_R3E 1 4 1.00 5 F2UNE_SL 1 2 9 0.00 10 1.67 6 F2UNB SL 2 2 9 1.67 10 0.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom Dx Dy Conc Add Id Id Type Type W1 W2 Co Dl1 D12 Dist 11 1 2 D 0.13 0.13 0.000 0.00 6.55 2 3 D 0.13 0.13 0.000 10.71 17.26 3 2 D 0.07 0.07 0.000 0.00 6.55 4 3 D 0.07 0.07 0.000 10.71 17.26 5 2 WINDL1 D -0.08 -0.08 0.000 16.38 17.26 6 2 WINDL2 D -0.08 -0.08 0.000 16.38 17.26 7 3 WINDRI D -0.08 -0.08 0.000 0.00 0.89 8 3 WINDR2 D -0.08 -0.08 0.000 0.00 0.89 9 2 D -0.72 -0.72 0.330 0.00 17.26 10 3 D -0.72 -0.72 -0.330 0.00 17.26 11 3 DEAD C 0.00 -1.00 0.00 0.00 0.00 4/16/2009 DesCalc.out 38282 Reactions, Anchor Bolts, & Base Plates: 4/16/09 3:00pm Foundation Loads(k )_---- Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width ~Len Thick 1 B 15 3.9 0.3 16 -3.6 0.3 4 0.625 8.00 8.25 0.375 17 0.0 0.5 4 B 15 3.9 0.3 16 -3.6 0.3 4 0.625 8.00 8.25 0.375 17 0.0 0.5 1* C 1 3.0 7.6 2 -3.2 -2.6 4 0.750 8.00 11.50 0.375 3 1.4 11.5 4 -2.6 -3.7 1* A 5 3.2 -2.6 6 -3.0 7.6 4 0.750 8.00 11.50 0.375 7 -1.4 11.5 8 2.6 -3.7 2* C 9 5.0 13.6 2 -4.6 -3.2 4 0.750 8.00 11.50 0.375 10 2.7 20.5 11 2.2 -6.7 2* A 5 4.6 -3.2 12 -5.0 13.6 4 0.750 8.00 11.50 0.375 13 -2.7 20.5 14 -2.2 -6.7 1* Frame Lines:1 4 2* Frame Lines:2 3 Load Load Id Combination 1 DL+CL+0.75SL+0.75WR1+0.75Slide 2 0.60DL+WL2 3 DL+CL+FIUNB_SL 2 4 0.60DL+WL1 5 0.60DL+WR2 6 DL+CL+0.75SL+0 75WL1+0.75Dri€t 7 DL+CL+FIUNB_SL 1 8 0.60DL+WR1 9 DL+CL+0.75SL+0.75WR1 10 DL+CL+F2UNB SL 2 11 0.60DL+LnWndl+LWINO1_L2E 12 DL+CL+0.75SL+0.75WL1 13 DL+CL+F2UNB_SL 1 14 0.60DL+LnWndl+LWINDI R2E 15 0.60DL+WR2+WS 16 0.6ODL+WP+LnWnd2 17 1.07DL+0.15SL+Seis R+0.75S1ide BRACING/PANEL SHEAR. REACTIONS: Reactions(k ) Panel ---Wall-- Col ----Wind---- --SeismicShear Loc Line Line Horz Vert Horz Vert (lb/ft) L_EW 1 Rigid Frame At Endwall F SW A 2 ,3 3.02 3.35 2.25 2.50 R_EW 4 Rigid Frame At Endwall B SW C 3 ,2 3.02 3.35 2.25 2.50 38282 Additional Reactions Report: 4/16/09 3:00pm 4116/2009 DesCaic.out Rigid Frame Column Reactions rrame Col ---Dead--- Collateral ---Live--- ---Snow----Wind_Ll-- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1* C 0.3 1.9 0.1 0.6 0.5 3.1 1.3 7.3 -2.7 -4.7 1* A -0.3 1.9 -0.1 0.6 -0.5 3.1 -1.3 7.4 -2.2 -0.8 Frame Col -Wind R1-- -Wind L2-- -Wind R2---LnWind l- -LnWind_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1* C 2.2 -0.8 -3.3 -3.7 1.6 0.3 1.0 -2.7 1.1 -2.0 1* A 2.7 -4.7 -1.6 0.3 3.3 -3.7 -1.0 -2.7 -1.1 -2.0 Frame Col Line Line Seismic_L- Seismic_R- LWINDI_L2E LWINDl_R2E LWIND2ML3E Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 1* C -0.4 -0.6 0.4 0.6 0.1 -0.3 -0.1 -0.1 0.0 -0.2 1* A -0.4 0.6 0.4 -0.6 0.1 -0.1 -0.1 -0.3 0.0 -0.1 Frame Col LWIND2_R3E F1[3NB_SL 1 F1UNB_SL 2 Line Line Horz Vert Horz Vert Horz Vert 1* C 0.0 -0.1 1.1 3.1 1.0 9.1 1* A 0.0 -0.2 -1.0 9.1 -1.1 3.1 Frame Col ---Dead--- Collateral ---Live--- ---Snow--- -Wind Ll -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert C 0.6 3.2 0.2 1.0 0.7 3.9 2.3 13.0 -3.8 -7.0 A -0,6 3.3 -0.2 1.0 -0.7 3.9 -2.3 13.2 -3.3 -1.4 Frame Col-Wi,nd_R1-- -Wind L2---Wind_R2---LnWand_1--LnWind_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Harz Vert 2* C 3.3 -1.4 -4.9 -5.0 2.2 0.7 1.7 -8.1 1.9 -6.9 2* A 3.8 -7.0 -2.2 0.7 4.9 -5.0 -1.7 -8.1 -1.9 -6.9 Frame Col Seismic_L- Seismic_R- Ln_Seismic LWINDI_L2E LWINDI_R2E Line Line Horz Vert Harz Vert Harz Vert Horz Vert Horz Vert 2* C -0.8 -1.1 0.7 1.1 0.0 -2.5 0.1 -0.5 -0.2 -0.3 2* A -0.7 1.1 0.8 -1.1 0.0 -2.5 0.2 -0.3 -0.1 -0.5 Frame Col LWIND2_L3E LWIND2_R3E F2UNB_SL 1 F2UNB_SL 2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert 2* C 0.1 -0.3 -0.1 -0.1 2.0 5.5 2.0 16.3 2* A 0.1 -0.1 -0.1 -0.3 -2.0 16.3 -2.0 5.5 1* Frame Lines:1 4 2* Frame Lines:2 3 Endwall Column Reactions ",-ame Col Dead Wind_P Wind_S e Line Vert Horz Horz 1 C 0.0 -1.6 1.8 1 B 0.4 -3.6 3.9 1 A 0.0 -1.6 1.8 Frame Col. Dead Wind_P Wind S 4/16!2009 DesCalc.out Line Line Vert Hors Hors 4 A 0.0 -1.6 1.8 4 B 0.4 -3.6 3.9 4 C 0.0 -1.6 1.8 38282 Seismic Design Report: 4/16/09 3:O0pm Building Data Code =IBC 03 Length = 62.33 Width - 32.75 Left Eave Height = 24.00 Right Eave Height . 24.00 Seismic Formula Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*le*W Vmax = Shc*Ie*W/(T*R) Shear Force, E = Rho*V T µ 0.356 (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V T = 0.217 (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss . 0.545 Zone/Design Category= C Se = 1.000 S1 - 0.075 Sdl = 0.120 Sds = 0.364 Seismic Dead Load, W ------------- Snow Factor - 0.200 Roof Snow = 40.00 (psf ) Roof Dead+Collat 9.00 (psf ) Frame Dead 2.00 (psf ) Roof Total = 19.00 (psf ) , Weight= 38.79 (k ) L_EW Dead 1.50 (psf ) , Weight= 0.66 (k ) F_SW Dead 1.50 (psf ) , Weight= 1.12 (k ) R_EW Dead = 1.50 (psf ) , Weight= 0.66 (k ) B_SW Dead 1.50 (psf ) , Weight= 1.12 (k ) Total = 42.34 (k ) Seismic Forces Roof Bracing R = 3.00, Rho= 1.00 W - 40.10 (k ) Force, V = 4.86 (k ) Force, E = 4.86 (k ) Sidewall Bracing Front R = 3.00, Rho= 1.00, Omega= 3.00 W = 20.05 (k ) Force, V = 2.25 (k ) Force, Em = 7.29 (k ) 4/1612009 DesCalc.out Back Force, E = 2.25 (k ) R = 3.00, Rho= 1.00, Omega= 3.00 W = 20.05 (k Force, V = 2.25 (k ) Force, Em = 7.29 (k ) Force, E = 2.25 (k ) Rigid Frames R = 3.00, Rho= 1.00 Frame 1 W = 7.30 (k ) Force, V .- 0.82 (k ) {Vmax) Force, E = 0.82 (k ) Frame 2 W = 13.17 (k ) Force, V = 1.48 (k ) {Vmax) Force, E = 1.48 (k 1 End Plates Frame R = 3.00, Omega= 3.00 Total. Base Shear Longitudinal Force, V = 4.57. (k ) Transverse Force, V w. 2.30 (k ) 3 ] � R.) WE®0dd §q¥ §$ k ! �. ZA er && § a! B ■ ! 4//612009 C.1MBS JOBS1382821RFDes-1.out * *38282 Rigid Frame Design Input Echo 4/16/09 3:05pm * ` 1)JOBID: '38282 *( 2)PROGRAM OPTIONS: *Frame Frame Stress * Id Type Space 1 'RFE' 2.00 Frame Space 11.17 No_Of Cycle 7 *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) * Opt Opt Sym Typ Min Max 'N' 'N' 'S' 'T ' 10.00 70.00 *( 4)DESIGN CODE: *Design ---Steel_Code--- * Code Cold Hot 'WS ' 'NAUS01' 'AISC05' *( 5)DESIGN CONSTANTS: * * ----Stress Ratio------ * Frame Col EP BP 1.03 1.03 1.03 1.03 End Conn Splice _t At Fix 'P "P ' 1.00 Rafter_Dep_Opt(in) Typ Min Max 'T ' 10.00 70.00 Frame Frame Option Option Id Web_Stiffener Use Ratio Side P -Delta N. 0.00 'Y "DA' ---Build--- Code Seismic Country Code Year Label Zone ' 'IBC ' '03' 'IBC 03 "C ---Strength_Factor--- --Seismic--- Wind Frame SpcEP 1.0000 1.0000 1.7000 *( 6}STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T Sec U Sec 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 *( 7)DEFLECTIQN LIMITS: * --Vertical--- * Live Total 180.0 180.0 ----Horizontal---- Total Seis Crane 60.0 50.0 100.0 Weak Axis 60.0 EP BP 55.0 55.0 8)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React *( * * I I Ty, '51 yl IYr 'N' .N. r i 'N' 1N1 rYi 1l 9)SURFACE SHAPE: No. X Coord Surf (ft) 4 0.0000 16.3750 32.7500 32.7500 *(10)MEMBER DEPTHS: *Surf Depth(in) * Id Start End 1 10.000 16.000 2 16.000 10.000 3 10.000 16.000 4 16.000 10.000 Y Coord Offset �(ft) (in) 24.0000 9.125 29.4583 11.125 24.0000 11.125 0.0000 9.125 No. Dep 1 0 0 1 *(11)MEMBER SPLICES: • Surf No. Splice * Id Splice Loc(ft) 1 0 2 1 3 1 4 1 Interior_Depths Loc(ft) Depth(in) 20.0000 16.000 4.0000 Splice Type 0.0000 'HSF 0.0000 `-EE 0.0000 'HSF ?)SEGMENT PLATES: Surf Mem Seg Seg *Seg Id Id Id Len(ft) 6 1 1 1 0.0000 1 2 2 0.0000 2 3 3 0.0000 3 4 4 0.0000 4 5 5 0.0000 • Member Part 16.000 Flange P1ate_Thickness(in) Wid(in) Web OS Flg 6.00 0.1345 0.1875 6.00 0.1345 0.1875 6.00 0.1345 0.1875 6.00 0.1345 0.1875 6.00 0.1345 0.1875 IS_Flg 0.2500 0.2500 0.2500 0.2500 0.2500 4/1612009 C:1MBS JOBs1382821RfDes-1.out 4 6 6 0.0000 6.00 0.1345 0.1875 0.2500 *(13)INTERIOR COLUMNS: * No. Col Col Col Col Connection Rafter Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col --•Depth---- No. Start --Web_Depth--- Web Fig OS_Flg IS_,Flg * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 11.17 0.0000 Left Column 2 0.00 11.17 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base * Id Opt 0 '-' Dir I w f Displace (in) 0.000 *(17)BASE SPRINGS: * No. Base ----Spring_Constants-- *Base Id Horz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Prof Lap Id Girt Location(ft) 1 '2B' '8216 ' 8.00 0.00 1.000 3 5 4.000 8.000 12.000 16.000 20.000 4 '213' '8216 8.00 0.00 1.000 1 5 4.000 8.000 12.000 16.000 20.000 *(19)ROOF PURLINS: *Surf Purl Puri Purl Purl Purl No. Peak Set_Of-Set_Space * Id Type Size Depth Proj Lap Purl Space Space Space No. 2 '2B' '10214 ' 10.00 0.00 1.875 5 1.000 2 2.130 2 4.000 3 3 '28' '10214 ' 10.00 0.00 1.875 5 1.000 2 4.000 3 2.130 2 *(20)FLANGE BRACES: * Surf No. Flange_Brace At * Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 5 1 2 3 4 5 3 5 1 2 3 4 5 4 5 1 2 3 4 5 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extension_Size ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collat Live Snow Windl_Coeff Wind2_Coeff Long_Wind Facia_Wind Seis *Id psf psf psf psf Left Right Left Right Left Right Left Right k *(23)BASIC LOADS: * Basic ---Deflection--- * Dead Live Snow Collat Wind Load Ratio Temperature * psf psf psf psf psf Snow Wind Seis Change 6.00 17,07 40.00 3.00 16.81 1.00 1.00 1.00 0.0 *(24)BASIC LOADS AT EA.VE: * -Seismic- Weak_Axis L Weak Axis R --Torsion---EW_Braoe-- * Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis * k k k k k k k k k k 0.41 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(25)WINIl COEFFICIENTS: * Surf--Wind_i-----Wind_2--- Long_Wind Surface 4/1612009 CAD/IBS JOBS1382821RfDes-Lout * Id Left Right Left Right 1 2 Friction 1 0.47 -0.70 0.83 -0.34 -0.63 -0.63 0.00 2 -1.07 -0.75 -0.71 -0.39 -0.87 -0.65 0.00 3 -0.75 -1.07 -0.39 -0.71 -0.87 -0.65 0.00 4 -0.70 0.47 -0.34 0.83 -0.63 -0.63 0.00 a}LQNGITUDINAL BRACING LOADS: * ----Wind Seismic * Horiz Vert Horiz Vert 0.00 0.00 0.00 0.00 ._ Left Column 0.00 0.00 0.00 0.00 .. Right Column *(27)DESIGN LOADS:Strength * Load_Coefficients------------------- *Load-Add_Snow---Wind_l----Wind 2-- Long_Wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0,00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1,00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0,00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0,00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 2 1.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 1 1.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0,00 0.00 0.00 2 1.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 3 1.00 38 0.60 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0,00 0.00 4 1.00 39 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 40 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 41 1.07 1,07 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 42 1.07 1.07 0.00 0.15 0.00 0.0Q 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 43 1.07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 44 1,07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 45 1.07 1.07 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 46 1,07 1.07 0.00 0.15 0.00 0,75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 47 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 50 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 3)DESIGN LOADS:Deflection * Load Coefficients------------------- *Load-Add_Snow---Wind_1-- --Wind 2-- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 0 *(29)DESIGN LOADS:Special 411612009 C:IMBS JOBS1382821RfDes-1.out * Load_Coefficients--------_---------- *Load-Add_Snow- --Wind 1----Wind_2-- Long Wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 8 51 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 52 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 53 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 54 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 55 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 56 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 57 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 58 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 * (3 0) A.UXILARY LOADS: *No. Aux Aux No._Add Add_Comb *Aux Id Name Loads Id Coeff 6 1 'LWINDI L2E' 1 1 1.00 2 'LWINDI R2E' 1 2 1.00 3 'LWIND2 L3E' 1 3 1.00 4 'LWIND2 FRE' 1 4 1.00 5 'F1UNB_SL 1' 2 9 0.00 10 1.67 6 'F1UNB SL 2' 2 9 1.67 10 0.00 *(31)ADDITIONAL LOADS: *No. Add Surf Basic Load Fx Fy Mom Dx Dy Conc *Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 11 1 2 ' "D ' 0.071 0.071 0.00 0.000 6.550 2 3 "D ' 0.071 0.071 0.00 10.711 17.261 3 2 'D ' 0.038 0.038 0.00 0.000 6.550 4 3 'D 0.038 0.038 0.00 10.711 17.251 5 2 'WINDL1' 'D ' -0.059 -0.059 0.00 16.375 17.261 6 2 'WINDL2' 'D ' -0.059 -0.059 0.00 16.375 17.261 7 3 'WINDRI' 'D ' -0.059 -0.059 0.00 0.000 0.886 8 3 'WINDR2' 'D -0.059 -0.059 0.00 0.000 0.886 9 2 'D ' -0.402 -0.402 0.33 0.000 17.261 10 3 'D ' -0.402 -0.402 -0.33 0.000 17.261 11 3 'DEAD 'C ' 0.000 -0.250 0.000 0.000 0.000 *(32)FLOOR BEAMS: * Bay No. Beam Beam Con,Type Con_Loc Beam Properties * Id Beam Id Fit Lt Rt Lt Rt Area Ixx 1 0 *(33)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(34)CRANE BRACKET: *Crane Bayxd Crane Crane ----Beam---- ----Offset---- Bracket Col_Sup Load *No Id Lt Rt Type Height Depth Width Left Right Type Opt Select Lt Et (k ) 0 *(35)FRAME LINES: 4/7612009 C:MBS JOBS1382821RfDes-'Lout * No *Line Freme_Line_Td 2 1 4 t"16)DESIGN PLATES: ---Plate----Plate_Size- Bolt Bolt ---Top---- -Bottom-- Type id Width Thick Dia Gage Row Space Row Space 0 *(37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 *(38)ENDWALLL COLUMNS: *Wail Expand_EW No. Column Column * Id Use Offset Column Locate Offset 1 'Y ' 14.000 1 16.3750 9.870 3 'Y ' 14.000 1 16.3750 9.870 *(39)JACK BEAMS: * No. Beam Beam Beam Beam *Beam Id Offset Height Length Part 0 Spring(k/in ) Harz Vert * Code files used: * IBC.03N * RF_IBC.03N Version 4.0 * *DS_RFDEP.Siz *Surface Span --Required- ----- ------Selected---------- * Id Id 'Type Span Type Span Depth #Splice * 1 1 W 24.0 W 25.0 1 0 * 2 1 C 16.4 C 20.0 0 0 * 3 1 C 16.4 C 20,0 0 0 * 4 1 W 24,0 W 25.0 1 0 38282 Rigid Frame Design Code 4/16/09 3:05pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel 29500 (ksi ) 38282 Base Plate and Anchor Bolt Design. 4/16/09 3:05pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 2.50 (ksi ) Bolt Shear Stress= 11.60 (ksi ) .SE PLATE & BOLT SIZE: --Column_Sase----Plate_Size(in)----Bolts(A36 )--Shear(k )-- Loc. Typ Depth Width Length Thick Row Diam Gage Limit UC Left P 10.4 8.0 11.50 0.375 2 0.750 4.00 20.5 0.15 4/16/2009 C:1MBS JOBS1382821RfDes-'Lout Right F 10.4 8.0 11.50 0.375 BASE REACTIONS: Column Loc. Left Right WELDS: Base Id Left Right -Max_Camp- Ld Fy(k ) 50 11.5 49 11.5 Max Tensi.on+Shear _ Tens Shear Ld Fy{k ) Fx(k ) 27 -3.7 2.6 28 -3.7 2.6 Outside_Flange_To_Base Shear(k/in ) Size Typ Calc Rn/sf 0.188 F1 0.30 2.78 0.188 F1 0.30 2.78 LOAD COMBINATIONS: 27 28 29 30 49 50 - 0.600L+WL1 0.60DL+WR1 - 0.60DL+WL2 - 0.60DL+WR2 - DL+CL-4-F1UNB SL 1 - DL+CL+FIUNB_SL 2 2 0.750 4.00 -Max Shear Ld Fx(k ) 20.5 0.15 Max_Shear+Tension Shear Tens Ld Fx(k ) Fy(k ) 29 3.2 29 3.2 -2.6 30 3.2 30 3.2 -2.6 Incide_Fl_ange_ToBase Web_To_Base Shear(k/in ) Shear(k/in ) Size Typ Calc Rn/sf Size Typ Calc Rn/sf 0.188 F2 0,15 2.78 0.188 F2 0.16 2.78 0.188 F2 0.15 2.78 0.188 F2 0.16 2.78 38282 Bolted -End -Plate Design 4/16/09 3:05pe Splice Yield = 55.00 (ksi ) Splice Member Web -Splice(in)- Ten---Load(k ,f -k )------Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage 6.0 0.500 Top 26 8 -2 47 2 0.750 4.00 3.50 Bot 27 -4 0 32 1 0.750 3.50 3.50 6.0 0.500 Top 30 0 2 3 2 0.750 4.00 3.50 Bot 3 2 0 25 2 0.750 4.00 3.50 6.0 0.500 Top 21 -8 -2 47 2 0.750 4.00 3.50 Bot 28 4 0 32 1 0.750 3.50 3.50 1 HSF 2- 3 16.00 2 -EE 3- 4 10.54 3 HSF 4- 5 16.00 Splice Splice ------Top_Bolts ----Bottom_Bolts----- Id Typ Length Row Edge Space Space2 Row Edge Space Space2 1 HSF 19.59 2 1.50 4.00 3.50 2 -EE 17.26 2 1.50 4.00 3.50 3 HSF 19.59 2 1.50 4.00 3.50 WELDS: Splice Id Side 1 1 2 2 3 3 L R L R L R Outs ide_Flange_To_Bep Shear(k/in ) Size Typ Calc Rn/sf 0.188 0.188 0.188 0.188 0.188 0.188 P2 F2 F2 F2 F2 F2 LOAD COMBINATIONS: 2.16 2.16 0.21 0.21 2.16 2.16 2.78 2.78 2.78 2.78 2.78 2.78 3 - DL+CL+SL 21 - DL+CL+0.75SL+0.7SWL2 1 2.50 3.50 2 1.50 4.00 1 2.50 3.50 3.50 3.50 3.50 Inc ide_Flange_To_Bep Web_To_Bep Shear(k/in ) Shear(k/in ) Size Typ Calc Rri/sf Size Typ Calc Rn/sf 0.188 0.188 0.188 0.188 0.188 0.188 F2 F2 F2 F2 F2 F2 1.66 1.66 2.12 2.12 1.66 1.66 2.78 2.78 2.78 2.78 2.78 2.78 0.188 0.188 0.188 0.188 0.188 0.188 F2 F2 F2 F2 F2 F2 0.05 0.05 0.07 0.07 0.05 0.05 2.78 2.78 2.78 2.78 2.78 2.78 4/16/2009 C:1MBs JOBS1382821RfDes-1.out 26 - DL+CL+0.75SL+0.75WR2+0.75Slide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 30 - 0.60DL+WP.2 38282 Stiffener Report 4/16/09 3:05pm Stiffener Yield = 55.0 (ksi ) STIFFENER SIZE: ----Stiffener--- --Web(in)-- -Stiffener_Size(in)- Location No. Depth Thick Width Thick Length Left Col 1 16.00 0.134 3.00 0.188 16.00 Right Col 1 16.00 0.134 3.00 0.188 16.00 Left Web 1 16.00 0.134 3.00 0.188 14.37 Right Web 1 16.00 0.134 3.00 0.188 14.37 STIFFENER DESIGN: Stiffener---Tension(k )-----Compression(k )-- Max Location Load Calc Pn/sf Load Calc Pn/,sf UC Left Col 27 21.2 37.1 26 32.3 51.9 0,62 Right Col 28 21.2 37.1 21 32.3 51.9 0.62 WELDS: ---Stiff_To_F1g/EP Stiff To_web Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Rn/sf Size Typ Calc Rn/sf Left Col 0.188 F2 1.76 2.78 0.188 F1 1.01 2.78 Right Col 0.188 F2 1.76 2.78 0.188 F1 1.01 2.78 Left Web 0.000 -2 0.00 0.00 0.188 F1 0.35 2.78 Right Web 0.000 -2 0.00 0.00 0.188 F1 0.35 2.78 LOAD COMBINATIONS: 21 - DL+CL+0.75SL+0.75WL2 26 - DL+CL+0.75SL+0.75WR2+0.75S1ide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 38282 Web Crippling Report 4/16/09 3:05pm CONCENTRATED LOADS: Web Bearing Add ---Code_Limits--- Surf Locate Mem Seg Depth Width Load Load Yielding Buckling Max Id (ft) Id Id (in) (in) Id (k ) (k ) (k ) UC 3 0.0 4 4 9.89 4.00 11 -0.3 27.4 18.6 0.01 38282 Flange Brace Report 4/16/09 3:05pm 4/16/2009 C.1MBS JOBS1382821RfDes-1 out Flange Brace Yield= 36.0 ksi Girt/Perlin Yield= 55.0 ksi Flange Brace Bolt 0.500 (A307 ) (0 Washer ) Surf No Web Brace Calc --Brace UC-- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC 1 1 4 1 L2X2X14 14.80 26.00 0.62 0.33 0.47 0.38 2 2 1 1 L2X2X14 15.74 26.00 0.65 0.34 0.49 0.31 5 1 L2X2X14 10.16 26.00 0.59 0.31 0.45 0.28 3 2 1 1 L2X2X14 10.16 26.00 0.59 0.31 0.45 0.28 5 1 L2X2X14 15.74 26.00 0.65 0.34 0.49 0.31 4 1 4 1 L2X2X14 14.80 26.00 0.62 0.33 0.47 0.38 38282 Weld Report: Web To Flange 4/16/09 3:05pm --Calc_Max_We1d_Shear---------Weld_Provided Member Segment Section Load Shear Size Rn/sf No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 18 0.27 0.188 2.78 F 1 2 2 12 26 0.09 0.188 2.78 F 1 3 3 15 50 0.46 0.188 2.78 F 1 4 4 42 49 0.46 0.188 2.78 F 1 5 5 45 21 0.09 0.188 2.78 F 1 6 6 56 15 0.27 0.188 2.78 F 1 LOAD COMBINATIONS: 15 - DL+CL+0.75SL+0.75WL1 18 - DL+CL+0.75SL+0.75WR1 21 - DL+CL+0.755L+0.75WL2 26 - DL+CL+0.75SL-r0.75WR2+0.75S1ide 49 - DL+CL+F1UNB SL 1 50 - DL+CL+FIUNB SL 2 38282 Special Segment Report 4/16/09 3:05pm FLANGE PLATE:(a) --Initial-- -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.188 6.0 0.188 Rt Col 6.0 0.188 6.0 0.188 WEB PLATE:(b) Calc Shear Force -----Actions---- Web Vn/sf Calc Web Axial Moment Shear Web Stiff Thick Stiffener Locate Id (k ) (f -k ) (k ) (k ) (k ) (in) Provided Lt Col 26 8.1 47.0 31.2 32.4 -1.2 0.134 Horizontal Rt Col 21 8.1 47.0 31.2 32.4 -1.2 0.134 Horizontal WEB DESIGN: Locate H Av KV CV Lt Col 12.21 7.59 17.93 1.00 Rt Col 12.21 7.59 17.93 1.00 4116/2009 C:1MBS JOBS1382821RfDes-1.out (a)DS_BUILD(frame37)=4 .. see help, (b)DS_BUILD(frame36)=5 .. see help. LOAD COMBINATIONS: 1 - DL+CL+0.75SL+0.75WL2 26 - DL+CL+0.75SL+0.75WR2+0.75Slide 38282 Design Summary Report 4/16/09 3:05pm FRAME: Id = 1 Type. = RF Line Id= 1 4 MEMBERS: Mem Segl Flange ]Web_Depthl Plate_Thiekness 1 Max_UCV ( Max_UCO Max_UCI Id Id I Len WidIStrt Endl Web 0-flg I-f1gId Ld UcvlId Ld Uco]Id Ld Uci 1 1 20.0 6.0 10.0 16.0 0.134 0.188 0.250 1 18 0.15 11 18 0.41 8 18 0.97 2 2 3.3 6.0 16.0 16.0 0.134 0.188 0.250 12 26 0.15 14 26 0.46 14 25 0.66 3 3 16.4 6.0 16.0 10.0 0.134 0.188 0.250 15 50 0.73 28 3 0.56 15 24 0.58 4 4 16.4 6.0 10.0 16.0 0.134 0.188 0.250 42 49 0.73 29 4 0.56 42 21 0.58 5 5 3.3 6.0 16.0 16.0 0.134 0.188 0.250 45 21 0.15 43 21 0.46 43 21 0.66 6 6 20.0 6.0 16.0 10.0 0.134 0.188 0.250 56 15 0.15 46 17 0.41 48 17 1.01 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 3#- DL+CL+SL 40- DL+CL+SL 5 - DL+CL+SL+Drift 6 - DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Slide 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 - DL+CL+0.7SLL+0.75WR1 13 - DL+CL+0.75LL+0.75WL2 14 - DL+CL+0.75LL+0.75WR2 15#- DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WL1+0.75Drift 170-- DL+CL+0.75SL+0.75WL1+0.75Slide 184- DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.7SWR1+0.75Drift 20 - DL+CL+0.75SL+0.75WR1+0.75Slide 210- DL+CL+0.75SL+0.75WL2 22 - DL+CL+0.755L+0.75WL2+0.75Drift 23 - DL+CL+0.75SL+0.75WL2+0.75S1ide 240- DL+CL+0.75SL+0.75WR2 254- DL+CL+0.75SL+0.75WR2+0.75Drift 264- DL+CL+0.75SL+0.75WR2+0.75Slide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 30 - 0.60DL+WR2 31 - 0.60DL+LWI+LWINDI L2E 32 - 0.60DL+LW1+LWIND1__R2E 33 - 0.6QDL-LW1+LWINDI L2E 34 - 0.60DL-LW1+LWINDI_R2E %5 - 0.60DL+LW2+LWtND2__L3E s6 - 0.600L+LW2+LWIND2 R3E 37 - 0.60DL-LW2+LWIND2_L3E 38 -- 0.60DL-LW2+LWIND2__R3E 39 - 1.07DL+1.07CL+0.75LL+SEIS 40 - 1.07DL+1.07CL+0.75LL-SETS 41 - 1.07DL+1.07CL+0.15SL+SETS 42 - 1.07DL+1.07CL+0.15SL-SEIS 4/16/2009 C.1MBS JOBS1382821RfDes-1.out 43 - 1.07DL+1.07CL+0.15SL+SETS+0.75Drift 44 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Drift 45 - 1.071L+1.07CL+0.15SL+SETS+0.75S1ide 46 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Slide 47 - 0.55DL+0.70SEIS 48 - 0.55DL-0.70SEIS 4911- DL+CL+FIUNE SL 1 50#- DL+CL+FIUMB SL 2 51 - 1.27DL+1.27CL+0.04SL+SEIS 52 - 1.27DL+1.27CL+0.04SL-SEIS 53 -- 1.27DL+1.27CL+0.04SL+SEIS+0.20Drift 54 - 1.27DL+1.27CL+0.04SL-SETS+0.20Drift 55 1.27DL+1.27CL+0. 04SL+SEIS+0.20Slide 56 - 1.27DL+1,27CL+0.04SL-SEIS+0.20Slide 57 - 0.83DL+SEIS 58 - 0.83DL-SEIS FRAME AREA: Frame Area = 88.11 Building Area= 875.38 Ratio= 0.10 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 298 40 242 242 40 298 Total Weight (lb) Frame Members = 1161 Interior Col. = 0 Conn. Plates - 96 Base Plates = 20 Trans Stiff 0 1276 REACTIONS: (Sidewall Columns) Load Left_Column Right_Column---- ---- Id Fx(k ) Fy(k ) Fz(k ) M(f-k } Fx(k) Fy(k ) Fz(k ) M(f-k ) 1 0.92 5.54 0.00 0.00 -0.92 5.59 0.00 0.00 2 0.92 5.59 0.00 0.00 -0.92 5.54 0.00 0.00 3 1.63 9.71 0.00 0.00 -1.63 9.80 0.00 0.00 4 1.63 9.80 0.00 0.00 -1.63 9.71 0.00 0.00 5 1.63 9.80 0.00 0.00 -1,63 9.71 0.00 0,00 6 1.63 9.80 0.00 0.00 -1.63 9.71 0.00 0.00 7 1.63 9.80 0.00 0.00 -1.63 9.71 0.00 0.00 8 1.63 9.80 0.00 0.00 -1.63 9.71 0.00 0.00 9 0.28 1.85 0.00 0.00 -0.28 1.87 0.00 0.00 10 0.28 1.87 0.00 0.00 -0.28 1.85 0.00 0.00 11 -1.24 1.07 0.00 0.00 -2.48 4.34 0.00 0.00 12 2.48 4.34 0.00 0.00 1.24 1.07 0.00 0.00 13 -1.72 1,87 0.00 0.00 -2.00 5.20 0.00 0.00 14 2.00 5.20 0.00 0.00 1.72 1.87 0.00 0.00 15 -0.71 4.10 0.00 0.00 -3.01 7.60 0.00 0.00 16 -0.71 4.10 0.00 0.00 -3.01 7.60 0.00 0.00 17 -0.71 4.10 0.00 0.00 -3.01. 7.60 0.00 0.00 18 3.01 7.60 0.00 0.00 0.71 4.10 0.00 0.00 19 3.01 7.50 0.00 0.00 0.71 4.10 0.00 0.00 20 3,01 7.60 0.00 0.00 0.71 4.10 0.00 0,00 21 -1.18 4.89 0.00 0.00 -2.54 8.46 0.00 0.00 22 -1.18 4.89 0.00 0.00 -2.54 8.46 0.00 0.00 23 -1.18 4.89 0.00 0.00 -2.54 8.46 0.00 0.00 24 2.54 8.46 0.00 0.00 1.18 4.89 0.00 0.00 25 2.54 8.46 0.00 0.00 1.18 4.89 0.00 0.00 26 2.54 8.46 0.00 0.00 1.18 4.89 0.00 0.00 27 -2.55 -3.66 0.00 0.00 -2.41 0.35 0.00 0.00 28 2.41 0.35 0.00 0.00 2.55 -3.66 0.00 0.00 29 -3.17 -2.60 0.00 0.00 -1.79 1.50 0.00 0.00 30 1.79 1.50 0.00 0.00 3.17 -2.60 0.00 0.00 31 1.20 -1.85 0.00 0.00 -1.06 -1.70 0.00 0.00 4/16/2009 C:IMBS JOBSt382821RfDes-1.out 32 1.06 -1.70 0.00 0.00 -1.20 -1.85 0.00 0.00 33 1.20 -1.85 0.00 0.00 -1.06 -1.70 0.00 0.00 34 1.06 -1.70 0.00 0.00 -1.20 -1.85 0.00 0.00 35 1.28 -1.04 0.00 0.00 -1,20 -0.96 0.00 0.00 36 1.20 -0.96 0.00 0.00 -1.28 -1.04 0.00 0.00 37 1.28 -1.04 0.00 0.00 -1.20 -0.96 0.00 0.00 38 1.20 -0.96 0.00 0.00 -1.28 µ1.04 0.00 0.00 39 0.39 4.28 0.00 0.00 -1.21 5.63 0.00 0.00 40 1.21 5.63 0.00 0.00 -0,39 4.28 0.00 0.00 41 0.18 3.05 0.00 0.00 -1,00 4.37 0.00 0.00 42 1.00 4.37 0.00 0.00 -0.18 3.05 0.00 0.00 43 0.18 3.05 0.00 0.00 -1.00 4.37 0.00 0.00 44 1.00 4.37 0.00 0.00 -0.18 3.05 0.00 0.00 45 0.18 3.05 0.00 0.00 -1.00 4.37 0.00 0.00 46 1.00 4.37 0.00 0.00 -0.18 3.05 0.00 0.00 47 -0.14 0.59 0.00 0.00 -0.44 1.46 0.00 0.00 48 0.44 1.46 0.00 0.00 0.14 0.59 0.00 0.00 49 1.46 5.57 0.00 0.00 -1.43 11.51 0.00 0.00 50 1.43 11.51 0.00 0.00 -1.46 5.57 0.00 0.00 DEFLECTIONS : (in) Lateral Def1 Load @ Top Of Col Vert Dent Id Left Right @ Midspan 1 -0.22 0.31 -0.77 2 -0.31 0.22 -0.77 3 -0.39 0.55 -1.38 4 -0.55 0.39 -1.38 5 -0.55 0.39 -1.38 6 -0.55 0.39 -1.38 7 -0.55 0.39 -1.38 8 -0.55 0.39 -1.38 9 -0.07 0.09 -0.24 .0 -0.09 0.07 -0.24 11 .2.87 3.17 -0.44 12 -3.17 -2.87 -0.44 13 2.94 3.22 -0.41 14 -3.22 -2.94 -0.41 15 2.93 3.54 -0.89 16 2.93 3.54 -0.89 17 2.93 3.54 -0.89 18 -3.54 -2,93 -0.89 19 -3.54 -2.93 -0.89 20 -3.54 -2.93 -0.89 21 2.99 3.59 -0.87 22 2.99 3.59 -0.87 23 2.99 3.59 -0.67 24 -3.59 -2.99 -0.87 25 -3.59 -2.99 -0.87 26 -3.59 -2.99 -0.87 27 3.76 3.66 0.15 28 -3.66 -3.76 0,15 29 3.85 3.73 0.18 30 -3.73 -3.85 0.18 31 -0.26 -0.17 -0.10 32 0.17 0.26 -0.10 33 -0.26 -0.17 -0.10 34 0.17 0.26 -0.10 35 -0.19 -0.05 -0.19 36 0.05 0.19 -0.19 37 -0.19 -0.05 -0.19 38 0.05 0.19 -0.19 39 0.99 1.45 -0.68 40 -1.45 -0.99 -0.68 11 1.02 1.36 -0,50 42 -1.36 -1.02 -0.50 43 1.02 1.36 -0.50 44 -1.36 -1.02 -0.50 45 1.02 1.36 -0.50 46 -1.36 -1.02 -0.50 47 0.75 0.84 -0.13 48 -0.84 -0.75 -0.13 4116/2009 C.1MBS JOBS1382821RfDes-1oout 49 -1.34 -0.52 -1.20 50 0.52 1.34 -1.20 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 1276 901 510 2 901 1276 510 3 714 503 285 4 503 714 285 5 503 714 285 6 503 714 285 7 503 714 285 8 503 714 285 9 4140 2963 1666 10 2964 4139 1666 J.I. 97 88 903 12 88 97 903 13 95 86 952 14 86 95 952 15 95 78 441 16 95 78 441 17 95 78 441 18 78 95 441 19 78 95 441 20 78 95 441 21 93 77 452 22 93 77 452 23 93 77 452 24 77 93 452 25 77 93 452 26 77 93 452 27 74 76 2564 28 76 74 2563 29 72 74 2134 30 74 72 2134 31 1087 1596 4063 32 1596 1087 4062 33 1087 1596 4063 34 1596 1087 4062 35 1483 6021 2116 36 6019 1483 2116 37 1483 6021 2116 38 6019 1483 2116 39 282 191 577 40 191 282 577 41 274 205 784 42 205 274 784 43 274 205 784 44 205 274 784 45 274 205 784 46 205 274 784 47 373 334 3024 48 334 373 3024 49 208 542 328 50 541 208 328 MAX DEFLECTION: Type Deflect Span/Deflect Limit Live Vertical -1.06 372. 180. Total Vertical -1.38 285. 180. Horizontal Drift -3.85 72. 60. P -DELTA CHECK;(Direct Analysis) ------------- Max Deflect Ratio 4/1612009 C:1MBS JOBS1382821RfDes-1.ouf Left Column: 0.0491 Right Column: 0.0491 Max first order drift (in) = 3.91 Ix second order drift (in) = 3.85 .atio second/first = 0.98 ENDWALL VERTICAL DEFLECTION: Column Vertical Up Vertical_Down Location Load Deflect Load Deflect 16.38 30 0.18 3 1.38 16.38 30 0.18 3 1.38 38282 Flange Hole Check 4/16/09 3:05pm LOAD COMBINATIONS: 38282 Rigid Frame Clearances 4/16/09 3:05pm VERTICAL CLEARANCE: Location Span X_Coord Y_Coord eft Cal 22'03-08" 2'01-09" 22'03-08" Right_Col 22'03-08" 30'07-07" 22'03-08" Midspan 27'06-12" 16'04-08" 27'06-12" HORIZONTAL CLEARANCE: Location Span X Coordl X_Coord2 Left_Col Right Col 28'05-14" 2'01-09" 30'07-07" 38282 Rigid Frame Design Warnings 4/16/09 3:05pm .. No Warnings --NNb iV T', 1 00 ay' rN 81� N itl 4//612009 C:1MBS JOBS1382821RfDes-2.out *38282 Rigid Frame Design Input Echo 4/16/09 2:32pm '• 1}JOBID: '38282 *( 2)PROGRAM OPTIONS: *Frame Frame Stress * Id Type Space 2 'RF ' 2.00 Frame Space 20.00 No_Of. End Conn Splice Frame Frame Cycle Lt Rt Fix Option Option_Id 7 'P ' 'P ' 1.00 *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) * Opt Opt Sym Typ Min Max 'N' 'N' 'S` 'T ' 10.00 70.00 *( 4)DESIGN CODE: *Design ---Steel_Code--- * Code Cold Hot 'WS ' 'NAUS01' 'AISCO5' *( 5)DESIGN CONSTANTS: * ----Stress Ratio---- * Frame Col EP BP 1.03 1.03 1.03 1.03 Rafter_Dep_Opt(in) Typ min Max 'T ' 10.00 70.00 Web_Stiffener Use Ratio Side P -Delta 'N' 0.00 'Y "DA' ---Build--- Code Seismic Country Code Year Label Zone IBC ' '03' 'IBC 03 "C ' ---Strength_ Factor--- ---Seismic--- Wind Frame SpcEP 1.0000 1.0000 1.7000 *( 6)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 *( 7)DEFLECTION * --vertical-- * Live Total 1.80.0 180.0 8)REPORTS: * Input Design * Echo Summary *( * NO, * Surf 4 .I> 'Y. LIMITS: ----Horizontal---- Total Seis Crane 60.0 50.0 100.0 Weak Axis 60.0 EP BP 55.0 55.0 End Base Revise Action Sec Flange Segment Unbrc Floor Cable Plate Plate Input Stress Prop Brace Displ. Len React React ,5, .y. .y, .N, ,N, .Y. .N, .N, .Y, y' 9)SURFACE SHAPE: X_Coord Y_Coord Offset (ft) (ft) (in) 0.0000 24.0000 9.125 16.3750 29.4583 11.125 32.7500 24.0000 11.125 32.7500 0.0000 9.125 *(10)MEMBER DEPTHS: *Surf Depth(in) * Id Start End 1 10.000 18.000 2 18.000 10.000 3 10.000 18.000 4 18.000 10.000 *(11)MEMBER SPLICES: * Surf * id 1 2 3 4 No. Dep 1 0 0 1 Interior_Depths Loc(ft) Depth(in) 20.0000 18.000 4.0000 18.000 No. Splice Splice Splice Loc(ft) Type 0 1 0.0000 'HSF ' 1 0.0000 '-EE ' 1 0.0000 'HSF ' ?)SEGMENT PLATES: . Surf Mem Seg Seg Member Flange Plate_Thickness(in) *Seg Id Id Id Len(ft) Part Wid(in) Web OS_F1g IS Flg 6 1 1 1 0.0000 6.00 0.1345 0.1875 0.3125 1 2 2 0.0000 ' 6.00 0.1345 0.1875 0.3125 2 3 3 0.0000 ' 6.00 0.1875 0.2500 0.1875 3 4 4 0.0000 6.00 0.1875 0.2500 0.1875 4 5 5 0.0000 6.00 0.1345 0.1875 0.3125 4/16/2009 C:1MBS JOBS1382821RfDes-2.out 4 6 6 0.0000 ' 6.00 0.1345 0.1875 0.3125 *(13)INTERIOR COLUMNS : * No. Col Col Col Col Connection Rafter Unbrace_Length Col Col. * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col ---Depth---- No. Start--Web_Depth--- Web Fly OS Fig IS Fig * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 20.00 0.0000 Left Column 2 0.00 20.00 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 '-' 0.000 *(17)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Horz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Proj Lap Id Girt Location(ft) 1 'ZB' '8Z16 ' 8.00 0.00 1.000 3 5 4.000 8.000 12.000 16.000 20.000 4 'ZIP '8Z16 ' 8.00 0.00 1.000 2 5 4.000 8.000 12.000 16.000 20.000 *(19)ROOF PURLINS: *Surf Puri Purl Purl Puri Purl No. Peak Set_Of-Set_Space * Id Type Size Depth Proj Lap Purl Space Space Space No. 2 'ZB' '10Z14 ' 10.00 0.00 1.875 5 1.000 2 2.3..30 2 4.000 3 3 'ZB' '10Z14 ' 10.00 0.00 1.875 5 1.000 2 4.000 3 2.130 2 *(20)FLANGE BRACES: * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 5 1 2 3 4 5 3 5 1 2 3 4 5 4 5 1 2 3 4 5 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extensian_Size ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collet Live Snow Windl_Coeff Wind2_Coeff Long_Wind Facia_Wind Seis *Id psf psf psf psf Left Right Left Right Left Right Left Right k *(23)BASIC LOADS; * Basic ---Deflection--- * Dead Live Snow Collat Wind Load Ratio Temperature * psf psf psf psf psf Snow Wind Seis Change 6.00 12.00 40.00 3.00 16.81 1.00 1.00 1.00 0.0 *(24)BASIC LOADS AT EAVE: * -Seismic- Weak Axis L Weak_Axis R --Torsion---EW_Brace-- * Load SpeEP Wind Seis Wind Seis Wind Seis Wind Seis * k k k k k k k k k k 0.74 2.