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Home My WebLink AboutPermit D12-304 - BOEING #9-60 - FOUNDATIONBOEING #9 -60 YD 9725 EAST MARGINAL wys D12 -304 City oftukwila � 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.: 0003400018 Address: 9725 EAST MARGINAL WY S TUKW Suite No: Project Name: BOEING #9 -60 YD Permit Number: D12-304 Issue Date: 12/17/2012 Permit Expires On: 06/15/2013 Owner: Name: BOEING COMPANY THE Address: PROPERTY TAX DEPT , PO BOX 3707 M/C 20 -00 98124 Contact Person: Name: JOHN S MURDOCH Address: PO BOX 3707 M/C 89 -14 , SEATTLE WA 98124 Contractor: Name: Address: Contractor License No: Lender: Name: Address: Phone: 253 657 -0868 Phone: Expiration Date: DESCRIPTION OF WORK: PROVIDE FOUNDATION TO INSTALL PREFABRICATED STORAGE (STATE GOLD SEAL) STRUCTURE WITH ASSOCIATED UTILITIES AND DOOR ACCESS PLATFORMS. PROVIDE 10 FT STATIC GROUND ROD AT "GC" SHED GROUNDING CONNECTION AND CANOPY. Value of Construction: $28,023.00 Fees Collected: $1,184.21 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: IIA Occupancy per IBC: 13 Electrical Service Provided by: SEATTLE CITY LIGHT * *continued on next page ** doc: IBC -7/10 D12 -304 Printed: 12 -17 -2012 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: N N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 0 c.y. End Time: Fill 0 c.y. Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: N Date: t) —i 7 iZ I hereby certify that 1 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 granti of this ermit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constructi• •r the )j rformance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this pe Signatur Print Name: delti 1 f fCi j(,PCT Wu4 Date: @–l71s L(//Z kiveoceff 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 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. 4: The special inspections and verifications for concrete construction shall be required. 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: When special inspection is required, either the owner or the registered design professional in 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. doc: IBC -7/10 D12 -304 Printed: 12 -17 -2012 7: A final report documenting required spe nspections and correction of any discrepan noted in the inspections shall be submitted to the Building Official. al inspection report shall be prepared by t pproved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 8: 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. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 10: 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. 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: Hazardous - flammable /combustible storage shall comply with International Fire Code Chapter 34 and Section 2704. 14: Electrical equipment shall comply with International Fire Code Table 3403.1.1. 15: The total number of fire extinguishers required for an extra hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (4A 40 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 16: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 17: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IPC 906.6) 18: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 19: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 20: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 21: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 22: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 23: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 24: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 25: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) (SPRINKLER DESIGN DENSITY TO BE MINIMUM EXTRA HAZARD GROUP 2) doc: IBC -7/10 D12 -304 Printed: 12 -17 -2012 26: Maintain sprinlder coverage per N.F.P. . Addition/relocation of walls, closets or p ns may require relocating and/or adding sprinkler heads. (IFC 901.4) 27: 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) 28: U.L. central station supervision is required. (City Ordinance #2327) 29: 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 sprinlder work shall commence without approved drawings. (City Ordinance No. 2327). 30: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2328. 31: Maintain fire alarm system audible /visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible /visual notification devices. (City Ordinance #2328) 32: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 33: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 34: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 35: Visible hazard identification signs shall be placed at entrances to locations where hazardous materials are stored, dispensed, used or handled in quantities requiring a permit. Individual containers, cartons or packages shall be conspicuously marked or labeled in accordance with nationally recognized standards. (IFC 2703.5) (NFPA 704)) 36: "No Smoking" signs shall be conspicuously posted within and at all entrances to hazardous materials storage areas. (IFC 2703.7.1(1 -4)) 37: Incompatible materials in storage and storage of materials incompatible with materials in use shall be separated when the stored materials are in containers having a capacity of more than 5 pounds (2.268 kg) or 1/2 gallon (1.89 L). Separation shall be accomplished by: (1) Segregating incompatible materials storage by a distance of not less than 20 feet (6096 mm), (2) Isolating incompatible materials storage by a noncombustible partition extending not less than 18 inches (457.2 mm) above and to the sides of the stored material. (3) Storing liquid and solid materials in hazardous materials storage cabinets (see IFC 2703.9.8 (1 -4)), or (4) Storing compressed gases in gas cabinets or exhausted enclosures. Materials which are incompatible shall not be stored within the same cabinet or exhausted enclosure. 