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Permit D12-155 - MUSEUM OF FLIGHT - FFT SPACE SHUTTLE TRAINER
MUSEUM OF FLIGHT - FFT 9305 EAST MARGINAL WY S D12 -155 City okukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 5624201034 Permit Number: D12 -155 Address: 9305 EAST MARGINAL WY 5 TUICW Issue Date: 08/14/2012 Suite No: Permit Expires On: 02/10/2013 Project Name: MUSEUM OF FLIGHT - FFT Owner: Name: KING CO MUSEUM OF FLIGHT Address: 9404 E MARGINAL WAYS , SEATTLE WA 98108 Contact Person: Name: CHRIS MAILANDER Address: 9404 EAST MARGINAL WY S , TUKVVILA WA 98108 Phone: 206 -768 -7118 Contractor: Name: OWNER AFFIDAVIT - MUSEUM OF FLIGHT /MARK LATZ Phone: Address: , Contractor License No: Expiration Date: Lender: Name: MUSEUM OF FLIGHT - SELF FUNDED Address: DESCRIPTION OF WORK: INTERIOR TENANT IMPROVEMENT - INSTALLING THE FFT SPACE SHUTTLE TRAINER (ARTIFACT) INTO THE GALLERY. THIS INVOLVES CONSTRUCTING A NEW REAR ENGINE SECTION TO SUPPORT THE VERTICAL STABILIZER, OMS PODS AND THRUSTER BELLS. TO MAKE THE ARTIFACT ADA COMPLIANT; STAIRS, PLATFORMS AND A WHEELCHAIR LIFT WILL BE ADDED TO THE ARTIFACT. Value of Construction: $450,000.00 Fees Collected: $7,197.51 Type of Fire Protection: SPRINKLERS /AFA International Building Code Edition: 2009 Type of Construction: I -B Occupancy per IBC: 0006 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D12 -155 Printed: 08 -14 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Size (Inches): 0 Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Permit Center Authorized Signature: Private: Public: Profit: N Non - Profit: N Private: Public: JAI Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performan of ork. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit Signature: Print Name: to ar k Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. doc: IBC -7/10 D12 -155 Printed: 08 -14 -2012 8: When special inspection is required, eit e owner or the registered design profession responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 9: A final report documenting required special inspections and correction of any discrepancies noted m the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: .All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Fire retardant treated wood shall have a flame spread of not greater than 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: ** *FIRE DEPARTMENT CONDITIONS * ** 15: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 16: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (ITC 901.4) (Also, extend sprinkler protection to all combustible concealed spaces.) 17: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 18: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 19: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 20: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 21: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: IBC -7/10 D12 -155 Printed: 08 -14 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. L --- (S3 Project No. Date Application Accepted: 1/45'-9- , Date Application Expires: C 1 -- —1,„ (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: King Co Assessor's Tax No.: 573000002002 9305 East Marginal Way South Seattle, WA 9810 Tenant Name: Museum of Flight Foundation PROPERTY OWNER Name: Chris Mailander Name: Museum of Flight Foundation City: Seattle State: WA Zip: 98108 Address: 9404 East Marginal Way South Email: CMailander @museumofflight.org City: Seattle State: WA Zip: 98108 CONTACT PERSON — person receiving all project communication Name: Chris Mailander Address: 9404 East Marginal Way South City: Seattle State: WA Zip: 98108 Phone: (206) 768 -7118 Fax: (206) 764 -5707 Email: CMailander @museumofflight.org GENERAL CONTRACTOR INFORMATION Company Name: Museum of Flight Address: 9404 East Marginal Way South City: Seattle State: WA Zip: 98108 Phone: (206) 768 -7118 Fax: (206) 764 -5707 Contr Reg No.: Owner Exp Date: Tukwila Business License No.: H:Wpplications \Forms - Applications On Line\2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Suite Number: Floor: New Tenant: ❑ Yes ..No ARCHITECT OF RECORD Company Name: DCI Engineering Engineer Name: Greg Gilda, P.E., Company Name: City: Seattle State: WA Zip: 98101 Phone: (206) 332 -1900 Fax: (206) 332 -1600 Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: DCI Engineering Engineer Name: Greg Gilda, P.E., Address: 818 Stewart Street, Suite 1000 City: Seattle State: WA Zip: 98101 Phone: (206) 332 -1900 Fax: (206) 332 -1600 Email: ggilda @dci- engineers.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 1t L Iweei bt1 Ot_rn ' Address: N ()sew f11514 City: State: Zip: Page 1 of 4 BUILDING PERMIT INFORMATION— 206 - 431 -3670 Valuation of Project (contractor's bid price): $ 450,000 Existing Building Valuation: $ 10,000,000 Describe the scope of work (please provide detailed information): Interior Tenant Improvement - Installing the FFT Space Shuttle Trainer (Artifact) into the Gallery. This involves constructing a new rear engine section to support the Vertical Stabilizer, OMS pods and Thruster Bells. To make the Artifact ADA compliant; stairs, platforms and a wheelchair lift will be added to the Artifact. Will there be new rack storage? ❑ Yes m.. No If yes, aseparate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 0 Sprinklers Z Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes V No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H9Applications \Forms - Applications On Line \2011 Applications\Permit Application Revised - 8.9.11 docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC in Floor 15,131 2,640 0 0 Type I A -3 rd Floor 3rd Floor Floors thru Basement 0 Accessory Structure* 0 Attached Garage 0 Detached Garage 0 Attached Carport 0 Detached Carport 0 Covered Deck 0 Uncovered Deck 0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes 0 No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: 0 Sprinklers Z Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes V No If `yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H9Applications \Forms - Applications On Line \2011 Applications\Permit Application Revised - 8.9.11 docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206- 433 -0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public. Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water District #125 ❑ ...Water Availability Provided ❑ .. Highline Sewer District ❑ ...Tukwila ❑ ...Valley View ❑ .. Renton ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way ❑ Non Right -of -way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ ...Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic. Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ - Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ '...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:'Applications\Forms- Applications On Line \2011 Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN Signature: Print Name: O' ; I HORIZED AGENT: Chris Mailander C- yr# (251oW Mailing Address: 9404 East Marginal Way South H:WpplicationsUrorms- Applications On Line \20I I Applications\Permit Application Revised - 8- 9- 11.docx Revised: August 2011 bh Date: 679 l2 Day Telephone: (206) 768 -7118 Seattle WA 98108 City State Zip Page 4 of 4 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5624201034 Permit Number: D12 -155 Address: 9305 EAST MARGINAL WY S TUICW Status: APPROVED Suite No: Applied Date: 05/09/2012 Applicant: MUSEUM OF FLIGHT - ITT Issue Date: Receipt No.: R12 -02347 Payment Amount: $4,363.90 Initials: WER Payment Date: 08/14/2012 11:28 AM User ID: 1655 Balance: $0.00 Payee: MUSEUM OF FLIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 69638 4,363.90 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000.322.100 640.237.114 Total: $4,363.90 4,359.40 4.50 doc: Receipt -06 Printed: 08 -14 -2012 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov RECEIPT Parcel No.: 5624201034 Permit Number: D12-155 Address: 9305 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 05/09/2012 Applicant: MUSEUM OF FLIGHT - FFT Issue Date: Receipt No.: R12 -01536 Initials: User ID: Payee: WER 1655 Payment Amount: $2,833.61 Payment Date: 05/09/2012 01:40 PM Balance: $4,363.90 MUSEUM OF FLIGHT TRANSACTION LIST: Type Method Descriptio Amount Payment Check 68646 2,833.61 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 2,833.61 Total: $2,833.61 doc: Receipt -06 Printed: 05 -09 -2012 '-1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION _ 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Ait us-e u/1 ()if. El :61-fr Type.of Inspection: 3/4---‘ PAL-1.--- 5v, Elii4.4 Address). 0 S f, "14-1-01-. Date Called: 7-1 • ,4 s././c, , 4 /11 Z) dr).1/. ( -- Special Instructions: Ffr( Date Wanted: ...., , .... ' a.m. Requester: , Phone No: -PI 9 0 z pproved per applicable codes. Corrections required prior to approval. COMMENTS: . . . tr-- //) API i /0' 7L-41/ ); 44,1cii.5 — 5.0er'l° .(.7-1 U1.11e7 7-1 • ,4 s././c, , 4 /11 Z) dr).1/. ( -- Lv .4 0.217 — Pe" r d4)7 -/ 6) el tt ,//)47/t/ctf - /9pp /0-.1'.' (/ . : ... . . - - ... .- . . N - rAr7A lnspe ‘04A-A-7 Date: /87— 3 71/REINspiterioN FEE 4QUIRED. Prior to next inspection; fee Must be " I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection:-: INSPEC1TON NO. INSPECTION RECORD Retain a copy with permit • PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: f i t cr It wA Y- r Liu., I -i- Type of Inspection: _, , Q ; 1.� Address: ` C1 ?) Z SAS; '41p,ICt,\A1. Date Called: . , rf ' i . (3) n a f T U - I �✓dJ((t r r,- t,vA F 1, nlSbrC'; (?)& Special Instructions: `�} Date Wanted:. _ • C,1 -21 -r7 a.m. Requester: Phone No: 9(- )C,,,- ?6,c - ,arc() JApproved per applicable codes. ElCorrections required prior to approval. z COMMENTS: p 0 . 61) d 14. i0 ,C°Otil5tt S I- ttTTL c rot C4'1 L4 .r.;chr i 0 rtt kiAl .i- NSOa't`tc`3,il IMO(' I i (3) n a f T U - I �✓dJ((t r r,- t,vA F 1, nlSbrC'; (?)& �EJ' w- L#i -cost' rLAUA;vP/ 1.1r� I sper< or: . C� / 1 REINSPECTION FEE REQUIQED. Prio4 to paid/at 6300 Southcenter Blvd.. Suite 100. Date: �. next inspection. fee must be Call to schedule reinspection INSPECTION RECORD. Retain a copy with permit U1 Z-! J` INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: / �USc).C4..4 Ift "'t�, I1 Type of spe`tion: ._ e f r-1 N1- I /`d t d.401;• /16 - 61-ml />e% Address: X 1 3 0$ F .t- % fl-4 tom( Date Called: .Fg.) fil;k Special Instructions: �� r 1irry f Yr �9 rIC Date Wanted:. -- / sj-- /7 • 9 f`, ' .6f p.m. Requester: ,� _, ;^", /- -ei4 '( Phone No: r) �. /.0.-l' i(f-/ 14/ - 4 I 3'Approved per applicable codes. ElCorrections required-prior to approval. COMMENTS: /`d t d.401;• /16 - 61-ml />e% ea,u0- 13e41iikS - 4PP/AbP .Fg.) fil;k AFerdAcji �� r 1irry f Yr �9 rIC ciy . li%v, R 15 ,� _, ;^", /- -ei4 '( r) �. /.0.-l' i(f-/ 14/ - 4 I Y /1 -7,-;57-1.46 ,-----;m9/ L,e�' -/ / •tC✓e+ -9! Q�/cd - �; . . k,4fd✓ dp0>'4.)t„v4, _)3/80te-v) _ inspec t ( INSPECTION FEE REQYJIRED. Pfr6r to next inspection, -fee must. be- . aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection.7 INSPECTION NO. r.: INSPECTION RECORD Retain a copy with permit D ■2 -15S PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Fe., (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: (1 t ici tt rv1. O 1 ,= a ro(+ i Type of Inspection: , 1- 0- A rvt t v•-) -6 Address: (--7I a c6 2 A5'+ N,1 T ,I41 ti -,'t f Date Called: Wit Special Instructions: Date Wanted:. Ci _--) -i'7 m.. p.m. Requester: Phone No: Co— Vc)9 -0.4S o ElApproved per applicable codes. Corrections required prior to approval. r COMMENTS: y A ic - i\A 6 ,_.)c---ktft-hATA- A 4) j « 0 Awf`P ; 4.-`,a _a ci Rnp (Nctr(tS4--,L) lnspec fir. Date: ri REI PECTION FEE REQUIRED. Prior to nrxt inspection. fee must be i,aid /at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Ire. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: sW7 ?iS.2 /4'7 0? /` / /6 /1? Type of Inspection: “14 /j .S/ /e/hffIfr .,3ilM,, Address: ¶3 Ds e'4;5-r-- A G,N_ Date Called: q, cA/1cl Special instructions: Date anted:. (.., /L? %. p.m. Requester: "1E Approved-per applicable codes. Corrections required prior to approval. COMMENTS: Date: ? 3/ —rte Irfspesto: ,ice 4.4..,41% RE INSPECTION FEE RE UIRED. Prior,J next inspection. fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /c - ° -c�?7 1)1 a - 15-5 / -5_ /7? PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: Pee. L kk Sprinklers: Type of Inspecti n: !A- /aP '.N04t(■ Hood & Duct: Address: 9 3a$' Suite #: C-)/11, 5 Contact Person: Ii Special Instructions: -PA- -C∎ ALA- L — dK- Phone No.: J I RApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -PA- -C∎ ALA- L — dK- SP- c;NAi_-- ok c ,rte. V;._ .A- L _ = . rj C6,rJ'rJ/o 11/4)v t v' , N Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: d' Date: /9/i) --4___ Hrs.: 3— $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D -- / 6 - 5 - $- /79 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: ft 57-v,„ f'Lc,. ` Type of Inspection: 5� c P,i Si--- Address: -7 5b S- Suite #. Er- -∎,,,, r 5 Contact Person: /ttQO.9.. l Special Instructions: - Phone No.: K Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: c P,i Si--- l�v D, I /ttQO.9.. l Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: A Date: 7 //r // Z Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Di a - �SY / a-- s- /77 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: • 5 per, s 1-(e__. Type of Inspection: SP c w- Hood & Duct: Address: a365, Suite #: &/( 5 _,.. Contact Person: Occupancy Type: Special Instructions: Phone No.: h./ Approved per applicable codes. COMMENTS: Corrections required prior to approval. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:44'71 )// ' 3- Date: 9/j21/ Hrs.: r - $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit ,pia- ass - s- pi/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT , • 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 -- Project: ° - Sit,44(, Sprinklers: Type of Inspection: s weld c��- Address::- G� 3 O5 Suite #: yv� "" / S Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: cal dil) s- l-�-,� p 9k pA^-t l O Pcti mealy OK -r `OV -e- -r - 0-- O,,,., -tr K90 P -eA r2 ppczegt. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: //P �, , �.. Date: W57/ Hrs.: t $100.00 REINSPECTION FEE REQUIRED: You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. f Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 DCI E n G I n E E n S E Seattle 8 Everett Spokane Portland J 2 r IL AAustiinn+�o October 26, 2012 U Mark Latz Pacific Studio 5311 Shilshole Avenue Northwest Seattle, WA 98107 -4021 RECEIVED 1 2012 BU LDnNG DEPARTMENT Re: Museum of Flight FFT Payload Bay Door Rigging Review Dear Mark: We have reviewed the information provided for the support of the Space Shuttle FFT Payload Bay Doors at the Museum of Flight located in Tukwila, Washington. The doors will be hung by rigging from the existing structure. The adequacy of the existing structure has been reviewed by the original Engineer of Record for the building. Our review has included on -site review of the construction of the doors, review of the rigging design and hardware, and the design of the spreader bars. Based on our review, the proposed installation appears to conform with the intent of our design and our discussions to date. If you need any additional information, please do not hesitate to contact our office. Thank you. Sincerely, DCI Engineers /7" Greg J. Gilda, P.E., S.E., LEED® AP Principal 818 Stewart Street, Suite 1000 Seattle, Washington 98101 Phone (206) 332 -1900 S e r v i c e I n n o v a t i o n V a l u e October 25, 2012 Mr. Chris Mailander Museum of Flight Foundation 9404 East Marginal Way South Seattle, Washington 98108 Subject: Museum of Flight Space Gallery Seattle, Washington Re: Exhibit Hanging Loads - Hanging Doors Dear Chris: 1 MAGNUSSON KLEMENCIC ASSOCIATES Greg S. Briggs, P.E., S.E. Principal Magnusson Klemencic Associates, Inc. (MKA), the engineer -of- record for the Museum of Flight's space gallery building, has reviewed the hanging exhibit loads provided by the museum and Delay Rigging Company for the Hanging Doors that are to be hung from the roof structure of the space gallery. The locations and magnitude of forces imposed are within the design allowances of the roof structure for these exhibits. The attached documents represent the loading information supplied to MKA as the basis of our review. Please contact us if you have any questions or require further information. Sincerely, Magnusson Klemencic Associates, Inc. Greg S. Briggs gbriggs @mka.com GSB /eag L: \MusFlightS pace \corresp \Mailander ExhibitLoads_HangingDoors _2012- 10- 25_Itr.docx Structural + Civil Engineers 1301 Fifth Avenue, Suite 3200 Seattle, Washington 98101 -2699 T: 206 292 1200 F: 206 292 1201 www.mka.com ‘1 4%./ l i;i 1 avl jp 4.1714 I V't f 4N 15 15' 30, . 10' ►33 ib 1331e 551 SS?b THE MUSEUM OF FLIGHT FFT - OPEN PAYLOAD BAY DOORS PLAN VIEW THE fIRUSEURF1 OF FLAGT PLAN VF-",./V MAYES TESTING ENGINEERS, INC. October 1, 2012 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188 -8188 Attention: Building Official RECiVEu cr Y OF TUKV° LA, NUV 0 a 2012 PERMIT CENTER Re: Museum of Flight FFT Final Letter 9305 East Marginal Way South Tukwila, WA Project No. L12222 `Permit No. D12 -155 Seat&O16ce 20225 Cedarvafey Road sole 110 Lynnwood, wA 98036 ph425.7429350 fax 425.745.1737 Tacoma Office 1O029S.TaoanaWay Stale E -2 Taoana,WA98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive sub 190 Portland, OR 97211 ph 503.281.7515 fax 503281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Proprietary Anchors • Structural Steel Erection To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742 -9360. Sincerely, Mayes Testing Engineers, Inc. ,I Timothy G. Beckerle, P.E. Branch Manager September 20, 2012 Mr. Chris Mailander Museum of Flight Foundation 9404 East Marginal Way South Seattle, Washington 98108 Subject: Museum of Flight Space Gallery Seattle, Washington Re: Exhibit Hanging Loads Dear Chris: MAGNUSSON KLEMENCIC ASSOCIATES Greg S. Briggs, P.E., S.E. Principal Magnusson Klemencic Associates, Inc. (MKA), the engineer -of- record for the museum of flight's space gallery building, has reviewed the hanging exhibit loads provided by the museum and Delay Rigging Company for the Hubble and IUS exhibits that are to be hung from the roof structure of the space gallery. The locations and magnitude of forces imposed are within the design allowances of the roof structure for these exhibits. The attached documents represent the loading information supplied to MKA along with our relevant construction drawings that highlight the locations and loading assumptions for these exhibits. Please contact us if you have any questions or require further information. Sincerely, Magnusson Klemencic Associates, Inc. Greg S. Briggs gbriggs @mka.com GSB /eag I: \MusF lightSpace \Exh ibil_Loads_Itr_092012.docx Struqufal + Civil Engineers 1301 Fihh Avenue, Suite 3200 Seattle. Washington 98101 -2699 T: 206 292 1200 F: 206 292 1201 www.mka.corn THE MUSEUM OF FLIGHT CHARLES SIMONYI SPACE GALLERY PLAN VIEW 09.14.12 . F|U2[S5G_P|anWew_O9l9lZ 1 files JeMUSFLIGNTSPACEWOF S101.DGN 12,36■20 PM users SRT Pcf; MRA.HYBRID_STRUCT ./.. N UTTLE 4 Y—t" 024 ALF 1.00 *11 CLEWS ATTE/ENT MALL ET APPLY LATERAL 1040 07 MOMENT TO BEM BOTTOM FLANGE ALTENATWLY, CMG/CIE WAY DSAE aTrunoER IGN AC BAC TO BE ETON FLAE. 7 N* LF 0A , ' 116. , 406 .'-=-r m d PER LSE I . a MADDING ATTACHEIEM SHALL ET APPLY VERTICAL LOAD CR ECCENTRIC -0, D2 I 1 PER AXLE 130l /7 TESS LOADS PER 'TRUSS LOADING DIAGRAM, TYP — LATERAL LOAD TO GIRTS. ALL 1 *11604415 TO GIRTS SHALL ALLOW FM VERTICAL MOVEMENT. ® . FLOOR ROOF SHUTTLE LOADS I 1 CLADDING LOAD DIAGRAMS 2 LOAD MAPS 4 •I7 Pg -32 PE, 119 „.----- l', .,,i.':3t-, : . if 1 •I7 PE -32 PE, TYP -, .. .1111111Iit Y I •I7 PE -32 PE, TYP • i • ---- ..:' . .V.4I.1PiTt t / 1A21. N1,1AI1 Il IliaVs iAtI-IImMlmIkI&Iorl.1 „m k „ \ 10-6-. l'WEI FIELD .2. 17 PE 1 __ _ .a. % 11 • . IM FIELD .7- 17 P7? . 1 i u— u t---J—R .6 10-4' 0)0.0 .2- 17 P7 i--i 04, 10-M FIELD .1- 17 PE fErxar EAST NORTH WEST 1 \ 1 •I7 PSF -32 PE, TYP SOUTH COMPONENTS AND CLADDING WIND PRESSURE DIAGRAMS 8 I. VIE LOAD S FR COPE NTS MO CLADI N R D TEMIED IN ACCODAC MTH IBC 2009 0CTI07160/ASCE 7-0SCTIM 6.5 (4(10(27 (401440 WE LOAD CITERIA OTED IN DE S1R0311$AL US DATA. 2. EXTERIO COMMNTS Me CAWIN SHALL BE DSIGED TO ACCONSATE (051 GEST CASE ME LOADS SEW. ALTERNATELY, VIE LOADS WAY BE CETEMBED DIRECTLY FRCS llf PROVISOS CF IBC 2009 *00 0(07 1 609/ASCS 7-05 6.5. 3. EDAM OF APPLICATION MC EDIFICATION FACTORS APPLICABLE FOR E70ERS OVERAGS, ETC. MALL BE *01004(4(0 ED PER tem 7-05 BY DE a/DOING DESIGIER. REFER TO "GENERAL NOTEM P7000401110741 IKOMOTIN AFFCTING CLEWS UD AD CO ENECTIS TO TIE 51AUTR. 4. mow (POSITIVE) PRESSE ACTS TOWFIDS TIE BUILDING SLRFACE MO OFTWARD (NEGATIVE/ PRESSURE ACTS AS SUCTICS ON TIE WILDING SINFACE. 5. PRESSURES ARE CALCULATED USING DE MINIMA EFFECTIVE WIWI AREA (10 SOUSE FEET. CCFOEIL .9 -50 T9 .9 PSF P5F co PE, AT Caen LIVE LOAD SO DESIGNATIONS LOAD MAP KEY LOAD LOAD LOAD LOAD MUSS THAT AS IE BAS ET ME==2_SZ LEE 1 1 1 5TIE 1 nrc 2 1 I I I 1 1.5* =EI:=SIZSIZ= 1 TAP 1 51 1 1 TW2 1 02.5* LOAD TEES SEM DOICATE SUPERB/POSED LIVE LOADS CAM BE ANLIED TO DE TRUSSES AT THE BOTTOM MORD MW. LOAD 04405 970(1 OT BE OS IED WIN EL070BE 5 KIP SPRSPOSD LIVLOW NAT TIE HAVE MN DSIRD FOR. MO LOAIN (01)104 015 SEW SHALL S OLED BY THE STRUTUAL ENIEERO . TRUSS LOADING DIAGRAM LL LIVE LOAD MEN LSE IIISF1 IE1I A STRAG L)HT 125 WER INICATE S SPRIIPOSD 3 *004/0100 RM 1 25 MO M PLAN EAD LOAD WM C LEBTASSEELY IM D RE 25 (714097 LETTER INICATES LIVE LOAD ARK SUPERIMPOSED DEAD LOAD (SOLI DESIGNATION5 p EDGE V FIELD /9 P7? -22 PF TOTAL CEILING/ FLOOR PART I TICS SPEC I M. SOL SE EP LOAD FINISH LOAD SPECIAL LOAD MAW TIE IP51 IP71 LOAD /PEI (PE) LOAD DESCRIPT IN 1 TIP INTERIM 5 - 5 - - . 2 HIM ROE 15 - - • (5 PE ROOFING 3 (00 007? 20 54 - - 15 PE ROOFING LIQL_ES I. SLPERIMOSED LEAD LOADS ME IN MOTION TO DE SELF-1E1041 OF TIE 5100X71.60. 2. BM EER TO PN FM MDMIIGL U111 E1MT MAT IS IN AOIRIS TO CILING LOAD. 3. LIEU LOADS lEICATD O LOW IMPS IRE CADIN LOADS, SECIFIED AS A 9600(7(030 D LEAD LOAD. ' P 0070 .4 CCRIER 10-4' TYP WIND PRESSURE DIAGRAM NOTES I 9 ROOF WIND UPLIFT PRESSURE DIAGRAM 10 LOAD MAP DESIGNATIONS 12 • To o • E 1 3 2 co ft e E u 1 RI • . a. g ch u 1.0110 MOS Omatak. REEFS 09.30-2011 CRAWINGS S-101 119 710.512 V 9/30/2011 12:3703 PM user: SR' ,Al i MKA.HYBRIO.SIRUCT pI5cfgi POF FS TOTS MONO.PLTCFG file: JOMUSFLIGHTSPACESOOF.5203.DGN model 203 version: 0 d lit �IIr 1. III II 1 II it 1'I \I I hl 1 Iii I III, Iii 11 11. I. i li `II , ' `i.I i1 'i; 4 jil i 1 Ij I �l I I li l' ,. I II II II j i I 1 45 910.26 11:26 OP, 1114,34 14.54 16.26 01.34 13426 2 C = a v m 01 4 m m r If12 /15110 119 t,,,„ 11.26 4 rMg 14.26 b 91 1,26 !h14 I I I I DIAP OACel zc.EI1 9-211t" ! 11 r 6 9' f 28.6' 01AP/9A(Y ZOE 2 2e' -6' b 2r -6' MARACA ZONE 1 21 -6' A 810.612 119 -O vi 1 1 Ai p N=Ii . O W Space Shuttle Gallery Museum of Flight Construction Documents 9404 Cast I6•49441 way Selma, Mettle" WA 1 T MAGNUSSON KLEMENCIC ASSOCIATES srvEDTLER° i �1►J�Q- No. 937 811E Engineer's Computation Pad FQ t-kM Rr.nc 1-r5 Fa) cZ• M irk Be-too 1 Za> 1b, carocrn' Fo tZ lt, 5c1aul N Mcwoe -S►+A I i 000 lb. LOP tTCA • ,r .l9 %Alva. amore. 4.g oco 00. 5eeow-cc.1L.. v'�IZ,'cNG.-c4t r0o2 t r pct1 G IPO 1JTS r 2 Slk+QCw'.cs r oO t -G ill-L.4-r s 'st) t2-- 14t ?t P� at..44,kes 1, Zcd II,. 2A-11 oG. WckQlk 1■\C%% 11\12—DL)13(42E 5u1EDT1.FR® No. 937 811E Engineers Computation Pad Or *r $ CvPNCP BC..3co 'z6 - 6, (403 W. (*?c1 t 6NE Slit Qtr1 r C 4O .- S4 cX.1.6 - (0,51 tb calve-4 II 44.3-.4.1 ee-ceorc 00 lb. 132g$ct (TLc. i t+ o<S.► 8 Oo �atinds i3 , ItDR.EE /Z,tSN'ACW- giocc tb . ca.PAGt11{ UGH C)NE%2` 1,4 Drs- U r . 12, ,tooth. t.OA0UM%T Tu)c HiwG, k gCritrk- M P (�C3Cxc?'2 -',coo tb csR. �• G15-00 lb. -c#4.P t-1 tT A. Dem7 H 3 /t' mo tet w tee rat- t4,t-too. tb• 6e w siv.eprAil 1 �r 13240 Le k l x1`t LAme¢vre 4, ooc, ly. ST2ENG.T1 West Connt :. ,'x '11 Green Pin Brand ShacklesT°' RIGGING HARDWARE SHACKLES FORGED Working Load Limit permanently shown on every shackle. Capacities 1/3 to 55 tons. Hot Dip Galvanized. Meet the performance requirements of Federal Specification RR-C;2710 TYPE IVA, Grade A, Class 2. SCREW PIN ANCHOR 'SHACKLE What Coast i' = r, Nominal Size (in.) Working Load Limit (tons)* Dimensions A 8 G D E F G H L M N P 3/16 1/3 0.38 0.25 0.88 0.19 0:60 0.56 0.98 1.47 0.16 1.12. .5/16 0,19 114 1/2 0.47 0.31 1.13 0.25 0.78 0,61 1.28 1,84 0,19 1.38 1.34 0 :25' 5/16 3/4 0.53. 0.38 1.22 0:31 0.84 0.75 '1.47 2.09 0.22 1.66 1.59 0.31 3/8 1 0.66 0.44 1.44 0.38 1.03 0.91 1.78 2.49 0.25 2.03 t86 0.38 7/16 1 1/2 0.75 0:50 1:69 0.44 1.16 1 :06' 2.03' 2:91 0.31 2.38 '2.13. 0:44.. 1/2 2 0,81 0.63 1,88 0.50 1.31 1.19 2.31 3,28 0.38 2.69 2.38 0.50 5/8 3 1/4 1.06 0.75 2.38 0 63 1.69 1 50 2 94 4.19 0 44 3.34 2 91 0.69. 3/4 4 3/4 1.25 0.88 2.81 0,75 2.00 1.81 3.50 4,97 0,50 3,97 3.44 0 81 7/8 6 1/2 1:44. 1.00 131 `0:88 .'2.28 209, 4:03 5:83 0.50 '4.50 3,81 0.97 1 8 1/2 1.69 1.13 3.75. 1.00 2.69 2.38 4.69 6.56 0,56 5,07 4.53.. 1.06 1 1/8 9 1/2 1.81 ' '1.25 4.25' 1.16 2.91 2.69 '5.16' 7.47 0.63 '5.59 5.13 1.25' 1 1/4 12 2.03 1.38 4.69 1.29 3.25 3,00 5,75 8,25 0,69 6.16 5.50 1.38 1 3/8 13 1/2 2.25 1 50 5 25' 1.42 3.63 3 31 6.38 9 16 0 75 684- 6.13 1.50 1 1/2 17 2.38 1.63 5.75 1.54 3,88 3,63 6,88 10,00 0.81 7.35 6.50 1,62. 1 3/4 25 2.88 2.00 7:00 1.84 5.00 '4.19 8:86. 12:34 1.00 7.75 2.25 2 35 3.25 2.25 7.75 2.08 5.75' 4.81 9,97 13.68 1.22. 10.34 8.75 2.40 2 1/2 55 4:13 275 10.50 2.71 7,25 5.69 12 87 17 84 1.38 13.00 3 13 SCREW PIN CHAIN SHACKLE Nominal Size (in.) Working Load Limit (tons)* D mensions A 8 C D E F G K L M N 1/4 1/2 0.47 0.31 0.25 0.25 0.97 0 :61 0.88 1.59 0.19 1.38 1.34 .5/16 3/4 .0.53 ' 0.38 0.31 0.31, 1.16 0.75 1.03 1.91 0.22 1.66 1.59 3/8 1 0,66 0.44 0 :38 0,38 '1 „41 0,91 1,50 2.30 0.25 2.03 ' 1,86 7/16 1 1/2 0.75 0.50 0:44 0.44 1.63 1.06 1.44. 166 0.31 2:38 213 1/2 2 0.81 0.63 0.50 0.50 1.81 1.19 1.63 3.03 0.38 2,69 2,38 5/8 3 1/4 1.06 0.75 0.62 0,63 2.31 1.50 2 00 ' 3.75 0 44, 3 34 2.91 3/4 4 3/4 1.25 0.88 0.81 0 :75 175 1.81 2.38 4,53 0.50' 3.97 .3.44 7/8 6 1/2 1.44 1.00 0 :97 0.88 3.19 2.09 2 :81 5.33 0.50 4.50 3.81 1 8 1/2 1.69 1.13 1.00 1.00 3,69 2.38 3,19 5.94 0.56 5.07 4.53 1 1/8 9 1/2 1.81 1:25 1.25 1.13 4.06 169 3.58 6.78 0.63. 5.59 5.13 1 114 12 2,03 1.38 1.38 1,25 4.53 3.00 3 :94 7.50 0,69 6.16 5 :50 1 3/8 13 1/2 2.25 .1.50 1:50 1.38 5:00 3.31 4.38 8.28 0.75 6.84 6:13 1 1/2 17 2..38 1.63 1.62 1.50 5.38 3.62 4.81 9.06 0.81 7.35 6.50 1 3/4 25 2.88 2.00 2.12 1.75 6.38 4.19 5.75 10.97 1.00 9.08 7:75 2 35 3.25 2.25 2.00 2,00 7.25 4,81 6 :75 12,28 1.22 10,34 8,75 2 1/2 55 4.13 2 :75 2.62 2.62 9:38 5:69 8.00 '14:84 1.38 13.00. NOTE: Maximum Proof,loadiis 2.2 times the Working,Load Limit. Minimum Ultimate. Strength is 6 times the'Working Load Limit. 6 4 . Woof Coast RIGGING HARDWARE WELDLESS MASTER & SLING LINKS CAUTION: NEVER EXCEED THE WORKING LOAD LIMIT ULTIMATE LOAD 6 TIMES WORKING LOAD LIMIT ALLOY OBLONG MASTER LINKS Grade 80 alloy, heat treated, painted. HIGH TEST PEAR SHAPED SLING LINKS Heat treated, painted. w= * Wool' Coast '.. SIZE D WORKING LOAD LIMIT (Ibs.) WEIGHT EACH (Ibs.) DIMENSIONS. (in.) L W, 1/2 4;100 0.89 5.00 2.50 5/8 5,500 1.63 6.00 3.00 3/4 8,600 .2.25 5.50 2.75 1 20,300 4.60 8.00 4.00 1 1/4 29,300 9.75 8.75 4.38 1 1/2 39;900 17.12 10.50 . 5.25 1 3/4 52,100 26.12 12.00 6.00 2 81,400 41.12 14.00 7.00. 2 1/4 99,500 54.80 16.00 8.00 2 1/2 122,750 71.60 16.00 8.00 2 3/4 148,500 87.70 16.00 9.50 3 190,000 115.00 18.00 9.00 3 1/4 218,500 145.00 20.00 10.00 3 1/2 232,500 . 200.00 24.00 12.00. SIZE D WORKING LOAD LIMIT (Ibs.) WEIGHT EACH (Ibs.) DIMENSIONS (in.) L W, Wz 3/8 1,800 0.13 2.25 1.50 0.75 1/2 2,900 0.55 3.00 2.00 1.00 5/8 4,200 1.10 3.75 2.50 1.25 3/4 6,000 1.95 4.50 3.00 1.50 7/8 8,300 2.78 5.25 3.50 1.75 1 10,800 4,30 6.00 4.00 2.00 1 1/4 16,750 9.00 8.00 5.00 2.50 1 3/8 20,500 11.60 8,25 5,50 2.75 100 VER SALES, INC. Page 1 of 1 VER SALES, INC. Your Source For Pipe Clamps Pipe clamps are used to assure a more rigid track support especially, where heavy or long curtains are involved. Allows a clean attachment for creating pipe grids. Also used on lighting grids and battens. Rated at 1200 lbs. Mfg. in the U.S.A. Available in 11/4" and 1W' http://versales.com/ns/theatrical/pipeclamps_pfhtml 9/19/2012 MAGNA Beam Clamps Page 1 of 2 tJ i2 Switch to Internet Explorer if you have difficulties navigating this web site. MAGNA® BEAM CLAMPS WIRE ' ORE PULLERS r,B GL .,o,0CRa. • Heavy -duty construction • Compact size • Low headroom design • Portable • Simple to install • Clamp jaw design applies Toad away from flange edge • Quick and easy adjustment • Fits wide range of beams BEAM CLAMP - PIN BCIOOP BC200P BC300P BC500P BC1000P Rated Capacity Ohs) 2.200 4,400 6.600 11.000 22.000 Fits 1 -Beam Flange Width (in) 3 - 9 3 - 9 3.1 - 12.5 3.5 - 12.5 3.5 - 13.5 Net Wright Ohs) 8 10 21 24 35 BEAM CLAMP • ROUND EVE TYPE BC1OORE BC200RE BC300RE BC500RE BC1000RE Rated Capacity (Ihs) 2.200 4.400 6.600 11.000 22.000 Fits 1 -Beam Flange Width (in) 3.1 - 7.5 2.75 - 9.6 2.7.5 - 14 2.75 - 14 3.2 - 13.7 Net Weight (Ihs) 9 10 21 24 35 MAGNA Lifting Products, Inc. phone: 360 392 -0432 E -mail: ASK(2'maenalifting.com fax: 360 392 -0423 http:// www. magnalifting .com/index_files/Page348.htm 9/19/2012 West Coast .: WIRE ROPE West Coast .: GALVANIZED CABLE (7X7, 7X19, 7X7X7 CABLE LAID) Small diameter 7x7 and 7x19 construction wire rope is sometimes referred to as "aircraft cable ". IT IS NOT INTENDED FOR AIRCRAFT USE but designed for industrial and marine applications. According to Federal Specification RR- W -410D, preformed, right regular lay, strand core, drawn galvanized. Read important warnings and information on pages 6 - 7 and 12 preceding wire rope section. 7x7 sit • • • •si • • •••••••••• •� ;• •� •• • • • • •i*• •••• •iis ••••••••••••••• ••• • •I • e se • • � ••• •• ••• ••• ••■••••e•• •� �• ••• • s • 7 x 19 7x7x7 CABLE LAID 7 x 7 x 19 CABLE LAID Diameter In Inches 7 X 7 GALVANIZED CABLE Approx. weight per 1000 Ft. in pounds Breaking strength in Pounds* 1/16 7.5 480 3/32 16 920 1/8 28 1,700 5132 43 2,600 3/16 62 3,700 1/4 106 6,100 5/16 167 9,200 Diameter In Inches 7 X 19 GALVANIZED CABLE Approx. weight per 1000 Ft. in pounds Breaking strength in Pounds* 3/32 17.4 1,000 1/8 29 2,000 5/32 45 2,800 3/16 65 4,200 7/32 86 5,600 1/4 110 7,000 5/16 173 9,800 3/8 243 14,400 7/16 356 17,600 Diameter In Inches CABLE -LAID WIRE ROPE, GALVANIZED Approx. weight per Foot in pounds Breaking strength in Tons* 1/4 0.09 2 3/8 0.21 5.7 1/2 0.37 9.75 5/8 0.58 14.6 3/4 0.88 21.4 7/8 1.19 28.4 1 1.56 36.2 *Listed for comparison only. Actual operating Toads may vary, but should never exceed the recommended design factor or 20% of catalog Breaking Strength. 27 1 lra5 Department Of Budding & Safety Material Control Section 221 N. Figueroa , 4th Floor Los Angeles CA 90012 Tel. (213) 482 -0380 FAX (213) 482-7318 FABRICA; CSR C IP 'tFIC.' T E OF APPROVAL 10120/11 t' C P Mario Nunei 23100 B :de: Rd Wildctnar Cf,, Approval o: FB01697 Bran . • No. "A cxpiraticr Data: 1011)2012 Approval Type: LWS/BARNS & BUILDINGS Shop Location 23100 Baxter Rd Wildomar, CA 92595 art- herby notified that your certificate of approval is valid until the expiration date shown ahcve i_nder th - provisions of the City Of Los Angeles Municipal Code, section 96 204 (g) and i:iformation 13uiletin PIBC 2002 -042 (Part I) Renewal r Michael Mai:r Pr ;ncipal lns p;�ctor Materials Control Section (213) 482 -0309 RECEIVED JUN 12 2012 PERMIT CENTER }$ fri Othrit ENT :r flti!iui,44 A4D UIFET P /BC 2011 -042 specified and their resume provided. Quality Control supervision shall be separate from production supervision. Provide a list of reference materials available on site to all quality control personnel. Plant Description - including a physical description of type and area of building and yards. At least three 8" X 10" photographs clearly showing the inside and yards of the facility with the major equipment shall be fumished. Experience of Company - including a report describing the background experience in the type of fabrication for which the application is being made. Identification - Including a graphic sample of a label, stencil, or any accecptable method of identification that will be applied to each fabricated piece being delivered to an 'LADBS' permitted project site. Bundled or boxed fabricated pieces need only be identified once. The minimum information to be shown on this required identification is as shown in the following exa COMPANY NAME L.A. FABRICATOR LICENSE # RESEARCH REPORT # (IF APPLICABLE) CITY OF LOS ANGELES APPROVED C. INITIAL INSPECTION Initial inspections and investigation of applications for Type I Fabricator approval within 60 air miles of Los Angeles City Hall are performed by Department personnel. When the applicant for approval of a Type I facility more than 60 miles from Los Angeles City Hall elects to have an initial inspection report made by an approved testing agency, the report shall include all information required under Section B above. however investigation of the report, facility and its personnel shall be performed by Department personnel at the expense of the applicant D. INSPECTION AND TESTING Authorized employees of the Department may at any time during the fabricator's working hours make an inspection of the fabricator's plant, equipment, procedures, operations and products within the scope of fabricator's approval and may require exposure for inspection or tests of materials or products that may be deemed necessary to assure compliance with the approved plans and the Los Angeles Municipal Code. Such tests shall be made at no expense to the City . E. RENEWAL Approximately 60 days prior to expiration of approval, the fabricator will be notified by the Department that a request for renewal of fabricator approval must be received not later than the expiration date of the current approval The notification will include a brief questionnaire to be As a covered entity under Title 11 of the Americans with Disabilities A I the City of Los Angeles does not discnminata on the basis of disabdny and upon request will provide reasonable accommodation to ensure equal access to Its programs sere ces and activities Er efficient handling of information internally and n the Memel. conversion to this new format of code related and administrative information bulletins n.lud ng MGD and RGA that were previously issued wil also allow flexibility and 11 o f a to the public �{ I Page 2 of 4 D JUN 12 2012 PERMIT CENTER Mezzanines Stair Systems Handrails Custom Steel Structures Metal Buildings 23100 Baxter Road P.O. Box 1555 Wildomar, CA 92595 9 : 71 CA License #847398 www.FCPMezzanine.com INFORMATION BULLETIN / PUBLIC - BUILDING CODE �'., r n ©� ° ' REFERENCE NO LAMC 96.204 Effective: 01 -01 -2011 of , - DOCUMENT NO. P /BC 2011 -042 Revised: DEPARTMENT OF BUILDING AND SAFETY Previously Issued As: P /BC 2008 -042 APPLICATION FOR APPROVAL AS FABRICATOR PART 1 A. GENERAL These rules and regulations are established in accordance with Section 96.204 (g) of the Los Angeles Municipal Code (Fabricator Approvals) relative to procedures for approval, regulation, inspection and investigation of Type I Fabricators. A fabricator's facility in the Los Angeles city limits shall be in a zone permitting fabrication. B. APPLICATION FOR APPROVAL Application for approval shall be submitted on forms provided by the Department with the following information furnished in a tabbed, indexed report and with the same sequence shown herein. When the request includes more than one place of business on the same application, the main plant shall be identified as such and there shall be a complete report with the required information for each location. 1. General Information - including the name of the company, office and plant address, type of approval requested and extent of production operations. 2. Personnel - including a list of all personnel with ultimate decision making authority and other persons required to be licensed to perform their duties. Provide a brief resume giving their title, license number (if required) and describe the general qualifications of each to perform their respective duties. 3. Material Description - including general description of each kind of material entering into the final product and a description of the final product. All materials shall be acceptable in accordance with Chapter 35 of the Los Angeles Building Code and, where applicable, A.S.T.M. designations shall be given. 4. Equipment List - including all major items of equipment necessary to properly fabricate the product. Indicate the general condition, capacity and adequacy of equipment. 5. Operating and Quality Control Procedures - including a brief description of operating procedure and detailed description of in -plant inspection and test methods. When necessary to maintain effective quality control or model identification, a system of traceability for materials used in fabrication will be maintained by the fabricator applicant and reviewed by the Department's representative. Identification and tracking of materials through the various stages of the fabrication will be done with the use of mill certificates, job numbers and/or date stamping. Personnel who are responsible for the effectiveness of fabrication quality control and by whom the "in- shop" inspections are made must be As a covered entity under Title II of the Americans with Disabilities Act. the City of Los Angeles does not discnmmate on the basis of disability and, upon r u CEIVED reasonable accommodation to ensure equal access to its programs, services and activities. For efficient handling of information internally and in the intemet, conversion to this new format of code related and administrative information bulletins including MGD and RGA that were previously issued will also allow flexibility and timely distribution clJNiar>� 2012 to the public lug. Page 1 of 4 PERMIT CENTER ELlt DES P /8C 2011 -042 GEHInYENT Cr BUiLi;NO AND !Ai Ell specified and their resume provided. Quality Control supervision shall be separate from production supervision. Provide a list of reference materials available on site to all quality control personnel. 6. Plant Description - including a physical description of type and area of building and yards. At least three 8" X 10" photographs clearly showing the inside and yards of the facility with the major equipment shall be fumished. 