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CC-000497-2017
TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5904 (518)761-8201 Community Development-Building&Codes (518)761-8256 BUILDING PERMIT Permit Number: CC-000497-2017 Tax Map No: 301.19-1-10 Permission is hereby granted to: Ray's Automotive Parts For property located at: 15 PASCO AVE In the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance Type of Construction Owner Name: Carol Perkins Business Office-New 400,000.00 Owner Address: 15 Michael RD Total Value 400,000.00 Fort Edward,NY 12828 Contractor or Builder's Name/Address Electrical Inspection Agency Plans&Specifications Commercial New Build 4,400 s.f.(Warehouse and Office Space) Ray's Salvage Cross Ref.: P-SP-19-2017 and Z-UV-2-2017 1,012.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Friday,September 7,2018 If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensb efore the a 'ratio date. Dated at the Town o Queens ),Th eptember 7,2017 SIGNED BY: for the Town of Queensbury. Director of Building&Code Enforcement 22"n n" --office Use Only DL5 tl V ermit#: C G —00) 7-,.0 PRINCIPE UCTURE P 1 JISN 2017 ME ermit Fee:$ . Town ufC?uccnsbur} Rec Fee: $ 742 Bay Road,Queensbury,NY 12804 TOWN OF QUEENSBURY P:518-761-8256 www.gueensbury. BUILDING&CODES Invoice#:l Project Location: 15 Pasco Avenue Tax Map ID #: 301.19-1-10 Subdivision Name: N/A TOWN BD.RESOLUTION 86-2013: $850 recreation fee for new dwelling units: single family,duplexes/two-family, multiple family, apartments, condominiums,townhouses, and/or manufactured & modular homes, but not mobile homes. This Is In addition to the permit fee(s). CONTACT INFORMATION: Applicant: Name(s): Ray,s Automotive Parts Mailing Address, C/S/Z: 15 Pasco Avenue, Queensbury NY 12804 Cell Phone: _ ( Land Line: 518 ) 798-8902 Email: Primary Owner(s): Name(s): Carol Perkins Mailing Address, C/S/Z: 15 Michael Road, Fort Edward NY 12828 Cell Phone: ( 518_) 796-3593 Land Line: 518 ) 798-8902 Email: carolperkinsl5@yahoo.com Contractor(s): Business Name: Contact Name(s): Mailing Address, C/S/Z: Cell Phone: _( Land Line: Email: Architect(s)/Engineer(s): Business Name: Hutchins Engineering Contact Name(s): Tom Hutchins Mailing Address, C/S/Z: 169 Haviland Road, Queensbury NY 12804 Cell Phone: (Land Line: 518 ) 745-0307 Email: thutchins@hutchinsengineering.com Contact Person for Building & Code Compliance: (kyb1 1erka y s Cell Phone: Land Line: Email: sez. \!-s c'L) Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017 PROJECT INFORMATION: TYPE: Commercial WORK CLASS: Single-Family Two-Family Multi-Family(#of Townhouse Business Office Retail Hotel/Motel Industrial/Warehouse _Garage(#of cars ) ____Other(describe STRUCTURE SQUARE FOOTAGE: GARAGE SQUARE FOOTAGE: 1ST floor: 3,200 sf 11T floor: 2"d floor: 1,200 sf 2"d floor: 3rd floor: Total square feet: 4th floor: Total square feet: 4,4 0 0 s f ADDITIONAL PROJECT INFORMATION: 1. Estimated Cost of Construction: $ 2. Proposed use of the building: warehouse/office Space 3. If Commercial or Industrial, indicate the name of the business: Ray' s Salvage 4. Source of Heat (circle one): Gas Oil Propane Solar Other: waste oil Fireplaces need a separate Fuel Burning Appliances&Chimney Application, one per appliance) 5. Are there any structures not shown on the plot plan?YES NO Explain: 6. Are there any easements on the property? YES NO 7. SITE INFORMATION: a. What is the dimensions or acreage of the parcel? 7.5 acres b. Is this a corner lot? YES NO c. Will the grade be changed as a result of the construction?YES NO d. What is the water source? PUBLIC PRIVATE WELL e. Is the parcel on SEWER or a PRIVATE SEPTIC system? Private Town of Queensbury Sodding&Co.me-, Principle Stricture Apprahon Revised Fe:r.n•r 17 DECLARATION: 1. 1 acknowledge that no construction shall commence prior to issuance of a valid b u i I ding permit and work will be completed within a 12 month period. 2. If the work is not completed by the 1 year expiration date the permit may be renewed, subject to fees and department approval. 3. 1 certify that the application, plans and supporting materials are a true and complete statement and/or description of the work proposed, that all work will be performed in accordance with the NYS Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. 4. 1 acknowledge that prior to occupying the facilities proposed I, or my agents, will obtain a certificate of occupancy. 5. 1 also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate ofoccupancy. I have read and agree to the above: PRINT NAME: SIGNATURE: DATE: Town of Queensbury Building&Code Enforcement Principle Structure Application Revised February 2017 FUEL BURNING APPLIANCE & office use only CHIMNEY APPLICATION Permit#: Permit Fee:$ lown ofQyerushurc. 742 Bay Road, Queensbury, NY 12804 Invoice:#: P: 518-761-8256 www,gueensbury.net Project Location: Tax Map ID #: Room of Install: Planned Install Date: ONE APPLICATION PER APPLIANCE** CONTACT INFORMATION: Applicant: Name(s): Mailing Address, C/S/Z: us- S?A--s -, i4y,,Qu L—,(z,n ;E Cell Phone: _) Land Line:6j)C 2. Email: Primary Owner(s): Name(s): Mailing Address, C/S/Z: ice'-" e—WAt(- Cell Phone:_( 15'11P, Land Line: _( Email: C"cv c$n i?r s L 5. ye, cam; C C7hs Installer/Builder: Business Name: Contact Name(s): Mailing Address, C/S/Z: Cell Phone:_( Land Line. _( Email: Contact Person for Building & Code Compliance: Cell Phone: _( Land Line: _( Email: Fuel Burning Appliance &Chimney Application Revised March 2017 FUEL BURNING APPLIANCE INFORMATION: TYPE OF DEVICE: Stove Fireplace Insert Fireplace Fuel Fired Equipment (Garage Only, 18" clearance per IMC 304.3) Fireplace, factory built** Manufacturer's name: CL_ t4 — Model #: SOURCE OF HEAT: Wood Coal Pellet Gas 1-- CHIMNEY INFORMATION: Masonry: block brick stone Flue: tie steel _size, in inches Material*: double-wall triple-wall_insulated Manufacturer's name: Model #: ADDITIONAL INFORMATION: 1. Two inspections are required. A rough-in inspection, prior to installation and a final inspection, after installation. 2. Manufacturer's installation manual must be available at the time of inspection. 3. Masonry fireplaces &chimneys require plans to be submitted. 4. Twenty-four(24) hour notification is required for inspections. Declaration:Construction/installation must conform to NYS Fire Prevention & Building Code and/or manufacturer requirements. The applicant or owner agrees to comply with all applicable laws,ordinances, regulations and all conditions that are part of these requirements and also will allow the inspector to enter the premises to perform the required inspections. I have read and agree to the above: PRINT NAME: SIGNATURE: DATE: Fuel Burning Appliance &Chimney Application Revised March 2017 SEPTIC DISPOSAL PERMIT APPLICATION Office Use Only 742 Bay Road,Queensbury,NY 12804 P:518-761-8256 www.gueensbury.net Permit#: Tax Map ID#: 301.19-1-10 Permit Fee:$ Invoice#: Project Location: 15 Pasco Avenue Septic Variance? Yes No Primary Owner(s) Carol Perkins Mailing Address 15 Michael Road, Fort Edward NY 12828 Phone& Email 518) 798-8902 / (518) 796-3593 Installer/Builder To Be Determined) Mailing Address Phone & Email Engineer Tom Hutchins, Hutchins Engineering Mailing Address 169 Haviland Road, Queensbury NY 12804 Phone & Email 518) 745-0307 / thutchins@hutchinsengineering.com Contact Person for Building&Code Compliance: Phone: RESIDENCE INFORMATION: Year Built of bedrooms X gallons per bedroom =total daily flow Garbage Grinder Yes No 1980 or older Installed? (circle one) 1981-1991 Spa or Hot Tub Yes No Installed? (circle one) 1992-Present PARCEL INFORMATION: Topography Flat Rolling Steep Slope Slope Soil Nature Sand Loam Clay Other Groundwater At what depth? Bedrock/Impervious material At what depth? Domestic Water Supply Municipal _Well (if well,water supply from any septic system absorption is_ft.) Percolation Test Rate: per minute per inch(test to be completed by licensed engineer/architect) PROPOSED SYSTEM FOR NEW CONSTRUCTION: Tank size 11, 000 gallons (min.size 1,000 gallons,add 250 gallons for each garbage cylinder or spa/hot tub System Absorption field with#2 stone Total length ft.; Each Trench ft. Seepage Pit with#3 stone How many: Size: Alternative System Bed or other type: 10' x 2 0 1 Absorption Bed Holding Tank System Total required capacity? tank size of tanks NOTES: 1.Alarm system &associated electrical work must be inspected by a Town approved electrical inspection agency;2.We will no longer allow systems to be covered until such time as an as-built plan is received and approved. The installed system must match the septic layout on file—no exceptions. Declaration:Any permit or approval granted which is based upon or is granted in reliance upon any material representation or failure to make a material fact or circumstance known by or on behalf of an applicant, shall be void. I have read the regulations and agree to abide by these and all requirements of the Town of Queensbury Sanitary Sewage Disposal Ordinance. 9 PRINT NAME: t1mrRutchins (agent) DATE: l SIGNATURE: kievt' Town of Queensbury Building&Code Enforcement Revised February 2017 INSPECTION WORKSHEET (BINS-007213-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal Case Number: Inspection Date: Inspector: Case Module: Inspection Status: Inspection Type: CC-000497-2017 10/09/2018 John O'Brien Permit Failed Commercial Final Inspection Job Address:Parcel Number:15 PASCO AVE Queensbury, NY 12804 301.19-1-10 Contact Type Company Name Name Primary Owner Perkins, Carol Engineer Hutchins Engineering [Hutchins Engineering] , Granted Permission Ray's Automotive Parts [Ray's Automotive Parts] , Applicant Ray's Automotive Parts [Ray's Automotive Parts] , Checklist Item Passed Comments Blower Door Test Certification NO Chimney / B Vent / Direct Vent Location NO Chimney Rain Cap Installed NO Plumbing Vent Through Roof/Roof complete NO Ext Finish /Grade Complete/6 in 10ft or Equivalent NO Int/Ext Guardrails 42 inch Platform Decks NO Int/Ext Balusters 4 inch Spacing Platform Decks NO Stair rail 34 in – 38 in Step Risers 7 Treads 11 NO Vestibules for Exit doors greater than 3000 sq. ft NO Doors 36 inch wLever Hand Panic Hardware, if req NO Exits At Grade Or Platform 36 (w) x 44 (l)NO Gas Shut-off Exposed & Regulator (18) Above Grade NO Floor Bathroom Watertight Other Floors Okay NO Backflow Preventors where required NO Relief Valve ,Heat Trap/Water Temp 110 deg or less NO Outside Spigots have Air Gap NO Boiler/Furnace Enclosurer Fire Ext System NO Low Water Shut Off for Boilers NO Gas Furnace Shut Off NO Oct 09, 2018 Page (12) INSPECTION WORKSHEET (BINS-007213-2018) Checklist Item Passed Comments HVAC Vent Terminal 10' from Lot Line & Openings NO Oil Furnace Shut-Off at Entrance to Furnace Area NO Propane Tank: Proper Setback from Prop Line/Struct NO Stockroom /Storage/Receiving/Shipping Room NO Hour Corridor Doors & Closers NO Firewalls, 2 Hr, 3 Hr / Fire Dampers / Fire Doors NO Ceiling Fire Stopping, 3,000 sq. ft. Wood Frame NO Attic Access 30 x 20 x 30 (h)NO Attic Access Gasketed NO Attic Access Insulation = Attic R- Value NO Smoke Vents Or Fan, if required NO Hydraulic Elevators: Non-comb. Plumbing REQUIRED NO Hydraulic Elevators: Oil Seperator REQUIRED NO Elevator Operation and Signage Shaft Sealed NO H/C Bathroom Grab Bars /Sinks/Toilets/Mirrors NO Handicapped Bath/Parking Lot Signage NO Low flow toilet 1.3 gal/flushing cycle - showerhead/faucet NO Universal Symbol of Access displayed - on all H/C signs NO Public Toilet Room Handicapped Accessible NO Handicapped Service Counters 34 inch NO Handicapped Ramps NO Ramps: 6" or more need handrails NO Ramps: 4" toe kick each side of ramp NO Ramps: 12" extension top & bottom NO Handicapped Units NO Active Listening System and Signage Assembly Space NO Bollard Protection:4' on ctr/3' abv grd, gas meter NO Bollard Protection: 15" footings & 3' below grade NO Final Electrical / Flex Gas Piping Bonded NO CSST/other piping in conduit if buried,if required NO Site Plan Variance required NO Final Survey NO Oct 09, 2018 Page (13) INSPECTION WORKSHEET (BINS-007213-2018) Checklist Item Passed Comments As-built Septic System Layout Required NO Public Sewer Sign-Off NO Bldg Num or Tenant Address on Bld or Drive NO Water Fountain or Cooler NO Bldg Access All Sides 20ft Drivable Surface NO HRV or ERV Installed per Bedroom Requirements NO Engineer or Architect Approval NO Elevator Hoistways Pressurized NO Special Inspections NO Oct 09, 2018 Page (14) INSPECTION WORKSHEET (BINS-007213-2018) Checklist Item Passed Comments OK to Issue Temporary C/O NO 6/7/18 Preliminary Final Inspection Not Approved Items to be completed in order to issue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entry doors with lever handle hardware and ADA door thresholds. HVAC System needs to be working and an Air Balancing Test performed. Complete 2nd Floor Storage and Mechanical Room fire rated stair enclosure and self-closing fire door. Install handrails on both sides of stairs to 2nd floor as discussed. Install fire door and self closing hardware from office to garage area. The grade needs to be raised at exterior exit doors to bottom of door thresholds. The grade at perimeter of building must have a positive pitch of at least 6― in the first 10’ away from the building. A minimum of a 6― reveal at the top of the foundation wall is required. Provide Engineer’s Report and As-Built Septic System Plot Plan. Schedule a Preliminary Final Inspection for the Fire Marshal so he can give you a list in order to have a Temporary CO issued. Call Kate Deck in our office to schedule the inspection. 10/9/18 Preliminary walk thru with Carol Perkins. Refresher meeting to discuss items that need to be completed before a Temporary CO will be issued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entry doors with lever handle hardware and ADA door thresholds. HVAC System needs to be working and an Air Balancing Test performed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire rated stair enclosure and self-closing fire door. Install handrails on both sides of stairs to 2nd floor as discussed. Install fire door and self closing hardware from office to garage area. As per our discussion today. The grade needs to be raised at exterior exit doors to bottom of door thresholds. The grade at perimeter of building must have a positive pitch of at least 6― in the first 10’ away from the building. A minimum of a 6― reveal at the top of the foundation wall is required. Provide Engineer’s Report and As-Built Septic System Plot Plan. OK to Issue C/O NO 6/7/18 Preliminary Final Inspection Not Approved Items to be completed in order to issue Temporary CO: Final Electrical Inspection Oct 09, 2018 Page (15) INSPECTION WORKSHEET (BINS-007213-2018) Checklist Item Passed Comments Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entry doors with lever handle hardware and ADA door thresholds. HVAC System needs to be working and an Air Balancing Test performed. Complete 2nd Floor Storage and Mechanical Room fire rated stair enclosure and self-closing fire door. Install handrails on both sides of stairs to 2nd floor as discussed. Install fire door and self closing hardware from office to garage area. The grade needs to be raised at exterior exit doors to bottom of door thresholds. The grade at perimeter of building must have a positive pitch of at least 6― in the first 10’ away from the building. A minimum of a 6― reveal at the top of the foundation wall is required. Provide Engineer’s Report and As-Built Septic System Plot Plan. Schedule a Preliminary Final Inspection for the Fire Marshal so he can give you a list in order to have a Temporary CO issued. Call Kate Deck in our office to schedule the inspection. 10/9/18 Preliminary walk thru with Carol Perkins. Refresher meeting to discuss items that need to be completed before a Temporary CO will be issued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entry doors with lever handle hardware and ADA door thresholds. HVAC System needs to be working and an Air Balancing Test performed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire rated stair enclosure and self-closing fire door. Install handrails on both sides of stairs to 2nd floor as discussed. Install fire door and self closing hardware from office to garage area. As per our discussion today. The grade needs to be raised at exterior exit doors to bottom of door thresholds. The grade at perimeter of building must have a positive pitch of at least 6― in the first 10’ away from the building. A minimum of a 6― reveal at the top of the foundation wall is required. Provide Engineer’s Report and As-Built Septic System Plot Plan. Oct 09, 2018 Page (16) O'Brien, John (Inspector) INSPECTION WORKSHEET (SEP-009026-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal CC-000497-2017PermitCaseNumber:Case Module: Thu Dec 27, 2018PassedInspectionDate:Inspection Status: John O'BrienSepticInspector:Inspection Type: 15 PASCO AVE301.19-1-10JobAddress:Parcel Number: Queensbury, NY 12804 Contact TypeCompany NameName Primary OwnerPerkins, Carol Granted PermissionRay'sAutomotive Parts ApplicantRay'sAutomotive Parts EngineerHutchins Engineering Checklist ItemPassedComments Building Inspector NotesYES12/21/17 Septic System Partial Approval Provide Engineer'sReport and As-Built Septic System Plot Plan. 12/27/18Septic System Approved Received Engineer'sReport andAs-Built Septic Soil Type: SandYES Type ofWater: Municipal / Well WaterYESMunicipal Waterline separation distanceYES Absorbtion Fields: Total LengthYES10' x20' Leach Bed Depth of TrenchesYESÿþ Dec 27, 2018Page (1) INSPECTION WORKSHEET (SEP-009026-2018) Checklist ItemPassedComments Size of StoneYES#2 Building to TankYESÿþ Tank to Distribution BoxYESÿþ Distribution box to Field / PitYESÿþ Opening Sealed:YES InletOutlet Pipes & BafflesYES Manholes 12 orless below gradeYES Locations / SeparationsYES Foundation to TankYES10' Foundation to AbsorptionYES20' Conforms as per Plot PlanYES Engineer Report and As-BuiltYES12/21/17 Septic System Partial Approval Provide Engineer'sReport and As-Built Septic System Plot Plan. 12/27/18Septic System Approved Received Engineer'sReport andAs-Built Septic Location ofsystem on propertyYESRear and leftside ofbuilding Dec 27, 2018Page (2) INSPECTION WORKSHEET (SEP-009026-2018) Checklist ItemPassedComments System Use StatusYES12/21/17 Septic System Partial Approval Provide Engineer'sReport and As-Built Septic System Plot Plan. OktoBackfill! 12/27/18Septic System Approved Received Engineer'sReport andAs-Built Septic O'Brien, John (Inspector) Dec 27, 2018Page (3) INSPECTION WORKSHEET (BINS-008820-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal CC-000497-2017PermitCaseNumber:Case Module: Fri Dec 14, 2018Partial PassInspectionDate:Inspection Status: John O'BrienCommercial Final InspectionInspector:Inspection Type: 15 PASCO AVE301.19-1-10JobAddress:Parcel Number: Queensbury, NY 12804 Contact TypeCompany NameName EngineerHutchins Engineering Granted PermissionRay'sAutomotive Parts ApplicantRay'sAutomotive Parts Primary OwnerPerkins, Carol Checklist ItemPassedComments Blower Door Test CertificationNO Stair rail 34in - 38in Step Risers 7 Treads 11YES- Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Exits AtGrade OrPlatform 36 (w) x44 (l)YES- Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Firewalls, 2Hr, 3Hr / Fire Dampers / Fire DoorsYESAdjust closer onfiredoor attopofstairs soitlatches shut. Handicapped Bath/Parking Lot SignageYES- Install handicapped sign and noparking sign in designated locations onapproved siteplan. Temporary locations ok! Dec 14, 2018Page (1) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments Site Plan Variance requiredNO- Complete allsitework asperapproved siteplan (Tom Hutchins) Final SurveyNO- Submit Final Survey forreview byCraig Brown. (Van Dusen Steves) As-built Septic System Layout RequiredNO- Submit Tom Hutchin'sseptic system as-built and final report. Bldg NumorTenant Address onBldorDriveYESInstall address on frontof building Engineer or Architect ApprovalNO- Submit Tom Hutchins Final Sign Offonbuilding. Dec 14, 2018Page (2) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments OK toIssue Temporary C/OYES6/7/18Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Dec 14, 2018Page (3) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. 11/20/18FinalInspection NotApproved - Temporary CO Remaining Items forTemporary CO: Install ADACompliant Door thresholds atboth entry doors. Correct thegrade attherearentry door itis pitched toward thebuilding itmust have apositive slope away from the building. The area outside therear door needs tohave its grade lowered. Complete Sealing allpenetrations onboth sides ofwalls and under thestairs for ratedstair enclosure. (Fire Caulking Fire Taping) Electrical Closet Ceiling needs tohave 5/8" type xfirerated sheetrock installed thisistheunderside of thestairs. HVAC System needs to becompleted. Perform HVAC System AirBalancing Test & Submit Report. Complete Handicapped Bathroom asdiscussed. (18" grab barandlower mirror to40" from finish floor tobottom edge of glass. Install handicapped signonwall latch side ofdoor 60" from finished floor tocenter ofsign. Provide Final Approval Letter from thefollowing: 1) Construction Technologies- Concrete Testing & Structural Inspection. 2) Tom Hutchins - Engineer(Septic & Building) 3) Ethan Hall - Architect (Building) Install compliant rear entry door as discussed. Install handicapped counter at customer service counter as discussed. Install handrails onstairs to2nd floor asdiscussed. Complete installing hardware onfiredoor attopofstairs. - Remove Fire doorthreshold andinstall commercial threshold. Remove exterior door atoffice area and install interior door. Complete allFire Marshal'sItems. Temporary CO Condition: 1) Perform Blower Door Test & Submit Report 2) Submit Final Survey Dec 14, 2018Page (4) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments 3) Complete AllSite Items. Contact Bruce Frank andTom Hutchins. 4) Install Handicapped & NoParking Signage asperthe approved Site Plan. 12/11/18FinalInspection NotApproved-Temp CO Remaining Items forTemp CO: Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Adjust closer onfiredoor attopofstairssoitlatches shut. Submit Tom Hutchin'sseptic system as-built and final report. Install address onfront ofbuilding Submit Tom Hutchins Final Sign Offonbuilding. 12/14/18Final Inspection Partial Approval - OktoIssue Temporary CO! Temporary CO Condition: 1) Perform Blower Door Test & Submit Report 2) Submit Final Survey 3) Complete AllSite Items. Contact Bruce Frank andTom Hutchins. 4) Install Handicapped & NoParking Signage asperthe approved Site Plan. 5) Submit Tom Hutchin'sseptic system as-built and final report. 6) Submit Tom Hutchins Final Sign Offonbuilding. Dec 14, 2018Page (5) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments OK toIssue C/ONO6/7/18 Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Dec 14, 2018Page (6) INSPECTION WORKSHEET (BINS-008820-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport andAs-BuiltSeptic System 12/11/18FinalInspection NotApproved-Temp CO Remaining Items forTemp CO: Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Adjust closer onfiredoor attopofstairssoitlatches shut. Submit Tom Hutchin'sseptic system as-built and final report. Install address onfront ofbuilding Submit Tom Hutchins Final Sign Offonbuilding. O'Brien, John (Inspector) Dec 14, 2018Page (7) INSPECTION WORKSHEET (BINS-008672-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal CC-000497-2017PermitCaseNumber:Case Module: Tue Dec 11, 2018FailedInspectionDate:Inspection Status: John O'BrienCommercial Final InspectionInspector:Inspection Type: 15 PASCO AVE301.19-1-10JobAddress:Parcel Number: Queensbury, NY 12804 Contact TypeCompany NameName ApplicantRay'sAutomotive Parts EngineerHutchins Engineering Primary OwnerPerkins, Carol Granted PermissionRay'sAutomotive Parts Checklist ItemPassedComments Blower Door Test CertificationNO Ext Finish /Grade Complete/6in10ft orNO Equivalent Stair rail34in - 38in Step Risers 7 Treads 11NO- Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Exits AtGrade OrPlatform 36 (w) x44 (l)NO- Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Firewalls, 2Hr, 3Hr / Fire Dampers / Fire DoorsNOAdjust closer onfire door attopofstairs so itlatches shut. Handicapped Bath/Parking Lot SignageNO- Install handicapped sign and noparking sign in designated locations onapproved siteplan. Dec 11, 2018Page (1) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments Site Plan Variance requiredNO- Complete allsitework asperapproved siteplan (Tom Hutchins) Final SurveyNO- Submit Final Survey forreview byCraig Brown. (Van Dusen Steves) As-built Septic System Layout RequiredNO- Submit Tom Hutchin'sseptic system as-built and final report. Bldg Num or Tenant Address onBld or DriveNOInstall address onfront ofbuilding Engineer or Architect ApprovalNO- Submit Tom Hutchins Final Sign Offonbuilding. Dec 11, 2018Page (2) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments OKtoIssue Temporary C/ONO6/7/18 Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Dec 11, 2018Page (3) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. 11/20/18FinalInspection NotApproved - Temporary CO Remaining Items forTemporary CO: Install ADACompliant Door thresholds atboth entry doors. Correct thegrade attherearentry door itis pitched toward thebuilding itmust have apositive slope away from the building. The area outside therear door needs tohave its grade lowered. Complete Sealing allpenetrations onboth sides ofwalls and under thestairs for ratedstair enclosure. (Fire Caulking Fire Taping) Electrical Closet Ceiling needs tohave 5/8" type xfirerated sheetrock installed thisistheunderside of thestairs. HVAC System needs to becompleted. Perform HVAC System AirBalancing Test & Submit Report. Complete Handicapped Bathroom asdiscussed. (18" grab barandlower mirror to40" from finish floor tobottom edge of glass. Install handicapped signonwall latch side ofdoor 60" from finished floor tocenter ofsign. Provide Final Approval Letter from thefollowing: 1) Construction Technologies- Concrete Testing & Structural Inspection. 2) Tom Hutchins - Engineer(Septic & Building) 3) Ethan Hall - Architect (Building) Install compliant rear entry door as discussed. Install handicapped counter at customer service counter as discussed. Install handrails onstairs to2nd floor asdiscussed. Complete installing hardware onfiredoor attopofstairs. - Remove Fire doorthreshold andinstall commercial threshold. Remove exterior door atoffice area and install interior door. Complete allFire Marshal'sItems. Temporary CO Condition: 1) Perform Blower Door Test & Submit Report 2) Submit Final Survey Dec 11, 2018Page (4) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments 3) Complete AllSite Items. Contact Bruce Frank andTom Hutchins. 4) Install Handicapped & NoParking Signage asperthe approved Site Plan. 12/11/18FinalInspection NotApproved-Temp CO Remaining Items forTemp CO: Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Adjust closer onfiredoor attopofstairssoitlatches shut. Submit Tom Hutchin'sseptic system as-built and final report. Install address onfront ofbuilding Submit Tom Hutchins Final Sign Offonbuilding. Dec 11, 2018Page (5) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments OK toIssue C/ONO6/7/18 Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Dec 11, 2018Page (6) INSPECTION WORKSHEET (BINS-008672-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport andAs-BuiltSeptic System 12/11/18FinalInspection NotApproved-Temp CO Remaining Items forTemp CO: Handrails onstairs need toreturn into adjacent walls 1' past thelaststepat topand bottom ofstairs. Add crushed stone atrear doors and atpathtofront door flush with thedoorsthresholds andlandings. Adjust closer onfiredoor attopofstairssoitlatches shut. Submit Tom Hutchin'sseptic system as-built and final report. Install address onfront ofbuilding Submit Tom Hutchins Final Sign Offonbuilding. O'Brien, John (Inspector) Dec 11, 2018Page (7) INSPECTION WORKSHEET (BINS-008216-2018) Town of Queensbury - Building and Codes - Fire Marshal 742 Bay Road - (518) 761-8256 Building (518) 761-8206 Fire Marshal CC-000497-2017PermitCaseNumber:Case Module: Wed Nov 21, 2018FailedInspectionDate:Inspection Status: John O'BrienCommercial Final InspectionInspector:Inspection Type: 15 PASCO AVE301.19-1-10JobAddress:Parcel Number: Queensbury, NY 12804 Contact TypeCompany NameName Granted PermissionRay'sAutomotive Parts EngineerHutchins Engineering ApplicantRay'sAutomotive Parts Primary OwnerPerkins, Carol Checklist ItemPassedComments Blower Door Test CertificationNO Ext Finish /Grade Complete/6in10ft orNO Equivalent Stair rail34in - 38in Step Risers 7 Treads 11NO Doors 36inch wLever Hand Panic Hardware, ifNO req Exits AtGrade OrPlatform 36 (w) x44 (l)NO Gas Shut-off Exposed & Regulator (18) AboveNO Grade Nov 21, 2018Page (1) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments Relief Valve ,HeatTrap/Water Temp 110 deg orNO less Gas Furnace Shut OffNO OilFurnace Shut-OffatEntrance toFurnace AreaNO Propane Tank: Proper Setback from PropNO Line/Struct Stockroom /Storage/Receiving/Shipping RoomNO Firewalls, 2Hr, 3Hr / Fire Dampers / Fire DoorsNO H/CBathroom Grab Bars /Sinks/Toilets/MirrorsNO Handicapped Bath/Parking LotSignageNO Lowflow toilet 1.3gal/flushing cycle -NO showerhead/faucet Universal Symbol ofAccess displayed - onallNO H/Csigns Handicapped Service Counters 34inchNO Handicapped RampsNO Bollard Protection:4' onctr/3' abv grd, gas meterNO Bollard Protection: 15" footings & 3' below gradeNO Nov 21, 2018Page (2) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments CSST/other piping inconduit ifburied,ifrequiredNO Site Plan Variance requiredNO Final SurveyNO As-built Septic System Layout RequiredNO Bldg Num orTenant Address onBld orDriveNO Water Fountain orCoolerNO Bldg Access AllSides 20ft Drivable SurfaceNO HRV orERV Installed perBedroom RequirementsNO Engineer or Architect ApprovalNO Special InspectionsNO Nov 21, 2018Page (3) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments OKtoIssue Temporary C/ONO6/7/18 Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Nov 21, 2018Page (4) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. 11/20/18FinalInspection NotApproved - Temporary CO Remaining Items forTemporary CO: Install ADACompliant Door thresholds atboth entry doors. Correct thegrade attherearentry door itis pitched toward thebuilding itmust have apositive slope away from the building. The area outside therear door needs tohave its grade lowered. Complete Sealing allpenetrations onboth sides ofwalls and under thestairs for ratedstair enclosure. (Fire Caulking Fire Taping) Electrical Closet Ceiling needs tohave 5/8" type xfirerated sheetrock installed thisistheunderside of thestairs. HVAC System needs to becompleted. Perform HVAC System AirBalancing Test & Submit Report. Complete Handicapped Bathroom asdiscussed. (18" grab barandlower mirror to40" from finish floor tobottom edge of glass. Install handicapped signonwall latch side ofdoor 60" from finished floor tocenter ofsign. Provide Final Approval Letter from thefollowing: 1) Construction Technologies- Concrete Testing & Structural Inspection. 2) Tom Hutchins - Engineer(Septic & Building) 3) Ethan Hall - Architect (Building) Install compliant rear entry door as discussed. Install handicapped counter at customer service counter as discussed. Install handrails onstairs to2nd floor asdiscussed. Complete installing hardware onfiredoor attopofstairs. - Remove Fire doorthreshold andinstall commercial threshold. Remove exterior door atoffice area and install interior door. Complete allFire Marshal'sItems. Temporary CO Condition: 1) Perform Blower Door Test & Submit Report 2) Submit Final Survey Nov 21, 2018Page (5) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments 3) Complete AllSite Items. Contact Bruce Frank andTom Hutchins. 4) Install Handicapped & NoParking Signage asperthe approved Site Plan. Nov 21, 2018Page (6) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments OK toIssue C/ONO6/7/18 Preliminary Final Inspection Not Approved Items tobecompleted inorder toissue Temporary CO: Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. ÿþ Provide Engineer'sReport and As-Built Septic System Plot Plan. Schedule aPreliminary FinalInspection fortheFire Marshal sohecangive youalistinorder tohave aTemporary CO issued. Call KateDeck inouroffice toschedule the inspection. 10/9/18Preliminary walk thru with CarolPerkins. Refresher meeting todiscuss items thatneed tobe completed before a Temporary COwillbeissued. Final Electrical Inspection Complete Office Space Complete Unisex Handicapped Bathroom Install correct exterior insulated entrydoors with lever handle hardware andADA door thresholds. HVAC System needs tobeworking and anAirBalancing Testperformed. Blower Door Test. Complete 2nd Floor Storage and Mechanical Room fire ratedstair enclosure and self-closing firedoor. Install handrails onboth sides ofstairs to2nd floor as discussed. Install firedoor and selfclosing hardware from office to garage area. Asper ourdiscussion today. Nov 21, 2018Page (7) INSPECTION WORKSHEET (BINS-008216-2018) Checklist ItemPassedComments ÿþ Provide Engineer'sReport andAs-BuiltSeptic System O'Brien, John (Inspector) Nov 21, 2018Page (8) COMcheck Software Version 4.0.6.2 Envelope Compliance Certificate Fnn Eac EnV E Project Information Energy Code: 2015 IECC AUG 1 1 2017 Project Title: Rays Salvage Replacement Building t-F Location: Glens Falls, New York TOWN OF QUEENSBURY o u C Climate Zone:6a BUILDING&CODES N g c Project Type: New Construction ti p07 Vertical Glazing/Wall Area: 1% N t: Construction Site: Owner/Agent: Designer/Contractor: C - 15 Pasco Avenue Carol Perkins V d Queensbury, NY 12804 Rays Salvage U > z 15 Pasco Ave Queensbury, NY 12804 C .G Building Area Floor Area FILE O E r 0 1-Automotive Facility: Nonresidential 3200 M U 2 CD v7 Additional Efficiency Package N a Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. CO L C Envelope Assemblies Assembly Gross Area Cavity Cont. Proposed Budget U- or R-Value R-Value U-Factor Factorm Perimeter Roof 1:Other Metal Building Roof,[Bldg.Use 1 -Automotive 3300 0.031 0.031 Facility](b) Exterior Wall 1:Other Metal Building Wall,[Bldg. Use 1 -Automotive 3760 0.049 0.052 Facility](b) Window 1:Vinyl/Fiberglass Frame:Operable, Perf.Specs.: Product ID 48 0.290 0.430 NA,SHGC 0.21,VT 0.90,[Bldg. Use 1 -Automotive Facility](c) Door 1: Insulated Metal,Swinging,[Bldg.Use 1 -Automotive Facility] 42 0.070 0.370 Door 2: Insulated Metal,Non-Swinging,[Bldg. Use 1 -Automotive 224 0.070 0.070 Facility] Floor 1:Slab-On-G rade:Unheated,Vertical 4 ft., [Bldg. Use 1 - 234 10.0 0.480 0.540 Automotive Facility](d) a) Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. b)'Other'components require supporting documentation for proposed U-factors. c) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. d)Slab-On-Grade proposed and budget U-factors shown in table are F-factors. iinvel• • better than code Envelope Compliance Statement Compliance Statement. The proposed envelope design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this permit application.The proposed envelope systems have been designed to meet the 2015 IECC requirements in COMcheck Version 4.0.6.2 and to comply with any applicable mandatory Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 1 of 18 requirements listed in the InRction Checklist. Name-Title ignature Date YO X NUTC cnz w or01 Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32-Industrial Misc\32031a\Comcheck Rays2.cck Page 2 of 18 COMcheck Software Version 4.0.6.2 Interior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Rays Salvage Replacement Building Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 15 Pasco Avenue Carol Perkins Queensbury, NY 12804 Rays Salvage 15 Pasco Ave Queensbury, NY 12804 Additional Efficiency Package Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Allowed Interior Lighting Power A B C D Area Category Floor Area Allowed Allowed Watts ft2) Watts/ft2 B X C) 1-Automotive:Vehicular Maintenance Area 2400 0.60 1440 2-Common Space Types:Office-Open Plan 1200 0.88 1056 Total Allowed Watts= 2496 Proposed Interior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. 1-Automotive:Vehicular Maintenance Area LED 1:LED Linear 20W: 3 24 64 1536 2-Common Space Types:Office-Open Plan Total Proposed Watts= 1536 Interlor Lighting PASSES-.Design 38% better than,co do Interior Lighting Compliance Statement Compliance Statement: The proposed interior lighting design represented in this document is consistent with the building plans, specifications, and other calculations submitted with this p rmit application.The proposed interior lighting systems have been designed to meet the 2015 IECC requirements in COMch cl Versi n 0.6.2 and comply with any applicable mandatory requirements listed in th Inspection Checklist. 9 Name-Title Signatu Date Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 3 of 18 COMcheck Software Version 4.0.6.2 Exterior Lighting Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Rays Salvage Replacement Building Project Type: New Construction Exterior Lighting Zone 2(Residential mixed use area) Construction Site: Owner/Agent: Designer/Contractor: 15 Pasco Avenue Carol Perkins Queensbury, NY 12804 Rays Salvage 15 Pasco Ave Queensbury, NY 12804 Allowed Exterior Lighting Power A B C D E Area/Surface Category Quantity Allowed Tradable Allowed Watts Watts/Unit Wattage B X C) Main entry 20 ft of door 20 Yes 400 Total Tradable Watts(a)= 400 Total Allowed Watts= 400 Total Allowed Supplemental Watts(b)= 600 a)Wattage tradeoffs are only allowed between tradable areas/surfaces. b)A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Proposed Exterior Lighting Power A B C D E Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Main enW1(20 ft of door width): Tradable Wattage LED 1:LED Other Fixture Unit 40W: 1 4 40 160 Total Tradable Proposed Watts= 160 Exterior Lighting better than code Exterior Lighting Compliance Statement Compliance Statement: The proposed exterior lighting desi represented in this document is consistent with the building plans, specifications, and other calculations submitted with this it application.The proposed exterior lighting systems have been designed to meet the 2015 IECC requirements in COMche Version .0.6. and to c mply with any applicable mandatory requi ents listed in thInspection Checklist. m - i Signatur Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 4 of 18 COMcheck Software Version 4.0.6.2 Mechanical Compliance Certificate Project Information Energy Code: 2015 IECC Project Title: Rays Salvage Replacement Building Location: Glens Falls, New York Climate Zone:6a Project Type: New Construction Construction Site: Owner/Agent: Designer/Contractor: 15 Pasco Avenue Carol Perkins Queensbury, NY 12804 Rays Salvage 15 Pasco Ave Queensbury, NY 12804 Additional Efficiency Package Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Mechanical Systems List Quantity System Type&Description 1 HVAC System 1 (Single Zone): Heating: 1 each-Central Furnace, Propane,Capacity=60 kBtu/h No minimum efficiency requirement applies Fan System: None 1 HVAC System 2(Unknown): Heating: 1 each-Unit Heater,Other Fossil Fuel,Capacity=140 kBtu/h No minimum efficiency requirement applies Fan System: None Mechanical Compliance Statement Compliance Statement: The proposed mechanical design r. presented in this document is consistent with the building plans, specifications, and other calculations submitted with this 7rmit application.The proposed mechanical systems have been designed to meet the 2015 IECC requirements in COW e Versi n 4.0.6.2 and to comply with any applicable mandatory reg,ugements listed in the In ection Checklist. i ame-Ti e Dat Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32-Industrial Misc\32031a\Comcheck Rays2.cck Page 5 of 18 COMcheck Software Version 4.0.6.2 Inspection Checklist Energy Code: 2015 IECC Requirements: 97.0% were addressed directly in the COMcheck software Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Plan Review Complies? Comments/Assumptions Re .ID C103.2 Plans and/or specifications provide all Complies Requirement will be met. PR1]1 information with which compliance Does Not can be determined for the building Not Observableenvelopeanddocumentwhere exceptions to the standard are Not Applicable claimed. C103.2 Plans, specifications, and/or Complies Requirement will be met. PR2]1 calculations provide all information Does Not with which compliance can be determined for the mechanical Not Observable systems and equipment and Not Applicable document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. C103.2 Plans, specifications, and/or Complies Requirement will be met. PR4]1 calculations provide all information Does Not with which compliance can be determined for the interior lighting Not Observable and electrical systems and equipment Not Applicable and document where exceptions to the standard are claimed. Information provided should include interior lighting power calculations, wattage of bulbs and ballasts,transformers and control devices. C103.2 Plans, specifications, and/or Complies PR8]1 calculations provide all information Does Not with which compliance can be Not Observable determined for the exterior lighting and electrical systems and equipment []Not Applicable and document where exceptions to the standard are claimed. Information provided should include exterior lighting power calculations, wattage of bulbs and ballasts,transformers and control devices. C402.4.1 ;The vertical fenestration area <= 30 Complies Requirement will be met. PR10]1 'percent of the gross above-grade wall []Does Not area. Not Observable Not Applicable C402.4.1 The skylight area <= 3 percent of the Complies Requirement will be met. PR11]1 gross roof area. Does Not Not Observable Not Applicable 11 High Impact (Tier 1) 12 1 Medium Impact (Tier 2) 3 1 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 6 of 18 Section Pian Review Complies? Comments/Assumptions Req.ID C406 Plans, specifications, and/or Complies Requirement will be met. PR911 calculations provide all information Does Not with which compliance can be determined for the additional energy Not Observable efficiency package options. Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 7 of 18 Section Footing/Foundation Inspection Complies? Comments/Assumptions Re .ID C303.2 Slab edge insulation installed per Complies Requirement will be met. FO4]2 manufacturer's instructions. Does Not Not Observable Location on plans/spec:A-1 Not Applicable C303.2.1 Exterior insulation protected against Complies Requirement will be met. FO6]1 damage, sunlight, moisture, wind, Does Not landscaping and equipment maintenance activities. Not Observable Not Applicable C402.2.5 Slab edge insulation R-value. Complies See the Envelope Assemblies table for values. FO3]2 Does Not ONot Observable Not Applicable C402.2.6 ,Radiant heating systems panels Complies Exception: Requirement does not apply. FO12]3 insulated to >=R-3.5 on face opposite Does Not space being heated. Not Observable See the Envelope Assemblies table for values. Not Applicable C403.2.4. Snow/ice melting system sensors for Complies Exception: Requirement does not apply. 5, future connection to controls. Freeze Does Not C403.2.4. protection systems have automatic 6 controls installed. Not Observable FO9]3 Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact (Tier 2) 3 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: j:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 8 of 18 Section Framing/Rough-In Inspection Complies? Comments/Assumptions C303.1.3 Fenestration products rated in Complies Requirement will be met. FR12]2 accordance with NFRC. Does Not Not Observable Location on plans/spec:A-1 Not Applicable C303.1.3 Fenestration products are certified as Complies Requirement will be met. FR13]1 to performance labels or certificates Does Not provided. Not Observable Location on plans/spec: A-1 Not Applicable C402.4.3 Vertical fenestration SHGC value. Complies See the Envelope Assemblies table for values. FR10]1 Does Not Not Observable Not Applicable C402.4.3, Vertical fenestration U-Factor. Complies See the Envelope Assemblies table for values. C402.4.3. Does Not 4 FR8]1 Not Observable Not Applicable C402.4.4 U-factor of opaque doors associated Complies See the Envelope Assemblies table for values. FR14]2 with the building thermal envelope Does Not meets requirements. Not Observable Not Applicable C402.5.7 :Vestibules are installed on all building Complies Exception: Requirement does not apply. FR17]3 entrances. Doors have self-closing Does Not devices. Not Observable Not Applicable Additional Comments/Assumptions: 11 High Impact (Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 9 of 18 Section 4 Plumbing Rough-In Inspection Complies? Comments/Assumptions Re .ID C404.5, Heated water supply piping conforms Complies Exception: Requirement does not apply. C404.5.1, 'to pipe length and volume Does Not C404.5.2 requirements. Refer to section details. PL6]3 Not Observable Not Applicable C404.5, Heated water supply piping conforms Complies Exception: Requirement does not apply. C404.5.1, 'to pipe length and volume Does Not C404.5.2requirements. Refer to section details. PL6]3 Not Observable Not Applicable C404.6.3 Pumps that circulate water between a Complies Exception: Requirement does not apply. PL7]3 'heater and storage tank have controls Does Not that limit operation from startup to 5 minutes after end of heating Not Observable cycle. Not Applicable C404.6.3 .Pumps that circulate water between a Complies Exception: Requirement does not apply. PL7]3 heater and storage tank have controls Does Not that limit operation from startup to 5 minutes after end of heating Not Observable cycle. Not Applicable C404.7 Water distribution system that pumps Complies Exception: Requirement does not apply. PL8]3 water from a heated-water supply Does Not pipe back to the heated-water source Not Observable through a cold-water supply pipe is a demand recirculation water system. Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. C404.7 Water distribution system that pumps Complies Exception: Requirement does not apply. PL8]3 water from a heated-water supply Does Not pipe back to the heated-water source through a cold-water supply pipe is a Not Observable demand recirculation water system. Not Applicable Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact (Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32- Industrial Misc\32031a\Comcheck Rays2.cck Page 10 of 18 Section Mechanical Rough-In inspection Complies? Comments/AssumptionsRe .ID C402.2.6 'Thermally ineffective panel surfaces of.Complies Exception: Requirement does not apply.ME41]3 sensible heating panels have Does Not insulation >= R-3.5. Not Observable Not Applicable C402.5.5, :Stair and elevator shaft vents have Complies Exception: Requirement does not apply.C403.2.4. -motorized dampers that automatically Does Not 3 close. ME3]3 Not Observable Not Applicable C402.5.5, ;Outdoor air and exhaust systems have Complies Exception: Requirement does not apply. C403.2.4. 'motorized dampers that automatically Does Not 3 shut when not in use and meet Not ObservableME58]3 maximum leakage rates. Check Not Applicablegravitydamperswhereallowed. PP C403.2.12,HVAC fan systems at design Complies Requirement will be met. 1 conditions do not exceed allowable Does Not ME65]3 fan system motor nameplate hp or fan Not Observable see the Mechanical systems list for values. system bhp. Not Applicable C403.2.12 HVAC fan systems at design Complies Requirement will be met. 1 conditions do not exceed allowable Does Not ME65]3 'fan system motor nameplate hp or fan Not Observable see the Mechanical systems list for values. system bhp. Not Applicable C403.2.12 Fans have efficiency grade (FEG) >_ Complies Requirement will be met. 3 67.The total efficiency of the fan at Does Not ME117]2 the design point of operation <= 15% Not Observable of maximum total efficiency of the Not ApplicablePPlicable 0403.2.12 Fans have efficiency grade (FEG) >_ Complies Requirement will be met. 3 67.The total efficiency of the fan at Does Not ME117]2 the design point of operation <= 15% of maximum total efficiency of the Not Observable fan. Not Applicable C403.2.13 Unenclosed spaces that are heated Complies Exception: Requirement does not apply. ME71]2 use only radiant heat. Does Not Not Observable Not Applicable C403.2.3 HVAC equipment efficiency verified. Complies see the Mechanical systems list for values. ME55]2 Does Not Not Observable Not Applicable C403.2.6. :Demand control ventilation provided Complies Exception: Requirement does not apply. 1 for spaces >500 ft2 and >25 Does Not ME59]1 people/1000 ft2 occupant density and Not Observable served by systems with air side economizer, auto modulating outside Not Applicable air damper control, or design airflow 3,000 cfm. C403.2.6. Enclosed parking garage ventilation Complies Exception: Requirement does not apply. 2 has automatic contaminant detection Does Not ME115]3 and capacity to stage or modulate Not Observablefansto50% or less of design capacity. Not Applicable C403.2.7 Exhaust air energy recovery on Complies Exception: Requirement does not apply. ME57]1 systems meeting Table C403.2.7(1) Does Not and C403.2.7(2). Not Observable Not Applicable 11 High Impact(Tier 1) 12 1 Medium Impact (Tier 2) 3 I Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 11 of 18 Section Mechanical Rough-in Inspection Complies., Comments/Assumptions Re .ID C403.2.8 Kitchen exhaust systems comply with Complies Exception: Requirement does not apply. ME116]3 replacement air and conditioned Does Not supply air limitations, and satisfy hood rating requirements and maximum Not Observable exhaust rate criteria. Not Applicable C403.2.9 HVAC ducts and plenums insulated. Complies Exception: Requirement does not apply. ME60]2 Where ducts or plenums are installed Does Not in or under a slab, verification may need to occur during Foundation Not Observable Inspection. Not Applicable C403.2.9 Ducts and plenums sealed based on Complies Requirement will be met. ME10]2 static pressure and location. Does Not Not Observable Not Applicable C403.2.9 Ductwork operating >3 in. water Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. Does Not ME11]3 Not Observable Not Applicable C403.2.9. Ductwork operating >3 in. water Complies Exception: Requirement does not apply. 1.3 column requires air leakage testing. Does Not ME11]3 Not Observable Not Applicable C403.4.4. Multiple zone VAV systems with DDC Complies Exception: Requirement does not apply. 6 of individual zone boxes have static Does Not ME110]3 pressure setpoint reset controls. Not Observable See the Mechanical Systems list for values. Not Applicable C403.4.4. Multiple zone VAV systems with DDC Complies Exception: Requirement does not apply. 6 of individual zone boxes have static Does Not ME110]3 pressure setpoint reset controls. Not ObservableSee the Mechanical Systems list for values. Not Applicable C408.2.2. Air outlets and zone terminal devices Complies Exception: Requirement does not apply. 1 have means for air balancing. Does Not ME53]3 Not Observable Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact (Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 12 of 18 Section Rough-In Electrical Inspection Complies? Comments/Assumptions Re .ID C405.2.1 Lighting controls installed to uniformly Complies Requirement will be met. EL15]1 reduce the lighting load by at least Does Not 50%. Not Observable Not Applicable C405.2.1 Occupancy sensors installed in Complies Requirement will be met. EL18]1 required spaces. Does Not Not Observable Not Applicable C405.2.1, 'Independent lighting controls installed Complies Requirement will be met. C405.2.2. per approved lighting plans and all Does Not 3 manual controls readily accessible and EL23]2 visible to occupants. Not Observable Not Applicable C405.2.2. ;Automatic controls to shut off all Complies Requirement will be met. 1 building lighting installed in all Does Not EL22]2 buildings. Not Observable Not Applicable C405.2.3 Daylight zones provided with Complies Exception: Requirement does not apply. EL16]2 individual controls that control the Does Not lights independent of general area lighting. Not Observable Not Applicable C405.2.3, Primary sidelighted areas are Complies Exception: Requirement does not apply. C405.2.3. equipped with required lighting Does Not 1, controls. C405.2.3. Not Observable 2 Not Applicable EL20]1 C405.2.3, Enclosed spaces with daylight area Complies Exception: Requirement does not apply. C405.2.3. under skylights and rooftop monitors Does Not 1, are equipped with required lighting C405.2.3. controls. Not Observable 3 Not Applicable EL21]1 C405.2.4 Separate lighting control devices for Complies Requirement will be met. EL4]1 specific uses installed per approved Does Not lighting plans. Not Observable Not Applicable C405.2.4 Additional interior lighting power Complies Requirement will be met. EL8]1 allowed for special functions per the Does Not approved lighting plans and is automatically controlled and Not Observable separated from general lighting.1EINot Applicable C405.2.5 Automatic lighting controls for exterior'Complies EL25]no0 lighting installed. Controls will be Does Not daylight controlled, set based on business operation time-of-day, or Not Observable reduce connected lighting > 30%. Not Applicable C405.3 Exit signs do not exceed 5 watts per Complies Requirement will be met. EL6]1 face.Does Not Not Observable Not Applicable Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 13 ILow Impact (Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32-Industrial Misc\32031a\Comcheck Rays2.cck Page 13 of 18 11 High Impact(Tier 1) 2 1 Medium Impact (Tier 2) 3 1 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 14 of 18 Section Insulation Inspection Complies? Comments/Assumptions Re .ID C303.1 Roof insulation installed per Complies Requirement will be met. IN3]1 manufacturer's instructions. Blown or Does Not poured loose-fill insulation is installed Not Observable Location on plans/spec:A-1 only where the roof slope is <=3 in 12. Not Applicable C303.1 Building envelope insulation is labeled Complies Requirement will be met. IN10]2 with R-value or insulation certificate Does Not providing R-value and other relevant data. Not Observable Not Applicable C303.2 Above-grade wall insulation installed Complies Requirement will be met. IN7]1 per manufacturer's instructions.Does Not Not Observable Location on plans/spec: A-1 Not Applicable C303.2.1 Exterior insulation is protected from Complies Exception: Requirement does not apply. IN14]2 damage with a protective material. Does Not Verification for exposed foundation insulation may need to occur during Not Observable Foundation Inspection. Not Applicable C402.1.3 Non-swinging opaque doors have R- Complies Exception: Requirement does not apply. IN19]3 4.75 insulation. Does Not Not Observable Not Applicable C402.2.1 'Insulation intended to meet the roof Complies Requirement will be met. IN17]3 insulation requirements cannot be Does Not installed on top of a suspended ceiling. Mark this requirement Not Observable compliant if insulation is installed Not Applicable accordingly. C402.2.3 Above-grade wall insulation R-value. Complies See the Envelope Assemblies table for values. IN6]1 Does Not Not Observable Not Applicable C402.2.5 Floor insulation R-value. Complies See the Envelope Assemblies table for values. IN8]2 Does Not Not Observable Not Applicable C402.2.6 Radiant panels and associated Complies Exception: Requirement does not apply. IN18]3 components, designed for heat Does Not transfer from the panel surfaces to the Not Observableoccupantsorindoorspaceare insulated with a minimum of R-3.5. Not Applicable C402.4.2. Roof R-value. For some ceiling Complies See the Envelope Assemblies table for values. 2 systems,verification may need to Does Not IN2]1 occur during Framing Inspection. Not Observable Not Applicable C402.5.1. All sources of air leakage in the Complies Requirement will be met. 1 building thermal envelope are sealed, Does Not IN1]1 caulked, gasketed, weather stripped FINot Observable Location on plans/spec: A-1 or wrapped with moisture vapor- permeable wrapping material to Not Applicable minimize air leakage. Additional Comments/Assumptions: 111 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 -Industrial Misc\32031a\Comcheck Rays2.cck Page 15 of 18 Section Final Inspection Complies? Comments/Assumptions Re .ID C303.3, 'Furnished O&M instructions for Complies Requirement will be met. C408.2.5. systems and equipment to the Does Not 2 building owner or designated FI17]3 representative. Not Observable Not Applicable C303.3, Furnished O&M manuals for HVAC Complies Requirement will be met. C408.2.5. systems within 90 days of system Does Not 3 3 acceptance' Not ObservableFI8] Not Applicable C402.5 Building envelope contains a Complies Requirement will be met. FI55]1 continuous air barrier that has been Does Not tested and deemed to limit air leakage,Not Observable Location on plans/spec: A-10.40 cfm/ft2. Not Applicable C402.5.6 'Weatherseals installed on all loading Complies Exception: Requirement does not apply. F137]1 dock cargo doors. Does Not Not Observable Not Applicable C403.2.2 HVAC systems and equipment Complies Requirement will be met. F127]3 capacity does not exceed calculated Does Not loads. Not Observable Not Applicable C403.2.4. :Heating and cooling to each zone is Complies Requirement will be met. 1 controlled by a thermostat control. Does Not FI47]3 Minimum one humidity control device per installed Not Observable humidification/dehumidification Not Applicable system. C403.2.4. Heating and cooling to each zone is Complies Requirement will be met. 1 controlled by a thermostat control. Does Not FI47]3 Minimum one humidity control device per installed Not Observable humidification/dehumidification Not Applicable system. C403.2.4. ;Thermostatic controls have a 5 °F Complies Requirement will be met. 1.2 deadband. Does Not FI38]3 Not Observable Not Applicable C403.2.4. Temperature controls have setpoint Complies Requirement will be met. 1.3 overlap restrictions. Does Not F120]3 Not Observable Not Applicable C403.2.4. Each zone equipped with setback Complies Requirement will be met. 2 controls using automatic time clock or Does Not F[39]3 programmable control system. Not Observable Not Applicable C403.2.4. :Automatic Controls: Setback to 55°F Complies Requirement will be met. 2.1, heat) and 85°F (cool); 7-day clock, 2- Does Not C403.2.4. hour occupant override, 10-hour 2.2 backup Not Observable F140]3 Not Applicable 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact (Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 16 of 18 Section Final Inspection Complies? Comments/Assumptions Re .ID C405.4.1 Interior installed lamp and fixture Complies see the Interior Lighting fixture schedule for values. FI18]1 lighting power is consistent with what Does Not is shown on the approved lighting Not Observableplans, demonstrating proposed watts Not ApplicablearelessthanorequaltoallowedPPicable watts. C405.5.1 Exterior lighting power is consistent Complies See the Exterior Lighting fixture schedule for values. F119]1 with what is shown on the approved Does Not lighting plans, demonstrating proposed watts are less than or equal Not Observable to allowed watts. Not Applicable C408.2.1 'Commissioning plan developed by DComplies Requirement will be met. F128]1 registered design professional or Does Not approved agency.Not Observable Not Applicable C408.2.3. HVAC equipment has been tested to Complies Exception: Unitary or packaged HVAC eqiupment without 1 ensure proper operation. Does Not supply air economizers. F131]1 Not Observable Not Applicable C408.2.3. HVAC control systems have been Complies Requirement will be met. 2 tested to ensure proper operation, Does Not FI10]1 calibration and adjustment of controls. Not Observable Not Applicable C408.2.4 Preliminary commissioning report Complies Requirement will be met. F129]1 completed and certified by registered Does Not design professional or approved agency. Not Observable Not Applicable C408.2.5. Furnished HVAC as-built drawings Complies Requirement will be met. 1 submitted within 90 days of system Does Not F17]3 acceptance. Not Observable Not Applicable C408.2.5. :Furnished as-built drawings for Complies Requirement will be met. 1 electric power systems within 90 days Does Not F116]3 -of system acceptance. Not Observable Not Applicable C408.2.5. An air and/or hydronic system Complies Requirement will be met. 3 balancing report is provided for HVAC Does Not F143]1 systems. Not Observable Not Applicable C408.2.5. Final commissioning report due to Complies Requirement will be met. 4 building owner within 90 days of Does Not F130]1 receipt of certificate of occupancy.Not Observable Not Applicable C408.3 Lighting systems have been tested to Complies Requirement will be met. F133]1 ensure proper calibration, adjustment, Does Not programming, and operation.Not Observable Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 17 of 18 Project Title: Rays Salvage Replacement Building Report date: 08/11/17 Data filename: J:\GTHProjects\32 - Industrial Misc\32031a\Comcheck Rays2.cck Page 18 of 18 IFILE COPY ee dInsulationEinrengSystems Metal Building Insulation INNOVATIONS FOR LIVING" Ene'.r C.Gde C omp iance Guidey DESCRIP TiON MATERIAL INSTALLATION 1-FACTR-VALUE U FACTOR R-19 C?verthe urlin OAoS' 15.38 0.082 Overtttepuriin 0.055' 18.18 0.075 _ Double toyer13+R-13 Sag'N 8a _ IRi3+R-19 SaN Bag 0.049' 2G.41 0.06& Double Layer 0.044' 22.73 0.0 Liner S em(Screw down roofj R1 11 _- Between&over purlins_ 0 041, 24 39 0.041, Lore Tab Banded./FC System R19+R-.0 Banded between over purlins 0.040 R19+R-11 Between&over purlins 0.040' 25.00 1 Liner System_(SSR w/o TB's) -_ 27,20 0.037 z Tabgander !FCS em le+R_11 Banded between&over urlpinsI0.035'0.0=7i R15+F-11 Between&over purlins 0.035 28.57 nem System r-_-.