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(25)WIND COEFFICIENTS: * Surf--Wind_1-----Wind_2--- Lang_Wind Surface 4/16/2009 C:\MBS JOBSt38282%Rf©es-2.out * Id Left. Right Left Right 1 2 Friction 1 0.34 -0.59 0.70 -0.23 -0.63 -0.63 0.00 2 -0.87 -0.65 -0.51 -0.29 -0.87 -0.65 0.00 3 -0.65 -0.87 -0.29 -0.51 -0.87 -0.65 0.00 4 -0.59 0.34 -0.23 0.70 -0.63 -0.63 0.00 66)L,ONGITUDINAL BRACING LOADS: * --Wind----- ---Seismic--- * Horiz Vert Horiz Vert 3.02 3.35 2.25 2.50 .. Left Column 3.02 3.35 2.25 2.50 .. Right Column *(27)DESIGN LOADS:Strength * *Load *No 50 Dead 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.55 0.55 1.00 1.00 Co11 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.00 0.00 1.00 1.00 Live 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 Load Coefficients -Add_Snow- Drift Slide 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --Wind 1 -- Lt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8)DESIGN LOADS:Deflection --------------------Laad_Coefficients -Add Snow - Id Dead Coll Live Snow Drift Slide *Load *No 0 *(29)DESIGN LOADS:Special Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0,00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --Wind_2-- Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --Wind 1-- Lt _ Rt --Wind 2 -- Lt Rt Long_Wind 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 -1.00 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 - 1.00 - 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Seismic-- Long 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tran 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 -1.00 1.00 -1.00 1.00 -1.00 1.00 -1.00 0.70 -0.70 0.00 0.00 Temp 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 AuxLoad Id Coeff O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 1 1.00 2 1.00 1 1.00 2 1.00 3 1.00 4 1.00 3 1.00 4 1.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 5 1.00 6 1.00 Long_Wind -Seismic-- Aux Load 1 2 Long Tran Temp Id Coeff 4116/2009 C:1MBS. JOBS1382821RfDes-2.out * Load_Coefficients *Load-Add_Snow---Wind_1-----Windd2-- Long_Wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran 'Temp Id Coeff 8 51 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 52 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 53 1.27 1.27 0.00 0.04 0.20 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 54 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 55 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 56 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1,00 0.00 0 0.00 57 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 0.00 58 0.83 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *(30)AUXILARY LOADS: *No. Aux Aux No._Add Add_Comb *Aux Id Name Loads Id Coeff 6 1 'LWINDI L2E' 1 1 1.00 2 'LWINDI R2E' 1 2 1.00 3 'LWIND2 L3E' 1 3 1.00 4 'LWIND2 R3E' 1 4 1.00 5 ' F2UNB SL 1' 2 9 0.00 10 1.67 6 ' F2UNB SL 2' 2 9 1.67 10 0.00 *(31)ADDITIONAL LOADS: *No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc *Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 11 1 2 "D ' 0.128 0.128 0.00 0.000 6.550 2 3 ' 'D 0.128 0.128 0.00 10.711 17.261 3 2 'D 0.069 0.069 0.00 0.000 6.550 4 3 'D ' 0.069 0.069 0.00 10.711. 17.261 5 2 'WINDL1' 'D ' -0.075 -0.075 0.00 16.375 17.261 6 2 'WINDL2' 'D -0.075 -0.075 0.00 16,375 17.261 7 3 'WINDRl' 'D -0.075 -0.075 0.00 0.000 0.886 8 3 'WINDR2' 'D ' -0.075 -0.075 0.00 0.000 0.886 9 2 'D ' -0.720 -0.720 0.33 0.000 17.261 10 3 'D -0.720 -0.720 -0.33 0.000 17.261 11 3 'DEAD ' 'C 0.000 -1.000 0.000 0.000 0.000 *(32)FLOOR BEAMS: * Bay No. Beam Beam Con Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(33)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(34)CRANE BRACKET: *Crane Bayld Crane Crane ----Beam---- ----Offset---- Bracket------ Col Sup Load *No Id Lt Rt Type Height Depth Width Left Right Type Opt Select Lt� Rt (k ) 0 *(35)FRAME LINES: 4/16/2009 C:IMBS JOBS1382821RfDes-2.out * No *Line Frame Line_Id 2 2 3 * ''6)DESIGN PLATES: plate--Piate_Size- Bolt Bolt ---Top---- -Bottom-- Type Id Width Thick Dia Gage Row Space Row Space 0 *(37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 *(38)ENDWALL COLUMNS: *Wall Expand_EW No. Column Column * Id Use Offset Column Locate Offset 1 'Y ' 14.000 0 3 'Y 14.000 0 *(39)JACK BEANS: * No. Beam Beam Beam Beam Spring(k/in ) *Beam Id Offset Height Length Part Horz Vert 0 * Code files used: * IBC.03N * RF IBC.03N Version 4.0 * *DS_RFDEP.Siz *Surface Span --Required- Selected * Id Id Type Span Type Span #Depth #Splice * 1 1 W 24.0 W 25.0 1 0 * 2 1 C 16.4 C 20.0 0 0 * 3 1 C 16.4 C 20.0 0 0 * 4 1 W 24.0 W 25.0 1 0 38282 Rigid Frame Design Code 4/16/09 2:59pm STRUCTURAL CODE: Design Basis WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUSO1 BUILDING CODE: Wind Code Seismic Zone : IBC 03 C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Base Plate and Anchor Bolt Design 4/16/09 2:59pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 2.50 (ksi ) Bolt Shear Stress= 11.60 (ksi ) .SE PLATE & BOLT SIZE: --Column_Base----Plate_Size(in)----Bolts(A36 )--Shear(k )- Loc. Typ Depth Width Length Thick Flow Diam Gage Limit UC Left P 10.5 8.0 11.50 0.375 2 0.750 4.00 20.5 0.24 9 4116/2009 C:1MBS JOBS1382821RfDes-2.out Right P 10.5 8.0 11.50 0.375 2 0.750 4.00 20.5 0.24 SASE REACTIONS: Max Tension+Shear Max Shear+Tension Column -Max_Comp- _ Tens Shear-Max_Shear Shear Tens Loc. Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k } Ld Fx(k ) Fy(k ) Left 50 20.5 31 -6.7 3.7 18 5.0 29 4.6 -3.2 Right 49 20.5 32 -6.7 3.7 15 5.0 30 4.6 -3.2 WELDS: Outside_Flange_To_Base Inside_Flange_To_Baze Web To_Base Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Rn/sf Size Typ Cale Rn/sf Size Typ Calc Rn/sf Left 0.188 F1 0.56 2.78 0.188 F2 0.28 2.78 0.188 F2 0.25 2.78 Right 0.188 Fl 0.56 2.78 0.188 P2 0,28 2,78 0.188 F2 0.25 2.78 LOAD COMBINATIONS: 15 - DL+CL+0.75SL+0.75WL1 18 - DL+CL+0.75SL+0.75WR1 29 - 0.60DL+WL2 30 - 0.60DL+WR2 31 - 0.60DL+LW1+LWIND1_L2E 32 - 0.60DL+LW1+LWINDI R2E 49 - DL+CL+F2TJNB_SL 1 50 - DL+CL+F2UNB SL 2 38282 Bolted -End -Plate Design 4/16/09 2:59pm Splice Yield = 55.00 (ksi ) Splice Member Web -Splice(in)- Ten ---Load(k ,f -k )------Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl. Shr Mom Row Diam Space Gage 1 HSF 2- 3 18.00 6.0 0.500 Top 24 15 -3 83 2 0.750 4.00 3.50 Bot 27 -5 1 44 1 0.750 3.50 3.50 2 -EE 3- 4 10.54 6.0 0.500 Top 29 0 -3 2 2 0.750 4.00 3.50 Bot 4 3 -1 42 2 0.750 4.00 3.50 3 HSF 4- 5 18.00 6.0 0.500 Top 21 -15 -3 83 2 0.750 4.00 3,50 Bot 28 5 1 44 1 0.750 3.50 3.50 Splice Splice------Top_Bolts----------Bottom_Bolts Id Typ Length Row Edge Space Space2 Row Edge Space Space2 1 HSF 21.66 2 1.50 4.00 3.50 1 2.50 3.50 3.50 2 -EE 17.26 2 1.50 4.00 3.50 2 1.50 4.00 3.50 3 HSF 21.66 2 1.50 4.00 3.50 1 2.50 3,50 3.50 WELDS: Out side_Flange_To_Bep Inside_Flange_To_Bep WebTa_Bep Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Rn/sf Size Typ Cala Rn/sf Size Typ Calc Rn/sf 1 L (a) 01 6.34 (a) 0.188 F2 2.16 2.78 0.188 F2 0.09 2.78 1 R 0.250 F2 3.50 3.71 0.188 F2 2.08 2.78 0.188 F2 0.09 2.78 2 L 0.188 F2 0.17 2.78 (a) 01 5.93 (a) 0.188 F2 0.13 2.78 2 R 0.188 F2 0.17 2.78 (a) 01 5.93 (a) 0.188 F2 0.13 2.78 3 L 0.250 F2 3.50 3.71 0.188 F2 2.08 2.78 0.188 F2 0.09 2.78 3 R (a) 01 6.34 (a) 0.188 F2 2.16 2.78 0.188 F2 0.09 2.78 (a)Full penetration groove weld 4/1612009 C:IMBS JOBS1382821RfDes-2.oui LOAD COMBINATIONS: 4 21 24 :7 28 29 - DL+CL+SL - DL+CL+0.75SL+0.75WL2 DL+CL+0.75SL+0.75WR2 - 0.60DL+WL1 - 0.60DL+WR1 0.60DL+WL2 38282 Stiffener Report 4/16/09 2:59pm Stiffener Yield = 55.0 (ksi ) STIFFENER SIZE: ----Stiffener--- Location No. Left Col Right Col --Web(in)-- Depth Thick 1 18.00 0.188 1 18.00 0.188 STIFFENER DESIGN: Stiffener---Tension(k )---- Location Load Left Col 27 Right Col 28 ,LDS: Stiffener Location Left Col Right Col LOAD COMBINATIONS: -Stif£ener_Size(in)- Width Thick Length 3.00 0.188 18.00 3.00 0.188 18.00 -Compression(k )-- Max Calc Pn/sf Load Calc Pn/sf UC 27.8 37.1 24 53.7 66.0 0.81 27.8 37.1 21 53.7 66.0 0.81 Stiff To F1g/EP--- -----Stiff_To_Web---- Shear(k/in ) Shear(k/in ) Size Typ Calc Rn/sf Size Typ Calc Rn/sf 0.188 F2 2.31 2.78 0.188 F1 1.49 2.78 0,188 F2 2.31 2.78 0.188 F1 1.49 2.78 21 - DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 27 - 0.60DL+WL1 28 - 0.60DL+WRI 38282 Web Crippling Report 4/16/09 2:59pm CONCENTRATED LOADS: Surf Id 3 Locate Mem {ft} Id 0.0 4 Seg Id 4 Web Bearing Add Depth Width Load (in) (in) Id Load (k ) 9.85 4.00 11 -1.0 ---Code_Limits--- Yielding Buckling (k ) (k ) Max UC 42.1 36.4 0.03 38282 Flange Brace Report 4/16/09 2:59pm 4/16/2009 C.1MBS JOBS1382821Rf©es-2.ouf Flange Brace Yield= 36.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 ) (0 Washer ) Surf No Web Brace Calc--Brace_OC-- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC 1 1 3 1 L2X2X14 14.80 26.00 0.91 0.48 0.68 0.56 2 2 1 1 L2X2X14 17.71 26.00 0.81 0.44 0.61 0.38 5 1 L2X2X14 10,22 26.00 0.83 0.42 0.62 0.39 3 2 1 1 L2X2X14 10.22 26.00 0.83 0.42 0.62 0.39 5 1 L2X2X14 17.71 26.00 0.81 0.44 0.61 0.38 4 1 3 1 L2X2X14 14.80 26.00 0.91 0.48 0.68 0.56 38282 Weld Report: Web To Flange 4/16/09 2:59pm --Calc_Max_Weid_Shear-- Weld_Provided Member Segment Section Load Shear Size Rn/sf No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 18 0.47 0.188 2.78 F 1 2 2 17 26 0.19 0.188 2.78 F 1 3 3 20 50 0.66 0.188 2.78 F 1 4 4 47 49 0.66 0.188 2.78 F 1 5 5 50 22 0.19 0.188 2.78 F 1 6 6 66 15 0.47 0.188 2.78 F 1 LOAD COMBINATIONS: 15 - DL+CL+0.75SL+0.75WL1 18 - DL+CL+0.755L+0.75WR1 22 - DL+CL+0.75SL+0.75WL2+0.75Drift 26 - DL+CL+0.75SL+0.75WR2+0.75Slide 49 - DL+CL+F2UNB SL 1 50 - DL+CL+F2UNB_SL 2 38282 Special Segment Report 4/16/09 2:59pm FLANGE PLATE:(a) --Initial-- -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col Rt Col 6.0 0.250 6.0 0.250 WEB PLATE:(b) 6.0 0.250 6.0 0.250 Calc Shear Force -----Actions---- Web Vn/sf Calc Web Axial Moment Shear Web Stiff Thick Stiffener Locate Id (k ) (f -k ) (k ) (k ) (k ) (in) Provided Lt Col 24 14.7 82.6 47.7 47.7 0.0 0.188 None Rt Col 21 14.7 82.6 47.7 47.7 0.0 0.188 None WEB DESIGN: Locate H Av Kv Cv Lt Col 15.15 15.02 10.09 0.99 Rt Col 15.15 15.03 10.09 0.99 4/9612009 C:1MBS JOBS1382821RfDes-2.out (a)DS BUILD(frame37)=4 .. see help. (b)DSS #3UILD(frame36)-5 .. see help. LOAD COMBINATIONS: ?1 _ DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 38282 Design Summary Report 4/16/09 2:59pm FRAME: Id = 2 Type = RF Line Id= 2 3 MEMBERS: Mem Seg Flange IWeb_DepthI Plate_Thickness I Max_UCV 1 Max_UCO I Max UCI Id Id 1 Len WidIStrt End' Web O-flg I-f1glId Ld UcvlId Ld UcolId Ld Uci 1 1 20.0 6.0 10.0 18.0 0.134 0.188 0.313 16 26 0.29 16 29 0.78 16 24 0.94 2 2 3.3 6.0 18.0 18.0 0.134 0.188 0.313 17 26 0.35 19 27 0.81 19 24 1.01 3 3 16.4 6.0 18.0 10.0 0.188 0.250 0.188 20 50 0.54 33 3 0.87 33 3 0.82 4 4 16.4 6.0 10.0 18.0 0.188 0.250 0.188 47 49 0.54 34 4 0.87 34 4 0.82 5 5 3.3 6.0 18.0 18.0 0.134 0.188 0.313 50 22 0.35 48 28 0.81 48 21 1.01 6 6 20.0 6.0 18.0 10.0 0.134 0.188 0.313 51 23 0.29 51 30 0.78 51 22 0.94 LOAD COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 34- DL+CL+SL 44- DL+CL+SL 5 - DL+CL+SL+Drift 6 - DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Slide 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 - DL+CL+0.75LL+0.75WR1 13 - DL+CL+0.75LL+0.75WL2 14 -- DL+CL+0.75LL+0.75WR2 15 - DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WL1+0.75DriEt 17 - DL+CL+0.75SL+0.75WL1+0.75Slide 18 - DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.75WR1+0.75Drift 20 - DL+CL+0.75SL+0.75WR1+0.75Slide 214- DL+CL+0.75SL+0.75WL2 224- DL+CL+0.75SL+0.75WL2+0.75Drift 234- DL+CL+0.75SL+0.75WL2+0.75Slide 244- DL+CL+0.75SL+0.75WR2 25 - DL+CL+0.75SL+0.75WR2+0.75Drift 264- DL+CL+0.75SL+0.75WR2+0.75Slide 274- 0.60DL+WL1 284-- 0.60DL+WR1 29#- 0.60DL+WL2 304- 0.60DL+WR2 31 - 0.60DL+LW1+LWINDI L2E 32 - 0.60DL+LW1+LWINDI R2E 33 - 0.60DL-LW1+LWINDI_L2E 34 - 0.60DL-LW1+LWINDI R2E 35 - 0.60DL+LW2+LWIND2 L3E 36 - 0.60DL+LW2+LWIND2TR3E 37 - 0.60DL-LW2+LWIND2_L3E 38 - 0.60DL-LW2+LWIND2_R3E 39 - 1.07DL+1.07CL+0.75LL+SETS 40 -- 1.07DL+1.07CL+0.75LL-SEIS 41 - 1.07DL+1.07CL+0.15SL+SETS 42 - 1.07DL+1.07CL+0.15SL-SEIS 4116/2009 C:IMBS JOBS1382821RfDes-2.out 43 - 1.07DL+1,07CL+0.15SL+SEIS+0.75Drift 44 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Drift 45 - 1.07DL+1,07CL+0.15SL+SEIS+0.75Slide 46 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Slide 47 - 0.55DL+0.70SEIS 48 - 0.55DL-0.705EIS 49#- DL+CL+F2UNB_SL 1 50#- DL+CL+F2UNB_SL 2 51 1.27DL+1.27CL+0.04SL+SEIS 52 _ 1.27DL+1.27CL+0.04SL-SE1S 53 - 1.27DL+1.27CL+0.045L+SEIS+0.20Drift 54 - 1.27DL+1.27CL+0.04SL-SEIS+0.20Drift 55 - 1.27DL+1.27CL+0.04SL+SEIS+0.20Slide 56 - 1.27DL+1.27CL+0.04SL-SEIS+0.20Slide 57 - 0.83DL+SEIS 58 - 0.83DL-SEIS FRAME AREA: Frame Area = 95.01 Building Area= 875.38 Ratio= 0.11 WEIGHTS: Member Weight (lb) 1 2 3 4 5 6 332 43 295 295 43 332 Total Weight (lb) Frame Members = 1342 Interior Col. = 0 Conn. Plates = 103 Base Plates = 20 Trans Stiff 0 1464 REACTIONS: (Sidewall Columns) Load Left Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) 1 1.46 8.17 0.00 0.00 -1.46 8.25 0.00 0.00 2 1.46 8.25 0.00 0.00 -1.46 8.17 0.00 0.00 3 3.07 17.30 0.00 0.00 -3.07 17.46 0.00 0.00 4 3.07 17.46 0.00 0.00 -3.07 17.30 0.00 0.00 5 3.07 17.46 0.00 0.00 -3.07 17.30 0.00 0.00 6 3.07 17.46 0.00 0.00 -3.07 17.30 0.00 0.00 7 3.07 17.46 0.00 0.00 -3.07 17.30 0.00 0.00 8 3.07 17.46 0.00 0.00 -3.07 17.30 0.00 0.00 9 0.58 3.23 0.00 0.00 -0.58 3.26 0.00 0.00 10 0.58 3.26 0.00 0.00 -0.58 3.23 0.00 0.00 11 -1.56 1.75 0.00 0.00 -3.78 6.47 0.00 0.00 12 3.78 6.47 0.00 0.00 1.56 1.75 0.00 0.00 13 -2.40 3.18 0.00 0.00 -2.94 8.01 0.00 0.00 14 2.94 8.01 0.00 0.00 2.40 3.18 0.00 0.00 15 -0.35 8.35 0.00 0,00 -4.99 13.63 0.00 0.00 16 -0.35 8.35 0.00 0.00 -4.99 13.63 0.00 0.00 17 -0.35 8.35 0.00 0.00 -4.99 13.63 0.00 0.00 18 4.99 13.63 0.00 0.00 0.35 8.35 0.00 0.00 19 4.99 13.63 0.00 0.00 0.35 8.35 0.00 0.00 20 4.99 13.63 0.00 0.00 0.35 8.35 0.00 0.00 21 -1.19 9.77 0.00 0.00 -4.15 15.18 0.00 0.00 22 -1.19 9.77 0.00 0.00 -4.15 15.18 0.00 0.00 23 -1.19 9.77 0.00 0.00 -4.15 15.18 0.00 0.00 24 4.15 15.18 0.00 0.00 1.19 9.77 0.00 0.00 25 4.15 15.18 0.00 0.00 1.19 9.77 0.00 0.00 26 4.15 15.18 0.00 0.00 1.19 9.77 0.00 0.00 27 -3.48 -5.07 0.00 0.00 -3,64 0.66 0.00 0.00 28 3.64 0.66 0.00 0.00 3.48 -5.07 0.00 0.00 29 -4.60 -3.18 0.00 0.00 -2.53 2.72 0.00 0.00 30 2.53 2.72 0.00 0.00 4.60 -3.18 0.00 0.00 31 2.20 -6.73 3.02 0.00 -1.93 -6.45 3.02 0.00 4/16/2009 C.1MBS JOBS1382821R#Des-2.ouf 32 1.93 -6.45 3.02 0.00 -2.20 -6.73 3.02 0.00 33 2.24 -0.02 0.00 0.00 -1..97 0.24 0.00 0.00 34 1.97 0.24 0.00 0.00 -2.24 -0.02 0.00 0.00 35 2.35 -5.27 3.02 0.00 -2.20 -5.12 3.02 0.00 36 2.20 -5.12 3.02 0.00 -2.35 -5.27 3.02 0.00 37 2.39 1.43 0.00 0.00 -2.24 1.57 0.00 0.00 38 2.24 1.57 0.00 0.00 -2.39 1.43 0.00 0.00 39 0.59 6.29 0.00 0.00 -2.07 8.76 0.00 0.00 40 2.07 8.76 0.00 0.00 -0.59 6.29 0.00 0.00 41 0.42 5.32 0.00 0.00 -1.90 7.76 0.00 0.00 42 1.90 7.76 0.00 0.00 -0.42 5.32 0.00 0.00 43 0.42 5.32 0.00 0.00 -1.90 7.76 0.00 0.00 44 1.90 7.76 0.00 0.00 -0.42 5.32 0.00 0.00 45 0.42 5.32 0.00 0.00 -1.90 7.76 0.00 0.00 46 1,90 7.76 0.00 0.00 -0.42 5.32 0.00 0.00 47 -0.20 0.99 0.00 0.00 -0.83 2.58 0.00 0.00 48 0.83 2.56 0.00 0.00 0.20 0.99 0.00 0,00 49 2.78 9.93 0.00 0.00 -2.72 20.48 0.00 0.00 50 2.72 20.48 0.00 0.00 -2.78 9.93 0.00 0.00 DEFLECTIONS : (in} Lateral Defl Load @ Top Of Col Vert teff Id Left Right @ Midspan 1 -0.27 0.37 -0.91 2 -0.37 0,27 -0.91 3 -0.57 0.79 -1.92 4 -0.79 0.57 -1.92 5 -0.79 0.57 -1.92 6 -0.79 0.57 -1.92 7 -0.79 0.57 -1.92 8 -0.79 0.57 -1.92 9 -0.11 0.15 -0.36 10 -0.15 0.11 -0.36 11 3.05 3.46 -0.57 12 -3.46 -3.05 -0.57 13 3.14 3.51 -0.53 14 -3.51 -3.14 -0.53 15 3.15 4.10 -1.33 16 3.15 4.10 -1.33 17 3.15 4.10 -1.33 18 -4.10 -3.15 -1.33 19 -4.10 -3.15 -1.33 20 -4.10 -3.15 -1.33 21 3.26 4.16 -1.29 22 3.26 4.16 -1.29 23 3.26 4.16 -1.29 24 -4.16 -3.26 -1.29 25 -4.16 -3.26 -1.29 26 -4.16 -3.26 -1.29 27 3.99 3.94 0.09 28 -3.94 -3.99 0.09 29 4.13 4.02 0.14 30 -4.02 -4.13 0.14 31 -0.36 -0.21 -0.18 32 0.21 0.36 -0.18 33 -0.37 -0.23 -0.18 34 0.23 0.37 -0.18 35 -0.27 -0.04 -0.30 36 0.04 0.27 -0.30 37 -0.28 -0.05 -0.30 38 0.05 0.28 -0.30 39 1.34 1.94 -0.84 40 -1,94 -1.34 -0.84 41 1.36 1.87 -0.73 12 -1.87 -1.36 -0.73 43 1.36 1.87 -0.73 44 -1.87 -1.36 -0.73 45 1.36 1.87 -0.73 46 -1.87 -1.36 -0.73 47 0.98 1.13 -0.20 48 -1.13 -0.98 -0.20 4/16/2009 C.IMBS JOBS1382821RfDes-2,out 49 -1.96 -0.78 -1.67 50 0.78 1.96 -1.67 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 1027 750 431 2 750 1027 431 3 489 354 204 4 354 489 204 5 354 489 204 6 354 489 204 7 354 489 204 8 354 489 204 9 2522 1893 1077 10 1893 2522 1077 11 91 80 691 12 80 91 691 13 88 79 743 14 79 88 743 15 88 68 296 16 88 68 296 17 88 68 296 18 68 88 296 19 68 88 296 20 68 88 296 21 85 67 305 22 85 67 305 23 85 67 305 24 67 85 305 25 67 85 305 26 67 85 305 27 69 70 4327 28 70 69 4326 29 67 69 2723 30 69 67 2723 31 771 1337 2180 32 1337 771 2180 33 750 1239 2184 34 1239 750 2184 35 1016 7229 1310 36 7223 1016 1310 37 1000 5671 1312 38 5667 1000 1312 39 207 144 469 40 144 207 469 41 205 148 539 42 148 205 539 43 205 148 539 44 148 205 539 45 205 148 539 46 148 205 539 47 283 247 1955 48 247 283 1955 49 142 358 234 50 358 142 234 MAX DEFLECTION: Type Deflect Span/Deflect Limit Live Vertical -1.44 274. 180. Total Vertical -1.92 205, 180. Horizontal Drift 4.16 67. 60. P -DELTA CHECK:(Direct Analysis) Max Deflect Ratio 4116/2009 C:IMBS JOBSt382821RfDes-2.out Left Column: 0.0346 Right Column: 0.0346 Max first order drift (in) = 4.16 ix second order drift (in) mm 4.16 _.atio second/first = 1.00 36282 Flange Hole Check 4/16/09 2:59pm LOAD COMBINATIONS: 36282 Rigid Frame Clearances 4/16/09 2:59pm VERTICAL CLEARANCE: Location Span X_Coord Y_Coord Left_Col 22'02-00" 2'03-08" 22'02-00" Right_Col 22'02-00" 30'05-06" 22'02-00" Midspan 27'06-12" 16'04-06" 27'06-12" HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left_Coi - Right_Col 28'01-12" 2'03-10" 30'05-06" 38282 Rigid Frame Design Warnings 4/16/09 2:59pm .. No Warnings 4116/2009 C:1MBS JOBS1382821RoofDes.out *38282 Roof Design Input 4/16/09 10:05am *( 1) JOBID: '38282' *( 2)PROGRAM OPTIONS: * Run Run Run Lap * Purlin Panel Brace Stiff 'Y' 'y' 'y' 1.00 *( 3)DESIGN CODE: *Design---Stee1_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUSOI' 'AISCO5' 'IBC "03' 'IBC 03 "C *( 4)DESIGN CONSTANTS: ---Strength Factor--- * Stress Ratio Seismic * Purlin Panel Wind_Frame Wind Frame Brace 1.0300 1.03 1.03 1.000 1.000 1.700 *( 5)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6)DHFLECTION LIMITS: *------Purlin ----Extension-------Gab1e_Ext---- Facia ---Panel--- Facia Wind Frame *Live Wind Total Live Wind Total Live Wind Total Girt Live Wind Panel Wind Seis 180.0 180.0 0.0 180.0 180.0 0.0 90.0 90.0 0.0 90.0 180.0 180.0 180.0 60.0 50.0 *( 7)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace :I' 'Y' '2' ryl 'y' :yt *( 8)BUILDING TYPE: * Build L_Expand_EW R Expand_EW ------Open_Wall------- * Type Use Offset Use Offset L_EW F_SW R_EW B_SW 'FF-' 'Y ' 14.000 'Y ' 14.000 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: * No. X Coord Y Coord * Surf (ft) (ft) 4 0.0000 24.0000 16.3750 29.4583 32.7500 24.0000 32.7500 0.0000 *(10)WALL BAY SPACING: * Wall Sets_Of Bay No. * Id Bays Width Bays 1 1 16.3750 2 2 3 21.1667 1 20.0000 1 21.1667 1 3 1 16.3750 2 4 3 21.1667 1 20.0000 1 21.1667 1 5 3 21.1667 1 20.0000 1 21.1667 1 *(11)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 3 1 3.5625 10.5625 8.2500 1 1 3.3542 7.1875 15.8125 1 3 10.0000 10.0000 2.0000 1 3 1 2 3.5625 10.5625 8.8125 1 4 2 1 3.3542 7.1875 3.0000 1 1 10.0000 10.0000 9.1670 1 4!1612009 C: MBS JOBS1382821RoofDes.ouf *(12)PARTIAL WALLS: * wall Set_Of--Bay_Id-- Base Top Full_Load * Id Bays Start End Height Type Type Girt Col Use 1 0 0 3 0 4 0 *(13)SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf Ext--- Frame Recess ----Rafter_Size----- * Id Left Right Left Right Left Right 2 0.0000 0.0000 1.1667 1.1667 '854016 ' '854016 3 0.0000 0.0000 1.1667 1.1667 '8X4C16 ' '8X4C16 • *(14)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 '511' 'C' 'C' 0.000 0.0000 0.0000 5.0000 3 'ZB' '0' '0' 0.000 0.0000 0.0000 5.0000 *(15)PURLIN SPACING: * Surf Space Peak Max Set Set_Of-Set_Space- * Id Opt Space Space Space Space Space No. 2 '-' 1.0000 5.0000 0.0000 2 2.1304 2 4.0000 3 3 1.0000 5.0000 0.0000 2 4.0000 3 2.1304 2 *(16)PURLIN SIZE: * Surf Show Set No. * Id Id Purl Purl Purlin_Size 2 0 'Y' 5 '10514' '10214' '10514' '10214' '10514' 3 0 'Y' 5 '10514' '10Z14' '10514' '10514' '10514' *(17)PANELS: Wall Roof Standing Insulation Panel Panel Seam Use Thick '24PBR36 "24PBR36 ' 'N' 'N' 0.000 *(18)EAVE STRUT & GIRT: *Wall Eave Girt Girt * Id Type Type Size Offset Proj 2 'EO' '5B' '8516 0.000 0.000 4 'EO' '5B' '8516 0.000 0.000 *(19)WIND FRAMING SELECTION: * Order_Of_Selection * Wail Panel Diagonal Wind Wind Weak_Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y . 'Ni 'N' 'N' 4 :N. iy 1 'N' 'N' 'N' 5 'N' iy 1 Gutter 'Y' :Y. *(20)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 100.0 'C' 'L' 1 2 0 *(21)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach_Location 1 3 0.0000 16.3750 32.7500 3 3 0.0000 16.3750 32.7500 *(22)SIDEWALL DIAGONAL BRACING: 111 Max_Pan Brace User_Selected_SW_Bays Id Shear Type No. Bay_Id 2 100.0 'C' 1 2 4 100.0 'C' 1 2 *(23)WIND BENTS: *Wall Member Column----- -----Rafter------ No. * Id Type Depth Size Depth Size Bays Bay_Id 4/16/2009 C:1MBS JOBS1382821RoofDes.out 2 4 W' ' W ' 0.00 0.00 ' ' 0.00 '-------- 0 0.00 ' 0 *(24)WIND COLUMNS: * Wall Member --Column * Id Type Depth Size 2 'R' 0.00 ' 4 'R' 0.00 ' No. Left/ Col Bay_Id Right 0 0 *(25)WALL BRACING ATTACHMENT *Wall No. Attach--Bay_Id-- No. ----Level---- * Id Attach Id Start End Connect Option Level Height Strut 2 1 1 1 3 'F' 0 1 24.0000 'E' 4 1 2 1 3 'F` 0 1 24.0000 'E' *(26)INTERIOR BRACING *No Attach Brace User_Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 *(27)INTERIOR BRACING ATTACHMENT * No. Attach --Bay_Id-- No. * Attach Offset Start End Level Level_Height 0 *(28)EAVE EXTENSIONS SIZE: *Wall No. Ext--Bay_Id-----Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 *(29)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(30)CANOPY SIZE: *Wall No. Ext--Bay_Id------Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(31)CANOPY PURLINS: *Ext Purlin 05_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(32)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Panel Standing Gutter Downspout *Id Size Seam Use Color No. Color *(33)FACIA/PARAPET LAYOUT: *Wall No. Ext--Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 *(34)FACIA/PARAPET SIZE: *Ext----Extension_Size Facia--------- Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(35)FACIA/PARAPET PURLINS: *Ext Purlin OS_Flg IS_Fig Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(36)FACIA/PARAPET PANELS: *Ext---Roof_Pane1------Soffit_Panel----Front_Panel------Back_Panel *Id Size SSeam Size Rot Space Size SSearn Size Rot Space *(37)EXTENSION BRACING: *Ext Max Pan Brace User_Selected_Bays *Id Shear Type No. Bay_Id 4/1612009 C;IMBS JOBS1382821RoofDes.00t *(38)WALL BASE ELEVATION/DEAD: *Wall Base Wall Seis t * Id Elev Dead Opt Open 1 0.00 1.50 'N' 0.00 2 0.00 1.50 'N' 0.00 0.00 1.50 'N' 0.00 4 0.00 1.50 'N' 0.00 5 0.00 11.00 'Y' 0.00 *(39)BASIC LOADS: * * Dead Collat Live * Load Load Load 6.0 3.0 20.0 Snow Basic Load Wind 40.0 16.8 *(40)WIND PRESSURE/SUCTION: • Wind Wind Wind * Press Suct Suct_Roof 10.0 -16.5 0.0 -37.0 11.4 -18.2 6.7 -4.9 10.3 -7.2 30.3 -18.5 *(41)EDGE AND CORNER *Wind Surf No Zone * Id Id Zone Id 1 2 9 1 3 4 5 6 7 8 9 10 1 3 9 1 3 4 5 6 7 8 9 10 2 2 1 1 2 3 1 1 -11.6 13.4 ZONES FOR Width 0.00 0.00 3.28 0.00 3.28 3.28 3.28 3.28 3.28 0.00 0.00 3.28 0.00 3.28 3.28 3.28 3.28 3.28 0.00 0.00 ---Deflection--- Wind Load_Ratio Load Snow Wind Seis Factor 1.00 1.00 1.00 1.00 --Friction-- Wind Coef 16.8 0.0000 Purlins Purlins, Gable Extension Interior Roof Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet PURLINS AND PANELS: ---Purlin--- Length Press Suct 0.00 1.00 1.00 3.28 1.00 1.41 0.00 1.00 1.41 3.28 1.00 1.41 0.00 1.00 1.41 3.28 1.00 2.22 3.28 1.00 2.22 3.28 1.00 2.22 3.28 1.00 2.22 0.00 1.00 1.00 3.28 1.00 1.41 0.00 1.00 1.41 3.28 1.00 1.41 0.00 1.00 1.41 3.28 1.00 2.22 3.28 1.00 2.22 3.28 1.00 2.22 3.28 1.00 2.22 0.00 1.00 1.00 0.00 1.00 1.00 *(42)EDGE-AND CORNER ZONES - LONGITUDINAL: *Wind Surf No Zone Purlin * Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 1 3 1 1 0.00 0.00 1.00 *(43)EXTENSION BASIC LOADS: * *Ext Dead Collat Live *Id Load Load Load *(44)PURLIN DESIGN LOADS: * Surf No. Load * Id Load Id Dead 2 '2o 1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 9 0.60 10 1.00 11 1.00 12 1.00 Snow Load ---Panel---- Screw Press Suct Suct 1.00 1.00 1.00 1.00 1.73 1.73 1.00 1.73 1.73 1.00 1.73 1.73 1.00 1.73 1.73 1.00 2.57 2.57 1.00 2.57 2.57 1.00 2.57 2.57 1.00 2.57 2.57 1.00 1.00 1.00 1.00 1.73 1.73 1.00 1.73 1.73 1.00 1.73 1.73 1.00 1.73 1.73 1.00 2.57 2.57 1.00 2.57 2.57 1.00 2.57 2.57 1.00 2.57 2.57 1.00 1.00 1.00 1.00 1.00 1.00 .. Interior .. Interior Purlin Wind Attach Beam Facia Beam Press Suct Press Suct -Add Snow - Wall Edge Zone 6.550 Seis Ld Rat Factor Snow 1.0000 0.20 Interior Edge left Edge top Edge right Edge bottom Corner top -left Corner top -right Corner bot -right Corner bot -left Interior Edge left Edge top Edge right Edge bottom Corner top -left Corner top -right Corner bot -right Corner bot -left Interior Interior -Panei_Wind-------- Attach Beam Facia Seam Press _ Suct Press Suct ---Windl--- --Windt--- Aux Load Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4/16/2009 C:1MBS JOBS1382821RoofDes.out 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0,00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0,00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 3 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0,00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 *(45)PURLIN DESIGN LOADS: Deflection * surf No. Load -Add Snow- ---Windt--- ---Windt--- Aux_Load * Id Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id 'Coef 2 0 3 0 *(46)BRACING DESIGN LOADS: Frame * No. Load-Add_Snow- Wind Wind Aux_Load Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id Coef 10 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 5 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 6 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 7 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.52 0 0.00 8 1.04 1.04 0.00 0.75 0.75 0.00 0,00 0.00 0.52 0 0.00 9 1.04 1.04 0.00 0.75 0.00 0.75 0.00 0.00 0.52 0 0.00 10 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 *(47)BRACING DESIGN LOADS: Brace * No. Load-Add_Snow- Wind Wind Aux_Load Load Id Dead Collat. Live Snow Drift Slide EW Roof Seis Id Coef 10 11 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 12 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 15 1.27 1.27 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.27 1.27 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 17 1.27 1.27 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 18 0.83 0.00 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 19 0.83 0.00 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 20 0.83 0.00 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 *(48)EXTENSION DESIGN LOADS: * No. Load Wind Wind * Load Id Dead Collat Live Snow Press Suct 0 *(49)EXTENSION DESIGN LOADS: Deflection * No. Load Wind Wind * Load Id Dead Collat Live Snow Press Suct 0 *(50)PANEL DESIGN LOADS: * No. Load -Add Snow- --Windl------Wind2--- Aux_Load 4/1612005 C:1MBS JOBS1382821RoofDes.ouf * Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 7 1 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 *(51)PANEL DESIGN LOADS: Deflection * No. Load -Add Snow- ---Windl--- ---Windt--- Aux Load * Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 6 8 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(52)AUXILIARY LOADS: * No. Aux Aux No._Add Add Load * Aux Id Name Combs Id Coef 7 1 1 1 0.50 2 1 3 0.50 3 ' 2 1 0.60 2 0.50 4 2 2 0.50 3 0.50 5 2 I 0.50 3 0.50 6 ' 1 2 0.50 7 'UNB SL 2 4 1.67 5 1.67 *(53)ADDITIONAL LOADS: *T4o. Add Surf Basic Load Load Fy Dx ---Surface--- 3 Id Id Load Type Orn W1 W2 DxJ. Dx2 Start End 5 1 0 ' 'D "L' -40.0 -40.0 0.000 21.167 0.000 0.000 2 0 'D "I.,' -40.0 -40.0 21.167 41.167 0.000 0.000 3 0 '' 'D "L' -40.0 -40.0 41.167 62.333 0.000 0.000 4 2 ' "D "T' -40.0 -40.0 0.000 17.261 0.000 62.333 5 3 "D "T' -40.0 -40.0 0.000 17.261 0.000 62.333 *(54)PURLIN LAPS: *Surf Data .