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 39: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 40: 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 D12-304 Printed: 12 -17 -2012 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http: / /www.TukwilaWA.gov 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: 9725 East Marginal Way So King Co Assessor's Tax No.: 0009Y-10 --001 Suite Number: 9 - 60 YD Floor: 1 Tenant Name: The Boeing Company - The Boeing Company PROPERTY OWNER Name: The Boeing Company - John S. Murdoch Address: P.O. Box 3707 M/C 89 -14 City: Seattle State: WA Zip: 98124 CONTACT PERSON -- person receiving ail proj communication Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 89 -14 City: Seattle State: WA Zip: 98124 Phone: (253) 657 -0868 Fax: (253) 657 -0858 Email: john.s.murdoch @boeing.com GENERAL CONTRACTOR INFORMATION Company Name: The Boeing Company Address: P.O. Box 3707 M/C 89 -14 Address: P.O. Box 3707 City: Seattle State: WA Zip: 98124 Phone: (253) 657 -0868 Fax: (253) 657 -0858 Contr Reg No.: BOEINC *294ML Exp Date: 01/21/2013 Tukwila Business License No.: Phone: (253) 833 -7776 Fax: (253) -1. ApplicaiionsTorms- Applicau ions Un Line :201 I ApplicationsuPermit Application Revised - % -9 -I I.docx Ret ised: August 2011 00 New Tenant: ❑ Yes m .. No AI CHITECT OF RECORD Company Name: Architect Name: Kelly W Anderson Address: P.O. Box 3707 M/C 89 -14 City: Seattle State: WA Zip: Phone: (253) 657 -0868 Fax: (253) 657 -0858 Email: Phone: (253) 833 -7776 Fax: (253) ENGINEER O C }R I , Company Name: Rupert Engineering Engineer Name: J. Byron Rupert Address: 1519 West Valley Hwy. N City: Auburn State: WA Zip: 98001 Phone: (253) 833 -7776 Fax: (253) 939 -2168 Email: LENDEI greater,p1 Name: The Boeing Company Address: P.O. Box 3707 M/C 89 -14 City: Seattle State: WA Zip: 98124 Page 1 o0'4 Valuation of Project (contractor's bid price): $ 78,000 Existing Building Valuation: $ 78,000 Describe the scope of work (please provide detailed information): Provide Foundation to Install Prefabricated Storage (State Gold Seal) Structure with Associated Utilities and Door Access Platforms. Provide 10ft. Static Ground Rod at "GC" Shed Grounding Connection. 4, C2hoey , , Will there be new rack storage? ❑ Yes Z.. No If yes, a separate permit and plan submittal will be required. 2n4 Floor Addii TEzistin, Structure, c Type of struction per IBC Type of Occupancy per IBC 300 II -A H -3 `a Floor F d Garage Att d C Detached Carport Uncovered D 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 ❑ No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: ▪ Sprinklers ❑ Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantitie, nd 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. ❑ None ❑ Other (specify) 1 Applieavions '.Forms - Applications On Line 201 I Applications Permit Applical ion Revised - N -0 -1 I .doc, Revised. August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION Scope of Work (please provide detailed information): D.N.A. 179 Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 0... Water District #I25 ❑ ...Water Availability Provided S wer District DII ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑...Valley View ❑ .. Renton ❑...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 ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for Tess than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction /Excavation /Fill - Right -of -way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ... Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑. ❑. ❑. ❑. ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ._Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public WO # WO# WO # Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Bi11inF, to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund /Billing: Name: Mailing Address: Day Telephone: Cary State Zip -1 Applical ions ,Forms- Applical. ions On L.ine'2011 ApplicationsTennit Applical On Re Revised: August 2011 00 d- %'I -I1 dos, Page 3 of 4 ANION 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 HERE ' . ERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALT OF " RJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signatur Date: 09/12/2012 Print Nam:, John S. Murdoch Day Telephone: (253) 657 -0868 Mailing Address: P.O. Box 3707 M/C 89 -14 H:`.Applicalions .Forms - Applications On Line \2011 Applications,. Permit Application Revised • 8-9 -11 .docx Revised: August 2011 bh Seattle City WA 98124 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.: 0003400018 Permit Number: D12-304 Address: 9725 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 09/12/2012 Applicant: BOEING #9 -60 YD Issue Date: Receipt No.: R12 -03336 Initials: WER User ID: 1655 Payment Amount: $122.70 Payment Date: 12/17/2012 02:45 PM Balance: $0.00 Payee: JOHN MURDOCH TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 033400 ACCOUNT ITEM LIST: Description 122.70 Account Code Current Pmts BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES 000.322.100 90830402.5000.5304.XXXXX 90330109.5000.5301.XXXXX Total: $122.70 6.00 38.10 78.60 rinr: Rat- int -f1R Printprl• 17 -17 -7(112 • 0 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.: 0003400018 Permit Number: D12-304 Address: 9725 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 09/12/2012 Applicant: BOEING #9 -60 YD Issue Date: Receipt No.: R12 -02592 Initials: JEM User ID: 1165 Payment Amount: $1,061.51 Payment Date: 09/13/2012 08:37 AM Balance: $6.00 Payee: JOHN S MURDOCH, WORKPLACE SVC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 007701 ACCOUNT ITEM LIST: Description 1,061.51 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $1,061.51 638.25 418.76 4.50 doc: Receiot -06 Printed: 09 -13 -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.: 0003400018 Permit Number: D12 -304 Address: 9725 EAST MARGINAL WY S TUI{W Status: PENDING Suite No: Applied Date: 09/12/2012 Applicant: BOEING #9 -60 YD Issue Date: Receipt No.: R12 -02590 Payment Amount: $- 1,067.51 Initials: JEM Payment Date: 09/13/2012 08:35 AM User ID: 1165 Balance: $6.00 Payee: CREDIT CARD PAYMENT RUN FOR DIFFERENT AMOUNT TRANSACTION LIST: Type Method Descriptio Amount Payment Void Authorization No. 007701 ACCOUNT ITEM LIST: Description - 1,067.51 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $- 1,067.51 - 644.25 - 418.76 -4.50 doc: Receiot -06 Printed: 09 -13 -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.: 0003400018 Permit Number: D12-304 Address: 9725 EAST MARGINAL WY S TUKW Status: PENDING Suite No: Applied Date: 09/12/2012 Applicant: BOEING #9 -60 YD Issue Date: Receipt No.: R12 -02590 Initials: JEM User ID: 1165 Payment Amount: $1,067.51 Payment Date: 09/12/2012 03:31 PM Balance: $0.00 Payee: JOHN S MURDOCH, WORKPLACE SVCS TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd MC Authorization No. 007701 ACCOUNT ITEM LIST: Description 1,067.51 Account Code Current Pmts BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE 000.322.100 000.345.830 640.237.114 Total: $1,067.51 644.25 418.76 4.50 doc: Receiot -06 Printed: 09 -12 -2012 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION CI 0 Southcenter Blvd. #100 Tukwila. WA 98188 (206) 431 -3670 630 Permit Inspection Request Line (206) 431 -2451 P12-304 Projgct: % Q 1.5 of— Type�°f�Ins ecti n: /� 1 Address: 1 vi'1'L; f .. MAJ� ,� AL Date Called: Special Instructions: Date Wanted: ` .a.la�,, -7 .