-- 0 -' t3:nd- ae va2.t?x ever pur,ins _ 0.031' '"rLon-`iab 1 anuea/FC 5Sysi'cm- IR25+R-11 0.031' 3230 ner System R25+R-11 Between&over urlins 0.029° 34.10 Long Tab Banded/FCS stem R25+R-19 Sand sd between&over purlins 0.029' _- R30+R-11 jBetween&over purlins 0.029' 34.48 Liner System 0-026, 38.50 0.026' Uner s s'c r RLQ R-11+P 11 iBetweeh&over purlins ASHRAE 2(YJ%requires a minimum t"thick thermal spacer block;ASHRAE 2010 requires a minimum R-3.5thermzl spacer block;ASHRAE 2013 requires a minimum R-3 thermal spacer block,except for the Fillet Cavfty(FC;,rys:ems-_-. which require a minimum R-S thermal spacer block Table 3 - cL',-.'MlNA-i•'OR' Rocf ikssembly 11-11-factors Table 4-Wall Assembly U-factors Thermal Certified R' MBI Plus' Thermal Cavity Nall Break In Break' Insulation U-factor' Insulation 1-1-tactor, None MBI+ ' U-factor'c R Rio 0 084 RIJ u. S None RBI+0.074 R-5 R1 t 0.080 RII 0.088 r r_I co m RI9 MBI 0.066 R-5 RI_ 0.074 RI3 0.081 I LL R-5 RI6 0.061 RIL, 0.071 R•S RI9 0.059 R!9 0.065 Certified RI3 R30 MBI 0.042 R-5 RIO/RIO 0.057 RIO/RIO 0.063 Calcuiations based on Owens Coming"Optil.iner" system;8'gins spaced 5'on center R-5 RII/RIO 0.056 RII/RIO 0.061 R•5 R13/RIO 0.054 R13/RIO 0.056 R-5 R13:RH 0.053 RI3/R11 0.058 R-5 RI3/RI3 0.050 RI3/RI3 0.055 R-5 RI91R10 0.048 R19/RIO 0.052 P.-S R19/Ril 0.047 RI9/RII 0.052 v •' R5 R1911113 0.046 R191R13 0.050 R-5 R19/RI6 0.045 R19/R16 0.049 R-5 RI9/RI9 0.044 RI9/RI9 0.048 I. I'X3"block of FOAMULAR"XPS Foam 2. Faced;Insatlled using ELAMINATORW Series 100 machine 3. Unfaced;installed ELAS 11NATORr"Series 300 machine 4. Calculation based on standing scam roof(SSR)system a OaREENGUARD Disclaimer of Liability SCSCERTIFlED oor Air Quality Certified Terhnica,informatics contained herein a furnished 4:lnirrtrn r^,'aha r;thout charge or obligation and is given and accepted ReCtjCt:;d t:GtY tf;f at rec!oienCs sole!isk.Because conditions of use may vary and are beyond our control.Owens Corning makes - rj Children&Schools no re for the about.and is not responsible or l REENGUARDliablefortheaccuracyor•reliabiri[y of data associated with particular uses of any product descnbed herein:. scrennnccenrwrcaTine SYMMs Indoor Air Quality CertifiedNothingcontainedmthisbulletinshallbeconsideredasra.uc-nrnr. recommendation. Srientivr Certification Systems(SCS)provides OWENS CORNING INSULATING SYSTEMS,LLC dePendenr verification ofrecyclec content in building ONE OWENS CORNING PARKWAY r!di5 an(1 VP.rIfiP,S rFryrled contem.rla:ms made: TOLEDO.OHIO 43659 ov, Inufacturers.For more information..visit www. 1-800-GET-PINK' scx.erli£Ned.corn. affiTIM fOR IR196' www.owenscorning.com The GREENGUARD INDOOR AIR QUALITY Pub. No. 10015581-6. Panted in U.S.A. October 2011. THE PINK CERTIFIED`lark is a registered certification mark PANTHER"&01964-2011 Metro-Goldwyn-Mayer Studios Inc.All Rights used under!;cense Through the GREENGUARD Reserved.The color PINK is a registered trademark of Owens Corning. Environmental Institute.02011 Owens Corning. FIRE MARSHAL'S OFFICE Toum of Queensbury 742 Bay Road, Queensbury, NY 12804 Home of Natural Beauty ... A Good Place to Live " PLAN REVIEW Ray's Salvage Pasco Avenue CC-000497-2017 8/14/2017 4400sf New Structure FILE Co pyl The following comments are based on review of drawings: Verify fire extinguisher location C detection required Verify operation of exit/ Emergency lighting. Lock/ latches shall comply with Chapter 10 of 2015 IBC. Verify paths of egress Knox Box for FD access required Michael J Palmer Fire Marshal 742 Bay Road Queensbury NY 12804 firemarshal@queensbury.net Fire Marshal 's Office - Phone: 518-761-8206 - Fax: 518-745-4437 firemarshal@queensburij.net - zozuzV.queensburjnet Certificate of Design 20692-Certificate of Design.NY.doc Revised 8/30/2012 This Certificate is to confirm that all components of the Steel Building System described below have been or will be designed and fabricated in accordance with the following standards,loads,and design criteria as specified in the order documents. Project/Building Description CBS Factory Order Number: FO-20692 Building Geometry: Purchaser/Customer Ironbuilt Steel Buildings Width:40'-0" Information: 1499 W.Palmetto Park Road,Suite 120 Length:80'-0" Boca Raton,FL 33487 Eave Height: 16'-0" Project Name and Location: Ray's Automotive Parts&Service Roof Slope: 3.00:12 15 Pasco Avenue Queensbury,NY 12804 Design Standards AISC:Specification for Structural Steel for Buildings,Allowable Stress Design/14t1i Ed. AISI: North American Specification for the Design of Cold-Formed Steel Structural Members, 2012 Ed. AWS D 1.1/D 1.1M:Structural Welding Code—Steel, 2010 Ed. MBMA:Metal Building Systems Manual,2012 Edition Design Load Criteria Building Code: Building Code of New York State,2016 Dead Load:2.25 psf plus primary framing actual weight Collateral Load: 3 psf Roof Live Load: 20 psf Frame Live Load: 20 psf Snow Load Ground Snow Load,ps: 50 psf Thermal Factor, C,: 1.00 Criteria: Snow Exposure Factor, Ce: 1.00 Flat Roof Snow Load,pf 35 psf Snow Importance Factor,I,: 1.00 Wind Load Ultimate Design Wind Speed: 115 mph Occupancy Category: II Criteria: Terrain Exposure:B Internal Pressure Coefficients: +0.18/-0.18 Wind Importance Factor,J.: 1.00 Components and Cladding not +23.77 psf by CBS: 31.77 psf Seismic Criteria: Design Category: B S,: 0.2900 Site Class: D SI: 0.0800 Seismic Importance Factor,Ie: 1.00 Sd,: 0.3031 Occupancy Category: II Sdi: 0.1280 Analysis Procedure: Equivalent Lateral Force Procedure Basic Seismic Force Resisting Steel Systems Not Specifically Detailed For Seismic Resistance Systems: Response Modification Factors,R: Frame=3.00 FSW=3.00 BSW=3.00 Seismic Response Coefficients, C,: Frame=0.101 FSW=0.101 BSW=0.101 Seismic Base Shear, V: Longitudinal=5.83 kips Transverse=5.92 kips Mezzanine Dead Load: N/A Additional N/A Loads: Collateral Load: N/A Loads: Live Load: N/A C--B.rHF O Certification by Engineer I, Tyler Theuret, P.E., a licensed engineer in the State of New York, certify that I have reviewed the design criteria for the steel building system described above and to the best J of my knowledge all components have been designed to meet the applicable criteria as V= specified in the Order Documents.O 096938 5/2 y/I 7 A FESSIONP Signature Date SEAL IRONBUILT STEEL BUILDINGS CORP. 2884 Industrial Blvd•Bethel Park,PA 15102 •(800)805-0084•Fax: (800).741-3211 ORDER REVISION/CLARIFICATION Revision 1 Date Recorded: August 10,2017 Customer Name: Carol Perkins Order Number: IB 9334 The following changes have been made to the above order: Per customer engineer insulation value has been changed from (R32) Roof(R25)Wall to R36) Roof and (R30) Walls These changes will result in a change to the customer of$3,993.00. The customer agrees to these changes and C.O. D.,this revision may be executed in multiple counterparts each of which shall be deemed an original and together shall constitute but one and the same revision.Counterparts of this order revision/confirmation may be exchanged via electronic facsimile machines or by PDF.An electronic facsimile or PDF of a party's signature shall be deemed to be an original signature for all purposes. Buyer hereby acknowledges receipt of a completed copy of this revision and agrees to all of the terms herein contained. All terms and conditions of the original order apply to this revision. Carol Perkins Date FAX: 1-800-741-3211 IRONBUILT STEEL BUILDINGS CORP. - 2884 Industrial Blvd • Bethel Park, PA 15102 • (800) 615-6032 • Fax: (800) 889-0347 Revised 4/20/17 Carol Perkins April 12th 2016 Warren,NY 12804 Quote ID #505012418454 PH: 518-796-3593 The following is the written quotation you requested: BUILDING SPECIFICATIONS WARRANTIESMODELGSW40-16 3/12 Pitch SIZE: Width 40' PBR Roof Sheeting 25 YEAR Length 80' PBR Wall/End Sheeting 30 YEAR Height 16' Lifetime Steel Fasteners LIFETIME STRUCTURE Industrial Structural Interior I-Beam HARDWARE Frames All specified hardware, nuts,bolts, self- All Secondary Framing including drilling screws, and complete trim package. Sidewall Girts, Roof Purlins, etc. One, 16'w x 14'h and Two, 4070 and ENGINEERING Twelve, 4030 Steel framed openings. NY Stamped Certified Engineer Drawings LEW to have 4' Canopy with Soffit.which includes Permit Drawings, and Anchor Bolt Plans, Letter of Certification. Snow Load: 50 SHEETING Wind Load: 115 ROOF: 26 Gauge Galvalume, 80,000 PSI INCLUDED ACCESSORIES with Lifetime Steel Fasteners Complete (R32) Roof(R25) Wall 25 YEAR WARRANTY) Reinforced Industrial Optiliner System SIDEWALL/ENDWALL: 20' Gauge Insulation package. Polyester Baked on Enamel colored Steel 30 YEAR WARRANTY) Colored Roof Panels. UPGRADES Rod Bracing Extended Warranty (30 YEAR) v c> PBR Roof Overlap (30% more overlap) If you have any questions,please call me BUILDING PRICE at JOB-SITE ...........$39,892.00. at 1-800-615-6032 ext: 391 UPGRADES....................................NO CHARGE Sincerely, TOTAL BUILDING PRICE.................$39,892.00. DEPOSIT..........................................$11,700.00. Dan Fournier C.O.D. at JOB-SITE..............................$28,192.00. Contracting Services. Price invalid only if inventory is still available or until April 24 2017 due to steel mill market volatility. CONSTRUCTION TECHNOLOGY INSPECTION&TESTING DIVISION,P.D.&T.S.,INC. 4 William Street,Ballston Lake,New York 12019 Phone: (518)399-1848 Fax: (518)399-1913 CLIENT: RAY'S AUTOMOTIVE REPORT NUMBER: 1 :(CT-001) 15 PASCO AVENUE INSPECTION DATE: 11/17/17 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 128.000 FIELD INSPECTOR: BOB BEHAN ATT'N: MS.CAROL PERKINS PROJECT: RAY'S SALVAGE OUT BUILDING: PASCO AVE.,QUEENSBURY,NY. REINFORCING, STRUCTURAL & LIGHT GAUGE STEEL % FIELD OBSERVATION REPORT SPECIFICATION FOR BOLTED CONNECTIONS: AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR COLUMN PLUMBNESS: AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR FIELD WELDING: AWS:STRUCTURAL WELDING CODE-STEEL(A.W.S.D1.1) SPECIFICATION FOR CONCRETE REINFORCEMENT: CRSI:CONCRETE REINFORCING STEEL INSTITUTE COLUMN ELEVATION SHOP/FIELD COLUMN THREADED LINE OR LOCATION FABRICATION PLUMBNESS FASTENERS REMARKS: ITEM: 1 COL/LINE ROOF ACCEPTABLE COLUMNS PLUMBED TO WITHIN 1:500. A/F @ 1/5 FRAMING ITEM: 2 COL/LINE ROOF ACCEPTABLE THREADED FASTENERS INSTALLED AND A/F @ 1/5 FRAMING TENSIONED. ITEM: 3 ITEM: 4 ITEM: 5 REPORT DISTRIBUTION: RESPECTFULLY SUBMITTED, 1:FILE 5: CONSTRUCTION TECHNOLOGY 2: b: ��nr�aa�eir 3: 7: TOM JOSLIN,S.E.T.(NICET) 4: 8: MANAGER TECHNICAL SERVICES f � CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 1 :PAGE M 1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/06/17 OUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 60's:OVERCAST PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,QUEENSBURY,NY. OUR FILE LOCATION: 177665 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:SOUTH WALL,EAST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 85/ 51006 YARDAGE DELIVERED/SUBTOTAL: 8.00/ 8.00 TIME CONC. BATCHED/ARRIVED: 2.57/ 3.20 TIME PLACEMENT BEGAN/ENDED: 3.38/ 3.55 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.97 SLUMP ON ARRIVAL (INCHES): 5.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - ) 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: ) 141.85 CONCRETE TEMP. (F) (SPEC: 45 - 90) 70 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 177665- 177670 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: BONDED CONCRETE,INC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 10/09/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 177665 10/13/17 7 36,000 2870 COARSE AGGREGATE#2: LBS. 177666 10/13/17 7 35,100 2790 COARSE AGGREGATE#3: LBS. 177667 11/03/17 28 51,050 4060 FINE AGGREGATE: LBS. 177668 11/03/17 28 52,300 4160 ADMIXTURE#1: OZS. 177669 11/03/17 28 53,000 4220 ADMIXTURE#2: OZS. 177670 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 2 :PAGE#:1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/18/17 OUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 60's:CLEAR PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,OUEENSBURY,NY. OUR FILE LOCATION: 178116 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WALL,SOUTH HALF;SOUTH WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 81/ 51217 YARDAGE DELIVERED/SUBTOTAL: 13.001 13.00 TIME CONC. BATCHED/ARRIVED: 3.36/ 4.08 TIME PLACEMENT BEGAN/ENDED: 4.17/ 4.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.07 SLUMP ON ARRIVAL (INCHES): 3.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - ) 3.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.00 UNIT WEIGHT (PCF) (SPEC: ) 147.41 CONCRETE TEMP. (F) (SPEC: 45 - 90) 65 NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 178116- 178121 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: BONDED CONCRETE,INC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.P 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 10/19/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL COARSE AGGREGATE#1: LBS. 178116 10/25/17 7 58,400 4650 COARSE AGGREGATE#2: LBS. 178117 10/25/17 7 56,150 4470 COARSE AGGREGATE#3: LBS. 178118 11/15/17 28 82,950 6600 FINE AGGREGATE: LBS. 178119 11/15/17 28 80,000 6370 ADMIXTURE#1: OZS. 178120 11/15/17 28 81,600 6500 ADMIXTURE#2: OZS. 178121 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY 1.7.�.� TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 3 :PAGE M 1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/31/17 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 40's:P.CLOUDY PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,QUEENSBURY,NY. OUR FILE LOCATION: 178611 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 458E/ 823223 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 6.35/ 6.55 TIME PLACEMENT BEGAN/ENDED: 7.05/ 7.43 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.13 SLUMP ON ARRIVAL (INCHES): 5.75 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: ) 5.75 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: ) 139.08 CONCRETE TEMP. (F) (SPEC: 45 - 90) 6B NUMBER OF TEST SPECIMEN CAST: 6 LAB CYLINDER CONTROL NUMBERS 178611- 178616 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 11/01/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 178611 11/07/17 7 40,050 3190 COARSE AGGREGATE#2: LBS. 178612 11/07/17 7 41.900 3340 COARSE AGGREGATE#3: LBS. 178613 11/28/17 28 53,100 4230 FINE AGGREGATE: LBS. 178614 11/28/17 28 51,950 4140 ADMIXTURE#1: OZS. 178615 11/28/17 28 53,700 4280 ADMIXTURE#2: OZS. 178616 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY 1.7'� TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. (Albany,NY Area) '�- 635 Plank Rd./P.O.Box 47 "Clifton Park,NY 12065 5I8)383-2102 FORT ORANGE CLAIMS UNLIMITED SERVICES FAX(518)383-2493 August 8,2016 d j ' ~ ---_ tTOWN y pCRays Automotive Parts Sales FU �1S15"Pasco Ave ;NO a �O� SRY ` Queensbury,NY 12804 S RE: C'T..� M NO,! .577�4g _ -.... ._._.._. POLICY NO.: 9571968 INSURED:. Rays Automotive Parts Sales .DATE OF LOSS: 3/8/2016 OUR FILE NO.: 161531 Dear Ms. Carol Perkins: As you are aware,we are independent insurance adjusters retained on behalf of your insurance carrier, Central Mutual Insurance Company. in regards to the above captioned matter. This correspondence will serve as a follow up to-our previous conversations with you, regardiiigahe.application ofbuilding:laws or ordinances'go,verning the"reconstruction, and/or demolition of the buildings you are aware;inorder to give consideration to the - increased costs incurred to comply with the application of any building laws or, ordinances,we will need a letter,from the building department. The letter must be on their letterhead, and cite the specific building code or ordinance that must be complied with: J. Ulion receipt.ofthe'.Ieiter.from the building department,will review your policy to - determine what coverage extensions, and coverage limits may be afforded under your, policy of insurance. We have.also requested you complete a New York State.Standard Fire Claim Form Part II(NYS Part II) and.return the same to our.attention.To date we have yet to receive the completed document..To*assist you with your completion of the same, we.have enclosed another NYS..Part II with this letter. Also serving you from 82.Washington Sticet 55 Bay Street 100 Rutger Street 1061 lames Street 1260A Scottsville Rd.Suite 490F P.O:Box 30. P.O.Box 314 P.O.Box 4386 P.O.Box 6481 P.O.Box 64802 Poughkeepsie,NY 12iiM Glens_Falls,NY 12801 Utica,NY 1M4 Syracuse,NY 13217 Rochester,NY 14624 (845)486-9250 (5 i 80 798-2365 (315)738-0467 (315)422-2068 (585)464-9470 FAX(843)486-9510 FAX(518)798-2371 FAX(315)738-ow— FAX(315)478-8813 FAX(585)464-9041 9 ` Please note that all of our actions regarding investigation into the cause and value of this loss are without prejudice to and/or waiver of all rights,privileges and/or defenses and rights available to the insurance carrier under its policy of insurance. If.you have any questions or concerns or do not understand any portion of this letter,we are available to you to discuss this matter at your convenience. Very truly yours, Matthew Sherman General Adjuster Fort Orange.Claim Service, Inc. cc Centrallylutuallnsurance'Company P.O. Box 353 Van Wert, OH 45891-9938 . Attention: Jeremy Patnaude Via email only cc: Associates of Glens Falls Inc., 228 Glen St. , Glens Falls,.NY 12801 Attention: Rebecca Duprey, CPCU AIC A Certificate of Design 20692-Certificate of Design.NY.doc Revised 8/30/2012 This Certificate is to confirm that all components of the Steel Building System described below have been or will be designed and fabricated in accordance with the following standards,loads,and design criteria as specified in the order documents. Project/Building Description CBS Factory Order Number: FO-20692 Building Geometry: Purchaser/Customer Ironbuilt Steel Buildings Width: 40'-0" Information: 1499 W.Palmetto Park Road,Suite 120 Length: 80'-0" Boca Raton,FL 33487 Eave Height.- 16'-0" Project Name and Location: Ray's Automotive Parts&Service Roof Slope: 3.00:12 15 Pasco Avenue Queensbury,NY 12804 Design Standards AISC:Specification for Structural Steel for Buildings,Allowable Stress Design/14'r'Ed. AISI:North American Specification for the'Design of Cold-Formed Steel Structural Members,2012 Ed. AWS D1.1/Dl.1M:Structural Welding Code—Steel, 2010 Ed. MBMA:Metal Building Systems Manual,2012 Edition Design Load Criteria Building Code: Building Code of New York State,2016 Dead Load: 2.25 psf plus primary framing actual weight Collateral Load: 3 psf Roof Live Load: 20 psf Frame Live Load: 20 psf Snow Load Ground Snow Load,p,: 50 psf Thermal Factor, C: 1.00 Criteria: Snow Exposure Factor, Ce: 1.00 Flat Roof Snow Load,pf 35 psf Snow Importance Factor,Is: 1.00 Wind Load Ultimate Design Wind Speed: 115 mph Occupancy Category: II Criteria: Terrain Exposure: B Internal Pressure Coefficients: +0.18/-0.18 Wind Importance Factor,J.: 1.00 Components and Cladding not +23.77 psf by CBS: -31.77 psf Seismic Criteria: Design.Category: B S5: 0.2900 Site Class: D Sr: 0.0800 Seismic Importance Factor,Ip: 1.00 Sdf: 0.3031 Occupancy Category: II Sdr: 0.1280 Analysis Procedure: Equivalent Lateral Force Procedure Basic Seismic Force Resisting Steel Systems Not Specifically Detailed For Seismic Resistance Systems: Response Modification Factors,R: Frame=3.00 FSW=3.00 BSW=3.00 Seismic Response Coefficients, Cs: Frame=0.101 FSW=0.101 BSW=0.101 Seismic Base Shear, V.• Longitudinal=5.83 kips ' Transverse=5.92 kips Mezzanine Dead Load: N/A Additional N/A Loads: Collateral Load: N/A Loads: OF NEW Live Load: N/A C:l'` f� ,p Certification by Engineer * �� �<"� I, Tyler Theuret,P.E., a licensed engineer in the State of New York,certify that I have reviewed the design criteria for the steel building system described above and to the best = 4r of my knowledge all components have been designed to meet the applicable criteria as F` specified in the Order Documents. �J� 096938 S/Z y/17 AR�FESS10�`�� /11 Signature Date SEAL i IRONBUILT STEEL, BUILDINGS CORP. 2884 hidustrial Blvd .Bethel Park,PA 15102 . (800) 805-0084• Fax: (800).741-3211 ORDER REVISION /CLARIFICATION Revision l Date Recorded: August 10, 2017 Customer Name: Carol Perkins Order Number: IB 9334 The following changes have been made to the above order: Per customer engineer insulation value has been changed from (R32) Roof(R25) Wall to (R36)Roof and (R30) Walls These changes will result in a change to the customer of S3,993.00. .The customer agrees to these changes and C.O: D., this revision may be executed in multiple counterparts each of which shall be deemed an original and together shall constitute but one and the same revision. Counterparts of this order revisionlcorrfirmation may be exchanged via electronic facsimile machines or by PDF. An electronic facsimile or PDF of a party's signature shall be deemed to be an original signature for all purposes. Buyer hereby acknowledges receipt of a completed copy of this revision and agrees to all of the terms herein contained. All terms and conditions of the original order apply to this revision. r ` y Carol Perkins Date FAX: 1-800-741-3211 4 IRONBUILT STEEL BUILDINGS CORP. 4 288a Industrial Blvd • Bethel Park, PA 15102 • (800) 615-6032 • Fax: (800) 889-0347 Revised 4/20/17 Carol Perkins April 12th 2016 Warren,NY 12804 Quote ID#505012418454 PH: 518-796-3593 The following is the written quotation you requested: BUILDING SPECIFICATIONS WARRANTIES MODEL GSW 40-16 3/12 Pitch SIZE: Width 40' PBR Roof Sheeting 25 YEAR Length 80' PBR Wall/End Sheeting 30 YEAR Height 16' Lifetime Steel Fasteners LIFETIME STRUCTURE * Industrial Structural Interior I-Beam HARDWARE Frames All specified hardware, nuts,bolts, self- * All Secondary Framing including drilling screws, and complete trim package. Sidewall Girts, Roof Purlins, etc. * One, 16'w x 14'h and Two,4070 and ENGINEERING Twelve,4030 Steel framed openings. NY Stamped Certified Engineer Drawings * LEW to have 4' Canopy with Soffit. which includes Permit Drawings, and Anchor Bolt Plans,Letter of Certification. Snow Load: 50 SHEETING Wind Load: 115 ROOF: 26 Gauge Galvalume, 80,000 PSI IN, CLUDED=ACCESS.ORIES with Lifetime Steel Fasteners . Complete (R32) Roof(R25)Wall (25 YEAR WARRANTY) Reinforced Industrial Optiliner System SIDEWALL/ENDWALL: 25 Gauge Insulation package. Polyester Baked on Enamel colored Steel(30 YEAR WARRANTY) . Colored Roof Panels. UPGRADES Rod.Bracing &;LLA Extended Warranty(30 YEAR) PBR Roof Overlap (30% more overlap) If you have any questions,please call me BUILDING PRICE at JOB-SITE ...........$39,892.00. at 1-800-615-6032 ext: 391 UPGRADES....................................NO CHARGE Sincerely, TOTAL BUILDING PRICE.................$39,892.00. Aan 4'0�- DEPOSIT................................:.........$11,700.00. Dan Fournier C.O.D. at JOB-SITE..............................$28,192.00. Contracting Services. * Price is valid only if inventory is still available or until April 24 2017 due to steel mill market volatility. L I Ray's Salvage 15 Pasco Ave. Queensbury NY 12804 August 25, 2017 Mr. John-O'Brien Town of Queensbury 742 Bay Road Queensbury NY 12804 Re: Building Permit Application Special Inspections Dear Mr. O'Brien: As requested, special inspections will be performed as follows: A. Soils and Concrete Testing by Construction Technology, Inc. of Ballston Lake B. Structural Steel Special Inspections by Construction Technology, Inc. of Ballston Lake C. Blower Door Test by Northeast Spray Foam of Warrensburg D. Air Balance Report by Thermal Associates of Glens Falls Please feel free to contact me if you have any questions or if you require additional information. Sincerely, { Carol Perkins Owner/Applicant TABLE OF CONTENTS Certificate of Design MBS Output Design Loads Summary Pages 1 to 11 Framing Summary Pages 1 to 8 Reactions,Anchor Bolts,and Base Plates Pages Ito 5 . Structural Design Calculations Roof Design Pages 1 to 58 For Left Endwall Design Pages 1 to 18 Ironbullt Steel Buildings Right Endwall Design Pages 1 to 19 Front Sidewall Design Pages 1 to 9 Back Sidewall Design Pages 1 to 9 Ray's Automotive Parts & Service Rigid Frame I Design. Pages 1"to 12 Component Design Pages I to 4 F.O. 20672 Design Warnings Summary Pages 1 to I 7 Additional Calculations Engineering Design Checklist 4 Pages Panel Load'Checks 1 Page �fr OF NE{y y Hand Calculations l l Pages y1p�,�g9 TH, 0 Purlin Roll Clip 1 Page Braced Purlin Roll Clip 2 Page CFS Eave Strut Checks 2 Pages G Concentrated Forces 1 Page J� 09608 TylerB.Theuret,P.E: igitslly signed 6y Tyler B.Theurer,P.E. Y Date:2017.08.301614:06-04'00' �� Certificate of Design 20592-Certificate of Design.NY.doc Revised 8130/2012 This Certificate is to confurrt that all components of the Steel Building System described below have been or will be designed and fabricated in accordance with the following standards,loads,and design criteria as specified in the order documents. - Project/Building Description CBS Factory Order Number: FO-20692 Building Geometry: Purchaser/Customer Ironbuilt Steel Buildings Width: 40'-0" ' Information: 1499 W.Palmetto Park Road,Suite 120 Length: 80'-0" Boca Raton,FL 33487 Eave Height: 16'-0" Project Name and Location: Ray's Automotive Parts&Service Roof Slope: 3.00:12 15 Pasco Avenue Queensbury,NY 12804 ' Design Standards A1SC:Specification for Structural Steel for Buildings,Allowable.Stress Dwigl7114'h Ed. A1SI:North American Specifration for the Design ofCold-Formed Steel Structural Members,2007 Ed. AWS Dl.1/DI.1M:Structural Welding Code—Steel,Mill Ed MBMA:Metal Building Systems Manual,2012 Edition Design Load Criteria Building Code: Building Cade of New York State,2016 Dead Load: 2.25 psf plus primary framing actual weight Collateral Load: 3 psf Roof Live Load: 20 psf 'Frame Live Load: 20 psf Snow Load Ground Snow Load,ps.- 50 psf Thermal Factor,Q 1.00 DESIGN LOADS SUMMARY Criteria: Snow Exposure Factor,C.: 1.00 Flat Roof Snow Load,pf 35 psf Snow Importance Factor,L: 1.00 Wind Load Ultimate Design Wind Speed: 115 mph Occupancy Category: lI Criteria: Terrain&posure: B Internal Pressure Coefficients: +0.18/-0.18 Wind Importance Factor,1,,: 1.00 Components and Cladding not +23.77 psf ' by CBS. -31.77 psf Seismic Criteria: Design Category: B S,: 0.2900 Site Class: D St: 0.0800 Seismic Importance Factor,1,: 1.00 Sm: 0.3031 Occupancy Category: II Sdi: 0.1280 Analysis Procedure: Equivalent Lateral Force Procedure Basic Seismic Farce Resisting Steel Systems Not Specifically Detailed For Seismic Resistance Systems: Response Modification Factors,R: Frame=3.00 FSW=3.00 BSW=3.00 Seismic Response Coefcients,C: Frame=0.101 FSW=0.101 BSW=0.101 .Seismic Base Shear,V.- Longitudinal=5.83 kips Transverse=5.92 kips Memnine Deadload.• N/A Additional N/A Loads: Collateral Load: N/A Loads: Live Load N/A Certification by Engineer I,Tyler T heutet,P.E.,a licensed engineer in the State of New York,certify that I have reviewed the design criteria for the steel building system described above and to the best of my knowledge all components have been designed to meet the applicable criteria as specified in the Order Documents. Signature Date SEAL Desealc.txt Descalc.txt WIND PRESSURE/SUCTION: Wind Wind Wind Press SUCt Long Coyle Building S 19.2-21.2 .. Girt/Header 9 systems 23.8-31.8 .. Panel 114 Rosemont Lane 19.1-21.0 .. Jamb Imler, PA 16655 0.0 0.0 .. Parapet BACK SIDEWALL: --------------- STRUCTURAL DESIGN CALCULATIONS BASIC LOADS: FOR -----Edge_Strip_Ratio----- IRONBUILT STEEL BUILDINGS Basic Wind-Load-Ratio Zone Col/ Wind Deflect Factor width Girt Panel lamb 20.1 0.66 0.60 4.00 1.07 1.00 1.07 WIND PRESSURE/SUCTION: Wind wind wind SuCt RAYS AUTOMOTIVE PARTS&SERVICE Press 21.2 Long 38 .. Girt/ea Hler 23.8- 19.1-1.0 .. Panel ' '20692 0.0-,0.0 _ .. Parapet LETT ENDWALL: -------------- BUILDING LAYOUT BASIC LOADS: Width (ft)= 40.0 Edge_Stri p_Ratio---- Length ft= 80.0 Dead Coll Live Snow Rain Basic. wind_Load_Ratio Zone Col/ Eave He, ft= 16.0/ 16.0 Load Load Load Load Load Wind Deflect. Factor width Girt Panel Iamb Roof Slope (rise/12) - 3.00/3.00 2.3 3.0 20.0 35.0 0.0 20.1 0.66 0.60 4.00 1.07 1.00 1.07 BUILDING LOADS BASI'LOADS AT RAVE: Roof Dead Load (psf) - 2.3 SeiS SDiS Seis ---Torsion--- wall Dead Load Dead Girt Load Wind seismic Left End (psf) = 3.0 3.00 0.00 1.09 0.00 0.00 Right Endwall (psf) 3.D Front sidewall(psf)) 3.0 WINO PRESSURE/SUCTION: Back S.dewall(p% = 3.0 Wind wind - Live Load (psf) = 20.0 Press Suet ' Collateral Load (psf) 3.0 19.2 -21.2 .. Column Snow Load (psf) = 35.0 19.2-21.2 .. Girt/Header Wind Speed (mph) 115.0 19.1-21.0 lamb Wind Code IBC 12 23.8-31.8 Panel Closed/open =C 39.7-33.1 .. Parapet Exposure =B 30.2-20.1 .. Transverse bracing, Facia/Parapet Internal Wind Coeff =-0.18, ♦0.18 Importance-Wind = 1.00 WIND COEFFICIENTS: Importance-Seismic, = 1.00 Column/Rafter Rafter column/Brace Selsmit Desiggn Category=B Surf Wind-1 wind-2 wind 2 Lony surface Seismic raeff(F.-Ss) - 0.45 Id Left Right Left Right Left Right Wind Friction 1 ,0.45 -0.67 0.81 -0.31 0.52, -0.76 -0.65 0.00 ---------------------------- 2 -1.11 -0.74 -0.75 -0.36 -1.11 -0.74 -1.11 0.00 Designer 3 '-0.74 -1.11 -U.38 -0'.75 -0.74 -l.11 -0.65 O.0D Deta11 r :TBT 4 -0.67 0.45 -0.31 0.81 -0.76 O.S2 -0.65 0.00 COLUMN&BRACING DESIGN LOADS: Load ---Live--- --Add-Snow- wind-1 win d_2 Lontg-Wind Column_Wind Long Tran Aux-Load No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis Id Coef 5/1/17 27 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.U0 U.OU 0.00 0.00 0.00 0.00 0 D.00 4 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.DO 0.00 O.OD 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00,0,00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 U.00 D.DO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 c==-= _-_`--= 5 1.00 1.00 0.00 0.00 0.75 NO 0.00 0.00 o.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.o0 0 0.00 20692 Design Loads Far Building Components: 5/1/17 4:09pm 6 1:00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 =s=====____�-_•�-_ ________-_-___^ 7 1.00 1.00 o.7s o.00 o.Oo O.00 o.ao o.a0 D.DO 0.00 O.oo o.as o.00 0.00 0.00 o.as o.00 0.00 o 0.00 8 1.00 1.00 0,00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00-0.00 0.45 0.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 O.DU 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 FRONT SIDEWALL: 10.0.60 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0 0.00 --------------- 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 0.00 0.60 0.60 O.OD 0.00 0.00 0 0.00 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 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 BASIC LOADS: 13 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0 0.00 ---Edg�Strip_Ratio----- 14 0.60 0.00 0.0a 0.00 0.00 0.00 0.Do 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 Basic •Wind-Load-Ratio Zone CDl/ 15 0.60 0.00 0.00 0.Go 0.0g, 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 wind Deflect Factor width Girt Panel lamb 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 20.1 0.66 0.60 4.00 1.07 1.00 1.07 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 18 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 Page 1 Page 2 De Calc.txt oescalc.txt 19 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.no 0.00 0.00 0.00 0.00 0.00-0.70 0 0.00 19.1 -21.0 .. lamb 20 1.03 1.03 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 0.52 0 0.00 23.8-31.8 .. Panel 211.03 0.75 0.00 0.00 0.00 0.00 0.00 0:00 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.52 0 0.00 39.7-33.1 .. Parapet 22 1.03 1.03 0.00 0.00 0.7S 0.00 0.00 0.00 0.00 0.00 O.Oo 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 30.2-20,1 .. Transverse bracing, Facia/Parapet 23 1.03 1.03 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 0.00-0.52 0 0.00 24 0.56 0.00 0.00 0.00 0.00 0.00 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 WIND COEFFICIENTS: 25 0.56 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.00 0.00 0.00 0.00 a 00 0,00 0.00-0,70 0 0.00 column/Rafter Rafter Col Dmn/Brace 26 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.Do 0.00 0.Do 0.00 0.00 0.00 0.00 0.Do 1 1.00 sort Wind-1 wind-2 wind_2 Long Surface 27 1.00 1.00 0,00 0.00 0.01 0.00 n.00 0.on 0.no 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 Id Left Right Left Right Left Right wind Friction 1 0.45 -0.67 0.81 -0.31 0.52 -0.76 -0.65 0.00 RAFTER DESIGN LOADS: 2 -1.11 -0.74 -0.75 -0.38 -1.11 -0.74 -1.11 0.00 Load --Add-Snow- wind-1 wind-2 Long AUX_Load 3 -0.74 -1.11 -0.38 -0.75 -0.74 -1.11 -0.65 0.00 No Id Dead Coll Live Snow Drift slide Rain Left Right Left Right wind Seis Id Coef 4 -0.67 0.45 -0.31 0.81 -0.76 0.52 -0.65 0.00 18 1 1.00 1.00 1.00 0.no 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.Do 0.00 0.00 0.00 0 0.00 COLUMN&BRACING DESIGN LOADS: 3 O.fiO 0.00 0.00 0.00 0.00 O.D0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 Load ---Live--- --Add-Snow- Windt Wind-2 Long_WinJ Column-wind long Tran au:[_Load 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.GO 0.00 0.00 0.00 0.00 0 0.a0 No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct 5eis Seis Id Coef 5 0.60 0.00 0.00 0.00 0.00 OAD 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 27 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 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 D 0.00 2 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 a.On 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 0.00 0.00 0.00 0.60 0,00 0 0.00 3 1.00 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 D.OD D.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.0U 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 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 0.00 9 1.04 1.04 D.00 0.00 0.00 0.0a 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.D0 0.00 0.00 0.00 a 00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.04 1.04 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 0.00-0.70 0 0.00 6 1.00 1.00 0,71 0.00 0.on 0.00 0.00 0.00 0.00 0:00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.OD 0 0.00 11 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0,00 0.00 0.00 O.OD 0.00 0,52 0 0.00 7 3.00 1.00 0.75 0.00 0:00-0,00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0,00 0 0.00 12 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0a 0.00-0.52 0 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 D.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 13 1.03 1.03 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 D.D0 0.00 0.00 0.40 0.00 0.00 0.00 0.45 0.00 0:00 0 0,00 14 1.03 1.03 DAD 0.75 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0:00-0.52 0 0.00 10 0,60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0,00 0.00 0 0.00 15 0.56 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 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0 0.00 16 0.56 O.DU 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 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 0.60 0.00 0.00 0.60 0.00 0.00 0 0.00 17 1.Do 1,00 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 13 0.60 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 NO 0.60 0.00 0.60 0,00 0.00 0 0.00 18 1.00 1.00 0.00 0.01 0.00 O.nU 0.110 0.00 0.00 0.00 O.OD 0.00 0.00 2 1.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 U.00 D.00 0.00 0.00 0.60 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.10 0.00 0.00 0.00 a 60 0,00 0.00 0 0.00 AUXILIARY LOADS: 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 o.00 0.60 0.00 0,00 0 0100 No. Au% Aux Na. Add_Load 17 0.60 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 O.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 Aux A Name Load Id Coeff 18 1.04 1.04 0.00 0.00 0.00 0.00 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 o.00 2 1 ElUNB_SL_L 3 1 0.30 19 1.04 1.04 0.00 0.00 0.00 0.00 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 2 1.00 20 1.03 1.03 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 M2 0 0.00 3 0.50 21 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 0.00 0.U0 0.00-0.52 0 0.00 2 E1UNR_SL R 3 2 0.31 22 1.03 1.03 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 0.52 0 0.00 1 1.00 23 1.03 1.03 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 0.00-0.52 0 D.00 4 0.51 24 0.56 0.00 0.00 0.00 0.00 0.00 0.00 O.OU 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 25 0.56 0.00 0.00 ().Do 0.00 0.00 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 ADDITIONAL LOADS: 26 1,00 1.00 0.00 0.00 0.01 0.00 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 No, Add LOL Basic Load Fx Fyy Mom X Y COnC 27 1.00 1.00 0.00 C.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.on 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 Add Id Id Load Type wl W2 CO D11 D12 .. Dist 4 1 3 u_SNow o -0.35 -0.31-0.25 0:00 20.62 RAFTER DESIGN LOADS: 2 2 U}Now O -0.35 -0.35 0.25 0.00 20.62 Load --Add-Snow- wind-1 wind_2 Long AU%_Load 3 2 U_SHOw D -0.35 -0.35 0.25 11.29 20.62 No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right wind Seis Id Coef 4 3 U-SNOW D -0.35 -0.35 -0.25 0.00 9.32 18 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 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 0.00 0 0.00 STEPPED LOAD COEFFICIENTS: 3 0.60 0.Do 0.00 0.00 0.00 0.00 0.00 0.60 0.00 U.Oo 0.00 0.Go 0.00 0 0.00 Basic Location No. ------------- ------------- ------------- 4 0.60 0.00 0.no 0.00 END 0.00 0.00 0.00 0-DO 0.00 0.00 0.00 0.00 0 O.DO No. Load Use Id Step Locate Coef Locate Coef Locate Coef 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 O.OD 0,00 0.60 0.00 0.00 0.00 0 0.00 W1 8DLI - 2 2 20.00 1.00 20.62 0.66 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0D 0.00 0.60 0.00 0.00 0 0.00 WINDR1 3 2 0.62 0.66 20,62 1.00 7 0.60 0:00 0:00 0,00 0,00 0.00 0.00 0.00 0.DO 0.00 0.00 a.00 0.00 0 0.GO wINDL2 R 2 2 20.00 1.00 20.62 0.50 8 0.60 a 00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0 0.00 W1NDR2 R 3 2 0.62 0.50 20.62 1.00 9 1,04 1:04 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 wINDL2 C 2 2 20.00 1.00 20.62 0.66 10 1.04 1.04.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00-0.70 0 0.00 wINDR2 c 3 2 0.62 O.fi6 20.62 1.00 31 1.03 1.03 0.75 0.00 0.00 O.OU O.OU 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 1.03 1.03 0:75 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.00-0.52 D 0.0U RIGHT ENDWALL: 13 1.03 1:03 0.00 0.70 0.00 0.00 0,00 0.00 O.00 0,00 0.00 0.00 0.52 0 0.00 -------------- 14 1.03 1.03 0.00 0.75 0.00 0.00 D,DD 0.00 0.00 0.00 0.00 0.00-0.52 0 0.00 15 0.56 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 BASIC LOADS: 16 0.56 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.70 0 0.00 ---Edge ---- .. 17 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 Dead Coll Live Snow Rain Basic Wind-Load-Ratio zone Col/ 18 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 Load Load Load Load Load wind Deflect Factor width Girt Panel Iam 2.3 3.0 20.0 35.0 0.0 20.1 0.66 0.60 4.OD 1.07 1.00 1.07 AUXILIARY LOADS: x AUX No. dd e BASIC LOADS AT EAVE: Aux Id Name Load Id Coff 5eis Seis Seis ---Torsion--- 2 1 E2UNB_SL_L 3 1 0.30 Dead Girt Load wind Seismic 2 1.00 3.00 0.00 0.81 0.00 0.00 3 0.51 2 E2UNB_SL-R 3 2 0.30 WIND PRESSURE/SUCTION: 1 1.00 wind wind 4 0.51 Press suit 19.2-2 .2 .. Column ADDITIONAL LDaD5: 19:2-21.2 .. Girt/Header No. Add LOC Basic Load FX Fy Mom X Y .. Conc Page 3 Page 4 l .Descalc.txt Descalc:txt Add Id Id Load Type W1 W2 Co 011 D12 .. Dist 4 1 3 U_SNVW D -0.35 _O. -0.25 0.00 20.62 13 1.00 1.00 0.00 0 01 0.00 0.00 0.00 0.00 0.00 6 1.00 2 2 uSNOW D -0.35 -0.11 0.25 D.00 20.62 3 13 1 1.00 1.00 1:00 0,01 0.00 0.00 0.00 0.00 0.00 0 0.00 3 2 U_SNOW D -0.35 -0.35 0.25 11.29 20.62 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.00 4 3 u_SNOw D -0.35 -0.35-0.25 0.00 9.32 - 3 1.00 1.00 0.75 g.00 0:00 0.00 0.00 0,45 D0.0 ID 0 0.00 4 1.00 1.000 0.00 0.75 0.00 0.U0 0.00 0 45 0.00 0 0.00 STEPPED LOAD COEFFICIENTS: 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 Basic Location NO. ------------- -----------=- ------------- 6 1.00 1.00 0.00 0.50 O.OD 0.00 0:00 0:00 0.00 3 1.00 No. L. use Id Step Locate Coef Locate Coef ",Locate Coef 7 1.00 1.00 0.00 0.50 O.00 O.OD 0.00 0.00 0.00 4 1.00 WINDLI - 2 2 20.00 1.00 20.62 O.6fi 8 1.00 1.00 0.00 O.SO D.00 0.00 0.00 0.00 0.00 5 1.00 WxuoRl - 3 7. 0.62 0.6fi 20.62 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 WINOL2R 2 2 20.00 1.00 20.62 "0.50' 10 1.00 1.00 0.00 0.5o D.00 0.00 0.00 0.00 0.00 2 1.00 WIN OR2 R 3 2 0.62 0.50 20.62 1.00 11 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 01) 1-1.00 .Ng C 2 2 20.00 1.00 20.62 0.66 12 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2-1.00 40:NOR2 C 3 2 0.602 0.66 20.62 1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 6 1.00 RDDFDES: BRACING DESIGN LOADS: --Load- --Add_snuw wind Wind Seis Aux-Load -------- No. id Dead Coll Live snow Drift Slide Rain Press suet Load id Coef BASIC LOADS: 10 1 1.00 1.00 0.75 0.00. 0.00 0.00 0.00 MO 0.45 0.00 0 0.00 Dead Call Live Snow Rain Basic wind-Load-Patip surface Seis % 2 1.00 1.00 0.75 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0 0.00 Load Load Load Load Load Wind oefilect Factor Friction Factor Snow 3 1.00 1.00 0.00 0.75 0.00 0.00 O.OD 0.00 0.00 0.00 0 O.OD 2.3 3.0 20.0 35.0 U.0 20.1 0.66 0.60 0:00 1.000 0.20 4 1.00 1.00 0.00 0.75 0.00 0.00 O.UD O.O0 0.00 0.00 0 0.00 5 0.600 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.Do WIND PRESSURE/SUCTION: 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Wind Wind Wind 7 1.04 1.04 0.00 0.00 0.00.a.00 0.00 0.00 0.00 0.70 0 0.00 Press Suct Suct_Roof - 8 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 16.0 -SUCt - .. Pu rl ins 9 1.03 1.03 0.00 Oils 0.00 0.00 0.00 0.00 0.00 0:52 O 0.00 0.0 -44.3 .. Gable Extensions 10 ,O.S6 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0:00 0.70 0 0.00 16.0 _21.8 .. Panels " 11.7 -2.2 -19.7 .. Long Bracing, Building AU%ILIARY LOADS: 15.9 -$.0 .. Long Drating, Wall Edge Zone No. AUx Aux NO. Add-Load 30.2 -20.1 16.1 .. Lang Bracing, Facia/Parapet Aux Id Name Load Id CUef 6 1 PATSL_1 1 4 OASO O 2 PATSL_2 1 4 0.50 EDGE&CORNER ZONE WIND: 3 PAT sL_3 2 1 0.50 Wind Surf No. Zone Purlin-- ---Panel--- 2 0.50 Id Id zone id Width Length Press Suct Press Suct 4 PATSL_4 2 2 0.50 1 2 9 1 0.00 0,00 1.00 1.00 1.00 1.00 3 0.00 4.00 1.00-1.41 1.00 1.73 3 0.50 4 4.00 O.OD 1.00 1:41 1.00 1.73 S PATSL_S 2 3 0.50 4 0.50 5 O.00 4.00 1.00 1.41 1.00-1.73 6 UNtl_SL 4 5 1.00 6 4.00 0.00 1.00 1:41 1.00 1.73 6 0.51 7 4.00 4.OS I.OD-2.22 1.U0 2.57 7 1.00 8 4.00 4.00 I.OD 2.22" 1.00 2.57 8 0.00 51 9 4.00 4:00 1.U0 2.22 1.00 2.57 10 4.00 4.00 1.00 2.22 1.00 2.57 ADDITIONAL LOADS: 3 9 1 0.00 4 00 1.00 1.41 1.00 1.73 NO. Add surf Basic Load Fy Dx .. Conc 3 D.DO 4.0n 1.0a 1.41 1.00 1.%3 4 4.00 O.O0. 1.00 1.41 1.00 1.73 Add Id Id Load Type W1 5. Dxl Dx2 .. Dist 5 0.00 4.00 1.00 1.41 1.00 1.73 8 1 0 U_sNow D -35.0 -35.0 0.0 20,0 6 4.00 0 OD 1.00 1.41 1.00 1.73 2 0 uSwow D -35.0 -35.0 20:0 40.0 7 4.00 4.00 1.00 2.22 1:00 2.57 3 0 USNOW D" -35.0 -35.0 40.0 60.0 8 4.00 4.OD 1.00 2.22 1.00 2.57 4 0 u_sNow D -35.0 .-35.0 60:0 80.0 9 4.00 4.00 1.00 2,22 1.00 2.57 5 2 USNmW D -31 0 -35.0 0.0 20.6 6 2 U_SNOW D -35:0 _35.0 11.3 20.6 10 4.00 4.00 1.00 2.22 1.00 2.57 - 7 3 USNOW D -35.0 _35.0 0:0 20.6 EDGE d CORNER ZONE WIND: LONGITUDINAL 8 3 U_SNU'N 0 -35.0 -35.0 00 9.3 Wind Surf No. zone Purlin RIGID FRAME#1: Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0 00 1.110 BASIC----------- 3 1 1 0.00 0.00 1.00 Basic Defl Temperature 2 2 1 1 D.UD 0.00 1.00 Dead Cull Live Snow Rain Wind Ratio Change 3 1 1 0.00 0.00 1.00 _ 2.3 3.0 20.0 35.0 0.0 20.1 0.66 D PURLIN DESIGN LOADS: BASIC LOADS AT EAVE: Surf --Load- --Add-Snow- wind wind Aux-Load seismic Weak-Axis_L weak-AAxis .--Tprsion-- --EW_Brace- Id NO. Id Dead Coll Live Snow Drift Slide Rain Press suct id Coef Load Wind So, Wind Sets Wind Seis Wind Seis 2 13 1 1.00 1.00 1,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.67 0.00 0.00 0,00 0.00 wing Seis' wind S.00 2 1:00 1.00 a.00 1.00 0.00 0.00 0.00 0.00 0.00 D 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 D 0.00 WIND COEFFICIENTS: 4 1.00 1.00"0,00 0:75 0.00 0.00 0.00 0.45 0.00 0 0.00 surf --wind_1--- --wind_2--- Long_Wind surface 5 0.60 O.a0 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 Id Left Right Left Right 1 - 2 Friction 6 1.00 1.00 0,00 0.50 0.00 0 00 0.00 0.00 0.00 3 1.00 1 0.35 -i t 0.77 -0.23 -0.63 -0.63 0.00 7 1.n0 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.01 4 1.00 2 -0.87 -0.61 -0.51 -0.25 -D.R7 -0,55 0.00 8 1.00 1.00 a.00 0.50 0.00 0.00 0.00 0 .0 U 0.00 S 1.00 3 -0.61 -0.87 -0.25 -0.51 -0.55 -0.87 0.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 4 -0.65 01 -0.23 0.77 -0.63 -0.63 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 a.00 0.00 2 1.00 11 1.00 1.00 0.00 1.00 O.SD 0.00 0.00 0.00 0.00 1-1.00 DESIGN LOADS: 12 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 2-1.00 -Load- ---Live--- --Add_.S. - --Wind-l---wind-2- Long-wind --seismic- 'Aux_Load Page 5 Page 6 DeSCal C.txt DesCal c.txt ' No. Id Dead Coll Roof Floor SnoW Drift slide Rain Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef WINDL2 2 2 20.00 1.OD 20.62 U.SD 54 1 1.00 1.00 1.00 0.00 0,00 O.DU a,uD O.DD 0.00 0.0u 0.00 0.00 0.00 0.00 0.0U 0.00 0.00 0 0.00 WINDR2 3 2 0.00 1.00 20.62 1.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.DO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Y 3 1.00 1.00 0.00 0.00 0.00 0.0a 0.00 0.00 0.00 0.00 u.00 0.00 0.00 0.00 0.00 0.00 O.00 0 0.00 4 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 0.00 ' 5 1.00 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 0.00 _ _ 6 1.00 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 0.00 2 9Z Reactions, Anchor Bolts, 8,Base Plates: 5/1/17 4:09pm 7 1.00 1.00 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 0.00 8 1.00 1.00 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 0.00 ----------------------- 9 1.00 1.00 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 OAR -----Foundation_Loads(k)------ ' 10 1.00 1.00 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 0.00 Frame Col Max_POs_Vdl Max_Neg_Val Anc._Bolt Baseylate 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Line Line Id HOfZ Vert Sd Horz vert No. Dlam Width Len Thick 12 1.00 1.00 0.75 0.00 0,00 0,00 0,00 0,00 0.00 0.45 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 0,00 0,00 0,45 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 -""-" "-"""" "" "--""--2"- ------------ --- ---"" "---"--"-"""-"- 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0.00 1 F 6 0.1 .4 1 0.2 4.4 4 0.750 6.00 11.99 0.375 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 OAD 0.00 0 0.00 7 -0,2 4.4 6 0.1 -2.4 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 O,OD 0.00 0 0.00 1 D 8 1.6 -3.4 9 -1.4 -1.3 4 0.750 6.00 11.99 0.375 17 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0,00 0.00 0.00 0.45 0,00 0.00 0.00 0.00 0.00 MO 0 MO 1 -0.4 10.2 8 1.6 -3.4 1R 1.00 1.00 0.00 0.011 0.75 0.00 0.00 O.DD 0.00 O.DO 0.00 0.45 0.00 0.00 0.00 0.00 0.00' 0 0.00 1 C 8 1.6 -2.5 10 -1.4 -0.8 4 0.750 6.00 11.99 0.375 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.OD 0.00 0.00 0.00 0,00 0.00 0.00 0 0.00 1 -0.1 10.2 8 1.6 -2.5 j 20 0.6O 0.00 O.UO 0.00 0.00 0.00 0.00 O.Ga 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1 A 11 0.1 -1.0 1 -0.2 4.4 4 0.750 6.00 11.99 0.375 21 0.60 0.00 G.00 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 0.00 1 -0.2 4.4 11 0.1 -1.0 22 0.60 0.00 0.00 0.00 0,01) 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 0,00 "-"-" -"--"-""""-" """"-""----- "-"----- --------------- 23 1.00 1.00 0.75 D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 5 A 8 0.0 -0.4 8 0.0 -0.4 4 0.750 6.00 7.89 0.375 24 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0.00 0.00 0 0.00 1 0,0 1.6 25 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 - 5 B 6 1.5 -1.9 9 -1.4 -1.7 4 0.750 6.00 7.89 0.375 26 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.G0 0.00 D.00 0.00 0.00-0.45 0.00 0.00 0.00 0 0.00 12 0.0 8.4 6 1.5 -1.9 27 1.00 1.00 0.G0 0,00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0 0.00 5 E 6 1.5 -3.0 10 -1.4 -2.2 4 0.750 6.00 7.89 0.375 28 1.00 1.00 0.00 O.OD 0,75 0.00 0.00 a 00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0.00 0.00 0 0.00 13 0.0 8.4 6 1.5 -3.0 29 1.00 1.00 0.00 D.OD 0.75 0.00 0.00 0.00 0,00 0.00 O.OD 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 5 F 8 0.0 -2.1 8 0.0 -2.1 4 0.750 6.00 7.89 0.375 30 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.45 0.00 0.00 0.00 0 0.00 14 O.0 2.4 31 0.60 0.00 0.00 0.00 0.00 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 0.00 ---"" -"------ "--"-"-- "------""-0.500 32 0.60 0.00 0.00 0.00 O.OD 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 0.00 2° F 1 5.6 16.9 2 -2.6 -1.8 4 0,750 B.00 12.16 0.500 33 0.60 0.00 0.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.GO 0.00 0.00 0.00 0 0,00 3 0.1 -4.0 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.OD-0.60 0.00 0.00 0.00 0 0.00 2° A 4 2.6 -1.8 1 -5.6 16.9 4 0.750 8.00 12.16 0.500 3S 1.04 1.04 0.00 0.00 0.00 D.UO 0.00 O.Oa 0.00 0.00 0.11a 0.00 0.00 0.00 U,00 0.70 0.00 0 0.00 1 -5.6 16.9 5 -0.6 -4.0 36 1.04 1.04 0.SO 0.00 0.00 0.00 0.00 O.00 0.00 O.OD 0.00 0.00 0.00 0.00 0.00-0.70 0,00 0 0,00 ----- --"-"- "-----"----- "-"-""" ""--" -------- --------------- 37 1.03 1.03 0.75 0.00 0.00 0.00 0.08 0.OD D.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 36 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.52 0.00 0 0.00 39 1.03 1,03 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 0,52 0.00 0 0.00 2_.___Frame_Lines:2_3_4------------------------------------------------------- 40 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.52 0.00 0 0.00 2° Frame Lines:2 3 4 41 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.OG 0.00 O.00 0.00 0.00 0.70 0.00 0 0,00 LOAD COMBINATIONS: 42 0.56 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.OU 11.00-0.70 0.00 0 0,00 43 1.04 1.04 0.00 0.00 0.00 0.00 0,00 0.G0 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0.00 "----""--""----""" 44 1.04 1.04 0.00 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 0.00 0 0,00 Id Combination 45 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00. 0.00 O.GO 0.52 0.00 0.00 0 0.00 1 Dead+Collateral+snow 46 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 O.00 0.00 0.00 0.00 0.00-0.52 0.00 0.00 0 0.00 2 0.6oead+O.6wiad_Left2 47 1,03 1.03 0.00 0.00 0.71 O.DO MO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00 0 0.00 3 O.6Dead+0.6wind_LCng1 48 1.03 1.03 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.011 0.00 0.00 0,00 D.Oa-0.52 0.00 0IS 0 0.00 4 O.6Dead+0.6Wind_Ri ht2 49 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 U.00 0.70 0.00 0.00 0 0.00 9 50 0.56 0.01)0,00 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 0.00 0 0.00 5 0.6Dead+O,GWi nd_Long2 ' 51 1.00 1.00 0.00 0.00 0.01 O.OD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.DO 0,00 0.00 0.00 1 1.00 G 0.6Dead+0.6Wind_Left2+0.6Wind_Suction 52 1.00 1.Of1 0.U0 0.GU 0.01 0.00 0.00 0.00 0.00 0.0D 0.00 0.GO 0.00 O.Do 0.00 0.00 0.00 1 1.00 7 1.03Dead+1.03CD11 ateral+0.75snow+0.525eismic_Right 53 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 2 1.00 8 O.6Dead+0.6wind_Right2+0.6wind Suction 54 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 D.00 0.00 G,00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 9 0.6Dead+0.6wind_Pressure+0.6wind_Longl . 10 0.6Dead+0.6wind_Pressure+0.6Wind_Longg2 AUXILIARY LOADS: 11 0.6Dead+0.6Wind_Suction+0.6Wind_Long2 No. Aux AUX NO. Add-Load 12 Dead+Collateral+E2UNB_SL_L AUX Id Name Load Id Coeff 13 Dead+Collate ral+E2UNB_SL_R 2 1 FIUNBSL_L 3 1 0.30 14 Dead+Call ateral+0.75Snow+0.45aind_Left2+0.45windSuction 2 1.00 3 0.51 ___ 2 F1UNB_SL R 3 1 1.00 20692 c________ Bracing Reactions Report: o S 5/1/17 4:09pm 4 0.51 _--_ _.._---___--------------------------- AD ITIONAL LOADS: No. Add Surf Basic Load Fz Fy Mom DX Dy .. Con, Add Id Id Type Type AW2 Co oll u172 .. Dist BUILDING BRACING REACTIONS: 4 1 3 u_SNOw D -0.66 -0.66-0.250 0.00 20.62 ""--------"---"-"---------" 2 2 u-SNOW D -a 66 -0:66 0.250 0.00 20.62 ------Reactions(k)-------- 3 2 u_SNOW D -0.66 -0.66 0.250 11.29 20.62 ---wall-- Col ----wind---- Seismic--- Panel_Shear(lb/ft) 4 3 U_SNOW D -0.66 -0.66-0.250 0.00 9.32 LDL Line Line Horz Vert Nora VerC Wind Seismic NateS STEPPED LOAD COEFFICIENTS: LEW 1 F ,D 1.79 2.49 1.09 1.52 Basic surf No, _____________ _____________ ------------ No. Load Id step Locate Coef Locate Coef Locate Coef F_5W A 2 ,3 3.45 2.31 2.91 1.95 4 WINDLI 2 2 20.00 1.00 20.62 0.71 ' WINDRI 3 2 0,62 0.71 20.62 1.00 R_Ew 5 E ,F 1.79 2.95 0.81 1.34 Page 7 Page e ----- ---- i--- I---'- `---- -- --- --- ----- I---- - '-- - - - Descalc.txt Descaloatxt eSW F 3 ,2 3.45 2.31 2.91 1.95, Line Line Vert Vert Vert Vert Harz Vert Harz Vert ________ _______ _____ _____ _____ _____ ______ _______ _____ S A 0.3 0.1 0.7 1.2 0.0 -0.7 0.0 -0.9 S e D.8 0.5 3.5 fi.2 0.0 -3.8 ON -2.3 - Reaction values shown are unfactored. Maximum load combination factors are: 5 E 0.8 0.5 3.5 fi.2 1.5 -5.3 0.0 -1.2 wind : 0.60 5 F 0.3 0.1 0.7 1.2 0.0- 2.1 1.5 -3.3 Seismic: 0.70 wind Wind Frame Col wind_Left2 wind_Right2 Press Suct Wind.Longl .i --_______ ------ ---_---��= Line Line Harz Vert Harz Vert Hor2 _Nor IIDFZ •Vert 20692 Additional Reactions Report: 5/1/17 4:09pm _____ ____ _____ _____ _____ _____ _____ _____ _____ _____ ; _---- -------- _-_ 5 A 0.0 -0.7 0.0 -1.0 0.0 0.0 0.0 -1.0 S e 0.0 -3.9 0.0 -2.3 -2.3 2.6 0.0 -3.5 5 E 1.8 -5.8 0.0 -0.8 -2.3 2.6. 0.0 -1.6 Rigid Frame Column Reactions(k) 5 F 0.0 2.5 1.8 -3.8 0.0 0.0 0.5 -1.3 ------------------------------ Frame•Cal wind-LOng2 seismit_Left Seismic-Right-E2UNBSL_L- t Frame cal ----Dead--- Collateral ----Live--- ----snow--- wi nd_Leftl Line Line Harz Vert Horz Vert Harz___ _____ _Ver Harz Vert ____ Line Line Harz Vert HO rz Vert Hari Vert Harz Vert Harz Vert 5 A 0.0 -0.5 0.0 0.1 0.0 -0.1 0.0 1.1 ----- _F---- ---------- ---------- ---------- ---------- --------- s B 0.0 -z.5 O.D -0.1 0.0 0.1 0.0 7.1 2° F 0.4 1.7 0.4 1.2 2.7 8.0 4,.8 14.0 4.4 7.6 5 E 0.5 -4.5 0.8 -1.5 0.0 1.3 0.0 3.0 2• A -0.4 1.7 -0.4 1.2 -2.7 8.0 -4.8 14:0 -1.5 -4.3 5 F 0.a 0.0 0.0 1 6 0.6 -1.3 0.0 0.1 Frame Col Wind_Rightl wind-Left2 Wind-Right2 Wind_Longl Wind_Lung2 Frame Col -E2UNB_sL_R- Line Line Harz Vert Harz Vert Harz Vert Harz Vert HO Vert Line Line Harz Vert __ __________ __-______ ______ ___ ____ _____ 2° F 1.5 -4.3- -4.8 -4.7 1.1 -1.4 0.5 -8.4 -0.1 -7.7 5 A 0.0 0.1 2° A 4.4 -7.6 -1.1 -1.4 4.8 -4.7 0.1 -7.7 -0.5 -8.4 5 8 0.0 3.0 5 E 0.0 7.1 Frame col -seis_Left- -seis_Right -Seis-Long- F1UN8_SL-L FIUNBSL_R 5 F 0.0 1.1 Line Line Harz Vert Horz Vert Harz Vert Harz Vert Harz Vert ------------------------------------------------------------------------------ __ __________ __________ __________ __________ 2° F -0.7 -0.5 0.7 0.5 0.0 -2.0 3.9 13.6 3.9 7.9 2° A -0.7 0.5 0.7 -0.5 0.0 -2.0 -3.9 7.9 -3.9 13.6 -- 20692 Seismic Design Report: 5/1/17 4:09pm 2- Frame Lines:2 3 4 Building Data - Endwall Column Reactions(k) code =IBC 12 _____________________________ Length = 80.00 width = 40.00 Left Eave Height 16.00 Frame Col ----Dead---- collat ----Live---- ----Snow---- wind_Leftl Right Eave Height 16.00 Line Line Harz Vert Vert Harz Vert Harz Vert Harz Vert _____ ____ _____ _____ _____ _____ _____ _____ _____ _____ Seismic Formula 1 F 0.0 0.6 0.2 0.1 1.7 0.2 3.6 1.5 3.4 _______________ 1 D 0.0 1.1 0.5 -0.1 4.1 -0.4 8.7 0.0 -1.3 Base shear, V -0.667•Ie°Fa•ss°w/R 1 C 0.0 1.1 0.5 -0.1 4.1 -0.4 8.7 0.0 -1.9 - 1 A 0.0 0.6 0.2 -0.1 1.7 -0.2 3.6 0.0 -1.3 Win =0.044°Sds°Ie•W Frame Col Wind-Rightl wind-Left2 wind_Ri ht2 wind-Pressure Vmax =sdl°Ie°W/(T*R . 9 T(MaoenLFrame) - 0.257 Line Line Harz Vert or Vert Harz Vert Harz Vert T(eraCed_Framc) 0.160160 1 F 0.0 1.3 1.8 -3.7 0.0 1.7 -0.1' 0.4 Shear Force, E Rho°V 1 D 1.5 _4.5 0.0 -0.9 1.8 _4.1 -2.3 0.9 (Rigid frame, endwall frame, wind bent, wind column&base reactions) 1 C 0.0 -3.4 0.0 -1.9 0.0 -3.5 -2.3 0.9 1 A 0.0 -1.2 0.0 -1.3 0.0 -1.2 -0.1 0.4 Shear Force, Em .omega°V rrame Col wind_suction wind_Lungl wind_Long2 Seismic-Left (Wall diagonal bracing, splice at rigid frame&wind bent knee) Line Line Harz Vert Nor 2 Vert Harz ve rt HOM Vert ' __ _____ _____ __ _____ 1 F 0.1 0.9 0.0 0.6 0.5 1.5 1.1 1.5 Note:Applied load is seismic force multiplied by load combination 1 D 2.7 -11 0.5 -4.0 0.0 -1.3 0.0 1.5 Fa°Ss - 0.455 1 C 2.7 _I.8 0.0 _2.0 0.0 -3.2 0.0 0.1 Zane/Design category. B 1 A 0.1 -0.9 0.D -0.8 0.0 _I.4 0.0 -0.1 Ie = 1.000 Frame Col SeismiC-Right-EIUNB_SL_L- '-EIUNB SL_R- Shc 0.128 Line Line Harz Vert Harz Vert Harz Vert sds 0.303 1 F O.D 1.8 0.0 2.0 0.0 0.5 Seismi[Dead La ad,w 1 D 1.1 -1.8 0.0 6.7 0.0 2.2 -------------------- 1 C 0.0 0.1 0.0 2.2 0.0 6.7 Frame Bead = 3.00 (psf) 1 A 0.0 0.1 0.0 0.5 0.0 Z. Roof Dead 2.25 (psf ________________________ ______________________________ Collateral 3.00 (psf snow (20%)= 7.00 (psf Frame Col Dead Collat Live Snow Wind-LefLI Wind-Rightl Roof Total = 15.25 (psf) weight- 48.80 (k) page 9 - page 10 Descal c.txe L_EW Dead = 3.00<psf) Weight= 1.11(k) F_sw Dead = 3.00 (psf) weight= 1.92 (k) R_Ew Dead = 3.00 (ysf) , weight= l.11(k) L-EW Extend lota1 = 17.40((psf)) ,weight- 2.78(k) Total _ 57.64 (k) Seismic Forces Roof Bracing R 3.00, Rho= 1.00 cs 0.1011 w = 51.02 (k Force,V = 5.16 k Force, E 5.16 k SidewalI Bracing Front R = 3.00, Rho- 1.00, Omega= 2.00 cs 0.1011 Force, v = 22.91(k) Force, Em= 5.83 (k) Force, E = 2.91(k) Back R - 3.00, Rho= 1.00, Omega= 2.00 Cs= 0.1011 w = 28.82 (k) Force, V = 2.91(k) Force, Em= 5.83 (k) Force, E 2.91(k) Endwall Bracing Left R 3.00, Rho= 1.00. Omega= 2.00 cs 0.1011 w 10.78 (k) Force,V = 1.09 k Farce, Em= 2.A (k) Right Force, R = 1.09 (R)o= 1.00, Omega= 2.00 FRAMING SUMMARY cs- 0.1011 w 8.01(k) Force,v = 0.81(k) Force, Em= 1.62 (k) Force, E m 0.81(k) Rigid Frames R = 3.00, Rho= 1.00 Cs 0.1011 Frame 1 w = 13.25 (k) Force,V = 1.34(k Force, E = 1.34 (k) End Plates Frame R 3.00, omega= 3.00 Total Base shear Longitudinal force, v = 5.83 (k) Transverse Force, v = 5.12 (k) Page 11 FramSum.txt FramSum.txt surface Purlin Surf Id Id offset space ______ ______ ______ _____ Corle Building systems 2 2 9.69 4.97 114 Rosemont Lane 3 14.66 4.17 Imler, PA 1665S 4 19.63 4.97 20.62 •0.99 , 3 1 0.99 0.99 - 2 5.96 4.97 FRANING SUMMARY _ 3 10.92 4.97 FOR 4 15.89 4.97 IRONBUILT STEEL BUILDINGS 20.62 4.73 PURL R EAVE STRUT: ____________________ Surface Ray -Purlin_Lap- IS_Flg Eave Id Id Part Left Right Strap 5t rut _______ --- Left-------- ______ ______ ______ ________ , RAYS AUTOMOTIVE PARTS&SERVICE 2 1 l X25SZ14 3.00 0 lIX35E14 _ 2 11x25z14 3.00 1.00 0 11.35E14 3 11X25Z14 1.00 3.00 0 11X35E14 20692 4 IIX25214 3.00 0 11x35E14 ` 3 1 11x25Z14 3.00 0 11X35E14 2 11X25z14 '3.00 EGO 0 '11x35E14 3 11X2SZ14 1.00 3.00 0 31X35E14 BUILDING LAYOUT 4 11x2SZ14 3.00 0 11x35E14 width (ft)= 40.0 Length (ft)= 80.0 ROOF BRACING: Eave Height (ft)= 16.0/ 16.0 ------------- Roof Slope (rise/12) - 3.00/3.00 Bay Attach-Locate BUILDING LOADS 1d Start End Type_ Part Dia ___ ____________ ____ ________ ----- Roof Dead Load (psf) 2.3 2 0.00 20.00 Cable CABLEZ50 0.250 Wall Dead Load 20.00 40.00 Cable CABLE250 0.250 Left' Endwall (psf) = 3.0 - Right Endwall (psf) 3.0 CANOPY LAYOUT: Front 5idewall(psf) 3.0 -------------- -Back Sid ewall(psf = 3.0 wall Ext Bay_Id-- Edge_Extend- Live LaaJ ( P) 20.0 Id Id Start End width Height Slope Mount Left Right collateral Load (psf) = 3.0 Snow Lard (psf) ____ ______ _____ ___ ______ ______ _____ _____ h = 3S.0 1 1 1 3 4.00 13.S0 0.50 B 0.00 0.00 wind speed (mp)=11S.0 wind code o IBC 12 CANOPY BEAM&SPLICE PLATE: Closed/open =e ___________________________ Exposure a wall Ext column -splice_plate-- -------splice_Bolts------- Internal wind Coeff --0.18' '0.18 Id Id Line Use Part Type width Thick Type Dia Spate Gage Row Importance-Wind 1.00 _ __ ___________ Importance-Seismic 1.00 1 1, 1 BeamH w8x10 EE 6.00 0.25 A325 O.S00 3.00 2.50 4 Seismic Desiggn Category=e 2 Bea w8X10 EE 6.00 0.25 A325 0.500 3.00 2.50 4 Seismic Coe!.(Fa-Ss) = 0.45 3 BeamH w8x10- EE 6.00 0.25 A325 0.500 3.00 2.50 4 ____________________ . 