-----Set_l Set_2 -Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 3 0 *{55}PURLIN LAPS: Extensions *Ext Data Set_l -Set_2 -Set_3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(56)PURLIN STRAPS: * Data---Set_1------Set_2------Set_3--- * Opt Sets Strap Quan Strap Quan Strap Quan '0' 0 ---Set_4--- Strap Quan *(57)PURLIN STRAPS: Extensions *Ext Data ---Set_1--- ---Set 2--- ---Set_3------Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(58)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 3 'INT ' 0.212 0.500 0.000 2.778 'EDGE' 0.212 0.500 0.000 2.778 'CORN' - 0.212 0.500 0.000 2.778 *(59)EXPANSION JOINTS: * No. *Exp Expansion Location 0 *(60)ADDED PURLINS: 41/6/2009 C.1MB5 JOBS1382821RoofDes.out *No. Add Surf--Bay_Id-- -Surface_Offset- *Add Id Id Start End Start End 0 *(61)PURLIN SYSTEMS: *Surf No. System Added_Purlins * Id System Id No. Id 2 1 1 0 3 1 1 0 * Code files used: * IBC.03N * ROOFIBC.03N Version 4.0 38282 Roof Design Code 4/16/09 10:14am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUSO1 BUILDING CODE: Wind Code Seismic Zone : IBC 03 C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Purlin Report(Surface= 2, Id= 3) 4/16/09 10:14am ROOF PURLIN Surface Id = 2 Purlin Id = 3 Offset = 8.26 PURLIN LAYOUT: (Purlin Id= 3) Bay Span Purlin Span ----Lap(ft)-- Load No. Id Id Part (ft) Left Right Width Brace 1 10214 1.17 4.00 0 1 2 10214 20.00 1.88 4.00 0 2 3 10214 20.00 1.88 1.88 4.00 0 3 4 10214 20.00 1.88 4.00 0 5 10214 1.17 4.00 0 LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Shear(k )---_--- Moment(f-k } Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.12 0.00 0.00 0.00 0.07 2 0.83 -1.09 -1.29 0.07 -3.20 7.85 2.40 4.63 3 1.06 0.86 -0.86 -1.06 4.63 2.82 -0.68 10.00 2.82 4.63 0-0 4116/2009 C:1MBS JOBS1382821RoofDes.ouf 4 1.29 1.09 -0.83 4.63 2.40 -3,20 12.15 0.07 5 0.12 0.00 0.07 0.00 1.17 0.00 GTRENGTH/DEFLECTION: ,pan Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.06 2 RL -1.09 3.96 0.28 MS -3.20 9.10 0.35 RL 0.11 -0.25 1.33 3 RL -0.86 3.96 0.22 RL 2.82 9.10 0.31 RL 0.12 0.02 1.33 4 LL 1.09 3.96 0.28 MS -3.20 9.10 0.35 LL 0.11 -0.25 1.33 5 LS 0.12 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span Minor -Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.62 0.29 3 0.62 0.62 0.29 0.29 4 0.62 0.29 LOAD COMBINATION 4 2 : DL+CL+SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 1.78 1.45 -1.45 --1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Lac UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5,37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0.46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNSRACE LENGTHS Span Available Reduction Minor Cb Factor 4/16/2009 C:\M BS_JOBS1382821RoofDes.out Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratia Id Left Right Left Right 2 1.04 0.49 3 1.04 1.04 0.49 0.49 4 1,04 0.49 LOAD COMBINATION # 3 : DL+CL+SL+Drift PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 1.78 1.45 -1.45 -1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow DC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5.37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0,46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MB RL R5 Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.04 0.49 3 1.04 1.04 0.49 0.49 4 1.04 0.49 4/1612009 C.1MBS JOBSt382821RoofDes.out LOAD COMBINATION # 4 : DL+CL+SL+Slide ,rRLIN ANALYSIS: Shear(k ) ---- Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 3..78 1.45 -1.45 -1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION : Span Shear(k ) -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow I RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5.37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0.46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNERACE LENGTHS Available Reduction Span Minor Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0,70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Lett Right 2 1.04 0.49 3 1.04 1.04 0.49 0.49 4 1.04 0.49 LOAD COMBINATION # 5 : DL+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: --------Shear(k ) Moment(f-k )-------- ------ Spaa Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.14 0.00 0.00 0.00 0.08 2 0.93 -1.21 -1.44 0.08 -3.56 7.85 2.67 5.15 3 1.18 0.96 -0.96 -1.18 5.15 3.14 -0.76 10.00 3.14 5.15 4 1.44 1.21 -0.93 5.15 2.67 -3.56 12.15 0.08 5 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: C�' 4/1612009 C.1MB5 JOBS1382821RoofDes.ouf Span Shear(k } Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.14 3.96 0.03 RS 0.08 9.10 0,01 LS 0.00 0.06 2 RL -1.21 3.96 0.31 MS -3.56 9.10 0.39 RL 0.14 -0.30 1.33 3 RL -0.96 3.96 0.24 RL 3.14 9.10 0.35 RL 0.15 0.02 1.33 4 LL 1.21 3.96 0.31 MS -3.56 9.10 0.39 LL 0.14 -0.30 1.33 5 LS 0.14 3.96 0.03 LS 0.08 9.10 0.01 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0,0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.69 0.32 3 0.69 0.69 0.32 0.32 4 0.69 0.32 LOAD COMBINATION # 6 : DL+CL+0.75SL+0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Flight Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1.77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span-------Shear(k )------- -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loa Calc Allow UC Loc UC Calc Allow 1 RS -0.20 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9.10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1.33 4 LL 1.77 3.96 0.45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1,00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4116/2009 C.1MBS JOBS138282lRoo#Des.out 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 "41, BOLT SHEAR/BEARING: aplt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION # 7 : DL+CL+0.75SL+0.75WP1+0.75Drift FURLIN ANALYSIS: ------Shear(k )--------_ Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Morn Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1.77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: )an Shear(k )------ -----Moment{f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.20 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9,10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1.33 4 LL 1.77 3.96 0.45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 0NBRACE LENGTHS Available Reduction Span Minor Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 {A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION # 8 : DL+CL+0.75SL+0.75WP1+0.75S1ide 4/16/2009 C:1MBS JOBS1382821RoofDes.out PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1.77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------Moment(f-k )----. Mom+Shr Deflection(in) Id Loc Cale Allow UC Loc Calc Allow UC Loc UC Cale Allow 1 RS -0.20 3,96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9.10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1.33 4 LL 1.77 3.96 0,45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0,05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION # 9 : 0.6DL+WS1 PURLIN ANALYSIS: --------Shear(k )----------------------Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.09 0.00 0.00 0.00 -0.05 2 -0.47 0.54 0.64 -0.05 1.60 7.88 -1.19 -2.29 3 -0.52 -0.43 0.43 0.52 -2.29 -1.40 0.33 10.00 -1.40 -2.29 4 -0.64 -0.54 0.47 -2.29 -1.19 1.60 12.12 -0.05 5 -0.09 0.00 -0.05 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k ) Mament(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.09 3.96 0.02 RS -0.05 9.10 0.01 LS 0.00 -0.05 4116!2009 C:1MBS JOBS1382821RoofDes.out 2 RL 0.54 3.96 0.14 MS 1.60 9.10 0.18 RL 0.03 0.24 1.33 3 RL 0.43 3.96 0.11 RL -1.40 9.10 0.15 RL 0.03 -0.02 1.33 4 LL -0.54 3.96 0.14 MS 1.60 9.10 0.18 LL 0.03 0.24 1.33 5 LS -0.09 3.96 0.02 LS -0.05 9.10 0.01 LS 0.00 -0.05 RACE LENGTHS Available Reduction Span Minar----- ----- -----------Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.31 0.14 3 0.31 0.31 0,14 0.14 4 0.31 0.14 LOAD COMBINATION #10 : DL+CL+SL/2+AUX3 LIN ANALYSIS: --------Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.22 0.00 0.00 0.00 0.13 2 1.43 -1.95 -2.29 0.13 -5.35 7.67 4.81 8.79 3 2.02 1.67 -1.36 -1.71 8.79 5.34 -2.13 10.83 2.83 5.70 4 1.34 1.14 -0.78 5.70 3.37 -2.79 12.65 0.07 5 0.12 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Cale Allow UC Loc UC Calc Allow 1 RS -0.22 3.96 0.05 RS 0.13 9.10 0.01 LS 0.00 0.11 2 RL -1.95 3.96 0.49 MS -5.35 9.10 0.59 RL 0.41 -0.48 1.33 3 LL 1.67 3.96 0.42 LL 5.34 9.10 0.59 LL 0.44 -0.12 1.33 4 LL 1.14 3.96 0.29 LL 3.37 9.10 0.37 LL 0.18 -0.16 1.33 5 LS 0.12 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.04 UNBRACE LENGTHS Available Reduction Span ----- ____Minor__________ ----- - __Cb ------ Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: C3� 4116/2009 C:1MBS JOBS1382821RoofDes.out Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.17 0.55 3 1.17 0.76 0.55 0.36 4 0.76 0.36 LOAD COMBINATION 411 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k )-------------- Span --------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.12 0.00 0.00 0.00 0.07 2 0.78 -1.14 -1,34 0.07 -2.79 7.35 3.37 5.70 3 1.71 1.36 -1.67 -2.02 5.70 2.83 -2.13 9.17 5.34 8.79 4 2.29 1.95 -1.43 8.79 4.81 -5.35 12.33 0.13 5 0.22 0.00 0.13 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k )-----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Lac UC Calc Allow 1 RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.04 2 RL -1.14 3.96 0.29 RL 3.37 9.10 0,37 RL 0.18 -0.16 1.33 3 RL -1.67 3.96 0.42 RL 5.34 9.10 0.59 RL 0,44 -0.12 1.33 4 LL 1.95 3.96 0.49 MS -5.35 9.10 0.59 LL 0.41 -0.48 1.33 5 LS 0.22 3.96 0.05 LS 0.13 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor---------- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.76 0.36 3 0.76 1.17 0.36 0.55 4 1.17 0.55 LOAD COMBINATION #12 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right 4/16/2009 C:1MBS JOBS1382821Roof©es.out Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.22 0.00 0.00 0.00 0.13 2 1.52 -1.86 -2.21 0.13 -6.04 8.14 3.23 7.04 3 1.22 1.02 -0.71 -0.91 7.04 4.95 0,08 11.46 2.44 3.95 4 1.26 1.06 -0.87 3.95 1.78 -3.47 11.83 0.07 5 0.12 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.22 3.96 0.05 RS 0.13 9.10 0.01 LS 0.00 0.13 2 RL -1.86 3.96 0.47 MS -6.04 9.10 0.66 RL 0.25 -0.63 1.33 3 LL 1.02 3.96 0.26 LL 4.95 9.10 0.54 LL 0.33 0.17 1.33 4 LL 1.06 3.96 0.2.7 MS -3.47 9.10 0.38 LL 0.08 -0.31 1.33 5 LS 0.12 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0,0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: )1t = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.94 0.44 3 0.94 0.53 0.44 0.25 4 0.53 0.25 LOAD COMBINATION #13 : DL+CLtSL/2+AUX2 PURLIN ANALYSIS: Shear(k )-M_ Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Morn Loc Lap Sup 1 0.00 -0.12 0.00 0.00 0.00 0.07 2 0.87 -1.06 -1.26 0.07 -3.47 8.17 1.78 3.95 3 0.91 0.71 -1.02 -1.22 3.95 2.44 0.08 8.55 4.95 7.04 4 2.21 1.86 -1.52 7.04 3.23 -6.04 11.86 0.13 5 0.22 0.00 0.13 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.06 2 RL -1.06 3.96 0.27 MS -3.47 9.10 0.38 RL 0.08 -0.31 1.33 3 RL -1.02 3.96 0.26 RL 4.95 9.10 0.54 RL 0.33 0.17 1.33 4 LL 1.86 3.96 0.47 MS -6.04 9.10 0.66 LL 0.25 -0.63 1.33 5 LS 0.22 3.96 0.05 LS 0.13 9.10 0.01 LS 0.00 0.13 4/1612009 C:1MBS JOBS1382821Roof©es.out UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k } Shear_Ratio Id Left Right Left Right 2 0.53 0.25 3 0.53 0.94 0.25 0.44 4 0.94 0.44 LOAD COMBINATION #14 : DLACL+SL-1.OAUX1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.11 0.00 0.00 0.00 0.07 2 0.72 -1.06 -1.25 0.07 -2.55 7.31 3.19 5.35 3 1.63 1.29 -1.60 -1.94 5.35 2.61 -2.08 9.13 5.12 8.44 4 2.20 1.86 -1.37 8.44 4.63 -5.11 12.33 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- MamtShr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Cala Allow 1 RS -0.11 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.03 2 RL -1.06 3.96 0.27 RL 3.19 9.10 0.35 RL 0.16 -0.13 1.33 3 RL -1.60 3.96 0.40 RL 5.12 9.10 0.56 RL 0.41 -0.12 1.33 4 LL 1.86 3.96 0.47 MS -5.11 9.10 0.56 LL 0.38 -0.45 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.10 UNBRACE LENGTHS Available Reduction Span Minor -Cb- -_------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20,0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1,00 1.67 1,00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right GG 41/6/2009 C;1MBS JOBS1382821Roof©es.ouf 2 0.71 0.34 3 0.71 1.13 0.34 0.53 4 1.13 0.53 JAD COMBINATION #15 : DL+CL+SL-1.QAUX2 PURLIN ANALYSIS: Shear(k ) Moment(f-k )----------.....-- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.37 -1.86 -2.20 0.12 -5.11 7.67 4.63 8,44 3 1.94 1.60 -1.29 -1.63 8.44 5.12 -2.08 10.87 2.61 5.35 4 1.25 1.06 -0.72 5.35 3,19 -2.55 12.69 0.07 5 0.11 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc CaJ.c Allow UC Loc UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.10 2 RL -1.86 3.96 0.47 MS -5.11 9.10 0.56 RL 0.38 -0.45 1.33 3 LL 1.60 3.96 0.40 LL 5.12 9.10 0.56 LL 0.41 -0.12 1.33 4 LL 1.06 3.96 0.27 LL 3.19 9.10 0.35 LL 0.16 -0.13 1.33 5 LS 0.11 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span ---------Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt - 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right. Left Right 2 1.13 0.53 3 1.13 0.71 0.53 0.34 4 0.71 0.34 LOAD COMBINATION #16 : DL+CL+AUX3 PURLIN ANALYSIS: Shear(k )-Moment(f-k ) -------- ------ Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 0.86 -1.21 -1.42 0.08 -3.18 7.56 3.19 5.65 3 1.30 1.08 -0.77 -0.99 5.65 3.42 -1.71 11.35 0.91 2.56 4/7612009 C:1MBS JOBS1382821RoofDes.out 4 0.47 0.40 -0.21 2.56 1.74 -0.65 13.72 0.02 5 0.04 0,00 0.02 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(£ -k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 3.96 0.03 RS 0.08 9.10 0.01 LS 0.00 0.05 2 RL -1.21 3.96 0.30 RL 3.19 9.10 0.35 RL 0.17 -0.22 1.33 3 LL 1.08 3.96 0.27 LL 3.42 9.10 0.38 LL 0.18 -0.13 1.33 4 LL 0.40 3,96 0.10 LL 1.74 9.10 0.19 LL 0.04 0.09 1.33 5 LS 0.04 3.96 0.01 LS 0.02 9.10 0.00 LS 0.00 -0.01 UNBRACE LENGTHS Available Reduction Span Minor Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.75 0.36 3 0.75 0.34 0.36 0.16 4 0.34 0.16 LOAD COMBINATION #17 : DL+CL+AUX4 ------------------------------- PURLIN ANALYSIS: Shear(k ) Moment(f-k )--_ ------ ------ Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.02 2 0.21 -0.40 -0.47 0.02 -0.65 6.28 1.74 2.56 3 0.99 0.77 -1.08 -1.30 2.56 0.91 -1.71 8.65 3.42 5.65 4 1.42 1.21 -0.86 5.65 3.19 -3.18 12.44 0.08 5 0.13 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span-------Shear(k )-----------Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 3.96 0.01 RS 0.02 9.10 0.00 LS 0.00 -0.01 2 RL -0.40 3.96 0.10 RL 1.74 9.10 0.19 RL 0.04 0.09 1.33 3 RL -1.08 3.96 0.27 RL 3.42 9.10 0.38 RL 0.18 -0.13 1.33 4 LL 1.21 3.96 0.30 LL 3.19 9.10 0.35 LL 0.17 -0.22 1.33 5 LS 0.13 3.96 0.03 LS 0.08 9.10 0.01 LS 0.00 0.05 UNBRACE LENGTHS Span Available Reduction --Minor------__ - -Cb Factor 4/1612009 C:\MBS_JOBS1382821RoofDes.ouf Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.34 0.16 3 0.34 0.75 0.16 0.36 4 0.75 0.36 LOAD COMBINATION #18 : DL+CL+AUX5 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 0.98 -1.08 -1.30 0.08 -4.16 8.62 0.99 3.23 3 0.34 0.28 -0.28 -0.34 3.23 2.65 1.52 10.00 2.65 3.23 4 1.30 1.08 -0.98 3.23 0.99 -4.16 11.38 0.08 5 0.13 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k ) -----Moment(£-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 3.96 0.03 RS 0.08 9.10 0.01 LS 0.00 0.09 2 RL -1.08 3.96 0.27 MS -4.16 9.10 0.46 RS 0.06 -0.44 1.33 3 RL -0.28 3.96 0.07 RL 2.65 9.10 0.29 RL 0,09 0.31 1.33 4 LL 1.08 3.96 0.27 MS -4.16 9.10 0.46 LS 0.06 -0.44 1.33 5 LS 0.13 3.96 0.03 LS 0.08 9.10 0.01 LS 0.00 0.09 UNBRACE LENGTHS Available Reduction Span ---------Minor--- ----- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) pan Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.43 0.20 3 0.43 0.43 0.20 0.20 4 0.43 0.20 611 4116/2009 C:1MBS JOBS1382821RoofDes.out LOAD COMBINATION #19 : DL+CL+AUX6 PURLIN ANALYSIS: Shear(k )-Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.00 -0.04 0.00 0.00 0.00 0.02 2 0.18 -0.44 -0.50 0.02 -0.46 5.30 2.36 3.24 3 1.14 0.93 -0.93 -1.14 3.24 1.30 -2.47 10.00 1.30 3.24 4 0.50 0.44 -0.18 3.24 2.36 -0.46 14.70 0.02 5 0.04 0.00 0.02 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k )------ Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 3.96 0.01 RS 0.02 9.10 0.00 LS 0.00 -0.02 2 RL -0.44 3.96 0.11 RL 2.36 9.10 0.26 RL 0.07 0.15 1.33 3 RL -0.93 3.96 0.23 MS -2.47 9.10 0,27 RS 0.05 -0.29 1.33 4 LL 0.44 3.96 0.11 LL 2.36 9.10 0.26 LL 0.07 0.15 1.33 5 LS 0.04 3.96 0.01 LS 0.02 9.10 0.00 LS 0.00 -0.02 UNBRACE LENGTHS Available Reduction Span Minor-----__--- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1,67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1,00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.43 0.20 3 0.43 0.43 0.20 0.20 4 0.43 0.20 LOAD COMBINATION #20 : DL+CL+UNB SL PURLIN ANALYSIS: --------Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.35 0.00 0.00 0.00 0.21 2 2.37 -3.10 -3.66 0.21 -9.09 7.85 6.80 13.14 3 3.01 2.45 -2.45 -3.01 13.14 8.01 -1.93 10.00 8.01 13.14 4 3.66 3.10 -2.37 13.14 6.80 -9.09 12.15 0.21 5 0.35 0.00 0.20 0.00 1.17 0.00 STRENGTH/DEFLECTION 41/6/2009 C:1MBS JOBS1382821Roof©es.out Span Shear(k ) Moment(f-k )---- MomtShr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.35 3.96 0.09 RS 0.21 9.10 0.02 RS 0.01 0.21 2 RL -3.10 3.96 0.78 MS -9.09 9.10 1.00 RL 0.89 -0.95 1.33 3 RL -2.45 3.96 0.62 RL 8.01 9.10 0.88 RL 0.98 0.06 1.33 4 LL 3.10 3.96 0.78 MS -9.09 9.10 1.00 LL 0.89 -0.95 1.33 5 LS 0.35 3.96 0.09 LS 0.20 9.10 0.02 LS 0.01 0.21 UNBRACE LENGTHS Available Reduction Span ---------Minor-------- Cb_ _ Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.75 0.83 3 1.75 1.75 0.83 0.83 4 1.75 0.83 282 Roof Diagonal Bracing Report 4/16/09 10:14am PANEL SHEAR: Vn/sf = 0.0 Calc Wind : 21.4 Seismic = 58.6 DIAGONAL BRACING: Brace Tension(k ) Bay Brace_Loc. Aiag_Brace ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Pn/sf Calc Pn/sf UC KL/R 2 0.00 16.38 C 0.250 4 CBL 1.76 3.33 1.13 3.33 0.53 16.38 32.75 C 0.250 4_CBL 1.76 3.33 1.13 3.33 0.53 38282 Sidewall Diagonal Bracing Report 4/16/09 10:14am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn/s£ 2 45.4 66.6 160.6 100.0 4 49.0 61.7 148.9 100.0 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace_Loc ---- Diag_Brace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Pn/sf Calc Pn/sf UC KL/R 2 2 0.0 24.0 C 0.500 8_CBL 4.51 12.90 10.89 12.90 0.84 4/16/2009 C:IMBS JOBS1382821Roof©es.out 4 2 0.0 24.0 C 0.500 8_CBL 4.51 12.90 10.89 12.90 0.84 BASE REACTIONS: Wall Say Col wind Max Seismic_Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) 2 2 2 -3.02 3.35 -1.58 1.75 2 2 3 3.02 3.35 1.58 1.75 4 2 2 -3.02 3.35 -1.58 1.75 4 2 3 3.02 3.35 1.58 1.75 4/16/2009 C:1MBS JOBS1382821EwDes-L.out * *38282 Endwall Design Input 4/16/09 10:05am * • 1) JOBID: '38282' *( 2)PROGRAM OPTIONS:. * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff :L' 'Y' 'Y' IN, 'Y' 4 1.00 *( 3)DESIGN CODE: *Design---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label zone 'WS' 'NAUSO1' 'AISCOS' 'INC ' '03' 'IBC 03 "C *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * SStress Ratio_-- * Col/Raf Girt Panel Wind Frame Brace 1.03 1.03 1.03 1.0000 1.0000 1.7000 *{ 5)STEEL YIELDS: * Web Fig C_Sec W Sec R_Seo P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 90. 90. 90. 90. 180. 90. 60. *( 7)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace I '4: '2' '2' :yl 'Y' 8)BUILDING TYPE: * Build Build Build Expand_EW * Type Width Length Use Offset 'PF-' 32.7500 62.3334 'Y :-' 14.00 *( 9)SURFACE SHAPE: * No. X Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.0000 8.125 16.3750 29.4583 10.125 32.7500 24.0000 10.125 32.7500 0.0000 8.125 *(l0)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 3 21.1667 0.0000 1 16.3750 2 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel 0 *(12)WIDE OPENING LAYOUT: *----Open----- Say Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Deflection . Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert *(14)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 411612009 C:MBS JOBS1382821EwDes-L.out *(1S)PARTIAL WALLS: * Set_Of--HayId-- Base Top Full_Load Panel * Bays Id Use Start End Height Type Type Girt Col Part 0 *(16)COLUMNS: * --Left_Corner-- -Right_Corner---Int_Facia-- Int_No_Facia Max UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) -' 0.00 '- '-' 0.00 'CRW ' 0.00 'CRW ' 0.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base * Column Size Elev 3 ' 0.000 'W8X15' 0.000 0.000 *(18)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'CRW ' 0.000 'Y' 'Y' *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id 2 2 3 Size *(20)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 M ' *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt_To One_Girt Max_Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length '2F' 'C' 'C' 0.000 0.000 8.000 0.0000 10.0000 'Y' 'Y' 10.0000 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 *(23)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(24)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 2 0.000 4 1.120 2 4.141 1 4.000 3 3 0.000 4 1.120 2 4.000 3 4.141 1 * (25) PANELS/RF_COLUMNS : * Wall Insulation RF Interior Columns • Panel Use Thick No, Locate '24PBR36 ' 'N' 0.000 0 *(26)WIND FRAMING SELECTION: * Order_Of_Seiection * Panel Diagonal Wind Wind * Shear Bracing Bent Column ,141 1141 114' 'N' *(27)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Beys_For_Bracing 100.0 'C 0 *(28)WIND BENTS: 4/16/2009 * --Member-- No. * Type Depth Bay Bay_Id 0.00 0 *')9)WIND COLUMNS: Member-- No. Left/ .ype Depth Bay Bay_Id Right 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level 0 C:1MBS_JOBS1382821EwDes-Lout Level Height *(31)EAVE EXTENSION: *Wali No. Ext-Bay_Id--. -Edge_Extend- Ext *id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(33)FACIA/PARAPET . *Wall No. Ext Fac Bay_Id----Attach_Beam---- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (7:12 ) (ft) (ft) (7:12 ) (ft) (ft) 1 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: ----Top---- --Interior----Back_Panel--- Angle Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING : *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR NAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: * ---Deflection--- Wind * Dead Collat Live Snow Basic Load Ratio Load * Load Load Load Load Wind Snow Wind Seis Factor 6.0 3.0 20.0 40.0 16.8 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 3.275 1.07 1.23 1.07 *(39)BASIC LOADS AT EAVE: *Seis Seas Seis Torsion Forces *Dead Girt Load Wind Seismic 1.5 0.0000 0.04 0.00 0.00 *(40)WIND PRESSURE/SUCTION: * Wind Wind Press Suct 16.0 -17.5 .. Column 16.0 -17.5 .. Girt/Header 16.0 -17.5 .. Jamb 19.8 -21.5 .. Panel 30.3 -18.5 .. Parapet Girt 30.3 -18.5 .. Transv Bracing, Facia/Parapet 4/16/2009 *(41)WIND COEFFICIENTS: * Column/Rafter * Surf Wind_l * Id Left Right 1 0.00 0.00 2 -1.07 -0.75 3 -0.75 4 0.00 Rafter Wind_2 Left Right 0.00 0.00 -0.71 -0.39 -1.07 -0.39 -0.71 0.00 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load *No Id Dead Coll Live 32 1 1.00 1.00 1.00 2 1.00 1.00 0.00 3 1.00 1.00 0.00 4 1.00 1.00 0.00 5 1.00 1.00 0.75 6 1.00 1.00 0.75 7 1.00 1.00 0.00 8 1.00 1.00 0.00 9 1.00 1.00 0.00 10 1.00 1.00 0.00 11 1.00 1.00 0.00 12 1.00 1.00 0.00 13 0.60 0.00 0.00 14 0.60 0.00 0.00 15 0.60 0.00 0.00 16 0.60 0.00 0.00 17 0.60 0.00 0.00 18 0.60 0.00 0.00 19 0.60 0.00 0.00 20 0.60 0.00 0.00 21 1.07 1.07 0.75 22 1.07 1.07 0.75 23 1.07 0.00 0.00 24 1.07 0,00 0.00 25 1.07 0.00 0.00 26 1.07 0.00 0.00 27 1.07 0.00 0.00 28 1.07 0.00 0.00 29 0.55 0.00 0.00 30 0.55 0.00 0.00 31 1.00 1.00 0.00 32 1.00 1.00 0.00 -Add Snow - Snow Drift Slide 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0,15 0.00 0.00 0.15 0.75 0.00 0.15 0.75 0.00 0.15 0.00 0.75 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(43)COLUMN DESIGN LOADS: Deflection *Load-Add_Snow- *No Id Dead Coll Live Snow Drift Slide 0 *(44)RAFTER DESIGN LOADS: *Load *No Id Dead 24 1 1.00 2 1.00 3 1.00 4 1.00 S 0.60 6 0.60 7 0.60 8 0.60 9 0.60 10 0.60 11 0.60 12 0.60 13 1.00 14 1.00 15 1.00 16 1.00 17 1.00 18 1.00 19 1.00 20 1.00 21 1.00 22 1.00 Collet 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 C MBS JOBS1382821EwDes-Lout Column/Bracing Wind_2 Long_Wind Left Right 1 2 0.47 -0.70 0.00 0.00 -1.07 -0.75 -0.87 -0.65 -0.75 -1.07 -0.87 -0.65 -0.70 0.47 0.00 0.00 Surface Friction 0.00 0.00 0.00 0.00 Wind_i Wind_2 Long_Wind Column_Wind Aux_Load Left Right Left Right 1 2 Press Suct Seis Id Coef 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 Wind_1 Wind 2 Long_Wind Column_Wind AuxLoad Left Right Left Right 1 2 Press Suct Seis Id Coef -Add_Snow- Live Snow Drift Slide 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.15 0.75 0.00 0.00 0.15 0.75 0.00 0.00 0.15 0.00 0.75 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_1 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Long_Wind 1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 1,00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 - 1.00 1.00 -1.00 1.00 -1.00 1.00 - 1.00 0.00 0.00 Aux_Load Id Coef O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 5 1.00 6 1.00 7 1.00 8 1.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 1 1.00 2 1.00 4/16/2009 C:\MBS JOBS1382821EwDes-Lout 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 4 1.00 *(45)RAFTER DESIGN LOADS: Deflection '--'ad-Add_Snow- Wind_l Wind_2 Long_Wind Aux_Load Id Dead Coilat Live Snow Drift Slide Left Right Left Right 1 2 Seis Id Coef J *(46)BRACING DESIGN LOADS: *Load -Add Snow- Wind_1 Wind_2 Long_Wind Column_Wind Aux_Load *No Id Dead Coll Live Snow Drift Slide Left Right Left Right 1 2 Press Suct Seis Id Coef 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(47)AUXILIARY LOADS: * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 8 1 'E1UNB SL 1' 2 1 0.00 _ 2 1.67 2 'EIUNB SL 2' 2 1 1.67 _ 2 0.00 3 'ElPAT_LL 3' 1 1 0.50 4 'ElPAT_LL 4' 1 2 0.50 5 'LWINDl_L ' 1 3 1.00 6 'LWINDI R * 1 4 1.00 7 'LWIND2_L ' 1 5 1.00 8 'LWIND2_R ' 1 6 1.00 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY Mom X Y ..Cont * Add Id Id Load Type W1 W2 Co DLI DL2 ..Unif 10 1 2 ' 'D ' -0.021 -0.021 0.33 0.00 17.26 2 3 ' 'D ' -0.021 -0.021 0.33 0.00 17.26 3 2 ' 'D ' 0.068 0.068 0.00 0.00 6.55 4 3 ' 'D ' 0.068 0.068 0.00 10.71 17.26 5 2 '---- -' 'D ' 0.036 0.036 0.00 0.00 6.55 6 3 ' 'D ' 0.036 0.036 0.00 10.71 17.26 7 2 'WINDLI' 'D ' -0.053 -0.053 0.00 16.38 17.26 8 2 'WINDL2' 'D ' -0.053 -0.053 0.00 16.38 17.26 9 3 'WINDRI' 'D ' -0.053 -0.053 0.00 0.00 0.89 10 3 'WINDR2' 'D ' -0.053 -0.053 0.00 0.00 0.89 *(49)GIRT LAPS: * Data ------Set_l -Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(50)GIRT STRAPS: * Data---Set_1------Set_2--- ----Set 3--- ----Set 4 --- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(51)PANEL SCREWS : * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * Code files used: * INC.03N * EW IBC.03N Version 4.0 282 Endwall Design Code 4/16/09 1:19pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAtJS01 4116/2009 C.IMBS JOBS1382821EwDes-L.out BUILDING CODE: Wind Code Seismic Zone : IBC 03 : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Column & Rafter Design 4/16/09 1:19pm MEMBER SIZES: Member Member Member Id Locate Part ---Web_Size----Flange_Size- Member Member Depth Thick Width Thick Length Weight Col --1 0.7 Col -2 16.4 W8X15 7.48 0.245 4.01 0.315 28.4 425.9 Col -3 32.1 Total= 425.90 DESIGN ACTIONS/STRENGTH: Mem Load ---Axial(k )-----Shear(k )-- -Moment(f-k )- Id Id Calc Pn/sf Calc Vn/sf Calc Mn/sf Col -2 1 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 2 0.43 60.68 0.00 39.74 0.00 31.45 Co1-2 3 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 4 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 5 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 6 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 7 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 8 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 9 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 10 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 11 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 12 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 13 0.26 60.68 3.57 39.74 -25.31 31.45 Col -2 14 0.26 60.68 3.57 39.74 -25.31 31.45 Col -2 15 0.26 60.68 -3.90 39.74 27.68 31.45 Co1-2 16 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 17 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 18 0.26 60.68 -3.90 39.74 27.68 31.45 C01-2 19 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 20 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 21 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 22 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 23 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 24 0.46 60.68 0.00 39.74 0.00 31.45 C01-2 25 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 26 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 27 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 28 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 29 0.23 60.68 0.00 39.74 0.00 31.45 Col -2 30 0.23 60.58 0.00 39.74 0.00 31.45 Col -2 31 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 32 0.43 60.68 0.00 39.74 0.00 31.45 STRESS RATIO: Mem Load Control Id Id Axial Shear Moment Axl+Mom Shr+Mom UC Col -2 1 0.01 0.00 0,00 0.01 Col -2 2 0.01 0.00 0.00 0.01 Col -2 3 0.01 0.00 0.00 0.01 Col -2 4 0.01 0.00 0.00 0.01 0.01 0.01 0.01 0.01 4116/2009 C:1MBS JOBS1382821EwDes-Lout Col -2 5 0.01 0.07 0.66 0.66 Col -2 6 0.01 0.07 0,66 0.66 Co1-2 7 0.01 0.07 0.66 0.66 Col -2 8 0.01 0.07 0.66 0.66 Col -2 9 0.01 0.07 0,66 0.66 o1-2 10 0.01 0.07 0.66 0.66 Col -2 11 0.01 0.07 0.66 0.66 Co1-2 12 0.01 0.07 0.66 0.66 Col -2 13 0.00 0.09 0.80 0.81 Col -2 14 0.00 0.09 0.80 0.81 Col -2 15 0.00 0.10 0.88 0.88 Col -2 16 0.00 0.10 0.88 0.88 Col. -2 17 0.00 0.10 0.88 0.88 Col -2 18 0.00 0.10 0.88 0.88 Col -2 19 0.00 0.10 0.88 0.88 Col -2 20 0.00 0.10 0.88 0.88 Col -2 21 0.01 0.00 0.00 0.01 Col -2 22 0.01 0.00 0.00 0.01 Col -2 23 0.01 0.00 0.00 0.01 Col -2 24 0.01 0.00 0.00 0.01 Col -2 25 0.01 0.00 0.00 0.01 Col -2 26 0.01 0.00 0.00 0.01 Col -2 27 0.01 0.00 0.00 0.01 Col -2 28 0.01 0.00 0.00 0.01 Col -2 29 0.00 0.00 0.00 0.00 Col -2 30 0.00 0.00 0.00 0.00 Col -2 31 0.01 0.00 0.00 0.01 Col -2 32 0.01 0.00 0.00 0.01 COLUMN REACTIONS: Mem Load ------Reaction(k ) Id Id Horz(OP) Vert Horz(IF) Col -2 1 0.00 0.43 0.00 Mo1-2 2 0.00 0.43 0.00 Col -2 3 0.00 0.43 0.00 Col -2 4 0.00 0.43 0,00 Col -2 5 2.93 0.43 0.00 Col -2 6 2.93 0.43 0.00 Col -2 7 2.93 0.43 0.00 Col -2 8 2.93 0.43 0.00 Col -2 9 2.93 0.43 0.00 Col -2 10 2.93 0.43 0.00 Col -2 11 2.93 0,43 0.00 Col -2 12 2.93 0.43 0.00 Col -2 13 -3.57 0.26 0.00 Col -2 14 -3.57 0.26 0.00 Col -2 15 3.90 0.26 0.00 Col -2 16 3.90 0.26 0.00 Col -2 17 3.90 0.26 0.00 Col -2 18 3.90 0.26 0.00 Col -2 19 3.90 0.26 0.00 Col -2 20 3.90 0.26 0.00 Col -2 21 0.00 0.46 0.00 Col -2 22 0.00 0.46 0.00 Col -2 23 0.00 0.46 0.00 Col -2 24 0.00 0.46 0.00 Col -2 25 0.00 0.46 0.00 Col -2 26 0.00 0.46 0.00 Col -2 27 0.00 0.46 0.00 Col -2 28 0.00 0.46 0.00 Col -2 29 0.00 0.23 0.00 Col -2 30 0.00 0.23 0.00 Col -2 31 0.00 0.43 0.00 Col -2 32 0.00 0.43 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col -2 1 0.00 3.79 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.81 0.81 0.88 0.88 0.88 0.88 0.88 0.88 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.01 0.01 411612009 Col -2 2 0.00 3.79 Col -2 3 0.00 3.79 Col -2 4 0.00 3.79 Col -2 5 2.16 3.79 Col -2 6 2.16 3.79 Col -2 7 2.16 3.79 Co1-2 8 2.16 3.79 Col -2 9 2,16 3.79 Col -2 10 2.16 3.79 Col -2 11 2.16 3.79 Col -2 12 2.16 3.79 Col -2 13 -2.64 3.79 Col -2 14 -2.64 3.79 Col -2 15 2.89 3.79 Col -2 16 2.89 3.79 Col -2 17 2.89 3.79 CO1-2 18 2.89 3.79 Col -2 19 2.89 3.79 Col -2 20 2.89 3.79 Col -2 21 0.00 3.79 Col -2 22 0.00 3.79 Col -2 23 0.00 3.79 Col -2 24 0.00 3.79 Col -2 25 0.00 3.79 Col -2 26 0.00 3.79 Co1-2 27 0.00 3.79 Col -2 28 0.00 3.79 Col -2 29 0.00 3.79 Col -2 30 0.00 3.79 Col -2 31 0.00 3.79 Col -2 32 0.00 3.79 C:1MBS_JOBS1382821EwDes-Lout 38282 Base Plate & Anchor Bolt Design 4/16/09 1:19pm Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 2.50 (ksi ) BASE SIZE: Column_Base --Plate Size(in)---Bolts(A36 }- Id Depth Width Length Thick Row Diam Gage Col -2 8.1 8.0 8.3 0.375 2 0.625 4.00 BASE REACTIONS: Max Tension+Shear Column -Max_Comp- -Max Tens- -Max_Shear _ Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) Col -1 1 0.0 1 0.0 15 1.8 1 0.0 0.0 Col -2 21 0.5 1 0.0 15 3.9 1 0.0 0.0 Col -3 1 0.0 1 0.0 15 1.8 1 0.0 0.0 LOAD COMBINATIONS: 1 - DL+CL+LL 15 - 0.6DL+WS+LW1 21 - 1.07DL+1.07CL+0,75LL+Seis 38282 Flush Girt Design Report 4/16/09 1:19pm GIRT LOCATION: Bay No. Girt Id 4/16/2009 C.1MBS JOBS1382821EwDes-L.out Id Girt 1 2 3 4 5 6 7 1 7 4.000 8.000 12.000 16.000 20.000 24.000 28.000 2 7 4.000 8.000 12.000 16.000 20,000 24.000 28.000 T SPAN: ,gay NO. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 15.260 15.260 15.260 15.260 15.260 13.058 1.058 2 7 15.260 15.260 15.260 15.260 15.260 13.058 1.058 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8516 8516 8516 8516 8516 8516 8Z16 2 7 8516 8516 8516 8516 8216 8516 8516 GIRT REDUCTION FACTOR: Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 0.65 0.65 0.65 0.65 0.65 0.65 0.65 2 7 0.65 0.65 0.65 0.65 0.65 0.65 0.65 GIRT INSIDE FLANGE BRACE: No._Braoe/Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld--Shear(k )-----Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Cale Allow UC Calc Allow UC Shear Calc Allow UC 1 1 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 2 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 3 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0,10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 4 WP 0.49 2.19 0.22 -1.86 4,61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 5 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2,05 4.61 0.44 0,13 0.40 2.03 0.19 1 6 WP 0.42 2.19 0.19 -1.36 4.61 0.30 0.06 -0.19 1.74 0.11 WS -0.46 2.19 0.21 1.49 4,61 0.32 0.07 0.21 1.74 0.12 1 7 WP 0.02 2.19 0.01 -0.01 4.61 0.00 0.00 0.00 0.14 0.00 WS -0.02 2.19 0.01 0.01 4.61 0.00 0.00 0.00 0.14 0.00 2 1 WP 0.49 2.19 0.22 -1.86 4.67. 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 2 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 3 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2,19 0.25 2.05 4,61 0.44 0.13 0.40 2.03 0.19 2 4 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 5 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 6 WP 0.42 2.19 0.19 -1.36 4.61 0.30 0.06 -0.19 1.74 0.11 WS 0.46 2.19 0.21 1.49 4.61 0.32 0.07 0.21 1.74 0.12 2 7 WP 0.02 2.19 0.01 -0.01 4.61 0.00 0.00 0.00 0.14 0.00 WS -0.02 2.19 0.01 0.01 4.61 0.00 0.00 0.00 0.14 0.00 282 Wa11 Panel Report 4/16/09 1:19pm PANEL DATA: Bay Part Type Gage Yield 4116/2009 G:IMBS JOBS1382821EwDes-L.out 1 24PBR36 PBR 24.00 50.0 MOMENTS & DEFLECTION: Span Span LD Id (ft) Id 1 4.00 WP WS 2 4.00 WP WS 3 4.00 WP WS 4 4.00 WP WS 5 4.00 WP WS 6 4.00 WP Ws 7 4.00 WP WS 8 1.39 WP WS Moment(ft-1b/ft) Support Midspan ---Deflect(in)-- Calc Mn/sf UC Calc Mn/sf UC Calc Allow UC 33.5 - 44.7 33.5 -44.7 26.9 - 35.9 26.9 - 35.9 26.4 -35.2 28.0 -37.5 28.0 - 37.5 20.2 -27.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 0.22 0.33 0.22 0.33 0.18 0.26 0.18 0.26 0.17 0.26 0.19 0.27 0.19 0.27 0.13 0,20 -24.6 32.9 - 10.7 14.3 -13.9 18.6 -13.0 17.3 -13.4 17.9 -12.6 16.8 - 15.6 20.8 5.3 -7.1 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 151.0 137.0 0.18 0.22 0.08 0.09 0.10 0.12 0.09 0.11 0.10 0.12 0.09 0.11 0.11 0.14 0.04 0.05 -0.04 0.05 - 0.01 0.01 -0.02 0,02 -0.01 0.02 - 0.02 0.02 -0.01 0.02 -0.02 0.03 0.00 0.00 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.19 0.19 0.07 0.10 0.02 0.02 0.03 0.04 0.03 0.04 0.03 0.04 0.03 0.04 0.04 0.05 0.01 0.01 4/16/2009 C:\MBS JOBS1382821SwDes-F.out * *38282 Sidewall Design Input 4/16/09 10:05am * *' 1)JOBID: '38282' *( 2 ) PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'F' 'y' Y' 1.00 *( 3)DESIGN CODE: *Design---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS01' 'AISCOS' 'IBC ' '03' 'TBC 03 'C *{ 4)DESIGN CONSTANTS: ---Strength_Factors-- * Stress Ratio ---Seismic--- * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.7000 *( 5)STEEL YIELDS: * Web Fig C_Seo W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 90. 90. 90. 180. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel ,2, 2, 'y d)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF-' 'Y ' 14.000 'Y ' 14.000 *( 9)SURFACE SHAPE: * No. x Coord Y Coord Offset * Surf (ft) �(ft) (in) 4 0.0000 24.0000 8.125 16.3750 29.4583 8.125 32.7500 24.0000 8.125 32.7500 0.0000 8.125 *(10)SIDEWALL BAY SPACING: * Sets_Of Bay No. * Bays Width Bays 3 21.1667 1 20.0000 1 21.1667 1 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel 3 1 1 3.5625 10.5625 8.2500 71 7.0000 0.000 0.000 'CU' 'N' 2 1 3.3542 7.1875 15.8125 11 0.0000 0.000 0.000 'CU' 'N' 3 3 10.0000 10.0000 2.0000 51 0.0000 0.000 0.000 'CU' 'Y' *(12)PARTIAL WALLS: * Set Of--Bay_Id-- Base Top Full_Load Panel * Bays Id Use Start End Height Type Type Girt Col Part 0 *(13)GIRT DESIGN: * Girt Flg_Brace Set Set Max Max_Elnbr * Type Out In Depth Lap Space Length 'ZB' 'C' 'C' 8.000 0.0000 10.0000 10.0000 *(14)GIRT LOCATION: 4/1612009 C:\MBS JOBS1382821Sw®es-F.out * Set No. Girt * Loc Girt Location 'Y' 6 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 *(15)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS/GUTTERS: * Wall Gutter Insulation * Panel Use Type Width Use Thick '24PBR36 "-"Y' 'Y' 0.000 'N' 0.000 *(17)FACIA/PARAPET: Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext -----Top---- --Interior- ---Gutter-------Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load Ratio Load ---Seismic--- * Wind Snow Wind Seis Factor Dead Coeff 16.8 1.00 1.00 1.00 1.00 1.50 0.0000 *(20)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 3.275 1.07 1.23 1.07 *(21)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 16.0 -17.5 .. Girt/Header 19.8 -21.5 .. Panel 16.0 -17.5 .. Jamb 30.3 -18.5 .. Parapet Girt *(22)GIRT LAPS: Data Set_l Set_2 Set_.3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(23)GIRT STRAPS: * Data---Set_1------Set_2------Set_3---4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(24)EXPANSION JOINTS: * No. *Exp Expansion_Location 0 * Code files used: * IBC.03N EW IBC.03N Version 4.0 38282 Sidewall Design Code 4/16/09 10:05am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 4/1612009 C: MBS JOBS138282iSwDes-F.out BUILDING CODE: Wind Code IBC 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Girt Design Report (Level= 3; Span= 1) 4/16/09 10:05am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay---Lap(ft)-- Girt Load No. Girt Id Size Width Left Right Location Width Brace Weight 1 8Z15 20.00 1.00 12.0000 4.0 0 63.4 2 8Z16 20.00 1.00 1.00 12.0000 4.0 0 59.2 3 8Z15 20.00 1.00 12.0000 4.0 0 63.4 186.0 WIND PRESSURE : T ANALYSIS: ---------Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.88 -0.71 -0.78 0.00 -4.64 7.35 3.03 3.78 2 0.68 0.61 -0.54 -0.60 3.78 3.13 0.18 10.60 2.44 3.01 3 0.59 0.52 -0.85 3.01 2.46 -4.77 12.00 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.88 3.11 0.28 MS -4.64 5.28 0.88 LL 0.50 -1.11 2.67 2 LL 0.61 2.19 0.28 LL 3.13 4.61 0.68 LL 0.49 0.28 2.67 3 RS -0.85 3.11 0.27 MS -4.77 5.28 0.90 MS 0.83 -0.97 2.67 UNBRACE LENGTHS Available Reduction Bay Minor---------- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: 4/16/2009 C: MBS JOBS1382821SwDes-F.©ut Shear(k )-------- Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.98 0.78 0.85 0.00 5.10 7.36 -3.32 -4.14 2 -0.74 -0.67 0.59 0.66 -4.14 -3.43 -0.20 10.60 -2.67 -3.30 3 -0.64 -0.57 0.94 -3.30 -2.69 5.23 12.00 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment{f-k }---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.98 3.11 0.31 MO 5.10 5.28 0.96 LL 0.61 1.22 2.67 2 LL -0.67 2.19 0.31 LL -3.43 4.61 0.74 LL 0.59 -0.31 2.67 3 RS 0.94 3.11 0.30 MS 5.23 5.28 0.99 MS 1.00 1.07 2.67 UNBRACE LENGTHS Available Reduction Bay ---------Minor- - - ---- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 38282 Sidewall Jamb/Header Summary 4/16/09 10:05am JAMB/HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length Weight 1 1 Jamb -L 8X25C16 12.00 32.3 Jamb -R 8X25C16 12.00 32.3 Header 8X25C16 3.56 9.6 Sill 8X25C16 3.56 9.6 2 1 Jamb -L 8X25C16 12.00 32.3 Jamb -R 8X25C16 12.00 32.3 Header 8X25C16 3,35 9.0 3 3 Jamb -L 8X4C16 12.00 41.6 Jamb -R 8X4C16 12.00 41.6 Header 8X4C16 10.00 34.7 JAMB/HEADER UNBRACED LENGTHS: Available Open Member Minor Minor ReductionFactor Id Locate Major Outside Inside Outside Inside 1 Jamb -L 12.00 0.00 4.00 1.00 1.00 1 Jamb -R 12.00 0.00 4.0Q 1.00 1.00 1 Header 3.56 0.00 3.56 1.00 1.00 1 Sill 3.56 0.00 3.56 1.00 1.00 1 Jamb -L 12.00 0.00 4.00 1.00 1.00 1 Jamb -R 12.00 0.00 4.00 1.00 1.00 1 Header 3.35 0.00 3.35 1.00 1.00 3 Jamb -L 12.00 0.00 4.00 1.00 1.00 3 Jamb -R 12.00 0.00 4.00 1.00 1.00 3 Header 10.00 0.00 10.00 1.00 1.00 STRENGTH/DEFLECTION: Open Member Ld----Shear(k )-------Moment(f-k )-- Mom+ Deflect(in) Id Locate Id Calc Vn/sf UC Calc Mn/sf UC Shear Calc Allow 4/16/2009 C.1MBS JOBS1382821SwDes-F.out 1 Jamb -L WP 0.50 2.19 0.23 -1.78 4.34 0.41 0.20 -0.21 1.60 WS -0.55 2.19 0.25 1.96 4.34 0.45 0.24 0.24 1.60 Jamb -R WP 0.37 2.19 0,17 -1.23 4.34 0.28 0.09 -0.15 1.60 WS -0.40 2.19 0.18 1.35 4.34 0.31 0.11 0.16 1.60 Header WP 0,02 2.19 0.01 -0.02 4.34 0.00 0.00 0.00 0.47 WS -0.02 2.19 0.01 0.02 4.34 0.00 0.00 0.00 0.47 Sill WP 0.04 2.19 0.02 -0.04 4.34 0.01 0.00 0.00 0.47 WS 0.05 2.19 0.02 0.04 4.34 0.01 0.00 0.00 0.47 2 Jamb -L WP 0.29 2.19 0.13 -0.99 4.34 0.23 0.00 -0.12 1.60 WS -0.32 2.1.9 0.14 1.09 4.34 0.25 0.00 0.13 1.60 Jamb -R WP 0.71 2.19 0.32 2.85 4.34 0.66 0.44 0.31 1.60 WS -0.78 2.19 0,36 -3.12 4.34 0.72 0.53 -0.34 1.60 Header WP 0.06 2.19 0.03 -0.05 4.34 0.01 0.00 0.00 0.45 WS -0.07 2.19 0.03 0.06 4.34 0.01 0.00 0.00 0.45 3 Jamb -L WP -0.67 2.19 0.31 2.46 5.25 0.47 0.24 0.18 1.60 WS 0.73 2.19 0.33 -2.70 5.25 0.51 0.29 -0.20 1.60 Jamb -R WP 0.77 2.19 0.35 -2.61 5.25 0.50 0.00 -0.22 1.60 WS 0.85 2.19 0.39 2.87 5.25 0,55 0.00 0.24 1.60 Header WP 0.08 2.19 0.04 -0.20 5.25 0.04 0.00 -0.01 1,33 WS 0.09 2.19 0.04 0.22 5.25 0.04 0.00 0.01 1.33 f UNITED STRUCTURES of AMERICA, INC. Po. BOX 60069 HOUSTON, TEXAS 77205-0069 281-442-8247 CALCULATIONS FOR USSI U.S.A. Job No. 39281-1109 Energy Transfer — Compressor Building (Holms Mesa Parachute, CO DESIGN ISSUE ENGINEER DATED 0 NM 06/15/2009 Building A Building Type RF Roof Slope 4:12 Width 32-9 Length 62-4 Eave Height 24-0 Bay Spacing 21-2, 20-0, 21-2 Note: UL90 HOUSTON PLANT: 1912 BUSCHONG, HOUSTON, TX 77039 PORTLAND PLANT: FOUNTAINHEAD RD., PORTLAND, TN 37148 f ��. 3 i� BUILDING CODE: DESIGN LOADS LIVE LOAD: COLLTERAL LOAD: SNOW LOAD: BASIC WIND SPEED: SEISMIC DATA: OTHER LOADS: U.S.A. Job No: 39281-1109 1 IBC Edition: 2003 ❑ Other: Edition: 2720 psf with TributaryReduction ❑ psf No Reduction p p 3 psf Pg = 52.91 psf Pe = 40 psf Is = 1.0 Ce = 0.9 Ct = 1.2 90 mph (3 sec. gust) Iw = 1.0 Exposure "C" GCpi = ±0.18 Design Wind Pressure = 16.8 psf Occupancy Category I SDs = 0.364 So] = 0.12 Site Class Ie = 1.0 S, = 0.361 St = 0.075 Seismic Design Category "C" Seismic -force -resisting system: General Steel System R = 3 C$ = 0.12 Design base shear V = 4.5 kips (Equivalent lateral force procedure) Additional 4psf dead load included fro liner and insulation. (2) 1,000 lbs supply fan. (2) 1,100 lbs roof exhaust vent each. (3)1,500 lbs of roof exhaust vent each. (2) 1,400 lbs wall fan each. Allowf ble Deflections: 1 USA / MBMA Standards Wind Deflection Based On: ❑ 10 Year Mean Recurrence Wind Speed 21/50 Year Mean Recurrence Wind Speed DESIGN CALCULATIONS INDEX U.S.A. Job No. 39281-1109 ITEM Page Numbers Bldg. A Bldg. B Bldg. C General Layout Wind Pressure Diagram 1 Framing Summary 2-7 Design Calculations/Reactions 8-21 Frame Desige a) Frame: 22-35 b) Frame 36-49 c) Frame Mezzanine Design Crane Beam Design Special Framing Roof Bracing/Purlins 50-72 Endwall Design (2) 73-82 Sidewall Design (3) 83-87 (1) Frame Design includes Frame Cross -Section, Connections and Reactions in sequence for ea. frame. (2) Endwall Design includes bracing, girts, framed openings and reactions (LEW followed by REW) (3) Sidewall Design include bracing, girts and framed openings (FSW followed by BSW) 6 5 6 4 3 4 2 1 2 4, 3 4 4 3 4 2 2 3 4 6 5 6 Components & Cladding ----Pressure Suction ---- Zone Width Member Panel Member Panel 1 10.00 11.40 —16.50 —18.20 2 10.00 11.40 —23.26 —31.49 3 3.28 10.00 11.40 —23.26 —31.49 4 3.28 10.00 11.40 —36.63 —46.77 5 16.00 19.80 —17.50 —21.50 6 3.28 16.00 19.80 —18.73 —26.44 ldinq For UNITED STEEL STRUCTURES INC. UNITED STRUCTURES OF AMERICA, 1 6/15/2005 FramSum,out UNITED STRUCTURES OF AMERICA, 1912 BUSCHONG DR. HOUSTON TX, 77039 FRAMING SUMMARY FOR UNITED STEEL STRUCTURES, INC. 14925 MEMORIAL DRIVE SUITE 250 HOUSTON, TX 77079 ENERGY TRANSFER PARACHUTE, CO 38282 BUILDING DATA Width (ft) = 32.8 Length (ft) - 62.3 Eave Height (ft) = 24.0/ 24.0 Roof Slope (rise/12) = 4.00/ 4.00 Dead Load (psf ) - 6.00 Roof Live Load (psf )= 20.00 Frame Live Load (psf )= 12.00 Collat. Load (psf ) - 3.00 Snow Load (psf ) = 40.00 Wind Speed(mph ) -...90.0 Wind Code = IBC 03 Closed/Open = C Exposure = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= C Seismic Coeff (Fa*Ss) = 0.55 Designer = iv pi 6/15/09 6/15/2009 FramSum.out '82 FRAMING SUMMARY: Roof 6/15/09 4:41pm PURLIN LAYOUT: Surface Purlin Surf_Ext Stub_Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row 2 ZB 0.00 0.00 N N 5 1.000 2.130 2 4.000 3 3 88 0.00 0.00 Ai N 5 1.000 4.000 3 2.130 2 ?ORLIN & EAVE STRUT SIZE: Surface Bay Purlin-Purlin_Lap- IS F1g Eave Id Id Part Left Right Strap Strut 2 1 10814 1.88 0 10ES16 2 10814 1.88 1.88 0 10ES16 3 10814 1.88 0 10E516 3 ROOF BRACING: 1 10814 1.88 0 108516 2 10814 1.88 1.88 0 10E516 3 10814 1.88 0 10E516 "Bay Attach Locate Brace Brace Id Start^ End Type Part Dia 2 0.0 16.4 Cable 4_CBL 0,250 16.4 32.8 Cable 4 CBL 0.250 STRUTS AT EAVE: Wall Bay Strut Id Id Part 2 2 10816 4 2 10816 BOLTS AT EAVE STRUT: Wall Frame_Line Lap-------Bolt_Size Id Id Type Plate No. Type Dia Washer 2 1 RF 2 A307 0.500 0 2 2 RF N 2 A307 0.500 0 2 3 RF N 2 A307 0.500 0 2 4 RF 2 A307 0.500 0 4 4 RF 2 A307 0.500 0 4 3 RF N 2 A307 0.500 0 4 2 RF N 2 A307 0.500 0 4 1 RF 2 A307 0.500 0 PURLIN ANTI -ROLL: rf Line Ds_A Rol. Na. Id Id AntiRoli Type Id� Purlin Purlin_Id 2 RF Welded clip @005 2 3 4 3 RF Welded clip 8005 2 2 3 6115/2009 FramSum.out 38282 FRAMING SUMMARY: Left Endwall 6/15/09 4:41pm COLUMNS: Column Column Column Column----Base_Bolts-----Top_Bolts-- Id Offset Part Length No. Type Dia No. Type Dia 2 16.4 W8X15 28.4 0 4 A325 0.500 GIRTS: Girt IS_Flg Type Strap ZF 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 6 7 1 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 2 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8216 8216 8216 8216 8216 8216 8216 2 7 8216 8216 8216 8716 8216 8216 8216 38282 FRAMING SUMMARY: Right Endwall 6/15/09 4:41pm COLUMNS: Column Column Column Column---Base_Bolts-- ---Top Bolts -- Id Offset Part Length No. Type Dia No. Type Dia 2 16.4 W8X15 28.4 0 4 A325 0.500 DOOR JAMBS/HEADERS: Member_Part Bay Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 2 3.5625 10.5625 7.000 8.8125 8X25C16 8X25C16 8X25C16 8X25C16 GIRTS: Girt IS_Flg Type Strap 2F 0 GIRT LOCATION: Bay No. Girt_Location Id Girt 1 2 3 4 5 6 7 6/15/2009 FramSum.out 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 2 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 GIRT SIZE: (Full Bay GirtS) Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8Z16 8216 8216 8216 8216 8216 8216 2 5 8216 8216 8216 8216 8216 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 6 7 2 L -J 8216 8216 J -R 8216 8216 38282 FRAMING SUMMARY: Front Sidewall 6/15/09 4:41pm DOOR JAMBS/HEADERS: Memher_Part-------------- Bay Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 1 3.5625 10.5625 7.000 8.2500 8225C16 8X25C16 8X25C16 8X25C16 '1 3.3542 7.1875 0.000 15.8125 8X25C16 8X25C16 8X25C16 3 10.0000 10.0000 0.000 2.0000 8X4C15 8X4C15 8X4C16 GIRTS: Girt Bay --Girt_Lap--- IS_F1g Type Id Left Right Strap 22 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt Location Id Girt 1 T 2 3 4 1 5 4.0000 8.0000 12.0000 16.0000 20.0000 2 5 4.0000 8.0000 12.0000 16.0000 20.0000 3 5 4.0000 8.0000 12.0000 16.0000 20.0000 GIRT SI2E: (Fu11 Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 1 3 8215 8216 8216 2 5 8216 8216 8216 8216 8216 3 3 8216 8213 8216 GIRT SIZE: (Partial Bay Girt$) Bay Girt Girt Id Id Id 1 2 3 4 5 61/512009 FramSum.out 1 L -J 8216 8216 J -J 8216 8216 J -R 8216 8216 3 L -J 8216 8216 J -R 8216 8216 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 2 24.00 Cable 8 CBL 0.500 38282 FRAMING SUMMARY: Back Sidewall 6/15/09 4:41pm DOOR JAMBS/HEADERS: -------- ----- Member_Part Bay -----------Opening Size -----w---- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill 1 3.3542 7.1875 0.000 3.0000 8X25C16 8X25C16 8X25C16 8X25C16 1 10.0000 10.0000 0.000 9,1670 8X4016 8X4C16 8X4016 GIRTS: Girt Bay,--Girt_Lap-- IS_F1g Type Id Left Right Strap ZB 1 1.00 0 2 1.00 1.00 0 3 1.00 0 GIRT LOCATION: Bay No. Girt_Location Td Girt 1 2 3 4 5 1 5 4.0000 8.0000 12.0000 16.0000 20.0000 2 5 4.0000 8.0000 12.0000 16.0000 20.0000 3 5 4.0000 8.0000 12.0000 16.0000 20.0000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 4 5 1 3 8216 8213 8216 2 5 8216 8216 8216 8216 8216 3 5 8216 8216 8216 8216 8216 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 2 3 4 5 1 L -J 8216 8216 J -J 8216 8216 J -R 8216 8216 WALL BRACING: Bay Brace Brace Brace Brace Id Height Type Part Dia 611512009 FramSum.out 2 24.00 Cable 0,500 6/15/2009 DesCalc.out UNITED STRUCTURES OF AMERICA, 1912 BUSCHONG DR. HOUSTON TX, 77039 STRUCTURAL DESIGN CALCULATIONS FOR UNITED STEEL STRUCTURES, INC. 14925 MEMORIAL DRIVE SUITE 250 HOUSTON, TX 77079 ENERGY TRANSFER PARACHUTE, CO 38282 BUILDING DATA Width (ft) = 32.8 Length {ft) = 62.3 Rave Height (ft) 24.0/ 24.4 Roof Slope (rise/12 ) = 4.00/ 4.00 Dead Load (psf ) = 6.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 3.0 Snow Load (psf ) = 40.0 Wind Speed(mph ) = 90.0 Wind Code . IBC 03 Closed/Open = C Exposure = C Internal Wind Coeff _ -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= C Seismic Coeff (Fa*Ss) = 0.55 Designer = r 1 6/15/09 6115/2009 DesCaic.out 38282 Design Loads For Building Components: 6/15/09 4:41pm FRONT SIDEWALL: BASIC LOADS: Basic Wind 16.8 Wind_Load_Ratio Deflect Factor 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.5 19.8 -21.5 16.0 -17.5 30.3 -18.5 BACK SIDEWALL: BASIC LOADS: Basic Wind 16.8 Wind_Load_Ratio Deflect Factor 1.00 1.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 16.0 -17.5 19.8 -21.5 16.0 -17.5 30.3 -18.5 LEFT ENDWALL: BASIC LOADS: Dead Load 6.0 Collat Load 3.0 Live Load 20.0 BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.04 0.00 0.00 -----Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 3.28 1.07 1.23 1.07 .. Girt/Header .. Panel .. Jamb .. Parapet Edge_Strip_Ratio----- Zone Col/ Width Girt Panel Jamb 3.28 1.07 1.23 1.07 Girt/Header .. Panel .. Jamb Parapet Snow Load 40.0 Basic Wind 16.8 WIND PRESSURE/SUCTION: Wind Wind Press Suct 16.0 -17.5 .. Column 16.0 -17.5 .. Girt/Header 16.0 -17.5 .. Jamb 19.8 -21.5 .. Panel 30.3 -18.5 .. Parapet WIND COEFFICIENTS: Column/Rafter urf Wind_l Id Left Right 1 0.00 0.00 2 -1.07 -0.75 3 -0.75 -1.07 4 0.00 0.00 Rafter Wind_2 Left Right 0.00 0.00 -0.71 -0.39 -0.39 -0.71 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Wind_Load_Ratio Deflect Factor 1.00 1.00 Column/Brace Wind_2 Left Right 0.47 -0.70 - 1.07 -0.75 - 0.75 -1.07 -0.70 0.47 Edge_Strip_Ratio----- Zone Width Girt Panel 3.28 1.07 1.23 Long Surface Wind Friction 0.00 0.00 -0.87 0.00 -0.87 0.00 0.00 0.00 Col/ Jamb 1.07 9 6/15/2009 Load No. Id 32 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Dead 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.60 0.60 0.60 0.60 0.60 1.07 1.07 1.07 1.07 1.07 1.07 1.07 1.07 0.55 0.55 1.00 1,00 Coll 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1,00 Live 1.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAFTER DESIGN LOADS: Load No Id Dead Coll Live 24 1 1.00 1.00 1.00 2 1.00 1.00 0.00 3 1.00 1.00 0.00 4 1.00 1.00 0.00 5 0.60 0.00 0.00 6 0.60 0.00 0.00 7 0.60 0.00 0.00 8 0.60 0.00 0.00 9 0.60 0.00 0.00 10 0.60 0.00 0.00 11 0.60 0.00 0.00 12 0.60 0.00 0.00 13 1.00 1,00 0.75 14 1.00 1.00 0.75 15 1.00 1.00 0.00 16 1.00 1.00 0.00 17 1.00 1.00 0.00 18 1.00 1.00 0.00 19 1.00 1.00 0.00 20 1.00 1.00 0.00 21 1.00 1.00 0.00 22 1.00 1.00 0.00 23 1.00 1.00 0.00 24 1.00 1.00 0.00 AUXILIARY LOADS: No. Aux Aux Aux Id Name 8 1 E1UNB_SL 1 --Add_Snow- Snow Drift Slide 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.15 0.00 0.00 0.15 0.75 0.00 0.15 0.75 0.00 0.15 0.00 0.75 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 --Add Snow - Drift Slide 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ©esCalc.out Wind_l Wind_2 Left Right Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_l Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 No. Add_Load Load Id Coeff 2 1 0.00 2 1.67 2 E1UNS_SL 2 2 1 1.67 2 0.00 3 E1PAT_LL 3 1 1 0.50 4 E1PAT LL 4 1 2 0.50 5 LWINAI_L 1 3 1.00 6 LWIND1 R 1 4 1.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Long Column Wind Wind Press�Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Aux_Load Seis Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 - 1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 1.00 0 0.00 -1.00 0 0.00 0.70 0 0.00 - 0.70 0 0.00 0.00 1 1.00 0.00 2 1.00 Long Aux_Load Wind Seis Id Coef 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 0.00 0.00 0 0.00 1.00 0.00 5 1.00 1.00 0.00 6 1.00 0.00 0.00 7 1.00 0.00 0.00 8 1.00 0.00 1.00 0 0.00 0.00 -1.00 0 0.00 0.00 1.00 0 0.00 0.00 -1.00 0 0.00 0.00 1.00 0 0.00 0.00 -1.00 0 0.00 0.00 1.00 0 0.00 0.00 -1.00 0 0.00 0.00 0.00 1 1.00 0.00 0.00 2 1.00 0.00 0.00 3 1.00 0.00 0.00 4 1.00 6/15/2009 7 LWIND2_L 8 LWIND2 R "''?ITIONAL LOADS: Add Surf Basic add Id Id Load 10 1 2 2 3 3 2 4 3 5 2 6 3 7 2 8 2 9 3 10 3 RIGHT ENDWALL: BASIC LOADS: Dead Load 6.0 Collar Load 3.0 WINDL1 WINDL2 WINDR1 WINDR2 Live Load 20.0 BASIC LOADS AT EAVE: Seis ---Torsion--- Load Wind Seismic 0.04 0.00 0.00 WIND PRESSURE/SUCTION: Wind Press 16.0 16.0 16.0 19.8 30.3 Wind Suct - 17.5 -17.5 -17.5 - 21.5 - 18.5 DesCalc.out 1 5 1.00 1 6 1,00 Load Fx Fy Mom X Y Type W1 W2 Co Dx1 Dx2 D -0.02 -0.02 0.33 0.00 17.26 D -0.02 -0.02 -0.33 0.00 17.26 D 0.07 0.07 0.00 0.00 6.55 D 0.07 0.07 0.00 10.71 17.26 D 0.04 0.04 0.00 0.00 6.55 D 0.04 0.04 0.00 10.71 17.26 D -0.05 -0.05 0.00 16.38 17.26 D -0.05 -0.05 0.00 16.38 17.26 D -0.05 -0.05 0.00 0.00 0.89 D -0.05 -0.05 0.00 0.00 0.89 Snow Load 40.0 Basic Wind 16.8 .. Column .. Girt/Header .. Jamb .. Panel .. Parapet WIND COEFFICIENTS: Column/Rafter Surf Wind_l Id Left Right 1 0.00 0.00 2 -1.07 -0,75 3 -0.75 -1.07 4 0.00 0.00 Rafter wind_2 Left Right 0.00 0.00 -0.71 -0.39 -0.39 -0.71 0.00 0.00 Wind_Load_Ratio Deflect Factor 1.00 1.00 COLUMN & BRACING DESIGN LOADS: Load --Add Snow - No. Id Dead Coll Live Snow Drift Slide 32 1 1.00 1.00 1.00 0.00 0.00 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 5 1.00 1.00 0.75 0.00 0.00 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 7 1.00 1.00 0.00 0.75 0.00 0.00 8 1.00 1.00 0.00 0.75 0.75 0.00 9 1.00 1.00 0.00 0.75 0.00 0.75 10 1.00 1.00 0.00 0.75 0.00 0.00 11 1.00 1.00 0.00 0.75 0.75 0.00 12 1.00 1.00 0.00 0.75 0.00 0.75 13 0.60 0,00 0.00 0.00 0.00 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 21 1.07 1.07 0.75 0.00 0.00 0.00 22 1.07 1.07 0.75 0.00 0.00 0.00 Column/Brace Wind_2 Left Right 0.47 -0.70 -1.07 -0.75 -0,75 -1.07 -0.70 0.47 Wind_l Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Conc .. Dist Edge_Strip_Ratio Zone Col/ Width Girt Panel Jamb 3.28 1.07 1.23 1.07 Long Wind 0.00 -0.87 -0.87 0.00 wind_2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0,75 0.00 0.00 0.75 0.00 0.75 0,00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Surface Friction 0.00 0.00 0.00 0.00 Long Column Wind Wind Press Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 -1.00 Aux_Load Id Coef O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 0 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 0 0.00 O 0.00 6115/2009 DesCalc.out 23 1.07 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 24 1.07 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 25 1.07 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 26 1.07 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 27 1.07 0.00 0.00 0.15 0.00 0.75 0.00 0.00 0,00 0.00 0.00 0.00 0.00 1.00 0 0.00 28 1.07 0.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 29 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 30 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 RAFTER DESIGN LOADS: Load --Add Snow- Wind_1 Wi.nd_2 Long Aux_Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Wind Seis Id Coef 24 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 6 1.00 11 0,60 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 15 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1.00 0 0.00 16 1.00 1.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 17 1.00 1.00 0.00 0.15 0.75 0.00 0,00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 1.00 1.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 19 1.00 1.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 20 1.00 1,00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 21 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 22 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 2 1.00 23 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 4 1.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 8 1 E2UNB SL_R 1 2 1.67 2 E2UNB SL L 1 1 1.67 3 E2PAT_LL 3 1 1 0.50 4 E2PAT_LL 4 1 2 0.50 5 LWINDI L 1 3 1.00 6 LWINDI_R 1 4 1.00 7 LWIND2_L 1 5 1.00 8 LWIND2 R 1 6 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist 10 1 2 D -0.02 -0.02 0.33 0.00 17.26 2 3 D -0.02 -0.02 -0.33 0.00 17.26 3 2 D 0.07 0.07 0.00 0.00 6.55 4 3 D 0.07 0.07 0.00 10.71 17.26 5 2 D 0.04 0.04 0.00 0.00 6.55 6 3 D 0.04 0.04 0.00 10.71 17.26 7 2 WINDL1 D -0.03 -0.03 0.00 16.38 17.26 8 2 WINDL2 D -0.03 -0.03 0.00 16.38 17.26 9 3 WINDR1 D -0.03 -0.03 0.00 0.00 0.89 10 3 WINDR2 D -0.03 -0.03 0.00 0.00 0.89 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind_LoadRatio Surface Seis % Load Load Load Load Wind Deflect Factor Friction Factor Snow 6.0 3.0 20.0 40.0 16.8 1.00 1.00 0.00 1,000 0.20 WIND PRESSURE/SUCTION: 6115/2009 Wind Wind Wind Press Suct Suct_Rcof 10.0 -16.5 0.0 -37.0 11.4 -18.2 6.7 -4.9 -11.6 10.3 -7.2 30.3 -18.5 13.4 EDGE & CORNER ZONE WIND: Wind Surf No. Zone Id Id Zone Id Width 1 2 9 1 0.00 3 0.00 4 3.28 5 0.00 6 3.28 7 3.28 8 3.28 9 3.28 10 3.28 3 9 1 0.00 3 0.00 4 3.28 5 0.00 6 3.28 7 3.28 8 3.28 9 3.28 10 3.28 2 2 1 1 0.00 3 1 1 0.00 • DesCalc.out Purlins Gable Extensions Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia/Parapet Length 0.00 3.28 0.00 3.28 0.00 3.28 3.28 3.28 3.28 0.00 3.28 0.00 3.28 0.00 3.28 3.28 3.28 3.28 0.00 0.00 --Purlin--- Press Suct 1.00 1.00 1.00 1.41 1.00 1.41 1.00 1.41 1.00 1.41 1.00 2.22 1.00 2.22 1.00 2.22 1.00 2.22 1.00 1.00 1.00 1.41 1.00 1.41 1.00 1.41 1.00 1.41 1.00 2.22 1.00 2.22 1.00 2.22 1.00 2,22 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL -"*id Surf No. Zone Purlin. Id Zone Id Width Length Suct 3 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load Id Loads Id 2 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 3 20 1 2 3 4 5 6 7 8 9 10 11 12 Dead Collat Live 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.75 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.60 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.75 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.60 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 Snow 0.00 1.00 1.00 1.00 0.00 0.75 0.75 0.75 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.75 0.75 0.75 0.00 0.50 0.50 0.50 ---Panel--- Press Suet 1.00 1.00 1.00 1.73 1.00 1.73 1.00 1.73 1.00 1.73 1.00 2.57 1.00 2.57 1.00 2.57 1.00 2.57 1.00 1.00 1.00 1.73 1.00 1.73 1.00 1.73 1.00 1.73 1.00 2.57 1.00 2.57 1.00 2.57 1.00 2.57 1.00 1.00 1.00 1.00 --Add_Snow- Drift Slide 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind Press 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 Wind Aux_Load Suct Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 0.00 3 1.00 0.00 4 1.00 0.00 1 1,00 0.00 2 1.00 0.00 1 -1.00 0.00 2 -1.00 0.00 3 1.00 0.00 4 1.00 0.00 5 1.00 0.00 6 1.00 0.00 7 1.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 1.00 0 0.00 0.00 3 1.00 0.00 4 1.00 0.00 1 1.00 6/15/2009 DesCalc.out 13 1,00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 BRACING DESIGN LOADS: No. Load--Add_Snow- Wind Wind Seis Aux_Load Loads Id Dead Collat. Live Snow Drift Slide Press Suct Load Id Coef 10 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1,00 0.00 0 0.00 5 1.27 1.27 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 6 1.27 1.27 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 7 1.27 1.27 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 8 0.83 0.00 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.83 0.00 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 10 0.83 0.00 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 AUXILIARY LOADS: NO. AUx Aux No. Add_Load Aux Id Name Load Id Coef 7 1 1 1 0.50 2 1 3 0.50 3 2 1 0.50 2 0.50 4 2 2 0.50 3 0.50 5 2 1 0.50 3 0.50 6 1 2 0.50 7 UNB_SL 2 4 1.67 5 1.67 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx .. Conc Add Id Id Load Type W1 W2 D.xl Dx2 .. Dist 5 1 0 D -40.0 -40.0 0.0 21.2 2 0 D -40.0 -40.0 21.2 41.2 3 0 D -40.0 -40.0 41.2 62.3 4 2 D -40.0 -40.0 0.0 17.3 5 3 D -40.0 -40.0 0.0 17.3 RIGID FRAME #1: BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 6.0 17.1 40.0 3.0 16.8 1.00 0 BASIC LOADS AT RAVE: -Seismic-- Weak Axis_L Weak Axis R --Torsion---EW_Brace-- Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis 0.41 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind_2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 0.47 -0.70 0.83 -0.34 -0.63 -0.63 0.00 2 -1.07 -0.75 -0.71 -0.39 -0.81 -0.65 0.00 3 -0.75 -1.07 -0.39 -0.71 -0.87 -0.65 0.00 4 -0.70 0.47 -0.34 0.83 -0.63 -0.63 0.00 DESIGN LOADS: Load --Add Snow--Wind_1-- -Wind 2-- Long_Wind -Seismic-- Aux_Load No. Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 50 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 2.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6/15/2009 5 1.00 1.00 0.00 1.00 1.00 0.00 6 1.00 1.00 0.00 1.00 1.00 0.00 7 1.00 1.00 0.00 1,00 0.00 1.00 8 1.00 1.00 0.00 1.00 0.00 1.00 9 1.00 0.00 0.00 0.00 0.00 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 17 1.00 1.00 0.00 0.75 0.00 0.75 18 1.00 1.00 0.00 0.75 0.00 0.00 19 1.00 1.00 0.00 0.75 0.75 0,00 20 1.00 1.00 0.00 0.75 0.00 0.75 21 1.00 1.00 0.00 0.75 0.00 0.00 22 1.00 1.00 0.00 0.75 0.75 0.00 23 1.00 1.00 0.00 0.75 0.00 0.75 24 1.00 1.00 0.00 0.75 0.00 0.00 25 1.00 1.00 0.00 0.75 0.75 0.00 26 1.00 1,00 0.00 0.75 0.00 0.75 27 0.60 0.00 0.00 0.00 0.00 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 30 0.60 0.00 0.00 0.00 0.00 0.00 31 0.60 0.00 0.00 0.00 0.00 0.00 32 0.60 0.00 0.00 0.00 0.00 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 35 0.60 0.00 0.00 0.00 0.00 0.00 36 0.60 0.00 0.00 0.00 0.00 0.00 37 0.60 0.00 0.00 0.00 0.00 0.00 38 0.60 0.00 0.00 0.00 0.00 0.00 39 1.07 1.07 0.75 0.00 0.00 0.00 40 1.07 1.07 0.75 0.00 0.00 0.00 41 1.07 1.07 0.00 0.15 0.00 0.00 42 1.07 1.07 0.00 0.15 0.00 0.00 43 1.07 1.07 0.00 0.15 0.75 0.00 44 1.07 1.07 0.00 0.15 0.75 0.00 45 1.07 1.07 0.00 0.15 0.00 0.75 46 1.07 1.07 0.00 0.15 0.00 0.75 47 0.55 0.00 0.00 0.00 0.00 0.00 48 0.55 0.00 0.00 0.00 0.00 0.00 49 1.00 1.00 0.00 0.00 0.00 0.00 50 1.00 1.00 0.00 0.00 0.00 0.00 AUXILIARY LOADS: No. Aux 6 Aux Aux No. Add_Load Id Name Load Id Coeff 1 LWINDI_L2E 1 1 1.00 2 LWINDI R2E 1 2 1.00 3 LWIND2_L3E 1 3 1.00 4 LWIND2_R3E 1 4 1.00 5 Flt]NB SL 1 2 9 0.00 10 1.67 6 F1C]NB_SL 2 2 9 1.67 10 0.