- !3 p.m. Requester: Q1 Phone NQ: _7 q3 - '1 (,.3 s- Approved per applicable codes. !__J Corrections required prior to approval. COMMENTS: % Q1 `rP f . k ,T'.A.& Hof- Sk.e L', -lids `' Z I Inspez1 o4 Datie: () n REINSPECTION FEE REQUI ED....Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permi (2,;°41 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 t • C P 1 : A( ci - (0 13 r (11) M\ Ssec•'. 4 J `'c Type oIrn s w —": - — -7 Addyg (15 i. , Of I2 -e-to( Q /1/4U -SY '/4-4 , r� , `6 ate C \ 3 v ` 0 Special Irystruc�tio s ;, �" A6L C p PG' A- --k -CAS be « 1.'n A-6.9_ 'Gs,O Date Wanted. � 3 ia.m. Requester: Pho a _—.7 f 3- A1.3 s 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r (11) M\ Ssec•'. 4 J `'c "lj N &T , P QUf ieG--� ' DeJ .G ;Aeel� Of I2 -e-to( Q /1/4U -SY (3 -P___ IS it S `Li) pc', o R._ ` n o k u ; ∎ O , A , r iv A--L.... . f2 E), E), A E: !JAl.-- elt Cr FvOikA C p PG' A- --k -CAS be « 1.'n A-6.9_ 'Gs,O AA.) A e Dr fJ-e a ...s.-4-7--E. ( .C-c-- A -_ ', r 0 p Js -r ,P o UI e Ail( T-A0Pc31 { , C J r ` t J t , "i - A L • Insp(ctor: P'Uti? Dater n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER - • • .- - .., • •••_.•,‘, INSPECTION RECORD Retain kcopy with permit I3 0? Dia - P - s - o'b PERMIT NUMBERS ' CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: -: -,1in2g Type of Inspection: Address: c:1 --- Suite t: _ In i S Contact Person: Special Instructions: Occupancy Type: Phone No.: CA-Approved per applicable codes. Corrections required prior to approval. COMMENTS: c if ot, sP ,tmc oC� Needs Shift Inspection: • Sprinklers: Fire,.Alarrn: • -- Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: t fir;- -- Date: C /?v) / a Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. .k Billing Address Attn: Company Name: Address: City: State: • 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • • • • . . 1 INSPECTION NUMBER INS'ECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: - 6betN3 I~ ba i` t elfI 1e S T of Inspection: Hood & Duct: Address: �') as.-- Suite #:. 9_t, p S Contact Person: Special Instructions: Phone No.: riApproved per applicable codes. 44-r- orrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: c 1' / 5-119-4964z. 1,..)-42 4 ---p,e,4 t Luc. ,Ux)-(- t v2-44 a e4`1"425 \-. 654.. " ,0<< i ° ( Jf vu.t t } Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:,, �� s-- - - D Date: 6A ,PS H Hrs.: $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: 1 Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER 4 INSPECTION RECORD Retain a copy with permit Dr?. - 309! PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila;-Wa. 98188 206- 575 -4407 Project: . ' i 0 2 k `"J Co . Sprinklers: Type of Inspection: (--� e cf.--e -S f rw pa-G- Address: q -) as- Cam, A 9 - Suite #: ,,c, (s r .. j -I contact Person: - Special Instructions: _ . Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -1-1-4.1 S s4' // it 41 ki,.r 710 C, " ii 4_ iag, 0 C $fd, - ,.1),) /-P iz ;s ls,ai t)9 30 3a- c , j- . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: A Date: Oh 3 Hrs.: 1 $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 .. • 6 BOF/NO November 5, 2012 Material Type: (FLAMMABLE Located at Bldg. 9-60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS (MFG. 1 00058 - 01 2 00132 - 02 3 00198 - 02 4 00222 - 02 5 00222 - 05 6 00573 - 02 7 05362 - 02 8 05362 - 02 9 11300 - 01 10 17591 - 03 11 19248 - 01 12 19310 - 01 13 14 15 16 19479 - 01 20701 - 01 20701 - 01 21274 - 01 019512 3CRT 023076 3CT 016395 3T 002060 3CRT 002060 3CRT 017786 6T 059753 3T 059753 3T 035178 4CST 035336 3ST 018991 029057 088862 5ST 1ST 1RT 089146 099698 4ST 016078 3CT 016696 3ST Y(B) SABIC INNOVATIVE PUGE I Y(B) (Q) Y(I) Y(B) Y(B) (Q) Y(B) Y(B) Y(0) Hazardous Materials Management FILE COPY Cabinet Baseline Peet No. PRODUCTION CABINET 360161 CONTAINS RESTRICTED MATERIAL " May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http: / /msds.web.boeing.com Green Book# 0165 Product Description Spec DOW CORNING CORPORA AKZO NOBEUANAC COAT D AIRCRAFT PRODUCTS C DOW CORNING CORPORA DOW CORNING CORPORA CABOT CORPORATION HENKEL LOCTITE CORPOF HENKEL LOCTITE CORPOF DEFT CHEMICAL COATINGS DEFT CHEMICAL COATINGS Y(C) HENKEL LOCTITE CORPORATIO HENKEL LOCTITE CORPORATIO Y(B) AKZO NOBEL/ANAC COAT Y(B) ** DOW CORNING 1204 RTV PRIME COAT -- 66C28 THINNER DAPCO 1 -100 PRIMER ** DOW CORNING 1200 RTV PRIME COAT, RI ** DOW CORNING 1200 RTV PRIME COAT, RI CAB -O -SIL FUMED SILICA, COLLOIDAL SILIC FREKOTE 710 NC FREKOTE 710 NC 44GN011 BAC452 GREEN * 44GN011 ** 44GN011 CAT HYSOL HD3475 W /HYSOL RE2038 HYSOL HD3475 HYSOL RE2038 ** 9001W100 WHITE 4221T17925 WHITE GLOSS ENAMEL 3CRST AKZO NOBEUANAC COATINGS ** 4221T17925; WHITE 595B -17925 71822 AKZO NOBEUANAC COATINGS Y D AIRCRAFT PRODUCTS C 016696 3ST Y(B) SABIC INNOVATIVE PUGE I Y(C) Ref# HMM902. For material requests: 1206)662 -1611 Contact: RANDY CAREY (206)544 -1771 IE -Team BENJAMIN MALSB (206)6624790 55AB000285 55AB000179 BMS5 -63 TY1 5567002000 55AB000338 5567000339 5500003723 5567002881 5567002881 BMS10 -11 TY1 CLA G 5567002380 BMS5 -60 1Pkg Size 13.5 OUNCE CAN 1 GALLON CAN 8 OUNCE BOTTLE 13.5 OUNCE CAN 1 GALLON CAN 10 POUND BAG 1 GALLON CAN 1 GALLON CAN 2 PART KIT (QT) 5567006629 2 PART KIT (GAL) BMS10 -83 TY1 17925 5567000627 1 GALLON CAN MIL -PRF -22750 TY1 N 5567002848 2 PART KIT (GAL) ** 0200T129; EPDXY TOPCOAT, HS, ACTI ** DAPCO 18-4 DETAKIFIER BLUE