4 seam"W8x10 EE 6.00 0.25 A325 0.500 3.00 2.50 4 Designer : CANOPY PURLIN&EAVE STRUT: Detaller TBT ___________________________ Wall Ext Bay -------Purlin------ -Purlin-Lap- Eave Flange _Id_ _ _ Id Id Type ROW Part Left Right Strut Strap __ __ ____ ___ ________ _____ _____ ________ ______ 1 1 1 ZB 1 8x2SZ16 1.00 8X3SE16 0 5/1/17 2 2e 1 8X25Z16 1.00 1.00 8x35E16 0 € 3 Ze 1 8x25z16 1.00 BX35EI6 0 BOLT AT EAVE STRUT: _ a_---_-------__ ___________________ _ 20fi92 FRAMING SUMMARY: Roof - 5/1/17 4:09pm Wall Frame_Line Lap -------Bolt-size------ ----------________-__-_-_--__-____________-__-_-- _Id_Id Type Pl_ate No.Type Dia washer __ __ ____ ____ _____________ ______ PURLIN LAYOUT: 2 1 EW 2 A325 0.500 0 -------------- 2 2 RF N 2 A325 0.500 0 Surface Purlin Sur F_Fxt stub-Purlin Total Peak -Set pace- 2 3 RF N 7 A325 0.500 0 Id rype Left Right Left Right ROWS space Spac¢ ROw 2 4 RF N 2 A325 0.500 0 _______ ______ _____ _____ ____ _____ _____ _____ _____ ___ 2 5 EW - 2 A325 0.500 0 2 ZB 0.00 0.00 N N 4 0.75 4.97 4 4 1 EW 2 A325 0.500 0 3 ZB 0.00 0.00 N N 4 0.75 4.97 4 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 PUKLIN LOCATION: 4 4 RF N 2 A325 0.500 0 --------------- 4 5 'EW - 2 A325 0.500 0 Page 1 Page 2 Framsum.txt Fr=Sum.txt Id Locate type Part start End Left Right Left Right Not --- ------ ---- -------- ----- ----- --------- ----- ----- --- 20692 FRAMING SUMMARY: Left Endwall S/1/17 4-.09p. 1 7.42 zB 8x25z16 0.00 13.33 Cal Cal 0.00 1.00 D 14:04 zo WSZ16 0.00 13.33 Cal Cal 0.00 1.00 D --- ----- ---- -------- ---------- --------- ---------- --- RAFTER: 2 7.42 za WSZ16 0.00 13.33 Cal Cal 1.00 1.00 D Surf --- 14.04 ZB 8x25z16 0.00 13.33 Cal_CD1 _1.00 1.00 D ------ ---- -------- ---------- --- --- --------- --- id Id Part Length 3 7.42 za 8X25Z16 0.00 13.33 Cal Cal 1.00 0.00 D ---- -------- ----- 14.04 za 8X25Z16 0.00 13.33 Cal Cal 1.00 0.00 D R.f1 2 wax 0 20.62 Raft 3 W8X110 20:62 GIRT INSIDE FLANGE BRACE: _________________________ RAFTER SPLICE: No Brace/oay -------------- i7 2 3 -Surface- ---Plate--- Solt Bolt Bolt ---TOP--- --Bottom- ---------Id Locate Type width Thick type_ __oia Gage ROW space ROW space 0 0 0 -- ----- ---- ---------- ---- --- ----- -------- -------- 3 0.00 M 6.00 0.375 A325 0.500 3.00 2 4.00 2 4.00 WALL BRACING: COLUMN: Bay Brace-iieight ------- Id SOL Top Type Part Dia Gr id B.. ---- ---------- -------- -------- ----- id offset Line Part Length Elev 1 0.00 7.42 cable CABLE250 0.250 ----- ------ ---- -- 7.42 17.66 Cable CABLE250 0.250 Call 0.67 F wl2xl6 14:49 1:00 Call 13.33 D 'lW6 17.66 0.00 co13 26.67 C WIZX16 17 66 0.0 20692 FRAMING SUMMARY: Right Endwall V1 1/17 4.0-P. Cal 4 39:33 A W12XIG 14:49 0.00 BASE PLATE: RAF-TER: ----------- ------- -----------lat--------- -----A-hor-B.1t----- Base-Clip-Bolts Surf Id Type Width Length Thick Type Dia Gage ROW NO.TypeBIB Id Id Part Length ------ -------------------- ------------------ -------------- ------ ---- -------- ------ 00 Call 53 6. 11.99 A36 0.750 3.00 2 0 Rafl 2 WRXIO 20.62 colt S3 6.00 11 1:99 0.375 A36 0.750 3: 0 00 2 0 Raft 3 w8X10 20.62 col3 53 6.00 11.99 0:17 C 1 A36 1:75 30 2 0 col4 53 6.00 11:99 0.375 A36 0.750 3.00 2 0 RAFTER SPLICE: CAP PLATE: ---Plate--- Dolt Bolt Bolt ---Top--- --Bottom- ---------- Id Locate Type width Thick Type_ Dia Gage ROW space Row Space -----Bolt------ -------- ---- -12- ----- ---- ----- ----- --- ---- Id No. Type Dia 3 0.00 M 6.00 0.375 A325 0.500 3.00 2 4.00 2 4.00 Call 2 A325 750 COLUMN: 2 A3 2 S 0.750 0 ------- Colt Col3 2 A325 0.750 .750 Grid Base col4 2 A325 0.7SO Id Offset Line Part Length El ev ------ ------ ---- -------- ------ _____ OPENING LAYOUT. Coll 0.67 A wSX10 14.49 0.00 ------------- c.12 11.00 B wSX10 17.07 0.00 open -----Bay----- -------openingSiZe---7jj c-13 29 0 E Waxio 17.07 0.00 -Id 1 offset width He g t S, Note Cal 4 39:303 F WaXIO 14:49 0:00 --- --- ------- ---- ------- ------- ------------- 1 2 1.92 4.00 6:00 3.00 Field located BASE PLATE: 2 2 7:42 4:00 6.00 3.00 Field located ---------- 3 3 .5.00 4.33 6.00 0.00 Field located ----------plate-------- -----Anchor-Bolt----- Base-Clip-801 OPENING JAMB/HEADER/SILL: id.... Type width Length Thick Type --Dia Gage ROW No.Type_ __Dia -- --------------- ---- ---- --- ------- ------- ------------------------- C-11 S3 6:'11 1:11 1-17,1 A31 1:750 3:00 2 0 open Bay C012 3 6 0 7 89 0.3 A36 0.750 7'0 3.00 2 0 Id % Member Offset Locate Part Length I S 0. C.3 53 6.00 7.89 0.375 A36 750 3.00 2 0 ---- --- ------ ----- ------ -------- ------- C014 S3 6:00 7.89 0.375 A36 0.750 3.00 2 0 1 2 Jamb-L 0.00 8X 5 16 7.42 _ :9"2 0 00 8x35C CAP PLATE: =R S 3 C16 7:42 Header 9.00 1.92 W SC16 4.00 ---------- Sill 3.00 1.92 BX35C16 4.00 -----Bolts----- 2 2 Jarb:L 7.42 0.00 8X3 SC16 7:42 Id No. Type DIS. 3 a.h A 11.42 0.00 8X35C 6 7.42 ------ ------------- Header 9.00 7.42 8x3S 216 4:00 Coll 2 A325 0.750 Sill 3.00 7.42 8x35C16 4.00 C012 2 A32 0.750 3 3 Ja.b:L 5:0 0.00 8X35C16 7.42 W3 2 A3215 0:7 50 'Wb R 9.33 0 0.00 :00 8 X35C16 7.42 Cola 2 A325 0.750 Header 6.00 5 .00 SX3 SC16 4.33 rL NGE BRACE: GIRT LAYOUT: _____________ ____________ Cal Brace-At Bay Bay-offset --support- ----Lap---- Flg id side Part Girt-Id Page 3 Page 4 Framsum.txt Framsum.txt _ ______ ____ ________ ____________________ C012 R L2Ox3/16 1 3 3 is b-R 8.00 0.00 8x35c16 4.58 Co13 R L20x3/16 1 Header 19.00 4.00 BX35C16 4.00 sill 8.00 4.00 Bx35c16 4.00 OPENING LAYOUT: 4 4 jamb-L 8.00 0.00 BX35C16 4.58 --------------- Jamb-R 12.00 0.00 8x3SC16 4.58 open -----Bay----- -------Dpening_Size------ Header 19.00 8.00 8x3SC16 4.00 Id Id offset Width Height sill Note sill 8.00 8.00 8X35C16 4.00 _ _ _ _ _______ _______ _______ _______ ------------- 1 1 3:83 4.33 6.00 0.00 Field located GIRT LAYOUT: 2 2 1.00 16:00 14.00 0.00 - ____________ OPENING JAMB/HEADER/SILL: Bay rt say_Offset --Support- ----Lap---- Flg Id Locate Type Pa Start End Left Right Left Right Rat _________________________ ___ ______ ____ ________ __________ _________ ----- _____ ___ open say 1 7.42 28 _ 8x2Sz16 0.00 20.00 Col Col 0.00 1.00 0 Id Id Member Offset Locate Part Length 12.00 28 8x25z16 0.00 20.00 Col Col 0.00 1.00 D _ ______ ______ ______ ________ _______ ___ __ ____ 1 1 Jamb-L 3.83 0.00 8X35C16 7.42 2 7.M12 in 8x25z16 0.00 20.00 Col col 1.00 1.00 D Jamb-R 8.37 0.00 8X35C16 7.42 12.00 2u 8x25z16 0.00 20.00 Col Col 1.00 1.00 D Header 6.00 3.83 8X35C16 4.33 --- ------ ---- -------- ---------- --------- ---------- 2 2 Jamb-L NO 0.00 8X35C16 15.00 3 7.42 ZB 8x25z16 0.00 20.00 Cal Col 1.00 1.00 D Jamb-R 1700 0.00 8x3SC16 15.00 12.00 ZB BXZSZ16 0.00 20.00 Col Cal 1.00 1.00 D Header 14:00 1.00 8X35C16 16.00 ___ ______ ____ ________ __________ _________ __________ --- 4 7.42 zB 8x25Z16 0.00 2D.00 Col Col 1.00 0.00 D GIRT LAYOUT: _ 12.00 zB 8X25z16 0.00 20.00 Cal Cal 1.00 0.00 D ------------ - Bay a y_Offset --Support- ----Lap---- Fl9 GIRT INSIDE rLANGE BRACE: _ Id Locate Type Part Start End Left Right Left Right Rat. _________________________ ___ _____ ____ ________ __________ _________ __________ ___ No._Brace/Bay 1 7.42 ZB BX257.16 0.00 11.00 Col )amb 0.00 0.00 D 1 2 3 4 ___ 15.00 ZB BX25z16 0.67 11.00 Col Col 0.00 1:00 D ___-__--____ ______ ____ ________ __________ _________ _________ 2 15.00 ZB 8X2SZ1G 0.00 18.00 Col Col 1.00 1.00 D 0 0 0 0 ______ ____ ________ __________ ____ _____ __________ ___ WALL BRACING: 3 7.42 78 8x25Z16 0.00 11.00 jamb Col 0.00 0.00 D ------------- 15.00 ZB 8XZSZ16 0.00 10.33 Col Col 1.00 0.00 D Bay Brace-Height Id Bat Top Type Part Dia GI INSIDE FLANGE BRACE: ----- ------------ -------- -------- ----- No- ._Brace/Bay - 2 0.00 16.00 Cable CABLE375 0.375 1 2 3 ------ 20692 FRAMING SUMMARY: Back Sidewall 5/1/17 4:09pm WALL BRACING: OPENING LAYOUT: _____________ __________--___ Bay Brace-"eight open -----eay----- -------Opening_size------ Id at Top Type Part OJa Id Id Offset ------ _______ _______ ------------- 3 0.00 7.42 Cable CABLE250 0.250 1 1 B.00 4.00 11.00 8.00 Field located 7.42 17.07 Cable CABLE250 0.250 2 2 4.00 4.00 11.00 8.00 Field located -3 4 7.00 4.00 6.00 3.00 Field located -----------------_ 4 4 13.00 4.00 6.00 3.00 Field located 20692 FRAMING SUMMARY: Front Sidewall S/1/17 4:09pm ---=------ OPENING JAMB/HEADER/SILL: OPENING LAYOUT: Open Bay-----=--------- Id Id Member offset Locate Part Length UP en _____gaY_____ _______Opening_siz0______ ____ ___ ______ ______ ______ ________ ______ Id Id Offset Width HeJ ht sill ^g Note 1 1 lamb-L 8.00 0.00 8x35c16 4.58 ---- ---- ------- ------- ------ ----- ------------- ]amb-R 12.00 0.00 8x35C16 4.58 1 1 3.00 4.00 6.00 3.00 Field located Header 19.00 8.00 8X35C16 4.00 2 1 9.00 4.00 6.00 3.00 Field located sill 8.00 8.00 8x35C16 4.00 3 3 4.00 4.00 11.00 8.00 Field located 2 2 )amb-L 4.00 0.00 8X35C16 4.58 4 4 8.00 4.00 11.00 8.00 Field located Jamb-R 8:00 0.00 8X35C16 4.58 Header 19.00 4.00 8X35C16 4.00 OPENING JAMB/HEADER/SILL: Sill 8.00 4.00 8 X35C16 4.00 ------------------------- 3 4 Iamb-L 7.00 0.00 SX35CIG 7.42 Open Day Jamb-R 11.00 0.00 8X35C16 7:42 Id Id member offset Locate Part Length Header 9.00 7.00 8X3SC16 4.00 ____ ___ ______ ______ ______ ________ Sill 3.00 7.00 8x35C1fi 4.00 1 1 Jamb-L 3.D0 0.00 8X35C16 7.41 4 4 Jamb-L 13.00 0.00 Bx35c16 7.42 Jamb-R 7.00 0.00 8X35C16 7.42 ]amb-R 17.00 0.00 8x35C16 7.42 Header 9.00 3.00 8X35C16 4.00 Header 9.00 13.00 SX35C16 4:00 Sill 3.00 3.00 8X35C16 4.00 sill 3.00 13.00 8x35C16 4.00 2 1 Jamb-L 9:00 0.00 8X35C16 7.42 )amh-R 13.00 0.00 8X35CII 7.42 GIRT LAYOUT: Header 9.00 9.00 BX35C16 4.00 _______-____ Sill 3.00 9.00 8X35C16 4.00 Bay Bay-offset --Support- ----Lap---- F1g Page 5 Page 6 F-Su..1.t FramSum.txt Id Locate Type Part start End Left Right Left Right Rut ----------------- --- ------ ---- -------- ---------- --------- ---------- -- Locate width Thick 1 7.42 ZB 8X25Z16 0.00 20.00 col col 0.00 1.00 D ---------- ----- ----- 12.00 za 8x25z16 0.00 20.00 Col Col 0.00 1.00 D Lt Column 4.00 0.250 --- ----- ---- -------- ---------- --------- ---------- --- RL Column 4.00 0.250 2 7.42 ZB SXZSZ16 0.00 20.00 Col Col 1.00 1.00 D 12.00 ze 8x25Z16 0.00 20.00 Col col 1.00 1.00 . --- ------ ---- -------- ---------- --------- --------- - 3 7.42 ZH 0 8x25216 0.00 20.00 col 1 1.00 1.00 D 12:00 ZB 8x2 Sz16 0:00 200.000 c:o Col col 1:00 1:00 D --- ----- ---- --------- ----- -- --------- ---------- --- 4 7.42 ZB W5Z16 0.00 20.00 Col col 1.00 0.00 D 3 2:00 ze BXZSZIG 0.00 20:00 Col Col 1:00 0:00 GIRT INSIDE FLANGE BRACE: -- _ ---------------- NO-Brace/Ray 1 2 3 4 0 0 0 0 WALL BRACING: _____________ Ray a raceHvi gh Id Bot Top Type Part Dia ----- ------------ --- ------- ----- 3 0.00 16.00 cable CABLE375 0.375 ----------692 S/1/17 4:09p. LAYOUT: Type RF No. Line 3 Frame Line Id 2 3 4 Grid Line Id 2 3 4 MEMBER: surf Mem se� Flange Flange -Web-Depth- -Pl te-Thickne Id Id I Part Length width start End w: - b O-flg I-flg --- --- --- -------- ------ ------ --------- --------------- 1 1 1 w12x26 15: 0 0 17 6.49 11.40 11.40 0.230 0.380 0.380 2 2 ' 10.00 927 600 17.00 14 54 0.149 0.250 0:313 2 2 3 10_00 6:00 14:54 12:DO 0.149 0 So 0.25 3 3 -4 10.00 6.00 12 D0 14.54 0.149 0:2250 0:2500 3 3 5 11 7 6:00 14.54 17.00 0.149 0.250 0.3 13 ,:2 4 4 6 W12X26 17 6.49 11.40 11.40 0.230 0.380 0 380 SPLICE: -surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type width Thick Type Dia Gage ROW space Row space -------- --- ---------- ----- ----- ----- -------- -------- 2 0.00 VEE 1:0 1110,A32251 0750 4:00 2 3.76 2 3.76 3 0:00 "EE 6.00 0.500 A 1 0.750 3 00 2 3:50 2 3:50 0 4 0.00 VEE 8.00 0.500 A325 0.750 4.00 2 3.76 2 3.76 BASE PLATE: ----------- ---Plate--- -----------Bolt---------- Base Locate Type width Thick Type Dia Gage ROW El- -------------- --------------- ----- ----- ---- ----- -t Column P )0.500 A36 0.750 4.00 2 0:11 '10 0.00 BE Column P 0 O.SGO A36 0.750 4:00 FLANGE BRACE: surf NO. Id Locate side Part clip ---- ------ ---- ------- ------ 2 1 1 Ll 5x1/8 2 4 1 Ll 52/8 3 1 1 L15X1/8 3 4 1 L15XI/B HARING STIFFENER: Page 7 Page a - - I , React.txt corle Building Systems 114 ROSEMnL Lane Imler, PA 16655 REACTIONS,ANCNOR BOLTS, &BASE PLATES FOR IRONBUILT STEEL BUILDINGS RAYS AUTOMOTIVE PARTS&SERVICE 20692 BUILDING LAYOUT width (ft)= 40:0 Length ft- 800 Eave Neight (ft)= 16.0/ 16.0 Roof Slope (rise/12) - 3.OD/3.00 BUILDING LOADS Roof Dead Load (psf) - 2.3 Wall Dead Load Left Endwall psf = 3.0 REACTIONS,ANCHOR BOLTS AND BASE PLATES F;.ohr s d.all �0sf; - 3:0 Back Sidewall(psf) 3.0 Live Load (psf)) 20.0 Collateral Load (psf) 3.0 Sn-Load (psf) = "'Or Wind Speed (mph) 115.0 Wind Code =IBC 12 Closed/Open C Exposure =B Internal wind coeff =-0.18, ♦0.18 Importance-wind - 1.00 Importance-Seismic = 1.00 Seismic Design category=e Seismic Coe ff(Fa°SS) 0.45 _______________________________ Designer : Retailer :TBT S/1/17 y 20692 Reactions, Anchor Bolts, &Base Plates: S/1/17 4:09pm _____ _____ -----Foundation-Loads(k)------ --------- -------------____ Frame Col Max_PDs_Val Max_Neg_Val AnC._BOlt Base-Plate Line Line Id NOrz Vert Id Ho- Vert No. Diam width Len Thick _____ ______ __ __________ ____________ ________ __________----- I F 6 0.1 -24 1 -02 44 4 0.750 6.00 11.99 0.375 7 -0.2 4:4 6 0:1 -2:4 1 D 8 1.6 _3.4 9 _I.4 -1.3 4 0.750 6.00 11.99 0.375 1 -0.4 10.2 8 1.6 _3.4 1 C 8 1.6 _2.5 10 _I.4 -O.8 4 0.750 6.00 11.99 0.375 1 -O.4 10.2 8 1.6 _2.5 - Page 1 ReaCt.txt React.tXt O. .1 A 11 0.1 -1.0 1 -0.2 4.4 4 750 6.00 11.99 0.375 Line Lin. Harz Vert Harz Vert Norz Vert Harz Vert Harz Vert 1 -0.2 4.4 11 0.1 -1.0 ------ ----- ----- ----- ----- ---------- ----- ----- ---------- ----- ------ ------------ ----------- -------- --------------- 2- F 0.4 1.7 0.4 1.2 2.7 8.0 4.8 14.0 -4.4 -7.6 1 A 1 0:0 -0:4 8 0.0 -0.4 4 0.711 6,11 1,119 0,171 2. A -0.4 1.7 -0.4 1.2 -2.7 8.0 -4.8 14.0 -1.5 -4.3 1 0.0 1.6 5 6 1.5 -1 -1.4 :1:7 4 0.750 6.00 7.89 0.375 Frame Cal Wind-Right wind-Left2 wind-Right2 wind-Lngl wind-Long2 12 0:0 81 '6 1:5 -1.9 Line Line []am verlt No 7 Vert H rz Vert Harz Vert Harz Vert S E 6 1 5 _3.0 10 1.4 _2.2 4 0.750 6.00 7.89 0.375 ---- ------ ---------- ---------- --------- ----- ----- ---------- 13 8.4 6 1.5 _3 0 2: F 1.5 :4 3 :4:8 -1.4.1 :4:7 1:1 - 0:5 :8.4 11 7 7 5 F 8 0.0 -2.1 a 0.0 -2.1 4 0.750 6.00 7.89 0.375 2• A 4:4 7:6 1 -1.4 4.6 4.7 0.1 7.7 0 5 _8:4 0 0 1 14 0.0 2.4 ----- ...... ------------ ------------ -------- --------------- Frame Cal -seiS-Left- -S.is-Right -Seis-Long- F1UNB-SL-L FIUNH-SL-R 8 4 0-750 8.00 12.16 0.500 Line Lin Horn Vert Harz Vert Harz Vert Hom Vert Harz Vert 2. F 1 5.6 16.9 2 -2 6 -4:0 ----- ----- --------- ---------- ---------- ---------- ---------- - A 3 _0:6 -1 2 4 _2 -1.8 1 _S.6 16.9 4 0.750 8.00 12.16 0.500 2.. F -0.7 -0 5 0.7 _O 5 0 :2:0 -3 1 11:1 3:�1. 7:1 - A -0.7 0 5 0 7 0 5 0 2 0 3:, 7.9 _, 13.6 1 516 16.9 5 0 6 2 0:0..... _ ___ _:4 0 ----- ------ ------- -------- --------------- ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 2- Frame Lires:2 3 4 2* Frame Lines:2 3 4 LOAD COMBINATIONS: Endwall COIUMn Reactions(k) ------------------ ------ - -------------- Id combination ---- --- - -------------------- I Dead-Col lateral+snow Fr... Cal ----Dead---- Collat ----Live---- ----Snow---- wind-Leftl 2 D.6Dead.O.6wird-Left2 Line Line Harz Vert Vert Harz Vert Harz Vert Harz Vert 3 0.6D_d0-1wind-Lonq1 ----- --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 O.6.e.d+0.6wind-Right2 1 F 0 -0.1 1.7 :0.2 3.76 1.5 -3.4 5 O-BDead+0.6wind-L.ng2 1 D :0, '11 0" 0:1 4:1 + I C 0 _O 4 U:O -1.3 d Oj6wind-Left210.6wind-suction U - 6 0.6Dea 0.. 1 1 015 0 1 4 1 0:4 8 0 0 1 9 7 1.03D�,d+ 03 ollateral*0.7SSnuw+O 525eis.ic-Right I A 0.0 0.6 0.2 -0.1 1.7 -0.2 3.6 a.a -1.3 8 0.6Dead+0 iwind-Right240.6wind-suciion 9 0.6Dead+O:6Wind-Pressure+0.6Wind-Longl Frame Cal wind-Righti wird-Left2 wind-Right2 wind Pressure 10 U.bDead+O.6wind-Pless-iO.6wind-L..92 Line Line Nor Vert Harz Vert Hor Vert Harz Vert 11 O.GDead+Mwind suction+0.6wind-Longz ----- --- ---- ----- ----- ----- ----- ----- ----- ----- 12 D-a&CDllateraltE2 UNB-SL-L I F 0.0 1.3 1.8 -3.7 0.0 1.7 -0.1 0.4 13 oead+collateral+E2UNB-SL-R I u 1:5 -4�5 LO 1 :2:3 0:9 14 aead+collateral+0.75snow+0.45wind-Left2+0.45wind-suction I C 3.4 0.0 :'l':" 010 11 2.3 0.9 1 A NO -1.2 0.0 -1.1 0.0 -1.2 a.1 0.4 ---------- Frame Cal wind-Suction Wind-Long wind-Long Seismic-Left M Reactions Report: S/1/17 Harz V. ing 4:09p.29M Lin. Line Harz Vert Harz Vert r2t Norz Vert .......... ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- I F 0.1 -0:9 0:0 :0.6 0.5 :1.5 1 D BI -':', :1.1 0.5 _4 0 0 0 -1 3 0.0 1 2 7 _I 8 0 0 _2:0 0:0 _3:2 0 0 -0 1 BUILDING_BRACING REACTIONS: 1 A 0.1 0 g 0.0 0.8 0.0 1.4 0.0 0:1 -- - ----------------- ----Wind---- :-: Reactions(k)-------- Frame Cal Seismir-Right-EIUNB-SL-L- -EIUNR-SL-R- ---wall-- Cal -zd---- --Seismic--- Panel.Shearobjt) Lin. Line Harz Vert mom Vert Harz Vert Lot Line Line Harz Vert Hom Vert Wind seismic Hates ----- ---- ----- ----- ----- ----- -- ------- ------- ----- ----- ----- ----- ------ ------- ----- I F 0 , 0.0 2 0.0 0.5 L-Ew I F D 1.79 2.49 1.09 1.52 1 0 Mi -'1:, 0:0 6:07 0:0 2:2 1 C 0 0.1 00 2.2 0.0 6.7 F-SW A 2 .3 3.45 2.31 2.91 1.95 1 A NO 0.1 0:0 0:5 0.0 2.0 ------------------------------------ ----------- R_Ew 5 E F 1.79 2.95 0.81 1.34 Frame col Dead collat Live Suow wind-Leftl Wind-Rightl B-SW F 3 2 3.45 2.31 2.91 1.95 Line Line Vert Vert Vert Vert NO- Vert Harz Vert ----- --- ----- ----- ----- ..... ----- ----- ----- -------- ------- ----- ----- ----- ----- ------ ------- ----- 5 A 0.3 0.1 0.7 1.2 0 -0. 0.0 :0:9 1 6 0 0:5 3:5 1:2 0:00 -3.78 0:0 2 3 Reaction values shown are unfactored. maximum load combination factors are: 5 1. 0:,, 0.1 5 3.7 5 6.2 1.0 _5.3 0.0 _I 2 Wind : 0.Go 5 F 0.3 0. 0. 1.2 0.0 2.1 1.5 1.5 _3 3 seismic: 0.70 wind Wind Frame Cal wind-Left2 Wind-Right2 Press Suct wind-Longl Line Line Nor Vert Harz Vert Hot Harz Harz Vert 0692 Additional Reactions Report: S/1/17 4:09p. ----- ---- - -- ----- ----- ----- ----- ----- ----- ----- ........... 5 A 0.0 :0:7 , -1:0 0.0 0.2 0 0 -1 0 5 B 0.0 _3 9 NO -Z 3 2:3 2 0:0 :3:5 1.8 .8 0.0 0.8 2.3 2:6 0.0 1.6 5 E 5.5 1.8 _ . 0.0 .0 D.S _ . 5 F 0 0 2 3 8 0 1 3 Rigid Frame column-Reactions(k) ---_------ Frame Cal wind-LOng2 SeiSMiC-Left seiSMi- Right-E2uNa-sL-L- ------------------ C- Line Line Harz Vert No Vert Harz Vert Harz Vert Frame col ----Dead--- collateral ----Live--- ----Snow--- wind-L.eftl ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- Page 2 Page 3 , React.txt Rea[t.txt - 5 A 0.0 -0.5 0.0 0.1 0.0 -0.1 0.0 1.1 Front R = 3.00, Rho= 1.00, Omega= 2.00 - S e 0.0 -2.5 0.0 -0.1 0.0 0.1 0.0 7.1 Cs 0.1011 5 E 0.5 -4.5 0.8 -1.5 0.0 1.3 0.0 3.0 W = 28.62 (k) 5 F 0.0 0.0 0.0 1.6 0.8 -1.3 0.0 0.1 Force, v = 2.91 k Force, Em= 5.83 k frame Col -E2DNR_$LJi-' Force, E = 2.91 k Line Line Hor2 Vert Back R 3.00. R o- 1.00, omega. 2.00 __ ____ _____ Cs= 0.1011 5 A 0.0 0.1 W 28.82 (k) 5 e 0.0 3.0 Force,v - 2.91(k) - S E 0.0 7.1 Force, Em= 5.83 k 5 F 0.0 1.1 Force, E 2.91(k) _ ______________________________________________________________________________ - EndWall Bracing Left R 3.00, Rho- 1.00, Omega. -2.00 C 1 20692 Seismic Design Report: 5/1/17 4:09pm s 0.10 1 _ ...._.._.:�_�_________�_�___-- I w = 10.78 ((k Force, v - 1.09 (k Force, Em= 2.18 (k Force, E 0.09 (k Building Oata Right R 3.00, R o= 1.00, omega= 2.00 ------------- Cs= 0.1011 Code -IBC 12 W = 8.01(k) Length = 80.00 Force, v = 0.81.(k) Width = 40.00 Force, Em= 1.62 (k) Left Eave Height = 16.00 Force, E = 0.81(k Right Eave Height 16.00 Seismic Formula Rigid Frames- R 3.00, Rho= 1.00 --------------- Cs= 0.1011 - Base Shear,V =0.667-Ie°Fa°5s°W/R Frame 1 W.= INS (k Force,v = 1.34 ((k vmin -0.044^SWIe.W Force, E = 1.34 (k Vmax =sdl•Ie°W/Wk T(MomentFrame) = 0.257 End Plates T(Braced-Frame) = 0.160 Frame R 3.00, omega. 3.00 Shear Force, E .Rho^V Total Base Sheaf (Rigid frame, endwall frame,wind bent,wind column&base reactions) Longitudinal Force, V = 5.83 (k) Sheaf FofC., Em Omega°V Transverse , (wall diagonal bracing, splice at rigid frame&wind bent knee) Force,V = 5.92 (k) Note:Applied load is seismic force multiplied by load combination _ Fa°SS 0.455 zone/Design Category= B Ie = 1.000 S1 0.080 SdI = 0.128 sds 0.303 Seismic Dead Load, w - _______------------- Frame Dead 3.00 (psf Roof Dead = 2.25 ((ps collateral 3.00(Ds Snow (20%)= 7.00(psf) Roof Total = 3.00 (15.25 (psf) weight- 48.80 (k) L_Ew Dead psf) weight. 1.11(k) FSw Dead = 3.00 (ps Weight= 1,92 (k) R Ew Dead = 3.00 (psf weight= 1.11(k) 9.Sw Dead = 3.00 (psf) weight= 1.92 ((k)) l_EW Extend Total 17.40 (psf) , weight= 2.78 (k) Total = 57.64 (k) ' Seismic Forces -------------- Roof Bracl ny R = 3.00, Rho- 1.00 Cs= 0.1011 .. w 11.02 <<k)) ' Force, V 5.16 (k) rorce, E = 5.16 (k) ' Sidewall Bracing Page 4 page 5 ROofDes.txt °20692 Roof Design Input S/1/17 4:09pm °(1)7OBiD: ' 20692 °(2)PROGRAM OPTIONS: Run Run Run Lap " Purlin Panel Brace SLi(( .Y. 'Y' 'Y 1.00 •(3)DESIGN CODE: ^Design ---Steel_Code--- ---Build--- code Seismic •code Cold Hot Country Code Year Lahel zone 'WS' 'NAU512 ' 'AISC10' ---- 'IBC ' 12 'SBC 12 "(4)DESIGN CONSTANTS: e ---Strength_Fdsmc--- ° ------Stye Ss_RaTio------ ---Seismic--- ° Purlin Panel wind-Frame Wind Frame Brace 1.0000 1.00 1.00 1.000 1.000 1.200 •($)STEEL YIELDS: °We Flq CSec WSeC RSCC P_S- T_Sec U3eC EP BP - 55.0 55.0 55.0 55.0 50.0 42.0 46.0 36.0 55.0 55.0 '(6)DEFLECTION LIMITS: ------Purlin----- ----Extension--- -----Gable_Ext---- facia ---Panel--- Facia winti_Frame 'Live wind Total Live Wind Total Live Wind Total Girt Live Wind Panel Wind Seis 150.0 150.0 0.0 150.0 150.0 150.0 75.0 75.0 75.0 120.0 120.0 120.0 120.0 60.0 50.0 °(7)REPORTS: Input Roof Eave Roof Cable Roof ° Echo Purlin 5trut Panel Brace Open '2' 'Y. 'Y' '2' 'Y' ROOF DESIGN °C B)BUILDING LAYOUT: •Build L_Expand_EW R_Expand_Ew - ---Dperl_Wall------- Column "Type Use Offset Use Offset L_EW FSW R_EW BSW ugi?n 'FF-' 'N 14.000 'N ' 14.000 N' 'N' 'N' 'N' - °(9)SURFACE SHAPE: No. x_Coord Y-Coord surf Cft) CfT) 4 0.0000 16.0000 20.0000 21.0000 40.0000 16.0000 40.0000 0.0000 °(SOJW'ALL BAY SPACING: °Wa l No. ---Bay_Ser--- ' Id Sets Width Ouan 1 1 13,3333 3 2 1 20.0Goo 4 3 3 11.0000 1 18.0000 1 11.0000 1 4 1 20.0000 4 5 1 20.0000 4 °(11)WALL OPENINGS: °Wa l No. Hay ° Id Open Id Offset Width HeigghtL NeigghtR Type option 1 3 2 1.9167 4.0000 6.0000 G.0000 1 2 7:4167 4.0000 6.0000 6.0000 1 3 5.0Goo 4.3333 6.0000 6.0000 1 2 4 1 3.0000 4.0000 6.0000 fi.0000 l 1 9.0000 4.0000 6.0000 6.0000 1 3 4:0000 4:0000 11.0000 11.0000 3 'N' 4 8.0000 4.0000 I1.0000 11.0000 3 'N' 3 2 1 3.8333 4.3333 6.0000 6.0000 1 'N' 2 1.0000 16.0000 14.0000 14:0000 1 'N' 4 4 1 8.0000 4.000a 11.0000 11.0000 3 2 4.0000 4:0000 11.0000 11.0000 3 4 70000 4.0000 6.0000 6.0000 1 'N' 4 13:0000 4.0000 6:0000 6.0000 1 'N' °(12)PARTIAL WALLS: Page 1 RDOfDeS.tXt ROOfDeS.txt 'Wall Set Of --Bay_rd-- Base Tap Fll-Load ----Panel----- Max_Pan Brace Each User_Selected-noof_Rays , •Id Bays Zd Use Start End Height Type Type Girt Col Part opt • Shear Type EW No. BaFd 1 O 71.8 'C' 'L' 1 2 2 0 0 3 0 4 0 •(26)HOOF BRACING ATTACHMENT: 'Wall No. °(No. Beam BEAM LAYOUT: ^Id Attach 0000 20.0000on " ° No. Beam --Ray_Id- Beam Beam 1 3 O.000D 7.O.0000 40.0000 *Beam Id Start End Offset Height 3 5 0.0000 11.0000 20.0000 29.0000 40.0000 0 +(27)WALL/INTERIOR BRACING OPTIONS: �(A)SURFACE EXTENSION/FRAME RECESS: ' -----------Order_Of_Selection----------- " •Surf ---Surf_Ext--- Frame-Recess *Hall Panel Diagonal wind wind weak,.Azis Brace ° Id Left Right Left Right ^ Id Shear Bracing Bent Column Rending Option Height 2 0.0000 0.0 00 1.0000 1.0000 2 'N' 'v ' 'N' 'N' 'N' -- 0.0 00 - 3 Q.DBOB 0.0000 1.0000 1.0000 4 'N' 'V 'N' Y. 'N' 0.0000 5 'N' 'N 'N' 'N' 'N' -- 0.0000 •(1S)ENDWALL COLUMN/RAFTER: +Wall LColumn R_Column •(28JSIDEWALL DIAGONAL BRACING: +Id Type Not Type Rot Rafter +*Wa 1 Max_Pan Brace user-Selected-SW-Bays 1 R' N' R' 'N' 'W8x10 + Id Shear Type No. Bay_Id 3 'R' 'N' 'R' 'N' 'w8X10 2 71.8 'c' 1 2 4 71.8 'C' 1 3 °(16)PURLINS: °Surf Purlin OS_F1g IS_Flg Set SetLap Max_Unbr -(2 No BENTS: ° Id Type Brace Brace Depth Ext Int Length 'wal Member,-----Column----- -----Rafter----- NO. 2 Z" 'C' 'N' 0.000 0.0000 0.0000 0.0000 ^id Type Depth Size Depth Size Bays Bay_Id 3 'ze' 'C' 'N' 0.000 0.0000 0.0000 0.0000 2 'R' 0.00 '--------' 0.00 '--------' 0 4 "R' 0.00"---__-_ - 0.00 0 +(17)PURLIN SPACING: 5 'R' 0.00 '--------' 0.00 '--------' 0 - °Surf Space Peak max Set No. -Purlin-set- Id Opt Space 5p.Ice Space Sets Space Quin •(30)WIND COLUMNS: 2 - 0.7500 5.0000 0, Id 0000 0 °wall Member-----Column----- No. Left/ 3 - 0.7S00 S.0000 0.0000 0 ° Type Depth Size Col Bay_Id Right " ' 2 'R' 0.00 '--------' 0 °(18)PURLIN SIZE: 4 'R' 0.00 '-------- 0 ^Surf Show No. 5 'R' 0.00 '--------' 0 +Id Id Purl purlin_Part ' 2 0 0 1(31)WALL BRACING ATTACIMENT: - 3 0 0 _ - 'wall NO.- Attach --Bay-Id-- No. ----Level---- °(19)REPLACEMENT PURLINS: °Id Attach Id Start End ConnCCt Option Level Height Strut °No. surf Bay ----Purlin--- 4 1 2 1 4 'F' 0 1 16.0000 'E' -Purl Id Id Id Part 0 +(32)INTERIOR DIAGONAL BRACING: •No Attach Brace user-selected_Int_Bays •(20)EAVE STRUT: °grace Offset Type NO.. eay_Id *Wall EaVe No. 0 •Id Type EaVe Eave_Part 2 'EO' 0 +(33)INTERIOR BRACING ATTACHMENT: 4 'ED' 0 • No. Attach --BaySd-- No. °(21�WALL GIRT' °Act Offset'Start End Level Level-Height °wal Girt Girt ' °Id Type Part Offset Pro? °(34)EAVE EXTENSIONS SIZE: 1 ze' 8x25z16' 0.000 0.000 -Wal 1l No. Ext --Bay-Id-- ---Extension --- Edge_Extend EaVe 7 '2B' HX25Z16' 0.000 0.000 •IJ Extend Id Start End Height Width Slope Left Right Type 3 'ZB' 8x25Z16' 0.000 0.000 2 0 4 'zs' Bx25216' 0.000 0.000 4 0 - °(22)GUTTEH/SOLUIER COLUMN: •(35)EAVE EXTENSIONS PURLINS: °Wal}l --Gutter-- soldier opt ^Ext Purlin OS_F1g IS_Flg Set Set-Lap ' Max_UnBr Peak Max Set °Id Use Width Rafter Brace •id Type Brace Brace Depth Ext Int Length Space Space Space. 2 'N' 0.000 4 'N' 0.000 - - •(36)CANOPY SIZE: •Wall No. Ext --Bay_Id-- ---Ext11SiOn_Size--- EJge_Extend EaVe +(23)PANE LS: •Td Extend Id $tart End Heigght Width slope Left Right Type ^wall Roof standing insulation Roof - 1 1 1 1 3 13.500 4.000 0.50 0.00 0.00 'EO' +Panel Panel seam Use Thick Liner 2 0 'R-26 ' 'R-26 'N' '0' 6.000 '--------' 3 0 4 0 +(24)ROOF RRACINf,OPTIONS: ° -----L_EW_Brdce_To_FramC----- -----R,.EW_Drace_To_T!'ame---- °(37)CANOPY PU RLZNS: *Panel Diagonal Left-Bay Righteay Left-Bay Right-Bay •Ext Purlin OS_Flg IS_F1g Set SetLap M.X-UnBr Peak Max Set °Shear Bracing Opi Part Opt Part---_ Upt Part Opt Part _ •Id Type Brace Brace Depth Ext Int Length Space Space Space 'N' 'Y ' '-' '--------' '-' '---- '-' '--------' '-' '--------' 1 'ze' 'c' 'C 0.000 0.0000 0.0000 0.�000 0.7500 5.00DO 0.0000 +(25)RDOF DIAGONAL BRACING: 1(38)CANOPY PANELS, GUTTER&DOWNSPOUT: Page 2 page 3 Roofves.txt RoofDes.txt 'Ext Standing---Gutter--- *EW *Id Part Seam Use width *wind surf No zone Purlin N. 0.000 *Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 .. Interior "(39)FACIA/PARAPET LAYOUT: 1 3 1 1 0.00 0.00 1.00 .. Interior *Wall NO. Ext --Bay-id-5 Cdge_Extend E.ve ---Gutter--- -End-option- 2 2 1 1 0.00 0.Go 1.00 .. Interior *Id Extend Id Type Start En J Left Right Mount Type use width Left Right 2 3 1 1 0.00 0.00 1.00 .. Interior 1 0 2 0 •(49)EXTENSION BASIC LOADS: 3 0 -------Purli O_Wind------- --------Panel-wind-------- ' 4 0 *EXL Dead Collar Li Ve Snow Rain Attach-Beam Facia_Oeam Attach-Beam FaCia_Beam *Id Load Load Load Load Load Press SUCt Press SuCt Press Suct Press Suct *(4o)FACIA/PARAPET SIZE: 1 5.00 0.00 20.00 62.00 0.00 0.00-44.32 0.00 0.00 0.00-44.32 0.00 0.00 ^En ----ExtenSiOn_Size----- ---------Facia--------- Arm Back Facia *Id Height width Slope EleV Height slope Slope Slope Project *(50)PURLIN DESIGN LOADS: *Surf No. Load -Add_SnoW- ---Windl--- ---wind2--- Aux-Load *(41)FACIA/PARAPET PURLINS: * Id Load id Dead collat Live Snow Drift Slide Rain Press suet Press suct Id Coef •Ext Purlin OS_Flg I5_Flg Set setLap Max_unBr Peak Max Set 2 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 •Id type Brace Brace Depth Ext Int Length Space Space Space 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 *(42)FACIn/PARAPET PANELS: 4 1.00 1.00 0.D0 0.75 O.OD 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 •Ext ---Roof_Panel-- ----SOffi t_Panel--- -Front_Panel-- ----8ack.Panel----- 5 O.60 0.00 0.00 U.00 0.00 0.00 0.no 0.00 0.60 0.00 O.OD 0 0.00 •id size seam Size Rot Space Size SSeam Size Rot Space 6 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.80 0.00 0.00 4 1.00 *(43)EXTENSION BRACING: 8 1.DU 1.00 0.00 0.50 0.00 a 00 0.00 0.00 0.00 0.00 0.00 5 1.00 *Ext Run MaX_Pan Brace User_Selected_Bays 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 O.DD 0.00 1 1.00 *id Brace Shear Type No. Say_Id 10 1.00 1.00 0.G0 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1 N. 71.8 -- 0 11 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1-1.00 12 1.00 1.00 0.00 1.00 0.00 0.(10 0.00 0.00 0.00 0.00 0:00 2-1.00 *(44)WALL BASE ELEVATION/DEAD: 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.G0 0.00 6 1.00 *wall ease wall Seis --X Open-- 3 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 Id Elev Dead opt seis Wind 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 1 0.00 3.00 'Y' 0.00 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0:00 0.00 0 0.00 2 0.00 3.00 'Y' 0.00 0.00 4 1.00 1.00 0.00 0.75 0_00 0.00 0.00 0.45 0.00 0.00 0.00 0 0.00 3 0.00 3.00 'Y' 0.00 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 4 0.00 3.00 'Y' 0.00 0.00 6 1.00 1.00 0.00 0.50 a 00 0.00 0.00 U.00 0.00 0.00 0.00 3 1.00 5 O.OD A.25 'Y' 0.00 0.00 7 1.00 1.00 0.00 0.50 D.OD 0.00 0.00 0.00 0.0. 0.00 0.00 4 1.00 e 1.00 1.00 0.00 0.50.0.00 D. 0.00 0.00 U.00 0.00 0.00 5 1.00 *(45)eaSlc LOADS: ---Deflection-- wind wall Seismic 9 1.00 1.00 0.00 0.5D 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 Dead collat Live Snow Rain Basic Load_Rati0 Load --Friction-- Edge Ld_Rat 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 * Load Load Load Load Load Wind Snow wind seis factor wind Coef Zone Factor 11 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1-1.00 2.3 3.0 20.0 35.0 0.0 20.1 1.00 0.66 1.00 0.60 20.1 0.0000 4.000 1.0000 12 1.00 1.OU 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2-1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 *(46)WIND PRESSURE/SUCTION: *(51)PURLIN DESIGN LOADS: Deflection Wind wind wind ^surf No. Load -Add-Snmw- ---windl--- ---Wind2--- AUIC_Load * Press Suct Suct_Roof * Id Load Id Dead Collat Live Snout Drift Slide Rain Press suct Press Suct Id Coef 16.0 -19.7 .. Purl ins 2 o 0.0 :1 :7 3 .. Purlins, Gable Extension 3 0 16.0 -21.a .. Interior Roof Panels 11.7 -2.2 -11.1 .. Long Bracing, Building *(52)BRACING DESIGN LOADS: Frame 15.9 -5.0 .. Long BraCi ng, Wall Edge Zune No. Load -Add_Snow- Long_Wind AUK-Load 30.2 -20.1 16.1 .. Long Bracing, Facia/Parapet * Load Id Dead Collat Live snow Drift slide Rain Ewl Ew2 Seis Id Coef 10 1 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 *(47)EDGE AND CORNER ZONES FOR PURLINS AND PANELS: 2 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 *wind Surf No Zone ---Purlin--- --Panel---- screw 3 1.00 1.00 0.00 0.75 0.D0 0.00 0.00 0.45 0.00 0.00 0 0.00 *Id Id Zone id Width Length Press Suct Press Suct sect 4 1.00 1.00 0.DO 0.75 0.00 0.00 0.00 0.00 0.45 0.0G 0 0.00 , 1 2 9 1 0.00 0.Oa 1.00 1.00 1.00 1.00 1.00 .. Interior S 0.60 0.00 01 0.00 0.00 0.00 O.OD 0.60 0.00 D.00 0 0.00 3 0.00 4.00 1.00 1.41 1.00 1.71 1.13 .. Ed9e_Left 6 0.60 0.00 0.00 0.00 0.0a 0.00 0.00 0.00 0.60 0.00 O 0.00 4 4.00 D.00 1.00 1.41 1.00 1.73 1.73 .. Edge_Top 7 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 O.UU 5 0.00 4.00 1.00 1.41 1.00 1.73 1.73 .. Edg"ight 8 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 6 4.00 0.00 1.00 1.41 1.00 1.73 1.73 .. Edge_Bottom 9 1.03 1.03 0.00 0.75 0.00 0.00 0.00 O.OD 0.00 0.52 0 0.00 7 4.00 4.OU 1.00 2.22 1.00 2.57 2.57 .. Corner_7op-Left 10 0.56 0.00 ONO 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 8 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. Corner_Top-Right 9 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. COrner_Bottom-Right *(53)BSnCING DESIGN LOADS: Brace 10 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. Corner_eottom-Left N0. Load -Add-snow- Long-wind AUX_LOad 1 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. interior * Load Id Dead collat Live Snow Drift slide Rain Ewl EW2 seis Id CDef 3 0.00 4.00 1.00 1.41 3.01 1.71 1.73 .. Ed Left 10 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 4. 4.00 0.00 1.00 1.41 1.00 1.73 1.73 .. Edge_Top 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0,45 0.00 0 0.00 5 0.00 4.00 1.00 1.41 1.01 1.71 1.71 .. 11, ight 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0 0.00 6 4.00 0.00 1.00 1.41 1.00 1.73 1.73 .. Edge_Bottum 14 1.00 1.00 0.00 0.75 G.00 0.00 0.00 0.00 0.45 0.00 0 0.00 7 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. Corner_7op-Left 15 0.60 0.00 0.00 0.00 0.Do 0.00 0.00 0.60 0.00 0.00 0 0.00 8 4.OU 4.00 1.00 2.22 1.00 2.57 2.57 :. Corne r_Tup-Right 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 9 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. corner_BottOM-Right 17 1.04 1.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 4.00 4.00 1.00 2.22 1.00 2.57 2.57 .. Corner_BOtto.-Left 18 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 2 2 1 1 0.U0 Elm 1.00 1.00 1.G0 1.00 1.00 .. Interior 19 1.03 1.03 O.OD 0.15 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 2 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 20 0.56 0.00 0.00 0.00 0.00 0.00 O.OD 0.00 0.00 0.70 0 0.00 *(48)EDGE AND CORNER ZONES-LONGIrUDINAL: *(54)EXTENSION DESIGN LOADS: Page 4 Page 5 Roofoes.txt ROOfDes.tMt No. Load wind wind + Load Id Dead Coll at Live Snow Rain Press SD ct °(64)PANEL SCREWS: ' 5 1 1.00 0.00 1.00 0.00 0.00 0.00 0.00 °No., Screw Washer Screw Screw 2 1.00 0.00 0.00 1.00 U.00 0.00 0.00 °Zone Zone Part Dia Did Space strength 3 1.00 0.00 0.70 0.00 0.00 0.45 0.00 0 4 1,00 0.00 0.00 0.75 0.00 0.45 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.60 °(65)EXPANSION]DINTS: °No. '(SS)EXTENSION DESIGN LOADS: Def)CCtion °EXp EXpansi On-Location No. Load Wind Wind 0 ° Load Id Dead Collat Live snow Rain Press suet O °(o6)AAdd 5urfINs-Bay_Id-- -Su rface_Offset- °(S6)PANEL DESIGN LOADS: 'Add Zd Id start End Sian End + No. Load -Add-slow- ---windl--- ---Windt--- AUX_LDad 8 1 2 1 1 0.0000 4.0000 + Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press suet id Coef 2 2, 4 4 0.0000 4.0000 6 1 1.OD 0.00 1.DO 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0 0.00 3 2 1 1 16.6155 20.6155 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 ! 4 2 4 4 16.6155 20.6155 3 1.00 O.UO 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.Go 0.00 0 0.00 5 3 1 1 16.6155 20.6155 4 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 O.UU 0.00 0 D.00 6 3 4 4 16.6155 20.6155 5 0.60 O.U0 U.Ua 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 7 3 1 1 0.0000 4.0000 6 1.00 0.00 0.00 0.U1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 8 3 4 4 0.0000 4.0000 '(57)PANEL DESIGN LOADS: Deflection °CG7)PURLIN SYSTEMS: No. Load -Add-Snow- ---windl--- ---Windt--- Aux-Load +Surf Nn. System Added_Purlins °Load Id Dead Collat Live Snow Drift Slide Rain Press Suct Press Suct Id Coef °Id System Id No. Id 4 7 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 2 2 1 0 8 0.00 0.00 0.00 1.00 0.00 O.UD 0.00 0.00 0.00 0.00 0.00 0 0.00 2 4 1 2 3 4 9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 3 2 1 0 10 0.00 0.00 0.00 0.00 '0.00 0.00 0,00 0.00 0.60 0 000 0.00 0 0.00 2 4 5 8 7 8 +(SS)AUXILIARY LOADS: +(68)ROOF OPENING LAYOUT: , °No. Aux AUX NO.Sdd Add_Load Open -Location- Frame--Surface-- ----Bay---- •Aux Id Name Combs Id Coef °No_ Id Use Id opt type Id offset Id" Offset Width Length Ref 6 1 'PATSL_l 1 1 0.50 0 2 'PATSL_2 1 4 0.50 3 'PATSL3 ' 2 1 0.50 '(69)ROOF OPENING rRAMING: 2 0.50 'Open lamb Head----Support---- Panel 4 'PAT-St-4 ' 2 2 0.50 _ °Id Type Type Type Opt Depth opt Load 3 0.50 5 'PAT-SL-5 ' 2 3 0.50 '(70)LOAD COEFFICIENT ADJUSTMENTS: 4 0.50 6 'UNBSL 4. 5 1.00 Surf zone Basic ----Step-I--- ----Step.1--- 6 0.51 °No. Id Id Load Area Coef Area Coef 7 1.00 0 8 0.51 °(59)ADDITIONAL LOADS: '(71)DE CODE OPTIONS: ' L condition • °N Even No. VCO o.Add surf Basic Load Load F D ---Surface--- 0 'Add Id Id, Load Type Orn W1 W2 D1 D2 start End B 1 0 •US NO'w' 0 'L' -35.0 -3S.0 O.00DO,20.0000 0.000 0.000 °AUXILIARY LOAD DESCRIPTIONS: 2 0 'USNOw' 'D ' 'L' -35.0 _35.0 20.0000 40.0000 0.000 0.000 •Aux 3 0 'USNOw' 'D ' •L' -35.0 -35.0 40.0000 60.0000 0.000 0.000 ' id Description _ 4 0 'USN OW' 'D ' 'L' _35.0 -35.0 60.0000 80.0000 0.000 0.000 1 Pattern Snow load 5 2 'USNOw' 'D' 'T, _35.0 -35.0 0.0000 20.6155 0.000 80.000 2 Pattern snow load 6 2 'U_SNOw. 'D• 'T' -35.0 -35.0 11.2919 20.615S 0.000 80.000 3 Pattern snow load 7 3 'USN Ow' 'D 'T' -35.0 -35.0 0.0000 20.6155 0.000 80.000 4 Pattern Snow load B 3 'U_SN ri' 'D ' 'T' -35.0 -35.0 0.0000 9.3236 0.000 80.000 5 Pattern snow load 6 Unbalanced snow load °(6O)PURLIN LAPS: ° 'Surf Data -----Set_1------- ------Set_2------- ------Set_3------- °ADDITIONAL LOAD DESCRIPTIONS: °Id opt Sets Left Right Quan Left Right Quan Left Right Quan °Add 2 _ g ° Id Description 3 - 0 1 Pattern snow lead bay 1 2 Pattern snow load bay 2 °(61)PURLTN LAPS: Extensions 3 Pattern Snow load bay 3 °Ext Data ------Set_1------- ------Set-2------ ------Set_3------- 4 Pattern snow load bay 4 °Id Opt sets Left Right Quan Left Right Quan Left Right Quan S unbalanced snow load surface 2 1 - 0 6 Unbalanced snow load surface 2 7 Unbalanced snow load surface 3 '(62)PURLIN STRAPS: 8'Unbalanced snow load surface 3 .. No. •opt Bay straps/Bay +Code files used: ,Or 0 IBC.12 _ ROOFIBC.12 Version 4.0 °(63)PURLIN STRAPS: Extensions 'Exi No. ° Panel 'I1 Baay Straps/Ray * Start 0.000 Page 6 Page 7 RcofOes.txt Roofoes.txt ------------_---_-_-__ LAYOUT: (Purlin Id= 3) 20692 Design Code S/1/17 4:09pm Available ues59n Reduction Bay Length ---Lap(ft)-- Load No. Factor STRUCTURAL CODE: Id Part Cft) Left Right Width Brace Out In Design Basis w5-working Stress --- _- ------ ----- ----- ----- ----- ---- ---- Hot Rolled steel AISC10 LEXt 11X2SZ14 1.00 4.91 0 0.00 0.70 cold Formed steel NAuS12 1 11x25214 19.00 3.00 4.91 0 O.OD 0.70 2 11X25Z14 20.00 3.00 1.00 4.91 0 a 00 0.50 BUILDING CODE: 3 11x25Z14 20.00 1.0D 3.00 4.91 0 0.00 0.50 wind Code inc 12 4 11x2Sz14 19.00 3.00 4.91 0 0.00 0.70 Seismic Zone a RExt 11X25Z14 1.00 4.91 0 0.00 0.70 MODULUS OF ELASTICITY LOAD Io 1: Dead+Callateral+Live Hot Rolled steel 29000 CksiI ---------------------------------------------------------- Cold Formed steel 29500 (ksi) ANALYSIS: --------Shear(k)--------- --------------Noment(f-k)--------------- 20692 Purlin Layout(Su rface=2) S/1/17 4:09pm Bay Left Left Right Right Left Left MidSpan Right Right -- ,_-.. -.__.:________.__,_ Id sup Lap Lap Sup SUP Lap Mom Loc Lap SUP PURLTN SYSTEM COMBINATIONS: LEXt 0.00 -0.12 0.00 0.01 0.50 0.06 System -------Purlin------ Added-Purlin Total show ---Max_uc--- 1 0.83 -1.05 -1.40 0.06 -2.97 7.06 1.83 S.51 Id Depth Raw weight Row weight weight Report Purlin Panel 2 1.28 0.93 -0.95 -1.07 5.51 2.20 -1.48 10.90 2.38 3.39 - -- ----- --- ------- --- ------- ------- ------ --------- 3 1.07 0.95 -0.93 -1.28 3.39 2.38 -1.48 9.10 2.20 5.51 1 11.5 4 1650,6 0 0.0 1650.6 Y 0.94 0.88 4 1.40 1.OS -0.83 5.51 1.83 -2.87 11.94 0.06 2 10.0 5 1749.5 4 272.8 2022.3 0.99 0.64 RExt 0.12 0.00 0.06 0.01 0.50 0.00 STRENGTH/DEFLECTION: SURFACE LAYOUT! Bay -------Sh ear(k)------- -----MOment(f-k)------ -Mom4Shr- Deflect(in) Surface No. Peak id Lac Calc Limit UC Lot CaIC Limit U[ Lot UC Calt Limit Id Length ROW Space ____ ___________________ ___________________ ------- ------- --- ----- LEXt RSup -0.12 3.03 0.04 RSup 0.06 8.47 0.01 Lsup 0.00 0.04 2 20.616 4 0.750 1 RLap -1.05 3.03 0.35 HAS -2.97 6.99 0.41 RLap 0.39 -0.20 2 RLap -0.95 3.03 0.31 RLap 2.38 7.69 0.31 RLap 0.39 -0.07 PURLIN LOCATION: 3 LLap 0.9S 3.03 0.31 LLap 2.38 7,69 0.31 LLap 0.39 -0.07 Purlin Surf Load Dead show ------Max-Load------ 4 LLap 1.05 3.03 0.35 mids -2.87 6.99 0.41 LLap 0.39 -0.20 _ Id Offset Space width Load Report Id UC Report Notes RExt LSup 0.12 3.03 0.04 LSUP 0.06 8.47 0.01 LSup 0.00 0.04 ______ ______ _____ _____ ____ ______ ___ ____ _________ ------ 1 4.727 4.727 4.847 1.06 7 0.74 14om+Shr UNBRACED LENGTH: 2 9.693 4.966 4.966 1.04 7 0.74 Mom+Shr - Bay major -------Minor(ft)-------- -----------Cb----------- -------Moml/MOm2------- 3 14.660 4.966 4.966 1.04 Y 13 0.94 Mom,Shr id (ft) LSup LLap Mids RLap RSup Lsup LLap Mids RLap RSup LSup LLap Mi dS RLap RSVP 4 19.626 4.966 3:473 1,49 13 0.66 Mum,shr ---- ---- ------------------- -------------------- -------------------- 20.616 0.990 LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 1 19.0 14.0 0.0 0.0 2.0 3.0 1.14 1.00 1-00 1.73 1.40 1.00 1.00 1.00 0.00 0.31 Average. 1.13 2 20.0 3.0 2.9 a 0 3.1 1.0 1.3S 1.719 1.00 1.79 1.14 0.40 0.00 1.00 0.00 a 70 3 20.0 1.0 3.1 0,0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1.00 0,00 0.40 4 19.0 3.0 7.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 1.00 LAYOUT: RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Design --LaP(ft)-- NO. unit Total Id Part Length Left Right Brace" weight weight LAP BOLT SHEAR/BEARING: _ ___ _____ _____ _____ ______ ______ Bolt=0.500 (A325) LEXt 11x25Z14 1.00 0 4.4 17.6 1 11x25Z14 19.00 3.00 0 96.6 36.3 Bay-----Left-Lap(k)------ -----Right_Lap(k)----- 2 11x25Z14 20.00 3.00 1.00 0 105.4 421.4 Id Calc shear Bear UC calt Shear Bear UC 3 11X257 4 70,00 1.00 3,00 0 105.4 421.4 ----------------------- --------------- ---- 4 11X25z14 19.00 3.00 0 96.6 386.3 1 0.46 5.30 2.27 0.20 RExI 11X7Sz14 1.00 0 4.4 17.6 .2 0.46-5.30 2.27 0.20 0.95 5.30 2.27 0.37, ------ ------ 3 0.85 5.30 2.27 0.37 0.46 5.30 2.27 0.20 Total(lb)- 412.7 1650.6 4 0,46 5.30 2,27 0.20 LOAD Io 2 : Dead+collateral+Snow ______________________________________________________________________ LOAD COMBINATIONS: ANALYSIS: - 7-Dead+Collateral+Snow/2+PAT-SL_4 --------Shear(k)--------- --------------Moment(f-k)--------------- 13-Dead+Collateral+UNB_SL Bay Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup sup Lap Mom Lot Lap Sup ____ _____ ----- _____ _____ _____ _____ _____ _____ _____ _____ 20692 Pu rl in(Surface=2, Id- 3) 5/1/17 4:D9pm LEXt 0.00 -0.19 0.00 0.02 0.50 0.09 =n�= 1 1.32 -1.67 -2.23 0,09 -4.56 7.00 2.91 8.76 ------------------------------- 2 2.04 1.48 -1.51 -1.70 8.76 3.49 -2.35 10.90 3.78 5.38 ROOF PURLIN 3 1.70 1.51 -1.48 -2.04 5.38 3.78 -2.35 9.10 3.49 8.76 Su rfate Id 2 4 2.23 1.67 -1.32 8.76 2.91 -4.56 11.94 0.09 Purlin Id 3 RExt 0.19 D.00 0.09 0.02 0.50 0.00 offset =14.72 ------------------------------- STRENGTH/DEFLECTION: say -------shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) Id Loc Calc Limit ❑C Loc Calc Limit UC Loc UC Calc Limit Page 8 Page 9 __- ROOfDes.txt ROnfOes-t%i LEXt RSUp -0.7I 3.01 0-06 RSup 0,09 B.A7 0,01 RSUp D,O6 0,07 , 1 RLap -1.67 3.03 0.55 nid5 -4-56 6.99 0-65 RLap 0.62 -0.31 ANALYSIS: 2 RLap -1,51 3.03 0,50 RLap 3-78 7,59 0,49 RLap 0.63 -0.11 --------Shear(k)--------- --------------Moment(f-k)--------------- 3 LLap 1.51 3.03 0.50 LLap 3.78 7.69 O.M19 LLap 0.63 -0.11 Bay Lett Left Ri9h[ Right Left Left MidSpan Right Right 4 LLap 1.67 3.03 0.55 Mids -4.56 6.99 0.65 LLap 0.62 -0.31 Id Sup Lap Lap Sup Sup Lap Mom LOC Lap sup ftExi I.Sun 0.19 3.03 0.06 LSup 0.09 8.47 0.01 1-Sup 0.06 0.07 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.18 0.00 0.02 0.50 0.09 UNBRACED LENGTH: ` 1 1.20 -1.63 -2,17 0.00 -4-44 7.06 2.63 8.57. Bay Maier -------Mine(ft)-------- -----------Lb----------- --------mom l/MOm2------- 2 1.98 1.44 -1.47 -1.65 8.52 3.39 -2.2a 10.90 3.67 5.24 Id (ft) LSup LLap MiAdS RLap RSUp LSup LLap MidS RLap RSup LSUp LLap MidS RLap RSup 3 1.6S 1.47 -1.44 -1.98 5.24 3.67 -2.28 9.10 3.39 8.52 ____ _____ ____________________ __________________ _______________ 4 2.17 1.63 -1.28 8-S7- 2.83 -4.44 11.94 0.09 LExt 1.0 1.0 1.0 1.0 1-0 1.D 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1-00 1.00 1.00 _ RExt 0.18 0.00 0.09 0.02 0.50 0.00 1 39.0 14,0 0.0 0,0 2.0 3-I1 1.14 1.00 1-00 1.73 1.40 1.00 1,00 1.00 0.00 a 33 2 20.0 3.0 2.9 0,0 3.1 1.0 1,35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0,00 0-70 IT"ENGTH/nEFLEc'rmN: 3 20.0 1.0 3.1 0.0' 2.9 3.0 1.14 1.79 1-OD 1.78 1.35 0.70 0.00 1.00 0.00 0-40 Bay -------5hear(k)------- -----Moment(f-k)------ -raom+5hr- OeflccL(i n) 4 19.0 3.O 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0-33 0-00 1.00 1.00 1.00 Id Loc Calc Limit UC Luc CaIC Limit. UC Loc tic talc Limit j RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2-30 2.30 1.00 1.D0 1.00 1.00 1.00 ____ ___________________ ___________________ ________ LEXL RSup -0-18 3.03 0.06 RSup 0,09 8,47 0,01 RSUp 0,06 0.06 LAP BOLT SHEAR/BEARING: 1 RLap -1.63 3.03 0.54 MidS _4.44 6.99 0.64 RLap 0.61 -0.30 Dolt=0.500 (A325) 2 RLap -1.47 3.03 0.49 RLap 3.67 7,69 0.48 RLap 0.61 -0.10 3 LLap 1.47 3.03 0.49 LLap 3-67 7.69 0.48 LLap 0.61 -0,10 Bay-----Left_Lap(k)------ -----RighiLap(k)----- 4 LLap 1.63 3.03 O.S4 Mi dS -4,44 6.99 0.64 LLap 0.61 -0.30 Id Colt Shear Bear UC Calc Shear Bear UC RExt LSUp 0-18 3.03 0.06 LSup 0.09 8.47 0.01 LSup 0.06 0.06 _______________________ ___________________ _ 1 0.73 5.30 2.27 0.32 - UNBRACED LENGTH: 2' 0.73 5.30 2.27 0.32 1.35 5.30 2.27 0.59 Bay Ma]]ur -------Min�r(ft)-------- -----------Cti----------- --------Mom1/MOm2------- 3 1-35 5.30 2-27 0.59 0.73 5.30 2-7.7 0.32 _Id (PC LSup LLap MidS RLap RSup LSup LLap Mids RLap RSup LSup LLap Mids RLap RSUp 4 0.73 5,30 2.27 0.32 _____ ________ ____________ _____ _____________ ____________________ LOAD ID 3.: Dead+Collateral+0.75Live+U.45Wind-Pressurel LExt 1,0 1,0 1,0 1,0 2:0 3.0 1.14 1.00 1.00 1.30 1.40 1.00 1.00 1.00 0.00 1.00 1 19-0 14,0 0.0 0.0 2.0 3.0 1.14 1.00 1.00 1.73 1.M10 ,1.00 1.OU 1.00 0.00 0.33 ------------------------------------------=--------------------------- 2 20-0 3.0 2-9 0-0 3-1 1,0 1,35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0.00 0.70 3 20-0 1.0 3-1 0-0 2.9 3.0 1.14 1.79 1.00 1.79 1-35 0-70 0.00 1.OU 0-DD 0,40 ANALYSIS: 4' 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1'14 0.33 0.00 1.00 1.00 1.Go --------Shear(k)--------- --------------Moment(f-k)--------------- RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right Left Left MidSpan Right Right Id Sup Lap lap Sup Sup Lap Mom LOC Lap Sup LAP BOLT SHEAR/BEARING: _____ _____ _____ _____ _____ _____ Bolt=O.S00(A32S) LEXL 0.00 -0.13 0.Go 0,02 0.50 0.06 1 0.92 -1.16 -1.55 0,06 -3.17 7.06 2.02 6-09 Bay-----Left_Lap(k)------ -----Right-Lap(k)----- 2 1.42 1.03 -1 as -1.18 6.09 2.42 -1.fi3 10-90 2.62 3.74 Id Calc Shear Bear UC Calc Shear Bear UC 3 1.IS 1.05 -1,03 -1,42 3.74 2.62 -1.63 9-10 2,42 6.09 -------------- --------- ------------------- 4 1,55 1,16 -0.92 6,09 2.02 -3.67 11-94 0.06 1 0.71 5.30 2.27 0.31 RExt 0.13 0.00 0.06 0-02 0.so 0,00 2 0.71 5.30 2.27 0.31 1-31 5.30 2.27 0.58 3 1.31 5,30 2.27 0.58 0.71 5.30 2.27 0.31 STRENGTH/DEFLECTION: 4 0,71 5.30 2.27 0.31 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect�in) % LOC CalC Limit UC LOC Cal Limit UC LOC UC Ca IC Limit LOAD ID 5 : O.6Dead+O.6wind_SUctionl ____ ___________________ ___________________ ---____ _____ LEXt RSup -0,13 3.03 0.04 Rsup 0,06 8.47 O.U1 Lsup 0,00 0.05 1 RLap -1.16 3.03 0.38 MidS -3'-17 6.99 0.45 RLap 0.43 -0.22 ANALYSIS: 2 RLap -1.OS 3.03 0.35 RLap 2-62 7,61 0.34-RLap 0.44 -0,07 --------Shear(k)--------- ------------moment(f-k)--------------- 3 LLap 1.05 3-03 0.35 LLap 2.62 7-69 0.3I LLap 0.44 -0.07 Bay Left Left Right Right Left Left MidSpan Right Right 4 LLap 1.16 3.03 0.38 Mids -3.17 6.99 0.45 LLap 0.43 -0.22 Id Sup Lap Lap SUP Sup Lap Mom LUC Lap 5up RExt 1-Sup 0.13 3.03 0.04 LSUp :0.06 8.47 0.01 LSup U.00 0-OS _____ _____ _____ _____ LEXt D.00 0.08 0.00 -0.01 U.50 -0.04 UNBRACEU LENGTH: 1 -0.45 0.49 0,65 -0,04 1.37 7.006 -0.86 -2.57 Ba Ma or -------Minor ft-------- -----------Cb----------- --------Moml/Mam2------- y )) C ) - 2 -0.59 -0.43 0.44 0.49 -2.57 -1,U4 0.fi7 10-95 -1.08 -1.54 Id Cft) LSup LLap MiES RLap RSup LSUp LLap MAS RLap RSUp LSup LLap Mies RLap RSVP 3 -0,49 -0,44 0.43 0.59 -1.54 -1.08 0.67 9.05 -1.04 -2.57 LEXL 1.0 1.0 1.0.1.0 1.0 1.0 2.30 2,30 2,30 2,30 2.30 1,00 1,00 1.00 1.00 1.00 4 -0.08 -0.49 0-45 -0.04 -0.86 0.01 11-94 -0.00 1 19.0 14,0 0,0 0,0 2,0 3-0 1,14 1.00 1.00 1.73 1.40 1.00 1.00 1.00 0.00 0,33 RExt -0.08 0-00 -0.0A -U.O1 0.50 0.00 2 20.0 3.0 2.9 0-0 3.1 1.0 1.35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0.00 0.70 S7RENGTII/DEFLECTION: 3 20.0 1.0 3,1 0.0 2.9 3-0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1,00 0.00 0.40 Bey -------Shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) 4 19.0 3-0 2.0 0.0 0-0 14.0 1.40 1.73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 1.00 - Id LOC Calc Limit UC Lot Calc Limit UC LOC UC CaIC Limit RExt 1.0 1-0.1.0 1.0 1.0 1.0 2.30 2.30 2.30 2-30 2.30 1.00 1.00 1.00 1.00 1.00 ____ __________ ____ __________--______ ________ LExt Rsup 0.01 3,03 0,01 RSup -0.04 -6,99 0.01 LSup 0.00 -0,02 LAP BOLT SHEAR/BEARING: 1 RLap 0-49 3-03 0.16 MidS 1-37 7.00 0.20 RLap 0.IS 0.09 Bolt-0.500(A325) 2 RLap 0.41 3.13 0-141 RLap -1,01 6-99 0.15 RLap 0.IS 0.03 3 LLap -0-44 3.03 0.14 LLap -1.08 6.99 0.IS LLav 0.18 0.03 Bay-----Left-Lap(k)------ -----Right_Lap(k)----- 4 LLap -0-41 3,03 0.16 MidS 1,37 7,00 0.20 LLap 0.is 0.09 Id calf Shear Bear UC Calc Shear Bear tic RExt LSUp -0.08 3.03 0.03 LSup -0.04 6.99 0.01 LSUp 0,00 -0.02 _______________________ _______________---- 1 0.51 5.30 2.27 0.22 UNBRACED LENGTH: ' 2 0.51 5.30 2,27 0.22 0.93 5.30 2.27 0.41 Bay Ma7'or -------Minor(ft)-------- ------------cb----------- --------Moml/Mom1------- 3 0,93 5.30 2.27 0.41 0.51 5.30 2.27 0.22 -Id (ft) LSup LLap MidS RLap RSup L5up LLap MidS RLap Rsup LSup LLap Mids RLap RSup 4 0.51 5.30 2.27 0,22 _____ ____________________ __________________--_ -___________________ LEXL 1.0 1.0 0.0 0.0 0.0 0.0 2.30 1.00 1.00 1.00 1.00 1.00 1.00 1.GO 1.00 1.00 LOAD ID 4 Dead+collateral+0-755now+0.45wind_Pressurel 1 19.0 0-0 14.0 14-0 0,0 0,0 1.00-1.13 1.13 1.00 1-00 1-00 1.00 1.00 1.00 1.00 Page 10 Page 11 ROOfDes.txt RoofDes.txt 2 20.0 0.0 0.0 10.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 STRENGTH/DEFLECTION: - 3 20.0 0.0 0.0 10.0 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) 4 19.0 0.0 0.0 14.0 14.0 0.0 1.00 1.00 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 Id Lot Ca1C Limit UC LOC CaIC Limit UC Lac UC Calc Limit REXt 1.0 0.0 0.0 0.0 0.0 1.0 1.00 1.00 1.00 1.00 2.30 1.00 1.00 1.00 1.00 1.00 + ---- ------------------- ---- ----05---47--01 -------- ---------- LExt RSup -0.11 3.03 0.04 RSup 0.05 8.47 0.01 LSup 0.00 0.03 LAP BOLT SHEAR/BEARING: 1 RLap -1.02 3.03 0.34 RLap 2.77 7.66 0.36 RLap 0.44 -0.10 BOIt=0.500(A325) 2 RLap -1.70 3.03 0.56 RLap 4.87 7.63 0.64 RLap 0.74 -0.19 3 LLap 1.70 3.03 0.16 LLap 4.87 7.63 0.64 LLay 0.74 -0.18 Bay-----Left_Lap(k)------ -----Right_Lap(k)----- 4 LLap 1.02 3.03 0.34 LLap 2.77 7.66 0.36 LLap 0.44 -0.10 Id Calc shear Bear UC Calt Shear Bear UC _ REXt Lsup 0.11 3.03 0.04 LSup 0.05 8.47 0.01 LSup 0.00 0.03 ______________ _________ __ _---- 1 0.21 5.30 2.27 0.09 UNBRACED LENGTH: 2 0.21 5.30 2.27 0.09 0.39 5.30 2.27 0.17 Ray Ma7'Dr -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 3 0.39 5.30 2.27 0.17 0.21 HO 2.27 0.09 Id (ft) LSup LLap Mi ddS RLap RSup LSup LLap NidS RLap RSUp LSup LLap MidS RLap RSup 4 0.21 5.30 2.27 0.09 LExt 1.0 3.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD m 6 Dead+Collateral+snow/2+PAT_sL_3 1 19.0 12.7 0.0 0.0 3.3 3.0 1.14 1.00 1.00 1.77 1.31 1.00 1.00 1.00 0.00 0.44 ---------------------------------------------------------------------- Z 20.0 3.0 1.4 0.0 3.6 1.0 1.47 1.72 1.U0 1.79 1.12 0.25 0.00 1.00 D.00 0.73 3 20.0 1.0 3.6 0.0 1.4 3.0 1.12 1.79 1.00 1.72 1.47 0.73 0.00 1.00 0.00 0.25 ANALYSIS: 4 19.0 3.0 3.3 0.0 0.0 12.7 1.31 1.77 1.00 1.00 1.14 0.44 0.00 1.00 1.00 1.00 --------Shear(k)--------- --------------Noment(f-k)--------------- REx1 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 3.00 1.00 Bay Left Left Right Ri 9hC Left Left MiJSpan Right Right Id Sup Lap Lap Sup Sup Lap MOM LOC Lap Sup LAP BOLT SHEAR/REARING: _____ _____ _____ _____ _____ ----- ----- ----- ----- ----- Bolt=0.500(A325) LExt 0.00 -0.19 0.00 0.02 0.50 0.09 1 1.30 -1.69 -2.25 0.00 -4.43 6.96 3.21 9.12 aay --Left-Lap(k)------ -----Right_Lap(k)----- 2 2.11 1.55 -1.44 -1.62 9.12 3.62 -2.83 11.31 2.69 4.22 % Calc shear Bear UC Calc Shear Bear UC 3 1.04 0.93 -O.7fi -1.08 4.22 3.23 -0.89 9.81 1.85 4.61 -------------- --------- ------------------- 4 1.25 0.93 -0.77 4:61 1.35 -2.72 11.76 0.05 1 0.52 5.30 2.27 0.23 RExt 0.11 0.00 0.05 0.01 0.50 0.00 2 0.52 5.30 2.27 0.23 1.67 5.30 2.27 0.74 3 1.67 5.30 2.27 0.74 0.52 5.30 2.27 0.23 STREN(;TH/DEFLECTION: 4 0.52 5.30 2.27 0.23 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) Id LOC Calc Limit UC LOC Calc Limit UC Lot UC Calc Limit LOAD ID 8 Dead+collateral+Snow/2+PAT_SL_S ____ ___________________ __________ _________ ________ __________ ------___-___ --------------------------------------------- _____ LExt Rsup -0.19 3.03 0.06 Rsup 0.09 8.47 0.01 Rsup 0.06 0.06 1 Rtap -1.69 3.03 0.56 lid, -4.43 6.99 0.63 RLap 0.64 -0.29 ANnLYSIs: 2 LLap 1.55 3.03 0.51 LLap 3.62 7.73 0.47 LLap 0.63 -0.16 --------Shear(k)--------- --------------moment(f-k)--------------- 3 LLap 0.931 3.03 0.31 LLap 3.23 7.52 0.43 LLap 0.45 -0.01 Bay Left Left Right Right Left Left MidSpan Right Right 4 LLap 0.93 3.03 0.31 MidS -2.72 6.99 0.39 LLap 0.34 -0.20 IJ sup Lap Lap sup sup Lap Mom Lot Lap Sup RExt LSup 0.11 3.o3 0.04 LSup O.OS 8.47 0.01 LSup 0.00 0.04 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.11 0.00 0.U1 0.50 0.05 UNBRACED LENGTH: 1 0.77 -0.93 -1.25 0.05 -2.72 7.24 1.35 4.61 Bay Ma7'or -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 2 1.08 0.76 -0.93 -1.04 4.61 1.85 -0.89 10.19 3.23 4.22 Id (ft) Lsup LLap nfi ds RLap Rsup LSup LLap Mids RLap RSup Lsup LLap MidS RLap Rsup 3 1.('2 1.44 -1.55 -2.11 4.22 2.fi9 -2.83 8.69 3.62 9.12 ____ _____ ________ ____ ________ ____ ____ ____ __ ____ ________ ____ ________ 4 2.25 1.69 -1.30 9.12 3.21 -4.43 12.04 0.09 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 RExt 0.19 0.00 0.09 0.02 0.50 0.00 1 19.0 13.8 0.0 0.0 2.2 3.0 1.14 1.00 1.00 1.73 1.38 1.00 1.00 1.00 0.00 0.35 2 20.0 3.0 2.8 0.0 2.2 1.0 1.35 1.77 1.00 1.75 1.17 U.40 0.00 1.00 0.00 0.64 STRENGTH/DEFLECTION: 3 20.0 1.0 4.7 0.0 3.1 3.0 1.11 1.86 1.00 1.81 1.35 0.77 0.00 1.00 0.00 0.40 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) 4 19.0 3.0 1.6 0.0 0.0 14.4 1.43 1.72 1.00 1.00 1.14 0.29 0.00 1.00 1.00 1.0U Id Lot CalC Limit UC Loc Calc Limit UC Lot Uc Calc Limit RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ---- --------------- ---- ---------- ----- - LExt Rsup -0.11 3.03 0.04 RSUp 0.05 8.47 0.01 LSup 0.00 0.04 LAP BOLT SHEAR/BEARING: 1 RLap -0.93 3.03 0.31 MidS -2.72 6.99 0.39 RLap 0.31 -0.20 Bolt=0.500(A325) 2 RLap -0.93 3.03 0.31 RLap 3.11 7.52 0.43 RLap 0.45 -0.01 3 RLap -1.5$ 3.03 0.51 RLap 3.62 7.73 0.47 RLap 0.63 -0.16 0%-----Left_Lap(k)------ -----Right_Lap(k)----- 4 LLap 1.69 3.03 0.56 MidS -4.43 6.99 0.63 LLap 0.64 -0.29 Id Calc Shear Bear UC CalC Shear Bear UC RExt LSup 0.19 3.03 0.06 LSup 0.09 8.47 0.01 LSup 0.06 0.06 ______________ _________ ___________________ 1 0.76 5.30 2.27 0.34 UNRRACFO LENGTH: 2 0.76 5.30 2.27 0.34 1.05 5.30 2.27 0.47 Bay Major -------Minor(ft)-------- -----------Cb----------- --------moml/Mom2------- 3 1.05 $.30 2.2J 0.47 0.38 5.30 2.27 0.17 Id (t) LSup LLap MidS RLap RSup LSup LLap MidS RLap RSUp Lsup LLap Mids RLap RSup 4 0. 2.27 0.17 L Ext 1.0 1.0 0.0 0.0 1.6 3.0 1.14 1.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 7 Dead+Collateral+snow/2+PAT----- 1 20.0 14.4 0.0 0.0 4.7 3.0 1.35 1.81 1.00 1.72 1.43 1.00 0.00 1.00 0.00 0.77 ------ ------------------------------ ------ 2 20.0 3.0 3.1 0.0 4.7 1.0 1.35 1.81 1.00 1.86 1.11 0.40 0.00 1.00 0.00 0.77 3 20.0 1.0 2.2 0.0 2.8 3.a 1.17 1.71 1.00 1.77 1.35 0.64 0.00 1.00 0.00 0.40 ANALYSIS: 4 19.0 3.0 2.2 0.0 0.0 13.8 1.38 1.73 1.00 1.00 1.14 0.35 0.00 1.00 1.00 1.00 --------shear(k)--------- --------------MOment(f-k)--------------- RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.01)1.110 1.00 say Left Left Right Right Left Left Midspan Right Right Id Sup lap Lap Sup Sup Lap MOM LOC LAP _SOP LAP BOLT SHEAR/BEARING: ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ Bolt-0.500(A325) LEXt 0.00 -0.11 0.00 0.01 O.So 1.05 1 0.68 -1.02 -1.34 0.05 -2.12 6.40 2.17 6.30 Be -----Left_Lap(k)------ -----Ri9ht_Lap(k)----- 2 1.95 1.29 -1.70 -1'.89 6.30 1.59 -2.86 9.90 4.87 6.67 % CalC Shear Bear Uc Calc shear Bear UC 3 1.89 1.70 -1.29 -1.85 6.67 4.67 -2.86 10.10 1.59 6.'3U ----------------------- ---------- --------- 4 1.34 1.02 -0.68 6.30 2.77 -2.12 12.60 0.05 1 0.38 5.30 2.27 0.17 RExt 0.11 0.00 0.05 0.01 0.50 0.co 2 0.38 5.30 2.27 0.17 1.05 5.30 2.27 0.47 3 1.05 5.30 2.27 0.47 0.76 5.30 2.27 0.34 Page 12 Page 13 RUefDea.txt RoofOes.txt 4 0.76 5.30 2.27 0.34 LExt 1.0 '1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 9 Dead+Collateral+snow/2+PA7SL_1 1 19.0 13.8 0.0 0.0 2.2 3.0 1.3.4 1.00 1.00 1.73 1.38 1.00 1.00 1.00 0.00 0.35 --------------e------------------------------------------------------- 2 20.0 3.0 2.8 0.0 2.2 1.0 1.35 1.77 1.00 1.75 1.17 0.40 0.00 1.00 0.00 0.64 ' 3 20.0 1.0 3.0 0.0 5.5 3.0 1.15 1.81 1.00 1.89 1.25 0.68 0.00 1.00 0.00 0.53 ANALYSIS: 4 19.0 3.0 1.1 0.0 0.0 14.9 1.49 1.70 1.00 3.00 1.14 0.22 0.00 1.00 1.00 1.00 --------shear(k)--------- --------------Moment(f-k)--------------- RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right Left Left Midspan Right Right Id 5Up Lap Lap Sup Sup Lap Mom LOC Lap SUP LAP DOLT SHEAR/BEARING- _____ _____ _____ _____ _____ _____ _____ _____ Bolt 0.500 CA325) LExt 0.00 -0.19 0.00 0.02 0.50 0.09 - 1 1.40 -1.59 -2.15 ,0.09 -5.14 7.49 1.63 7.24 eay-----Left_Lap(k)------ -----Right_Lai)(k)-----2 1.30 0.98 -0.71 -0.82 7.24 3.61 -0.75 12.28 1.65 2.41 1d Calc Shear Bear UC Calc Shear sear uC _ 3 0.92 0.82 -0.88 -1.20 2.41 1.54 -1.60 8.70 2.05 5.17 ______________ _______ _____ 4 1.28 0.96 -0.74 5.17 1.82 -2.52 12.04 0.05 1 0.435.30 2.27 0.19 RExt 0.11 0.00 0.05 0.01 0.50 0.00 2 0.43 5.30 2.27 0.19 0.60 5.30 2.27 0.27 ' 3 0.60 1.30 2.27 0.27 0.60 .5.30 2.27 0.27 STRENGTH/UEFLECTIDN: 4 0.60 5.300 2.27 0.27 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) Id Lot CHIC Limit__UC Lot___ __ Calc Limit UC LOC___ _ UC CalC Limit LOAD -------------------------------------------------------------------- HExt RSup -0.11 3.03 0.06 Rsup 0.09 8.47 0.01 RSup 0.06 0.08 1 RLap -1.59 3.03 0.53 Mids -5.14 6.99 0.74 RLap 0.55 -0.40 ANALYSIS: 2 LLap 0.98 3.03 0.33 LLaP 3.81 7.47 0.51 LLap 0.50 0.04 --------Shear(k)--------- --------------Moment(f-k)--------------- 3 ftLap -0.88 3.03 0.29 RLap 2.05 7.73 0.27 RLap 0.36 -0.09 Bay Left Left Right Right Left Left Mid5pan Right Right 4 LLap 0.96 3.03 0.32 MidS -2.52 6.99 0.36 LLap 0.37 -0.17 Id sup Lap Lap Sup sup Lap Mom Lac Lap Sup RExt LSUP 0.11 3.03 0.04 LSUP 0.05 8.47 0.01 LSUP 0.00 0.04 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ' LExt 0.00 -0.11 0.00 0.01 0.50 0.05 - UNBRACED LENGTH: 1 0:67 -1.03 -1.35 0.05 -2.05 6.30 2.93 6.49 Bay major -------NTnor(ft)-------- -----------Cb----------- --------Moml/MOm2------- 2 1.89 1.33 -1.66 -1.85 6.49 1.66 -3.08 1.0.13 4.2.7 6.02 id (ft) LSUP LLap MidS RLap RSUP LSUP LLap HAS RLap RSUP LSUP LLap M{d5 RLap RSup 3 1.74• 1.55 -1.43 -2.00 6.02 4.38 _2.09 9.32 3.42 8.56 ____________________ ____________________ ____________________ 4 2.22 1.66 -1.33 8.56 2.74 -4.64 11.89 0.09 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.Do 1.00 1.00 RCRt 0.19 0.D0 0.09 0.02 0.50 0.00 1 19.0 14.9 0.0 0.0 1.1 3.0 1.14 1.00 1.00 1.70 1.49 1.00 1.00 1.00 0.00 0.22 2 20.0 3.0 5.5 0.0 3.0 1.0 1.25 1.89 1.00 1.e1 1.15 0.53 0.00 1.00 0.00 0.6 8 STRENGTH/DEFLECTION: _____Moment(f-k)------ -Mom+Shr- Deflect(in) 3 20.0 3.0 2.2 0.0 2.8 3.0 1.17 1.75 1.00 1.77 1.35 0.64 0.00 1.00 0.GO 0.40 Bay -------shear(k)------- 4 19.0 3.0 2.2 0.0 0.0 13.8 1.38 1.73 1.00 1.00 1.14 0.35 0.00 1.00 1.00 1.00 Id LOC CaIC Limit UC LOC Ca1C Limit UC LoC __UC Calc Limit RFXt 1.0 1.0 1.0 1.0 1:0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ---_ __________ _________ ___________________ ____ __ _____----- LAP Rsup -0.11 3.03 0.04 RSUP 0.05 8.41 0.01 LSUP 0.00 0.03 LAP BOLT SHEAR/BEARING: . - 1 RLap -1.03 3.03 0.34 RLap 2.93 7.64 0.38 RLap 0.45 -0.09 soli-0.500 CA325) 2 BLIP -1.66 1:03 0.55 RLap 4.27 7.68 0.56 RLaP 0.10 -0.010 3 LLaP 1.55 3.03 0.51 LLap 4.38 7.62 0.57 LLaP 0.68 -0.08 Bay-----Left_Lap(k)------ -----Right-LaP(k)----- 4 LLap 1.66 3.03 0.55 Mids -4.64 6.99 0.66 LLap 0.61 -0.32 Td Calc Shear Bear UC Calc Sear Bear UC RExt Lsup 0.19 3.03 0.01 LSup 0.09 8.47 0.01 LSUP 0.06 0.07 __-__________ _________ _______________ 1 O.G0 5.30 2.27 0.27 UNBRACED LENGTH: 2 0.60 5.30 2.27 0.27 0.60 5.30 2.27 0.27 Day Major -------winor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 3 0.60 5.30 2.27 0.27 0.43 5.30 2.27 0.19 Id (it) LSUP LLap MidS RLaP 0.5up LSUP LLap MidS RLap RSVP LSUP LLap MidS RLap RSUP 4 0.43 5.30 2.27 0.19 ____ _____ ____________________ ____________________ ____________________ LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 10 Oead+Coll ateral+Snow/2+PATSt2 1 19.0 12.5 0.0 0.0 3.5 3.0 1.14 1.00 1.00 1.78 1.30 1.00 1.00 1.00 0.00 0.45 ---=- ----------------------------------=---------------------------- 2 20.0 3.0 1.4 0.0 3.1 1.0 1.47 1.72 1.00 1.77 1.13 0.26 0.00 1.00 0.00 0.71 3 20.0 1.0 3.6 0.0 2.9 3.0 1.13 1.81 1.00 1.79 1.35 0.73 0.00 1.00 0.00 0.40 ANALYSIS: 4 19.0� 3.0 1.8 0.0 0.0 14.2.1.41 1.72 1.00 1.00 1.14 0.32 0.00 1.00 1.00 1.Do • --------shear(k)--------- ------------Moment(f-k)--------------- RExt 1.0 1.0 1.0 1.0 1.0 1.0 -2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.OU 1.00 1.00 Bay Left Left Right Right Left Left Midspan Right Right id SUP Lap Lap Sup Sup Lap. Mum Lot lap Sup LAP BOLT SHEAR/BEARING: _____ _____ _____ _____ _____ _____ _____ _____ _____ Holt=0.590 CA325) LE%t 0.00 -0.11 0.00 0.01 0.50 0.05 1 0.74 -0.96 -1.28 0.05 -2.52 6.96 1.82 5.17 Bay-----Left_Lap(k)------ -----R i1))flLLap(k)----- 2 1.20 0.88 -0.82 -0.92 5.17 2.05 -1.60 11.36 1.54 2.41 Id Calc Shear Bear UC Calc S11ear Bear UC 3 0.82 0.71 -0.98 -1.30 2.41 1.65 -0.75 7.72 3.81 7.24 ---- ------------------- ------------------- 4 2.15 1.59 -1.40 7.24 1.63 -5.14 11.51 0.09 1 0.54 5.30 2.27 0.24 RExt 0.19 0.00 0.09 0.02 0.50 0.00 2 0.54 5.30 2.27 0.24 1.51 5.30 2.27 0.66 3 1.51 5.30 2.27 0.66 0.71 5.30 2.27 0.31 STRENGTII/DEPLELTIDN: 4 0.71 5.30 2.27 0.31 Bay -------,hear(k)------- -----Moment(f-k)------ -m-shr- Deflect(in) Id LUC CHIC Limit UC LOC Ca1C Limit UC LOC UC CHIC Limit LOAD ID 12 : Dead+Collateral+snow-PATSL.2 ____ ___________________ ___________________ ________ __________ -------------____________________________________________-____________ LExt Rsup -0.11 3.03 0.04 RSUP 0.05 8.47 0.01 LSup 0.00 0.04 1 RLap -0.96 3.03 1.31 Mid, -2.52 6.99 0.36 RLaP 0.37 -0.11 ANALYSIS: 2 LLap 0.88 3.03 0.29 LLap 2.05 7.73 0.27 LLap 0.36 -0.09 --------5hcar(k)--------- --------------MUment(f-k)--------------- 3 RLaP -0.98 3.03 0.33 RLaP 3.61 7.47 0.51 RLap 0.50 0.04 eay Left Left Right Right Left Left Mi d5pan Right Night 4 LLap 1.59 3.03 0.53 Mids -5.14 6.99 0.74 LLap 0.55 -0.40 Id sup Lap Lap sup sup Lap Mom Lot Lap sup RExt LSUP 0.19 3.03 0.06 LSUP 0.09 8.47 0.01 LSuP 0.06 0.08 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -0.19 0.00 0.02 0.50 0.09 UNBRACEO LENGTH: 1 1.33 -1.66 -2.22 HE -4.64 7.11 2.74 8.56 Bay Major _______Minor(ft________ ___________Ty___________ --------Moml MOm2-______ Id (1t) LSUPLLap Mids RLaP RSUP LSUP LLap MAS RLap RSup LSu LLap MidS RLap RSUP 2 1.85 1.66 -1.33 -1.09 6.02 3.27 -2.09 19 87 4.38 6.02 P P P P P P 3 1.85 1.66 -1.33 -1.89 6.02 4.27 -3.08 9.67 1.66 6.49 Page 14 Page 15 RoofDes.tXt RoafOes.tXt 4 1.35 1.03 -0.67 6.49 2.93 -2.05 12.70 0.05 1 1.05 5.30 2.27 0.46 RExt 0.11 0.00 0.05 0.01 0.50 0.00 2 1.05 5.30 2.27 0.46 1.94 5.30 2.27 0.86 STRENGTH/DEFLECTION: 3 1.94 5.30 2.27 0.96 1.05 5.30 2.27 0.46 Bay -------5hear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(i n) 4 1.05 5.30 2.27 0.46 Id Lot Ca1C Limit UC LO[ CalC Limit UC Lot UC Ca1C Limit DEFLECTION: LEXt Rsup -0.19 3.03 0.06 Rsup 0.09 8.47 0.01 Rsup 0.06 0.07 --------------- 1 RLap -1.66 3.03 0.55 Mids -4.64 6.99 0.66 RLap 0.61 -0.32 LOAD ID 1 : Live 2 RLap -1.55 3.03 0.51 RLap 4.38 7.62 0.57 RLap 0.58 -0.08 ---------------------------------- 3 LLap 1.66 3.03 0.55 LLap 4.27 7.68 0.56 LLap 0.70 -0.20 4 LLap 1.03 3.03 0.34 LLap 2.93 7.64 0.38 LLap 0.45 -0.09 Bay De(lect(in) RExt LSup 0.11 3.03 0.04 LSup 0.05 8.47 0.01 -Sup 0.00 0.03 Id Cal c Limit Ratio Locate _______ UNBRACED LENGTH: LExt 0.03 Bay ma or -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 1 -0.15 1.52 0.10 9.50 Id ('IL) LSup LLap MidS RLap RSup LSUP LLap MidS RLap RSup LSup LLap Mids RLap RSup 2 -0.05 1.60 0.03 10.00 _____ ________ ____ ____ ________________ ________ 3 -0.05 1.60 0.03 10.00 LExt 1.0 1.0 1.0 1.0 1.0 1.0 1.14 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 0.32 4 -0.03 1.52 0.10 .50 1 19.0 14.2 0.0 0.0 1.8 3.0 1.14 1.00 1.00 1.72 1.41 1.00 1.00 1.00 0.00 0.32 RExI 0.03 2 20.0 3.0 2.9 0.0 3.6 1.0 1.35 1.79 1.00 1.81 1.13 0.40 0.00 1.00 0.00 0.73 LOAD In 2 : Snow 3 20.0 1.0 3.1 0.0 1.4 1.0 1.13 1.77 1.00 1.72 1.47 0.71 0.00 1.00 O.UU 0.26 __ ___________________ ____________________________________________ 4 19.0 3.0 3.5 0.0 0.0 12.5 1.30 1.78 1.00 1.00 1.14 0.45 0.