7 Experience of Company - including a report describing the background experience in the type of fabrication for which the application is being made. 8. Identification - Including a graphic sample of a label, stencil, or any accecptable method of identification that will be applied to each fabricated piece being delivered to an `LADBS' permitted project site. Bundled or boxed fabricated pieces need only be identified once. The minimum information to be shown on this required identification is as shown in the following example : COMPANY NAM E L.A. FABRICATOR LICENSE # RESEARCH REPORT # (IF APPLICABLE) CITY OF LOS ANGELES APPROVED C. INITIAL INSPECTION Initial inspections and investigation of applications for Type 1 Fabricator approval within 60 air miles of Los Angeles City Hall are performed by Department personnel. When the applicant for approval of a Type I facility more than 60 miles from Los Angeles City Hall elects to have an initial inspection report made by an approved testing agency, the report shall include all information required under Section B above, however investigation of the report, facility and its personnel shall be performed by Department personnel at the expense of the applicant. D. INSPECTION AND TESTING Authorized employees of the Department may at any time during the fabricator's working hours make an inspection of the fabricator's plant, equipment, procedures, operations and products within the scope of fabricator's approval and may require exposure for inspection or tests of materials or products that may be deemed necessary to assure compliance with the approved plans and the Los Angeles Municipal Code. Such tests shall be made at no expense to the City. E. RENEWAL Approximately 60 days prior to expiration of approval, the fabricator will be notified by the Department that a request for renewal of fabricator approval must be received not later than the expiration date of the current approval. The notification will include a brief questionnaire to be As a covered entity under Title tl of the Americans with Disabilities Act, the City of Los Angeles does not discriminate on the basis of disability and. upon request. will provide reasonable accommodation to ensure equal access to its programs, services and activities. For efficient handling of information internally and in th new format of code related and administrative information bulletins including MGD and RGA that were previously issued will also allow flexibility and tim in o to the public Page 2 of 4 JUN 12 2012 PERMIT CENTER 5ILA" IBS P /BC 2011 -042 DEllITHENT CI E' :it DOG ✓1Ma 1AEEl7 completed and signed along with the request for renewal of fabricator approval and retumed to the Department with the appropriate renewal fee. The request for renewal shall include a statement that the fabricator agrees to pay all inspection charges imposed under Section 96.204 of the Los Angeles Municipal Code. Overdue renewals may be reinstated by the Department if application is made within 30 days after the expiration date. After this period a renewal request shall be processed as a new application and the fee shall be as specified for new applications. F. CHANGE OF CONDITIONS The fabricator shall notify the Department of any change of responsible personnel or other conditions from that previously reported in the original application submittal. Changes in equipment, processes, or key personnel which directly affect conformity with the scope of approval for which the fabricators license was originally issued shall be reported to the Department within 30 days of the effective date of such change. A request for Modification of Fabricator's Approval, with the appropriate fees, shall be filed within 60 days of the effective date of the change and shall include a brief report describing the changes. Examples of changes considered a major modification of the license are: Change of ownership or corporate structure; change of plant location; addition of a branch plant or facility; change of materials used in fabrication; change in fabrication process; change of quality control personnel. Examples of changes considered a minor modification of the license are: Change of street address, phone number or zip code. G. INSPECTION CHARGES Reimbursement by the fabricator for the inspection charges specified in Section 96.204 of the Los Angeles Municipal Code shall be received within 30 calendar days from the date of the billing invoice or such reimbursement shall be considered delinquent and the provisions of Section 98.205 of the Municipal Code are applicable. Such delinquency and any suspension or revocation of approval do not relieve the fabricator of the obligations to reimburse the City for the applicable inspection charges. PART 11 A. ONE TIME APPROVAL AS UN- LICENSED FABRICATOR In accordance with provisions in Section 96.204 of the Los Angeles Municipal Code, materials fabricated by an un- licensed fabricator may be accepted under the following conditions. These conditions shall apply to the fabrication of structural elements regulated by the Code and to one specific location only. The fabricator shall be granted such approval once only. EXCEPTION: If a current Application for Approval as Fabricator, with all required information as noted in PART I above, has been filed and fees paid, an approval as an un- licensed fabricator may As a covered entity under Title 0 of the Americans with Disabilities Act. the City of Los Angeles does not discriminate on the basis of disability and. upon rm reques,�t, }w�ill provide reasonable accommodation to ensure equal access to its programs, services and activities. For efficient handling of information Internally and in th 16iC� new format of code related and administrative information bulletins including MGD and RGA that were previously issued will also allow flexibility and ti i n i D to the public Page 3 of 4 JUN 12 2012 PERMIT CENTER P /BC 2011 -042 "4r GE ?AZTQENT Cr a.s 11V:0IH AE IMEIT be granted during approval processing. B. APPLICATION Application shall be made on forms provided by the Department with sufficient information to describe the project and all elements to be fabricated. The application shall be filed prior to beginning fabrication and shall be subject to all conditions included with the approval, if such is granted. The application shall be signed by the owner or a principal of the fabrication facility. Information submitted with the application shall include, but not necessarily be limited to the following: 1. Material Description - including general description of each kind of material entering into the final product and a description of the final product. All materials shall be acceptable in accordance with Chapter 35 of the Los Angeles Building Code and, where applicable, A.S.T.M. designations shall be given. 2. Plans and Specifications - 81/2 x 11 detail sheets from approved plans of the portion of the project affected by the fabricated materials on drawings of each piece. Welding procedures, when required and submitted with the application, will be considered a part the application. If submitted after approval has been granted fees will be charged in accordance with Section 91.2205.10. 3. Fabrication Process - including a description of the equipment to be used in fabrication and the capacity of such equipment. C. INSPECTION OF FABRICATOR FACILITY When the fabricators facility is within 60 air miles of City Hall an inspection of the plant will be performed during the application review period. If the plant is located more than 60 air miles of City Hall, investigation by a Registered Deputy Inspector may be accepted provided the Deputy has been directed to do so by the Materials Control Section. A fabricator's facility in the Los Angeles city limits shall be in a zone permitting fabrication. D. INSPECTION AT JOBSITE If fabricated materials have been delivered to the jobsite prior to approval of an application, inspection or tests of materials or products may be deemed necessary to assure compliance with the approved plans and the Los Angeles Municipal Code. Such tests shall be made at no expense to the City. E. INVESTIGATION FEES The fabricator shall, in addition to the application fee, be subject to all applicable fees described in Section 91.107.5.2. Such additional fees as required shall be paid prior to final approval of the application. RECEIVED As a covered entity under Title II of the Americans with Disabilities Act, the City of Los Angeles does not discriminate on the basis of disability and, upon request, will provide reasonable accommodation to ensure equal access to its programs, services and activities. For efficient handling of information intemally and in the Internet, Visit 1911 new format of code related and administrative information bulletins including MGD and RGA that were previously issued will also allow flexibility and timely distnb i in fti,2012 to the public Page 4 of 4 PERMIT CENTER INFORMATION BULLETIN/ PUBLIC - BUILDING CODE EIL-�,. [Es REFERENCE NO LAMC 96.200 Effective: 01 -01 -2011 i DOCUMENT NO P /BC 2011 -032 Revised: DEPARTMENT OF BUILDING AND SAFETY Previously Issued As: P /BC 2008 -032 SUPPLEMENTARY RULES AND REGULATIONS GOVERNING FABRICATORS OF HIGH- STRENGTH STRUCTURAL STEEL A. APPLICABILITY The following rules and regulations shall only apply to a structural steel fabricator licensee who has made application for and has been granted supplemental approval to process the high strength structural steels. These rules shall be in addition to the rules in Information Bulletin P /BC 2011 -42 Application for Approval as Fabricator under which the license for structural steel fabrication, including welding, is issued and shall apply to any high- strength steel listed in the Code or General Approvals but not apply to the light gage structural steels. B. QUALIFICATIONS 1. High- strength structural steel shall only be fabricated by licensed fabricators specifically approved by the Department for that purpose. Applicants for approval as fabricators of high - strength structural steel shall exhibit the following qualifications: a. An established quality control group separate from production supervision. b. A well- regulated separate storage system under the control of the quality control personnel. A detailed procedure for maintaining steel identity shall be in effect. Exception: Separate storage is not required when ordered and stored as a job, on a job to job basis. c. The fabricator shall agree to immediately advise the Department of any changes in the control or identification procedures, especially a change in the quality control personnel. RECEIVED JUN 12 2012 PERMIT CENTER As a covered entity under Title II of the Americans with Disabilities Act. the City of Los Angeles does not discriminate on the basis of disability and, upon request. will provide reasonable accommodation to ensure equal access to its programs, services and activities, For efficient handling of information internally and in the internet, conversion to this new format of code related and administrative information bulletins includ ng MGD and RGA that were previously issued will also allow flexibility and timely distribution of information to the public. Page 1 of 3 P /BC -2019 -032 ASTM A6 Color Identification System (Archival data. no longer in ASTM A6) Structural Steel Color(s) A36 none A242 blue A283 grade D orange A514 red A529 grade 50 black and yellow A529 grade 55 black and red A572 grade 42 green and white A572 grade 50 green and yellow A572 grade 55 green and red A572 grade 60 green and gray A572 grade 65 green and blue A588 blue and yellow A709 grade 50 green and yellow A709 grade 50W blue and yellow A709 grade 70W blue and orange A709 grade HPS 70W blue and red A709 grade 100 red A709 grade 100W red and orange A852 blue and orange A913 grade 50 red and yellow A913 grade 60 red and gray A913 grade 65 red and blue A913 grade 70 red and white A992 green and black RECEIVED JUN 12 2012 PERMIT CENTER As a covered entity under Title 11 of the Americans with Disabilities Act, the City of Los Angeles does not discriminate on the basis of disability and, upon request, will provide reasonable accommodation to ensure equal access to its programs, services and activities, For efficient handling of information intemally and in the Internet, conversion to this new format of code related and administrative information bulletins including MGD and RGA that were previously issued will also allow flexibility and timely distribution of information to the public. Page 3 of 3 Department of evellop menff ServOces ulideti g ®ivisio 4701 W Russell Rd. aLas Vegas NV 89118 (702) 455 -3000 a Fax (702) 221 -0630 Ronald L. Lynn. Director /Building Official a Gregory J. Franklin, Assistant Director SUBJECT: TG -2 -09 REQUIREMENTS FOR APPROVAL AS A CLARK COUNTY BUII.DINC: DIVISION STRUCTURAL STEEL FABRICATOR /MANUFACTURER 1.0 PURPOSE: Technical Guideline 1TG) -2 -09; details the criteria and sequence used by Clad. County Department or Development Services - Building Division (CCDDS -BD) for determination of approval status for steel fabricatois manufacturers. Approval i.s a public statement of the fabricator's-manufacturer's dedication to produce a quality product by adhering to the fabricators(i anufacturer's CCDDS -BD approved Quality Systems Manual (QSM). This guideline meets the intent of Section 1704.2.2 of the International Building Code. 2.0 SCOPE: Include, metal building. structural steel, sign structures and miscellaneous steel components, as allowed by the Building Administrative Code of Clark County, Section 22.02.535, and in accordance with ali applicable building code,. 3.0 ABBREVIATIONS & ACRONYMS: AISC: American Institute or Steel Construction ASNT: American Society for Nondestructive Testing ASTM: American Society for Testing and Materials AWS: American Welding Society BAC: Building Administrative Code CCDDS-BD: Clark County Department of Development Services- Building Division CWB: Canadian Welding Bureau CWI: Certified Welding Inspector HSB: High Strength Bolts 1AS: International Accreditation Services IBC: International Building Code ICC: International Code Council REVISION DATE: JUNE 15, 2009 EFFECTIVE DATE: JULY 1.2009 RECEIVED JUN 12 2012 PERMIT CENTER Revised t y Concurred By Approved By (----) -it....,49 p Y �w � .�r�^yN! l�1a fr, Hayes _____443.4 n S. 1elfortl, P.E. Burins; Inspection Specialist Principal Engineer Theodore L. Droessler, P.E. Manager of Engineering Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 2 of 11 ISO: International Standards Organization MTR: Material Test Report NCR: Non - Compliance Report NDT: Nondestructive Testing PM: Program Manager PQR: Procedure Qualification Record QC: Quality Control QSM: Quality Systems Manual RAH: Rack Manufacturers Institute SJI: Steel Joist Institute SNA -IBC: Southern Nevada Amendments to the International Building Code TG: Technical Guideline TRG: Technical Reporting Guide WPS: Welding Procedure Specification WQR: Welder Qualification Record RECEIVED JUN 12 2012 4.0 DEFINITIONS: For the purposes of this technical guideline certain terms, phrases, words PERMIT CENTER and their derivatives shall be construed as specified in this section, the International Building _ - - -_ -- Code and the Building Administrative Code of Clark County. Annual Renewal Listing Approval: An approval status that may be granted to a fabricatodmanufacturer requesting renewal of their previous CCDDS -BD approval status. Application Package: A document package that contains an approved fabricator manufacturer application, local code amendments and TG's for that particular type of fabricator/manufacturer. Approved Fabricator /Manufacturer Listing: A list of CCDDS -BD approved steel component fabricators: manufacturers. Approved Third Party Auditor: An individual who has demonstrated competence and ability to the satisfaction of the Building Official, achieves and maintains national certification(s). has no conflict of interest and meets the requirements of the CCDDS -BD TG's. Approved Third Party Auditor Listing: A list of CCDDS -BD approved third party auditors. Audit Package: A document package that contains a Plant Specific Auditor Approval letter, a Pre -Audit meeting and an Exit or Post -Audit meeting record. The audit package also contains an audit procedure, instructions and the audit questions. 45 Day Conditional Listing Approval: An approval status that may be granted to a currently approved fabricator/manufacturer, allowing the fabricatorfmanufacturer to continue to work under their approval status while providing time to respond to CCDDS -BD comments. Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 3 of 11 Controlled Copv: Any document for which distribution and status are to be kept current by the issuer. Initial Listing Approval; An approval status that may be granted to a fabricatorrmanufacturer requesting a first time CCDDS -BD approved fabricator status. Plant Specific Auditor Approval Letter: A time- sensitive letter that authorizes the approved third party auditor to conduct the assigned CCDDS -BD audit of a fabricator'simanufacturer's specific plant location. Project Specific Listing Approval: An approval status that may be granted to a fabricator'manufacturer to provide structural steel items fabricated manufactured at their approved facility for the project and scope of work specified. Removal: Status that identifies a fabricator'stmanufacturer's CCDDS -BD approval status as no longer in effect. Temporary Listing Removal: Status that identifies a fabricator'stmanufacturer's CCDDS -BD approval status as temporarily not in effect, pending further investigation. 5.0 REFERENCES: The edition of the International Building Code (IBC) that is currently adopted by Clark County is listed on the county website. Chapter 35 of the IBC lists the referenced standards adopted by the building code. The application of the referenced standards shall be as specified in the Clark County Building Administrative Code. Copies of the Southern Nevada Amendments to the IBC and the Clark County Building Administrative Code are available on the county website. The Clark County website address is: www.accessclarkcounty.com 2006 Southern Nevada International Building Code Amendments Clark County Building Administrative Code International Building Code American Welding Society (AWS), D1.1. DI.3, D1.4 (CCDDS -BD Adopted Editions) American Society for Testing and Materials (ASTM) American Institute of Steel Construction (RISC), Manual of Steel Construction LRFD and ASD (CCDDS -BD Adopted portions: 341 -05 Seismic Provisions and 360 -05 Specifications) 6.0 RESPONSIBILITIES: It is the responsibility of the following entities to perform the following functions: 6.1 CCDDS -BD 6.1.1 Review fabricator's /manufacturer's submitted application package for Initial Listing Approval, Annual Renewal Listing Approval, or Project Specific Listing Approval application documentation. (All fabricator'manufacturer listing approval types) 6.1.2 Determine if the fabricatorsimanufacturer's submitted application package for Initial Listing Approval, Annual Renewal Listing Approval. or Project Specific Listing Approval application documentation complies with CCDDS -BD TG requirements. 6.1.3 Determine if the fabncators%manufacturer's submitted QSM complies with CCDDS -BD TG- 1. (initial Listing Approval or *Project Specific listing Approval only) (*When Required by CCDDS -BD PM) 6.1.4 Notify fabricatorfmanufacturer in writing of any QSM items that do not complCEIVE CCDDS -BD TG -1. JUN 1 2 2017 PERMIT CEIN trZ Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 4 of 11 6.1.5 Perform CCDDS -BD Initial Audit of fabricator's?manufacturer's Quality System. (Initial Listing Approval only) 6.1.6 Notify fabricator manufacturer in writing of Initial Audit results noting any Quality System items that do not comply with the fabricator /manufacturer's QSM and or CCDDS -BD TG requirements. 6.1.7 Review CCDDS -BD approved quality assurance agency submitted fabricator.`manufacturer annual in -plant audit. 6.1.8 Notify fabricator /manufacturer in writing of annual in -plant audit results noting any Quality System items that do not comply with the fabricator /manufacturer's QSM and'or CCDDS- BD approval requirements. 6.1.9 Notify fabricator /manufacturer in writing of approval status. 6.1.10 Maintain an Approved Fabricator/Manufacturer listing. 6.1.11 Maintain an Approved Quality Assurance Agency listing. 6.2 Fabricator/Manufacturer 6.2.1 Obtain a fabrication application package at www.accessclarkcounty.com. 6.2.2 Complete and submit fabrication application for Initial Listing Approval, Annual Renewal Listing Approval, or Project Specific Listing Approval along with a check for the appropriate fee and all requested information identified on the application. 6.2.3 Submit a "Controlled" copy of the fabricator's /manufacturer's QSM that meets the requirements set forth in TG- I . (btitial Listing Approval or. *Project Specific Approval only) ( *When Required by CCDDS -BD PM) 6.2.4 Make necessary changes to the QSM in order to meet the TG -I requirements. 6.2.5 Contact CCDDS -BD to schedule an Initial Audit. (Initial Listing Approval or *Ncn. Facility Approrrd on /r)( *Required when currently approved facility is re- located) 6.2.6 Review CCDDS -BD initial audit review letter items and make necessary changes to the QSM to comply with initial audit review letter items. 6.2.7 Submit to CCDDS -BD initial audit review response letter identifying all items and provide CCDDS -BD requested information, 6.2.8 Contact a CCDDS -BD approved quality assurance agency holding a CCDDS -BD FAIT -S -A approval to schedule a CCDDS -BD Annual in -Plant Audit. (Annual Renewal Listing Approval only) 6.2.9 Review CCDDS -BD annual in -plant audit review letter items and make necessary changes to the QSM to comply with annual audit review letter items. 6.2.10 Notify and submit any revisions to CCDDS -BD within 30 days of fabricator'manufacturer's revision approval. 6.2.11 Submit CCDDS -BD issued Project Specific Approval letter to project site contractor prior to first shipment of fabricated structural steel items. (Project Specific Listing Approval only) RECEIVED JUN 12 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 5 of 11 6.2.10 Submit a "Certificate of Compliance" (See Attachment "D ") for fabricated' manufactured structural steel items, to the project contractor, architectiengineer and owner upon completion of fabrication manufacturing. (CCDDS -BD Approved FabricatorrManufacturers only) 6.3 Oualit, Assurance Agency 6.3.1 Request a CCDDS -BD annual in -plant audit package from CCDDS -BD PM prior to audit date agreed upon by the approved agency and the fabricatorimanufacturer.. 63.2 Perform the requested annual in -plant audit using only the CCDDS -BD FAB -S -A approved auditor noted on the audit authorization letter. 6.3.3 Review and submit the completed annual in -plant audit package to CCDDS -BD. 7.0 PROCEDURE: 7.1 Project Specific Approval 7.1.1 The fabricator /manufacturer may submit an application package for a "Project Specific Approval ". The application form (Attachment "E ") may be downloaded from the Clark County website. www.accessclarkcountv.com. The application shall identify fabricator /manufacturer and fabrication /manufacturing facility information along with the project permit number and scope of work information (type of steel components to be fabricated %manufactured). A copy of the fabricator /manufacturers current AISC, IAS,1 11, or SJI fabricator /manufacturer approval is required and shall be submitted with the application. NOTE: The labricatorinncnudactrner is responsible, under this approval tine, to cowl), with the CCDDS -BD NDT requirement regarding Full Penetration welds. CCDDS -BD requires all fill penetration welds on primary structural menthe's with a material thickness of5116 "and xr eatersha /l have a volumetric (Ultrasonic or Radiograph) NDT inspection petfor,ned to ensure weld soundness by a CCDDS -BD approved quality assurance agency /miring a FAB- S -NDT approval. 7.1.1.1 A Fabricator's'Manufacturer's facility that is not certified or accredited as speci lied in 7.1.1 shall be subject to quality assurance agency special inspections to be performed in the fabrication /manufacturing facility as required by CCDDS -BD. (See TG -3, Paragraph 7.2) 7.1.2 The fabricator /manufacturer shall submit the completed Project Specific Approval application package and other required information to CCDDS -BD along with a check made payable to the Clark County Department of Development Services Building Division for the amount specified on the application. 7.1.3 The CCDDS -BD PM shall review the Project Specific Approval request application and submitted information. 7.1.3.1 If the CCDDS -BD PM determines the Project Specific Approval request application and submitted information complies with CCDDS -BD Project Specific Approval requirements, the CCDDS -BD PM shall issue a Project Specific Approval letter to the fabricator /manufacturer. (END) NOTE: Ali,bricatorimanufacturer that has been granted a Project Specific Approval midis to supply steel components to another project, other than the one identilied on the Project Specific Approval shall apply for a Project Specific Approval for each specific project Is pen nit number. RECEIVED JUN 12 2012 PERMIT CENT eR Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG -2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 6 of 11 7.1.3.2 If the CCDDS -BD PM determines the Project Speci tic Approval request application and submitted information does not comply with CCDDS -BD Project Specific Approval requirements, the CCDDS -BD PM shall provide the fabricator/manufacturer a list of non - complying items. 7.1.3.2.1 Fabricator's Manufacturer's that can not comply with CCDDS -BD Project Specific Approval requirements shall be instructed by the CCDDS -BD PM to comply with CCDDS -BD TG -3, Paragraph 7.2 requirements. 7.1.3.2.2 Fabricator's/Manufacturer's that can resolve non- complying items shall submit a written response identifying the non - complying and the corrections and documentation need to resolve these items. (See 7.1.3) NOTE: The lirhriccrtorimaualacno er is;opined to, under this (unmoral true, to submit a Co tilicatc of Comnliancc.Attachnrent "Difor' fcrbricatedlnrarufcrctu,cd supplied items to the Project Contractor. A, chitcct /En_r;inee,•, and owner upon completion of labricationnnanu actarin'. 7.2 Initial Listing Approval 7.2.1 The fabricator/manufacturer may submit an application package for an "Initial Listing Approval ". The application form may be downloaded from the Clark County website; www.accessclarkcountv.com The application form (Attachment "E ") shall identify the fabricator/manufacturer and fabrication /manufacturing facility information. The fabricator /manufacturer shall provide a "Control led Copy" of the fabricator's(manufacturer's QSM that complies with CCDDS -BD TG -1 requirements. A copy of the fabricator/manufacturers current RISC. [AS, RM1, or SJI fabricator /manufacturer approval is also required (If Applicable). 7.2.2 The fabricator/manufacturer shall submit the completed Initial Listing Approval application package and other required information to CCDDS -BD along with a *check made payable to the Clark County Department of Development Services Building Division for the amount specified on the application. *Eveentiof: Fahricator's:/,Ylcrnrrluctarcr its that arc current/, approtcd IAS may hale the initiallee waived 1gpproved by the CCDDS -BD PM. 7.2.3 The CCDDS -BD PM shall review the Initial Listing Approval request application. fabricator's'manufacturer's submitted QSM, and copy of the fabricator's /manufacturer's current AISC, IAS, RMI, or SJI fabricatorlmanufacturer approval, as applicable for compliance to applicable codes and CCDDS -BD TG -1 requirements. 7.2.3.1 The CCDDS -BD PM shall issue a QSM review letter if the submitted QSM complies with CCDDS -BD TG -I and applicable codes. The QSM review letter shall inform the fabricator ?manufacturer that the QSM complies with CCDDS -BD TG -1 and applicable codes. The CCDDS -BD PM shall then proceed to the auditing portion of the Initial Listing Appros al process. (See 7.2.8) 7.2.3.2 The CCDDS -BD PM shall issue a QSM review letter to the fabricatormanufacturer if the submitted QSM does not comply with applicable codes andior CCDDS -BD TG -1 requirements. The CCDDS -BD QSM review letter shall identify any items that do not comply with CCDDS -BD TG -1 and applicable codes. The QSM review letter shall also identify any additional information and /or actions needed to correct the QSM review findings. RECEIVED JUN 12 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 7 of 11 7.2.4 The fabricator :manufacturer shall review the CCDDS -BD QSM review letter (If Applicable. CCDDS -BD QSM Review Response letter) and make any necessary changes to comply with CCDDS -BD TG -1 and applicable codes. 7.2.5 The fabricator /manufacturer shall provide a written response to the CCDDS -BD QSM review letter (If Applicable, CCDDS -BD QSM Review Response letter). The fabricator's'manufacturer's QSM review response letter shall identify each item noted in the CCDDS -BD QSM review letter (If Applicable, CCDDS -BD QSM Review Response letter) and the corrective action taken to correct the noted item. 7.2.6 The fabricator'manufacturer shall submit the fabricatormanufacturer QSM review response letter, to the CCDDS -BD PM by the response date indicated. NOTE: Failure to pmvirle the requested information by the due date indicated in the letter nom recsrrlr in a delay in approval of the fabricator' snnanr facatrer's fircilitr. 7.2.7 The CCDDS -BD PM shall review the submitted fabricatormanufacturer QSM review response letter for compliance to TG -1 and applicable codes. 7.2.7.1 If the CCDDS -BD PM determines the fabricator /manufacturer's submitted QSM review response letter complies with CCDDS -BD TG -1 and applicable code requirements the CCDDS -BD PM shall issue an QSM review response letter indicating that all previously identified noncompliance items arc now in compliance. (See 7.2.8) 7.2.7.2 If the CCDDS -BD PM determines the fabricator /manufacturer's submitted QSM review response letter does not comply with CCDDS -BD TG -1 and applicable code requirements the CCDDS -BD PM shall re -issue another QSM review response letter identifying the remaining noncompliance items. (See 7.2.4) NOTE: Paragraph 's 7.2.8 - 7.2.13 shall not apply tofahricator lil uutrlacturcr's that are currently approved by IAS. The IAS approvedfabricutornuuu f rcturcr shall only he required to submit a cops' of their latest IAS lubrication; nranufacturine facility audit in lieu oldie CCDDS -BD Initial Audit. 7.2.8 The fabricator /manufacturer shall contact the CCI:)DS -BD PM to schedule an Initial Audit of the fabricator /manufacturer's Quality Program and fabrication facility. The fabricator /manufacturer shall be responsible for expenses associated with performing the initial audit. Expenses include, but are not limited to. ground and!or air travel to the fabrication/manufacturing facility, hotel accommodations (if required), rental car (if required), and an hourly fee as specified in the Clark County Building Administrative Code. 7.2.9 The CCDDS -BD PM shall verbally notify the fabricator /manufacturer during the initial audit exit meeting of the fabricator /manufacturer's Quality Program and initial audit results. 7.2.9.1 The CCDDS -BD PM shall issue an initial audit review letter when it is determined that the fabricator's/manufacturer's Quality Program and fabrication/manufacturing facility complies with the fabricator/manufacturer's QSM and applicable codes. The initial audit review letter shall inform the fabricator/manufacturer that: • No non - compliant issues were noted. • Fabricator/manufacturers request for Initial Listing Approval status will be granted. • Fabricator /manufacturers Initial Listing Approval shall be based on the fabricatormanufacturer's QSM and the CCDDS -BD initial audit. • Approval by one of the CCDDS -BD accepted entities (If Applicable) (See 7.2.14) RECEIVED JUN 12 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 8 of 11 7.2.9.2 The CCDDS -BD PM shall issue an initial audit review letter when it is determined that the fabricator's''manufacturer's Quality Program and facility does not comply with the fabricator'stmanufacturer's QSM or applicable codes. The initial audit review letter shall identify any non - compliant items noted during the initial audit, what actions need to be taken to correct the initial audit findings and the fabricators'manufacturers response due date. NOTE: Failm•c to provide the requested infon,,ation by the date indicated could result in a Mai, of the Fubricatorsrivanufacturerr approval. 7.2.10 The fabricatorlmanufacturer shall review the CCDDS -BD initial audit review letter and make the necessary changes to comply with the CCDDS -BD initial audit review letter requirements. 7.2.11 The fabricatorfmanufacturer shall provide a written response to the CCDDS -BD initial audit review letter. The fabricator's manufacturer's initial audit review response letter shall identify each item noted in the CCDDS -BD initial audit review letter and the corrective action taken for each of the noted items. 7.2.12 The CCDDS -BD PM shall review the submitted fabricator's'manufacturer's initial audit review response letter for compliance to the fabricator's /manufacturer's QSM and applicable codes. 7.2.12.1 CCDDS -BD PM shall issue another initial audit review response letter when the submitted initial audit review response lever does not comply with the fabricator /manufacturers QSM and applicable codes. (See 7.2.10) 7.2.12.2 CCDDS -BD PM shall issue a final initial audit review response letter when the submitted initial audit review response letter complies with the fabricators'manufacturer's QSM and applicable codes. 7.2.13 The final initial audit review letter shall inform the fabricator.'manufacturer that all previously noted non - compliant issues have been resolved and are now in compliance with the fabricator' s'manufacturer's QSM and applicable codes. This final initial audit review letter shall inform the fabricator /manufacturers that their request for Initial Listing Approval status will be granted. The fabricator'simanufacturer's Initial Listing Approval shall be based on the fabricator's /manufacturer's QSM, current approval by one of the CCDDS -BD accepted entities (As Applicable), and corrected non - compliance items noted in the CCDDS -BD initial audit, 7.2.14 The CCDDS -BD PM shall issue the fabricator /manufacturer an Initial Approval Confirmation letter identifying the: • Fabricatorimanufacturers CCDDS -BD identification number • Approved fabricatorimanufacturcr company name • Approved fabrication facility location • Approval category • Primary fabrication/manufacturing type • Approval period. 7.3 Annual Renewal Listing Approval 7.3.1 CCDDS -BD shall send one renewal notice to the fabricator!manufacturer prior to the approved listing expiration date. 7.3.2 The fabricatorlmanufacturer shall obtain a fabrication /manufacture application pact ECEl\ N /C G www.accessclarkcountv.com. JUN 1 2 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 NV. Russell Road TG -2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 9 of 11 73.3 The fabricator /manufacturer shall complete the fabrication application form and mark the "Annual Renewal Listing" block. The fabricator/manufacturer shall provide the latest revision to the fabricator's /manufacturer's QSM, copy of the fabricatorimanufacturers current AISC, IAS, RMI, or SJI fabricator/manufacturer approval (As Applicable). and the name of the CCDDS -BD approved auditing agency (If Required). NOTE: A Iabricatorlrnanufacturer that has Mien removed from the CCDDS -BD approved fahricalorinranufucturcr listing. shall he required to re -apply as a Reinstatement. NOTE: The CCDDS -BD unwired auditing agency information is not required if the /ahricwtoriman[fucturer has a current AISC IAS. RMI or Sllfabricator /maniiuctrn'er approval. NOTE: If ihefablicator/manufaciurer has moved their fabrication facility to another Location or lithe person identified as the Quality Manager- has changed, another facility Audit is required and shall he performed by CCDDS -BD. 7.3.4 The fabricator/manufacturer shall submit the completed Annual Renewal Listing application package to CCDDS -BD along with a *check made payable to the Clark County Department of Development Services - Building Division for the amount specified on the application within 45 days of the fabricator /manufacturer's approved listing expiration date. *Ercention: FabricatoC.r/Mallulacturer Is that are currcntlppnrored by IAS min' have the initial /ec wait-et& approved by the CCDDS -BD PM. 7.3.4.1 Fabricators /manufacturers that have not submitted the fabrication /manufacture application package for their annual renewal listing within the allotted time shall have their approved listing status removed. Fabricators' manufacturers that wish to have their approval status reinstated shall submit a fabrication /manufacture application identifying "Reinstatement" and shall include the appropriate fee. The CCDDS -BD PM shall determine if an initial audit is warranted. 7.3.5 The CCDDS -BD PM shall review the Annual Renewal Listing request application. the fabricator's /manufacturer's latest QSM revisions, and the copy of the fabricator's /manufacturer's current AISC, IAS, RMI, or SJI fabricator /manufacturer approval (As Applicable) for compliance to the fabricator'manufacturer'sQSM and applicable codes. 7.3.5.1 If the CCDDS -BD PM determines the fabricator /manufacturer's current AISC, IAS, RMI, or SJI approval and the submitted latest QSM revisions are current and comply with CCDDS -BD TG -1 and applicable codes. (See 73.9) 7.3.5.2 If the CCDDS -BD PM determines the fabricator's'manufacturer's current AISC. IAS, RMI, or SJI approval and /or the submitted latest QSM revisions are not current and /or do not comply with CCDDS -BD TG -1 and applicable codes, the CCDDS -BD PM shall inform the fabricator /manufacturer in writing of non- compliance issues. 7.3.6 The fabricator/manufacturer shall review the CCDDS -BD letter identifying the noncompliance issues noted. The fabricatormanufacturer shall submit to the CCDDS -BD PM a written response identifying each noted noncompliance item and the corrective actions taken to correct item. NOTE: Failure to provide the requested information by the date indicated could resuh in a Maur your fahricator;hnanufacturer approval. 73.7 The CCDDS -BD PM shall review the fabricator's'manufacturer's response letter to D determine if all noted noncompliance items have been corrected and are now in corers I V L with CCDDS -BD TG- 1 and applicable codes. tt JUN 12 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TG -2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 10 of 11 7.3.7.1 If the CCDDS -BD PM determines noncompliance issues still exist the CCDDS -BD PM shall inform the fabricator /manufacturer in writing of any outstanding noncompliance item(s). (See 73.6) 7.3.7.2 If the CCDDS -BD PM determines all noted noncompliance issues now comply with the fabricator/manufacturer-s QSM and applicable codes, the CCDDS -BD shall inform the fabricatorimanufacturer in writing that all noncompliance items noted now comply. (See 73.9) 7.3.8 If the fabricator ^'manufacturer is not currently approved by AISC, IAS, RAM, or S)I. The fabricator "manufacturer shall contact a CCDDS -BD approved auditing agency, holding a current CCDDS -BD FAB -S -A approval, and schedule a CCDDS -BD required annual in- plant audit,. The CCDDS -BD approved auditing agency listing is available at www.accessclarkcounty.com. (See TG-3 7.13) 7.3.9 The CCDDS -BD PM shall issue the fabricatorimanufacturer a Renewal Confirmation letter identifying the • Fabricator's /manufacturer's CCDDS -BD identification number • Approved fabricator/manufacturer company name •, Approved fabrication /manufacturing facility location • Approval category • Primary fabricationtmanufacturing type • Approval period 7.4 Fabricator/Manufacturer Temporary Approvals and Removals 7.4.1 An approved fabricatorimanufacturer may request additional time, beyond the response time allotted, in order to perform the required annual audit or respond to the CCDDS -BD audit review letter. The CCDDS -BD PM may grant a fabricatorimanufacturer a "45 Day Conditional Approval" that would allow the fabricatorimanufacturer an additional 45 days to complete the required tasks. 7.4.2 The fabricator /manufacturer shall submit a written request to the CCDDS -BD PM requesting the additional time to schedule the required annual audit or respond to the CCDDS -BD audit review letter. The written request shall identify why the additional time is required and shall provide a date as to when the tasks will be completed. 7.4.3 The CCDDS -BD PM shall review the submitted request and determine if issuance of the 45 day conditional approval is warranted. The CCDDS -BD PM may determine the request for additional time is not warranted because the original allotted time was sufficient and%or because additional time has already been granted. 7.4.3.1 7 he CCDDS -PM shall notify the fabricator /manufacturer in writing that their request for additional time is denied if the CCDDS -BD PM determines that the issuance of a 45 day conditional approval is not warranted, The CCDDS -BD PM shall identify the fabricatorimanufacturer status as " Removed" on the CCDDS- BD approved fabricatorimanufacturer listing. (See 7.4.5) 7.4.3.2 The CCDDS -BD PM shall verbally notify the fabricatorimanufacturer that the request for additional time will be granted if the CCDDS -BD PM determines that the issuance of a 45 day conditional approval is warranted.. The CCDDS -BD PM shall then identify the issuance of the 45 day conditional approval on the CCDDS- BD approved fabricatorimanufacturer listing. RECEIVED JUN 12 2012 PERMIT CENTER Clark County Department of Development Services • Building Division July 1, 2009 4701 W. Russell Road TC-2 -2009 Las Vegas, Nevada 89118 • (702) 455 -3000 Page 11 of 11 NOTE: No lama! letter is generated, only a notation in the CCDDS -BD approved fabncalo,'nlanuflcturer listing,' identifying the e\pn'atla„ date of the 45 day conditional approval and the conditions of this approval is required. Listed conditions of this approval may include 3i/ party fabrication /manufacturing inspections to be pe,lonned in the Jahricatio n/nanufacturingfacility or at tlreprojecl site by a CCDDS -BD approved agency. 7.4.4 The fabricator= "manufacturer shall submit all information regarding the completed tasks by the 45 day conditional approval expiration date. 7.4.4.1 Any fabricator /manufacturer that does not submit all of the required completed task information by the 45 day conditional approval expiration date may have their approval status temporarily removed from the CCDDS -BD approved fabricator /manufacturer listing, 7.4.5 A fabricator!manufacturer whose approval status has been identified as temporarily removed shall have 30 days to resolve any issues. During this period the fabricator /manufacturer shall hire a CCDDS -BD approved quality assurance agency having a CCDDS -BD FAB -S -I to perform fabrication /manufacturing shop inspections. (S1:E TG -3 Paragraph 7.2) 7.4.5.1 Any fabricator /manufacturer that has exceeded the 30 day temporary removal period shall have their approval status identified as "Removed" on the CCDDS -BD approved fabricator'manufacturer listing. 7.4.6 A fabricator +'manufacturer whose previous approval status has been identified as removed from the CCDDS -BI) approved fabricator'manufacturer listing may request for their approval status to be reinstated. Fabricators /manufacturers that wish to have their approval status reinstated shall submit a fabrication /manufacture application identifying "Reinstatement" and shall include the appropriate fee. The CCDDS -BD PM shall determine if an initial audit is warranted. NOTE: A fahricato,f»uunfactln•er that has heel removed from the CCDDS -BD approved fabricaro, manufacturer listing shall be required to re- apply as a Reinstatement. 8.0 RECORDS 8.1 The QSM is considered to be a lifetime record and shall be a controlled document. 8.2 A master list of all in possession of controlled copies of the QSM shall be generated and maintained by the originating organization. 