SILICON PRIMER SS4155 BLUE SILICON PRIMER SS4155 MAGNOBOND 81 -1 PART A &B 089109 6ST MAGNOLIA PLASTICS, INCORP MAGNOBOND 81 -1, PART A 124243 5ST MAGNOLIA PLASTICS, INCORP ** MAGNOBOND 81 -1, PART B 05- NOV -12 03:14 PM CORRECTION LTR #_ _ j__� REVIEWED FOR CODE COMPLIANE APPROVEL60041: 5560041 5PTIFRIf`fff21 r47 2019567002 City of Tukwila BUILDING DIVISION b ()QL4 19 1 PINT CAN 5 16 OUNCE BOTTLE 5 16 OUNCE BOTTLE 0 2 PART KIT (QT) C, Max Res Qty 24 N 2 N 24 N 60 N 1 N 1 N 18 N 18 N 34 N 4 N 1 N 1 N 9 N 6 N 0 N 6 N DEC • U b 2012 OF PERMIT CENTER 4707E/NO November 5, 2012 Material Type: FLAMMABLE (Located at Bldg. 9-60 'NORTH SIDE Shop# 9S- 7S -14E1 17 18 19 20 MID - Var MSDS LFC TATS MFG. 21934 - 01 23695 - 01 23695 - 01 24211 - 01 21 24216 - 02 22 24448 - 01 23 27430 - 01 24 29182 - 01 25 29182 - 01 26 29478 - 01 27 29992 - 01 021989 1T 002061 3RT 002061 3RT Y(B) Y(B) Y(C) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 CONTAINS (RESTRICTED MATERIAL " May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http: / /msds.web.boeing.com Green Book# D165 'Product Description Spec CASTROL INDUSTRIAL NOI BRAYCOTE 137 DOW CORNING CORPORA " DOW CORNING 1201 RTV PRIME COAT DOW CORNING CORPORA " DOW CORNING 1201 RTV PRIME COAT EPK 615 RESIN & HARDENER 029370 6CRST HENKEL LOCTITE CORPORATIO " 830 HYSOL 615 RESIN 83094 029371 5CST HENKEL LOCTITE CORPORATIO " 830 HYSOL 615 HARDENER Y(I) 683 -3 -20 CLEAR W/X -310A 083194 3CST AKZO NOBEUANAC COATINGS ** X -310A; POLYURETHANE CATALYST 091395 1T AKZO NOBEUANAC COATINGS 683 -3 -20; SKYDROL RESISTANT CLEAR 091395 1T AKZO NOBEUANAC COATINGS 683 -3 -20; SKYDROL RESISTANT CLEAR Y(I) HYSOL EA 9377 PART A &B 086148 086149 085761 6CST 5CST 3RST 000705 6 000705 6 018699 6ST HENKEL LOCTITE CORPORATIO " EA 9377 PART A HENKEL LOCTITE CORPORATIO " EA 9377 PART B ALION SCIENCE AND TECE " X -99 THINNER Y(Q) CASTROL INDUSTRIAL NOI BRAYCO 885 LUBRICATING OIL Y(Q) CASTROL INDUSTRIAL NOI Y(C) SHELUEQUILON /SOPUS 063949 3ST AKZO NOBEUANAC COATINGS 085013 3CST AKZO NOBEUANAC COATINGS 28 30744 - 01 023085 1CT Y(B) AKZO NOBEUANAC COAT 29 30944 - 01 020893 3RT Y(C) VISHAY MICRO - MEASURE 30 31591 - 01 104436 3CST Y(B) BOEING COMPANY 05- NOV -12 03:14 PM BRAYCO 885 LUBRICATING OIL AEROSHELL GREASE 16 23T3 -10 FLAT WHITE W /PC -216 MIL -C -16173 GR2 BMS5 -123 TY1 CL2 BAC5710 TY41 HMM902. For material requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Ref# 5521617311 5560012009 5560012009 5567000344 Pkg Size Max Res Qty 1 QUART CAN 4 N 13.5 OUNCE BOTTLE 4 N 13.5 OUNCE BOTTLE 4 N 2 PART KIT (3.2 OZ) 12 N 5567004371 3 PART KIT (3 QT) 5PTMKTO3 FORM 11 G 55AF004000 2 PART KIT (6 OZ SEMKIT) MIL -L -6085 MIL -L -6085 BMS3 -24 BMS10 -86 TY1 GRDB 5567006072 5940004570 5940004570 59AB000005 5567002471 " PC -216; TEFLON ABRASION RESISTANT " 23T3 -10; WHITE BAC 700/595B -37925 " 28C1 5540000301 " M-COAT D AIR DRYING PROTECTIVE PAIN 5500000007 " 16 -78 -1 -36231 FLAT BMS10 -60 TY1 &2 CLE 5567900301 1 PINT CAN 1 QUART CAN 1 QUART CAN 35 POUND PAIL 2 PART KIT (GAL) 1 GALLON CAN 6 N 500 N 3 N 48 N 24 N 2 N 4 N 4 N 1 BOX = FOUR 1 14 N OUNCE BOTTLES 2.56 POUND CAN (QT) 3 N Page 2 OF 11 BOF/NO November 5, 2012 Material Type: FLAMMABLE Located at IBIdg. 9 -60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 31 31899 - 01 Y(B) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 *CONTAINS RESTRICTED MATERIAL ** May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http:/ /msds.web.boeing.com Green Book# D165 Product Description Spec Ref# HMM902. For material requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size 44GN072 W /44GN072CAT 5PTMRT03 & MIL -PRF 55SL005047 2 PART KIT (QT) 101092 4CST DEFT CHEMICAL COATINGS * 44GN072 101093 3ST DEFT CHEMICAL COATINGS ** 44GN072CAT 32 32544 - 01 108134 3CST Y(B) BOEING COMPANY ** 16 -78 -2 -26373 S/G 33 32545 - 01 085200 3ST 108134. 3CST 34 32821 -01 107170 3CST 35 33022 - 01 018892 6ST 039515 5ST 36 41764 -01 092002 6ST 37 41765 -01 095733 3ST 38 41767 -01 020890 3CT 39 41768 - 01 40 42176 - 01 030130 6ST 030130 6ST 030130 6ST 030130 6ST 030130 6ST 030130 6ST 030132 5STP 061836 3RST 105387 3ST 05- NOV -12 03:14 PM Max Res 80 N BMS10 -60 TY1 &2 CLE 5567900302 2.82 POUND CAN (QT) 7 N Y(B) 16 -78 -2 -26373 S/G W /PC -219 BMS10 -60 TY1 &2 CLE 5567002014 2 PART KIT (QT) 0 N AKZO NOBELJANAC COATINGS BOEING COMPANY Y(B) BOEING COMPANY Y(C) ** PC -219; CURING SOLUTION ** 16 -78 -2 -26373 ** 16 -78 -2 -26492 S/G HYSOL 608 PART A &B HENKEL LOCTITE CORPORATIO 830 HYSOL 608 RESIN HENKEL LOCTITE CORPORATIO HYSOL 608 HARD Y(0) Y(0) Y(C) Y(C) AKZO NOBEL/ANAC COAT ** PC -233 AKZO NOBELJANAC COAT ** TR -112 VISHAY MICRO - MEASURE ** M-COAT A M -BOND AE RESIN W/M -BOND CURING AGE VISHAY MICRO - MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO - MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO- MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO - MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO - MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO - MEASUREMENT ** M -BOND AE RESIN VISHAY MICRO - MEASUREMENT ** M -BOND CURING AGENT - TYPE 10 Y(B) 15 -71 -2 -70226 WN66VC229 BOEING COMPANY ** 15 -71 -2 -70226 SHERWIN - WILLIAMS COMPANY ** V66VC229 CURING SOLUTION (BMS 1083 BMS10 -60 TY1 &2 CLE 5567900300 2.88 POUND CAN (QT) 3 N BMS5 -123 TY1 CL2 5567005376 2 PART KIT (50 ML) 24 N BMS10.60 TY1 &2 CLE 5567005339 BMS10.60 TY1 &2 CLE 5567005340 5567005903 5567005904 1 GALLON CAN 4 N 1 GALLON CAN 6 N (4) 1 OUNCE BOTTLES N 7 PART KIT (80 G) 12 N BMS10 -83 TY2BAC70 5567970226 2 PART KIT (QT) Page 3 OF 11 2 N (,_15147E74027 November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9 -60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 41 42521 -01 111523 3RT 42 42653 -01 078343 9A Y(0) 43 42782 -01 036329 6T (B) 44 43386 - 01 082041 6ST Y(Q) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 CONTAINS RESTRICTED MATERIAL " May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http : / /msds:web:boeing,com Green Book# D165 Product Description Spec CYTEC ENGINEERED MATI " CONAP AD -1147 ADHESIVE PRIMER CHEMETALL OAKITE/BREN DINITROL AV 8 AEROSOL CASTROL INDUSTRIAL NOI BRAYCO 300 CASTROL INDUSTRIAL NOI CASTROLAERO 40 45 43451 - 01 066402 3RT FISHER