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Deflectimi Id Cd1C Limit HdtiO Locate LAP BOLT SHEAR/BEARING: ---- ------ ----� ----- ------ EXt 0.06 Bolt=0.500(A325) 1 -0.27 1.52 0.18 9.50 Bay-----Left-Lap(k)------ -----Rigght_Lap(k)---- 2 -0.09 1.6U 0.06 10.00 Id talc shear Bear UC Calc 5hear Bear uC 3 -0.09 1.60 0.06 10.00 4 -0.27 1.570 0.18 9.500 1 0.71 5.30 2.27 0.31 RExt 0.06 2 0.71 5.30 2.27 0.31 1.51 5.30 2.27 0.6fi LOAD ID 3 0.75Live+0.3Wind_vressu Tel 1 1.51 5.30 2.27 0.66 0.54 5.30 2.27 0.24 4 0.54 5.30 2.27 D.24 ------------------------------------__________________________________ Bay Deflert(in) LOAD ID 13 : Dead+Collateral+UNB_SL Id Cal Limit Ratio Locate ________________________________________r_____________________________ LExt 0.03 ANALYSIS: 1 -0.15 1.52 0.10 9.50 --------shear(k)--------- --------------Moment(f-k)--------------- 2 -0.05 1.60 0.03 10.00 Bay Left Left Right Right Left Left Midspan Right Right 3 -0.05 1.60 0.03 10.00 Id Sup Lap Lap Sup Sup Lap Mom LoC Lap sup 4 -0.15 1.52 0.10 9.50 RFxt 0.03 LExt 0.00 -0.27 0.00 0.03 0.50 0.13 1 1.90 -2.41 -3.22 0.103 -6.57 7.06 4.19 12.62 LOAD ID 4 : -----------------P ressurel 2 2.94 2.13 -2.16 -2.45 12.62 5.03 -3.38 10.90 5.44 7.76 ----------Detlec------------------�--------------------------------- 3 2.4S 2.18 -2.13 -2.94 7.76 5.44 -3.38 9.10 5.03 12.62 Bay DCf IC Limit 4 3.22 2.41 -1.90 12.62 4.19 -6.57 11.94 0.13 Id Calc Limit Ratio Locate REXL 0.27 0.00 0.13 0.03 0.50 0.00 LCxt 0.05 STRENGTH/DEFLEC(ION: 1 -0.24 1.52 0.16 9.50 nay -------Shear(k)------- -----Moment(f-k)------ -Nam+Sh r- Deflect(in)n) 2 -0.08 1.60 0.05 10.00 Id Loc Calc Limit UC Loc CaIC Limit UC Loc UC Calc Limit 3 -0.24 1.60 0.16 19.50 4 -0.05 1.52 0.16 9.50 LE11 RSup -0.27 3.01 0.09 RSup 0.13 9.29 0.01 RSup 0.09 0.09 RExt 0.05 1 RLap -2.41 3.03 0.80 Mids -6.57 6.99 0.94 RLap 0.90 A" LOAD ID 5 : 0.4Wind-Suctionl 2 RLap -2.11 3.01 0.72 RLap 5.44 7.69 0.71 RLap 0.90 -0.15 ---------------------------------------------________________________ 3 LLap 2.18 3.03 0.72 LLap 5.44 7.69 0.71 LLap 0.90 -0.15 4 LLap 2.41 3.03 0.80 Mids -6.57 6.99 0.94 LLap 0.90 -0.45 Bay Deflect(in) RE LSup 0.27 1.03 0.19 Lsup 0.13 9.29 0.01 LSup 0.0g 0.09 7d Calc Limit Ratio Locate UNBRACEO LENGTH: LEXt -0.01 Bay Major -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 1 0.07 1.52 0.04 9.50 Id (ft) LSup LLap midS RLap RSup LSup LLap MidS RLap H5up LSup LLap MAS RLap RSup 2 0.02 1.60 0.01 10.00 ____ _____ ________________ ____ ___________________ ____ ____ ____ _____ 3 0.02 1.60 0.01 10.00 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 0.00 0.00 0.00 0.00 0.00 4 0.07 1.52 0.04 9.SO 1 19.0 14.0 0.0 0.0 2.0 3.0 1.140 1.00 1.00 1.73 1.40 0.00 1.00 1.00 0.00 0.33 RExt -0.01 2 20.0 3.0 2.9 0.0 3.1 1.0 1.35 1.70 1.00 1.79 1.14 0.40 0.00 1.00 0.00 0.73 LOAD ID 6 : Snow/2+PAT_SL_3 3 20.0 1.0 3.1 0.0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1.OD 0.00 0.40 __________________________________________ 4 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 0.00 Bay ueflect(in) RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 0.00 0.00 0.00 0.00 0.00 % Calc Limit Ratio Locate LAP BOLT SHEAR/BEARING: LExt 0.05 Bolt=0.500(A325) 1 -0.25 1.52 0.16 9.50 8%-----Left_Lap(k)------ -----Right_Lap(k)----- 2 -0.14 1.60 0.09 10.00 IJ Calc Shear Bear uc talc shear Bear uC 3 0.01 1.60 0.00 10.00 4 -0.03 1.52 0.10 9.50 xExt 0.03 Page 16 Page 17 RuufDes.txt NaofOes.txt 1 -0.41 1.60 0.0.09 1 0.0 27 9.50 -ono ID 7 Snow/2+PATS--- 2 U 14 1.60----------------------------------------- 0 Bay Oetl ect(in) 4 -0.41 1.52 0.27 1 - . 9.50 Td Calc Limit Ratio Locate REXt 0.09 ---- ----------- ----- ------ e.===..e.....===o====...__._®_"'_®'_`__.�.._.._.._•___ LExt 0.02-0.06 1 S2 0.04 9 50 20692 Purlin Layout(surface=3) 5/1/17 4:09pm 2 -0.16 1.fi0 0.10 10.00 3 -0.16 1.60 0.10 10.00 PURLIN SYSTEM COMBINATIONS:' 4 -0.06 1.52 0.04 9.50 _____ RExt 0.02 System --Purlin------ Added-Purlin Total Show ---MaX_UC--- Id Depth Now weight Row weight weight Report Purlin Panel ______ _____ ___ _______ ___ _______ _______ ______ ___________ LOAD ID 8 Snow/2+PAT_SL_5 1 31.5 4 1650.6 0 0.0 1650.6 Y 0.94 0.88 - ----------------------"'-------------------------------------------- 2 10.0 5 1749.5 4 272.8 2022.3 0.99 0.64 Bay Defl ect(in) " % Cal Limit Ratio Locate " ___________ _____ ______ SURFACE LAYOUT: LEXt 0.03 1 -0 is 1.52 0.10 9.50 surface No. Peak 2 0.01 1.60 0.00 10.00 --- Length Row Space 3 -0.14 1.60 0.09 10.00 3 20.616 4 0.750 4 -0.25 1.52 0.16 9.50 REXt 0.05 PURLIN LOCATION: Purlin Surf Load Dead show ------MaX-Load------ LOAD ID 9 : Snow/2+PATSL-I Id 0Met Space Width Load Report Id UC Report Notes ______________________________________________________________________ ______ ______ _____ _____ _____ ______ _-- ____ _________ ______ eay Deflect(in) 1 0.970 0.990 "3.473 1.49 13 O.fi6 Mom,Shr Id Calc Limit Ratio Locate 2 S.955 4.966 4.966 1.04 Y 13 0.94 Mom,shr LEXt 0.07 3 10.922 4.966 4.966 1.04 7 0.74 M-Shr 1 -0.07 1.52 0.23 9.50 4 15.889 -.966 4.847 1.06 7 0.74 Mom+Shr 2 0.05 1.60 0.03 10.00 20.616 4.727 3 -a.07 1.60 0.05 10.00 Average, 1.13 ' 4 -0.12 1.52 0.08 9.50 REXt 0.03 ____ LAYOUT: LOAD ID SO Snow/2+PATSL2 -_ - - _--- Bay Design -Lefap(ft)-- No. Unit Total --------------------------------------------- -- Part Length Left Right Brace weight weight efl Bay OCaIC Limit LEXt 11x25Z14 1.00 - 0 4.4 17.6 Id Cal------ Ratio LOCate ---- ----------- ----- 1 11x25z14 19.00 3.00 0 96.6 386.3 LEXt 0.03 2 11x25z14 20.00 3.00 1.00 0 105.4 421.4 1 -0.12 1.52 0.08 9.50 3 11%25z14 20.00 1.00 3.00 0 105.4 421.4 2 -0.07 1.60 0.05 10.Do 4 11x2S214 19.00 3.00 0 96.6 386.3 3 0.05 1.fi0 0.03 10.00 RExt lIX25214 1.00 0 4.1 17.6 4 -0.35 1.52 0.23 9.50 _-__ - __ REXt 0.07 Total(lb). 412.7 1650.6 LOAD ID 11 : snow-PAT SL1 __________ _______________________________________ By Deflect(in)CaIC Liit Rati Late ' LOAD COMBINATIONS: ___- __________ _____ ______ LEXt 0.02 7-Dea co atera+snow 2+PAT_SL4 1 -0.05 I.S2. 0.03 9.50 13-Dcad+collatcral+uxa_5L 2 0.19 1.60 0.12 10.00 =_=_-._.__'____-_.===_========= .....................®.�� 3 -0.06 1.60 0.04 10.00 20692 Purl in(Surface=3, id= 2) 5/1/17 4:09pm 4 -0.28 1.52 0.18 9.50 _._,..-.., ROOF PURLIN LOAD_IO_12__Snow-PAT_SL-2 surface Id = 3 _______________________________________________ Purlin id 2 Bay Deflect(in) offset 5.90 Id CaIC Llmit Ratio Locate LEXt 0.06 1 -0-28 1.52 0.18 9.50 LAYOUT: (Purlin Id= 2) 2 -0.06 1.60 0.04 10.00 Available 3 -0.19 1.60 0.12 10.00 4 -0.05 1.52 0.03 9.50 Design Reduction REXt 0.02 8Id Length ---Lap(ft)-- Load No. Factor Part (g) Left Right width Brace out In ____ ________ ______ _____ _____ _____ _____ ____---- LOAD ID 13 UNB_SL LEXt 11X25Z14 1.00 4.91 0 0.00 0.70 ______________________________________________________________________ 1 11x25214 19.00 3.00 4.91 0 0.00 0.70 eay Deflect(in) 2 11Jc25Z14 20.00 3.00 1.00 4.91 0 0.00 0.50 Id Cdlc Limit Ratio Locate 3 11x25z14 20.00 1.00 3.00 4.91 D 0.00 0.50 ---- ------ ----- ---- ------ 4 11x25z14 19.00 3.00 4.91 0 0.00 0.70 LE%t 0.09 REXt 11X25Z14 1.00' 4.91 0 0.00 0.70 Page 18 Page 19 . ROOF DeS.T%t RoofDeS.t%t LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2,30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 1 dead+Collateral+Live 1 19.0 14.0 0.0 0.0 2.0 3.0 1.14 1.00 1.00 1.73 1.40 1.00 1.00 1.00 0.00 0.33 -----'"""""""--------------------------------------------------------- 2 20.0 3.0 2.9 0.0 3.1 1.0 1.35 1.78 1.00 1.79 1.14 0.40 0.00 1-00 0.00 0.70 ANALYSIS: 3 20.0 1.0 3.1 0.0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1.00 0.00 0.40 4 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1,73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 1.00 --------Shear(k)----Right -Left---Left Moment(f-k)----------Right RCxt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right Left Left midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom __ __ __ LOC Lap Sup LAP BOLT SHEAR/BEARING: ____ _____ _____ _____ _____ _____ _____ _____ ___ ___ ___ LEXt 0.00 -0.12 0.00 0.01 0.50 0.08 Bo1C=0.500 (A325) 1 0.83 -1.05 -1.40 0.06 -2.87 7.06 1.83 5.51 Bay-----Left-Lap(k)------ -----Right-Lap(k)----- 2 1.28 0.93 -0.95 -1.07 5.51 2.20 -1.48 10.90 2,38 3.39 Id Calc shear Bear UC Calc Shear Bear uc 3 1.07 0.95 -0.93 -1.28 3.39 2.38 -1.48 9.10 2.20 5.51 _______________________ _______________ ---- 4 1.40 1.05 -0.83 5.51 1.83 -2.87 11.94 0.06 1 0.73 5.30 2.27 0.32 RExt 0.12 0.00 0.06 0.01 0.50 0.00 2 0.13 5.30 2.27 0,32 1.35 5.30 2.27 0.59 STRENGTH/DEFLECTION: 3 1.35 5.30 2.27 0.59 0.73 5.30 2.27 0.32 4 0.73 5.30 2.27 0.32 Bay -------shear(k)------- ----Moment(f-k)------ -Mom+shr- Deflect(in) Id LOC CalC Limit__UC LUC Ca1C Limit UC LOC UC CaIC Limit LOAD TO 3 : Dead+Collateral+0.75Live+0.45Wind_Pressurei ____ ____ ___________ __ __________ _________ ________ __________ ______________________________________________________________________ LE%t RSUp -0.12 3.13 0,04 RSup 1.11 8.47 0.01 LSup 0.00 0.04 1 RLap -1,OS 3.03 0.35 MidS -2.87 6.99 0.41 RLap 0.39 -0.20 ANALYSIS: 2 RLap -0.95 3.03 0.31 RLap 2,38 7.69 0.31 RLap 0,39 -0.07 --------shear(k)--------- --------------Moment(f-k)--------------- 3 LLap 0.95 3.03 0.31 LLap 2.38 7.69 0.31 LLap 0.39 -0.07 Bay Left Left Right Right Left Left Midspan Right ght Right 4 LLap 1.05 3.03 0.35 MidS -2.87 6.99 0.41 LLap 0.31 -0.20 _id Sup Lap Lap sup Sup Lap Mam Lac Lap Sup REXC LSup 0.12 3.03 0.04 Lsup 0.06 8.47 0.01 Lsup 0.00 0.04 _____ _____ _____ _____ _____ _____ _____ _____ _____ uNeRACED LENGTH: LExt O.00 -0.13 0.00 0.02 0.50 0.06 1 0,92 -1.16 -1.55 0.06 -3.07 7.06 2." 6.09 Bay ma]',or -------Mi nor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 2 1.42 1.03 -1.05 -1.18 6.09 2.42 -1.63 10.90 2.62 3.74 Id (ft) LSup LLap Mids RLap RSup LSup LLap MidS RLap RSup LSUp LLap MidS RLap RSup 3 1.18 1.05 -1.03 -1,42 3.74 2.62 -1.63 9.10 2.42 6.09 ____________________ ________ ____________ ________ ____________ 4 1.55 1.lfi -0.92 6.09 2.02 -3,17 11.94 0.06 LEXt 1.0 1.0 1.0 1.0 1.0 3.0 7.30 7.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 REXC 0.13 0.00 0.06 0.02 0,50 0.00 1 19.0 14.0 0.0 0.0 2.0 3.0 1.14 1.00 1.00 1.73 1.40 1.00 1.00 1.00 0.00 0.33 2 20.0 3.0 2.9 0.0 3.1 1.0 1.35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0.00 0.70 STRENGTH/DEFLECTION: 3 20.0 1.0 3.1 0.0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1.00 0.00 0.40 Bay -------5,ear(k)------- --- Mument(f-k)------ -Mom+shr- Deflect(in) 4 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 1.00 Id Loc CaIC Limit UC Lac Calc Limit UC LOC UC Calc Limit RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ____ ___________________ _______________ ____ ________ _____----- LAP BOLT SHEAR/BEARING: LExt RSup -0.13 3.03 0.04 RSup 1-06 8.47 0.01 LSUp 0.00 0.0$ Bolt-0.500(A325) 1 RLap -1.16 3.03 0.38 MidS -3.17 6.99 0.41 RLap 0.430 -0.22 2 RLap -1.05 3.03 0.35 RLap 2.62 7.69 0.34 RLap 0.44 -0.07 3 LLap 1,05 3.03 0.35 LLap 2.62 7.69 0.34 LLap 0.44 -0.07 _ Bay-----Lefttap(k)----- -----Ri9ht_Lap(k)----- 4 LLap 1.16 3.03 a 38 Ni ds -3.17 6.99 0.45 LLap 0.43 -0.22 Id Calc shear Bear uc Calc Shear Bear UC RExt Lsup 0.13 3.03 0.04 Lsup 0.06 8.47 0.01 ISup 0.00 0.05 ______ _______---_____---- 1 0.46 5.30 2.27 0.20 UNBRACED LENGTH: 2 0.46 5.30 2.27 0.20 0.85 5.30 2.27 0,37 Ra major -------Minor(fT ---------- 3 0,85 5.30 2.27 0,37 0.46 5.'i0 2.27 0.20 Y 7 d )-------- -Cb----------- --------Moml/Mom2------- 4 0.46 5.30 2.27 0.20 __Id (ft) LSUp LLap Mi S RLap RSUp LSUp LLap MidS RLap RSUp LSUp LLap Mids RLap RSUp _____ ________ ____________ ____________________ ________________---- LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 1.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 1 19.0 14.0 0,0 0.0 2.0 3.0 1.14 1.00 1.00 1.73 1.40 1.00 1,00 1,00 0,00 0.33 ----"-"----"--"'""-"--------------------------------"--"-"-"--------- 2 20.0 3.0 2.9 0.0 3.1 1.0 1.35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0.00 NO ANALYSIS: 3 20.0 1.0 3.1 0.0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.0a 1,00 0.00 0.40 -------- Shear(k)--------- --------------moment(f-k-------------- 4 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0.33 0.00 1.00 1.00 1_00 - REM 1.0 1.0 1.D 1.0 1.0 1,0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right left Left Mi dSpan Right High C Id Sup Lap Lap sup Sup Lap Mom LUC Lap Sup LAP BOLT SHEAR/BEARING: ____ _____ _____ ___- _____ _____ _____ _____ _____ ----- _____ Bolt_0.500 (A325) LEXt O.OD -0.19 0.00 0.02 0.50 0.09 1 1.32 -1.67 -2.23 0.09 -4.56 7.06 7.91 8.71 Bay-----Leftaap(k)------ -----Ri9ghC-Lap(k)----- 2 2.04 1.48 -1.51 -1,70 8.76 3.49 -2.35 10.90 3.78 5.38 Id Calc Shear Bear UC Calc 5hPar Bear UC 3 1.70 1.51 -1.48 -2.04 5.38 3.78 -2.35 9.10 3.49 8.76 ______________ _____ ____ ___________________ 4 2.23 1,67 -1.32 8.76 2.91 -4.56 11.94 0.09 1 0.51 5.30 2.27 U.22 REXt 0.19 0.Do 0.09 0.02 0.50 0.00 2 0.51 5.30 2.27 0.22 0.93 5.30 2.27 0.41 STRENGTH/DEFLECTION: 3 0.93 5.30 2,27 0,41 0,51 5.30 2.27 0.22 Bay -------shear(k)------- -----moment(f-k�------ -Mom+shr- Deflect(in) 4 0.51 5,30 2.27 0.22 Id Let Calc Limit UC LOC Calc Limit UC LOC UC Calc Limit LOAD ID 4 : Dead+Collateral+0.75Soo 0.45windyressure1 ____ _______________ ____ ___________________ ________ _____ ______________________________________________________________________ LExt RSup -0.19 3,03 0.06 Rsup 0.09 8.47 0.01 Rsup 0.06 0.07 1 RLap -1,67 3.03 0.55 Mids -4.56 6.99 0.65 klap 0.62 -0.31 ANALYSIS: 2 RLap -1.51 3.03 0.50 RLap 3.78 7.61 0.49 RLap 0.63 -0.13 --------shear(k)--------- --------------Moment(f-k)--------------- 3 LLap 1,51 3.03 0.50 LLap 3.78 7,69 0.49 LLap 0.63 -0.11 Bay Left Left Right Right Left Left midspan Right Right 4 LLap 1.67 3.03 0.55 Mids -4.56 6.99 0.65 LLap O.fi2 -0.31 % sup Lap Lap Sup sup Lap Mom __Lot Lap sup RExt Lsup 0.19 3.03 0.06 LSup 0.09 8.47 0.01 LSup 0.06 0.07 ____ _____ _____ _____ _____ _____ __..-_ _____ _____ _____ _____ UNBRACED LENGTH: LEXt 0.Do -0,18 0.00 0.02 0.00 0.09 1 1.28 -1.63 -2.17 0.09 -4.44 7.06 2.83 8.52 Ray Ma]'nr -------MinOr(ft)-------- -----------Cb----------- --------Moml/Mom2------- 2 1.98 1.44 -1.47 -1.65 8.52 3.39 -2.28 10.90 3.67 5.24 Id (ft) LSup LLap Ml ddS RLap RSup LSup LLap MidS RLap RSup Lsup LLap MidS RLap RSup 3 1.65 1.47 -1.44 -1.98 S.24 3.67 -2.28 9.10 3.39 B. 52 ______________ ____________________ ____________________ 4 2.17 1.63 -1.28 8.52 2.83 -4.44 11.94 0.09 Page 20 Page 21 - I ess ;soosss �osssss I a'l000000 'io.+.0$os mc<oo i o 000o u��o V� IT 1 onem Toro oscnns N o n i o'olmlmi lo-lo - -_ I o I I o00o I J i.i rio oo.+ I I I I I mri ri u o�lmo va.,s Ima nl rvvri `u oo`c'n oao % IUI MMm �VI .p� . m ma�pnvOi i 000000 rvrl.-1 e-I.Iry COfM bIOn ♦♦ i 000000 ' � I b�OtiO C I O t-I.N-fO E � mo.J YO i �� J I rv.�Mrl•iry YiJ aT0 ��i JYmJ J'� a G 9E1 IYY�JJ .EI I m"-yi �amo " ssm ann I O£ ONmmrvi0 I?I m m0 — IUI iOrvNrvrvO o rvorvo Imlom �•o I�vm . . .. .ary I I ma.+ 1 s I I I§i �.i.i • No s I IIII oo. . . . ri . . . 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REx[ 0.11 0.00 0.05 0.01 0.50 0.00 1 19.0 12.7 0.0 0.0 3.3 3,0 1.140 1.00 1.00 1.77 1.31 1.00 1.00 1.00 0.00 0.44 2 20.0 3.0 1,4 0.0 3.6 1.0 1.47 1.72 1.00 1.79 1.12 0.25 0.00 1.00 0.00 0.73 STRENGTH/OErLECTION: 3 20.0 1.0 3.6 0.0 1.4 3.0 1.12 1.79 1.00 1.72 1.47 0.73 0,00 1.00 0.00 0.25 Bay -------Shear(k)------- -----moment(f-k)------ -mom+shr- Deflect(in) 4 19.0 3.0 3.3 0.0 U.0 12.7 1.31 1.77 1.00 1.00 1.14 0.44 0.00 1.00 1.00 1.00 __Id LOC CalC Limit UC LOC C4IC Limit UC LOC UC Calc Limit RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ___________________ ---______ _________ ________ __________ LExt Rsup -0.19 3.03 0.06 RSup 0.09 8.47 0.01 RSup 0.06 0.08 LAP BOLT SHEAR/BEARING: 1 RLap -1.59 3.03 0.53 Mi dS -5.14 6.99 0.74 RLap 0.55 -0.40 Bali-0.500(A325) 2 LLap 0.98 3.03 0.33 LLap 3.81 7.47 0.51 LLap 0.50 0.04 3 RLap -0.88 3.03 0.29 RLap 2.05 7.73 0.27 RLap 0.38 -0.09 Bay-----Left-Lap(k)------ -----Righi_Lap(k)----- 4 LLap 0.96 3.03 0.32 MidS -2.52 6.99 0.36 LLap 0.37 -0.17 Id Calc Shear Bear--UC Calc shear Bear uc RExt LSup 0.11 3.03 0,04 LSup 0.05 8.47 0,01 LSup 0.00 0.04 ______________ _____ __ _______________---- 1 0.52 5.30 2.27 0.23 UNBRACED LENGTH: 2 0.52 5.30 2.27 0.23 1.67 5.30 2.27 0.74 say ma or -------Minor(ft)-------- -----------Cb----------- --------Mom1/Mom2------- 3 1.67 5.30 2.21 0.74 0.52 5.30 2.27 0.23 Id (it) LSUp LLap HAS RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup 4 0.52 5.30 2.27 0.23 _____ ________________ ____ ____ ____ ____----- __-_ _--____- ____________ Lext 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 8 Dead+Cal lateral+snow/2+PAT_SL_5 1 19.0 14.9 0.0 0.0 1.1 3.0 1.14 1.00 1.00 1.70 1.49 1.00 1.00 1.00 0.00 0.22 -------------------------------------------------- ---------- 2 20.0 3.0 5.5 0.0 3.0 1.0 1.25 1.89 1.00 1.81 1.15 0.53 0.00 1.00 0.00 0.68 3 20.0 1.0 2.2 0.0 2.8 3.0 1.17 1.75 1.00 1.77 1.35 0.64 0.00 1.00 0.00 0.40 ANALYSIS: 4 19.0 3.0 2.2 0.0 0.0 13.8 1.38 1,73 1.00 1.00 1.14 0.35 0.00 1.0U 1.00 1,00 --------5hear(k)--------- --------------Moment(f-k)--------------- - Rex 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bey Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup LAP BOLT SHEAR/REARING: ____ _____ _____ _____ _ __ _____ _____ Bolt=0.500 (A325) LFxt 0.00 -0.11 0.00 0.01 0.50 0.05 1 0.77 -0.93 -1.21 0,05 -2,72 7.24 1.35 4.61 Bay-----Left_Lap(k)------ -----Right_Lap(k)----- 2 1.08 0,76.-0.93 -1.04 4.61 1.85 -0.89 10.19 3.23 4.22 Id Calc Shear Bear uc Calc Shear Bear uc 3 1.62 1.44 -1.55 -2.11 4.22 2.69 -2.83 8.69 3.12 9.12 ----------------------- ----- -------------- 4 2.25 1.69 -1.30 9.12 3.21 -4.43 12.04 0.09 1 060 5.30 2.27 0,27 RExt 0.19 0.00 0.09 0.02 0.50 0.00 2 0.60 5.30 2.27 0.27 0..60 5.30 2.27 0.27 3 0.60 5.30 2.27 0.27 0.43 5.30 2.27 0.19 STRENGTH/DEFLECTION: 4 0.43 5.30 2.27 0.19 Bay -------Shear(k)------ -----Noment(f-k)------ -mom+5hr- Deflect(in) Id LOC CalC Limit UC LOC CalC Limit UC LOC uc Calc Limit LOAD IO 10 : Dead+Collateral+Snow/2+PAT-SL-2 ______________________________________________________________________ LExt RSup -0.11 3.03 0.04 RSup OAS 8.47 0.01 LSup 0.00 0.04 1 RLap -0.13 3.03 0.31 M3d5 -1.72 6.99 0.39 RLap 0.34 -0.20 ANALYSIS: 2 RLap -0.93 3.03 0.31 RLap 3.23 7.52 0.43 RLap 0.45 --------shear(k)--------- --------------Homent(f-k)--------------- 3 RL2P -1.55 3,03 0.51 RLap 3.62 7.73 0.47 RLap 0.63 -0.16 Bay Left Left Right Right Left Left MidSpan Right Right 4 LLap 1.69 3.03 0.56 raids -4.43 6.99 0.63 LLap 0,64 -0.29 Id Sup Lap Lap Sup sup Lap Mom Lac Lap Sup REXL -Sup 0.19 3.03 0.06 LSup 0.09 S.47 0.01 LSup 0.06 0.06 _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ LExt 0.00 -0.11 0.00 0.01 0.50 0.05 UNBRACED LENGTH: 1 0,74 -0.96 -1.2a 0.05 -2.52 6.96 1.82 5.17 Bay major -------Minor(ft)-------- -----------Cb----------- --------Mom1/MOm2------- 2 1.20 0.88 -0.82 -0.92 5.17 2.05 -1.60 11.30 1.54 2.41 Id (ft) LSUp LLap Mids RLap RSup LSup LLap MidS RLap RSup LSup LLap MidS RLap RSUp 3 0.82 0.71 -0.98 -1.30 2.41 1.65 -0.75 7.72 3.81 7.241 ____ _____ ____________ ________ ________ ____ ________ ____ ________ ____ ____ 4 2.15 1.59 -1.40 7.24 1.63 -5.14 11.51 0.09 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.Go 1.00 1.00 1.U0 1.00 RExt 0.19 0.00 0.09 0.02 0.50 0.00 1 19,0 14,4 0,0 0,0 1.6 3.0 1.14 1.00 1.00 1.72 1.43 1.00 1.00 1.00 0.00 0.29 2 20.0 3.0 3.1 0.0 4.7 1.0 1.35 1.81 1.00 1.86 1.11 0.40 0.00 1.DO 0.00 0.77 STRENGTH/DEFLEC T3UN: 3 20.0 1.0 2.2 0.0 2,8 3.0 1,17 1.75 1.00 1.77 1.35 0.64 0.00 1.00 0.00 0.40 say -------shear<k)------ -----NomenC(f-k)------ -Mom+shr- Deflect(in) 4 19.0 3.0 2.2 0.0 0.0 13.8 1.38 1,73 1,00 1.00 1.14 0.35 0.00 1.00 1.00 1.00 Id Loc Calc Limit UC LOC CalC Limit, UC LOC uc CaIC Limit next 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 7.30 2.i(1 1.00 1.00 1.00 1.00 1.00 ____ __________ _________ ___________________ ________ _____----- LAP RSup -0.11 3.03 0.04 RSup 0.05 8.47 0.11 LSup 0.00 0.04 LAP BOLT SHEAR/BEARING: 1 RLap -0.96 3.03 0.32 Mids -2.52 6.99 0.36 RLap 0.37 -0.17 Bolt-0.500 (A325) 2 LLap 0.88 3.03 0.21 LLap 2.01 7.737 0,27 LLap 0.36 -0.09 3 RLap -0.98 3.03 0.33 RLap 3.81 7.47 0.51 RLap 0.50 0.04 Bay-----Left_Lap(k)------ -----Right Lap(k)----- 4 LLap 1.59 3.03 0.53 Mids -5.14 6.99 0.74 LLap 0.55 -0.40 Id Calc shear Bear--UC Calc Shear Bear uc RExt Lsup 0.19 3.03 0.06 LSUp 0.09 8.47 0.01 LSup 0.06 '0.08 _____ ---- _____ __ _______________---- 1 0.38 5.30 2.27 0.17 - UNBRACED LENGTH: _ 2 0.38 1.31 2.27 0.17 1.05 5.30 2.27 0.47 Bay ma or -------minor(ft)-------- -----------cb----------- --------moral/Mom2------- 3 1.05 5.30 2.Z7 0.47 0.76 5.30 2.27 0.34 Id (lot) LSup LLap MidS RLap RSup Lsup LLap MidS RLap RSup LSup LLap MidS RLap RSup 4 0.76 5.30 2.27 0.34 ____ _____ ____________________ ____________________ ________________---- LOAD 1.D 1.0 1,0 1.0 1.0 1.0 2.30 2.30 2,30 2,30 2.30 1.00 1.00 1.00 1.00 1.00 LOnD ID 9 : Dead+Coll ateral+snow/2+pAT}L_1 1 191 13.8 0.0 0.0 2.2 3.0 1.14 1.00 1.00 1.73 1.38 1.00 1,00 1.00 0.00 0.35 ----------------------------------------------------------------- 2 20.0 3.0 2.8 0.0 2.2 1.0 1.35 1.77 1.00 1.75 1.17 0.40 0.00 1.00 0.00 0.64 3 20.0 1.0 3.0 0.0 5.5 3.0 1.15 1.81 1.00 1.89 1.25 0.68 0.00 1.00 0.00 0.53 ANALYSIS: 4 19.0 3.0 1.1 0.0 0.0 14.9 1,49 1.70 1.00 1.00 1.14 0.22 0.00 1.00 1.00 1.00 --------Shear(k)--------- --------------Moment(f-k)--------------- RExt 1.a 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right Left Left MidSpan Right Right id Sup Lap Lap SUP Sup Lap MOM LOC Lap Sup LAP BOLT SHEAR/BEARING: __- _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ Bolt m 0.500 (A375) LExt 0.00 -0.19 0.00 0.02 0.50 0.09 1 1.40 -1.59 -2.15 0.09 -5.14 7.49 1.63 7.24 Bay-----Leftlap(k)------ -----Right_Lap(k)----- Page 24 page 25 I Roofnes.txt RoofOes.txt Id talc Shear Bear uC calc Shear Bear UC RF.xt LSUP 0.11 3.03 0.04 LSup 0.05 8.47 0.01 LSup 0.00 0.03 - 1 0.43 5.30 2.27 0.19 UNBRACED LENGTH: 2 0.43 5.30 2.27 0.19 0.60 5.3D 2.27 0.27 Bay Maier -------Mi nor(ft)-------- -----------cb----------- --------Moml/Mom2------- 3 0.60 5.30 2.27 0.27 0.60 $.30 2.27 0.27 Id (ft) LSup LLaP MidS RLaP RSVP LSup LLap MidS RLap RSVP LSup LLap Mid5 RLap RSVP 4 U.fiO 5.30 2.27 0.27 ____ _____ ____________________ ____ ________________ ________________ ____ LExt 1.0 1.0 1.0 1.0 1.0 l.D 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 11 : Dead+Collateral+Snow-PAT-SL-1 1 19.0 14.2 U.0 0.0 1.8 3.0 1.14 1.00 1.00 1.72 1.41 1.00 1.00 1.00 0.00 0.32 ---------------------------------------------------------------------- 2 20.0 3.0 2.9 0.0 3.6 1.0 1.35 1.79 1.00 1.81 1.13 0.40 0.00 1.00 0.00 0.73 3 20.0 1.0 3.1 0.0 1.-0 3.0 1.13 1.77 1.00 1.72 1.47 0.71 0.00 1.00 0.00 0.26 ANALYSIS: 4 19.0 3.0 3.5 0.0 D.0 12.5 1.30 1.78 1.00 1.00 1.14 OAS 0.00 1.00 1.00 1.UO •--------Shear(k)---------' --------------Moment(f-k)--------------- RExt 1.0 1.0-1.0 1.0 1.0- 1.0 2.30 2.30 2.30 2.30 Z.30 1.00 1.00 1.00 1.00 1.00 Bay Left Left Right Right Left Left MidSpan Right Hight --Id Sup Lap Lap Sup Sup Lap Mom LOC Lap SUP LAP BOLT SHEAR/BEARING: - _____ _____ _____ _____ _____ _____ _____ Dolt=D.500(A325) . LEx1 0.00 -0.11 0.00 0.01 0.50 '30 2.93 6.05 - 1 0.67 -1.66 -1.35 0.05 3.08 10.13 4.27 6.02.19 Bid Calc eft-Shearnear UC CalcR599earLdBear UC 2 1.89 1.34 -l.fifi -1.85 6 49 1.66 h 3 1.74 1.55 -1.43 -2.00 6.02 4.38 -2.09 9,32 3.42 8.56 ----------------------- ------------------- 4 2.22 1.66 -1.33 8.56 2.74 -4.64 11.89 0.09 1 0.71 5.30 2.27 0.31 R. 0.19 0.00 0.09 0.02 0.50 0.00 2 0.71 5.30 2.27 0.31 1.51 5.30 2.27 0.66 3 1.51 5.30 2.27 0.66 0.54 S.30 2.27 0.24 STRENGTH/DEFLECTION: 4 0.54 5.10 2.27 0.24 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) % LOC Calc Limit UC LOC Ca1C Limit UC LOC ue Calc Limit LOAD In 13 : Oead+collaterll+UNR_SL LExt RSVP -0.11 3.03 0.04 Rsup 0.05 8.47 0:01 Lsup 0.00 0.03 - - 1 RLap -1.03 3.173 0.34 RLap 2.93 7.fi4 0.38 RLap 0.45 -0.09 ANALYSIS: 2 RLap -1.66 3.03 0.55 RLap 4.27 7.68 0.56 RLap 0.70 -0.21 -------shear(k)--------- --------------Moment(f-k)--------------- 3 LLap 1.55 3.03 0.51 LLap 4.38 7.62 0.57 LLap 0.68 -0.08 Bay Left Left Right Right Left Leff MidSpan Right Right 4 LLaD 1.66 3.03 0.55 Mid5 -4.64 6.99 0.66 LLap O.fil -0.32 Id Sup Lap Lap Sup sup Lap Mom LOC Lap Sup RExt LSUP 0.19 3.03 0.06 LsuP 0.09 8.47 0.01 Lsup 0.06 0.07 ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- LExt 0.00 -O.Z7 0.00 0.03 0.50 0.13 U Ntl11ACED LENGTH: 1 .1.90 -2.41 -3.22 0.13 -6.57 7.06 4.19 12.62 No ma or -------Minor(ft)------- -----------Cb----------- --------Moral/Mom2------- 2 2.94 2.13 -2.18 -2.45 12.62 5.03 -3.38 10.90 5.44 7.76 Id (ft) LSup LLap MidS RLap RSup LSup LLaP HAS RLap RSup LSup LLaP Mid5 RLap Rsup 3 2.45 2.18 -2.13 -2.94 7,76 5.44 -3.38 9.10 5.03 12.62 ____ _____ ____________ ________ ____ ________________ ______-___-_________ 4 3.22 2.41 -1.90 12.62 4.19 -6.57 11.14 0:13 . LExt 1.0 '1.0 1.0 1.0"1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 RExt 0.27 0.00 0.13 0.03 0.90 0.00 1- 19.0 12.S 0.0 0.0 3.5 3.0 1.14 1.00 1.00 1.78 1.30 1.00 1.OD 1.00 0.00 0.45 2 20.D 3.0. 1.4 0.0 3.1 1.0 1.47 1.72 1.00 1.77 1.13,0.26 0.00 1.00 0.00 0.71 STRENGTN/OE FL ECTION: 3 19.0 1.0 3.6 0.0 2.9 3.0 1.13 1.81 1.00 1.79 1-35 0.73 0.00 1.00 0.00 0.40 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 4 19.0 3.0 1.8 0.0 0.0 14.2 1.41 1.72 1.00 1.00 1.14 0.32 0.00 1.00 1.00 1.00 ,.Id LOC. Calc Limit UC LOC_ Calc Limit UC Lac uC Calc Limit RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1-00 1.00 ---- ------------------- --- --------------- -------- ---------- LExt RSup -0.27 3.03 0.09 RSup 0.13 9.29 0.01 Rsup 0.09 0.09 LAP BOLT SHEAR/BEARING: 1 RLap -2.41 3.03 0.80 Mids -6.57 6.99 0.94 RLap 0.90 -0.41 Bolt=0.500 (A325) 2 RLap -2.18 3.03 0.72 RLap S.44 7.69 0.71 RLap 0.90 -0.15 3 LLap 2.18 3.03 0.72 LLap 5.44 .7.69 0.71 LLap 0.90 1 15 Bay-----Left_Lap(k)------ -----Ri ght_Lap(k)----- 4 LLap 2.41 3.03 0.80 Mid5 -6.57 6.99 0.94 LLap 0.90 -0.45 ' Id Calc Shear Bear UC Calc Shear Bear UC RExt LSup 0.27 3.03 0.09 LSup 0.13 9.29 0.01 LSup 0.09 0.09 ____ __________ _________ _______________---- .1 0.54 5.30 2.27 0.24 UNBRACED LENGIM: 2 0.54 5.30 2.27 0.24 1.51 5.30 2.27 0.66 Bay Ma7Or -------M inor(ft)-------- -----------Cb----------- --------MOml/Mom2------- 3 1.51 5.30 2.27 0.66 0:71 5.30 2.27 0.31 Id (3t) LSup LLap Mid5 RLap RSup LSup LLap MAS RLap RSup LSup LLap Mid5 RLap RSup 4 0.71 5.30 2.27 0.31 ---- ---- LExt.' 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 0.00 0.00 0.00 0.00 0.00 LOAD ID 12 : Dead+collateral+snow-PAT_SL_2 1 19.0 14.0 0.0 0.0 2.0 3.0 1.14 1.00 1.00 1.73 1.40 0.00 1.00 1.00 0.00 0.33 --------------------------------------------------------------------- 2 20.0 3.0 2.9 0.0 3.1 1.0 1.35 1.78 1.00 1.79 1.14 0.40 0.00 1.00 0.00 0.70 ' 3 20.0 1.0 3.1 0.0 2.9 3.0 1.14 1.79 1.00 1.78 1.35 0.70 0.00 1.00 0.00 0.40 ANALYSIS: 4 19.0 3.0 2.0 0.0 0.0 14.0 1.40 1.73 1.00 1.00 1.14 0.30 0.00 1.00 1.00 0.00 --------5hear(k)--------- --------------Moment(f-k)--------------- - RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 21.30 2.30 0.00 0.00 0.00 0.00 0.00 Bay Left Left Right Right Left Left MidSpan Right Right Id sup Lap ' Lap __SUP __SUP Lap Mom Lot Lap Sup LAP BOLT SHEAR/BEARING: ____ _____ _____ _____ ___ ___ _____ _____ ___- _____ _____ Bolt-0.500(A325) LExt 0.00 -0.19 0.00 0.02 O.SO 0.09 1 1.33 -1.66 -2.22 0.09 -4-04 7.11 2.14 8.56 Bay-----Left_Lap(k)------ -----Riyht_Lap(k)----- _ 2 2.00 1.43 -1.55 -1.74 .8.56 3.42 -2.09 10.68 4.38 6.02 Id Calc shear Bear uC talc shear Bear uC 3 1.85 1.66 -1.33 -1.89 6.02 4.27 -3.08, 9.87 1,66 6.49 - - -------------- --------- - 4 1.35 1.03 -0.67 6.49 2.93 -2.05 12.70 0.05 1 1.05 5.30 2.27 0.46 REXt .0.13. 0.00 0.05 D.01 0.50 0.00 2 1.05 5.30 2.27 0.46 1.94 5.3U 227 0.86 3 1.94 5.30 2.27 0.86 1.05 5.30 2..27 0.46 STRENGTH/DEFLECTION: 4 1.05 5.30 2.27 0.46 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) I d LOC calf Limit UC LOC talc Limit UC Let UC CaIC Limit DEFLECTION: ____ _______________ ____ ___________________ ________ _____ _____ ______________________________ LExt Rsup -0.19 3.03 0.06 RSup 0.09 8.47 0.01 Rsup 0.06 0.07 1 RLap -1.66 3.03 0.55 Mids -4.64 6.99 0.66 RLaP D.61 -U.32 LOAD Su 1 : Live 2 RLap -1.55 3.03 0.51 RLap 4.38 7.62 0.57 RLap 0.68 -O.OB ---------------------------------------------------------------------- 3 LLap 1.66 3.03 0.55 LLap 4.27 7.68 0.56 LLap 0.70 -0.20 nay ueflect(i n) 4 LLaP 1.03 3.03 0.34 LLap 2.93 7.64 0.38 LLap 0.45 -0,09 Id Calc Limit Ratio Locate Page 26 Page 27 ROOfDe S.tXt RoofOes.tzt LExt 0.03 1 -0.15 1.52 0.10 9.50 LOAD ID 8 Snow/2+PAT_SL5 2 -0.05 1.60 0.03 10.00 eay DeflDct(in) 3 -0.05 1.60 0.03 10.00 Id talc Limit Ratio Locate 4 -0.15 1.52 0.10 9.50 ---- ----------- ----- ------ RExt 0.03 I.F.Xt 0.03 LOAD ID 2 : Snow 1 -0.15 1.52 0.10 9.50 ______________________________________________________________________ 2 0.14 1.60 0.09 10:00 3 _O.14 1.60 0.16 19.50 Day DeflecLi mi 4 -0.05 1.52 0.16 9.50 Id Cal-Limit Ratio Locate RExt 0.05 __ __ LExt 0.06 1 -0.27 1.52 0.18 9.so LOAD ID 9 : Snow/2+PAT_.._I 2 -0.09 1.60 0.Ofi -10.00 Ray Detlect(in) 3 -0.09 1.60 0.06 10.00 4 -0.27 1.52 0.18 9.so Id Calc Limit Rdi4o Locate Rext 0.06 LExt 0.07 LOAD To 3 0.75Livei0.3wind_Pressurel 1 -0.35 1.52 0.23 9.50 2 0.05 1.60 0.03 '0(ID , ___________________________________ ___________________ n6zl 0.07 1.60 0.05 10.0D Ray Deflect(in) 4 -0.12 1.52 0.08 9.50 Id CaIC Limit Ratio Locate LExt 0.03 LOAD ID 10 : Snow/2+PAT SL_2 1 -0.15 1.52 0.10 9.50 __ __ 2 -O.OS 1.60 0.03 10.00 _ _______________ ___________________________________________ 3 -0.05 1.61 0.03 10.01 Day Deflect(i ) 4 -0.15 1.52 0.10 9.50 Id Calc Limit Ratio La Cate REXt 0.03 LExt 0.03 LOAD ID 4 : 0.755now+0.3wind_Pressurel 1 -0.12 1.52 0.08 9.50 _ ___ ________ ___ _ 2 -0.07 1.60 0.05 10.00 ________________________________________ 3 0. 1.60 0.03 10.00 Day 05 Detlect4in) RExt 0.07 1.52 0.23 9.50 __ Id CdIC Limit Ratio Locate ____ _________ _____ ______ LEXt 0.05 1 -0.24 1.52 0.16 9.50 LOAD--11 Snow-PAT _____ _______________________________________________________________ 2 -0.08 1.60 0.05 10.00 Ray Decfl ect(in) 3 -0.08 1.60 0.05 10.00 4 -0.24 1.52 0.16 9.50 Id Calc Limit Ratio Locate RExt 0.05 LExt 0.02 LOAD ID 5 0.4wind�uctionl 1 -0.05 1.52 0.03 9.50 _ 2 -0.19 1.60 0.12 10.00 _____________ _______________________________________________ 3 -0.06 1.60 0.04 10.00 nay Ueflect(in) 4 -0.28 1.52 0.18 9.50 Id Cal Limit Ratio LOcatP. REXt 0.06 LExt -0.01 LOAD IO 12 Snout-PAT_SL_2 1 0.07 1.52 0.04 9.50 ______________-__________________________________________________ _ 2 0.02 1.60 0.01 10.00 Ray Ueflect(in) 3 0.02 1:10 0.01 10.00 Id Deflect(in) omit Ratio Locate 4 0.07 1.52 0.04 9.50 ------ REXt -0.07 _____Limit Ratio Locate LE%L 0.06 1 -g.21 1.52 0.18 9.50 LOAD ID 6 Snow/2+PAT_SL_3 2 -O.OE 1.60 0.04 10.00 ____________________________________________ 3 -0.19 1.60 0.12 10.00 Ray Deflect(i n) 4 -0.05 1.52 0.03 9.50 Id C. Limit Ratio Locate RExt 0.02 ______ _____ _____ ______ LExt 0.05 SL 1 -0.25 1.52 0.16 9.so LOAD ID 13 ---_-- 2 -0.14 1.60 0.00 10.00 Ray Deflect(in) 3 0.01 1.60 0.00 10.00 Id CaIC Limit Ratio Locate 4 -0.15 1.52 0.10 9.50 REXt 0.D3 LEXt 0.09 LOAD LD 7 Snow/2+PAT3l-4 1 -0.41 1.52 0.27 9.50 _ _________________________________________________ 2 -0.14 1.60 0.09 10.00 3 -0.14 1.60 0.09 10.00 Bey Deflect(4n) 4 -0.41 1.52 0.27 9.50 Id Colt LimiC Ratio Locate RExt 0.09 LLXt 0.02 =2p592 u rl in(Extension=1,Top) 5/1/17 4:09pm ' 1 -0.01 1.5 . 2 -0.16 1.fi0 2 0 0.10 10.04 9.50 00 = -_________ �_=___�ee_x= -________"- ______________________________ 3 -0.16 1.60 0.10 10.00 CANOPY TOP PURLIN 4 -0.06 1.52 0.04 9.so wall Id - 1 REXt 0.02 Extension Id= 1 Page 28 - Page 29 ROOfDeS.LRL RoofOes.txt Ray Start - 1 Bay Ma or -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- Bay End 3 _Id (it) LSup LLap MidS RLap RSup LSup LLap Mids RLap RSup LSup LLap MidS RLap RSUp Canopywidth 4.00 _____ ____________________ ____________ ________ ____________________ ----------'------'-------'- ' 1 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1:00 I.OD 1.00 1.00 1.GO 1.00 1.00 2 13.3 0.0 0.0 U.O O.0 0.0 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 1.00 1.00 LAYOUT: Available LAP BOLT SHEAR/BEARING: Design Reduction Bolt-0.500(A325) Bay Leng9th --Lap(ft)-- Load No. No. Unit Total Factor Id Part (ft) Left Right width Brace ROM weight weight Out In Bay-----Left_Lap(k)------ -----Rl ht_Lap(k)----- ________ ____ _____ _____ _____ ___ ______ ______ ____---- 1 8x25Z16 13.33 --- 2.00 0 1 42.4 42.4 0.70 0.70 Id Calc Shear Dear Ue Calc S ear Bear UC 2 8x25Z16 13.33 I.00 1,00 _ -- -------- ---------- ----- ---- 2 0 1 45.4 45.4 0.70 0.70 1 0.64 5.30 1.95 0.33 3 Bx25Z16 13.33 1.00 2.OD 0 1 42.4 42.4 0.70 0.70 2 064 5.30 1.95 0.33 0.64 5.30. 1.95 0.33 Total(1 h)= 130.2 3 0..64 5.30 1.95 0.33 PUrlin DL= 1.63 (Psf) LOAD ID 3 : Dead+0.75Live+0.45wind-Pressure1 _____-_______________________________________________________________ LOAD ID 1 : Dead+Live ANALYSIS: _____ ___--- ------------------------------------------------------ __ --------Shcar(k)--------- --------------Moment(f_k)----________ Bay Leff Left Right Right left Left M1d5pan flight Right ANALYSIS: _Id Sup Lap Lap Sup Sup Lap Mum LUC Lap Sup _-------shear(k)--------- --------------Mement(f_k)______________ _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ Bay Left Left Right Right Left Left MidSpan Right Right 1 0.21 -0.28 -0.32 0.0a -0.55 5.23 0.46 0.77 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 2 0.27 0.23 -0.23- _O_27 D.77 0.52 -0.12 6.17 0.12 0:77 ---- ----- ----- ----- ----- ----- ---- ----- ----- ----- ----- 3 0.32 0.28 -0.21 0.77 0.46 -O.SS 8.30 0.00 1 0.26 -0.35 0.40 0.00 -0.68 5.23 O.S8 0.96 2 0.33 0.28 -0.28 -0.33 0.96 0.65 -0.15 6.67 0.65 0.96 STRENGTH/DEFLECTION: 3 0:40 0:35 -0.26 0.96 0.58 -0.68 8.10 0.00 Bay -------Shear(k)------- -----Moment(f-k)------ -mom+5hr- oDflect(in) STRENGTH/DEFLECTION: -% LOC W L Limit UC Lac CaIC Limit UC LOC UC CaIC Limit ___________________ ___________________ ________ __________ 8% -------shear(k)-=---- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 1 RLap -0.28 2.83 0.10 MidS -0.55 3.42 0.16 RLap 0.14 -U.06 Id LOC Cale Limit UC LUC CaIC Limit UC LUC UC Calc Limit 2 RLap -0.23 2.83 0.08 RLap 0.52 3.42 0.15 RLap 0.14 0.00 ------------------- ------------------- -------- ---------- 3 LLap 0:28 2:83 0:10 Mids -0.55 3.42 0.16 LLap 0:14 -0.06 1 RLap -0.35 2.83 0.13 Mids -0.68 3.42 0.20 RLap 0.18 -0.07 2 LLap 0.28 2.83 0.10 RLap 0.65 3.42 0.19 LLap 0:17 0:00 UNBRACED LENGTH' 3 LLap 0.3S 2.83 0.13 Mids -0.68 3.42 0.2D LLap 0.18 -0.07 0% Major -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- UNBRACED LENGTH: ' Id (ft) LSup LLap MidS RLap RSup LSUp LLap Mids RLap RSVP LSUp LLap MidS RLap RSup ____ _____ ____ ________________ _________-_-______ ____________________ Id , Bay Ma]]or -------Mi-Sft)-------- -----------Cb----------- --------FtOml/Mom2------ 1 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 -(ft) LSup LLap Mi S RLap RSUp LSup LLap Mids RLap RSVP LSUp LLap MidS RLap RSup 2 13.3 0.0 0.0 0.0 0.0 D.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-00 1.00-- ------------ -------- ----- ------- --- ----------- ------- - 3 13.3 0.0 0.0 0.0 0,0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 13.3 0:1 0:0 0:0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 13.3 -0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR/BEARING: 3 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.Do 1:00 1:00 1.00 1.00 I.00 1.00 1.00 1.00 Bolt 0.500(A325) LAP BOLT SHEAR/BEARING: Bay-----Left_Lap(k)------ -----Right_Lap(k)----- Bolt-0.500(A325) Id Calc shear Bear UC Calc Shear Bear uC ______________ _________ _____ ______________ Bay-----Left_Lap(k)------ -----kight-ap(k)----- 1 0.19 5.30 IAS 0.10 Id Calc shear Bear UC Calc Shear Bear UC 2 0.19 5.30 1.95 0.10 0.19 5.30 1.9S 0.10 3 0.19 5.30 1.95 0.10 1 0.24 5.30 1.95 0.12 2 0.24 5:30 1:95 0:12 0.24 5.30 1.95 0.12 LOAD ID 4 Dead+0.755now+0.45wind_rressurel 3 0.24 5.30 1.95 0.12 ______________________________________________________________________ LOAD IO 2 : Dead+Snow ANALYSIS: ______________________________________________________________________ __------Shcar(k)--------- ______________Moment(f_k)_______________ Bay Lett Left Right Right Left Left Midspan Right Right ANALYSIS: Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup --------Shear(k)--------- ---------'----Moment(f-k)-------------- Bay Left Left Right Right Left LCft MidSpan Right Right 1 0 54 -0.73 0.83 0.00 -1.41 5.23 1.19 1.97 Id Sup Lap Lap sup Sup Lap No m Loc Lap sup 2 0.69 0.58 -0.58 -0.69 1.97 1.34 -0.32 6.67 1.34 1.97 ____ _____ _____ _____ _____ _-__ -___ _____ _____ _____ 3 0.83 0.73 -0.54 1.97 1.19 -1.41 8.10 G.00 1 0.70 -0-95 1.G9 0.00 -1.83 5.23 1.55 2.57 2 0:89 0.76 -0.76 -0.89 2.57 1.14 -0.41 6.67 1.)4 2.57 STkENGTR/DEFLCCTION: 3 1.09 0.95 -0.70 2.57 1.55 -1.83 8.10 0.00 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) STRENGTH/DEFLECTION: Id Lac Calt Limit UC LOC CaIC Limit UC LOC UC CalC Limit _ ___________________ ___________________ ________ __________ Ray -------Shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 1 RLap -0.73 2.83 0.26 MidS -1.41 3.42 0.41 RLap 0.37 -0.1S Id LOC Calc Limit UC LOC Ca1C Limit UC LOC UC Ca1C Limit 2 LLap 0:58 2:83 0:21 LLap 1.34 3.42 0.39 LLap 0:36 0.01 ---- ------ ----- ---- ------------------ -------- ---------- 3 LLap 0.73 2.83 0.ZG MidS -1.41 3:42 0:41 LLap 0.37 -0.15 1 RLap -0.95 2.83 0.34 Mids -1.83 3.42 0.53 RLap 0.48 -0.20 2 RLap -0.76 2.83 0.27 RLap 1.74 3.42 0.51 RLap 0.47 0.01 UNBRACED LENGTH: 3 LLap 0.95 2.83 0.34 MidS -1.83 3.42 0.53 LLap 0:48 -0.20 Bay Mapr -------Minor(ft)-------- -----------Cb----------- --------Moral/Mom2------- UNBRACED LENGTH: Id (ft) LSup LLap Mi S RLap RSUp LSUp LLap MidS RLap RSup LSUp LLap MidS RLap RSUp ____ _____ ____ ________________ ____________________ ____ ____________---- Page 30 Page 31 R4ofDe5.txt RDofOes.xa[ 1 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 0.00 1.07 0.00 fi.47 2 13.3 0:0 0.0 0.0 0.0 0:0 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 1.00 3 -0.04 1.07 0.004 6.67 3 13.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 LOD 1.00 1.00 1.00 1.00 1.00 ' LAP eOLT SHEAR/BEARING: LOAD ID 4 0.755noWt0.3Wind_Pressurel _ ____________------------------------------------.-------------------- Bolt=0,500(A325) Bay Deflect(in) ld Cale Limit Ratio Locate Say-----Left_LaP(k)------ -----Right_LaP(k)----- __ ____ _____ _____ ------ Id talc shear Dear uC Calc Shear Bear uC 1 0.14 1.07 0.13 6.67 ___________________ ___________________ 2 D.O1 1.07 0.01 6.67 1 0.49 5.30 1.95 0.25 3 -0.14 1.07 0.13 6.67 2 0.49 5.30 1.95 0.25 0.49 5.30 1.95 0.25 3 0.49 5.30 1.95 0.25 LOAD Io 5 :0.4Wind-suctionl LOAD ID 5 : O.GDead+0.6Wind-suctionl __________________ Bay Defl ect�in) "------------------- '------------------------------ Id CaIC LIMit Ratio Locate ANALYSIS: 1 0.05 1.07 0.05 6.67 --------Shear(k)-------__ --------------Mmment(f-k____---------- 2 0.00 1.07 0.05 6.67 Bay Left Left Right Right Left Left MidSpan Right Right 3 0.05 1.D7 0.05 fi.67 Id Sup Lap Lap Sup Sup Lap Mom Lot Lap Sup ------------- _-______-___.__-_ ---- ----- ----- ----- ----- ----- ----- ----- ----- 20692 lave Strut(Cxxensi an-1) 5/1/17 4:09pm 1 0.25 0.34 0.38 0.00 0.65 5.23 0.55 0.90 n...................�..>..>=.=w=em®�=. -_ 2 -0.31 -0.27 0.27 0.31 -0.90 -0.61 0.14 fi.67 -0.61 -0:90 ------------------------------ 3 -0.38 -0.34 0.25 -0.90 -0.55 0.65 8.10 0.00 cANDPv SAVE STRUT STRENGTH/DEFLECTION: Wall Extension = 1 Day -__Shear(k)------- -Moment(f-k)------ -Mom+shr- Deflect(in) Basta Id= 1 Id LUC Calc Limit UC Loc CaIC Limit UC LnC tic Cal r.Limit Bayrt End - 3 _______________ ___________________ ____ ____ _____ Canopy Width= 4.U0 1 RLap 0.34 2.83 0.12 Mids 0.65 3.42 0.19 Rwp 0.17 0.U7 __ ____ _________ 2 RLap 0.27 2.83 0.09 RLap -0,61 3.42 0.18 RLap 0.16 0.00 3 LLap -0.34 2.83 0.12 Mids 0.65 3.42 0.19 LLap 0.17 0.07 EAVE STRUT LAYOUT: Bay Design Load No. UNBRACED LENGTH: Id Part Length Width Brace Weight BaY Ma'or -------Ninor(ft)-------- -----------Cb__--------- --------Mom1/MOm2------- ____ ________ ______ _____ _____ ______ Id C ) LSUP LLap MidS RLap RSVP 1-Sup LLap Mids RLap RSVP LSup LLap Mids RLaP RSUP 1 8x35E16 13.17 1.88 0 44.5 ____ _-__ ___________________ ____ ________________ ____ __- 2 8x35e16 13.00 1.88 0 44.1 1 3.3.3 0.0 0.0 0.0 0.a 0.0 1.00 1.00 1.00 1.GO 1.00 1.00 1.00 1.00 1.00 1.00 3 8x35E16 13.17 1.88 0 44.6 2 13:3 0.0 0:0 0.0 0:0 0.0 1.00 1.00 1:00 1:00 1.00 1.00 1.00 1.00 1.00 1_DO 3 13.3 B.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Total(lb)= 133.3 LAP BOLT SNCAR/BEARING: STRENGTH/DEFLECTION: Bolt=0.500 (A325) Day Load ----Shear(k)---- --Noment(f-k)--- ---Deflect(in)-- Bay-----LeftJ.ap(k)------ -----Right ___ __Lap(k) Id Id Ca IC Limit UC CalC Limit UC CalC Limit UC __ ____ __ _____ __ _____ _____ ____ _____ _____ ____ Id Calc shear Bear UC Calc Shear Bear uc 1 1 -0.31 2.76 0.11 -1.02 4.36 0.23 -U 13 --------- ------ ---- -------------- ---- 2 0.83 2.76 0.30 -2.72 4.36 0.62 -0..36 1 0:21 5.30 1.95 0.12 3 -0.25 2.76 0.09 -O.B1 4.36 0.19 -0.n 2 0:23 5.30 1.95 0.12 0.23 5.30 1.9S 0.12 4 -O.fi4 2.7fi 0.23 -2.09 4.3fi 0.49 -0.28 3 0.23 5.30 1.95 0.12 5 -0.29 2.76 0.11 0.96 4.36 0.22 0.13 2 1 1 30 2.76 0.11 -0.99 4.36 0.23 -0.13 DEFLECTION: 2 -0.82 2.76 0.30 -2.65 4.36 0.61 -0.34 ----------------------------- 3 0.24 2.76 0.09 -0.79 4.36 0.18 -0.10 [BAD ID 1 Live 4 0.63 2.76 0.23 -2.04 4.36 0.47 -0.26 S -0.29 2.76 0.10 0.94 4.36 0.21 0.12 --Bay-------------in)----------- --------------------------- 3 1 0.31 2.76 0:11 -1.02 4.36 0.23 -0.13 76 72 Bay Defl ect'i 3 -0.25 2.76 0.009 -0.81 4.36 0:19 -0.11 Id Calc Limit Ratio Locate ----------- ----- ------ 4 0.64 2.76 0.23 -2.09 4.36 0.48 -0.28 1 -0.06 1.07 0.05 6.67 S -0.29 2.76 0.11 0.96 4.36 0.22 0.13 2 0.00 1.07 0.00 6.67 3 -0.06 1.07 0.05 6.67 DEFLECTION: --------------.______-________ LOAD ID 2 : snow _ ______________________________________________________________________ LOAD ID 1 : Live BaOe ect 1n) ______________________________________________________________________ y Ld Cal-Limit Ratio Locate Ba Deflect(in) ___________ _____ ______ 1 -018 107 0.17 6.67 iy CaIC U t m1 Ratio Locate ____ ___________ _____ ______ 2 0:01 1..07 0.01 6.67 1 -0.11 1.05 0.10 6.SB ' 3 -0.18 1.07 0.17 6.67 2 -0.10 1.04 0.10 6.50 LOAD ID 3 O.75Live.0.3wind_Pressurel 3 -0.11 1:05 0:10 6.58 _____________-------_____--------------------------------------------- LOAD ID 2 : 5now ______________________________________________________________________Bay OeCal c ect n Bay Deflect(in) Id ----Limit Ratio Locate '-0.04-1.07 --"- ------ Id Cal-LIM----- Ratio Locate ------ 1 -0.04 1.07 0.04 6.67 ___ ___________ _____ ------ Page 32 Page 33 RoofUeS.txt Roofoes.txt 1 -0.33 1.05 0.31 6.58 2 15.7 90.4 144.9 0.62 18.7-65.5 128.0 0.51 2 -0.32 1.04 0A 6.50 - 3 15.7 fi0.5 144.9 O.M12 18.7-43.6 128.0 0.34 3 -0,33 1.05 0.31 6.S8 4 15.7 87.8 144.9 0.61 18.7-63,S 128.0 0.50 5 15.7-71.1 128.0 0.56 18.5 62.7 144.9 0.43 LOAD ID 3 O.75Live+0.3wind_Pressurel 6 5,9 128,0 144.9 0.88 3.0_83.9 128.0 0.66 'Bay Deflect(n) PANEL DEFLECTION: Id Calc Limit Ratio Locate ' ----------- ----- ------ Surt Load -----Deflection(in)----- 1 -0.08 1.Os 0.07 fi.09 6 2 -0.08 1.04 0. .58SO Id urea-- _Id_ offset talc Limit Ratio ---- ---- - -------------- 3 -0.09 1.05 0.08 6.58 2 Left 7 2.5 -0,11 0.49 0.22 8 2,S-0.19 0,49 0.39 LOAD To 4 0.75snow+0.3wind_Pressurel 9 2.5-0.06 0.49 0.11 ___ _ ________________________________________________ 10 2.5 0.17 0.49 0.34 Ray Deflect(in) - 2 Center 7 2.5 -0.11 0-49 0.22 Id Calc Limit Ratio Locate R 2.5-0.19 0.49 0.39 ---- ----------- ----- ------ 9 2.S -0.06 0.49 0.11 1 -0,25 1.05 0.24 6.58 10 2.5 0.12 0.49 0.25 2 -0.24 1.04 0.23 6.50 2 Right 7 2.5 -0,11 a 49 0.22 3 -0.25 1.05 0.24 6.58 8 2,5-U.19 0,49 0,39 9 2.5 -O.OG 0.49 0.11 LOAD TO 5 : 0.4wind-suctionl 10 2.5 0.17 0.49 0.34 say ceflect(in) 3 Left 7 18.2-0.11 0.49 0,22 % Calc Limit Ratio Locate 8 18.2 -0.19 0.49 0.39 9 18.2-0.06 0.49 1 0,09 1,05 0,09 6.50 10 18.2 0.17 0.49 0.34 2 0.09 1.04 0.09 6.50 3 Center 7 18.2-O,ll 0.49 0.22 3 0.09 1.05 0.09 6.58 8 18.2-0.19 0,49 0,39 - 20692 Roof Panel Summary 5/1/17 4:09pm 10 18.2 0.12 0.'49 0.25 .=.=...�..�:...__...__= 3 Right 7 18.2-0.11 0.49 0.22 8 18,2-0,19 0,49 0.39 PANEL LAYOUT: 9 A 2-0.06 0.49 0,11 Surf Surface No. max Rotation 10 18.2 0.17 0.49 0.34 Id Part Type Gage Yield Length Purlin Space Stiffness ____ ________ ____ _____ _____ _______ ______ _____ LOAD CDMBINA7ION: 2 R-26 A 26.00 80.0 20.62 4 4.906. 0,00 Load A 3 R-26 26.00 80.0 20.62 4 4.906" 0.00 id Description PANEL STRENGTH: 1 Dead+Live " 2 Dead+Snow ---support-------- ---------Midspan-------- 3 Dead+0.75Live+0.45wind_PressureI Surf Load Moment(ft-lb/ft) m....t(ft-lh/ft) 4 Dead+0.7S5now+0'.45wind-Pressurel Id Area Id offset Calc Limit Ratio Offset Calc Limit Ratio S O.6Oead+0,6wind-suctionl ____ ______ ____ ___---_______________ ______ __________ _____ 6 Dead+UNB3L 2 Left 1 4.9 54.1 144.9 0.37 1.9-39.2 128.0 0.31 7 Live 2 4,9 90,4 144.9 0.62 1,9-65.5 128.0 0.51 8 Snow 3 4.9 60.5 144.9 0.42 1.9-43.8 128.0 0.34 9 0.6wind_Pressurel 4 4.9 87.8 144.9 0.61 1.9-63.5 128.0 0,50 10 0-6wind-suctionl 5 4.9-71.1 128'0 0.56 2.1 62.7 144.9 0.43- __----------- -___"- ____=_-__-___-----------_ 6 14.7 128.0 144.9 0.88 17.6_83.9 128.0 0,66 20692 Extension Panel summary 5/1117 4:09pm 2 center 1 4:9 54.1 144.9 0.37 1.9-39.2 128.0 0.I I ___-_-_----------------__-____- ___------------ 2 4.9 90,4 144.9 0.61 1.9_65.5 128.0 0.51 , 3 4.9 60.5 144.9 0.42 1.9_43.8 128.0 0.34 PANEL LAYOUT: 4 4.9 87.8 144.9 0.61 1.9-63.5 128.0 0.50 Ext Surface No, Max 5 4.9-44.4 128.0 0.35 2.2 41.8 144,9 0.29 Td Locate Part Type Gage Yield Length Purlin Space 6 14.7 128.0 144.9 0.88 17.6-83.9 128.0 0.696 ---- ------ -------- ---- ----- ----- --- ----- 2 Right 1 4.9 54.1 144.9 0.37 1.9-39.2 12 B.0 0.31 1 Roof R-26 R 26.00 80.0 4.00 1 3.253 2 4.9 90.4 144.9 0.62 1.9-61.5 128.0 0.51 3 4.9 60.5 144.9 0.42 1.9-43.8 128.0 0.34 PANEL STRENGTH: 4 4.9 87.8 144.9 0.61 1.9_63.5 12 B.0 0.50 S 4.9-71.1 128.0 0.56 2.1 62.7 144.9 0.43 --------Support-------- ---------mi dspan-------- 6 14.7 128.0 144.9 0.88 17.6-83.9 128.0 0.66 Ext Load moment(ft-16/(t) Moment(ft-lb/ft) ---- ------ - --------------------- --------------------- Id Area Id Offset Calc Limit Ratio offset Cale Limit Ratio 3 Left 1 15.7 54.1 144.9 0.37 18.7-39.2 128.0 0.31 ---- ------ ---- -------------------- --------------- ----- 2 15.7 90.4 144.9 0.62 18,7-65.5 128.0 0,51 1 Roof 1 0.0 0.0 144.9 0.00 1.6-33,0 128,0 0.26 3 15.7 60.5 144,9 0.42 IN-43.8 128.0 0.34 2 0.0 0.0 144.9 0.00 1.6-68.5 128.0 0.69 4 15,7 87,8 144.9 0.61 18.7-63.5 128.0 0.50 3 0.0 0.0 144.9 O.00 1.6-76.4 128.0 0.21 5 15.7-71.1 128.0 O.S6 18.S 62.7 144.9 0.43 4 0.0 0.0 144.9 0.00 1.6-68.0 128,0 0.53 6 5.9 128.0 144.9 0.88 3.0-83.9 128.0 0.66 5' 0.0 0.0 144.9 0,00 1.6 31.2 144.9 0.22 3 center 1 15.7 54.1 144.9 0.37 18.7-39.2 128.0 0.31 6 0.0 0.0 144.9 0.00 1.6 -6.6 128.0 0.05 2 15.7 90.4 144.9 0.62 18.7-65.5 128.0 0.51 3 15.7 60.5 144.9 0.42 18.7-43.8 128.0 0.3-0 PANEL DEFLECTION: 4 15.7 87.8 144.9 0.61 18.7-63.5 128.0 0.50 5 15.7-44.4 128.0 0.35 18.4 41.8 144.9 0.20 cxt Load -----Deflection(in)----- 6 5.1 128.0 144.9 0.88 3.0-83.9 128.0 0.66 id Area id Offset Cale Limit Ratio 3 Right 1 15.7 54.1 144.9 0.37 18.7-39.2 128.0 0.31 ---- ------ ---- ------ ---------- ----- Page 34 Page 35 RODfDeS.tXt RoofDes.txt I Roof 7 1.6-0 05 0 0.14 a 1.6-0:14 0:11 0:4 DIAGONAL BRACING: 9 1:6 0.00 0.33 .33 0.00 Brace-Tension(k) 0 1.6 a 06 0.33 0 19 Bay BraLeLocate ------Diag-arace----- ----Wind---- ---seismic-- Max LOAD COMBINATION: % start End Type__Si.e Part__,__ _CalC Limit Celt Limit __UC XL/R --- -------------- ---- ---- ---- ---- ----- ----- ----- -- ---- Load 2 0.00 20.00 C 0.250 CABLE250 1.26 3.33 1.35 3.33 0.41 Id Description 20.00 40.00 C 0.250 CABLE250 1.26 3.33 1.35 3.33 0.41 ---- ---------- I De2d+Live 2 Dead+sr.. 20692 sidewall Diagonal Bracing 5/1/17 4:09p. 3 Dead+0.75LiVe+0.45wind_pressureI 4 &O.7SSno-0.45wind-Pressu rel 5 0 .6Dad+0.6w-ind-suction1 PANEL SHEAR: 6 OB.d+UN8-SL 7 Live wall ease wind seismic 8 Snow Id- Length UIC __CalC Limit ----- ----- 1 0. lwind-Pres,surel 2 0 32.3 63.7 71 10 0 6 664 wind-Suctioni 4 4:0 32.3 63:7 71:88 'Atta-chment Loads 5/1/17 4:09P. DIAGONAL BRACING: Wall aa� Brac e eraCe-Tension(k) R F LOADS I Locat ------Di�g-Brace---- ----Wind--- --seismic-- max I. Type Size Part Calc Limit Calc Limit UC KL/R Id a. p y --------- ---------- --- -------------- ---------- ---------- ---- EW Attach -------------Wind------------- ---------seismic(a)---------- 2 2 0.0 16.0 C 0-375 CARLE375 2.49 7.64 4.91 7.64 0.64 Id Locate WaIll WaI12 Roof React WaIll WaI12 Roof React -- ----- ------ ------ ------ ------ ------ ------ ------ ----- 4 3 0.0 16.0 c 0.375 CABLE375 2.49 7.64 4.91 7.64 0.64 1 0.00 1.66 0.33 0.00 3.45 0.108 0.033 1.43 2.91 1 20.0 0.34 0 0.00 0 177 0.046 2.47 0.00 S 0 1 2.58 33 NO 3.45 08 0 BOTTOM DIAGONAL BRACE REACTIONS: 1 40.00 1.66 0:' 0 :_ .033 1.43 2.91 -- ------ ------ ------ ------ ------ -- -- ---- ------ ------ 3 0 1.41 0.31 0.00 2 so 0 033 0 108 1.43 2 91 wall a 0: 0 1:79 0:38 0:00 0: 0 6 0 1 id 3 2 % co --wind-max(k)--- seismic-max(k) 0 00 00 0:04 : 77 2 47 0:00 d HorZ Vert(*/-) morz Vert(+/:) 3 40.00 1.41 0.31 0.00 2.80 0. 33 0.108 1:43 2.91 -1d_ ___ __ _ -- - ---- -------- ----- ------ -2 2 2 -2.07 1.39 -2.04 1.37 ROOF SHEAR 2 Z 3 2.07 1.39 2.04 1.37 -------- 4 3 3 -2.07 1.39 -2.04 1.37 EW An—h-Locate A Start End Wind Seismic(a) 4 3 4 2.07 1.39 2.04 1.37 -- ----------- ------- ---------- 20692 Extension Diagonal Bracing S/1/17 4:09p. I 00 0 20.00 1.46 1.35 1 20 00 40.00 1.46 -1.35 -- ----------- ------- --------- PANEL SHEAR 3 0.00 20.00 1.08 1.35 Ext --Panel-shear- 3 20.00 40.00 -1.08 -1.35 -id talc Limit -- ------ ------ (a)seismic results based on base shear values 1 0.01 71.80 LOAD COMBINATIONS 20692 Bracing Deflection S/1/17 4:09p. ----------------- Max wind Coeff ROOF ATTACHMENT DEFLECTION: Frame =0.600 span/Deflect Brace 0.600 wall Attach Deflection(in) ----wind--- --seismic-- Max Seismic Coeff Id Locate Wind Seismic Calc Limit Calc Limit Frame 0.700 ---- ----- ---------- ---------- Brace 0.700 1 0.0 0.40 1.01 485 60 199 so 1 20 4 1.64 298 Go 153 so SEISMIC LOAD 1 40:'0 '010 1.01 485 6D 189 so ------------ seismic Coeff= 0.101 Roof Dead- 8.25 0 WALL DEFLECTION AT EAvE: �-Roof Sno 7.000 span/Deflect Roof Total=15.250 wall Deflection(in) ----Wind--- --seismic-- Left aw Dead= 3.000 Vall Front SW Dead= 3.000 id Height wind Seismic _Calc Limit CaIC Limit ---- ----- ----- ------- --------- ---------- Right SW Dead. 3.000 2 16 0 0 40 1 0 485 60 189 50 Back SW Dead= 3.000 4 16:0 0.40 :40 1:011 4 a 5 60 189 50 Extend Total-17.400 _22692 Roof Diagonal Bracing -T----2 692 P.rifn Strut, Longitudinal Load S/1/17 4:09p. PANEL SHEAR:Limit _ 0.0 :Surf Brace Purl Bay Purlin Load----AXial(k)---- --moment(f-k)--- Axl+mom Max Cal wind =10.9 -1d Locate Id Id Part Id Calc Limit UC _Calc Limit UC Lot UC KL/R ------------------------ -------------- -- ------------------------- seismic-23.5 2 20.0 4 1 11.X2 5Z14 1 0.58 16.53 0.04 -0.8 6.99 0.13 Mids 0.16 53 Page 36 Page 37 , ROnfDeS.tXt RonfOes.txt 2-0.09 42.09 0.00 -0.8 6.99 0.13 Mid5 0.12 53 7 0.23 16.53 0.01 -0.4 6.99 0.06 Mid,0.08 53 3 0.58 16.53 0.04 -1.7 6.99 0.2S MAS 0.28 53 8 0.17 16.53 0.01 -1.6 6.99 0.23 Mids 0.24 53 4-0,09 42.09 0.00 -1.7 6.99 0.25 Mids 0.25 53 9 0.17 16.53 0.01 -2.5 6.99 0.36 Mids 0.37 S3 5 0.77 16.S3 0.05 0.8 7.00 0,13 mid 0.17 S3 10 0.23 16.S3 0.01 -0.1 6.99 0.02 midS 0.03 S3 6-0.11 42.09 0.00 0.8 7.On 0.13 Mids 0.12 53 --- -a=5t=-==------ ----------------- ---- ------- -- --_ 7 0.28 16.S3 0.02 -0.4 6.99 0.06 Mids 0.08 53 20692 Eave Strut, Longitudinal Lead(wa11=2) 5/1/17 4:09pm 8 0.21 16.53 U.01 -1.6 6.99 0.23 MidS 0.24 53 9 0.21 16.53 0.01 -2.5 6.99 0.3G Mids 0.37 53 10 0.28 16.53 0.02 -0.1 6.99 0.02 Rids 0.03 53 Nall nay Eave Load ----Axial(k)----- --Homent(f-k)--- Axl4m m Max 2 20.0 4 2 IU25Z14 1 0.58 16.36 0.04 0.7 7.69 0.09 RIP 0.13 56 Id Id Part Id Ca1C Limit nC Calc Limit UC UC KL/r 2 0.40 16.36 0.02 0.7 7.69 0.09 RLap 0,12 56 ------------------ ----.----- --------- -------------- ------- ---- 3 0.58 16.36 0.04 1.4 7.61 n.19 Rtay 0.221 56 - 2 1 11x35E14 11 0.74 15.18 0.05 -1.3.2 7.33 0.15 0-20 54 4 0.40 16.36 0.02 1.4 7.69 0.19 NLap 0.21 56 12 -0.14 359 32 0.00 -1.12 7.33 OAS 0.15 54 5 0.77 16.3fi 0.05 -0.7 6.99 0.10 atap 0.15 56 13 0.74 15.18 0.005 -2.27 7.33 0.31 0,36 54 6 0.5 16.36 0.03 -0.7 6,99 0.10 RLap 0.13 5G .14 -0.14 39.32 0.00 -2.27 7.33 0.31 0.31 54 7 0.66 16.36 0.04 0.3 7.69 O.OS RLap 0.08 56 15 0.99 15.18 0.07 1.13 1.00 1.14 1,20 54 " 8 0.49 16.36 0.03 1.3 7.69 0.18 Rlap 0.20 56 • 16 -0,19 39,32 0.00 1.13 1.OD 1.14 1.13 54 9 0.49 16.36 0.03 2.0 7.69 0.27 RLap 0.30 56 17 0.65 18.22 0.04 -0.58 8.79 0.07 0.10 54 30 0.6fi 16.36 0.04 0.0 6.99 0.01 RLay 0.05 Sfi 18 0.48 18.22 0.03 -2.10 8.79 0.24 0.27 54 2 20.0 4 3 11x25Z14 1-0.08 42.09 0.00 0.7 7.69 0.09 LLap 0.09 56 19 0.48 18.22 0.03 -1.11 8.79 0.13 0.15 54 2 0.40 16.36 0.02 0.7 7.69 0.01 LLap 0.12 56 20 0.65 18.22 0.04 -0.14 8.79 0.02 0.05 S4 3-0.08 42.09 0.00 1.4 7.69 0.19 LLap 0.19 56 •wRN(SRM-201)Axial >Limit 4 0.40 1.6.36 0.02 1.4 7.69 0.19 LLap 0.21 S6 2 2 31x35E14 11 1.40 14.92 0.09 -1.23 7.33 0.17 0.26 56 S-0.10 42.09 0.00 -0.7 6,99 0.10 Llap 0.10 S6 12 1.12 14.92 0.08 -1.23 7.33 0.17 0.24 S6 6 0.54 16.36 0.03 -0.7 6.99 D.30 LLap 0.13 56• 13 1.40 14.92 0'09"-2.49 7.33 0.34 0.43 56 7 0.45 16.36 0.03 0.3 7.69 0.05 LLap 0.07 56 14 1.12 14.92 0.08 -2.49 7,33 0,34 1.41 56 8 0.33 16.36 0.02 1.3 7.69 0.18 LLap 0.19 56 15 1.87 14.92 0.13 1.24 0.92 1.35 1.47 56 9 0.33 16.36 0.02 2.0.7.69 0.27 LLap 0.29 56 • 16' 1.50 14.92 0.10 1.24 0.92 1.3S 1.45 56 10 0.45 16.36 0.03 U.0 6.99 0.01 LLap 0.04 56 17 3.43 17.90 0.19 -0.63 8.72 0.U7 0,21 56 " -2 20.0 4 4 11x25z14 1-0.08 42.09 0.00 -0,8 6,99 0.13 Mids 0.12 S3 18 2.55 17.90 0.14 -2.30 8.79 0.26 0.40 56 2 0.40 16.53 0.02 -0.8 6.99 0.13 Mids 0.15 53 19 2.55 17.90 0.14 -1.21 8.79 0.14 0.28 56 3-0.09 42.09 0.00 -1.7 6.99 0.25 Mids 0.25 53 20 3.43 17.90 0.19 -0.15 8,79 0.02 0.21 SG 4 0.40 16.03 0.02 -1.7 6.99 0.25 Mids 0.27 S3 •wRN(SRM-201)Axial >limit 5-0.10 42.09 0.00 0.8 7.GO 0.13 Ids 0.12 53 2 3 11X35E14 11 -0.15 39.32 0.00 -1.23 7.33 0.17 0.16 56 5 0.54 16.53 0.03 0.8 7.00 0.13 Mid5 0.16 53 12 0,63 14,92 0.04 -1.23 7.33 0.17 0.21 56 7 0.23 16.53 0.01 -0.4 6.99 0.06 MAS 0.08 53 13 -0.15 39.32 0.0D -2.49 7:33.0.34 0.34 56 8 0.17 16.53 0.01 -1.6 6,99 0.23 Hids 0.24 53 14 0.63 14.92 0.004 -2.49 7.33 0,34 0.38 56 9 0.17 16.53 0'01 -2.5 6.99 0.36 Mids 0.37 53 15 -0.20 39.32 0.01 1.24 0.92 1.35 1.34 56 10 0.23 16.53 0.01 -0.1 6.99 0.02 Mids 0.03 53 • 16 0.84 14.92 0.06 1.24 0.92 1.35 1.40 56 17 1.05 17.90 0.06 -0.63 8.79 0.07 0.13 56 Surf Rrace Purl Ray Purlin Load----Axial(k)---- --Moment(f-k)-- Ax14Mom Max 18 U.78 17.90 0.04 -2.30 8.79 0.26. 0.11 S6 Id Locate Id Id Part Id Cale Limit UC Calc Limit UC Loc UC KL/R 19 0.78 17.90 0.04 -1,21 8.79 0.14 0.08 S6 ___ ______ _______________ __________________ __________________ > 20 1.05 17.90 0-06 -0.15 8.79 0.02 0.08 56 3 20.0 1 1,11x25Z14 1 O.5B 16.S3 0.04 -0.8 6.99 0.13 Mids 0.16 53 •wRN(SRM-201)Axial Limit 2-0.09 42.09 0.00 -0.8 6.99 0.13 Mid5 0.12 S3 2 4 11x35E14 11 -0.15 39.32 0.00 -1.12 7.33 0.1S O.1S S4 3 0.58 16.53 0.04 -1.7 6.99 0.25 Mids 0.28 53 12 0.63 15.18 0.04 -1.12 7.33 0.15 0.20 54 4-0.09 42.09 0.00 -1.7 6.99 0.25 Hids 0.25 53 13 -0.15 39.32 0.00 -2.27 7.33 0,31 0.31 54 5 0.77 16.53 0.05 0.8 7.00 0.13 Mid5 0.17 53 14 0.63 15.18 0-04 -2.27 7.33 0,31 0.3S 54 6-0.11 42.09 0.00 0.8 7.00 0.13 Mid,0.12 53 15 -0.20 39.32 0.01 1.13 1.00 1.14 1.13 54 7 0.28 16.53 0.02 -0.4 6.99 0.06 Mids 0.08 53 • lfi 0.84 15.18 0.06 1.13 1.00 1.14 1.19 54 8 0.21 16,53 0.01 -1.6 6.99 0.23 Mids 0.24 53 17 0.55 18.22 0.03 -0,58 8.79 0.07 0.10 54 9 0.21 16.53 0.01 -2.5 6.99 0.36 MidS 0.37 53 18 0.41 18.22 0.02 -2.10 8.79 0.24 0.26 54 10 0.28 16.53 0,02 -0.1 6.99 0.02 Hids 0.03 53 19 0.41 18.22 0.02 -1-11 8.79 0.13 0.15 54 3 20.0 1 2 11X25Z14 1 0.58 16.36 0.04 0.7 7.fi9 0.09 RLap 0.13 56 20 0.55 18.22 0.03 -0.14 8.79 0.02 0.05 54 2 0.40 16.36 0.02 0.7 7.69 0.09 RLap 0.12 56 NRN(SRM-201)Axial>Limit 3 0.58 16.36 0.04 1.4 7.69 0.19 RLap 0.22 56 4 0.40 16.36 0.02 1.4 7.69 0.19 RLap 0.21 56 20692 Eave(wall=2) S/1/17 4:09pm 5 0.77 i6.36 0.05 -0.7 6.99 0.10 Rlap 0.Is 56. .:_..........®.....::.gym.=m== 6 0.54 16.36 0.03 -0.7 6.99 0.10 RLap 0.13 56 ------------------------------ 7 0.66 16.36 0.04 0.3 7.69 0.05 Rtap 0.08 56 EAVE STRUT 8 0.49 16.36 0.03 1.3 7.69 0-18 RLap 0.20 56 wall Id 2 9 0.49 16.36 0.03 2.0 7.69 0.27 RLap 0.30 56 ------------------------------ ]0 O.6G 16.36 0.04 U.0 6:99 0.01 RLap 0.05 56 3 20.0 1 3 11x25Z14 1-0.08 42.09 0.00 0,7 7.69 0.09 LLap 0,09 SG 2 0.40 16.36 0.02 0.7 7.69 0.09 LLap 0.12 Sfi LAYOUT: 3-0.08 42-09 0.00 1.4 7.61 0.11 LLap 0.19 56 Available _ 4 0.40 16-36 0,02 1.4 7.69 0.19 LLap 0.21 56 uesi gn Reduction 5-0.10 42.09 0.00 -0.7 6.99 0-10 LLap 0.10 56 Bay LenggLh --L'ap(ft)-- Load No. No. unit Total Factor G 0.54 16.36 0.03 -0.7 G.99 0.10 LLap 0.13 56 .Id Part (ft) Left Right width Rrace Now weight weight out in 7 0.45 16.36 0.03 0.3 7.69 0.05 LLap 0.07 56 ---- -------- ------ ---- ----- ----- ------ --- ------ ------ ---- ---- 8 0.33 16.36 0.02 1.3 7.G9 0.18 LLap 0.19 SG LExt 11x35E14 1.002.45 0 1 4.9 4.9 0.00 0.00 9 0.33 16.36 0.02 2.0 7.69 0.27 LLap 0.29 56 1 11X35L14 18.80 2.45 0 1 92.1 92.1'0.00 0.00 10 0.45 16.36 0.03 0.0 6.99 0.01 LLap 0.04 56 2 11x35E14 11.61 2.45 0 1 96.2 96.2 0.00 0.00 3 20.0 1 4 11x25Z14 1-0.08 42.09 0.00 -0.8 6.99 0.13 Mid5 0.12 53 3 11x35E14 19.67 2.45 0 1 96.2 96.2 0.00 0.00 2 0.40 16.53 0.02 -0.8 6.99 0.13 Mid5 0.15 53 4 1Ix35E14 18.83 2.45 0 1 92.1 92.1 0.00 0.00 3-0.08 42.09 O.UO -1.7 6.99 0.25 , ids 0.25 53 RExt 11x35E14 1.00 2.45 0 1 4.9 4.9 0.00 0.00 4 0.40 16.53 0.02 -1.7 6.99 0.25 Mid5 0.27 S3 5-0.10 42.09 0.00 0.8 7.00 0.13 mid s 0.12 53 Tota1(lb)- 386.3 6 0.54 16.53 0.03 0.8 7.00 0.13 Mid5 0.16 53 Page 38 Page 39 ROOfO0;.txt RoofDes.txt D Purlin L= 1. 