8.3 A listing of all approved fabricatorsfmanufacturers shall be maintained by CCDDS -BD. 9.0 ATTACHMENTS • Project Specific Approval Flow Chart (ATTACHMENT "A") • Initial Listing Approval Flow Chart (ATTACHMENT "B ") • Annual Renewal Listing Approval Flow Chart (ATTACHMENT "C") • Certificate of Compliance Form 825 (ATTACHMENT "D ") • Approved Structural Steel FabricatorManufacturcr Application Form 820 (Al T'ACIIMENT "E ") 10.0 REVISION HISTORY: Title Revision/Approved Date Effective Date TG -2 -09 June 15, 2009 TG -2 -99 November 12, 1999 July 1, 200 M RECEIVED May 1, 2000 0 JUN 122012 PERMIT CENTER TG -2 PROJECT SPECIFIC FLOW CHART START YES Fabricator /Manufacturcr(7.1.1) Downloads application from .www.accessclarkcountv.com. Fabricator/Manufacturer (7.1.2) Completes application & submits to CCDDS - BD with the required fit & all squired information, CCDDS -BD PM (7.1.3) Reviews submitted information for compliance. r 1 1 Fabricator /Manufacturer (7.1.1) Ilas current AISC, IAS, RSII, or S11 I` fibrication:manufacluring approval. I'1I detcnnincs submitted application & information complies = ILI UM I .- 9 YES }'ES Y CCDDS -BD PM (7.13) Reviews corrections NO V CCDDS -BD PM (7.1.3.2) Issues letter idcnti(ying Non- complying items • • • • v Fabricator/•lanufacturer (7.1.3.2.1) Can resolve & submit cormctions for all non-compliant issues noted. to tic satisfaction of die PM CCDDS -BD PM (7.1.3.1) Issues Project Specific Appn+val letter 1 END PM determines all noted items now comply, ►{ NO I Fahricator /Manufacturer (7.1.1.1) Contracts a CCDDS -BD approved agency to 1 ' perftrm special inspections on shop fabricated ` items. See TG -3 END RECEIVED JUN 12 2012 PERMIT CENTER. TG -2 INITIAL LISTING APPROVAL FLOW CIIART START Fabricator/Manufacturer (7.2.1) Downloads application from www.accessclarkcountv.cotn YES CCDDS -BD PM (7.2.8) Contacts lahncatodinanulacturer to schedule Initial Audit. CCDDS -BD PM (7.2.9) Performs initial audit and notifies the fahricator•'manuticturer of the audit results. 4 CCDDS -BD PM (7.2.93) Reviews the initial audit results 1 41 Fabricator/Manufactarer (7.2.2) Completes application & submits to CCDDS - BD with the required fee & all r quin:d information PMdet nninc'tf submitted application, QSM & information cons ics - CCDDS -BD PM (7.2.3) Reviews submitted information for compliance. CCDDS -BD PM (7.23.2) Issues a QSM Review letter idcnul }ing Id NO • • non - compliance items & any additional information and or actions iwcdcd to • correct noted items. Fahricatoriblanufacturer(7.2.4) Reviews QSRI Review letter & makes necessary changes. • • Fabricator/Manufacturer (7.25) Submits written response identifying each noted item & the cunectivc action taken PM determines if fabricators 'manufactureis quality program & facility . cons Ic- YES NO CCDDS -BD PN1(7.2.7) Reviews submitted response & determines if noted items now com Ic. CCDDS -BD PM (7.2.9.1) Issues an Initial Audit Review letter identifying that the fabricator manufacture's quality program & facility now comply • • • • • PM determines if non - compliance itcin.s coot >I NO 1 CCDDS -BD PM (7.2.14) 1010 Issues an Initial Appmval ' Confirmation letter IMO MEM Me MIR 1111•0111 END 1 • • CCDDS -BD PNI (7.2.9.2) Issues Initial Audit Review letter identifying non- compliance items, 4 . Fabricator/Manufacturer (7.2.10) Reviews Initial Audit Review letter & makes necessary changes to their QSM. 4 Fabricator /Manufacturer (7.2.11) Submits response identifying non- compliance items & collective action taken. 4 CCDDS -BD PM (7.2.12) Reviews submitted response RECEIVED JUN 12 2012 PERMIT CENTER TG -2 & TG -3 ANNUAL RENEWAL LISTING APPROVAL FLOW CHART START CCDDS -BD (7.3.1) Issues a Renewal Notice to the appmvcd fabricator manufacturer, prior to the approval expiration date. IYES 4 1 Fair(cator/Manufacturer(7.3.2) Dotvnloads application from wow. accessetarkcountvsom CCDDS -BD PM (735) Reviews submitted renewal information for compliance. Fabricator/Manufacturer (73.3) Completes application & submits to CC DDS -RD with the require) fie & all required information. 1 Fabricator/Manufacturer (7.3.3) Ilan current AISC or IAS fahricat ioni manufacturing approval CCDDS -BI) PM (7.35.1) Nolllies the fabricator 'manufacturer of non-compliance items & any additional information and/or actions needed CCDDS -BD PM (735) Reviews submitted renewal information for compliance PM determines submitted intimation complies IYES Fabricator/Nlanufacturcr (73.6) Reviews the non- compliance letter & makes necessary changes to comply. Submits to CC'DDS -BD PM, a written response identifying each item & corrective action taken. fahnctur manufacturer has current . \ISC or IAS fahrication/manufacturing approval CCDDS -BD PM (73.7) Reviews fabricator/manufacturers response letter. PM determines submitted infonnulmn complies CCUUS -BD PM TG -3 (7.3.1.1) Reviews audit review response letter. • • •. • NO 1'M determines non- compliance items now m.I' Fahricator /Manufacturer TG -3 (7.3.10) Reviews audit review letter & provides a response identifying each non - compliance item & core tive actions taken. PM determines non - compliance issues now outwit IYES CCUUS -BD PM TG-3 (7.3.9.2) Issues an Audit Review letter identifying non compliance items. PM determines the fabricator manufaUurer is in compliance with their QSM. CCUUS -BU PM TG -3 (73.9) Reviews the completed annual audit results. A NO • •••• • Fabricator /Nlanufacturcr TG -3 (7.3.4) Contacts a ('CDDS -DD approved auditing agency to schedule the required annual audit. 1 CCDDS -BD Approved Auditing Agenc3 TG -3 (7.3.5) Contacts CCDDS -BD PM & request an audit package d CCDDS -B1) PM TG -3 (7.3.6) Issues a Plant Specific Auditor approval letter & an audit package. 1 CCDDS -BD Approved Auditor TG -3 (7.3.7) Reviews the audit package & performs the annual audit. Submits the completed annual audit by the date indicated on the Plant Specific Auditor approval letter 1 pi Issues CCDDS -BD PM (7.3.8) & TG -3 (7.3.141 ' E Rencwnl f'c dm letter to the tahne atormanufac turer 1 N RECEIVED re "'D JUN122012 PERMIT CENTER Department of Development Services Building Division 4701 W Russell Road • Las Vegas NV 89118 (702) 455 -3000 • Fax (702) 221 -0630 Ronald L. Lynn, Director/Building Official • Gregory J. Franklin, Assistant Director FABRICATOR/MANUFACTURER CERTIFICATE OF COMPLIANCE Welded Structural Steel Fabrication Approved Fabricators are required to submit a CERTIFICATE OF COMPLIANCE for their shop - welded construction (Reference International Building Code Section 1704.2.2). Certification is to cover all materials and workmanship supplied by the fabricator /manufacturer, including all products fabricated by others that become part of the total product furnished to the project. An example of au acceptable product certification is as follows: FABRICATOR/MANUFACTURER CERTIFICATION OF COMPLIANCE Fabricator: Facility: Fabricator Certification(s): Clark County # IAS !# A!SC # Project: Location: To: Building Official, (Applicable Project Jurisdiction) All materials, workmanship and services supplied for use on the project noted above were purchased, fabricated, manufactured, shipped and'or installed in strict accordance with the requirements of the approved construction documents, International Building Code, applicable (Jurisdictional) building codes and the (Fabricator) Quality Systems Manual. I certify that the above is true and all records pertaining to the above are on file in my office, Responsible Pam, Date cc: Project Owner Project Contractor Project Architect/En.L'iueez• Only approved fabricators may submit product certifications for work performed in their shop. Form 825 Rev. 05/09 RECEIVED JUN 12 2012 pEAMIT CENTER • Department of Development Services Building Division 4701 W. Russell Rd • Las Vegas NV 89118 (702) 455 -3000 • Fax (702) 221 -0630 Ronald L. Lynn, Director /Building Official • Gregory J. Franklin, Assistant Director APPLICATION FORM STRUCTURAL STEEL FABRICATOR/MANUFACTURER REQUEST FOR INITIAL OR RENEWAL OF CLARK COUNTY APPROVAL COMPANY NAME: QC MANAGER NAME: PLANT ADDRESS: MAILING ADDRESS: TELEPHONE: E -MAIL ADDRESS: CCDDS -BD FAB. ID #: CONTACT NAME: City: State: Zip: City: State: Zip: FAX: FEES REQUIRED TO BE SUBMITTED WITH APPLICATION. 0 Initial Listing or Reinstatement (5800.00) 0 Annual Renewal (S575.00) 0 Project Specific Approval (5360.00) INITIAL LISTING: ANNUAL RENEWAL: PROJECT SPECIFIC: TG-2 Approval Process: ALL Fabricators Provide TG-2 Approval Process: ALL Fabricators Provide TG -2 Approval Process: ALL Fabricators Provide Controlled Copy of Company's Quality Control Manual (I.atest Edition) that Complies with CCDDS -BD TG -I Copy of CCDDS -BD 'CG -1 Matrix (Copy Located Last Page of TG -t) Copy of Current Recognized Certification (i.e., AISC, IAS, RMI, S.11) Provide Current Revision Number & Date Rev #: Date: Permit #: Project Address: Copy Current Reco need p) g Certification (i.e., AISC, LAS, RiVI1, SJI) CCDDS -BD Approved 3rd Party Auditing Agency Co of Current Recognized Copy g Certification (i.e., AISC, IAS, RM, S.11) Scope of Work: RETURN Tins APPLICATION FORM WITH YOUR CHECK "10 TIIE I.OI,LOWING ADDRESS: Clark County Department of Development Services Building Division — Field Services Attn: A -L Kenneth Konrad 455 -2734 or M -Z Mark Hayes 455 -8089 4701 W. Russell Rd Las Vegas, Nevada 89118 Please submit a check or money order, along with the required documentation with each application. Please make check payable to Clark County Department of Development Services. Applicant Signature: Form 820 - Rev. 02:03.10 Date: RE- .CEIVED JUN 12 2017 PERMIT CEN t R DCI E n G I n E E R 5 www.dci-engineers.com Seattle Everett Spokane Portland San Diego Austin May 1, 2012 PI,.. - _ NMI FILE COPY Permit lei Mark Latz Pacific Studio 5311 Shilshole Avenue Northwest Seattle, WA 98107 -4021 Re: Museum of Flight FFT Exhibit Review Dear Mark: REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION We have reviewed the information provided for the installation of the Space Shuttle FFT at the Museum of Flight located in Tukwila, Washington. Our review has included on -site review of the FFT, preparation of structural calculations, review of Pacific Studio's construction drawings, and coordination and review with the Freespace Mezzanines (the manufacturer of the access platforms for the FFT). As we discussed DCI Engineers will be the Structural Engineer of Record (EOR) for this project and will work as a point of contact for the City of Tukwila for structural items, including the design provided by Freespace Mezzanines. Based on our review, the drawings presented appear to conform with the intent of our design and our discussions to date. We will continue to work with the team to review the progress through construction . If you need any additional information, please do not hesitate to contact our office. Thank you. Sincerely, DCI Engin er reg J. Gilda, P.E., S.E., LEED® AP Principal D�z Iss 818 Stewart Street, Suite 1000 trt I"1 6114,06.4RECEIVED MAY 09 2012 PERMIT CENTER Seattle, Washington 98101 Phone (206) 332 -1900 S e r v i c e I n n o v a t i o n V a l u e DCI E n G I n E E R 5 www.dci-engineers.com Seattle Everett Spokane Portland San Diego Austin Structural Calculations Museum of Flight - FFT Installation Tukwila, Washington DCI Job Number 11011-0319.00 Prepared for: Pacific Studio 5311 Shilshole Avenue Northwest Seattle, WA 818 Stewart Street, Suite 1000 RECEIVED MAY 09 2012 PERMIT CENTER Seattle, Washington 98101 Phone (206) 332 -1900 S e r v i c e I n n o v a t i o n V a l u e DCI EI'IGIlEERS Project No. /loll Project FE Sheet No. C/ Date Subject By i6 %sT C ff(c4 I= /7' 2 clod # �N► = ?•'t (17)(?-0)-: I? 2- y,N� - 346 �(z\ 2xb /qjo 1QI S olo • / 7'(Isbc. -F tOtc) = ?ot t3 33 l L(. 3t4K V= 6.31e IL = 5o gSo ADS cff�c� 1 W !D' (rsAL fi /O1:1-) M= LT4 ,„,k /T "841q ,.;ik 1D7-At 2x8 Ows 2. 5(4 c) %'t .. 2- .`.f (Si (3•0) = 3G i4 v5 (Z) z-K E4 Ct1i a44 S,e�rsM't LI Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.518305 Longitude = - 122.296622 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.522 (Ss, Site Class B) c C DCI EfIGIfIEERS Project No. c11.03,q Sheet No. Li Project ref Date Subject By )455i»"E o{Q Nov -S7Auc ifk Lt. r C'L P .s 0 P� - /. . P (If 2 ())h � -.-.- 6'`1 (I'0� (Pots) Pr_ 0.16 1)6 73 Sys = 2/ (Fq sS 2/3(1.6 (I. Liza 1.615 F,11 P` /? G✓P = , 3 0.ol s) (1.o) (wp) U.3py5'Cap tv= 6-z cbs = 0.2 (1-015) D 0.203 D r DCI E n o I n E E R S Project No. Sheet No L3 Project a.F, ,-F r Date 3 -12 -/Z Subject — E,v6 01E 5tc7 /d*✓ By SE mob/ wT STA6/t-r2PA s 2 cf # t vv iNE.S = 2 x ZSQU . S000 1* BE L- L. 'S = 3 x you . 2Yoo FA PIG = 0.5.7r 25IAA's -t 22' }(18')(/0psf) = 936041 g r 19.21/4 : 5117 26k Wolfs u.: SITS Ps• C. ? Of S (?0ic\ c /k 6.;v ie1tNs 1✓„ld= (/',s'-i 31 (1.4fiy) (s'J)(S psf)' 2 `rk , U N M E T i g i t h M s : ( A T ve 7) p4.1.17-F0/2 M� • 57 tStt.i2,A 2Yoo a (.3°,0)(LS't 2/3 (3,') 2(./ jfli e ,vb.s : goo° # (.3oYS) 041 = 2/.3 Pi, tet Picg- s 2 'No i (. 364S)( 7') = S -1 /fir 6 = g3Go ft (. 3(0 rr) (z /3 0(4 26• to f Pk T= C= 74 %, r Af. y k C. c DCI EflGIfEERS Project No. (tO it- 3/q. ao Sheet No. Project Fft Subject Date By GAG L --OFDS To Per OL'7 0 ,9c - ToKto na Nr G.114- (% 15' w = 2 f$1 s (oo pur- e oS a• A Li- Z Yoe 1. 2 a' (is') (wpsF ) 22' GverowpsP6 * = Z yy e&F 1 ?) DCI ENGINEERS D'AMATO CONVERSANO INC. Project No. it0 /t —p319 Sheet No. 5 Sic I Project /uus,w4 OF (G r -- 1cPt Date 3 Subject /nPoS, �I4TFe h Lo14XS TYPICAL ?o,,tT i.(Mb JDirA LOAD = 2.2 SA Ism, c ?/c ; LtK S4is tC_ tk By Very 4C-AL 1-,NA I-Cns DEAD LOAD = 5c00 pLf SeiSPI/C. OIJCP- TuRMP� .: 2`/K F OUT 11°1;7 PLATFORM VENDOR TO VERIFY AAA (& r AL, LAP - SEcadiv IN y R T L (. L Li NE (-0A%; AEab LOA6 s 2 (o0 p.F Selsrs(c. OVVRTURN IA) 6 = 2 cif ti p.FIt 5j /s4•t_ LSDs Mirk( i%` 'es 51-b» ARE BASED OP F Mb ME .vo 6 c c£A To f}t.04vA4c.f sneEss • ss'SnK. PARAIrtEr,E,Rs Mt' sd>S ° f .o,5 - ass Rp �.S- l? _ 10 l5ZZ) 4Fpz 0.3044s LIp (st ON Fi -Ato) • SE6Pl<< QAse = T(pcATFoRkt r'+ ISERVICE EVALCC UATION Most Widely Accepted and Trusted ICC -ES Evaluation Report FILE COPY ESR -1159 Reissued May 1, 2012 This report is subject to renewal May 1, 2014. www.icc- es.org 1 (800) 423 -658f (562) 699 -0543 A Subsidiary of the International Code Council® PI" DIVISION: 06 00 00 —WOOD, PLASTICS AND COMPOSITES Section: 06 05 73.33— Fire - retardant Wood Treatment REPORT HOLDER: CHEMCO, INC. POST OFFICE BOX 875 FERNDALE, WASHINGTON 98248 (360) 366 -3500 www.chemco.com Infoachemco.us EVALUATION SUBJECT: FRX AND THERMEX -FR FIRE - RETARDANT - TREATED WOOD PRODUCTS ADDITIONAL LISTEES: JASPER WOOD PRODUCTS POST OFFICE BOX 2140 37385 JASPER LOWELL ROA JASPER, OREGON 97438 (541) 988-1127 AMERICAN TREATING COMP 4191 GRANDVIEW ROAD FERNDALE, WASHINGTON 98 (360) 205 -7153 1.0 EVALUATION SCOPE Compliance with the following codes: • 2009 and 2006 International Building Code® (IBC) • 2009 and 2006 International Residential Code® (IRC) • Other Codes (see Section 8.0) Properties evaluated: • Structural • Durability • Surface- burning characteristics • Hygroscopic properties • Corrosion 2.0 USES Chemco, Inc., FRX and Thermex -FR fire- retardant - treated wood are used in interior and exterior applications (exposed to weather, damp or wet locations), as permitted by IBC Section 603.1 and IRC Section R802. 3.0 DESCRIPTION 3.1 General: The Chemco, Inc., FRX and Thermex -FR fire- retardant- treated wood are solid sawn lumber and plywood pressure - impregnated with Chemco's fire- retardant chemicals in REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 Y, LLC 48 City of Tukwila BUILDING DIVISION CITY LA JUN 19 2012 . PERMIT CENTER accordance with approved quality control procedures at the facilities listed in Section 5.8 of this report. FRX and Thermex -FR fire- retardant - treated lumber may be one of the following species: structural -grade southern yellow pine, Douglas fir, white spruce, western red cedar or western hem -fir. FRX and Thermex-FR fire- retardant- treated plywood fabricated with face and back veneers of the following species are recognized as being fire - retardant- treated wood: structural -grade southern yellow pine, Douglas fir, white spruce, western red cedar or western hem -fir. The plywood is Structural I grade, exterior plywood complying with PS1. 3.2 Flame Spread: FRX and Thermex -FR fire- retardant - treated lumber and plywood have a flame- spread index of 25 or Tess and a smoke - developed index of 450 or less when tested in accordance with ASTM E84 as modified by IBC Section 2303.2 and IRC Section R802.1.3. 3.3 Structural Strength: The structural performance of FRX and Thermex -FR fire - retardant wood products has been evaluated using ASTM D5516 and D6305 for plywood and ASTM D5664 and D6841 for lumber. The effects of the FRX and Thermex -FR fire- retardant - treated treatment on the strength of the treated lumber and plywood must be accounted for in the design of wood members and their connections. 3.3.1 Lumber: The strength properties of lumber treated with FRX and Thermex- FR. fire- retardant chemicals used in applications at ambient temperatures up to 100 °F (38 °C) are subject to the strength adjustment factors shown in Table 1. The strength properties of lumber, when treated with FRX and Thermex -FR fire- retardant chemicals that are subject to elevated temperatures up to 150 °F (66 °C), are subject to the design value adjustment factors shown in Table 2. 3.3.2 Plywood: The maximum loads and spans given in Table 3 must be used to modify the panel span rating for untreated plywood described in the applicable codes, as determined by thickness and construction. The adjusted loads and spans are applicable to all species in Section 3.1. 3.4 Corrosion: The corrosion rate of the metals specified in 2009 and 2006 IBC Section 2304.9.5, 2009 IRC Section R317.3, or 2006 IRC Section R319.3 in contact lumber treated with FRX and Thermex -FR fire- retardant - treated wood products is not increased by the treatment. For interior applications, where there is no potential moisture present, the products recognized in this evaluation report may be used with uncoated metals. For all other applications, where there is a ICC -ES Evaluation Report., are not to he construed as representing aesthetics or any otter attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation f tr its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as rt. i to any finding or other matter in this report, or as to any product covered by the report. kl:,u carmunt Copyright © 2012 CORRECTION ANSI Isms, Page 1 of 4 E -1159 I Most Widely Accepted and Trusted potential of moisture, the products must be used with coated metals or as otherwise required by the applicable code. 3.5 Hygroscopicity: FRX and Thermex -FR fire- retardant - treated wood products are suitable for interior conditions where sustained relative humidity is 92 percent or less and condensation does not occur. Page 2 of 4 4.0 DESIGN AND INSTALLATION 4.1 General: Structural systems that include FRX and Thermex -FR fire - retardant- treated wood must be designed and installed in accordance with the applicable code, using the appropriate lumber design value adjustment factors and allowable total sheathing loads as set forth in this section (Section 4.1). The effects of FRX and Thermex -FR fire- retardant treatment on the strength of the treated lumber and plywood must be accounted for in the design of wood members and their connections. Ventilation, when required, must be provided in accordance with the applicable code. The strength properties of lumber, when treated with FRX and Thermex -FR fire- retardant chemicals and used in applications at service temperatures up to 100 °F (38 °C), are subject to the design adjustment factors as set forth in Table 1. The strength properties of lumber, when treated with FRX and Thermex -FR fire- retardant chemicals and used in applications at service temperatures up to 150 °F (66 °C), are subject to design factors as set forth in Table 2. The strength properties of plywood, when treated with FRX and Thermex-FR fire- retardant chemicals and used in applications at service temperatures up to 170 °F (77 °C), are subject to span limitations as set forth in Table 3. 4.2 Fasteners: Fasteners used with FRX and Thermex -FR fire- retardant- treated wood must be manufactured from the materials specified in 2009 and 2006 IBC Section 2304.9.5 and 2009 IRC Section R317.3, or 2006 IRC Section R319.3, and are subject to the design value adjustment factors indicated in Table 1 and Table 2. 5.0 CONDITIONS OF USE The FRX and Thermex -FR fire- retardant - treated wood products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The products are manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. If there are any conflicts between the manufacturer's published installation instructions and this report, this report governs. 5.2 Strength calculations must be subject to the design value adjustment factors and span ratings shown in Tables 1, 2 and 3. 5.3 The design value adjustment factors and span ratings given in this report must only be used for unincised dimensional lumber and plywood of the species noted in this report. 5.4 The fire- retardant - treated wood must not be used in contact with the ground. 5.5 The fire- retardant - treated lumber must not be ripped or milled, since this will alter the surface- burning characteristics and invalidate the flame - spread classification. 5.6 Exposure to precipitation during storage or installation must be avoided. If material does become wet, it must be replaced or permitted to dry (maximum 19 percent moisture content for lumber and 15 percent moisture content for plywood) prior to covering or enclosure by wallboard or other construction materials (except for protection during construction). 5.7 The design value adjustment factors for lumber and plywood spans in Tables 1, 2, and 3 of this report are applicable under elevated temperatures resulting from cyclic climatic conditions. They are not applicable under continuous elevated temperatures resulting from manufacturing or other processes which require special consideration in design, which is not within the scope of this report. 5.8 The Thermex -FR lumber and plywood are treated at the Chemco facility in Ferndale, Washington, and the Jasper Wood Products LLC facility in Jasper, Oregon, and the FRX lumber and plywood are treated at the Chemco facility in Ferndale, Washington, under a quality control program with inspections by Fire Tech Services, Inc. (AA -641). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Fire - retardant - treated Wood (AC66), dated February 2010. 7.0 IDENTIFICATION Lumber and plywood treated with FRX and Thermex -FR fire- retardant chemicals shall be identified by the structural grade mark of an approved agency. In addition, all treated lumber and plywood must be stamped with the name of the inspection agency (Fire Tech Services, Inc.); the Chemco, Inc., the American Treating Company, LLC or Jasper Wood Products LLC name and address; the name of the fire- retardant treatment; the species of wood treated; the flame - spread and smoke - developed indices; the treating date and method of drying after treatment; and the evaluation report number (ESR- 1159). Additionally, the treated lumber and plywood must be identified with the words "Exterior" and /or "Interior" (see Figure 1 for typical labels). 8.0 OTHER CODE 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products described in this report were evaluated for compliance with the requirements of the 1997 Uniform Building CodeTM (UBC). The products comply with the UBC as noted below. 8.2 Uses: See Section 2.0, except use and application must be in accordance with Section 601 of the UBC. 8.3 Description: See Section 3.0. FRX and Thermax -FR fire- retardant- treated lumber and plywood have a flame - spread index of 25 or less and a smoke developed index of 450 or less when tested in accordance with UBC Standard 8 -1 and UBC Section 207. 8.4 Installation: See Section 4.0, except fasteners must comply with UBC Section 2304.3. 8.5 Conditions of Use: See Section 5.0. 8.6 Evidence Submitted: See Section 6.0. 8.7 Identification: See Section 7.0. ER -1159 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1- DESIGN VALUE ADJUSTMENT FACTORS FOR FRX AND THERMEX -FR FIRE - RETARDANT - TREATED LUMBER COMPARED TO UNTREATED LUMBER [APPLICABLE AT SERVICE TEMPERATURES UP TO 100 °F (38 °C)]' PROPERTY SOUTHERN YELLOW PINE, WESTERN RED CEDAR DOUGLAS FIR WHITE SPRUCE, WESTERN HEM -FIR Compression parallel to grain, Fc 1.0 1.0 0.94 Horizontal shear 0.95 0.95 0.89, Tension parallel to grain 0.76 0.8 0.88 Bending: modulus of elasticity, E 0.97 1.05 1.09 Bending: extreme fiber stress, Fb 0.81 0.99 0.94 Fasteners /connectors 0.90 0.90 0.90 uration of load adjustments for snowloads, seven -day (construction) loads, and wind Toads specified in the IBC are permissible. TABLE 2- DESIGN VALUE ADJUSTMENT FACTORS FOR FRX AND THERMEX -FR FIRE - RETARDANT - TREATED LUMBER COMPARED TO UNTREATED LUMBER [APPLICABLE AT SERVICE TEMPERATURES UP TO 150 °F (66 °C)] PROPERTY SOUTHERN YELLOW PINE, WESTERN RED CEDAR DOUGLAS FIR WHITE SPRUCE, WESTERN HEM -FIR CLIMATE ZONE CLIMATE ZONE CLIMATE ZONE 1A 1B 2 1A 1B 2 IA 1B 2 Compression parallel to grain, Fc (UCS) 0.56 0.78 0.96 0.84 0.92 0.99 0.7 0.82 0.94 Horizontal shear (USS) 0.51 0.73 0.91 0.83 0.91 0.98 0.65 0.77 0.89 Tension parallel to grain (UTS) 0.34 0.54 0.71 0.8 0.8 0.8 0.65 0.77 0.87 Bending: modulus of elasticity, E (MOE) 0.94 0.95 0.97 0.95 0.99 1.04 0.99 1.03 1.08 Bending: extreme fiber stress, Fb (MOR) 0.24 0.47 0.73 0.84 0.9 0.97 0.76 0.84 0.91 Fasteners /connectors 0.90 0.90 0.90 Climate Zone definitions: Zone 1 - Where minimum roof live load or maximum ground snow load s 20 psf (960 Pa) Zone 1A - Southwest Arizona, southeast Nevada (Las Vegas, Yuma - Phoenix,Tucson triangle) Zone 1B- All other qualifying areas on the continental United States Zone 2 - Minimum ground snow load a 20 psf (960 Pa) TABLE 3- ALLOWABLE TOTAL LOAD (psf) FOR FRX AND THERMEX -FR FIRE - RETARDANT - TREATED PLYWOOD APPLICABLE AT SERVICE TEMPERATURES UP TO 170 °F (77 °C) 13'3"5 CLIMATE ZONE 1A PLYWOOD THICKNESS (inch) PLYWOOD SPAN RATING (AFTER TREATMENT) SPAN (Inches) CENTER -TO CENTER OF SUPPORTS 12 16 19.2 24 30 32 36 40 48 15/32, 1/2 20/0 164 93 64 41 26 23 - - - 19/32, 5/8 24/0 258 145 101 64 41 36 23 - - 23/32, 3/4 32/16 324 182 126 81 52 46 29 23 - CLIMATE ZONE 1B PLYWOOD THICKNESS (inch) PLYWOOD SPAN RATING (AFTER TREATMENT) SPAN (inches) CENTER -TO CENTER OF SUPPORTS 12 16 19.2 24 30 32 36 40 48 3/9 20/0 178 100 69 44 28 25 - - - 15/32,1/2 24/0 254 143 99 64 41 36 23 - - 19/32. 5/6 32/16 398 224 155 100 64 56 35 29 - 23/32, 3/4 40/20 500 281 195 125 80 70 45 36 25 CLIMATE ZONE 2 PLYWOOD THICKNESS (inch) PLYWOOD SPAN RATING (AFTER TREATMENT) SPAN (inches) CENTER -TO CENTER OF SUPPORTS 12 16 19.2 24 30 32 36 40 48 5/18 20/0 167 94 65 42 27 23 - - - 34i 24/0 258 145 101 65 41 36 23 - - 15/32,1/2 32/16 369 208 144 92 59 52 32 27 - t9/32 5/9 40/20 578 325 226 145 93 81 51 42 29 23/32, 3/4 48/24 726 409 284 182 116 102 65 52 36 For SI: 1 inch = 25.4 mm, 1 psf = 47.9 N /m`. 'Fastener size and spacing must be as required in the applicable code for untreated plywood of the same thickness. 2Plywood must be Structural I grade, exterior plywood. 3Span ratings meet or exceed the minimum published values (bending) in Table 1 of the APA Load Span Tables for PS -1 Plywood. `Allowable loads in table are based on plywood panel size of (4' by 8') with plywood face grain across (perpendicular to) the supports. 5Tabulated loads for Zone 1A are based on duration of load adjustment for 7 -day (construction) loads of 1.25.Tabulated loads for Zone 1B and Zone 2 are based on duration of load adjustment for snow of 1.15. Climate Zone definitions: Zone 1 - Where minimum roof live load or maximum ground snow loads 20 psf (960 Pa) Zone 1A - Southwest Arizona, southeast Nevada (Las Vegas, Yuma - Phoenix, Tucson triangle) Zone 1 B- All other qualifying areas on the continental United States • •Ea`R -1159 I Most Widely Accepted and Trusted Page 4 of 4 Chemco, Inc. Ferndale, Washington FRX Pressure Treated Fire - Retardant Lumber ICC ES Report ESR -1159 Classification: Exterior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA-641 Chemco Exterior Lumber Chemco, Inc. Ferndale, Washington FRX Pressure Treated Fire- Retardant Lumber ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated ( Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA -641 Chemco Interior lumber Jasper Wood Products Jasper, Oregon Thermex -FR Pressure Treated Fire - Retardant Lumber ICC ES Report ESR -1159 Classification: Exterior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended fa 30 minutes. F5I: SDI: Treated ( Month/Year): Kiln dried after treatment Fire Tech Services, Inc IA5 Report No. AA -641 Jasper Wood Products Exterior lumber Jasper Wood Products Jasper, Oregon Thermex -FR Pressure Treated Fire - Retardant Lumber ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA -641 Jasper Wood Products Interior Lumber Chemco, Inc. Ferndale, Washington FRX Pressure Treated Fire - Retardant Plywood ICC ES Report ESR -1159 Classification: Exterior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA-641 Chemco Exterior Plywood Chemco, Inc. Ferndale, Washington FRX Pressure Treated Fire- Retardant Plywood ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA -641 Chemco Interior Plywood Jasper Wood Products Jasper, Oregon Thermex -FR Pressure Treated Fire - Retardant Plywood ICC ES Report ESR -1159 Classification: Exterior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IA5 Report No. AA -641 Jasper Wood Products Exterior Plywood Jasper Wood Products Jasper, Oregon Thermex -FR Pressure Treated Fire - Retardant Plywood ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. IAS Report No. AA -641 Jasper Wood Products Interior Plywood AMERICAN TREATING COMPANY, LLC Ferndale, Washington Thermex - FR Pressure Treated Fire - Retardant Lumber ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: or less Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. ISA Report No. AA -641 American Treating Company Interior Lumber AMERICAN TREATING COMPANY, LLC Ferndale, Washington Thermex - FR Pressure Treated Fire - Retardant Lumber ICC ES Report ESR -1159 Classification: E:derior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: or less Treated (MOntIVYear): Kiln dried after treatment Fire Tech Services, Inc. ISA Report No. AA -641 American Treating Company Exterior Lumber FIGURE 1 AMERICAN TREATING COMPANY, LLC Ferndale, Washington Thermex - FR Pressure Treated Fire- Retardant Plywood ICC ES Report ESR -1159 Classification: Interior Species: When tested per ASTM E84 there was no evidence of significant progressive contustion when the test was extended for 30 minutes. FSI: SDI: or less Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. ISA Report No. M-641 American Treating Company Interior Plywood AMERICAN TREATING COMPANY, LLC Ferndale, Washington Thermex - FR Pressure Treated Fire - Retardant Plywood ICC ES Report ESR -1159 Classification: Exterior Species: When tested per ASTM E84 there was no evidence of significant progressive combustion when the test was extended for 30 minutes. FSI: SDI: or less Treated (Month/Year): Kiln dried after treatment Fire Tech Services, Inc. ISA Report No. AA -641 American Treating Company Exterior Plywood 3107 W. Colorado Ave. #312 Colorado Springs, CO 80904 Phone: 719-471-855 Fax: 719-471-8485 e -mail: klwengr @comcast.net FILE tC) Project Name r_ n r. 9404 East Marginal Way South Tukwila, WA 98108 Platform Project Number CFCP031200 Date: 3/23/2012 These calculations review the structure being installed for structural The sealing of the drawings used in conjunction with these calculations is for the struc ura only. Other information is not reviewed, nor approved. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila 411114,DING DIVISION RECEIVED MAY 09 2012 PERMIT CENTER Engineering Seal Data: State Number Exp Date WA 36727 Nov. 23, 2012 10 V `J11y]14i j 1U11145 1 711V.`2: Z ['10'Eo KL Wood Engineering, Inc. Current Date: 3/23/2012 8:02 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 KL Wood Engineering, Inc. Current Date: 3/23/2012 8:03 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 ilr Color By Description Bracing MI Column ® Joist Main Beam ES Strut ;L Wood Engineering, Inc. urrent Date: 3/23/2012 9:06 AM nits system: English tructural Engineer: Ken Woods ile name: C:\ ProgramData \Bentley\Engineering \RAM Elements \Data \Museum of Flight.etz\ ompany Address: Colorado Springs, CO 80904 Rru3Bar 3_1. Color By Description Bracing MI Column ® Joist NE Main Beam IM Strut r� 4 Platform Design Data Meseum of Flight 3/ 22/2012 IBC2009 CBC2010 Codes and Specifications Design Based on LRFD Method Model Building Code: IBC American Iron and Steel Institute (AISI) American Institute of Steel Construction (AISC) Either Direction * American Welding Institute (AWS) • California building code CBC- current Material used in Construction Cold- formed structural steel: ASTM A653, Grade 55, Fy= 55 ksi, G60 Galvanized ASTM A570 Grade 55 Structural Steel Tube: ASTM A500, Grade C, Fy= 50 ksi Structural steel plates: ASTM A36, Fy= 36 ksi Bolts: Grade 5 or Grade 8, shear connections. Inspection not requied. Concrete Strength Structure Size: Slab: F'c = 2500 psi Approx. Slab thickness.... 12 inches Width...... 21.8 Feet Soil Strength Length 18.2 Feet Qs = 1500 psf Height 1 8.50 Feet Footers no Height 2 0 Feet Design Loads Floor Total 8.50 Feet Dead Load: Floor Area 397 Feet ^2 Covering 3.40 (approx) Steel Deck 1.70 Number of stories 1 Steel Joist 2.00 Steel Beams /columns... 2.00 Total floor area 356 Ft ^2 Misc 2.90 1 Partitions 0.00 Design Check -- Load Cases Mechanical Eqpt 0.00 LRFD Total 12 psf 1.4D (1.2 +.2Sds)D +pQe +L Live Load: 1.2D +1.6L (0.9- .2Sds)D +pQe Floor loading 100.00 1.2D +.25L +E Special 0 .9D +E Misc. 0.0 Total 100.00 psf D +L = 112.00 psf Single Story L ratio.... 0.893 Dead Load: Covering /Deck ....... 0.00 D ratio.... 0.107 Steel Joist... ...... 0.00 Steel Beams /columns........ 0.00 Misc..... .. 0.00 0 psf Live load 0 psf Seismic Design Conditions: Ss....... 1.522 S1 0.520 Categoty ............... D Importance factor.... 1 Response R 3.5 Ordinary Moment Frame Soil profile D Equipment Base Shear ratio 0.290 W Ws = D • IBC 2009 Seismic Design Seattle, WA CBC- current Site Class Seismic Factor le Classification of Structure for Importance Factor D 1 Seismic use Group I .2Sec 1Sec 2% PE 50 yr From USGS Earthquake table by Zip Code ..... Special Spectral response cofficients Ss = 1.522 Si = 0.52 Fa = 1.00 Fv = 1.50 Sds = 1.015 Sd1 = 0.520 Soil Profile Category Site Class Definition Soft Soil D Basic seismic - force- resisting system Ordinary Moment Frame Design base Shear V = 0.290 W Analysis procedure Design uses a Flexible diaphragm for transfer of shear forces to vertical elements. Base Shear Analysis Equivalent Lateral Force Procedure Height -feet V = CsW Number of stories 1 8.50 From Figure 22 -15 Long period le = 1 TL = 8 sec R = 3.5 Cd = 3.5 From Table12 -8 -1 U = 3 Cu = 1.40 T = 0.073 sec Ta = CUCtH „” Ct = 0.02 x = 0.8 Ta = 0.155 sec Cs = Sds /(R /I) 0.290 Cs = Sd1/T (R /I) 2.04 Need not exceed Cs = SD1TL/ T2(R/I) 0 Does not apply, Cs = .044Sds /(R /I) 0.010 min. when S1 = >0.6 Cs = .5S1 /(R /I) 0.013 min. Fa = 1.0 F = 1.5 Sms = 1.522 Sm1 = 0.780 Cs = 0.290 Wi Fx = 0.290 Wi Period Calculation for Mezzanine Based on the Rayleigh Method Distribution exponent -(k) Unfactored Live Load per floor average Column Loading.... Column Loading.... 0.00 0.71 Kips Live Load Kips Dead Load Computed Distribution exponent -(k) a 1 1 0.073 seconds E•Ix 1478953 1.00 Elevation Column Column Column Column Inches DL LL Tot. Load Cu. Load W W • hAk H 102.00 0.71 0.00 0.71 0.71 0.71 72.6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 102 0.712 0.000 0.71 0.71 73 1.0C 8.5 Level Cum F L Pcr 6 P (t 1 1.0000 102.00 1402,99 0.073 1.001 2 0.0000 0.00 0.00 0.000 0.000 T= 2r. `'WiA ^2 / g . tii \i T = 0.073 seconds Ta = CuCtH „" Ct = 0.02 Cu = 1.40 x = 0.8 Ta = 0.155 seconds W• 6 T 6 T2 f;•67 0.073 0.000 0.00 0.00 0.073 0.000 3/22/2012 Total Lateral Force Total Platform Area 356 ft 2 See drawing 61.1 Seismic base she cofficient 0.290 Ws See input sheet Dead load = 12 psf See input sheet Live load = 100.00 psf See input sheet ■ From Input Sheet 4 D +L Total mass on platform 39872 pounds For seismic Ws = 4272 pounds Ws = D CsWs = 1239 pounds CsWs = 1.24 kips total seismic lateral force Number of connections to resist the lateral force in the X- direction Nx = 6 see attached framing plan 51.2 Vx = 0.21 kips Number of connections to resist the lateral force in the y- direction Ny = 6 see attached framing plan S1.2 LRFD Vy = 0.21 kips CBC Sds 1.015 Sd1 = 0.52 .2Sds = 0.20 1.2 +.2Sds = 1.40 9 -.2Sds = 0.70 1 +.105Sds = 1.11 1 +.14Sds = 1.14 Section 12.8 ASCE 7 Forces in x direction E= pQe +Ev p = 1.3 Eh = pQe 0.46 kips E = Eh +Ev E = Qe Qe = 0.35 kips Ev = Dead load 0.71 kips Ev = .2SdsD 0.144 kips Section 12.14 ASCE 7 z Forces in z direction E= pQe +Ev p = 1.3 Eh = pQe 0.46 kips Dead load 0.71 kips E = Eh +Ev E = Qe Ev = .2SdsD Qe = 0.35 kips Ev = 0.144 kips Two Story no Distribution of Base Shear C1 = 0.50 C2 = 0.50 0.21 KL Wood Engineering, Inc. Current Date: 3/23/2012 8:36 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Load condition: DL =Dead Load Loads • Bending moments MI Global distributed - Members Local distributed - Members op KL Wooa tngineering, Inc. Current Date: 3/23/2012 8:36 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \DataWluseum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Load condition: FL =Floor Load Loads • Bending moments • Global distributed - Members MI Local distributed - Members KL Wood tngineering, Inc. Current Date: 3/23/2012 8:36 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering\RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Load condition: EW= Equipment Loads III Bending moments • Global distributed - Members al Local distributed - Members KL Wood Engineering, Inc. Current Date: 3/23/2012 8:36 AM Units system: English Structural Engineer: Ken Woods File name: C:\ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Load condition: C9= Fx +Fewx Loads EN Bending moments IN Global distributed - Members • Local distributed - Members Concentrated - Nodes wood engineering, Inc. :urrent Date: 3/23/2012 8:36 AM Jnits system: English structural Engineer: Ken Woods :ile name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ :ompany Address: Colorado Springs, CO 80904 _oad condition: C10= Fz +Fewz Loads Bending moments Concentrated - Nodes N (L Wood Engineering, Inc. :urrent Date: 3/23/2012 8:37 AM (nits system: English ■tructural Engineer: Ken Woods :Ile name: C:\ ProgramData \Bentley\Engineering \RAM Elements \Data\Museum of Flight.etz\ :ompany Address: Colorado Springs, CO 80904 .oad condition: Feew= Vertical Loads IIII Bending moments • Global distributed - Members as Local distributed - Members Concentrated - Nodes 1 [Kip I i. )c= 4.1[Kip] `F)�= 4:1\[Kip , 44[Kip /ft] a •AX KL wood tngineering, Inc. Current Date: 3/23/2012 8:37 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Load condition: Fens = Vertical Loads • Bending moments MI Global distributed - Members • Local distributed - Members Concentrated - Nodes 7. :L Wood Engineering, Inc. urrent Date: 3/23/2012 8:17 AM nits system: English :ructural Engineer: Ken Woods le name: C:\ ProgramData \Bentley\Engineering \RAM Elements \Data\Museum of Flight.etz\ ompany Address: Colorado Springs, CO 80904 �I.•10 '1'277-;0.22O0,t398[in] .1 0.211053[in] Tz= 0.2(0828[inJ' N N2 N9 Tz= 0.220517[in] N3 N 12 Tz= 0.220517[in] N6 Color By Description Bracing MI Column ® Joist I. Main Beam 19 Strut L Wood Engineering, inc. irrent Date: 3/23/2012 8:17 AM its system: English ructural Engineer: Ken Woods e name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight etz\ impany Address: Colorado Springs, CO 80904 :N1>0 I'�0.089373[iu] 1l 0.082996[irn] N 12 Cx= 0.084471 [in] N 1. N 2- N9 Tx= 0.08447[in] N3 N6 Color By Description Bracing MI Column is Joist • Main Beam Strut /7 45 feet 540 inches cet StructurelBuilding Deflection Check Main Frame Max delta = 0.02H Max delta = 10.8 inches • (5e2 i F2 4 inches seperation `- —; Deflection of wall panel in Seismic event • • • 8.50 102.00 F1 feet inches 0 0 feet inches s Y 1 Deflection of wall panel in Seismic event Cs = 0.290 w = 96.72 plf Ix = 512 inA4 Ws = H= 28.04 plf 102.00 inches D = 0.286 inches Based on a simple span 6e1 Struct def. = 0.22 inches from model z axis Dt = 0.51 inches p = 1.3 Clearcence. 