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Add Id Id Type Type W1 12 1 2 ------- D 0.07 2 3 D 0.07 3 2 D 0.04 4 3 D 0.04 5 2 WINDLI D -0.06 6 2 WINDL2 D -0.06 7 3 WINDR1 D -0.06 8 3 WINDR2 D -0.06 9 2 D -0.40 10 3 D -0.40 11 2 DEAD C 0.00 12 3 DEAD C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DesCalc.out 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00-1.00 0.00-1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00-1.00 0.00 0,00-1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Fy Mac Dx Dy W2 Co D11 ID12 0.07 0.000 0,00 6.S5 0.07 0.000 10.71 17.26 0.04 0.000 0.00 6.55 0.04 0.000 10.71 17.26 -0.06 0.000 16.38 17.26 - 0.06 0.000 16.38 17.26 - 0.06 0.000 0.00 0.89 -0.06 0.000 0.00 0.89 - 0.40 0.330 0.00 17.26 -0.40 -0.330 0.00 17.26 -0.75 0.00 12.88 4.29 - 0.75 0.00 3.50 -1.17 Conc Dist 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0,00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 4 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 4 1.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 0,70 0.00 0 0.00 0.00 -0.70 0.00 0 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 0.00 6 1.00 6/15/2009 DesCalc.out RIGID FRAME #2: BASIC LOADS: Dead Live 6.0 12.0 Snow Collateral 40.0 3.0 BASIC LOADS AT EAVE: Weak Axis L Wind~ Seis 0.00 0.00 -Seismic-- Load SpcEP 0.74 2.39 WIND COEFFICIENTS: Surf ---Wind 1 --- Id Left Right 1 0.34 -0.59 2 -0.87 -0.65 3 -0.65 -0.87 4 -0.59 0.34 DESIGN LOADS: Load No. Id Dead Coll 50 1 1.00 1.00 2 1.00 1.00 3 1.00 1.00 4 1.00 1.00 5 1.00 1.00 6 1.00 1.00 7 1.00 1.00 8 1.00 1.00 9 1.00 0.00 10 1.00 0.00 11 1.00 1.00 12 1.00 1.00 13 1.00 1.00 14 1.00 1.00 15 1.00 1.00 16 1.00 1.00 17 1.00 1.00 18 1.00 1.00 19 1.00 1.00 20 1.00 1.00 21 1.00 1.00 22 1.00 1.00 23 1.00 1.00 24 1.00 1.00 25 1.00 1.00 26 1.00 1.00 27 0.60 0.00 28 0.60 0.00 29 0.60 0.00 30 0.60 0.00 31 0.60 0.00 32 0.60 0.00 33 0.60 0.00 34 0.60 0.00 35 0.60 0.00 36 0.60 0.00 37 0.60 0.00 38 0.60 0.00 39 1.07 1.07 40 1.07 1.07 41 1.07 1.07 42 1.07 1.07 43 1.07 1.07 44 1.07 1.07 45 1.07 1.07 46 1.07 1.07 47 0.55 0.00 48 0.55 0.00 49 1.00 1.00 50 1.00 1.00 Basic Wind 16.8 Weak Axis R Wind Seis 0.00 0.00 --Wind 2 --- Left Right 0.70 -0,23 - 0.51 -0.29 - 0.29 -0.51 - 0.23 0.70 Live 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Snow 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.15 0.15 0.15 0.15 0.15 0.00 0.00 0.00 0.00 Def1 Ratio 1.00 Temperature Change 0 - -Torsion-- Wind Seis 0.00 0.00 Long_Wind 1 2 - 0.63 -0.87 -0.87 - 0.63 --Add Snow - Drift 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 Slide 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 - 0.63 -0.65 - 0.65 - 0.63 -EW_Brace-- Wind Seis 0.00 0.00 Surface Friction 0.00 0.00 0.00 0.00 -Wind_1-- Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Wind_2-- Long_Wind Lt Rt Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0,75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00-1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Seismic-- Aux Load Long 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Tran 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 -1.00 1.00 -1.00 1.00 -1.00 1.00 -1.00 0.70 -0.70 0.00 0.00 Temp Id Coef 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 1 1.00 0.00 2 1.00 0.00 1 1.00 0.00 2 1.00 0.00 3 1.00 0.00 4 1.00 0.00 3 1.00 0.00 4 1.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 5 1.00 0.00 6 1.00 6/15/2009 DesCalc.out AUXILIARY LOADS: No, Aux Aux No. Add Load '\ux Id Name Load Id Coeff 6 1 LWINDI L2E 1 1 1.00 2 LWINDI_R2E 1 2 1.00 3 LWIND2_I,3E 1 3 1.00 4 LWIND2_123E 1 4 1.00 5 F2UNB_SL 1 2 9 0.00 10 1.67 6 F2UNB SL 2 2 9 1.67 10 0.00 ADDITIONAL LOADS: No, Add Surf Basic Load Fx Fy Mom Dx Dy Cone Add Id Id Type Type W1 W2 Co D11 D12 Dist 12 1 2 D 0.13 0.13 0.000 0.00 6.55 2 3 D 0.13 0.13 0.000 10.71 17.26 3 2 13 0.07 0.07 0.000 0.00 6.55 4 3 D 0.07 0.07 0.000 10.71 17.26 5 2 WINDL1 D -0.08 -0.09 0.000 16,38 17.26 6 2 WINDL2 D -0.08 -0.08 0.000 16.38 17.26 7 3 WINDR1 D -0.08 -0.08 0.000 0.00 0.89 8 3 WINDR2 D -0.08 -0.08 0.000 0.00 0.89 9 2 D -0,72 -0.72 0.330 0.00 17.26 10 3 D -0.72 -0.72 0.330 0.00 17.26 11 2 DEAD C 0.00 -1.25 0.00 12.88 4.29 12 3 DEAD C 0.00 -1.25 0.00 3.50 -1.17 6/15/2009 DesCalc.out 38282 Reactions, Anchor Bolts, & Base Plates: 6/15/09 4:41pm Foundation Loads(k ) --------- ..____........_.,------- Frame Col Max_Pos_Val Y Max_Neg Val Anc. Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick 1 B 14 3.9 0.3 15 -3.6 0.3 4 0.625 8.00 8.25 0.375 16 0.0 0.5 4 B 14 3.9 0.3 15 -3.6 0.3 4 0.625 8.00 8.25 0.375 16 0.0 0.5 1* C 1 3.2 8.3 2 -3.1 -2.2 4 0.750 8.00 11.50 0.375 3 1.6 12.1 4 -2.5 -3.3 1* A 5 3.1 -2.2 6 -3.2 8.3 4 0.750 8.00 11.50 0.375 7 -1.6 12.1 8 2.5 -3.3 2* C 9 5.2 14.4 2 -4.5 -2.7 4 0.750 8.00 11.50 0.375 10 2.9 21.2 11 2.3 -6.3 2* A 5 4.5 -2.7 6 -5.2 14.4 4 0.750 8.00 11.50 0.375 12 -2.9 21.2 13 -2.3 -6.3 1* Frame Lines:1 4 2* Frame Lines:2 3 Load Load Id Combination 1 DL+CL+0.75SL+0.75WR1+0.75Slide 2 0.60DL+WL2 3 DL+CL+FICINB_SL 2 4 0.60DL+WL1 5 0.60DL+WR2 6 DL+CL+0.75SL+0.75WL1 7 DL+CL+F113NB_SL 1 8 0.60DL+WR1 9 DL+CL+0.75SL+0.75WR1 10 DL+CL+F2UNB_SL 2 11 0.60DL+LnWnd1+LWXN8I_L2E 12 DL+CL+F2UNB_SL 1 13 0.60DL+LnWnd1+LWIND1_R2E 14 0.60DL+WR2+WS 15 0.60DL+WP+LnWnd2 16 1.07DL+0.15SL+Seis R+0.75Slide BRACING/PANEL SHEAR REACTIONS: ------Reactions(k ) Panel ---Wall-- Col ----Wind---- --SeismicShear Loc Line Line Horz Vert Horz Vert (lb/£t) L_EW 1 Rigid Frame At Endwall F SW A 2 ,3 3.02 3.35 2.25 2.50 R_EW 4 Rigid Frame At Endwall B SW C 3 ,2 3.02 3.35 2.25 2.50 38282 Additional Reactions Report: 6/15/09 4:41pm 6/15/2009 DesCalc.out Rigid Frame Column Reactions me Col ---Dead--- Collateral _--Live--- ---Snow-----Wind_Ll-- Line Line Horz Vert Horz Vert Horz Vert Harz Vert Horz Vert 1* C 0.4 2.5 0.1 0.6 0.5 3.1 1.3 7.3 -2.7 -4.7 1* A -0.4 2.5 -0.1 0.6 -0.5 3.1 -1.3 7.4 -2.2 -0.8 Frame Col -Wind RI-- -Wind L2---Wind_R2---LnWind_1--LnWind_2- Line Line Horz Vert Horz Vert Harz Vert Harz Vert Harz Vert 1* C 2.2 -0.8 -3.3 -3.7 1.6 0.3 1.0 -2.7 1.1 -2.0 1* A 2.7 -4.7 -1.6 0.3 3.3 -3.7 -1.0 -2.7 -1.1 -2.0 Frame Col Seismic_L- Seismzc_R- LWINDl_L2E LWINDI R2E LWIND2_L3E Line Line Horz Vert Horz Vert Harz Vert Harz Vert Harz Vert 1* C -0.4 -0.6 0.4 0.6 0.1 -0.3 -0.1 -0.1 0.0 -0.2 1* A -0.4 0.6 0.4 -0.6 0.1 -0.1 -0.1 -0.3 0.0 -0.1 Frame Col LWIND2_R3E F1UNB_SL 1 F1UNB_SL 2 Line Line Horz Vert Horz Vert Harz Vert 1* C 0.0 -0.1 1.1 3.1 1.0 9.1 1* A 0.0 -0.2 -1.0 9.1 -1.1 3.1 Frame Col ---Dead--- Collateral ---Live--- ---Snow--- -Wind Ll -- Line Line Horz Vert Harz Vert Horz Vert Horz Vert Horz Vert 2* C 0.8 4.0 0.2 1.0 0.7 3.9 2.3 13.0 -3.8 -7.0 A -0.8 4.0 -0.2 1.0 -0.7 3.9 -2.3 13.2 -3.3 -1.4 rrame Col -Wind R1-- -Wind L2-- -wind R2---LnWind_1--LnWind_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* C 3.3 -1.4 -4.9 -5.0 2.2 0.7 1.7 -8.1 1.9 -6.9 2* A 3.8 -7.0 -2.2 0.7 4.9 -5.0 -1.7 -8.1 -1.9 -6.9 Frame Col Seismic_L- Seismic_R- Ln_Seismic LWINAI L2E LWINDI_R2E Line Line Horz Vert Harz Vert Horz Vert Horz Vert Horz Vert 2* C -0.8 -1.1 0.7 1.1 0.0 -2.5 0.1 -0.5 -0.2 -0.3 2* A -0.7 1.1 0.8 -1.1 0.0 -2.5 0.2 -0.3 -0.1 -0.5 Frame Col LWIND2_L3E LWIND2_R3E F2UNB SL 1 F2UNB_SL 2 Line Line Horz Vert Horz Vert Horz Vert Horz Vert 2* C 0.1 -0.3 -0.1 -0.1 2.0 5.5 2.0 16.3 2* A 0.1 -0.1 -0.1 -0.3 -2.0 16.3 -2.0 5.5 1* Frame Lines:1 4 2* Frame Lines:2 3 Endwall. Column Reactions Frame Col Dead Wind_P Wind_S '=ne Line Vert Horz Harz C 0.0 -1.6 1.8 1 B 0.4 -3.6 3.9 1 A 0.0 -1.6 1.8 Frame Col Dead Wind_F Wind_S Line Line Vert Harz Horz 6/15/2009 DesCalc.out 4 A 0.0 -1.6 1.8 4 B 0.4 -3.6 3.9 4 C 0.0 -1.6 1.8 38282 Seismic Design Report: 6/15/09 4:41pm Building Data Code =IBC 03 Length = 62.33 Width 32.75 Left Eave Height = 24.00 Right Eave Height = 24.00 Seismic Formula --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin 0.044*Sds*Ie*W Vmax = Sd1*Ie*W/(T*R) Shear Force, E = Rho*V T = 0.356 (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V T = 0.217 (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss - 0.545 Zone/Design Category= C Ie = 1.000 S1 0.075 Shc = 0.120 Sds = 0.364 Seismic Dead Load, W Snow Factor 0.200 Roof Snow = 40.00 (psf ) Roof Dead+Collat = 9.00 (psf ) Frame Dead 2.00 (psf ) Roof Total = 19.00 (psf ) , Weight= 38.79 (k ) L_EW Dead = 1.50 (psf ) , Weight= 0.66 (k ) F_SW Dead 1.50 (psf ) , Weight= 1.12 (k ) R_EW Dead = 1.50 (psf ) , Weight= 0.66 (k ) B_SW Dead = 1.50 (psf ) , Weight= 1.12 (k ) Total = 42.34 (k ) Seismic Forces Roof Bracing R = 3.00, Rho= 1.00 Cs = 0.1213 W = 40.10 (k ) Force, V 4.86 (k ) Force, E = 4.86 (k ) Sidewall Bracing Front R = 3.00, Rho= 1.00, Omega= 3.00 Cs = 0.1124 W = 20.05 (k ) Force, V .- 2.25 (k ) 611512009 DesCalc.out Back Force, Em = 7.29 (k ) Force, E = 2.25 (k ) R = 3.00, Rho= 1.00, Omega= 3.00 Cs = 0.1124 W = 20.05 (k ) Force, V = 2.25 (k ) Force, Em = 7.29 (k ) Force, E .. 2.25 (k ) Rigid Frames R = 3.00, Rho= 1.00 Cs = 0.1124 Frame 1 W = 7.30 (k ) Force, V = 0.82 (k ) (Vmax) Force, E = 0.82 (k ) Frame 2 W = 13.17 (k ) Force, V _ 1.48 (k ) (Vmax) Force, E = 1,48 (k ) End Plates Frame R = 3.00, Omega= 3.00 Total Base Shear Longitudinal Force, V = 4.51 (k ) Transverse Force, V = 4.60 (k ) a " asGAO 00 NY YY yN E1N € a aro JYi 6/15/2009 RfDes-lout * *38282 Rigid Frame Design Input Echo 6/15/09 2:31pm * .)JOBID: '38282 *( 2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id 2 'RE ' 2.00 20.00 7 'P 'P ' 1.00 ' -' *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) Rafter_Dep_Opt(in) Web_Stiffener * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side P -Delta 'N' 'N' 'S' 'T ' 10.00 70.00 'T ' 10.00 70.00 'N' 0.00 'Y ' 'DA' *( 4)DESIGN CODE: *Design ---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS01' 'AISC05' "IBC ' '03' 'IBC 03 "C *( 5)DESIGN CONSTANTS: * ---Strength Factor--- * ----Stress_Ratio---- Sei mic * Frame Col EP BP Wind Frame SpcEP 1.03 1.03 1.03 1.03 1.0000 1.0000 1.7000 *( 6)STEEL YIELDS: * Web Flg C Sec W Sec R Sec P Sec T Sec U Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: * --Vertical-- ----Horizontal---- Weak * Live Total Total Seis Crane Axis '0.0 180.0 60.0 50.0 100.0 60.0 *( 8)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React I, :Ys 151 ,Y, ,Y N, ,N, ,Y, ,N, 'N' 'Y' ,Y, *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.0000 9.125 16.3750 29.4583 11.125 32.7500 24.0000 11.125 32.7500 0.0000 9.125 *(10)MEMBER DEPTHS: *Surf Depth(in) No. Interior_Depths * Id Start End Dep Loc(ft) Depth(in) 1 10.000 18.000 1 20.0000 18.000 2 18.000 10.000 0 3 10.000 18.000 0 4 18.000 10.000 1 4.0000 18.000 *(11)MEMBER SPLICES: * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'HSF ' 3 1 0.0000 '-EE ' 4 1 0.0000 'HSF ' 2)SEGMENT PLATES: *No. Surf Mem Seg Seg Member Flange Plate Thickness(in) *Seg Id Id Id Len(ft) Part Wid(in) Web OS_Flg IS_Flg 6 1 1 1 0.0000 ' ' 6.00 0.1345 0.1875 0.3125 1 2 2 0.0000 ' ' 6.00 0.1345 0.1875 0.3125 2 3 3 0.0000 ' 6.00 0.1875 0.2500 0.1875 3 4 4 0,0000 ' 6.00 0.1875 0.2500 0.1875 6/15/2009 Wes-2,out 4 5 5 0.0000 6.00 0.1345 0,1875 0.3125 4 6 6 0.0000 '--------' 6.00 0.1345 0.1875 0.3125 *(13)INTERIOR COLUMNS : * No. Col Col Col Col Connection Rafter Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col ---Depth---- No. Start --Web Depth--- Web Fig OS_F1g IS_F1g * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 20.00 0.0000 Left Column 2 0.00 20.00 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 0.000 *(17)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Horz Vert Rotate 0 *(18)WALL GIRTS : *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Proj Lap Id Girt Location(ft) 1 'ZB' '8Z16 ' 8.00 0.00 1.000 3 5 4.000 8.000 12.000 16.000 20.000 4 'ZB' '8Z16 ' 8.00 0.00 1.000 2 5 4.000 8,000 12.000 16.000 20.000 *(19)ROOF PURLINS: *Surf Purl Purl Purl Puri Purl No. Peak Set_Of -Set_Space * Id Type Size Depth Proj Lap Purl Space Space Space No. 2 'ZB' '10Z7.4 ' 10.00 0.00 1.875 5 1.000 2 2.130 2 4.000 3 3 'ZB' '10Z14 ' 10.00 0.00 1.875 5 1.000 2 4.000 3 2.130 2 *(20)FLANGE BRACES: * Surf No. Flange_Brace At * Id Brace Girt/Purlin Number 1 2 3 5 2 5 1 2 3 4 5 3 5 1 2 3 4 5 4 2 3 5 *(21)SIDEWALI EXTENSIONS: *Surf No Ext ExtensionSize----_-- ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collat Live Snow Windl_Coeff Wind2_Coeff Long Wind Facia_Wind Seis *Id psf psf psf psf Left Right Left Right Left Right Left Right k *(23)BASIC LOADS: * Basic ---Deflection--- * Dead Live Snow Collat Wind Load_Ratio Temperature * psf psf psf psf psf Snow Wind Seis Change 6.00 12.00 40.00 3.00 16.81 1.00 1.00 1.00 0.0 *(24)BASIC LOADS AT EAVE: * Seismic- Weak_Axis L Weak_Axis R --Torsion---EW_Brace-- * Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis * k k k k k k k k k k 0,74 2.39 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61/512009 *(25)WIND COEFFICIENTS: * Surf --wind 1--- --Wind 2--- * Id 1 2 3 4 Left 0.34 - 0.87 - 0.65 -0.59 Right -0.59 -0.65 -0.87 0.34 Left Right 0.70 -0.23 - 0.51 -0.29 - 0.29 -0.51 -0.23 0.70 *(26)LONGITUDINAL BRACING LOADS: * -----Wind ---Seismic--- * Horiz Vert Horiz Vert 3.02 3.35 2.25 2.50 3.02 3.35 2.25 2.50 *(27)DESIGN * *Load *No Id 50 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Long_Wind 1 2 - 0.63 -0.63 -0.87 -0.65 -0.87 -0.65 - 0.63 -0.63 .. Left Column .. Right Column RfDes-2.ouf Surface Friction 0.00 0.00 0,00 0.00 LOADS:Strength -------------------- Load_Coefficients -Add_Snow- --Wind 1 -- Dead Coll Live Snow Drift Slide Lt Rt 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 1.00 1.00 0.00 0.75 0.00 0,00 0.00 0.75 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 1.07 1.07 0.00 0.15 0.00 0.00 0.00 0.00 1.07 1.07 0.00 0.15 0.00 0.00 0.00 0.00 1.07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 1.07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 1.07 1.07 0.00 0.15 0.00 0.75 0.00 0.00 1.07 1.07 0.00 0.15 0.00 0.75 0.00 0.00 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 *(28)DESIGN LOADS:Deflection * *Load *No --Wind 2 -- Lt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.75 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load_Coefficients -Add_Snow---Wind1-- --Wind 2 -- Id Dead Co11 Live Snow Drift Slide Lt Rt Long_Wind 1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 -1.00 -1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -Seismic-- Aux Load Long Tran Temp Id Coeff 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0,00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0,00 0.00 0.00 0 0,00 0.00 0.00 0.00 0 0.00 0,00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 1 1.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 4 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 4 1.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 0.70 0.00 0 0.00 0.00 -0.70 0.00 0 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 0.00 6 1.00 Long_Wind -Seismic-- Aux Load Lt Rt 1 2 Long Tran Temp Id Coeff 6/15/2009 RfDes-2.out 0 *(29)DESIGN LOADS:Special * Load Coefficients *Load-Add_Snow- --Wind l----Wind_2-- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 8 51 1.27 1,27 0.00 0,04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 52 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 53 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 54 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 55 1.27 1,27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 56 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 57 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 58 0.83 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *{30}AUXILARY LOADS: *No. Aux Aux NO._Add Add_Comb *Aux Id Name Loads Id Coeff 6 1 'LWINDI L2E' 1 1 1.00 2 'LWINDI R2E' 1 2 1.00 3 'LWIND2 L3E' 1 3 1.00 4 'LWIND2 R3E' 1 4 1.00 5 'F2UNB SL 1' 2 9 0.00 10 1.67 6 ' F2UNB SL 2' 2 9 1.67 10 0.00 *(31)ADDITIONAL LOADS: *No. Add Surf Basic Load Fx Ey Mom Dx Dy .. Conc *Add Id Id Type Type W1 W2 Co D11 D12 ,. Dist 12 1 2 ' 'D ' 0.128 0.128 0.00 0.000 6.550 2 3 "D ' 0.128 0.128 0.00 10.711 17.261 3 2 ' 'D ' 0.069 0.069 0.00 0.000 6.550 4 3 ' 'D ' 0.069 0.069 0.00 10.711 17.261 5 2 'WINDLI' 'D ' -0.075 -0.075 0.00 16.375 17.261 6 2 'WINDL2' 'D ' -0.075 -0.075 0.00 16.375 17.261. 7 3 'WINDR1' 'D ' -0.075 -0.075 0.00 0.000 0.886 8 3 'WINDR2' 'D ' -0.075 -0.075 0.00 0.000 0.886 9 2 ' ' 'D ' -0.720 -0.720 0.33 0.000 17.261 10 3 'D ' -0.720 -0.720 -0.33 0.000 17.261 11 2 'DEAD "C ' 0.000 -1.250 0.000 12.880 4.292 12 3 'DEAD 'C ' 0.000 -1.250 0.000 3.500 -1.170 *(32)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(33)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 6115/2009 RfDes-2.out *(34)CRANE BRACKET: *Crane BayId Crane Crane ----Beam---- ----Offset---- -----Bracket------- Col Sup Load *No Id Lt Rt Type Height Depth Width Left Right Type Opt Select LtW Rt (k ) *(35)FRAME LINES: * No *Line Frame Line .Id 2 2 3 *(36)D SIGN PLATES: *No. ---Plate-- --Plate Size- Bolt Bolt ---Top---- -Bottom-- *Plt Type Id Width Thick Dia Gage Row Space Row Space 0 *(37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 *(38)ENAWALL COLUMNS: *Wall Expand_EW No. Column Column * Id Use Offset Column Locate Offset 1 'Y ' 14.000 0 3 'Y ' 14.000 0 *(39)JACK BEAMS: * No. Beam Beam Beam Beam Spring(k/in ) *Beam Id Offset Height Length Part Horz Vert 0 * Code files used: * IBC.03N * RF IBC.03N Version 4.0 •RFDEP.Siz *surface Span --Required- Selected * Id Id Type Span Type Span #Depth #Splice * 1 1 W 24.0 W 25.0 1 0 * 2 1 C 16.4 C 20.0 0 0 * 3 1 C 16.4 C 20.0 0 0 * 4 1 W 24.0 W 25.0 1 0 38282 Rigid Frame Design Code 6/15/09 2:37pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCOS Cold Formed Steel : NAUSO1 BUILDING CODE: Wind Code Seismic Zone : IBC 03 : C MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Base Plate and Anchor Bolt Design 6/15/09 2:37pm ;e Plate Yield = 55.00 (ksi ) .oncrete Bearing = 2.50 (ksi ) Bolt Shear Stress= 11.60 (ksi ) BASE PLATE & BOLT SIZE: 5/15/2009 RfDes-2.out 2 --Column_Base-- Loc. Typ Depth Left P 10.5 Right P 10.5 BASE REACTIONS: --Plate_Size(in)----Bolts(A36 }--Shear(k )- Width Length Thick Row Diam Gage Limit UC 8.0 11.50 0.375 2 0.750 4.00 20.5 0.25 8.0 11.50 0.375 2 0.750 4.00 20.5 0.25 Column-Max_Comp- Loc. Ld Fy(k ) Max Tension+Shear Tens Shear Ld Fy(k ) Fx(k ) Left 50 21.2 31 Right 49 21,2 32 WELDS: Base Id Left Right -Max_Shear Ld Fx(k ) Max Shear+Tension Shear Tens Ld Fx(k) Fy(k ) -6.3 3.8 18 5.2 29 4.5 -2.7 -6.3 3.8 15 5.2 30 4.5 -2.7 Outs ide_Flange_To_Base Shear(k/in ) Size Typ Calc Rn/sf 0.188 F1 0.52 2.78 0.188 F1 0.52 2.78 LOAD COMBINATIONS: 15 18 29 30 31 32 49 50 - DL+CL+0.75SL+0.75WL1 - DL+CL+0.75SL+0.75WR1 - 0.60DL+WL2 0.60DL+WR2 - 0.60DL+LW1+LWINDI L2E - 0.66DL+LW1+LWIND1_R2E - DL+CL+F2UNB_SL 1 - DL+CL+F2UNB SL 2 Inside_Flange_To_Base Web To_Base Shear(k/in ) Shear(k/in ) Size Typ Calc Rn/sf Size Typ Calc Rn/sf 0.188 F2 0.26 2.78 0.188 F2 0.26 2.78 0.188 F2 0.26 2.78 0.18$ F2 0.26 2.78 38282 Bolted -End -Plate Design 6/15/09 2:37pm Splice Yield = 55.00 (ksi ) Splice Id Member Web-Splice(in)- Typ Loc. Depth Width Thick 1 HSF 2- 3 18.00 2 -EE 3- 4 10.54 3 HSF 4- 5 18.00 6.0 0.500 6.0 0.500 6.0 0.500 Ten ---Load(k ,f -k )------Bolts(A325 )------ Loc Id Axl Shr Mom Row Diam Space Gage Top 24 16 -4 87 2 0.750 4.00 Bot 27 -5 1 42 1 0.750 3.50 Top 29 0 -2 1 2 0.750 4.00 Bot 3 3 0 43 2 0.750 4.00 Top 21 -16 -4 87 2 0.750 4.00 Bot 28 5 1 42 1 0.750 3.50 Splice Splice ------Top Bolts ------ Id Typ Length Row Edge Space Space2 1 HSF 2 -EE 3 HSF WELDS: Splice Id Side 1 L (a) G1 6.69 (a) 0.188 F2 2.06 2.78 0.188 F2 0.10 2.78 1 R 0.250 F2 3.69 3.71 0.188 F2 1.98 2.78 0.188 F2 0.10 2.78 2 L 0.188 F2 0.09 2.78 (a) G1 6.15 (a) 0.188 F2 0.11 2.78 2 R 0.188 F2 0.09 2.78 (a) G1. 6.15 (a) 0.188 F2 0.11 2.78 3 L 0.250 F2 3.69 3.71 0.188 F2 1.98 2.78 0.188 F2 0.10 2.78 21.66 2 1.50 4.00 17.26 2 1.50 4.00 21.66 2 1.50 4.00 Outs ide_Flange To_Bep Shear(k/in ) Size Typ Calc Rn/sf Size ----Bottom_Balts Row Edge Space Space2 3.50 1 2.50 3.50 3.50 3.50 2 1.50 4.00 3.50 3.50 1 2.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 3.50 Inside F1ange_ToBep Web_To_Bep Shear(k/in ) Shear(k/in ) Typ Calc Rn/sf Size Typ Calc Rn/sf 611512009 RfDes-2.out 3 R (a) G1 6.69 (a) 0.188 F2 2.06 2.78 0.188 F2 0.10 2.78 (a)Full penetration groove weld D COMBINATIONS: 3 - DL+CL+SL 21 - D1,+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 38282 Stiffener Report 6/15/09 2:37pm Stiffener Yield = 55.0 (ksi ) STIFFENER SIZE: ----Stiffener-----Web(in)-- -Stiffener_Size(in)- Location No. Depth Thick Width Thick Length Left Col 1 18.00 0.188 3.00 0.188 18.00 Right Col 1 18.00 0.188 3.00 0.188 18.00 STIFFENER DESIGN: Stiffener---Tension(k )-----Compression(k )-- Max ocation Load Calc Pn/sf Load Calc Pn/sf UC Left Col 27 26.3 37.1 24 56.7 66.0 0.86 Right Col 28 26.3 37.1 21 56.7 66.0 0.86 WELDS: ---Stiff_To_FIg/EP--- Stiff To Web---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Rn/sf Size Typ Calc Rn/sf Left Col Right Col 0.188 F2 2,20 2.78 0.188 8'1 1.58 2.78 0.188 F2 2.20 2.78 0.188 F1 1.58 2.78 LOAD COMBINATIONS: 21 - DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 27 - 0.60DL+WL1 28 - 0 . 60D1,+WR1 38282 Web Crippling Report 6/15/09 2:37pm CONCENTRATED LOADS: Web Bearing Add ---Code_Limits---- trf Locate Mem Seg Depth Width Load Load Yielding Buckling Max Id (ft) Id Id (in) (in) Id (k ) (k ) (k ) UC 2 12.9 3 3 11.81 4.00 11 -1.3 42.1 33.7 0.04 3 3.5 4 4 11.81 4.00 12 -1.3 42.1 33.7 0.04 29 6/15/2009 RfDes-2.out 38282 Flange Brace Report 6/15/09 2:37pm Flange Brace Yield= 36.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 ) (0 Washer ) Surf No Web Brace Calc--Brace_OC-- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC 1 2 3 1 L2X2X14 14.80 26.00 0.95 0.50 0.72 0.59 5 1 L2X2X14 18.00 26.00 1.19 0.65 0.90 0.74 2 2 1 1 L2X2X14 17.71 26.00 0.86 0.46 0.65 0.41 5 1 L2X2X14 10.22 26.00 0.86 0.44 0.65 0.41 3 2 1 1 L2X2X14 10.22 26.00 0.86 0.44 0.65 0.41 5 1 L2X2X14 17.71 26.00 0.86 0.46 0.65 0.41 4 2 3 1 L2X2X14 14.80 26.00 0.95 0.50 0,72 0.59 5 1 L2X2X14 18.00 26.00 1.19 0.65 0.90 0.74 38282 Weld Report: Web To Flange 6/15/09 2:37pm --Calc_Max_Weld Shear-- Weid_Provided Member Segment Section Load Shear Size Rn/sf No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 18 0.49 0.188 2.78 F 1 2 2 17 24 0.20 0.188 2.78 F 1 3 3 20 50 0.69 0.188 2.78 F 1 4 4 47 49 0.69 0.188 2.78 F 1 5 5 50 21 0.20 0.168 2.78 F 1 6 6 66 15 0.49 0.188 2.78 F 1 LOAD COMBINATIONS: 15 - DL+CL+0,75SL+0.75WL1 18 - DL+CL+0.75SL+0.75WR1 21 - DL+CL+0.755L+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 49 - DL+CL+F2UMB SL 1 50 - DL+CL+F2UNB_SL 2 38282 Special Segment Report 6/15/09 2:37pm FLANGE PLATE:(a) --Initial-- -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col Rt Col 6.0 0.250 6.0 0.250 WES PLATE:(b) 6.0 0.250 6.0 0.250 Calc Shear Force Actions---- Web Vn/sf Calc Web Axial Moment Shear Web Stiff Thick Stiffener Locate Id (k ) (f -k ) (k ) (k ) (k ) (in) Provided Lt Col 24 15.5 87.2 50.4 50.4 0.0 0,188 None Rt Col 21 15.5 87.2 50.4 50.4 0.0 0.188 None WEB DESIGN: Locate H Av Kv Cv 6/15/2009 RfDes-2.out 31 Lt Col 15.15 15.02 10.09 0.99 Rt Col 15.15 15.03 10.09 0.99 ]DS_BUILD(frame37)=4 see help. (b)DS BUILD(frame36)=5 .. see help. LOAD COMBINATIONS: 21 - DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 38282 Design Summary Report 6/15/09 2:37pm FRAME: Id = 2 Type = RF Line Id= 2 3 MEMBERS: Mem Segl Flange IWeb_Depthl P1ate_Thickness 1 Max UCV I Max_UCO ! Max UCI Id Id 1 Len Wid1Strt End1 Web 0-flg Ld Ucvlld Ld UcolId Ld Uci 1 1 20.0 6.0 10.0 18.0 0.134 0.188 0.313 16 25 0.31 16 29 0.75 16 25 0.92 2 2 3.3 6.0 18.0 18.0 0.134 0.188 0.313 17 24 0.37 19 24 0.88 19 24 0.97 3 3 16.4 6.0 18.0 10.0 0.188 0.250 0.188 20 50 0.56 32 4 0.90 33 4 0.85 4 4 16.4 6.0 10.0 18.0 0.188 0.250 0.188 47 49 0.56 35 3 0.90 34 3 0.85 5 5 3.3 6.0 18.0 18.0 0.134 0.188 0.313 50 21 0.37 48 21 0.88 48 22 0.97 6 6 20.0 6.0 18.0 10.0 0.134 0.188 0.313 51 22 0.31 51 30 0.75 51 22 0.92 D COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 3#-- DL+CL+SL 4#- DL+CL+SL 5 - DL+CL+SL+Drift 6 - DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Slide 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 DL+CL+0.75LL+0.75WR1 13 - DL+CL+0.75LL+0.75WL2 14 - DL+CL+0.75LL+0.75WR2 15 - DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WL1+0.75Drift 17 - DL+CL+0.755L+0.75WL1+0.7SSlide 18 - DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.75WR1+0.75Drift 20 - DL+CL+0.755L+0.75WR1+0.75Slide 21#- DL+CL+0.75SL+0.75WL2 224- DL+CL+0.75SL+0.75WL2+0.75Drift 23 - DL+CL+0.755L+0.75WL2+0.75Slide 24#- DLtCL+0.75SL+0.75WR2 25#- DL+CL+0.75SL+0.75WR2+0.75Drift 26 - DL+CL+0.75SL+0.75WR2+0.75Slide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29#- 0.60DL+WL2 304- 0.600L+WR2 .1 - 0.60DL+LW1+LWINDI L2E 32 0.60DL+LW1+LWINDI_R2E 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWINDI R2E 35 - 0.60DL+LW2+LWIND2 L3E 36 - 0.60DL+LW2+LWIND2_R3E 37 - 0.60DL-LW2+LWIND2_L3E 38 - 0.60DL-LW2+LWIND2 R3E 6115/2009 RfDes-2.out 39 - 1.07DL+1.07CL+0.75LL+SEIS 40 - 1.07DL+1.07CL+0.75LL-SEIS 41 1.07DL+1.07CL+0.15SL+SEIS 42 - 1.07DL+1.07CL+0.15SL-SEIS 43 - 1.07DL+1.07CL+0.15SL+SETS+0.75Drift 44 - 1.070L+1.07CL+0.15SL-SEIS+0.75Drift 45 - 1.07DL+1.07CL+0.15SL+SEIS+0.75S1ide 46 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Slide 47 - 0.SSDL+0.70SEIS 48 - 0.55DL-0.70SEIS 49#- DL+CL+F2UNB_SL 1 50#- DL+CL+F2UNB SL 2 51 1.27DL+1.27CL+0.04SL+SEIS 52 - 1.27DL+1.27CL+0.04SL-SEIS 53 - 1.27DL+1.27CL+0.04SL+SEIS+0.20Drift 54 1.27DL+1.27CL+0.04SL-SEIS+0.20Drift 55 1.27DL+1.27CL+0.04SL+SEIS+0.2OSlide 56 - 1.27DL+1.27CL+0.04SL-SEIS+0.20Slide 57 - 0.83DL+SEIS 58 - 0.83DL-SEIS FRAME AREA: Frame Area = 95.01 Building Area= 875.38 Ratio= 0.11 WEIGHTS: Member 1 2 3 4 5 6 Weight (lb) 332 43 295 295 43 332 Total Weight (lb) Frame Members = 1342 Interior Col. = 0 Conn. Plates = 103 Base Plates = 20 Trans Stiff = 0 1464 REACTIONS: (Sidewall Columns) Load Left_Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) 1 1.66 9.00 0.00 0.00 -1.66 8.92 0.00 0.00 2 1.66 8.92 0.00 0.00 -1.66 9.00 0.00 0.00 3 3.26 18.21 0.00 0.00 -3.26 18.04 0.00 0.00 4 3.26 18.04 0.00 0.00 -3.26 18.21 0.00 0.00 5 3.26 18.04 0.00 0.00 -3.26 18.21 0.00 0.00 6 3.26 18.04 0.00 0.00 -3.26 18.21 0.00 0.00 7 3.26 18.04 0.00 0.00 -3.26 18.21 0.00 0.00 8 3.26 18.04 0.00 0.00 -3.26 18.21 0.00 0.00 9 0.77 4.01 0.00 0.00 -0.77 3.97 0.00 0.00 10 0.77 3.97 0.00 0.00 -0.77 4.01 0.00 0.00 11 -1.37 2.47 0.00 0.00 -3.97 7.25 0.00 0.00 12 3.97 7.25 0.00 0.00 1.37 2.47 0.00 0.00 13 -2.21 3.90 0.00 0.00 -3.13 8.79 0.00 0.00 14 3.13 8.79 0.00 0.00 2.21 3.90 0.00 0.00 15 -0.16 9.06 0.00 0.00 -5.18 14.41 0.00 0.00 16 -0.16 9.06 0.00 0.00 -5.18 14.41 0.00 0.00 17 -0.16 9.06 0.00 0.00 -5.18 14.41 0.00 0.00 18 5.18 14.41 0.00 0.00 0.16 9.06 0.00 0.00 19 5.18 14.41 0.00 0.00 0.16 9.06 0.00 0.00 20 5.18 14.41 0.00 0.00 0.16 9.06 0.00 0.00 21 -1.01 10.48 0.00 0.00 -4.33 15.96 0.00 0.00 22 -1.01 10.48 0.00 0.00 -4.33 15,96 0.00 0.00 23 -1.01 10.48 0.00 0.00 -4.33 15.96 0.00 0.00 24 4.33 15.96 0.00 0.00 1.01 10.49 0.00 0.00 25 4.33 15.96 0.00 0.00 1.01 10.49 0.00 0.00 26 4.33 15.96 0.00 0.00 1.01 10.49 0.00 0.00 6/1512009 RfDes-2.out 27 -3.36 -4.64 0.00 0.00 -3.76 1.13 0.00 0.00 28 3.76 1.13 0.00 0.00 3.36 -4.64 0.00 0.00 29 -4.48 -2.75 0.00 0.00 -2.64 3.20 0.00 0.00 30 2.64 3.20 0.00 0.00 4,48 -2.75 Q.00 0.00 31 2.31 -6.28 3.02 0.00 -2.05 -6.00 3.02 0.00 32 2.05 -6.00 3.02 0.00 -2.31 -6.28 3.02 0.00 33 2.35 0.43 0.00 0.00 -2.09 0.69 0.00 0.00 34 2.09 0.69 0.00 0.00 -2.35 0.43 0.00 0.00 35 2.46 -4.82 3.02 0.00 -2.32 -4.67 3.02 0.00 36 2.32 -4.68 3.02 0.00 -2.46 -4.82 3.02 0.00 37 2.50 1.89 0.00 0.00 -2.36 2.02 0,00 0.00 3B 2.36 2.02 0.00 0.00 -2.50 1.89 0.00 0.00 39 0.79 7.07 0.00 0.00 -2.27 9.58 0.00 0.00 40 2.27 9.58 0.00 0.00 -0.79 7.07 0.00 0.00 41 0.62 6.11 0.00 0.00 -2.10 8.58 0.00 0.00 42 2.10 8.58 0.00 0.00 -0.62 6.11 0.00 0.00 43 0.62 6.11 0.00 0.00 -2.10 8.58 0.00 0.00 44 2.10 8.58 0.00 0.00 -0.62 6.11 0.00 0.00 45 0.62 6.11 0.00 0.00 -2,10 8.58 0.00 0.00 46 2.10 8.58 0.00 0.00 -0.62 6.11 0.00 0.00 47 -0.10 1.39 0.00 0.00 -0.94 3.00 0.00 0.00 48 0.94 3.00 0.00 0.00 0.10 1.39 Q.00 0.00 49 2,97 10.69 0.00 0.00 -2.91 21.22 0,00 0.00 50 2.91 21.22 0.00 0.00 -2.97 10.69 0.00 0.00 DEFLECTIONS : (in) Lateral Deft Load, @ Top Of Col Vert Deft Id Left Right @ Midspan ---- 1 -0.34 0.25 -0.83 2 -0.25 0.34 -0.83 3 -0.67 0.49 -1.64 4 -0.49 0.67 -1.64 5 -0.49 0.67 -1.64 6 -0.49 0.67 -1.64 7 -0.49 0.67 -1.64 8 -0.49 0.67 -1.64 9 -0.16 0.12 -0.39 10 -0.12 0.16 -0.39 11 2.44 2.83 -0.55 12 -2.83 2.44 -0.55 13 2.51 2.88 -0.52 14 -2.88 -2.51 -0.52 15 2.52 3.35 -1.16 16 2.52 3.35 -1.16 17 2.52 3.35 -1.16 18 -3.35 -2.52 -1.16 19 -3.35 -2.52 -1.16 20 -3.35 -2.52 -1.16 21 2.61 3.40 -1.13 22 2.61 3.40 -1.13 23 2.61 3.40 -1.13 24 -3.40 -2.61 -1.13 25 -3.40 -2.61 -1.13 26 -3.40 -2.61 -1.13 27 3.19 3.19 -0.04 28 -3.19 -3.19 0.05 29 3.30 3.26 0.06 30 -3.26 -3.30 0.06 31 -0.31 -0.15 -0.20 32 0.15 0.31 -0.20 33 -0.32 -0.16 -0.20 34 0.16 0.32 -0.20 5 -0,24 -0.01 -0.30 36 0.01 0.24 -0.30 37 -0.25 -0.02 -0.30 38 0.02 0.25 -0.30 39 1.05 1.60 -0.78 40 -1.60 -1.05 -0.78 41 1.07 1.55 -0.69 42 -1.55 -1.07 -0.69 6/15/2009 Rf©es-2.out 43 1.07 1.55 -0.69 44 -1.55 -1.07 -0.69 45 1.07 1.55 -0.69 46 -1.55 -1.07 -0.69 47 0.77 0.93 -0.22 48 -0.93 -0.77 -0.22 49 -1.62 -0.60 -1.44 50 0.60 1.62 -1.44 DEFLECTIONS RATIO: Lateral Defl Load p Top Of Col Vert Defl Id Left Right 8) Midspan 1 828 1120 474 2 1120 829 474 3 417 572 240 4 571 417 240 5 571 417 240 6 571 417 240 7 571 417 240 8 571 417 240 9 1775 2324 1004 10 2322 1776 1004 11 114 98 709 12 98 114 709 13 111 97 752 14 97 111 752 15 110 83 338 16 110 83 338 17 110 83 338 18 83 110 338 19 83 110 338 20 83 110 338 21 107 82 348 22 107 82 348 23 107 B2 348 24 82 107 348 25 82 7.07 348 26 82 107 348 27 87 87 9481 28 87 87 8098 29 84 85 7029 30 85 84 7029 31 894 1897 1929 32 1898 895 1929 33 871 1739 1931 34 1740 871 1931 35 1155 26717 1312 36 26822 1155 1312 37 1138 14692 1313 38 14725 1138 1313 39 264 173 506 40 173 264 506 41 262 179 570 42 179 262 570 43 262 179 570 44 179 262 570 45 262 179 570 46 179 262 570 47 361 301 1824 48 301 361 1824 49 172 463 273 50 463 172 273 MAX DEFLECTION: Type Deflect Span/Deflect Limit Live Vertical -1.15 342. 180. Total Vertical -1.64 240. 180. Horizontal Drift -3.40 82. 60. 314 61/5/2009 RfDes-2.out Horizontal Spring Constant= 1.26 k/in DELTA CHECK;(Direct Analysis) Max Deflect Ratio Left Column: 0.0335 Right Column: 0.0335 Max first order drift (in) 3.31 Max second order drift (in) = 3.40 Ratio second/first = 1.03 38282 Flange Hole Check 6/15/09 2:37pm LOAD COMBINATIONS: 38282 Rigid Frame Clearances 6/15/09 2:37pm VERTICAL' CLEARANCE: Location Span X_Coord Y_Coord ,eft_Col 22'02-00" 2'03-08" 22'02-00" Right_Col 22'02-00" 30'05-08" 22'02-00" Midspan 27'06-12" 16'04-08" 27'06--12" HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left Col - Right_Col 28'01-12" 2'03-10" 30'05-06" 38282 Rigid Frame Design Warnings 6/15/09 2;37pm No Warnings |G ■ •4 , 7 52 § cso es 2 2�7 , 2§ §a! ! z [ 6/1512009 C:1MBS JOBS1382821RfDes-tout *38282 Rigid Frame Design Input Echo 6/15/09 2:17pm * 7.) JOBID: '38282 *( 2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix Option Option_Id 1 'RFE' 2.00 11.17 7 'P "P ' 1.00 *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column Dep_Opt(in) Rafter_Dep_Opt(in) Web_Stiffener * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side P -Delta 'N' 'N' 'S' 'T ' 10.00 70.00 'T ' 10.00 70.00 'N' 0.00 'Y ' 'DA' *( 4)DESIGN CODE: *Design---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS01' 'AISCO5' "IBC ' '03' 'IBC 03 "C ' *( 5)DESIGN CONSTANTS: * ---Strength_Factor--- * ----Stress Ratio---- ---Seismic--- * Frame Col EP BP Wind Frame SpcEP 1.03 1.03 1.03 1.03 1.0000 1.0000 1.7000 *( 6)STEEL YIELDS: * Web Fig C_Sec W Sec R_Sec P_Sec T_Sec U Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: * --Vertical-- ----Horizontal---- Weak * Live Total Total. Seis Crane Axis '80.0 180.0 60.0 50.0 100.0 60.0 • , 8)R.EPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React '1' tyr e51 iYr eye 'Ne 'N' :Yr 'N' 'N' 'Yr 'Y' *( 9)SURFACE SHAPE: * No. R_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.0000 9.125 16.3750 29.4583 11.125 32.7500 24.0000 11.125 32.7500 0.0000 9.125 *(10)MEMBER DEPTHS: *Surf Depth(in) No. Interior_Depths * Id Start End Dep Loc(ft) Depth(in) 1 10.000 16.000 1 20.0000 16.000 2 16.000 10.000 0 3 10.000 16.000 0 4 16.000 10.000 1 4.0000 16.000 *(11)MEMBER SPLICES: * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'HSF 3 1. 