9 (Psf) ANALYSIS: LOAD --------Shear(k)-------- --------------Momeqt(f-k)--------------- ID 1.: Dead+collateral+Live Left Left Right Right Left Left midSpan Right Right Bay Lap Sup Sup La MOM LOC Lap Sup - ---------------------------------------------I---------------- Id SO La P ----P P --- - -- - - --- ---- ----- --- --- ----- ANALYSIS: LEXt 0.00 -0.06 0.00 0.01 0.50 0.03 --------Sh,,r(k)-------- --------------mm-t(f-k)-------------- 1 0.61 -0.61 0.03 -2.86 9.44 0.00 Bay Left Left Right Right Left Left MicSP.n night Right 2 014 -0 64 0.00 -3.14 9.93 0.00 Id sup Lap Lap' Sup Sup Lap Mo. LOC __Lap __SUP 3 0.64 _0:64 0:00 _3.14 9.93 0.00 __ __ ---- ---- ----- ----- --- --- ----- ----- ----- --- --- 4 0:6 61 0.0 -2:101 1:531 0.03 so X -0:00 0.030 0 1 . 0 0 a LExt - 06 0 00 0.01 0.50 O�03 RE t 0 016 0 ':'6 -00 55 1 0 0:03 2 5 9.44 0.00 2 0.58 - .58, 0.0 _2:894 9:83 D:00 0 0 _2.8 9.83 0 STRENGTH/DEFLECTION: 3 0.51 -0.58 0.00 4 0.0, -------shear(k)------- -----moment(f-k)------ -mw+shr- Deflect(in) 0. .5 On 4 0.55 -n.56 NO -2 9 9.39 0.03 IN LOC Cale Limit REXt 0.06 0.00 03 0.01 0.50 0.00 ___CaIC Limit UC LOC CAIC Limit UC LUC UC ---- --- --------- --- ------------------ -------- ---------- sTRENG,rH/DEFLECTION: LExt RSUP -0.06 2.97 0.02 RSUP 0.03 9.01 0.00 LSUp 0.00 0.05 Ba -------shear(k)------- -----mcment(f-k)------ -mo-Shr- neflect(in) I LSUP 0.61 2.97 0.21 mids -2.86 7.33 0.39 LSup 0.21 -0 31 I� LOC CalC Limit UC [.or calC Limit UC LOC UC calC Limit 2 LSup 0:64 2:97 0:21 HAS -3.14 7.33 0.43 LSUP 0:00 -0:37 3 LSup O.G4 2.97 0.21 mid 3.14 7.33 0:43 L�sg 1 1 -01:17 P :I ---- --------------- -- --- ------------- -------- ---------- 4 RSUP -0 61 2 97 0 71 "ids :2-86 7:33 0 39 R 31 L1,11 RSUP -1:11 1:917 0:02 RSU P 0.03 9:01 1:1 LSup 1:11 0:01 REXt Lsup 0:06 2:97 0'.02 LSup 0.03 9.01 0.00 LSup 0.00 0.05 LS.P 0.56 2.97 0.19 mids _2.59 7.33 0.35 -S.P 0.19 _0 2, 37 0.13 mids -2.81 7:31 0:31 Lsup 1 1.1 -1 8 3 0 3, 0:11 UNBRACED LENGTH: 56 L'"P ':5 19 d 4 33 -------minor(ft)-------- -----------cb----------- --------Moml/mom2------- 3 LSup . 8 2:17.. ZS -2. 7 3 LSup -0.56 2.97 0. Mi S 5 -1:2 So ma or 4 RSup 19 ' -2. 1 7.33 0:31 Rlup 0,:19 8 % (it) LSUP LLap mids RLaP RSup LSUP LLap midS RLap,RSUP LSup LLap MidS RLalp RSup REXt LSup 0.06 2.97 0.02 LSup 0.03 9 01 0 00 -Sup 00 0 05 --- ----- -------------------- ---- -- ----------- -------------------- LEXt 1.0 1 0 1.0 1 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1 On 1.00 1.00 1.00 UNBRACED LENGTH: 1 18:8 18.8 0:0 0:00 0:0 18.8 1:140 1:00 1.00 1:00 :14 1.00 :00 1.00 1:00 1.00 1:60 0 0 1 O.� Ma'or -------in.r(ft)-------- -----------cb---------- --------Moml/Mom2------- 18.8 0 0.0 0.0 19.7 1.14 1.0 1.00 1. 0 1. 4 1.00 1.00 1.00 1:00 1.00 M 2 19 7 7 1 t) LSup LLIP MidS KID RSup LSUP LLap MidS RLap RSup LSup Ll-a!midS RLap RSup 19 -00 1. 9. 0 1 0 . 0 1 . 3 19 7 7 DID 0.0 0.0 0.0 1.14 1.000 1.00 1.0 0 .1 0 1.00 1.00 1.00 1 On ---- ----- -- ----------------- -------------------- ------- -------- ---- 4 IS.8 0.0 0.0 0,0 0.0 18.8 1.00 1.00 1.00 1.00 1.14 1.00 1.00 1.00 0 1.00 I.Ext I 1.0 1.0 1.0 2.30 2.30 2.3 2.30 2.3 1.00 1.00 1.00 1.00 1.00 RFXt 1.0 1.0 1.0 1:0 1:0 1,0 2:30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 11:000 1.00 1 1:00 0,0 0 0 0 0 1 14 1 On 1.00 1 00 1.000 1.00 1.00 1.00 1.00 1.00 I a:8 11:08 0 : : : : : 0 : 2 19.7 0.0 0 0 0.0 19.7 1.00 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1 on 1 00 ' : : : D 0 -----------------------------------------------P---------------------- 1 19.7 .19.7 0:00 0:0 0 0 0 0 1 14 1:000 1.00 1,00 1.00 1.00 1 1 1:00 1:00 LOAD 10 4 : DeadKollateral+0.755nm+0.45wind--ressurel 4 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1:000 1:08 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSISt --------Shear(k)-------- --------------M.M..t(f-k)--------------- LOAD ID 2 : Dead+collateral+s- OR Left Left Right Right Left Left niclspan Right Right -------------------------------------------------------------------- IN Su Lap Lap Sop Sup LIP MOM Lot LIP sup ---- ----! ----- ----- --- --- ----- ---- ----- ----- ANALYSIS: LEXt 0.00 -0.09 0.00 0. 0 --------shear(k)--------- -------------Momeqt(f-k)--------------- 1 0.86 0 0.05 1.00, 09:'404 0:00, Ba a : A., 9 9.8 .00 id Left Left Right Right Left Left MldSPan Right Right 2 0. 9 0 9 0.00 -4.R 3 0 Sup Lap Lap SUP Sup Lap MOM LOC Lap SUP 3 0 9 -0.89 0 On -4.39 9.8 0.0 ---- ----- ----- ---- ---- ----- ----- ----- ----- ----- a 4 0:895 -0.86 0:0 -4.01 9.339 O.On LEXt 0 -0.09 0.00 0.01 0.50 0 us RExt 0.09 0.00 0.005 0.01 0.50 0.00S 1 0:8,08 -0.88 0:00 -4:12 44 0:0 5 1:83 0.On 2 0 -0.92 0.0 _4 52 9 STRENGTH/DEFLECTION: 3 019,2 -0.92 0.00 4.52 9:13 0.00 -------shear(k)------- -----moment(f-k)------ -m-shr- Deflect(in) 0 0 4 0.8 _0.8 . 3 Ba 3 , 0.00 4 12 9 9 0.05 I� Lo CalC Limit UC LOC CalC Limit UC LOC UC CaIC Limit RExt 0-09 0.00 0.05 0.01 0.50 D.00 -C---------------- ------------------- -------- ---------- LE11 1111 0 STRENGTH/DEFLECTION: SUP -00:09 2 91 1:13 1UP 0.01 1.01.0.01 LSup 0 0 0 07 1 L 86 2:9,0 29 mi s _4�01 7.33 0 11 Lsup 0:19 -0:13 Bay -------Shea'Q)------- -----M--ent(f7kj------ -MO-shr- Deflect(in) 2 1 30 mids -4.39 7.33 0:60 LSup O."o _O.,� Id L. 1, 9'0:3 0. C C C Limit LIC Loc Cal[Limit VC LOC uc CalC Limit 3 L�.Pp 019 2:97 0 0 mids -4.39 7.33 -0:51 60 RSup 0 - -- --------------- -- ------------------- -------- ---------- 4 RSup -0.86 2.97 0.29 mids -4.01 7 33 0.55 0:0209 -0 43 L111 11UP -1 1 2.97 0:01 11UP 1-11 1.01 0.01 LSup 0:00 0:07 RExt t LS'Up 0.09 2.97 0.03 LSup 0.05 9:01 0.01 L-SUP 0.00 0-07 Up 0:0 I LSup 8 2:97 0.30 Mi 5 -4.12 7.33 0:55 LSup 0.30 0.44 2 LSup 0:11 2.97 0.31 mid, -432 7.3 1 0" Lsup 0 10 1.13 RSup _0" .:,7 0:3 up UNBRACED LENGTH: 3 R 31 mids -4.S2 7'.33 0.62 L, 0.00 _0 53 Ba ma:or -------minorsft)-------- -----------cb----------- --------momllmom2------- x 4 RSup -0.88 2.97 0.30 mids -4:12 7:33 0.56 RSup 0.30 -0.44 Id (Ijt) LSUP I.Lap Mi LSUP LLap mids RLaP RSUP LSUP LLap mids RLap RS.P RExt L5.P 0.09 2.97 0.03 LSup 0.05 9.01 0.01 LSUP 0.00 0.07 _S RLaP RSUP P --- ----- ----------- ------ ---- --------------- -------------------- UNBRACED LENGTH: LEXt 11:0 11:0 1:0 1:0 10 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1 Do 1.00 1.00 In maior -------mi-r(ft)-------- -----------Cb----------- --------MOMI/MOM2------- 1 18 8 18.8 0 0 0 0 0.0 0:0 1:14 1:00 1:00 1:00 1:0 1:00 1 00 1:0 1:0 1.00 1 19 . 0 0 . L� 2 9. . 1.0 1.00 1.0 0 1 0(0'1:00 (ft) Lsup LLap mids RLZp RSUp LSup LLap midS RLap RSUP LSUP LLap midS RLIP RSUP 19.7 19.7 0:0 0.0 0.0 19.7 1.14 0 0 1.14 1 00 1 00 1 0 ---- -- - 3 7 18.7 0 0 0:0 0:0 E0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 J.Do 1.00 ------ ------------------- ------------------- 4 00 1 0 -0--l-0---1 0 1:0 2.3 2:30 2 3 2 3 2 3 1.00 1.00 1.00 1.00 1 00 REXt 1.0 1.0 1.0 0.0 0.0 1 1.0 2.1340 LEXt 1.0 1 1 4 18.8 8 0.0 1.0 1.0 8.8 1. 1.00 1.00 1.00 1.1 LAD 1.00 1.00 1.00 .0 i ILS.8 18.8 4 0 : 0 :0 1.00 1.00 1.00 1.00 1:00 2.30 ZAD 2.30 2.30 1.00 1.00 1.0 1.00 1.00 0 0 0 0 8 8 0 0 0 0 0 0 0 0 1.1 1 So 10 1 0 1 0 1.00 1.0 1.0 1. 2 19.7 19.7 11:0 0.0 0-0 19.7 14 1.00 1 D 1.00 14 1:00 1:00 1:00 1:00 00 0 0 1 3 19.7 19.7 0.0 0.0 0.0 0.0 1.14 _01 0 1:1 1:10 1.00 1.01 1.00 1:00 LOAD In S : O.Goea&0.6wind-suctionl ---------------------------------------------------------------------- 4 18.8 18.a 0.0 .0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 I.DO 1.00 1.00 1.00 ANALYSIS: LOAD In 3 D�adicollateral+0.75LiVe+0.45viind-Pressurel --------shear(k)--------- -------------M-e,t(f-k)--------------- Ba Left Left Right Right Left Left midspan Right Right % SUP Lap Lap SUP Sup __Lap __Mom __LOC __Lap SUP ---- ----- ----- ---- ----- --- --- --- Page 40 page 41 i c r a r A r cz $ •» r a i o m m z A m m WNI-•rt I d� N r"1PwNt.K I o�� rtPwrvl.rt�a�� �n`Pwrvl.+n I a� 'g rzfPwN1+A I"a�g ��PWrvl.r i a�� rtPwN1.•n r-1� I-•Y F•Y cCc �i0 OOOOOi rl YmIYo 0lY l-•mi OCLCCCC O v rvOOlarti OmVVmOiv m C099991 it InONNm019ni 66"66 l�O yi 25 99999 TT rnmVVNO OOOOid q I N Ir,S 1. 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J° 0000i I v 9 is„�i .o Ix'a i ,� m 130 000000l ' .00000 i i s wo.•m.l n� •' wwY .bbob�I � A .o OONN66i9nl IN IPi• ONNl6n ldil0l OWNIi0 ini9nt I\ OOOICV mv6iN NNV' 00 O I n I+ OO O ......irn�w iy OmOVo0i9� j--iw9 Iy OmoV00191 . n9 O •--'0pp 0.1 I 1 OO.u019 OOOv1019 ref I i Irn vl..l l-Yl-'N I� NNNnPW�n� In I� NI•'Y"YN i N wPNNaw i Jn 20 II WAAAAOiVi �T I I OA>DAOILI Irti1 rI N .1111W�BF rrtl ry N NI bVVVVOi91c • OOOOw i t F'www wl+ i O n I b i IOwwwY I n•`• I9rt1 0.0.M rt I OYo0o0i9 +w I _ 000000l i I 000000l I 01.I i.+tiA S 9 OOOo. a' F+rn N111rv0 i n i A>NNo 1339 00000 i N& orvrvNvOl n' NwG• p�oS2 11++ 1 ' I�a01 O•NY136H 00000 m7 InrnwWO YNnim a�i3- , N 1....+I..N1 Arrrr ra Nl.+l..l..l..rvlz O3 P� o8.0., mi 9`9`ev HIIn.0 000ly' 9`9`�v`9`9`I^3 omm 1o•118I-rr•1c,1 zI .00000. v: cW� - n I-r•I-'F•NIA. .00000. rn W� I o�I°O..•m.1 PPa n olWelml lmlgo n • •• • alox I oeoo aooi I 000'o.'oinl oPoa'oai91 $.Yio oo Yioinl rt I Ai O 19 ...... . .. .. . .. ..... OCGOOOO:m J I F+I+YY YI+I VPwOOAiJ� I YF+I+I GMW wIrvilain n OQ0000 �• aI r n ....I ��• •• rl rn CO rn OOOOOOiv3 i3� OOOociS3 i9 v OWOOOOl 01n I Vm n p YF•13.3 I nv OIn000w 19 n l ,o, OOOOOOIUdi3 OOOOCIN3 Y F'F+1�F•I A pI+F'I+I z 9 _ O SOOOOi Y F'F'I�I�Y I A MF'M MF•1-'I O..... 9i 81.18000IL1 ROofDes.txt RDofDe$.txt Id LOC Cal[Limit UC LOC_ Cal[Limit UC LUC UC Calc Limit 3 RSup -0.92 2.97 0.31 Mids -4.52 7.33 0.62 LSup 0.00 -0,53 ' ---- ------------------- --- --------------- ---- --- ----"--- 4 RSVP -0.88 2.97 0.30 Mids -4,12 7.33 0.56 Rsup 0.30 -0.44 LEXt as -0.09 2.11 0.03 NSup 0.05 9.01 0,01 Lsup 0.00 0.07 RExt LSup 0.09 2.97 0.03 LSu 0.05 9.01 0.01 LSU 0.00 0.07 1 L5up 0,88 2.97 0.30 Mids -4.12 7.33 0.56 LSup 0.30 -0.44 2 LSup 0.52 2.97 0.18 Mids -2.56 7.33 0.35 L5up 0.00 -0.30 UNBRACED LENGTH: 3 L5up 0.52 2.97 0.18 Mids _2.56 7.33 0.35 LSup 0.00 -0.30 Bey Ma or -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- 4 RSup -0.50 2.97 0.17 Mids -2.34 7.33 0.32 RSUP 0.17 -0.25 -Id (ft) LSup LLap MidS RLap RSup LSUP LLap HidS RLap RSup LSup LLap Mids RLap RSup REXt LSup 0.05 2.97 0.02 L5up 0.03 9.01 0.00 LSup 0.00 0.04 _ _____ ____________________ ____________________ ________________---- LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30'2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 UNBRACED LENGTH: 1 18.8 16.6 0.0 0.0 0.0 U,D 1.14 1.90 1.00 1.00 1.00 1.00 1.00 1.00 1.Do 1.00 Bay Ma -------Minpr(ft)-------- -----------Cb---------- --------Moml/Mom2------- 2 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 Id (#t) LSup LLap Mids RLap RSup LSup LLap Mids RLap RSup LSup LLap MidS RLap RSup 3 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 18.8 18.8 0.0 0.0 0.0 18.6 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LExt 1.0 1.0 1.0 1.0 1,0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.OD 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.310 2.30 2.30 2.30 2.310 1.00 1.00 1.00 1.00 1.00 1 18.8 16.8 0.0 0.0 0.0 0.0 1.14 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 19,7 19.7 D.0 O.D 0.0 19.7 1.14 1.00 1.00 1.00 1.14 ].00 I.OD 1.00 1.00 1.00 LOAD ID 12 Dead+collateral+Snow-PATSLI 3 18.1 19.7 0.1 0,0 0,0 0.0 1.14 1.D0 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 _________________________________________________________ 4 18.8 16.8 0.0 0.0 0.0 18.9 1.14 1.00 1.00 1,00 1,14 1,00 1.00 1.Goo 1,00 1.00 next 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS: --------Shear(k)--------- --------------Moment(f-k)----_--------- LOAD ID 10 Dcad Kollateral+Snow/2+PAT_SL_2 Bay Left Left Right Right Left Left Hidspao Right Right ______________________________________________________________________ Id SUP Lap Lap Sup Sup Lap Mom LOC Lap Sup ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ ANALYSIS: LExt 0.00 -0.09 0.00 0.01 0.50 0.05 --------Shear(k)--------- --------------Moment(f-k)--------------- 1 0.88 -0.88 0.05 -4.12 9.44 0.00 Bay Left Left Right Right Left Left MidSpan Right Right 2 0.92 -0.92 0.00 -4.52 9,83 0.00 Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup 3 0,92 -0.92 0.00 -4.52 9.83 0.00 ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ 4 0,50 -0.50 0.00 -2.34 1-19 0.03 LExt 0,00 -0.05 0.00 0.01 0.50 0.03 REXt 0.05 0,00 0.03 0.04 0.50 D.00 1 0.50 -O.SD 0,03 -2.34 9.44 0.00 2 0.52 -0.52 0.00 -2.56 9.83 0.00 STRENGTH/DEFLECTION: 3 0.52 -0.52 0.Do -2.56 9.83 0.00 gay -------shear(k)------- -----MOment(f-k)------ -Mom+Shr- Deflect(in) 4 0.89 -0.89 U.00 -4.12 9.39 0.05 Id LOC Calc Limit UC LOC, Calc Limit UC LOC UC Cal[Limit RExt 0.09 0.00 0.05 0.01 0.50 0.00 ____ _______________ ___________________ ________ __________ LExt RSUp -0.01 2.97 0.03 RSUp 0,01 9,01 0.01 LSup 0,00 0.07 5T0.ENGTH/DEFLECTION: 1 L5up 0.88 2.97 0.30 Mids -4.12 7.33 0.56 LSup 0.30 -0.44 Be, -------shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) 2 L5up 0.92 2.47 0.31 Mids -4.52 7.33 O.12 Lsup 0.00 -0.53 -Id Lot Calc Limit UC LOC CaIC Limit UC Loc IIC Calc Limit 3 NsUp -0.92 2.97 0.31 Mids -4.52 7,33 0.62 Lsup 0.00 -0.53 ' ------------------- ------------------ -------- ---------- 4 RsuP -0.50 2.97 U271 MidS -2.34 7.33 0.32 Rsup 0.17 -0.25 LEXt RSup -0.05 2.97 0,02 RSup 0.03 9.01 0.00 Lsup 0.00 0.04 RExt LSu 0.05 2.97 0.02 LSup 0.03 9.01 0.00 LSu 0.00 0.04 1 LSup 0.50 2.97 0.17 MidS -2.34 7.33 0.32 LSup 0.17 -0.25 _ 2 Lsup O.S2 2.97 0.18 Mi dS -2.56 7.33 0.35 L5up 0.00 -0.30 UNBRACED LENGTH: 3 LSup 0.52 2.97 0,18 Mids -2.56 7.33 C.35 Lsup 0.00 -0.30 Bay major -------Minor(ft)-------- ----------Cb----------- --------Mom;/Mom2------- at4 Rsup -0.88 2.97 0.30 Mids -4.12 7.33 0.56 Rsup 0.30 -0.44 _ - Id (ft) LSUp LLap MiJS RLap RSup LSup LLap MidS RLap Rsup LSup LLap Mids RLap Rsup xt LSup 0.09 2.97 0.03 L5up 0.05 9.01 0.01 L5up O.OD 0.07 ____ _____ ____________________ ____________________ ________________---- LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.OD 1.00 UNBRACED LENGTH: _Minor fr)-------- -----------Cb----------- - Noml/Mom2------- 1 16.8 18.6 1.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Bay Major ------ ( ------- 2 19.7 19.1 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.0D 1.00 1.00 1.00 % (ft) LSup LLap MidS RLap RSup LSup LLap Mids RLap RSup LSup LLap Mids RLap RSVP 3 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.COD --'- ----- ---- -----'------ --- -------------------- ---------------- --- 4 18.8 18.8 0.0 0.0 0.0 18.B 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LExt 1.D 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1,OD 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1_00 1.00 1 18.8 18.6 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 19.7 19.7 0.a 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.OD 1.00 1.00 LOAD ID 13 : Dead+Collateral+UNUSL 3 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 _____________________________________________________________________ 4 18.6 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.110 1.00 1.00 1.00 REXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS: --------5hear(k)--------_ --------------Moment(f-k)--------------- LOAD ID 11 Dead+Collateral+SnoH-PAT�L1 Bay Left Left Right Right Left Left MidSpan Right Right ________________________________________________________________ Id Sup Lap Lap SUP Sup Lap Mom LOC Lap Sup ____ _____ _____ _____ _____ _____ _____ _____ _____ __ _ ----- ANALYSIS: LEXL 0.GO -0.09 0.00 0.01 0.50 0.05 , -------- 5hear(k)--------- - --Moment(f-k)--------------- 1 D,BB -0.88 0.05 -4,12 9.44 0.00 Bay Left Left Right Right Left Left MidSpan Right Right 2 0.92 -0.92 0.00 _4. 52 9.83 0.00 Id Sup Lap Lap --Sup Sup Lap Mom Loc Lap Sup 3 0.92 -0.92 0.00 -4.52 9.83 0.00 ____ _____ _____ _____ ___ _____ _____ _____ ____ 4 0.88 -0.B8 0.00 -4.12 9.39 0.05 - LExt O.00 -0.05 0.00 0.01 0.5o 0.03 REXt 0.09 0.00 0.05 0.01 D.50 0.00 1 D.50 -0.50 0.03 -2.34 9.44 0.00 2 CA -0.92 0.00 -4.52 9.83 0.00 STRENGTHAEFLECTION: 3 0.92 -D.92 0.00 -4.52 9.83 0.00 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 4 0,86 -0.88 0.00 -4.12 9.39 0.05 Id LOC Cal[Limit UC LOC cal[Limit UC Lot UC Ca1C Limit RExt 0.09 0.00 0.05 0.01 0.50 0.00 ____ ____ _______________ ___________________ ________ __________ LElt RSup -0,09 2.97 0.03 RSup 0,05 9.01 0.01 LSUp 0,00 0.07 sTRENCTN/oEFLECTIDN: 1 LSup 0.68 2,97 0.30 MidS -4.12 7.33 0.56 LSuV 0.30 -0.44 Bay -------Shear<k)------- -----Moment(f-k)------ -Moro.sh r- Det'lect(in) 2 LSup 0.92 2.97 0.31 Mids -4.52 7.33 0.62 L5up D.00 -0.53 IJ LOC Calc Limit Ilc Lac [al[Limit UC Lot uC Calc Limit 3 L5up 0.92 2.97 0.31 MidS -4.52 7.33 0.62 Lsup 0.110 -0.53 --- ------------------- ------------------- -------- ---------- 4 RSu -0.88 2.97 0.30 Mids -4.12 7.33 0.56 RSup 0,30 -0.44 LExt RSUp -0,05 2,91 0.02 RSUp 0.03 9.01 1.11 LSup 0.01 0.04 RExt LSup0.09 2.97 0.03 LSu 0.05 9.01 0.01 LSu 0.00 0.07 1 Lsup D.50 2.97 0.17 Mids -2.34 7.33 0.32 LSup 0.17 -0.25 2 LSup 0.92 2.97 0.31 Mids -4,S2 7.33 0.62 LSup 0.00 -0.53 UNBRACED LENGTH: Page 44 Page 45 ROOfDes.tXt µoofDes.txt Bay major _______Minor((ft)________ -----------cy__-______-_ ________Moml/Mom2_______ Id (ft) LSup LLap MidS RLap RSup LSup LLap MidS RLap RSup LSUP LLap MAS RLap RSup 1 -0.46 1.57 0.29 9.83 _ 42 ___ _____ ____________________ ____________________ ________ ____ ________ 2 -0.23 1.57 0.is 9.83 LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 3 -0.23 1.57 0.15 9.83 ' 1 18.8 18.8 0.0 0.0 0.a 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 -0.19 1.51 0.13 9.42 2 19.7 191 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.U0 1.00 1.00 RExt U.03 3 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD ID 7 Snow/2+PAT�L_4 4 18.8 0.0 0.0 0.0 0.0 I$.8 1.00 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 ________________________________________ RExt 1.0 1.0 1.0 1.0 1.0. 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Deflect(i n) DEFLECTION: Id Ca lc Limit Ratio Locate -____________________________ _______ _ LE%t 0.03 LOAD ID 1: live 1 -0.46 1.51 0.13 9.42 - ______---------------------------------------------------------------- 2 -0.46 1.57 0.21 9.83 3 :0 46 1.57 0.29 9.83 Bay Deflect(in) Rai -00.113 1.51 0.13 9.42 Id Calc Limit Ratio Locate ____ ___________ _____ ______ LEXC 0.04 LOAD ID 8 :'Snow/2+PAT SL_5 1 -0.22 1.51 a 14 9.42 _ 2 -0.26 1.57 0.17 9.83 --------DeflectCin) 3 -0.26 1.57 0.17 9.83 Bay Oeflc Limit Locate 4 -0.22 1.51 0.14 9.42 Id Cal-Limit Ratio ------ REXt 0.04 LEXt 0.0319 .19 LOAD ID 2 : Snow _ 1 -0- 1.57 0.15 9.42 _ 2 -023 23 '1.57 0.1 9_R3 ______________-____________-________-_____________________ 3 -0.46 1.57 0.29 9.83 --eay DefletiCin) _--- RExt 0.38 1.51 0.2S 9.42 Id Cal Limit Ratio Locate 86 ____ ______ _____ _____ ------ LEXt 0.06 LOAD 1D 9 : Snow/2+PAT_SL-1 1 -0.38 1.51 0.25 9.42 __ 2 -0.46 1.57 0.29 9.83 _______________________________________________________________ 3 -0.4fi 1.57 0.29 Y.83 Bay Deflect(in) 4 -0.38 1.51 0.25 9.42 -Id ---Cal-Limit Ratio Locate ______Limit _____ Locate RE%t 0.06 LEXt 0.06 LOAD ID 3 0.75Live+0.3wind-Pressurel 1 -0.23 1.51 0.25 9.42 _ 2 -0.23 '1.57 0.11 9.83 ------------_-------------------------------_________ 17 9.83 Bay Deflect(in) 4 -0.19 1:51 0.13 9.42 Id Cale Limit Ratio Locate REXt . 0.03 , ____ ___________ _____ ______ LEXC 0.04 LOAD ID 10 Snow/2+PAT_SL-2 1 -0.21 1.51 O.IS 9.42 ______________________________________________________________________ 2 -0.26 1.57 0.17 9.83 3 -0.26 1.51 0.15 9.42 Bay Deflect(in) 4 -0.22 1.51 0.15 9.42 1d Cal-Limit Ratio Locate REXt 0.04 - LEXt 0.03 - LOAD ID 4 0.755now+0.3wind-Pressurel 1 -0.19 1.51 0.13 9.42 2 -0.23 1.S7 0.15 9.83 ________________________________________________ RExt 0.06 1.57 0.15 9.B3 ----Y---------------- 4 -0.23 1.57 0.15 9.42 Ba Deflect(in) Id Deflect(in) Limit Ratio Locate __ ___________ _____ ------ LEXt 0.06 LOAD IU 11 : Snow-PAT_SL-I 1 -0.34 1.51 0.23 9.42 2 -0.41 1.57 0.26 9.83 ------------------------------------------------------------------ 3 -0.41 1.57 0.26 9.83 Bay Defle[tmit 4 -0.34 1.51 0.23 9.42 -- -7CaI- Limit. Ratio Locate RExt 0.06 LEXt 0.03 LOAD_ID__5__ 2 -0.0.4wind_Suctionl 1 -0.46 1.5 1.57 7 0.29 9.83 0.13 9.83 ----__ __________________________________________________________ _ Bay DeflecL(in) 4 0.36 1.51 0.25 9.42 Id Cal-Limit Ratio Locate - RExt 0.06 LExt -0.02 1 0.12 1.51 '0.08 - 9.42 LOAD ID 12 Snow-PAT_SL_2 2 0.14 1.57 0.09 9.83 - 3 0.14 1.57 0.09 9.83 Bay Deflect(in) 4 0.12 1.51 0.08 9.42 Id Calc Limit Ratio locate REXt -0.02 ' LEXt 0.06 LOAD ID 6 : Snow/2+aAT-SL_3 1 -0.38 1.57 0.29 9.42 2 -0.46 1.57 0.29 9.83 ______________________________________________________________________ 3 -0.46 1.57 0.29 9.83 aay Deflect(in) 4 -0_ 19 1.51 0.13 9.42 Id Cal Limit Ratio Locate RE%L 0. LE%L 0.06 LOAD ID 13 UNeSL Page 46 Page 47 v A i �a»Ian BMg� A; a� >3 I � II'llrtawNrrtl� MP V wOI S� yi YW a Y 3 YYYrYrrY 3 'Y6 V rt 'wm 1 8 F'"o�mVPana �Gnolem.IPwaI�Y.+Gnolcm.IPl.IawNG.:o�mG�lY„>WNG 1 a n"n n � aaj wl N��� to Irtl I� n mmmmN0060 0 O VVVVAO wIYiI YOY++ VVv�iw O.mIti YYY mer 2 ~ man VlLaN�aI y rt NwwN In NNHVIL Owvri ward . . . . . . . . . J 1 It 11 r 11 wNUNb YabAV Atwo YYV�AAaaAA I9F 11 u.1 II H ..... ......... .....FFPFFPFFFP O NOI^v uminl Sn 11 66 OOA�Oi6YAOAO ��p�YY0000 O I �; wNNWm�So>o Pa O owmomo awwao owonlnl illoll OYNO YF+r✓NF+l+ OI�NOY Y....� OF+�+O YY NI�Y� OF+vOYrNNi+l+l npp' YFI 0001� 1 iI � aGOmwwV�IY.Iv NNadNN NYOwa>buuNiu N I f�13 �I p aGOmwwVVNNI 9 YYY13� I .I 'i NYOmOOVVVV 13^ Doll . 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Id o66666i43• 'av Iw 11 OOOYi=� OCOCOO�rt I9 YOOOOYi;i 0000001^ 19 SI owV 000 wclw+NOW n z i 60006 6 6,'ceeu6l`1 it 000l i� 0000i 000000i ' 0000' G;3.=-'°;o I omNNme 19 rt I 1 E o00o I ra,a a,a.z I ooir�mNo't Ic rt I i< IAi 9PPP i YIm+O m 9PmNm I I O VOOI9I = OmOOmOi91 S O ri NOla3 OOI ri _J YYYN yIN NNN 'n000vOia i9 i YYYrNlr .......�� w000wOIS�I � YSAOI rM QLAAAOi ' NNN Y YYNI 13� rNl NF+YYYNI �19x rl I O000i I�n1i1 wlo-�i r1v IOeTI ' Y YrNl3' L NYYYONI=I 0000001 3 COO r^ > i3 3 COOWI 6n nI . . . ... 1Z 3 O OOOOi YPNN ON _IYIn ....wo.I ��0i336„ OOOOOOIN O IOY13;» -- a GGG oz rNN rNl� �Glo} rOAA n YY cw ^ moi a? o000000i 9`c"avl o:vpyc;oo '�' Ym r YN' 000 omwwaoln . . . .. .. . . . . l 001 41>cOAO' OIOWWd01 AN i OA00i91 00oo00iAI SI O 191 8Io00tD0i97 ml ICYNA '-rrr i N 1 00000o i nloa e l o000o i '0000 l w-10i1 19 I .. .oi'a lUu uwi'>o I��J " I o000000 o l Nm wlw„mlo„I o 0000 ivo i3+ co N oog$Ni9nI o00 oo 000 iai 13"' owco,Wicni o00 Y YrrISY irtv YYYYYI3M irt� OOOOiN3 OOOOooid 000 OOOiw� YYYIA3 SO OO 6� _ YYYYIp wYMYYYIP OOOOIOi OOOOS019i RoofDes.txt RoofDes.txt 1 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.01)1.00 1.00 1.00 1.00 ANALYSIS: --------Shear(k)--------- ____----------MOment(f-k)--------------- LOAD ID 3 : Dead+Collateral+0.75Live+0.45wind-Pressurc1 Bay Left Left Right Right Left Left Midspan Right Right __________ ------------------- Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup . ANALYSIS: LEXt 0.00 0.06 0.00 -0.01 0.50 -0.03 --------Shear(k)--------- -------------Moment(f-k)--------------- 4 -0.42 0.36 -0.03 .. 1.70 9.44 0.00 ` Bay Left Left Right Right Left Left Midspan Right Right 3 -0.37 0.37 0.00 1.82 9.83 0.00 Id Sup Lap Lap SUP Sup Lap Mom LOC Lap Sup 7 -0.37 0.37 0.00 1.82 9.83 0.00 - ____ _____ _____ _____ ___ _____ _____ ___ _____ _____ 1 -0.36 0.42 0.00 1.70 9.39 -0.03 ` LExt 0.00 -0.06 0.00 0.01 0.50 0.03 RExt -0.06 0.00 -0.03 -0.01 U.SO 0.00 4 0.61 -0.61 0.03 -2.86 9.44 0.00 3 0.64 -0.64 0.00 -3.14 9.83 0.00 STRENGTH/DEFLECTION: 2 0.64 -0.64 0.00 -3.14 9.83 0.00 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+shr- Deflect(in) 1 0.61 -0.61 0.00 -2.86 9.31 0.03 id LOC CaIC Limit UC LOC CaIC Limit UC LOC UC CaIC Limit RExt 0.06 0.00 0.03 0.01 0.50 0.00 ____ ___________________ ___________________ ________ __________ LExt Rsup 0.06 2.97 0.02 Rsup -0.03 7.33 0.00 LSUP 0.00 -0.03 STRENGTH/DEFLECTION: • 4 LSUP -0.42 2.97 0.14 Mid5 1.70 0.99 1.72•LSUP 0.00 0.18 Bay -------shear(k)------- -----Moment(f-k)------ -M-shr- Deflect(in) ^ 3 LSup -0.37 2.97 0.12 Kids 1.82 0.92 1.97"LSup 0.00 0.21 Id LOC CalC Limit UC LOt Calf Limit UC LOC UC Calc Limit 2 Rsup 0.37 2.97 0.12 Mids 1.82.0.92 1.97"LSup 0.00 0.21 ---- ------------------- ------------------- -------- ---------- • 1 RSVP 0.42 2.97 0.14 Mids 1.70 0.99 1.72•LSup0.00 0.19 LExt RSup -0.06 2.97 0.02 Rsup 0.03 9.01 0.00 LSup 0.00 0.05 REXt LSupp -0.06 2.97 0.02 LSUP -0.03 7.33 0.00 LSUP 0.00 -0.03 4 LSUP 0,61 2.97 0.21 Mid5 -2.86 7.33 0.39 LSup 0.21 -0.31 -WRN(GYM-203) Moment>Limit 3 RSup -0.64 2.97 0.21 Mids -3.14 7.33 0.43 LSup 0.00 -0.37 2 RSUp -0.64 2.97 0.21 Mid5 .-3. 7.33 0.39 Rsup 0.21 -0.31 - Ray Ma11'or -------Minor((ft)-------- -----------Cb----------- --------Moml/Mom2------- REXt LSUP, 0.06 2.97 0.02 LSup 0.03 9.01 0.00 LSup 0.00 0.05 Id Ctt) LSUP LLap Mi_S RLap RSUp 'LSUP LLap MidS RLap RSup LSUP LLap MidS RLap RSVP ____ _____ ____ ______ _____ ____ ____________________ ________________---- UNBRACED LENGTH: LEXt 1.0 1.0 0.0 0.0 0.0 0.0 2.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Bay Ma77'or -------Minor(ft)-------- -----------Cb----------- --------Moral/Mom2------- 4 18.8 0.0 18.8 18.8 18.8 18.8 1.00 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 Id (ft) LSUP LLap Mi ddS RLap RSup LSUP LLap MidS RLap RSVP LSup LLap MidS RLaP RSup' 3 19.7 19.7 19.7 19.7 19.7 19.7 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 ---- ----- -------------------- -------- ---- ---- ---- -------- ------------ 2 19.7 19.7 19.7 19.7 19.7 19.7 1.14 1.14 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 1 18.8 18.R 18.8 18.8 18.8 0-0 1.13 1.13 1.13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 RExt 1.0 0.0 0.0 0.0 0.0 1.0 1.00 1.00 1.00 1.00 2.30 1.00 1.00 1.00 1.00 1.00 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.000 1.DO 1.14 1.00 1.00 1.00 1.00 1.00 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.DO 1.00 1.00 1.00 1.00 1.00 LOAD ID 6 : Dead+Collateral+Snow/2+PAT_SL_3 1 18.8 0.0 0.0 0.0 0.0 18.8 1.00 1.00 1.00 1.OU 1.14 1.0g 1.UU 1IT 1.UU 1.00 ---------------------------------------------------------------------- ' RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS:- LOAD rc, 4 : nead+Collateral40.75SnowO.45Wind_PressureI = -------Shear(k)-------- --------------Moment(f-k)--------------- --------------------------------------------------------------------- Bay Left Left Right Right Left Left Midspan Right.Right - Id SUP Lap Lap Sup Sup Lap MOm Loc Lap sup _ ANALYSIS: --------Shear(k)--------- --------------Koment(f-k)--------------- LExt 0.00 -0.09 0.00 0.01 0.so O.Os Bay Left Left Right Right Left Left Midspan Right Right 4 0.88 -0.88 U.OS -4.12 9.44 0.00 Id Sup Lap Lap Sup Sup Lap MOM Loc Lap Sup 3 0.92 -0.92 0.00 -4.52 9.83 0.00 ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ 2 0.52 -0.52 0.00 -2.56 9_83 0.00 LEXt 0.00 -0.09 0.00 0.01 0.50 0.05 1 0.50 -0.50 0.00 -2.34 9.39 0.03 4 0.86 -0.85 0.05 -4.01 9.44 0.00 RExt 0.05 0.00 0.03 0.01 0.50 0.00 3 0.89 -0.69 0.00 -4.39 9.83 0.00 2 0.89 -0.89 0.00 _4.39 9.83 0.00 STRENGTH/DEFLECTION: 1 0.85 -0.86 a.00 -4.01 9.39 U.05 Bay __ -------Shear(k)------- -----Moment(f-k)------ -mum+shr- Deflect(in) REXt 0.09 0.00 0.05 0.01 0.50 0.00 Id LOC CaIC Limit UC LOt.___Calc Limit UC LOC UC CaIC Limit ____-----____ ________ _______-__ STRENGTH/DEFLECTION: LEXt RSUp -0.09 2.97 0.03 RSup O.OS 9.01 0.01 'SUP 0.00 0.07 aay -------5hear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 4 Lsup D.88 2,97 0.30 Mid5 -4.12 7.33 0.56 LSup 0.30 -0.44 Id Luc Calc Limil UC Lot Calc Li mit UC Lac UC Calc Limit 3 Rsup -0.92 2.97 0:31 Mids -4.52 7.33 0.67 LSup 0.00 -0.53 ' ---- ------------------- ------------------- -------- --------- 2 LSup 0.52 2.97 0.11 Mids -2.56 7.33 0.35 LSup 0.00 -0.30 LExt RSup -0.09 2.97 0.03 RSup 0.05 9.01 0.01 Lsup 0.00 0.07 1 RSup -0.50 2.97 0.17 Mid5 -2.34 7.33 0.32 RSup 0.17 -0.25 4 LSup U.86 2.97 0.29 Mids -4.01 7.33 OAS LSup 0.29 -0.43 RExt LSup 0.OS 2.97 0.02 Lsup 0.03 9.Of 0.00 LSup U.00 0.04 3 Lsup 0.89 2.97 0.30 Mids -4.39 7.33 0.60 LSup 0.00 -D.51 2 LSup 0.89 2.97 0.30 Mid5 -4.39 7.33 0.60 LSUP 0.00 -0.51 UNBRACED LENGTH: 1 RSup -0.86 2.97 0.29 Mid5 -4.01. 7.33 0.55 RSup 0.29 -0.43 Bay Major -------Minor(ft)-------- ----------Cb----------- --------MOmi/MOm2------- REXt LSup 0.09 2.97 0.13 LSup 0.05 9.01 0.01 LSup 0.00 0.07 Id (ft) LSUP LLap MidS RLap RSup LSup LLap Mids RLap RSUp LSup LLap MAS RLap RSup _ ____ _____ ____________________ ____-______________ ____________-___---- UNBRACED LENGTH: LEXt 1.0 1.0 1,0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 Bay Major -------Minor(ft)------- -----------Cb----------- --------MOml/Mom2------- 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1-Do Id (ft) Lsup LLap Mids.RLap RSup Lsup LLap MidS RLap RSup LSup LLap Mid5 RLap Rsup 3 19.7 19.7 0.0 0.0 0.0 19.7 1:14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 --- ----- -------------------- ------------ -------- -------------------- 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.Do LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 1 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 - 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ' 3 19.7 1g.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD IO 7 : Dead+Collateral+Snow/2+PATSL_4 1 18.8 0.0 0.0 O.D 0.0 18.8 1.00 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 ______________________________________________________________________ RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS: LOAD ID 5 : O.6DeadiO.6wind_Suctionl - --------Shear(k)--------- -------------Mument(f-k)--------------- ---------------------------------------------------------------------- Bay Left Left Right Right Left Left Midspan Right Right Page 50 Page 51 _ Roofnes.txt RDofDes.txt Id Sup Lap Lap SUp SUP Lap Mom Loc Lap SUP 2 0.52 -0.52 0.GO -2.S6 9.83 0.00 ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ 1 0.50 -0.50 0.00 -2.34 9.39 0.03 LExt 0.00 -0.05 0.00 0.01 0.so 0.03 RExt 0.05 0.00 0.03 0.01 U.50 0.00 4 0.50 -0.50 0.03 -2.34 9.44 0.00 3 0.92 -0.97 0.00 -4.52 9.83 0.00 STRENGTH/DEFLECTION: 2 0.92 -0.92 0.00 -4.52 9.83 0.00 Ray -------shear(k)------- -----Moment(f-k)------- -mom+shr- Deflect(in) 1 0.50 -0.5D 0.00 -2.34 9.39 0.03 Id Loc Cale Limit UC Loc talc Limit UC Loc Uc Calc Limit REXt 0.05 0.00 0.03 0.01 0.50 0.00 ___.. ____ ______ _________ ___________________ ________ __________ STRENGTH/DEFLECTION: LExt RSUP -0.09 2.97 0.03 Rsup 0.05 9.01 0.01 LSup 0.00 0.07 4 Lsup 0.88 2.97 0.30 MidS -4.12 7.33 0.56 LSup 0.30 -0.44 Bay -------Shear(k)------- -----moment(f-k)------ -Mom+-hr- Deflect(in) 3 LSup 0.52 2.97 0.18 MidS -2.56 7.33 0.35 LSup 0.00 -0.30 id Loc CdIC Limit UC Lot Cale Limit Oe LUc UC Calc LimiL 2 LSUp 0.52 2.97 0.18 Mids -2.56 7.33 0.35 Lsup 0.00 -0.30 --- ------------------- ----------------- ------- ---------- 1 asup -0.50 2.97 0.17 aids -2.34 7.33 0.32 RsuP 0.17 -0.25 _ LEXt RSup -0.05 2.97 0.02 Nsup 0.03 9.01 0.00 LSup 0.00 0.04 RExt LSu 0.05 2.97 0.02 LSup 0.03 9.01 0.00 Lsu 0.00 0.04 4 Lsup 0.50 2.97 0.17 Mids -2.34 7.33 0.32 LSup 0.17 -0.25 3 Rsup -0.92 2.97 0.31 MidS -4.52 7.33 D.62 Lsup 0.00 -0.53 UNBRACED LENGTH: 2 LSup 0.92 2.97 0.31 Mils -4.52 7.33 0.62 LSUP 0.00 -0.53 Bay ma or -------Minor(ft)-------- -----------Cb----------- --------Moral/Mom2------- 1 RSup -0.50 2.97 0.17 Nids -2.34 7.33 0.32 x5up 0.17 -0.25 Id (4) LSup LLap MidS RLap RSup LSUP LLap MidS RLap RSUP LSUP LLap midS RLaP RSUp REXt LSUP 0.05 2.97 0.02 LSUP 0.03 9.01 0.00 LSUP 0.00 0.04 _____ ________-__________ ____________________ ________________---- LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 7.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 uNtlHACLU LENGTH: 4 18.8 18.8 0.0 1.1 0.0 0.0 1.14 1.110 1.00 1.00 1.Do 1.00 1.00 1.00 1.00 1.00 Ba Ma'or _______MinurCft________ __ _ __Cb_________-_ ________Maml/nom2_______ Y d 3 19.7 19.7 0.0 0.0 0.0 19.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Id ( ) Lsup LLap Mi S RLap-RSUP--- LSUP LLap Mid-RLap RsuP Lsup LLap Mid-RLap RSUP 2 18.8 19.7 0.0 0.0 0.0 8.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 --- ----- ---- ---------------- ------------------ ------------------- 1 18.8 18.8 0.0 0.0-0.0 18.6 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.OD 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 4 18.8 18.8 0A 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 1.00 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LOAD ID 10 : Dead+collateral+snow/2+PATSL-2 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.DO 1.00 1.00 1.00 1.00 1.00 1.00 1'00 1.00 ______________________________________________________________________ 1 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.(10 1.0 2 1.14 1.00 1.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 2.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS: --------Shear(k)--------- --------------moment(f_k)--------------- LOAD IO 8 Dead+Collateral+Snow/2+PATSL-S Bay Left Left Right Right Left Left MidSpan Right Right ______________________________________________________________________ Id SUP Lap Lap Sup SUP Lap Mom Loc Lap Sup ANALYSIS: LEXt 0.0U -0.05 0.00 0.01 0.50 0.03 --------Shear(k)--------- --------------Moment(f-k)--------------- 4 0.50 -0.50 0.03 -2.34 9.44 0.00 Bay Left Left Right Right Left Left Mi dspan Right Right 3 0.502 -0.52 0.00 -2.58 9.83 U.00 Id Sup Lap Lap Sup sup Lap mom Loc Lap Sup 2 0.52 -0.52 0.00 -2.56 9.83 0.00 ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ _____ 1 0.88 -0.88 0.00 _4.12 9.39 D.05 LEXt 0.00 -O.OS 0.00 0.01 0.50 0.03 REXt 0.09 D.00 0.05 0.01 0.50 0.00 4 0.50 -0.50 0.003 -2.34 9.44 0.00 - 3 O.S2 -0.52 0.00 -2.56 9.83 0.00 STRENGTHH/OErLEC1ION: 2 0.92 -0.92 0.00 _4.52 9.63 0.00 Bay -----Shear(k)------- -----moment(f-k)------ -Mom+shr- ueflect(in) 1 0.88 -0.88 0.00 _4.12 9.39 0.05 -Id Lot Calc Limit UC Loc Calc Limit UC LUC UC CalC Limit RExC 0.09 0.00 0.05 0.01 0.50 0.00 __________ _________ ___________________ ________ __________ -TRENGTH/DEFLECTION: LEXL ftSu' -0.05 2.97 0.02 RSup 0.03 9.01 0.00 LSup 0.00 0.04 4 Lsup 0.50 2.97 0.17 Mils -2.34 7.33 0.32 Lsup 0.17 -0.25 Bay -------5hear(k)------- -------me Tt(f-k)------ -Mom+Shr- Deflect(in) 3 LSup 0.52 2.97 0.18 nlds -2.56 7.33 0.35 LSup 0.00 -0.30 Id Loc Calc Limit HIC Lot Cale Limit UC Loc UC Calc Limit 2 Lsup 0.52 2.97 0.18 Mid- -2.56 7.33 0.35 LSup 0.00 -0.30 --------- --------- ------------------- -------- ---- --- 1 RSup -0.88 2.97 0.30 Mids -4.12 7.33 0.56 RSUP 0.30 -0.44 LEXt RSUP -0.05 2.97 0.02 RSup 0.03 9.01 0.00 LSup 0.00 0.04 RExt LSUP 0.09 2.97 0.03 LSup 0.05 9.01 0.01 LSUp 0.00 0.07 4 Lsup 0.50 2.97 0.17 MidS -2.34 7.33 0.32 LSup 0.17 -0.25 3 LSUp 0.52 2.97 0.IS Mids _2.56 7.33 0.35 LSUp 0.00 -0.30 UNBRACED LENGTH: 2 Lsup 0.92 2.97 0.31 MidS -4.52 7.33 0.62 LSup 0.00 -0.53 -Bay MaT7ar -------minor((ft)-------- --------Cb----------- --------Moral/Mom2------- 1 Rsup -D.88 2.97 0.30 Mids -4.12 7.33 0.56 RSup 0.30 -0.44 Id (ft) LSUP LLaP MidS RLaP RSUP LSup LLap midS RLap RSUP LSUP LLap Mids RLap RSUP REXt.LSUP 0.09 2.97 0.03 LSUp 'O.DS 9.01 0.01 LSUp 0.00 0.07 _____ ________ ________ ____ ____ --- ____ ____ __-_ --__ _-__ ____-_____- LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 LOT)1.00 UNBRACED LENGTH: 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1'00 1.00 1.00 1.00 1.00 1.00 'or Minor ft)________ __________Cb_____-____ Moml Mom2_______ Bay Ma]] ------- C - - -------- / 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 Id (ft) LSUP LLaP midS RLaP RSUP LSup LLap midS RLaP RSUP LSUp LLap MidS RLap RsUp 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 ---- ----- -------------------- 2.30----2.30 2.30 2.30 ------------------- 1 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LEXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 RExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.Do 1.00 1.00 1.00 1.00 ' 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1,00 1.14 1.00 1.00 1.QO 1.DO 1.00 LOAD ID 11 Oead+Collateral+snow-Par sl_1 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0a ______________________________________________________________________ 1 18.8 18.8 0.0 O.D 0.0 18.8 1.14 1.00 1.[IU 1.00 1.14 1.00 1.00 1.00 1.00 1.00 - REXt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ANALYSIS: LOAD ID 9 Dead+Collateral+snow/2avAT3L1 -------- Shear(k)-------- --------------Moment(t-k)--------------- Bay Left Left Right Right Left Left Midspan Right Right ______________________________________________________________________ Id sUD __Lap Lap SUP sup Lap Mom LOC Lap Sup ____ _____ _____ _____ _____ _____ _____ _____ _____ _____ ANALYSIS: LExt 0.01) -0.05 0.00 0.01 0.so 0.03 -------Shear(k)--------- --------------moment(f-k)--------------- 4 0.50 -0.50 0.03 -2.34 9.44 0.00 Ray left Left Right Right Left Left mi dspan Right Night 3 0.902 -0.92 0.00 -4.52 9.83 ().Do Id sup Lap Lap SUP sup Lap Mom Loc Lap Sup 2 0.92 -0.92 0.00 -4.52 9.83 0.00 _____ _____ _____ _____ _____ _____ _____ _____ _____ 1 0.88 -0.88 0.00 -4.12 9.39 0.05 LEXt 0.00 -0.09 0.00 0.01 0.so 0.05 RExt 0.09 0.00 0.05 0.01 0.50 0.00 4 0.88 -0.88 0.05 -4.12 9.44 0.00 3 0.52 -0.52 0.00 -2.56 9.83 0.Do STRENGTH/DEFLECTION: Page 52 Page S3 HoofDes.Lxt RoofDes.txt Bay -------Shear(k)------- -----Mament(f-k)------ -Mom+Shr- Deflect(in) 3 -Sup 0.92 2.97 0.31 HAS -4.52 7.33 0.62 Lsup 0.00 -0.53 ' Id Loc Calc Limit__UC Lot Calc Limit UC Lot UC CalC Limit 2 Lsup 0.92 2.97 0.31 Mid5 -4.52 7.33 0.62 LSup(1.00 -0.53 -- ------------------ ------------------- -------- ----- ----- 1 RSup -0.88 2.97 0.30 HAS -4.12 7.33 0.56 RSupp 0.30 -0.44 LExt RSup -0.05 2.97 0.02 RSup 0.03 9.D1 0-11 LSup 0.00 0.04 REXt LSu 0.09 2.97 0.03 LSu 0.05 9.01 0.01 LSu 0.00 0.07 4 LS up 0.50 2.97 0.17 Mid' -2.34 7.33 0.32 Lsup 0.17 -0.25 3 RSup -0.92 2.97 01.31 MidS -4.52 7.33 0.62 LSup DAN) -0.53 UNBRACED LENGTH: 2 LSup 0.92 2.97 0.31 Mid' -4.52 7.33 0.62 LSup 0.00 -0.53 Bay Ma77'or -------Minar(ft)-------- -----------Cb---------- --------Moml/Mom2-------- 1 RSup -0.88 2.97 0.30 Mid' -4.12 7.33 0.56 RSup 0.30 -0.44 ! -Id ((t) LSUp LLap MidS RLap RSup LSup-Lap HidS RLap RSUp LSup LLap MidS RLap RSup RE%t LSup 0.09 7.97 0.03 LSup 0.05 9.01 0.01 LSup 0.00 0.07 ----- ---- ---------------- ---- ------------ ---- -------------------- LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 UNBRACED LENGTH: 4 18.8 18.8 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1-00 1.OD 1.00 1.00 1.00 1.00 Bay major -------Hinor((ft)-------- -----------Cb----------- --------Homl/Mom2------- 3 19.7 19.7 0.0 0.0 0.0]9.7 1-14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.O13 1.00 Id (ft) LSup LLap Mid5 RLap RSup LSUp LLap MidS RLap RSup LSup LLap Mids RLap RSup 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ---- ----- ------------------ -------------------- ------------------ 1 18.B 18.8 0.0 0.0 0.0 38.8 1.14 : 0 1.00 1.00 1.140 1.00 1.00 1.00 1.00 1.00 LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 RExt 1.0 2.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 4 18.8 18.8 0.0 0.0 0.0 0.0 1.10 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 1.OD 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 DEFLECTION: 2 19.7 19.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.OD 1.00 1.00 1.00 ---___________________________ 1 18.8 18.8 0.0 0.0 0.0 18.8 1.14 1.00 1.00 1.00 1.14 1.00 1.00 110)1.00 1.00 REXt 1.0 1'0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 LOAD ID 1 : Live LOAD IO 12 : Dead+collateral+Snow-PAI_SL2 T_ flect(i n) De of c Limit Rat10 Locate ____ ___________ _____ ------ ANALYSIS: LEXt 0.04 --------shear(k)--------- --------------Moment(f-k)--------------- 4 -0.22 1.51 0.14 9.42 Bay Left Left Right Right Left Left __ __ __Lap Right Right 3 -0.26 1.57 0-17 9.83 Id Sup Lap Lap Sup sup Lap Mum Luc Lap Sup 2 -0.26 1.57 0.17 9.83 ____ _____ _____ _____ _____ _____ _____ ___ ___ ___ L Ext 0.00 -0.09 0.00 0.01 0.50 0.05 1 -0.2 .5 4 0.88 -0.88 0.05 -4.02 9.44 0.00 RExt 0.04 3 0.92 -0.92 0.00 -4.12 9.83 0.00 LOAD ID 2 Snow 2 0.92 -0.92 U.00 -4.52 9.83 0.00 ____________________________________________________.-______..-_________ 1 0.50 -0.50 0.00 -2.34 9.31 0.03 ¢ay Deflect(i n) REXt 0.05 0.00 0.03 0.01 0.50 0.00 Id Calc Limit Ratia Locate STRENGTH/DEFLECTION: LExt 0.0E Bay -------Shear(k)------- ----Moment(f-k)------ -Mam+Shr- Deflect(1 n) 4 -0.38 1.51 0.25 9-42 Id Loc CalC Limit UC Lot Calc Limit UC Lot uC talc Limit 3 -0.46 1.57 U.29 9.83 ____ ___________________ ____ ___________ ____ ________ __________ 2 -0.46 1.57 0.29 9.83 LExt RSup -0.09 2.97 0.03 RSup 0.05 9.01 0.01 LSup 0.00 0.07 - 1 -0.38 1.51 0.25 9.42 4 LSup 0.88 2.97 0.30 Mid' -4.12 7.33 0.11 Lsup 0.30 -0.44 RExt 0.06 3 RSup -0.92 2.97 0.31 Mid' -4.52 7.33 O.fi2 LSup 0.00 -0.53 2 Lsup 0.92 2.97 0.31 Mid5 -4.52 7-33 0-11 Lsup 0.00 -0.53 LOAD ID 3 U.75Live+0.3wind_Prnssurel 1 RSup -0.50 2.97 0.17 Mid5 -2.34 7.33 0.32 Rsup 0.17 -0.25 -----__________________________________ -------------------- - REXt LSup 0.05 2.97 0.02 LSup 0.03 9.01 0.00 LSup 0.00 0.04 Bay Deflect(in) Id Ca1C Limit Ratio Locate UNBRACED LENGTH: ____ ______ _____ _____ ------ say Major -------Minor(ft)-------- -----------Cb----------- --------Moml/Mom2------- LExt 0.04 Id (ft) LSup LLap MidS RLap RSup LSup LLap Mid5 RLap RSup LSup LL.Ip MidS RLap RSup 4 -0.22 1.51 0.is 9.42 ____ _____ ____________________ ____________________ ____________________ LExt 1.0 1.0 1.0 1.0 1.0 1.0 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 3 -0.26 1.57 0.17 2 -0.22 1.51 0.is 9.83 4 18.8 11 97 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 -0.22 1.51 0.15 9.42 3 19.7 19.7 0.0 0.0 0.0 19.7 1.14 1.00 1.00 1.00 1.14 I.00 1.00 1.00 1.00 1.00 RExt 0.04 2 19.719.7 0.0 0.0 0.0 0.0 1.14 1.00 1.00 1.00 1.110 1.00 1.00 1.00 1.00 1.00 1 18.8 IS.8 0.0 0.0 0.0 18.8 1.14 1.00 1,00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 LOAD ID 4 : 0.755now+0.3wind_Pressurel - REXt 1.0 1.a 1.0 1.0 1.0 M. 2.30 2.30 2.30 2.30 2.30 1.00 1.00 1.00 1.00 1.00 ______________________________________________________________________ aay Deflect(in) LOAD ID 13 : Dead+Collateral+UNELSL Id Calc Limit Ratio Locate ______________________________________________________________________ ___________ _____ ______ LEXt 0.06 ANALYSIS: 4 -0.34 1.51 0.23 9.42 --------Shear(k)--------- --------------Moment(f-k)----------_---- 3 -0.41 1.57 0.26 9.83 Bay Left Left Right Night Left Left MidSpan Right Right 2 -0.41 1.57 0.25 9.83 Id Sup Lap Lap Sup Sup Lap Mom Let Lap Sup 1 -0.34 1.51 0.23 9.42 ____ _____ _____ _____ _____ -___ _____ _____ _____ _____ ____ 0.06 LExt 0.00 -0.09 0.00 0.01 0-50 0.05 RExt 4 0.88 -0.88 0.05 -4.12 9.44 0.00 LOAD ID 5 : 0.4wind-Suctionl 3 0.92 -0.92 0.00 -4.52 9.83 0.00 ----__________________________________________________________________ 2 0.92 -0.92 O.OU -4.52 9.83 0.00 Bay Defl ect(in) 1 0.88 -0.88 0.00 _4.12 9.39 0.05 id Calt Limit Ratin 1.Otate RExt 0.09 0.00 0.05 0.01 D.So 0.00 ---- ----------- ----- ------ LEXt -0.02 STRENGIH/DEFLECTION: 4 0.12 1.51 0.08 9.42 Bay -------Shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(In) 3 0.14 1.57 0.09 9.83 Id Loc Ca1C Limit UC LOC WE Limit UC Lot UC Calc Limit 2 0.14 1.57 0.119 9.83 ____ ____ ___________ ____ ___________________ ________ __________ 1 0.12 1.51 0.08 9.42 LExt RSup -0.09 2.97 0.03 RSup 0.05 9.01 0.01 LSUp 0.00 0.07 RExt 0.02 4 LSup 0.88 2.97 0.30 Mids -4.12 7.33 0.56 Lsup 0.30 -0.44 Page 54 Page 55 LOAD ID G : Snow/2+PAT_S3 3 -0.46 1.57 0.29 9.83 - _____________ L RDUfDeS.LXi ROofDes.txt _________________________________________________________ 2 -0.46 1.57 0.29 9.83 Bay Deflect4in) 1 -0.19 1.51 0.13 9.42 Id Ca1C Limit Ratio Locate RExt 0.03 LExt 0.06 LOAD TD 13 : UNfl SL 4 -0.361 1:11 0.21 9.42 ----____-------------------------------------------------------------- 3 -0.46 1.57 0 29 9.83 Bay Deflect(in) 2 -0.23 1.57 0.15 9.83 Id Cal Limit Ratio Locate _ 1 -0.19 1.51 0.2.3 9.42 ____ ___________ _____ RExt 0.03 LExt 0.06 LOAD ID 7 : Snow/2T-PAT 4 -0.38 1.51 0.25 9.42 3 -0.46 1.57 0.29 9.83 ______________4______________________________-________________ 2 -0.46 1.57 0.29 9.93 fla Deflect in) 1 -0.38 1.51 0:25 9:42 Id Cale Limit Ratio Locate REXL 0.06 ____ ___________ _____ ------ LEXt 0.03 4 -0.19 HI 0:13 9.42 3 -0.46 1.57 0.29 9.83 2 -0.46 1.57 0.29 9.83 70697 Strut Bn1tsYT .ev=5/1/17=4:09pm 1 -0.19 1.51 0.13 9.42 =__ �_----------.-------_-_ RExt 0.03 RAMR CONNECTION: LOAD ID 8 Snow/7+PAT_SL_5 atk_SW ECoet_ ----'--------'---'--'----'-"-'--""""-'--"'--'---'--'--'-"-'---- E � Location Purlin dVe Strut Eave Strut u% oeflecct(in) ________ ------_--- ___________ Id Calc Limit Ratio Locate Left EW Welded Clip Direct Bolt Direct Bolt ---- ----------- ----- ------ RF Welded Clip Direct Holt Direct Bolt LExt 0.1 1 03 4 0. Right EW Welded Clip Direct Bolt Direct eUlt - .51 0.13 9.42 3 -0.29 3 1.57 0.15 9:83 SAVE STRUTS: 2 -0.46 1.57 0.21 9.83 Well Frm_Line ----Bolt-selected--- --Bolt-Capacity(k)---- Dt_Bolt 1 -0.38 1.51 0.25 9.42 Id Id Type No, Type Dia Wshr Calc Shear Bear Ratio Id RExt0.06 ____ ___ ____ ___ _____ _____ Wshr ___________________ 2 1 Eta 2 A325 0.500 0 0.99 10.60 4.53 0.22 77 LOAo ID 9 : snow/21pAT_sL_l 2 2 RF 2 A325 0.500 0 3.43 10.60 4.53 0.76 77 --'----------------------------------------------------------- 2 3 'RF 2 A325 0.500 0 3.43 10.60 4.53 0.76 77 Bay Deflect(in) 2 5 EW 225 0.500 0 0.84 10.60 4.53 0.]9 77 Id Calc Limit Ratio Locate ---- ----------- ----- ------ 4 1 Ew 2 A325 0.500 0 0.99 10.fi0 4.53 0:22 77 _ LExt 0.06 4 2 Rr 2 A325 0"500 0 3.43 10.60 4:11 0.16 77 4 -0.38 1.51 0.25 9.42 4 3 RF 2 A325 0.500 0 3.43 10.60 4.53 0.76 77 3 -0.23 1.57 0.15 9.83 4 4 RF 2 A325 0.500 0 1.05 10.60 4.S3 0.23 77 2 -0.23 1.57 0.15 9.83 4 5 F.H 2 A325 0.500 0 0.84 10.60 4.S3 0.19 77 1 -0.19 1.51 0.13 9.42 RExt 0.03 PURLINS: --- LOAD ID 10 Snow/2+PATSL2 Surf Frm_Llne tlraGe ----001 t_SeleCLed--- ---Shear-----Bearing-----Bolt_capacity(k)------- UtBolt -------------""-------"'------"'-"'------""----"'----- Id Id Type Lot No.Type Dia wshr Calc Limit CaIC Limit Ratio Id --Bay Deflect(in) ___________ _____ _________________ _________________________ _______ Id CaIC Limit Ratio Locate 2 1 Ew 20.00 2 A325 0.500 0 0.77 10.60 0.77 4.53 0.11 71 ---- ----------- ----- ---- 2 2 RF 20.00 2 A325 0.500 0 0.94 10.60 0.77 4.53 0.17 71 LEXt 0.03 2 3 RF 20.00 2 A325 0.500 0 0.94 10.60 0.77 4.53 0.17 71 4 -0.19 1.51 0.13 9.42 2 4 RF 2 00 2 A325 0.Soo 0 U.54 10 GO 0.54 4.53 0.12 71 3 -0.23 1.57 0.15 9.83 2 5 EW 20.00 2 A725 0.500 0 0.54 10:60 0.54 4.53 0.12 71 2 -0.23 1.57 0.15 9.83 3 1 EW 20.00 2 A325 0.500 0 0.77 10.60 0.77 4.53 0.17 71 1 -0.38 1.51' 0.25 9.42 3 2 RF 20.00 2 A325 0.500 0 0.94 10.60 0.77 4.53 0.17 71 NEXt 0.06 3 3 RF 20.00 2 A325 0.Soo 0 0.94 10.60 0.77 4.53 0.17 71 LOAD IO 11 Snow-PAT_SL_1 3 4 RF 2U.U0 2 A325 0.500 0 0.54 10.60 0.54 4.53 0.12 71 ______________________________________________________________________ 3 5 Ew 20.00 2 A325 0.500 0 0.54 10.60 0.54 4.53 0.12 71 aay Deflect(in) -'---_=--�z-=------_- Id Calc Limit Ratio Locate -s _ _____-'^--=weight -- -- ____ ___________ _____ 20fi92 weight Summary 5/1/17 4:09pm LEXt 0.03 4 -0.19 1.51 0.13 9.42 Ronf Purlin = 3301.28 3 -0.46 1.57 0.29 9.B3 Extension Purlins = 1300:24 2 -0"46 1.57 0.29 9.83 Eave Struts - 772.62 1 -0.38 1.51 0.25 9.42 Extension Eave Struts 133.34 REXL 0.06 Roof Bracing = 19.19 LOAD ID 12 : Snow-PATSL Wall Bracing 2 -----24.IS ----- ___________-------------------------------------------------------- Total 4380.85 Bay Deflect(in) Id Cal-Limit Ratio Locate -2069- --- ----------- ----- ------ 20692 Warning summary 5/1/17 4:09pm LEXt O.Ofi 4 -U.3B 1.52 0.25 9.42 ' page 56 Page 57 Raatoes.txt EAVE STRUT Member •WRN(GVM-201): Ax idl >Limit WRN GVM-203 : Moment>Limit ROOF STRUT Member WRN(5RM-201):Axial >Limit LEFT ENDWALL DESIGN Page 58 Eaes-L.txt ^20692 -�Endwall Design IBWt 5/1/17 3:Ofipm °(SI)COWrnN PART b ELEVATION: •(1)]DBTD: •-•�..�• - _-- �m.e......n,._ 'No.Id Type Part Opt Rot Depth EIeV On 4 1 CRw' 'W12x16 0.000 0.000 - '20692' 2 'RW 'WIW6 D.ODO 0.000 3 'RW 'W12x16 ' - - 0.000 0.000 '- •(22)PROGIUUI OPTIONS: Run 4 'pM' 'wl2xlb - - MUD 0.OUU '- Id cal/Raf Dirt Brace Panel •(1B)CDLUNN SPLICES: L. .Y. .Y. 'Y. .Y. col •(3)DE$ICN CODE: 0•ND. rd Locate Type •Design ---St Hot --Tsui ld-- [ode Seismic [otle cold Not country Code Year Label Zone •pahnge 'NAUSI] 'ATSC10' ---- IBC. ' 32' 'IBC 12 'B ' *Same •(4)nESIGN CONSTANTS: •Y• N. --SLren9thAcmrs-- --stressJlaTi p--- -seism{t--- °(20)RAnilt PART: •Cal/Naf Gift Panel Mind FFame nrac¢ Surf 1.0D 1.00 1.00 1.000D 1.0000 1.2000 •No. Id lype Vart OPpth 2 2 aw - 0.000 •(5 STEEL Y1LLD5: 3 'RW '-------' 0.000 •we Flag CSec wS S e[ R ¢e PSec TSec U_Sec CP HP 55.0 $5.0 55.0 55.0 50.0 42.0 46.0 36.0 55.0 55.0 •(21)w[FTut SPLILIS: •(6)DEFLE-DN LIMITS: • Buff •No. Id Locate TypC Opt --Rafter----- ---Girt--- --Panel--- Par[ W{hd 3 2 0.0000 -- - •Live wind Total Column all Facia all'Faria all Ben c 3 O.11 'H' 180. 180. 0. 120. 90. 120. 90. 120. 90. 60. 3 20.6155 '-- - •(7)REWRTS: •C22)GIRT DESIGN: In gut column wall Door wall cable 'Girt --Flangostrap-- --Depth- sec ax Rafter • Echo Rdft¢f Girt Jamb Panel erace •Type Out In 5ppdcC off, ➢rojett Se[Opt lap Spate Attach I' Y' 2' Y' Y. Y' 28' 'C' 'N' 6.2500 0.ON 0.000 8.000.1. U.0000 /.41G7 'Y' •(8)BUIL015 LAYOUT: •(L"!)GIM LOGTIOV: •Bu11d Build Build ----------Expand_EW--------- --Raof9aY'- Frame •Sat No. Girt °Type width Leggyh use Op[ Extend 0ffSet Flange No. Mdth Recess •Lot G1rt Lo[alion 'FF-' 40.0000 80.0000 'N - 0.000 14.000 0.000 4 20.0000 1.OD00 'Y' 1 7.4167 •(9)SNRFACE SHAPE: •(24)SP rra GIRT: No. x_CDord Y_Courd OCfseC --K37t.G- surf (ft) (ft) (in) start End He{ht TYPO RM Part use 4 0.G000 16.0000 8-(xHl •rva yy 20.0000 21-0000 ll.500 _ 1 1 3 14.0917 IB' 'D- '--------- 'C• 40.0000 16.0000 11.500 40.0000 O.DGW B.DDO °(25)SIOFII GIRT: •all GiR Na. Girt •(10)BAY SPACING: •T2 tZOe' B 000 nfOf ProDj ei2 rt L7.4167n 12.0000 - •Na. ---OaYSet--- 4 '21t' 8.000 0.000 0.000 27.4167 12.ODDO set; Md[h Wan ' 1 13.3333 3 •(26)xoof wNLINs: •surf surf No. Peak No. -PurlinSet- •(I1)WALL Be-- •Id E%C Vur11n lace secs Space Dunn •No.Open Bay Sill Base set s ber Panel 11-bt/ 3.6R/ 2 0-000 4 0.ace 0 *open Id Id width Height offset type Heigght El- Depth select opt leader sill 3 0.000 4 0.7500 0 3 1 2 4.G000 6.00DO 1.9167 41 3-D000 O.00U 0.000 'C' 'F- ---------- -----' •(27)PANELS/RF_COL0MV5: 2 2 0.0000 6.0000 7.4167 41 3.0000 0.000 0.000 'C' 'F' -------- ------- • wall Liner Insulation -Open-Bey- RF_Interior_Columns -------- ------- ^ panel Panel Use Thick FSW BSw Type No. Locate 3 3 4.3333 6.0000 5.0000 41 0.0000 0.000 0.000 'C' 'f` '--------' '-------' 'R-26 ' '--------' .0' 4.000 'N' 0 ` •(2B).LL FRAMING OPTIONS: •(12)WIDE O➢EKING lAYOIR: •Shear BraPanel ci ngl ORtion Neiggh[ -l¢ftTo 0.1gght °IN.�J ryW St EndMtlLhdr_DpeHei 9ht Height E¢v col- Mpunt Wel9h[ N' 'Y' -- 0.0000 20.0000 20.0000 0 •(29)N d OBr wind eaceace No,,, Specified •(13�wIOf DPFMNG AIA STRUT fAMtING: • 5h¢dr TYpu Specif ieJ Bays_For_0rdcirg •-op -Type--Doprwidmb------Stub Heal Back-Brace strut-Headeax-Spm-Deflection 71.8 e 1 1 •ND,id type Flgwid Flgrhk Type TYPO Type Lac Type type MdxSpc xoa Vert 0 •(30)wALI BRACING ATTACHMENT •(14)W.E OPENING HEADER LOCATION: •No. Attach --Bay id- Ho. °Attach td Siarc End Level LevelJreight •IroPe Location LOCaiion O id O •(31)IAVL C%ILNSIUN: • 111 No. EY[-tlay_Id-- -Ed9e ExiMd- EYt s •(IS)PARTIAL WALLS: •Id Dxt id start Lnd Height Md[h Slope Left Night Mount --uayJd- ----offset---- Iamb Base Top rill-Load ----Panel---- 2 g •No.Id use tart End Start End Height Type Type Type Grt col part opt 4 0 U •(32)CANOPY: •(16)COLUNiLSax •Wall No. ENC-Bart ad -.Id ft,-I,t¢nd- ExC •Id Ext Id Starr End Height Math U.5pa 0.00 Right Noun[ •same VLergace 1 1 1 1 3 13.500 4.000 U.500 O.000 O.g 'B' xpeYth 38�000 2 0 4 0 Page 1 Page 2 It 8888 oe 88888o8800000eo88 it $5o8888ee88888888oeee <vu < eeeeeeeoeoeoeoe.+" a9 � eeeeeeeeeeeeeeeee 8iA ;�S8s8a888�saa�asa88 A A888SSS888S8��ra��S� •��de000dd000c0000000t :dodod0000dddodcdddo eOoS doS8888Qo0oa88888SSo J vo8888888888888880 88 5888 It 'St888888588888888885 It FC8888888888888888888 0000 ' 'nood000ddoddodododd�„ � �8 'S�c000000dccc co 0000co 5888 �� 5�888888888888888aaa �N dgp8888888888888888888 000o Sa 9600e00000000d000000 8i Sd0000000000000000000 8888 '.'888888888888888888 '"8888888888888888888 �" 0000doeeoe000dodo ood000000a00000000 8888 0 888888888888885888 5 5888888888888885888 8888 i 88858�888888888888 ="888888r8�88a8888SS8 odd d'p ��o dcoddodd0000d0000 h= "aodoo d000000doddddoo �aooca', y8888 'Sd 's 888885888888888588 'sd 's.................... oe �000e00000000000000 Ioe000e00000doodd000 78 I� 28888 i =888888998888888885 t t8888888888858888888 xod� 't 0000 ..i ��odd000deeodood0000 J- .y'�c00000dddoodd000dcd �z � � b8 8888 is 'Sk888888888888888888 'im S 5888888888888888858 3�mM� eeee � �oeeeeeee0000eeeeee � 5deeeeooeeeeeeeeeeee I� b 88885888888888SS SS888888888885888 L�.mMMM 5 „ oo�� ° .�00000dd0000dododoo � �ooddodddododododddo M 8888 p "88888OeoS888eeeeee 88888888888888888 gaoy J8 oe oo �' �'d00000codddd000000 �a $900 ........... �P Z888888888888888888 w '�SSSS8888888S88S8888 13�00080 9 ^mo Ne t „ eeee `� <�Sa8a88Seeeeeoe88ae �8a4eeeeeo888888Oeee agao, 66. e688 d „ S88SSS888888880000o w e S8888000c00088800o Sg� 8888 $jg888885$oo.oa8800. �1 8 0000aogoe000000000 ••? h �p 'o 8888 b b F888SS8S88800008S8S 3 aS888889888Soo22288 S 0 8 Q 3 odo :oo 9 0 3 dd dd Ul _ �esssoaoaaos�sa yagsss8s88essaa000�o 3,9o�^""^ g '" ee o o. oddeee� dd. to ... ... ... .. ... ... g ..g .. d88888888888888888858888 �8deeeeeee eeeeeeeeeeee eeeeeeeeeeeoeeee000e. 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' 3� � a �tl��o.o�y d\��oo�+o �8888888858888888888aBo^o a-ia"" mom" as os88Ns8a888008oaoossoti88 3� ee 3 � e o� dsgNe� g=�sss� � Ta s p soa��T<�e��.oaa�s�sas�r�r� s a Cd. .... .` . gam o^I$d ... .... ... ENO¢s-L.t%[ EwneS-L.t%t *Zone Zone Part Dia Ota Space Strength Rafl Surf 2 w8 7.48 0.170 3.94 0.205 20.6 206.E l7 0.41 Hoe.A%1 0 Raf2 Surf 3 WBxlO%10 7.48 0.170 3.99 0.205 20.6 206.E 18 0.41 Mom Ml ` •(53)BEAMS: Total- 1441.1 •No.n di Bay •Dea use offset .eight 0 DESIGN ARICNS/5711ENG111: LOatl ---A%tal(k)--- ---shear(k)--- •.oaent(f-k)-- :(54)Sna%LOAD COEFFSCIENTS: id id CJ1C Limlt UIC Limit Ca lc L- t PJsi[ Louden SNO.tep ---Step_1--- ---ttep_E--- ----Stepp--- •Nv. Lwd Us Id Ste Lgca[e [cef Locate Co. Locate Coef ---- ---- - -•---- ------ ------ -•--•- ---__- p Cnl] 1 Ti;2.40 53.40 0.09 52.7G -1.29 38.9E 6 'wxNDll' - 2 2 20.0D00 1.ODO 20.5155 0.661 Coll 2 0.73 53.40 D.02 52.76 -o 38.9E 'wlrmRl' 3 2 0.6155 0.661 20.6155 1.DD0 Coil 3 4.38 53.40 D.25 52.7fi -3.33 33.92 'w1NDl2' 'R' 2 2 20.D000 1.0n0 20.6155 0.499 Coll 1 1.99 53.40 0.11 11.76 -0.99 3tl.92 'NINDR2' 'R. 3 2 a.6155 0.499 20.6155 1.000 Coll 5 3.47 53.40 0.79 52.76 -2.56 38.9E .WIND 'C' 1 2 20.0D00 1.000 26.6155 0.661 Coll 6 1.03 53.40 0.03 52.76 -o 22 38.9E 'wINU82' 'C' 3 2 0.6155 0.661 2G.61S5 1.000 .11 7 2.3S 53.40 0.03 52.76 -0.22 38.9E Coll 8 2.53 53.40 0.15 12.76 -1.79 38.92 Coll 9 3.83 HAS 0.15 52.76 -1.79 38.9E •(55)CnP SP8ING5: GO II 10 0.24 53.40 0.05 52.76 -0.64 38.92 Col mn Nor1z toll 11 -0.38 141.0E 0.05 4.76 -0.61 38.9E •No. Id % CO11 12 -0.77 141.0E -O.D6 52.7fi o.88 38.9E 0 call 17 -0.92 141.0E -0.06 52.76 O.AA 38.92 Coll 14 -1.17 141.02 IN 52.76 0.88 38.9E � •(56)ADUITIUNAL COLL-St call 15 0.57 53.40 -0.06 52.76 O.AA III •No. Id Locate Type Rot Upt vart Elev col 16 -1.16 141.02 -0.06 12.76 0.88 38.9E o toll 17 0.82 53.40 -0.06 52.76 0.88 38.92 Coll 18 0.77 53.40 0.02 52.76 -0.26 38.7E •(57)RIGIO FRAME COORDINATES: _ Cull lY 2.00 53.40 0.0E 52.76 -0.26 38.92 •Frame Frame Coll 20 2.0E 53.40 0.07 52.7fi -1.00 38.92 • Id type No. >LCogrd r_coord Coll 21 2.93 53.40 0.07 52.76 -1.0o 38.9E 0 -- 0 COIL 22 3.5U 53.40 0.19 52.76 -2.56 38.9E Coll 23 4.41 53.40 0.19 52.76 -2.56 38.92 •(5B)LOAD MEFFICIENr ADIUSTHENTS: toll 24 0.32 53.40 0A1 52.76 -o.14 38.92 2gne Baz1e ----Ste --- ----Ste�2--- Cell 25 1.55 53.40 0.a1 12.76 -0.14 38.92 P P Coll 26 2.68 53.4D 0.02 52.76 -0.25 38.9E •Ne. Id Load Area Coef Area Coef Cell 27 '125 53.40 0.@ 52.76 -0.25 78.9E o cu12 1 5.68 13.41 0.15 52.76 0.63 1.613 u�12 2 1.54 53.40 0.03 52.7G O.11 11.63 •(59)DESICN CODE OPTIONS: Coli 3 10.2E 53.40 0.40 52.76 1." 11.63 •No. Evcnt condition cn12 q 4.64 53.40 0.12 52.76 u.50 11.63 D CO12 S 1.11 53.40 0.31 52.76 1.29 31.63 •AIRILIARY lono nESCRIPRDNS: colt 6 3./3 53.40 1.15 52.76 9.65 9.71 Co12 7 2.76 53.n0 1.15 52.76 4.65 9.74 Aux Co12 8 6.84 S3.IS 1.3a 52.76 4.49 10.60 • Id Description CO12 9 6,17 53.40 1.34 52.76 9.49 10.60 1 unbalanced snow load left - co12 10 -1.71 141.0E 1.40 52.76 -6.55 35.86 2 Unbalanced snow load right ca 2 11 0.36 53.90 1.40 52.76 -6.55 B.86 CO12 12 -2.60 l4l.02 -1.57 12.76 7.46 7.51 •ADDITIRWL 1090 DESCRrvRONS: Q 2 17 -1.37 141.0E -1.57 52.76 7.46 9.51 •AId Ms"' ti on CO 22 31 -1.33 141.02 -1.57 52.76 7.4fi 9.51 P dd CO12 15 -1.99 141.0E -1.57 52.76 7.96 9.51 1 Unbalanced srow load surface 3 Co12 16 -1.12 141.D2 -1.57 52.76 7.41 9.51 2 Unbalanced Snow load sulfate 2 co'2 17 -2.01 141.02 -1.57 52.76 7.46 9.51 3 unbalanced snow load surface 2 co 2 18 2.65 53.40 0.o3 52.76 0.13 11.63 4 unbalanced snow load surface 3 Colt 19 1.41 13.40 0.03 52.76 0.13 11.63 Co12 20 5.47 53.40 0.12 52.76 0.51 11.63 "Code files used: CD12 21 4.56 57.90 0.1E 52.76 0.51 11.63 I.C.12 012 22 8.87 53.90 052.76 1.29 • Ew18C.12 Version 4.0 fgi2 23 7.97 53.40 Alo.31 52.71 1.19 11.63 ____ a12 24 1.64 53.40 0.02 52.76 0.07 11.63 2069E Endwall OeSign Cnde �y=� 5/1/17 4:09 m 2. O12 25 0.4E 53.41 0.0E 52.76 OA7 21.63 P CuIE 26 8.20 53.40 0.03 52.76 0.13 ll.63 -- -_===`^R"`�'"�""""^' W2 27 3.69 53.40 0.03 S2.76 0.13 31.63 cn13 1 5.68 53.40 0.15 52.76 0.63 11.63 STRUCTURAL CODE: cO13 2 1.59 53.40 0.03 52.76 0.13 ll.67 Design Basis w5-working stress -1 3 30.22 53.40 0.40 52.76 1.68 11.63 Not Rolled 5tee1 m5clu .13 4 4.64 S3.4U 0.1E 52.76 0.50 11.63 Culd Fumed steel MUS12 .14 5 8.05 53.40 0.31 S2.76 1.29 11.63 null nraG CODE: Co13 6 3.00 SIAO 1.15 52.76 4.65 9.74 wind Code IBC 12 .13 8 6.a1 51.40 1.1.34 52.76 4.41 lO.Go seismic zone D CO13 9 5.68 53.10 1.34 52.76 4.49 10.60 Co13 10 -0.90 141.02 1.40 52.76 -6.55 35.86 .UUVLUS OF ELASTIC1Tr Nat Balled Steel 29000(ksi co13 ll -1.62 141.02 1.40 52.7fi -6.55 31.86 Cold Homed Steel 290GO(ksi) Co W73 12 _1.79 141.02 -1.57 52-76 7.46 9.51 [0l7 13 -2.51 141.02. -1.57 S].]fi 7.nfi Y.51 _ GO 11 -1.72 191.0E -1.5] 52.76 7.46 9.51 2069E Column&wafter-i �= 5/l/17 4:09 Col] 15 -2.64 141.0E -1.57 52.76 7.n6 9.51 9n pm co13 16 -1.70 141.02 -1.57 S2.76 7.46 9.51 Cola 17 -2.66 141.02 -1.57 52.76 7.46 9.51 Coll 18 1.65 53.41 0.03 52.76 0.13 11.63 .INBER S=: CO13 19 1.55 53.40 0.03 52.76 0.13 11.63 Menber.ember --web-size---Flange_Size Nember Member----wax_Load---- rn13 20 4.7E 53AD 0.12 52.76 0.51 ll.63 Id Locate Part Depth Thick Wdth Thick Length wWight id UC iwport CD13 21 4.G5 53.40 0.1E 52.16 0.51 11.69 ---------------------_----- ---------- ----------------_-__---- co13 22 8.13 53.4. 0.31 52.76 1.29 ll.63 Coll 0.7 W12%16 ]1.46 0.220 3.99 0.2fi5 14.5 271.9 3 0.11 womrA%1 CO13 23 8.U6 53.40 0.31 52.76 1.29 11.63 Col'2 13.3 w12%1G ll.4G 0.120 3.99 0.265 17.7 E82.5 16 0.71,.om4A%1 Co13 24 0.64 53.40 0.0E 52.76 0.07 11.63 co13 26.7 w12%16 ll.46 0.220 3.99 0.265 17.7 282.5 16 0.68 NOON-I [0l3 25 0.55 53.40 0.02 52.76 0.07 1, CO19 39.3 W12%lfi 11.46 0.Z20 3.99 0.265 14.5 231.9 3 0.11 MomFA%1 cull 26 3:1 53.4. 