4 inches Table 12.12 -1 Aumit = 0.025h >> = 0.72 inches 2.55 inches 3a /p = 1.96 inches 6e2 Struct def. = 0 inches Story D = 0 inches Ok ,2 = 0.00 inches to /p = 1.96 inches Separation ASCE7 Section 12.8.6 Structure Drift 12.8.6 'Set = 0.22 inches Direction z '5e2 = 0 inches '5x= Cd(Sxe11 Cd = 3.25 1= 1 r5xe = 0.22 inches 5x = 0.72 inches = r52 = Wall (5xew = 0.2857 inches Section of CBC code 1633.2.11 Building separations Amt = v :\mA2 + Amt = Actual separation of structures 0.72 inches 0 inches 0.77 inches 4 inches Ok Continuous Span - -Check Decking System Floor Description: 1 1/2" 22ga B Deck Uniform Load Live 100 Psf Uniform Dead Load 6.5 Psf Spacing 24 Inches Decking Wgt 1.7 Psf 2.000 Total 108.2 Psf 15.65 Decking System Sxp= 0.205 InA3 Check deck for 1' wide Desc. 22 Sxn= 0.206 InA3 lx= 0.187 In ^4 Fy= 38 Ksi Ratio 0.109 Ililllllllllilllllllllllllllllllllillill11llllllllllllllllllllllllllllllllllllllllllliilllllillllllll IIIIIIIIIIIII • Ra 86.6 Span 01 Rb 238.0 Span Rc 238.0 4 Span Allowable Reactions Ra =Rd= .4w1 Ra =Rd= 86.6 Pounds 562 pounds Rb =Rc= 1.1w1 Rb =Rc= 238.0 Pounds 1038 pounds 1.2D +1.6L Factored Positive Moment = .100 * w1^2 Factored Negative Moment= .08 * w1^2 (I4b = .95 Mn = SeFy Allowable Bending Moment Ma= (I)bMn Positive LRFD Method Design Ratio- Positive Design Ratio- Negative 0' Rd 86.6 Mp= 805.4 In- Pounds 7401 Mn= 644.4 In- Pounds 7437 Ma= 7400.5 In- Pounds Ok Negative Man= 7436.6 In- Pounds DR= 0.109 DR= 0.087 Delta= .0069WL ^4/384EI Deflection 11240 U360 0.004 0.100 0.067 649.2 1q Deck Stiffness for Diaphragm Report Gage: 22 1 1/2 Inch deep deck Level 1 RR 25876 From side stiching spacing Deck spacing 24 inches Direction: z Not lapped C/= 9.6 n=L/L C2 = 32s �= 2 feet supports r~C`+C,e L = 21.8 feet deck length G'~ 1000r R~ 0.092 G'~ 79.48 kips/in p.~ 12.58 micnd-inchowpounu Simple span Level 1 w = w L2 / 8bG ------___------------- � b~ w~ 2.44 inches 9.8 feet-depth L~ 21.8 feet 32 lbs/foot »m^ 0.1* inches 02= 0 inches 6~m= 0.08 inches o^(5"„go^= 0.52 inches Flexible Width Section 12.10 Max force required Fpx = 0.4Sdsl wpx 4 Diaphragm Area Check Vr Seismic Shear Area -level 1 Width 9.18 Feet Length8.81 Feet Beam Spac. 24 Inches - r - - Plywood 0 plf Loading W live load 100.00 psf W dead load 12.00 psf Len th • Floor Plan -Shear Area 3.68 kips Level 1 Fpx =(• Fi / ? wi)wpx Fpx = 0.44 kips Ok Vs 0.290 W total Vst = 281.37 pounds Vst = 0.28 kips Vr = 31.9 pounds Ws = D Metal Decking Gage 1 1/2" B Deck 22 Span stitches 0 Va = 380 plf Ok Eq 12. -1 Level 1 Fi = 14.76 kips wpx = 9.1 kips wi = 300.9 kips Seismic Shear Area No second level Width..... 0 Feet Loading Length 0 Feet W live load 0 00 psf Beam Spac. 0 Inches W dead load 0.00 psf Section 12.10 Level 2 Fpx =(`'Fi / `'wi)wpx Fpx = 0.00 kips Ok Eq 12. -1 Level 1 Fi = 0.00 kips wpx = 0.0 kips wi = 27.5 kips Vs2 = #DIV /0! pounds /foot Metal Decking Gage 1 112" B Deck 22 Span stitches 1 Va = 342 plf #DIV /0! 2/ Deck Diaphragm Analysis SDI Certified Tables Diaphragm Tables Frame Fastners #12 36/7 Pattern LARR 23783 ESR -1414 Standard 1 1/2" B Metal Decking Framing Spacing In. Deck Thickness 0.0295 22 Ga Span Stitch 36 42 48 54 60 66 72 78 84 0 380 342 300 270 246 222 202 185 171 1 360 340 320 300 279 252 230 211 195 2 420 394 367 340 312 282 257 236 218 Deck thickness 0.0358 20 Ga 36 42 48 54 60 66 72 78 84 0 400 372 345 320 289 261 238 218 202 1 462 432 398 365 333 301 275 252 233 2 515 482 448 410 377 341 312 ' 286 265 Deck thickness 0.0474 18 Ga 36 42 48 54 60 66 72 78 84 0 527 490 438 405 358 324 295 271 251 1 587 546 508 465 425 385 351 323 299 2 680 635 590 540 491 446 408 375 347 3" Deep Deck Deck Thickness 0.0295 22 Ga Span Stitch 96 102 108 114 120 126 132 138 144 0 90 55 50 45 45 40 35 35 30 1 95 85 80 75 70 65 60 60 55 2 125 120 110 105 95 90 85 80 75 Deck thickness 0.0358 20 Ga 96 102 108 114 120 126 132 138 144 0 65 60 55 50 50 45 40 1 100 95 85 80 75 75 70 2 135 130 120 115 105 100 95 Deck thickness 0.0474 18 Ga 96 102 108 114 120 126 132 138 144 0 75 70 65 65 60 1 120 115 105 100 95 2 165 155 145 140 130 KL Wood Engineering, Inc. 12 Current Date: 3/22/2012 5:54 PM Units system: English Structural Engineer: Ken Woods File name: C:\ProgramData\Bentley\Engineering \RAM Elements\Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design : C2=1.2DL+1.6FL+EW C3=1 4DL+FL+1.3Fx+EW+1.3Fewx+1 3Feew C4=1 4DL+FL+1.3Fz+EW+1.3Fewz+1.3Fens C7=1.4DL+FL+1.3Fx+EW+1.3Fewx+1 3Feew C8=1.4DL+FL+1.3Fz+EW+1.3Fewz+1 .3Fens Description Section Member Ctrl Eq. Ratio Status Reference Bracing RndBar 3_4 15 C2 at 0.00% 0.00 OK C3 at 0.00% 0.36 OK Eq. D2-1 ,e/ZW/Uar C4 at 0.00% 0.00 OK C7 at 0.00% 0.36 OK Eq. 02-1 C8 at 0.00% 0.00 OK 18 C2 at 0.00% 0.00 OK C3 at 0.00% 0.36 OK Eq. D2-1 C4 at 0.00% 0.00 OK C7 at 0.00% 0.36 OK Eq. D2-1 C8 at 0.00% 0.00 OK 19 C2 at 0.00% 0.00 OK C3 at 0.00% 0.00 OK C4 at 0.00% 0.01 OK C7 at 0.00% 0.00 OK C8 at 0.00% 0.01 OK 20 C2 at 0.00% 0.00 OK C3 at 0.00% 0.00 OK C4 at 0.00% 0.00 OK Eq. D2-1 C7 at 0.00% 0.00 OK C8 at 0.00% 0.00 OK Eq. D2-1 Column W 8X31 1 C2 at 100.00% 0.14 OK Eq. H1-1b C3 at 100.00% 0.07 OK Eq. H1-1b C4 at 100.00% 0.23 OK Eq. H1-1b C7 at 100.00% 0.07 OK Eq. H1-lb C8 at 100.00% 0.23 OK Eq. H1-1b 2 C2 at 100.00% 0.32 OK Eq. H1-1b C3 at 100.00% 0.22 OK Eq. H1-1b C4 at 100.00% 0.34 OK Eq. H1-1b C7 at 100.00% 0.22 OK Eq. H1-1b C8 at 100.00% 0.34 OK Eq. H1-1b 3 C2 at 100.00% 0.26 OK Eq. H1-1b C3 at 100.00% 0.36 OK Eq. H1-1b nZUfiliAl C4 at 100.00% 0.32 OK Eq. H1-1b C7 at 100.00% 0.36 OK Eq. H1-1b C8 at 100.00% 0.32 OK Eq. H1-1b 4 C2 at 100.00% 0.14 OK Eq. H1-1b Pagel C3 at 100.00% 0.07 OK Eq. H1-1b C4 at 100.00°/0 0.03 OK Eq. H1-1b C7 at 100.00% 0.07 OK Eq. H1-1b C8 at 100.00% 0.03 OK Eq. H1-1 b 5 C2 at 100.00% 0.32 OK Eq. H1-1b C3 at 100.00% 0.22 OK Eq. H1-1b C4 at 100.00% 0.08 OK Eq. H1-1b C7 at 100.00% 0.22 OK Eq. H1-lb C8 at 100.00% 0.08 OK Eq. H1-1b 6 C2 at 100.00% 0.26 OK Eq. H1-1b C3 at 100.00% 0.36 OK Eq. H1-1b C4 at 100.00% 0.07 OK Eq. H1-1b C7 at 100.00% 0.36 OK Eq. H1-1b C8 at 100.00% 0.07 OK Eq. H1-1b Main Beam W 12X26 7 C2 at 50.00% 0.14 OK Eq. H1-1b C3 at 27.50% 0.07 OK Eq. H1-1b C4 at 0.00% 0.17 OK Eq. H1-1b C7 at 27.50% 0.07 OK Eq. H1-1b C8 at 0.00% 0.17 OK Eq. H1-1b 8 C2 at 50.00% 0.31 OK Eq. H1-1b C3 at 50.00% 0.21 OK Eq. H1-1b C4 at 0.00% 0.26 OK Eq. H1-1b C7 at 50.00% 0.21 OK Eq. H1-1b C8 at 0.00% 0.26 OK Eq. H1-1b 9 C2 at 50.00% 0.25 OK Eq. H1-1b NNAJ MVO C3 at 50.00% 0.34 OK Eq. H1-1b C4 at 0.00% 0.25 OK Eq. H1-1b C7 at 50.00% 0.34 OK Eq. H1-1b C8 at 0.00% 0.25 OK Eq. H1-lb Strut W 10X12 10 C2 at 68.75% 0.06 OK Eq. H1-1 b C3 at 68.75% 0.06 OK Eq. H1-lb C4 at 68.75% 0.09 OK Eq. H1-lb C7 at 68.75% 0.06 OK Eq. H1-1b C8 at 68.75% 0.09 OK Eq. H1-1b 11 C2 at 50.00% 0.12 OK Eq. H1-lb C3 at 50.00% 0.13 OK Eq. H1-1b 7C)7 C4 at 50.00% 0.20 OK Eq. H1-1 b C7 at 50.00% 0.13 OK Eq. H1-1b C8 at 50.00% 0.20 OK Eq. H1-1b 13 C2 at 68.75% 0.06 OK Eq. H1-1b C3 at 68.75% 0.06 OK Eq. H1-1b C4 at 68.75% 0.02 OK Eq. I-11-1b C7 at 68.75% 0.06 OK Eq. H1-1 b C8 at 68.75% 0.02 OK Eq. H1-1 b 14 C2 at 50.00% 0.12 OK Eq. 1-11-1b C3 at 50.00% 0.13 OK Eq. 1-11-1b C4 at 50.00% 0.05 OK Eq. H1-1 b C7 at 50.00% 0.13 OK Eq. H1-1b C8 at 50.00% 0.05 OK Eq. H1-1b Paget L Wood Engineering, Inc. irrent Date: 3/23/2012 8:22 AM iits system: English •uctural Engineer: Ken Woods e name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Impany Address: Colorado Springs, CO 80904 ' ;M33=- 455.02[Kip *in] M33= 455.01[Kip *in] a 02[Kip in] 55.01 [Kip * in] N3 M33= 548.21 [Kip *in] •_N 6 `aAO CAS. Internal forces IIII Bending moment woos tngineering, inc. .irrent Date: 3/23/2012 8:23 AM iits system: English ructural Engineer: Ken Woods le name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ ,mpany Address: Colorado Springs, CO 80904 M.33=- 395.95[Kip *in] M33= 395.93[Kip *in] .u� M3,3, 595[=Rtip *in] M33= 507.76[Kip *in] Internal forces Bending moment - :L Wood Engineering, Inc. jrrent Date: 3/23/2012 8:23 AM ,its system: English :ructural Engineer: Ken Woods le name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight etz\ 3mpany Address: Colorado Springs CO 80904 .1133=- 262.4[Kip *in] • 'M33= 262.39[Kip *in] 2i39[K p* M33=- 62.38[Kip *in] M33 =336.59[Kip *in] Internal forces Bending moment N tL wooa tngineering, inc. :urrent Date: 3/23/2012 8:25 AM Jnits system: English structural Engineer: Ken Woods :ile name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ :ompany Address: Colorado Springs, CO 80904 M33 =- :M33=- 172.5[Kip *in] M33= 172.51[Kip *in] 23tfifOin M33= 172.51[Kip *in] N1 M33= 229.26[Kip *in] N4 Internal forces Bending moment - N KL Wood Engineering, Inc. Current Date: 3/22/2012 5:56 PM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 LRFD Member 3 (Column) Design status OK Section information Section name: W 8X31 (US) Dimensions bf d k k1 tf tw ltxfr 4 1 1b jk; = 8.000 [in] Width • 8.000 [in] Depth • 0.829 [in] Distance k 0.750 [in] Distance k1 0.435 [in] Flange thickness = 0.285 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 9.120 Moment of Inertia (local axes) (I) [in4] 110.000 37.100 Moment of Inertia (principal axes) (I') [in4] 110.000 37.100 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 3.473 2.017 Radius of gyration (principal axes) (r') [in] 3.473 2.017 Saint - Venant torsion constant. (J) [in4] 0.536 Section warping constant. (Cw) [in6] 530.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 27.500 9.270 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 27.500 9.270 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 27.500 9.270 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3) 27.500 9.270 Plastic section modulus (local axis) (Z) [in3] 30.400 14.100 Plastic section modulus (principal axis) (Z') [in3] ' 30.400 14.100 Polar radius of gyration. (ro) [in] 4.016 Area for shear (Aw) [in2] 6.960 2.280 Torsional constant. (C) [in3] 1.143 Pagel Material : A500 GrC rectangular Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 62.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Length for tension slenderness ratio (L) Distance between member lateral bracing points Length (Lb) [ft] Top Bottom • 7.90 7.90 Laterally unbraced length Unit [ft] Value 7.90 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 7.90 7.90 7.90 . 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 410.40 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Factored axial tension capacitv(4)Pn) Nominal axial tension capacity (Pn) AXIAL COMPRESSION DESIGN Compression in the malor axis 33 Unit Value Reference [Kip] 410.40 Eq. D2 -1 [Kip] 456.00 Eq. D2 -1 Page2 Ratio 0.05 Capacity 388.64 [Kip] Reference : Sec. El Demand 17.90 [Kip] , Ctrl Eq. : C3 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) 9.20 Unstiffened element limiting slenderness (kr) - 13.49 Stiffened element classification - Non slender Stiffened element slenderness ( ?) 22.25 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling strength(4Pn33) [Kip] 388.64 Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 7.90 Effective slenderness ((KUr)33) -- 27.30 Elastic critical buckling stress (Fe33) [Kip /in2] 384.13 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 9.12 Reduction factor for slender stiffened elements (Qa33) 1.00 Full reduction factor for slender elements (Q33) 1.00 Critical stress for flexural buckling (Fcr33) [Kip /in2] 47.35 Nominal flexural buckling strength (Pn33) [Kip] 431.82 Compression in the minor axis 22 Sec. El Eq. E3 -4 Eq. E3 -4 Eq. E3 -2 Sec. E7 Eq. E3 -2 Eq. E3 -1 Ratio 0.05 Capacity : - 349.18 [Kip] Reference : Sec. El Demand 17.90 [Kip] Ctrl Eq. : C3 at 0.00% Intermediate results Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slenderness (X) Stiffened element limiting slenderness (kr) Factored flexural buckling strength(4)Pn22) Effective length factor (K22) Unbraced length (L22) Effective slenderness ((KUr)22) Elastic critical buckling stress (Fe22) Reduction factor for slender unstiffened elements (Qs22) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qa22) Full reduction factor for slender elements (Q22) Critical stress for flexural buckling (Fcr22) Nominal flexural buckling strength (Pn22) Factored torsional or flexural - torsional buckling strength(4Pnt1) Effective length factor (K11) Unbraced length (Lit) Flexural constant (H) Torsional or flexural - torsional elastic buckling stress (Fell) Elastic torsional buckling stress (Fez) Reduction factor for slender unstiffened elements (Qst i) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qa1 t) Full reduction factor for slender elements (Qii) Unit Value Reference [Kip] (ft] [Kip /in2] [in2] [Kip /in2] [Kip] [Kip] [ft[ [Kip /in2] [Kip /in2] [in2] Page3 Non slender 9.20 13.49 Non slender 22.25 35.88 349.18 1.00 7.90 47.00 129.56 1.00 9.12 1.00 1.00 42.54 387.98 358.69 1.00 7.90 1.00 155.39 155.39 1.00 9.12 1.00 1.00 Sec. El Eq. E3-4 Eq. E3 -4 Eq. E3 -2 Sec. E7 Eq. E3 -2 Eq. E3 -1 Sec. E4 Eq. E4 -11 Eq. E4-4 Eq. E4 -9 Eq. E3 -2 Sec. E7 34) , Critical tress for torsional or flexural - torsional buckling (Fcrt l) [Kip /in2] 43.70 Eq. E3 -2 Nominal torsional or flexural - torsional buckling strength (Pnt 1) [Kip] 398.54 Eq. E4 -1 FLEXURAL DESIGN d Bending about major axis, M33 Ratio 0.33 Capacity : 1366.53 [Kip *in] Reference : Sec. F1 Demand : - 455.01 [Kip *in] Ctrl Eq. : C3 at 100.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Noncompact Unstiffened element slenderness (X) - 9.20 Limiting slenderness for noncompact unstiffened element (Xr) 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) 22.25 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (%p) - 90.55 Factored vieldinq strength(On) [Kip *in] 1368.00 Sec. F1 Yielding (Mn) [Kip *in] 1520.00 Eq. F2 -1 Factored lateral - torsional buckling strength(4)Mn) [Kip *in] 1368.00 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [ft] 7.12 Eq. F2 -5 Effective radius of gyration used in the determination of Lr (ris) [in] 2.26 Eq. F2 -7 Lateral - torsional factor (c) -- 1.00 Eq. F2 -8a Limiting laterally unbraced length for inelastic lateral - torsional bucklin... [ft] 24.77 Eq. F2 -6 Lateral - torsional buckling modification factor (Cb) -- 1.67 Eq. F1 -1 Critical stress (Fcr) [Kip /in2] 314.97 Eq. F2 -4 Lateral - torsional buckling (Mn) [Kip *in] 1520.00 Eq. F2 -2 Factored compression flange local buckling strength(4Mn) [Kip *in] 1366.53 Sec. F1 Flange local buckling (Mn) [Kip *in] 1518.36 Eq. F3 -1 Bending about minor axis, M22 Ratio 0.00 Capacity : 633.50 [Kip *in] Reference : Sec. F1 Demand -0.01 [Kip *in] Ctrl Eq. : C6 at 100.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Noncompact Unstiffened element slenderness (?) 9.20 Limiting slenderness for noncompact unstiffened element (?.r) 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) - 22.25 Limiting slenderness for noncompact stiffened element (Xr) 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(4)Mn) [Kip *in] 634.50 Sec. F1 Yielding (Mn) [Kip *in] 705.00 Eq. F6 -1 Factored compression flange local buckling strength(4Mn) [Kip*in] 633.50 Sec. F1 Flange local buckling (Mn) [Kip *in] 703.88 Eq. F6 -1 Page4 3/ DESIGN FOR SHEAR Shear in maior axis 33 32 Ratio 0.00 Capacity 187.92 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C4 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 187.92 Web slenderness (kw) -- 9.20 Sec. G2 Shear area (Aw) [in2] 6.96 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 208.80 Eq. G2 -1 Shear in minor axis 22 Ratio 0.07 Capacity 68.40 [Kip] Reference : Sec. G2.1(a) Demand -4.80 [Kip] Ctrl Eq. : C3 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 68.40 Sec. G2.1(a) Web slenderness (kw) - 22.25 Sec. G2 Shear area (Aw) [in2] 2.28 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 68.40 Eq. G2 -1 COMBINED ACTIONS DESIGN �! Combined flexure and axial compression Ratio 0.36 Ctrl Eq. C3 at 100.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending 0.36 Eq. H1 -1b In -plane required flexural strength (Mr33) [Kip *in] - 455.01 In -plane available flexural strength (Mc33) [Kip *in] 1366.53 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 17.90 In -plane available axial compressive strength (Pc) [Kip] 388.64 Sec. El Interaction for doubly symmetric members for out -of -plane bending -- 0.08 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) [Kip *in] 0.00 Out -of -plane available flexural - torsional strength (Mc22) [Kip *in] 1368.00 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 17.90 Out -of -plane available axial compressive strength (Pco) [Kip] 349.18 Sec. El Combined flexure and axial tension Ratio 0.33 Ctrl Eq. C3 at 100.00% Reference : Eq. H1 -1b Pages Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kirin] - 455.01 Available flexural strength about strong axis (Mc33) [Kirin] 1366.53 Sec. F1 Required flexural strength about weak axis (Mr22) [Kirin] 0.00 Available flexural strength about weak axis (Mc22) [Kirin] 633.50 Sec. F1 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip) 410.40 Eq. D2 -1 Combined flexure and axial compression about local axis Ratio Ctrl Eq. N/A Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. -- Reference Reference Page6 KL Wood Engineering, Inc. Current Date: 3/22/2012 5:59 PM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 LRFD Member Design status 9 (Main Beam) OK Section information Section name: W 12X26 (US) Dimensions 1t� bf d k k1 tf tw = 6.490 [in] Width 12.200 [in] Depth 0.680 [in] Distance k 0.750 [in] Distance k1 0.380 [in] Flange thickness = 0.230 [in] Web thickness Properties Section properties Unit Major axis Gross area of the section. (Ag) [in2] 7.650 Moment of Inertia (local axes) (I) [in4] 204.000 Moment of Inertia (principal axes) (I') [in4] 204.000 Bending constant for moments (principal axis) (J') [in] 0.000 Radius of gyration (local axes) (r) [in] 5.164 Radius of gyration (principal axes) (r') [in] 5.164 Saint - Venant torsion constant. (J) [in4] 0.300 Section warping constant. (Cw) [in6] 607.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 33.400 Bottom elastic section modulus of the section (local axis) (Siff). [in3] 33.400 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 33.400 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 33.400 Plastic section modulus (local axis) (Z) [in3] 37.200 Plastic section modulus (principal axis) (Z') [in3] 37.200 Polar radius of gyration. (ro) [in] 5.378 Area for shear (Aw) [in2] 4.930 Torsional constant. (C) [in3] 0.751 Pagel Minor axis 17.300 17.300 0.000 1.504 1.504 0.000 5.340 5.340 5.340 5.340 8.170 8.170 2.810 Material :,A992 Gr50 Properties 3� Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Length for tension slenderness ratio (L) [ft] Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.80 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1.80 Laterally unbraced length Value 21.80 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 21.80 21.80 21.80 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous Flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 344.25 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Paget Intermediate results Unit Value Reference Factored axial tension caoacitv(4Pn) Nominal axial tension capacity (Pn) AXIAL COMPRESSION DESIGN J Compression in the major axis 33 [Kip] 344.25 . Eq. D2 -1 [Kip] 382.50 Eq. D2 -1 Ratio 0.02 Capacity 275.60 [Kip] Reference : Sec. El Demand 5.00 [Kip] Ctrl Eq. : C3 at 9.66% Intermediate results Unit Value Reference Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slenderness (X) Stiffened element limiting slenderness (Xr) Factored flexural buckling strength(4)Pn33) Effective length factor (K33) Unbraced length (L33) Effective slenderness ((KL/r)33) Elastic critical buckling stress (Fe33) Reduction factor for slender unstiffened elements (Qs33) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qa33) Full reduction factor for slender elements (Q33) Critical stress for flexural buckling (Fcr33) Nominal flexural buckling strength (Pn33) Compression in the minor axis 22 - Non slender 8.54 13.49 Slender 47.13 35.88 [Kip] 275.60 Sec. El 1.00 [ft] 21.80 - 50.66 Eq. E3 -4 [Kip /in2] 111.53 Eq. E3 -4 1.00 [in2] 7.33 Eq. E7 -2 0.96 Eq. E7 -16 - 0.96 Sec. E7 [Kip /in2] 40.03 Eq. E7 -2 [Kip] 306.22 Eq. E7 -1 Ratio 0.09 Capacity 57.11 [Kip] Reference : Sec. El Demand 5.00 [Kip] Ctrl Eq. : C3 at 9.66% Intermediate results Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slenderness (X) Stiffened element limiting slenderness (Xr) Factored flexural buckling strenoth(4Pn22) Effective length factor (K22) Unbraced length (L22) Effective slenderness ((KLJr)22) Elastic critical buckling stress (Fe22) Reduction factor for slender unstiffened elements (Qs22) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qa22) Full reduction factor for slender elements (Q22) Critical stress for flexural buckling (Fcr22) Unit Value Reference Non slender 8.54 13.49 Slender 47.13 35.88 [Kip] 57.11 Sec. El 1.00 [ft] 21.80 173.96 Eq. E3-4 [Kip /in2] 9.46 Eq. E3-4 1.00 [in2] 7.65 Eq. E7 -3 1.00 Eq. E7 -16 1.00 Sec. E7 [Kip /in2] 8.29 Eq. E7 -3 Page3 Nominal flexural buckling strength (Pn22) [Kip] 63.46 Eq. E7 -1 Factored torsional or flexural - torsional buckling strength(4Pn11) [Kip] 156.71 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [ft] 21.80 • Flexural constant (H) - 1.00 Eq. E4 -11 Torsional or flexural - torsional elastic buckling stress (Fell) [Kip /in2] 26.59 Eq. E4 -4 Elastic torsional buckling stress (Fez) [Kip /in2] 26.59 Eq. E4 -9 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.65 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa11) 1.00 Eq. E7 -16 Full reduction factor for slender elements (Q11) - 1.00 Sec. E7 Critical stress for torsional or flexural - torsional buckling (Fcr11) [Kip /in2] 22.76 Eq. E7 -2 Nominal torsional or flexural - torsional buckling strength (Pm 1) [Kip] 174.12 Eq. E7 -1 FLEXURAL DESIGN Bending about major axis, M33 Ratio 0.33 Capacity 1674.00 [Kip*in] Reference : Sec. F1 Demand 548.21 [Kip *in] Ctrl Eq. : C3 at 50.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) 8.54 Limiting slenderness for noncompact unstiffened element (Xr) 24.08 Limiting slenderness for compact unstiffened element (? p) - 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 47.13 Limiting slenderness for noncompact stiffened element (Xr) 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(4Mn) [Kip *in] 1674.00 Sec. F1 Yielding (Mn) [Kip'in] 1860.00 Eq. F2 -1 Bending about minor axis, M22 Ratio 0.00 Capacity 367.65 [Kip *in] Reference : Sec. F1 Demand -1.73 [Kip *in] Ctrl Eq. : C5 at 90.91 % Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) -- 8.54 Limiting slenderness for noncompact unstiffened element (Xr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 47.13 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(4Mn) [Kip`in] 367.65 Sec. F1 Yielding (Mn) [Kip *in] 408.50 Eq. F6 -1 DESIGN FOR SHEAR ./ Page4 37 Shear in major axis 33 Ratio 0.00 Capacity 133.11 [Kip] Demand 0.09 [Kip] Ctrl Eq. : C5 at 81.82% Intermediate results Unit Value Reference Factored shear capacity(On) [Kip] 133.11 Web slenderness (kw) -- 8.54 Sec. G2 Shear area (Aw) [in2] 4.93 Web buckling coefficient (kv) 1.20 Sec. G7 Web buckling coefficient (Cv) 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 147.90 Eq. G2 -1 Shear in minor axis 22 Ratio 0.18 Capacity 84.30 [Kip] Reference : Sec. G2.1(a) Demand -15.34 [Kip] Ctrl Eq. : C3 at 100.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 84.30 Sec. G2.1(a) Web slenderness (kw) -- 47.13 Sec. G2 Shear area (Aw) [in2] 2.81 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 84.30 Eq. G2 -1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.34 Ctrl Eq. C3 at 50.00% Reference : Eq. H1 -lb Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.34 Eq. Hl-lb In -plane required flexural strength (Mr33) [Kip`in] 548.21 In -plane available flexural strength (Mc33) [Kip`in] 1674.00 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 5.00 In -plane available axial compressive strength (Pc) [Kip] 275.60 Sec. El Interaction for doubly symmetric members for out -of -plane bending -- 0.13 Eq. H1 -2 Out -of -plane required flexural strength (M22) [Kip`in] 0.02 Out -of -plane available flexural- torsional strength (Mc22) [Kip*in] 367.65 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 5.00 Out -of -plane available axial compressive strength (Pco) [Kip] 57.11 Sec. El Combined flexure and axial tension Ratio 0.33 Ctrl Eq. C3 at 50.00% Reference : Eq. H1 -1b Pages 7° Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip'in] 548.21 Available flexural strength about strong axis (Mc33) [Kip *in] 1674.00 Required flexural strength about weak axis (Mr22) [Kip*in] 0.02 Available flexural strength about weak axis (Mr22) [Kirin] 367.65 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 344.25 Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. : -- Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. -- Reference Reference Sec. F1 Sec. F1 Eq. D2 -1 Page6 Date: Special Moment Frame Connection 3/22/2012 Using a Prequalified Bolted Fully Restrained Connection Loading 1.2D +1.6L +Eqpt Bolted Unstiffened End Plate(BUEP) Location: 9 plate Floor Beam Beam Memb W12x26 W = 1 klf Db = 12.2 inches FIg = 6.49 inches Tbf = 0.38 inches Tw = 0.23 inches Bp = 7 inches g = 4 inches Web Tk Db • D1 Do g Tpl I Applied End Moment Hinge location j 37.92 ft-kips Dc/2 + Tpl + Db /3 1.1 RyMp /2 PR 118.63 ft-kips Column 0 kips R Memb W8x31 Dc = 8 FIg = 8 Tcf = 0.435 Tw = 0.285 Gusset Spt = 0 Approx Plate depth 17.075 end plate Bp 4 Vert V 15.35 kips inches inches inches inches inches inches Tpl = 0.5 inches End Plate Determine Probable Plastic Moment Ze = 37.2 InA3 Sb = 33.4 In^3 Mpr = Cpr Ry Ze Fy Sh = 8.57 inches Sh = 0.714 feet L = 19.62 feet L' = 18.19 feet Mpr J plastic hinge x + Dc/2 Table3 -8 Fy = 50 ksi Fu = 65 ksi Ry= 1.1 Cpr = ( Fy + Fu ) /2Fy Cpr = 1.15 Mpr = 2352.90 in -kips 196.08 ft-kips Mf = Mpr + Vpx Mc= Mpr +Vp(x +DG2) Myf = Cy Mf Myf = 162.19 ft-kips Cy = 1 / (CprZbe /Sb) Ok Cy = 0.781 Vp = (2 "Mpr + WL2 /2) /L' Vp = 30.65 kips x = 0.381 feet x + Dc/2 = Sp End Plate Connection Design — Contd. 9 Beam W12x26 Column W8x31 Vp = 30.65 kips Pf = 1.5 inches DO = 13.51 inches Mf = 207.74 ft-kips D1 = 10.51 inches Mc = 217.96 ft-kips Vg = 9.81 kips Select End Plate Bolt Size Try bolt 5/8" dia. Area 0.306 inA2 Ok Mf < 2Tub ( Do + D1 ) Tub = 90Abolt for A325 use bolt A325 Tub = 113Abolt for A490 90 ksi Fv = a 60 ksi Check adequacy of bolt Tub = Mf / ( 2 (Do +D1)) Ab = (2Mf /(L -Dc) + Vg)/ 3Fv Ab = 0.0480 inA2 Ab = 0.0646 inA2 Check End Plate Thickness S = V tspg S = 5.292 Tp = I / Mf Plate is A36 Fyp = 36 ksi .BFyp {(Db- Pt)[Bp /2(1 /Pf +1 /S) +(Pf +S)2 /g] +Bp /2(Db /Pf +.5)) Tp = 0.2705 inches Ok Minimum End Plate to preclude end plate shear Tp = \ / Mf Tp = 1.1 FypBp(Db -Tbf) 0.2137 inches Ok Determine Minimum Column flange thickness k1 = 1 inches Tfc = V (MfC1 /Db -Tfb) / 2FycC c = 7.6 inches C1 = g /2 -k1 Tfc = 0.152 inches Ok C1 = 1 No continuity plates required Determine Panel Zone Strength h = 102 • inches t= CyMc(h -Db /h) t= .9* 6FycRycDc ( Db - Tfb) 0.0533 inches Ok No doubler plates required 4/ Check Beam Welding to Plate Location: 9 • Weld location Weld length Top flange weld -1 6.49 in Bottom flange weld -2 6.49 in Web weld -3 10.94 in weld inside of flange -4 2.88 in Top flange weld -1 Web weld -3 Bottom flange weld -2 6.49 1 Flange tk. 0.38 in Weld size 0.3 in 0.3 in 0.3 in 0.3 in Weld stress capacity Vertical weld stress demand (hPn = (I) .6 Fexx Fexx = 70 ksi V = 1.44 ksi `I' = 0.75 (I'Pn = 31.5 ksi Horizontal weld stress demand F = 29.87 ksi Resulting Stress R = V2 +F2 R= 29.91 ksi OK Mu = V= 1423.5045 in -kips 15.35 kips 42 KL Wood Engineering, Inc. Current Date: 3/23/2012 8:47 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 LRFD Member 36 (Joist) Design status : OK Section information Section name: W 10X12 (US) Dimensions ►[ Lkt bf d k k1 tf tw w bt'!. >: = 3.960 [in] Width 9.870 [in] Depth = 0.510 [in] Distance k = 0.563 [in] Distance k1 0.210 [in] Flange thickness 0.190 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.540 Moment of Inertia (local axes) (I) [in4] 53.800 2.180 Moment of Inertia (principal axes) (I') [in4] 53.800 2.180 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 3.898 0.785 Radius of gyration (principal axes) (r') [in] 3.898 0.785 Saint - Venant torsion constant. (J) [in4] 0.055 Section warping constant. • (Cw) [in6] 50.900 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 10.900 1.100 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 10.900 1.100 Top elastic section modulus of the section (principal axis) ( S'sup) [in3] 10.900 1.100 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 10.900 1.100 Plastic section modulus (local axis) (Z) [in3] 12.600 1.740 Plastic section modulus (principal axis) (Z') [in3] 12.600 1.740 Polar radius of gyration. (ro) [in] 3.977 Area for shear (Aw) [in2] 1.660 1.880 Torsional constant. (C) [in3] 0.222 Pagel Material : A992 Gr50 Properties 44- Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Length for tension slenderness ratio (L) Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 1.50 1.50 1.50 1.50 1.50 1.50 0.08 4.50 4.50 0.08 Laterally unbraced length Unit [ft] Value 9.08 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 9.08 9.08 9.08 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 159.30 [Kip] Reference : Eq. D2 -1 Demand • 0.00 [Kip] Ctrl Eq. : C6 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(4Pn) [Kip] 159.30 Eq. D2 -1 Nominal axial tension capacity (Pn) [Kip] 177.00 Eq. D2 -1 Paget AXIAL COMPRESSION DESIGN Compression in the major axis 33 Ratio 0.00 Capacity 139.40 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : C5 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Unstiffened element slenderness (X) 9.43 Unstiffened element limiting slenderness (kr) 13.49 Stiffened element classification -- Slender Stiffened element slenderness (X) 46.58 Stiffened element limiting slenderness (kr) 35.88 Factored flexural buckling strength(413n33) [Kip] 139.40 Sec. El Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 9.08 Effective slenderness ((KUr)33) -- 27.95 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip /in2] 366.39 Eq. E3 -4 Reduction factor for slender unstiffened elements (0s33) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.27 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa33) 0.92 Eq. E7 -16 Full reduction factor for slender elements (033) 0.92 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip /in2] 43.75 Eq. E7 -2 Nominal flexural buckling strength (Pn33) [Kip] 154.89 Eq. E7 -1 Compression in the minor axis 22 Ratio 0.00 Capacity 41.48 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : C5 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) 9.43 Unstiffened element limiting slenderness (kr) 13.49 Stiffened element classification Slender Stiffened element slenderness (X) - 46.58 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling strenoth(4Pn22) [Kip] 41.48 Sec. El Effective length factor (K22) -- 1.00 Unbraced length (L22) [ft] 9.08 Effective slenderness ((KUr)22) - 138.85 Eq. E3 -4 Elastic critical buckling stress (Fe22) [Kip /in2] 14.85 Eq. E3 -4 Reduction factor for slender unstiffened elements (Qs22) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.54 Eq. E7 -3 Reduction factor for slender stiffened elements (Qa22) 1.00 Eq. E7 -16 Full reduction factor for slender elements (022) 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip /in2] 13.02 Eq. E7 -3 Nominal flexural buckling strength (Pn22) [Kip] 46.09 Eq. E7 -1 Factored torsional or flexural - torsional buckling strength(4Pn11) [Kip] 84.19 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [ft] 9.08 Flexural constant (H) -- 1.00 Eq. E4 -11 Torsional or flexural - torsional elastic buckling stress (Felt) [Kip /in2] 32.82 Eq. E4 -4 Elastic torsional buckling stress (Fez) [Kip /in2] 32.82 Eq. E4 -9 Page3 4� Reduction factor for slender unstiffened elements (Qst t) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.54 Eq. E7 -2 Reduction factor for slender stiffened elements (Qat t) 1.00 Eq. E7 -16 Full reduction factor for slender elements (Qtt) 1.00 Sec. E7 Critical stress for torsional or flexural - torsional buckling (Fcr1 t) [Kip /in2] 26.43 Eq. E7 -2 Nominal torsional or flexural - torsional buckling strength (Pntt) [Kip] 93.55 Eq. E7 -1 FLEXURAL DESIGN Bending about major axis, M33 Ratio : 0.07 Capacity : 562.85 [Kirin] Reference : Sec. F1 Demand 41.44 [Kirin] Ctrl Eq. : C2 at 50.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Noncompact Unstiffened element slenderness (2,) - 9.43 Limiting slenderness for noncompact unstiffened element (Xr) 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 46.58 Limiting slenderness for noncompact stiffened element (kr) 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strenath(4 )Mn) [Kirin] 567.00 Sec. F1 Yielding (Mn) [Kirin] 630.00 Eq. F2 -1 Factored compression flange local buckling strength(01n) [Kirin] 562.85 Sec. F1 Flange local buckling (Mn) [Kirin] 625.39 Eq. F3 -1 Bending about minor axis, M22 Ratio 0.00 Capacity 77.49 [Kirin] Reference : Sec. F1 Demand 0.00 [Kirin] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Noncompact Unstiffened element slenderness (X) 9.43 Limiting slenderness for noncompact unstiffened element (kr) 24.08 Limiting slenderness for compact unstiffened element (?.p) - 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 46.58 Limiting slenderness for noncompact stiffened element (Xr) 137.27 Limiting slenderness for compact stiffened element (X.p) 90.55 Factored yielding strength(On) [Kirin] 78.30 Sec. F1 Yielding (Mn) [Kirin] 87.00 Eq. F6 -1 Factored compression flange local buckling strength(On) [Kirin] 77.49 Sec. F1 Flange local buckling (Mn) [Kirin] 86.10 Eq. F6 -1 DESIGN FOR SHEAR Shear in major axis 33 Page4 4' 47 Ratio 0.00 Capacity 44.82 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 44.82 Web slenderness (Xw) -- 9.43 Sec. G2 Shear area (Aw) [in2) 1.66 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 49.80 Eq. G2 -1 Shear in minor axis 22 Ratio 0.03 Capacity 56.40 [Kip] Reference : Sec. G2.1(a) Demand 1.52 [Kip] Ctrl Eq. : C2 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(OVn) [Kip] 56.40 Sec. G2.1(a) Web slenderness (Xw) -- 46.58 Sec. G2 Shear area (Aw) [in2] 1.88 Web buckling coefficient (Cv) -- 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 56.40 Eq. G2 -1 COMBINED ACTIONS DESIGN J Combined flexure and axial compression Ratio 0.07 Ctrl Eq. C2 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial force - 0.07 Required flexural strength about strong axis (Mr33) [Kip*in] 41.44 Available flexural strength about strong axis (Mc33) [Kip *in] 562.85 Required flexural strength about weak axis (Mr22) [Kip *in] 0.00 Available flexural strength about weak axis (Mr22) (Kip*in] 77.49 Required axial compressive strength (Pr) [Kip] 0.00 Available axial compressive strength (Pc) [Kip] 41.48 Combined flexure and axial tension Eq. H1 -1b Sec. F1 Sec. F1 Sec. El Ratio 0.07 Ctrl Eq. C2 at 50.00% Reference : Eq. Hl-lb Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip*in] 41.44 Available flexural strength about strong axis (Mr33) [Kip*in] 562.85 Sec. F1 Required flexural strength about weak axis (Mr22) [Kip *in] 0.00 Available flexural strength about weak axis (Mr22) [Kip*in] 77.49 Sec. F1 Required axial tensile strength (Pr) [Kip] 0.00 Pages Available axial tensile strength (Pc) [Kip] 159.30 Eq. D2 -1 Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. : -- Reference Combined flexure and axial tension about local axis Ratio Ctrl Eq. N/A Reference Page6 " KL Wood Engineering, Inc. Current Date: 3/23/2012 8:07 AM Units system: English Structural Engineer: Ken Woods File name: C:\ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 LRFD Member Design status 15 (Bracing) OK Section information Section name: RndBar 3_4 (US) Dimensions D = 0.750 [in] Diameter Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 0.441 Moment of Inertia (local axes) (I) [in4) 0.016 0.016 Moment of Inertia (principal axes) (I') [in4] 0.016 0.016 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 0.187 0.187 Radius of gyration (principal axes) (r) [in] 0.187 0.187 Saint - Venant torsion constant. (J) [in4] 0.032 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 0.040 0.040 Bottom elastic section modulus of the section (local axis) (Sint) [in3] 0.040 0.040 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 0.040 0.040 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 0.040 0.040 Plastic section modulus (local axis) (Z) [in3] 0.070 0.070 Plastic section modulus (principal axis) (Z) [in3] 0.070 0.070 Polar radius of gyration. (ro) [in] 0.265 Area for shear (Aw) [in2] 0.441 0.441 Torsional constant. (C) [in3] 0.117 Material : A572 Gr50 Pagel Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11507.94 DESIGN CRITERIA Description Unit Length for tension slenderness ratio (L) [ft]� Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 12.08 12.08 Laterally unbraced length Value 12.08 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 12.08 12.08 12.08 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.36 Capacity 19.86 [Kip] Reference : Eq. D2 -1 Demand 7.06 [Kip] Ctrl Eq. : C3 at 0.00% Intermediate results Factored axial tension capacity(4Pn) Nominal axial tension capacity (Pn) AXIAL COMPRESSION DESIGN Compression in the major axis 33 Unit Value Reference [Kip] 19.86 Eq. D2 -1 [Kip] 22.07 Eq. D2 -1 Ratio 0.00 Capacity 0.17 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : C2 at 0.00% Page2 Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Stiffened element classification . - Non slender Stiffened element slenderness (X) - 1.00 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling strength(4Pn33) [Kip] 0.17 Effective length factor (K33) -- 1.00 Unbraced length (L33) [ft] 12.08 Effective slenderness ((KUr)33) -- 773.60 Elastic critical buckling stress (Fe33) [Kip/in2] 0.48 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 0.44 Reduction factor for slender stiffened elements (0a33) - 1.00 Full reduction factor for slender elements (Q33) - 1.00 Critical stress for flexural buckling (Fcr33) [Kip /in2] 0.42 Nominal flexural buckling strength (Pn33) [Kip] 0.19 Compression in the minor axis 22 Sec. El Eq. E3-4 Eq. E3-4 Eq. E3 -3 Sec. E7 Eq. E3 -3 Eq. E3 -1 Ratio 0.00 Capacity 0.17 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : C2 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Stiffened element classification Non slender Stiffened element slenderness (X) 1.00 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling Strength(4)Pn22) [Kip] 0.17 Effective length factor (K22) -- 1.00 Unbraced length (L22) [ft] 12.08 Effective slenderness ((KUr)22) - 773.60 Elastic critical buckling stress (Fe22) [Kip /in2] 0.48 Reduction factor for slender unstiffened elements (0s22) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 0.44 Reduction factor for slender stiffened elements (Qa22) 1.00 Full reduction factor for slender elements (Q22) 1.00 Critical stress for flexural buckling (Fcr22) [Kip /in2] 0.42 Nominal flexural buckling strength (Pn22) [Kip] 0.19 FLEXURAL DESIGN Bending about maior axis, M33 Sec. El Eq. E3-4 Eq. E3 -4 Eq. E3 -3 Sec. E7 Eq. E3 -3 Eq. E3 -1 Ratio 0.00 Capacity 2.91 [Kip*in] Reference : Sec. F1 Demand 0.00 [Kip *in] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Stiffened element classification Compact Factored yielding strength(4Mn) [Kip'in] 2.91 Sec. F1 Yielding (Mn) tKip "in] 3.23 Eq. F11 -1 Page3 Bending about minor axis, M22 Ratio 0.00 Capacity 2.91 [Kip*in] Reference : Sec. F1 Demand 0.00 [Kip*in] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Stiffened element classification Compact Factored yielding strenoth(On) [Kip*in] 2.91 Sec. F1 Yielding (Mn) [Kip*in] 3.23 Eq. F11-1 DESIGN FOR SHEAR Shear in major axis 33 Ratio 0.00 Capacity 11.92 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear caloacity(On) [Kip] 11.92 Shear area (Aw) [in2] 0.44 Nominal shear strength (Vn) [Kip] 13.24 Eq. G2-1 Shear in minor axis 22 Ratio 0.00 Capacity 11.92 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 11.92 Shear area (Aw) [in2] 0.44 Nominal shear strength (Vn) [Kip] 13.24 Eq. G2-1 TORSION DESIGN Not Torsion Ratio 0.00 Capacity 2.31 [Kip*in] Demand -0.01 [Kip*in] Ctrl Eq. : C4 at 0.00% Intermediate results Unit Value Reference Factored torsion capacity(Tn) [Kip*in] 2.31 Nominal torsion capacity (Tn) [Kip*in] 2.57 Sec. H3 COMBINED ACTIONS DESIGN Page4 'Combined flexure and axial compression Ratio 0.00 Ctrl Eq. C2 at 0.00% Reference : Eq. Hi-lb Intermediate results Unit Value Reference Interaction of fiexure and axial force 0.00 Eq.M1'1b Required fiexural strength about strong axis (Mr33) [Kip*in] 0.00 AvaiIabe fiexural strength about strong axis (Mc33) (wip~in] 2.91 Sec. F1 Required fiexural strength about weak axis (Mr22) [Kip^in] 0.00 Available fiexural strength about weak axis (Mc22) [Kip*in] 2.91 Sec. Fl Required axial compressive strength (Pr) [Kip] 0.00 Available axial compressive strength (Pc) [Kip] 0.17 Sec. El Combined flexure and axial tension Ratio 0.36 Ctrl Eq. C3 at 0.00% Reference : Eq. H1-la Intermediate results Unit Value Reference Required fiexural strength about strong axis (Mr33) yKip*in 0.00 Available fiexural strength about strong axis (Mc33) [Kip*in] 2.91 Sec. Fl Required fiexural strength about weak axis (Fvb22) [Kip*in] 0.00 Available flexural strength about weak axis (Mc22) [mp^i"] 2.e1 Sec. Fl Required axial tensile strength (Pr) [Kip] 7.06 Available axial tensile strength (Pc) [Kip] 19.86 Eq. 02-1 Combined fiexure and axia! compression about local axis Ratio Ctrl Eq. : N/A Combined fiexure and axial tension about Iocal axis Reference Ratio Ctrl Eq. Combined torsion, fiexure, shear and axial compression Reference Ratio Ctrl Eq. : N/A Combined tor ipn.flexune,sxea,anuaxia/tensmn Reference Ratio Ctrl Eq. : N/A Reference Kt Wood Engineering, Inc. Current Date: 3/23/2012 8:09 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data \Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 LRFD Member 11 (Strut) Design status OK Section information Section name: W 10X12 (US) Dimensions bf d k k1 tf tw b-1- = 3.960 [in] Width 9.870 [in] Depth = 0.510 [in] Distance k • 0.563 [in] Distance k1 0.210 [in] Flange thickness • 0.190 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.540 Moment of Inertia (local axes) (I) [in4] 53.800 2.180 Moment of Inertia (principal axes) (I') [in4] 53.800 2.180 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 3.898 0.785 Radius of gyration (principal axes) (r') [in] 3.898 0.785 Saint - Venant torsion constant. (J) [in4] 0.055 Section warping constant. (Cw) [in6) 50.900 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 10.900 1.100 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 10.900 1.100 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 10.900 1.100 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 10.900 1.100 Plastic section modulus (local axis) (Z) [in3] 12.600 1.740 Plastic section modulus (principal axis) (Z) [in3] 12.600 1.740 Polar radius of gyration. (ro) [in] 3.977 Area for shear (Aw) [in2) 1.660 1.880 Torsional constant. (C) [in3] 0.222 Pagel Material ! A992 Gr50 Properties 55 Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kipfin2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Length for tension slenderness ratio (L) [ft] Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.15 Laterally unbraced length Value 9.15 Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 9.15 9.15 9.15 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.01 Capacity 159.30 [Kip] Reference : Eq. D2 -1 Demand 1.71 [Kip] Ctrl Eq. : C3 at 0.00% Page2 Intermediate results Unit Value Reference Factored axial tension capacitv(4Pn) Nominal axial tension capacity (Pn) AXIAL COMPRESSION DESIGN Compression in the major axis 33 [Kip] 159.30 Eq. D2 -1 [Kip] 177.00 Eq. 02 -1 Ratio 0.00 Capacity 139.31 [Kip] Reference : Sec. El Demand 0.07 [Kip] Ctrl Eq. : C6 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Unstiffened element slenderness (X) 9.43 Unstiffened element limiting slenderness (Xr) 13.49 Stiffened element classification Slender Stiffened element slenderness (X) - 46.58 Stiffened element limiting slenderness (kr) 35.88 Factored flexural buckling strength(4)Pn33) [Kip] 139.31 Sec. El Effective length factor (K33) 1.00 Unbraced length (L33) [ft] 9.15 Effective slenderness ((KL/r)33) -- 28.15 Eq. E3 -4 Elastic critical buckling stress (Fe33) [Kip /in2] 361.18 Eq. E3 -4 Reduction factor for slender unstiffened elements (Qs33) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.27 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa33) 0.92 Eq. E7 -16 Full reduction factor for slender elements (033) 0.92 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip /in2] 43.73 Eq. E7 -2 Nominal flexural buckling strength (Pn33) [Kip] 154.79 Eq. E7 -1 Compression in the minor axis 22 Ratio 0.00 Capacity 40.89 [Kip] Reference : Sec. El Demand 0.07 [Kip] Ctrl Eq. : C6 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Unstiffened element slenderness (X) 9.43 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification Slender Stiffened element slenderness (X) 46.58 Stiffened element limiting slenderness (Xr) 35.88 Factored flexural buckling strenath(4Pn22) [Kip] 40.89 Sec. El Effective length factor (K22) - 1.00 Unbraced length (L22) [ft] 9.15 Effective slenderness ((KUr)22) -- 139.85 Eq. E3 -4 Elastic critical buckling stress (Fe22) [Kip /in2) 14.64 Eq. E3 -4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.54 Eq. E7 -3 Reduction factor for slender stiffened elements (Qa22) - 1.00 Eq. E7 -16 Full reduction factor for slender elements (022) 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip /in2] 12.84 Eq. E7 -3 Page3 57 Nominal flexural buckling strength (Pn22) [Kip] 45.44 Eq. E7 -1 Factored torsional or flexural - torsional buckling strength(rWn11) [Kip] 83.68 Sec. E4 Effective length factor (K11) -- 1.00 Unbraced length (L11) [ft] 9.15 Flexural constant (H) -- 1.00 Eq. E4 -11 Torsional or flexural - torsional elastic buckling stress (Fell) [Kip /in2] 32.51 Eq. E4 -4 Elastic torsional buckling stress (Fez) [Kip /in2] 32.51 Eq. E4 -9 Reduction factor for slender unstiffened elements (Qs11) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.54 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa11) - 1.00 . Eq. E7 -16 Full reduction factor for slender elements (Q11) - 1.00 Sec. E7 Critical stress for torsional or flexural - torsional buckling (Fcrl1) [Kip/in2] 26.27 Eq. E7 -2 Nominal torsional or flexural - torsional buckling strength (Pn11) [Kip] 92.98 Eq. E7 -1 FLEXURAL DESIGN Bending about major axis, M33 Ratio 0.20 Capacity 562.85 [Kirin] Reference : Sec. F1 Demand 110.05 [Kirin] Ctrl Eq. : C4 at 50.