SCIENTIFIC " ETHYL ACETATE 46 43516 - 03 050982 1T Y(0) CHEMETALL OAKITE /BREN DINITROL AV8 47 43695 - 01 124045 6 Y NYCO S.A. 48 43933 - 01 002040 6 Y(B) DOW CORNING CORPORA 49 44016 - 01 016395 3T Y(I) D AIRCRAFT PRODUCTS C 50 44025 - 01 030118 6CRST Y(C) DOW CORNING CORPORA' 51 44045 - 02 Y(J) 017792 3T 029035 3T 029037 3T 086080 4RT 086081 4RT 088537 3CST 52 44066 - 01 096388 3ST 124563 3ST 53 44072 - 01 085200 3ST 127791 3CST 54 44120 -01 039802 6ST 05- NOV -12 03:14 PM CAAP CO.,INCORPORATED CAAP CO.,INCORPORATED CAAP CO.,INCORPORATED LORD CHEMICAL PRODUCTS LORD CHEMICAL PRODUCTS CAAP CO.,INCORPORATED Y(I) AKZO NOBEL/ANAC COATINGS AKZO NOBEL/ANAC COATINGS Y(B) AKZO NOBEL/ANAC COATINGS BOEING COMPANY (Q) CASTROL INDUSTRIAL NOI BMS 3 -33 CANDIDATE GREASE " DOW CORNING 510 FLUID, 100 CST DAPCO 1 -100 PRIMER " DOW CORNING Q4 -2805 FLUOROSILICON CAAPCOAT FP -200 CAAPCOAT POLYURETHANE CURING AGEr " CAAPCOAT POLYURETHANE ACCELERI CAAPCOAT POLYURETHANE THINNER " AEROGLAZE 9947A " AEROGLAZE 9947B " CAAPCOAT FP -200 COLOR MATCHED PC 10PW22 -8 BROWN W /ECW -119 HMM902. for material requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Ref# 5567006064 BMS3 -23 TY2 55AB000085 MIL -PRF -32033 5967000191 BMS3 -32 TY2 5967000200 CERTIFIED ASC 5567006272 BMS3 -23 TY2 5567900011 BMS3 -33 5967000164 5567001061 BMS5 -63 TY1 5567005969 5PTMUB04 TY2 55AF006349 5567006679 5PTMRT09 Pkg Size 1 GALLON CAN 400 MILLILITER CAN 1 QUART CAN 1 QUART BOTTLE 4 LITER BOTTLE 5 GALLON CAN 7.5 POUND CAN 5 GALLON PAIL 4 OUNCE BOTTLE 7.5 OUNCE TUBE 6 PART KIT Max Res Qty 6 N 36 N 19 N 24 N 6 N 2 N 1 N 40 N 72 N 4 N 55AF006350 2 PART KIT (10 OZ) 47 N " ECW -119; ACTVR FOR LOW DENSITY PR " 10PW22 -8; BROWN, CF, LOW DENSITY P 16 -78 -2 -25095 W /PC -219 BMS10 -60 TY1 &2 CLE 5567006365 " PC -219; CURING SOLUTION " 16 -78 -2 -25095 BRAYCO 599 2 PART KIT (QT) 5567006377 1 QUART CAN Page 4 OF 11 2 N 6 N November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9-60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC 55 44120 -02 039802 6ST 56 44120 -02 039802 6ST 57 44231 - 02 016676 087969 58 44283 - 01 128217 59 44338 - 01 084938 097495 097503 60 44378 - 01 6T 1RST 6T 3T 3RT 6 007694 3CT 023705 3T 023711 3ST 030427 3RST 030429 3T 030430 3T 61 44412 - 01 112224 3CRT 62 44469 -01 096478 6T 63 44698 - 01 64 44699 - 01 085200 3ST 127792 3CST 052943 TATS (Q) (Q) Y(B) MOMENTIVE PERFORMANCE MA MFG. Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 * CONTAINS RESTRICTED MATERIAL **May require special employee, protection. See IHCIS, MSDS, SOP or Industrial Hygienist. http: / /msds.web.boeing.com Green Book# D165 Product Description Spec CASTROL INDUSTRIAL NOI BRAYCO 599 CASTROL INDUSTRIAL NOI BRAYCO 599 SABIC INNOVATIVE PLJGE BE RTV430 W /BETA11 -01 RTV430 ** BETA 11 D1 (Q) DOW CHEMICAL COMPANI DOWTHERM SR -1 60 HEAT TRANSFER FLUIC Y(B) AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS (B) 68C3 -1 -A W /SC -100 -A & SCR -100 SCR -100; SILICONE CURING AGENT RED ** 68C3 -1 -A; INSULATIVE COATING TROWE SC- 100 -A; SILICONE CURING AGENT ASTROCOAT 7200 BLACK KIT STERLING LACQUER MANUFAC' STERLING LACQUER MANUFAC1 STERLING LACQUER MANUFAC' STERLING LACQUER MANUFAC' STERLING LACQUER MANUFAC1 STERLING LACQUER MANUFAC1 ** 8003 BLACK ANTISTATIC TOPCOAT 8300 ASTRO THINNER ** 8201 ASTRO. PRI. CATALYST ** 8200 ASTROCOT PRIMER 8100 ASTROCOAT CATALYST 8000 BLACK ASTROCOAT MIL -C -83231 A Y(B) PPG INDUST. /PRC- DESOTC ** CA 8000 /B707X GLOSS GRAY Y(A) ROYAL LUBRICANTS /ANDE ROYCO 777 Y(B) 16 -78 -2 -27780 W /PC -219 AKZO NOBEUANAC COATINGS ** PC -219; CURING SOLUTION BOEING COMPANY ** 16 -78 -2 -27780 Y(0) 15 -71 -1 -37038 FLAT BLACK WN66VC229 3CRST BOEING COMPANY 105387 3ST SHERWIN - WILLIAMS COMPANY 05- NOV -12 03:14 PM ** 15-71-1-37038 ** V66VC229 CURING SOLUTION (BMS 1083 BAC5010 TY68 HMM902. For material requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Ref# 5567006599 5567006599 5567000192 Pkg Size Max Res Qty 8 OUNCE CAN (1/2 48 N PINT) 8 OUNCE CAN (1/2 96 N PINT) 2 PART KIT (1.38 LB) 6 N 5567006357 5 GALLON PAIL 9 N BMS10 -102 TY1 CL2 ( 5567004948 3 PART KIT (GAL) 1 N 5567006399 6 PART KIT BMS10 -60 TY1&2 CLE 5567004837 MIL -PRF -87257 1 GALLON CAN 5967000212 5 GALLON CAN 2 PART KIT (QT) BMS10 -60 TY1&2 CLE 5567006364 BMS10 -83 TY3BAC37 5567006459 2 PART KIT (QT) Page 5 OF 11 3 N 4 N 5 N 2 N 4 N November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9 -60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 65 44941 - 01 Y(B) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 * CONTAINS IRESTRICTED'MATERIAL ** May require special employee protection. See HCIS, MSDS, SOP or Industrial, Hygienist. http://msds.web.boeing,com Green Book# D165 Product Description Spec 128400 6S SHERWIN - WILLIAMS COMPANY 128401 6CST SHERWIN - WILLIAMS COMPANY 66 45361 - 01 130780 1T Y(A) INLAND TECHNOLOGY /INL 67 45542 - 01 68 45658 - 01 69 45658 - 02 Y(B) 131161 3CST HENTZEN COATING, INC. 131162 3ST HENTZEN COATING, INC. Y(C) 084584 3T PPG INDUST. /PRC - DESOTO IN 084585 3CST PPG INDUST. /PRC - DESOTO IN Y(C) 084584 3T 084585 3CST 70 45693 -01 026766 9AF 71 45710 - 01 020765 5ST 022059 6ST 72 45710 - 01 PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN Y(B) EVERLUBE(FORMERLY E/F Y(I) H UNTSMANNANTICO /CIBA H U N TS MANNAN TI CO /C I BA Y(I) 020765 5ST HUNTSMANNANTICO /CIBA 022059 6ST HUNTSMANNANTICO /CIBA 73 45807 - 01 094384 6ST Y(B) HENKEL SURFACE/PARKE 74 47261 - 01 034866 3CST Y(C) HENKEL LOCTITE CORPOF 75 47354 - 01 115011 3CST Y(B) AKZO NOBEL/ANAC COAT 05- NOV -12 03:14 PM B73W111 W/B73V100 HARDENER ** B73V100 Ref# HMM902. For material requests: (206)662 -1611 Contact: RANDY CAREY (206)544-1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size 5567006402 2 PART KIT (GAL) ** B73W111 WATERBASED TILE -CLAD EPO PARTSMASTER 680 TYPE I MIL -PRF -680 TY1 5567006541 1 GALLON CAN 31154APX -T1 36622 GRAY URETHANE W/064 MIL -PRF -85285 TY1 5567006498 2 PART KIT (GAL) ** 31154APX -T1 36622 GRAY URETHANE M • 06480CMU HIGH SOLIDS URA -ZEN CATA PR1197 PART A &B BMS5 -81 TY2 CL2 PR1197 PART A **PR1197 PART B PR1197 PART A &B Max Res Qty 72 N 5 N 8 N 5567006589 2 PART KIT (PT) 4 N BMS5 -81 TY2 CL2 5567006590 2 PART KIT (1/2 PT) 16 N PR1197 PART A ** PR 1197 PART B ** LUBRI -BOND 220 AEROSOL (PLB220AE) ( MIL -L -23398 TY2 5967000031 12 OUNCE CAN 24 N EPOCAST 50 -Al W /EPOCAST HARDENER 98 BMS8 -201 TY3 ** EPOCAST HARDENER 9816 EPOCAST 50 -Al EPOCAST 50 -Al W /EPOCAST HARDENER 98 BMS8 -201 TY3 ** EPOCAST HARDENER 9816 EPOCAST 50 -Al ** TURCO 6840S ** HYSOL PC18M MIL -I -46058 TYUR ** ECL-G -1622; WHITE BAC 70846 715108 BMS10 -72 TY9 5567004754 2 PART KIT (GAL) 5567004754 2 PART KIT (GAL) 5567006558 5567006773 5567006534 5 GALLON PAIL 1 GALLON CAN 1 GALLON CAN Page 6 OF 11 2 N 2 N 1 N 8 N 1 N November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9.60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 76 48421 - 01 77 48581 - 01 78 49505 - 01 79 49505 - 02 80 49549 - 01 81 49582 - 01 82 50054 - 01 Y(C) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 3601 :61 " CONTAINS RESTRICTED MATERIAL "" May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http://msdsweb.boeing.com Green Book# D165 Product 'Description Spec 020379 6 HUNTSMANNANTICO /CIBA 020746 6ST HUNTSMANNANTICO /CIBA Y(C) 084324 3T PPG INDUST. /PRC - DESOTO IN 084325 3CST PPG INDUST. /PRC - DESOTO IN Y(C) 138780 3ST PARKER CHOMERICS 138781 3CST PARKER CHOMERICS 138782 1ST PARKER CHOMERICS Y(C) 138780 3ST PARKER CHOMERICS 138781 3CST PARKER CHOMERICS 138782 1ST PARKER CHOMERICS Y(C) 115296 3ST 115296 3ST 115673 3ST 116190 6ST PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN Y(C) 092272 3CST SPRAYLAT CORPORATION 092273 3RT SPRAYLAT CORPORATION 118883 3ST SPRAYLAT CORPORATION Y(B) 126766 3CST DEFT CHEMICAL COATINGS 126767 3ST DEFT CHEMICAL COATINGS 05- NOV -12 03:14 PM ARATHANE (URALANE) 5753 PART A &B ARATHANE 5753 B " ARATHANE 5753A PR -1196 PART A &B " PR -1196, PART A ACCELERATOR COMP( " PR -1196, PART B BASE COMPONENT CHO- SHIELD 4994, PART A, B & C " CHO-SHIELD 4994, PART A " CHO-SHIELD 4994, PART B " CHO-SHIELD 4994, PART C CHO- SHIELD 4994, PART A, B & C Ref# HMM902. For material requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size Max Res Qty BMS8 -299 5567006902 2 PART KIT (840 G) 12 N BMS5 -81 TY2 CL1 5567900035 2 PART KIT (1 LB) 8 N 5567900152 3 PART KIT (GAL) 2 N 5567900153 3 PART KIT (QT) " CHO-SHIELD 4994, PART A " CHO-SHIELD 4994, PART B " CHO-SHIELD 4994, PART C CA 8100/B70846X ANTI -CHAFE GLOSS WHITE BMS10 -86 TY1 &3 GR 5567900161 4 PART KIT (QT) " CA 8100/B70846X ANTI -CHAFE GLOSS W " CA 8100/B70846X ANTI -CHAFE GLOSS W " CA 8100C ANTI -CHAFE THINNER " CA 8100B ANTI -CHAFE ACTIVATOR 599-Y -1306 PART A,B & C 5567900151 3 PART KIT (GAL) " 599 -Y -1306 PART A ANTENNA GUARD " 599 -Y -1306 PART B ANTENNA GUARD " 599 -Y -1306 PART C RETARDANT 44GN098 W /44GN098CAT 5PTMRT09 GRB 55AF006351 2 PART KIT (7 OZ) " 44GN098 " 44GN098CAT Page 7 OF 11 4 N 2 N 9 N 96 N November 5, 2012 Material Type: FLAMMABLE Located at .Bldg. 9-60 :NORTH SIDE Shop# '9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 83 50054 - 01 84 50054 - 03 Y(B) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 * CONTAINS RESTRICTED MATERIAL ** May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http:llmsds:webboeing.com Green Book# D165 Product Description Spec 126766 3CST DEFT CHEMICAL COATINGS 126767 3ST DEFT CHEMICAL COATINGS Y(B) 126766 3CST DEFT CHEMICAL COATINGS 126767 3ST DEFT CHEMICAL COATINGS 85 50097 - 01 030136 3T Y(C) VISHAY MICRO- MEASUREN 86 50374 - 01 Y(B) 122084 3CST PPG INDUST. /PRC - DESOTO IN 122085 3ST PPG INDUST. /PRC - DESOTO IN 87 50420 - 01 Y(B) 092002 6ST AKZO NOBEL/ANAC COATINGS 095733 3ST AKZO NOBELJANAC COATINGS 140285 3CST BOEING COMPANY 88 50792 - 01 Y(B) 092002 6ST AKZO NOBEL/ANAC COATINGS 095733 3ST AKZO NOBELJANAC COATINGS 142612 3CST BOEING COMPANY 89 50822 - 01 Y(C) 020379 6 HUNTSMANNANTICO /CIBA 020746 6ST HUNTSMANNANTICO /CIBA 90 50926 - 01 Y(0) 092002 6ST AKZO NOBEL/ANAC COATINGS 139867 3CST BOEING COMPANY 05- NOV -12 03:14 PM 44GN098 W /44GN098CAT 5PTMRT09 GRB ** 44GN098 ** 44GN098CAT 44GN098 W /44GN098CAT ** 44GN098 **44GN098CAT M -COAT C RTV SILICONE RUBBER 5PTMRT09 GRB CA7700AX PRIMER YELLOW W /CA7700BX AC BMS10 -72 TY8 " CA 7700AX URETHANE COMPAT FR HS F ** CA 7700BX URETHANE COMPAT FR HS < 17 -78 -3 -201 W /PC -233 & TR -112 *" PC -233; CURING SOLUTION ** TR -112; FLOW CONTROL COMPONENT/T ** 17 -78 -3 -201 17 -78 -3 -17886 GLOSS W /PC -233 & TR -112 ** PC -233; CURING SOLUTION ** TR -112; FLOW CONTROL COMPONENT/T ** 17 -78 -3 -17886 ARATHANE (URALANE) 5753 PART A &B ** ARATHANE 5753 B ** ARATHANE 5753A 17 -78 -2 -26373 W /PC -233 ** PC -233; CURING SOLUTION ** 17 -78 -2 -26373 BMS10 -60 TY1&2 CLE Ref# HMM902. For material '.requests: (206)662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size Max Res Qty 55AF006351 2 PART KIT (7 OZ) 96 N 55AF006352 2 PART KIT (QT) 0 N 5567001091 4 -1 OUNCE BOTTLES 12 N PER BOX 5567900334 2 PART KIT (2 GAL) 2 N 5567900201 3 PART KIT (QT) 0 N BMS10 -60 TY1 &2 CLE 55AB000152 3 PART KIT (QT) 12 N 5567005753 2 PART KIT (840 G) 15 N BMS10 -60 TY1&2 CLE 5567002014 2 PART KIT (QT) Page 8 OF 11 11 N November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9-60 NORTH SIDE Shop# 9S- 7S -14E1 (MID - Var MSDS LFC TATS MFG. 91 50928 - 01 092002 6ST 140184 3CST 92 50956 - 01 122004 93 50980 - 01 Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 *CONTAINS RESTRICTED MATERIAL ** May irequire special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http: /Imsds:web.boeing.corn Green Book# D165 Product Description Spec Y(B) 17 -78 -1 -703 W /PC -233 AKZO NOBEL/ANAC COATINGS ** PC -233; CURING SOLUTION BOEING COMPANY ** 17 -78 -1 -703 6T (Q) PTI PROCESS CHEMICALS ETHYLENE GLYCOL 049835 1RST 065511 6CRST 94 51090 -01 143441 3RT 95 51254 - 01 092002 6ST 095733 3ST 115011 3CST 96 51255 -01 054841 1ST 97 51255 -01 054841 1ST 98 51495 - 01 131422 6 99 51495 - 01 131422 6 100 51593 -01 135778 101 51604 - 01 102 51712 - 01 Y(B) PPG INDUST. /PRC - DESOTO IN PR -1422 B -2 PART A &B ** PR -1422 B -2, PART B BASE COMPONEN PPG INDUST. /PRC - DESOTO IN * PR -1422 B -2, PART A ACCELERATOR CO Y(C) ITW TACC INTERNATIONAI ** STA - PUT S151 SPRAY Y(B) AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS (Q) (Q) Y(Q) Y(Q) 4CRST Y(K) Y(C) 031095 9 034466 9 105387 3ST 135827 3CRST SHERWIN - WILLIAMS COMPANY ** H99AY94 -4383 POLANE L, BAC 703 TY 103 51722 - 01 134067 3RST Y(K) DEFT CHEMICAL COATING ** 900X001CAT ECL -G -1622; GLOSS WHITE W /PC -233 & TR- ** PC -233; CURING SOLUTION ** TR -112; FLOW CONTROL COMPONENT/T ** ECL-G -1622; WHITE BAC 70846 715108 CHEMETALL OAKITE/BREN DINITROL AV 100D CHEMETALL OAKITE/BREN DINITROL AV 100D REXCO CHEMICAL COMPA PARTALL COVERALL FILM REXCO CHEMICAL COMPA PARTALL COVERALL FILM DEFT CHEMICAL COATING ** 900W003 SKY -HULLO TOPCOAT FLV II, W CONDUCTIVE EPDXY P/N 72- 90005B PARKER HANNIFIN CORPORATI ** SILVER - FILLED EPDXY SYSTEMS PART PARKER HANNIFIN CORPORATI ** SILVER - FILLED EPDXY SYSTEMS PART Y(B) H99AY94 -4383 POLANE L, WN66VC229 SHERWIN - WILLIAMS COMPANY ** V66VC229 CURING SOLUTION (BMS 1083 05- NOV -12 03:14 PM Ref# HMM902. For material requests: (206)662.1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size BMS10 -60 TY1 &2 CLE 5567006449 2 PART KIT (QT) ASTM -E -1119 5567002700 AMS -S -8802 TY1 CLB 5567003789 5 GALLON PAIL 2 PART KIT (PT) 5567000151 5 GALLON CAN BMS10 -60 TY1&2 CLE 5567900003 3 PART KIT (QT) BMS3 -26 TY2 5567900326 BMS3 -26 TY2 5567900326 5567000304 5567000304 BMS10 -125 TY1 GRD 5567910125 BMS5 -35 TY1 GRA 5567000037 BMS10 -83 TY5BAC70 5567900703 5 GALLON PAIL 5 GALLON PAIL 1 GALLON JUG 1 GALLON JUG 1 GALLON CAN 2 PART KIT (2 OZ) 2 PART KIT (QT) BMS10 -125 TY1 GRD 5567000001 1 GALLON CAN Page 9 OF 11 Max Res Qty 2 N 7 N 12 N 1 N 4 N 1 N 1 N 4 N 4 N 6 N 12 N 4 N 2 N t;LBOE/NO November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9-60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var :MSDS LFC TATS MFG. Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 * CONTAINS RESTRICTED MATERIAL ** May require special employee protection. See HCIS, MSDS, SOP or Industrial Hygienist. http: / /msds.web.boeing.com Green Book# D165 Product Description Spec 104 51723 - 01 135801 4RT Y(K) DEFT CHEMICAL COATING ** IS -900 TYPE III 105 51776 - 01 106 51936 - 01 107 51937 - 01 108 51937 - 02 109 52127 - 01 110 52128 - 01 092002 6ST 092003 3ST 121097 3CST 092002 6ST 092003 3ST 140285 3CST 092002 6ST 092003 3ST 142612 3CST 092002 6ST 092002 6ST 092003 3ST 092003 3ST 142612 3CST Y(0) AKZO NOBELJANAC COATINGS AKZO NOBELJANAC COATINGS AKZO NOBEUANAC COATINGS Y(0) AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS BOEING COMPANY Y(0) AKZO NOBEUANAC COATINGS AKZO NOBEUANAC COATINGS BOEING COMPANY Y(0) AKZO NOBELJANAC COATINGS AKZO NOBEUANAC COATINGS AKZO NOBELJANAC COATINGS AKZO NOBEUANAC COATINGS BOEING COMPANY Y(0) 122084 3CST PPG INDUST. /PRC - DESOTO IN 125009 3CRST PPG INDUST. /PRC - DESOTO IN Y(0) 091812 1ST 091847 3ST 120849 3T 05- NOV -12 03:14 PM PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN BOEING COMPANY ECL -G -387 GLOSS RED W /PC -233 & TR -109 ** PC -233; CURING SOLUTION ** TR -109; REDUCER ** ECL -G -387; RED BAC 101 715247 17 -78 -3 -201 GLOSS W /PC -233 & TR -109 ** PC -233; CURING SOLUTION ** TR -109; REDUCER ** 17 -78-3 -201 Ref# HMM902. For material requests: (206)662 -1!611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 -0790 Pkg Size BMS10 -125 TY1 GRD 5567000000 7.405 POUND CAN (GAL) BMS10 -60 TY1 &2 CLE 5567006478 3 PART KIT (QT) BMS10 -60 TY1 &2 CLE 5567900201 3 PART KIT (QT) 17 -78-3 -17886 GLOSS W /PC -233 & TR -109 BMS10 -60 TY1 &2 CLE 55AB000152 3 PART KIT (QT) ** PC -233; CURING SOLUTION ** TR -109; REDUCER ** 17 -78 -3 -17886 17 -78 -3 -17886 GLOSS W /PC -233 & TR -109 BMS10 -60 TY1 &2 CLE 55AB000153 5 PART KIT (GAL) *" PC -233; CURING SOLUTION ** PC -233; CURING SOLUTION ** TR -109; REDUCER ** TR -109; REDUCER ** 17 -78 -3 -17886 CA 7700AX YELLOW PRIMER W /CA 7700BE A BMS10 -72 TY8 5567900335 2 PART KIT (GAL) ** CA 7700AX URETHANE COMPAT FR HS F ** CA 7700BE URETHANE COMPT FR HS SL 13- 79- 3- 17038X W /CA 8000 B &C BMS10 -72 TY8/125 TY 5567017038 ** CA 8000B DESOTHANE HS ACTIVATOR C " CA8000C REDUCER ** 13- 79- 3- 17038X Page 10 3 PART KIT (QT) OF 11 Max Res Qty 4 N 4 N 4 N 8 N 2 N 3 N 2 N November 5, 2012 Material Type: FLAMMABLE Located at Bldg. 9-60 NORTH SIDE Shop# 9S- 7S -14E1 MID - Var MSDS LFC TATS MFG. 111 52128 - 01 091812 1ST 091847 3ST 120849 3T 112 52255 -01 096802 5CST 113 52287 - 01 114 52354 - 01 Y(0) Hazardous Materials Management Cabinet Baseline PRODUCTION CABINET 360161 * CONTAINS RESTRICTED MATERIAL **May require special employee, protection. See HCIS, MSDS, SOP or Industrial Hygienist. http://msds.web.boeing.com Green Book# D165 Product (Description Spec PPG INDUST. /PRC - DESOTO IN PPG INDUST. /PRC - DESOTO IN BOEING COMPANY Ref# 13- 79- 3- 17038X W /CA 8000 B &C BMS10 -72 TY8/125 TY ** CA 8000B DESOTHANE HS ACTIVATOR C ** CA8000C REDUCER ** 13- 79- 3- 17038X Y(I) PPG INDUST. /PRC- DESOTC * PASA-JELL 105 Y(B) 17 -78 -3 -2266 W /PC -233 & TR -112 092002 6ST AKZO NOBEL/ANAC COATINGS ** PC -233; CURING SOLUTION 095733 3ST AKZO NOBELJANAC COATINGS ** TR -112; FLOW CONTROL COMPONENT/T 142889 3CST BOEING COMPANY ** 17 -78-3 -2266 Y(B) 13- 79- 3- 17875X W /CA 8000 B &C HMM902. For material requests: (2061662 -1611 Contact: RANDY CAREY (206)544 -1771 E -Team BENJAMIN MALSB (206)662 =0790 Pkg Size 5567017038 3 PART KIT (QT) Max Res Qty 2 N 5567900105 1 QUART BOTTLE 2 N BMS10 -60 TY1 &2 CLE 5567012266 3 PART KIT (QT) BMS10 -72 TY8/125 TY 091812 1ST PPG INDUST. /PRC - DESOTO IN ** CA 8000B DESOTHANE HS ACTIVATOR C 091847 3ST PPG INDUST. /PRC - DESOTO IN ** CA8000C REDUCER 112271 3RT BOEING COMPANY ** 13- 79- 3- 17875X 115 52859 - 01 111039 1ST Y(B) DAUBERT CHEMICAL COMI TECTYL 502C, CLASS I MIL -C -16173 GR2 116 53249 - 01 054079 6ST (Q) ELDORADO CHEMICAL CO ** ED -394 MIL SPEC AIRCRAFT EMULSION C MIL -C -43616 117 53988 - 01 048423 1RT Y(Q) TWENTY/TEN PRODUCTS I "20/10 ALL SEASON WINSHIELD CLEANER 118 53989 - 01 034090 5CST Y(Q) MCGEAN -ROHCO * CEE -BEE A -215 119 54015 - 01 110977 1T Y(Q) CHEMETALL OAKITE /BREN SP- 116 -13 WINDSHIELD WASH 120 54024 - 01 000711 6ST Y(A) CASTROL INDUSTRIAL NOI BRAYCOTE 248 MIL -C -11796 CL3 121 54364 - 01 151547 3T Y(B) SIMCO COATINGS, INC. ** MILVAR -838 (MIL- V -173C) MIL -V -173 122 54824 - 01 028577 3CRT Y HUMISEAL DIVISION /CHAS ** HUMISEAL 1A33 MIL -I -46058 TYUR 05- NOV -12 03:14 PM 5567900756 5521617311 5567906112 5567002010 5567001011 5567911613 55AB000482 5567008346 5567006773 Page 11 3 PART KIT (QT) 1 