0.1 12.76 0.13 31.63 ---------------------- -------- --------------------------- Ce13 27 8.20 53.40 0.03 52.76 0.13 11.63 Page 5 Page 6 I I I i I i i FxOes-L.Lx[ EWOes-L.CxC Co 1 2.40 53.40 0.09 52.7fi 38.9E Coll 23 0.01 0.00 0.00 0.01 0.10 Co4 7 0.73 53.40 0.0E 52.76 -3.33 38.92 Coll 24 0.01 O.W 0.00 0.03 0.01 Coll4 3 4.38 53.40 0.25 52.76 -3.33 38.9E Coll 25 0.03, O.W 0.00 U.03 0.03 1o14 4 1.99 53.40 0.07 52.76 -0.99 38.9E Coll 26 0.05 0.00 0.01 0.05 0.05 co14 5 3.47 13.40 0.19 52.76 -2-56 38.9E toll 27 0.02 0.00 0.01 0.02 0.02 Co 14 1 1.00 53.40 0.03 52.76 -0.22 38.9E Coll 1 0.11 O.W 0.05 0.1 0.11 Coll 7 1.06 53.40 0.03 52.)6 -0.22 3A.92 [o12 2 0.03 101 0.01 0.03 0.03 co14 B 7.48 53.40 0.15 52.76 -1.79 38.9E CU12 3 0.19 0.01 0.14 0.2E 0.2E col 9 2.54 S3.40 0.15 52.76 -1.79 38.9E Co12 4 0.09 0.00 D.04 0.09 0.09 Cn14 10 -0.37 141.02 0.05 52.76 -0.6q 38.9E CU12 5 0.15 0.01 D.11 0.77 0.37 co14 u -0.73 141.0E 0.05 52.76 -0.64 38.9E Co12 6 0.06 0.02 0.48 0.49 0.49 Co14 12 -0.91 141.02 -0.05 52.76 0.88 38.92 Co12 7 0.05 0.02 0.48 0.49 0.49 Co 14 13 -1.26 141.02 -0.06 52.76 0.88 38.92 -11 8 0.13 0.03 0.4E 0.45 0.4S Co 14 14 -1.17 141.0E -0.06 52.76 0.88 38.9E Co12 9 0.1E 0.03 0.42 0.4S 0.45 co 14 15 -1.13 141.0E -0.06 52.76 0.88 38.92 CU12 10 0.01 0.03 0.18 0.11 0.17 - 0 4 16 -1.20 141.0E -0.06 52.76 0.88 38.92 colt ll 0.01 0.03 0_18 0.38 0.18 C114 17 -1.11 141.02 -0.06 52.76 0.88 38.92 CU12 12 0.0E 0.03 0.78 0.63 0.63 Co14 18 0.7E 53.40 0.0E 52.76 -0.26 38.9E Co12 13 0.01 0.0J 0.78 0.70 0.70 Co 14 19 0.80 53.40 0.0E 52.76 -0.26 3B.92 Co12 14 O.D1 0.03 0.78 0.70 0.70 Col 20 1.98 53.40 0.07 52.7G -1.W 38.9E Co 12 15 O.U1 U.03 0.78 0.60 0.66 Colo 21 2.04 53.40 0.07 S2.76 -1.00 38.92 CU12 16 0.01 0.03 0.78 0.71 0.71 Col 22 3.46 53.4U 0.19 51.]fi -2.56 38.9E Co12 17 0.01 0.03 0.78 0.51 0.66 014 23 3.5E 13.40 0.19 52.76 -2.56 38.9E Co12 is 0.05 0.00 0.01 0.05 0.05 Co14 24 0.27 53.9U 0.01 52.76 -0.14 3B.92 C012 19 0.03 0.00 0.01 0.03 0.03 Co14 LS 0.35 53.90 0.01 52.76 -0.14 38.9E Co12 2U 0.30 0.00 0.0q 0-30 0.10 Co14 26 1.25 53.40 0.U2 52.]G -U.15 38.9E Cn 12 21 O.W U.UO 0.04 O.D9 0.09 CU14 27 2.68 53.40 0.02 52.7fi -0-25 38.9E co 12 22 0.17 0.01 0.11 0.18 0.as ---- ---- ------ ------ ------ -----= ------ ----- Colt 23 0.15 0.01 0.11 0.17 0.17 Rafl 1 0.47 60.08 -2.08 26.83 4.8E 21.18 CU12 24 0.03 O.W 0.01 U.U3 0.03 Rafl 2 0.73 60.09 -3.26 26.83 7.55 21 is Co12 25 0.01 O.W U.U1 0.01 O.U1 Rafl 3 -1.11 88.62 0.91 26.83 1.86 9.84 Cn12 26 0.15 0.00 0.01 0.15 0.15 Raf] 4 -0.24 88.6E 0.58 26.83 1.DD 10.84 Co12 77 0.07 O.W 0.01 0.07 O.U] Rafl 5 0.73 60.08 0.57 26.83 1.13 9.98 CU13 1 0.11 0.00 0.05 0.11 0.11 Rafl 6 0.5a -0.30 26.83 0.70 27.41 cola 2 0.01 0.00 0.01 0.03 0.03 Rafl 7 -0.39 88.6E 0.99 2fi.e3 1.69 10.5E [013 3 D.19 0.D1 O.lA 0.2E 0.2E Rafl 8 0.04 60.OA -0.26 26.83 0.37 18.7fi C013 4 0.09 0.00 0.04 0.09 0.09 Rafl 9 -0.38 88.62 0.59 26.83 1.49 21.1B Col 5 0.15 0.01 0.11 0.17 0.17 Rafl 30 0.86 60.08 -0.48 16.83 0.96 21.18 Cola 6 0.06 0.0E 0.46 0.49 0:4 Rafl 11 SIB 60.08 -1.74 26.83 4.14 21.18 C013 7 0.04 0.07 0.4A O.A9 0.49 Rafl 12 0.85 60.08 -1.66 26.83 3.74 23.SB Co13 8 0.12 0.01 0.42 0.45 0.45 Rafl 13 0.43 60.09 -2.62 26.83 6.19 21.18 co13 9 D. 0.13 0.4E 0.44 0.44 Rafl 14 0.99 60.08 -2.SS 26.B3 5.79 21.18 Co13 10 D.01 0.03 0.19 0.is 0.is Rafl 15 -0.47 88.62 0.25 26.83 0.61 21.18 .13 11 0.01 0.03 0.18 0.17 0.17 Rafl 16 0.80 60.01 '-0.10 26.83 0.31 8.87 Co 13 12 0.01 D.03 0.78 0.68 0.68 Rafl 17 0.93 60.08 3.73 26.83 8.5E 21.38 CU13 13 0.0E 0.03 0.7a 0.64 0.64 Rail 18 0.41 60.08 1.64 26.83 4.05 21.18 Co13 14 0.01 0.03 0.78 0.68 0.68 Raft 1 0.47 60.08 2.08 26.93 4.92 21.18 Coll 15 0.02 0.03 0.78 0.63 0.63 - Raf2 2 0.73 60.68 3.26 26.93 7.55 21.18 Cola 16 0.01 0.03 0.78 0.68 0.68 Raft 3 -1.12 88.6E -0.54 26.87 1.20 9.94 013 17 0.0E 0.03 0.78 0.63 0.63 Raft 4 0.30 60.08 -0.94 2fi.83 1.66 10.73 Co13 18 a 03 0.00 0.01 D.03 0.03 Raft 5 -0.54 as.62 -0.20 26.83 0.4H 9.15 Cola 19 0.03 0.00 0.01 0-03 0.03 Raft 6 0.74 W.UH -0.6U 26.87 0.95 11.5E Cn13 20 O.OY O.W 0.04 O.W 0.09 Raft 7 -0.41 80.62 -0.49 26.83 0.87 1U.61 Coll 21 0.09 O.W U.04 0.09 0.09 Raf, 8 0-04 W.U8 0.16 26.83 0.37 18.76 co13 22 0.is 0.01 a.11 0.17 0.17 Ref2 9 -0.38 98.62 -0.54 2fi.83 1.34 21.18 .13 23 0.15 0.01 U.11 0.17 0.17 Raft 30 0.37 60.08 0.55 26.83 1.10 II.18 Co13 24 0.01 U.OU 0.01 0.01 0.01 Raft 11 -0.61 88.6E 1.68 26.83 4.03 21.1tl Cu13 25 0.01 O.W 0.01 0-01 0.01 Raft 12 0.5a 60.08 1.71 26.83 3.85 21.is Cn13 2fi O.U7 O.W 0.01 0.07 0.07 Raft 13 -0.83 88.62 2.57 26.83 6.08 21.18 cu13 27 0.15 O.W 0.01 0-15 0.15 Raft 14 0.76 60.08 2.60 26.83 5.90 21.18 [014 1 0.05 O.W 0.03 O.DS O.US Raft 15 -0.36 88.6E -0.20 26.93 -0.57 21.18 Col 2 0.01 O.W 0.01 0.01 0.01 Ra f2 16 0.37 fi0.0a 0.17 26.83 0.31 8.87 Colo 3 0.08 O.OD 1.09 0.Li 0.11 Raft 17 0.41 60.08 -1.64 26.83 4.05 21.18 .14 4 0.04 0.W 0.03 0.04 0.04 Raft 18 0.03 60.08 -3.73 26.83 8.S2 21.18 Co 14 5 0.U6 0.W 0.07 0.0a O.Otl Co14 6 0.0E O.W 0.01 .0.0E 0.0E 57REli6Tl1 MT10: CU14 7 0.0E O.DO 0.01 0.0E 0.0E Load Axial, shear* control Colo 8 0.05 0.DI 0.01 0.06 0.06 Id 1d Axial Shear Mnment Roment Moment IIC C0 14 9 0.05 0.W 0.05 0.06 0.W _________ _____ _____ ______ ______ ______ _______ C014 10 Mi O.W 0.0 Coll 1 0.05 0.W 0.03 0-OS 0.05 Co 14 11 D.Dl O.W 0.0E 0.01 0.01 Coll 2 0.01 O.W 0.01 0.01 0.01 co 14 12 0.01 0.00 0.02 0.0E 0.02 .11 3 0.08 D.W 0.09 0.11 0.11 co14 13 0.01 D-W 0.0E 0.0E 0.0E Co11 4 0.04 0.00 0.03 0.04 0.04 014 14 0.01 O.W 0.0E 0.02 0.02 Coll 5 O.OG O.W 0.07 0.08 0.08 Co14 ]5 0.01 O.W 0.0E 1.02 0.02 Coll 6 0.0E 0.W 0.01 0.0E 0.02 Col 16 0.01 0.0E 0-02 0.02 Coll 7 0.04 0.W 0.01 0.04 0.04 Co 14 17 0.01 0.0000 0.02 0.0E 0.0E Coll 8 0.05 0.00 0.05 0.06 0.06' Co14 18 D.01 0.00 0.01 0.01 0.01 Coll 9 0.07 0.00 0.05 0.08 0.08 .14 19 D.02 0.00 0.01 0.0E 0.0E Coll 10 0.00 0.00 D.02 0.02 0.02 .14 20 0.04 0.00 0.01 D.04 0.02 Coll 11 0.00 U.W O.OL 0.0E 0.0E Co14 21 0.04 0.00 0.03 0.04 0.04 col] 12 U.U1 0 00 U.02 0.0E 0.0E Cull 22 U.U6 O.W Of 0.08 O.OB 0111 13 0.01 O.W 0.0E 0.0E O.OL Cu14 23 0.07 0.00 0.07 0.08 0.08 Cull 14 0.01 0.0, U.OL U.02 0.0E Co14 24 O.U1 0.00 000 0.01 0.01 Coll 15 0.01 0.W 0.02 0.03 U.O7 -14 25 0.01 O.W U.W 0.11 0.01 Coll 16 0.01 O.W 0.0E 0.0E 0.0E cn14 2fi 0.0E 0.00 0.11 0.0E 0.0E Coll 17 0.02 0.01 0.02 0.03 0.03 014 27 0.05 0.00 0.01 0.05 0.05 Coll 18 0.01 0.W 0.01 0.01 0.0, -------- ----- ----- ----- ------ ----- ---- Coll 19 0.04 0.00 0.01 0.04 0.04 Rafl 1 0-OL 0.08 0.23 0.2J 0.21 Coll 20 D.04 O.00 0.01 0.04 0.04 Rail 2 0.01 0.3E 0.36 0.36 0.34 Coll 21 0.05 O.W 0.03 0.05 0.05 rtafl 3 0.01 0.03 0.19 U.19 0.19 Coll 22 0.07 0.00 0.07 0.08 0.08 Rafl 4 0.00 0.02 0.09 0.09 U.09 Page 7 Page 8 -I S S�SE666686NB��66B,66666NN�� sBs6FB�°?;?ss��s���°�s°�� �Z a-N;SrfN�a�aN"NNNg '�N���r����a aNe�ti..o,�m.�N>CCCoem.aNaW.,�.a.�>Wti�o�w�aGaCCGoem�aM.wN E� o�.aN�WNCSee.a,�aWv..o�.aGaCv..oee�aN 1 v.-68........-eoe..888......�...-�.-..o..oe o.... o>a�...aNaQ�eWaa�,�e�WNa�am�,mNa..�WWoe�,..tiGP�>We�e�emW ..assP�tiwa�a'ss���m'soesoaa's����'s SaS�o�o�a:8°SoeSeo8o8$88o$�ooa8�8�oa8SS°e8�800$06888oj'� e•e•e""peOee�'��o ee�Wm.�meMatimm�GGe,weo.W.,ewo�.�eBG �g .-r:-fee.��bobbbpbpbbbbbbbpppp?p66b6.866.bb W��rrtitiWWI.�.,.,ve6mSSSGCS�G�000�Go���PSmSmaNNGCvB�oNo���d �e�WmeeeNPvm�>aemWe�>W�oeo��ti a�awse��NaH��BaoaCG�YW;e;o&38aSC i NSNYBG,YYVYY�B6B8666Y8YMYYYY� � 666666666666BBB6666B66BB8aaBWWWWWWBW;g_gs_BW�WgW4gWgWgs wti�.a�aWH�e�CGPCaCGGoem.e�aW� a � �PM>.,ti..oC�Ga�>WNGoem.,a�nw�r�aN.Wti�e�p�aN5CCGoem,oNa�H�� aeN0000vvr.. oeN..Wo�� � 4 mN��N�3moNgeNaN a>m�a e�Woo.NaawNN..N.om.> .m�mSN>N 000000.... amS �V������"�����"�������M�v���������v oBoS�o888888�8�o8888S800Soo8888088888886885888888888000 obbbb......obp6666b6"6,66b6666bb—...... �oe....bbbbbb Nv..BeGS9N�SaSPaa&�GW�N�BN��WwNwrCGCW. .........83rGSwCW 5 i YYYYY��,o � sasssa,aa�ssesssssesssassssseseasasasesassseseasseaes„cas�;es�a�ea,sases�a��a .,mom,>Wti � � �m�>W,..-o�p�aC5wGGa���a�>Wvr�„M>Wtiroeo�aN>wGCoe��a�>WHr.,��>Wti..oem.,a�>WGGoem�a�> �� o lgs r o000000b000000000000000000e000000e000�e0000000000000000000000e000000000eoa000b w i�W> r 8SS8 0o SSS ��Wo 000�� Soe�ee �N�M� �otioo N��88 ��a�m ��N�ti NNMNN-N-M-M-NMNMN-N--UH-N---------��vv�������������vv��������������������������� f i i i i I. . G5e GCo N ��j b wSBSB dW�� O"J��...ti�..�C�r��rw"1�.. ss �RAdgof�nxq oRxgasgsssssa�quuu-s ��>-CNGI:� m�aN>GGGo�m�a�>Wti,.mGaG�GGGo�o - oeS bSb'EBS g grtES ffC>adaa.. ..... ass��s.s.s.��.� `�a A� �I�V�abeboSSS��� w`�R BBG9jprfl 4PT-VVbooSvu Mxa�aa�N�o�� �o�a�._�,������,= r aaaaaaa'.croo«„_;;c• � �����.,.,��,,.,ti.,,,.,��„� > Tom; ,aa HE kid n n EE£E C2 EwDes-L.t%C LW S-L.txt 18-1.04Dedd+l.04 Col ldterdl+0.75eismic Colt 53 3.1.99 0.0 6.00 0.375 11.99 A36 0.750 3.00 2 19-1-04DCad+1.04Collateral-0.75eive+0 Co13 53 11.99 0.0 6.00 0.315 11.99 A36 0.750 3.00 2 20-1.03Dead+1.03011ateral+0.75Live+0.525eismic Co14 53 11.99 0.0 4.U0 0.3%5 11.99 Alfi 0.750 3.00 2 21-1.030ead+1.03Collateral+0.75Live-0.525eismic _ 22-1.03DPad+1.03Cullateral+O.755now+0.52Seismi< S3-welded Plate 23-1.03oead+1.03Collateral+0.7SSnow-0.525eisnic 24-D.56Dead+0.75ei-ic 25-D.56Dead-0.75eismie RASE REACTIONS: 26-Oedd+rDllateral+EluNe_5l_L. ______ 27-oexd+Collateralie1G1N0.51J1 max Tension+5hear Max_Shear+Tension Rafter Loads --MaK_.Compp- Tens 511ear -MaxShezr- Shear Tens 1-Dead+Collateral+tivc Id Load ry(k) Load Fy(k) F1(k) Load Fx(k) Load Fx(k) Fy(k) 2-nead+[ollateral+5nrw ____ ________ ____----------- 3-0.6pead+0.6wind_Left1 Coll 23 4.4 16 -2.4 1.1 lfi 1.1 16 1.1 -2-4 4-0.6.-&0.6wi nd3lghrl 5-0-fiDeatl+0.6wintlleft2 Co12 3 10.2 17 -2.5 1.9 17 1.9 17 1.9 -3.4 6-Upeadi0.6wind_xightt C�o14 3 14.4 13 -1.0 Q.1 13 16 13 0.1 -1.0 7-Upend LOAD COMBINATIONS: 8-D.04DM 0.6wind_LOng2 9-1.04oead+1.09Co17aCeral+0.]Setsmi e' ___ 10-1.D4Dead.1.Ncollatoral-0.7seismic 3-DeadKal lateralKnmv 11-1.0➢Dead+1.03Collateral.O.75Live.0.525e1,,Ic 12-0.6oead+laterad-Such on+0.fiwindl.Ong1 12-1.03DeaM1.OlCollaiere1+0.75Live-0.525eismic 13-O.6Dead+0.6windSuction+0.6wind1ong2 13-1: 13 16-0.6Dead+0.6wind_Left2+0.6wind3uaion 14-1-03Dead+1.7SeiS atera1+0.75Snow-0.525e1smic 17-0.6Dead+0.6windJLin t2+0.6wind-suction 15-O.S6Dead+0.75eismic 16-1=ead-MSeismic 23-1.D3DBad+1.03'11atera1+0.755now-0.525eisndc 17-Dead+collateral+EIUNBSLI 18-DeadK llaeeral+EMNBSLJ4 20692 . Bypass Girt Design Summary S/1/17 4:09pm Rafter Deflection Loads 1-Dead+Cglla[eral+L4ve 2-Dead+.IlateraltS.. GIRT LAroUT: 3-O.6Dead+0.4wind_Leftl Des Bay Bay offset Design---Extend-- ----Max-Load-- 4-0.60ead.0.4Wind-Ri h41 Locate Id Id Part start End Length Left Right wei ht Id UC Report not 5-O.WeadW.4wind_Lett1 _ 9 9 fi-0.60ead+0.4W4ndJii ghi2 7.42 1 1 8x26216 0.00 13.33 13.00 0.00 1.00 41.9 HS 0.37 Moment p 7-0.6oeed+0.4wind1gnyl 2 Bx25Z16 0.00 13.33 13.33 1.W 1.00 45.4 WS 0.32 Moment D 8-0.6Dcad+0.4wind I-ong2 3 8x25Z16 O.OU 13.33 13.00 1.00 0.00 41.4 w5 0.34 Moment D 9-1.64nead+1.04Co11atera1+0.75eisnic -_ ____ ________________________________ _____________-- ]A-1.04Dpad11.04[ollateral-0.7SOI.ie 14.04 2 1 8%25216 0.00 13.33 13.00 0.00 1.OU 41.4 wS U.30 Moment D it-].OlDead+1.03"llaterz1.0.75Li-.0.52Seismic 2 Bx25i16 0.00 13.33 13.33 1-00 1.00 a5.a w5 0.29 Moment p 12-1.03Dead+1.03eo1loteral,0.75Li--0.52Sois.ir 3 Bx25Z16 0.00 13.33 13.GO 1.00 0.GO 41.4 WS U.30 Moment D 13-1.03Dead+1.03C011atera1.0.755naw+0.525cismic 14-1.D3D-d+1.D3Collatpra1+0.755now-0.525eismic ws-0.6M nd-Suction 15-0.56oead+0.7Seismic 16-0.%Dead-0.75eisedc 17-Dead+Cnllateral+F-luxg_S 4I0.T INSIDE FLANGE EpACE: 18-uead+Callateral.EluNBSLA Np.Jirace/gay 20692 Rafter Splice Design 5/1/17 4:09pm 1 2 3_ 0 0 Splice Yield=55.00(ksi)..It Type A325 20692 41rt Design 1(Locaiev 7.417) 5/1117 4:09pm - _ ' PLATE 5I2E: GIRT lAY0U4': Splice ;surface Rafter ---Plate--- ---------------Bolts------------- µeduction Id Type id Locate Depth Width Thick Di Gage ROWT SpaCeT Row.Spate. gay uesl9n --Lap(ft)- Load Wo. Factor ----- ------------- --------- ------------------------�-- Id Part Locate Length Left Right Width Brace Weight Do to 1 M 3 0.0 7.89 6.00 U.375 O.SOD 3.00 2 4.00 2 4.00 ___________ _______ _---- --- ---- _____ _____ ----- _____-__ PLATE St.: 1 8%25Z16 7.4167 13.00 1.00 7.02 0 41.4 0.OD 0.70 _--_------ 2 a%25Z1fi 7.4167 13.33 1.00 1.00 7.02 0 45.4 0.00 0.70 Splice Laad A%ial Shear Moment 3 8x25ZI6 7.4167 13.00 1.00 7.02 0 41.4 0.011 0.70 Id Type Side Td (k) (k) (f-k) 128.3 __ __ ____ ____ _ _ _ _ _ 1 M Tap 6 0.32 0.11 0.70 LOAD IO:0.6wind-Pressure sot 17 0.12 0.49 -3.26 ----___________________________________ LOAo CU404NATTOMS: ------------------ I-O.6Deatl+0.6wind_N1gh[2 GIRT ACtIONs: 17-peadB.dA.�lla eral.ESUNO 5L1 __shcar(k)_________ ---------_____�,enL(f-k)-----_________ BeBay Left Left Right night left Left Mid-span Right ai yht 20692 Base Plate L Anchor Bolt Design 5/V17 4:09pm Id Sup Lap Lap Sup sup lap Mum Lot Lap Sup ---------�'��'� 1 0.41 -0.56 0.64 0.00 -1.D4 5.01 0.11 1.49 ease Plate yield =SS.00(ksi) 2 0.54 0.46 -0.46 -0.54 1.49 0.99 -0.32 6.69 0.97 1.47 Concrete Bearing 1.05(ksi) 3 0.54 0.56 -0.41 1.47 0.87 -0.96 7.90 0-DO Bolt Shear Stress 11.60(ksi) STRENGTH/DEFLECTION: .p1t Tension Stress 21.58(ksi) ea Shear k - Ma4ent f-k -Mom+shr- D -1ert(in) Id ___ _ ___ _____ ____ Loc UIC Limit UC Lot Calc Limit UC LOC uC 211c Limit BASE SUE: 1 RLaP -0.56 2.8 0.20 MidS -1.04 3.42 0.31 uap 0.28 -0.11 --------- 2 LLap 0.41 2.8 0.16 LLap 0.99 3.70 0.27 LLap 0.27 O.oD ease(in)----- PlateSiZa(in)-- BoltS(in)------- 3 LLap 0.56 2.8 0.20 MidS -0.96 3.42 0.28 LLap 0.27 -0.10 Id Type Depth Elev Width Thick Length Type Dia Gage ROW _____ ____ _____ _____ ________________ _____ _____ ____ ___ Coll 53 11.99 0.0 6.00 0.375 11.99 A36 0.750 3.00 2 -_IMBRA[E_-__LENGTLS Page 13 Page 14 ..y ---------Minor--------- ----------Cb----------- ---------om 1/ft.2------- Td Major LS LL KS RL RS LS LL MS RL US LS LL MS RL RS CXRT AU ONS: --- ----- ------------------- -------------------- ------------------ ---------she.r(k)--------- ---------j7-mmnent -k)------------- 1 74 1.20 1.00 1.00 1.00 0.00 0.60 Mid-Spun "0'.W I. h h -span 4 SUP up P Min ':a H Sup Lot Left Left Rig Pr Rig t Le Le mi R19 L Right SIP Lap LO Let Lap SUP 2 13:0 N 3 1 0 1 16 1.00 2.04 1.16 0.66-0.07 1 Uz L 3 3 1 1 3 1 0 0 1 13 1.0 .a 0.0 0.0 0.0 1.20,78 1.00 1.00 1.00 -0.03 1 00-0:06 0 -- ---- ----- 1:' 0.S9 :00 1 00 2:080 --- ----- ----- --- ----- ----- ----- ----- ----- 1 0.34 -0.48 -1:131 4:�11 1:11 1.17 LAP EULI 2 0.52 0.44 -0.44 ,:01 1 7 ..Eq _0 7 6 7 0.99 :37 Bolt size-0.300(A307) 3 0.55 0.48 -0.34 1.37 0.86 -0.84 8.04 0.GO ------ 8 _ Sh ar I% -------Left-L.P------- --imillil-L P 2 (�)....... -----_eni(f_ ------ -,h,- oU ec ji�? Celt Shear Bear UC Wc , Bear UC L9 Lot Calt Limit UC Let talc Limit UC LGC UC Cf'1c tL t --- ---------------- -------- --- --- ------------------ ------------------- -------- ------ 1 0 3 2.65 1.95 0.19 1 -:p 1:4.1 1:81.1:17 Nods -00:11 1 '1:�2' 1LaP 0:�2�1 1:1 , . , . �.p g :4 . RL. . 2 0:�17 1:1 1.9 0.19 0:37 2.65 1.95 0.19 2 RL 71 4 01 3 0.77 2.65 1,95 0.19 3 LLap 0.48 2.8 0.17 MidS -0.84 3.42 0.25 I.Lap 0.25 :00.08 WBRACE LENGTHS LOAD To:0.6wirKL5uction -------------------------------------- Day ---------Minor__________ --------- --------MomVmem,2------- id major LS L MS RL RS LS LL HS R KS LS LL MS RL R GIRT ACrIONS: --- ----- ------------------- -------------------- ----------- ------- --------- 1 1-1 1:1 1:1 1:1 2:1 1:0 1j 1.00 1.00 1.75 1.18 1.00 1.00 1.00 0.00 0.62 BE 1 1:3 1 1., 1 6 1.0 1.17 1.81 1:000 1.82 1 17 0 6 0.00 1 ou 0 00 0.65 1� Left Left Right t Rig Le Le P Mid-Span Right Right 13.0 0 2 0 00 1.18 1.75 1.00 1.00 1:00 0:62 0.00 1.00 1.00 1.00 Lap Su! ' Sup L P SUP 3 g. ..P LAP EMT silEARAZAR"G: 0:1 _..�j 1:�62 1:7 1.. 1.18 5.]9 -0 9 -1.65 0.50 0.59 -1:11 -1:11 0:3 6:69 -1:08 -1.62 3 -0.71 -0.62 .. 0.47 -1 62 _O 96 1 OB 7.79 0= Bolt size.0.500(A307) STRENGTH --Shr- Oeflectjin) d aid 07&------- ------ (F-k)------ Ba ---Left-L.P------- -------Right-Lap------ id LOC 61c Limit M Lot Calc Limit UC Luc UC Wc L mit -c shear near UC Qlc Shear Bear UC ---------------- ------------------ --- ------------------- ------------------- ------- -------- 1 0.34 2.65 1.95 0.18 1:37 31 0:1 2 0.3 1.95 0.18 0.34 2.65 1.95 0.18 3 0.4 2:,6,s 1:95 0.18 I Lap 1:61 M.p' 1 1:11 32 'LL%,N 34 2 2 LL. -O. O'I I I.IS 1 -1:10 3 2 0 0 0 0 0 3 LL, -0.62 2.8 0.22 MidS 1.08 3.19 0.34 LL.p 0.30 0.11 UMERACE LENG111S LOAD 10:0.6wind-suctlon ------------- --------------- 1, --�;---�Limlo*.r--------- -----------cb---------- -------- id __!or ..............R RS LS LL M EL__RS __LS_L US L RS AMONS: -----IheBr(k)-------- --------- 1 13 10.1 10.1 10.1 0.0 0 00 Left Left Right Right Left Left mid-Span Right Right 0:0 1:13 1 13 1.13 1.00 1.00 1.00 1.00 1 00 1 00 1 2 13:0 0.0 0.0 4.0.0.0 0 1 00 1.00 1-U 1.00 1.00 1.00 1.00 1:D0 1:00 1:DO S L L. SL 3 1.DO 1.00 1.10 1.10 1.10 1.00 1.00 1.00 1 00 1.00 1 P I SU! L mom Lot Lap SUP 3 13.0 0.0 0.0 10.2 10.2 10.2 ... .... 1 -0.39 0.53 0.61 0.;0 0.95 5.07 -0.95 -1.52 Lap BOLT SmsnE/0l:AElOiGZ ON 1 -0 9 0.40 6.67 -0.99 -1.52 1 2 -0 95 0.95 1.93:'0:'61' 0.00 Bolt Siza.-0.500 W07) STRENGTH/DEFLECTIO M - ---Lett-LBP------- ------hight-L p- pa, - ------- ----mvaenr(fik)----- -M-ShU, pe f -1d C Shear Bear UC Ca lc S ar Bear VC id Lot Calc Limit UC LUL Cal C L wit UCLOC CAInLapi) ,:: t ----------------- I a 41 2.65 1.95 0.21 1:11 2.65 1.95 O.Z1 I 11,Pp 1:1 1:11 "!1, 1:11 3:1 01:flO Lap 11:11 1:11 0.49 0.17 RL. _. 3.42 42 2 .P 0 2 g 0.01 '-661' 1:3'0-12' E 95 0. 3 41 1. 1 91 D.1 3 LLap -0.53 2.8 0.19 midSp 0.99 3 19 30 LLap 0.28 0.09 RACE LENGTHS DULEMON:_�!or k fog Load) -------------- - _ ------ ------------ 11, - _________Minor_-________ -----------cb--------- --------Me-1/-2------- �d n,.rL LL MS RL RS LS LL . AL RS LS LL MS R AS 'P. Winv ressure Wi nd-SUctlon "i�Pressurr S�i,S.Clhio --- ----- -------------------- --- --------------- -------------------- Cay d C AlloW Cal C All nw MIC All ON CAIC All 1 13 9 '0:00 ON N "."'1.13'.rA 1.00 1.00 1.00 1.000 1.00 1.0 2 13:01 H. D 6.1 9:0 1.00 1.00 1.14 1.00 1.00 1.00 1:.0 1.00 1:00 1.00 1 -0 0 1.73 0.06 1.73 3 13.0 0.0 0.0 9.9 9.9 9 1.00 2:00 1:13 1.13 1.13 1.OD 1.00 1.00 1.00 1.00 2 -0:02 1:7 0-0.08 1 783 0" '133'3 :01 LAP BOLT S1fW/R1NB: _20692 QC6Girt Design 2(Locate-14.042) V 1/17 4:09p. Bolt Size.0.500(A307) SAY --Left-LaP------- -- GIRT LA i---EiGht-LaP----- �: d C I c labl. -- -----Shear Bear M Ca lc Shear Bear UC _Rear ----------- Reduction I i.6S 1.95 0.19 -- (ft - Load mo. Factor I 0.38 1:,11 1:91,1.1:11 0.38 2.65 1.95 0.19 Bay Design ELKO Right Width Brace Weight Cut �n 0:3 Id Part Locate Leng L 3 1 19 -- ---- ------ ---- - 1 OXIS216 14:141 1:1 1:1 1:93 0 4� 0.00 0:1 5 04 :1 2 W Z16 14 17 13.33 1.00 1 UO 6.79 1 41.4 0,00 0.70 3 W5716 14.0417 13.D0 S3 0 0.00 0.70 .F cm:(working Laid) ------------------------ 128.3 Span wind-PreSTure wind-""t 2 l Cre sais7sualon Id talc Allow talc All- .1 Al CI Allow 7-- ------ ----- ------ ----- ----- ----- ----- ----- ---------------------------------- 1 -0.05 1.73 0.06 1.73 I.qe 15 Page 16 EWOes-L.txt ETAes-L.txt 2 -0.O1 1.78 0.01 1.78 3 -0.05 1.73 0.06 1.73 ----- ------- ------'-- --------- _ __ 17.7 0.37 0.91 566. 50. 262. 60. 20692 Door Jamb&Header S-r-y-_ 5/1/17 4:09pm LMD'CoHat-TIDNS: Column Loads JAM/HEAOFA IAYDVT: 16-0.6Mad40.6Wind_Left740.6Wind-Suctiun TRid LOCete Len th we.i ht 17-D.6Dead�0.6windJNight2a0.6wi nd_Suction _ 9 g 19-1.O4ueadE1.04Collateral-0.75eisnic - Part ___ Part___ ____Part ------ ------ 1 2 1ambL 8x35Cifi 7.42 25.1 29-O.S6DeadW.7Se sm c Jambes 8x35C16 7.42 25.I eracinq Loads j Header 8x35C16 4.00 13.6 11-D.6Deadr0.61ri ndJ31ght2 Sill 8x35c16 4.00 13.6 18-0-Sficeada0.75ei sm4 c = - - 2 2 Jamb, SR3SC16 7.42 25.3 --- -- JambR 8x35C16 7.42 25.1 -20692{rt� wall Panel Report S/2117 4:09pm Header Bx35C16 4.00 13.6 t Sill Bx35[]6 4.00 13.6 - PMEL DATA: 3 3 1ambL &x35C16 7.42 25.1 Rotation Panel J aebR Bx35C16 7.42 25.1 Bay Part Type Gage Yield Stiffness Height Header Rx35C16 4.33 14.7 Prt_-_ ____ STRENGTH/DEFLERION: 1 Ra 26 R 2fi.00 80.0 0.00 19.28 ; Open Load----shear(k)---- -----NOmen[(ft�f-k)----- Mwm uefl¢Ct(in) MOMENTS&DEFLERION: Id Member Id Ca1C Limit UC LOC Cal, limit .VC Shear Calt Li Pit _________-_________________ ____________-______ _____ __________ -Manent(ft-lb/ft�_________ 1 Jambl WP 0.08 2-83 0.03 3.71 -0.16 4.36 0.04 0.00 0.00 0.99 Span Lgc4te(fl) Support Midspan ---Deflect(in)-- WS -0.09 2.83 0.03 3.71 0.17 4.36 0.04 0.D0 1.10 0.99 Id Start rL Load Calc Limit UC CaIC limit UC Calc Limit UC ]ambR WP 0.08 2.83 0-U3 3.%1 -D.16 9.36 0.04 0.00 0.00 0.99 ____ __Part_____ ____ ______________ ______________ ______________ w5 -0.09 2.83 0.03 3.71 0.17 4.36 0.04 0.00 0.00 0.99 1 0.00 7.42 WP 86.8 144.9 0.61 -56.8 126.0 0.46 -0.2 0.99 0.27 Header wP -0.02 2.83 0.01 2.00 -0.02 4.36 O.OD 0.00 0.00 0.53 WS -118.7 128.0 0.93 76.6 144.9 0.54 0.3 0.99 0.36 WS 0.02 2.83 0.01 2.00 0.02 4.36 0.00 0.00 0.00 0.53 2 7.42 14.04 WP 88.8 144.9 0.61 -40.1 128.0 0.31 -0.1 0.88 0.13 Sill WP -0.04 2.83 0.01 2.00 -0.03 4.36 0.01 0.00 0.00 0.53 - wS -118.7 128.0 0.93. 53.7 144.9 0.37 0.1 0.88 O.IH WS 0.04 2.83 0.01 2.00 0.04 4.36 0.01 U.00 O.UD U.57 3 14.04 19.28 wP 0.0 144.0 0.00 -49.0 128.0 0.38 -0.1 U.70 0-21 2 JambL WP 0.08 2.83 0.03 3.71 -0.16 4.36 0.09 0.00 0.00 0.99 WS 0.0 128.0 0.00 55.5 144.9 0.45 0.2 0.70 0.28 ws -0.09 2.83 0.03 3.71 0.17 4.36 0.04 0.00 U.00 0.99 ]ambR wP 0.08 2.93 0.03 3.71 11fi 4.36 0.04 0.00 0.00 0.99 wT-0.6Wi nd_Pressure W5 -0.09 2.83 0.03 1.71 0.17 4.36 0.04 0.00 0.00 U.99 w5-O.6Wind-s-tion Header nr -0.02 2.83 0.01 2.OD -0.11 4.11 0.D0 0.00 0.00 0.53 WS 0.0E 2.83 0.01 2.00 1.0, 4.3,0.GO 0.00 0.00 0.53 Sill WP -0.03 2.A3 0.01 2.00 -0.03 4.36 0.01 0.00 0.00 0.53 HS 0.04 2.83 0.01 2.00 0.04 4.36 0-01 0.00 0.00 0.53 20692 weight Summary R� 5/1/1] 4:09pm 3 ]ambL WT 0.09 2.83 0.03 3.71 -0.17 4.36 0.04 0.00 0.00 0.99 -- WS -0.30 2.83 0.04 3.71 0.19 4-3fi 0.04 0.00 0.00 0-99 Jamb0. WP 0.09 2.83 0.03 3.]1 -0.17 4.36 0-04 0.G0 0.00 0-99 WS -0.10 2.83 0.04 3.71 0-19 4.36 0.04 0.00 0.010 0.99 Rafters 1412.31 Header wP -0.02 2.83 0.01 2.17 -0.02 4.36 0.00 O.GD 0.00 0.58 Ber[e - 412.31 w5 0.02 2.83 0.01 2.17 0.02 4.36 0.00 0.00 0.00 O.SR Framed Openings 219.71 wP-O.Gwind Pressure Bracing a 6.96 ws-0.6wind-suction Clips ]9-11 Total Weight = 1920.52 20692 Endwall Diagonal Bracing summary w 5/1/17 4:09pm ----`�"�"-�- --- '�_-�"-`-'- � 20692 earning Summary 5/1/17 4:09pm ' PANEL SUM WITH NO SPACING: No Warnings Base ---wind--- --seism C- ' Length Load Calc Load Calf Limit _____ _________ _________ _-___ 27.67 11 3R.8 18 55.2 71.8 DIACNNAL BRACE LAYOUT: Bay nrace locate Bay G¢si9n ----Diag-8race----- ----RL/R--- Id Start End Width Length Type 514e ParL Caic Limit _____ _____ _____ ____- -__ -___ ________ __________ 1 0.00 7.42 37.6] 14.fi8 C 0.250 CAB,E250 7.42 17.66 12..1 16.11 C 0.250 CARLE25D DIACONAL BRACE STRLNGIII: - Bay Braceloate -----wind(k)----- ---Seismic(k)---- Mx Id Start End Lead Ca c Limit Load ra7C Limit M _- _____ _____ ____ _____ _____ ____ _____ _____ ____ 1 0.00 7.42 11 1.24 3.33 11.77 3.33 0.53 7.42 17.66 11 1.35 3.33 18 1.96 3.33 0.59 COLUMN eM REACTIONS: ' Bay Id Load Col ------wim Ver---) Load-- oad L Hismi eMtx-/-) --- orz Id ---------- ---------- 1 1 16 -1.U7 1.49 24 -0.75 1.06 1' 2 17 1.07 1.49 19 0.76 1.06 DEFLEMON AT RAFTER: wall ceflection(in) ----windan/Def-Seismic alc Li -- Ileight Wind Seismic Cmit Seismic Limit Page 17 Page 18 ' EWAes-x.dt •70692 Endwall Design Invut 5/1/17 4:OSpm •(1;30BID: 20692' •(2)PNIIRun oPRunNS' •EW xu0 RUn Run,at Run •ld Cpl/xaf Girt brY. Innsl x. .y. IT. .y� .y. •(3)UE51Gm CAGE: •cestgn ---steel_Code--- ---Builtl--- Cute Seismic °Code Cold Not Country [ode Year uW Zone 'NAU512 • 'AISC10' ---- 'IBC' 11' 'TBC 12 'B ' •(4)OESIGN COIDTAN75: - --stren---J acto rs-- •--- stresGirt Patel ---Seismicace •CoLOD Girt Panel Wind Frame .2000 1.uo 1.00 1.00 1.0000 1.0000 1.2oao •(5)STEEL YIELDs: •Web Flgg C Sec WSet RSec P}ec TSec USec EP 55.0 55.0 55.0 5S.0 50.0 42.0 46.0 36.0 55.0 55.0 •(6)DERERION UNITS: •-----Rat[er---- ---Girt--- --Panel-- Part Wind °Live Wind Tull Column Wall Facia Wall Facia Wall Bent 180. 280. 0. 120. 9D. 120. 90. 120. 9D. 60. •(7)RMats: . Input Ealumn wall Door Wall Cable • Echo tatter Girt Jamb Panel Brace I. .y. 2. .y� �y. Y. oll� •Build Build Build ---------atPad0 Se-------- --Roof M t Frans •rype width LengqN use opt Extent offset Flangge NO. Width Recess FF-' 40.0000 80.0000 'N' - 0.2 14.000 0.000 4 20.0000 1.0000 RIGHT ENDWALL DESIGN (surf Ma(„APE. ' No. ! Epprd Y_cocrd Offset • Surf (ft) (ft) (in) 4 0.0000 .0000 8.000 20.000D 21.0000 11.500 - 40.0000 16 16.u000 1.500 so.00bo o.Doao 9.000 '(10)BAV SPACING: •No. ---Bay_se[--- •set' Width 0uan 3 11.0000 1 18.0000 1 11.0000 1 •(I1)WALL OPENINGS: •Nu.OPen Bay sill ease sec Member Panel ]pmbL/ ]ambR/ °Open id Id wit[h Heigh Offset Type Nei09 Elev Depth Seleci tpt Header sill 2 8 1 4.3333 6.0900 3.8333 41 0.0000 0.000 0,000 'C •F' '--------' '------ 9 2 16-0ODD 14.6000 1.0000 81 0.0000 0.000 0.D00 'C' 'Y' ---- ------ •(12)WIUE OPENING LA?r ---Open---Nay-Id --C1lar_flpening-- WeJge Stub Column Total .No.Id Type 5t End width Nc ighL Noight Elev Nount Weight 0 •(13)WIDE UVWING ANU STIIUf(MNING: •-Open-Type 0gWid b------Stub Type Back-grace Type Type r_0eam-Deflection -No.ID Type Flgwid Flglhk rype Type Type Ipc Type Type FttxSpc Harz Vert 0 •(14)WIDE DPENING NFADEA IACATION: ^Ne.Pe, ovation utcol ation 0 •(15)PARTIAL WALLS: • --Bay-Id- ----Offset---- Jamb Bas! TOP FUII_Inad ----Panel---- •NO.Id Use Start End start End Height Typerype rype Girt cal Part apt 0 •(16)CAL1p6Y5: Ma •$amy Unx 'Depth L n c9th Y' 38.000 Page 1 :(17)COLUMN PART&.ELEVATION: a$O-- ---Edge. -No.Id 4 Type Part Opt Rat Depth 1 RMEPAMT..;1d --- F�111.11PIIIPBI -E.,,.d at I Id at Ed I a, -------- 0.09 (ype)St End Helg�At%We`uio ght(Sl. Left 1i ht Mn[ I) 1g 0 0.000 ) (f 0.000 3 C,E (ft) (ft) (?;I (ft) (f ?: t) Cft 'No 0 0.000 0 4 --------- 0, 2 0 000 0.000 4 0 :(lfl).U.SPLICES: :(34)1A../lARAI�GIRTS: DOI •EXL ----Top---- --Interior- --B _Pa.ei-- .1!a Na.• Id LtP Typo rack .. g Id Type R-to Type Hot- Par .1;Spacing -(351ADIA BUILDING: Ra'er Flange j --R.y_id-� -Ed xtcnd- at -id2 Ex Id start En height width Slop, Left'�Right Mount 4 :(20).FT.PMT: -(36)L-S FDR F-E EXTENSION,-.1,I-LA. PAMPET.AND t . seemct Fac ia a -/Parapet FaCia/Paraper-Girt 2 2 .No. Id Type, - ' ' Part repth Z`dt a Dead collat Live Snow Pro S. Press 5 Press SUIT -------- 0 3 '---:----- 020 • :(37)IC LEADS: --Deflection--- wind :(2I)R,.FTER SPLICES: Dead coll at Live S Rain Basic -d-HaTi. Load ... Id Load Load Lead Load Load wind Snow; wind S,is Factor 3 Lecate, T 2 3 20 0 6 0 0.0 . 2 3 0 35. .0 20.1 1.OD 0.6 1.00 0.60 3 N 0000 :M -(38)EDGE ZONE: 3 20.11, Zone •width G,I Panel :(22)GIRT DESIGN: 4.000 1.07 1.00 1.07 Girt --FlaBgB_5tr,p-- --Depth-- Set Max Rafter 'TYPe I 1 5 .. off I Project S - 'tTa S39"N' 6T00 U.�;O 0000 8.9to?.PV 0.0�tg 7'SP83'3 1�' )BASIC MS Nt EAW: 'Seis Seis Seis Torsion_Forces ad Wad Wind Seis- 'De Girt :(,2L3)IRT LOCATION: 3 D No. Girt DO.0 O.00 0.81 O.DO 0.00 Girt Location 7.� !(40)LcNGmvrNAL BRACING LOADS: 167 15.000D ---Sis.i- •-(24)SPEC�.L G.RT: Nor, VP- .11 Vert 0.00 0 00 0.00 Left C11U= -No Type Hot us. 0.00 0'0 2:00 Right Column cart End Height Part 0 (41)1d. wind -(25JSIDWALL GIRT: • Press SO c, ,wal Girt NO. .1" 1 •Id mth W.Dot pr.iga i t ,.-,i.B 19.2 -21�2 colurn 2 TINP, 8 0.00 0.0 0 2 67 22.ODOO Ig:2 -1�1:1 Girt Header .Z., Go 0.000 O. 2 'A _2 0 W 4 92 4167 12.0000 23.1 Parapet r Girt Pan •(26 ROOF WRESTS; 39.7 30.2 -20'.1 1,.nsv Bracing.FaCia/Pampet •SO surf ... Peak Re. -PurlirL.Set- •rd at Pulin S ace Sets Space Qu,,3 0. 0 500 :C4Z)..COEFFICIENTS: 0' 4 .9 c,1 2 0.0DO 4 0.7500 0 Surf Column/Rafter ,ftOr .,nn'!" L.B�wind surface q, I Rafter d_2 c"IT/ :"�7)aPANELS"'_cO UMNS: Ed Left Right Left Right Left Right 1 2 Friction 11 Liner Insulation -CVeD_3aY- RF_Interior_col urns 1 0 5 67 0.31 -0 31 0 5Z -1).76 -0.65 -0.65 2 _1:4 N, Panel 1 -0.14 -0.75 -0 38 -1 0.74• 3_ :1.11 :0.65 'R-26 , Pan, Use Thick F_.SW B-SW Type N.C. Locate 3 -0.11 -1.11 -0.38 -0:75 -0:174' :.1.1 0.65 1.11 0.00 _- -01 4.000 'A' N. 4 -0.707 0.45 -0.31 0.81 -0.76 0.52 -0.65 -0.65 0:00 :(28)-LL FRAMING OPTIONS:I :(43)COLUM DESIGN LOADS: D1191", 1-11 Ew-Drale-TO-Fl- •-Load- ---Live--- -Adds-- iBd_1 wind-2 Long-Wind colure-Wind -Seismic-- A-Load •Sheer _dn, Optlon RM 0. he ZU.Left Right 'No Id Dead cull ROOF Flu,r snow Drift slide Rain Left R1 00 0000 Zo U Do 0.00 0ght Left Right 1 2 Press SUED Lon Trgg Id Ccef V 1 1.00 1.OD 1.00 0.00 0:00 0 O.UU 0.00 .U. 0. 0'uo 0 00 0 0 0.00 O.Og 0. 0 a 00 1 11 LOD 0.00 0.00 0 00 0:00 0.00 0.00 0.00 0.00 0.0, U.0U 0 : 0: :00 �'(29W)�A L RMCING: 3 1.00 1.00 0.00 0.00 0.00 0.00 0.0 0.00 ..ED .:, S., ...Do. SNO, BUD ':' 00 00 00 .. Brute NO.-ay 5p.eci lied " I M 00 - U. 00 n Du 00 1h ard Tylu, specified a. 4 1.00 1.00 0.75 O.DC .120 0 GO 0.00 0.00 0.00 0.00 0.00 0.0) 0.00 0.00 0.00 0.00 0.ED a.- 0 0.00 C 1 1 DO 1.00 C.DO 0.DO 0.75 0.00 0.00 Go 0.00 D. 0.0 0.00 0.00 0.0 0. 0. 0 .0 71.8 C 1 3 6 1:00 1:00 0.75 0.00 0.00 0.00 0:00 00:00 00.-10)00 00-.00 0.45 0.0000 0.03D 0.00 0.00 0.450 0.00 0.00 0 00.00D 0 Do 00 7 1 DO 1:00 0.75 0.00 0.00 0.00 0.0 0. 0.00 0.00 n.45 0.00 0.00 0.00 0.45 0. 0. 0 0.00 No 8 2:0 0.00 D.45 0 :(30)WALL NACING An.a.- 1:00 1 00 0.00 0.00 0.75 0.00 0.08 0.00 -OD 0."1 .00 0.00 0.45 NO 0.00 0 0.0 •AitNo. -ach ay_Id-- No. 9 1 0 1.00 0.00 0.00 0.75 0.00 0.000 020 0.0 000 0.00 DAS 0.00 0.00 0.04) 0.45 0.20 0.0020 0 0.020 0 Ld S End level Level-H.ight 10 0:60 0-00 0.00 0.00 0.00 O.Do 0.00 O.Do ..n. 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0_DO 0.00 0 0.00 0 11 a 0.00 0.00 0.00 0.000 0.00 0.0 0.00 0.00 U.DO 0.00 0.60 0.60 0.00 0.no 0.00 a 0,00 12 ON,"Zo S.-No 0.00 0.00 0.00 0. 0.00 0.00 0.00 0.00 0.00 0.60 0. 0. 0 0.00 -(3)EAVE EXTENSION: 0 " Do:' 0:, 0.2 U.S. M NO, SA D 1 0 60 0 0 0.00 0.00 0.00 0.00 O.OD 0.00 0:0 0.00 0.D0 DO 0 DO I No --R.y-d-- -dge-Extend- Ext 113 0 60 0 00 0.00 0 0 0.00 0.00 0.00 0.00 a 6 0.00 'Wall 4 : : 0.00 0.60 O.CD 0.00 0 0.00 0.00 O.DO 0.00 O.DO 0 00 0 0 •Id 2 Di Id start End Height width Slope Left Night Mount is 0.00 0:00 0.00 0.00 0 0.00 0.60 0.00 O.DO O.DO 0.00 0.00 0.60 0.00 0.00 0 0.00 0 0:2,N 100 002 a.00 0.60 O.CK) O.DO 0.00 0.00 0.60 0.00 0.00 0 0.DO 4 N 0 R Uo 3-00 S-00 0.00 0 0 00 0:, 0.00 0.60 0. 0. 0 0. 11 ..60 .0()0 00 0.00 0.00 0.00 0.00 0.00 0 00 .00 ,0, 0:, 0:, DO:, 0.00 is 1.04 1.04 0.00 0.00 0.00 D.OD 0.00 0.0 0 0. 010 0 00 0 DO 00 0.00 0.0000 0.708 0 0.0000 -wall'(3 19 1. 1. 0� 0� . 0. 0.00 0.00 0. _0. 0 0. 2 1.04 1.04 0.0 0.00 O.GD 0.00 0.00 0.00 0.00 0.0000 0.00 00 0 00 00 - 720 00 E'No, -Bay-Id-- -Ed 20 - S S 0.00 0-20 0.00 010 0.00 0�00 0�00 0.00 0.5 0 U.OU Exot Id Start End Heigh, width 51.,a LB4`aci9Vt Mau' 21 1.0 93 75 0.00 0.00 0.00 D.00 0. .0 ."`3 Mount 22 1.01 1:03 0:11D OAD g.00 D.00 D.DD 0.00 0 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-O.S2 0 0.00 D3 I 0�0 0 0 0.00 D.W 0.0 0 0 0.00 0.00 0.DO 0.00 0.00 0.00 0.52 0 0:00 "1 10 23 I.D 1.03 0.00 0:00 0.75 0.00 0.00 0. 0.00 0.00 0. _0:52 0 3 GO 0.75 0.00 D.00 0.00 0.0 O'Do 0.00 0.00 0.00 DO 0 0.00 24 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.OD U.00 0.DO O.UO 0.00 0.00 0 DO 0.00 0.00 0.00 0.70 0 0.00 Page 2 Page 3 E0 0.0.fXt EwgeS-0..i%t 25 0.56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-W 0.00 0.00 D.W-0.00 0 1.00 p 2G 1.00 1.00 O.W O.W 0.01 O.W 0.00 0.00 O.W O.W 0.00 0.W 0-00 O.W O.W 10 00 0.00 0.00 1 1.00 - 27 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0 00 0.00 0.00 0.00 D.W 0.00 O.W D.00 0.00 2 1.00 •(53)BEAMS: No. Bay •(44)COLUNN DESIGN LOADS:Deflection 'Beam Id use offset Neighs •-Load- ---Live--- -AddS.- windl wintll Lnn9wind Calumnwi nd -Seismic-- Aux_Luad 0 •No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press SUtt Lang Tran Id CDet 0 •(54)STEI LOAD COEFFICIENTS: Basic Location No. ----Step_1--- ----Step1--- ----Step 7-- •(95)"me 0010 LOADS: -W. Load Use,Id step Locate Me f Locate Coef Locate mef •-Load- ---Live--- -Add-sn-- wind-I wind-2 Longwind column wind -Seismic-- A-Load 6 'HINDLI' - 2 2 20.00DO 1.000 20.6155 0.661 'No Id Dead Coll Roof Floor Snow Drift Slide Rain Left Righc Left Right 1 2 Press suet Long Trap Id Cnef 'W..1' -' 3 2 0,6155 0.661 20.6155 1.DW 18 1 1.00 1.00 1.00 0.00 O.00 ROD DID 0.00 0.00 O.OD O.W 0.00 O.W O.00 0.00 0-W 0. 0.00 0 0.00 'WINDL2' 'R' 2 2 zoo 0000 1.OW 20.6155 0.499 2 1.00 1.00 0.00 O.W 1.W 0.00 O.W 0.00 O.UD 0.00 O.W 0.00 0.00 0.W O.OD O.W O.W O.W 0 O.00 '_az 'R' 3 2 0.6155 0.499 20.fi155 1.000 3 0.60 0.00 0.00 0.00 0.00 0.00 0-W 0.00 0.60 0.00 0 00 0.00 0 DO 0.00 0.00 0.W 0.00 O.W 0 0.00 'au-,' 'C' 2� 2 20.OW0 1.000 20.6155 0.661 4 0.600.W 0,00 0,01 0:1 O,W O,W 0.00 D.00 0.60 U.W 0.W O.W 0.00 O.00 O.OD 0.W 0.00 0 0.00 ,'W[NDR2' '[' 3 2 0.6155 0.661 20.6155 1.000 s 0-60 a 00 0.00 0.00 0.00 O.00 U.W U.00 0.00 O.00 0.60 O.W 0.00 0-00 O.00 0.00 0.00 O.W 0 0.00 , 6 0.60 0.00 0.00 0.00 O.W 0.00 0.00 O.00 o.00 U.DO 0-00 '0.60 0.00 o.00 O.00 0 00 O.W 0.W 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D.00 0.00 0.00 0.60 0.W 0.00 0.00 0.00 0.00 0 0.00 •(55)CAP SPRINGS: ' a 0.60 0.W 0.W 0.00 0.00 0.00 0.00 0.00 0.00 0.W 0.00 0.W O.W 0.W 0.00 O.W O.W 0.00 0 0.00 colunn Hari? 9 1.04 1.09 0.00 0.00 0.00 0.00 0.00 0.00 O.W 0.W 0.00 0.W 0.W U.W 0-UO 0 00 0.00 0.70 0 0.00 •No. Id K ' 10 1.04 1.04 0.00 0.00 0.W 0.00 0.00 0.00 0.00 0.00 0.DO 0.Do 0.W 0.00 0.00 0.W 0.00-0.70 p 0.00 0 - 11 1.031:030.75 0.00 0.00 0.00 O.W 0.00 0.00 O.W O.W O.W O.W O.W 0.Do U.00 0.00 O.S2 0 0.00 12 1.03 1.03 0.75 O.DD O.OD O.W'0.00 0.00 0.00 O.W O.W O.OU U.OU 0.00 O.W 0.00 0.00-0.52 0 0.00 •(Sfi)ADU1T10NAL COLW.NS: 13 1.03 1-03 0.00 D.OD 0.75 0.00 D.00 0.00 O.W O.W 0.00 O.W 0.00 O.W O.W 0.00 0.W 0.52 0 0.00 °No. Id Locate Type Pot Opt Part E1 eV 14 1.03 1.03 0.00 0.0a 0.75S 0.00 0.00 0.00 0-W O.W 0.W O.W 0.00 O.W O.W 0.00 D.W-0.52 0 O.W 0 15' 0.56 0.00 0.00 0.00 0.00 0-DO'0.00 0.00 0.00 O.OD 0.00 0 0 O.W O.W 0.00 O.W D.W U.]U 0 0.W ' 16 0.56 0-W 0.00 0.00 0.00 0.00 0.0p 0.00 O.W O.W 0.00 O.W OA O.W 0-00 0 00 0 00-0.70 0 0.00 •(57)RIGID FKANE COORDINATES: 17 1.001.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 O.OD O.W 0.00 0.00 0.DO 0.DO O.W 1 1.00 -Frame Frame 19 1.00 1.00 0.00 0.W 0.01 0.W 0-W 0.W 0.00 0.00 O.W O.OD O.W O.W,0.00 0.W 0.00 (,.Do 2 1.DO • Id Type No. )L_cwrd V_Coo rd ' •(46)RAFTER DESIWLOA05:Deflection 0 ' 0 i - •-Load- ---Live--- -Add_saow- windl wind2' Lang Kind Columnwind -seismic--I AUX_Load •(58)LOAD WEFFICIEW ADJUSTMENTS: •No id Dead Coll Roof Floor snow Drift slide Rain Left Right Left Right 1 2 Press SUM Long Train Id Coef 0 Zone Basic ---Step1--- ----Step-2--- No. Id Load Area Coaf Area Coef •(47)B RACING DESIGN LOADS: 0 •-Load- ---Live--- -Add-sa-- windl Wind Long-wind eolumnwind -seismic-- A NJ.Dad -No Id Dead Coll Roof Floor S-Drift Slide Rain Left Right Left Right - 1 2 Press Suct Lang Train Id Coat •(59)DESIO CODE OPTIONS: 19 1 1.001.001.00 0% O.OD 0.00 0.00 0.00 0.Of 0 00 0.00 0.00 0.00 O.W 0.W O.00 0.9D 0.00 0 O,OD -Na. EYent Condition 2 1.00 1.W 0.00 0.W 0.00 U.W U.00 0.00 0.00 0.W 0.W 0.W 0.00 0.00 0.W 0-00 0-00 0.W 0 0.00 p 3 I.001.W O.UU U.W 1.00 0.00,0.00 O.W 0-00 0-W 0-00 O.W 0.00 0.00 0.00 0.00 0.00 O.00 0 0.00 4 1.W 1.00 0.75 0.00 LOU O.UO O.aO 0.00 0.00 p.W 0-00 U.W 0.00 O.W 0.00 O.W O.W O.W 0 O.W � •AuxxLIAaY LOAD DESCRIPTIONS: 5 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 O.00 0.00 0.00 p.OD 0.00 0.Do 0-00 O.W 0.00 O:W 0 0.00 .AUX - 6 1.OD 1.00 0.75 0.00 0.00 0.00 0.W U.W O.W O.W 0.45 0.00 D.W O.W 0.00 0.W'O.W,'O.W 0 O.W • Id Description 7 1.0O.1.W 0.75 O.00 0.00 0.00 0.00 0.00 0.W 0_00 O.W 0.45 D-W O.W 0.00 0.00 0.00 0.DO 0 0.00 1 Unbalanced snow load left .- 8 1.00 1.00 0.00 0.W 0.75 0.00 0.DO 0.00"0.00 0.00 0.45 0.00 000 O.W 0.W O.W 0.00 0-W 0 0.00 - 2 unbalanced snow load right - - 9 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 U.W 0.45 O.W 0 00 0.W 0-W Nou O.W 0 0.00 10 0.60 O.W 0.00 0.00 0,00 0.00 O.OD 0.00 0.00 O.W 0.60 O.W O.W 0.00 0.W 0.00 0.W 0.W 0 0.00 -"ITIONAL LOAD UESCRTFtTONS: ' 11 0.6p 0,W 0.00.0.00 0.00 0-OD 0.00 0.00 0.00 O.00 O.00 0 60 0 00 0 GO O.DO 0 00 O.00 O.00 0 0.00 Add 12 1.04 1.04 0.00 0.00 0.00 O.OD O.DO 0.00 0.00 0.00 0.00 O.00 O.00 000 a.DO 0.W 0.DO 0.70 0 0.00 • Id DDscrlptl on 13 1.09 1.09 0.00 0.00 0.00 0.Go 0.00 O.W O.W 0.W 0,00 O.W O.DO U. O.01 0 10 p.W'-0.]D 0 0.W 1-Onbalanrod snow load surfacD 3 14 1.03 1.03 0.75 0.00 0.00 0.00 O.00 0.00 0DD 0-W 0.00 O.DO O.00 0.00 0.00'0.00 0.00 0.52 0 0.00 2 unbalanced snow load surface 2 15 1.03 1.03 0.75 0.00 0.00 0.00 0.00 0.00 0.no 0.00 a.00 0.00 0.00 0.00 0.00 0.00 0.GO-0 .52 0 0.00 3 Unbalanced snow load surface 2 16 1.03 1.03 0.00 O.W 0.75 0.00 0 00 O.OD O.OD 1.W 0.W 0.W 0.W 0.DO 0.W 0.W 0.W 0.52 O 0.OD 4 unbalanced SnmN load surface 3 17'1.03 1-03 0.00 0.00 0.75 O.W O.OD 0.00 D.n0 O.00 O.00 0.00 O.W 00.00 O.W.0 Go 0.00-0.R 0 O.UD - 18 0.56 0-00 0.00 D.00 0.00 0.00 0.00-0.00 D.00 0-W 0.W 0.W 0.W 0.W 0.W U.W 0.W 0./0 0 0.00 •Code files used: 19 0.56 D.00 0.00 0.00 0.00 O.OD 0.00 a.go 0.00 O.W 0.00 0.W 0.00 0-W 0.00 0.00 0.00-0.70 0 O.UU IBC.12 - •(48)AUXILIARY Loadi • EX_IBC.12 Version 4.0 *No. Au% Aux -_Add Add_Load m•Aux Id Nae cum6s Id Coef 20692 Endwall Design Code ----m=-�u��5/1/17 4:OSpm 2 1 'E2UN8SL-L' 3 1 0.30aG-'a•-'- 2 1.00 3 0.51 STRUCTURAL CODE: 2 'E2UNBSL-R' 3 2 0.30 Design Basis w5-working stress 1 1.U0 Nat Rolled Steel,:AISC10 4 0.51 Cold Formed Steel NAUS12 , BUILDING CagE: •(49)ADOITIONAL LOADS: Wind Code IBC 12 •No.Add We Basic Load FX FY Mao X Y ..Mac Seismic Zane B •Add Id Id Wad Type W1 w2 Co OL1 gL2..Unif ' '4 1 3 USNUW D -0.347 -0.347 -0." O.W 20.62 - MagULus of ELASTICITY 7 2 'US1gW '0' -0.3M17 -0-347 0. 7 0.25 O.W 20.62 Hat Rolled Steel 29000(ksi) 4 3 'USNOW 'D' -0.347 '-0.347 0.25 10.000 29.32 fold Pormed Steel 295W(ksi) `C50)GINT UPS: 20692 Column&Rafter Design S/1/17 4:OSW - Data ------setl------- ______sett__-___ ___---Set_3_______ •Opc Sets Left Right Quan Left eight Quan Left R1ghL Quan •-- R S - 0 NF140ER 5I tribe --Member Member Depth_S rhic -Flanwidth e_hick Manger wemhet----MaX lRed---- •(S1)eIRT sTw1Ps: xd Locale Part --- Depth chick width Thick Length weight Id UC Report Dan ---SetJ--- ---Setl--- ---Sec_3--- ---SC[_4--- ____ ______ ___ _____ _____ __-_____________________------- Dan sets strap Quan strap Wan strap Quan Strap Quan Coll 0.7 W8%30 7.48 0.170 3.94 0.205 14.5 144.9 3 0.04 MamAXI 0 Co12 ll.0 w8%10 ].as 0.170 3.94 0.205 17.1 170.7 17 0.98 M-Ml Co13 29.0 WaX10 7.48 0.170 3.94 0.20S '17.1 170.7 37 0.50 M-Axl •(52)PANEL SCREWS: MIA 39.3 W8X10 ' 7.48 0.170 3.94 0.205 14.5 144.9 8 0.06"-Ml •No. Screw Washer Screw Screw - ____________________________ __________ _____________________-_-__-_ •Zone Zone Part Oia Di Space. SVen9th Rafl Surf 2 w0x10 7.48 0.170 3.94 0.205 20.6 206.2 37 O.S4 Mo-1 Page 4 Page 5 EYNe 18 0.t -XI Surf 3 W8x10 7-46 MID 3.94 0.205 20.6 206.2 16 0.54 x7 EWDeS-R,txt .14 2 0.37 38.89 0.00 26.83 0.00 15.03 Total- 1043.E co14 3 1.58 38.89 O,W 26.83 Mal ISM 2cn14 4 0,89 3R,89 O.W 26.83 O.W 15.03 14 5 7.28 38.89 0.00 26.83 0-00 15.03 DESIGN ar NS/STREN6n1: Co14 6 2.03 39.89 0.00 26.83 0.00 15.03 Load ---axial(k)--- ---Shear(k)--- -N-t(f-k)-- co14 7 0.52 38.89 0.00 26.83 O.OD is Id Id Calc Llnit Cale L)WC Calc Limit Co14 8 2-42 36.89 O,W 26.83 0,00 15.03 C014 9 0.91 38.89 O.W Zfi.R3 0.00 15.03 ---- ---- ------ ------ ------ ------ ----- ------ C014 10 -0.24 88.62 O.W 26.83 0.00 15.03 Coll 1 1,06 38.R9 0.00 16,8J 0.00 15,03 Colo 11 0.15 38.89 O.W 26.83 0.00 15.03 Coll 2 0.3] 38.89 D.DD 26.83 0.00 15.03 Co14 12 -0.29 88.62 O.W 26.83 O.W 15-111 Coll 3 1,58 38,89 0,00 26.83 GAO 15.U3 Co14 13 0.15 38.89 O.W 26.83 No 15.03 Coll 4 0.89 38.89 O,W 26,83 O.W 15,03 Co14 14 1.39 38,89 O,W 26.33 C.00 15.03 Coll 5 1.28 38.89 O.W 26.83 O,W ]5.03 U14 15 -0.43 88.62 Me 26.83 0.00 15.03 Coll 6 0.58 3P.89 O.Do 26.63 O.W 15,03 [074 16 1.G9 38.89 O.W 26.83 0.00 15.03 Coll 7 0.94 38,89 D. 26.83 0.00 15.03 co)4 17 -O.q2 HB.62 O.W 26.83 0.00 15.03 Coll 8 0.97 38.89 D.OD 26.83 0.00 15.03 Co)4 18 1,4'/ 88,89 O,W 26.83 0.00 15.03 cull 9 0.83 36.89 0.00 26.R3 0.GO 15.03 - C01A 19 0.38 3H.tl9 0,00 26.83 0.0U 15.03 Coll 10 -0.51 88.62 0.00 26.83 0.00 ]5.03 .14 20 1.70 38.89 0.00 26.83 O.W 15.03 wll ll -0.21 98.6 O.W 26.83 D.Dn 15.D3 co 14 21 0-89 38.89 0.00 14.63 O.W 15.03 Coll 12 -0.51 88.62 O,W 26.83 0.00 ]5.03 Co14 22 2.U9 38.89 0.00 2G.83 G OD 15.0J Call 13 -0.21 88,62 O,W 26.83 No 15.o3 Co14 23 1.28 38,89 OS:Coo 26.83 0.UD 15.03 Call 14 -O.J6 88.62 O.W 26.83 O.W 15.03 Co74 29 1.23 3tl.tlY U.00 2fi.83 0.00 lS.a3 Call 15 -0.49 68.62 0 DO 2fi.83 0.00 15.03 C914 25 0,14 3tl.89 U.W l4.83 0.00 15.a3 .11 1G -0.34 88.62 0.0 26.63 0.00 15.03 Co14 2fi 0.4A 3tl.tlY U.W 26.83 0,00 15.03 Coll 11 -0.52 H8.fi2 O.W 26.63 0.00 15.03 Co14 27 1.51 36.89 O.W 16.83 D.00 15.03 Coll 18 0,42 36.89 No 26,83 0.00 15.D3 _____ ____ ______ ______ ---___ ------ ------ ______ Coll 19 0.34 38.89 0.00 26.83 0.00 15.03 Ilafl 1 0.62 60.08 2.49 26.83 6.6! 21.18 Coll ZO U.93 38.69 O.W 26.83 O.W 15.03 Rafl 2 0.98 60.08 3.91 26.83 30.45 21.I8 Coll 21 0.87 38.89 0.CC 26.83 O.00 15.D3 Rafl 3 0.35 6D.08 -1.00 26.83 1.56 8.38 Call 22 1.32 38.89 G.Go 26.83 0.OD IS Haft 4 -1.13 88.62 0.51 26.83 -1.21 21.18 Coll 23 1.2E 3tl.89 o.UO 26.fl3 0.00 15.03 Rafl S 0.78 60-08 -0,70 26.83 1,45 9.1E call 2A D.18 3tl.HY D.00 26.83 0.00 15.03 Rafl 6 -0.56 88,62 -0.20 26,83 -0.52 21.78 call 25 O,ll 38.89 U.DD 16.83 D.00 15.03 Rafl 7 -0.66 88.62 -D.AB 2fi.83 1-OS 8.48 Cy I1 26 1.51 38.tl9 0.00 26.H3 0.00 15.03 Rail 8 US 60.oe 0.19 16,83 0.51 21.18 Cull 27 0.44 38.89 O.W 16,tl3 0.Go 15,03 Rafl 9 0.30 60.08 0.58 7.fi.83 1.50 21.18 Cn12 1 4.74 37.50 O.W 26.83 0.00 10.77 Rafl 10 -0.29 88,62 0,68 26,83 1-88 2118 Co72 2 1.30 38.89 O.W 26.tl3 NO 10.7] Rafl 11 0.62 "A NO 26.83 5.32 21.18 Cnl7 3 ].37 37.50 0.00 26.tl3 0.00 1U.77 Raft 12 0.40 60.08 2.08 2fi.83 5.60 21.18 [n12 4 3.86 37.50 G.00 26.83 D.00 10.77 Rafl 13 0.88 W.OB 3,W 26.83 H.16 21.28 Co72 5 S.R4 37.50 0.00 26.83 O.DD 10.77 Rafl 14 0,67 G0,08 3.14 N." 8.44 71,18 Co72 6 2.21 38.89 -1.15 2fi.83 4.93 ]3.12 Rafl 15 0.27 60.08 _C.14 26.83 0.28 21.1H Co72 7 2.89 37.50 -1.15 2fi.83 4.93 13.12 Rafl 16 -0.27 88.62 0.23 26.83 -0.78 21.1R Co72 a 4.10 37.50 -1.15 26.83 4.93 13.12 nafl 17 1.19 60.08 4.75 26.83 21.24 21.18 Co72 9 4.82 37.50 -1,15 16.83 4,93 13.12 Rafl 18 O.GO W.DB 2.41 26.83 -].83 21.18 C912 10 -1.77 98.62 1.39 26.83 -5.95 16.37 Raf'1 1 0.62 W.08 -2.99 26.83 fi.fi7 21.18 colt 11 -1.]2 B6.62 1.39 "83 -5.95 16.37 - Aa F2 2 0.98 60.08 -3.91 26.83 10.45 21.18 - Co12 12 -1.77 88.62 -1.54 26.83 6.S7 ]3.12 Raft 3 0.17 60.OB 0.]1 26.83 1.50 8.38 Colt 13 -1.12 86.62 -1.54 26.83 6.57 13.12 Raft 4 -1.10 88.42 -0.81 26.83 -1,79 21.18 Lo12 14 -1.93 88.62 -1.51 26.83 6.11 13.12 Raft 5 0.60 60.0tl 0.11 26,83 1.45 9.18 112 15 -1.03 88.62 -1.54 26,83 6.57 13.12 Raft 5 0.7E UU.Utl -0.50 26.83 -1.11 21.18 Colt 16 -1.96 Be.fi2 -1.54 26.83 6.57 13.12 Raft 7 -0.71 88.62 U,53 16,63 0.81 1.18 Ca 11 17 -1.00 88.62 -1.54 26.83 6.57 13.17 Raft 8 0-OS aO.OB -0.19 2fi.e3 0.51 21.18 Co72 18 1.31 3H.69 O.W 26.83 0.00 10.77 Raft 9 0.63 60.08 -U.54 26.83 1.42 21.18 Coll 19 1.41 38.89 O.W 26.13 O.OD 10.77 Raft l0 -0.28 Re.fi2 -0.72 26.63 1.94 11.18 Co72 20 3.eG 37.50 0.00 26.87 0.00 10.77 xat? 11 0.81 60.08 -1.97 2G.83 5.2G 21.18 Co72 11 3.93 37.SD 0.00 26.63 0.00 ]0.77 Raft 12 0.21 60.08 -2.11 26.83 5.44 21.18 Coli 22 5.84 37.50 O.W 26.83 0.00 10.77 Rnf2 13 1.08 60.OR -3.03 1b.83 8,09 21.18 Co72 23 5.91 37.10 O.W 26.83 0.00 10.77 Haft 14 0.47 60,08 -3.17 26.83 8.So 21.18 Co72 24 0.38 38.89 0-W 26.83 0.00 10.77 Raft 15 0.59 60.0E 0.10 26.83 0.20 21.18 C912 25 U-98 38.69 0.W 25.83 0.Go 10.77 Raft 16 -0.36 88.62 -0.27 2fi.83 -0.77 21.78 Co72 26 8.32 37.50 U-Do 26.67 C.W 10.77 Raft 17 0.60 60.0E -2.41 2fi,83 -7.83 2L18 Co12 27 4.20 37.50 O.W 26.83 C. 10.77 Raft 1B 1.29 60.08 -4.75 26.83 1114 11.18 .13 1 4.79 37.50 O.W 14.tl3 0.00 10.77 co13 2 1.30 38.89 O.W 26.83 0.00 10.71 STRENG01 RaiIO: CO13 3 7.37 37.50 'O.W 24.B3 0,00 30.7] Load Axial. Sheary Cnnrral co13 4 3.86 37.50 0.00 2fi,83 O.OU 1U.77 Id Id Axial Shear Nomen[ Noinent Romeni CC Co13 5 5.84 37.50 O.Go ib.tl3 0.00 10.77 ------ ------ ------ _-_--__ Co13 6 2.58 37,50 -1,15 26,83 4.93, 13.12 Coll 1 0.03 O.DD O.W 0.03 0.03 C913 7 3.52 37.50 -1.15 26.83 9.93 13.12 Coll 2 0.01 D.00 0.00 0.01 CAI Cola 8 4,5E 37,50 -1.15 26.83 4.93 13.1! co 13 9 5.49 37.50 -I.lS 2fi.83 4.93 13.12 Coil 3 a.04 0.00 0.00 0.04 0.04 [013 10 -0.61 R8.62 1.39 Zfi.e3 -S.95 1fi.37 Coll 4 0.02 0.00 0.00 0.02 0.02 Co 13 ll -1.87 68.62 1.37 2fi.83 -5.95 16.37 Coll 5 0.03 O.W 0,00 0.0} 0.03 co13 12 -0.61 88.62 -1.54 26.83 6,57 13.12 Coll b CAI O.OD 0.00 0.01 MR Co)3 13 -1.8] 88.62 -1.54 26.83 6.57 13.12 Coll 7 O.U1 O.W 0.00 0.DI 0.01 Coil 14 -1.33 88.62 -1.54 26.83 fi,57 13.11 Coll 8 0.02 D.W O.Go 0-02 0.02 Cola 15 -0.36 88-62 -1,54 26.83 6.57 13.12 Cull 9 0,02 0.00 U.W D.02 0.02 Col lfi -1.35 88.62 -1.54 26.83 6.57 13.12 Coll 10 CA 0-W O.W 0,01 0.01 Coll 17 -0.30 88.62 -1.54 26.83 6.57 13.12 Coll 12 0,00 O,W O.OU Mi. 0.00 C013 18 1.22 38.89 No 26,83 0.00 10.77 Coll 12 0.Do No 0.00 U.O1 U.U1 Co13 lY 2.29 ]8.89 0.00 26.83 0.00 10.77 Coll 13 0.00 O.W D.aD D.Da D.00 Co 13 20 3.79 37.50 D.00 26.83 0.00 10.77 Coll 14 O.OD 0.01 D. O.W O.UO Co13 11 4.59 3l.50 0.00 2fi.83 O.W 30.77 Coll 15 0.01 O.DO O.aO U.ol CAI Co13 22 5.77 37.50 0.Go 26.83 No 10,77 Coll 16 0.00 O.W 0.Go 0.00 0.00 Co13 23 G.5! 3l.50 0.W 26.83 0.00 10.77 Loll 17 0.01 O.W O.W D.O1 0.01 , .13 24 0.29 38.89 0,W 26.83 0.00 10.77 Coll 18 0.01 O.W D.aD 0.01 0.01 Cola 25 1.lb itl.89 0.00 2G.63 O.00 30.77 Coll 39 0.01 0.00 D.0D 0.01 D,O1 Cul3 26 4.20 37.50 0.UD 26.83 0.00 10.77 Coll 20 0.02 .0.00 0.00 0.02 0.02 co13 27 tl.31 37.SU D. 26.83 D.DD 10,77 Coll 21 0.02 0.00 0.00 0.02 0.02 Co14 1 1.o6 38.89 D.00 2G.83 C.00 15.03 Call 22 0.03 0.00 0.00 0.03 0.03 rage 6 Coll 23 0.03 O.00 0.00 0.03 0.03 Rage 7 EN9R5-R.t%t flvDeS-R.t%t Coll 24 0.00 O.W O,W 0,00 0.00 Rafl 6 0,01 0.01 0.02 0.03 0.03 Coll 25 O.W 0.00 0.00 0.00 0.00 aafl 7 0.01 0.-) 0.22 0.11 0.11 Co11 26 0.04 O.W 0.00 0.04 0.04 Rafl B 0.00 0.01 0.02 0.02 0.02 Coll 27 0.01 0.OD 0.00 0.01 0.01 Rafl 9 0.01 U.02 0,W 0.07 0.0I Co12 1 0.13 0.OD 0.00 0.13 0.13 Rafl 10 0.00 0,03 0.09 0.09 0.09 Col2 2 0.03 0.00 0.00 0.03 D.03 Rafl 11 0.01 0.07 0.25 0.26 0.26 Colt 3 0.20 0.00 0.00 0.20 0.20 Rafl 12 0.01 0.08 0.26 0.27 0.27 Co12 4 0.10 0.OU 000 0.10 0.10 R9f1 13 0.01 0.11 0.39 0.39 0.39 cn12 5 0.16 0.00 0.00 0.16 0.16 RaFl 14 0.01 0.12 0.41 0,40 0.40 C012 U 0.06 0.04 0.38 0.40 0.40 Pafl IS 0.00 O.U1 0.01 O.U2 0.02 Co12 7 0.08 0.04 0.38 0,41 0.41 Pafl lfi 0.00 0.01 0.04 O.M 0.09 Co12 8 0.11 0,04 0.35 0.43 0.43 1111 17 0.02 0,18 0.53 0.54 0.54 Cu 12 9 0.13 0.04 0.38 0.44 0.44 Pafl 18 0.01 0.09 0.37 0,37 0.37 C912 30 0.02 0.05 0.36 0.33 0.33 Raf2 1 0.01 0.09 0.31 0.31 0.32 [a12 11 0.01 0.05 0.3fi 0.34 0.34 Paf2 2 0.02 0.15 0.49 0.50 0.50 .. Co12 12 0.02 0.06 0.50 0.46 0.4fi Raft 3 0.00 0.03 0.18 0.17 0.17 Cult 13 0.01 0.06 0.50 0.47 0.17 Paf2 4 0.01 0.03 0.08 0.09 0.09 .17 14 0.02 D.0fi 0.50 0.45 0.45 Raft 5 0.01 0.02 0.16 0.16 0.16 Cu72 15 0.01 0.06 0.50 0.48 0.48 Paf2 6 0.01 0.02 0.05 0.06 n.06 Co12 16 0.02 0.06 0.50 0,4S 0.45 Raf2 7 D.O1 0.02 0.09 0.08 0.08 Cn12 17 0.01 0.06 0.50 0.48 0.48 xaf2 a 0.00 0.01 0.02 0.02 D.02 Co 12 18 0.03 O.W a 00 0.03 0.03 Raf2 9 0.01 0.02 0.07 0.07 0.07 Q12 17 0.04 NO 0.00 0.04 0.04 Naf2 10 0.00 0.03 0.09 0.09 0.07 Co12 20 0.10 O.W a.00 0.10 0.30 Raf2 ll 0.01 0-01 '0.11 0.25 0.21 Colt 21 0.10 0.00 0.00 0.10 0.10 Raf2 12 0.00 0.08 0.27 0.27 0.311 9 Cu72 22 0.16 0.00 0.00 O.16 0.I6 Raf2 13 0.02 0.11 0.38 0.37 0.39 "12 23 0.16 0.00 0.00 0.16 0.16 Raf2 14 0.01 0.12 0.40 0.41 0.41 Co12 24 0.01 0.00 0.00 0.01 0.01 Raf2 15 0.01 0.00 0.01 0.01 0.01 Cu72 25 0.01 D.W 0.00 0.01 0-01 _ Raf2 16 0.00 0.01 0.04 0.04 0-04 Co 2fi 0.22 0-00 0.00 0.22 0.22 Raf2 17 0-01 0.09 0.37 0.37 0.37 .2 27 0.11 0.00 0.00 0.11 0.11 Raf2 18 0.02 D.18 0.53 O.Sd 0.54 Co 13 1 0.13 0.00 0.00 0.13 a 13 Cola 2 0.03 O.W O.W 0.03 0.03 Co13 3 0.20 0.00 0.00 0.20 0.20 COLIDIN REACTIONS: .13 5 0.16 O.W O.W D.16 0.16 Id Lldd .,I(k) Ho'rz(k)a ONo�rzP(k)a [a13 6 0.07 0.04 0.38 0 .41 O.ql ----- ---- -------- -------- --------- Co13 7 0.09 0.04 0.38 0.42 0.42 Coll 1 1.06 0.00 0.0U Co73 8 0.12 0.04 0.38 0.44 0.94 Cull 2 0.37 0.W 0.00 Co13 9 0.15 0.040.3 0.45 0.45 Coll 3 1.Stl U.W O.W Culi 10 0.01 0.05 0.3E 0.35 0.35 Coll 4 0.89 0.00 0.00 Co13 ll 0,02 0.05 0.36 0.33 0.33 Coll S 1.28 0.00 0.0U Co13 12 0.01 0.06 01 , 0.49 Call. 6 0.58 0.00 0.00 Col3 13 0.02 O.W 0.50 0-45 0.95 Coll 7 0.44 D. 0.00 Cu 13 14 0.02 0.06 0.50 0.47 0.47 Coll 8 0.97 0.00 0.00 Ca13 15 0.00 0.06 0.50 0.49 D.99 Coll 9 0.83 O.W 0.00 Co 16 0.02 0.06 0.50 0.97 0.47 - toll 10 -0.43 000 0.00 - Co 13 17 0.00 0.06 0.50 0.50 U.50 Coll 11 -0.13 a.W 0.W Cola 18 0.03 0.00 0.00 0.03 0.03 Coll 12 -0.43 O.W O.W Co13 19 O.Ofi O.W 0.00 0.06 0.06 Coll 13 -0.13 O.W 0.00 cn13 20 0.10 DAD 0.00 0.10 0.30 toll 14 -0.2] O.OD 0.00 C013 71 0.12 0.00 0.00 0.12 0.12 Call 15 -D.41 0-W 0.00 Cola 22 0.15 0.00 0.00 0.15 0.15 Coll 16 -0.25 0,00 0.00 Col 23 0.18 0.00 0.00 0.18 O.1B Coll 17 -0.4a O.W 0.00 Cola 24 0.01 0.00 0.00 0.01 0.01' Coll 18 0.42 O.Go 0.00 co 25 0.03 0.00 O.00 0,01 0.013 Co11 19 0.34 a 00 O.W Cola 26 O.11 0.00 0.00 0.11 0.11 Coll 20 0.93 O.W O.W Co13 27 0.22 0.00 0.00 0.22 0.22 toll 21 0.87 O.W O.W Co14 1 0.03 '0.0 0.00 0.03 0.03 Coll 22 1.32 0-W 0.0D Co14 2 0.01 O.W 0.W 0.01 0.01 - Coll 23 1.26 0.00 0.00 Co14 3 0.04 0-W 0.SO 0.04 0.04 Coll 24 0.18 0-W 0.00 Co14 4 0.02 0.00 0.00 0-02 0.02 Coll 25 0.11 0.00 0.00 Co14 5 0.03 0.00 0.00 0.03 0.03 Coll 26 1.51 0.00 0.00 C014 6 0.05 0.00 0.00 O.OS 0.05 - Coll 27 0.44 O.W U.00 Co14 7 0.01 0.00 0.00 0.01 0.01 Co12 1 4.82 0.Do 0.00 Co14 8 0.0G 0.00 D.00 0.06 0.06 Cu72 2 1.30 U.UO O.UO Col 9 0.02 0.00 0.00 0.02 0.11 Co12 3 7.46 0,W O.W Co14 10 0.00 O.W U.0D 0.00 0.00 Co12 4 3.94 U,00 O.OD Ca14 11 0.W 0,00 0,00 0.00 D.W Cu12 5 5.92 0 00 0.00 Co14 12 0.00 0.00 O.UO 0.00 O.W Co 17 6 2.21 0.00 1.15 Cu14 13 0.00 0.00 1.00 0.00 0.00 Cn12 7 2.93 0.00 1.15 Colo 14 0.04 0.10 0.W 0.04 0.04 Cn12 A 4.19 0.co 1.15 Co14 15 0.00 0.00 0.00 0.10 0.10 Co 12 9 4.90 0.0D 1.15 Colq 16 0.04 O.W 0.00 D,U4 0.04 Co12 10 -1.F] 0.00 -1.39 .14 17 0.00 0.W 0.00 D.OD O.W Co12 ll -1.02 O.00 -1.39 Co14 18 0.0 0.W 0.00 0.04 0.04 Co 12 12 -1.67 O.W 1.54 Cn74 19 0.01 D.W 0.00 0.01 O.D1 Co12 13 -1.02 O.W 1.54 Colo 20 0.04 0.00 O.00 0.04 0.04 Co12 14 -1.83 O.W 1.54 Co14 21 0.02 0.00 0.00 0.02 0.02 Co12 15 -0.95 O.00 1.54 Co14 22 0.05 0.00 0.00 OAS 0.05 .12 16 -1.86 0.01 1.54 co14 23 0.03 0.00 O.W 0.03 0.03 C012 17 -0.90 D.W 1.54 U14 24 0.03 0.00 0.00 0.03 0.03 Co12 18 1.31 0.00 0.00 m14 25 0.00 0.00 O.W 0.00 O.W U12 19 1.41 0.00 0.00 C014 26 0.01 O.W 0.00 a 01 0.01 U12 20 3.94 0.00 0.00 Co 27 0.04 0.00 0.00 0.04 0.04 Colt 21 4.02 0.00 0.00 ----_--- -___ _____ ______ ______ ______ _______ Co 12 22 5.92 O.W 0.00 Rafl 1 0.01 0.09 0.31 0.52 0.32 Colt 23 6.00 O.W 0.00 Rafl 2 0.02 D.15 0.49 0.50 0.50 Co2 24 0.31 0.W 0.00 Rafl 3 0.01 0.04 0.19 0.18 0.18 Coll2 25 U.48 O.W 0.00 Rafl 4 0.01 0.02 0.06 0.06 0.06 co12 26 8.40 0.00 0.00 Rafl 5 0.01 0.03 0.16 0.16 0-16 - C012 27 4.28 0.00 0.00 Pa90 8 Page 9 ENDeS-R.[%i E�eS-R.[Xt cola 1 4.62 O.VO O.W m12 6 0.00 1J1 Co13 2 1.30 0.W 0.00 Co12 6 0.19 1.71 I I 3 7.46 U.00 O.W 1212 7 0.19 1.71 Co13 4 3.94 0.00 0.00 Co 12 6 0.19 l.]1 Coll 5 5.92 O.W 0.05 Co12 0 0.19 1.71 Cn 13 6 1.33 0.80 1.15 Co12 1D -0.73 1.71 1 3 7 3.60 0.00 1.15 C013 8 3.31 0.80 1.15 Co12 11 0.25 1.71 Cn13 7 S.SR 0.00 1.15 C012 33 0.25 1.71 113 30 -0.51 No -1.39 Co12 14 0.25 1.71 Cal 11 -2.25 0.29 -1.39 CO12 15 0.25 1.71 CalI 12 -0.51 0.00 1.54 112 16 0.25 1.71 Co13 13 -2.25 0.29 1.54 Call 17 0.25 1.71 W13 14 -2.73 0.91 1.54 C012 ]8 0.00 1.71 Co 13 15 -0.26 0.00 1.54 112 19 0.00 1.71 Co13 16 -3.02 1.07 1.54 Co12 20 0.00 1.71 Co13 17 0.00 0.00 1.54 Co12 21 0.00 1.71 Co13 18 0.28 0.57 0.00 Co 19 2.29 O.W O.W 112 22 0.00 1.71 C013 20 3.18 0.42 0.00 C012 2i 0.00 1.71 Co13 21 4.67 0.00 0.00 C012 24 0.W 1.71 Co12 t5 0OU 1.71 Co13 22 5.16 0.42 0.00 Colt 26 0.00 1.71 co13 23 6.65 0.00 O.OD Cu12 27 O.UU 1.%1 Co13 24 -0.65 0.57 0.00 Co13 1 0.00 1.71 Co13 25 1.36 0.00 D.00 Co13 2 0.00 1.11 co13 26 4.28 0.00 D.00 1 3 0.00 1.71 113 27 8.40 0.00 0.00 Cola 4 O.OD 1.71 13 Co74 1 1.06 O.W 0.00 113 5 0.W 1.71 Co 14 2 0.37 U.00 0.00 .13 6 0.19 1.71 co19 3 1.58 0.00 O.W [013 7 0.19 1.71 C114 4 0.89 0.00 O.W C013 R 0.19 1.71 Co14 5 1.28 0.00 O.W C013 9 0.19 1.71 CoIA 6 2.U3 U.00 0.U0 1 4 7 -0.81 0.80 0.01 Ill 10 -0.23 1.71 Cal4 8 2.42 U.OU ..OD COB 11 -0.23 1.71 Co14 9 -0.42 0.80 O.OD CD13 12 0.25 1.71 Co14 10 -0.63 0.29 0.00 Cola 13 0.25 1.71 C-I4 11 0.15 0.00 D.00 Co13 14 0.25 1.71 Ca14 12 _O.63 0.29 D.00 CO13 3s 0.25 1.71 C014 13 0.15 O.W O.OD Co13 16 0.25 1.71 Co14 14 I. O.W 0.00 ca13 17 0.25 1.]1 Co74 15 -1.85 0.91 O.W Ca13 18 0.00 1.71 114 16 1.69 O.W O.W Ca13 19 0.00 1.71 Co14 17 -2.11 1.01 O.W .13 20 0.00 1.71 co14 18 1.47 0.00 0.W Co13 21 0-00 1.71 co14 19 -0.56 0.57 0.W C013 22 0.00 1.71 ca14 20 1.70 0.00 0.00 Co13 23 0-00 1.71 Ca14 21 0.20 0.42 0.01 C013 24 0.00 1.71 Co14 22 2.09 O.W 0.00 C013 25 0.00 1.71 Co74 23 0.59 0.42 0.00 Co13 24 0.00 1.71 .14 24 J.23 O.W 0.00 C013 27 0.00 1.]1 Co74 25 -0.80 0.57 0.00 Co14 1 0.00 1.41 Co14 24 0.44 0.00 0.00 Colo 2 0.00 1.45 C014 27 1.51 0.00 0.00 114 3 0.00 1.41 Colo 4 0.00 1.45 [014 5 0.00 1.45 COLUMN MEMBER DEFLEC110N5: Co74 6 0.00 1.45 Load Deflection(in) [014 A 0.00 1.45 Id id Cali Limit 1o14 9 0.00 1.45 Coll 1 O.W 1.45 1 4 10 0.00 1.45 Coll 2 0.00 1.45 Co74 11 0.00 1.45 Co74 12 0.00 1.45 Call 3 0.00 1.41 Coll A 0.00 1.45 Co74 13 0.00 1.45 Co74 14 0.00 1.45 1 5 0.00 1.45 174 15 0.00 1.45 Coll 7 O.W 1.45 1 4 16 0.00 1.45 C017 7 O.OD 1.45 114 17 0.00 1.45 Coll 8 0.00 1.95 1 4 18 0.00 1.95 .11 9 0.00 1.41 Co14 19 0.00 1.45 Coll 10 0.00 1.45 Co14 20 0.00 1.95 Coll 11 0.00 1.45 cola 21 0.00 1.45 Coll 12 0.00 1.45 Co14 22 0.00 1.95 Coll 13 0.00 1.45 Coll 14 0.00 1.45 C014 23 O.DO 1.41 Co11 15 0.00 1.4s Co74 24 O.W 1.45 .11 16 0.00 1.45 Co14 25 0.00 1.45 .11 17 0.00 1.45 C014 2fi 0.DO 1.45 Coll 18 0.00 1-45 Co74 27 U.W 1.45 Coll 19 0.00 1.45 MFTE0.MFMR FR DEFLECTIONS: Coll 20 0.00 1.45 LueJ Dell O<Li mi(in) Call 21 0.00 1.45 Coll 22 0.00 1.45 Id Id calf Limi[ Coll 23 0.00 1.45 COIL 24 0.00 IA5 Call 25 0.00 1.45 Refl 1 -0.2s 1.24 CO11 26 0.00 1.45 Rnfl 2 -0.09 1.24 Coll 27 0.00 1.A5 Raft 3 0.04 1.24 Call 1 0.00 1.71 Raft 4 0.04 1.24 112 2 0.00 1.71 Nafl 5 0.00 1.24 Co12 3 U.UO 1.71 Raft 6 0.00 1.24 Co72 4 0.00 1.]1 xafl ] 0.03 1.24 Rafl 8 -0.02 1.]4 Page 10 Page 11 E es-R.Txt EwDes-0..S%L Raft 9 -O-OS 1.24 19-1.D4Dead+l.G4col lateral-0.75eismic - Rafl ID -0.08 1.29 20-1.WDead+1.03Collateral+0.75Live40.525eismic Raft 11 -0.19 1.24 21-1.03cead+1.03Co11aterala0.75Livc-0.525eismic N01 12 -0.22 1.24 22-1.WDead+1.03co1 laterala0.755-D.525eismiC Rafl 13 -0.30 1.24 23-1.03Dead+1.03Collateral+0.75Snow-0.525eismie Raft 14 -0.32 1.74 24-0.56Dead40.75eismic Rafl 15 S.00 0.71 25-0.560ead-0.7Seismic Rafl 16 -0.03 1.24 26-Dead+Collateral+E2UNBSL.L Raft 17 1:31 1.24 27-Mad,collateral+E2VNBSLR Raft. 18 -0.39 1.24 Rafter Leads Raf2 1 -0.25 1.24 1-Dead4Co11ateralaLive Raft 2 -0.39 1.24 2-ceadacollaseralasnav Raft 3 0.09 1.24 3-0.6Dead+O.LWi nd_Leftl Raf2 4 .0.01 0.71 � 4-0.6DeadW.6windJt%, Raf2 5 0.04 1.24 5-0.6DeadW.6Wind-LeR2 Raf2 7 0.03 .D.71 1_0.60eadW.6WindJtight2 Ref2 8 -0.02 1.24 8-0.6Dead O.6Wind-Longl 0.6DeadW.6win4 Long2 Raf2 9 -U.OS 1.29 9-lAADead+1.04[ol late rali0.7Seismic Raf2 30 -0.08 1.24 10-t.GIDead,I.04C.11ateral-0.7seis.ic ' Raf2 11 -0.19 1.29 11-1.03Dead+1.03Cu11aLera1a0.75liveaD.525eisoie ' Raf2 12 -0.22 1.24 12-1.03Dead+1.03Collate Fat 0.75Livc-0.525eismic Raf2 13 -0.30 1.24, 13-1.03Dcad41.03Callatera1 W.755nowa0.525eismic Raf2 14 -0,32 1.14 14-7:03Dcad+1.03tollatera1W.755non-0.525eismic Raf2 15 O.DO 0.71 15-D.560oad+0.75eismic Raf2 t6 -0.03 1.24 16-0.56Dead-0.75cismie Bef2 17 -0.39 1.24 11-1 ad+Col lateral r62MBSLL Raf2 18 -0.39 1.24 - - 1B-Dead4cn11ateral+E2UNRSLR Rafter Deflection Loads - coL1AW/"""RL/R MT[0' 1-Dead4colla[eral+Live unbrace-Length.----la/R--- 2-Dead+collateral+Snow id major minor major minor - 3-0.6uead+0.4wind-Leftl ______ ______ ______ _____ _- gg eu11 14.5 7.4 54 106 S-0-6Deada0.6windyeft2l [012 17.1 7.6 64 108 6-O.11,V+1.4wind-Le Co13 17.1 7.6 64 108 7-0.soeadW.4Wind_L.g I Co14 141 7.4 54 It) 8-0.6Dead40.4Wi nd1ong2 Raft 18.6 5.0 69 71 9-1.09Dead+L.Oacnllatera1W.75eismic Raf2 18.6 S.0 69 77 .. 10-1.O4oead+1.04WIlateral-0.75eismic 11-1.03Dead41.03Callateral+0.7501eW.525eismic 12-1.030ead+1.03Collaterala0.75Live-0.5ZSeismic - 13-1.U3Dead+1.03Collateral+D.755naw+0.52seismic LOAD COMBIMUONS: 14-1:03cead+1.03collaferal+0.755now-0.525eisnlc Column Loads 36-0.56Deadd-0.75ei smic 1-Dead+collateral+Live 17-Dead+Collateral+E2UNeSLL 2-Dead+Collateral - IS-Dead+W1l ate rai+E2UNBSL-R 3-Dead+tol laterala5naw -- --- - - - --- ---� 4-Dead+CollateralW.75Live 2GG92 Column Flange Brace 5/1117 4:ISpm 5-Dead+Collateral+0.755naw -- 6-Dead+mllat¢ra1+0.75Livea0.45windyeft2+0.45wind_suc[ion - 7-Dead4Cn11atera140.75LiveW.45WindJtight2+0.45Windsuction cD1U.FLANGE BMCES 8-Dead+Collatere1+0.75Snow+0.45Wind-L Tt2W.4Sw1ndSuction C.lumn arate.-At 9-Dead+cello[era1W.7S5now 0.45windJ ight2+0.45WindSuction td side Part Girt-Id 10-.0.60"'+0.6Wi nd-Pressure+0.6W4nd_Longl _ ----- ------ ------- ---------- 11-0.stead t0.6Wind-Pre55ure+0.6Wind Long2 Cn12 R L15XI/S 1 12-0.6cead+0.6wi nd-S cLion+0.6Ynnd-Longl ca13 R 115x1/8 1 ' 13-0.6Dead40.6wind-sucti-:W.Odi rd_Long2 14-O.6Dead+0.6Wind-L fO1+0.6windSuciion 20692 rsafrer Splice Design 5/1/17 4:05pe 15-0.61tead+0.6wind-Rigg F140.6wintLSuction �_��---- �__-- 16-0.6oeadiO.6Wind_LeR2+0.6Wind Suction ' 17-0.6Uead+0.6wi n`JRight2+0.6w1ndSuction $01 ce Yield=55.00(ksi) 18-1.04DeadII.D4Colla[era140.7seismic aelt Type =A325 - 19-1.04cead+1.04Colla[eral-0.75¢ismic 20-1.03Uead+1.03Co1 laterala0,75Live40,52SO-1n PLATE SIZE: 21-1.03uead+1.03Co11atera144).75Live-0.525eismic ___________ 22-1.03Dead+1.03Collateral♦0.755now+0.57Seismic Splice -Surface-Rafter ---Plate--- ---------------Bel ts--------------- 23-1.03Dead+1.03eo11 atera1W.75Srmw-0.525cismic id Type id Locate Depth width thick .Dia cage Rorer SpaceT Rowt SpaceB 24-0.5GDeadW.7seismic 25-0.56Dead-0.75etsmic 1 m 3 0.0 7.89 6.00 0.375 0.500 3.00 2 4.00 2 4.00 26-Dead+col lateral+E2L'NBSLL 27-Dead+tn11ateral+E2UNe SLR PLATE DESIGN: Column Deflection Loads ' 2-Dead+cullaceral+Live 15dplice Load 7uti al shear-moment 3-Dead+Collateral4snwr type Side id --- --- (f--- 4-DeadlCollateral+D.75LiVe 1 m Top 3 0.25 ).11 1.50 - 5-Dead+Collaterala0.75Snow Bot 2 U.U2 0.10 ,-8.13 6-Dead+Collateral+0.75Live+0.3wind_Left240.3wind-5uction 7-Dead+collateral+0.75Live0.3wind-Ri5ght2W.3wind suction LOAD COMHT ATIMS: 8-Dead4cel'lateral+0.75Snaw0.3Wind1eft240.3wi nd_suction ------------------ 9 -Dead+allaceral+0.7S5now+0.3WindJti ghe2W.3.dSuction 2-nea&Cnllacera74Snuw 30-0.fineadr0.4windSressure4u.4wind_Longl 3-O.6Deadi0.6wind.l-eft1 11-0.6nead+0.4wind-Pressure10.4wind-Long2 �e --- 12-O.6Dead+0.4win�5uctiamO.Awi nd_Longl 20692 Bas¢Plate w Anchor ault Design-�5/2111 4:05pm 13-0.6oead+O.4wlndSuctlon+0.4winJ_Luny2 __--- 14-0.6Dead+0.4wind-Leftl+0.4windSuction 15-0.6uead+0.4wind-41g9htl40.4windSuctiun - ease Plate Yield =55.00((ksi)) 16-0.6ueadW.4wind_Left2a0-awindsuction Concrete Beartng 1.05(ksi3 17-0.6DeadW-4wind_Right2+0.4WindSuction aolc shear Stress .11.60((C(ksi 18-1.04Dead+1.04Ca11aceralW.7SeUc Pa 12 Role Tension stress -21.58 ksi) Page 13 Page g I NUBS-R-c Ew0eS-Rt Bay ------Shear(k)------- -----mnnt(f Q------ -Mom,Shr- Deflect4in) Ic C Loc Cale Limit UC LIc ftot UC LOC uc calc Unit ---------------- -------- --------- ---------- I R up -D:S 2.8 0.19 MidS -0.91 3.542 0.27 U 2 LSup 0 75 7.8 0.26 LS,p 0.48 4.6 0 f L'Sulp'0:2'�, 1:20, -----Base(in)---- --Plate-size(in)- ------ rd--- Type 01!th Ele, Width Thick Length Type Dia Gage RoW - ---- ----- --------- ------ IUUZE L1`H Coll " 89 A36 0.750 3:BUO 2 _______________ Co12 5,1 7,189 O.D 6.00 0.375 7.89 6 75 3 o.o ------- ':`D N" ':11 '1 ':71* 'Z ty Major ---------Miner----------Mino----------- ---------- I/M 2 wl 3 53 7.89 o.o I DO S 17S I A3 o " 0 MS Co14 53 7.89 0.0 6.00 0.375 1.89 136 0.15o 3.00 2 ... ..... ..LS__LL__MS__RL__R5 __LS__l L__WS__RL__as __LS LL____R RS 1 I0.7 0 Go I S3-Welded plate 2 0.7 0:97 20:97 08:97 S0:97 '0:57 11:6.9 1169 11.139 11-26'1.95 1.00 I.DD 1 0-0.16 9 1.69 0.00 0.00 0:00 O:OD DAD 80.5E REACTIONS: LORD in O.Nind-suction Ma,Tensi-%hear MaiL-shearTension s e t Tanshor a,LS car- shear Tens GIRT ACTIONS:rd L ad ry(k mad ry(k) r(k) Load r,(k) Load Fx(k) FyCk) ---iisk.r(9�--------- --- K--Y,-ncCf-k)------------ ----- ---------- ---------------- ---------- ---------------- 8% Le Le Right Right Left L Mid-Span Right Right Coll o 0 17 N :1 1 Sup Lap 1:4 Lap Sup Sup Lap Mom LO Lap W12 26 8.4 16 :21:19 I'll L21 1:5 16 1 s 9 SUP co 3 27 8.4 16 _3.0 1.9 16 1.9 16 1.9 -3.a 1 748 ---- ----- ----- 1.03 4.91 -0.53 1 1.1 17 1.I _z.L 2 o:83 -oo:,5" -0:26 0.33 0.00 W14 8 2.4 17 -2.1 1.1 17 J Low ED•m-TIONS: ------- ----- : Bay LI id Luc---Cale Limit K Loc talc Limit UC �Shr- Deflect(in) 3 oead�l'e, I.S�_ Lot UC CaIC Limit 8 ned.mllateral44).755n�.45Mnd-Left2.0.45Mnd-suction --i _U p--o--:56--2-8 0-2-0 m-i---s---1-:-1-3__1_:7__O_3_7 RS---o-2- _o_.B9 * 11 -p 2.a 0.29 LSdp, _O 5 492 0:15 LSuPP 0:31 O.GO 12 o'O':d*0Z.nd"c 'OV Id-*action z Lsu -G 83 3 3 16 0". .0 6 d-L.fV2. i'�'d 1. 17 D,6..1+0.6�-ind-Right2+o.6winalj.ctction 26 'd*CD'l'tr"Z2`WB_'L_L RACE t FN�S 27 .e.&Collawal�2_SL_R --------------- --------Win ---------- ---------{b--------- --------Moallftm2------- Idy Major LS L RL RS LS LL Ms RL RS Ls LL MS R RS 20692 Bypass Girt Design summary 5/1/17 4:05p. 1 10.7 _9.4_9--_;--------- ------------------ -------------------- 2 0.7 o�o D:4 0:4 9:4 O:oO 1.11 1:11 1:11 1:11 1.00 1.00 1.0 10D 1-oo 1.00 o o a o D I.00 I Do 1 Do I DO 1:ao l.00 I.oa 1.0 I.an Im GIRT ' By-Otflet Design---extend-- ----Ma-Load Locate Id %Part Star, Did Length Left Right Weight Id UC Report Rot EREm (working Load) - ---------- -T-4i 1 1 w -0.DG_2_1_.G_D 3-1-, wl,0.37 Mone-t- 2 BX2SZ1 O.OG 1.0 0.67 0.Up O:DO 21 WS o.31 M- r D 2 2 BX25216 37.00 18.00 0.67 OA O.DG 2.0 ws 0.31 MI D Span wind-Pressure wind-suction S�,l -lure S l,-",t' 3 U25Z16 OAG U.OD 10.57 a XO O.GD 31.6 Ws BAD Moment D ---- ----Laic Allow __CaIC AllCVV -BIC All- Cal___ Allow ----------------- ----------------------------- --------------- 1 -o.D9 1.42 0.10 1.42 IS.D0 3 1 BX2�16 0.67 1.1.00 10.33 1 1:01 11:�l I I -cot . 0 DAB a 1:1 1 g D:34 2 o.o a.00 oxg 2 x S716 W� 4 moshr D BID 18-33 18-33 Do So 3 &X25ZI6 O.OD 10.33 10.33 I.DO 0.00 33.5 WS 0.34 Moment D 2UG92 Girt Design 2(Locates 7.417) 5/1117 4:OS" Ws-().W.d-sucti.. GIRT LAYOUT: Available GI0.T INSIDE FLANGE DRACE: Reduction No.-BrIcety 1 2 3 Idy It L-. _=n'�9." L_L'Ip"U)��_ Load No. Fatter Right Width Brace Weight Out In o o o 3 2 8x 5Z16 7.4167 0.67 7:, 311 1 1. 0 0 0 0.61 20692 Girt Design I(Locate- 7.417) 5/2/17 4:OSp. 8X25ZIG 7.4167 ID.67 7 D 0 1.5 0:00 0.61 ----- - 333 LoiA)UT: nvallable LOAD iD:0.6wind-Pressure Reduction -------------------------------- Bay Dell --L (ft-- Lead W. Id Part Locate Length Let,'Right Width Brace Weight -tat In tar ----------- ....... ------ ---- ----- ----- ----- ------ -- _Mnmenr(f-k)--------------- e c Left Right K19 Left L� h L shear(k)-------- ---------- I &X2SZ16 7.4167 10 7 7-51ol 1 11:1 1 11 1:1 Bag t Mid-span Right Right 2 W SZ16 7.11. 7 7. B ---2 o :D..bi --2 ---u L. Su! L. Man L. Le Sup --- __-! ----- ..... ....! ----- 33.5 2 -0.69 -0.7S o.;o 0,47 0-33 0.48 3 0.51 -0.42 0.48 -1 DO 5.95 0.00 L_In:_0.6witLPressur-------------- �UIGM/EREM.N: Bay ------Shear(k)------- -----eot(f-kJ------ -M�Shr- Deflect in Id Lot CalC Limit UC L.0 talc Lim c UC L0 C UC Calc Limi), .Rr smohl: --- ------------------ ------------------ -------- ------- ,a ---------lbear(k)--------- -------------Woomnl(f-k)-------------- z Mop -o:15 IJ 1:16 lu O:oll 4.56 I 11 Rl1p 0:216 0:00 Left Left Right Right Left Left mid-Span Right Riqht 3 LSUp 0.51 0.18 Mid,, _I 0 3:1 1 9 LS up D 1 0 08 Id 4 :Z u! Lap Lap s, Sup Lap Man Lot Lap Sup -- ----- --- __- ---- ----- ----- ----- ----- ----- 1 0.42 -0.51 DAD -0.91 4 0.48 2 0.75 0.69 0.48 0.24 013, AD WBRkC__LFNGTHS STRMGTH/DER_ECJ1ON: Bay Maj or -____-___Minor__________ -----------Cb- ------- T1 /M--2 LS LL MS RL RS LS LL MS RL RS LS LL MS RL as Page 14 Page 15 F_ LW Des-R.tXt 0:,1 11:1 0:1 1:1 0:1 0:7 1. 