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Noncompact Unstiffened element slenderness (X) - 9.43 Limiting slenderness for noncompact unstiffened element (Xr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) - 46.58 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (Xp) - 90.55 Factored yielding strength(4Mn) [Kip *in] 567.00 Sec. F1 Yielding (Mn) [Kirin] 630.00 Eq. F2 -1 Factored compression flange local buckling strength4Mn) [Kip*in] 562.85 Sec. F1 Flange local buckling (Mn) [Kip *in] 625.39 Eq. F3 -1 Bending about minor axis, M22 Ratio 0.00 Capacity 77.49 [Kirin] Reference : Sec. F1 Demand 0.00 [Kirin] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Noncompact Unstiffened element slenderness (X) 9.43 Limiting slenderness for noncompact unstiffened element (Xr) 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 46.58 Limiting slenderness for noncompact stiffened element (Xr) 137.27 Limiting slenderness for compact stiffened element (..p) 90.55 Factored yielding strength(On) [Kip *in] 78.30 Sec. F1 Yielding (Mn) [Kip *in] 87.00 Eq. F6 -1 Factored compression flange local buckling strength(4)Mn) [Kip*in] 77.49 Sec. F1 Flange local buckling (Mn) [Kirin] 86.10 Eq. F6 -1 Page4 DESIGN FOR SHEAR Shear in maior axis 33 Ratio 0.00 Capacity 44.82 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 44.82 Web slenderness (Xw) -- 9.43 Sec. G2 Shear area (Aw) [in2] 1.66 Web buckling coefficient (kv) 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 49.80 Eq. G2 -1 Shear in minor axis 22 Ratio 0.07 Capacity : 56.40 [Kip] Reference : Sec. G2.1(a) Demand 4.01 [Kip] Ctrl Eq. : C4 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(4)Vn) [Kip] 56.40 Sec. G2.1(a) Web slenderness (Xw) 46.58 Sec. G2 Shear area (Aw) [in2] 1.88 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 56.40 Eq. G2 -1 COMBINED ACTIONS DESIGN Combined flexure and axial compression v Ratio 0.20 Ctrl Eq. C4 at 50.00% Reference : Eq. H1 -lb Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending 0.20 Eq. H1-lb In -plane required flexural strength (Mr33) [Kirin] 110.05 In -plane available flexural strength (Mc33) [Kirin] 562.85 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 0.06 In -plane available axial compressive strength (Pc) [Kip] 139.31 Sec. El Interaction for doubly symmetric members for out -of -plane bending -- 0.00 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) [Kip`in] 0.00 Out -of -plane available flexural - torsional strength (Mc22) [Kirin] 78.30 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 0.06 Out -of -plane available axial compressive strength (Pco) [Kip] 40.89 Sec. El Pages Combined flexure and axial tension Ratio : 0.20 Ctrl Eq. C4 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip *in] 110.05 Available flexural strength about strong axis (Mc33) [Kip "in] 562.85 Sec. F1 Required flexural strength about weak axis (Mr22) [Kip *in] 0.00 Available flexural strength about weak axis (Mc22) [Kip'in] 77.49 Sec. F1 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 159.30 Eq. D2 -1 Combined flexure and axial compression about local axis Ratio Ctrl Eq. N/A Combined flexure and axial tension about local axis Ratio : N/A Ctrl Eq. -- Reference Reference Page6 KL Wood Engineering, Inc. Current Date: 3/23/2012 8:13 AM Units system: English Structural Engineer: Ken Woods File name: C: \ProgramData \Bentley \Engineering \RAM Elements \Data\Museum of Flight.etz\ Company Address: Colorado Springs, CO 80904 Analysis result Reactions ea z My Y c_ x Fy rov Fx Fl Mz J J Direction of positive forces and moments Node FX Forces f Kipl FY Condition C2= 1.2DL +1.6FL +EW 1 0.00003 2 - 0.00004 3 0.00001 4 0.00003 5 - 0.00004 6 0.00001 SUM IV MAY. Vthz7. L aw' .%A >.t f I MY. UPGI PT 0017 0A70) Moments FKio *inl FZ MX MY 8.67375 19.64396 13.83125 8.67375 19.64396 13.83125 MZ - 1.81980 0.00000 0.00000 0.00000 - 4.17639 0.00000 0.00000 0.00000 - 3.52694 0.00000 0.00000 0.00000 1.81980 0.00000 0.00000 0.00000 4.17638 0.00000 0.00000 0.00000 3.52694 0.00000 0.00000 0.00000 0.00000 84.29794 0.00000 0.00000 0.00000 Condition C5 =0. 7DL +1.3Fx +0.7EW +1.3Fewx +1.3Feew 1 - 5.30395 - 16.41882 2 0.00000 8.24209 3 - 0.00002 11.03457 4 - 5.30402 - 16.41894 5 0.00000 8.24220 6 - 0.00002 11.03458 SUM - 10.60800 1.24467 - 0.16965 - 2.89125 - 1.24473 0.16970 2.89126 5.71567 0.00000 Condition C6 =0. 7DL +1.3Fz +0.7EW +1.3Fewz +1.3Fens 1 2 3 4 5 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.01965 8.79298 - 1.99926 0.00000 0.00000 0.00000 0.00009 7.49970 - 1.94010 0.00000 0.00000 0.00000 0.00010 6.85745 - 2.50445 0.00000 0.00000 0.00000 - 0.00011 - 5.56654 - 1.51369 0.00000 0.00000 0.00000 - 0.00009 - 0.21044 - 1.59996 0.00000 0.00000 0.00000 0.01965 1.36458 - 1.05055 0.00000 0.00000 0.00000 SUM 0.00000 18.73772 - 10.60800 0.00000 0.00000 0.00000 Condition C7= 1.4DL +FL +1.3Fx +EW +1.3Fewx +1. 1 - 5.30393 - 11.64280 2 3 4 5 6 - 0.00002 - 0.00001 - 5.30400 - 0.00002 - 0.00001 19.08090 17.90132 - 11.64292 19.08100 17.90132 3Feew 0.19444 0.00000 - 2.76771 0.00000 - 4.79974 0.00000 - 0.19449 0.00000 2.76775 0.00000 4.79974 0.00000 Paael 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 �/ SUM - 10.60800 50.67881 0.00000 0.00000 0.00000 0.00000 Condition C8= 1. 4DL +FL +1.3Fz +EW +1.3Fewz +1.3Fens 1 - 0.01643 13.57364 - 3.05115 0.00000 0.00000 0.00000 2 0.00006 18.33550 - 4.53789 0.00000 0.00000 0.00000 3 0.00010 13.72318 - 4.41154 0.00000 0.00000 0.00000 4 - 0.00008 - 0.79237 - 0.46549 0.00000 0.00000 0.00000 5 - 0.00010 10.62578 0.99836 0.00000 0.00000 0.00000 6 0.01646 8.23513 0.85972 0.00000 0.00000 0.00000 SUM 0.00000 63.70086 - 10.60800 0.00000 0.00000 0.00000 Pana7 Beam - Column base Plate Design Drake -Elkin Paper Engineering Journal 1st Qtr. 1999 Limit State Design f Pp � 4 N Check Plate Bending If Tubular columns use .95 in equations for m and n c = 0.8 N= 8 Column Location Meseum of Flight Node Load Comb. 1.2D +1.6L 2 Fc' = 2.5 ksi Plate width N = 8 inches Plate depth B = 8 inches Member width d = 8 inches Member depth b = 8 inches Factored Pu = 19.64 kips Limit State Factored Mu = 0 ft-kips Limit St. Factored Mu = 0 in -kips No. of Tension bolts = 2 Vs = 0 kips Limit state e = 0.00 inches N/6 = 1.33 f = 2.875 inches Area of steel A2 /A1 = 4.00 plate on grout A2 /A1 = 1 plate directly on concrete A2 /A1 = 4 f + N/2 = 6.875 inches f + E = 2.88 inches q = .51Fc'B \A2 /A1 < 1.02 Fc'B 20.4 q = 10.20 kips /in q = 10.20 kips /in Y = (f +N /2) +_ L(f +N/2) ^2 - 2Pu(f +E) /q Y = 0.86 inches Structural Tu = qY - Pu Tu = -10.88 kips m= (N- .95d)/2 m = 0.00 inches x= f /2- d /2 +tf /2 tf= 0.4 in.flgthk. x = -0.93 inches n = (B - .8bf) /2 bf = 8 in. flg. width n = 0.8 inches Base Plate Thickness For all cases Tu = -10.88 kips Fy = 36 ksi tp = 2.11 VTux / BFy tp = 0.0000 inches No bolt tension Tb = -5.44 kips factored Tbuf = -3.89 kips ASD \ AISC Sec 14 Equa A controls Equa. A tp = 1.49c JPu / (BNFy) tp = 0.110 inches Plate front of back When base subjected to axial Toads only Use 0.5 inches Equa. B tp = 2.11 VPu(m -y12) / (BFy) tp = #NUM! inches When base subjected to axial & moment loads �2 • Load - Carrying Capacity for Concrete Slabs on Grade 1997 Journal of Structural Engineering Article Shentu, Jiang & Hsu R2 R1 Effective slab development for load support Location: Meseum of Flight Column 2 Slab on grade Soil description Soil type Earth, dry, loose 4 Target Soil actual Width Depth Concrete Plate Size 8 8 Fc' = 2500 psi The radius R1 is based on the average equivalent square plate. we = 150 Ib /ft3 Ec = 3031 ksi Determine slab capacity when the slab thickness is given Pu = 1.72 x ( k2 R1 / Ec x 10"4 + 3.6 ) ft d"2 (Eq 34) R1 = 4.00 Inches 101.600 MM D = 12 Inches 304.8 MM Slab thickness k2 = 76 pcf 0.0206 N /mmA3 Sub -grade modulus Ec = 3031 ksi 20905.1 N /mmA2 Modulus of elasticity Ultimate Ft = 375 psi 2.586 N /mmA2 Tensile strength of concrete FS 1.65 0.606 Factor Calculated ultimate Pu = 428 Kips 1902091 N ultimate load Pa = cl)Pu Pa = Pactual = 12.61 Pa = Pu /fl 259.15 Kips 19.64 kips 0.076 Ok Determine the slab thickness when the Toad is given Maximum allowable column loading Eq.35 d= / (Pu/FS)/(1.72(k2Rl /EcxlO*4+ 3.6)Vt Pu = d= d= Design Loading 19.64 Kips 87358.7 N 83.91 MM 3.30 Inches Slab thickness to support column loading Radius of Relative Stiffness b = [Ec d 3/(12 (1 - u2) k2)]u.25 +BP /2 t: _ b = 68.28 inches Effective area of slab foundation Aeff = 101.72 Ft2 Pmax = Aeff * Qs Pmax = 152.58 kips Ok 10.09 0.55 Poissons ratio Anchor Design Check ESR -1772 ACI 318 Section D4 Anchor placement Anchor Post Concrete Fc' 2500 psi cracked 1.5Hef Total Tension force Ps = Total Shear force Total no. of bolts Nt = to resist tension Total no. of bolts Nv = 2 to resits shear Vs = 12 4 2 Node 1 kips ASD kips 1 • • • 1 -- ---- -r --- - r 5.75 ; C2 Steel Strength of Anchor in Shear Vs = n0.6Ase fut Eq. D -18 n= 2 Vs= 4.3 kips I)Vs = 5.8 kips TVs = 4.30 k /bolt Concrete Breakout Strength for Shear Vcb = Av /Avo y:6 y7Vb Eq. D -20 Vb = 7 ( / /do)0 2 Vdo Vfc' (c1)1'5 Vb = (I)Vcb = 16.8 kips /bolt 12.6 kips /bolt Fief = 6.75 minimum Design Method - Strength (I)Nn >_Nu for tension (bVn 2 Vu for shear Anchors governed by strength of ductile steel (I)t = (I' V = 0.75 tension 0.65 shear Anchors governed by cocrete breakout,side face, putout or pryout strngth fit= C1 Large pad footer Post installed Cast 0.47 ratio Eq. D -23 0.65 tension 0.75 shear Steel Strength of Anchor in Tension Ns = nAse Fut Eq. D -3 Steel Fy = 50 ksi n= 2 Try bolt 3/4" _ 5.75 Ase = 0.236 in 62.5 ksi 14.75 kips 11.06 kips 11.06 kips /bolt Concrete Break -out Strength Ncb = An / Ano 1 '2 ip3 Nb Eq. D -4 Eq 0 -7 Fut = Ns = (I)Ns = (Ms = Ano = C1 = C2 = 51 = 52 = An = 4'1 = •{G2 k= Nb= Ncb = (l)Ns = 410.063 11 11 5.75 5.75 722.27 in 2 in in in in in 2 1 1 1 17 14,906 pounds 14.906 kips 9.69 kips /bolt 0.75 6 6 2500 2.108 Node Anchor bolt Check-- Contd. 1 Concrete Pryout Strength of Anchor in Shear Pullout Strength of Anchor in Tension Vcp = kcpNcb Eq. 0 -28 Eq 0.12 Npn = 1iJ4Np kcp = 2 t4 = 1 Vcp = 30 kips Eq. D -14 Np = Abrg 8fc' (f)Vcp = 22.4 kips /bolt Np = 42.2 kips Npn = 42.2 kips Demand on Anchor Bolt (I)Npn = 27.4 kips /bolt Tension Nu = 6.0 kips Cast Total capacity (Mpnt = 54.8 kips Shear Vu = 2.00 kips Post install Per ACI 355.2 5% fractile. 8.4 kips Interaction Equation Check Eq D -29 (I)Npn = 16.80 kips Nu / 41Nn + Vu /4'Vn <_ 1.2 Nu /4Nn = 0.71 Vu /4'Vn = 0.47 1.18 Ok ESR -1772 TABLE 6- ALLOWABLE SHEAR LOADS (For Threaded Rods Installed with the SET Adhesive In Normal- weight Concrete Where the Concrete Compressive Strength f z 2,000 psi) THREADED ROD DRILL BIT DIAMETER Inch ( es ) MINIMUM EMBEDMENT DEPTH, k (inches) ALLOWABLE SHEAR LOADS'•2•3•4'5'6'' (pounds) Based on Anchors Installed at Critical Edge Distance, c„„ In Normal - weight Concrete, Where P, z 2,000 psi Based on Steel Strength' Diameter (inches) Area', A, „,, (in') A 307, Grade C A 193, Grade B7 F 593, (A304 SS) 3/6 0.1104 ' /16 1'/4 1,145 1,085 2,340 1,870 31/2 1,735 472 1,735 1/2 0.1963 ' /t6 2'/6 1,750 1,930 4,160 3,330 4'/4 2,780 6 2,780 5/6 0.3068 '/4 21/2 3,605 3,025 6,520 5,220 5 4,875 9' /6 4,875 3/4 0.4418 7/6 33 /° 5,295 4,360 9,390 6,385 63/4 6,310 11'/4 6,310 7/6 '0.6013 1 3' /° 7,085 5,925 12,770 8,685 73/4 8,385 131/6 8,385 1 0.7854 11/6 41/2 7,630 7,740 16,680 11,345 9 12,545 15 12,545 11 /, 1.2272 1' /6 5' /6 13,035 12,100 26,075 17,730 11'/, 16,595 183/4 16,595 . - w.' nun, PUUnU ='6.'* rv, 7 pst = t3.0 KF'a. 'Allowable load is the lesser of the allowable load based on concrete edge distance, adjusted by the load reduction factors from Table 4 and Figure 1 as applicable, or the allowable load based on steel strength. 'Tabulated allowable load values are for anchors installed in concrete having a minimum designated ultimate compressive strength at the time of anchor installation. 'Refer to Section 4.1.2.2, Section 5.0 and Table 2 of this report for design requirements concerning threaded rods installed in normal weight concrete with the SET adhesive system resisting earthquake or wind Toads. 'Special inspection shall be provided for installations in accordance with Section 4.4. 'Minimum concrete thickness is 1.5 times the anchor embedment depth, h,. 'Critical and minimum spacing and edge distance shall comply with Table 3. Linear interpolation for allowable loads for anchors loaded in shear may be used for spacings between S„ and S,,„, and edge distances between C„ and C„„ as well as intermediate embedment depths. Reduction factors are cumulative when two or more are applicable. 'The allowable loads are based on a safety factor of 4.0. °Steel shear strength values are based on the equation: where: V = Allowable shear load (pounds). F„ = Minimum tensile stress of threaded rod (psi) specified in the referenced standard: = 58 ksi for A 307, Grade C, steel. = 125 ksi for A 193, Grade B7, steel. = 100 ksi for F 593 (A304 SS), where the threaded steel rod diameter is less than or equal to' /6 inch. = 85 ksi for F 593 (A304 SS), where the threaded steel rod diameter is greater than or equal to 3/4 inch. A , = Tabulated nominal cross - sectional area of threaded rod (square inches). V = 0.17 x F„ x ESR -1772 TABLE 5- ALLOWABLE TENSION LOADS (For Threaded Rods Installed In Normal - weight Concrete with the SET Adhesive) THREADED ROD DRILL BIT DIA. (in.) MINIMUM EMBEDMENT DEPTH, h, (inches) ALLOWABLE TENSION LOADS' "3'3 "4' (pounds) Based on Bond Strength of Anchors Installed at Critical Edge Distance, c,„ In Normal - weight Concretes.' Based on Steel Strength' Dia. (In.) Areas, A„,„, On') r,= 2,000 psi f',= 4;000 psi A 307, Grade C A 193, Grade B7 F 593, (A304 SS) 3/6 0.1104 7/16 13/, 475 475 2,105 4,535 3,630 3'/2 2,550 2,570 4'/2 2,655 2,655 '/2 0.1963 8/16 21/6 1,805 1,805 3,750 8,080 6,470 4'/, 4,425 4,600 6 4,640 4,640 5/, 0.3068 3/4 214 1,695 1,695 5,875 12,660 10,120 5 6,680 8,050 93/6 8,350 8,350 3/4 0.4418 3/6 33/° 3,865 3,865 8,460 18,230 12,400 63/, 10,525 10,620 111/4 11,910 11,910 7/6 0.6013 1 37/6 4,780 4,780 11,500 24,785 16,860 73/, 12,290 13,720 • 131/6 16,670 16,670 1 0.7854 11/6 4' /2 5,020 5,020 15,025 32,380 22,020 9 15,015 16,255 15 20,600 20,600 1'/, 1.2272 13/6 55/6 8,965 8,965 23,490 50,620 34,425 1114 19,260 19,260 183/, 30,670 30,670 . -, nn , , Nvul,Y - Y.YJ IV, 1 j751 - 0.0`.7 Kra. 'Allowable tension load shall be the lesser of the tabulated allowable bond strength value, adjusted by the load reduction factors from Table 4 and Figure 1 as applicable, or the allowable steel strength value. Allowable bond strength Toads are based on a safety factor of 4.0. 'Allowable tension loads based on bond strength to concrete shall be multiplied by a reduction factor for elevated temperatures as shown in Figure 1, as applicable. 'Tabulated allowable load values are for anchors installed in concrete having a minimum designated ultimate compressive strength at the time of anchor installation. Linear interpolation may be used for concrete strengths between those listed. 'Refer to Section 4.1.2.2, Section 5.0 and Table 2 of this report for design requirements concerning threaded rods installed in normal- weight concrete with the SET adhesive system resisting earthquake or wind loads. 5Special inspection shall be provided for installations in accordance with Section 4.4. 'Minimum concrete thickness is 1.5 times the anchor embedment depth, h . 'Critical and minimum spacing and edge distance shall comply with Table 3. Linear interpolation for allowable loads for anchors loaded in tension may be used for spacings between S,,, and S,„„ and edge distances between Cc„ and C„,;, as well as intermediate embedment depths. Reduction factors are cumulative when two or more are applicable. °Steel strength values are based on the following equation: T = 0.33xF„xA „,„, where: T = Allowable tension Toad (pounds). F„ = Minimum tensile stress of threaded rod (psi) specified in the referenced standard: = 58 ksi for A 307, Grade C, steel. = 125 ksi for A 193, Grade B7, steel. = 100 ksi for F 593 (A304 SS), where the threaded steel rod diameter is less than or equal to 54 inch. = 85 ksi for F 593 (A304 SS), where the threaded steel rod diameter is greater than or equal to 3/, inch. A„o,,, = Tabulated nominal cross - sectional area of threaded rod (square inches). Stair and Handrail Design 1 %8" PLYWOOD ONLY W10x12 Vs/10x12 CV N W10x12, TYP. W10x12, TYP. -o W10x12 -__ ELEVATOR OUTLINE 4 -634" W' ?_ W8x31 COL., TYP. fPLATFORM V OUTLINE DECK FRAMING PLAN W/ STAIRS & LANDINGS 8 DWG. HISTORYiREVISIONS AFT SECTION W/ STAIRS & LANDINGS u PED, lac. F rt(arr Vr11BJrnf SHEET HUSB[R' S1.3 SHEET 3 OF x Anglebrace Date Capacity Check for Angle Struts 2/2/2011 Yield of Steel Fy= 36 Ksi Angle Description - - - - -- Special Single Angle Agross= r= u= 1.44 InA2 0.585 0.9189 a= 2.29. J= 0.0286 ro= 1.650 1'c = 0.9 An= 1.440 Inches Sq. Fcr = ( .877 / "c ^2 ) Fy Eq. E2 -1 Pn = An Fcr Fcr = 6.47 Ksi per angle Applied Factored (I'Pn = 8.39 Kips Compression Capacity Max. Factor 8.39 Kips Ok 1.200 Kips 1 (UPnt= 46.66 Kips Tension Capacity 46.66 Kips Ok 1.200 Kips Bar no. Column K 1.2 Diagonal Length Ld= 96.00 Inches Force in Diagonal Brace Fmax= 1.20 Kips Number of angles 1 Moment demand 0 in -kips Check Width - Thickness Ratios 3 N = 76 / Fy"1/2 equals 12.67 Eq. E2-4 Ix = Sx = (bMn = Eq. E2 -2 Eq. E2 -3 b/t = Flange -flange tk. / Flange tk. b/t = 11.00 Fully effective Ac= KI /rpi(Fy /E) ".5 KI / r Tr = 62.68 1.23 Fy /E= 0.00124138 0.569 18.436 Ac= 2.209 Fcr = (0.658 "c"2)Fy A c < 1.5 Fcr = ( .877 / "c"2 ) Fy Ac> 1.5 Flexural - Torsional Buckling = 0.9 Pn= Ag Fcrf Fcrz= GJ /Ag RoA2 H= 1 - (( Xo "2 + Yo "2) /Ro ^2) Fcrz= 81.82 Ksi H= 0.6280 Equa. E3 -1 Fcrft = (Fcry+ Fcrt /21-1)'(1- (1- 4FcryFcrzH /(Fcry+Fcrz)"2) ".5 X1 Fcry+Fcrz /2H = 70.30 X2 (1- (4FcryFcrzH /(Fcry+Fcrz) "2) ^.5 = 0.9107 X3 (1 -X2) = 0.0893 If Lamda *Q".5 <= 1.5 Fc = Q ( .658 "Q *Iamda "2 )'Fy If Lamda * Q ".5 >= 1.5 Fc = { .877 / Lamda"2} * Fy Pn= Ag Fcr (ppn= Equa. E3 -1 Fe = 0= 1.000 A= ICTI 6.28 Ksi per angle 7.14 Kips Factored= 7.14 Kips 2.394 2.394 Page 1 Prepared By: KL Wood, Engr Date: SIMPLE BEAM CALCULATIONS 4/4/2012 Section Properties of Section Modulud Sx = Moment of Inertia Ix = Deflection Limit UDlimit Spacing= 1.75 Foot Wu= WII + Wdl WII= 100 Psf Wd1= 8 Psf Wu= 189 PLF Wtl= 175 PLF Wtd= 14 PLF Wu Museum of Flight Floor support angle 0.54 IN. ^3 1.09 IN.A4 Load Beam Virgin Yield Fy = 36 Cold Work Fycw= 36 Ksi 240 Span L = 65 IN. r L 3 x 2 x 1/4 End Rea = 511.9 Pounds Load Factor Analysis 1.2D +1.6L Load factor 1.570 Dead Wgt. Live Load Unfactored Simple Beam Bending Moment M = W • L/ 8 Mf= 12.46 In -Kips 75.8 Lbs 948 Lbs 1024 Lbs Load Factored 1608 Lbs Stress only (ubMn= .95 *Sx *Fycw ,I-bMn= 18.5 In -Kips (I:bMn= W = 8'M /L ^2 W= 0.039 Kips /In. Ok Allowable Loading on Beam 2,503 Pounds Stress Limit Simple Beam Deflection Delta= 5 *W *LA4 /384*E'Ix = 0.099 in. Delta Limit A = 0.258 in. W Based on Deflection Limit W= 0.03574 Kips /In. Ok Allowable Loading on Beam 2323 Pounds Deflection Limit Deflection -Per Cent of Allowable 38.25 18.5 In -Kips Prepared By: KL Wood, Engr 69 70 Date: Stair Tread- Stringer Design Page: 4/5/2012 —I-_ Tread -1- 1 12 Ga.......... 0.135 Sy 0.32 ly Fb = 20 1P 1.5 48 Inch In^3 Table 16 -A Footnote 6 InA4 P = 0.3 Kips W = 0.12 Klf Ksi Simple Span Bending Moments Concentrated Load.... M = PL/4 Ma = SyFb M= WL ^2/8 Ma = SyFB Tread Pa = 4SyFb / L W =8SyFb / LA2 Span Concentrate Loading 30 Pa = 0.85 Kips Max W = 0.683 Klf Ok 32 Pa = 0.80 Kips Max W = 0.600 Kif Ok 34 Pa = 0.75 Kips Max W = 0.531 Klf Ok 36 Pa = 0.71 Kips Max W = 0.474 Klf Ok 38 Pa = 0.67 Kips Max W = 0.425 Klf Ok 40 Pa = 0.64 Kips Max W = 0.384 Klf Ok 44 Pa = 0.58 Kips Max W = 0.317 Kif Ok 48 Pa = 0.53 Kips Max W = 0.267 Klf Ok 54 Pa = 0.47 Kips Max W = 0.211 Klf Ok 56 Pa = 0.46 Kips Max W = 0.196 Kif Ok 58 Pa = 0.44 Kips Max W = 0.183 Klf Ok 60 Pa = 0.43 Kips Max W = 0.171 Klf Ok 7 Date: Check Stair Stringer Design Page: 4/5/2012 , 155.04 inches 12.92 Feet Top of Deck 7 by 11 Tread 3.5 ► 2 8' -6" To top of landing Ga = 12 Stringer Sx = 5.23 InA3 Ix = 28.46 InA4 Fy = 50000 Psi Side View of Stairs Design Loading Per UBC97 Ws = 120 Psf Ms = WLA2/ 8 Fb = .6Fy W = (8Sx.6Fy/ L ^2)'2 Ma = SxFb 4- Stringers Stair Width Width Tread Maximum Stringer Inches Feet 4ctual Loading Span of Stringer Span 30 2.50 300 316.9 Inches 26.41 Feet Ok 34 2.83 340 297.7 Inches 24.81 Feet Ok 36 3.00 360 289.3 Inches 24.11 Feet Ok 38 3.17 380 281.6 Inches 23.46 Feet Ok 40 3.33 400 274.4 Inches 22.87 Feet Ok 42 3.50 420 267.8 Inches 22.32 Feet Ok 44 3.67 440 261.7 Inches 21.80 Feet Ok 46 3.83 460 255.9 Inches 21.33 Feet Ok 48 4.00 480 250.5 Inches 20.88 Feet Ok 50 4.17 500 245.5 Inches 20.45 Feet Ok 54 4.50 540 236.2 Inches 19.68 Feet Ok 60 5.00 600 224.1 Inches 18.67 Feet Ok Hand -Rail Design Solid material Mid Rail Analysis- Design 6 Span Ma = Ma = • Page: IBC & CBC W = 20 Plf P = 200 Pounds Top Rail Analysis- Design Top Rail...... 1 5/8 -14 Uniform Loading Review M = WLA2 / 8 Ma = SxFb Sx = 0.13 InA3 Fy = 50 Fb = 30 Ksi 3900 In- Pounds Ok M = 1080 In- Pounds Concentrated Rail Loading Review M =PU4 Ma = SxFb 3900 In- Pounds Ok M = 3600 In- Pounds W= 25 Psf Vertical Rail Spacing.. .. 21 Inches Post Spacing. . 6 Foot W = 10.5 FtA2 Mid Rail... 1 5/8 -14 Sx = 0.13 InA3 Wt = 262.5 Pounds M = WU8 M = 2362.5 In- Pounds Allowable Ma =SxFb Ma = 3900 In- Pounds Ok Check Rail Post Analysis- Design Fp 200 Pounds 42 H M = PH M = 8400 In- Pounds M = 8.4 In -Kips Post... 1.5 -sp 1 1/2" Std. Pipe Sx = 0.326 IA33 Ma = 9780 In- Pounds Ok 7z Cargo Bay Design Cargo Bay Detail 7 Handrail bolted to channel Angle brace 6 KL Wood Engineering, Inc. Current Date: 4/4/2012 10:02 AM Units system: English File name: c:\ProgramData1Bentley\EngineeringRAM Elements \Data\Museum of Flight Storage Bay.etzl 6 L = 6.67(ft) Fy=3.93[Kip 3 L = 4.5[ ft] L 6.67[ft] = 4.5[ftl ‘y=3.93[Kip-! Color By Description - <Not assigned> y 7 Lro KL Wood Engineering, Inc. Current Date: 4/4/2012 9:57 AM Units system: English File name: C: \ProgramData \Bentley \Engineering \RAM Elements\Data\Museum of Flight Storage_Bay.etz\ Ty=- 0.535113[inj moo_ cr+ L = 6.67[ft] W 5X16 Ty=- 0.535113(in] o_ X I I Fy =3.931Klp; L = 4.51ft] W 6X12 Ty=- 0.534103[in] L = 6.671,fti OW 6x12 -4x13 Ty=- 0.534103[in]. = 4.51ft1 y =3.93[k:ip] W 6X12 Color By Description _ <Not assigned> A KL Wood Engineering, Inc. Current Date: 4/4/2012 10:00 AM Units system: English File name: C:\ProgramData\BeatIeyEngineering\RAM Elements\Data\Museum of Flight Storage Bay.etz\ Load condition: DL=Dead Load -0.11[Kip/k1 L = 6.671ft1 W SX16 Fy=0.3671Kipi I = 4.51ft] W 6X12 L = 6.67(fti DW 6x12-4x13 Loads • Bending moments • Global distributed - Members • Local distributed - Members I. = 4.51ftl y=0.367I Kip] W 6X12 Z KL Wood Engineering, Inc. Current Date: 4/4/2012 10:01 AM Units system: English File name: CAProgramData \Bentley1Engineering \FtAM Elements\Data \Museum of Flight Storage Bay.etzl LoadcondltIon: LL=Live Load -1.12[Kip/ft] o 03 L = 5 67[ ftl W 5X16 Fy=3.93!Kip; L = 4.5ift] W 6X12 L = 6.671ft1 DW 6x12-4x13 L = 4.5lft] W 6X12 • y=3.93[Kip] Loads • Bending moments • Global distributed - Members • Local distributed - Members A KL Wood Engineering, Inc. 77 Current Date: 4/4/2012 9:58 AM Units system: English File name: C: 1ProgramData \Bentley\Engineering\RAM Elements\Data\Museum of Flight Storage Bay.etzl Steel Code Check Report: Comprehensive Members: Hot - rolled Design code: AISC 360 -2010 ASD Member : 1 Design status : OK Section information Section name: W 6X12 (US) Dimensions br '� bf = 4.000 [in] Width d = 6.030 [in] Depth k = 0.530 [in] Distance k kt = 0.563 [in] Distance k1 tf = 0.280 [in) Flange thickness tw = 0.230 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.550 Moment of Inertia (local axes) (I) [in4] 22.100 2.990 Moment of Inertia (principal axes) (1') [in4] 22.100 2.990 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2.495 0.918 Radius of gyration (principal axes) (r) [in] 2.495 0.918 Saint - Venant torsion constant. (J) [in4] 0.090 Section warping constant. (Cw) [in6] 24.700 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 7.310 1.500 Bottom elastic section modulus of the section (local axis) (Sint) [in3] 7.310 1.500 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 7.310 1.500 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 7.310 1.500 Plastic section modulus (local axis) (Z) [in3] 8.300 2.320 Plastic section modulus (principal axis) (Z) [in3] 8.300 2.320 Polar radius of gyration. (ro) [in] 2.658 Area for shear (Aw) [in2] 2.240 1.390 Torsional constant. (C) [in3) 0.292 Material : A992 Gr50 Pagel Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip/in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) Distance between member lateral bracing points (ftJ 4.50 Length (Lb) [ft] Top Bottom 4.50 4.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 4.50 4.50 4.50 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 106.29 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/n) [Kip] 106.29 Eq. D2 -1 Nominal axial tension capacity (Pn) [Kip] 177.50 Eq. D2 -1 AXIAL COMPRESSION DESIGN ,/ Compression in the mator axis 33 Ratio 0 01 Capacity : 102.71 [Kip] Reference : Sec. El Demand 0.53 (Kip] Ctrl Eq. : Cl at 0.00% Paget fU Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) 7.14 Unstiffened element limiting slenderness (A.r) - 13.49 Stiffened element classification - Non slender Stiffened element slendemess (X) - 21.61 Stiffened element limiting slenderness (Xr) - 35.88 Factored flexural buckling strentith(Pn33IS2) [Kip] 102.71 Sec. El Effective length factor (K33) - 1.00 Unbraced length (L33) (ft] 4.50 Effective slenderness ((KUr)33) -- 21.64 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip /in2] 611.05 Eq. E3-4 Reduction factor for slender unstiffened elements (0s33) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.55 Eq. E3-2 Reduction factor for slender stiffened elements (Qa33) 1.00 Full reduction factor for slender elements (Q33) 1.00 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2] 48.32 Eq. E3 -2 Nominal flexural buckling strength (Pn33) [Kip] 171.52 Eq. E3-1 Compression in the minor axis 22 Ratio 0 01 Capacity 82.52 [Kip] Reference : Sec. El Demand 0.53 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slenderness (Xr) Stiffened element classification Stiffened element slendemess (X) Stiffened element limiting slenderness (Xr) Factored flexural buckling strength(Pn22/S2) Effective length factor (K22) Unbraced length (L22) Effective slenderness ((KUr)22) Elastic critical buckling stress (Fe22) Reduction factor for slender unstiffened elements (0s22) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (0a22) Full reduction factor for slender elements (022) Critical stress for flexural buckling (Fcr22) Nominal flexural buckling strength (Pn22) Factored torsional or flexural - torsional buckling strenoth(Pn1 i/ 2) Effective length factor (K11) Unbraced length (Li1) Flexural constant (H) Torsional or flexural- torsional elastic buckling stress (Felt) Elastic torsional buckling stress (Fez) Reduction factor for slender unstiffened elements (Qsl t ) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qat t) Full reduction factor for slender elements (011) Critical stress for torsional or flexural- torsional buckling (Fat t) Nominal torsional or flexural - torsional buckling strength (Pn11) [Kip] [ft] [Kip /in2] [in2] [Kip /in2] [Kip] [Kip] [ft] [Kip/in2] [Kip /in2] [in2] [Kip/in2] [Kip] Page3 Non slender 7.14 13.49 Non slender 21.61 35.88 82.52 1.00 4.50 58.84 82.67 1.00 3.55 1.00 1.00 38.82 137.80 91.21 1.00 4.50 1.00 136.77 136.77 1.00 3.55 1.00 1.00 42.91 152.32 Sec. El Eq. E3-4 Eq. E3 -4 Eq. E3 -2 Sec. E7 Eq. E3-2 Eq. E3-1 Sec. E4 Eq. E4-11 Eq. E4 -4 Eq. E4 -9 Eq. E3-2 Sec. E7 Eq. E3 -2 Eq. E4 -1 FLEXURAL DESIGN Bending about major axis. M33 A Ratio 0.93 Capacity 20.71 [Kip`ft) Reference : Sec. F1 Demand 19.20 [Kip`ft] Ctrl Eq. : C1 at 100.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) - 7.14 Limiting slenderness for noncompact unstiffened element (kr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification Compact Stiffened element slenderness (X) - 21.61 Limiting slenderness for noncompact stiffened element (%r) - 137.27 Limiting slenderness for compact stiffened element (Xp) - 90.55 Factored yielding strenoth(Mn /S2) [Kip`ft] 20.71 Sec. F1 Yielding (Mn) (Kip`ft) 34.58 Eq. F2 -1 Factored lateral - torsional buckling strencith(Mn /Q) [Kip`ft) 20.71 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [ft] 3.24 Eq. F2 -5 Effective radius of gyration used in the determination of Lr (rts) [in] 1.08 Eq. F2 -7 Lateral - torsional factor (c) - 1.00 Eq. F2 -8a Limiting laterally unbraced length for inelastic lateral - torsional bucklin... [ft] 11.26 Eq. F2-6 Lateral - torsional buckling modification factor (Cb) 1.66 Eq. F1 -1 Lateral - torsional buckling (Mn) [Kip`ft] 34.58 Eq. F2 -2 Bending about minor axis, M22 Ratio 0.00 Capacity 5.79 [Kip`ft] Reference : Sec. F1 Demand 0.00 [Kip`ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification -- Compact Unstiffened element slendemess (2.) - 7.14 Limiting slenderness for noncompact unstiffened element (Xr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) - 21.61 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (Xp) - 90.55 Factored yielding strenoth(Mn/S2) [Kip`ft] 5.79 Sec. F1 Yielding (Mn) [Kip`ft] 9.67 Eq. F6 -1 DESIGN FOR SHEAR d Shear in maior axis 33 Ratio 0.00 Capacity 40.24 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Page4 Intermediate results Unit Value Reference Factored shear capacitv(Vn /S2) [Kip] 40.24 Web slenderness (kw) -- 7.14 Sec. G2 Shear area (Aw) [in2] 2.24 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 67.20 Eq. G2 -1 Shear in minor axis 22 Ratio 0.15 Capacity 27.80 [Kip] Reference : Sec. G2.1(a) Demand 4.29 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/ )) (Kip] 27.80 Sec, G2.1(a) Web slenderness (Xw) - 21.61 Sec. G2 Shear area (Aw) [in2] 1.39 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 41.70 Eq. G2 -1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.93 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.93 Eq. H1 -1b In -plane required flexural strength (Mr33) [Kirk] 19.20 In -plane available flexural strength (Mc33) [Kirk] 20.71 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 0.53 In -plane available axial compressive strength (Pc) [Kip] 102.71 Sec. El Interaction for doubly symmetric members for out -of -plane bending -- 0.01 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) [Kip`ft] 0.00 Out-of -plane available flexural - torsional strength (Mc22) [Kip`ft] 20.71 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 0.53 Out -of -plane available axial compressive strength (Pco) [Kip] 82.52 Sec. El Combined flexure and axial tension Ratio 0 93 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip'ft] 19.20 Available flexural strength about strong axis (Mc33) [Kip`ft] 20.71 Required flexural strength about weak axis (Mr22) [Kip`ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip`ft] 5.79 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 106.29 Pages Sec. F1 Sec. FI Eq. D2 -1 Combined flexure and axial compression about local axis Ratio Ctrl Eq. ................ N/A Combined flexure and axial tension about local axis Ratio NIA Ctrl Eq. Member : 2 Design status : OK Reference Reference Section information 62 Section name: DW 6x12 -4x13 (US) Dimensions 4-tw2 bf2^ tf2 bf1 = 4.000 [in] Flange width (sup) bf2 = 4.000 [in] Flange width (inf) dl = 4.000 [in] Depth (sup) d2 = 6.030 [in] Depth (inf) tf1 = 0.345 [in] Flange thickness (sup) tf2 = 0.280 [in] Flange thickness (inf) tw1 = 0.280 [in] Web thickness (sup) tw2 = 0.230. [in] Web thickness (inf) Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 7.346 Moment of Inertia (local axes) (I) [in4] 78.704 6.679 Moment of Inertia (principal axes) (1') [in4] 78.704 6.679 Bending constant for moments (principal axis) (J') [in] -0.873 0.000 Radius of gyration (local axes) (r) [in] 3.273 0.954 Radius of gyration (principal axes) (r) [in] 3.273 0.954 Saint - Venant torsion constant. (J) (in4] 0.218 Section warping constant. (Cw) [in6] 78.424 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.226 Top elastic section modulus of the section (local axis) (Ssup) [in3] 17.758 3.340 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 14.060 3.340 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 17.758 3.340 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 14.060 3.340 Plastic section modulus (local axis) (Z) [in3] 19.077 5.000 Plastic section modulus (principal axis) (Z) [in3] 19.077 5.000 Polar radius of gyration. (ro) [in] 3.417 Area for shear (Aw) [in2] 5.000 2.346 Torsional constant. (C) [in3] 0.632 Page6 Material : A992 Gr50 Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): (Kip /in2] 29000.00 Shear modulus for steel (G): (Kip /in2] 11153.85 DESIGN CRITERIA Description Length for tension slenderness ratio (L) Distance between member lateral bracing points Unit [ft] Value 6.67 Length (Lb) [ft] Top Bottom 6.67 6.67 Laterally unbraced length Length [ft] Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) Effective length factor 6.67 6.67 6.67 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension v. Ratio 0 Ot Capacity . 219.94 [Kip] Reference : Eq. D2 -1 Demand 1.49 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/S2) Nominal axial tension capacity (Pn) [Kip] 219.94 Eq. D2 -1 [Kip] 367.29 Eq. D2 -1 AXIAL COMPRESSION DESIGN Compression in the major axis 33 Pagel Ratio 0.00 Capacity . 210.53 [Kip] Reference : Sec. El Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) - 7.14 Unstiffened element limiting slenderness (kr) - 13.49 Stiffened element classification - Non slender Stiffened element slenderness (X) 25.00 Stiffened element limiting slenderness (kr) - 33.72 Factored flexural buckling strength(Pn33/i2) [Kip] 210.53 Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 6.67 Effective slenderness ((KUr)33) - 24.45 Elastic critical buckling stress (Fe33) [Kip /in2] 478.67 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.35 Reduction factor for slender stiffened elements (Qa33) 1.00 Full reduction factor for slender elements (033) - 1.00 Critical stress for flexural buckling (Fcr33) [Kip /in2) 47.86 Nominal flexural buckling strength (Pn33) [Kip] 351.58 Sec. El Eq. E3-4 Eq. E3-4 Eq. E3 -2 Sec. E7 Eq. E3 -2 Eq. E3 -1 Compression in the minor axis 22 Ratio 0.00 Capacity 130.98 [Kip] Reference : Sec. E4 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Unstiffened element slenderness (l) - 7.14 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification - Non slender Stiffened element slenderness (X) - 25.00 Stiffened element limiting slendemess (kr) - 33.72 Factored flexural buckling strenath(Pn22/S)) [Kip] 131.39 Sec. El Effective length factor (K22) - 1.00 Unbraced length (L22) [ft] 6.67 Effective slendemess ((KUr)22) - 83.94 Eq. E3-4 Elastic critical buckling stress (Fe22) [Kip/in2] 40.62 Eq. E3-4 Reduction factor for slender unstiffened elements (Os22) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.35 Eq. E3 -2 Reduction factor for slender stiffened elements (Qa22) - 1.00 Full reduction factor for slender elements (022) - 1.00 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip /in2] 29.87 Eq. E3 -2 Nominal flexural buckling strength (Pn22) [Kip] 219.42 Eq. E3 -1 Factored torsional or flexural - torsional budding strenath(Pnt 1/S2) [Kip] 130.98 Sec. E4 Effective length factor (Kt t) - 1.00 Unbraced length (Lit) [ft] 6.67 Flexural constant (H) - 1.00 Eq. E4 -11 Torsional or flexural - torsional elastic buckling stress (Fell) [Kipfin2] 40.37 Eq. E4 -5 Elastic torsional buckling stress (Fez) [Kip /in2] 69.22 Eq. E4 -9 Reduction factor for slender unstiffened elements (Qst t) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 7.35 Eq. E3 -2 Reduction factor for slender stiffened elements (Qat 1) - 1.00 Full reduction factor for slender elements (011) - 1.00 Sec. E7 Page8 Critical stress for torsional or flexural - torsional buckling (Fcrii) Nominal torsional or flexural - torsional buckling strength (Pn11) FLEXURAL DESIGN d Bending about maior axis, M33 is [Kiplin2] [Kip] 29.78 218.73 Eq. E3-2 Eq. E4 -1 Ratio 0.55 Capacity 35.08 [Kip *ft] Reference : Sec. F1 Demand 19.34 [Kip`ft] Ctrl Eq. : C1 at 50.