0.0000 '-EE ' 4 1 0,0000 'HSF ' 2) SEGMENT PLATES: o. Surf Mem Seg Seg Member Flange Plate_Thickness(in) *Seg Id Id Id Len(ft) Part Wid(in) Web OS_Fig IS_Flg 6 1. 1 1 0.0000 6.00 0.1345 0.1875 0.2500 1 2 2 0.0000 ' 6.00 0.1345 0.1875 0.2500 2 3 3 0,0000 ' ' 6.00 0.1345 0.1875 0.2500 3 4 4 0.0000 '' 6.00 0.1345 0.1875 0.2500 4 5 5 0.0000 ' ' 6.00 0.1345 0.1875 0.2500 6/15/2009 C:1MBS JOBSl382821RfDes-1.out 4 6 6 0.0000 ' 6.00 0.1345 0.1875 0.2500 *(13)INTERIOR COLUMNS: * No, Col Cal Col Col Connection Rafter Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPED INTERIOR COLUMNS: *Col Col ---Depth---- No. Start--Web_Depth--- Web Fig OS_F1g IS_Flg * Id Shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION/WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 11.17 0.0000 Left Column 2 0.00 11.17 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 ' 0.000 *(17)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Harz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Proj Lap Id Girt Location(ft) 1 'ZB' '8Z16 ' 8.00 0.00 1.000 3 5 4.000 8.000 12.000 16.000 20.000 4 'ZB" "8216 8.00 0.00 1.000 1 5 4.000 8.000 12.000 16.000 20.000 *(19)ROOF PURLINS: *Surf Purl Purl Purl Purl Purl No. Peak Set_Of-Set_Space * id Type Size Depth Proj Lap Puri Space Space Space No. 2 "ZB" '10Z14 ' 10.00 0.00 1.875 5 1.000 2 2.130 2 4.000 3 3 '2B' '10214 ' 10.00 0.00 1.875 5 1.000 2 4.000 3 2.130 2 *(20)FLANGE BRACES: * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 5 1 2 3 4 5 3 5 1 2 3 4 5 4 5 1 2 3 4 5 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extension_Size ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collat Live Snow Windl_Coeff Wind2_Coeff Long_Wind Facia_Wind Seis *Id psf psf psf psf Left Right Left night Left Right Left Right k *(23)BASIC LOADS: * Basic ---Deflection--- * Dead Live Snow Collat Wind Load_Ratio Temperature * psf psf psf psf psf Snow Wind Seis Change 6.00 17.07 40.00 3.00 16.81 1.00 2.00 1.00 0.0 *(24)BASIC LOADS AT EAVE: * -Seismic- Weak_Axis L Weak_Axis R --Torsion---EW_Brace-- * Load SpcEP Wind Seis Wind Seis Wind Seis Wind Seis * k k k k k k k k k k 0.41 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 *(25)WIND COEFFICIENTS: * Surf --Wind_1--- --Wind 2--- Long_Wind Surface 6/15/2009 D:IMBS JOBS138282ZRfDes-1.out * Id Left Right Left Right 1 .2 Friction 1 0.47 -0.70 0.83 -0.34 -0.63 -0.63 0.00 2 -1.07 -0.75 -0.71 -0.39 -0.87 -0.65 0.00 3 -0.75 -1.07 -0.39 -0.71 -0.87 -0.65 0.00 4 -0.70 0.47 -0,34 0.83 -0.63 -0.63 0.00 * ti.e6) LONGI'LUD3:NAL BRACING LOADS: * ----Wind----- Seismic--- * Horiz Vert Horiz Vert 0.00 0.00 0.00 0.00 .. Left Column 0.00 0.00 0.00 0.00 .. Right Column *(27)DESIGN LOADS:Strength * Load Coefficients------------------- *Load-Add Snow- --Wind_1-- --Wind 2-- Long Wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt _ Rt 1 2 Long Tran Temp Id Coeff 50 1 1.00 1,00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1,00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,00 21 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 23 1.00 1.00 0.00 0.75 0.00 Q.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 24 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 25 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 26 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 27 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 28 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 29 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 30 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 31 0.60 Q.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 32 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 2 1.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 1 1.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 2 1.00 35 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 36 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 37 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 3 1.00 38 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 4 1.00 39 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 40 1.07 1.07 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 41 1.07 1.07 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 42 1.07 1.07 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 43 1.07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 44 1.07 1.07 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 45 1.07 1.07 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 46 1.07 1.07 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 47 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 48 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 49 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 50 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 ,z8)DESIc LOADS:Deflect'ion * --------------------Load_Coefficients *Load-Add_Snaw---Wind_1----Wind_2-- Long_Wind -Seismic-- Aux _Load *Na Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 0 *(29)DESIGN LOADS:Special 6/1512009 C:IMBS JOBS1382821RfDes-1.©ut * Load Coefficients------------------- *Load-Add_Snow---Windl----Wind_2-- Long_wind -Seismic-- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 8 51 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 52 1.27 1.27 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 53 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 54 1.27 1.27 0.00 0.04 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 55 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 56 1.27 1.27 0.00 0.04 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 57 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 58 0.83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *(30)ADXILARY LOADS: *No. Aux Aux No__Add Add Comb *Aux Id Name Loads Id _ Coeff 6 1 'LWINDI L2E' 1 1 1.00 2 'LWINDI R2E' 1 2 1.00 3 'LWIND2 L3E' 1 3 1.00 4 'LWIND2 R3E' 1 4 1.00 5 ' F1[7NB_SL 1' 2 9 0.00 10 1.67 6 'F10NB SL 2' 2 9 1.67 10 0.00 *(31)ADDITIONAL LOADS: *No. Add Surf Basic Load Fx Fy Mom Dx Dy .. Conc *Add Id Id Type Type W1 W2 Co D11 D12 .. Dist 12 1 2 'D 0.071 0.071 0.00 0.000 6.550 2 3 'D 0.071 0.071 0.00 10.711 17.261 3 2 ' "D ' 0.038 0.038 0.00 0.000 6.550 4 3 'D 0.038 0.038 0.00 10.711 17.261 5 2 'WINDL1' 'D -0.059 -0.059 0.00 16.375 17.261 6 2 'WINDL2' 'D -0.059 -0.059 0.00 16.375 17.261 7 3 'WXNDR1' 'D ' -0.059 -0.059 0.00 0.000 0.886 8 3 'WINDR2' 'D -0.059 -0.059 0.00 0.000 0.886 9 2 ' 'D ' -0.402 -0.402 0.33 0.000 17.261 10 3 ' ' 'D -0.402 -0.402 -0.33 0.000 17.261 11 2 'DEAD 'C 0.000 -0.750 0.000 12,880 4.292 12 3 'D "C ' 0.000 -0.750 0.000 3.500 -1.170 *(32)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(33)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(34)CRANE BRACKET: *Crane Bayid Crane Crane ----Beam---- ----Offset---- Bracket Col_Sup Load *No Id Lt Rt Type Height Depth Width Left Right Type Opt- Select Lt Rt {k } 0 6/15/2009 C:IMBS JOBS1382821RfDes-1.out *(35)FRAME LINES: * No *Line Frame Line Id 2 1 _ 4 *i36)DESIGN PLATES: *No. ---Plate-- --Plate Size- Bolt Bolt ---Top---- -Bottom-- *Plt Type Id Width Thick Dia Gage Row Space Row Space 0 *(37)SPECIAL FAB DATA * NO. Piece Piece *Piece Id Key 0 * (3 8) ENDWALL COLUMNS: *Wall Expand_EW No. Column Column * Id Use Offset Column Locate Offset i 'Y ' 14.000 1 16.3750 9.870 3 'Y ' 14.000 1 16.3750 9.870 *(39)JACK BEAMS: * No. Beam Beam Beam Beam Spring(k/in ) *Beam Id Offset Height Length Part Horz Vert 0 * Code files used: * IBC.03N RF IBC.03N Version 4.0 *DS RFDEP.Siz *Surface Span --Required- Selected * Id Id Type Span Type Span #Depth #Splice * 1 1 W 24,0 W 25.0 1 0 2 1 C 16.4 C 20.0 0 0 3 1 C 16.4 C 20.0 0 0 * 4 1 W 24.0 W 25.0 1 0 38282 Rigid Frame Design Code 6/15/09 2:19pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCOS Cold Formed Steel : NAUS01 BUILDING CODE: wind Code Seismic Zone : IBC 03 : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Farmed Steel : 29500 (ksi, ) 38282 Base Plate and Anchor Bolt Design 6/15/09 2:19pm Base Plate Yield = 55.00 (ksi ) -ncrete Bearing = 2.50 (ksi ) .t Shear Stress= 11.60 (ksi ) BASE PLATE & BOLT SIZE: --Column_Base----Piate_Size(in)----Bolts(A36 )--Shear(k )- Loc. Typ Depth Width Length Thick Row Diam Gage Limit UC 6/15/2009 C.1MBS JOBS1382821RfDes-tout Left P 10.4 8.0 11.50 0.375 2 0.750 4.00 20.5 0.15 Right P 10.4 8.0 11.50 0.375 2 0.750 4.00 20.5 0.15 BASE REACTIONS: Max Tension+Shear Max Shear+Tension Column-Max_Comp- Tens Shear-Max_Shear _ Shear Tens Loc. Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ) Ld Fx(k ) Fy(k ) Left 50 12.1 27 -3.3 2.5 18 3.2 29 3.1 -2,2 Right 49 12.1 28 -3.3 2.5 15 3.2 30 3.1 -2.2 WELDS: Outside_Flange To_Base Ins ide_Flange_To,_Base Web_To_Base Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Rn/sf Size Typ Calc Rn/sf Size Typ Calc Rn/sf Left 0.188 F1 0.28 2.78 0.188 F2 0.14 2.78 0.188 F2 0.16 2.78 Right 0.188 F1 0.28 2.78 0.188 F2 0.14 2.78 0.188 F2 0.16 2.78 LOAD COMBINATIONS: 15 - DL+CL+0.75SL+0.75WL1 18 - DL+CL+0.75SL+0.75WR1 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 30 - 0.60DL+WR2 49 - DL+CL+FIUNB SL 1 50 -- DL+CL+FIUNB SL 2 38282 Bolted -End -Plate Design 6/15/09 2:19pm Splice Yield = 55.00 (ksi ) Splice Member Web -Splice(in)- Ten ---Load(k ,f --k )------Bolts(A325 ) Id Typ Loc. Depth Width Thick Loc Id Axl Shr Mom Row Diem Space Gage 1 HSF 2- 3 16.00 6.0 0.500 Top 24 9 -2 51 2 0.750 4.00 3.50 Bot 27 -3 0 30 1 0.750 3.50 3.50 2 -EE 3- 4 10.54 6.0 0.500 Top 30 0 2 1 2 0.750 4.00 3.50 Bot 4 2 0 27 2 0.750 4.00 3.50 3 HSF 4- 5 16.00 6.0 0.500 Top 21 -9 -2 51 2 0.750 4.00 3.50 Bot 28 3 0 30 1 0.750 3.50 3.50 Splice Splice Top_Balts----Bottom_Bolts Id Typ Length Row Edge Space Space2 Row Edge Space Space2 1 HSF 19.59 2 1.50 4.00 3.50 1 2.50 3.50 3.50 2 -EE 17.26 2 1.50 4.00 3.50 2 1.50 4.00 3.50 3 HSF 19.59 2 1.50 4.00 3.50 1 2.50 3.50 3.50 WELDS: Outside Flange_To_Sep Ins ide_Flange_To_Bep Web_To_Bep Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Rn/sf Size Typ Calc Rn/sf Size Typ Calc Rn/sf 1 L 0.188 P2 2.33 2.78 0.188 F2 1.57 2.78 0.188 F2 0.06 2.78 1 R 0.188 F2 2.33 2.78 0.188 P2 1.57 2.78 0.188 F2 0.06 2.78 2 L 0.188 F2 0.10 2.78 0.188 F2 2.32 2.78 0.188 F2 0.08 2.78 2 R 0.188 F2 0.10 2.78 0.188 F2 2.32 2.78 0.188 F2 0.08 2.78 3 L 0.188 F2 2.33 2.78 0.188 F2 1.57 2.78 0.188 F2 0.06 2.78 3 R 0.188 F2 2.33 2.78 0.188 F2 1.57 2.78 0.188 F2 0.06 2.78 6/15/2009 C:1MBS JOBS1382821RfDes-1.out LOAD COMBINATIONS: 4 - DL+CL+SL 21 - DL+CL+0.75SL+0.75WL2 74 - DL+CL+0.75SL+0.75WR2 7 - 0.60DL+WL1 28 - 0.60DL+WR1 30 - 0.60DL+WR2 38282 Stiffener Report 6/15/09 2:19pm Stiffener Yield - 55.0 (ksi ) STIFFENER SIZE: ----Stiffener-----Web(in)-- -Stiffener_Size(in)- Location No. Depth Thick Width Thick Length Left Col 1 16.00 0.134 3.00 0.188 16.00 Right Col 1 16.00 0.134 3.00 0.188 16.00 Left Web 1 16.00 0.134 3.00 0.188 14.37 Right Web 1 16.00 0,134 3.00 0.188 14.37 STIFFENER DESIGN: Stiffener ---Tension(k )------Compression(k )-- Max Location Load Calc Pn/sf Load Calc Pn/sf UC eft Col 27 19.9 37.1 24 34.9 51.9 0.67 ght Col 28 19.9 37.1 21 34.9 51.9 0.67 WELDS: ---Stiff_To_Flg/EP--- Stiff_To_Web---- Stiffener Shear(k/in ) Shear(k/in ) Location Size Typ Calc Rn/sf Size Typ Calc Rn/sf Left Col Right Col Left Web Right Web LOAD COMBINATIONS: 0.188 F2 1.66 2.78 0.188 F1 1.09 2,78 0.188 F2 1.66 2.78 0.188 F1 1.09 2.78 0.000 -2 0.00 0.00 0.188 FI 0.35 2.78 0.000 -2 0.00 0.00 0.188 F1 0.35 2.78 21 - DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 27 - 0.60DL+WL1 28 - 0.60DL+WR1 38282 Web Crippling Report 6/15/09 2:19pm CONCENTRATED LOADS: Web Bearing Add ---Code_Limits--- .,urf Locate Mem Seg Depth Width Load Load Yielding Buckling Max Id (ft) Id Id (in) (in) Id (k ) (k ) (k ) UC 2 12.9 3 3 11.34 4.00 11 -0.8 27.4 17.6 0.04 3 3.5 4 4 11.35 4.00 12 -0.8 27.4 17.6 0.04 63) 6/15/2009 C:1MBS JOBS1382821R#Des-1.out 38282 Flange Brace Report 6/15/09 2:19pm Flange Brace Yield= 36.0 ksi Girt/Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A307 ) (0 Washer ) Surf No Web Brace Calc ---Brace UC-- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC 1 1 4 1 L2X2X14 14.80 26.00 0.66 0.35 0.50 0.41 2 2 1 1 L2X2X14 15.74 26.00 0.70 0.37 0.53 0.33 5 1 L2X2X14 10.16 26,00 0.65 0.34 0.49 0.31 3 2 1 1 L2X2X14 10.16 26.00 0.65 0.34 0.49 0.31 5 1 1,2X2X14 15.74 26.00 0.70 0.37 0.53 0.33 4 1 3 1 L2X2X14 13.60 26.00 0.58 0.30 0.44 0.36 38282 Weld Report: Web To Flange 6/15/09 2:19pm --Calc_Max_Weld_Shear-- Weld_Provided Member Segment Section Load Shear Size Rn/sf No. Id Id Id Id (k/in ) (in) (k/in ) Type Side 1 1 1 18 0.29 0.188 2.78 F 1 2 2 12 25 0.10 0.188 2.78 F 1 3 3 15 50 0.49 0.188 2.78 F 1 4 4 42 49 0.49 0.188 2.78 F 1 5 5 45 21 0.10 0.188 2.78 F 1 6 6 56 15 0.29 0.188 2.78 F 1 LOAD COMBINATIONS: ------------------ 15 - DL+CL+0.75SL+0.75WL1 18 - DL+CL+0.75SL+0.75WR1 21 - DL+CL+0.75SL+0.75WL2 25 - DL+CL+0.75SL+0.75WR2+0.75Drift 49 - DL+CL+FIUNB SL 1 50 - DL+CL+FIUNB SL 2 38282 Special Segment Report 6/15/09 2:19pm FLANGE PLATE:(a) --Initial-- -Required-- Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col 6.0 0.186 6.0 0.188 Rt Col 6.0 0.188 6.0 0.188 WEB PLATE:(b) Calc Shear Force Actions---- Web vn/s£ Calc Web Axial Moment Shear Web Stiff Thick Stiffener Locate Id (k ) (f --k ) (k ) (k ) (k ) (in) Provided Lt Col 24 8.8 50.8 33.7 32.4 1.3 0.134 Horizontal Rt Col 21 8.8 50.8 33.7 32.4 1.3 0.134 Horizontal WEB DESIGN: Locate H Av Kv Cv 6/15/2009 C.1MBS JOBSt882821RfDes-1.out Lt Col 12,21 7.59 17.93 1.00 Rt Col 12.21 7.59 17.93 1.00 )DS_BUILD(frame37)=4 .. see help. r)DS_BUILD(frame36)5 .. see help. LOAD COMBINATIONS: 21 - DL+CL+0.75SL+0.75WL2 24 - DL+CL+0.75SL+0.75WR2 38282 Design Summary Report 6/15/09 2:19pm FRAME: Id w 1 Type = RF Line Id= 1 4 MEMBERS: Mem Segs Flange (Web_Depthj Plate Thickness 1 Max_UCV Max_UCO 1 Max_UCI Id Id I Len WidiStrt Endi Web O-flg I-f1g,Id Ld Ucv Id Ld UcolId Ld Uci 1 1 20.0 6.0 10.0 16.0 0.134 0.188 0.250 1 18 0.16 11 18 0.44 8 18 1.03 2 2 3.3 6.0 16.0 16.0 0.134 0.188 0.250 12 25 0.16 14 24 0.49 14 26 0.71 3 3 16.4 6.0 16.0 10.0 0.134 0.188 0.250 15 50 0.77 27 4 0.62 15 24 0.63 4 4 16.4 6.0 10.0 16.0 0.134 0.188 0.250 42 49 0.77 30 3 0.62 42 21 0.63 5 5 3.3 6.0 16.0 16.0 0.134 0.188 0.250 45 21 0.16 43 21 0.47 43 21 0.81 6 6 20.0 6.0 16.0 10.0 0.134 0.188 0.250 56 15 0.16 46 17 0.41 46 17 0.75 D COMBINATIONS: 1 - DL+CL+LL 2 - DL+CL+LL 34- DL+CL+SL 44- DL+CL+SL 5 - DL+CL+SL+Drift 6 DL+CL+SL+Drift 7 - DL+CL+SL+Slide 8 - DL+CL+SL+Sli.de 9 - DL 10 - DL 11 - DL+CL+0.75LL+0.75WL1 12 - DL+CL+0.75LL+0,75WR1 13 - DL+CL+0.75LL+0.75WL2 14 - DL+CL+0.75LL+0.75WR2 154- DL+CL+0.75SL+0.75WL1 16 - DL+CL+0.75SL+0.75WL1+0.75Drift 174- DL+CL+0.755L+0.75WL1+0,75Slide 184- DL+CL+0.75SL+0.75WR1 19 - DL+CL+0.75SL+0.75WR1+0.75Drift 20 - DL+CL+0.75SL+0.75WR1+0.75Slide 214- DL+CL+0.75SL+0.75WL2 22 - DL+CL+0.75SL+0.75WL2+0.75Drift 23 - DL+CL+0.755L+0.75WL2+0.75Slide 244- DL+CL+0.75SL+0.75WR2 254- DL+CL+0.75SL+0.75WR2+0.75Drift 264- DL+CL+0.75SL+0.75WR2+0.75Slide 27 - 0.60DL+WL1 28 - 0.60DL+WR1 29 - 0.60DL+WL2 10 - 0.60DL+WR2 31 - 0.60DL+LW1+LW1N131_L2E 32 - 0.60DL+LW1+LWINDI R2E 33 - 0.60DL-LW1+LWIND1_L2E 34 - 0.60DL-LW1+LWINDI_R2E 35 - 0.60DL+LW2+LWIND2 L3E 36 - 0.60DL+LW2+LWIND2_^R3E 37 - 0.60DL-LW2+LWINO2L3E 4� 6/15/2009 C:1MBS JOBS1382821RfDes-1.out 38 - 0.60DL-LW2+LWIND2_R3E 39 - 1.070L+1.07CL+0.75LL+SETS 40 - 1.07DL+1.07CL+0.75LL-SEIS 41 - 1.07DL+1.07CL+0.15SL*SEIS 42 - 1.070L+1.07CL+0.15SL-SEIS 43 - 1.07DL+1.07CL+0.15SL+SEIS+0.75Drift 44 - 1.07DL+1.07CL+0.15SL-SEIS+0.75Drift 45 - 1.07DL+1.07CL+0.15SL+SETS+0.75Slide 46 - 1.07DL+1.07CL+0.15SL-SEIS+0.75S1ide 47 - 0.55DL+0.70SEIS 48 - 0.55DL-0.70SEIS 49#- DL+CL+F1€JNB_SL 1 50#- DL+CL+F1UNB SL 2 51 - 1.27DL+1.27CL+0.04SL+SEI$ 52 - 1.27DL+1.27CL+0.04SL-SEIS 53 - 1.27DL+1.27CL+0.04SL+SEIS+0.20Drift 54 - z,27DL+1.27CL+0.04SL-SEIS+0.20Drift 55 - 1.27DL+1.27CL+0.04SL+SEIS+0,20Slide 56 - 1.27DL+1.27CL+0.04SL-SEIS+0.20Slide 57 - 0.83DL+SEIS 58 - 0.83DL-SEIS FRAME AREA: Frame Area = 88.11 Building Area= 875.38 Ratio= 0.10 WE IGHTS : Member 1 2 3 4 5 6 Weight (lb) 298 40 242 242 40 298 Total Weight (lb) Frame Members = 1161 Interior Col. = 0 Conn. Plates = 96 Base Plates = 20 Trans Stiff 0 1276 REACTIONS: (Sidewall Columns) Load Left_Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f-k ) Fx(k ) Fy(k ) Fz(k ) M(f-k ) 1 1.07 6.22 0.00 0.00 -1.07 6.16 0.00 0.00 2 1.07 6.16 0.00 0.00 -1.07 6.22 0.00 0.00 3 1.78 10.43 0.00 0.00 -1.78 10.33 0.00 0.00 4 1.78 10.33 0.00 0.00 -1.78 10.43 0.00 0.00 5 1.78 10.33 0.00 0.00 -1.78 10.43 0.00 0.00 6 1.78 10.33 0.00 0.00 -1.78 10.43 0.00 0.00 7 1.78 10.33 0.00 0.00 -1.78 10.43 0.00 0.00 8 1.78 10.33 0.00 0.00 -1.78 10.43 0.00 0.00 9 0.44 2.50 0.00 0.00 -0.44 2.48 0.00 0.00 10 0.44 2.48 0.00 0.00 -0.44 2.50 0.00 0.00 11 -1.09 1.67 0.00 0.00 -2.63 4.99 0.00 0.00 12 2.63 4.99 0.00 0.00 1.09 1.67 0.00 0.00 13 -1.56 2.47 0.00 0.00 -2.16 5.85 0.00 0.00 14 2.16 5.85 0.00 0.00 1.56 2.47 0.00 0.00 15 -0.56 4.70 0.00 0.00 -3.16 8.25 0.00 0.00 16 -0.56 4.70 0.00 0,00 -3.16 8.25 0.00 0.00 17 -0.56 4.70 0.00 0.00 -3.16 8.25 0.00 0.00 18 3.16 8.25 0.00 0.00 0.56 4.70 0.00 0.00 19 3.16 8.25 0.00 0.00 0.56 4.70 0.00 0.00 20 3.16 8.25 0.00 0.00 0.56 4.70 0.00 0.00 21 -1.03 5.49 0.00 0.00 -2.70 9.11 0.00 0.00 22 -1.03 5.49 0.00 0.00 -2.70 9.11 0.00 0.00 23 -1.03 5.49 0.00 0.00 -2.70 9.11 0.00 0.00 24 2.70 9.11 0.00 0.00 1.03 5.49 0.00 0.00 25 2.70 9.11 0.00 0.00 1.03 5.49 0.00 0.00 26 2.70 9.11 0.00 0.00 1.03 5.49 0.00 0.00 6/15/2009 C:1MBS JOBS1382821RfDes-1.out 27 -2.46 -3.30 0.00 0.00 -2.51 0.74 0.00 0.00 28 2.51 0.74 0.00 0.00 2.46 -3.30 0.00 0.00 29 -3.08 -2,24 0.00 0.00 -1.88 1.89 0.00 0.00 30 1.88 1.89 0.00 0.00 3.08 -2.24 0.00 0.00 31 1,30 -1.48 0.00 0.00 -1.15 -1.33 0.00 0.00 32 1.15 -1.33 0.00 0.00 -1.30 -1,48 0.00 0.00 33 1.30 -1.48 0.00 0.00 -1.15 -1.33 0,00 0.00 34 1.15 -1.33 0.00 0.00 -1.30 -1.48 0.00 0.00 35 1.38 -0.66 0.00 0.00 -1.30 -0.58 0.00 0.00 36 1.30 -0.58 0.00 0.00 -1.38 -0.66 0,00 0.00 37 1.38 -0.66 0.00 0.00 -1.30 -0.58 0.00 0.00 38 1.30 -0.58 0.00 0.00 -1.38 -0.66 0.00 0.00 39 0.56 4.94 0.00 0.00 -1.38 6.31 0.00 0.00 40 1.38 6.31 0.00 0.00 -0.56 4.94 0.00 0.00 41 0.35 3.71 0.00 0.00 -1.17 5.05 0.00 0.00 42 1.17 5.05 0.00 0.00 -0.35 3.71 0,00 0.00 43 0.35 3.71 0.00 0.00 -1.17 5.05 0.00 0.00 44 1.17 5.05 0.00 0.00 -0.35 3.71 0.00 0.00 45 0.35 3.71 0.00 0.00 -1.17 5.05 0.00 0.00 46 1.17 5.05 0.00 0.00 -0.35 3.71 0.00 0.00 47 -0.05 0.93 0.00 0.00 -0.53 1.81 0.00 0.00 48 0.53 1.81 0.00 0.00 0.05 0.93 0.00 0.00 49 1,62 6.20 0.00 0.00 -1.58 12.13 0.00 0.00 50 1.58 12.13 0.00 0.00 -1.62 6.20 0.00 0.00 DEFLECTIONS : (in) Lateral Deft Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.29 0.21 -0.73 2 -0.21 0.29 -0.73 3 -0.49 0.35 -1.22 4 -0.35 0.49 -1.22 5 -0.35 0.49 -1.22 6 -0.35 0.49 -1.22 7 -0.35 0.49 -1.22 8 -0.35 0.49 -1.22 9 -0.12 0.09 -0.30 10 -0.09 0.12 -0.30 11 2.29 2.61 -0.46 12 -2.61 -2.29 -0.45 13 2.34 2.65 -0.45 14 -2.65 -2.34 -0.45 15 2.34 2.91 -0.83 16 2.34 2.91 -0.83 17 2.34 2.91 -0.83 18 -2.91 -2.34 -0.83 19 -2.91 -2.34 -0.83 20 -2.91 -2.34 -0.83 21 2.39 2.94 -0.81 22 2.39 2.94 -0.81 23 2.39 2.94 -0.81 24 -2.94 -2.39 -0.81 25 -2.94 -2.39 -0.81 26 -2.94 -2.39 -0.81 27 3.01 2.97 0.05 28 -2.97 -3.01 0.05 29 3.08 3.03 0.08 30 -3.03 -3.08 0.08 31 -0.23 -0.12 -0.15 32 0.12 0.23 -0.15 33 -0.23 -0.12 -0.15 34 0.12 0.23 -0.15 35 -0.18 -0.01 -0.22 6 0.01 0.18 -0.22 37 -0.18 -0.01 -0.22 38 0.01 0.18 -0.22 39 0.76 1.22 -0.67 40 -1.22 -0.76 -0.67 41 0.79 1.15 -0.52 42 -1.15 -0.79 -0.52 43 0.79 1.15 -0.52 5/15/2009 44 -1.15 -0.79 -0.52 45 0.79 1.15 -0.52 46 -1.15 -0.79 -0.52 47 0.58 0.69 -0.17 48 -0.69 -0.58 -0.17 49 -1.12 -0.38 -1.07 50 0.38 1.12 -1.07 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right p Midspan 1 955 1324 536 2 1324 955 536 3 572 801 322 4 801 572 322 5 801 572 322 6 801 572 322 7 801 572 322 8 801 572 322 9 2328 3111 1289 10 3106 2330 1289 11 121 106 845 12 106 121 845 13 119 105 880 14 105 119 880 15 119 96 474 16 119 96 474 17 119 96 474 18 96 119 474 19 96 119 474 20 96 119 474 21 116 94 484 22 116 94 484 23 116 94 484 24 94 116 484 25 94 116 484 26 94 116 484 27 92 93 7413 28 93 92 7411 29 90 92 5061 30 92 90 5060 31 1210 2384 2673 32 2384 1210 2673 33 1210 2384 2673 34 2384 1210 2673 35 1592 20405 1800 36 20460 1592 1800 37 1592 20405 1800 38 20460 1592 1800 39 366 228 587 40 228 366 587 41 355 243 748 42 243 355 748 43 355 243 748 44 243 355 748 45 355 243 748 46 243 355 748 47 481 401 2342 48 401 481 2342 49 249 729 365 50 729 249 365 MAX DEFLECTION: Type C:IMBS JOBS1382821RfDes-1.out Deflect Span/Deflect Limit Live Vertical -0.84 465. 180. Total Vertical -1.22 323. 180. Horizontal Drift -3.08 91. 60. Horizontal Spring Constant= 0.92 k/in 6/15/2009 C: MBS JOBS1382821RfDes-Lout P -DELTA CHECK:(Direct Analysis) Max Deflect Ratio Left Column: 0.0450 Right Column: 0.0449 Max first order drift (in) = 3.11 Max second order drift (in) = 3.08 Ratio second/first = 0.99 ENDWALL VERTICAL DEFLECTION: Column Vertical_Up Vertical_Down Location Load Deflect Load Deflect 16.38 30 0.08 3 1.22 16.38 30 0.08 3 1.22 38282 Flange Hole Check 6/15/09 2:19pm LOAD COMBINATIONS: '4282 Rigid Frame Clearances 6/15/09 2:19pm VERTICAL CLEARANCE: Location Span X_Coord X_Coord Left_Co1 22'03-08" 2'01-09" 22'03-08" Right Col 22'03-08" 30'07-07" 22'03-08" Midspan 27'06-12" 16'04-08" 27'06-12" HORIZONTAL CLEARANCE: Location Span X_Coordl X_Coord2 Left_Col - Right_Col 28'05-14" 2'01-09" 30'07-07" 38282 Rigid Frame Design Warnings 6/15/09 2:19pm .. No Warnings 4/16/2009 C:1MBS JOBS1382821RoofDes.out *38282 Roof Design Input 4/16/09 10:O5am * *( 1)JOBID: '38282' *( 2}PROGRAM OPTIONS: * Run Run Run Lap * Purlin Panel Brace Stiff ly, yl ly, 1.00 *( 3)DESIGN CODE: *Design---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label. zone 'WS' 'NAUSOI' 'AISCOS' ' 'IBC "03' 'IBC 03 ' 'C ' *( 4) DESIGN CONSTANTS: * ---Strength_Factor--- * ------Stress_Ratio ---Seismic--- * Purlin Panel Wind_Frame Wind Frame Brace 1.0300 1.03 1.03 1.000 1.000 1.700 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec RRSec P_Sec T_Sec UUSec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6}DEFLECTION LIMITS: * Purlin ----Extension-------Gable_Ext---- Facia ---Panel--- Facia Wind_Frame *Live Wand Total Live Wind Total Live Wind Total Girt Live Wind Panel Wind Seis 180.0 180.0 0.0 180.0 180.0 0.0 90.0 90.0 0.0 90.0 180.0 180.0 180.0 60.0 50.0 *( 7 } REPORTS : * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace II ly, 121 [yl ,y, ,yl *( 8)BUILDING TYPE: * Build L_Expand EW R Expand_EW Open Wall * Type Use Offset Use Offset L EW F_SW R EW B SW 'FF-' 'Y ' 14.000 'Y ' 14.000 'N' 'N' ,N, ,NI *( 9)SURFACE SHAPE: * No. x Coord Y Coord * Surf (ft) (ft) 4 0.0000 24.0000 16.3750 29.4583 32.7500 24,0000 32.7500 0.0000 *(10)WALL BAY SPACING: * Wall Sets_Of Bay No. * Id Bays Width Bays 1 1 16.3750 2 2 3 21.1667 1 20.0000 1 21.1667 1 3 1 16.3750 2 4 3 21.1667 1 20.0000 1 21.1667 1 5 3 21.1667 1 20.0000 1 21.1667 1 *(11)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 3 1 3.5625 10.5625 8.2500 1 1 3.3542 7.1875 15.8125 1 3 10.0000 10.0000 2.0000 1 3 1 2 3.5625 10.5625 8.8125 1 4 2 1 3.3542 7.1875 3.0000 1 1 10.0000 10.0000 9.1670 1 4/16/2009 C:IMBS JOBS1382821RoofDes.out *(12)PARTIAL WALLS: * Wall Set_Of --Bay Id-- Base Top Full_Load * Id Bays Start End Height Type Type Girt Col Use 1 0 0 3 0 4 0 *(13)SURFACE EXTENSION/FRAME RECESS: * Surf Surf Ext--- Frame Recess ----Rafter_Size------- * Id Left _ Right Left Right Left Right 2 0.0000 0.0000 1.1667 1.1667 '8X4C16 '8X4C16 3 0.0000 0.0000 1.1667 1.1667 '8X4C16 "8X4C16 ' *(14)PURLINS: * Surf Purlin OS_FIg IS Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 'ZB' 'C' 'C' 0.000 0.0000 0.0000 5.0000 3 'ZB' 'C' 'C' 0.000 0.0000 0.0000 5.0000 *(15)PUItLIN SPACING: * Surf Space Peak Max Set Set_Of-Set_Space- * Id Opt Space Space Space Space Space No. 2 '-' 1.0000 5.0000 0.0000 2 2.1304 2 4.0000 3 3 '-' 1.0000 5.0000 0.0000 2 4.0000 3 2.1304 2 *(16)PURLIN SIZE: * Surf Show Set No. * Id Id Purl Purl Purlin Size 2 0 'Y' 5 '10514' '10514' '10514' '10514' '10514' 3 0 'Y' 5 '10514"10514"10514"10514"10514' '10514' '10514' '10514' *( 7)PANELS Wall Roof Standing Insulation Panel Panel Seam Use Thick '24PBR36 ' '24PBR36 'N' 'N' 0.000 *(18)EAVE STRUT & GIRT: *Wall Eave Girt Girt * Id Type Type Size Offset Proj 2 'EO' '55' '8516 0.000 0.000 4 'EO' 'ZB' '8516 0.000 0.000 *(19)WIND FRAMING SELECTION: * Order Of_Selection----------------- * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y 1 'Ni 1N' 'N' 4 'N' 'Y 1 'N' 'N' 'N' 5 INI 'Y 1 Gutter I *(20)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW Na. Bay_Id 100.0 'C' 'L' 1 2 0 *(21)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach_Lacation 1 3 0.0000 16.3750 32.7500 3 3 0.0000 16.3750 32,7500 *(22)SIDEWALL DIAGONAL BRACING: til Max Pan Brace User_Selected_SW_Bays Id Shear Type No. Bay_Id 2 100.0 'C' 1 2 4 100.0 'C' 1 2 *(23)WIND BENTS: *Wall Member Column----- ----Rafter No. * Id Type Depth Size Depth Size Bays Bay_Id 4/1612009 C:1MBS JOBS1382821RoofDes.out 2 4 WI W' 0.00 0.00 0.00 ' 0 0.00 '---_---' 0 *(24)WIND.COLUMNS: * Wall Member Column No. Left/ * Id Type Depth Size Col Bay_Id Right 2 'R' 0.00 ' 0 4 'R' 0.00 ' ' 0 *(25)WALL BRACING ATTACHMENT *Wali No. Attach--Bay_Id-- No. ----Level---- * Id Attach Id Start End Connect Option Level Height Strut 2 1 1 1 3 'F' 0 1 24.0000 'E' 4 1 2 1 3 'F' 0 1 24.0000 'E' *(26)INTERIOR BRACING *No Attach Brace User_Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 *(27)INTERIOR BRACING ATTACHMENT * No. Attach --Bay_Id-- No. * Attach Offset Start End Level Level Height 0 *(28)EAVE EXTENSIONS SIZE: *Wall No. Ext--Bay_Id-----Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 *(29)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(30)CANOPY SIZE: *Wa11. No. Ext--Bay_Id-----Extension_Size--- Edge_Extend Save *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(31)CANOPY PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(32)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Panel Standing Gutter Downspout *Id Size Seam Use Color No. Color *(33)FACIA/PARAPET LAYOUT: *Wall No. Ext--Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 *(34)FACIA/PARAPET SIZE: *Ext --- Extension_Si.ze Facia--------- Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project *(35)FACIA/PARAPET PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(36}FACIA/PARAPET PANELS: *Ext ---Roof Panel------Soffit_Panel----Front_Pane1-- ----Back Panel *Id Size _ SSeam Size Rot Space Size SSeam Size Rot Space *(37)EXTENSION BRACING: *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No. Bay_Id 4/16/2009 C.IMBS JOBS1382821RoofDes.out *(38)WALL BASE ELEVATION/DEAD: *Wall Base Wall Seis * Id Elev Dead Opt Open 1 0.00 1.50 'N' 0.00 2 0.00 1.50 'N' 0.00 1 0.00 1.50 'N' 0.00 4 0.00 1.50 'N' 0.00 5 0.00 11.00 'Y' 0.00 *(39)BASIC LOADS: * ---Deflection--- Wind Wall Seis * Dead Collet Live Snow Basic Load_Ratio Load --Friction-- Edge Ld_Rat * Load Load Load Load Wind Snow Wind Seis Factor Wind Coef Zone Factor Snow 6.0 3.0 20.0 40.0 16.8 1.00 1.00 1.00 1.00 1.6.8 0.0000 6.550 1.0000 0.20 *(40)WIND PRESSURE/SUCTION: * Wind Wind Wind * Press Suct Suct Roof 10.0 -16.5 .. Purlins 0.0 -37.0 .. Purlins, Gable Extension 11.4 -18.2 .. Interior Roof Panels 6.7 -4.9 -11.6 .. Long Bracing, Building 10.3 -7.2 .. Long Bracing, Wail Edge Zone 30.3 -18.5 13.4 .. Long Bracing, Facia/Parapet *(41)EDGE AND CORNER ZONES FOR PURLINS AND PANELS: *Wind Surf No Zone ---Purlin--- ---Panel---- Screw * Id Id Zone Id Width Length Press Suet Press Suct Suct 1 2 9 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior 3 0.00 3.28 1.00 1.41 1.00 1.73 1.73 Edge left 4 3.28 0.00 1.00 1.41 1.00 1.73 1.73 Edge top 5 0.00 3.28 1.00 1.41 1.00 1.73 1.73 Edge right 6 3.28 0.00 1.00 1.41 1.00 1.73 1.73 Edge bottom 7 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner top -left 8 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner top -right 9 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner bot -right 10 3.28 3.28 1.00 2.22 1.00 2.57 2,57 Corner bot -left 1 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior 3 0.00 3.28 1.00 1.41 1.00 1.73 1.73 Edge left 4 3.28 0.00 1.00 1.41 1.00 1.73 1.73 Edge top 5 0.00 3.28 1.00 1.41 1.00 1.73 1.73 Edge right 6 3.28 0.00 1.00 1.41 1.00 1.73 1.73 Edge bottom 7 3.28 3.28 1.00 2,22 1.00 2.57 2.57 Corner top -left 8 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner top -right 9 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner bot -right 10 3.28 3.28 1.00 2.22 1.00 2.57 2.57 Corner bot -left 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior 2 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 Interior *(42)EDGE AND CORNER ZONES - LONGITUDINAL: *Wind Surf No Zone Purlin * Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 .. Interior 1 3 1 1 0.00 0.00 1.00 Interior *(43)EXTENSION BASIC LOADS: Purlin_Wind------ -Panel Wind *Ext Dead Collat Live Snow Attach_Beam Facia Beam Attach_Beam _ Facia_Beam *Id Load Load Load Load Press Suct Press Suct Press Suct Press Suct *(44)PURLIN DESIGN LOADS: * Surf No. Load -Add Snow- ---Windt-- Wind2--- Aux_Load * Id Load Id Dead Collat Live Snow DriftSlidePress Suet Press Suct Id Coef 2 '20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 4/16/2009 C.1MBS JOBS1382821RoofDes.out 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 3 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.75 0.00 0.00 0.00 0 0,00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.75 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 13 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 15 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 16 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 17 1.00 1.