1.68 1.0 1.68 1.6; -0 O.DO 0.00 0.00 0.00 Bag ---Left-Lap--- 3 10 0 0.0 0.0 0.0 D 0 1.71 1.00 1.00 1.00 1.00 0:00 I.OD 1.00 1.00 1.00 1 i c shear Bear VC Ca lc shear B C --- ------------------ ----- ------------ I 1 0:LOAD ID:0.6wind-Suction 2 3�1 2:1 1.95 0.19 0 1.95 0.19 --------------------------------- 3 0 265 1.95 0.19 GIRT ACTIONS: ----shear(k)-------;- --------------nt(f-k)--------------- Bag Left Left Right Right Left Left mid-span Right Right LOAD ID;0.6wind-suction I up Lap Lap Sup __SUP _Lap Pcrn Lot Lap Sup ----------------------------------- ----- ---- ----- ----- --- -- ---- ----- ----- ---- 2 0.76 0.83 000 53 GIRT ACTICt6 0.48 -0 53 -0 3, 1 3 0.56 :'1'3 ONG 0 00 -------Sh-(k)-------- ------------moment(f-k)--------- .a T� Left Left Right Right Left Left mid-Span Right Right --t(f k------ -Mo-Shr- Deflect(i SU L2 Sup .1 _-Luc La! S P 4 79 la CalC Limit UC 0 Cllc L"Ift C Lot K CBIC Limit 1 -0.22 0.6 0.;3 0.00 0.3i 3.05 -I.iG -1. --- ------------------ ------------------ ------- ---------- 2 -1.17 -0.31 1.08 1.17 :1:66 -1.16 0-113 0 9.00 -0.53 -1 66 1 1 0.83 2-1 1:,101 usup -0:53 3 2 00:1 Rs-P 0:11 0.00 3 -0.53 -0.46 0:22 1 66 1.6 01333 718 0:00 3 _.:I,6 B :I LS-PP 0 HfdS 1.13 9 450 tsup 0.23 0:09 1 -.G�/DEILShM Y ear Bay (�)---- -----Ponent(f-k)------ -HoMHShr- Octlect(in) U RAC.L�s Id Lot Calc Limit K Lot CAIC Limit UC Lot UC Calc Limit -------------- -- ------------------- ------------------- -------- ---------- say ---------11----------- ---------Cb-.-------- - ------- Id Major I 1,p 1:11 1:81 00:11 HLap -1.16 3.42 0.34 RLap,0.30 0.00 LS LL HS I AS LS LL MS RL AS L LL KS RL RS 2 ., I P. Z 38 Mf ds 0.69 2.79 0.25 RLa 0.40 0 23 3 LLap -0.16 2.8 0.16 LLap -1.16 3.42 0.34 LLap 0.30. 0:00 0-- ------------ ------ --------------00-I.-U-0 1.0-0,T-0-0-I--0-0-I---Z-0- 3 1 0:'0 '9:4' S-.04 g':40 39:4. 1.-1:0 1.00 1. : 1, :0.7 1.00 1 13 1.13 1.13 1.3.3 1.00 1.OD 1 00 1 0 1 00 U BRAM LENGTHS DEFLECTION: (working Load) Bay ,______-__Minor__________ __________may__-_______ ------- -----------7----------- Id Major LS L MS RL HS LS L M RL KS LS LL MS K KS -- ----- --- ---;----------- ------------------- ------------------ Span wind-Pressure wind-suctlion sefs-Pressure SBis_S ction 1 10.3 S.; 5 5.6 0.0 0.0 1.12 1.12 1.12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,d C.1c All- CalC All ,0w LAIC All- calc All- 2 18.0 0.0 0:0 11.4 00 , 1.00 1.00 1.12 1.00 1.00 1.00 1.00 1:00 1:00 1.00 ---- --- ---- ------ --- ----- ----- ----- ----- 3 10.3 0.0 U.0 5.6 5:6 :06 1:00 1:00 1.12 1.12 2.12 1.00 1.00 1.00 1.00 1.00 2 0.00 0.09 0.00 ' 29 - 3 0:07 1.42 0:08 1 LAP BOLT SHEAR/GEARING: 20692 Girt Design 3(Locates 9�000) S/1/17 4:OSp._ Bolt size.0.500 CA307) gaY L P-- ---RighL-L p----- GIRT LAYOUHT: talcShear - uc c Sh r Be- UC Available -- -------------- --- ------------------ Reduction 1 0.42 2.6s 1.95 0.21 Design --L, ft)i� Load Ha. -.r 2 0.42 7.65 1.95 0.21 0.42 2.65 1:95 0.21 Bay h fcl." width a 3 0.42 2.65 1.95 0.21 Id Part Locate Length Le dth race Wight Our in -- --- ----- ----- --- ------ ----__- 1 BX25Z16 i5 0000 10 1.00 5:14 1 33.5 0.00 0.61 2 RX2 S716 15:0000 13:080' 1.OD 1:00 6.79 0 59.2 1:1 O1:1L 3 axZ 5Z16 IS.DDOO 10.33 1.00 5.64 0 0.00 61 DErLEMM:(working wad) 126.3 ----------------------- span wind-Suction SeisPressu;: Selurri:Id C.1c All- Cale A71 Cale Allow Cal[ All: LOAD ID:0.6windL ressure 7-1- -0--03 -1--- --0-03 -1-38 ----- ----- ---- ----- 2 -0: :4" 0:21 2:40 19 2 0 GIRT ACTIONS: 3 0.03 1.38 .0.03 1.38 --------shear(k)--------- --------------Homent f-k)----------- ary. S/1/17 4 B% Left Left Right Right Left Left Mid-span,.. Right R 9 r 92 Ow,jamb Header summ I SUP Lap Lap Sup Sup BP -- ----- ---up Sup --- ---- ----- ----- ----- ----- ----- --- --___ 1 0 :0.4 -0.48 0.00 -0:2 2.93 1.05 1 IAMB/HEADER LAYOUT: 1 1:0,6 0.28 0.929 -1.06 1.50 0.48 -0 638 9.00 0:48 1.50 50 open 8Z ength weight 3 0.48 0.42 -0.19 1.50 1.OS -0.28 7.40 0.00 Id I Locate Part L -- ------ ______ ------- -----Home,rff-k)------ -HU-Shr- Deflecriin) 8 1 iambi 1,111 1:4 a a.R BXI C16 ,4 25.1 Id L. CaIC Limit UC Loc Cale Limit M Lot UC Colt L Mir Header 8X3SCIG 4.33 14.7 --- ------ 9 2 J-bL 8X35216 15-00 50:9 1 Lap :�g 1:.,.1:315, Idg, 1:6031 3:70 0:2.1 11p 1:317 1:1 3 hR W 506 I5.00 So.9 2 RLa, :. 2 Hi _O 3.42 0.18 0.26 _O 12 Header 8X35C16 16.OD 54.2 3 LL3p 0.42 2.8 0.15 LLap 1.05 3.70 0.29 0 7 0.00 'd - k -- ----- 1(ftJ.,k)----- Ho flin UN CE LENGTHS .me.,'d Calc-shcar L.M(ir)--- Lar,Pan2 It T Or sh,:� Cal clLi(.ir --------------- ------------------ --Tii 3- T -:------------- ----- ---------- ---------Hiner---------- -----------Cb-------- -------- 8 JabL - O.�; �3 ii 0:17 4:335 0fi :04 0:00 O.DD 0.9 Bay 0 0 Id -I.r I LL MS RL RS LS LL S RL RS LS LL MS RL KS .5 -0.10 2:83 0.04 3.71 19 4 17 4 0 04 00 ':DO 99 --- ---- -- -------------------- _O. - --------------- ------------------- J-bR WP , 2.83 0.03 3.71 .36 0. 0 0:9 1 10.3 0 1:0 1:,5 1 14 1.00 1.00 1.00 0.00 0.70 I's 1:6133 0:0 3.71 0.19 4.36 0.04 0 2:S 0.0 1.0 1 3.1.9Z 1..1 2 0 0':.00 1 Do 111 1 31 1 12-1:1 1.1-0.12 0.32 0 110 1 9' 2 0.3 0 2 I:D 2 18.. N 3 Header .0.0101 1 01 2:11 -1:.1�1 4:136 S.' a a. 0 0 S8 00 0.99 3' 10.3 1.0 3 0 0.0 0 1.14 1.86 1.00 1.00 l... :,0 0 Ou 2.00 1.00 1.00 0 .02 2..3 G 2 4.65 OD 0.00 0.00 O:S 9 Jambi W 2.93 0.21 7.17 -0.74 65 0:59 0.00 -0.17 2.00 LAP 0.71 0 S 42 2 4 0 BOLT S.Ew.sARMG! -0 2.83 .25 7.42 .01 4.65 .65 0.GO 0. 1.GO I-bR WP 0:77'1 2.83 0.25 7.42 -3Z.74 4.61 0.19 0.00 -0.1B 2.00 0 0 Bolt Size-O.5GD(A307) WS -0.78 2.83 M8 7.42 3.01 4.65 0.65 0.00 0.18 2.00 Page 16 Page 17 EPDeS-R.txt EWOcs-R.L%L Header wv -0.os 2.93 0.02 8.00 -0.20 2.49 0.08 0.00 0.02 2.13 Fiats 22"" WS 0.05 2.83 0.02 8.00 0.20 2.49 O.OB 0.00 0.02 2.13 Framed Openings 226.43 Bracing 6.43 WP-O.6Mind_PrezSure Clips 23.10 0.Lwi0dsuction _______ Total weight . 1475.63 20692 Endwall Diagonal Bracing S-ry S/1/17 4:05pm -- -- ----_ 20L92 warning Summary 5/1/17 4:OSpw PANEL SHW 11ITH NO BRACING: ,.Ho warnings Base ---wind--- --seismic- Len9th Load Calc Load Calc limit 19.0 10 54.5 19 57.7 71.8 DIAGONAL-CC-OBT: Bay NraceJ ovate Bay Design ----oiag_Brace----- ----RL/R--- IN Start Cnd Width Length Type Site Part Calc Limit _- _____ _____ _____ __-__ -_- ________ __________ 3 0.00 7.42 10.33 12.72 C 0.250 CABLEND 7.42 17.07 10.33 14.14 C 0.250 CARLE250 OfAGONAI BRACE STRENGTH: ' BaY Brace_Locate ----wind(k)------ ----seismi[(k)-- Id Start End Load Ca1C Limit Land talc Limit BC _- _____ _____ ____ _____ _____ ____ _____ T.-3-3 ____ ____ 3 0.00 7.42 10 1.32 3.33 19 1.40 3.33 0.42 , 7.42 17.07 10 1.47 3.33 19 1.55 3-33 0.47 DO 16W BASE REACTIONS: Bay Col ------windJ4a%------ -----Seismi tJAax---- Id Id Load Herz Vert(,/-) Lead'Nora Vert(,/-) --- --- ------------------ ---- ------------- 3 1 1h -1.0/ 1.77 18 -0.57 0.94 3 4 17 1.07 1.// 25 0.57 0.94 DEFLECTIDrt AT RAFTER: span/Deflect _ -11 Deflection(in) --Wind--- --Seismic- Neight wind Seismic Calc Limit Cale Limit _______ ___-_____ ll.l 0.33 0.53 629. 60. 389. 60. LOAD CPIBINATSONS: ______________ Column Loads 16-n.6ueaeTO.Uvineleft2,0,fiwindsuction 17-0.6DeaM0.6wind_night2a0.6W1ndsu[Lie . 18-a.0auead,l.Oatollatcral.0.]soismic 25-g.sfiDead-0.75eismic BraCinqq Loads 10-0.56Ded,0.I'Seil.eft2 19-0.560ead-0.7se1smi< 20692� wall Panel RepOK 5/1/17 4:O5pm PANEL DATA: Rotation Panel Ray Part Type Gage Yield Stiffness Height __ ------- ____ _____ _____ _________ ----- I R 26 R Mo0 am 0.D0 18.70 MOMENTS 6 DEREUION: ---------mament(ft-lb/ft)--------- span Lucate(fc) Support Mldspan -.11Li.ft U- Id Start End Lead Calc Limit UC Calc Limit uC Calc Limit uC __________ ____ _____ -____________ ______________ 1 0.00 7.92 WP 88.5 199.9 O.fil -58.9]26.0 0.4fi -0.2 0.99 0.27 $6 -118.2 128.0 0.92 78.7 MM 0.54 0.3 0.99 0.27 2 7.42 15.00 wP 88.5 144.9 0.61 -35.8 1Z8.0 0.28 -0.1 1.01 0.13 ws -118.2 128.0 0.92 11.8 144.9 0.33 0.1 1.01 0.17 3 15.00 18.70 wP 11.3 714.9 0.33 -6.3 126.0 0.05 D.0 0.49 0.01 WS -63.2 128.0 0.49 8.7 144,9 0,06 -0.0 0.49 0.021 0.6W1 ne_Pres re ws-0.6wind suction, �20692- Weight Summary 5/1117 4:OSpm Columns 671.33 Rafters A 412.31 Page 18 page 19 SwDes-F.txt ------------------- °20692 Sidewall De.sign Input 5/1/17 4:09pm °(1)3UBID: 20692' °(2)PROGRAM OPTIONS: °Sidewall Run Run Lap ° Id Girt Panel Stiff 'F' 'Y' 'Y. 1.00 °(3)DESIGN CODE: °Design --- code--- ---Build--- Code seismic "Code Cald Hot Country Code Year Label Zone - 'Ws' 'NAUS12 ' 'AISC10' ---- 'IBC ' 12' 'IBC 12 °(4)UESIGN CONSTANTS: --Strength_Fa[tors-- °Stress-Ratio --Seismic--- •Girt Panel wind Fr me Brace 1.00 1.00 1.0000 1.0000 1.2000 •(5)STF.EL Y7FLDS: °we Flgg C_SeC W-SRC RSec P_Sec r.Sec U-Sec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 36.0 55.0 55.0 °(6)DEFLECTION LIMITS: *---Girt--- --Panel--- Part •Wall Facia Wall Facia wall 90. 120. 90. 120. 90. •(])REPORTS: Input Wall Door Wall ° Echo Girt Jamb Panel 'I' '7' '3' °(B)BDILDING LAYOUT: FRONT SIDEWALL DESIGN °---------Build---------- -----Left_Expand-EW---- -----Right Expand-Ew---- °type Wl dth Length Use opt Extend offset use opt Extend Offset 'FF-' 40.0000 80.0000 'N ' - 0.000 14.000 'N ' - 0.000 14.000 °(9)SURrACE SHAPE: ° No. x_Coord Y-Coord offset ° surf (ft) (ft) (i n) 4 0.0000 16.0000 8.000 20.0000 21.0000 11.500 40.0000 16.0000 11.500 40.0000 0.0000 8.000 °(10)SIDEWALL BAY SPACING: ND. ---Say-et--- ° sets width Guan 1 20.0000 4 °(11)WALL OPENINGS: °No. open Bay Sill Base set Member Panel JambL/ JambR/ °Open Old Td Width Height Offset Type Height El ev Depth Select Opt Header Sill 4 4 1 4.0000 6.0000 3.0000 41 3.0000 0.000 0.000 'C 'F' '--------' '------- 5 1 4.0000 6.0000 9.0000 41 3.0000 0.000 0.000 'C 'F' ---- ---- 6 1 4.0000 11.0000 4.0000 43 9.0000 0.000 0.000 'C 'F' ---- ---- 7 4 4.0000 11.0000 8.0000 43 8.0000 0.000 0.000 'C ' 'r' ---- ---- °(12)PARTIAL WALLS: --Ray-ld- ----0ttset--- Jamb Base Top rull_Load ----Panel---- °No. Id Use Start End Start End Height Type Type Type Girt Col Part Opt 0 °(13)GIRT DESIGN: •Girt --Flange_Strap-- Set Set Max "Type Out In Space Depth Lap Space ZB' 'C' 'N' 6-2500 8.000 0.0000 7.4167 °(14)GIRT LOCATION: Page 1 SWDes-F.txt Set No. Gift SwDes-F.txL °Loc Girt Location -20692_____3C=�a°dovmll=Desi9��0de� =�5/cl/17�4 09pm 'v' 2 7.4167 12.0000 m •C15)SPECTAL GIRT: STRUCTURAL CODE: Ba_Id-- Design Basis WS-working stress Y Not Rolled steel a15C10 0 •N0. Start End Height Type Rot Part Use Cold rormed Steel NAUS12 °(16)PANELS/GUTTERS: BUWLDIING CODE: IBC IZ wail -----Gutter----- Insulation stand Wall *Panel Use Typr. width Use Thick seam Liner Seismic Zone B 'R-26 ' '-' 'N. 0.000 '0' 4.000 'N' '--------' MODULUS OF ELASTICITY °(17)FACIA/PARAPET: Not Rolled Steel 29000 (ksi) Location Edge-Extend Cal Formed Steel 29500 (ksi) °No. Eat Facia Bay Ray Left Rigyht Ext °Ext Id Type Start End EleV Height (ft) (ft) Mount _ _ _ 0 20692 T^�3i�Bypass Girt Design Summary �L 1 5/1117 4:09pm °(18)FAC1A/PARAPCT GIRTS: •Ext----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle GIRT LAYOUT: °A lype Rotate Type Rotate Type Rotate Part Rotate spacing UeS Bey Bay_Offset Design---Extend-- ----Max_Luad--- °(19)BASIC LOADS: Locate Id Id Part---- _S _ __ tart End Length Left Right weight Id UC Report Rot ______ ___ ____ ____ _________________________ ________________ ---Deflection--- wind 7.42 1 1 8x25z16 0.00 20.00 19.67 0.00 1.00 61.2 WS 0.76 Moment D • RasiC Load-Ratio Load ---seismic--- 2 BX25Z16 0.00 20.00 20.00 1.00 1.OD 65.1 WS 0.80 Moment D ° wind Snow wind Seis Factor Dead Coeff 3 8x25z16 0.00 20.00 20.00 1.00 1.00 65.1 Ws 0.76 Moment D 20.1 1.00 0.66 1.00 0.60 3.00 0.0000 4 8X75Z1h 0.00 20.00 19.67 1.00 0.00 61.2 Ws 0.75 Moment 0 ______ ______ ________ __________________________ ______ __ ________ ____ °(20)EDGE ZONE: 12.00 2 1 8X25216 0.00 20.00 19.67 0.00 1.00 61.2 WS 0.49 Moment D Zone C01/ 2 8X25ZIG 0.00 20.00 20.00 1.00 1.00 65.1 WS 0.51 Moment D °width Girt Panel Jamb 3 8X25Z16 0.00 20.00 20.00 1.00 1.00 65.1 WS 0.52 Moment 0 4.000 1.07 1.00 1.07 4 8%25Z16 0.00 20.00 19.67 1.00 0.00 61.2 w5 0.50 Moment D •(21)WINO PRESSURE/SUCTION: Wind Wind Ws-O.Gwind�uction ° Pressure suction 19.2 -21.2 .. Girt Header 23.8 -31.8 .. Pane GIRT INSIDE FLANGE BRACE: 19.1 -21.0 ..]amh No.-Brace/Bay 1 2 3 4 0.0 0.0 .. Parapet Girt - _____ ______ •(22)GtRT LAPS: O 0 O 0 ° Data ------sell------- ------set_2------- ------Set_3------- °opt Sets Left Right Quan Left Right Quan Left Right Quan 20692 Girt Design 1 (Locate- 7.417) S/1/17 4:09pm °(23)GIRT STRAPS: GIRT LAYOUT: ° Data --- Set_1--- ---Set_2--- ---Set-3--- ---Set_4--- Available *Opt Sets Strap Quan Strap Quan Strap Quan Strap QUan Reduction 0 Bay Part -Locate Design --Lap(f-f)-- Load No. Factor °C24)EXPANSION JOINTS: Id ---- Length Left Right width Brace Weight Out In ___ ______ ______ ____ _____ _____ _____ ______ ---- No* 1 Bx25Z11 7.4167 19.67 1.00 1-10 0 61.2 0.00 0.70 °Exp Expansionlocati on 2 8x25z16 7.4167 20.00 1.00 1.00 6.00 0 65.1 0.00 0.70 0 3 8x25z16 7.4167 20.00 1.00 1.00 6.00 0 65.1 0.00 0.70 "(2S)BEANS. 4 BXZSZ16 7.4167 19.67 1.00 6.00 0 G1.2 0.00 0.70 °No. Ba •Beam IJ Use offset Height 252.6 0 •(26)LOAD COEFFICIENT ADJUSTMENTS: LOAD I0:0.6Wind_Pressure ____________________________ ° • Zone Basic ---Step_1--- ----Step-2-- GIRT ACTIONS: •N0. Id Load area Coe f Area coef ---------shear(k)--------- ---moment(f-k)--------------- 0 Bay Left Left Right Right Left Left Mid-Span Right Right •(27)DESIGN CODE OPTIONS: Id Sup Lap Lap Sup Sup Lap Mom LOC Lap Sup •N0. Event Condition ___ _____ _____ _____ _____ _____ ----- _____ _____ ____- 0 1 O.Sh -0.80 0.87 0.00 -2.14 7.70 2.34 3.17 2 0.75 0.68 -0.56 -0.63 3.17 2.46 -0.Be 10.93 1.43 2.03 •code files used: 3 0.65 0.58 -0.68 -0./5 2.03 1.42 -0.94 9.25 2.41 3.12 ISC.12 4 0.84 0.78 -0.53 3.12 2.31 -2.01 12.11 0.00 • EW_IBC.12 Version 4.0 STRFNGTH/DEFLECTION: Bay -------shear(k)------- -----Moment(f-k)------ -NomFshr- Deflect(in) Id Loc Ca IC Limit UC Loc CaIC Limit UC LUC UC Ca1C Limit Page 2 Page 3 SWDes-F.txt SWOes-F.txt 1 RLap -0.80 2.83 0.28 RLap 2.34 3.11 0.63 RLap 0.59 -0.47 Id talc Limit WC Limit Calc Limit CaIC' Limit 2 LLap 0.68 2.83 0.24 ,Lap 7.46 3.64 0.5a LLap 0.59 -O.11 ____ _____ ______ _____ ____ _____ ----- 3 RLaP -0.68 2.83 0.24 RLap 2.41 3.65 0.66 RLap 0.58 -0.12 1 0.31 2.62 0.35 2.62 4 LLap 0.78 2.83 0.27 LLap 2.31 3.69 0.63 LLaP 0.58 -0.44 2 -0.07 2.67 0.08 2.67 3 -0.08 2.67 0.09 2.67 4 -0.29 2.62 0.33 2.62 UNBRACL LENGTHS: Bay _________Minor__________ -----------Cb----------- --------Moml/Mom2___--_- ld Major LSUP LLap MIdS RLap RSVP LSup LLap MidS RLaP RSUP LSUP LLap MidS RLap RSUP ----- -------'---""---- -------------------- -------------------- 20692 ei rt Design 2 (Locate-12.000) 5/1/17 4:09pm 1 19.7 0.0 0.0 0.0 3.S 1.0 1.00 1.00 1.00 1.78 1.72 1.OU 1.00 1.00-0.02 0.74 ��s=== i2 20.0 1.0 4.8 0.0 3.1 1.0 1.11)1.83 1.00 1.79 1.14 0.78 0.00 1.00 DUO 0.70 3 20.0 1.0 3.2 0.0 4,9 1.D 1.14 1.86 1.00 1.91 1.10 0.70-0.04 1.00-0.04 0.77 GIRT uvour: 4 19.7 1.0 3.6 0.0 0.0 0.0 1.12 1.79 1.00 1.00 1.00 0.74-0.02 1.00 1.00 1.00 Available Reduction - LAP BOLT SHEAR/BEARING: RaY Design --iap(ft)-- Load No. Factor Id Part Locate Length Left Right width Brace weigh[ Out In 1 Bolt size=0.500 (A307) 1 Bx25zl6 12.00DO 19.67 1.00 3.96 D 61.2. 0.00 0.10 2 Bx25Z16 12.0000 20.00 1.00 1.00 3.96 0 65.1 0.00 0.70 Bay -------LefLLap------- -------Right-Lap------ 3 tlx25Z1G 12.0000 20.00 1.00 1.00 3.96 0 65.1 0.00 U.70 Id Calc Shear Rear UC calc Shear Bear UC 4 Bx25116 3.2.0000 19.67 1.00 3.96 0 61.2 0.00 0.70 ___ ___________________ ___________________ ------ 1 0.79 2.65 1.95 0.41 252.6 2 0.79 2.65 1.95 0.41 0.51 2.65 1.95 0.26 3 O.S1 2.65S 1.95 0.26 0.79 2.65 1.95 0.40 4 0.78 2.65 1.95 0.40 LOAD IO:0.6wind_Pressure LOAD ID:0.6wind-suction __ GIRT ARSONS: __eft Right Right --------------Mommid-spa)--------------- -------------------------' Bay Left Left Right 0.i ght Left Left Mid-span Right Right ' GIRT ACTIONS: Id SUP Lap Lap SUP SUP Lap Mom LOC Lap SUP ---------Shear(k)-------- --------------Moment(f-k)--------------- 1 0.35 -0.51 -0.55 0.00 -1.31 7.57 1.50 2.03 Bay Left Left Right Right Left Left Mid-Span Right Right 2 0.49 0.44 -0.38 -0.42 2.03 1.Sfi -0.59 10.11 0.97 1.37 Id SUP Lap Lap Sup SUP Lap Mom Loc Lap Sup 3 0.44 0.39 -0.45 -0.50 1.37 0.96 -0.63 9.32 1.62 2.10 --- -- ----- ----- ----- ---- ----- ----- ---- ----- ----- 4 0.57 0.52 -0.35 2.10 1.55 -1.37 12.11 0.00 1 0.63 0-88 0.96 0.00 2.371 7.58 -2.60 -3.52 2 -0.83 -0.75 0.62 0.70 -3.52 -2.73 0.97 10.84 -1.57 -2.23 - STRENGTH/DEFLECTION: 3 -0.71 -O.fib 0.75 0.83 -2.23 -1.56 1.04 0 284 -2.G7 -3.46 gay -------Shear(k)------- ..... Nomeat(f-k)------ -mo-shr- Deflect(in) 4 -0.94 -D.86 0.60 -3.46 -2.56 2.24 12.28 0.00 Id Loc Cult Limit UC LOC. Calc Limit UC LOC UC Calc Limit STRENGTH/DEFLECTION: 1 RLap -0.51 2.83 0.11 RLap 1.SU 3.61 0.41 RLap 0.37 -0.21 Bay -------shear(k)------- -----Moment(f-k)------ -Mumrshr- Deflect(in) 2 LLdV 0.44 2.83 0.16 LLaP 1.56 3.6S 0.43 LLap 0.38 -0.08 Id Loc Calc Limit UC Loc Calc Limit UC Lnc UC Cal Limit 3 RLap -0.45 2.83 0.16 RWp 1.62 3.64 0.44 RLap 0.39 -0.08 --- ---------- --------- --------------"-- -------- ---------- 4 LLap 0.52 2.83 0.18 LLap 1.55 3.69 0.42 LLap 0.39 -0.30 1 RLap 0.88 2.83 0.31 RLap -2.60 3.42 0.76 RWp U.65 0.53 2 LLap -0.75 2.83 0.17 LLap -2.13 3.41 0.80 LLap 0.61 0.12 3 RWp 0.75 2.83 0.27 RLap -2.67 3.42 0.78 RLap 0.64 0.14 UNBRACE LENGTHS: 4 LLap -0.96 2.83 0.30 LLap -2.56 3.42 0.75 LLap 0.64 0.5a Bay ---------Minor---------- -----------Cb----------- -Moml/Mom2------- % Major LSup LLap MidS RLap RSUP LSUP LLap Mids RWp RSUP.LSup LLap Mids RLap RSup ___ _____ ________ _________ ________ ________ ____ __________________-_ UNBRACE LENGTHS: 1 19.7 0.0 0.0 0.0 3.5 1.0 1.00 1.00 1.01 1.7G 1.12 1.00 1.00 1.00 0.Go 0.74 ----- ----' 2 20.0 1.0 4.6 0.0 3.2 1.0 1.10 1.83 1.00 1.79 1.14 0.77 0.00 1.00 0.00 0.71 BaY _________Minor__________ _�___________ ___Mom] Mom2_______ Id Najor LSUP LLap Nids RLAP RSup LSup LLap Mids RLap RSup LSup LLap MidS RLap RSup 3 20.0 1.0 3.2 0.0 4.9 1.0 1.14.1.87 1.00 1.90 1.10 0.70-0.05 1.00-0.04 0.77 -- ----- -------------------- ----------- -------- -------- ------------ 4 19.7 1.0 3.6 0.0 0.0 0.0 1.12 1.79 1.00 1.00 1.00 0.74-0.02 1.00 1.00 1-00 1 19.7 15.1 15.1 15.1 0.0 0.0 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2 20.0 0.0 0.0 10.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 20.0 0.0 0.0 10.1 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.Do 1.00 1.00 LAP BOLT SHEAR/BEARING: 4 19.7 0.0 0.0 15.0 15.0 15.0 1.00 1.00 1.14 1.140 1.14 1.00 1.00 1.00 1.00 1.OD Bolt Size=0.500 (A307) LAP BOLT SHEAR/BEARING: BdY _______Left_LaP------- -------RiyhLLdP------ Bolt si[e=0.500 (A307) Id Calc Shear Bear Uc talc Shear Bear uC ___ _______________ ____ ___________ __---- I 0.51 2.65 1.95 0.26 ' Bay -------LefLLap------- -------Right_LaP------ 2 0.51 2.65 1.95 0.26 0.34 2.65 1.95 0.18 Id Ca lc Shear Bear UC Calc Shear Bear UC 3 0.34 2.65 1.95 0.18 0.52 2.65 1.95 0.27 ___ ___________________ __________ ________ 1 0.88 2.G5 1.95 0.45 4 0.52 2.65 1.95 .2 2 0.88 2.65 1.95 0.41 0.56 2.65 1.95 0.29 - 3 0.56 2.65 1.95 0.29 0.87 2.65 1.95 0.44 4 O.87 2.65 1.95 0.44 LOAD I0:0.6wind-suction ____________________________ DEFLECTION: (working Load) GIRT ACTIONS: ---------------___-------- Span wind-Pressure -wind-suction Seis_Pressure' seis_5uction ---------ShedrRight------ -Left---Left MOmmid-spk)--------------- Bay Leh Left Right Right Left Left Mid-span Right Right ' Page 4 page 5 I i SWDes-F.txt SWDe$-F.tXt Id Sup Lap lap Sup Sup Lap Mom __LOC Lap sup Id Member major outside inside outside inside outside Inside ___ _____ _____ _____ _____ _____ _____ _____ ___ _____ _____ __________ ______ _______ ______ _______------ ------- ______ 1 -0.39 O.S6 0.61 0.00 1.45 7.649 -1.6G -2,25 4 JambL 7,42 0.00 7.42 1.00 1.14 0.00 0.00 2 -0.54 -0.49 0.42 0.47 -2.25 -1.73 0.65 10.74 -1.07 -1.51 ]ambN 7.42 0.00 7.42 1.00 1.14 0.00 0.00 3 -0.48 -0.43 0.50 0.55 -1.S1 -1.05 0.70 9,31 -1.80 -2.32 Header 4.00 0.00 4.00 1.14 1.14 0.00 0.00 4 -0.63 -0.58 0,40 -2.32 -1.72 1.52 12.33 0.00 Sill 4.00 0.00 4,00 1.14 1.14 0.00 0.00 5 JambL 7.42 0.00 7.42 1.00 1.14 0.00 0.00 STR ENGTII/OErLECT10N: JambR 7.42 0.00 7.42 1.00 1.14 0.00 0.00 Bay -------shear(k)------- -----Mament(f-k)------ -Mom.shr- oeflect(in) Header 4.Go 0.00 4.00 1.14 1.14 0,00 0.00 Id LOC Cale Limit UC Lot CaIC Limit UC LOC UC Calc Limit Sill 4,00 0.00 ZOO 1.14 1.14 0,00 0.00 ' --- ------------------- --------------- ---- -------- ---------- 6 Jambi. 4.58 0.00 4.58 1-OD 1.14 0.00 o.00 1 RLaD 0.56 2.83 0.20 RLap -1,fi6 3.41 0.41 BLIP 0.41 0.33 JambR 4.58 0.00 4.58 1-00 1.14 a 00 a.no 2 LLap -0,49 2.83 0.17 LLap -1-73 3.42 0.51 LLap 0.42 0.08 Header 4.00 0.00 4.00 1.14 1.14 0.00 0.00 3 RLap 0.50 2.83 0.18 RLap -1.90 3.42 0.52 RLap 0.43 0.09 sill 4.00 0.00 4.00 1-14 1.14 0.00 0.00 4 LLap -O.58 2.83 0.20 LLap -1.72 3.42 0.50 LLap 0,43 1L 34 7 Jambl. 4.58 0.00 4.58 1-00 1.14 0.00 0.00 JambR 4.58 0.00 4.58 1.00 1,14 0.00 0.00 Header 4.00 0.00 4.00 1.14 1.14 0.00 0.00 UNBRACE LENGTHS: sill 4.00 0.00 4.00 1.14 1.14 0.00 0.(To BaY _---_-___Minor---------- -----------Cb----------- --------Moml/Mom2------- Id Major LSup LLap MidS RLap RSup LSup LLap MidS RLap RSVP LSup LLap Mids RLap RSup STRENGTH/DEFLECTION: 1 19.7 15.0 15.0 15.0 0,0 0,0 1,13 1,13 1.13 1.00 1.00 1.00 1.00 1.00 1.00 1.00 open Load ----Shear(k)----- -----NumenLCft,f-k)----- Momr DeflectSin) 2 20.0 0.0.0.0 10.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Id Member Id Calc Limit UC Lot Calc Limit UC Shear Celt Limit 3 20.0 0.0 0.0 9.9 0.0.0.0 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ---------- ----•--------------- ----------- ------ ---- ----- ---------- 4 19.7 01 0.0 15.0 15.0 15.0 1.00 1.00 1.14 1.14 1.14 1_00 1.00 1.00 1.00 1.00 4 JambL WP 0.08 2.83 0.03 3.71 -0.16 4.36 0.04 0.00 0.00 0.99 WS -0.10 2.83 0.03 3.71 0.18 4.36 0.04 0.00 0.00 0.99 JamhR wP 0.08 7.83 0.03 3.71 -0.16 4.36 U.04 0.00 0.00 0.99 LAP BOLT SBFAR/BEARING: WS -0.09 2.83 0.03 3.71 0.17 4.36 0.04 0.00 0.00 0.99 (leader wP 0.02 2.83 0.01 2.00 -0.02 4.36 0.00 0.00 0.00 0.53 Bolt site=0.500 (A307) WS -0.02 2.83 0.01 2.00 0-02 4.36 0.00 0.00 0.00 0.53 sill WP 0.03 2.83 0.01 2.00 -0.03 4.36 0.01 0.00 0.00 0.53 Bay -------Left_Lap------- -------Right-Lap------ ws -0.04 2.83 0,01 2.00 0.04 4.36 0.01 MO 0.00 0.53 Td ralc Shear Bear UC Ca lc shear Bear uC 5 JambL WP 0.08 2.83 0.03 3.71 -0.16 4.36 0.04 0.00 0.00 0,99 --- ---------- --------- --------------- ---- WS -0,09 2.83 0.03 3.71 0.17 4.36 0.04 0.00 0.00 0.99 1 0.56 2.65 1.95 0.29 JambR WP 0.08 2.83 0.03 3.71 -0.1G 4,36 0.04 0.00 0.00 0.9I 2 O.SG 2,G5 1,95 0,29 0.38 2.65 1.95 0.19 w5 -0.09 2.83 0.03 3.71 0.17. 4.36 0.04 0.00 0,00 0.99 3 0.38 2.6S 1.95 0.19 0.58 2.65 1.95 0.30 Header wP 0.02 2.83 0.01 2.00 -0.02 4,36 0.00 0.00 0.00 0.53 4 0.58 2.65 1.95 0.30 ws -0.02 2,83 0.01 2.00 0.02 4.35 0.00 0.no 0.00 0.53 sill wP 0,03 2.83 0.01 2.00 -0.03 4.36 0.01 0.00 0.00 0.53 ws -0.04 2.83 0.01 2.00 0.04 4.36 0.01 0.00 0.00 0.53 DEFLECTION: (working Load) - 6 Jamb, wP 0.05 2.83 0.02 2.209 -0.06 4.36 0.01 0.00 0.00 0.51 - WS -0.0G 2.83 0.02 2.29 0.07 4.36 0.02 0.00 0,00 0.61 Span wind-pressure wind-suction seis_Pressure seis-sucti on JambR wP 0.05 2.83 0.02 2.29 -0.06 4.36 0.01 0.00 0.00 0.61 Id Celt Limit Calt Limit Calc Limit CalC Limit ws -0.06 2.83 0.02 2.29 0.07 4.36 0.02 0.00 0.00 0.61 ---- ------ ----- ------ ----- ----- ----- ----- ----- header wP 0.05 2.83 0.02 2.00 -0,05 4,36 0.01 0.00 O.00 0.53 1 -0.19 2.fi2 0.21 2,62 WS -0.05 2.63 0.02 2.00 U.05 4.3G 0.01 D..0 0.0U 0.53 2 -0.05 2.67 O.OS 2.67 Sill WP 0.04 2.63 0.01 2.00 -0.04 4,36 0.01 0.00 0.00 0.53 3 -0.05 2.67 0.OG 2.67 WS -0.05 2.83 0.02 2.00 0.05 4.36 0.01 0.00 0.00 0.53 4 -0.20 2.62 0.22 2.62 7 Jambi. wP 0.05 2.83 0.02 2.29 -0.06 4.36 0.01 0.00 0.00 O.G1 WS -0.06 2.83 0.02 2.29 0.07 4.36 0.021 0.00 0.00 0.61 __ JambR WP 0.05 2.83 0.02 2.29 -0.06 4.36 0,01 0.00 0.00 0.61 -- - -- -- - - WS -0.01 2.83 0.02 2.29 0.07 4.36 0.02 0.00 0.00 0.61 20692 = sidewall jamb/HeaderSummary a 5/1117 4:09pm Header WP 0.05 2.83 0.02 2.00 -0.05 4.36 0.01 0.00 0.00 0.53 _ --�_____.__= ws -0.05 2.83 0.02 2.00 0.05 4.36 0.01 0.00 0.00 0,53 sill WP 0.04 2.83 0.01 2.00 -0.04 4,3G 0.01 0.01 1.00 0.53 JAMB/HEAD ER LAYOUT: ws -0.05 2.T$3 0.02 2.00 0.05 4.36 0.01 0.n0 0.all 0.53. open Bay Id Id Locate Part Length weight wP-0.6wind_Pressure --- ------ -------- ------ ------ WS -0.6wi nd_Suction 4 1 Jambl. 8X35C16 7.42 Z5.1 JambR Bx35C16 7.42 2S.1 Header Bx35 C16 4.0D 13:6 JAMB/GIRT LAYOUT: Sill 8x35C16 4.00 13.6 Bot Top 5 1 JambL 8x35C16 7.42 25.1 Open Girt Girt JambR 8x3SC16 7.42 25,1 Id Member (ft) (ft) Interi Or_Girt_LOCations(ft) Header 9x35C16 4.00 13.6 ----member ----- ----- --------------------------- 5i11 Bx35C16 4.00 13.6 4 JambL Base 7.41 6 3 JambL MST:16 4.58 15.5 JambR Base 7.41 JambR 8X3506 4.59 15.5 5 Jambi- Base 7.41 Header 8x3SclG 4.00 13.6 JambR ease 7.41 Sill BX35C16 4.00 13.6 6 Jambi. 7.41 12.00 7 4 3ambL 8x3SC16 4,58 15.5 JambR 7.41 12,00 JambR 8x3SC16 4.58 15.5 7 )ambL 7.41 12.00 Header 8X35C16 4.00 13.6 3amhR 7,41 12.OD sill 8x35c1G 4.00 13.6 JAMB/HEADER UNBRACED LENGTHS: lMe/GIRT LOADING: Support Jamb Available open Load Reaction To Load Member Open -----Minor---- ------Ch----- ReduttionFaCtor Id Id Bot Top (k/fC) Load-At-Girt-Locations(k) Page 6 Page 7 SWOe s-F.txt SWDes-F.txt 4 )ambL WP 0.08 0.08 -0.023 .. No warnings WS -0.10-0.10 0.026 )ambR wP 0.08 0.08 -0.023 WS -0.09-0.09 0.025 5 )ambL WP 0.08 0.08 -0.023 ws -0.19-0.09 0.025 )ambR WP 0.08 0.08 -0.023 ws -0.09-0.09 0.025 6 )ambL WP 0.05 0.05 -0.023 w5 -0.06-0.06 0.025 )ambR WP 0.05 0.05 -0.021 WS -0.06-006 0025 7 ]ambL WP 0.05 0..05 -0..023 WS -0.06-0.06 0.025 ` )ambR WP 0.05 0.05 -0.023 WS -0.06-0.06 0.025 JAMB MOMEN15: Open Load -Max((t,f-k)-- Sd Member Id Locate Moment Moment-At Girt-Locations(f-k) __ ------------ _------------- _------------- 4 )ambL WP 3.71 -0.16 WS 3.71 0.18 3anlbR WP 3.71 -0.16 ws 3.71 0.17 5 )ambL WP 3.71 -0.16 W5 3.71 0.17 )ambR WP 3.71 -0.16 ws 3.71 0.17 6 )ambL WP 2.29 -0.06 WS 2.29 0.07 )ambR WP 2.29 -0.06 WS 2.29 0.07 7 ]ambL WP 2.29 -0.06 WS 2.29 0.07 )ambR WP 2.29 -0.06 WS 2.29 0.07 20692 wall Panel Summary (Bay= 4) 5/1/17 '4:09pm PANEL DATA: Rotation Panel Bay Part Type Gage Yield stiffness Height ' 4 R-26 R 26.00 80.0 0.00 15.33 MOMENTS&DEFLECTION: ---------Mnment(ft-lb/ft)--------- span Lacate(ft) Support Midspan ---Deflect(in)-- Id Start End Load Calc Limit UC Cal[Limit UC Calc Limit UC ____ __________ ____ ______________ ______________ ______________ 1 0.00 7.42 wP 73.3 144.9 0.51 -65.0 128.0 0.51 -0.3 0.99 0.33 ws -98.0 128.0 0.77 86.8 144.9 0.60 0.4 0.99 0.44 2 7.42 12.00 wP 73.3 144.9 0.51 -3.3 128.0.0.03 0.0 0.61 0.04 WS -98.0 128.0 0.77 4.5]44.9 0.0i -U.0 Il.fil 0.06 3 12.00 15.33 wP 8.8 144.9 0.06 -15.7 228.0 0.12 -0.0 0.44 0.04 WS _11.8 128.0 0.09 '20.9 144.9 0.14 0.0 0.44 0.05 wP-0.6wind-Pressure WS-0.6wind_Suctinn 20692 Weight Summary 5/1117 4:09pm Girts S05.17 Frame openings 271.20 776.37 ________ -___ __ 20692 Warning summary 5/1/17 4:09pm Page 8 Page 9 sWUes-B.txt - '20692 Sidewall Design Input 5/1/17 4:09Pm °(1)ODBID: '20692' °(z)PROGRAN OPTIONS: °Sidewall Run Run Lap ° Id Girt Panel stiff 'V' 1.00 °(3)DESIGN CODE: ^Design ---Steel_Code--- ---Build--- code seismic ,code Cold Hot country code rear Label zone 'WS' 'NAD$12 'AISC10' ---- 'IOC 12' '1BC 12 'B ' °(4)DESIGN CONSTANTS: ---Strength_Factors-- °Stress_RatiO --- seismic--- °Girt Panel wind Frame Brace 1.00 1.00 1.0000 1.0000 1.2000 °(S)STEEL YIELDS: °Web Flg C-Sec WSeC RSEC P_SeC T_5ec USeC EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 36.0 S5.0 55.0 °(6)DEFLECTION LIMITS: •---Girt--- --Panel--- Part °wall Facia wall Facia Wall 90. 120. 90. 120. 90. °(])REPORTS: input wall Door wall ^ ECho Girt Jamb Panel �1. .2. .1. 'Y. °(R)BUILDING LAYOUT: BACK SIDEWALL DESIGN °---------Build---------- -----Left-Expand_Ew----- -----Right_Expand_EW---- 'type width Length use opt Extend offset use opt Extend offset 'FF-. 40.0000 80.0000 'N ' - 0.000 14.000 'N ' - 0.000 14.000 "(9)SURFACE SHAPE: N0. x_coord Y_coord offset • Surf (ft) (fL) (i n) 4 0.0000 16.0000 B.000 z0.0000 21.0000 11.500 40.0000 16.0000 11.500 40.0000 0.0000 8.000 •(lO)SIDEWAL1 BAY SPACING: _ NO. ---Bay_SEt--- ° Sets W_i dth Qua 1 20.0000 4 °(11)WALL OPENINGS: °ND. Open Bay sill Base Set Member Panel IambL/ lambR/ op en Id Id width Height offset Type Height El eV Depth Select 'Opt' Header Sill 4 10 1 4.0000.11.0000 8.0000 43 8.0000 0.000 0.000 'C ' F '-------- --------' 11 2 4.0000 11.0000 4.0000 43 8.0000 0.000 0.000 'C ' 'F' ---- - -- '------- ------ 12 4 4.0000 6.0000 7.0000 41 3.0000 0.000 0.000 'C ' 'F' '--------' '--------' 13 4 4.0000 6.0000 li.0000 41 3.0000 0.000 0.000 'C ' 'F' ---- ---- .°(12)PARTIAL WALLS: --nay _Td- ----offset---- Iamb Base Tap Full-Load -=--Panel---- -ND. Id Use Start End start End Height Type Type Type Girt Col Part Opt 0 °(13)GIRF DESIGN: °Girt --Flange_Strap-- Set Set Max ^Type Out In SVaCe Depth Lap Space ". 'C' N' 6.pSOO B.000 0.0000 7.4167 °(14)GIRT LOCATION: Page 1 r _ - SWDeS-B.L%t ^set NO. Girt Sw0e5-e.Lxt ` Luc Girt Location 20692 Sidewall Design Code 5/1/17 4:09pm 'Y' 2 7.4167 12.0000 ___:___-__�_ `(15)SPECIAL GIRT: STRUCTURAL CODE: --tlayld-- Design Basis wS-working Stress -No. Start EnJ Height Type ROC Part USE Cold Formed Steel HAUS12 - 0 •(16)PANELS/GUTTERS: BUILDING CODE: `Wall -----Gutter----- Insulation Stand wall Wind Code IBC 12 Panel use TyQe width use Thick Seam Liner Seismic zone : a 'ft-26 - 'N 0.000 '0' 4.000 'N' ------- e MODULUS OF ELASTICITY •(17)FACIA/PARAPET: Hut Rolled Steel 29000 (ksi) a Location Edge-Extend 'cold Formed Steel 29500 (ksi) •No. Ext Facia Bay Bay Left Rigght Ext ` E%T Id Type Start End El ev Heigh (ft) ((t) Mount 20692 Bypass Girt Design Summary 5/1/17 4:09pm --_ --_-_- ..�.........s.w.......���....�=r •(16)FACIA/PARAPET GI RTS: •Fait----Top---- --Interior- ---Gutter-- ---Back-Panel--- Angle GIRT LAYOUT: 'EX Type Rotate Type Rotate Type Rotate Part 0.0taie Spacing Des Bay Bay-offset Design---extend-- ----MaX_LOad--- •(19)BASIC LOADS: Locate Id Id Part- Start End Length Left Righ[Weight Id llC Report Rot a ___Deflection___ wind ____ _ _____ ________________________________ _______________ ` Basic LoadeRatio Load ---seismic--- 7.42 1 1 Bx25z16 0.00 20.00 19.67 0.00 1.OD 61.2 WS 0.75 Moment D ` Wind Snow Wind sets radar Dead seismic--- 2 8x25z16 0.00 20.00,20.00 1.00 1.00 65.1 WS 0:78 Moment D 2nd 1.00 Wind secs 0.60 Dead 0.0000 oeff 3 8X25Z16 0.00 20.00 20.00 1.00 1.00 65.1 W5 0.80 Moment D 4 8x25Z1G 0.00 20.00 "19.67 1.00 0.00 61.2 WS 0.76 Moment D ------ ___ _t ________ ________________________________ ________________ . p(20)FO E ZONE: Col/ 12.00 2 1 BX25216 0.00 20.00 19.67 0.00 1.00 61.2 WS 0.50 Moment D Zone•width Girt Panel Iamb 2 8x25Z16 0:00 20.00 20.00 1.00 1.00 65:1 w5 0.52 Moment D 4.000 1.07 1.00 lamb 3 Bx2 SZ16 0.00 20.00 20.00 1.00 1.00 6S.1 WS 0.51 Moment n 4 8x25z16 0.00 20.00 19.67 1.00 0.00 61.2 WS 0.49 Moment D •(21)WWNndPRESSURE/SUCTION: w5-O.6windSucti On Wind ` PresSure Suction 19.2 -21.2 ..Girt/Header 23.9 -318 .. Panel GIRT INSIDE FLANGE BRACE: 19.1 -21:0 .. Iamb N..-Brace/Ray 0.0 0.0 .. Parapet Girt •(22)GIRT LAPS: 0 0 0 0 • Data ------Set_1------- ------Sot-2------- ______Set-3------- : ®..�.Qa_T= •opt SeOts Left Right Quan Left Right Quan Left Right Quan 20692 Girt Design 1(Locate. 7.417) 5/1/17 4:09pm :(23)GIRT STRAPS: GIRT LAYOUr: Data ---Sett--- ---Set_2--- ---Sett--- ---Set-4--- Available *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan _ Reduction 0 Bay DeSign --Lap(ft)-- Load No. Factor •(24)EXPANSION JOINTS: Id Part-_-_ Locale Length Left Right Width Brace Weight Out In `No. ___ _______ ------ ____ _____ _____ _____ ______ ________ •Exp Ex ansion_Locati0n 1 8X75Z16 7.4167 19.G7 1.00 1:01 0 61.1 0.00 0.70 O P 2 8x25zIG 7.4167 20.00 1.00 1.00 6.00 0 65.1 0.00 0.70 3 8X25Z16 7.4167 20.00 1.00 1.00 6.00 0 65.1 0.00 0.70 4 8x25z1G 7.4167 19.67 1.00 6.00 0 61.2 0.00 0.10 •(25)BEAMS: °N0. Bay 252.6 .Ream Id Use Offset Height 0 ssure •(26)LOAO COEFFICIENT ADJUSTMENTS: LOAD I-----ind_Pre----- • 7one Basic ----Step1--- ----Step-2--- GIRT id Load Area Coo f Area COef GIRT ACTIONS: D __------- Shear(k)--------- --------------Moment(f_k)_______________ Bay Left Left Right Right Left Left Mid-Span Right Right `(27)OESIGN CODE OPTIONS: ld sup Lap Lap SUP. Sup Lap __MOM LOC Lap Sup •NO. Event Condition ___ _____ _____ _____ _____ ...a! ___ _____ _____ _____ 0 1 0.53 -0.78 0.14 0.00 -2.01 7.56 2.31 3.13 2 0.76 0.69 -0.57 -0.64 3.13 2.40 -0.94 10.82 1.42 2.03 •[ode files used: 3 0.63 0.56 -0.68 -0.7S 2.03 143 -0.88 9.17 2.46 3.17 a IOC it 4 0.87 0.80 -0.56 3.17 2:34 -2.14 11.97 0.00 • 12 Ew1BC.12 version 4.0 STRENGTH/DEFLECTION: Bay -------shear(k)------- -----Moment(f-k)------ -Me+Shr- Deflect(in) Id Lac Calc Limit UC LOC Calc Limit UC LOc UC Calc Limit Page 2 --- --_- - Page 3 SwDes-B.txt SwUes-a.txt 1 RLap -0.78 2.83 0.27 RLap 2.31 3.69 0.63 RLap 0.58 -0.44 Id Calc Limit CaIC Limit Calc Limit Calc Limit 2 LLap 0.69 2.83 0.24 LLap 2.40 3.64 0.66 LLap 0.58 -0.12 ____ ______ _____ ______ _____ _____ _____ _____ _____ 3 RLap -0.68 2.83 0.24 RLap 2.46 3.64 0.6R RLap 0.589 -0.11 1 -0.29 2.62 0.33 2.62 4 LLap 0.80 2.83 0.28 LLap 2.34 3.69 0.63 LLap 0.59 -0.47 2 -U.OB 2.67 0.09 2.67 3 -0.07 2.67 0.08 2.67 4 -0.31 2.62 0.35 2.62 UNBRACE LENGTHS: DO Y _________Minor__________ -----------Cb----------- --------Moml/MOm2____-__ Id MdjUr LSOp LLap MidS RLap RSup LSup LLap MidS RLap RSVP LSUp LLBD M1 d5 RLap RSup ��„s�e�=mee=es__ --- ------------ ------- ---- ------------- --------'---------- �20692 Girt Design 2 (to 12.000) S/1/17 4:09Pm 1 19.7 0.0 0.0 O.0 3.6 1.0 1.00 1.OD 1.00 1.79 1.12 3.00 1.00 1.00-0.02 0.74 ------ =ve==�mcroso�__m��y=� 2 20.0 1.0 5.0 0.0 3.2 1.0 1.10 1.93 1.00 1.83 1.14 0.77-0.04 1.00-0.03 0.70 3 20.0 1.0 3.1 0.0 4.8 1.D 1.14 1.79 1.00 1.83 1.10 0.70 0.00 1.00 0.00 0.78 GIRT LAYOUT: 4 19.7 1.0 3.5 0.0 0.0 0.0 1.12 1.78 1.00 1.00 1.00 0.74-0.02 1.00 1.00 1.00 Available Reduction LAP BOLT SMEAR/BEARING: Bay 0e5ign --Lap(ft)-- Load No. Factor Id .It Locate Length Left Right width Brace Weight Dug In Bolt size.0.500 (A307) 1 8x25216 12.0000 19.67 1.00 3.96 0 61.2 0.00 0.70 2 8x25216 12:0000 20.00 1.00 1.00 3.96 0 65.1 0.00 0.70 Bay -------LefF_Lap------- ----------Right_Lap------ 3 Bx25216 12.0000 20.00 1.00 1.00 3.96 0 65.1 0.00 0.70 Id Calc Shear Dear uC Calc Shear Bear uC 4 8x25z16 12.0000 19.67 1.00 3.96 0 61.2 0.00 0.70 ___ ___________________ ___________________ _ 1 0.78 2.65 1.95 0.40 252.6 2 0.71 2.65 1.95 0.40 0.51 2.65 1.95 0.261 3 0.51 2.65 1.95 0.26 0.79 2.65 1.95 0.41 4 0.79 2.65 1.95 0.41 LOAD ID:O.Gwind_Pressure ---------------------------- GIRT ACTIONS: LOAD ID:O.6wind_suction ---------Shear(k)--------- --------------Moment(f-k)--------------- ---------------------------- Bay Left Left Nl9ht Right Left Left Mid-Span Right Right GIRT ACTIONS: Id Sup Lap Lap Sup Sup Lap MOm Lot Lap Sup ___ _____ ___ _____ _____ _____ _____ _____ _____ _____ ---------Shear(k)--------- --------------Moment(f-k)--------------- 1 0.35 0.52 _0.57 0.00 _1.3fi 7.55 1.56 2.10 Bay Left Left Right Right Left Left Mid-Span Right Right 2 0.51 0.46 0.38 0.43 2.10 1.62 0.62 10.89 0.96 1.36 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.42 0.38 -0.44 -0.49 1.36 0.96 -0.60 9.26 1.57 2.03 --- ----- ----- ----- ----- ----- ----- ----- ----- ---- 4 0.55 0.51 -0.35 2.03 1.50 -1.31 12.10 0.00 1 0.60 0.86 0.74 0.00 2.24 7.38 -2.56 -3.46 2 -0.83 -0.76 0.63 0.71 -3.46 -2.67 1.03 10.84 -1.56 -2.23 STRENGTH/DEFLECTION: 3 -0.70 -0.62 0.75 0.83 -2.23 -1.57 0.97 9.16 -2.73 -3.S2 - Bay -------Shear(k)------- -----Moment(f-k)----- -m-shr- Deflect(in) 4 -0.96 -0.88 0.63 -3.52 -2.60 2.39 12.08 0.00 Id Loc Calc Limit UC Loc WE Limit UC Loc UC Ca1c Limit ___ ___________________ ___________________ ________ __________ STRENGTH/DEFLECTION: 1 RLap -0.52 2.83 0.116 RLap 1.56 3.69 0.42 RLap 0.39 -0.30 Bay -------shear(k)------- -----Moment(f-k)------ -Mom+Shr- Deflect(in) 2 Lwp 0.46 2.83 0.16 LLap 1.62 3.6M1 0.4M1 LLap 0.39 -0.08 Id Loc Calc Limit UC Loc Calc Limit UC Loc UC Calt Limit 3 RLap -0.44 2.83 0.16 NLap 1.57 3.65 0.43 RLap 0.36 -0.08 --- ---------- ---' ---- -'-- -----'--------- --'----- ---------- 4 LLap 0.51 2.83 0.168 LLap 1.50 3.69 0.41 trap 0 37 -U.29 1 RLap 0.86 2.83 0.30 RLap -2.56 3.42 0.75 RLap O.6M1 0.49 2 LLap -0.76 2.83 0.27 LLap -2.61 3.42 0.76 LLap 0:64 0.14 3 RLaP 0.75 2.83 0.27 RLap -2.73 3.42 0.80 RLap 0.65 0.12 UN6RACE LENGTHS: 4 LLap -0.88 2.83 0.31 LLap -2.60 3.42 0.76 LLap 0.65 0.53 gay ---------Minor----------"-----------Cb----------- --------Mom1/Mom2------- Id Major LSup LLap MidS RLap RSuP LSup LLap MidS RLap RSup LSup LLaP MidS_RLap RSup ___ _____ ____________________ ____________________ ____________________ UNBRACE LENGTHS: 1 19.7 0.0 0.0 0.0 3.6 1.0 1.00 1.00 1.00 1.79 1.12 1.00 1.00 1.DO-0.02 0.74 aay ---------Minor---------- -----------Cb----------- --------Mpml/Mom2------- 2 20.0 1.0 5.0 0.0 3.2 1.0 '1.10 1.94 1.00 1.83 1.14 0.77-0.04 1.00-0.03 0.70 Id Major LSuP LLap MidS RLap RSuP LSUP LLap MidS RLap RSuP LSuP LLap MidS RLap RSup 3 20.0 1.0 3.2 0.0 4.6 1.0 1.14 1.79 1.00 1.83 1.10 0.71 D.00 1.00 0.00 0.77 -- 4 19.7 1.0 3.5 0.0 0.0 0.0 1.12 1.76 1.00 1.00 1.00 0.74 0.00 1.00 1.00 1.00 1 19.7 1S.0 15.0 15.0 a 0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ' 2 20.0 0.0 0.0 9.9 0.0 0.0 1.00 1.DO 1.12 1.on 1.00 1.00 1.Do 1.00 1.00 1.00 3 20.D 0.0 a.0 10.1 0.0 0.a 1.00 1.00 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LAP DOLT SHEAR/BEARING: 4 19.7 0.0 0.0 15.1 1S.1 15.1 1.00 1.00 1.1S 1.15 1.15 1.00 1.00 1.00 1.00 1.00 Bolt Size.0.500 (A307) LAP BOLT SHEAR/BEAMING: Bay Left_Lap------- -------Right_Lap------ I Bolt Size=0.500 (A307) __d _Calc Shear Bear UC Calc Shear Bear UC ____ __________ ____ ___________________ _ Ba -Left_Lap------- -------Riht-LaP------ 1 0.53 2.65 1.95 0.17 Y ------ 9 2 0.53 2.65 1.95 0.27 0.53 2.65 1.95 0.27 Id Calc Shear near uC Calc Shear Bear .UC 3 0.34 2.65 1.95 0.17 a 51 2.65 1.95 0.26 ___ ___________________ ___________________ 4 0.51 2.65 1.95 0.26 1 0.87 2.65 1.95 0.44 2 0.87 2.65 1.95 0.44 0.56 2.61 1.95 0.29 3 0.56 2.65 1.95 0.29 0.88 2.65 1.95 0.45 4 0.88 2.65 1.9S 0.45 LOAD 1D:0.6wind-suction ____________________________ DEFLECTION: (Working Load) GIRT ACTIONS: __________________________ --------- S ear _________ _ _________Moment _ -______________ Span Wind_Pressure windSuction Sei s_Pressure Sei s_Suctinn Bay Left Left Right Right Left Left Mid-Span Right Right Page 4 Page 5 Swpes-B.txt SwOes-B.LXL Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Id Member Major Outside Inside Outside Inside Outside Inside _____ _____ _____ _____ _____ _____ _____ _____ ___-______ ______ _______------ _____________ ------- ------ 1 -0.40 0.58 0.63 0.00 1.52 7.33 -1.73 -2.33 10 JambL 4.58 0.00 4.58 1.00 1.14 0.00 0.00 ' 2 -O.SG -0.51 0.42 0.47 -2.33 -1.79' 0.69 10.90 -1.05 -1.50 ]ambR 4.58 O.OD 4.58 1.00 1.14 0.00 0.00 3 -0.47 -0,42 0.490.54 -1.50 -1.06 0.66 9.25 -1.73 -2.25 (leader 4.00 0.00 4.00 1.14 1.14 0.00 U.00 4 -0.61 -O.Sfi 0.39 -2.25 -1.67 1.45 11.97 0.00 Sill 4.00 0.00 4.00 1.14 1.14 0.00 0.00 11 JambL 4.58 0.00 4.58 1.00 1.14 0.00 0.00 STRENGTH/DEFLECTION: 7ambR 4.58 0.00 A.58 1,00 1.14 0.00 0.00 Bay -------Shear(k)------- -----moment(f-k)------ -montShr- Deflect(in) Header 4.00 0.00 4.00 1.14 1.14 0.00 0.00 Id Loc Calc Limit UC Loc Calc Limit UC Luc UC Cal c Limit Sill 4.00 0.00 4.00 1.14 1.14 0.00 0.00 --- ------------------- ------------------ -------- ---------- 12 JambL 7.42 0.00 7.42 1.00 1.14 0.00 0.00 L RLap 0.58 2,83 0.20 RLap -1.73 3.42 0.50 RLap 0.43 0.33 JambR 7.42 0,00 7,42 1.09 1.14 0.00 0.00 2 LLap -0.51 2.83 0.18 LLap -1.79 3,42 0.52 LLap 0.13 0,09 Header 4.00 0.00 4.00 1.14 1.14 0,00 0,00 3 RLap 0,49 2,83 0.17 RLap -1.73' 3.42 0.51 RLap 0.42 0.08 Sill 4.00 0.01 4.00 1.14 1.14 0.00 0.00 , 4 LLap -0.56 2.83 0.20 LLap -1.67 3.42 0.49 LLap 0.42 0.33 13 )-lu- 7.42 0.00 7.42 1.00 1,14 0.00 0.00 JambR 7.42 0.00 7.42 1.00 1.14 0.00 0.00 Header 4.00 0.00 4.00 1.14 1.14 0.00 0.00 UN8RACE LENGTHS: Sill 4.00 0.00 4.00 1.14 1.14 0,00 0,00 BaY --------p Mids RL.Ip RSup LSUp LWp MidS RLap RSup LSup LLap MidS 0.Lap RSup ` STRENGTH/DEFLECTION: _____ ____________ ____ ____ ____________________ _________________ ---- 1 19.7 15.0 15.0 15.0 D.0 0.0 1.14 1.14 1.14 1.00 1.00 1.00 1.00 1.00 1.00 1.00 open Load----shear(k)----- -----moment(ft,f-k)----- Moms oeflect(in) 2 20.0 0.0 0.0 9.8 0.0 0.0 1.00 1.00 1,12 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Td Member Id Calc Limit UC Lac talc Limit UC Shear Calc Limit 3 20.0 0.0 0.0 10.2 0.0 0.0 1.00 1.00 1.14 1.00 1.00 1,00 1.00 1.00 1.00 1.00 ----------------------------- ----------- ---------- ----- ---------- 4 10.7 0.0 0,0 15.0 15.0 15.0 1.00 1.00 1.3-3 1.13 1.13 1.00 1.00 1.00 1.00 1.00 •10 JambL WP 0.05 2.B3 0,02 2.29 -0.06 4.36 O.D1 0.00 0.00 0.61 Ws -0.06 2.83 0.02 2.29 0.07 4.36 0,02 0.00 0.00 0.61 ]ambR WP 0.05 2.83 0.02 2.29 -0.06 4.36 0.01 0.00 0.00 0.61 LAP BOLT SHEAR/BEARING: WS -O.OG 2.83 0.02 2.29. 0.07 4.36 0.02 0.00 0.00 0.61 Header WP 0.05 2.83 0.02 2.00 -0.05 4.36 0.01 0.00 0.00 0,53 Bo1L Size-0.500 (AW) WS -0.05 2.83 D.02 2.00 0.05 4.36 0.01 0.00 0.00 0,53 sill Wv 0.04 2.93 0.01 2.00 -0.04 4.36 0.01 0.00 0.00 0.53 Bay -------Left-Lap------- -------Right_Lap------ WS -0,05 2,83 0,021 2.00 0.05 4.36 0.01 0,00 0.00 0,53 Id Calc Shear Bear UC talc Shear Bear UC 11 JambL WP 0,05 2.83 0.02 2.29 -0.06 4.36 0.01 0.00 0.00 0.61 --- --------------- ---- ----- ---------- ---- WS -0.06 2.63 0.02 2.29 0.07 4.36 U.02 0.00 0.00 0 61 1 0.58 2.65 1.95 0.30 3ambR WP 0.05 2.83 0.02 2.29 -0.06 4.3G 0,01 0.00 0.00 0.61 2 0.58 2.fi5 1.95 0.30 0,31 2,65 1.95 0,19 WS -0.05 2.83 0.02 2.29 0.07 4.3E 0.02 0.00 0.00 0.61 3 0.37 2.65 1,9S 0,19 0.56 2.65 1.95 0.29 (leader WP 0.05 2.83 0.0"l. 2.00 -0.05 4,36 0,01 0.00 0.00 0.53 4 0.56 2.G5 1.95 0.29 WS -0.OS 2.83 0.02 2.00 0.05 1.36 0.01 0.00 0.00 0.53 sill wP 0,04 2.83 0.01 2.00,-0.04 4.36 0.01 0.00 0.00 0.53 wS -0.01 2.83 0.02 2,00 0,05 4,36 D.O1 0.00 0.00 0.53 DEFLECTION: (working Load) - 12 JambL wP 0.08 2.83 0.03 3.71 -0.16 4.36 0.04 0,00 0.00 0.99 -- --------------------- WS -0.09 2,83 0.03 3,71 0.17 4.36 0.04 0.00 0.00 0.99 span wind-pressure wind-suction 5eis_Pressure Seis-suction JambR WP 0.08 2.83 0.03 3.71 -0.16 4,36 0,04 0.00 0.00 0.99 Id Cale Limit talc Limit Cale Limit Calc Limit w5 -0.09 2.83 0.03 3.71 0.17 4.36 0.04 0.00 0.00 0.99 ---- ------ ----- ------ ----- ----- ----- ----- ----- reader wp 0.02 2.83 0.01 2.00 -0.02 4.36 0.00 0.00 0.00 0.53 1 -0.20 2.62 0.22 2.62 WS -0.02 2,83 0,01 2,00 0,02 4.36 D.00 0.00 0.00 0.53 2 -0.05 2,67 0,U6 2.fi7 Sill wp 0.03 2.83 0.01 2,00 -0,03 4.36 0.00 0.00 0.00 0.53 3 -0.05 2.G7 0.06 2.67 WS -0.04 2.83 0.01 2.00 0.04 4.36 0.01 0.00 0.00 0.53 4 -0.19 2.62 0.21 2.62 13 JambL WP 0.08 2,83 0.03 3.71 -0.06 4.1fi 0.014 0.00 0.00 0.99 WS -0.09 2,83 0.03 3.71 0.17 4.36 0,04 0.00 0.00 0.99 JambR WP 0.08 2.83 0,03 3.71 -0,16 4,36 0,04 0.00 0.00 0.99 WS -0.10 7.83 0.03 3.71 0.18 4.36 0.04 0.00 0.00 0.99 20692 Sidewall jamb/Header summary 5/1/17 4:09pm Header wP 0.02 2.83 O.Ol 2.00 -0.02 4,31 0.00 0.00 0.00 0.53 WS -0.02 2.B3 0.0] 2.00 0.02 4.36 0.00 0.00 0.00 0.53 Sill wP 0.03 2.83 0.01 2.00 -0.03 4.36 0.01 0.00 0.00 0.53 JAMB/HEADER LAYOUT: WS -0.04 2.83 0,01 2,OD 0.04 -4.36 0.01 0.00 0.00 0.53 Open Bay _Id Id Locate Part Length Weight wP-0.6wind_Pressure ' ___ ___ ______ ________ ______ ______ WS 0.6wind_SurrTon 10 1 -JambL BMUG 4.58 15.5 JambR Bx35c16 4.00 15.5 Header. 8X35C16 4.00 13.fi _ JAMR/GTRT LAYOUT: Sill 8x35C16 4.58 13,fi iBot n lop 11 2 Jambi. 8x35C16 4.58 15.5 open Girt Girt Header 8x35C16 4.00 13 6 Id Member ---- ---- ----i----i-L-----i------ Header 8x35C16 4.00 13.fi ---------- _____ _____ ___________________________ sill BX35C16 4.00 13.6 10 JambL 7.41 12.00 12 4 JambL BXISC16 7.42 25.1 JambR 7.41 12.00 JambR 8x35C16 7.42 25.1 11 JambL 7.41 12.00 Header 8X35C1G 4.00 13.6 JambR 7.41 12,00 sill 8x3Sc16 4.00 13,6 12 JambL ease 7.401 13 4 JambL 8X35C16 7.42 25.1 JambR Base 7.41 JambR 8x35C16 7.42 25.1 13 Jambi- ease 7.41 Header 8x35C1G 4.00 13.6 ].moll Base /.41 Sill 8x35C16 4.00 13.6 3AMB/GIRT LOADING: JAMB/HEADER UNBRACED LENGTHS: Support Jamb Available Open Load Reaction(k) Load Open -----Minor---- ------Cb----- ReductionFactor Id Member Id Not Top (k/ft) Load-At-Girt-Locations(k) Page 6 Page 7 SwDes-B.txt SwDes-B.txt ______________ __________ ______ ______________________________ 10 JambL WP 0.05 0.05 -0.023 .. No warnings ws -0.06-0.06 0.025 JambR WP 0.05 0.05 -0.023 ws -0.06-0.06 0.025 11 JambL wP 0.05 0.065 -0.023 ws -0.06-0.06 0.025 JambR WP 0.05 0.05 -0.023 W5 -0.06-0.06 0.025 12 ]ambL WP 0.08 D.08 -0.023 ' WS -0.09-0.09 0.025 JambR WP 0.08 0.08 -0.023 WS -0.09-0.09 0.025 13 JambL wP 0.08 0.08 -0.023 WS -0.09-0.09 0.025 JambR WP a 08 0.08 -0.023 WS -0.10-0.10 0.026 ]AMB MOMENTS: open Load -Max(ft,f-k)-- Id Member id Locate Moment MomentAtGirt-Locations(f-k) ______________ _____________ ________________________________________ 10 JambL wP 2.29 -0.06 W5 2.29 0.07 JambR wP 2.29 -0.06 w5 2.29 0.07 ' 11 JambL wP 2.29 -0.06 Ws 2.29 0.067 JambR wP 2.29 -0.06 w5 2.29 0.07 12 JambL WP 3.11 -0.16 ws .3.71 0.17 JambR WP 3.71 -0.16 WS 3.71 0.17 13 JambL WP 3.71 -0.16 W5 3.71 0.17 JambR wP 3.71 -0.16 WS 3.71 0.18 20692 =s-wall Panel Summary(BaY= 4) ---==�5/1/174:09pm PANEL DATA: ROtati On Panel Bay Part Type Gage Yield Stiffness Height _____ _____ _________ 4 R-_2_6 R 26.00 80.0 0.00 15.33 MOMENTS&DErLECTION: ---------Mument(ft-lb/ft)--------- Span Locate(ft) Support Midspan ---oeflect(in)-- Id start End Load Calc Limit UC Cal c Limit UC talc Limit UC ____ __________ ____ ______________ __ ____________ 1 0.00 7.42 wP 73.3 144.9 0.51 65.0 128.0 0.51 -0.3 0.99 0.33 wS -98.0 128.0 0.77 86.8 144.9 0.60 0.4 0.99 0.44 2 7.42 12.00 wP 73.3 144.9 0.51 -3.3 128.0 0.03 0.0, 0.61 0.04 wS -98.0 128.0 0.11 4.5 144.0 0.13 -0.0 0.61 0.06 3 12.00 15.33 wP 8.8 144.9 0.06 -15.7 128.0 0.12 -0.0 0.44 0.04 WS -11.8 128.0 0.09 20.9 144.9 0.14 0.0 0.44 0.05 WP-0.6wind-vressure WS-0 6wind-Suction 20692 weight Summary 5/1/17 4:09pm Girts 505.17 Frame openings 271.20 776.37 __��_�____ 20692 Warning Summary 5/1/17 4:09pm page 8 Page 9 RfDes-2.txt •20692 d •�� Rigid Frame Design input 5/1/17 3:32m •(1)3DBI D: 20692' •(2)F-,OCSZCN OPTIONS: --Frame- -------Frnee-SpaCe------- section Splice web_stiffener P •ad type L..CoI RJP1 Rafter space Fix use Ratio SA, Delta 1'RF' 20.000a 20.00DO 20.0000 5.0000 1.00 'N' 0.00'Y' 'EL' •(3)DPT.MnM BPTIONS: *Plate Depth Frame -L-Col_Dep[h_Opt- -R_Cal_Depch_Opt- RRfter�ePth_Opt `Opt .OpT Sym TYP N{n Max I N{n Max Typ Min Max - N' 11.o0 48.o0 R'11.Oo 49.00 'T'IBM Woo 'C 4)UESICH CODE: •Design ---Steel_Code--- ---guild--- code Seismic •Code cold HOC Count ry Code Year Label Zone 'Ms 'NAU512 'AISCIU' --- 'IBC 12' 'ZBC 12 % ' •(S)DESZON CONSTANTS: • sven9rn}actpr--- •---Stressaati0---- ---seismic-- •Fr'lm Col EP BP wind Frame SOP I.Do 1.00 1.o0 I.00 Moog 1.o000 1.BOB •(fi]]SnEL YTEIDS: ' •Web rl9 CSee WS S ee Rec PS S ee T_Sec Uec EP BP 55.0 55.0 55.0 55.0 50.0 42.0 46.0 36.D 55.0 55.0 •(7)DEFLEM0fl LIMITS: •- vertical-- -------Horizontal------- -weakpxis- Live Total Total Sri, Crane rl our wind stis •180.0 12D.0 60.0 50.D 100.0 0.0 60.0 5D.0 •(IRpp)1A1IIC DC519R Cnd IIaSC HCY{Se Action sec rlange Segment unbrc Floor D{ag •ECho Summary Plate Plate Input Stress Prop Bra[e of spl. Len M1Pa[t grace •I. .Y. .4. 'Y. 'Y' 'N' 'N• .Y. .N. .N. .N. N. •(9)SURFACE SHAPE: 4 RIGID FRAME I DESIGN N' 1LCoord Y_Coord offset 4 O.oDoo 16.0000 8.DOo 2D.0D00 21.0000 11.500 40.BE 16.0D00 n 50o - 4U.U0DD 0.0000 8.0DO •(10)NESBER DEPRIS: •Sur( StarDepth----End No. --Interior-Depth DepN •Itl Start cep LOca[e Depth ' 1 11.4D0 11.4D 0 2 17.000 12.ODO 0 3 12.000 17.000 0 4 11.400 11.100 0 •(11)IIEMRF.A SPLTCFS: Surf •Id No. I�Cate Type 1 0 2 1 0.0000 'VCr' 3 1 0.0000 'VEE 4 1 0.Won `(12)SE61lFM PLATES: Surf wId---Segment-- Member Plinth ----ela[e_Thirkne+s--- •No. Id Id id Leng9th Part width web Ossl99 Is_Fl99 6 1 1 1 0.0000 'W12x26 6.490 0.2300 0.3800 0.3800 2 2 2 0.00" '--------' 6.000 0.1490 0.2500 0.3125 2 2 3 10.0000 --- 6.000 0.1490 0.250D 0.2500 3 3 4 A.008 0 -- 6.000 0.1490 0.25DD D,2500 3 3 S 0.0000 6.DOB 0.1490 0.25DD 0.3125 4 4 6 D.0000 'N12x2G 6.490 0.2300 0.3800 0.3800 •(13)INTERIOR COLUMNS: --Column------ Cap Rafter un race_Length ----Column--- •No. Id Typ Rot Locate Conn Opt Major Minor Set Part 0 •(14)INTERIOR COLIWN PLATES: •-Column-----Depth---- No. Start ---aeb_DepfEnd Web F1g --Thickness-- •id shape Min Na. Nrm Locate Start End Thick Width OS_Flg IS_Flq •(15)ZN"TD COLDHN SPLICES: Cal •No.Id Id locate Type 0 •(16)BASC&WALL OPTIONS: ' Page 1 $w88S88888 .— ��eeooeeee a'w=e eeeeoo � �8888S88o �, �00000eeo 8888aSS88a888$S8S888888aS8aSa8888SS8SS8888S88 ISBS„���o8 __ eooeeeeeeeeooeeeeeeeeeeeee000000eeee000eo rr 39 �Sg8888SSS S888S8 888 SSS88888888588888a8a888888885 o eoe0000000000000eo 00000000000coc0000000eeoeo r"� '"'888SSSSS 88aaa888888SS8888888S8S8a��mmmm��88a888885$8$ ;� � ==voveoo �^ ooeeeeeoeeoeeeeeee0000eee eeeeeeeoeeo �� °�ve00000a ao8888$oSeo8S80000008o8888O0e0008��mGmm��B$88 � �«=85888885 - 88888858$8S88ee83::8S�e88S888SS888888885888 ooeeeeeeeeeooeoogoaegodeqovaov000000000vood=a 'z'dry ��eOo88888 50 SSBS $S8S88Qa$Se:B$�aaaaS8888SgSa888S888888 .. _ ee000� "00000000000000coocoeoc000000e000 � ��g$000co� o 'O 8<8ags888888888888888SSSSa8S88888SSS88S888 e r deem eeeooeeeeeeeeeoeeeeeeee0000eeeeeeeeeoeeeeee I'��SS888a88 rryry i �Sc000000888S8S8S883�S=$o800S88OOOCe000888oaod �J 1Q888S0000 eeSeSo � -- eSe$$58888SS8$SSS888aSS88S8SS8888aS8S eee eeeeeeeee000eeeeeeeeooeeeeeeeeeeooeeeeeeeeeee ��� I�o88o08888 =8dSS8e$58888a8SS$SS88aa88SS8888S8888888a88SSS �'�� 5��o a go��«� "� eeeeeeeeeeoeeeeeooeeoeeeeeeeeeeeoeoeeeeeeeeee .SESBSoS. L S88S8S888S888888888S8S888a888aa8888SSS8S8 ..O .`. e ease �� eeeoeeeeeeeeeeeeeeeooeoeeeeee0000eeeeeeee000 3 888 � �'ee��......... 0¢ oSooeg8888SSSSog883�SSo8008888SoSo�SSo88880000 �g� °�go888O88o ggqq 8oeoeoo88888SSS8a88888$S8eoa8888 e88888858888 ;.��' �-" �oogoogo :i„��� oo i o oe00000000000e00000000e0000000000e000000000o Sao IJa88008o8g dV 00000e0000000000000oo 000c000g00000000.... 00 --882 a 88 8S888a88SaS88S8Sa88888888888a8S8S888888a8 8 a �� eeeeeeoee000eoeooeeeeooeeeeo �d- 5A" �Feepe « eoe000000eoeodeoo....... •.•........... •. SI�" ---- �88858888����38$S$$aa88��888SeS��8SS8S888 I eOassss�Oeeeaaaass$ssssasss^ooas$oosaaaasss$� .i«a aii iiima �osaas$5���3888588888�g�8gooaB�'SSoBoo6'8M88 � ---- -;; '— ��a �P99 m �q ir9 mmm.MM.mmm.eee« ���-a�-e ��ssaaassss Aso eeeeeee _ s�eeeeeeeee ass � �oavooeee _ sss d;ssasaaaaa 93 'Jo$8aS8888 am ......... -- 'd� �''8888S8O88 o 'bo I�88o88888$ � �a oa � aoaea00000 inss ss.,, as '0000`doaa �� i„ �~ e� ii�ssssooaoo� e N ;Ya is ee ? Y„e �oa00000'o d..,. A ass .. e. p �_ J �9O =asssassaa �s 'ao 00 s.o ANssa 000000000 so =LL"" }} ssass$sss fiu a MEE ad-ogoo m9 � 380 , v '' ` '�800800000cd rWi die 3`1emSe 9� 3 14 16 a'io « d 88SS8S$S$� T88 go Y >'$o ar$ ,«oq?' j 3 S000d.;.iodo `- zoo � 'oo hoc .o c p?c Ne 'm"mf�co $I vmn JIU666odcodd -- d88 a$8SS ylm 3 E7 8 'a'o «� �^ eN> t.„'$8$88$. 8 �: m w C�.. €I 1 � 2�.;.:000d000 8 9-axg �eggq �T21n b: 888888 — o Aim x god r �me 9g« o N 1' $i �888a88888 =o S�m�ea GI 9�roo .. .. �:. &a; mho RfOes-1.LRL Cold Fo RfDeS-1.txt •(39)DIAGDNAI-BRACING: rmed Steel MU512 � ' .Bay - BUINLDIM CODE: IBC 12 •Id No. Id LeVel Opt Ared 1 0 Seismic Zone D •(3S)CRANE BRACKET: MODULUS OF ELASTICITY •Crane Span Crane Crane ----Beam---- ----offset---- ----Bracket----- .1-sup Ho[ Rolled Steel 29000(ksi) •No Id L[Rt Type Height Depth Width Left Right Type Opt SBlecc LC N[ Load Cold Formed Steel : 29500(ksi) 0 •(36)FRPME OPTIONS/FRAME LINES: �20692 Be Plates and mchor Bolts m9�5/1/17 4:D9pR • en t Frame Frame W. as �• •Frame Option Opt{ort_Id Line Fram�Linesd Base Plate Yield =55.00 ksi e_vo OMF• - ' 3 2 3 4 •(37)OESIGN PLATES: Concrete Bearing 1.05(k" -Plate-- --Plate-Size- Bolt Bolt --T --Bottom- Bolt Shear stress -11.60 ks,)) •No. Type' Td N{dth Thick Dla Gage Row Space Ran Space Bolt Tension Sirens 21.58 ksi 0 •(38)SPECIAL FAS DATA MSC PLATE b BOLT Sx7x_ vice •Nu. "rJ Key ---cnlumnyase(in)--- --r1aleSize(in)-- --B01ts(A36)--- -shear(k)-- 0 Id TYp D¢pth EIeV width Length Thick ROW D a Gage limit UC _____________ ________________ ________ _-_ _________ •(39)EROWALL COLIMNS: Left P 12.2 0.0 8.0 12.16 0.500 2 0.750 9.00 21.1 0.27 •Wal 11 a and-EW fleet Night P 12.2 0.0 B.0 12.1E 0.500 2 0.750 4.00 20.5 0.27 Id Use Offset No. Locate Offset option n Up " 1 'N' 00 14.0 0 " 3 'N 14.000 0 BASE REACTIONS: •(40)JACK BEAMS: _______________ Spri n9-constant Ma:LTensi onf8h¢er Nax_SheartTension •No. Id offset Neighs Length part IIOR Vert - Column -Max_C.�mpp- tens shear -Max..shear shear Tens 0 Id Ld Fy(k). Ld Fy(k) Fx(k) Ld Fx(k) Ld Fx(k) Fy(k) ------ .'41LINER: Left 5 16.9 31 -4.0 2.2 S 5.6 21 2.7 -1.8 --- 11 sleight--- Right fi 16.9 3! -4.0 2.1 5 5.6 22 2.7 -l.tl • F}11 B3w Roof 0.OD00 0.0000 'N' •(42)STEPPM LOAn COEFFICITMS: NELOS_ Basic Lot No. ----SLep�--- ---5[ep�2--- ----Step-3--- w[siJr_Fldnye_n,�ase Ins{dP�FlannggQ_TIn.. ---Web_To-Base----- •No." Load Id Step Locate Coef LOCate Coef Locate to ef Base Shear(k/in) shear(k/in) shear(k/in) 4 'WLNOLI ' 2 2 20.0000 1.000 20.6155 0.70fi Id Siee Typ Colt Limit Size ryp Cale Limit Size Typ Calc Limit 'WINDRI 3 2 0.6155 0.706 20.5155 1.000 - 'wtnOL2 ' 2 2 20.0000 1.000 20.61S5 0.499 Left 0.188 Fl 0.31 2.78 0.198 F1 0.31 2.78 0.188 F2 0.21 2.78 'wiMOR2 3 2 0.6155 0.499 20.6155 L.ODO Right 0.288 F1 0.31 2.78 0.398 FI"0.31 7.78 O.T 88 F7 0.24 2.78 •(43)ADDITIONAL COLUMNS: •No. Id Type not Opt Part El ev LOAD COMUINATIOHS: 0 --- 5-O da o11ateral•Sr- •(44)OESTCH CODE OPTIONS: 6-DeadKollateral•Snow 'No. Event condition 21-06Dead'6W5nd_LCft2 0 22-0:6De.d.:.igai,1I2 31-0.6Uead :1.f nd-Longl :MC[ MY LOAD DESCRIPTIONS: 33-O.60eada0GWind_Long2 Au% o� Id Description n2OG92 Bolted-End-PI axes 5/1/17 4:09pm 1 unbalanced sow load left •-_-_--.,,....n.,,.�m=ns•„�•�•�_-�� 2 unbalanced snow load right Splice Yield.55.DO.(ksi) '- :MNDdIdTIONAL LM0 OLSCIi1PTIONS: Dolt'type A325 Snug-Tightened • Id Desert Lion L unbalanced load surface 3 PLATE SIZE: •" 2 unbalanced load surface 2 svlice Mnnber web svlice(i n) -=-------------eolu(n325)----------------- • 7 Unbalanc¢d load surface 2 id ryp Locate Depth width Thick Dia Gage Gage2 RoW 5pateT RLMO SpaceD Rur2 • 4 Unbalanced load surface l _____ ______ _____ __________ _____________ 1 VEE 1-2 17.00 8.0 0.500 0.750 4.00 4.00 2 3.7E 2 3.7E 1 •Code files used: 2 VEE 2-3 12.37 6.0 0.500 0.750 3.00 3.00 2 3.50 2 3.50 0 IeC.12 3 VEE 3-4 17.00 5.0 BABB 0.7SO 4.00 4.00 2 3.76 2 3.7E 1 U-18C.12 Version 4.0 •OSJIFpEP.S{2 PLATE DESIGN_ Surface span -Required- ----------selected---------- -------Max_wV ene------ -------max-shear------ • Id Id Type span Type span FDepth 8splice Splice Len Load Axial shear Roment Load Axial shear moment Req Req Halt • 1 1 xTi 16.0 No record selected Id Iyp Loc Id (k) (k) (f-k) id (k) (k) (f-k) Thick Dia UC • 2 1 c 20.0 c 20.0 0 0 _ __ _________________ ______-______ 3 1 C 20.0 C 20.0 0 0 1 VEL Top 5 5.6 15.7 78.E 5. 5.6 15.7 78.E 0.465 0.710 0.90 4 1 NR 16.0 Nn record selected Bot 19 -1.1 -3.6 -14.6 19 -1.1 -3.6 -24.6 0.267 0.392 0.27 •20692 Design code 5/2/17 4:09pn 2 VEE eoi 1L 6.6 -0.3 -42.5 51 4.8 7.8 -77.7 0.417 0.588 0.62 3 VEE Top 6 S.6-15.7 78.E 6 S.6-15.7 78.6 0.467 0.730 0.90 Bet 20 -1.1 3.G -24.6 20 -1.1 3.6 -24.6 0.267 0.392 0.17 STRUCTURAL CUDC: Design Basis wS -working Stress ---Untty_check--- Hot Rolled Steel Atsc10 Page 4 Sp Thick OiaJtequi red EP Bolt BOIL Pa 5 'page Id Typ Req Tap Bot Bend Top Bat Rfves-l.txt DC SIGN: Rfpes-l.txt - ______ _____ ____ 1 WE U.96 0.710 0.392 ME 0.90 0.27 � surf Load Force -race ---(nMection_UC--- 2 WE 0.42 0.200 0.588 U.69 0.07 0.62 Id La[ Itl (k)_ Comp Tens Frame Perlin Clip 3 WE 0.46 0.710 0.392 0.86 0.90 0.21 ____ -_ ____ ____ ____ ____ _____ Furl- Clip 2 1 53 0.68 0.35 0.67 0.34 0.30 4 20 0.13 0.05 0.13 0.07 0.003 3 1 19 0.13 0.05 0.13 0.07 O.D3 outside_Flang`To-Bep Inside_FlangC_To_Brp ----Web_Ta_Bee ------ 4 51 0:68 0.35 0.67 0.34 0.30 Splice Shear(k/In) 5h r(k/in) SheaT(k/in) Id Side size Typ Cale Limit size ryp talc Limit size ryp Calc Limit LOAD----A---NB: ____ _____ ___-_-__ _____ _______________-_ _________-_______ I L 0.250 F2 3.06 3.7] 0.250 F2 1.22 3.71 O.18B F2 O.A6 2.78 19-0.6oead+0.6HindJ.eft1 1 R 0.250 F2 3.53 3.71 .0.250 F2 1.22 3.71 0.188 F2 0.96 2.78 2D-0.60ead+G.6Wind-Rightl 2 L 0.250 12 0.33 3.71 0.250 F2 2.87 3.71 O.18B F2 0.I 2.78 $1-Oead+Collatem iUNe�L1 2 R 0.250 F2 0.33 3.71 0.250 F7 2.87 3.71 0.188 F2 0.Ifi 2.]8 53-Dead.xnllateral+F1UNBSLJI 3 L 0.211 12 3.53 1.71 0.250 F2 1.22 3.71 0.388 F]. 0.46 2.78 } R 0.250 F2 3.06 3.71 0.750 F2 1.22 3.71 0.188 F2 0.46 2.78 20692 web To Flange weld 5/1117 4:09pm 5-ceaMeollaTeral+snw+ ---web_Flange-ield--- 6-oead+Collateral+snoW surf Men seg Sac load Shear 0 Ixx SM1ear(k/in) 19-0.6Dead.0.6wind_Lef.1 Id IJ Id Id Id (k) (in (i n4) Size Typ Calc Limit 20-0.60eadM.OYInOJti ghtl 2 2 2 -5 5 13.7 15- 311 o.iee F1 0.67 2.78 32-0.6Dead-O.LYNnd_Longl 51-DeaMCollaieral+F]LNBSLL 2 ] 3 8 5 6.6 "'I 203 0.188 F1 0.36 2.78 3 3 4 13 6 6.6 11.1 203 a 188 F1 0.36 2.78 _ 3 3 5 16 6 13.7 15.2 311 0.188 F1 0.67 Z.78 20492 Bearing Stiffeners 5/1/17 4:09pn LOAD COMBINATIONS: - Stiffener Yield-55.0(ksi) 6S pead+Lollateral+Snow-ooad+Collaieral+SnaW STIFFENER SIZE: """ 11if fen-- 20692 special segments 5/1/17 4!09p. --SI{ffenar--- --web(iick ----stiThick Length _--- Luu[iun offset Depth Thick Width Thick Length No. ________ ______ ______-_ ----- _____ ______ -__ FLANGE PLATE: LS rnl 0.0 11.40 0.230 4.00 0.250 11.50 1 -Cal 40.0 11.40 0.230 4.00 0.250 11.40 I --Initial-- ---Final--- width Thick width Thick STIFFEN DESIGN: Locate fie) (i o) (in) (in) _-_ ______- ___ _ ---Te i.n(k)--- --Cmipression(k)-- Nax Lt Cal 6.5 0.380 6.0 0.250 LDGliinn Load talc Limit Load Ca1C Limit Uc Rt Col 6.5 0.38U 6.0 0.250 ________ ____ _____ -___ ____ _____ ____ __ Lt Col 19 15.3 65.9 5 49.9 1 :41 0.46 R[Col 20 15.3 65.9 6 49.9 109 0.46 WELDS: WES PLATE_ "_"" Calc ---Initial-- ---Final---- ---StiFf_To�lq/CP--- -----SCiff_TgJ1eb---- ---- ACLiOM----- Web Web Shear Web Shear Paq stiffener Shear(k/in) Shear(k/in) Axial Noment Shear Thick Limit Thick Limit Thick Location Size Typ Cale Limit size Typ talc Unit Lacare Td (k) (f-k) (k) (in) (k) (in) (k) (in)Note _____ ______ _____ _____ _-__ ___- _-____-______________ Lt Col 0.388 Fl 1.91 2.78 0.188 Fl 2.19 2.78 Lt col 5 9.4 78.6 50.8 0.730 51.9 0.230 51.6 0.226 AISC G3-1 Rt Col 0.188 F1 1.91 2.7B 0.188 F1 2.19 2.78 Rt Col 6 9.4 78.6 50.8 0.230 51.8 0.230 51.8 0.226 AISC G3-1 LCA CMBINATIONS; REgp3NED WEb DESIGN: 5-Dead.Collateral+snow Locale-------ft---av Kv CV b-Dead.Col later al+5noa _ 29-0:60eadr0.6wind_Leftl LL Col 11.40 16.10 7.51 1.00 20-O.ficeaJ.0.6winJJiighil Rt Col 31.40 16.10 7.91 1.00 20692 Flange 5/1/17 4:U9po CON'20�'•� "• '®1/'�� LOAD gl1ATIMS: ge Braces _ _______ 5-ceadKollateral+snow YNUYERTIFS: 6-pead.Collateral+Snw Flangqe brace Yield-36.0 ksi Girt/Purlin Weld-SS.O ksi 20692 Design suomary 5/1/17 4:09pm _ _ Flange Brace oolt-A325 (0 washers) Flange UroCe forte FRu4E: inside flange,max of bending compression b axial Td 1 UYOUT: Lynx Id R2 3 4 Surf seg Web Brace Angle Design----DoltJD{a-------Attachment- Load width- 20.00 Id LOC side Part Id Depth Offset Oeg Length Frame PUP11n Clip Frame Purlin nef ut Limi- 1.00 _____________F ____ kL/R Limit-200.00 _ ______________Length_ l _________- 2 1 1 L15x1/B 2 15.98 11.11 49.9 29.00 0.500 0.500 Clip 16 4 1 L15X1/8 3 12.07 12.00 34.6 17.93 0.500,0.'00 Clip web -------- 3 1 1 L15K]/8 4 12.07 12.00 34.6 17.93 0.500 0.500 Clip Web -----NaxlafialMbment---- 4 1 LIZ8 5 15.98 24.00 49.9 29.00 0.500 0.500 Clip Web Srf-5eeqq--Flange-Web_aepth-YIatLThi[kness---MaxShTar-----O-Fig-------I-F19--- Naa Page 6 Id Id id Len Wid Sirt End Web O-flg I-flg Id Ld Utv IdPage 7Vco rd Ld Uel Kt/R 0.f------- RfDes-1.tM __________________________-______________________________________________ 1 99.6 292.8 8.5 0.380 1.1 30.0 1 1 1 15.2 6.5 11.4 11.4 0.230 0.380 0.390 4 5 0.10 4 5 0.80 4 5 0.96 110 2 ll4.3 247-8 12.0 0.2So 1.7 10.0 2 2 2 9.3 fi.0 17.0]4.1 0.141 0.250 0.313 5 5 0.81 5 5 0.67 5 5 0.79 131 3 97.6 242.8 12.0 0.250 1.4 10.0 2 2 3 10.0 6.0 14.6 11.0 0.149 D.250 0.250 8 5 0.36 9 51 0.79 ]0 6 0.62 135 4 97.6 742.1 12.1 0.250 1-4 10.0 3 3 4 10.0 6.0 12.0 14.6 0.149 0.250 0.250 13 6 0,36 12 53 0.77 11 5 0.62 135 5 ll4.1 242.8 12.0 0.250 1.7 30.0 3 3 5 9.3 6.0 19.6 17.0 0.149 0.250 0.313 16 6 0.87 16 6 0.67 16 6 0.79 135 6 49.6 242.8 B.5 0.380 1.1 10.0 4 4 6 15.2 6.5 11.4 11.4 0.230 0.380 0.380 17 6 0.10 17 6 0.80 17 6 0.96 110 FMME AREA: Frame Area- 78.44 HOT ROLLED MEMBERS: Building Area_ 740.00 ---- ________---_ RdLiw 0.11 Surf Member Member I Id Id Part ' ____ ewer_ were WEIGHrS: 4 4 9 9 W12x26 • Member 1 2 3 4 LOAD------------ weigh_____ _______________ -------curtroll-- Weight C16) 3tl9 39tl 348 389 d-Cuntrolli ny Wad Cunbinatlon in Design summary ' 1-Dead.callateral+l{ve Total weight(ib) 1473 2-D.ad'Collat¢ral+Live Splice Plate - 138 3-Dead+callaleral Base Plate 28 9- d+Callateral -------- SI-1 DeadaCllateral+5nox 1639 6tl-Deadto hater,,FSnmv +coll 7-Deadateralw.75Live H-Dead+Coi1ate1al1O.75Iive 9-Dedd.'ella'e.1+0.755nmv aEAerx¢Ns:(sidexaI Cnl cans) 10-Dead+coIlacera1+0.755noa --------------------------- --neadKollatera1+0.75Livew.45wind-L ft1 12-Uead4[llatera1w.75Live+0.45windAl99htl Load ---------Left-Column---------- ----------Ri�qhttolumn------- 13-neadrCnllaLera1w.71LIV141 5Windaeft2 _id FR(k) F7(k) FL(k) M(f-k) Fm(k) Fy(k) P4Ck) M(f-k) 14-Dead+�oZl.teral'175Live+0.45w(bi5ht2 --------------------------- ------------------------"' 15-Dead+cRllateral+0.75Sn O.45wind_Leftl 1 3.56 10.93 0.00 0.00 -3.56 101 •0.DO D.. - 16-ucad+collateral+0.75S.o .45wind-Rightl 2 1.16. 