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slendemess (k) 7.14 Limiting slenderness for noncompact unstiffened element (Xr) 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification — Compact Stiffened element slenderness (k) — 25.00 Limiting slenderness for noncompact stiffened element (kr) — 137.27 Limiting slenderness for compact stiffened element (Xp) — 58.28 Factored yielding strength(Mn/S2) i (Kip*ft] 35.08 Sec. F1 Yielding (Mn) [Kip`ft] 58.58 Eq. F12 -2 Factored lateral - torsional buckling strenqth(Mn /S2) [Kip *ft] 80.75 Sec. F1 Lateral - torsional buckling modification factor (Cb) -- 1.00 Eq. C -F1 -3 Lateral - torsional buckling (Mn) [Kip*ft] 134.85 • Bending about minor axis, M22 Ratio 0.00 Capacity 8.33 [Kip`ft] Reference : Sec. F1 Demand 0.00 [Kip *ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification — Compact Unstiffened element slendemess (X) — 7.14 Limiting slenderness for noncompact unstiffened element (kr) — 24.08 Limiting slenderness for compact unstiffened element (kp) 9.15 Stiffened element classification Compact Stiffened element slenderness (X) 25.00 Limiting slenderness for noncompact stiffened element (kr) 137.27 Limiting slenderness for compact stiffened element (kp) 58.28 Factored vieldinq strenath(Mn/S2) [Kip*ft] 8.33 Sec. F1 Yielding (Mn) [Kept] 13.91 Eq. F12 -2 DESIGN FOR SHEAR ./ Shear in major axis 33 Ratio 0.00 Capacity • 89.82 (Kip] Demand 0.00 (Kip] Ctrl Eq. : C1 at 0.00% Page9 Intermediate results Unit Value Reference Factored shear capacitv(Vn /S2) [Kip] 89.82 Web slenderness (Xw) -- 5.80 Shear area (Aw) [in2] 5.00 Web buckling coefficient (kv) — 1.20 Sec. G7 Web buckling coefficient (Cv) 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 150.00 Eq. G2 -1 Shear in minor axis 22 Ratio 0.00 Capacity 42.14 [Kip] Demand -0.08 [Kip] Ctrl Eq. : C1 at 100.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn /Q) [Kip] 42.14 Web slenderness (Xw) -- 13.05 Shear area (Aw) [in2] 2.35 Web buckling coefficient (kv) — 5.00 Sec. G2.1(b) Web buckling coefficient (Cv) — 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 70.38 Eq. G2 -1 COMBINED ACTIONS DESIGN J Combined flexure and axial compression Ratio 0 55 Ctrl Eq. C1 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction of flexure and axial force 0.55 Required flexural strength about strong axis (Mr33) [Kip'ft] 19.34 Available flexural strength about strong axis (Mc33) . [Kip'ft] 35.08 Required flexural strength about weak axis (Mr22) [Kip'ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip'ft] 8.33 Required axial compressive strength (Pr) [Kip] 0.00 Available axial compressive strength (Pc) [Kip] 130.98 Eq. H1 -1b Sec. F1 Sec. F1 Sec. E4 Combined flexure and axial tension Ratio 0.55 Ctrl Eq. C1 at 50.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip•ft] 19.34 Available flexural strength about strong axis (Mc33) [Kip'ft] 35.08 Required flexural strength about weak axis (Mr22) [Kip'ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip'ft] 8.33 Required axial tensile strength (Pr) [Kip] 1.49 Available axial tensile strength (Pc) [Kip] 219.94 Sec. F1 Sec. F1 Eq. 02-1 Page10 Combined flexure and axial compression about local axis Ratio Ctrl Eq. . NIA Combined flexure and axial tension about local axis Reference Ratio N/A Ctrl Eq. - Reference Member 3 Design status OK Section information Section name: W 6X12 (US) Dimensions d 4 t kr 4k f bt bf = 4.000 [in] Width d = 6.030 [in] Depth k = 0.530 [in] Distance k k1 = 0.563 [in] Distance k1 tf = 0.280 [in] Flange thickness tw = 0.230 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [n2] 3.550 Moment of Inertia (local axes) (I) [in4] 22.100 2.990 Moment of Inertia (principal axes) (I') [in4] 22.100 2.990 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2.495 0.918 Radius of gyration (principal axes) (r') [in] 2.495 0.918 Saint - Venant torsion constant. (J) [in4] 0.090 Section warping constant. (Cw) [in6] 24.700 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) (in3] 7.310 1.500 Bottom elastic section modulus of the section (local axis) (Sint) (in3] 7.310 1.500 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 7.310 1.500 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 7.310 1.500 Plastic section modulus (local axis) (2) [in3] 8.300 2.320 Plastic section modulus (principal axis) (2') (in3] 8.300 2.320 Polar radius of gyration. (ro) [in] 2.658 Area for shear (Aw) [in2] 2.240 1.390 Torsional constant. (C) [in3] 0.292 Material : A992 Gr50 Page11 Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip/iin2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) [ft] 4.50 Distance between member lateral bracing points Length (Lb) [ft] Top Bottom 4.50 4.50 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 4.50 4.50 4.50 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 106.29 [Kip] Reference : Eq. 02 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Factored axial tension capacity(Pn/ 2) Nominal axial tension capacity (Pn) AXIAL COMPRESSION DESIGN Compression in the maior axis 33 Unit Value Reference [Kip] 106.29 Eq. D2 -1 _ [Kip] 177.50 Eq. D2 -1 Ratio 0 01 Capacity 102.71 [Kip] Reference : Sec. E1 Demand 0.53 [Kip] Ctrl Eq. : C1 at 0.00% Pagel2 Uy Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) - 7.14 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification - Non slender Stiffened element slenderness (.) - 21.61 Stiffened element limiting slenderness (Xr) 35.88 Factored flexural buckling strength(Pn33/0) • [Kip] 102.71 Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 4.50 Effective slenderness ((KUr)33) -- 21.64 Elastic critical buckling stress (Fe33) [Kip /in2] 611.05 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.55 Reduction factor for slender stiffened elements (Qa33) - 1.00 Full reduction factor for slender elements (Q33) - 1.00 Critical stress for flexural buckling (Fcr33) [Kip /in2] 48.32 Nominal flexural buckling strength (Pn33) [Kip] 171.52 Compression in the minor axis 22 Sec. El Eq. E3-4 Eq. E3-4 Eq. E3-2 Sec. E7 Eq. E3-2 Eq. E3-1 Ratio 0 01 Capacity 82.52 [Kip] Reference : Sec. El Demand 0.53 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (l) 7.14 Unstiffened element limiting slenderness (kr) - 13.49 Stiffened element classification -- Non slender Stiffened element slenderness (X) -- 21.61 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling strength(Pn22/S2) [Kip] 82.52 Effective length factor (K22) - 1.00 Unbraced length (L22) [ft] 4.50 Effective slenderness ((KUr)22) -- 58.84 Elastic critical buckling stress (Fe22) [Kip /in2] 82.67 Reduction factor for slender unstiffened elements (Qs22) - 1.00 Effective area of the cross section based on the effective width (A... (in2] 3.55 Reduction factor for slender stiffened elements (Qa22) 1.00 Full reduction factor for slender elements (Q22) 1.00 Critical stress for flexural budding (Fcr22) [Kip /in2] 38.82 Nominal flexural budding strength (Pn22) [Kip] 137.80 Factored torsional or flexural- torsional buckling strength(Pnii /S2) [Kip] 91.21 Effective length factor (Kit) -- 1.00 Unbraced length (Lit) [ft] 4.50 Flexural constant (H) -- 1.00 Torsional or flexural - torsional elastic buckling stress (Felt) [Kip /in2] 136.77 Elastic torsional buckling stress (Fez) [Kip /n2] 136.77 Reduction factor for slender unstiffened elements (Qs-it) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 3.55 Reduction factor for slender stiffened elements (Qa11) - 1.00 Full reduction factor for slender elements (Q11) - 1.00 Critical stress for torsional or flexural - torsional budding (Fcr1 t) [Kip/in2] 42.91 Nominal torsional or flexural- torsional buckling strength (Plitt) [Kip] 152.32 Sec. El Eq. E3-4 Eq. E3-4 Eq. E3 -2 Sec. E7 Eq. E3 -2 Eq. E3 -1 Sec. E4 Eq. E4 -11 Eq. E4-4 Eq. E4 -9 Eq. E3-2 Sec. E7 Eq. E3-2 Eq. E4-1 Pagel3 FLEXURAL DESIGN J Bending about major axis, M33 Ratio 0.93 Capacity 20.71 [Kip•ft] Reference : Sec. F1 Demand 19.20 [Kip'ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) - 7.14 Limiting slenderness for noncompact unstiffened element (%r) - 24.08 Limiting slenderness for compact unstiffened element (Xp) - 9.15 Stiffened element classification • - Compact Stiffened element slenderness (X) - 21.61 Limiting slenderness for noncompact stiffened element (kr) - 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(Mn /SZ) [Kip`ft] 20.71 Sec. F1 Yielding (Mn) [Kip'ft] 34.58 Eq. F2 -1 Factored lateral - torsional buckling strenath(Mn/S2) [Kip*ft] 20.71 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [ft] 3.24 Eq. F2 -5 Effective radius of gyration used in the determination of Lr (rts) [in] 1.08 Eq. F2 -7 Lateral - torsional factor (c) - 1.00 Eq. F2 -8a Limiting laterally unbraced length for inelastic lateral - torsional bucklin... [ft] 11.26 Eq. F2-6 Lateral - torsional buckling modification factor (Cb) -- 1.66 Eq. F1 -1 Lateral - torsional buckling (Mn) [Kip *ft] 34.58 Eq. F2 -2 Bending about minor axis, M22 Ratio 0.00 Capacity 5.79 [Kip'ftj Reference : Sec. F1 Demand 0.00 [Kip *ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) - 7.14 Limiting slendemess for noncompact unstiffened element (kr) - 24.08 Limiting slenderness for compact unstiffened element (%.p) - 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) - 21.61 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strenath(Mn/S2) [Kip'ft] 5.79 Sec. F1 Yielding (Mn) [Kip*ft] 9.67 Eq. F6 -1 DESIGN FOR SHEAR Shear in malor axis 33 Ratio 0.00 Capacity 40.24 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Pagel4 Intermediate results Unit Value Reference Factored shear capacitv(Vn /S2) [Kip] 40.24 Web slenderness (Xw) - 7.14 Sec. G2 Shear area (Aw) [in2] 2.24 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 67.20 Eq. G2 -1 Shear in minor axis 22 Ratio 0 15 Capacity 27.80 [Kip] Reference : Sec. G2.1(a) Demand -4.29 [Kip] Ctrl Eq. : C1 at 100.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn/)) [Kip] 27.80 Sec. G2.1(a) Web slenderness (Xw) - 21.61 Sec. G2 Shear area (Aw) [in2) 1.39 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) (Kip] 41.70 Eq. G2 -1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.93 Ctrl Eq. C1 at 0.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.93 Eq. H1 -1b In -plane required flexural strength (Mr33) [Kip'ft] 19.20 In -plane available flexural strength (Mc33) [Kip'ft] 20.71 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 0.53 In -plane available axial compressive strength (Pc) [Kip] 102.71 Sec. El Interaction for doubly symmetric members for out -of -plane bending -- 0.01 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) [Kip *ft] 0.00 Out-of -plane available flexural - torsional strength (Mc22) [Kip'ft] 20.71 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 0.53 Out-of -plane available axial compressive strength (Pco) [Kip] 82.52 Sec. El Combined flexure and axial tension Ratio 0.93 Ctrl Eq. C1 at 0.00% Reference : Eq. Hl -lb Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip`it] 19.20 Available flexural strength about strong axis (Mc33) [Kip *ft] 20.71 Required flexural strength about weak axis (Mr22) [Kip'ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip*ft] 5.79 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 106.29 Pagel5 Sec. F1 Sec. F1 Eq. D2 -1 Combined flexure and axial compression about local axis Ratio N/A Ctrl Eq. Reference Combined flexure and axial tension about local axis Ratio Ctrl Eq. N/A Member : 4 Design status : OK Reference Section information 90 Section name: W 8X10 (US) Dimensions 4ti d t tw bf bf = 3.940 [in] Width d = 7.890 [in] Depth k = 0.505 [in] Distance k k1 = 0.500 [in] Distance k1 tf = 0.205 [in] Flange thickness tw = 0.170 [in] Web thickness t Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) (in2] 2.960 Moment of Inertia (local axes) (I) [in4] 30.800 2.090 Moment of Inertia (principal axes) (I') [in4] 30.800 2.090 Bending constant for moments (principal axis) (J') [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 3.226 0.840 Radius of gyration (principal axes) (r) [in] 3.226 0.840 Saint - Venant torsion constant. (J) [in4] 0.043 Section warping constant. (Cw) [in6] 30.900 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 7.810 1.060 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 7.810 1.060 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 7.810 1.060 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 7.810 1.060 Plastic section modulus (local axis) (Z) [in3] 8.870 1.660 Plastic section modulus (principal axis) (Z') [in3] 8.870 1.660 Polar radius of gyration. (ro) [in] 3.333 Area for shear (Aw) [in2] 1.620 1.340 Torsional constant. (C) [in3] 0.172 Material : A992 Gr50 Page16 Properties 704 Unit Value Yield stress (Fy): [Kip/in2] 50.00 Tensile strength (Fu): [Kip /1n2] 65.00 Elasticity Modulus (E): [Kip/iin2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) Distance between member lateral bracing points [ft] 1.91 Length (Lb) [ft] Top Bottom 1.91 1.91 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 1.91 1.91 1.91 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous Flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 88.62 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/S2) [Kip] 88.62 Eq. D2 -1 Nominal axial tension capacity (Pn) [Kip) 148.00 Eq. D2 -1 AXIAL COMPRESSION DESIGN V Compression in the major axis 33 Ratio C.05 Capacity 85.26 [Kip] Reference : Sec. El Demand 4.16 [Kip] Ctrl Eq. : C1 at 0.00% Pagel7 Intermediate results Unit Value Reference Section classification Unstiffened element classification Non slender Unstiffened element slenderness (X) 9.61 Unstiffened element limiting slenderness (a.r) - 13.49 Stiffened element classification - Slender Stiffened element slendemess (X) - 40.47 Stiffened element limiting slenderness (Xr) 35.88 Factored flexural buckling strenath(Pn33 /S2) [Kip] 85.26 Sec. El Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 1.91 Effective slenderness ((KUr)33) - 7.11 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip/in2] 5669.27 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 2.86 Eq. E7 -2 Reduction factor for slender stiffened elements (0a33) - 0.97 Eq. E7 -16 Full reduction factor for slender elements (Q33) - 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2) 48.10 Eq. E7 -2 Nominal flexural buckling strength (Pn33) [Kip] 142.38 Eq. E7 -1 Compression in the minor axis 22 Ratio 0.05 Capacity 81.73 [Kip] Reference : Sec. El Demand 4.16 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (A) 9.61 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification - Slender Stiffened element slenderness (X). 40.47 Stiffened element limiting slenderness (? r) - 35.88 Factored flexural buckling strength(Pn22/S2) [Kip] 81.73 Sec. El Effective length factor (K22) - 1.00 Unbraced length (L22) [ft] 1.91 Effective slenderness ((KL/r)22) 27.28 Eq. E3-4 Elastic critical buckling stress (Fe22) [Kip /in2] 384.70 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 2.88 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa22) - 0.97 Eq. E7 -16 Full reduction factor for slender elements (022) 0.97 Sec. E7 Critical stress for flexural buckling (Fcr22) (Kip /in2] 46.11 Eq. E7 -2 Nominal flexural buckling strength (Pn22) [Kip] 136.49 Eq. E7 -1 Factored torsional or flexural - torsional buckling strenoth(Pn, US2) [Kip] 82.74 Sec. E4 Effective length factor (K11) - 1.00 Unbraced length (Li 1) [ft] 1.91 Flexural constant (H) - 1.00 Eq. E4 -11 Torsional or flexural- torsional elastic buckling stress (Fell) [Kip/in2] 526.32 Eq. E4-4 Elastic torsional buckling stress (Fez) [Kip /in2] 526.32 Eq. E4 -9 Reduction factor for slender unstiffened elements (Qs11) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 2.87 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa11) - 0.97 Eq. E7 -16 Full reduction factor for slender elements (Q11) 0.97 Sec. E7 Critical stress for torsional or flexural- torsional buckling (Fcri 1) [Kip /in2] 46.68 . Eq. E7 -2 Nominal torsional or flexural - torsional buckling strength (Pn11) [Kip] 138.18 Eq. E7 -1 Pagel8 •• • FLEXURAL DESIGN Bending about maior axis, M33 Ratio 0.18 Capacity 21.87 [Kip`ft] Reference : Sec. F1 Demand -3.86 [Kip*ft] Ctrl Eq. : C1 at 100.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Noncompact Unstiffened element slenderness (X) — 9.61 Limiting slenderness for noncompact unstiffened element (kr) 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 . Stiffened element classification — Compact Stiffened element slenderness (l) — 40.47 Limiting slenderness for noncompact stiffened element (AO — 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(Mn/C) [Kip*ft) 22.13 Sec. F1 Yielding (Mn) [Kip*ft] 36.96 Eq. F2 -1 Factored compression flange local buckling strength(Mn/f2) [Kip`ft] 21.87 Sec. F1 Flange local buckling (Mn) [Kip'ft] 36.52 Eq. F3 -1 Bending about minor axis. M22 Ratio 0.00 Capacity 4.07 [Kip`ft) Reference : Sec. F1 Demand 0.00 [Kip`ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Noncompact Unstiffened element slenderness (X) — 9.81 Limiting slenderness for noncompact unstiffened element (Az) — 24.08 Limiting slendemess for compact unstiffened element (Xp) 9.15 Stiffened element classification Compact Stiffened element slenderness (X) — 40.47 Limiting slenderness for noncompact stiffened element (,1.r) — 137.27 Limiting slendemess for compact stiffened element (Xp) — 90.55 Factored yielding strength(Mn/L) [Kip*ft] 4.14 Sec. F1 Yielding (Mn) [Kip`ft) 6.92 Eq. F6 -1 Factored compression flange local buckling strength(Mn/S2) [Kip*ft] 4.07 Sec. F1 Flange local buckling (Mn) • [Kip*ft] 6.80 Eq. F6 -1 DESIGN FOR SHEAR Shear in maior axis 33 Ratio 0 00 Capacity 29.10 [Kip] Demand 0.00 [Kip) Ctrl Eq. : C1 at 0.00% Pagel9 Intermediate results Unit Value Reference Factored shear capacitv(Vn/S2) (Kip] 29.10 Web slenderness (? w) -- 9.61 Sec. G2 Shear area (Aw) [in2] 1.62 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 48.60 Eq. G2 -1 Shear in minor axis 22 Ratio 0.08 Capacity 26.80 [Kip] Reference : Sec. G2.1(a) Demand -2.02 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(Vni )) [Kip] 26.80 Sec. G2.1(a) Web slenderness (4) - 40.47 Sec. G2 Shear area (Aw) (in2] 1.34 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 40.20 Eq. G2 -1 COMBINED ACTIONS DESIGN Combined flexure and axial compression Ratio 0.20 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -lb Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.20 Eq. H1 -1b In -plane required flexural strength (Mr33) [Kip'ft] -3.86 In -plane available flexural strength (Mc33) [Kip'ft] 21.87 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 4.14 In -plane available axial compressive strength (Pc) [Kip] 85.26 Sec. El Interaction for doubly symmetric members for out -of -plane bending - 0.07 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) [Kip'ft] 0.00 Out-of -plane available flexural - torsional strength (Mc22) [Kip *ft] 4.14 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 4.14 Out-of -plane available axial compressive strength (Pco) [Kip] 81.73 Sec. El Combined flexure and axial tension Ratio 0 18 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kipit] -3.86 Available flexural strength about strong axis (Mc33) [Kip *ft] 21.87 Required flexural strength about weak axis (M22) (Kip'ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip'ft] 4.07 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 88.62 Page20 Sec. F1 Sec. F1 Eq. 02-1 Combined flexure and axial compression about local axis Ratio Ctrl Eq. . N/A Reference Combined flexure and axial tension about local axis Ratio Ctrl Eq. NIA Member Design status 5 : OK Reference Section information Section name: W 8X10 (US) Dimensions 1`-•i -rt d te-+� bf bf = 3.940 d = 7.890 k = 0.505 kt = 0.500 tf = 0.205 tw = 0.170 Properties [in] [in] [in] [in] [in] [in] Width Depth Distance k Distance kt Flange thickness Web thickness Section properties Gross area of the section. (Ag) Moment of Inertia (local axes) (1) Moment of Inertia (principal axes) (I') Bending constant for moments (principal axis) Radius of gyration (local axes) (r) Radius of gyration (principal axes) (r') Saint - Venant torsion constant. (J) Section warping constant. (Cw) Distance from centroid to shear center (principal axis) (xo,yo) Top elastic section modulus of the section (local axis) (Ssup) Bottom elastic section modulus of the section (local axis) (Sinf) Top elastic section modulus of the section (principal axis) (S'sup) Bottom elastic section modulus of the section (principal axis) (S'inf) Plastic section modulus (local axis) (Z) Plastic section modulus (principal axis) (Z') Polar radius of gyration. (ro) Area for shear (Aw) Torsional constant. (C) (J') Material : A992 Gr50 Unit Major axis Minor axis [in2J 2.960 [in4] 30.800 2.090 [in4] 30.800 2.090 [in] 0.000 0.000 [in] 3.226 0.840 [in] 3.226 0.840 [in4] 0.043 [in6] 30.900 [in] 0.000 0.000 [in3] 7.810 1.060 (in3] _7.810 1.060 [in3] 7.810 1.060 [in3] 7.810 1.060 [in3] 8.870 1.660 [in3] 8.870 1.660 [in] 3.333 [in2J 1.620 1.340 [in3) 0.172 Page21 Oa, Properties Unit Value Yield stress (Fy): [Kip/iin2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) Distance between member lateral bracing points [ft] 1.91 Length (Lb) [ft] Top Bottom 1.91 '1.91 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 1.91 1.91 1.91 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint Tension field action Continuous Flexural torsional restraint Effective length factor value type Major axis frame type Minor axis frame type DESIGN CHECKS AXIAL TENSION DESIGN Axial tension No No No None Sway Sway Ratio 0.00 Capacity 88.62 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Factored axial tension caoaciity(Pn/f2) Nominal axial tension capacity (PO AXIAL COMPRESSION DESIGN J Compression in the major axis 33 Unit Value Reference [Kip] 88.62 Eq. D2 -1 [Kip] 148.00 Eq. D2 -1 Ratio 0.05 Capacity 85.26 [Kip] Reference : Sec. El Demand 4.16 [Kip] Ctrl Eq. : C1 at 0.00% Page22 9� be Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) 9.61 Unstiffened element limiting slenderness (a.r) - 13.49 Stiffened element classification - Slender Stiffened element slenderness (X) - 40.47 Stiffened element limiting slenderness (kr) - 35.88 Factored flexural buckling strength(Pn33/Q) [Kip] 85.26 Sec. El Effective length factor (K33) - 1.00 Unbraced length (L33) [ft] 1.91 Effective slenderness ((KUr)33) -- 7.11 Eq. E3-4 Elastic critical buckling stress (Fe33) [Kip /in2] 5669.27 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 2.86 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa33) 0.97 Eq. E7 -16 Full reduction factor for slender elements (Q33) 0.97 Sec. E7 Critical stress for flexural buckling (Fcr33) [Kip/in2] 48.10 Eq. E7 -2 Nominal flexural buckling strength (Pn33) [Kip] 142.38 Eq. E7 -1 Compression in the minor axis 22 Ratio 0.05 Capacity 81.73 [Kip] Reference : Sec. El Demand 4.16 [Kip) Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) - 9.61 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification - Slender Stiffened element slenderness (X) 40.47 Stiffened element limiting slendemess (Xr) 35.88 Factored flexural buckling strength(Pn22/0) [Kip] 81.73 Sec. E1 Effective length factor (K22) - 1.00 Unbraced length (L22) [ft] 1.91 Effective slenderness ((KUr)22) -- 27.28 Eq. E3-4 Elastic critical buckling stress (Fe22) (Kip/in2j 384.70 Eq. E3-4 Reduction factor for slender unstiffened elements (Qs22) -- 1.00 Effective area of the cross section based on the effective width (A... [in2] 2.88 Eq. E7 -2 Reduction factor for slender stiffened elements (Qa22) 0.97 Eq. E7 -16 Full reduction factor for slender elements (Q22) - 0.97 Sec. E7 Critical stress for flexural buckling (Fcr22) [Kip /in2] 46.11 Eq. E7 -2 Nominal flexural buckling strength (Pn22) [Kip] 136.49 Eq. E7 -1 Factored torsional or flexural - torsional buckling strength(Pni i/ T) [Kip] 82.74 Sec. E4 Effective length factor (Kit) -- 1.00 Unbraced length (Lit) [ft] 1.91 Flexural constant (H) - 1.00 Eq. E4 -11 Torsional or flexural - torsional elastic buckling stress (Fet 1) [Kip /in2] 526.32 Eq. E4-4 Elastic torsional buckling stress (Fez) [Kip/in2] 526.32 Eq. E4 -9 Reduction factor for slender unstiffened elements Ail) 1.00 Effective area of the cross section based on the effective width (A... [n2] 2.87 Eq. E7 -2 Reduction factor for slender stiffened elements (Qaii) 0.97 Eq. E7 -16 Full reduction factor for slender elements (Q11) - 0.97 Sec. E7 Critical stress for torsional or flexural - torsional buckling (Fcrii) [Kip/in2] 46.68 Eq. E7 -2 Nominal torsional or flexural - torsional buckling strength (Pnit) [Kip] 138.18 Eq. E7 -1 Page23 FLEXURAL DESIGN Bending about major axis, M33 Ratio 0 18 Capacity 21.87 [Kip'ft] Reference : Sec. Ft Demand 3.86 [Kip*ft] Ctrl Eq. : C1 at 100.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Noncompact Unstiffened element slendemess (X) — 9.61 Limiting slenderness for noncompact unstiffened element (A.r) — 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification Compact Stiffened element slenderness (X) — 40.47 Limiting slenderness for noncompact stiffened element (kr) — 137.27 Limiting slenderness for compact stiffened element (Xp) — 90.55 Factored yielding strenath(Mn/Q) (Kip *ft] 22.13 Sec. F1 Yielding (Mn) [Kip'ft] 36.96 Eq. F2 -1 Factored compression flange local buckling strength(Mn /S2) [Kip *ft] 21.87 Sec. F1 Flange local buckling (Mn) [Kip'ft] 36.52 Eq. F3 -1 Bending about minor axis. M22 Ratio 0.00 Capacity 4.07 [Kip *ft] Reference : Sec. F1 Demand 0.00 [Kip'ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification — Noncompact Unstiffened element slenderness (2.) — 9.61 Limiting slendemess for noncompact unstiffened element (Xr) — 24.08 Limiting slenderness for compact unstiffened element (Xp) — 9.15 Stiffened element classification Compact Stiffened element slendemess (X) 40.47 Limiting slenderness for noncompact stiffened element (kr) — 137.27 Limiting slenderness for compact stiffened element (kp) — 90.55 Factored yielding strength(Mn /52) [Kip *ft] 4.14 Sec. F1 Yielding (Mn) [Kip *ft] 6.92 Eq. F6 -1 Factored compression flange local buckling strength(Mn /52) [Kip'ft] 4.07 Sec. F1 Flange local buckling (Mn) [Kip'ft] 6.80 Eq. F6 -1 DESIGN FOR SHEAR Shear in major axis 33 Ratio 0 00 Capacity 29.10 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Page24 /40 f Intermediate results Unit Value Reference Factored shear capacity(Vn/(i) [Kip] 29.10 Web slenderness (Xw) - 9.61 Sec. G2 Shear area (Aw) (in2) 1.62 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip] 48.60 Eq. G2 -1 Shear in minor axis 22 Ratio Capacity Demand 0.08 26.80 [Kip] Reference : Sec. G2.1(a) 2.02 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacitv(Vn /(2) [Kip] 26.80 Web slenderness (Xw) - 40.47 Shear area (Aw) [in2] 1.34 Web buckling coefficient (Cv) - 1.00 Nominal shear strength (Vn) [Kip] 40.20 COMBINED ACTIONS DESIGN r' Combined flexure and axial compression Ratio 0.20 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -1b Sec. G2.1(a) Sec. G2 Sec. G2.1(a) Eq. G2 -1 Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.20 Eq. Hl-lb In -plane required flexural strength (Mr33) [Kip`ft] 3.86 In-plane available flexural strength (Mc33) (Kip`ft) 21.87 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 4.14 In -plane available axial compressive strength (Pc) [Kip] 85.26 Sec. El Interaction for doubly svmmetric members for out -of -plane bending - 0.07 Eq. H1 -2 Out -of -plane required flexural strength (Mr22) (Kip`ft] 0.00 Out -of -plane available flexural - torsional strength (Mc22) [Kip`ft] 4.14 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 4.14 Out-of -plane available axial compressive strength (Pco) [Kip] 81.73 Sec. El Combined flexure and axial tension Ratio 0 18 Ctrl Eq. C1 at 100.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) [Kip*ft] 3.86 Available flexural strength about strong axis (Mc33) (Kipit] 21.87 Required flexural strength about weak axis (Mr22) [Kip`ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip` t] 4.07 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) (Kip] 88.62 Page25 Sec. F1 Sec. F1 Eq. D2 -1 lo/ Combined flexure and axial compression about local axis Ratio NIA Ctrl Eq. - Combined flexure and axial tension about local axis Ratio N/A Ctrl Eq. - Member : 6 Design status : OK Reference Reference Section information Section name: W 5X16 (US) Dimensions ------------------------------------------------------------------- 4 f _, ki 4k d t,o -.I4- bf bf = 5.000 [in] Width d = 5.010 [in] Depth k = 0.660 [in] Distance k k1 = 0.437 [in] Distance k1 tf = 0.360 [in] Flange thickness tw = 0.240 [in] Web thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 4.710 Moment of Inertia (local axes) (I) [in4] 21.400 7.510 Moment of Inertia (principal axes) (I') [in4] 21.400 7.510 Bending constant for moments (principal axis) (J) [in] 0.000 0.000 Radius of gyration (local axes) (r) [in] 2,132 1.263 Radius of gyration (principal axes) (r') [in] 2.132 1.263 Saint - Venant torsion constant. (J) [in4] 0.192 Section warping constant. (Cw) [in6] 40.600 Distance from centroid to shear center (principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section (local axis) (Ssup) [in3] 8.550 3.000 Bottom elastic section modulus of the section (local axis) (Sinf) [in3] 8.550 3.000 Top elastic section modulus of the section (principal axis) (S'sup) [in3] 8.550 3.000 Bottom elastic section modulus of the section (principal axis) (S'inf) [in3] 8.550 3.000 Plastic section modulus (local axis) (Z) (in3] 9.630 4.580 Plastic section modulus (principal axis) (Z) [in3] 9.630 4.580 Polar radius of gyration. (ro) [in] 2.477 Area for shear (Aw) [in2] 3.600 1.200 Torsional constant. (C) [in3] 0.492 Material : A992 Gr50 Page26 /6 Properties Unit Value Yield stress (Fy): [Kip /in2] 50.00 Tensile strength (Fu): [Kip /in2] 65.00 Elasticity Modulus (E): [Kip /in2] 29000.00 Shear modulus for steel (G): [Kip /in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio (L) Distance between member lateral bracing points [ft] 6.67 Length (Lb) [ft] Top Bottom 6.67 6.67 Laterally unbraced length Length [ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 6.67 6.67 6,67 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN Axial tension Ratio 0.00 Capacity 141.02 [Kip] Reference : Eq. D2 -1 Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored axial tension capacitv(Pn/S2) [Kip] 141.02 Eq. D2 -1 Nominal axial tension capacity (Pn) [Kip] 235.50 Eq. D2 -1 AXIAL COMPRESSION DESIGN 1/ Compression in the major axis 33 Ratio 0.02 Capacity 127.20 [Kip] Reference : Sec. El Demand : 2.02 [Kip] Ctrl Eq. : C1 at 0.00% Page27 Intermediate results Unit Value Reference Section classification Unstiffened element classification - Non slender Unstiffened element slenderness (X) - 6.94 Unstiffened element limiting slenderness (Xr) - 13.49 Stiffened element classification - Non slender Stiffened element slendemess (X) - 15.38 Stiffened element limiting slenderness (Xr) 35.88 Factored flexural buckling strength(Pn33/S2) [Kip] 127.20 Effective length factor (K33) -- 1.00 Unbraced length (L33) [ft] 6.67 Effective slendemess ((KUr)33) - 37.55 Elastic critical buckling stress (Fe33) [Kip /in2] 202.99 Reduction factor for slender unstiffened elements (0s33) - 1.00 Effective area of the cross section based on the effective width (A... [in2] 4.71 Reduction factor for slender stiffened elements (Qa33) 1.00 Full reduction factor for slender elements (Q33) - 1.00 Critical stress for flexural buckling (Fcr33) [Kip /in2] 45.10 Nominal flexural buckling strength (Pn33) [Kip] 212.43 Compression in the minor axis 22 Sec. El Eq. E3-4 Eq. E3-4 Eq. E3 -2 Sec. E7 Eq. E3 -2 Eq. E3 -1 Ratio 0.02 Capacity : 105.12 [Kip] Reference : Sec. El Demand 2.02 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Unstiffened element slenderness (X) Unstiffened element limiting slendemess (Xr) Stiffened element classification Stiffened element slenderness (X) Stiffened element limiting slenderness (kr) Factored flexural buckling strenoth(Pn22/0) Effective length factor (K22) Unbraced length (L22) Effective slenderness ((KUr)22) Elastic critical buckling stress (Fe22) Reduction factor for slender unstiffened elements (0s22) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (Qa22) Full reduction factor for slender elements (022) Critical stress for flexural buckling (Fcr22) Nominal flexural buckling strength (Pn22) Factored torsional or flexural - torsional buckling strenoth(Pnt t /S2) Effective length factor (K11) Unbraced length (Lit) Flexural constant (H) Torsional or flexural - torsional elastic buckling stress (Felt) Elastic torsional buckling stress (Fez) Reduction factor for slender unstiffened elements (Qs11) Effective area of the cross section based on the effective width (A... Reduction factor for slender stiffened elements (0a11) Full reduction factor for slender elements (011) Critical stress for torsional or flexural - torsional buckling (Foil) Nominal torsional or flexural- torsional budding strength (Pn11) [Kip] [ft] [Kip /in2] [in2] [Kip/in2) [Kip] [Kip] [ft] [Kip/in2) [Kip /in2] [in2] [Kip/in2] [Kip] Non slender 6.94 13.49 Non slender 15.38 35.88 105.12 1.00 6.67 63.39 71.24 1.00 4.71 1.00 1.00 37.27 175.55 121.02 1.00 6.67 1.00 136.82 136.82 1.00 4.71 1.00 1.00 42.91 202.10 Sec. El Eq. E3 -4 Eq. E3-4 Eq. E3 -2 Sec. E7 Eq. E3-2 Eq. E3-1 Sec. E4 Eq. E4-11 Eq. E4-4 Eq. E4 -9 Eq. E3 -2 Sec. E7 Eq. E3-2 Eq. E4 -1 Page28 FLEXURAL DESIGN Bending about major axis. M33 /05 Ratio 0.16 Capacity 24.03 [Kip *ft] Reference : Sec. F1 Demand -3.86 [Kip'ft] Ctrl Eq. C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (X) - 6.94 Limiting slenderness for noncompact unstiffened element (kr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification Compact Stiffened element slenderness (X) - 15.38 Limiting slenderness for noncompact stiffened element (Xr) 137.27 Limiting slenderness for compact stiffened element (Xp) 90.55 Factored yielding strength(Mn/S2) [Kip'ft] 24.03 Sec. F1 Yielding (Mn) [Kip'ft] 40.13 Eq. F2 -1 Factored lateral - torsional buckling strength(Mn /S2) [Kip'ft] 24.03 Sec. F1 Limiting laterally unbraced length for yielding (Lp) [ft] 4.46 Eq. F2 -5 Effective radius of gyration used in the determination of Lr (ns) [in] 1.43 Eq. F2 -7 Lateral - torsional factor (c) - 1.00 Eq. F2-8a Limiting laterally unbraced length for inelastic lateral - torsional bucklin... [ft] 19.80 Eq. F2-6 Lateral - torsional buckling modification factor (Cb) - 1.63 Eq. F1 -1 Lateral - torsional buckling (Mn) [Kip'ft] 40.13 Eq. F2 -2 Bending about minor axis, M22 Ratio 0.00 Capacity 11.43 [Kip`ft] Reference : Sec. F1 Demand 0.00 [Kip'ft] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Section classification Unstiffened element classification Compact Unstiffened element slenderness (1) - 6.94 Limiting slendemess for noncompact unstiffened element (Xr) - 24.08 Limiting slenderness for compact unstiffened element (Xp) 9.15 Stiffened element classification - Compact Stiffened element slenderness (X) 15.38 Limiting slenderness for noncompact stiffened element (Xr) - 137.27 Limiting slenderness for compact stiffened element (Xp) - 90.55 Factored yielding strength(Mn/Q) [Kip`ft] 11.43 Sec. F1 Yielding (Mn) (Kip'ft] 19.08 Eq. F6 -1 DESIGN FOR SHEAR Shear in major axis 33 Ratio 0.00 Capacity 64.67 [Kip] Demand 0.00 [Kip] Ctrl Eq. : C1 at 0.00% Page29 Intermediate results Unit Value Reference Factored shear capacity(VnlS2) [Kip] 64.67 Web slenderness (?.w) - 6.94 Sec. G2 Shear area (Aw) [in2] 3.60 Web buckling coefficient (kv) - 1.20 Sec. G7 Web buckling coefficient (Cv) - 1.00 Eq. G2 -3 Nominal shear strength (Vn) [Kip) 108.00 Eq. G2 -1 Shear in minor axis 22 Ratio 0 1 7 Capacity 24.00 [Kip] Reference : Sec. G2.1(a) Demand : 4.14 [Kip] Ctrl Eq. : C1 at 0.00% Intermediate results Unit Value Reference Factored shear capacity(Vn/C2) [Kip] 24.00 Sec. G2.1(a) Web slenderness (kw) 15.38 Sec. G2 Shear area (Aw) [in2] 1.20 Web buckling coefficient (Cv) - 1.00 Sec. G2.1(a) Nominal shear strength (Vn) [Kip] 36.00 Eq. G2 -1 COMBINED ACTIONS DESIGN */ Combined flexure and axial compression Ratio 0.17 Ctrl Eq. C1 at 0.00% Reference : Eq. H1 -1b Intermediate results Unit Value Reference Interaction for doubly symmetric members for in -plane bending - 0.17 Eq. Hl-lb In -plane required flexural strength (Mr33) [Kip "ft] -3.86 In -plane available flexural strength (Mc33) [Kip "ft] 24.03 Sec. F1 In -plane required axial compressive strength (Pr) [Kip] 2.02 In -plane available axial compressive strength (Pc) [Kip] 127.20 Sec. El Interaction for doubly symmetric members for out-of -plane bending - 0.03 Eq. 111 -2 Out -of -plane required flexural strength (Mr22) [Kip "ft] 0.00 Out -of -plane available flexural - torsional strength (Mc22) [Kip "ft] 24.03 Sec. F1 Out -of -plane required axial compressive strength (Pr) [Kip] 2.02 Out -of -plane available axial compressive strength (Pco) [Kip] 105.12 Sec. El Combined flexure and axial tension Ratio • 0 16 Ctrl Eq. C1at0.00% Reference : Eq. Hl-lb Intermediate results Unit Value Reference Required flexural strength about strong axis (Mr33) (Kip"fl] -3.86 Available flexural strength about strong axis (Mc33) [Kip"ft] 24.03 Required flexural strength about weak axis (Mr22) [Kip"ft] 0.00 Available flexural strength about weak axis (Mc22) [Kip"ft] 11.43 Required axial tensile strength (Pr) [Kip] 0.00 Available axial tensile strength (Pc) [Kip] 141.02 Page30 Sec. F1 Sec. F1 Eq. D2 -1 4 1.. Combined flexure and axial compression about local axis Ratio ' N/A Ctrl Eq. .- Combined flexure and axial tension about local axis Ratio : N/A Ctrl Eq. — Reference Reference Page31 /o7 FAX TRANSMITTAL City of Tukwila Department of .Community Development Fax Number: (206) 431 -3665 e-mail: tukplan@ci.tukwila.wa.us TO: Bill DATE] October 8, 2012 TITLE: FROM: Bob Benedicto COMPANY: American Elevator TITLE: Building Official DEPT: DEPT: Community Development FAX NO. 425- 454 -7219 Total number of pages transmitted, including this cover sheet: 2 SENT BY (initials): RE: Conveyance Installation Approval form COMMENTS /MESSAGE: Le MM,o,F, 5 ac FX.l-ttBi "Fr IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: Dept. of Community Development - 6300 Southcenter Boulevard, Tukwila, WA 98188 - (206) 431 -3670 Department of Labor and Industries Elevator Section PO Box 44480 Olympia WA 98504 -4480 Phone: (360) 902 -6130 FAX (360) 902 -6132 www.Lni.wa.gov/TradesLicensing/Elevators CONVEYANCE INSTALLATION APPROVAL BY BUILDING OFFICIAL > This form brings to your department's attention that the conveyance listed below is proposed for installation in an existing building within your jurisdiction. > Your approval of this form is required and must accompany the installer's Installation Application. > Notify the installer if you have any regulations that would prohibit this installation. Do not approve this form. *Note To Building Officials: The elevator section will approve LULA (Limited Use Limited Application Elevators) for existing buildings, on a case by case basis. A LULA elevator does meet the minimum cab size requirements for new construction required to be accessible, per WAC 296 -96. If you have any questions, please contact us at the address or telephone number above. Indicate the equipment being installed. ❑ Inclined Wheelchair Lift Vertical Wheelchair Lift The travel shall not exceed 14 ft. ASME A18.1 Rule 2.7.1. ❑ Inclined Chair Lift ❑ Limited use /limited application (LULA) elevator *Does NOT meet accessibility requirements for new construction. All conveyances must be installed per code. Any deviation from the code shall require a variance from the Department of Labor and Industries Elevator Section prior to a permit being issued. Name and License # of Installer of Conveyance FiYIVALcen I AMEN.t ecgtzLl Telephone Number LiZ- - 4155 - S5g 1 Building name where conveyance is located fti •etA.wt of' FllrA.�r Telephone Number/Location Contact 753 -4t5 -q5co a ui,,,d C(na4 'ec Street Address '4O4 ' May 9,y aj (.09 City, State, Zip code 1 u‘t.w ck. W f' q to8 ACKNOWLEDGED BY: XApproved ❑ Not approved Title -�, ,1 Lp, .t4ct 0F..-.Etc, l&L Phone Number Date Pn t name of building official `' =�� . of qrfefdithl , F621- 056 -000 conveyance installation approval by building official 05 -2010 10/09/2012 08:31 FAX 206 433 1833 City of Tukwila Cj 0 01 * * * * * * * * * * * * * * * * * * * ** * ** TX REPORT * ** * * * * * * * * * * * * * * * * * * * ** TRANSMISSION OK TX /RX NO 0782 RECIPIENT ADDRESS 74254547219 DESTINATION ID ST. TIME 10/09 08:31 TIME USE 00'27 PAGES SENT 2 RESULT OK FAX TRANSMITTAL City of Tukwila Department of Community Development Fax Number: (206) 431 -3665 e-mail: tukplan @ci.tukwila.wa.us TO: Bill DATE] October 8, 2012 TITLE: FROM: Bob Benedicto COMPANY: American Elevator TITLE: Building Official DEPT: DEPT: Community Development FAX NO. 425 - 454 -7219 Total number of pages transmitted, including this cover sheet: 2 SENT BY (initials): RE: Conveyance Installation Approval form COMMENTS/MESSAGE: bIMENSI NS architecture nd planning August 3, 2012 INC. Mr. Dave Larson, Senior Plans Examiner City of Tukwila Building Division 6300 Southcenter Blvd #100 Tukwila, WA 98188 Re: Museum of Flight - FFT Permit #: D12 -155 Dear Mr. Larson Please find below the written response to the issues raised in your July 2, 2012 correction letter and in a meeting with Bob Benedicto on August 3rd. The responses are numbered to correspond to those in your letter. All corrections are clouded as revision number 1 on the plan sheets affected. Corrections: 1. Page S5.5 references to California Code have been deleted and replaced with the applicable code of the State of Washington. 2. Sheet 225F.0 has been updated to reflect the removal of the elevator from the forward platform. The stairs to the platform will be chained off with a sign stating - No Public Access "" The stairs will be for use by staff to access the crew cabin area for restoration and maintenance. 