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 4 1.00 18 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 19 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 20 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 *(45)PTJRLIN DESIGN LOADS: Deflection * Surf No. Load -Add Snow----Wind1--- ---Wind2--- Aux_Load * Id Load Id Dead Collat Live Snow Drift µ Slide Press Suct Press Suct Id Coef 2 0 3 0 *(46)BRACING DESIGN LOADS: Frame * No. Load -Add Snow- Wind Wind Aux_Load * Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id JCoef 10 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 5 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 6 1.04 1.04 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 7 1.04 1.04 0.00 0.75 0.00 0.00 0.00 0.00 0.52 0 0.00 8 1.04 1.04 0.00 0.75 0.75 0,00 0.00 0.00 0.52 0 0.00 9 1.04 1.04 0.00 0.75 0.00 0.75 0.00 0.00 0.52 0 0.00 10 0.55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 *(47)BRACING DESIGN LOADS: Brace * No. Load -Add Snow- Wind Wind Aux_Load * Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id Coef 10 11 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 12 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 15 1.27 1.27 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.27 1.27 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 17 1.27 1.27 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 18 0.83 0.00 0.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 19 0.83 0.00 0.00 0.20 1.00 0.00 0.00 0.00 1.00 0 0.00 20 0.83 0.00 0.00 0.20 0.00 1.00 0.00 0.00 1.00 0 0.00 *(48)EXTENSION DESIGN LOADS: * No. Load Wind Wind * Load Id Dead Collat Live Snow Press Suct 0 *(49)EXTENSION DESIGN LOADS: Deflection * No. Load Wind Wind * Load Id Dead Collat Live Snow Press Suct 0 *(50)PANEL DESIGN LOADS: * No. Load -Add Snow- ---Windt--- ---Wind2--- Aux_Load 4//612009 C.1MBS JOBS1382821Roof©es.out * Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 7 1 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 *(51)PANEL DESIGN LOADS: Deflection * No. Load-Add_Snow- - Windl----Wind2--- Aux_Load * Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 6 8 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(52)AUXILIARY LOADS: * No. Aux Aux No._Add Add Load * Aux Id Name Combs Id Coef 7 1 ' 1 1 0,50 2 ' 1 3 0.50 3 --•---- 2 1 0.50 2 0.50 4 2 2 0.50 3 0.50 5 ' 2 1 0.50 3 0.50 6 ' 1 2 0.50 7 'UNB SL 2 4 1.67 5 1.67 *(53)ADDITIONAL LOADS: --:. Add Surf Basic Load Load Fy Dx ---Surface--- i Id Id Load Type Orn W1 W2 Dx1 Dx2 Start End 5 1 0 ' 'D "L' -40.0 -40.0 0.000 21.167 0.000 0.000 2 0 ' 'D "L' -40.0 -40.0 21.167 41.167 0.000 0.000 3 0 ' 'D "L' -40.0 -40.0 41.167 62.333 0.000 0.000 4 2 ' 'D "T' -40.0 -40.0 0.000 17.261 0.000 62,333 5 3 ' 'D "T' -40.0 -40.0 0.000 17.261 0.000 62.333 *(54)PURLIN LAPS: *Surf Data Set 1 -Set_2 -Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-'. 0 3 '-' 0 *(55)PURLIN LAPS: Extensions *Ext Data Set_l Set 2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(56)PURLIN STRAPS: * Data---Set_1-------Set_2------Set_3------Set_4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 'O' 0 *(57)PURLIN STRAPS: Extensions *Ext Data---Set_1--- ---set 2------Set_3--- ---set 4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(58)PANEL SCREWS: * No, Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 3 'INT ' ---- 0.212 0.500 0.000 2,778 'EDGE' '---- 0.212 0.500 0,000 2.778 'CORN' '---- 0.212 0.500 0.000 2.778 *(59)EXPANSION JOINTS: * No. *Exp Expansion Location 0 *(60)ADDED PURLINS: 4/98/2009 C: MBS JOBS138282tRoofDes.out *No. Add Surf --Bay_Id-- -Surface_Offset- *Add Id Id Start End Start End 0 *(61)pURLIN SYSTEMS: *Surf No. System Added_Purlins * Id System Id No. Id 2 1 1 0 3 1 1 0 * Code files used: * IBC.03N * ROOFIBC.03N Version 4.0 38282 Roof Design Code 4/16/09 10:14am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC05 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Purlin Report(Surface- 2, Id= 3) 4/16/09 10:14am ROOF PURLIN Surface Id = 2 Purlin Id = 3 Offset _ 8.26 PURLIN LAYOUT: (Purlin Id= 3) Bay Span Purlin Span---Lap(ft)-- Load Na. Id Id Part (ft) Left Right Width Brace 1 10214 1.17 4.00 0 1 2 10814 20.00 1,88 4.00 0 2 3 10814 20.00 1,88 1.88 4.00 0 3 4 10814 20.00 1.88 4.00 0 5 10814 1.17 4.00 0 LOAD COMBINATION ## 1 : DL+CL+LL PURLIN ANALYSIS: .__-----Shear(k )_ Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.12 0.00 0.00 0.00 0,07 2 0.83 -1.09 -1.29 0.07 -3.20 7.85 2.40 4.63 3 1.06 0.86 -0.86 -1.06 4.63 2.82 -0.68 10.00 2.82 4.63 4//612009 C:1MBS JOBS1382821RoofDes.ouf 4 1.29 1.09 -0.83 4.63 2.40 -3.20 12.15 0.07 5 0.12 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: .pan Shear(k ) Moment(f-k )---- Mom+Shr Defleetion(in) Id Lac Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.06 2 RL -1.09 3.96 0.28 MS -3.20 9.10 0.35 RL 0.11 -0.25 1.33 3 RL -0.86 3.96 0.22 RL 2.82 9.10 0.31 RL 0.12 0.02 3„33 4 LL 1.09 3.96 0.28 148 -3.20 9.10 0,35 LL 0.11 -0.25 1.33 5 LS 0.12 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span ---------Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0,0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt : 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.62 0.29 3 0.62 0.62 0.29 0.29 4 0.62 0.29 LOAD COMBINATION # 2 : DL+CL+SL PURLIN ANALYSIS: --------Shear(k ) Mornent(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 7..40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 1.78 1.45 -1.45 -1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k )------ Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow CIC Lac Calc Allow UC Loc UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5.37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0.46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Span Available Reduction -Minor Cb Factor 4/16/2009 C:1MBS JOBS1382821Roof©es.out Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20,0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1,00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.04 0.49 3 1,04 1.04 0.49 0.49 4 1.04 0.49 LOAD COMBINATION # 3 DL+CL+SL+Drift PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 1.78 1.45 -1.45 -1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow tJC Loc Calc Allow UC Lac UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5.37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0.46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.04 0.49 3 1.04 1.04 0.49 0.49 4 1.04 0,49 411612009 C:1MBS JOBS1382821Roof©es.out LOAD COMBINATION # 4 DL+CL+SL+Slide .iRLIN ANALYSIS: --------Shear(k ) Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0,00 -0.21 0.00 0.00 0.00 0.12 2 1.40 -1.83 -2.16 0.12 -5.37 7.85 4.02 7.77 3 1.78 1.45 -1.45 -1.78 7.77 4.74 -1.14 10.00 4.74 7.77 4 2.16 1.83 -1.40 7.77 4.02 -5.37 12.15 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------Shear(k )------------Moment(f--k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.83 3.96 0.46 MS -5.37 9.10 0.59 RL 0.31 -0.51 1.33 3 RL -1.45 3.96 0.37 RL 4.74 9.10 0.52 RL 0.34 0.04 1.33 4 LL 1.83 3.96 0.46 MS -5.37 9.10 0.59 LL 0.31 -0.51 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span ---------Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Solt = 0.500 (A307 Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.04 0.49 3 1.04 1.04 0.49 0.49 4 1.04 0.49 LOAD COMBINATION 4 5 : DL+CL+0.75LL+0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.14 0.00 0.00 0.00 0.08 2 0.93 -1.21 -1.44 0.08 -3.56 7.85 2.67 5.15 3 1.18 0,96 -0.96 -1.18 5.15 3.14 -0.76 10.00 3.14 5.15 4 1.44 1.21 -0.93 5.15 2.67 -3.56 12.15 0.08 5 0.14 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: 4/16/2009 C:IMBS JOBS1382821RoofDes.ouf Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.14 3.96 0.03 RS 0.08 9.10 0.01 LS 0.00 0.05 2 RL -1.21 3.96 0.31 MS -3.56 9.10 0.39 RL 0.14 -0.30 1.33 3 RL -0.96 3.96 0.24 RL 3.14 9.10 0.35 RL 0.15 0.02 1.33 4 LL 1.21 3.96 0.31 MS -3.56 9.10 0.39 LL 0.14 -0.30 1.33 5 LS 0.14 3.96 0.03 LS 0.08 9.10 0.01 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span Minor----------- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0,0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0,0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.69 0.32 3 0.69 0.69 0.32 0.32 4 0.69 0.32 LOAD COMBINATION # 6 DL+CL+0.75SL+0.75WP1 PURLIN ANALYSIS: --------Shear(k )-------- Moment(f-k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1,77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Mament(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.20 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9.10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1.33 4 LL 1.77 3.96 0.45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0,0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 41/612009 C.1MBS JOBS138282\RoofDes.out 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 `P BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION # 7 : DL+CL+0.75SL+0.75WP1+0.75Drift PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1.77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: pan Shear(k ) Moment(f-k )---- Mam+Shr Deflection(in) Id Loc Cala Allow UC Lac Calc Allow LTC Loc UC Cale Allow 1 RS -0.20 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9.10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1.33 4 LL 1.77 3.96 0.45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k } Shear_Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION ## 8 : DL+CL+0.75SL+0.75WP1+0.75Slide 4/16/2009 C:1MBS JOBS1382821RoofDes. out PURLIN ANALYSIS: Shear(k )- _----- Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.35 -1.77 -2.09 0.12 -5.19 7.85 3.89 7.50 3 1.72 1.40 -1.40 -1.72 7.50 4.58 -1.10 10.00 4.58 7.50 4 2.09 1.77 -1.35 7.50 3.89 -5.19 12.15 0.12 5 0.20 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Lac Calc Allow UC Loc UC Calc Allow 1 RS -0.20 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.11 2 RL -1.77 3.96 0.45 MS -5.19 9.10 0.57 RL 0.29 -0.49 1.33 3 RL -1.40 3.96 0.35 RL 4.58 9.10 0.50 RL 0.32 0.03 1,33 4 LL 1.77 3.96 0.45 MS -5.19 9.10 0.57 LL 0.29 -0.49 1.33 5 LS 0.20 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.11 UNBRACE LENGTHS Available Reduction Span Minor Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1,67 1.00 1,67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1,00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 1.00 0.47 3 1.00 1.00 0.47 0.47 4 1.00 0.47 LOAD COMBINATION 8 9 : 0.6DL+WS1 PURLIN ANALYSIS: Shear(k ) Moment(£ -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loo Lap Sup 1 0.00 0.09 0.00 0.00 0.00 -0.05 2 -0.47 0.54 0.64 -0.05 1.60 7.88 -1.19 -2.29 3 -0.52 -0,43 0.43 0.52 -2.29 -1.40 0.33 10.00 -1.40 -2.29 4 -0.64 -0.54 0.47 -2.29 -1.19 1.60 12.12 -0.05 5 -0.09 0.00 -0.05 0.00 1.17 0.00 STRENGTH/DEFLECTION : Span Shear(k )------------Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.09 3.96 0.02 RS -0.05 9.10 0.01 LS 0.00 -0.05 4/16/2009 C:1MBS_JOBS1382821RoofDes.out 2 RL 0.54 3.96 0.14 MS 1.60 9.10 0.18 RL 0.03 0.24 1.33 3 RL 0.43 3.96 0.11 RL -1.40 9.10 0.15 RL 0.03 -0.02 1.33 4 LL -0.54 3.96 0.14 MS 1.60 9.10 0.18 LL 0.03 0.24 1.33 5 LS -0.09 3.96 0.02 LS -0.05 9.10 0.01 LS 0.00 -0.05 }RACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratia Id Left Right Left Right 2 0.31 0.14 3 0.31 0.31 0.14 0.14 4 0.31 0.14 LOAD COMBINATION #10 : DL+CL+SL/2+AUX3 LIN ANALYSIS: Shear(k ) Moment(f-k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.22 0.00 0.00 0.00 0.13 2 1.43 -1.95 -2.29 0.13 -5.35 7.67 4.81 8.79 3 2.02 1.67 -1.36 -1.71 8.79 5.34 -2.13 10.83 2.83 5.70 4 1.34 1.14 -0.78 5.70 3.37 -2.79 12.65 0.07 5 0.12 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.22 3.96 0.05 RS 0.13 9.10 0.01 LS 0.00 0.11 2 RL -1.95 3.96 0.49 MS -5.35 9.10 0.59 RL 0.41 -0.48 1.33 3 LL 1.67 3.96 0.42 LL 5.34 9.10 0.59 LL 0.44 -0.12 1.33 4 LL 1.14 3.96 0.29 LL 3.37 9.10 0.37 LL 0.18 -0.16 1.33 5 LS 0.12 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.04 UNBRACE LENGTHS Available Reduction Span Minor Cb-- _ -_- Factor Id Major L5 LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: 0-3) 4116/2009 C:MBS JCBSl38282tRoofDes.out Bolt = 0.500 (A307 ) Span Lap Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.17 0.55 3 1.17 0.76 0.55 0.36 4 0.76 0.36 LOAD COMBINATION #11 : DL+CL+SL/2+AUX4 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.12 0.00 0.00 0.00 0.07 2 0.78 -1.14 -1.34 0.07 -2.79 7.35 3.37 5.70 3 1.71 1.36 -1.67 -2.02 5.70 2.83 -2.13 9.17 5.34 8.79 4 2.29 1.95 -1.43 8.79 4.81 -5.35 12.33 0.13 5 0.22 0.00 0.13 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loe Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.04 2 RL -1.14 3.96 0.29 RL 3.37 9.10 0.37 RL 0.18 -0.16 1.33 3 RL -1.67 3.96 0.42 RL 5.34 9.10 0.59 RL 0.44 -0.12 1.33 4 LL 1.95 3.96 0.49 MS -5.35 9.10 0.59 LL 0.41 -0.48 1.33 5 LS 0.22 3.96 0.05 LS 0.13 9.10 0.01 LS 0.00 0.11 'EMBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt - 0.500 (A307 ) Span Lap_5hear(k ) Shear_Ratio Id Left Right Left Right 2 0.76 0.36 3 0.76 1.17 0.36 0.55 4 1.17 0.55 LOAD COMBINATION #12 : DL+CL+SL/2+AUX1 PURLIN ANALYSIS: --------Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right 4/16/2009 C.IMBS JOBS138282tRoofDes.out Id Sup Lap 1 0.00 2 1.52 3 1.22 1.02 4 1.26 1.06 5 0.12 STRENGTH/DEFLECTION: Span Id Loc Lap Sup Sup Lap Mom Lac Lap Sup - 0,22 0.00 0.00 0.00 0.13 -1.86 -2.21 0.13 -6.04 8.14 3.23 7.04 -0.71 -0.91 7.04 4.95 0.08 11.46 2.44 3.95 - 0.87 3.95 1.78 -3.47 11.83 0.07 0.00 0.07 0.00 1.17 0.00 Shear(k )- Calc Allow UC Loc 1 RS -0.22 2 RL -1.86 3 LL 1.02 4 LL 1.06 5 LS 0.12 UNBRACE LENGTHS 3.96 0.05 3.96 0.47 3.96 0.26 3.96 0.27 3.96 0.03 Moment(f-k )---- Mom+Shr Calc Allow UC Loc UC RS MS LL MS LS 0.13 -6.04 4.95 -3.47 0.07 Span Minor Id Major LS LL MS RL RS 1 1.2 0.0 0.0 0.0 0.0 0.0 2 20.0 0.0 0.0 0.0 0.0 0.0 3 20.0 0.0 0.0 0.0 0.0 0.0 4 20.0 0.0 0.0 0.0 0.0 0.0 5 1.2 0.0 0.0 0.0 0.0 0.0 LAP BOLT SHEAR/BEARING: >lt Span Id 2 3 4 = 0.500 (A307 ) Lap_Shear(k Left Right 0.94 0.94 0.53 ) Shear_Ratio Left Right 0.44 0.44 0.25 0.53 0.25 LOAD COMBINATION 813 : i7L+CL+SL/2+AUX2 9.10 0.01 9.10 0.66 9.10 0.54 9.10 0.38 9.10 0.01 LS 1.00 1.00 1.00 1.00 1.00 LL 1.00 1.00 1.67 1.67 1.00 PURLIN ANALYSIS: Span Id Shear(k }- Left Left Right Right Sup Lap Lap Sup 1 0.00 2 0.87 3 0.91 0.71 4 2.21 1.86 5 0.22 STRENGTH/DEFLECTION: Span Cd 1 2 3 4 5 Left Left Sup Lap cb MS 1.00 1.00 1.00 1.00 1.00 LS RL LL LL LS 0.00 0.25 0.33 0.08 0.00 RL 1.00 1.67 1.67 1.00 1.00 RS 1.00 1.00 1.00 1.00 1.00 Moment(f-k MidSpan Mom Loc -0.12 0.00 0.00 0.00 -1.06 -1.26 0.07 -3.47 8.17 -1.02 -1.22 3.95 2.44 0.08 8.55 - 1.52 7.04 3.23 -6.04 11.86 0.00 0.13 0.00 1.17 Shear(k ) Moment(f-k }---- Mom+Shr Loc Calc Allow UC Loc Cala Allow UC Loc UC RS -0.12 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 RL -1.06 3.96 0.27 MS -3.47 9.10 0.38 RL 0.08 RL -1.02 3.96 0.26 RL 4.95 9.10 0.54 RL 0.33 LL 1.86 3.96 0.47 MS -6.04 9.10 0.66 LL 0.25 LS 0.22 3.96 0.05 LS 0.13 9.10 0.01 LS 0.00 Deflection(in} Calc Allow 0.13 -0.63 0.17 -0.31 0.06 1.33 1.33 1.33 Available Reduction Factor Out In 0.00 0.00 1.00 0.70 1.00 0.70 1.00 0.70 0.00 0.00 Right Right Lap Sup 0.07 1.78 3.95 4.95 7.04 0.13 0.00 Deflection(in) Calc Allow 0.06 -0.31 0.17 -0.63 0.13 1.33 1.33 1.33 4/1612009 C.1MBS JOBS1382821RoofDes.out UNBRACE LENGTHS Available Reduction Span Minor------ --- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0,00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1,67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.53 0.25 3 0.53 0.94 0.25 0.44 4 0.94 0.44 LOAD COMBINATION )#14 : DL+CL+SL-1.0AUX1 PURLIN ANALYSIS: -------Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.11 0.00 0.00 0.00 0.07 2 0.72 -1.06 -1.25 0.07 -2.55 7.31 3.19 5.35 3 1.63 1.29 -1.60 -1.94 5.35 2.61 -2.08 9.13 5.12 8.44 4 2.20 1.86 -1.37 8.44 4.63 -5.11 12.33 0.12 5 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow PC Loc PC Calc Allow 1 RS -0.11 3.96 0.03 RS 0.07 9.10 0.01 LS 0.00 0.03 2 RL -1.06 3.96 0.27 RL 3.19 9.10 0.35 RL 0.16 -0.13 1.33 3 RL -1.60 3.96 0.40 RL 5.12 9.10 0.56 RL 0.41 -0.12 1.33 4 LL 1.86 3.96 0.47 MS -5.11 9.10 0.56 LL 0.38 -0.45 1.33 5 LS 0.21 3.96 0.05 LS 0.12 9.10 0.01 LS 0.00 0.10 UNBRACE LENGTHS Available Reduction Span ---------Minor----- -_-- -Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 2.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 66, 4/16/2009 C:1MBS JOBS1382821Roof©es.out 2 0.71 0.34 3 0.71 1.13 0.34 0.53 4 1.13 0.53 LOAD COMBINATION #I5 DL+CL+SL-1.0AUX2 PURLIN ANALYSIS: Shear(k )-Moment(f-k )-------- --- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 1.37 -1.86 -2.20 0.12 -5.11 7.67 4.63 8.44 3 1.94 1.60 -1.29 -1.63 8.44 5.12 -2.08 10.87 2.61 5.35 4 1.25 1.06 -0.72 5.35 3.19 -2.55 12.69 0.07 5 0.11 0.00 0.07 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k )------ Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.21 3.96 0.05 RS 0.12 9.10 0.01 LS 0.00 0.10 2 RL -1.86 3.96 0.47 MS -5.11 9.10 0.56 RL 0.38 -0.45 1.33 3 LL 1.60 3.96 0.40 LL 5.12 9.10 0.56 LL 0,41 -0.12 1.33 4 LL 1.06 3.96 0.27 LL 3.19 9.10 0.35 LL 0.16 -0.13 1.33 5 LS 0.11 3.96 0.03 LS 0.07 9.10 0.01 LS 0.00 0.03 'TBRACE LENGTHS Available Reduction Span ----Minor- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt M 0.500 (A307 ) Span Lap Shear(k ) Shear_Ratia Id Left Right Left Right 2 1.13 0.53 3 1,13 0.71 0.53 0.34 4 0.71 0.34 LOAD COMBINATION #16 : DL+CL+AUX3 "'TRLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 0.86 -1.21 -1.42 0.08 -3.18 7.56 3.19 5.65 3 1.30 1.08 -0.77 -0.99 5.65 3.42 -1.71 11.35 0.91 2.56 4116/2009 C:1MBS JOBS1382821Roof©es.out 4 0.47 0.40 -0.21 2.56 1.74 -0.65 13.72 5 0.04 STRENGTH/DEFLECTION: 0.00 0.02 0.00 1.17 0.02 0.00 Span ------Shear(k )-----------Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 3.96 0.03 RS 0.08 9.10 0.01 LS 0.00 0.05 2 RL -1.21 3.96 0.30 RL 3.19 9.10 0.35 RL 0.17 -0.22 3 LL 1.08 3.96 0.27 LL 3.42 9.10 0.38 LL 0.18 -0.13 4 LL 0.40 3.96 0.10 LL 1.74 9.10 0.19 LL 0.04 0.09 5 LS 0.04 3.96 0.01 LS 0.02 9.10 0.00 LS 0.00 -0.01 UNBRACE LENGTHS Span Minor Id Major LS LL MS RL RS 1 1.2 0.0 0.0 0.0 0.0 0.0 2 20.0 0.0 0.0 0.0 0.0 0.0 3 20.0 0.0 0.0 0.0 0.0 0.0 4 20.0 0.0 0.0 0.0 0.0 0.0 5 1.2 0.0 0.0 0.0 0.0 0.0 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.75 0.36 3 0.75 0.34 0.36 0.16 4 0.34 0.16 LOAD COMBINATION #17 : DL+CL+AUX4 Cb 1.33 1.33 1.33 Available Reduction Factor LS LL MS RL RS Out In 1.00 1.00 0.00 0.00 1.67 1.00 1.00 0.70 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 1.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.00 PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 0.21 3 0.99 4 1.42 5 0.13 Shear(k ) Left Right Right Lap Lap Sup Left Left Sup Lap 1.00 1.00 1.00 1.00 1.00 Moment(f-k ) MidSpan Right Right Mom Loc Lap Sup -0.04 0.00 0.00 0.00 -0.40 -0.47 0.02 -0.65 6.28 0.77 -1.08 -1.30 2.56 0,91 -1.71 8.65 1.21 -0.86 5.65 3.19 -3.18 12.44 0.00 0.08 0.00 1.17 STRENGTH/DEFLECTION: Span ------Shear(k ) Id Loc Calc Allow UC Loc 1 2 3 4 5 RS RL RL LL LS - 0.04 -0.40 - 1.08 1.21 0.13 UNBRACE LENGTHS Span 3.96 0.01 3.96 0.10 3.96 0.27 3.96 0.30 3.96 0.03 0.02 1.74 2.56 3.42 5.65 0.08 0.00 Moment(f-k )---- Mcm+Shr Deflection(in) Calc Allow UC Loc UC Calc Allow RS RL RL LL LS Minor -------- 0.02 9.10 0.00 LS 0.00 1.74 9.10 0.19 RL 0.04 3.42 9.10 0.38 RL 0.18 3.19 9,10 0.35 LL 0.17 0.08 9.10 0.01 LS 0.00 -0.01 0.09 -0.13 -0.22 0.05 1.33 1.33 1.33 Available Reduction Factor 4116/2009 C.IMBS JOBS1382821RoofDes.out Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1,00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.34 0.16 3 0.34 0.75 0.16 0.36 4 0.75 0.36 LOAD COMBINATION #18 : DL+CL+AUXS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 0.98 -1.08 -1.30 0.08 -4.16 8.62 0.99 3.23 3 0.34 0.28 -0.28 -0.34 3.23 2.65 1.52 10.00 2.65 3.23 4 1.30 1.08 -0.98 3.23 0.99 -4.16 11.38 0.08 5 0.13 0.00 0.08 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span------Shear(k )-----------Mament(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow [7C Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.13 3.96 0.03 RS 0.08 9.10 0.01 LS 0.00 0.09 2 RL -1.08 3.96 0.27 MS -4.16 9.10 0.46 RS 0.06 -0.44 1.33 3 RL -0.28 3.96 0.07 RL 2.65 9.10 0.29 RL 0.09 0.31 1.33 4 LL 1.08 3.96 0.27 145 -4.16 9.10 0.46 LS 0.06 -0.44 1.33 5 LS 0.13 3.96 0.03 LS 0.08 9.10 0.01 LS 0.00 0.09 CSNBRACE LENGTHS Available Reduction Span Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) pan Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.43 0.20 3 0.43 0.43 0.20 0.20 4 0.43 0.20 4//612009 C:1MBS JOBS1382821RoofDes.out LOAD COMBINATION #19 : DL+CL+AUX6 PURLIN ANALYSIS: Shear(k ) Mament(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.04 0.00 0.00 0.00 0.02 2 0.18 -0.44 -0.50 0.02 -0.46 5.30 2.36 3.24 3 1.14 0.93 -0.93 -1.14 3.24 1.30 -2.47 10.00 1.30 3.24 4 0.50 0.44 -0.18 3.24 2.36 -0.46 14.70 0.02 5 0.04 0.00 0.02 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span Shear(k )------ -- --Mcment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.04 3.96 0.01 RS 0.02 9.10 0.00 LS 0.00 -0.02 2 RL -0.44 3.96 0.11 RL 2.36 9.10 0.26 RL 0.07 0.15 1.33 3 RL -0.93 3.96 0.23 MS -2.47 9.10 0.27 RS 0.05 -0.29 1.33 4 LL 0.44 3.96 0.11 LL 2.36 9.10 0.26 LL 0.07 0.15 1.33 5 LS 0.04 3.96 0.01 LS 0.02 9.10 0.00 LS 0.00 -0.02 UNBRACE LENGTHS Available Reduction Span Minor-- --- Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.43 0.20 3 0.43 0.43 0.20 0.20 4 0.43 0.20 LOAD COMBINATION #20 : DL+CL+tJNB SL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.35 0.00 0.00 0.00 0.21 2 2.37 -3.10 -3.66 0.21 -9.09 7.85 6.80 13.14 3 3.01 2.45 -2.45 -3.01 13.14 8,01 -1.93 10.00 8,01 13.14 4 3.66 3.10 -2.37 13.14 6.80 -9.09 12.15 0.21 5 0.35 0.00 0.20 0.00 1.17 0.00 STRENGTH/DEFLECTION: 4/16/2009 C:\MIBS JOBS1382821RoofDes.ouf Span Shear(k )-----------Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.35 3.96 0.09 RS 0.21 9.10 0.02 RS 0.01 0.21 2 RL -3.10 3.96 0.78 MS -9.09 9.10 1.00 RL 0.89 -0.95 1.33 3 RL -2.45 3.96 0.62 12L 8.01 9.10 0.88 RL 0.98 0.06 1.33 4 LL 3.10 3.96 0.78 MS -9.09 9.10 1.00 LL 0.89 -0.95 1.33 5 LS 0.35 3.96 0.09 LS 0.20 9.10 0.02 LS 0.01 0.21 UNBRACE LENGTHS Available Reduction Span Minor Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 1.2 0,0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1,00 1.00 1.00 1.67 1.00 1.00 0.70 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 5 1.2 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.00 0.00 LAP BOLT SHEAR/BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.75 0.83 3 1.75 1.75 0.83 0.83 4 1.75 0.83 .282 Roof Diagonal Bracing Report PANEL SHEAR: Vn/sf = 0.0 Calc Wind = 21.4 Seismic 58.6 DIAGONAL BRACING: 4/16/09 10:14am Brace_Tension(k ) Bay Brace_Loc. Diag_Brace----- ----Wind---- ---Seismic-- Max Id Start End Type Size Part Calc Pn/sf Calc Pn/sf UC ICL/R 2 0.00 16.38 C 0.250 4_CBL 1.76 3.33 1.13 3.33 0.53 16.38 32.75 C 0.250 4_CBL 1.76 3.33 1.13 3.33 0.53 38282 Sidewall Diagonal Bracing Report PANEL SHEAR: Wali Base Wind Seismic Id Length Calc Calc Vn/sf 2 45.4 66.6 160.6 100.0 4 49.0 61.7 148.9 100.0 DIAGONAL BRACING: 4/16/09 10:14am Brace_Tension(k ) Wall Bay Brace_Loc Diag_Srace---- ----Wind--- --Seismic-- Max Id Id Bot Top Type Size Part Calc Pn/sf Calc Pn/sf UC KL/R 2 2 0.0 24.0 C 0.500 8_CBL 4.51 12.90 10.89 12.90 0.84 4/1612009 C:1MBS JOBS1382821Roo#Des.ouf 4 2 0.0 24.0 C 0.500 8_CBL 4.51 12.90 10.89 12.90 0.84. BASE REACTIONS: Wa11 Bay Col Wind Max Seismic Max Id Id Id Horz vert(+/-) Horz Vert(+/-) 2 2 2 -3.02 3.35 -1.58 1.75 2 2 3 3.02 3.35 1.58 1.75 4 2 2 -3.02 3.35 -1.58 1.75 4 2 3 3.02 3.35 1.58 1.75 JOBNO: TTED-B-1.0 DETAIL RUN Pg. 1 of 6 INPUT RLE INPUT FILE 'BTU BEA *HEADERS DETAIL RUN INIT=NMM DATE=08/07/07 *REPORTS INPECHO DP 4. -FMS DR AC FB WELD DN +DC STIFF *OPTIONS 3 1 0 OFB +REGEN OEXTN TFFLG= SEG= CLE= E= UNITS=E E *CONKS 0.5MOMT A325X AB=JTYPE A490X PTTFY= *SPECS +ASD89 ASD05 LRFDOS +AIS102 UCL=0.95 UCH=1.035 VDEF=180 HDEF=180 *JOINTS 77 0 64.68 110 78 20.0 64.68 010 *MEMBERS MEM8 77 78 SEXT=0 EEXT=0 W10X12 0.0 BRB 20*1 *LOADCONDS ' LOAD CONDITIONS AS PER IBC -2003 @RDSC 0.6DL + 1.0 LWP RD.M=1 @RDSC 1.ODL + 1.00L + 1.OSBA @RDSC 1.ODL + 1.00L + 1.0SUT, @RDSC 1.ODL + 1.00L + 1.OLL *LOADS '4.25' TRIB 77 78 DL GLOB Y UNIF -0.026 77 78 CL GLOB Y UNIF -0.013 77 78 LL GLOB y UNIF -0.065 77 78 LWP GLOB Y UNIF 0.072 77 78 SBA GLOB Y UNIF -0.17 77 78 SUL GLOB Y UNIF -0.284 78 77 LWP GLOB X CONC 2.0 ' CASE 1 WITH RTU LOADS ON BAY 2 '77 78 DL GLOB Y CONC -0.9 10.0 ' CASE 2 WITH RTU LOADS ON BAY 1 AND 3 77 78 DL GLOB Y CONC -0.9 4.5 77 78 DL GLOB Y CONC -0.66 15.5 *END RTu RM DsnEng Ver.1-0 Processed On: 6/15/2009 1:42:59 PM, By: SIMM JOBNO: TTED-B-1.0 DETAIL RUN INPUT ECHO TITLE - DETAIL RUN BY NMM IDENTIFICATION DATE - 08/07/07 UNITS OPTIONS INPUT .... ENGLISH OUTPUT ... ENGLISH REPORT OPTIONS - INPUT ECHO -REACTION AND DEFLECTIONS - DESIGN SUMMARY REPORT -CONDENSED DESIGN REPORT -DIMENSIONS AND PROPERTIES - FORCES MOMENTS, STRESSES AND -DEFLECTIONS AND ROTATIONS - FLANGE BRACE REPORT -WELD REPORT - WEB SHEAR STIFFENERS - ANCHOR BOLTS AND CONNECTIONS EXECUTION OPTIONS - EXECUTION MODE -MAX NUMBER OF ITERATIONS - NUMBER OF P -DELTA ITERATIONS -UNITY CHECK RANGE -DEFLECTION CHECK - MAX SEGMENTS - COEF. OF LINEAR EXPANSION - MOD. OF ELASTICITY -OPTIMIZE FLANGE BRACING - OPTIMIZE LAPS / EXTN. -BUILT UP / HR SPECS -COLD FORM DESIGN SPECS DEFLECTION : (E): No No No Yes No Yes No No No No No ANALYSIS ONLY 1 0 0.950 TO 1.035 SPAN/180 FOR RAFTERS and HEIGHT/180 FOR COLUMN SWAY (UNO) 2.000 FT 0.0000065 /DEG.F 29000000.000 PSI No No ASD89 AISI02 2 �-~ Pg. 2 of 6 DsnEng Veri-0 Processed On: 6/15/2009 1:42:59 PM, By: NMM JOBNO: TTED-B-1.0 DETAIL RUN Pg. 3 of 6 DETAIL INPUT ECHO JOINTS JOINT X-COORD Y-COORD RESTRAIN X-DISP Y-DISP Z -ROT. NO ( FT ) ( ET ) X Y Z ( IN ) ( rN ) ( RAD ) 77 0.0000 64.6800 Y Y 78 20.0000 64.6800 Y MEMBER INPUT 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 HEMS 77 78 Rel=NNN NNN St. F1g.=/L SExt= EExt 9.870 9.870 C12 -M260 - - BAL. FLG=N Fy-50.0 FyWeb=50.0 LEN= DSN.PABA1I : BETA90=N Kx=1.00 Ky=1.00 Cb= Cm= StConn= EndConn= DsnEng Ver.1-0 Processed On: 6/15/2009 1:42:59 PM, By: NMM 2, JOBNO: TTED-B-1.0 DETAIL RUN Pg. 4 of 6 LOAD INPUT ECHO LOAD COMBINATIONS NO. APPLY 8 OVER -RIDE LOAD FACT LOAD COMBINATIONS RDSC REAC DEFL STRN CONN ALL LOAD FACT. ARE SUPERCEDED BY OVER -RIDE FACT. FOR RESP. DSN REAMS. 1 YYYY 1.0 1.0 2 YYYY 3 YYYY 4 YYYY LOADS 0.6DL + 1.OLWP 1.ODL + 1.0CL + 1.OSBA 1.ODL + 1.0CL + 1.OSUL 1.ODL + 1.0CL + 1.OLL NEMB JOINT # LOAD DETAILS START START LOAD END DESCRIPTION # START END CATEGORY SYS AXES TYPE INTENSITY DISTANCE LENGTH INTENSITY BY 1 77 78 DL GLOB Y UNIF -.0120 -.0120 SELF -WT USER DEFINED LOADS Note: * indicates System modified load Cards 1 77 78 DL GLOB Y UNIF -.0260 -.0260 1 77 78 CL GLOB Y UNIF -.0130 -.0130 1 77 78 LL GLOB Y UNIF -.0850 -.0850 1 77 78 LEP GLOB Y UNIF .0720 .0720 1 77 78 SBA GLOB Y UNIF -.1700 -.1700 1 77 78 SOL GLOB Y UNIF -.2640 -.2840 1 78 77 LEP GLOB X CONC 2.0000 1 77 78 DL GLOB Y CONC -.9000 4.5000 1 77 78 DL GLOB Y CONC -.6600 15.5000 DsnEng Ver.1-0 Processed On: 6/15/2009 1:42:59 PM, By: NMM JOBNO: TrED-B-1.0 DETAIL RUN ("*1-2 Pg. 5of6 CONDENSED DESIGN REPORT UNTY LC CALC FORCE ALL. FORCE DIST UNTY LC CALC FORCE ALL. FORCE DIST UNTY LC CALC FORCE ALL. FORCE DIST CHK # kip kip -ft kip kip -ft FT CHK # kip kip -ft kip kip -ft FT CHK # kip kip -ft kip kip -ft FT MEM:77-78 SEC 1 : Len=20.000 ft Fy=50.0 ksi SIZE W10X12 AXL+MOMT .68 3 0.0 20.3 106.2 29.8 10.00 SHEAR .12 3 4.2 35.9 0.00 DEFLECTN ALLOWABLE: 1.33in [L/ 180] MAX -VE: -.95in @ 10.00ft & Cond# 3 No Of Cycles : 1 TOTAL WEIGHT IS: 241 lbs DsnEng Ver.1-0 Processed On: 6/15/2009 1:42:59 PM, By: NMM JOBNO: TTED-B-1.0 DETAIL RUN FORCES, MOMENTS AND STRESSES REPORT 46- 2 F Pg. 6of6 ANA CALC. FORCES ALLOW FORCES CALC STRESSES (KSI) ALLOW STRESSES (KSI) PT. SHEAR MONT1? AXIAL SHEAR MOMT AXIAL BENDING AXIAL BENDING AXIAL UNITY # kips ft -kips kips kips ft -kips kips fb-Top fb--Bot fa fb-Top fb-Bot fa CHK LOAD CONDITION #1 (0.6DL + 1.0LWP) MEMBER 77-78 77 * 0.0 0.0 -2.0 35.9 0.0 -106.2 0.0 0.0 -.6 32.8 32.8 -30.0 .019 100 .1 0.0 -2.0 35.9 29.8 -106.2 0.0 0.0 -.6 32.8 32.8 -30.0 .020 101 .1 ,2 -2.0 35.9 29.8 -106.2 ,2 -.2 -.6 32.8 32.8 -30.0 .026 102 -.3 .6 -2.0 35.9 29.8 -106.2 .6 -.6 -.6 32.8 32.8 -30.0 .037 103 -.2 .1 -2.0 35.9 29.8 -106.2 .1 -.1 -.6 32.8 32.8 -30.0 .022 104 -.1 -.2 -2.0 35.9 -29.8 -106.2 -.2 .2 -.6 32.8 32.8 -30.0 .026 105 0.0 -.4 -2.0 35.9 -29.8 -106.2 -.4 .4 -.6 32.8 32.8 -30.0 .031 106 .1 -.3 -2.0 35.9 -29.8 -106.2 -.4 .4 -.6 32.8 32.8 -30.0 .030 107 .1 -.1 -2.0 35.9 -29.8 -106.2 -.2 .2 -.6 32.8 32.8 -30.0 .024 108 .2 .2 -2.0 35.9 29.8 -106.2 .2 -.2 -.6 32.8 32.8 -30.0 .026 109 -.1 0.0 -2.0 35.9 29.8 -106.2 0.0 0.0 -.6 32.8 32.8 -30.0 .019 110 0.0 0.0 -2.0 35.9 -29.8 -106.2 0.0 0.0 -.6 32.8 32.8 -30.0 .020 78 .1 0.0 0.0 35.9 0.0 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 LOAD CONDITION #2 (1.ODL + 1.0CL + 1.OSBA) MEMBER 77-78 77 * 3.1 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 100 2,9 2.7 0.0 35.9 29.8 -106.2 3.0 -3.0 0.0 32.8 32.8 30.0 .090 101 2.5 7.5 0.0 35.9 29.8 -106.2 8.3 -8.3 0.0 32.8 32.8 30.0 .252 102 1.2 11.6 0.0 35.9 29.8 -106.2 12.7 -12.7 0.0 32.8 32.8 30.0 .388 103 .7 13.3 0.0 35.9 29.8 -106.2 14.6 -14.6 0.0 32.8 32.8 30.0 .446 104 .3 14.3 0.0 35.9 29.8 -106.2 15.7 -15.7 0.0 32.8 32.8 30.0 .479 105 -.1 14.6 0.0 35.9 29.8 -106.2 16.0 -16.0 0.0 32.8 32.8 30.0 .488 106 -.5 14.1 0.0 35.9 29.8 -106.2 15.5 -15.5 0.0 32.8 32.8 30.0 .473 107 -.9 12.9 0.0 35.9 29.8 -106.2 14.2 -14.2 0.0 32.8 32.8 30.0 .433 108 -1.3 11,0 0.0 35.9 29.8 -106.2 12,1 -12.1 0,0 32.8 32.8 30.0 .368 109 -2.3 7.2 0.0 35.9 29.8 -106.2 7.9 -7.9 0.0 32.8 32.8 30.0 .240 110 -2.7 2.6 0.0 35.9 29.8 -106.2 2,8 -2.8 0.0 32.8 32.8 30.0 .086 78 -2.9 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 LOAD CONDITION #3 (1.ODL + 1.0CL + 1.0SUL) MEMBER 77-78 77 * 4.2 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 100 3.9 3.7 0.0 35.9 29.8. -106.2 4.0 -4.0 0.0 32.8 32.8 30.0 .123 101 3.3 10.2 0.0 35.9 29.8 -106.2 11.2 -11.2 0.0 32.8 32.8 30.0 .342 102 1.8 15.6 0.0 35.9 29.8 -106.2 17.1 -17.1 0.0 32.8 32.8 30.0 .522 103 1.2 18.2 0.0 35.9 29.8 -106.2 20.1 -20.1 0.0 32.8 32.8 30.0 .612 104 .6 19.8 0.0 35.9 29.8 -106.2 21.8 -21.8 0.0 32.8 32.8 30.0 .664 105 -.1 20.3 0.0 35.9 29.8 -106.2 22.3 -22.3 0.0 32.8 32.8 30.0 .679 106 -.7 19.6 0.0 35.9 29.8 -106.2 23.6 -21.6 0.0 32.8 32.8 30.0 .657 107 -1.3 17.9 0.0 35.9 29.8 -106.2 19.6 -19.6 0.0 32.8 32.8 30.0 .598 108 -1.9 15.0 0.0 35.9 29.8 -106.2 16.5 -16.5 0.0 32.8 32.8 30.0 .502 109 -3.2 9.8 0.0 35.9 29.8 -106.2 10.8 -10.8 0.0 32.8 32.8 30.0 .330 110 -3.8 3.6 0.0 35.9 29.8 -106.2 3.9 -3.9 0.0 32.8 32.8 30.0 .119 78 -4.1 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 LOAD CONDITION #4 ('LODL + 1.00L + 1.OLL) MEMBER 77-78 77 * 2.2 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 100 2.1 1.9 0.0 35.9 29.8 -106.2 2.1 -2.1 0.0 32.8 32.8 30.0 .065 101 1.8 5.5 0.0 35.9 29.8 -106.2 6.1 -6.1 0.0 32.8 32.8 30.0 .185 102 .7 8.6 0.0 35.9 29.8 -106.2 9.4 -9.4 0.0 32.8 32.8 30.0 .288 103 .4 9.6 0.0 35.9 29.8 -106.2 10.6 -10.6 0.0 32.8 32.8 30.0 .322 104 .2 10.2 0.0 35.9 29.8 -106.2 11.2 -11.2 0.0 32.8 32.8 30.0 .341 105 -.1 10.3 0.0 35.9 29.8 -106.2 11.4 -11.4 0.0 32.8 32.8 30.0 .346 106 -.3 10.0 0.0 35.9 29.8 -106.2 11.0 -11.0 0.0 32.8 32.8 30.0 .335 107 -.5 9.2 0.0 35.9 29.8 -106.2 10.1 -10.1 0.0 32.8 32.8 30.0 .309 108 -.8 8.0 0.0 35.9 29.8 -106.2 8.8 -8.8 0.0 32.8 32.8 30.0 .268 109 -1.7 5.2 0.0 35.9 29.8 -106.2 5.7 -5.7 0.0 32.8 32.8 30.0 .173 110 -2.0 1.8 0.0 35.9 29.8 -106.2 2.0 -2.0 0.0 32.8 32.8 30.0 .061 78 -2.1 0.0 0.0 35.9 29.8 -106.2 0.0 0.0 0.0 32.8 32.8 30.0 0.000 DsnEng Ver.1-0 Processed On: 6115/20091:42:59 PM, By: NMM 4/16/2009 C:1MBS JOBS1382821EwDes-Lout * *38282 Endwall Design Input 4/16/09 10:05am * 1}JOB1D: '38282' *( 2)PROGRAM OPTIONS:' * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'L' 'Y' 'Y' 'N' 'Y' 4 1-00 *{ 3}DESIGN CODE: *Design ---Steel_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS01' 'AISC05' :IBC "03' 'IBC 03 "C *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * --- -Stress Ratio--- ---Seismic--- * Col/Raf Girt Panel Wind Frame Brace 1.03 1.03 1,03 1.0000 1.0000 1.7000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6}DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 90. 