10.87 0.00 0.00 -3.56 1D.93 0.00 O.DO 17-Dead+collateral+0.755nowr0.45W{nd_Left2 3 0.86 2.91 0.00 D.00 -0.86 2.89 0.00 0.00 18-Dead+..atera1+0.755nmw0.45Wind_R{gh[2 4 0.86 2.89 0.DO D.00 -0.86 2.91 0.00 0.00 19-0-GDead+0.6wind_Left1 5 5.57 16.94 0.00 0.00 -5.57 16.86 D.DD 0.00 20-0.6Dead+0.6windJtfgghtl 6 5.S7 16.86 0.00 D-00 7 16.94 0.DO 0.00 21-O.GDead+O 6wind1eft2 7 2.89 8.92 0.00 0.00 -2.89 8.88 0.00 0.00 22-O.6Deadw.6wind-Right2 8 2.19 8.88 0.00 0.00 -2.89 8.92 0.00 0,00 23-DeadKnlI teral+0.75Livew.45Wind_Long1 9 4.40 13-43 0.00 0,00 -4.40 13.37 0.00 0.00 24-Dead+Collateralw.75Live-0.45w{nd_Longl 30 4.40 13.37 0.00 0.00 -4,40 13.43 0.00 0.00 25-Dead+Collateralw.75Live+0.45wind-Long2 - ll 0.91 5.46 0.00 0.00 -3.58 7.01 g.DO 0.00 - 26-""Ilatera1+0.75Live-0.45WI,"'_"ng2 12 3.58 7.01 0.00 0.00 -0.91 5.4fi 0.00 0.00 27-Dea&col lateral.0.755noa+0.45WindIongl 13 0.71 6.76 0.00 0.00 -3.38 8.32 0.00 0.00 28-Dead+ llateral+0.755now-0.45wind_Longl 14 3.38 8.32 0.DO 0.00 -0.71 6.76 0.00 0.00 29-DeadrCollatera1w.755nw+0.45Wind_wng2 15 2.43 9.90 0.00 0.00 -5.10 11.52 0.00 0.00 30-Dead+Collateral+0.755nm-0.45wind Long2 16 5.3U 11.52 0.00 0.00 -2.43 9.94 0.00 0.00 31-0.60eadw.6wind1onyl 17 2.23 IL.24 0.00 0.DO -4.90 12.83 0.00 0.00 32-0.6Vead-0.6Wind1ongl 18 4.90 l2-84 0.00 0.00 -2.23 11.24 0.00 a 00 31-0.60ead+0.6W ind_Luny2 19 -2.39 -3.55 0.00 0.00 -1.17• -1.5' 0.DO 0.DO 34-O.60ead-O.6wind_Lang2 20 1.17 -1.57 0.DO 0.00 2.31 -3.11 0.00 0.00 35-1.04oe d+1.04.11a[era1+O.7S6f k - 21 -2.65 -1.82 0.00 0.00 -0.91 U.1B 0.00 0.00 36-1.04Deadt1.04Collateral-0.7Soismic 22 0." 0.78 0.W U.00 2.65 -1.82 0.00 0.00 37-1.03wad+1.03rollatera1+0,75Live+0.525eismic 23 3.14 5.13 1.55 0.00 -2.85 5.45 1.55 0.00 38-1.03cead+1.03cotla[ere1+0.7Aivc-0.525cismic 24 3.14 7.21 0.00 0.00 -2-85 7-53 0.00 0.00 39-1.030ead+1.03tollateral+0.75sn=0.52sci snit 25 2.85 7.53 1.55 O.OD -3.14 5.73 1.55 0.00 40-1.030ead+1',03Cmelateral+0.75snow-O.525eisnic 26 2.85 7-53 0.00 0.D0 -3.14 7.21 0.00 0.00 , 41-0.56cead+0.75eismic 27 4.61 9,63 LSS 0.00 -1 5 9.94 1.55 0.00 42-0.56cead-0.75et5miC 28 4.65 11-71 0-00 0.00 -4.36 ]2.I 0.00 D.00 43-1.04.aM.04Co11at1I1l*1.75eismic_Lo11 29 4.36 9.94 1.55 0.00 9.63 1.55 D.00 44-1.04wad+1.04Cnllateral-0.75eism1 G3.ong 30 4.36 ]1..07 0.Do 0.00 -4.65 11.71 0.00 0.00 45-1.03Dead+1.03Co11ateralw.Mi-O.Me, "1C.Long 31 0-58 -4.04 2.07 0.00 -0.19 -3.60 2.07 0.00 46-1.03cead+1.03cn11atera1+0.75Live-0.525eism{uon9. 32 0.58. -1.27 O.OD 0.00 -0.20 -0.63 0.00 0.00 4]-1.03Dead+1.03Co11atera1+0.755now+0.525eism{CLong 33 0.19 -3.60 2,07 0:00 -0.53 -4.09 2.07 0.0g 48-1.03cead+1.03cullatera1+0.755now-0.525¢ismi[,_Long 34 0.20 -0.803 0.00 0.00 -D.58 -1.27 0.00 0.DO 49-0.S6Dead+0:75eismi tLong 35 0.42 2.65 0.00 NO -1.36 3.38 0.00 0.01 50-D.S6cead-0.75eismiclor, 36 1.36 3.38 ..Do 0.00 -0.42 2.65 0.00 0.00 516-DeadKolldteral+F]UNH_SL_L 37 2.57 3.71 0.00 0.00 -3.26 9.27 0.00 0.00 52-Dead+Collateral+SlUNRSL_L 38 3.26 9.27 0.00 O.OD -2.57 8.71 0.00 0.00 539-Dead+Collateral+F]UNBSLJt 39 4.OH 13.20 0.00 0.00 -4.78 13.78 0.00 0.00 54--Dead+Col l ateral+F1UN93LJt w 4-78 13.58 0.00 D.OD -4.08 13.20 0.00 0.00 55-1.04Dead+1.04Colla[era142.lSeisnic 41 -0.23 0.57 0.00 0.00 -0.71 1.30 0.00 0.00 56-1.U4ceaM1.U4Collateral-2.]Se45nic 42 0.71 1.30 D.00 0.00 0.27 0.57 0.00 0.00 57-1.03cead+1.03collatera1+0.75Live+1.575etzmic 43 0.89 1.65 2.04 0.00 -0.89 1.65 2.09 0.00 58-1.03Dead+1.03Cullateral.0-75L{ve-1.575ei"it 44 0.89 4.38 O.OV 0.OD -0.89 7.38 0.00 0.00 59-1.03cead+L.03Coilateral+9.755now+1.575eismic 45 2.91 7.97 1.51 0.00 -2.91 7.17 I.51 0.00 60-1,030Lad+1.03Collateral40.75snm-1.57'SLIsmi'c 46 2.91 10.00 0.00 0.DO -2.91 10.00 0.00 0.00 61-0.S6Vead+2.]Setsmit 47 4.A1. 12.47 1.51 0.00 -4.43 12.47 1.51 0.00 fit-0.560ead-2.ISeismic 48 4.43 14.50 0.00 0.00 -4.43 14.50 0.00 0.00 49 0.24 -0.43 2.04 0.00 -0.24 -0.41 2.01 0.00 vIAT[LIMTrS: 50 0.24 2.30 0.00 0.00 -0.29 2.30 0.00 0.00 __ewer_______ 51 4.75 J.92 0.00 0.00 -4.75 10.82 0.00 0.OU ---Web---- -----Flange---- web-Area/ 52 4.74 16.49 0.00 0.00 -4.74 10.75 O.DO 0.00 seg Depth/ihick width/(2xihSck ---Flange--- F1an9eJ.rea 53 4.75 10.82 0.00 0.00 -4.75 16.42 0.00 DID Ig rapt Limit Ca1c Limit Thick Min talc Limit 54 4.74 10.75 0.00 0.00 -4.7A 16.46 0-00 OAU __- _____ ---- were _____ _____ _____ _____ _____ 9e Pa 8 Page 9 Rfues-I.txt RfOes-l.txt 21 061 5345 DEFLECTIONS 21 511 462 464 5345 __------_-------- 13 620 1414 SBq Lateral Defl 25 1414 14618 58< Load @ Top Of Col Vert Defl 26 141H 620 583 Id Left Right @ Midspan 27 431 717 363 1 -0.32 1.11 -1.16 29 717 431 363 2 -0.28 a 32 -1.16 30 719 431 363 3 -0.0B 0.07 -D.YB 31 2056 1495 5595 4 -0.07 0.08 -D.28 32 2045 1489 5635 5 -0.50 1:41 -1.11 33 1495 2056 5595 6 -0.43 050 34 1488 2045 5635 7 -0-26 0.22 -0.94 35 86 5 509 1621 8 -0-22 D.26 -0.94 36 509 8fi5 1621 9 -0.39. D.34 -1.44 37 7762 395 505 30 -0.34 0.31 -1.44 38 395 7764 505 11 0.11 0.49 -0-77 39 1260 30fi 131 12 -0.49 -0.10 -S., 40 306 1260 131 13 0.09 0.50 -0.87 41 698 605 4141 14 -0-50 -0.09 -0.82 42 605 698 4941 15 -0.01 0.63 -1.27 43 2476 2476 1662 16 -0.63 0.02 -1.27 44 2476 2477 1656 17 -0.03 0.64 -1.32 45 752 752 505 18 -0.64 0.03 -1.32 46 752 752 505 19 0-41 0.34 oas 47 493 493 DI 20 -0.34 -0.41 0.15 48 493 493 331 21 0.39 0.36 0.09 49 9063 9D63 6078 22 -0.3fi -0.39 0.09 50 9071 9071 6DO2 23 1.29 0.13 -0.82 S1 25481 228 298 24 -0.29 N -D.82 52 3065 244 29tl 25 -0.13 0.29 -0.81 53 228 25530 298 26 -0.1:1 0.11 -0.82 54 244 3065 298 27 -0.42 Us -1.31 28 -0.42 0.Z5 -1.32 MNL DEFLECTION: 29 -0.25 0.42 -1.32 30 -0.25 0.42 -1.32 Load reflect span/Deflect 31 -0.09 -0.12 0.09 Type Id (i n) Ea lc Limit 32 -0.09 -0.12 0.09 ________________ ____ ____ _ _____ 33 0.12 0.09 Elm Live vertical -1.83 263: IBO. 35 0.21 0.09 0.U9 Tntal VW Dri 5 -0.80 229. 160. 35 0.36 0.36 -0.30 xoriz-ntal Drift 53 -0.80 229. 60. 36 -0.02 -0.46 -0.95 37 -0.02 0.46 -0.95 H-riz-ntal spring Constant- 3.36 k/in 38 -0.46 0.02 -0.95 39 -0.14 0.59 -1.45 - 40 -0.59 0.14 -1.45 P-DELTA:(Effective Length) 41 0.26 SAO -0.70 - 42 A Io -0.26 I'S 43 -0.07 0:07 -0.79 CONVERGENCE CHECK: 44 -0.07 0.07 -0.29 Max 45 -0.24 0.24 -0.95 Deflect 46 -0.24 0.24 -0.95 Column Ratio 47 -0.37 0.37 -1.45 ------ ------- 48 -0.37 0.37 -1.45 Left 0.0484 49 -0.02 0.01 -0.08 Right 0.0484 50 -0.02 0.02 -0.08 S1 -0.01 D.80 -1.61 N0.YIMUM DRIFT CHECK: 52 -0.06 0.74 -1.61 Max_Drift(1 n) Second/ 53 -0.80 0.01 -1.61 Load First second First 54 -0.74 0.06 -1.61 to order order Ratio __0___ --- -_ _____- 3 .07 O.UB L.UB DEFLECTIONS RATIO: ______________________________ LaLeral DeFl 2-12�� Rigid Fra-e Cearan 5/1/17 4:09pm Load @ Top of col Vert Deft � ����� Id Left Right @ Mid pan VERitc.CI FARANCr: _________ 1 574 661 412 -cation span x_C--rd v cnord 2 661 579 728 L________________________ _______ ________ ________ 3 2388 2794 1728 Left 13'11-01" 1'08-00" )3'll-01" 4 2794 2388 1728 Right 13'11-01" 38.00-00^ 13'll-01" S 365 420 262 Midspan 18'11-04" 20'DO-00" 18'11-04" 6 420 365 762 7 709 817 5O9 WK ZGMT� 8 817 709 509 ----------------- 9 464 533 333 La cation span x_c-ordL �Co-rdR 10 533 464 333 ________________________ _______ ________ ________ 11 1 370 821 Left -Right 36'07-11" 1'08-03" 38'03-13" 12 111 13 132 370 3 1 361 582 is 6 2132 132 582 IS - 7 377 20692 Weight 5unmary 5/1/17 4:09pm 29D 16 7 377 17 5447 284 363 284 284 933 LB 284 5 363 Tot al kei9ht(lb) 19 447 138 538 3123 - 2U 536 447 3123 Splice Plate - 1138 Page 30 Page 11 0.f0es-l.txx aase Plate 28 1639 20692 warning Report 9/1/17 4:09M ..No Warnings COMPONENT DESIGN Page 12 Comp0es.txt Comp0es.txt 2 3 'w8X10 °20692 Component Design Input 5/1/17 3:09pm 4 0 •(11)PURLIN LOCATION: °(1)OO BID: +Surf Peak '20692' Id type Sppace No. Locate 2 zs' 0.7500 4 4.7269 9.6932 14.6596 19.6259 e(2)DESIGN CODE: 3 'ZB' 0.7500 4 0.9896 5.9560 10.9223 15.8887 ---Steel_Code--- ---Build--- Seismic °Code Cold Hot Country Code Year Label Zone •(17)EnvE STRUTS: 'w5' 'NAU577 'ATSC10' ---- 'IBC 12' '7aC 17 'e ' °wall Bays_with_aending •(3)DESIGN CONSTANTS: +12 Type N4. lay 2d 3 4 '--------------steel_yield-------------- ----Stress_Ratlo--- Strength_Factor 4 'ED. 4 1 2 3 4 °web F1gg CBec WBeC RBEC U_sec EP EV_Ext Canopy Facia wind Seismic 55.0 55.0 55.0 55.0 50.0 50.0 55.0 1.00 1.00 1.0a 1.0000 1.0000 *(13)SPECIAL GIRT: °Wall No. ___pay___ °(4)DEFLECTION LIMITS: ^ Id SCCS Start End Height Type ---EaVe_Extension-- ------Canopy------- ----FaciaBea------ Facia 1 1 1 3 14.0417 ZD' Live Wind Total Live wind Total Live Wind Total Arm 2 0 180.0 180.0 180.0 180.0 180.0 180.0 180.0 180.0 180.0 120.0 3 0 4 0 ° •(S)REPORTS: Inpput Ext End Flange °(14)CXTCNSION LAYOUT: °ECha Beam Plate Brace Future Future Wall ---Bay--- -Ed e_Extend- End-Option I' 'Y' Y. 'V' No. Id Id Type Mount start End Left Right Left Right 1 1 1 'EC' 'R. ] 3 D.0000 0.0000 °(6)BUILDING LAYOUT: -p.Left EndWaroject ---0.iOffsetdWall---- °(15)E%----HoN SIZE: type width Length Exp Offset Project Exp offset Pro77'ect ----HarizantalBize--- ---------------Vertical_Size-------------- 'FF-' 40.00 80.00 'N 12.00 8.00 'N 12.00 6.00 •Id El ev width slope Elev Height slope Project Beam Panel 1 13.5000 4.0000 0.500 0.0000 0.0000 0.000 0.000 - - °(7)SURFACE 511APE: • No. x-coord Y_Coofd Offset °(16)EXTENSION BEAMS: 4 0.0000 16.0000 8.000 Ext Line Load ------Depth------splice-Type 20.0000 21.0000 11.500 -No. A Id Use Orn Part Type Shape Opt width set Min Max Start End Bracket 40.0000 16.0000 11.500 4 1 1 'ATTACH 'H- '--------' R. 'C. 6.6667 'N' 0.000 0.000 'EE' 40.0000 0.0000 8.000 1 2 'ATTACH ' 'H- ---------' 'H' 'C' '-' 13.3333 'N' 0.000 0.000 'EE' '--' 'N' 1 3 'ATTACH '11' '--------' 'R' 'C' '-' 13.3333 'N' 0.000 0.000 -EE' '--' 'N' `( e)BAY SPACING: 1 4 'ATTACH 'H' '--------' 'R' 'C' '-' 6.6667 'N' 0.000 0.000 'EE' '--' 'N' °Walt ---Offset--- Na. ---Bay-Set--- ° Id Left Rigght sets width 0uan 1 12.000 12.000 1 13.3333 3 `(ExLE%TENSION PURLTNS: ---EaVe-- Flange 2 12.000 12.000 1 20.0000 4 *Id Type Rol ROW Peak Space Part Type Rot Brace 3 12.000 12.000 3 11.0000 1 18.0000 1 °(18)CANOPY PURLINS: 11.0000 1 • Ext ---EaVe-- Flange 4 11.BUD 12.000 1 20.0000 4 °Id Type Rot Row Peak Space Part Type ROC unace 5 12.000 12.000 1 20.0000 4 1 ZB' 'U' 1 0.7500 0.0000 8x25216- 'EO' 'U' 'N' °(9)WALL COLUMNS: °(19)FACIA PURLINS: °Wall ---Flange--- ---Clearance-- •Ext Peak Set *Id NO. Id Part Rot opt Height width Thick Splice Roof Wall •Id Type Hot Row space Space Part Brace 1 4 1 'W12X16 'N' 0.0000 3.990 0.265 0.0000 0.0000 2 w12X16 'N' 0.0000 3.990 0.265 0.0000 0.0000 ^(20)BASIC LOADS: 3 '1112X16 'N' 0.0000 3.990 0.265 0.0000 0.0000 Deflection wind 4 'w12X16 'N' - 0.0000 3.990 0.265 - 0.0000 0.0000 •Ext Basic Load_Ratia Load-Horiz-Beam-Vertical Beam 2 5 1 '--------' 'N' '-' 0.0000 0.000 0.000 '-' 53.2214 0.0000 °Id Uead Collat Live Snow Rain wind Snow wind ractor Press Suct Press suet 2 '--------' 'N' '-' O.000D 6.000 0.250 'P' 15.5829 44.0000 1 5.0 0.0 20.0 62.0 0.0 20.1 1.00 0.66 0.60 16.0 -33.6 0.0 0.0 3 '--------' 'N' '-' 0.000a 6.000 0.250 'P' 15.5829 44.0000 4 '--------' 'N' '-' 0.0000 fi.000 0.250 'P' 15.5829 44.0000 •(21)CAVE STRUT BASIC LOADS: 5 '--------' 'N' '-' 0.0000 0.000 0.DUD '-' 53.2214 0.0000 •Wal1l ----Wind---- 3 4 1 •W8X10 ' 'N' 0.0000 3.940 0.205 0.0000 0.0000 ° Id Dead Collat Live Snow Rain Press Suct 2 'W8X10 'N' 0.0000 3.940 0.205 0.0000 0.0000 2 2.3 3-1 20.0 35.H 0.0 0.0 -44.3 3 'W8x10 'N' 0.000a 3.940 0.705 0.0000 0.0000 4 2.3 3.0 20.0 35.0 0.0 0.0 -44.3 4 'W8x10 'N' 0.0000 3.940 0.205 0.0000 0.0000 4 S 1 '--------' 'N' ' 0.0000 0.000 0.000 '-' 53.2220 0.0000 °(22)LOAD COMBINATIONS, STRENGTH: 2 ---- 'N' 0.0000 6.000 0.250 'P' 15.5829 44.0000 -1loriz_Beam- vertical-Oeam 3 ---- 'N' 0.0000 6.000 0.250 'P' 15.5829 44.0000 ° No. Id Dead Collar Live Snow Rain Press Suet Press Suct 4 ---- 'N' 0.0000 6.000 0.250 'P' 15.5H29 44.0000 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5 '-------- 'N' - 0.0000 0.000 0.000 - 53.2220 0.0000 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.75 0.00 0.00 0.45 0.00 0.00 0.45 °(10)wnLL RAFTERS: 4 1.00 0.00 0.00 0.75 0.00 0.45 0.00 0.00 0.45 •wa l surf S 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 Td No. id Id Part Ratate option 6 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 1 2 1 2 'W8x10 ' 2 3 'WBX10 - - 2 0 •(23)LDAO COMBINATIONS, DEFLECTION: _porii_Deam- Ver[icxl_Bedm 3 2 1 2 'w8X10 - - • No. Id Dead Callat Live Snow Rain Press Suct Press suet Page 1 Page 2 w wNNNNN N`+rYYYY I n� i� AwN ag I� AwN n�� �� I�1 ti� 3 .i I IW.�Ii no"m' a o _I= In W � I o0o NE.oi-I oioA Ian m N Y m�ndwNY m�ndwNYl n I.. i a '� awNr ''m "' '= 1 I c 'ate a"�•� II II YY� �o 1 n d r nnaai YR�io � I oo n'nn �$ li Iln ^n Ia I 0000�n i� naaai it q m `n" 3j�n II II< m ' oo�ooS00000000l� oI 4449' JI$ II aN .. �'S II II, •• .rlrl�������.�i.�i9la o8881ioO3 �5 :smxl3 "� �gi N�� mnm ��m IS"j� o NNNNNNNNNNFw+Fw+Nin -Ain i1 mmmm' wll O OO0000000 OOI XXXXi w' C n N o oeo8 oa 88888 oae8in 1 000 °el I oo Yool n YYYYI olio o Go l�h owYwYooYOYoI� SSoeIG # 3' r�I�M��YVN�Ovwj+i n � i S^ 1 '-- a.aaWm��W�l3. :, 0000l�,� > >s olzu H II I'p Wmm WWW n�C m LI WN � O COOOOo0001 I3�I OOIS II II r w WwwNm w�nNYmwvwin � mmmminxl �.� OIn1 I 'I " . I E, �000iF� lal 'i r i a I � mI it II m'wnl w oil I li B �NrrmN.IN oowrwr i� i mm m• i n�+l Io i No 8 i« i' I i � o __ wWmwdmwNAv"i F�wvmiN I A 3 'J O>A S ii Ij II 0 ;XN� ooOl m =],1 I II II n . . . Nti.I . . YYF�F•Y i ce^ I Nm I NNNN i~� OI i I Ii _ a¢NNNNN I a'f' n ��N oI -- inWNW�nW�n�nNwvi�nv�w I n'N I OwwOI£ .j dlI I'All , 2w Vwwm'SIE S 6 i2 it 3p wi+ooiw i+wi'o oi-�o i+o I m amvNNmAAanmm.11 n'n+ a; o 0000i av mini ooai aaaalzo 00000000000aooi`n'n+' 9y39yy 3yy1 k JXXIDa 1 1 II I IO� W � m� iMR imi1 I dtilA NYICW Im awN n3m adAAadwwwwwwNNNNNNrrrr.. aal^ aaaaAAwwww � i �nnn '' °rt'drtl°n�`P Nroum.IN F+omW.l l"v"r ouWVNro�oW I o mW awNYm— nj I�'i nn'n.r'n vo rrr rYY Yrr �i n°wa mm 1a 10 mmm — o 000000...0......0000000in0 . . . . . . ... . ' o000000. .. . .. . . . . . 1. 888'0 Im ml n 80vY wIO+YYWNmNY YtnNmNOONYwYIn ' o.o i o 000lz ..0 Nir r IiPei s� 000000a0000000a00000ln o 0 v ooc�oo ol.oNeooroN00000i-�o i o00 8800 oe 11 wYY ay, o o00 I x I 'o'a oaww.lm Ymww.ImrmNroAOA I n o0 XOliw i3� NNNN n OOwOY000wY I rnt ilNww�niNi WWwu,i~' II mm NNN I NmOvwY�YV� _- Im m OOCOI rt ;,mmW IOOOOISF OOOOiAi 0000000000 I !!i I Nmm i- NNN uYawVuorwwNtO•f I no 13� iyl � I; �>NNa,nl wwwl�^ OOWYwYV?mNo ' 0 OOOO S OOOO= NYyNiNNNwam� I� NPI S N I d n Im F� NNN ....+FN+rN+YF•F+Yn II X "\OwaAwiOA �I mNNNNNmNNN� II\°Nw�Nlda BI ra II B n I t~'OI"O. . . .. utrc d �I I 000o I m Nan vi an t'.g Nan In i3P r�l m o0000 `rin o000000000 `00000ao'ec In— e00000...o sn 1 I__ 51/02017 C:1MDS J031W06921DeeWum.oue rage 1 20692 Design Warning Summary 5/ 1/17 9:09pm LEFT ENDWALL ------------ No Warningsl RIGHT ENDWALL ------------- No Warnings I FRONT SIDEWALL -------------- No Warnings! HACK SIDEWALL ------------- No Warnings! ROOF EAVE STRUT Member WRN(GVM-201): Axial > Limit OK PER CFS DESIGN WRN(GVM-203): Momcnt > Limit ROOF STRUT Member DESIGN WARNING SUMMARY WRN(SRM-201): Axial > Limit EXTENSIONS No Warnings! RIGID FRAME #1 -------------- No Warnings! Z Engineering Design Checklist ✓.,:::: ��� Revised 1 21212 01 5 Page 1 of 4 Purpose The purpose of this checklist is to provide the Designer(s)with a summary of various design items in need of verification under the listed conditions.The Designer shall use this checklist to ensure that the design adequately addresses all such items. F.O.Number: 20692 C.O.Number: Engineer's Initials:T'B'I' lit appfkebie) ® Building Input Check deflection requirements based on ocher building ®Standard materials. ❑Special If roof insulation is>6"thick,ask Purchasing to provide ®N!A ❑Complete dtickness above purlins for proper sizing of the SSR clip. During input of a building use the appropriate accessories. ❑NIA ®Complete ®Additional/Minimum Loading Include additional seismic loading where other material is ®NIA ❑Complete used and supported by the building. Verify roof snow load meets the requirement for a low ADDITIONAL CALCULATIONS slope roofper ASC87-10(IBC 2012,etc.) ❑NIA ®Complete ® Roof System Compare roof loading with allowable load tables. ❑N/A N Complete Check the capacity of die roofing system to resist purlin roll. ❑N/A ®Complete For cave extensions with bracing,verify that bracing is used ®N/A Complete and adjust to match the roof. For Vertical I.nk,choose fixed clips for building slopes< I00',floating clips for building slopes>100'. ®NIA ElConplete Verify through fastening requirements for purlin bracing.(Adjust R-values for simple span purlins) ❑NIA ®Complete If using roofjoist,then sec special conditions cbccklisL ®NIA ❑Complete Verify actual roof dead load.If the actual>(lie default, Panel Panel D.L. Partin D.L. Total D.L. make the change in Design Control and all design files. + — ❑Modified ®Adequate Q 2.25 psf ® Fully-Sheeted with R Panel,Reversed Rolled R Panel,or A Panel. Verify through fastening requirements for girt bracing. (Adjust R-values for simple span girts) El NIA ®Complete Compare wall panel loading with allowable load tables. ❑NIA ®Complete 1 +' Engineering Design Checklist �' M Engineering Design Checklist =. ' _ ��Revised 12/212015 Page 2 of 4 -ss�" � Revised 1212/2015 Page 3 of 4 ®Bracing ❑ Canadian Buildings N NIA Check min.cable angle for roof bracing and design clips. ❑N/A ®Complete If using bearing frames,odd flange braces to rafter so that If sidewall bracing is present in an end bay with a bearing _ there are no more than 2 purlin spaces without flange braces. ❑N/A ❑Complete Game endwall,add bracing reactions to comer column.Input 'Phis avoids the need to check rafters for PA effects in RISA shackle clips into Accessories(I per stack). ®NIA ❑Complete (S Set DS Build EW 57=max EW rafter flange brace space). If possible,rotate comer column and eliminate need for Rain Intensity: mm/hr shackle clips.Check flange bracing. i.oading info for Certificate of Design: ty— F,:If the wall has stacked cable bracing;design strut and clips. ❑NIA ®Complete F,,:— If portal frames ore used,choose stub and bolts required end ram on detail in Accessories.if using PFSI or PFS3,adjust ® General Di Angle(line 149);Igg and lad in Dt_Build(add 1/8"for RF web);and DI-Bolt(line 89).It used with flush gins, N NIA ❑Complete Check for stiffener requirements at concentrated forces. ❑NIA ®Complete adjust distance to center of frame,la in Dr_Build,to behind girts.IN"PF column flanges,then inform drafting to adjust Check the adequacy of the standard clips. ❑NIA ®Complete splice gage to 2.5".Check flange bracing. Check endwull corner columns for bending when no support Lfwind columns am required,design and detail base plate is present from girts/sheeting(DS_Build EW W=1.0 for NIA Complete and instruct Drafting to adjust reaction on reactions page.Sec strong axis bending). above portal frame information for stub selection and N N/A ❑Complete If using cold-farmed EW,sec special conditions checklist. N NIA ❑Complete parameters to be set.Adjust Iss instead of lad and Rif instead - of Igg in DI Build Check columns for possible elimination of flange braces. ❑NIA ®Complete ® Framed Openings - Add transition girt for canopies,adjacent buildings,parapets, ❑NIA ®Complete ' If Corle windows or doors am ordered,lien hdorm Purchasing when wall has>8"gins and/or when girt is at an N NIA ❑Complete Check load width for any two-span condition. N N/A ❑Complete elevation other that T-5". Check that liner panel has girt near top. N N/A ❑Complete For field-located will openings,check girls for worst c se - Maintain a minimum 10"endwall column depth forri d opening location(s). ❑N/A N Complete frame endwalls with 8"bypass gins. P ®NIA [I Complete If special girts or outset girts arc used,let Drafting know on If'Stagger End Laps on SSR'is checked'Yes',adjust the Engineering Action Form, N N/A ❑Complete DT_Method line 409 to'T. N N/A El Complete Avoid jannh-to-cave strut framed openings.If possible ran If flush extension beams are used,verify that detailing matches deli�t If using a 3 late EW rafter with a SW N N/A ❑Complete opensg girt but maintain minimum of lce from lop of NIA N Complete D 8 P opening to center otgot and 2'-0"from center of girt to ❑ P extension,tltett farce extension beam to he a rolled bottom of cave strut. Verify crane beam bolt gage based on web thickness. Adjust gage in DI_Afenthr line'W—',column f.Also lfjam6-to-cave stint is necessary,check tbejambs for axial note on Action Form to adjust bolt spacing in bracket to ®NIA ❑Complete load and the diaphragm shear capacity of the roof,or design N N/A ❑Complete match crane beam bolt gage. a member to resist the lateral load. Check flange area reduction for bolt holes in tension If b D'sdoe are roan ere wit with an(m frame,verify OHD ®NIA ❑Complete flanges.For interior RF columns,set DS Build frame 89 to N N/A ❑Complete jamb does not interfere with column(min.clearance of 9"). 4 and fame 133 to 0.125. Use TY'girt elevation with T2"man door openings. - Check light panel capacity and adjust girt spacing if Input so that T5"girt is not cut Have drafting adjust ❑N/A N Complete necessary.Deduct light panels from diaphragm length. N NIA ❑Complete height to 77'if necessary and eliminate door header. Check/design flange bracing for EW column reaction at the RP EW mftcr(s)and/or bearing frame EW rafter(s). ❑N/A N Complete 2 3 I Purchaser/Customer. IRONHUILT Lsl rV�� Engineering Design Checklist [ � � Project NaFO; RAYS AUTOMOTIVE `1V t�wenn ,rm _ -.-�r< CBS FO: 20692 Revised Page Snow Drift¢, Snowdrift CANOPY r3 Data: 05101117 This sheet will calculate the snow drift on a fewer roof,In accordance wth the Codes based on ASCE'7-05. ® Rigid Frames Adjacent to ?EhdwaV; Cale Flat Roof,P,= 42.00 psf Revise rigid frame flanges to remove any width changes of Building Shape Single Slope Low Slope Min Fiat Roof,P,= 20.00 psf more than two-inches.If not revised check the end-plate El N/A ®Complete Ground Snow Load,P, 50 par Controlling Flat Roof,P,= 42.00 psf design using the width from MBSo. Snow Exposure Factor,C. 1.00 Density,D= 20.50 pef ' Snow Thermal Factor,C, _ 1.20 Height of Basic Load,h,= 2.0511. If haunch fails in web shear,adjust DS Build frame 36 to 4 N/A Snow Importance Factor,/ 1.00 tVbJ = 0.46 for horizontal stiffeners. ® ❑Complete Flat Roof Snow Load Override,Pf 42 psf Theoretical HeighWf Dfig,I%= 3.66 R. Verify the adequacy ofthe web-to-flange weld. El NIA ®Complete Distance to Adjacent Structure 0.00 h,=h,-h,= 0.95 ft. ' Difference in Roof Heights,h, 3.00 R. CunlmlMg lh,:hd= 0.95 R. ' For high slope buildings,override the original values with Width of Upper Roof,W. 60.0DO 0. Drift Intensity,P.= 19.50 psf the values for 3:12.to 5:12('a@F-P:SPACE E'Re Distance to Peak 80.000 ft. Width of Drift,W v,based an P,= 7.610 ft. `(ajEP:SPACE_F')located below,tlhe stop in llS_RFPL'1'. El NIA N Complete Slop°of Upper Roof 3.000112 (Set DS_Build,BEY 20 for Endwafl Rafters,Use 4"for 3112 Width of Lower Roof(Leeward) 4 000 ft. Colc Sliding Snow,P.= U.00 psf &4/12 and 5"for 5/12+) Slope of Lower Roof 0.500/12 ,Width of Sliding Snow,Wa= 0.00 fL Distance to Peak 4.000 R Sliding Snow h= 0.00 IL Ifusing 4"column flanges,adjust bolt gage in splice plate. N N/A ❑Complete Controlling[h,:h,l= O.Oo ft. If using supermarket columns,be sure location of taper in 70 _ Sliding Snow Intensity,P"= 0.00 psf DS R Dep matches location in RJDes file.Verify elevation ®N/A ❑Complete s° in shop drawings. w If m connects endwall column coects to a rigid frame at die peak, NIA - 10 Snow Loads: use an IdP frame with an 11 rafter. - _ Complete _ 30 Sliding S ow eslgn l aaP- 42.0Ipsf 00 20 g ty Eliminate flange brace located too close to splice plates. ❑N/A N Complete 10 Width of Sliding Snow= 0.000Drift Intensity,P,: 19.50EaveStruts o 7 a a a m nz widmeroritt= 7s1Do not use IOga forslopes>4:12.Ifslope is>6:12,Wen all Truncated Drift Intensity= 9.25 eave struts must be flat bottom(no 10 gauge).If 10 gauge, 0N/A Oren use cee with an angle. Complete Average Span Lead when Wa is Perpendicular to Purlins Set peak purlin space to 0"with high side parapets.This will ' locate cave strut at back of parapet vertical. _ N NIA ❑Complete Slope Factor: 0.999 Change cave stints to 13 gage when in bays greater than or Purlin Spacings(Along Rool Slope) equal to 25 feet and the wall is open to remain open. N N/A Complete 1st Purin Space: Sth Pudin Space: 2nd Purlin Space: 6th Purlin S.."'.: For cave struts>32'-1 i"long and>4:12 slope,design 31d Pudin Space: 71h Purlin Space: splice. N N/A ❑Complete 41h Purlin Space: 1`h Memberr2'a' 3 4. 5, 61 7. Drawings Slope Distance from Pea 0.000 fL . 0.000 fL 0.000 ft 0.000 ft. 0.000 ft. 0.000 ftHorizontal Distance from Peak 0.0001L . 0.000 ft. 0.000 It. 0.000 8. 0.000 ft. 0.000 f. ifcrane is ordered,then create crane bracket drawings in Distance to High side of Drift 0.00 IL 0.00 R. 0.00 ft. 0.00 ft. 0.00 R.MBS-Utilities-Pro rarn Listin N NIA ❑Complete g g Distance to Low side of On 0.00 ft. . 0.00 R. 0.00 ft. 0.00 ft. 0.00 ft.Tdbutary Width of Purin;W D.00 ft. 0.00 0. 0.00 ft 0.00 R. 0.00 fLAd'ust frame lines for multi-buildin sets. N/A p Tdbutary Width of Sliding Snow,Wa 0.00 R . 0.00 ft 0.00 fl. 0.00 ft, 0.00 R. �•'.s�✓=.J g• N ❑Com Idc „yRemainder(Width Q Pd 0.00 R0.00(L 0.00 tL 0.00 R. 0.00If usin mull le NIBS runs far one FOH,then chap ag P K Tributary Width of Drill,W,e 0.00 f. . 0.00 it. 0.00 ft. 0.00 ft. 0.00 It. start number for building parts.Set Dr Build general 26 ®N/A ❑Complete Remainder(Width Q P,) 0.00 ft. 0.00 If 0.00 ft. 0.00 fl. D.00 ft. 0.00 R to 100,200,300..... ; Ave.Magnitude of Drift within Wil 19.50 psf I 19.50 psf 19.50 psf 19.50 psf 19.50 psf 19.50 psf 20692 07.01 Snowdrifl.US.Rev 3.xls ASCE 7-05 Printed 8f.302017 2:12 PM 4 Revised March 5,2003 Sheet 1 of 1 J, 'Torsional Constant D.001093 in4 DESIGN SUMMARY FOR COLD FORMED MEMBERS Cw, Warping Constant = 12.93 inG Xo 0.000 in INPUT OUTPUT He = 3.292 in Rmin = 0.787 in CODE - WS NAUS 12 Ixy 2.069 in4 MEMBER Theta = 74.819 deg Member Part = 8X25L16 Ix2 = 0.528 in4 Web Depth,ho = 8.000 in UNITS(k , f-k) Iy2 = 8.712 in4 Thickness,t 0.0620 in ACTION CALC LIMIT RATIO EQUATION Xbar = -0.027 in Top Flg Width,b = 2.438 in --------- ------ ------ ----- --------- Tot F1g Width = 2.563 in Axial 1.07 2.65 0.40 C4,1.1-1 SECTION PROPERTIES ON FLANGE AND LIP 'Lip Length,D = 0.570 in A£ = 0.19065 in2 _ Inside Radius,R = 0.188 in Shear 0.00 2.83 0.00 C3.2.1-4 xo 0.997 in Angle = 47.000 deg hx = -2.522 in Steel Yield = 55.000 ksi Bending-Top 1.18 4.56 0.26 C3.1.1-1 by -0.037 in i UNBRACED LENGTH (Tension) Jf = 0.00024 in4 Major Axis 13.330 ft Cwf 0.00 in6 Minor Axis Axl - 13.330 £t Ixf 0.00170 in4 Minor Axis top = 13.330 ft Bending-Dot 1.18 2.76 0.43 C3.1.2.1-1 Iyf = 0.14229 in4 Minor Axis hot = 13.330 ft (Compression) Ixyf 0.00833 in4 Cb = 1.000 M1/M2 1.000 Axial+Bonding_Top 0.15 CONSTANTS SLrengLh Increase 1.000 Nu 0.30 ACTION (Working Loads) Axial+Bending Bot 0.78 C5.2.1-1 E = 29500.0 ksi Axial = 1.070 k G = 11300.0 ksi Shear 0.000 k ShearfHending 0.00 C3.3.1-1 Moment 1.180 f-k - SHEAR STRENGTH (Section C3.2.1-4) WEB CRIPPLING Kv, no web reinforcement = 5.34 Reaction = 0.000 k Web Crippling 0.00 0.84 0.00 C3.4.1-1 h, web flat, = d-2•(R+t) 7.5000 in Bearing Width = 0.000 in A., web area, = h•t 0.4650 in2 Bearing Location = Interior WC+Bending 0.15 0.78 U.20 C3.5.1-1 - F. 9.732 ksi Z section = Simple V. = A. •F„ = 4.525 k (C3.2.1-4) OTHER n, = 1.60 Ct (tens, area coe=) 1.000 Limit - V./il„ = 2.B28 k (A4.1.1-1) Panel screw offset= 0.000 in Panel Type = SD AXIAL STRENGTH (Se.Lion C4.1,C4.2,B2,B3,B4) overhang length 0.000 in COMPRESSION: R moment top 1.000 MAJOR AXIS: R moment bot = 0.600 L = 159.960 in Panel,Kphi Top = 0.000 KL/r. = 51.74 Panel,Kphi Hot 0.000 Check Flexural Buckling: Cade C4.1.3 Stitch max spacing. 0.000 in F., flexural buckling stress = 108.77 ksi (C4.1.1-1) Check Flexural-Torsional Buckling: Code C4.1.2 -------------------------------------------------------------------------------._-._ '-- at = 17.26 ksi (C3.1.2.1-9) F., flexural-torsional = 17.26 ksi (C3.1.2.1-9) SECTION PROPERTIES Therefore, F. for column = 17.26 ksi GROSS SECTION PROPERTIES Calculate column stress at which buckling occurs, Pn: Code C4.1 Weight 2.902 lb/ft 1. _ (Fy/F.)*., = 1.7850 (C4.1-4) Ag, Area = 0.85269 in2 F. = 15.14 ksi (C4.1-3) Ybar, cenLrold, from bottom = 3.964 in From Effective Section Properties report Ixx 8.151 in4 A. = As - t•(sum of lost width) 0.6611 ins Sxx Top . 2.020 in3 P. A. • F. 10.01 k (C4.1-1) Sxx Hot 2.056 in3 fl. = 1.80 Rxx, major axis radiun of gyration = 3.092 in Limit = P. /,(l. 5.56 k (A4.1.1-1) Iye Top = 0.5250 in4 lye Hot = 0.5639 in4 MINOR AXIS: Syy = 0.3763 in3 L 159.960 in Ryy, minor axis radius of gyration = 1.130 in KL/ry, 141.55 KLlr. - = 203.35 Page 1 Page 2 , Check Flexural Buckling: Code C4.1.3 (i 1.000 (C3.1.4-11) F., flexural buckling stress = 7.04 ksi (C4.1.1-1) k,pfe 0.3299 (C3.1.4-13) Calculate r:olumn stress at which buckling occurs, Fn: Code C4.1 k,pwe = 0.2960 (C3.1.4-14) 2.7940 (C4:1-4) k,p = 0.0000 F. 6.18 ksi (C4.1-3) k,pfg = 0.01928 (C3.1.4-15) , From Effective Section Properties report kWwg = 0.00286 (C3.1.4-16) A. =Ay - t+(sum of lost width) = 0.7721 ins a web 2.0000 P. - A. + F. 4.77 k (C4.1-1) Fa = 28.27 ksi (C3.1.4-10) 11. 1.80 Mcrd = 4.84 f-k (C3.1.4-5) Limit = P. /jlk 2.65 k (A4.1.1-1) My 9.42 f-k (C3.1.4-4) l 1.39 (C3.1.4-3) ' DISTORTIONAL BUCKLING (Section C4.2(b)) Mn = 5.69 f-k (C3.1.4-2) L. = 159.960 in S1 = 1.67 _ Lcr = 18.656 in (C4.2.-13) Limit Mn/fl - 3.41 f-k L, smaller of L.and Lrr = 18.656 in ' kpfe = 0.2361 (C3.1.4-13) SUMMARY: 4.e = 0.1610 (C4.2-11) COMPRF.SSTON FLANGE. kp = 0.0000 Fully Braced - 4.59 f-k ,(C3.1.1-1) k,pfg = 0.01481 (C3.1.4-15) Reduction Factor Moment 2..76 f-k (D6.1.1-1) k,pwg = 0.01500 (C4.2-12) Lateral Torsional Buckling = 1.28 f-k (C3.1.2.1-1) Fd 13.32 ksi (C4.2-10) Distortional Buckling = 3.41 f-k (C3.1.4-2) Pcrd = 11.35 k (C4.2-5) Py = 46.90.k (C4.2-4) Limit = 2.76 f-k (C3.1.2.1-1) .. T = .2.03 (C4.2-3) Ratio = 0.43 Pn = 17.89 k (C4.2-2) ,(l 1.80 AXIAL & BENDING Limit = Pn/fl = 9.94 k AXIAL COMPRESSION & BENDING Ratio, Tension Flange = JP/(P./fk) - Mr/(M„r/f)n)1 = 0.1453 SUMMARY: P., Nominal Compressive Strength = 4.37 k MAJOR AXIS: P.., Axial strength with F.=F. = 23.49 k Minimum of yield and other buckling = 5.56 k (C4.1.1-1) M., Nominal Flexural Strength = 4.60 f-k Cm, 0.85 for continuous, 1.0 for simple 0.85 - MINOR AXIS: P.., Euler Buckling Load = 92.75 k (C5.2.1-6) Minimum of yield and other buckling 2.65 k (C4.1.1-1) Amplification Factor = 0.979 (C5.2.1-4) Distortional buckling = 9.94 k (C4.2-2) PIP. +•(1. = 0.4040 Equation 1 = 0.776 (C5.2.1-1) Limit 2.65 k (C4.1.1-1) Equation 2. = 0.510 (C5.2.1-2) Ratio 0.40 WEE CRIPPLING STRENGTH R, inside bend radius = 0.188 in BENDING STRENGTH (Sections C3.1.1, C3.1.2, C3.1.3, C3.1.4, D6.1.1, D6.1.2) N, bearing length = 0.000 i FLEXURAL DIICKLING ABOUT X-AXIS h, flat web depth 7.500 in e,y, Euler Buckling Stress- = 14.53 ksi (C3.1.2.1-8) oc, Torsional Buckling Stress = 17.26 ksi (C3.1.2.1-9) Cales for bearing loc F.,(a) Elastic Buckling SLress 10.81 ksi (C3.1.2.1-5) R/t 3.03 < 5.0 F.,(b) Elastic Buckling Stress 12.48 ksi (C3.1.2.1-15) C, general coefficient = 13.00 (Table 3.4.1-3) F., Maximum of (a) and (b) = 12.48 ksi (C3.1.2.1-15) C., radius coefficient 0.23 (Table 3.4.1-3) Since'F. < 0.56 + Fy C., bearing coefficient = 0.14 (Table 3.4.1-3) F. _ .12.48 ksi (C3.1.2.1-3) Cn, web coefficient = 0.01 (Table 3.4.1-3) Flexural Strength fl. = 1.75 (Table 3.4.1-3) Compression flange stress = Pc 12.48 ksi g, angle between web and lower flange = 90.00 From Effective Section Properties report P., nominal web crippling strength 1.47 k (C3.4.1-1) Sxe = 2.056 ins Limit = P./fl, allowable bearing force 0.84 k Mn - Sxe + F. = 2.14 £-k (C3.1.2.1-1) •(l 1.67 BENDING & WEB CRIPPLING Limit . Mn /fl 1.28 f-k h/t = 120.97 <= 150 NIL 0.00 <= 140 DISTORTIONAL BUCKLING (Section C3.1.4(b)) _ R/t = 3.03 <= 5.5 Lm 159.960 in P., nominal web crippling strength 1.47 k I,— - 17.406 in (C3.1.4-12) M.r., nominal flexural strength, stress at Fy 4.56 t-k L, smaller of L.and L., 17.406 in Bending & web crippling, calculated 0.1549 (C3.5.1-1) Pogo 3 Page 4 Bending & web crippling, limit = 0.7624 (C3.5.1-1) AXIAL EFFECTTVE SF.CTTON PROPERTIES Ratio, bending & web crippling = 0.1'980 NA.7OR AXIS The following sections calculate the effective area for a stress of 15.14 ksi Top Lip Effective Area: Code B3.1 w - d - D - (t+R)-tang = 0.461 in fl f2 = F. = 15.14 ksi +p _ lf2/fll 1.0000 (B3.2-1) K, plate buckling coefficient 0.4300 (B3.2-2) F« = 207.10 kai (B2.1-5) ,� _ (P). / P•«)°"s = 0.27040 (D2.1-4) 1 < 0.673 => fully effective (82.1-1) d.' =d = 0.461 in (rig B4-1) Check for Lip Stiffener Reduction: Code B4 S = 1.28+(E/F).)°"s = 56.5030 (84-7) I., adequate I of stiffener = 0.000110 in (84-8) I_ I of utitLener = 0.0002.71 in (84-10) R. - I° / I.<= 1.0 1.0000 (B4-9) w, flaL flange width m 2.079 in w/t > 0.32..8 S, reduction necessary do - do' . R° 0.461 in (B4-6) Tnef fective width = d-d. 0.000 in (Fig 84-1) Top Flange Effective Area: Code B2, B4 w, flat width = 2.079 in (Fig B4-1) K, plate buckling coefficient = 3.0793 (Table D4-1) F- 91.96 ksi (B2.1-5) l - (F), / F-)°.s = 0.40579 (B2.1-4) A < 0.673 => fully effective (82.1-1) b = effective width -w 2.079 in (Fig B4-1) Ineffective width = 0.000 in (Fig B4-1) b° = w/2 = 1.040 in (84-2) b� = w/2 = 1.040 in (B4-2) Bottom Lip Effective Area: Code B3.1 w d = D - (t+R)•tan0 = 0.461 in El = f2 = F. 15.14 kat yr If2/tlj 1.0000 (113.2-1) K, plaLe buckling coefficient = 0.4300 (B3.7.-2) F- = 207.10 kai (82.1-5) k (F). / F<)o.s = 0.27040 (82.1-4) 1 < 0.673 => fully effective (B2.1-1) do' -d 0.461 in (Fig B4-1) Check for Lip Stiffener Reduction: Code B4 S - 1.28•(E/F).)a.s = 56.5030 (84-7) I., adequate T of stiffener = 0.000161 in' (84-8) 1„ I of stiffener = 0.000271 in4 (B4-10) R. - I. / I. <= 1.0 1.0000 (84-9) w, flat flange width 2.204 in w/t > 0.328 S, reduction necessary d. = d.' • % = 0.461 in (84-6) Ineffective width = d-d. 0.000 in (Fig 84-1) Bottom Flange Effective Area: Code B2, D4 w, flat width = 2.204 in (Fig D4-1) K, plate buckling coefficient 3.9571 (Table 84-1) F« = 83.47 ksi (82.1-5) A = (F)„ / r<r- 0.42594 (82.1-4) A < 0.673 => fully effective (82.1-1) b = effective width =w = 2.204 in (Fig 84..1) Ineffective width 0.000 in (Fig B4-1) b. - w/2 = 1.102 in (84-2) b° = w/2 = 1.102 in (84-2) Page 5 Page 5 Web Effective Width: Code B2 AXIAL EFFECTIVE. SECTION PROPERTIES w, flat width 7.500 in (Fig B2.3-1) MINOR AXIS Y = jf2/£1j = 1.0000 (B2.3-1) The following sections calculate the effective area for a stress of 6.18 ksi K, plate buckling coefficient = 4.0000 (B2.3-8) Top Lip Effective Area: Code B3.1 Fcc 7.29 ksi (B2.1-5) w d - D - (t+R)-tang 0.461 in 1 = (F). / F-)c'g = 1.44143 (B2.1-4) fl f2 = F. 6.18 ksi > 0.673 ->b =p . w (112.1-2) yr jf2/E1j 1.0000 (A3.2.-1) p- (1 - 0.22/1)/), 0.5879 (B2.1-3) K, plate buckling coefficient 0.4300 (R3.2-7.) b = effective width =p• w = 4.409 in (B2.1-2) F.c = 207.10 ksi Inettective width 3.091 in (Fig 84-1) x _ (P). / Fcc)c's = D.1'!'17U (H2.1-4) bi = b / (3 2.205 in (B2.3-9) 1 < 0.673 => fully effective (B2.1-1) ba = b - by 2.205 in (B2.3-10) d,' -d 0.461 in (Fig B4-1) Check for Lip Stiffener Reduction: Code B4 Final reaul Ln: _ = 1.28•(E/F).)�> = 88.4700 (B4-7) A. 0.6611 in2 I., adequate I of stiffener 0.000001 in' (B4-8) I., I of stiffener 0.000271 in '(B4-10) % = I. / I. <= 1.0 = 1.0000 (B4-9) w, [let flange width = 2.079 in ' w/t > 0.328 S, reduction necessary d. - d.- • Rt = 0.461 in (B4-6) Ineffective width = d-d. = 0.000 in (Fig B4-1) Top Flange Effective Area: Code B2, B4 w, flat width = 2.079 in (Fig B4-1) K, plate buckling coefficient = 3.8793 (Table B4-1) Fcc 91.96 ksi (B2.1-5) A = (F)a / Fee),'' = 0.25916 (B2.1-4) 1 < 0.673 => fully effective (B2.1-1) b = effective width =w 2.079 in (Fig 164-1) Ineffective width = 0.000 in (Fig B4-1) bi = w/2 = 1.040 in (B4-2) Is. = w/2 = 1.040 in (H4-2) Bottom Lip Effective Area: Code B3.1 - w d - D - (t+R)•tang 0.491 in fl = t2 . P. = 6.18 ksi y, = It2/flj = 1.0000 (B3.2-1) K, plate buckling coefficient = 0.4300 (B3.2-2) Fcc 207.10 ksi (B2.1-5) 1 (F). / F..)c'> = 0.17270 (B2.1-4) 1 < 0.673 => fully effective (B2.1-1) d.' =d 0.461 in (Fig B4-1) Check for Lip Stiffener Reduction: Code B4 S = 1.28+(R/F).)" 08.4700 (D4-7) I., adequate I of stiffener 0.000002 ins (B4-8) i., I of stiffener .0.000271 in' (64-10) R. - 1. / I. <= 1.0 - 1.0000 (B4-9) w, flat flange width = 2.204 in w/t > 0.328 S, reduction necessary d, = d,' - % 0-461 in (B4-6) Ineffective width - d-d. = 0.000 in (Fig B4-1) Bottom Flange Effective Area: Code B2, B4 w, flat width 2.204 in (Fig A4-1) K, plate buckling coefficient 3.9571 (Table B4-1) For 83.47 ksi a = M. / rcc) = 0.27203 (H2.1-4) 1 < 0.673 => fully effective (B2.1-1) b = effective width =w = 2.204 in (Fig 134-1) Ineffective width 0.000 in (Fig 04-1) bi = w/2 1.102 in (B4-2) b� - w/2 = 1.102 in (B4-2) Page 7 Page 8 Web Effective Widl.h: Code B2 BENDING EFFECTIVE SECTION PROPERTIES w, El.L widLh 7.500 in (Fig B2.3-1) Bottom Lip Effective Area: Code B3.1 yr = �f2/flj 1.0000 (B2.3-1) w = d = D - (LIR) * Lang 0.4613 in K, plate buckling coefficient = 4.0U00 (B2.3-8) fl = 12.232 ksi F.. = 7.29 ksi (B2.1-5) f2 = 11.170 ksi 1 = (F). / F<)°'s = 0.92060 (B2.1-4) y.= jf2/flj = 0.91315 (83.2-1) J, > 0.673 ->b =� • w (B2.1-2) K - plate buckling coefficient 0.46124 (83.2-2) P = (1 - 0.22/),)/1 0.8267 (82.1-3) F« = 222.15 ksi (B2.1-5) b = effective width =F* w = 6.200 in (82.1-2) 1, slenderness factor 0.23707 (82.1-4) Ineffective width 1.300 in (Fig 84-1) 1 < 0.673 => fully effective, w = ds- = 0.4613 in (82.1-1) b. = b / (3-1,) 3.100 in (332.3-9) Check for Lip Stiffener Reduction b° - b - br = 3.100 in (B2.3-10) S - 1.28*(29500/F)y)°`, 62.226 (114-7) w, flat flange width = 2.204 in Final results: I. = adequate I of stiffener = 0.000085 in' (B4-8) A. = 0.7721 in' I. - I of stiffener = 0.000271 in+ R.- I./I. _< 1.0 = 1.0000 ds - ds'•Ri 0.4613 in (B4-6) Lip ineffective width - d-ds = 0.0000 in K, flange plate buckling coefficienL = 3.9571 (Table B4-1) Flange Effective Area: Cade B2, B4 For, critical sLreaa 83.467 ksi (82.1-5) 1, slenderness factor 0.3868 (82.1-4) P, local reduction ractor = 1.0000 (B2.1-3) be, effective width -P • w = 2.2043 in (82.1-2) Ineffective width = w - P • w = 0.0000 in Web Effective Width: Code 82 w, flat width 7.5000 in Iteration 1: (After flange and lip reduction) Ybar of reduced section 3.9639 in Ys = Yshift = 0.0000 in I.of reduced section = 0.151 in S_ of reduced section = 2.056 in ' fl - Fy(h.-Ybar-Ys-t R+dl) /(h.+dl-Ybar-Ys) = 11.695 ksi f2=Fy*(Ybar+Ys-t-R-d2) /(h.+dl-Ybar-Ys) _ -11.922 ksi ,1, - jf2/f1j = 1.01943 (82.3-1) K, plate buckling coefficient 24.510 (112.3-2) w = 7.500 in w/t = 120.97 F<. = 44.66 ksi (B2.1-5) 1, slenderness factor = 0.51181 (B2.1-4) 1 < 0.673 => fully effective p, local reduction factor = 1.0000 (B2.1-3) be, etfective width .F * w = 7.5000 in (B2.1-2) h./b. < 4, therefore bl, width near compression flange = 1.8659 in (B2.3-3) b2, width near neutral axis = 3.7500 in (B2.3-4) Compression width available = 3.7139 in blfb2 > compression width (fully effective) Other flange: No compressive stress (fully effective) Other lip: No compressive stress (fully effective) Iteration report: No change in web, therefore complete ' Final results: S.. = 2.056 in' Page 9 Page 10 i PurchaserfCustomer: IRONBUILT a /u:'y,3r� Project Namu: RAY AUTOMOTIVE FO Number. 20692 g ; OOF N ; A 4 m o Purlin Roll-Stiffened Clips Dale: 17 Initials: TBT Location: R ROOF General Project Information I n N N h N N m C a rr m ro v o m m co a Panel Type: 'R Panel 2611age Roof Insulation: Yes Tefal Roof Load= 40.25 pst Roof Width,Eave to Peak(Holz)= 20.00 h Root Sbpe= 3.0/12 Number of Purbns= 4 ,6 voi o o o M v a m m Q m m • Maximum No.Pudins Per Clip Pudin Depth= 11 Number of Reversed Pudins=� Max.#of S, 79.39 pit Mr. of S,s= 79.39 pit Effective Panel Length= 20.21 ft ~O m v v n v v v m m n Pudins: Pudins: G'= 19,'L81.17 Ibs4n G'= 19.281.17 lbshn Numberof Softened Clips= 1 I Condition#1 W ui b O m Y Q m . N V �R !NJ [m0 N - Pudin Section LI: 11x25Z14 Span Length 1= 20.00 h Span and Frame Condition:I Multiple-End Frame Q Pullin Section rii o m N O Lz Span Length 2 Stiffened Clip: Act-ClipfNo CY W N vOi W. `r - PL= -1,00D.50lbs Weld U.C.= 025 Diaphragm Shear U.C.= 0.63 Moment= -1i.01 in-kips Clip U.C.= 0.17 Diaphmgm Stiffness U,C.= 0.02 Lau ] Q 'n M M v n on v .� ra n Axial Load= 2.00 kips d V r n N N m P 2 2 m N N 0 to m Condition#2 Z Pullin Section L,: 11x25Z14 Span Length 1= 20.00 ft Span and Frame Condition: Multiple-First Interior Frame c m 0 E m N N Pudin Section Lz: 11x25Z14 Span Length 2= 20 00 ft Stiffened Clip: Adjj Clip: No ? `°o m v m ono v v v v o P P m v u`Oi PL= -1,381.64lbs Weld U.C.= 0.34 Diaphragm Shear U.C.= 0.44 O, '� rr m c o. Moment- .15.20 in-kips Crip U.C.= 0.28 Diaphragm Stiffness U.C.= 0.01 Q _ Axial Load= 4.00 kips a Lmr ra m . " ra N o o_ Condition#3 Pudin Section Lr: 11x25Z14 Span Length 1= 20.00 ft Span and Frame Condition:I Multiple•Other Interior Fmme" O Pudin Section Lz: 11x25214 Span Length 2= 20.00 ft Stiffened Clip: AC7D(fi0358 Adj.Clip' No Z PL= -1.286.351hs Weld U.C.= 0.32 Diaphragm Shear U.C.= 0.41 o n o 0 0 o r n N N N rn IL- Moment= -14.15 in-kips Clip U.C.= 027 Diaphragm Sbffness U.C.= 0.01 lL N N t2 A V M Y O N N lV m co J - a Axial Load= 4.00 kips ,- m � Q Condition#4 30 ww o 0 o_ o D O_ o O o D O_ n O_ a Pudin Section Lr: Span Length 1'0 Span and Frame Condition: J F ¢ w F- Q N F- Q m 0 ¢ N ~ ¢ N ~ � J o OJ N rj o_ N M of 11 y Pullin Section Lz: Span Length 2= Stiffened Clip: Adj.Clip: Q o z o z >zi z n o z > o z r,a o rq c; PL= 0.00lbs Weld U.C.= Diaphragm Shear U.C._ J J z � ^of ,n a o Moment= 0.00 in-kips Clip U.C.= Diaphragm St U.C._ 00 Y - "Z z ai v Axial Load= 0.00 kips m z 3Of '3 " (L ano = Condition 45 ll LU ¢ Z w O Z w z U)l`) N p E z N a w w a w X rn <�+z en n Pudin Section Lr:� Span Length 1=� Span end Frame Condition: m Z z a w z Z w z Z �t �o Purlin Sertmi Lx:� Span Length 2=� Stiffened Clip:O Adj.Clip: n y rn N CD c I-ai C'1 U I- _1� 0 to o 3� PL= 0.00lbs �Weld U.C.= Diaphragm Shear U.C.= O in < r¢ 4 ro O i 1O m w rn o tY O o Moment= Il in-kips Gip U.C.= Diaphragm Stiffness U.C.= N o a m Axial Lead= 0.00 kips oa 2069209.04 Pullin Roll Restraint-Stiffened ClipsASD 13th.xls All Conditions,D3.2.1 Printed 11130/2017 2:13 PM Revised 05/05/04 Sheet 1 of 1 :T7 Purchaser/Customer. IRONeUIL! Pure::_+7 n:heser/Customer, IRONBUILT Project Name: RAYS AUTOMOTIVE Project Name: RAYS AUTOMOTIVE COKE CBS F0: 20692 01am •'.," liiiiiiiii� CBS FO: 20692 liiiiiiii� Desc pti�n: BRACED GIRTDescription: BRACED PURLIN — Dale: 0510112017 Initials: TBT - = Date: 06/0112017 Initials: TBT Braced Purlin/Girt Clip Selection Braced Purlin/Girt Clip Selection Designation: BC1234 Summary: Clip Designation: BC0834 Summary: Clip ry Weld Size: 3116•Fillet NS/FS ry Weld Size: 3/16"FBlel NSIFS Clip Yield Stress,F,= 55.00 ksi If FRAME a Clip Yield Stress,F,= 55.00 ksi FRAME Weld Material Specification: E70XX Weld Materiel Specification: E70XX / Rafter/Column Type= RF,Flange a 6• Rafter/Column Type= RF,Flange 2 6" t Required Suction= Required Suction= 11.80 psf PurliNGirt Depth,d= PudinlGbt Depth,d= Purlin/Girt Spacing,S,= 7.50 ft CIO Pudin/Girt Spacing,S,= 5.00 fl 9�F Tributary Width,L= 18.00 fl Tributary Width,t= 'LU.00 ft Input Option= Strut Fome Input Option= Strut rorce Strut Force= 1.07 k Strut Force= 0.94 k Brace Tension= �;�' �"`�^.:"'. Brace Tension= Bracing Angle,a= ti'}�??:";iigy;1„�.�,;: — Bracing Angle,cK= Allowable Uplift Force,Pa= 24.701 k Based on Combined Moment and Tension in Clip Allowable Uplift Force,P„= 24.701 k Based on Combined Moment and Tension in Clip Design Uplift Force,P.,= 1.836k Based on S„Bay Tributary Width,and Wild Wind Suction Design Uplift Force,P,,,= 1.180k Based on S,Say Tributary Width,and RegV Wind Suction Force in strut.T sina= 1.070 k Force in strut,T sina= 0.940 k Resultant Tension,T.= 2.125 k Resultant Tension,Tom,= 1.509 k Resultant Angle,a= 59,767° Resultant Angle,o= 51.459' Allowable Tensile Strength,P,= 24.701 k Allowable Tensile Strength.P,= 24.701 k Design Bending Strength,M,= 4.55 in-kips Design Bending Strength,M,= 5.88 in-kips Allowable Bending Strength,M.= 17.46 in-kips Allowable Bending Strength,M._ .16.85 in-kips CFS Version 9.0.4 sxe(c) 9.4905 in^3 Sye(1) 2.3368 in^3 Section:11x35E72+30.sct Tyler Theurel Sxe(b) 4.8358 in Sys r) 0.7449 in^3 11x35E72+30 Corle Building Systems CORLE BUILDING SYSTEMS Interaction Equations Rev.Date:1127/2004 OAS Eq. C5.2.1-1 (P, Mx, My) 0,137 + 0.571 + 0.000 = 0.700 <- 1.0 By:Amy Baldish NAS Eq. C5.2.1-2 (P, Mx, My) 0.077 + 0.562 + 0.000,= 0.638 <= 1.0 printed:5/1/2017 NAS Eq. C3.3.1-1 (Mx, vy) Sgrt(0.262.+ 0.000)= 0.512 <- 1.0 NAS Eq. C3.3.1-1 (My, Vx) Syrt(O.OUO + 0.000)= 0.000 <= 1.0 Member Check-2007 North American Specification-US(ASD) Material Type: (A653 SS Gr 50/1 Mod.], Fy=55 ksi Member Check-2007 North American Specification-US(ASD) Design Parameters: Lx 20.000 ft Ly 10.000 ft Lt 10.000 ft Material Type: [A653 SS Gr 50/1 Mod.], Fy=55 ksi Kx 1.0000 Ky 1.0000 Kt 1.0000 Design Parameters: Cbx 1.0000 Cby 1.0000 ex 0.0000 in Lx 20.000 ft Ly 10.000 £t Lt 10.000 ft Cmx 1.0000 (,try 1.0000 ey 0.0000 in Kx 1.0000 Ky 1.0000 Kt 1.0000 Braced Flange: Top k� U k, Cbx 1.0ODO _ Cby 1.0000 ex 0.0000 in Red. Factor, R: 0 Lm 20.000 ft cm1.UODU Cmy 1".000O ey O.D000 in Braced Flange: Top ko 0 k Loads: P "Mx Vy My Vx Red. Factor, R: 0 Lm 20.000 ft (k) (k-ft) (k) (k-ft) (k) Entered 1.870 -1.8200 0.000 0.0000 0.000 Loads: P Mx Vy My Vx Applied 1.870 -1.0200 0.000. 0.0000 0.000 (k) (k-ft) (k) (k-ft) (k) Strength 10.256 7.6776 5.141 1.9391 9.02.5 Entered 3.430 0.0000 0.000 0.0000 0.000 Applied 3.430 -O.O016 0.000 -0.0089 0.000 Effective section properties at applied loads: Strength 10.256 7.6776 5.143 1.7897 9.025 ' Ae 1.42203 in^2 Ixe 29.331 in^4 -Iye 1.918 in^4 - - Sxe(t): 4.4905 in^3 Sye(1) 2.3368 in^3 Effective section properties at applied loads: Sxe(b) 4.8358 in^3 Sye(r)• 0.7449 in^3 , Ae 1.35198 in^2 Ixe 29.324 in^9 lye 1.872 in^4 Sxe(t) 4.4948 in^3 Sye(1) 2.1736 in^3 Interaction Equations" Sxe(b) 4.8284 in^3 Sye(r). 0.7389 in^3 NAS Eq. C5.2.1-1 (P, Mx, My) 0.182 + 0.243 + 0.000 = 0.425 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx;,My) 0.103 r 0.237 1 0.000 = 0.340 <= 1:0 Interaction Equations NAS Eq. C3.3.1-1 -(Mx, Vy). Sgrt(0.039 + 0.000)= 0.196 <= 1.0 NAS Eq. C5.2.1-1 (P, Mx, My) 0.334 + 0.000 + O.O05 - 0.340 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sgrt(0.000 + 0.000)= Q.000 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.188 + 0.000 + 0.005 = 0.193 <= 1.0 _ NAS Eq..C3.3.1-1 (Mx, Vy) Sgrt(0.000 t 0.000)= 0.000 <= 1.0 NAS Eq_ C3.3.1-1 (My, Vx) Sgrt(O.000 + 0.000)= 0.005 <="1.0 Member Check-2007 North American Specification-US(ASD) Material Type: (A653 SS Gr 50/1 Mod.], Fy=55 ksi Design Parameters: Lx 20.000 ft I.y 10.000 ft, Lt - 10.000 ft- Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbi: 1.0000 coy 1.0000 ex 0.0000 in " cm 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top k¢ 0 k Red. Factor, R: 0 Lm 20.000 ft - Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Entered 1.400 4.3900 0.000 0.0000" 0.000 Applied 1.400 4.3900 0.000 0.0000 0.000 Strength 10.256 7.8174 5.141 1.9391 9.025 " Effective section properties at applied loads: Ae i.42203 in^2 Ixe 29.331 in^4 Iye - 1.910 in^4 PurchaserlCuslomer. IRONBUILT Project Name: RAYS AUTOMOTIVE CORLS CBS FO: 20692 gF]la� >Tj ,,mr'�y'Ecs Descriptlan: EW COL TO RAFTER CONCENTRATED FORCES Date: 05/01117 Initials: TBT Userin ut Reaction on Beam,R= 8.4 ki s Reaction Type= Com restion 15k N 2.5k Definition of"k" Reaction Location= One Fian e "jI� 1.5Ma<Mr No el tv ntMRMS DUWP BUWP Distance to reaction from end,dr= 4g00" /Wald 1WdaLength of bearing,N= 03125" NNS ONy Nsfrs �- Yield strength,Fr= 50 ksi Type of Member. Hot-Rolled Will Section Calculated or Looked-Up Values HRMS Designation(Ignored for B W8X10UWP): ._ Member Depth,d= 7.89" BUWP Web Depth,h= r_.�kt'"sz,�. tw= 0.170" Member Web Plate Thickness :` .�_}�-.,`;; br= 3.949' Geometry Flange Width t1= 0.205" Input Loaded Flange Thickness ,77 Design distance from outerface of flange to toe otweb fillet,k= 0.505" (Ignored for HRMS) Other Flange Thickness %:rn"i'! ts_` Maximum Unbraced Length Ether Flange: 10.0 ft Web-to-Flung.Weld: .'�;,%•�,�:.; Compression Flange Restrained Against Rotation? Yes Analysis Flange Local Bending:ASD Provisions Section J10.1 (J10-1)R„= NIA:Not a Tension Force Unity Check:R/(Rn/O)= NIA - Local Web Yielding:ASD Provisions Section J10.2 End Reaction:Distance<d from end (J70-3)Rn= NIA:Distance>d Unity Check:RI(Rn/D)= NIA Interior Reaction:Distance>d from end (J10-2)Rn= 24.119 kips Unity Check:R/(RnID)= 0,522 O.K.:No Stiffeners Needed Web Crippling:ASD Provisions Section J10.3 End Reaction:Distance<d/2 from end (J10-5a orb)Rn= N/A:Distance>=d12 , Unity Check:RI(Rn/O)= N/A Interior Reaction:Distance>d2 from end (J1041)R„= 33.315 kips Unity Check:R/(Rn/O)= 0,504 O.K.:No Stiffeners Needed Web Sldesway Buckling:ASD Provisions Section J10.4 Compression flange restrained against (h/t.,)/(0br)= 1.329 <2.3 rotation: (J70-6)Rn= 19.798 kips Unity Check:R/(VO)= 0.747 O.K.:No Stiffeners Needed Compression flange not restrained (h/t„u(0br)= N/A against rotation: (J10-7)Rn= N/A Unity Check:R/(Rn/Q)= NIA Web Compression Buckling:ASD Provisions Section J10.5 .(Jl")R„= NIA Force on Only One Flange Unity Check:R/(RnID)= N/A Maximum Unity Check= 0.747 O.K.:No Stiffeners Needed 20692 08.06 Concentrated Forces.ASD 131h.xls Cone.Forces 13th both Last Printed 8/3012017 2:12 PM Revised 02/0712003 Page 1 Project No: - Date: Hutchins Engineering By: (-71 1 Sheet of Subject 449AL. v'fi-Ca I.tSVJ - -- - ii i I - 2.0 —j�--h`'1'Y_�s:l=— �i � 1� =� :5 i. - -- --1_ (ki'! I I tJT r It - ' -_.I - - - -- - - - - - - - CONSTRUCTION TECHNOLOGY - E C C 0 W E INSPECTION&TESTING DIVISION,P.D.&T.S.,INC. MAR 2 2 2018 4 William Street,Ballston Lake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 TOWN OF QUEENSBURY BUILDING&CODES CLIENT: RAY'S AUTOMOTIVE REPORT NUMBER: 1 :(CT-001) 15 PASCO AVENUE INSPECTION DATE: 11/17/17 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 128.000 FIELD INSPECTOR: BOB BEHAN ATT'N: MS.CAROL PERKINS PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,QUEENSBURY, NY. REINFORCING,STRUCTURAL& LIGHT GAUGE STEEL % FIELD OBSERVATION REPORT SPECIFICATION FOR BOLTED CONNECTIONS: AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR COLUMN PLUMBNESS: AISC:AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR FIELD WELDING: AWS:STRUCTURAL WELDING CODE-STEEL(A.W.S.D1.1) SPECIFICATION FOR CONCRETE REINFORCEMENT: CRSI:CONCRETE REINFORCING STEEL INSTITUTE COLUMN ELEVATION SHOP/FIELD COLUMN THREADED LINE OR LOCATION FABRICATION PLUMBNESS FASTENERS REMARKS: ITEM: 1 COULINE ROOF ACCEPTABLE COLUMNS PLUMBED TO WITHIN 1:500. A/F @ 1/5 FRAMING ITEM: 2 COULINE ROOF ACCEPTABLE THREADED FASTENERS INSTALLED AND A/F @ 115 FRAMING TENSIONED. ITEM: 3 ITEM: 4 ITEM: 5 REPORT DISTRIBUTION: RESPECTFULLY SUBMITTED, l:FILE 5: CONSTRUCTION TECHNOLOGY 2: 6: Z,,3" 3: 7: TOM JOSLIN,S.E.T.(NIICET) 4: 8: MANAGER TECHNICAL SERVICES CONSTRUCTION TECHNOLOGY -4 William Street,-Ballston Lake,-New York- 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 1 :PAGE*1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/06/17 OUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 60's:OVERCAST PROJECT: RAYS SALVAGE OUT BUILDING:PASCO AVE.,OUEENSBURY,NY. OUR FILE LOCATION: 177665 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOOTING:SOUTH WALL,EAST WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 85/ 51006 YARDAGE DELIVERED/SUBTOTAL: 8.00/ 8.00 TIME GONG. BATCHED/ARRIVED: 2.57/ 3.20 TIME PLACEMENT BEGAN/ENDED: 3.38/ 3.55 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 0.97 SLUMP ON ARRIVAL (INCHES) 5.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - ) 5.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: - ) 141.85 CONCRETE TEMP. (F) (SPEC: 45 - 90) 70 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBERS 177665- 177670 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: BONDED CONCRETE,INC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 10/09/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 177665 10/13/17 7 36,000 2870 COARSE AGGREGATE#2: LBS. 177666 10/13/17 7 35,100 2790 COARSE AGGREGATE#3: LBS. 177667 11/03/17 28 51,050 4060 FINE AGGREGATE: LBS. 177668 11/03/17 28 52,300 4160 ADMIXTURE#1: OZS. 177669 11/03/17 28 53,000 4220 ADMIXTURE#2: OZS. 177670 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 William Street,Ballston Lake;New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 2 :PAGE#:1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/18/17 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: DAVE CASAW #5 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 60's:CLEAR PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,OUEENSBURY,NY. OUR FILE LOCATION: 178116 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : FOUNDATION WALL:WEST WALL,SOUTH HALF;SOUTH WALL DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 81/ 51217 YARDAGE DELIVERED/SUBTOTAL: 13.00/ 13.00 TIME CONC. BATCHED/ARRIVED: 3.36/ 4.08 TIME PLACEMENT BEGAN/ENDED: 4.17/ 4.40 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.07 SLUMP ON ARRIVAL (INCHES) 3.00 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - ) 3.00 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.00 UNIT WEIGHT (PCF) (SPEC: ) 147.41 CONCRETE TEMP. (F) (SPEC: 45 - 90) 65 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBER 178116- 178121 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING JAW: ASTM: C31, C136, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: BONDED CONCRETE,INC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.@ 28 DAYS UNLESS OTHERMMSE NOTED ALL CYLINDERS RECEIVED: 10/19/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 178116 10/25/17 7 58,400 4650 COARSE AGGREGATE#2: LBS. 178117 10/25/17 7 56,150 4470 COARSE AGGREGATE#3: LBS. 178118 11/15/17 28 82,950 6600 FINE AGGREGATE: LBS. 178119 11/15/17 28 80,000 6370 ADMIXTURE#1: OZS. 178120 11/15/17 28 81,600 6500 ADMIXTURE#2: OZS. 178121 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICET) MANAGER TECHNICAL SVCS. CONSTRUCTION TECHNOLOGY 4 Williarii Street,Ba11s't6n hake,New York 12019 Phone:(518)399-1848 Fax:(518)399-1913 CLIENT: KRUGER CONSTRUCTION,LLC. REPORT NUMBER: 3 :PAGE M 1 131 MEADOWBROOK ROAD INSPECTION DATE: 10/31/17 QUEENSBURY,NEW YORK 12804 OUR FILE NUMBER: 1107.000 INSPECTOR&TEST SET: BOB BEHAN #6 ATT'N: MR.PAUL KRUGER AMBIENT WEATHER: 40's:P.CLOUDY PROJECT: RAY'S SALVAGE OUT BUILDING:PASCO AVE.,QUEENSBURY,NY. OUR FILE LOCATION: 178611 CONCRETE FIELD INSPECTION & COMPRESSION TEST RESULTS PLACEMENT LOCATION OF LOAD# 1 : SLAB ON GRADE DELIVERED LOAD NUMBER: 1 TRUCK NUMBER/TICKET NUMBER: 4588/ 823223 YARDAGE DELIVERED/SUBTOTAL: 11.00/ 11.00 TIME CONC. BATCHED/ARRIVED: 6.35/ 6.55 TIME PLACEMENT BEGAN/ENDED: 7.05/ 7.43 CONCRETE AGE(HOURS) (SPEC: MAX: 1.50) 1.13 SLUMP ON ARRIVAL (INCHES) 5.75 WATER ADDED ONSITE(GALLONS): WATER ADDED AT DISCRETION OF: SLUMP OF CONCRETE INTO PUMP: IF APPLICABLE: PLACEMENT SLUMP(INCH) (SPEC: - ) 5.75 ENTRAINED AIR (%VOL) (SPEC: 4.00- 7.00) 5.80 UNIT WEIGHT (PCF) (SPEC: ) 139.08 CONCRETE TEMP. (F) (SPEC: 45 - 90) 68 NUMBER OF TEST SPECIMEN CAST 6 LAB CYLINDER CONTROL NUMBERS 178611- 178616 DISCREPANCIES&REMARKS: UNLESS NOTED ALL TESTING IAW: ASTM: C31, C138, C143, C172, C173, C231, C470, C567, C617, C1064 CONCRETE SUPPLIER: JOINTA-GALUSHA,LLC. CONCRETE TEST CYLINDER COMPRESSIVE RESULTS PER: ASTM:C39 DESIGN STRENGTH&FORMULA: 4000 P.S.I.0 28 DAYS UNLESS OTHERWISE NOTED ALL CYLINDERS RECEIVED: 11/01/17 CEMENT: LBS. CYLINDER TEST TEST AGE ULTIMATE UNIT CEMENT: LBS. NUMBER DATE DAYS APPLIED LOAD P.S.I. WATER: GAL. COARSE AGGREGATE#1: LBS. 178611 11/07/17 7 40,050 3190 COARSE AGGREGATE#2: LBS. 178612 11/07/17 7 41,900 3340 COARSE AGGREGATE#3: LBS. 178613 11/28/17 28 53,100 4230 FINE AGGREGATE: LBS. 178614 11/28/17 28 51,950 4140 ADMIXTURE#1: OZS. 178615 11/28/17 28 53,700 4280 ADMIXTURE#2: OZS. 178616 SPARE ADMIXTURE#3: OZS. AIR ENTRAINING AGENT: OZS. REPORT DISTRIBUTION: 1:FILE 5: 2:SUPPLIER 6: 3: 7: 4: 8: RESPECTFULLY SUBMITTED, CONSTRUCTION TECHNOLOGY TOM JOSLIN,S.E.T. (NICEf) MANAGER TECHNICAL SVCS. a Serving the Greater Construction Industry In the Testing and Balancing ofAir and Fluid Systems S3000 'a oNIoline ANnsSN33no jo NimoL Adirondack 8lOZ ll 33® Air Balance Co. , - Inc. I k' 342 Clendon Brook Road Queensbury, New York.12804 Phone (518) 798-6186 Fax (518) 792-4052 "Providing experience and knowledge for the mechanical systems of 2000 and beyond". Adirondack Air Balance Co., Inc. Test and Balance Reports Project: Ray's Salvage Address: 15 Pasco Ave. Queensbury, New York 12804 Certification: The systems herein have been tested and balanced to within tolerances specified in the plans and specifications or to within the limitations of the equipment installed. All the Testing and Balancing has been performed in accordance with The Associated Air Balance Council and The National Environmental Balancing Bureau. The results of those tests are recorded herein. Date: 12/4/2018 By: John C. Merry TESTING AND BALANCING AGENCY: ADIRONDACK AIR BALANCE CO., INC. INSTRUMENT LIST For John C. Merry Instrument Manufacturer Model # Calibration Range Scrial # Date Capture Hood Shortridge ADM 860 4/19/2018 0-2000 CFM M65580 Air Data Shortridge ADM 2/8/2018 50-8000 FPM M08668 Nlultimeter 860C _ Air Data Shortridge ADM 870 4/4/2018 50-8000 FPM M00210 Multimeter Thermal TSI 9535-A 3/15/2018 0-6,000 FPM 9535A 13 1005 Anemometer Incline Dwyer 400 Not Required 0-12,000FPM Not Manometer 0-10" Required Magnehelics Dwyer 2002C Not Required 0-2.5" Not 2008 0-8" Required Sling Taylor 1330 Not Required 32-100F Not Psychrometer Required PocketThermo- Taylor Not Required -40-18OF Not meter TA16903 Required _ Water Meter Alnor HM680 3/14/2018 0-300 1'Sl 70651020 HVAC Clamp Fluke 902 2/6/2018 0-600V 18400123 Meter 0-600A Tachometer Shimpo DT-207L 4/3/2018 j 0-90,000 RPM D56130073 Testing and Balancing Agency: Date: 12/4/2018 Adirondack Air Balance Co.,Inc. Page: 1 of 3 Project# 3275 Project Name: Ray's Salvage Address: 15 Pasco Ave. Queensbury,New York AIR MOVING EQUIPMENT TEST SHEET SYSTEM F-1 Equipment Location MER Area Served Entire Bldg. Equipment Manufacturer Rudd Model Number R95PA070 Serial Number 221715423 Specified Actual Specified Actual Total CFM-Fan 1000 NA Total CFM - Outlet 1000 1060 R/A CFM 100% 100% O/A CFM 0% 0% Total Static Pressure(Total/Ext.) NS 1.06 Total Inlet Pressure NS 0.51 Discharge Pressure NS 0.55 Fan RPM NS High Specified Actual Specified Actual Motor Manufacturer NS NA Motor HP/BHP 1/2 1/2 Phase single single Voltage 120 120 Amperage 6.2 5.8 Motor RPM NS 3 speed Motor Service Factor NS 1.0 Starter Heater Elements NS TP Motor Sheave&No. Grooves Direct Drive Fan Sheave&No.,Grooves Belts " Remarks: Testing and Balancing Agency: Date: 12/4/2018 Adirondack Air Balance Co.,Inc. Page: 2 of 3 Project# 3275 Project Name: Ray's Salvage Address: 15 Pasco Ave. Queensbury,New York AIR MOVING EQUIPMENT TEST SHEET SYSTEM ERV-1 supply Exhaust Equipment Location MER Area Served . 2nd Floor F-1 Equipment Manufacturer Renewaire Model Number EV 130 Serial Number C18598CR Specified Actual Specified Actual Total CFM-Fan 130 NA 130 131 Total CFM- Outlet 100 146 100 131 A CFM 0% 0% 100% 100% O/A CFM 100% 100% 0% 0% Total Static Pressure(Total/Ext.) NS NA NS NA Inlet Pressure NS NA NS NA Discharge Pressure NS NA NS NA Fan RPM NS NA NS NA Specified Actual Specified Actual Motor Manufacturer NS NA Motor HP/BHP NS 1/10 Phase single single Voltage 120 120 Amperage 1.2 1.1 Same motor Motor RPM NS NA Motor Service Factor NS 1.0 Starter Heater Elements NS TP Motor Sheave&No. Grooves Direct Drive Fan Sheave&No. Grooves " Belts " Remarks: Testing and Balancing Agency: Date: 12/4/2018 -Adirondack Air Balance Co-Inc. Page: 3 of 3 Project#:3275 Project Name: Ray's Salvage Address: 15 Pasco Ave. Queensbury,New York 12804 AIR DISTRIBUTION TEST SHEET Terminal Room Terminal Design Test-FPM or CFM Final Number Number Type Size Factor FPM CFM Test 1 Test 2 Test 3 FPM CFM F-1 1 2 nd Floor SG 10x6 1.0 Hood NS 78 -NR NR Hood 78 2 2n Floor SG 10x6 1.0 Hood NS 75 NR NR Hood 75 3 2nd Floor SG IOx6 1.0 Hood NS 70 NR NR Hood 70 4 2 Ed Floor SG lOx6 1.0 Hood NS 80 NR NR Hood 80 5 Bathroom CD 24x24 1.0 Hood NS 35 NR NR Hood 35 6 Work CD 24x24 1.0 Hood 250 145 NR NR Hood 145 7 Office CD 24x24 1.0 Hood 150 140 NR NR Hood 140 8 Break CD 24x24 1.0 Hood 200 144 NR NR Hood 144 9 Office CD 24x24 1.0 Hood 150 145 NR NR Hood 145 10 Entry CD 24x24 1.0 Hood 250 148 NR NR Hood 148 1000 1060 ERV-1 Supply 1 2'd Floor SG 6"rd. 1.0 Hood 100 146 NR NR Hood 146 Exhaust 1 MER OD 6"rd. .20 500 100 665 NR NR 665 131 EF-1 1 Office B. ER 12x12 1.0 Hood NS 36 NR NR Hood 36 EF-2 1 Work B ER 12x12 1.0 Hood NS 71 NR NR Hood 71