3. The FFT will be displayed with the cargo bay doors fully open to the lighting supplied by the building in which it is contained. In the aft section two light fixtures are shown on sheet 225P.1 to illuminate that enclosed area. 4. The occupant load calculations were corrected on sheet 225P.F to reflect the subtraction of the floor exhibits rather than the addition to the overall floor plan so that the net occupant load is less than what the building was designed for. 5. The plans have been reviewed and stamped by my hand. Michael C. Perry, AIA, NCARB CORRECTION LTR #� RECEIVED AUG 06 2012 I)* I SS PERMIT CENTER 3006 Northup Way, Suite 302 • Bellevue, Washington 98004 • Ph 425•827•9293 • Fax 425.827.9218 • • Page 2 City of Tukwila Building Division 6. Upon meeting with Bob Benedicto on Friday, August 3, 2012 we discussed and received approval to use of Dricon lumber to construct the aft section to the FFT and that has been noted on all the relevant sheets. Additional note of discussion: 7. We also discussed the fact that the theater area beneath the aft section is not a habitable space thus its ceiling height of 7'3" is not an issue. Since the last submittal all changes to the plans have been clouded. Do not hesitate to call or e-mail if you have any questions or additional concerns. Sincerely, Dimensions, Inc. Mike Perry, AIA, NCARB Attachments RECEIVED AUG 06 2017 PERMIT CEN trt C Department of Community Development Jack Pace, Director • City of Tukwila Jim Haggerton, Mayor July 5, 2012 Chris Mailander Museum of Flight 9404 East Marginal Wy S Tukwila, WA 98108 RE: Correction Letter #2 Development Permit Application Number D12 -155 Museum of Flight - FFT — 9404 East Marginal Wy S Dear Mr. Mailander, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, shall ician encl File No. D12 -155 W:\Pennit Center \Correction Letters \2012\1)12-155 Correction Letter #2.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: July 2, 2012 Project Name: Museum of Flight - FFT Permit # D12 -155 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. Page S5.5 references California codes. All code references should be those adopted in this state. ADA issues should be per the IBC and ICC /ANSI A117.1. The ANSI standard requires all treads to have contrasting leading edges. Please review plans per Washington State adopted codes and change as necessary. 2. Page 225F.0 shows a wheel chair lift or elevator on the forward platform. This lift is not shown on other pages of the plans. The double wide stairway would appear to be for viewing access by the public but on page 225P.1 there are notes that say this area is closed to the public. Please clarify the intent of this area and make all pages consistent with the intended use. 3. Please provide an interior lighting plan for the cargo bay gallery area. Include regular egress lighting and emergency egress lighting. 4. On page 225F.0 there is an occupant load section in the upper left corner. It shows that you have more occupant load than exit capacity. An additional exit may be required. 5. The non- structural provisions of the applicable codes involve life- safety issues and therefore the nonstructural pages of the plans need to be stamped by an architect licensed in this state. 6. The new rear section appears to be built of combustible construction not allowed in this type of construction. An architect should address this issue. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. Ji*'°.&N FCP, Inc. • Committed To Quality Lei us C. "1171 your busUless REVISION SUBMITTAL SHEET 06/13/12 Plan Check/ Permit Number: D12-155 Project Name: Museum of Flight Project Address: 9404 East Marginal Way S 1. Provide a quality control inspection table... ' See Sheet G1.1, Inspection Table 2. Cover sheet code compliance reference City of Los Angeles... See Sheet G1.1, Steel Notes, 4.; Code Compliance, 1. 3. Specify type of building... See Sheet G1.1, Existing Building Data 4., 5. 4. All structural steel notes... See Sheet G1.1, Steel Notes, 4. 5. The plans show plywood... See Sheets S1.2.2; S1.2; S1.3; Detail 9, S5.2 See attached ESR -1159 Re: Email sent from Bob Benedicto, Tuesday, June 12, 2012 4:42 PM See Sheet G1.1, Steel Notes, 4. LA JUN 19 2012 PERMIT CENTER 3892 Via Real • P.O. Box 1217 • Carpinteria. California 93013 • (805) (i84-1117 • Fax (805) 684 -3188 • Lic. 1#847398 7 ;-% 1 Dan Herrera • From: Sent: To: Subject: sales [sales @fcpmezzanine.com) Wednesday, June 13, 2012 11:37 AM 'Dan Herrera' FW: Museum of Flight PC # D12 -155 From: Bob Benedicto [ mailto :Bob.Benedicto@TukwilaWA.gov] Sent: Tuesday, June 12, 2012 4:42 PM To: 'sales' Cc: Jim Dunaway; Carol Martin Subject: RE: Museum of Flight PC # D12 -155 Barret Hilzer, I have reviewed the criteria for the L.A. certification of your fabrication shop and I will accept these as qualifications for acceptance of FCP Inc. as an approved fabricator with the following conditions: K r1 1. All structural steel components fabricated by your shop are labeled or stenciled with your company name and t J 1 L.A. Fabricator license number. 2. Upon completion of the fabrication, you submit a certificate of compliance (a letter is acceptable) to the Building Official stating that the work was performed in accordance with the approved construction documents. Finally, on your cover sheet, insert to item 4 of the General Notes, after the word City of Tukwila in accordance with IBC Section 1704.2.2. If you have other questions please feel free to call or contact me via E -mail. Bob Benedicto, Building Official City of Tukwila Tukwila Washington 206/431 -3675 Bob.benedicto@tukwilawa.gov requirements, as accepted by the From: sales [mailto:sales ©fcpmezzanine.com] Sent: Monday, June 11, 2012 4:10 PM To: Bob Benedicto Subject: RE: Museum of Flight PC # D12 -155 Bob, CITY • .IA JUN 19 2012 PERMIT CENTER 1.) The Fabricator cert is noted as 10/1/12, see attached. 2.) We provide the attached label. Our license number is referenced in the RR Report, this is what the city wanted. 3.) If you approve this, how do you want the cover sheet noted? Thanks, Barret 1 0 ��I I LQ 1,1, • � t _ City of Tukwila 190a Department of Community Development May 17, 2012 Chris Mailander Museum of Flight 9404 East Marginal Wy S Tukwila, WA 98108 RE: Correction Letter #1 Development Permit Application Number D12 -155 Museum of Flight - FFT — 9404 East Marginal Wy S Jim Haggerton, Mayor Jack Pace, Director Dear Mr. Mailander, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning, and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 - 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience.- Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, 7D:a 15,t1--- Bill Rambo Permit Technician encl File No. D12 -155 W: \Permit Center \Correction Letters \2012\D12-155 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: May 17, 2012 Project Name: Museum of Flight - FFT Permit #: D12 -155 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a quality control inspection table specifying "Special Inspections" required for assembly of all structural components more specifically the bolting for concrete anchors and method of inspections for erection of fabricated steel component for this project. Include any necessary documentation from the steel fabricator as specified in IBC 1704.2. Special inspection shall be completed by a third party inspection agency. Special inspection documentation shall be submitted to the building official at final inspection. (IBC Section 1704 & TABLE 1704.3) 2. Cover sheet code compliance reference City of Los Angeles for steel fabricators and other references for CBC and California 2010 ADA code. Remove outside code and state references and specify code notes for construction plans and design elements shall comply with current 2009 IBC, State of Washington and local Tukwila city codes. City of Tukwila and State of Washington currently use the 2003 ANSI accessibility codes. 3. Specify type of building as Type I and "fully sprinkled with automatic fire alarm" on the cover sheet under "Existing Building Data ". 4. All structural steel notes shall specify: "Structural steel fabrication shall be produced by WABO registered steel fabricator ". 5. The plans show plywood being used for the platforms. The building is classified as Type I construction. Therefore the materials shall comply with Type 1 construction for non - combustion materials except as permitted in Section 603 of the IBC. Specify type of materials as non - combustion and provide the manufactures specifications for those allowable combustible materials as specified in IBC 603 for Type I construction. (IBC TABLE 601, 602.2 & SECTION 603) Should there be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. PERJCo.COSY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -155 DATE: 08 -06 -12 PROJECT NAME: MUSEUM OF FLIGHT FFT SITE ADDRESS: 9305 EAST MARGINAL WY S Original Plan Submittal X Response to Correction Letter # 2 Response to Incomplete Letter # Revision # After Permit Issued LnsnRTMENTS: V Public Works ❑ Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08 -07 -12 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUESITHURS ROUTING: Please Route xi Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-04 -12 Approved ❑ Approved with Conditions K Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 ERMIT COORD COP`M PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -155 DATE: 06/19/12 PROJECT NAME: MUSEUM OF FLIGHT - FFT SITE ADDRESS: 9404 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPA TMEN S: 12 rdin Division Public Works Fire Prevention Structural Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete IX Incomplete DUE DATE: 06/21/12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/19/12 Approved Approved with Conditions n Not Approved (attach comments) M Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only ( /� CORRECTION LETTER MAILED: Departments issued corrections: Bldg 1.1 Fire ❑ Ping ❑ PW ❑ Staff Initials: 13ERMIT CO i::- Q :may r PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -155 DATE: 05 -09 -12 PROJECT NAME: MUSEUM OF FLIGHT — FFT SITE ADDRESS: 9305 EAST MARGINA WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued XEPAPrMENS:�`���� T ARAAcik. Building Di ision Public Works w' AWL ^-11- I� c vV� N Vic. o�� �t� -11- I e Prevention Planning Division Structural n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 05-10-12 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route IX Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: DUE DATE: 06 -07 -12 Not Approved (attach comments) 17] REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: v`4 -1-1\?"--- Departments issued corrections: Bldg ZN Fire ❑ Ping ❑ PW ❑ Staff Initials: w2 Documents/routing slip.doc 2 -28 -02 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 08/06/2012 Plan Check/Permit Number: D12 -155 Response to Incomplete Letter # ,/ Response to Correction Letter # 2 Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - FFT Project Address: 9305 East Marginal Way S Contact Person: Mike Perry Phone Number: (425) 827 -9293 Summary of Revision: Removed elevator access to crew cabin platform from all sheets, noted that the crew cabin area is not open to the public, lighting of cargo bay will be by the buildings lighting system (bay doors will be set in open position) and lights were added in holding area and added note that construction of aft holding area will be with Dricon treated wood. Sheet Number(s): 225P.1 through 225P.9 and 225P.F dated 8/6/2012 "Cloud" or highlight all areas of revision including Received at the City of Tukwila Permit Center by: .._Entered in Permits Plus on t(/ ( Z titioomal arr of: ,v;.;x -wq., !AUG 06 2012 PERMIT CEr + t:' H:Wpplications \Forms - Applications On Line \2010 Applications \7 -2010 - Revision submittal.doc Revised: May 2011 1 City of Tukwila Deportment of Community Development 6300 Southcenter Boulevard, Suite 4 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206- 431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be subnutted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6 - 4 - 2 . Plan Check/Permit Number: .D 12 -155 ❑ Response to Incomplete Letter 4 Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight - FFT Project Address: 9404 Esast Marginal Wy S Q f Contact Person: WV-, N\P�1 Aeni 11"Phone Number: O-dj' 1U' U -1 114 Summary of Revision: CITY pF TuLA /JUN 19 2012 PERMIT CENTER c cPt 7l/4 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \ applications \forms - applications on Tine \revision submittal Created: 8-13-2004 Revised: • CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431-3665 E -mail: tukplan(a?ci.tukwila.wa.us Permit Center /Building Division 206 431 -3670 Public Works Department 206 433-0179 Planning Division 206 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) ) ss. COUNTY OF KING ) m.k La }?. [please print name] , states as follows: PERMIT NO: � [ ES— 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number 11 , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Signed and sworn to before me this 1 day of /' • T • 1' Y PUBLIC in and for the State of Washington Residing at Name as commissioned: , County l/7 /f14 -7'f My commission expires: 0Sc " U 18.27.090 Exemptions. The regillion provisions of this chapter do not apply to 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile /manufactured home dealer or manufacturer who subcontracts the installation, set -up, or repair work to actively registered contractors. This exemption only applies to the installation, set -up, or repair of the mobile /manufactured homes that were manufactured or sold by the mobile /manufactured home dealer or manufacturer; 18. An entity who holds ay.alid electrical contractor's license under chapter 19 28',RCW tl at1employs a certified journeyman electrician; a.certified residential specialty electrician, or an electrical" ^trainee "meeting the requirements of chapter 19.28 RCW to perform plumbing work that is incidentally, directly,,and iri mediately appropriate to the like „in -' replacement' of a household sm appliance or other allkind�householdtutilization equipment that requires limited ~electric power.and limited waste (,G+v� Ro and /or water connections. And electrical trainee must be supervised by a certified electrician while performing plumbing work. • Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. 0 U? r- rn is (1 0 ---i c 0 Q v cn fJ3 03 cri rn cn En CS MUSEUM OF FLIGHT FFT PERMIT DOCUMENTS CREATED: 05/07/12 FINAL SUBMITTAL SYMBOL NOTES: DETAIL NUMBER SHEET NUMBER ELEVATION NUMBER SHEET NUMBER x-xx ,> GRAPHIC NUMBER ARTIFACT NUMBER FINISH NUMBER MATERIAL WELDING SYMBOLS KEL.D LOCATION I EID ALL AROUND Ku( —NOTES FILLET MD SYMBOL NOTES: 3:0 = DUPLEX OUTLET D =DATA PORT ABBREVIATIONS A.D. AFF AWLI i FD FH GA GWEJ EiPL PS MAX LIDF 1�iU0 Q.C. PH PLY FVC REF Real) SQ SST TYP. ANCHOR BOLT ABOVE FINISH FLOOR ALUMINUM t MFRI t4E DIAMETER • FIAT BAR RAT FAD METAL GAUGE GYPSUM WAIL BOARi) HMI PRESSURE LABIATE IRON (STEEL) PIPE S E MAXIMUM I DWM –DENS IY FE-R BOARD MEDIUM OENSUY OVEN PLYWOOD PALMIER ONE PAN HEAD PLYWOOD POLYVINYL CHLORIDE PLASTIC RADIUS REFERENCE REWIRED SQUARE SIMILEESS STEEL TYPICAL REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOT,: Revisions will require a new plan submittal and may include additional plan review fees. SEt -AR ;i` PERMIT 1°:.Qu4RED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila BALDING DIVISION 1).%, I S5 ❑ THE SUBMITTAL MATERIALS ARE ❑ THE SUBMITTAL MATERIALS ARE APPROVED WITH APPROVED AS PRESENTED. - THE PROVIDED NOTATIONS. ❑ NE SUBMITTAL MATERIALS NEED THE ATTACHED CLARIFICATION, AND MUST BE RESUBMITTED. DATED: SIGNED: alp Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 Fax: (206) 764 5707 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City BUILDI via 2012 NTE'i Project Ma: (FFT) Full Fuselage Trainer 0 121 Ems" v ILLIon v a 4 • 0, m =� b• r • t mb .�yib a o - .2 Q3 3 L n CO y 0 d ON o ?o y co Q -6 t :Pt Qv30 0 Qo03 ki 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 7S3-5223 Fax: (206) 783 -5409 wwlvpacific- studio. corirr Datw 05/07/2012 Rim Daf n Hauls Rev. Mate Scale: AS NOTED Drawn BY: AM MAR SUBMITTAL Sheet litisn Project ID: Job: 1: Sub: X2 X3 X1 225P DRAWING INDEX it DESCRIPTION 225P.0 SITE PLAN & PROJECT SCOPE 225P.F OCCUPANCY & FIRE SAFETY 225P.1 EXHIBIT PLAN & ELEVATION 225P.2 EXHIBIT AREA CROSS SECTIONS 225P.3 WAITING AREA / THEATER STRUCTURAL 225P.4 WAITING AREA I THEATER PLANS 225P.5 WAITING AREA I THEATER ISOMETRIC 225P.6 WAITING AREA FRAMING PLAN 225P.7 WAITING AREA FRAMING DETAILS 225P.8 NASA ARTIFACT ANCHORING DETAILS 225P.9 NOT USED G1.1 GENERAL NOTES (STRUCTURAL) S1.1 AFT ANCHOR BOLT LAYOUT 51.2.1 RED STEEL SUPPORT S1.2.2 WALKWAY FRAMING PLAN - PAYLOAD S1•2 AFT SECTION STRUCTURAL S1.3 AFT SECTION W /STAIRS & LANDING 81.4 ADA LIFT PLAN S1.4.1 GUARDRAIL LAYOUT S2.1 AFT SECTION ELEVATIONS S5 ..1 STANDARD DETAILS S5.2 STANDARD DETAILS S5.3 STANDARD DETAILS S5.4 LANDING DETAILS S5.5 STAIR DETAILS FILE COPY • Permit Na _, Approval of construction documents does not authorize violation of any ..' • #' = + code or . j ante. Receipt pt of oI app , i 1 t' � ' ! 1;. 1 . " j'' ��ckno�e\i: By c Of Dade: 4 /V ; o/ 2 City Of A:1mb BUILDING DIVISION MAY 09 e. ., . . alp Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 Fax: (206) 764 5707 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City BUILDI via 2012 NTE'i Project Ma: (FFT) Full Fuselage Trainer 0 121 Ems" v ILLIon v a 4 • 0, m =� b• r • t mb .�yib a o - .2 Q3 3 L n CO y 0 d ON o ?o y co Q -6 t :Pt Qv30 0 Qo03 ki 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 7S3-5223 Fax: (206) 783 -5409 wwlvpacific- studio. corirr Datw 05/07/2012 Rim Daf n Hauls Rev. Mate Scale: AS NOTED Drawn BY: AM MAR SUBMITTAL Sheet litisn Project ID: Job: 1: Sub: X2 X3 X1 225P - Existing trees, typ. Property Line 0 ° PROPERTY LINE N 27 23 41 W719.69 0 \ \ r \ o r \ \ \ r r (4)ILow - E E ficient P ecuri Restriped pa 67 3 Main museu \\ East Margin \ \Reference p Access route�bm A parking statls ,-\\ Fire lane r \ e\ \ In9`-\ \\ ca s, inbluding ADA tails \.� �n p king across Marginal pa ?king t'erRtnination. ' Truck loading area Bollard typical, see landsc Service entr�,i Gate \ \ A OWNER: MUSEUM OF FLIGHT FOUNDATION SITE ADDRESS: 9305 EAST MARGINAL WAY SOUTH SEATTLE, WA 98108 CONSTRUCTION TYPE: TYPE 1 FULLY SPRINKLED WITH AUTOMATIC FIRE ALARM OCCUPANCY: A -3 PROJECT SCOPE: Interior Tenant Improvement - Installing the FFT Space Shuttle Trainer (Artifact) into the Gallery. This involves constructing a new rear engine section to support the Vertical Stabilizer, OMS pods and Thruster Bells. To make the Artifact ADA compliant; stairs, platforms and a wheelchair lift will be added to the Artifact. NOTES: Mayes Engineering to inspect anchoring to floor during install Exit to Air Park Lim of Envi onme tal oven:nt 4 ligh fixtur•s, one per ben h Bike ra k Concrete a Post in •' = 1 r valve 1 ADA acce s from bride - Existing fir CO„ APP' } AUG 132 2012 City of Tulttviia BUILDING DIVISION ° o .VO O ° Oo. .O° Oo- ° 0 °• ° Oo O 0 4 o 0 ° oD 0 o °°. o° • . ° Oo. ° o °.o • o O° O °° o O° O° 0 0 0.. O oo O °o° ° o0 0°. o °Oo 0 �0• ° O° J °• o 00 0 o °0040 °4 4, o ! J Oa ° Or 1 I\� / j O°°'O° Oo o. ° O` 1' 0° O °0 ° 4 ° °0• ° Cf 0. ° o.r ° ` ° 0. O°. ° 0 • CRGSS\NA`K iiiir, IMM711711 lilililili ■ ■ ■ ■ ■■ ■ ■ ■■ ■ ■i. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■i■ �� ' t !'r !I ■ ■ ■ ■■ ■■U■ ■Il■ ■ ■■ ■r■ ■■ ■■ ■■■p' CD7 N 22 31 55 W 464.96 Security fence Gate Fire hydrant Landscaped area EAST MARGINAL WAY SOUTH EAST MARGINAL WAY SOUTH III I WM *WWI t IMO GRAS GRASS- GRASS4 1RR w (R) GRASS^• / 1 I °f° OSCALE: 1/37=r cr SITE PLAN 1 /n PP; 1 1 crilit i tK LA JUN 192012 PERMIT CENTER CORRECTION 17 I � 1 Sc. LTR# DATED: SIGNED: THE SUBMITTAL MATERIALS ARE APPROVED AS PRESENTED. THE SUBMITTAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMITTAL MATERIALS NEED THE ATTACHED CLARIFICATION, AND MUST BE RESUBMITTED. CUeot: Museum Of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: 206 768 7118 Fax: 206 764 5707 Project Title: (FFT) FULL FUSELAGE TRAINER 0 ‘,N d PACIFIC STUDIO 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacfio-studio.com Dote: 06/18/2012 Rev. Dote: In House Rev. Date: ale: AS NOTED Drawn By: AMMAR * *1st SUBM Sheet Title: SITE PLAN Yew: Project ID: 000 -225 Job: )/y Assembly: M Sub: M 225P.0 \IPS- FILE11Active Jobs\225_MOF FFT (Space Shuttle Trainer) \Drafting \CONSTRUCTION DRAWINGS \site_plan.dwg, PS17x11, 4/2612012 4:37:14 PM, DWG To PDF.pc3 ❑ THE SUBMITTAL MATERIALS ARE ❑ THE SUBMITTAL MATERIALS ARE APPROVED WITH APPROVED AS PRESENTED. THE PROVIDED NOTATIONS. ❑ THE SUBMITTAL MATERIALS NEED THE ATTACHED CLARIFICATION, AND MUST BE RESUBMITTED. DATED: SIGNED: 7 /7 l 7 �f r / 7" 7 7 vIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION r11: _ iiWirAVAVNAWAIMIW armarmalawarivaw 71117117 • minunimmunnummulainsimmom...- 1.1m1.1.1" ����000�0000� Client: - Museum of Flight Foundation Address: - 9404 East Marginal Way South Seattle, WA 98108 Phone: - (206) 768 -7118 Fax: - (206) 764 -5707 Project Title: (FFT) Full Fuselage Trainer 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www. pacific- s(udia, cam Date: 04/24/12 Rev. Da6x In House Rev. Dote: Scale: AS NOTED Drawn By: AMMAR RE M Sheet Title: CEIVED AY 092012 MIT CENTER EoPLAN VIEW - SITE PLAN WITH EXHIBIT SCALE: NTS Project ID: Job: X1 X2 Sub: X3 225P.0 m 1 0 T -4 N XI 0' 0 XI 0 cn0 Z 0 co a _ 0 7 T 0 z 0 T -4 a3 T 0 Exhibit Area: 10,722 SF Exhibit Area FFT: 380 SF + 194 SF = 574 SF FLOOR EXHIBITS: 272 SF + 48SF = 320 SF Total Exhibit Area: 10,722 - 574 - 320 = 9,828 SF 9,828 SF : 7 SF net / occupant =1404 occupants Total exit capacity =1440 occupants (for 10080 SF) 0 0 0 0 THE SUBMIT IAL MATERIALS ARE APPROVED AS PRESENTED. DATED: SIGNED: H d THE SUBMITTAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMITTAL MATERIALS NEED THE ATTAC ED C_ARIFICATION, AND MUST BE RE ►UB BITTED. Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 Fax: (206) 764 5707 EX }'T FROM HOLD AREA 5320 SF STAFF TO CONTROL FLOW 5403--- SF UNDER 49 PEOPLE AT / A TIME ON THE WALKWAY AND HOLDING AREA STAFF TO ASSIST WITH LIFT & CONTROL ACCESS TO HOLDING AREA 2012 PATH OF EGRESS HAND RAIL City BUILD Tukwila G DIVISION 0 0 LIFE SAFETY PLAN SCALE: 1116 " =1' -0" LEGEND 0 0 0 0 Occupant Group Occupant Load CORRECTIO LTR# Dl� 155 A3 Actual Allowed 800 Occupant Load Path of Egress 360 360 Exit Capacity RECEIVE AUG 06 2012 PERMIT CEN i t 108' • Distance to nearest exit along path of egress Project Title: (FFT) Full Fuselage Trainer O ‘1,'N v 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific-studio.com Date: 08/06/2011 Rev. Date: In House Rev. Date: 1144, 8/6/12 sKA Scale: AS NOTED Drawn By: AMMAR Sheet Title: OCCUPANCY & FIRE SAFETY ED r{ ' STATE:'.r� J�� S ?',✓ Project ID: Job: X1 Assembly: X2 Sub: X3 225P.F PS- FILE1\Active Jobs\225_MOF FFT (Space Shuttle Trainer »Drafting \CONSTRUCTION DRAWINGS11st SUBMITTALIBATCH- 11225P.1 to 225P.9 MOF FFT DETAILS.dwg, 225P. tits 0-0095radM63lld -Sd11'WVZZ9066ZtOU9+8 EMERGENCY /EXIT LED LIGHTS W/ BATTERY BACK -UP GALLERY ENTRY STAIRCASE THE SUBMITTAL IATERIALS ARE APPROVED AS PRESENTED. DATED: THE SUBMIIIAL MATERIALS THE PROVIDED NOTATIONS. THE SUBMIIIAL MATERIALS CLARIFICATION, AND MUST SIGNED: ARE APPROVED WIT NEED THE AIIACHED BE RESUBMITTED. TWO 8' LED TRACK LIGHTS ON EACH LEVEL Elfamm .... .ez. , . WA la wilimmisiorimniti.--i-----...--,--, I AN IM FAIIMIMIr I..ir,-M_'iI \ \\ L NASA ARTIFACT CREW CABIN ACCESS PATFORM (NO PUBLIC ACCESS) CREW CABIN ACCESS STAIRS (CLOSED TO PUBLIC) PLAN VIEW - CARGO BAY GALLERY & WAITING AREA (MAX OCCUPANCY 49 PEOPLE) -".InI' i 1 inn �fuii UP REMOVABLE CHAIN ACROSS STAIRS /W SIGN "NO PUBLIC ACCESS" PER IBC 1011.1 EXCEPTION 1 SCALE: NTS ORIGINAL NASA BEARING PAD: CARGO BAY OUTER SKIN (BELLY) TO BLUE FRAME EMERGENCY /EXIT LED LIGHTS W/ 25P.9 BATTERY BACK -UP AT CREW ACCESS HATCH IN FOREGROUND (SEE PLAN VIEW) SEE SP. RJ FOR ADDITIONAL '� FASTENING DETAIL NASA ARTIFACT CARGO BAY NTERNAL FRAME (AKA RED FRAME) NASA ARTIFACT CREW CABIN MODULE (NO PUBLIC ACCESS) GALLERY ENTRY STAIRCASE City of Tukwila BUILDING DIVISION NASA ARTIFACT RUDDER ASSEMBLY ANCHORED TO AFT STRUCTURE WHEELCHAIR LIFT S 1.4 EMERGENCY /EXIT LED LIGHTS W/ BATTERY BACK -UP 1 client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 Fax: (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer FE- ‘,"■ v 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific-studio.com Date: 08/06/2012 .Ic Rev. Dote: NASA ARTIFACT CARGO BAY DOORS NASA ARTIFACT OMS ENGINE PODS MOUNTED TO AF STRUCTURE In House Rev. Date: NASA ARTIFACT CARGO BAY SUPPORT FRAME (AKA BLUE FRAME) 1 \ EMERGENCY /EXIT \5P.9/ LED LIGHTS W/ BATTERY BACK -UP NASA ARTIFACT MAIN ENGINE BELLS MOUNTED TO AFT STRUCTURE 3 PL NASA ARTIFACT CREW CABIN SWIVEL FRAME (SWIVEL MECHANISM TO LOCKED IN HORIZONTAL POSITION) 2 SIDE ELEVATION - CARGO BAY GALLERY & WAITING AREA ANCHORING DETAIL SCALE: NTS "BLUE" FRAME TO FF ANCHORING DETAIL "BLUE" FRAME TO FF ANCHORING DETAIL "RED" FRAME TO FF 25P.8 TWO 8' LED TRACK LIGHTS ON EACH LEVEL "MAXIMUM OCCUPANT LOAD 49" SIGN THEATER BENEATH AF I STRUCTURE PLATFORM ANCHORING DETAIL MEZZ FRAME TO FF ECENE AUG 06 2012 ?E-Rmir CENTER 8/6/12 sKA Scale: AS NOTED Drawn By: AMMAR Sheet Title: EXHIBIT PLAN & ELEVATION REG.t$ FRED ARCHITECT AEL C;. P' 'RY STATE CF WASH I.A TON Project ID: Job: X1 Assembly: X2 Sub: X3 225P.1 14' -10 5/8" CARGO BAY GALLERY WAITING AREA BEYOND 00 J SECTION - CARGO BAY GALLERY & WAITING AREA (MAX OCCUPANCY 49 PEOPLE) SCALE: NTS GALLERY WALKWAY FRAME THE SUBMITTAL MATERIALS ARE APPROVED AS PRESENTED. DATED: THE SUBMIIIAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMITTAL MATERIALS NEED THE Al !ACHED LARIFICATION, AND MUST BE RESUBMITTED. SIGNED: WAITING AREA WAITING AREA PLATFORM ISOMETRIC - CARGO BAY GALLERY & WAITING AREA (MAX OCCUPANCY 49 EOPLE) J SCALE: NTS MAXIMUM OCCUPANCY GALLERY AND WAITING AREA COMBINED 49 PEOPLE INCLUDING STAFF CARGO BAY GALLERY WALKWAY RUDDER SPINE ANCHOR POINTS CARGO BAY GALLERY WAITING . AREA FIRE SPRINKLER MAIN ENTRY POINT REVIE° ±FE"o FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION N) N SECTION - CARGO BAY GALLERY & WAITING AREA (MAX OCCUPANCY 49 ?EOPLE 2� ) SCALE: NTS "RED FRAME" SUPPORTING GALLERY WALKWAY ( "BLUE FRAME" OMITTED FOR CLARITY) N) THEATER SPACE THEATER STORAGE AREA RECEIVED AUG 06 2012 PERMIT CENTER Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 (206) 764 5707 Fax: Project Title: (FFT) Full Fuselage Trainer 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific- studio. com Date: 08/06/2012 Rev. Date: 8/6/12 sKA In House Rev. Date: Scale: AS NOTED Drawn By: AMMAR Sheet Title: SUBMITTAL EXHIBIT AREA CROSS SECTIONS 5505 REGkzTEREr ARCHITECT A L;TATE: OF ,, Project ID: Job: X1 Assembly: Sub: X2 X3 225P.2 co m 0 0 co 1 s m 5" 0 co 0 A 0 24 0 0 m m 0 0 00 CO 00 1 1/2" 3 1/2" t 1 1/2" ffir SIMPSON STRONGTIE LS70 BOTH SIDES t11111Vn■i■ssfM11.1111111M=s ik A A \A svt SIMPSON ST CORD TIE T 1 ONGTIE H1 HANGE BOTTOM CORD T) wow na ■ • a ____a_ IT MM 1 1 R P n111111M11111•11•M11•I11Il111M t1•S I) 13' WAITING ROOM MEZZANINE FRA THEATER �E 1/2 -13 THRU BOLTS INTO ROOF JOIST THROUGH SPINE BOX @ TOP 8c BOTTOM JOISTS RUDDER SPINE (NASA ARTIFACT) 24" x 24" PLYWOOD FRAME WITH ALUMINUM ANGLE ALONG INTERIOR EDGES 2x8 TOP CORD TIE SIMPSON STRONGTIE LS70 BOTH SIDES 1/2" NOTE: ALL FRAMING 8c SHEATHING TO BE DRICON TREATED LUMBER THE SUBMIIIAL MATERIALS ARE APPROVED AS PRESENTED, DATED: SIGN ED: T E SUBMITTAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMIIIAL MATERIALS NEED THE Al IAC ED CLARIFICATION, AND MUST BE RESUBMITTED. CODE. COMP! _ . °; ' APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: (206) 768 -7118 Fax: (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer 2x8 CROSS MEMBER 3X FORE 8c AFT OF RUDDER SPINE (TOP (gc BOTTOM) @ CORD TIES 2x8 BOTTOM CORD TIE SECTION / CARGO BAY GALLERY WAITING AREA / THEATER SCALE: 3/16 " =1' -0" WHEELCHAIR ENTRANCE (FROM LIFT) 15'—O 1/16" PLAN VIEW - AFT SECTION / CARGO BAY GALLERY WAITING AREA 2 SCALE: 3/16 " =1-0" . AUG 062012 ERtuf IT CENTEF SIDE VIEW - AFT SECTION / CARGO BAY GALLERY WAITING AREA SCALE: 6 " =1-0" O a y;3 o 2)42 m •c4, 1143 th 1,442 Cfa � 1:1 0 m • y y Q h oe m O a 45a y o O 0 4 m 0 Q O m Q,C 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific- studio, com Date: 08/06/2012 Rev. Date: In House Rev. Date: 8/6/12 SKA Scale: AS NOTED Drawn By: AMMAR 4t Sheet Title: WAITING AREA / THEATER STRUCTURAL Project ID: NM Job: X1 Assembly: X2 Sub: X3 225P.3 en F- Prr IL" 0 0, fting\CONSTRUCTION DRAWINGS11st SUBMITTAL4ATCH- 11225P.1 to 225P.9 MOF FFT DETAILS BuW0- 0095fOdM6311-Schl dZ El\ PLAN VIEW SECTION - AFT SECTION THEATER SCALE: 3I1G =1' -0" SCALE: 3116 " =1' -0" INTERIOR DRICON WALL WILL BEAR THE WEIGHT OF ENGINE BELLS AND VERT. STABILIZER SIMPSON STRONGTIE HDU5 INTERIOR WALLS: 3/4" PLYWOOD SHEATHING FASTEN W #10 WOOD SCREW ©14" O.C. ALONG EDGES, 16" O.0 HELD COVER W 1/2" DRYWALL SIMPSON STRONGTIE HDU5 TO 1/2 -13 ALLTHREAD STUD WELDED AT P_4TFORM BEAM 4 PL SIMPSON STRONGTIE HDU5 oo r) CD EXIT (INCLUDE LIGHTED ABOVE DOORWAY) CCD 00 PLAN VIEW SECTION - AFT SECTION / CARGO BAY GALLERY WAITING AREA SCALE: 3116 " =1'-0" SIMPSON STRONGTIE HDU5 NOTE: ALL FRAMING & SHEATHING TO BE DRICON TREATED LUMBER r) THE SUBMIIIAL MATERIALS ARE APPROVED AS PRESEUTED. DATED: SIGNED: THE SUBMIIIAL THE PROVIDED THE SUBMIIIAL C .ARIFICATION, MATERIALS ARE APPROVED WITH NOTATIONS. MATERIALS NEED THE AI IACHED AND MUST BE RESUBMI I I ED. 21' -3 9/16" REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION (3) PLAN VIEW - AFT SECTION / CARGO BAY GALLERY WAITING AREA SCALE: 1/4 " =1' -0" Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: Fax: (206) 768 -7118 (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific- studio. com Date: 08/06/2012 Rev. Date: In House Rev. Date: 8/6/12 sKA Scale: AS NOTED Drawn By: AMMAR SUBMITTAL c N Sheet Title: WAITING AREA / THEATER PLANS EoPfrP' 64441/ ECEN- AUG 06 2012 ERMJT CENTE 6506 REGFS T E RED ARC EG": Project ID: Job: X1 Assembly: X2 Sub: X3 225P.4 T m 0 Co 0 0 0 z co a 61 0 N 0 0 m Bu9{BJC1-0055f Od 1.1'■ 6311d-Shck VW L4:05.1.1. Z 60Z5rB TOP SKIN: 3/4" DRICON TREATED PLYWOOD SHEATHING STAGGER AS SHOWN WITH LONG EDGE FORE -AFT FASTEN W #8 WOOD SCREWS 6" O.C. ALONG EDGES 10" O.C. @ FIELD NASA ARTIFACT RUDDER ASSEMBLY ANCHORED TO AFT STRUCTURE SIDE SKIS (BOTH SIDES): 5/8" TYPE X DRYWALL NOTE: ALL FRAMING & SHEATHING TO BE DRICON TREATED LUMBER REAR SKIN: 3/4" DRICON TREATED PLYWOOD SHEATHING FASTEN W #8 WOOD SCREW @6" O.C. ALONG EDGES 10" O.C. FIELD COVER WITH 1 /4" DRYWALL 2x8 ROOF JOIST 4 PLACES ROOF TRUSS @ 16" O.C. 4x6 CORNER POST @ FRONT CORNER (2 PLACES) BOTH AREAS WILL HAVE SPRINKLERS STEEL STUDS AND SHEETROCK TO FRAME IN THEATER AREA (7' CEILING) ISOMETRIC - AFT SECTION / CARGO BAY GALLERY WAITING AREA SCALE: NTS THEATER VIEWING AREA- UNDER PLATFORM THE SUBMITTAL MATERIALS ARE APPROVED AS PRESENTED. DATED: SIGNED: THE SUBMIIIAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMIIIAL MATERIALS NEED THE ATTACHED CLARIFICATION, AND MUST BE RESUBMITTED. TO BE BUILT WITH DRICON (FIRE RETARDENT WOOD) STEEL PLATFORM SUPPORTING DRICON C2 ISOMETRIC - AFT SECTION / CARGO BAY GALLERY WAITING AREA _� SCALE: NTS V% 155 Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: Fax: (206) 768 -7118 (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer Emma ‘X‘ v 0 cc m 0 rza• o .- @' c fo CO c� tb CO a) 3w a °a'° 0 y y w t�Qy o 'q ci 3'04- 1, y Q) o Vj w„ 3 „ 0 c 0� `Q' o 0 Q m0 c Q 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific-- studio. com Date: 08/06/2012 Rev. Date: In House Rev. Date: 8/6/12 sKA Scale: AS NOTED Drawn By: AM MAR Sheet Title: WAITING AREA / THEATER ISOMETRIC £:otLfra()cP Rf.oF.K REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION ECH Et) AUG 06 2012 RMIT CENTER I3EOIGTERREO RCH1TECT F Project ID: Job: X1 Assembly: X2 Sub: X3 225P.5 rn P' 0 (7, 71 6 51 = 6 0 0, 0 0 0 0 0 x 0 ,$) K 0 0 m —t 0 ft, 2 253 13/16" 3/4" PLYWOOD GUSSETS TYP 16"0.C.-IP 15 /4" NOTE: ALL FRAMING & SHEATHING TO BE DRICON TREATED LUMBER PLAN VIEW - AFT SECTION FRAMING SCALE: 3116"=1'-0" • • 88 7/8" 96" 81 3/8" FRONT VIEW - AFT SECTION FRAMING SCALE: 3/16=1'-011 SIDE VIEW - AFT SECTION FRAMING } SCALE: 6"=1'-0" THE SUBMII IAL MATERIALS ARE APPROVED AS PRESENTED. DATED: SIGNED: THE SUBMITTAL MATERIALS ARE APPROVED WIT THE PROVIDED NOTATIONS. THE SUBMI I IAL MATERIALS NEED THE ATTACHED C_ARIFICATION, AND MUST BE RESUBMII IED. i - IANCE At.ii 1 3 2012 (.:;ity ••V' TuKwila DiVISION 3/4" DRICON TREATED PLYWOOD END GUSSETS Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: Fax: (206) 768-7118 (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783-5226 Fax: (206) 783-5409 www.pacific-studio. com isrp.iGP.evief., AUX VIEW - AFT SECTION FRAMING - GUSSET DETAIL SCALE: 6"=1'-0" 55 ECEI E AUG 06 2012 W;RMIT CSNITER Date: 08/06/2012 Rev. Date: In House Rev. Date: 8/6112 SKA Scale: AS NOTED Drawn By: AMMAR Ile Sheet Title: WAITING AREA FRAMING PLAN r_-".C;K3TER7D ARCHITECT IAEL P S'IATEOVWF: Project ID: Job: X1 Assembly: X2 Sub: X3 225P.6 Ot44910-COGsrad1-11011J- ScA1wv6i7:gat NM SIMPSON STRONGTIE HDU5 NAIL PER MFG SPEC 1/2 -13 ALLTHREAD STUD THROUGH SHTG & B -DECK SILL PL 2X- 2x4 #12 SCREW @ 12" O.C. THROUGH SHTG TO B -DECK TYP REAR VIEW - AFT SECTION FRAMING SCALE: 3/16 " =1' -0" 5 5/8" 1-1/8" PLYWOOD /o 22GA GALV B -DECK WELD ALLTHREAD STUD TO PLATFORM BEAM W10X 12 PLATFORM BEAM • .. • NOTE: ALL FRAMING & SHEATHING TO BE DRICON TREATED LUMBER SECTION - OUTER WALL SOLE PLATE ANCHOR SCALE: 1/2 " =1' -0" 28" 25" THE SUBMITTAL MATERIALS ARE APPROVED AS PRESENTED. DATED: SIGNED: THE SUBMIT IAL MATERIALS ARE APPROVED WITH THE PROVIDED NOTATIONS. THE SUBMITTAL MATERIALS NEED T E ATTACHED C ARIFICATIN, AND MUST BE R =SUBMI I I ED. INNER WALL HEADER 2x10 DOUBLE HDR 1/2" PLYWOOD BETWEEN DBL HEADER OUTER WALL HEADER 2x6 DOUBLE HDR 1/2" PLYWOOD BETWEEN DBL HEADER ISOMETRIC SECTION - TYPICAL DOORWAY HEADERS SCALE: NTS VERTICAL CORD 2x4 TYP TOP CORD 2x4 TYP WEBS 2x4 TYP REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: Fax: (206) 768 -7118 (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer 0 NIX1 a 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 wwwpacific- studio, coin Date: 08/06/2012 Rev. Date: !oA/ie CEILING TRUSS NAILPLATES 3/8" PLYWOOD BOTH SIDES OF EACH TRUSS (EXCEPT FRONT TRUSS) FASTEN WITH 8D NAILS (BRIGHT) SPACED 1 1/2" O.C. PATTERN APPROXIMATELY AS SHOWN BOTTOM CORD 2x8 TYP DOORWAY HEADER 2 PCS 2x6 TYP WITH 1/2" PLYWOOD FILLER SECTION - TYPICAL ROOF TRUSS SCALE: 1/2 " =1' -0" CEILING: 3/4" PLYWOOD SHEATHING STAGGER WITH SHORT EDGE FORE -AFT FASTEN W #10 WOOD SCREW 014" OC ALONG EDGES, 16" OC FIELD OUTER WALL HEADER 2x4 OUTER WALL HEADER 2x4 c AUG 06 2012 ER_MIT CENTEF, In House Rev. Date: 8/6/12 sKA Scale: AS NOTED Drawn By: AMMAR .IC Sheet Title: WAITING AREA FRAMING DETAILS SSO REGCTUREI, ARCHITECT MICHAEL C. rATE OF WAS F!+t ION Q Project ID: Job: X1 Assembly: X2 Sub: X3 225P.7 EXISTING " RED FRAME" COLUMN a 5/8 0 ALL THREAD EMBED 5 1/2" W HILTI HIT RE 500 SD 2 PL EACH BASE PLATE (12 COLUMNS — 24 PL TOTAL) STEEL SHIM AS REQUIRED (1 1/2" MAX) • TYP "RED FRAME" ANCHOR SCALE: NTS 1110 WOOD SCREW W/ FENDER WASHER 2 PL PER ANCHOR BLOCK X10 x 4" WOOD SCREW 2 PL PER ANCHOR BLOCK SECTION ANCHOR 3" x3 "x INBOARD BEARING • BLOCK: 12" WOOD OF EXISTING BLOCK EXISTING NASA ARTIFACT: BEARING BLOCK SCALE: NTS ❑ THE SUBMITTAL MATERIALS ARE ❑ THE SUBMITTAL MATERIALS ARE APPROVED WITH APPROVED AS PRESENTED. THE PROVIDED NOTATIONS ❑ THE SUBMITTAL MATERIALS NEED THE ATTACHED CLARIFICATION, AND MUST BE RESUBMITTED. DATED: SIGNED: EXISTING "BLUE FRAME" TRUSS L 6 "x4 "x7/16" (LLV) 1/4"0 SELF -- TAPPING SCREWS 5 PL 5/8 0 ALL THREAD .EMBED 5 1/2" W HILTI HIT RE 500 SD PROVIDE CO 8' -O" PER TRUSS TYP "BLUE FRAME" TRUSS ANCHOR SCALE: NTS EXISTING NASA ARTIFACT: CARGO BAY „BELLY" SKIN EXISTING NASA ARTIFACT: BEARING BLOCK •••■■11_1 =12" TYP. TYP BEARING PAD ANCHOR SCALE: NTS 6' REVIEWED FOR CODE COMPLIANCE APPROVED AUG 1. 3 2012 City of Tukwila BUILDING DIVISION RE( MAY ERMI Client - Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: - (206) 768 -7118 Fax: - (206) 764 -5707 Project Title: TFFT) Full Fuselage Trainer ::=D Fmm v Lamm v d 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific-studio.com Date: 04/26/12 Res. In House Rev. Dote: scale: AS NOTED Drawn Br. AM MAR SUBMITTAL Sheet RN: ANCHORING DETAILS EIVED 09 2012 T CENTER Project ID: Job: X1 Sub: X3 225P.8 FxatstorE exit and emergency specialists CONSTRUCTION The EXL combination sign is constructed of a high impact thermoplastic. The unit arrives with batteries included and a universal faceplate as standard. This unit is one of the most common combination exits and can be found in malls, restaurants, hospitals, and office buildings. Energy efficiency is provided through the use of LED technology. ILLUMINATION Emergency Egress lighting is provided via 2 adjustable swivel style emergency lights. The lights can be moved from the top to the side and even rotated up to 135 degrees. BATTERY TECHNOLOGY This unit comes complete with a universal 6 Volts 4.5 Amp hour sealed lead acid battery. The batteries will allow the sign to illuminate for 90 minutes in case of an emergency. An additional battery arrives with the unit if the Remote Capable option is ordered, providing long run times if no remote heads are installed. PRODUCT HIGHLIGHTS • Universal Faceplate • Push to Test Switch Standard • Universal Mounting Canopy • Adjustable Lamp Heads • Field Selectable Chevrons • Battery Backup Standard • Remote Capability Available • Self Diagnostics Capable • 3 Year Limited Warranty C�.2 EXIT LIGHTING SPECIFICATIONS SCALE: NTS Thermoplastic Exit Combination INSTALLATION The EXL series is assembled to meet all means of installation types through it's universal knockout patterns and mounting canopy. The combo can be affixed via Top, Side, or Back mounts. ELECTRICAL SPECIFICATIONS Utility Input: 120 / 277 VAC, 60 Hz Temperature Range: 32° F (0° C) to 104° F (40° C) Recharge Duty Cycle: 24 hours Safety Circuitry: Solid State Transfer ORDERING INFO TI ON Example: EXL- EM- G -WH -RC Series Operation EM THE SUBMITTAL MATERIALS ARE APPROVED AS PRESEUTED. DATED: SIGNED: THE SUBMIIIAL THE PROVIDED THE SUBMIIIAL CLARIFICATION, MATERIALS ARE APPROVED WITH NOTATIONS. MATERIALS NEED THE Ai IACHED AND MUST BE RESUBMI—ED. Legend Housing Color G WH EXL EM • Battery Backup R • Red BK • Black SD • G • Green WH • White RC • DIMENSIONS & DETAILS (in.) A ZIT 6 A" Er C Cr 22" 13" 2.8" 1O D EXL Thermoplastic Exit Combination Options RC Self Diagnostics Remote Capable Underwriters Laboratories -yR CODE COMP► ANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION fett/s CODE COMPLIANCE UL924 Listed NFPA Life Safety Code 10 OSHA E..E V AUG 06 2012 )eRMiT CE.I T =: 241 Client: Museum of Flight Foundation Address: 9404 East Marginal Way South Seattle, WA 98108 Phone: Fax: (206) 768 -7118 (206) 764 5707 Project Title: (FFT) Full Fuselage Trainer 0 d 0 � z Q 0 o 3• E �nscb Ca CD 3w bow y yw� co g o4m`� 3b�a .• y o� O 3 leti 03 O 0Q. , m0 Qom 1 k `C 5311 Shilshole Ave. NW Seattle, WA 98107 Phone: (206) 783 -5226 Fax: (206) 783 -5409 www.pacific- studio, com Date: 08/06/2012 Rev. Date: n House Rev. Date: Sale: AS NOTED Drawn By: AMMAR Sheet Title: EMERGENCY EXIT LIGHTING SPEC Project ID: Job: X1 Assembly: X2 Sub: X3 225P.9 AFT & CARGO BAY PLATFORMS 9404 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 CODE CO VIPLIANCE 1. THIS PROJECT SHALL COMPLY WITH IBC 2009, STATE OF WASHINGTON & CITY OF TUKWILA CODES, INCLUDING 2003 ANSI ACCESSIBILITY CODES. 2. BASED ON LRFD METHOD. 3. STAIRS COMPLY WITH ADA, AMERICANS WITH DISABILITIES ACT GENERAL NOTES 1. SPECIAL INSPECTION REQUIRED FOR ANCHOR BOLTS. 2. NO FIELD WELDING REQUIRED. 3. SPRINKLER & ELECTRICAL PERMITS BY OTHERS. 4. SITE PLAN PROVIDED BY OTHERS. SEISM IC DATA Ss Si SITE CLASS IMPORTANCE FACTOR Fa Fv LATITUDE 47.518 1.522 0.520 D 1.0 1.0 1.5 LONGITUDE -1 22.297 DESIGN DATA 1 118" COMP -DECK STEEL DECK STEEL JOISTS STEEL BEAM S /COLS MISCELLANEOUS 4.7 PSF 1.7 PSF 2,0 PSF 2.0 PSF 1.6 PSF DEAD LOAD LIVE LOAD TOTAL LOAD EXISTING BUILDING DATA 1. DESIGN PRESSURE IS 1500 PSF SOIL 2. 12" SLAB 3. 2500 PSI CONCRETE 4. BUILDING - TYPE 5. FULLY SPRINKLED WITH AUTOMATIC FIRE ALARM 12.0 PSF 100.0 PSF 112.0 PSF STEEL \OTES 1. GRADE AND FABRICATION: ALL STRUCTURAL STEEL SECTIONS AND WELDED PLATE MEMBERS SHALL CONFORM TO ASTM A36 UNLESS NOTED AS GR.50 ON THE PLANS, IN WHICH CASE THEY SHALL CONFORM TO ASTM A572, STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A -500 GRADE "B ". STEEL PIPE COLUMNS SHALL BE GRADE "B" CONFORMING TO ASTM A53. ALL PRIMARY AND SECONDARY FRAMING MEMBERS ARE FABRICATED FROM ASTM A653 GRADE 50 (Fy -55 KSI. MIN.) AND ARE G60 GALVANIZED. 2. BOLTS: ALL BOLTS SHALL CONFORM TO ASTM A325 UNLESS OTHERWISE NOTED ON PLANS. 3. WELDS: ALL SHOP WELDING SHALL BE DONE USING E70 ELECTRODES w/ A MIN. CHARPY V -NOTCH VALUE OF 20 FT. -LBS ® 20F. ALL WELDERS SHALL BE PROPERLY QUALIFIED AND BE PRE - APPROVED. ALL WELDING SHALL COMPLY WITH THE LATEST A.W.S. SPECIFICATIONS. NO BUZZ BOXES SHALL BE USED. WHEN WELDING A36 STEEL OR THA► 1 " - I , U LOW HYDROGEN ELECTRODES. GENERAL NOTES: 4. WELDING BY FCP INC. SHALL CONFORM TO THE LA CITY FABRICATORS LICENSE REQUIREMENTS, AS ACCEPTED BY THE CITY OF TUKWILA IN ACCORDANCE WITH IBC SECTION 1704.2.2 ALL STRUCTURAL STEEL COMPONENTS FABRICATED BY FCP, INC. WILL BE LABELED WITH COMPANY NAME AND L.A. FABRICATOR LICENSE NUMBER. UPON COMPLETION OF FABRICATION, A CERTIFICATE OF COMPLIANCE WILL BE SUBMITTED TO THE BUILDING OFFICIAL STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. THE CITY OF LOS ANGELES HAS ISSUED FABRICATORS LICENSE #1697 (FB01697) TO FCP INC. (EXPIRATION DATE OCT. 1, 2012). 