90. 90. 90. 180. 90. 60. *( 7)REPORTS: * Input Column wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 1I1 4! '2' 2' lyl :yi 8)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 32.7500 62.3334 'Y :-' 14.00 *( 9)SURFACE SHAPE: * No. X Coord Y Coord Offset * Surf (ft) �(ft) (in) 4 0.0000 24.0000 8.125 16.3750 29.4583 10.125 32.7500 24.0000 10.125 32.7500 0.0000 8.125 *(10)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 3 21.1667 0.0000 1 16.3750 2 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel 0 *(12)WIDE OPENING LAYOUT: *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(13)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Deflection Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Harz Vert *(14)WIDE OPENING HEADER LOCATION: *-Open- No. Column *No. Id Location Location 0 4/16/2009 c.\ones JOBS138282rEwDes-Lout *(15)PARTIAL WALLS: * Set_Of--Bay_Id-- Base Top Full_Load Panel * Bays Id Use Start End Height Type Type Girt Col Part 0 *(16)COLUMNS: * --L,eft_Carner---Right_Corner---Int_Facia-- Int No_Facia MaxUnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) ' 0.00 '- 0.00 'CRW ' 0.00 'CRW ' 0.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base * Column Size Elev 3 ' 0.000 'W8X15' 0.000 0.000 *(18)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'CRW ' 0.000 `y' Y' *(19)RAFTER SIZE: * No. Surf Rafter * Rafter Id Size 2 2 ' 3 ' *(20)RAFTER SPLICES: * Surf No. Splice Splice Id Splice Loc Type 2 0 3 1 0.0000 'M *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt_To One_Girt Max_Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length ZF' 'C' 'C' 0.000 0.000 8.000 0.0000 10.0000 'Y' 'Y' 10.0000 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 7 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 28.0000 *(23)SPECIAL GIRT: * Sets_Of--Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(24)RQQF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 2 0.000 4 1.120 2 4.141 1 4.000 3 3 0.000 4 1.120 2 4.000 3 4.141 1 *(25)PANELS/RF_COLUMNS: * Wall Insulation RF Interior Columns * Panel Use Thick No. Locate '24PBR36 "N' 0.000 0 *(26)WIND FRAMING SELECTION: * -----Order_Of_Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' 'N' *(27)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 100.0 'C ' 0 *(28)WIND BENTS: 4/16/2009 C:1MBS JOBS1382821EwDes-Lout * --Member-- No. * Type Depth Bay say_Id 0.00 0 *(29)WIND COLUMNS: -Member-- No. Left/ .ype Depth Bay Bay Id Right '-' 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach --Bay Id-- No. *Attach Id Start End Level 0 Level_Height *(31)NAVE EXTENSION: *Wall No. Ext -Bay Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *Wall No. Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(33)FACIA/PARAPET *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge_Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 *(34)FACIA/PARAPET GIRTS: ----Top---- --Interior- ---Back_Panel--- Angle Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext-Bay_Id-- Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: * ---Deflection--- Wind * Dead Collat Live Snow Basic Load Ratio Load * Load Load Load Load Wind Snow Wind Seis Factor 6.0 3-0 20.0 40.0 16.8 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 3.275 1.07 1.23 1.07 *(39)BASIC LOADS AT EAVE: *Sell Seis Seis Torsion_Forces *Dead Girt Load Wind Seismic 1.5 0.0000 0.04 0.00 0.00 *(40)WIND PRESSURE/SUCTION: * Wind Wind Press Suct 16.0 -17.5 .. Column 16.0 -17.5 .. Girt/Header 16.0 -17.5 .. Jamb 19.8 -21.5 Panel 30.3 -18.5 .. Parapet Girt 30,3 -18.5 Transv Bracing, Facia/Parapet 4/16/2009 *(41)WIND COEFFICIENTS: * Column/Rafter * Surf Wind_l * Id Left Right 1 0.00 0.00 2 -1.07 -0.75 3 -0.75 -1.07 4 0.00 0.00 Rafter Wind_2 Left Right 0.00 0.00 -0.71 -0.39 -0.39 -0.71 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load *No Id Dead Coll Live Snow 32 1 1.00 1.00 1.00 0.00 2 1.00 1.00 0.00 1.00 3 1.00 1.00 0.00 1.00 4 1.00 1.00 0.00 1.00 5 1.00 1.00 0.75 0.00 6 1.00 1.00 0.75 0.00 7 1.00 1.00 0.00 0.75 8 1.00 1.00 0.00 0.75 9 1.00 1.00 0.00 0.75 10 1.00 1.00 0.00 0.75 11 1.00 1.00 0.00 0.75 12 1.00 1.00 0.00 0.75 13 0.60 0.00 0.00 0.00 14 0.60 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 16 0.60 0.00 0.00 0.00 17 0.60 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 19 0.60 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 21 1.07 1.07 0.75 0.00 22 1.07 1.07 0.75 0.00 23 1.07 0.00 0.00 0.15 24 1.07 0.00 0.00 0.15 25 1.07 0.00 0.00 0.15 26 1.07 0.00 0.00 0.15 27 1.07 0.00 0.00 0.15 28 1.07 0.00 0.00 0.15 29 0.55 0.00 0.00 0.00 30 0.55 0.00 0.00 0.00 31 1.00 1.00 0.00 0.00 32 1.00 1.00 0.00 0.00 -Add_Snow- Drift Slide 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 *(43)COLUMN DESIGN LOADS: Deflection *Load-Add_Snow- *No Id Dead Coll Live Snow Drift Slide 0 *(44)RAFTER DESIGN LOADS: *Load *No Id Dead Collat. Live 24 1 1.00 1.00 1.00 2 1.00 1.00 0.00 3 1.00 1.00 0.00 4 1.00 1.00 0.00 5 0.60 0.00 0.00 6 0.60 0.00 0.00 7 0.60 0.00 0.00 8 0.60 0.00 0.00 9 0.60 0.00 0.00 10 0.60 0.00 0.00 11 0.60 0.00 0.00 12 0.60 0.00 0.00 13 1.00 1.00 0.75 14 1.00 1.00 0.75 15 1.00 1.00 0.00 16 1.00 1.00 0.00 17 1.00 1.00 0.00 18 1.00 1.00 0.00 19 1.00 1.00 0.00 20 1.00 1.00 0.00 21 1.00 1.00 0.00 22 1.00 1.00 0.00 C:1M BS_JOBS1382821EwDes-Lout Column/Bracing Wind_2 Long_Wind Surface Left Right 1 2 Friction 0.47 -0.70 0.00 0.00 0.00 -1.07 -0.75 -0.87 -0.65 0.00 -0.75 -1.0? -0.87 -0.65 0.00 -0.70 0.47 0.00 0.00 0.00 Wind_1 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind 2 Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.75 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Wind_l Wind_2 Left Right Left Right -Add Snow- Wind 1 Snow Drift Slide Left Right 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.15 0.75 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.15 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Long_Wind Column_Wind 1 2 Press Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0,75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0,00 0,00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 - 1.00 1.00 - 1.00 1.00 -1.00 1.00 -1.00 0.70 -0.70 0.00 0.00 Aux_Load Id Coef O 0.00 0 0.00 0 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 O 0.00 O 0,00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 O 0.00 1 1.00 2 1.00 Long_Wind Column_Wind Aux_Load 1 2 Press Suct Seis Id Coef Wind_2 Left Right Long_Wind 1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 1.00 - 1.00 1.00 -1.00 1.00 - 1.00 1.00 - 1.00 0.00 0.00 Aux_Load Id Coef O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 5 1.00 6 1.00 7 1.00 8 1.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 O 0.00 0 0.00 0 0.00 1 1.00 2 1.00 41/612009 C:1MBS JOBS1382821EwDes-L..out 23 1.00 1.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 24 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 *(45)RAFTER DESIGN LOADS: Deflection .*-nad-Add_Snow- Wind_l Wind_2 Long_Wind Aux_ Load Id Dead Collat Live Snow Drift Slide Left Right Left Right 1 2 Seis Id Coef *(46)BRACING DESIGN LOADS: *Load -Add Snow- Wind_l Wind t Long_Wind Column_Wind Aux_Load *No Id Dead Coll Live Snow Drift glide Left Right Left Right 1 2 Press Suet. Seis Id Coef 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(47)AUXILIARY LOADS: * No. Aux Aux No._Add Add Load * Aux Id Name Combs Id Coef 8 1 'ElUNB SL 1' 2 1 0.00 2 1.67 2 'E1UNB SL 2' 2 1 1.67 2 0.00 3 'ElPAT_LL 3' 1 1 0.50 4 'E1PAT_LL 4' 1 2 0.50 5 'LWINDI_L 1 3 1.00 6 'LWINDI_R ' 1 4 1.00 7 'LWIND2 L 1 5 1.00 8 'LWIND2_R ' 1 6 1.00 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY Mom X Y ..Cone * Add Id Id Load Type W1 W2 Co DLI DL2 ..Unif 10 1 2 ------' 'D ' -0.021 -0.021 0.33 0.00 17.26 2 3 ' 'D ' -0.021 -0.021 -0.33 0.00 17.26 3 2 ' 'D ' 0.068 0.068 0.00 0.00 6.55 4 3 ' 'D ' 0.068 0.068 0.00 10.71 17.26 5 2 'D ' 0.036 0.036 0.00 0.00 6.55 6 3 ' 'D ' 0.036 0.036 0.00 10.71 17.26 7 2 'WINI3L1' 'D ' -0.053 -0.053 0.00 16.38 17.26 8 2 'WINDL2' 'D ' -0.053 -0.053 0.00 16.38 17.26 9 3 'WINDR1' 'D ' -0.053 -0.053 0.00 0.00 0.89 10 3 'WINDR2' 'D ' -0.053 -0.053 0.00 0.00 0.89 *(49)GIRT LAPS: * Data Set_l Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(50)GIRT STRAPS: * Data ---Set 1--- ---Set_2------Set_3--- ---Set 4 --- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(51)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * Code files used: * IBC.03N * EW IBC.03N Version 4.0 282 Endwall Design Code 4/16/09 1:19pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel AISCO5 Cold Formed Steel : NAUS01 4/1612009 C;1MBS JOBS1382821EwDes-L.out BUILDING CODE: Wind Code Seismic Zone IBC 03 C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel. : 29500 (ksi ) 38282 Column & Rafter Design 4/16/09 1:19pm MEMBER SIZES: Member. Member Member Web Size-Flange_Size- Member Member Id Locate Part Depth Thick Width Thick Length Weight Col -1 0.7 Col -2 16.4 W8X15 7.48 0.245 4.01 0.315 28.4 425.9 Col -3 32.1 Total= 425.90 DESIGN ACTIONS/STRENGTH: Mem Load---Axia1(k )-- ---Shear(k )---Moment(f-k )- Id Id Calc Pn/sf Calc Vn/sf Calc Mn/sf Col -2 1 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 2 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 3 0.43 60.68 0.00 39.74 0.00 31.45 Co1-2 4 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 5 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 6 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 7 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 8 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 9 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 10 0.43 60.68 -2.93 39.74 20.76 31.45 Col -2 it 0.43 60.68 -2.93 39.74 20.76 31.45 C01-2 12 0.43 60.68 -2.93 39.74 20.76 31.45 Co1-2 13 0.26 60.68 3.57 39.74 -25.31 31.45 Col -2 14 0.26 60.68 3.57 39.74 -25.31 31.45 Col -2 15 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 16 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 17 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 18 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 19 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 20 0.26 60.68 -3.90 39.74 27.68 31.45 Col -2 27. 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 22 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 23 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 24 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 25 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 26 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 27 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 28 0.46 60.68 0.00 39.74 0.00 31.45 Col -2 29 0.23 60.68 0.00 39.74 0.00 31.45 Col -2 30 0.23 60.68 0.00 39.74 0.00 31.45 Col -2 31 0.43 60.68 0.00 39.74 0.00 31.45 Col -2 32 0.43 60.68 0.00 39.74 0.00 31.45 STRESS RATIO: Mem Load Control Id Id Axial Shear Moment Ax1+Mom Shr+Mom UC Co1-2 1 0.01 0.00 0.00 0.01 0.01 Col -2 2 0.01 0.00 0.00 0.01 0.01 Co1-2 3 0.01 0.00 0.00 0.01 0.01 Col -2 4 0.01 0.00 0.00 0.01 0.01 4/'1612009 Col -2 5 0.01 0.07 0.66 Col -2 6 0.01 0.07 0.66 Col -2 7 0.01 0.07 0.66 Col. -2 8 0.01 0.07 0.66 Col -2 9 0.01 0.07 0.66 :o1-2 10 0.01 0,07 0.66 Col -2 11 0.01 0.07 0.66 Col -2 12 0.01 0.07 0.66 Col -2 13 0.00 0.09 0.80 Col -2 14 0.00 0.09 0.60 Col -2 15 0.00 0.10 0.88 Col -2 16 0.00 0.10 0.88 Col -2 17 0.00 0.10 0.88 Col -2 18 0.00 0.10 0.88 Col -2 19 0.00 0.10 0.88 Col -2 20 0.00 0.10 0.88 Col -2 21 0.01 0.00 0.00 Col -2 22 0.01 0.00 0.00 Col -2 23 0.01 0.00 0.00 Col -2 24 0.01 0.00 0.00 Col -2 25 0.01 0.00 0.00 Col -2 26 0.01 0.00 0.00 Col -2 27 0.01 0.00 0.00 Col -2 28 0.01 0.00 0.00 Col -2 29 0.00 0.00 0.00 Col -2 30 0.00 0.00 0.00 Col -2 31 0.01 0.00 0.00 Col -2 32 0.01 0.00 0.00 COLUMN REACTIONS: C:1MBS_JOBS1382821EwDes-Lout 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.81 0.81 0.88 0.88 0.88 0.88 0.88 0.88 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.01 0.01 Mem Load Reaction{k. Id Id Horz(OP) Vert Horz(IP) Col -2 1 0.00 0.43 0.00 o1-2 2 0.00 0.43 0.00 Col -2 3 0.00 0.43 0.00 Col -2 4 0.00 0.43 0.00 Col -2 5 2.93 0.43 0.00 Col -2 6 2.93 0.43 0.00 Col -2 7 2.93 0.43 0,00 Col -2 8 2.93 0.43 0.00 Col -2 9 2.93 0.43 0.00 Col -2 10 2.93 0.43 0.00 Col -2 11 2.93 0.43 0.00 Col -2 12 2.93 0.43 0.00 Col -2 13 -3.57 0.26 0.00 Col -2 14 -3.57 0.26 0.00 Col -2 15 3.90 0.26 0.00 Col -2 16 3.90 0.26 0.00 Col -2 17 3.90 0.26 0.00 Col -2 18 3.90 0.26 0.00 Col -2 19 3.90 0.26 0.00 Col -2 20 3.90 0.26 0.00 Col -2 21 0.00 0.46 0.00 Col -2 22 0.00 0.46 0.00 Col -2 23 0.00 0.46 0.00 Col -2 24 0.00 0.46 0.00 Col -2 25 0.00 0.46 0.00 Col -2 26 0.00 0.46 0.00 Col -2 27 0.00 0.46 0.00 Col -2 28 0.00 0.46 0.00 Col -2 29 0.00 0.23 0.00 Col -2 30 0.00 0.23 0.00 Col -2 31 0.00 0.43 0.00 Col -2 32 0.00 0.43 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col -2 1 0.00 3.79 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.81 0.81 0.88 0.88 0.88 0.88 0.88 0.88 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.00 0.00 0.01 0.01 4/16/2009 Col -2 2 0.00 3.79 Col -2 3 0.00 3.79 Col -2 4 0.00 3.79 Col -2 5 2.16 3.79 Col -2 6 2.1.6 3.79 Col -2 7 2.16 3.79 C01-2 8 2.16 3.79 Col -2 9 2.16 3.79 Col -2 10 2.16 3.79 Col -2 11 2.16 3.79 Col -2 12 2.16 3.79 Col -2 13 -2.64 3.79 Col -2 14 -2.64 3.79 Col -2 15 2.89 3.79 Col -2 16 2.89 3.79 Col -2 17 2.89 3.79 Col -2 18 2.89 3.79 Col -2 19 2.89 3.79 Col -2 20 2.89 3.79 Col -2 21 0.00 3.79 Col --2 22 0.00 3.79 Col -2 23 0.00 3.79 Col -2 24 0.00 3.79 Col -2 25 0.00 3.79 Col -2 26 0.00 3.79 Col -2 27 0.00 3.79 Col -2 28 0.00 3.79 Col -2 29 0.00 3.79 Col -2 30 0.00 3.79 Col -2 31 0.00 3.79 Col -2 32 0.00 3.79 C:IMBS_JOBS1382821EwDes-L.ouit 38282 Base Plate & Anchor Bolt Design 4/16/09 1:19prn Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 2.50 (ksi. ) BASE SIZE: Column_Base--Plate_Size(in)---Bolts(A36 )- Id Depth Width Length Thick Row Diam Gage Col -2 8.1 8.0 8.3 0.375 2 0.625 4.00 BASE REACTIONS: Max Tension+Shear Column-Max_Comp--Max_Tens--Max_Shear _ Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) Col -1 1 0.0 1 0.0 15 1.8 1 0.0 0.0 Col -2 21 0.5 1 0.0 15 3.9 1 0.0 0.0 Col -3 1 0.0 1 0.0 15 1.8 1 0.0 0.0 LOAD COMBINATIONS: 1 - DL+CL+LL 15 - 0.6DL+WS+LW1 21 - 1.07DL+1.07CL+0.75LL+Seis 38282 Flush Girt Design Report 4/16/09 1:19pm GIRT LOCATION: Bay No. Girt Id 4/1612009 C:1MBS_ JOBS138282\EwDes-Lout Id Girt 1 2 3 4 5 6 7 1 7 4.000 8.000 12.000 16.000 20.000 24.000 28.000 2 7 4.000 8.000 12.000 16.000 20.000 24.000 28.000 T SPAN say No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 15.260 15.260 15.260 15.260 15.260 13.058 1.058 2 7 15.260 15.260 15.260 15.260 15.260 13.058 1.058 GIRT SIZE: Say No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 8516 8516 8516 8516 8Z16 8516 8516 2 7 8516 8516 8516 8516 8516 8516 8516 GIRT REDUCTION FACTOR: Bay No. Girt Id Id Girt 1 2 3 4 5 6 7 1 7 0.65 0.65 0.65 0.65 0.65 0.65 0.65 2 7 0.65 0.65 0.65 0.65 0.65 0.65 0.65 GIRT INSIDE FLANGE BRACE: No._Brace/Say 1 2 0 0 GIRT ACTIONS: Bay Girt Ld--Shear(k )-----Moment(f-k )-- Mom+ ---Deflect(in)-- Id Id Id Calc Allow DC Calc Allow UC Shear Calc Allow UC 1 1 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 2 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 3 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 4 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 5 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS -0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 1 6 WP 0.42 2.19 0.19 -1.36 4.61 0.30 0.06 -0.19 1.74 0.11 WS -0.46 2.19 0.21 1.49 4.61 0.32 0.07 0.21 1.74 0.12 1 7 WP 0.02 2.19 0.01 -0.01 4.61 0.00 0.00 0.00 0.14 0.00 WS -0.02 2.19 0.01 0.01 4.61 0.00 0.00 0.00 0.14 0.00 2 1 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 2 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 3 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 4 WP 0.49 2.19 0.22 -1.86 4.61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 5 WP 0.49 2.19 0.22 -1.86 4,61 0.40 0.10 -0.36 2.03 0.18 WS 0.55 2.19 0.25 2.05 4.61 0.44 0.13 0.40 2.03 0.19 2 6 WP 0.42 2.19 0.19 -1.36 4.61 0.30 0.06 -0.19 1.74 0.11 WS 0.46 2.19 0.21 1.49 4.61 0.32 0.07 0,21 1.74 0.12 2 7 WP 0.02 2.19 0.01 -0.01 4.61 0.00 0.00 0.00 0.14 0.00 WS -0.02 2.19 0.01 0.01 4.61 0.00 0.00 0.00 0.14 0.00 .282 Wall Panel Report 4/16/09 1:19pm PANEL DATA: Bay Part Type Gage Yield 4116/2009 C:1MBS JOBS1382821EwDes-Lout 1 24PBR36 PER 24.00 50.0 MOMENTS & DEFLECTION: Span Span LD Id (ft) Id 1 4.00 WP WS 2 4.00 WP WS 3 4.00 WP WS 4 4.00 WP WS 5 4.00 WP WS 6 4.00 WP WS 7 4.00 WP WS 8 1.39 WP WS Moment(ft-lb/ft) Support Midspan ---Deflect(in)-- Calc Mn/sf UC Cale Mn/sf UC Calc Allow UC 33.5 -44.7 33.5 - 44.7 26.9 - 35.9 26.9 - 35.9 26.4 -35.2 28.0 - 37.5 28.0 - 37.5 20.2 -27.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 0.22 0.33 0.22 0.33 0.18 0.26 0.18 0.26 0.17 0.26 0.19 0.27 0.19 0.27 0.13 0.20 -24.6 32.9 - 10.7 14.3 -13.9 18.6 -13.0 17.3 - 13.4 17.9 -12.6 16.8 - 15.6 20.8 5.3 -7.1 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 137.0 151.0 151.0 137.0 0.18 0.22 0.08 0.09 0.10 0.12 0.09 0.11 0.10 0.12 0.09 0.11 0.11 0.14 0.04 0.05 -0.04 0.53 0.07 0.05 0.53 0.10 - 0.01 0.53 0.02 0.01 0.53 0.02 -0.02 0.53 0.03 0.02 0.53 0,04 -0.01 0.53 0.03 0.02 0.53 0.04 - 0.02 0.53 0.03 0.02 0.53 0.04 -0.01 0.53 0.03 0.02 0.53 0.04 - 0.02 0.53 0.04 0.03 0.53 0.05 0.00 0.19 0.01 0.00 0.19 0.01 6/15/2009 C.IMBS JOBS1382821SwDes-F.out *38282 Sidewall Design Input 4/16/09 10:05arn * 1) JOBID : '38282' *{ 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel. Stiff F' 'Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design----Stee1_Code--- -'--Build_-- Code Seismic * Code Cold Hot Country Code Year Label Zone 'WS' 'NAUS01' 'AISC05' 'IBC ' '03' 'SSC 03 "C ' *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * Stress_Ratio ---Seismic--- * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.7000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R Sec P_Sec T_Sec U Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --Panel.--- Part * Wall Facia Wall Facia Wall 90. 90. 90. 180. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel. ,1, '2 '2' 'Y' 8)BUILDING TYPE: * Build L_Expand EW R_Expand EW * Type Use Offset Use Offset 'FF-' 'Y ' 14.000 'Y ' 14.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.0000 8.125 16.3750 29.4583 6.125 32.7500 24.0000 8.125 32.7500 0.0000 8.125 *(10)SIDEWALL BAY SPACING: * Sets_Of Bay No. * Bays Width Bays 3 21.1667 1 20.0000 1 21.1667 1 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *Open Id Id Width Height Offset Type Height Elev Depth Select Panel 3 1 1 4.5625 10.5625 7.2500 71 7.0000 0.000 0.000 'CU' 'N' 2 1 3.3542 7.1875 15.8125 11 0.0000 0.000 0.000 'CU' 'N' 3 3 10.0000 12.0000 2.0000 51 0.0000 0.000 0.000 'CU' 'Y' *(12)PARTIAL WALLS : * Set_Of --Bay_Id-- Base Top Fu11_Load Panel * Bays Id Use Start End Height Type Type Girt Col Part 0 *(13)GIRT DESIGN: * Girt Flg_Brace Set Set Max Max_Unbr * Type Out In Depth Lap Space Length 'ZB' 'C' 'C' 8.000 0.0000 10.0000 10.0000 *(14)GIRT LOCATION: 6/15/2009 C:1MBS JOBS1382821SwDes-F.out * Set No. Girt * Lac Girt Location 'Y' 6 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 *(15)SPECIAL GIRT: * Sets_Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS/GUTTERS: * Wall Gutter----- Insulation * Panel Use Type Width Use Thick '24PBR36 ' '-' 'Y' 0.000 'N' 0.000 *(17)FACIA/PARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End E3.ev Height (ft) (ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load_Ratio Load ---Seismic--- * Wind Snow Wind Seis Factor Dead Coeff 16.8 1.00 1.00 1.00 1.00 1.50 0.0000 *(20)EDGE ZONE: * Zone Col/ * Width Girt Panel Jamb 3.275 1.07 1.23 1.07 *(21)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 16.0 -17.5 .. Girt/Header 19.8 -21.5 .. Panel 16.0 -17.5 .. Jamb 30.3 -18.5 .. Parapet Girt *(22)GIRT LAPS: * Data Set_l Set_2 Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(23)GIRT STRAPS: * Data ---Set 1--- ---Set_2--- ---Set 3--- ---Set 4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(24)EXPANSION JOINTS: * No. *Exp Expansion Location 0 * Code files used: * IBC.03N * EW IBC.03N Version 4.0 38282 Sidewall Design Code 6/15/09 3:07pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 6115/2009 C.1MBS JOBS1382821SwDes-F.out BUILDING CODE: Wind Code : IBC 03 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 38282 Girt Design Report (Level= 4; Span= 1) 6/15/09 3:07pm GIRT: LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay---Lap(ft)-- Girt Load No. Girt Id Size Width Left Right Location Width Brace Weight 1 8516 20.00 1.00 16.0000 4.0 0 56.5 2 8Z16 20.00 1.00 1.00 16.0000 4.0 0 59.2 3 8Z13 20.00 1.00 16.0000 4.0 0 86.3 202.0 WIND PRESSURE T ANALYSIS: Shear(k ) Moment(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.52 -0.69 -0.76 0.00 -2.14 8.18 1.61 2.33 2 0.55 0.49 -0.66 -0.73 2.33 1.81 -0.05 8.63 3.38 4.08 3 1.08 1.02 -1.06 4.08 3.03 -6.45 12.00 0.00 STRENGTH/DEFLECTI ON : Span------Shear(k ) -----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Cale Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.69 2.19 0.32 MS -2.14 4.61 0.46 LL 0.16 -0.60 2.67 2 RL -0.66 2.19 0.30 RL 3.38 4.61 0.73 RL 0.57 0.21 2.67 3 RS -1.06 7.87 0.14 MS -6.45 7.75 0.83 MS 0.70 -1.01 2.67 UNBRACE LENGTHS Available Reduction Bay Minor Cb------------ Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION GIRT ANALYSIS: 6/15/2009 C;1MBS JOBS1382821SwDes-F.out Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.58 0.76 0.83 0.00 2,35 8.26 -1.76 -2.55 2 -0.60 -0.53. 0.73 0.80 -2.55 -1.98 0.06 8.63 -3.71 -4.47 3 -1.19 -1.12 1.17 -4.47 -3.32 7.08 12.00 0.00 STRENGTH/DEFLECTION: Span Shear(k )-----Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.76 2.19 0.35 MS 2.35 4.61 0.51 LL 0.20 0.66 2.67 2 RL 0.73 2.19 0.33 RL -3.71 4.61 0.80 RL 0.69 -0.23 2.67 3 RS 1.17 7.87 0.15 MS 7.08 7.75 0.91 MS 0.84 1.11 2.67 UNBRACE LENGTHS Available Reduction Bay Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 38282 Sidewall Jamb/Header Summary 6/15/09 3:07pm JAMB/HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length Weight 1 1 Jamb -L 8X25C16 12.00 32.3 Jamb -R 8X25C16 12.00 32.3 Header 8X25C16 4.56 12.3 Sill 8X25C16 4.56 12.3 2 1 Jamb -L 8X25C16 12.00 32.3 Jamb -R 8X25C16 12.00 32.3 Header 8X25C16 3.35 9.0 3 3 Jamb -L 8X4C15 16.00 62.2 Jamb -R 8X4C15 16.00 62.2 Header 8X4C16 10.00 34.7 JAMB/HEADER UNBRACED LENGTHS: Available Open Member Minor Minor ReductionFactor Id Locate Major Outside Inside Outside Inside 1 Jamb -L 12.00 0.00 4.00 1.00 1.00 1 Jamb -R 12.00 0.00 4.00 1.00 1.00 1 Header 4.56 0.00 4.56 1.00 1.00 1 Sill 4.56 0.00 4.56 1.00 1.00 1 Jamb -L 12.00 0.00 4.00 1.00 1.00 1 Jamb -R 12.00 0.00 4.00 1.00 1.00 1 Header 3.35 0.00 3.35 1.00 1.00 3 Jamb -L 16.00 0.00 4.00 1.00 1.00 3 Jamb -R 16.00 0.00 4.00 1.00 1.00 3 Header 10.00 0.00 10.00 1.00 1.00 STRENGTH/DEFLECTION: Open Member Ld----Shear(k )---- ---Moment(f-k )-- Mom+ Deflect(in) Id Locate Id Calc Vn/sf UC Calc Mn/sf UC Shear Calc Allow 6118!2009 C:1MBS JOBSL382821Sw©es-F.out 1 Jamb -L WP 0.54 2.19 0.24 -1.85 4.34 0.43 0.21 -0.22 1.60 WS -0.59 2.19 0.27 2.04 4.34 0.47 0.26 0.25 1.60 Jamb -R WP 0.43 2.19 0.20 -1.44 4.34 0.33 0.13 -0.17 1.60 WS -0.47 2.19 0.22 1.57 4.34 0.36 0.15 0.19 1.60 Header WP 0.03 2.19 0.01 -0.03 4.34 0.01 0.00 0.00 0.61 WS 0.03 2.19 0.01 0.03 4.34 0.01 0.00 0.00 0.61 Sill WP -0.05 2.19 0.02 -0.06 4.34 0.01 0.00 0.00 0.61 WS -0.06 2.19 0.03 0.07 4.34 0.02 0.00 0.00 0.67. 2 Jamb -L WP 0.29 2.19 0.13 -0.99 4.34 0.23 0.00 -0.12 1.60 WS 0.32 2.19 0.14 1.09 4.34 0.25 0.00 0.13 1.60 Jamb -R WP 0.65 2.19 0.30 2.61 4.34 0.60 0.37 0.28 1.60 WS -0.71 2.19 0.33 -2.86 4.34 0.66 0.44 -0.31 1.60 Header WP 0.06 2.19 0.03 -0.05 4.34 0.01 0.00 0.00 0.45 WS -0.07 2.19 0.03 0.06 4.34 0.01 0.00 0.00 0.45 3 Jamb -L WP -0.50 3.11 0.16 1.63 6.47 0.25 0.07 0.20 2.13 WS 0.55 3.11 0.18 -1.79 6.47 0.28 0.08 -0.22 2.13 Jamb -R WP -1.08 3.11 0.35 -4.91 6.47 0.76 0.58 -0.63 2.13 WS -1.19 3.11 0.38 5.39 6.47 0.83 0.70 0.70 2.13 Header WP 0.16 2.19 0.07 -0.40 5.25 0.08 0.00 -0.02 1.33 WS 0.18 2.19 0.08 0.44 5.25 0.08 0.00 0.03 1.33 6/1512009 C:1MBS JOBS1382821Sw®es-B.out * *38282 Sidewall Design Input 4/16/09 10:05am * *{ 1}JOBID: '38282' *( 2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' `Y' 'Y' 1.00 *( 3)DESIGN CODE: *Design----Stee1_Code--- ---Build--- Code Seismic * Code Cold Hot Country Code Year Label. Zone 'WS' 'NAUS01' 'AISC05' "IBC "03' 'IBC 03 "C ' *( 4)DESIGN CONSTANTS: * ---Strength Factors-- * Stress_Ratio Seismic * Girt Panel Wind Frame Brace 1.03 1.03 1.0000 1.0000 1.7000 *( 5)STEEL YIELDS: * Web Fig C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 55.0 55.0 55.0 55.0 50.0 35.0 46.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * ---Girt--- --.Panel--- Part * Wall Facia Wall Facia Wall 90. 90. 90. 180. 90. *( 7)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 11' '2' '2' 'Y' *( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF-' 'Y ' 14.000 'Y 14.000 *( 9)SURFACE SHAPE: * No. X_Coord Y_Caord Offset * Surf (ft) (ft) (in) 4 0.0000 24.0000 8.125 16.3750 29.4583 8.125 32.7500 24.0000 8.125 32.7500 0.0000 8.125 *(10)SIDEWALL BAY SPACING: * Sets_Of Bay No. * Bays Width Bays 3 21.1667 1 20.0000 1 21.1667 1 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member *Open Id Id Width Height Offset Type Height Elev Depth Select 3 5 1 3.3542 7.1875 3.0000 11 0.0000 0.000 0.000 'CU' 6 1 10.0000 12.0000 9.1670 51 0.0000 0.000 0.000 'CU' 7 3 3.5625 10.5625 9.3542 71 7.0000 0.000 0.000 'CU' *(12)PARTIAL WALLS: * Set_Of --Bay_Id-- Base Top Full_Load Panel * Bays Id Use Start End Height Type Type Girt Col Part 0 *(13)GIRT DESIGN: * Girt Fig_Brace Set Set Max Max_Unbr * Type Out In Depth Lap Space Length 1213' 'C' 'C' 8.000 0.0000 10.0000 10.0000 Remove Panel sN: sys 151 6/15/2009 C:\MBS JOBS138282tSwDes-B.ouf *(14)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 6 4.0000 8.0000 12.0000 16.0000 20.0000 24.0000 )SPECIAL GIRT: .,ets_Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS/GUTTERS: * wall Gutter Insulation * Panel Use Type Width Use Thick '24P8R36 "-"N"' 'Y' 0.000 'N' 0.000 *(17)FACIA/PARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) {ft) Mount 0 *(18)FACIA/PARAPET GIRTS: *Ext ----Top---- --Interior- ---Gutter-- ---Back Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part _ Rotate Spacing *(19)BASIC LOADS: * ---Deflection--- Wind * Basic Load Ratio Load ---Seismic--- * Wind Snow Wind Seis Factor Dead Coeff 16.8 1.00 1.00 1.00 1.00 1.50 0.0000 *(20)EDGE ZONE: * Zone Col/ * width Girt Panel Jamb 3.275 1.07 1.23 1.07 }WIND PRESSURE/SUCTION: Wind Wind • Pressure Suction 16.0 -17.5 .. Girt/Header 19.8 -21.5 .. Panel 16.0 -17.5 .. Jamb 30.3 -18.5 .. Parapet Girt *(22)GIRT LAPS: * Data -------Set 1------- Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan 0 *(23)GIRT STRAPS: * Data ---set 1------set_2------Set_3--- ---set 4 ---- *Opt Sets StrapQuan Strap Quan Strap Quan StrapQuan 1 w 1 0 *(24)EXPANSION JOIN'T'S: * No. *Exp Expansion_Location 0 * Code files used: * IBC.03N * EW IBC.03N Version 4.0 18282 Sidewall Design Code 6/15/09 3:18pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 6/16/2009 C.IMBS JOBSL382821SwDes-B.out BUILDING CODE: Wind Code Seismic Zone IBC 03 : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi Cold Formed Steel : 29500 (ksi 38282 Girt Design Report (Level= 4; Span= 1) 6/15/09 3:18pm GIRT: LEVEL # 4 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay---Lap(ft)-- Girt Load No. Girt Id Size Width Left Right Location Width Brace Weight 1 8Z13 20.00 1.00 16.0000 4.0 0 86.3 2 8Z16 20.00 1.00 1.00 16.0000 4.0 0 59.2 3 8316 20.00 1.00 16.0000 4.0 0 56.5 202,0 WIND PRESSURE : GIRT ANALYSIS: ---------Shear(k )-___...__ Moment (f -k )_ Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 1.08 -0.99 -1.05 0.00 -6.63 8.00 3.09 4.11 2 0.73 0.67 -0.49 -0.55 4.11 3.41 -0.05 11.39 1.81 2.32 3 0.76 0.69 -0.52 2.32 1.60 -2.14 11.82 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 1.08 7.87 0.14 MS -6.63 7.75 0.86 MS 0.74 -1.03 2.67 2 LL 0.67 2.19 0.30 LL 3.41 4.61 0.74 LL 0.58 0.21 2.67 3 LL 0.69 2.19 0.32 MS -2.14 4.61 0.46 RL 0.16 -0.60 2.67 UNBRACE LENGTHS Available Reduction Bay Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: 6115/2009 C.1MBS JOBS1382821SwDes-B.out Shear(k ) Mament(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup -1,20 1.08 1.15 0.00 7.27 8.00 -3.39 -4.50 2 -0.80 -0.73 0.53 0.60 -4.50 -3.74 0.05 11.40 -1.98 -2.54 3 -0.83 -0.76 0.58 -2.54 -1.75 2.35 11.74 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -1.20 7.87 0.15 MS 7.27 7.75 0.94 MS 0.89 1.13 2.67 2 LL -0.73 2.19 0.33 LL -3,74 4.61 0.81 LL 0.70 -0.23 2.67 3 LL -0.76 2.19 0.35 MS 2.35 4.61 0.51 RL 0.20 0.66 2.67 UNBRACE LENGTHS Available Reduction Bay Minor Cb Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 20.0 0.0 0.0 0,0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 20.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 g'21- Account Page 1 of 1 Account: R270267 Location, Owner Name THUNDER RIVER VENTURE III, LLC Parcel Number 2405-064-00-005 Tax Area 027 - 16-DHFZ - 027 Situs Address 301 COUNTY RD Sibling Account No Legal Summary Section: 6 Township: 7 Range: 94 SEC. 5 S PT OF LOT 4 SEC. 6 N1/2SE, S1/2NE, E1/2SW SENW, A PORTION OF LOTS 1,2, ALSO THAT PT OF LOT 4 ALSO ALL OF LOTS 5&7 & PT OF LOT 6 SEC 7 LOT 1 SEC 1-7-95 THAT PT OF SENE. EXCEPT A TR OF LAND OCNT 42.73 AC. -}1- AS DESC IN SK 14421855. Owner Information Owner Name THUNDER RIVER VENTURE 111, LLC Owner Address CIO E.T.C. CANYON PIPELINE, LLC 1600 BROADWAY SUITE 1900 DENVER, CO 80202 Transfers Sale Price Sale Date 06/05/2009 06/05/2009 04/06/2009 09/16/2008 Tax History Tax Year * Estimated Taxes *2010 ............... $432.60 0 2009 $432.60 Images s GIS Doc Type EAS EAS EAS BSD Assessment History Actual (2009) Primary Taxable $45,210 $13,120 Tax Area: 027 Mill Levy: 32.9740 Type Actual Assessed Acres Land $45,210 $13,120 449.250 Book Page https://act.garfieid-county.com/assessorltaxweb/account. jsp?accountNum=R2702... 2/22/2010