5. A SPECIAL INSPECTOR NEED NOT BE PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, QUALIFICATIONS OF WELDING PROCEDURES AND WELDERS ARE VERIFIED PRIOR TO THE START OF WORK IN PROGRESS, AND A VISUAL INSPECTION OF ALL WELDS ARE MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING: A. SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. (REQUIRES PERIODIC INSPECTION.) B. FLOOR AND ROOF DECK. C. WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM OR COMPOSITE SYSTEM. D. WELDED SHEET STEEL FOR COLD- FORMED STEEL FRAMING MEMBERS I.E. STUDS, JOIST. E. WELDING OF STAIRS AND RAILING SYSTEMS. 6. REINFORCING RODS: WELDED IN COLD- FORMED STRUCTURAL MEMBERS ARE HOT ROLLED. A307, A706 GRADE 60 OR A572. 7. METAL DECK ASC STEEL DECK (ES REPORT ESR #1414) BOLT TIGHTE \ING CONDITIONS 1. ALL MACHINE BOLTS TO BE BEARING TYPE CONNECTIONS AND SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION IS DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE TIGHTENING A PERSON CAN ACHIEVE WITH FULL STRENGTH WITH AN ORDINARY SPUD WRENCH. 2. ALL CONNECTIONS USE SHEAR VALUES ONLY, NO FRICTION VALUES REQUIRED FOR CONNECTION STRENGTH. ALL CONNECTIONS SHALL BE TIGHTENED BY THE TURN -OF -NUT METHOD. BOLTS SHAL BE INSTALLED IN ALL HOLES OF THE CONNECTION AND BROUGHT TO A SNUG TIGHT CONDITION. SNUG TIGHTENING SHALL PROGRESS SYSTEMATICALLY FROM THE MOST RIGID PART OF THE CONNECTION TO THE FREE EDGES, AND AS NECESSARY UNTIL ALL BOLTS ARE SIMULTANEOUSLY SNUG TIGHT. THE CONNECTION SHALL THEN BE TIGHTENED FURTHER BY THE APPLICABLE AMOUNT OF ROTATION SPECIFIED IN THE TABLE BELOW: TABLE 22 -IV -E NUT ROTATION FROM SNUG TIGHT CONDITION DISPOSITION OF OUTER FACE OF BOLTED PARTS B 0 LT LENGTH (UNDERSIDE OF HEAD TO END OF BOLT) BOTH FACES NORMAL TO BOLT AXIS ONE FACE NORMAL TO BOLT AXIS, OTHER SLOPED NOT MORE 11-IAN 1:20 (BEVELED WASHER NOT USED) BOTH FACES SLOPED NOT MORE THAN 1:20 FROM NORMAL TO THE BOLT MIS (BEVELED WASHER NOT USED) NOT MORE THAN 4d X TURN X TURN % TURN MORE THAN 4d BUT NOT EXCEEDING 8d Ji TURN 3s TURN 3(s TURN MORE THAN 8d BUT NOT EXCEEDING 12d % TURN % TURN 1 TURN ANCHOR BOLT 1. GRADE AND FABRICATION: FOR ANCHORAGE IN CONCRETE USE ONE OF THE FOLLOWING: THREADED ANCHOR ROD, WASHER & NUT, (SUPPLIED BY INSTALLER). SEE SHEET S5.1 DETAIL 1 FOR SIZE & EMBEDMENT. 2. INSTALLATION: a) DRILL A HOLE IN THE CONCRETE USING A BIT THE SAME DIAMETER AS THE NOMINAL DIAMETER OF THE ANCHOR. DRILL THE HOLE TO THE SPECIFIED EMBEDMENT DEPTH PLUS ONE ANCHOR DIAMETER. CLEAR THE HOLE OF ALL EXCESS DEBRIS AND CONCRETE DUST. b) ASSEMBLE THE ANCHOR WITH NUT AND WASHER SO THE TOP OF THE NUT IS FLUSH WITH THE TOP OF THE ANCHOR. PLACE THE ANCHORS THRU THE HOLES OF THE BASE PLATE AND DRIVE INTO THE HOLES UNTIL THE WASHER AND NUT ARE TIGHT AGAINST THE BASEPLATE. a) TIGHTEN THE NUT TO THE REQUIRED INSTALLATION TORQUE. REFER TO ESR -1772. L SPECIAL INSPECTION ACKNOWLEDGEMENT COMPLETION OF THIS FORM 15 ACKNOWLEDGING THAT SPECIAL INSPECTION IS REQUIRED AND WILL BE IMPLEMENTED A5 LISTED BELOW: - PRIOR TO COVERING OF ANY AREA REQUIRING SPECIAL INSPECTION, A SPECIAL INSPECTION REPORT SHALL BE PROVIDED TO THE BUILDING DIVISION - ALL SPECIAL INSPECTORS SHALL BE REGISTERED WIHT THE BUILDING DIVISION PRIOR TO DOING ANY INSPECTIONS - WHERE ITEMS ARE NOT LISTED ON THE APPROVED PLANS REQUIRING SPECIAL INSPECTIONS, ITEMS LISTED IN IBC 1704 TO 1708 WILL APPLY IRREGARDLESS IF LISTED ON THE PLANS. - THE PERSON SIGNING BELOW ACKNOWLEDGES THAT THEY HAVE READ THE PLANS AGREE TO MANAGE THE IMPLEMENTATION OF THE SPECIAL INSPECTION PROGRAM LISTED ON THE PLANS. - SPECIAL INSPECTIONS MAY INCLUDE CONCRETE, EPDXY OR EXPANSION ANCHORS, ARCHITECTURAL COMPONENTS, MECHANICAL AND ELECTRICAL, STRUCTURAL WOOD, WELDING MASONRY, SOILS, FABRICATORS, STEEL, AND HIGH LOAD DIAPHRAGMS. SEE SPECIAL INSPECTION PROGRAM LISTED ON PLANS. THE FOLLOWING I5 A LIST OF STRUCTURAL COMPONENTS THAT REQUIRE SPECIAL INSPECTION IF ADDRESSED (5EE OTHER CONSULTANT DRAWINGS FOR ADDITIONAL INSPECTIONS) 1 EVIE.VV D FOR CODE COMPL !t N APPROVED AUG 13 2012 City of Tu'I w is PUILDINO DIVISION A.B. ANCHOR BOLT ARCH ARCHITECT BOT BLDG BM B.O.B CL CMU CLR COL CONC CONT 0 DBL DET DIM DN BOTTOM BUILDING BEAM BOTTOM OF BEAM ITEMS (only checked items apply) DESCRIPTION (only checked items are required) SPECIAL INSPECTION FIRM/ INDIVIDUAL CONCRETE ❑ PER CONTRACTOR • ALL CONCRETE • ALL EXCEPT • TEST: PER C.Y.: Qa 7 DAYS, @ 28 DAYS, HOLD ® BOLTS IN EXISTING CONCRETE/ MASONRY PER CONTRACTOR BOLTS INTALLED IN F-4 CONCRETE -- • BOLTS IN SHEAR WALLS STRUCTURAL WELDING ❑ PER CONTRACTOR • ALL WELDING EXCEPT PERIODIC • SINGLE PASS FILLET WELDS <ii" ❑CLADDING CONNECT. • WELDED STUDS • COLD FORMED STUDS • METAL DECKING • STAIRS It RAILINGS • REINFORCING STEEL HIGH STRENGTH - N- BOLTING y PER CONTRACTOR SNUG TIGHT: �I ALL INDICATED ®AS PRETENSION: • ALL AS INDICATED STRUCTURAL MASONRY ❑ PER CONTRACTOR ❑ WORKING STRESS DESIGN: • FULL • HALF - STRESSES • A5 INDICATED ■ STRENGTH DESIGN INSULATING CONCRETE FILL ❑ PER CONTRACTOR • INITIAL INSPECTION • PERIODIC INSPECTION DURING PLACING OF CONCRETE • STRENGTH TESTING PILING, DRILLED PIERS, ❑ AND CAISSONS PER CONTRACTOR • INSPECTION BY GEOTECHNICAL ENGINEER W/ S.I. • LOAD TESTING DRIVING: • CONT. INSP. • PERIODIC INSP. DRILLING: • CONT. INSP. • PERIODIC INSP. SHOTCRETE ❑ PER CONTRACTOR • PRECONSTRUCTION PANEL TESTING • INPLACE CORES TESTING WOOD ❑ SEISMIC DESIGN COMPONENTS: PER CONTRACTOR • HIGH -LOAD DIAPHRAGMS: GRADE/ THICKNESS, EDGE NAIUNG, PANEL EDGES • FIELD GLUING OPERATIONS (CONTINUOUS) • NAILING • BOLTING • SHEARWALLS • DIAPHRAGM • DRAG STRUTS • BRACES ■ HOLD -DOWNS COLD FORMED STEEL ❑ SEISMIC SYSTEM COMPONENTS: PER CONTRACTOR • CONNECTIONS (PERIODIC): • WELDING ❑ BOLTING • SCREW ATTACHMENT • STRUTS • BRACES • HOLD -DOWNS FOUNDATIONS ❑ SEISMIC SYSTEM COMPONENTS: CONTRACTOR • PLACEMENT OF REBAR (PERIODIC) • PLACEMENT OF CONCRETE (CONTINUOUS) SHEET G1.1 SIGNATURE OF PROJECT OWNER \DEX - S5.6 G1.1 GENERAL NOTES S1.1 AFT SECTION ANCHOR BOLT LAYOUT S1.2.1 CARGO BAY STEEL SUPPORT S1.2.2 CARGO BAY DECK FRAMING S1.2 AFT SECTION DECK FRAMING S1.3 AFT SECTION STAIR & LANDING PLAN S1.4 ADA LIFT PLAN S1.4.1 CARGO BAY GUARDRAIL LAYOUT CENTER LINE CONCRETE MASONRY UNIT CLEAR COLUMN CONCRETE CONTINUOUS DIAMETER DOUBLE DETAIL DIMENSION DOWN • •. • 1111 1111 1111 11 111111111111 I • F-7 L___J (E) EA EQ E.W. EX F.F. F.J. FDTN FLR FT. FTG. GA. GALV GYP HORIZ. H.S.B. HSS I.D. INT EXISTING EACH EQUAL EACH WAY EXTERIOR DATE S2.1 AFT SECTION ELEVATIONS S5.1 STANDARD DETAILS- AFT SECTION S5.2 STANDARD DETAILS- AFT SECTION S5.3 STANDARD DETAILS- CARGO BAY S5.4 AFT SECTION LANDING DETAILS S5.5 STAIR DETAILS- S5.6 STAIR DETAILS- ABBREVIATIONS FINISHED FLOOR FLOOR JOIST FOUNDATION FLOOR FOOT or FEET FOOTING GAUGE GALVANIZED GYPSUM HORIZONTAL HIGH STRENGTH BOLT HOLLOW STRUCTURAL SECTION INSIDE DIAMETER INTERIOR L.W. M.B. MAX. MECH MIN MISC (N) N.T.S. O.C. O.D. PL R REINF REQD REV LEGEND LIGHTWEIGHT MACHINE BOLT MAXIMUM MECHANICAL MINIMUM MISCELLANEOUS NEW NOT TO SCALE ON CENTER OUTSIDE DIAMETER PLATE RADIUS REINFORCE(D)(ING) REQUIRED(ING) REVISED AFT SECTION CARGO BAY CONCRETE WALL GYPSUM BOARD WALL SHEET (METAL) BLOCK WALL UNKNOWN WALL (E) STRUCTURAL COLUMN (E) ROUND COLUMN (E) SQUARE COLUMN (E) FOOTING (E) GRADE BEAM ELEVATION CHANGE COLUMN GRID REFERENCE VIEW /SECTION DETAIL NUMBER DETAIL CALLO UT /S ECTI 0 N SHEET NUMBER (01 S.S. SHTG SIM SQ ST T T &B T.O.B. T.O.D. T.O.S. T.S. TYP U.N.O. VERT. X.S. 1 5� STAINLESS STEEL SHEATHING SIMILAR SQUARE STEEL TOP TOP & BOTTOM TOP OF BEAM TOP OF DECK TOP OF SLAB TUBULAR STEEL TYPICAL UNLESS NOTED OTHERWISE VERTICAL EXTRA STRONG MEMBER SIZE (CALL OUT) ACCESS HOLE LOCATOR JOIST BRIDGING CAUTION ARE R�t +v ACITY �F TUKtu mLk JUN 19 2012 PERMIT CENTER DRAWING FOR PLAN CHECK SUBMITTAL, RELEASED FOR CONSTRUCTION. AT1EN11ON: DEALEFVERECTORAND USER THUS DRAWING, Me ALL NFORM TION HEREON, REIMS THE SOLE PROPERTY OF FCP. INC. ns USE IS PROVIDED FOR NG THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, N ANY WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED N OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL B Y FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETMS. AND MUSE COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT Is THE 90 LE RESPONSIBILITY OF THE DEng kL V� USER INVENTORY LIST. F A AT MA A AT THE JOB B SITE AONNST ITS PACIONG SHORTAGE EXISTS IT SHOUD B E NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOIIFYNG FCP OF TIE MISSING COMPONIDITM, FCP WILL I NCE EVERY EFFORT TO GET PARTS TO TIE JOB SITE M A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT' HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFEO IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT B E HELD FUMNCNLLY RESPONSIBLE OR LMBLE FOR MISTMO NLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AN O /OR DEFER. AFTER FABRICATION UPON COST FOR CORRECTA ING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. 1 N_ OD c) O N_ • _ CC O m 0 HISTORY /REVISIONS 0 0 APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS 0 z rs CV 0 (0 0 0 0 0 s i� 9- 0 11) co 3 cD I 00 N U D 0 co J 2Zo 00,76 ce LL 0�� 2 Q J_ WWI 2rnH 0 z ce$ VX 23100 BAXTER ROAD W1LDt MAR, CA 92595 (800) 807-2276 (805) 684-3188 FAX SAL ES ®FCPMEZZANINE.COM PERMIT /PC NUMBER: SHEET NUMBER: G1.1 SHEET 1 OF 15 ui ',nna\ nen\ 7' -103 " 7' -103 " 4 O 0 0 O ANCHOR BOLT LAYOUT Io O 1.2 oo oo 1.8 e Ir▪ s 0 N 0 REVIEWED FOR CODE COMPLIANCE APPRO ''ED AUG 13 2012 City of Tukwila BUILDING Di'vISioN CIA T K LA JUN 19 2012 PERMIT CENTER ATTENITON: DEALER/ERECTOR/END USER THIS DRAWING. AND ALL !FORMATION HEREON. REIMS THE SOLE PROPERTY OF FCP. INC. USE IS PROVIDED FOR THE MIEN DESCRIBED N TIM FCP PROPOSAL AND IS NOT, N ANY WAY, TO BE REPUCMED. FABRICATED. OR USED FOR ANY OTHER PURPOSE 1WH THAT STATED N OUR AOREIN NNT ==OUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETALS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT S THE SOLEONSIBEITY OF THE O EPLIMM ECTOR/FND USER TO INVENTORY WTERML ARRIVING AT THE JOB SITE AGAINST RS PACKING LIST. F A SHORTAGE EXISTS R SHOULD B E NOTED ON THE PACKING UST ALONG WRH NOTIFICATION 10 FCP BEFORE CONSTRUCTION COMMENCES. UPON NOnFYNG FCP OF THE MISSING FCP 11/111 ANNE EVERY EFFORT TO GET .10 THE JOB SITE N A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NDIIFTED N ORDER 1D DETERMINE CORRECTIVE ACTION. FCP WILL NOT B E HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FAUICATED PARTS DUE 1D MEINFDRMMTON SUPPIJED BY THE CUSTOMER AND /DR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING AMY FABRICATION ERRORS, FCP WILL COMMENCE WTIH FABRICATION. LU Q N KT) N M O N 'I' O N ti O co O 1 m 0 0 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS E N co 0 0 0 0 cn L._ 46 O) N 01 0 0 N li I D 0 5 = Z o O Oc U- Qrn 0• � Q Q W W C o 2rnH N r Cfi CD a cn rn O u z Z O in Z J N e- Z N • 2 rn WOE r dc„�Z Qcw 0 l 0`••.. 23100 F3AX': E P ROAD WILDOMAP, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES ©FCPMEZ7_ANINE,CDM SHEET NUMBER: S1.1 SHEET 2 OF 15 M12006 \CAD\ J: \Projects 2012 \Div 2 \Museum FILE LOCATION: 54' -93/8" 10' -3" 9' -6„ 9' -6„ 9' -2" 10' -3" 5' -118" -l- 0 N V V EXISTING LANDING \O. 9� C 0 12' -0" 1 1' -5" PROPOSED STAIR AFT SECTION REVIEirtrE0 FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION X12 -I'7) 5 CIT T to JUN 1 9 2012 PERMIT CENTER ATTENTION: DEALER/ERECTOR /END USER cl M THS DRAWING. AND ALL INFORMATION HEREON. REIIANS THE SOLE PROPERTY OF FCP, INC. RS USE Is PROVIDED FOR NG THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, N ANY WAY, TO BE REPUCATHD, FABRICATED. OR USED FOR ANY OTHER PURPOSE THAN THAT STATED N OUR AGREEhefT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAMS DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. R IS THE SOLE RESPONSIBLITY OF THE DEALER/ERECTOR/END USER TO INVENTORY MATERIAL ALBiNNG AT THE JOB SITE AGAINST ITS PACKING UST. F A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTNCATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSNO COMPONENTS , FCP WLL MAKE EVERY EFFORT TO GET WIS TO THE JOB SITE N A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED N ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSEILE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORREC11NG ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. 1 W N N c) O O O CO 0 0 G. COMPLETED 0 O C a 0 w 1- w J 0 0 0) C7 0 m co LAN CHECK CORRECTIONS SUPPORT M12006_Museum o x B.FROMAN 2 1- 0 2 Z 0 0 5 00 LL. Q LL 0 D Q J W w j o Y ... es ace x-laninet 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES ©FCPMEZZANINE.CCM SHEET NUMBER: S1.2.1 SHEET 3 OF 15 M12006 \CAD\ J: \Projects 2012 \Div 2 \Museum of Flight FILE LOCATION: 1 a. — WELDED BEAM UNIT, 11 12 (� TYP.(SEE DETAIL A) S5.3 S5.3 1 � �� _ S5.3 C5x6.7 _ _ - - - 1, ��C5x6.7 „ � C5x6.7 IF S51110 S5 4 10 S5x 10 S5x10 1 S5)1110 S5x10 1 1 S5x 10 S5x10 __ S x 10 __ << S5x10 . «,S5x 10 «j S5x10 S5x 10 i S5x10 S5x10 S5x10 1 S5x10 S5x10 ::I\ I - C5x6.7 .C5x6.7 C5x6.7 C5x 6.7 C5x 6.7 C5x6.7 1 1 — DECK FRAMING PLAN ATIEKDOM DEALER/ERECTOR/END USER TH S DRAWING, AND ALL NFORMATION HEREON, REMAINS THE SOLE PROPERIY OF FCP„ INC. =US, RS USE IS PROBED FOR NG THE SYSTEM DESCRIBED N THE FCP PROPOSAL AND IS MDT. IN ANY WAY, TO BE REPUCATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE WS THAT STATED N OUR AGREDENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ME HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. AFT SECTION UPON NOTIFYING FCP OF THE MISSNG COMP, S , FCP WILL MAKE EVERY EFFORT TO GET TO THE JOB SITE N A TIMELY MANNER. FCP WILL NOT INCUR MY COST DUE TO ANY DELAY CAUSED BY MISSING IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED N ORDER TO D ETERMINE CORRECTIVE ACTION. FCP WILL NOT B E HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE ID MSINIFDRWTION SUPPLED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTNG ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. f iEV;E WED -6R CODE COMP' :AJCE APPROVED AUG pr F City of Tukwila 13 2012 PROPOSED STAIR 188 3/16" FACE TO FAC E RED STEEL 1Y8" FIRE ETARDANT TREATED PLYWOOD ESII 11,9 WELDED FRAME-4 INTERNAL RIB EXISTING FRAME W5 x 16 � 0 x 9 /6 "o x 1 Y2" 0R5 BOLT, TYP. (8) PLS. W4x13 W6 x 12(EX) 3„ 2'-2" 2, _ 2„ 2'-2'' 3 �, 2006\ CAD\ FRONT ELEVATION END ELEVATION DETAIL A- WELDED BEAM UNIT Freas9ace Nenanilles 23100 AX ER ROAD IL.DoMfR, CA 92595 (800) 807 --2276 (8 68 .x84} -p 4-3188 FAX NINECOM I \ Prniar +c 9n1 7\ [ v 9\ Museum of Flioht AMU JUN 1 92012 PERMIT CENTER SHEET NUMBER: SECTION A -A SHEET 4 OF 15 1 nreTinni• Li Li oo W5 x 16 � 0 x 9 /6 "o x 1 Y2" 0R5 BOLT, TYP. (8) PLS. W4x13 W6 x 12(EX) 3„ 2'-2" 2, _ 2„ 2'-2'' 3 �, 2006\ CAD\ FRONT ELEVATION END ELEVATION DETAIL A- WELDED BEAM UNIT Freas9ace Nenanilles 23100 AX ER ROAD IL.DoMfR, CA 92595 (800) 807 --2276 (8 68 .x84} -p 4-3188 FAX NINECOM I \ Prniar +c 9n1 7\ [ v 9\ Museum of Flioht AMU JUN 1 92012 PERMIT CENTER SHEET NUMBER: SECTION A -A SHEET 4 OF 15 1 nreTinni• Li Li NOTE: 1Y8" FIRE — RETARDANT TREATED PLYWOOD ESR -1159 • NIF 16' — 51 " 2 8' 234„ 8' -234„ S5.1 W10x12 411111■ CO N x N 55.2 W10x12, TYP. Wi0x12 3 S5.1 W10x12 7 55.E CO N x CO N x N W10x12, TYP. W10x12 8x31 7VIY W TYP. PLATFORM OUTLINE 2 S5.1 1 DECK FRAMING PLAN c°p� COMP/ AUG 13 2012 City of BUILDING D VIS` ION CITY U JUN 19 2012 PERMIT CENTER ATTENT10Nk DFALER/ERECTDR /END USER TFIS ORAWNG, N4O ALL (FORMATION HEREON. REMAINS THE SOLE PROPERTY OF FOP. NI: 'P). 115 USE IS PROVIDED FOR THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOR, N ANY MAY, 10 DE REPLICATED. FABRICATED. OR USED FOR ANY OTHER PURPOSE THAN THAT STATED N OUR AGR�WBY RITTEN APPROVAL PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADIERNG TO THE DRAWING DETAILS, NID MUST COMPLY TO WORIOANSHP AHD SAFETY STANDARDS SET FCRIH BY FCP AND INDUSTRY. R IS THE SOLE RESPONSIBILITY OF THE IAA ARNYNG THE JOB SITE AGAINST ITS PACKING UST. F A SHORTAGE EMS IT SHOULD B E NOTED ON THE PACT=NG UST HANG WITH NOTIFIDATION TO FCP BEFORE CONSTRUCTION UPON NDITFYI4G FCP OF THE MISSING CDMPDN FCP MILL TIME EVERY EFFORT TO GET TO THE JOB SITE N A MEV MANNER. FCP MILL NOT NOM NIY COST DUE TO • Alff DELAY CAUSED BY MISSING IF A COMPONENT HAS BEEN FABRICATED N ERROR, FCP MUST BE MOVED N ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT B E HELD FINANCIALLY RESPONSIBLE OR LABLE FOR MISTAKENLY FABRICATED PARIS DUE TO MISINFORMATION SUPPLED BY THE CUSTOMER AFID /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTNG ANY FABRICATION ERRORS. FOP WLL COMMENCE WITH FABRICATION. W act 0 N a6 N Oi O O O Cri O CO 0 Z 0 0 APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS STRUCTURAL ■ 0 U 0 3 0 0 cn = Z 0 O (7.9. (76 LL < 0_ • Q J_ W W ad o Y N ci 6 9 I U z rZ co V Q Z J N Z N O W J F- dTjZ Qa`�oY %s spac 2310E BAXTER ROAD W3LCOMAR, CA 92595 (800) 807- -•2276 (800) 684 -3188 FAX SALES ' CPME77_AN NE,CCM SHEET NUMBER: S1.2 SHEET 5 OF 15 M I LUUb \I;AU \ U. \Fr UJ LLS LU 1 L \UIV L \MUSeUm ILL. LUIi/11 IUIV: NOTE: 1Y8" FIRE - RETARDANT TREATED PLYWOOD ESR-1 159 4' 63/g„ 12' „ Wi 12' -1 1" 4' -4-7/8„ 12 ELEVATOR OUTLINE 1 1 1 1 1 1 W8x31 COL., TYP. PLATFORM OUTLI \E CpQ I Q F-4? � COMP, AUG 13 2012 City of Tui,v0 BL/lLDi {C DiVISiO. N 1)\2 H6 DECK FRAMING PLAN W/ STAIRS & LANDINGS CITY s T Tat A JUN 19 2012 PERMIT CENTER ATTENTION: DEALER/ERECTOR/END USER THIS DRAWING. AND ALL MFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. (•FCP•). ITS USE IS FRONDED FOR NG TIE SYSTEM CESCREED IN THE FCP PROPOSAL AND IS NOT, N ANY WAY, TO BE REPLICATED, FABRICATED. OR USED FOR ANY OILER PURPOSE TI NN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING TIE SYSTEM ARE HELD RESPONSIBLE FOR ADHERNG 10 THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSH#P AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. R IS THE SOLE RESPONSIBILITY OF THE D �E ND USER 1 INVENTORY ARRIVING AT THE JOB SRE AGAINST RS PACKING LIST. F A SHORTAGE DOSE R SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTFICK• ION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSNG COMPONNT(S). FCP WLL MAKE ENERY EFFORT TO GET PPAArRIISS TO TIE: JDB SITE N A TIMELY MANNER. FCP ELL NOT INCUR ANY COST DUE TO MY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED N ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARIS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AND /OR DEALER. AFTER A MUIWU.Y AGREED U COST FOR CORRECTMO ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. w ocr 0 N c) O N O N O co O CO 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS cn N 0 cri 0 0 rn LL 4- 0 CO 01 0 0 N 3 0 N M ci 0 u U z z o _z z J Z N Cr) rn w0� J E- e cy)z QaoY J c. r E MezzaftLes 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES FCFMEZZAN NE.COM SHEET NUMBER: S1.3 SHEET 6 OF 15 M I LUUO \LAU \ LV 1 L \UIV L \IVIUSUum or rllgnt Tn 0 1 IL- wvnl iviv. 5, a„ ELEVATOR @ UPPER LANDING ELEVATOR @ LOWER LANDING LIFT SUPPORT BRACKET, LOCATION T.B.D., 2 • 11I 0 0 0 PLATFORM OUTLINE ELEVATION ADA LAS REVIEWED F OR CODE COMPLiFLNCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION hr) 3" DI \G ATTACHMENT AREA PLAN // PlH5 VIEW A —A CITY O IVi6LA JUN 1 9 2012 PERMIT CENTER ATTENTION: DEALER/ERECTOR/END USER THIS DRAWING. AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP. INC. ('RCP'). MIS USE IS PROVIDED FOR NG THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY WAY, TO BE REPLICATED. FABRICATED. OR USED FOR NW OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO TIE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. R IS THE SCLE RESPONSIBILITY OF THE DEALER/ERECTOR/END USER TO INVENTORY MAMMAL ARMING AT THE JOB SITE AGMNST ITS PACKING UST. F A SHORTAGE EXISTS R SHOULD BE NOTED ON THE PACKING UST ALONG WITH NOTFTCATKN TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING EFFORT FCP WLL MAKE RY TO GET � EVE 10 THE JOB SITE N A TIMELY MANNER. FCP All NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED N ORDER TO DETERMNE CORRECTIVE ACTON. FCP WILL NOT BE HELD FINANCWiY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARIS DUE TO U6INF0RMATKN SUPPLIED BY THE CUSTOMER AND/OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING AM' FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. N T OS N M CD N N r 0 KO 0 CO 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS d 3 0 c0 0 0 0 d s rn i� O E G) co 0 0 N 6 0 I- D 1Z0 itN 1�J�. ch 0_ 2Wg W w -1 o Y N ch O u c.. freespace Her a 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807.. -2276 (805) 684 -3188 FAX SALESOFCPMEZZANINECOM SHEET NUMBER: S1.4 SHEET 7 OF 15 M12006 \CAD\ J: \Projects 2012 \Div 2 \Museum of Flight FILE LOCATION: PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY 70 WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. if NADEB E F A T ESOLED O TNUHSSIB R LJ lOtB Y O OF SITE TAGAINST ITS PACKING UST. F A SHORTAGE DUSTS R SHOULD BE NOTED ON THE PACKING UST ALONG WITH TO FCP BEFORE CONSTRUCTION AFT SECTION P LATFO R VI OUTLINE PROPOSED STAIR x 5" x 3/8„ PLATE PLAN 3Y2" x 5" x 3/8" PLATE (2)34"0 x 1Y4" BOLT W /NUT & WASHERS GUARDRAIL POST PLYWOOD DEC (4)3/8" o x 1Y4" BOLT W /NUT & WASHERS GUARDRAIL POST PLYWOOD DEC 6' -0" MAX 2" ROUND TUBE C5x6.7 STRUT C5x6.7 STRUT SIDE VIEW END VIEW PERIMETER GUARDRAIL - END POST CONNECTION END VIEW SIDE V EW PERIMETER GUARDRAIL - INTERMEDIATE POST CONNECTION RAIL BREAK TYP. [\_ENDTYP. INTERIOR TYP. OF PLATFORM INTERIOR GUARDRAIL JOIST TO BE OFFSET FROM CL OF PLATFORM 6' -0" MAX 2X2 TAB w/ 2 "0 HOLE TYP. CLEAR PLEXI PANEL 2"95 REMOVABLE GUARDRAIL POST PLYWOOD SLEEVE INSERT INSTALLED Y4" GUSSET, TYP. ® EACH POST LOCATION RAIL BREAK TYP. 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -- -2276 (805) 684 -3188 FAX SALES F"CPMEZZAN N :.COM S5x10 JOIST GUARDRAIL POST SLEEVE SIDE VIEW SIDE VIEW SIDE VIEW REMOVABLE GUARDRAIL SYSTEM @ CENTER OF PLATFORM c4geStVik � JUN 19 2012 PERMIT CENTER SHEET NUMBER: SHEET 8 OF 15 CO • 0 O fr) W U F LI-VATIO\ A W CO • ELEVAT 0\ B LL W U � LFVATO \ C REVIE TEo FOR CODE COMPL ;ANCE APPROVED AUG 13 2012 City of Tukwila F3UILDING Di /ISION 5.sw crryRsRULn JUN 19 2012 PERMIT CENTER M csi ATUENTIOPt DEALER/ERECTOR /END USER THIS DRIIN1ID, AND AU. 'FORMATION HEREON. REAR'S THE SOLE PROPERTY OF FCP. INC. fiS USE IS PRODDED FOR NG THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT. N ANY WAY. TO BE REPUCATED. FABRICATED. OR USED FOR ANY OTHER PURPOSE THIN THAT STATED N OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL B Y FOP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS. AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. R IS THE SOLE RESPONSIBRflY OF THE DEALER/ERECTOR/DID USER 10 INVENTORY MATERIAL ARRIVING AT THE JOB SRE AGAINST ITS PACKING LIST. F A SHORTAGE EXISTS R SHOULD B E NOTED ON THE PACKING UST ALONG WITH NO1flCA1ION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT()S , FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE N A MELT MANNER. FCP TILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEDI FABRICATED IN ERROR. FCP MUST BE NOIIFED N ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE 10 MISINFORMATION SUPPLED BY THE CUSTOM AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. N_ OD N M O O N_ O O O CO 0 0 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS ELEVATIONS x U 1- 0 cn 2 Z J cc 0) LL O _ D Q J W W § w . O Y X0)1- O I U z • z(7) O p z z J N Z O W • 0) WO> cn J H ddcjz QcoY , C. freevace Mezzanines 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807. -22 76 (805) 684 -3188 FAX SALES ©FCPMEZZANINE,COM SHEET NUMBER: S2.1 SHEET 9 OF 15 M12006 \CAD\ J: \Projects 2012 \Div 2 \Museum of Flight FILE LOCATION: 4 'c) J j .qY.'c9 2- • <?), 8 C D 55.E a ELEVAT 0\ B LL W U � LFVATO \ C REVIE TEo FOR CODE COMPL ;ANCE APPROVED AUG 13 2012 City of Tukwila F3UILDING Di /ISION 5.sw crryRsRULn JUN 19 2012 PERMIT CENTER M csi ATUENTIOPt DEALER/ERECTOR /END USER THIS DRIIN1ID, AND AU. 'FORMATION HEREON. REAR'S THE SOLE PROPERTY OF FCP. INC. fiS USE IS PRODDED FOR NG THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT. N ANY WAY. TO BE REPUCATED. FABRICATED. OR USED FOR ANY OTHER PURPOSE THIN THAT STATED N OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL B Y FOP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS. AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. R IS THE SOLE RESPONSIBRflY OF THE DEALER/ERECTOR/DID USER 10 INVENTORY MATERIAL ARRIVING AT THE JOB SRE AGAINST ITS PACKING LIST. F A SHORTAGE EXISTS R SHOULD B E NOTED ON THE PACKING UST ALONG WITH NO1flCA1ION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT()S , FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE N A MELT MANNER. FCP TILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEDI FABRICATED IN ERROR. FCP MUST BE NOIIFED N ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE 10 MISINFORMATION SUPPLED BY THE CUSTOM AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. N_ OD N M O O N_ O O O CO 0 0 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS ELEVATIONS x U 1- 0 cn 2 Z J cc 0) LL O _ D Q J W W § w . O Y X0)1- O I U z • z(7) O p z z J N Z O W • 0) WO> cn J H ddcjz QcoY , C. freevace Mezzanines 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807. -22 76 (805) 684 -3188 FAX SALES ©FCPMEZZANINE,COM SHEET NUMBER: S2.1 SHEET 9 OF 15 M12006 \CAD\ J: \Projects 2012 \Div 2 \Museum of Flight FILE LOCATION: • • 8 1 /8 (4)1 "0 HOL FOR 3/4 "O A \C PLA\ VI-W EL EVATI O N W8x31 ORS (4)3/4 "o T— READ ROD, WASHER (SJPPLI- D BY 63/4" VI\ =VB D & \ ,, T , I \STALL ED. SIVPSO\ HIGH SIRE EPDXY —TIE A \C ORI ESR -1 772. (S ,PPLI I \STALLER) IR) \GT \G AD D BY �1� COLUMN BASE PLATE CONNECTION W10x12 STR „T 5/8 "0 x 2" A325 BOLT w /NUT & WAS ER, TYP. OF (4) -SIV AN, C9 N` N -ET 8” x 147/5" x 3/8 D PLATE 8" x 147/8" x 3/8" CO \\ECTION PLAT— �4 \D VI EW (4) OP & BOTTOM ELA \G= 6" @ WEB PLA\ VI EW W10x12 S W 1 2x26 BEAM RUT 101 IOI 1 101 101 I X01 101 _ PLA\ VI EW 5 /8 "o x 2" A325 BOLT w/ \ ,T & - WAS ER, TYP. OF (8) 8" x 8" x %" 8 TOP PLAT %4" GLSSET PATE, TYP. BOTH SIDES W10x12 STR „T 5 /8 "0 x 2" A325 BOLT w/\ „T & WAS —ER, TYP. OF (4) 9" x 147A" x 3/8 = \D PLATE 8" x 147/8" x 3/8" C0 \NECTIO\ PLATE TOP & B0TT0 ELA \G- 6" @ WEB SIDE VI EW W10x12 STRUT W 1 2x26 BEAM RIGHT N W 1 2x26 /2 7 / / / SID 7', W8x31 E VIEW x 1 7%4 x \D PLAT LJ' 'lJ Aftftli \D V EW CJP WELD, TOP 8c BOTTOV 3/8 \6/2 = LA \GE 3/8 11 BEAM TO COLUMN CONNECTION A1, 'lJ \D VI EW STRUT TO INTERIOR COLUMN CONNECTION I\ CJP WELD, TYP. SID- OF ELA \GE, (4) PLS CJP WILD @ WEB PLA\ VIEW 101 101 101 0 10 101 .unonnm r LJ' \/\ \D W10x12 STRUT 5/8 "0 x 2" A325 BOLT w /NUT & WASHER, TYP. OF (4) 8' x 147/8" x 3/8 E ` D PLAT 8" x 147/8" X 3/8" CO \\ �4 V EW CTIO\1 PLAT- 0P & BOTTOV = LA\ G 6" @ WEB W10x12 S - W 1 2x26 B =AV PLA\ VIEW SEMI _ 4 4 101 01 10) 01 I01 1U1 101 SID E VIEW 3-STRUT TO COLUMN CONNECTION @ WIDE END W10x12 STRUT 5/8 "0 x 2" A325 BOLT w / \UT & WASHER, TYP. OE (4) 9 " 8" x 147/8" X 3/8" \ D PLAT x 147/8" x 3/8" C0 \\ ECTIO\ PLAT- TOP & B OTTO IV =LA\G= 6" @ WEB SIB- V =W '5� STRUT TO COLUMN CONNECTION @ NARROW END �4 1) fl W10x12 STRUT W12x26- BEAN/ RIG 11, \/\ T =\ D VIEW F`E E WED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION crtYRSMILa JUN 192-012 PERMIT CENTER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP. INC. ("FCP'). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT. IN ANY WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS. AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. r W Q o 03.28.12 I N g 06.07.12 I -MIN, >- CO _ _ 0 _ ci APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS TORY /1 FILE \DWG.# CHK. BY PROJECT: MUSEUM OF FLIGHT 9404 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 DRAWN BY: D.H PLOT DATE: 6.13.12 DEALER: APPLIED HANDLING NW, INC. 8531 SOUTH 222ND ST. KENT, WA 98031 SCALE: N.T.S. Fr pace mezzanines SHEET NUMBER: S5.1 EET 10 OF 15 FILE LOCATION W12x26 BEAM PLA\ VI -W 334 (2)5/8 "o x 1Y2" A325 BOLT w /NJT & WAS ER S VI -W \D VI PLAN VI TW W12x26 �33�4 BEAM (2)5/8 "o x 1%2" A325 BOLT W12x26 & WASH -R, TYP. B -W JOIST CONNECTION @ PERIMETER -AV IRE— R_SISTA \T TR JO 16 ,, \OTE: 71 S TATHI \G R- QUIRES 1\ D %6" GAP AT B,.TT JOI \TS vl\P� m STR FAST TV T \ @ = \DS TRY VALLEY B -AM (9) DECKING CONNECTION DETAIL T OT K STAGGER P _YW00 D SH- ATHI \G AS S -OW\ W /LO \G EDGE // TO SPA\ OF D_CK. FASTE\ w/ #8x 13/4„ QUIC< SCREW. REFER T0 - RAVI \G PLA\ FOR PLYWOOD THIC < \ -SS ASC STEEL "B" D_C <, (ES REPORT #ESR -141 4), IS TO BE FAST= \ -D TO STRLC „RAL M_VBERS w/ #14x 1%4” T- <5 SELF— DRILLI SCREW. FASTEN @ - DC- @ 6" 0.C. INTERIOR -VERY -R VA_L -Y @ JOISTS \G SID_ VIEW VI JOIST CONNECTION @ INTERIOR W12x26 BEAM FOR RAE I COMPLIANCE GODS APPROVED giG 132012 City e Tukwila BUILDING DIVISION COLUM\ ..1.....7 imam er•� PLA\ VI -W W10x12 STR LOCK \ TUR \BJC \G \UT _VIS G L T COLU V ......mr x 3" x Y471 PLAT T • ze S D y4 - VIEW CL 3/4 "O ROD -VIS ROD BRACING DETAIL 65 crrrRS$946)u� JUN 192012 PERMIT CENTER &V. t/- 23•/z., ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. ("FCP "). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY WAY, TO BE REPLICATED, FABRICATED. OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. 1 w 03.28.12 I Cs4 T N r 1 >.— m _ o ± 0 2 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS FILE \ DWG .# CHK. BY PROJECT: MUSEUM OF FLIGHT 9404 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 DRAWN BY: D.H PLOT DATE: 6.13.12 DEALER: APPLIED HANDLING NW, INC. 8531 SOUTH 222ND ST. KENT, WA 98031 SCALE: N.T.S. .....:.:.......... f I 00 _. SHEET NUVBER: S5.2 SHEET 11 OE 15 FILE LOCATION • • 9% "O x 12" GR5 BOLT w/\ T & WASH -R, a TYP. (8) PLS. ��8 • W5x1 6 34 W8x 0 '� W5x1 W8x10 a N -W4x13 1111 MOO 111 7W6x 1 2(EX) SECTIO\ W4x 1 3 W8x10 b —b TYP. SECTIO\ CI-CI WELDED BEAM UNIT DETAIL • C5x6.7 1.1 (2)9/6 "0 x 1Y2" GR5 BOLT w/\ UT & WAS - -R, TYP. \D VI =W C5x6.7 1 PLA\ VIEW PLYWOOD 33/8" X 1 05/8" x Y4" Y4 PLAT- (2)9/15"0 T B C - W1 2x26 (AFT S SIB- VI =w C13 STRUT TO AFT SECTION BEAM S5x1 0 x 1 %2" GR5 BOLT w/ \ ,T & WAS ER, TYP. D VI =W S5x10 PLA\ VI =W fI►Lv. <P.J1 NMI Ilk t UIJ'I 33/8" X 105/8" x -74" Y4 PLAT - TCT10 \ PLYWOOD B —DEC< ) N--W1 2x26 (AFT SECTIO\ SD VIEW 16� JOIST TO AFT SECTION BEAM ) W5x1 6 • PLA\ VIEW C5x6.7 2)9/6 "o x 1Y2 GR5 BOLT w / \UT & WAS - -R W5x16 SIB 346V C5x6.7 4/4 „ x 5%" X 3/16" W8x 1 0 PLAT= VIEW D VI -W STRUT TO BEAM CONNECTION @ END BAY � 2� STRUT TO BEAM CONNECTION @ PERIMETER W5x1 6 2)946 o x 1 %2" GR5 BOLT w/\ .JT & WAS ER, TYP. SID W8x 10 VI =W 34 4%4" x 57/8„ X 3/6 PLATE, TYP. C5x6.7 TYP. \O VI -W W5x1 6 PLA\ VI W 2)946 "0 x 1%2" GR5 BOL w / \LT & WAS - IR SID VI 3/16 4y4" X 57/8" PLAT -W \D VI w JOIST TO BEAM CONNECTION @ END BAY C5x6.7 S5x10 PLA\ VIEW g /6 "0 x 1%2" GR5 BOLT w/\ JT & WASHER, TYP. L -VATI O \ JOIST BRACING DETAIL PLA\ VI REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION 2)946 "o x 1 %2" GR5 BOLT w/NUT & WAS - -R, TYP. W5x1 6 SIB VI 3/6• TYP. 4%4" x 57/8" X 3/16" PLATE, TYP. -W _ \9 VI =W 15JOIST TO BEAM CONNECTION @ INTERIOR crrvRii$SUu JUN 192011 PERMIT CENTER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP. INC. ( "FCP "). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL B7 FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. , W Q o 03.28.12 I CV 06.07.12 I -, >- CO H'C _ ci APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS IISTORY /REVISIOI a CHK. BY PROJECT: MUSEUM OF FLIGHT 9404 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 0 z Q 0 0 PLOT DATE: 6.13.12 ULALK: APPLIED HANDLING NW, INC. 8531 SOUTH 222ND ST. KENT, WA 98031 6 0 J 1- z w J a U frees es SHEET NUMBER: S5.3 S -EET 12 OF 15 f ILL L■...IILI -\I IVIN 4' -5.Y4" PLA - R0\ IL -VA 0\ A S5.4 €7-AF I PLATFOR B -AV SID H I- VA 0\ v 3/4 „0 -COLE FOR %2 ANCHOR PLA\ 3” 3" 3 x 3 x 4 " COL.,M\ 3%2 „ x 3%2" " x /4 BAS -PLATE =VAT I O \ BASEPLATE DETAIL 4 x 2 x %4 2)9 %6 "o x 1%2" CR5 BOLT w/\ UT & WAS -R, TYP. -L Ll /N x 3" X /,, 4 COLUV\ =VATIO\ COLUMN TOP CONNECTION U L3 x 2 x %4 PEA\ 3/ 6 IL W10x12 AFT SECTION B-AV =VAT I O N LANDING FRAME TO AFT SECTION 3,, �4 ELEVATION JOIST CONNECTION L3 x 2 x %4 B -AM L3 x 2 x %4 BRACE, TYP. L3 x 2 x %4 BRACE BRACING DETAIL E City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 i55 cmru JUN 19$012 PERMIT CENTER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. ( "FCP'). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY WAY, TO BE REPLICATED, FABRICATED. OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR LIABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPLIED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. Q o I 03.28.12 I 1 06.07.12 I m D.H. __ o0 DWG. HISTORY/REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS o / _1 J i to CHK. BY PROJECT: MUSEUM OF FLIGHT 9404 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 !DRAWN BY: D.H I PLOT DATE 6.13.12 UtALt <: APPLIED HANDLING NW, INC. 8531 SOUTH 222ND ST. KENT, WA 98031 V/ Z J Q U Freespace Nezzan e SHEET NUMBER: S5.4 EET 13 0 15 1 I L I\JIN 7 14 GUARDRAIL POST 1" SCHEDULE 40 PIPE (1.315" 0.D.) HANDRAIL, SMOOTH AND CONTINUOUS SURFACE 1Y2 13/2" SCHEDULE 40 PIPE, w z GUARDRAIL - -� U SIDE VIEW 25/8» x 3 "x )2 "0 ROUND BAR SECTION C -C HANDRAIL TO POST D "TAIL Y8 /8 GMAW 1Y2" SCHEDULE 40 PIPE, GUARDRAIL POST 2Y8 "x 12 "x 12GA. SMOOTH TREAD SEE DETAIL() 1 ( ) #12x 3/4" TEK VI 8 "x 35Y8 "x 18GA. RISER CLOSURE (R /C), TYP. Y2" o x 1Y4" M.B. w/ LOCK NUT & WASHERS NOTE: MAINTAIN 1Y2" (MIN.) CLEARANCE BETWEEN 0.D. OF HANDRAIL TO FRAME OR WALL LINE ON ETHER SIDE OF STAIRS / (E) WALL o W LY EW A —A * *NOTE: FASTEN THE TOP OF R/C INSIDE THE FRONT LIP OF THE UPPER TREAD & OUTSIDE OF THE BACK LIP OF THE LOWER TREAD AS SHOWN. DETAIL 0, 2 "x 111)(16"x Y4" THK. END PLATE NOTE: ALL WELDS ARE INSIDE OF TREAD X 12" 14 (T) @ 11" 23 A 12' -11" MAX. STAIR RUN 1Y2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL NOTE: THE UPPER APPROACH AND ALL TREADS OF EACH STAIR SHALL BE MARKED BY A STRIP OF CL EARLY CONTRASTS \C COLOR AT LEAST 2 INCHES WIDE PLACED PARALLEL TO THE NOSE OF THE STEP OR LANDING. T -E STRIP SHALL BE OF A MATERIAL THAT IS AT LEAST AS SLIP— RESISTA \T AS THE OT -ER TREADS OF THE STAIR PER IBC 2009 EDITION AND ICC /ANSI A 117.1. STAIRWAY SERVES LESS THAN 50 P IBC SECTIO\ 1009.1 EXCEPTION 1 12 CLEAR PLEXI PANEL EOPLE 1/2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL POST RISER CLOSURE, TYP. 1Y2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL POST DETAI SCHEDULE 40 PIPE (1.315" 0.D.) HANDRAIL, SMOOTH AND CONTINUOUS SURFACE VOX 1Y4" M.B. & LOCK NUT w/ (2) WASHERS (4 PER TREAD) co V) Y8 GMAW REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION 12 1 2R 5 STRINGER, 6" MIN. BEARING ON LANDING TI G imuqr LANDING 4." ox 3Y2 M.B. & NUT w/ FLAT WASHER (Sc LOCK WASHER STAIR CONNECTION © LANDIN C C10x15.3 STRINGER GMAW, EA. END Y4 V 13/2 '44141)11k i !! ' OW 4O, 'OW ,707e7, JAV2ZVAV /V SECTION A -A SLAB TOP & BOTT., Y4 V GMAW )''Ox Y" Ox 4" ANCHOR (SUPPLIED BY INSTALLER) STAIR CONNECTION © SLAB RECEIVED AUG 06 2012 PERMIT CENTER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. ('FCP'). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY. WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING UST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTNE ACTION, FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR UABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPUED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION_ w N o N Cti N a CO 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS 1 (f) m U 2 0 DRAWN BY: I- D 0 a J Q co r29 ?0 V '�/ o J LL o) �2 0�� = — OD Ne w ° 2 co F- w Q U Freespace Mez 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES © FC P M EZ ZAN I N E. CO M SHEET NUMBER: S5.5 SHEET 14 OF 156 n FILE LOCATION: nes o o o EW A —A * *NOTE: FASTEN THE TOP OF R/C INSIDE THE FRONT LIP OF THE UPPER TREAD & OUTSIDE OF THE BACK LIP OF THE LOWER TREAD AS SHOWN. DETAIL 0, 2 "x 111)(16"x Y4" THK. END PLATE NOTE: ALL WELDS ARE INSIDE OF TREAD X 12" 14 (T) @ 11" 23 A 12' -11" MAX. STAIR RUN 1Y2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL NOTE: THE UPPER APPROACH AND ALL TREADS OF EACH STAIR SHALL BE MARKED BY A STRIP OF CL EARLY CONTRASTS \C COLOR AT LEAST 2 INCHES WIDE PLACED PARALLEL TO THE NOSE OF THE STEP OR LANDING. T -E STRIP SHALL BE OF A MATERIAL THAT IS AT LEAST AS SLIP— RESISTA \T AS THE OT -ER TREADS OF THE STAIR PER IBC 2009 EDITION AND ICC /ANSI A 117.1. STAIRWAY SERVES LESS THAN 50 P IBC SECTIO\ 1009.1 EXCEPTION 1 12 CLEAR PLEXI PANEL EOPLE 1/2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL POST RISER CLOSURE, TYP. 1Y2" SCHEDULE 40 PIPE(1.9" 0.D.), GUARDRAIL POST DETAI SCHEDULE 40 PIPE (1.315" 0.D.) HANDRAIL, SMOOTH AND CONTINUOUS SURFACE VOX 1Y4" M.B. & LOCK NUT w/ (2) WASHERS (4 PER TREAD) co V) Y8 GMAW REVIEWED FOR CODE COMPLIANCE APPROVED AUG 13 2012 City of Tukwila BUILDING DIVISION 12 1 2R 5 STRINGER, 6" MIN. BEARING ON LANDING TI G imuqr LANDING 4." ox 3Y2 M.B. & NUT w/ FLAT WASHER (Sc LOCK WASHER STAIR CONNECTION © LANDIN C C10x15.3 STRINGER GMAW, EA. END Y4 V 13/2 '44141)11k i !! ' OW 4O, 'OW ,707e7, JAV2ZVAV /V SECTION A -A SLAB TOP & BOTT., Y4 V GMAW )''Ox Y" Ox 4" ANCHOR (SUPPLIED BY INSTALLER) STAIR CONNECTION © SLAB RECEIVED AUG 06 2012 PERMIT CENTER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. ('FCP'). ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY. WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRIVING AT THE JOB SITE AGAINST ITS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING UST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTNE ACTION, FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR UABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPUED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION_ w N o N Cti N a CO 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS 1 (f) m U 2 0 DRAWN BY: I- D 0 a J Q co r29 ?0 V '�/ o J LL o) �2 0�� = — OD Ne w ° 2 co F- w Q U Freespace Mez 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES © FC P M EZ ZAN I N E. CO M SHEET NUMBER: S5.5 SHEET 14 OF 156 n FILE LOCATION: nes z GUARDRAIL POST 1 " SCHEDULE SMOOTH 1�2 40 PIPE (1.315" O.D.) HANDRAIL, AND CONTINUOUS SURFACE 1)'2" SCHEDULE 40 PIPE, GUARDRAIL SIDE VIEW N 25/8 "x 3"x )2 "o ROUND BAR SECTION C -C HANDRAIL TO POST DETAIL Y8 /8 GMAW 1/2" SCHEDULE 40 PIPE, GUARDRAIL POST 2Y8 "x 12 "x 12GA. SMOOTH TREAD SEE DETAIL° 1 8 "x 35Y8 "x 18GA. RISER CLOSURE (R /C), TYP. Y2 "0 x 1/4" M.B. w/ LOCK NUT & WASHERS VIEW A —A * *NOTE: FASTEN THE TOP OF R/C INSIDE THE FRONT LIP OF THE UPPER TREAD & OUTSIDE OF THE BACK LIP OF THE LOWER TREAD AS SHOWN. D -TAIL 1� 2 "x 111)16 "x Y4" THK. END PLATE NOTE: ALL WELDS ARE INSIDE OF TREAD NOTE: MAINTAIN 1Y2" (MIN.) CLEARANCE BETWEEN O.D. OF HANDRAIL TO FRAME OR WALL LINE ON ETHER SIDE OF STAIRS. Q N w ,, 1,, l Q LL, / F 10 / / 1 i 10 A , P 0 / 01 Z ,, 14i1 0 U A / • HSS10 x 3 x Y8 STRINGER 0 0 10 D 0 10 C10x15.3 STRINGER f >' O / 10 01 0 - - / 12" C10x15.3 STRINGER 13 (T) © 1 1 " 23 12' -0" MAX_ STAIR RUN D Q N w ,, 1,, l Q LL, / F 10 / / 1 i 10 Z HSS10 x 3 x Y8 STRINGER 0 0 10 D 0 10 0 a O 0 / 12" C10x15.3 STRINGER 13 (T) © 1 1 " 23 12' -0" MAX_ STAIR RUN 1 /2" SCHEDULE 40 PIPE(1.9" O.D.), GUARDRAIL NOTE: THE UPPER APPROACH AND ALL TREADS OF EACH STAB SI -ALL BE MARKED BY A STRIP OF CLEARLY CONTRASTING COLOR AT LEAST 2 INCHES WIDE PLACED PARALLEL TO THE NOSE OF THE STEP OR LANDING. THE STRIP SHALL BE OF A MATERIAL THAT IS AT _LEAST A.S SLIP — RESISTANT AS Tl-I~E OTHER TREADS DE 17-E STAIR R 9 EDITIOff! AND ICC /ANSI A 117.1. 12 CLEAR PLEXI PANEL STAIRWAY S C SECTIO ERVES LESS T 1009.1 EXC AN 50 P EPTION 1 " SCHEDULE 40 PIPE(1.9" O.D.), GUARDRAIL POST RISER CLOSURE, TYP. EOPL SCHEDULE 40 PIPE (1.315" O.D.) HANDRAIL, SMOOTH AND CONTINUOUS SURFACE A 1/2" SCHEDULE 40 PIPE(1.9" O.D.), GUARDRAIL POST GMAW AUG 13 2012 City of Tukwila BUILDING DIVISION D =TAIL STRINGER, 6" MIN. BEARING ON LANDING STAIR CO \NECTION @ LANDI LANDING 3/4 "Ox 3Y2" M.B. & NUT w/ FLAT WASHER & LOCK WASHER �1G Y2" ox 1/4" M.B. & LOCK NUT w/ (2) WASHERS (4 PER TREAD) GMAW, EA. END Y2 „ OUTSIDE STRINGERS- C10x15.3 INTERMEDIATE STRINGER- HSS10 x 3 x SECTION A -A SLAB Y2" Ox 4" ANCHOR (SUPPLIED BY INSTALLER) STAIR CO \NECTIO\ @ SLAB TOP & B011., GMAW RECEIVED AUG 06 2012 PERMIT CEN ER ATTENTION: DEALER /ERECTOR /END USER THIS DRAWING, AND ALL INFORMATION HEREON, REMAINS THE SOLE PROPERTY OF FCP, INC. ('FCP'. ITS USE IS PROVIDED FOR CONSTRUCTING THE SYSTEM DESCRIBED IN THE FCP PROPOSAL AND IS NOT, IN ANY WAY, TO BE REPLICATED, FABRICATED, OR USED FOR ANY OTHER PURPOSE THAN THAT STATED IN OUR AGREEMENT WITHOUT PRIOR WRITTEN APPROVAL BY FCP. PERSONS CONSTRUCTING THE SYSTEM ARE HELD RESPONSIBLE FOR ADHERING TO THE DRAWING DETAILS, AND MUST COMPLY TO WORKMANSHIP AND SAFETY STANDARDS SET FORTH BY FCP AND INDUSTRY. IT IS THE SOLE RESPONSIBILITY OF THE DEALER /ERECTOR /END USER TO INVENTORY MATERIAL ARRMNG AT THE JOB SITE AGAINST GS PACKING LIST. IF A SHORTAGE EXISTS IT SHOULD BE NOTED ON THE PACKING LIST ALONG WITH NOTIFICATION TO FCP BEFORE CONSTRUCTION COMMENCES. UPON NOTIFYING FCP OF THE MISSING COMPONENT(S), FCP WILL MAKE EVERY EFFORT TO GET PARTS TO THE JOB SITE IN A TIMELY MANNER. FCP WILL NOT INCUR ANY COST DUE TO ANY DELAY CAUSED BY MISSING COMPONENTS. IF A COMPONENT HAS BEEN FABRICATED IN ERROR, FCP MUST BE NOTIFIED IN ORDER TO DETERMINE CORRECTIVE ACTION. FCP WILL NOT BE HELD FINANCIALLY RESPONSIBLE OR UABLE FOR MISTAKENLY FABRICATED PARTS DUE TO MISINFORMATION SUPPUED BY THE CUSTOMER AND /OR DEALER. AFTER A MUTUALLY AGREED UPON COST FOR CORRECTING ANY FABRICATION ERRORS, FCP WILL COMMENCE WITH FABRICATION. r w N_ a N cri O N 0 N_ ri O t0 O CO 0 DWG. HISTORY /REVISIONS APPROVAL DWG. COMPLETED SUBMITTAL DRAWINGS COMPLETED PLAN CHECK CORRECTIONS c3 3 0 J m 0 DRAWN BY: 0 0 0 a I- D cn 5 J T Q op i Z O 0�,�/ 00 Ce o) LL 2 �• 1-/� • a) D w to o 2rnH 0 0 w CJ 0 0 0 z Z z_ J 0 z 0 J a a Q Freespace Mez 23100 BAXTER ROAD WILDOMAR, CA 92595 (800) 807 -2276 (805) 684 -3188 FAX SALES e FCPMEZZANINE.COM SHEET NUMBER: S5.6 SHEET 15 OF 15 nines z 0 Q U 0 J