QUART CAN 1 GALLON CAN 1 GALLON JUG 5 GALLON PAIL 1 GALLON JUG 5 GALLON PAIL 1 GALLON CAN 1 GALLON CAN OF 11 4 N 4 N 12 N 4 N 6 N 1 N 8 N 1 N 2 N 4 N 1I ®DER ANclinewhg D @o CONSULTING ENGINEERS /CIVIL AND STRUCTURAL STRUCTURAL DESIGN CALCULATIONS FILE COPY Permit No. OF BOEING HAZMAT SHED BUILDING Hazmat Shed Building Seismic Holdowns & Shed Platform /Canopy Boeing 09 YARD (Between Bldg 9 -60 and 9 -61), Tukwila, Washington For BOEING Tukwila, Washington REI Job No. 12044 June, 2012 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2012 City of Tukwila BUILDING DIVISION Rtutty CITY OF TUKWI A SEP 12 2012 PERMIT CENTER IF3o��nx� ,ors l4 IZ8 4 vvs7 1519 West Valley Highway North /Suite 101 Post Office Box 836 /Auburn, WA 98071 253 - 833 -7776 Fax 253- 939 -2168 p12- Ghop®r miuGglilmgo Dm& CONSULTING ENGINEERS/CIVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253- 833 -7776 Fax 253- 939 -2168 JOB �zo SHEET NO OF CALCULATED BY TG1� DATE c..51-4 CHECKED BY DATE SCALE Contents 1. Hazmat Shed Building 2. Canopy 3. Shed Platform 4. Connections Page 1 -9 10 -36 36a - 36j 37 -41 42 -55 56 -64 D PRODUCT 207 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 -833 -7776 Fax 253- 939 -2168 JOB *at) saw s5 >J Vto4 4 A.iort,c- ts-v- 9 L °t -Cwt. 1704 v.1A SHEET NO OF 1 CALCULATED BY `C DATE v V RE, CHECKED BY DATE SCALE Brief: One new hazmat shed building will be installed at the north of the Boeing building 9 -61. The seismic.holdown design of the new shed shall conform to the design codes of IBC 2009 & ASCE 7 -05 & ASCE 7 -10. The design loads are noted in the following: Design Data: (Boeing Building 9 -61 Developmental Center is located at 9725 East Marginal Way South, Tukwila, Washington 98108) Weight of New Shed Building Corner A Corner B Corner C ' Corner.D Shed = 5.42 1.4 1.4 1.4 1.4 Storage (125 psf) 10.99 (Assumed) 2.7 2.7 2.7 2.7 Curb & Misc = 1.05 0.3 0.3 0.3 0.3 Max. Operating Wt. E = 17.46 Kips 1 4.4 1 4.4 1 4.4 1 4.4 I< -E =20.13 Kip X (in) Y (in) Height, Z (inches) (Assume the total weight of the shed to be equally carried by each C.G. of unit = 189.25 67.78 77:33 corner of the shed) Dimensions of shed: Length (ft) = 31.52 Width (ft) = 11.16 Height (ft) = 9.67 Wind (Per ASCE 7 - 05/7 -10) Assumed Wind Exposure C Assumed Wind Speed = Wind directionality factor, Kd = Importance factor, I = Velocity pressure coeff, KZ = Topographic factor,: KZI = Seismic (Per IBC 2009) Seismic Zone D SS = 1.1:14 Si = 0.416 Fe = 1.050 F,, = 1.580 IE = 1.500 Per ASCE section 13.3.1 Fp = 0.4 *ap *SDS *Ip(1 +2z/h) *Wp /Rp= 85.0 mph 0.85 1.15 0.70 1.0 SMS= Fa *Ss= Skit = Fv* St = Sias = SMs * 2/3 = Siat= SMi *2/3= Seismic Design Category = 0.5638 Wp ., Fp = 1.6 * Sps * Ip * WP = 1.8792 W, Fp = Hence, Fp = 0.3! * Sm. *Ip *Wp = 03524 Wp 0.5638 * Wp = 9.844 Kips Curb Height (ft) = 0.35 (4.25" high) Gust effect factor, G= 0.85 Velocity pressure, q= =_0.00256 KZ KZI Kd V2 1.175 0.659 0.783 0.439 D ap =. Rp = z/h = Wp= 1.0 2.5 1.0 17.46 (Conservative Kips (max.) Corner weight A . Corner weight B Comer weight C Comer. weight D... Length; L = 31.52 ft (Kips) (Kips) (Kips) (Kips) Width, W = 11:16 ft' Shed 4.37 4.37 4.37 4.37 Height, h = : • 9:67 ft Curb Ht. (ft) = 0.35 ft H' = Height of C.G.'+ Curb Ht. = 6.798 ft Overturning momnet at base, MOT = Fp *, H' = 66:.92 kip -ft (@ top of concrete slab) Fp„ = Seismic Vertical Force = 0.2 * SDS * WP = ,.. . 2.73 kips Resisting Moment; RM = (Wp - Fp„) ` dmin/2 = 82.14 kip -ft Conservative Design - Ignore the resistance moment and determine the uplift from the overturning moment noted in the following: Tension or Compression Force (ASD) per connector = MOT /Minimum unit dimensions of L or W = Tbait or Cbott = 2.142 kips' Shear force (ASD) per connector, Vyoit = 1.758 kips Connector Design Maximum load on Anchor Bolt, P.= 4 (T2bo1 .+ V2boit) = 2.771 Kips <' Design Load on Each Fastener Allowable withdrawal load of 3/4" c Hilti TZ Exp Anchor, 8.28 Kips; Allowable Shear of 3/4%0 Hilti TZ Exp Anchor, Z = 15.93 kips a = tan-1 (TI,„, itN t);= 50.6 ° No. of rag screws @ Curb @ ea side = 1.0 At each Corner Allowable load on exp. anchor group,P0 allow = E W Z/(Wcos2a + Zsin2a)= 14.239 Kips <----- The selected connector is satisfactory. Use (1) 3 /4 "0 X 3 3/8" embed Hilti HIT -RE 500 SD Epoxv Adhesive Anchor at each corner of new shed See attached calcualtions for Hilti HIT -RE 500SD Epoxy Adhesive Anchor D PRODUCT207 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 ASCE Seismic Base Shear Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Determine Seismic Coefficients for Shed Seismic Holdown Job # 12044 Printed: 13 JUN 2012, 8.30AM File: 5: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Risk Category Calculations per ASCE 7 -10 Risk Category of Building or Other Structure : "IV" : Buildings and other structures designated as essential facilities. Seismic Importance Factor = 1.5 Gridded Ss & Slvalues ASCE -7 -10 Standard Max. Ground Motions, 5% Damping : ASCE 7 -10, Page 2, Table 1.5 -1 ASCE 7 -10, Page 5, Table 1.5 -2 ASCE 7 -10 11.4.1 S = 1.114 g, 0.2 sec response 1 = 0,4159 g, 1.0 sec response Site Class, Site Coeff. and Design Category Latitude = Longitude = Location : Seattle, WA 98108 47.432 deg North 121.803 deg West Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight -line interpolation from table values) Maximum Considered Earthquake Acceleration S MS = Fa * Ss SM1 =Fv *S1 Design Spectral Acceleration Seismic Design Category Resisting System Basic Seismic Force Resisting System ... Response Modification Coefficient " R " System Overstrength Factor " Wo " Deflection Amplification Factor " Cd " Fa Fv SDS S MS213 SDt S M1* 2/3 • D • 1.05 • 1.58 = 1.175 • 0.659 = 0.783 0.439 = D ASCE 7 -10 Table 20.3 -1 ASCE 7 -10 Table 11.4 -1 & 11.4 -2 ASCE 7 -10 Eq. 11.4 -1 ASCE 7 -10 Eq. 11.4 -2 ASCE 7 -10 Eq. 11.4 -3 ASCE 7 -10 Eq. 11.4 -4 ASCE 7 -10 Table 11.6 -1 & -2 ASCE 7-10 Table 12.2 -1 Bearing Wall Systems Light - framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. • 6.50 Building height Limits : • 3.00 = 4.00 NOTE! See ASCE 7 -10 for all applicable footnotes. Category "A & B" Limit No Limit Category "C" Limit: No Limit Category "D" Limit: Limit = 65 Category "E" Limit: Limit = 65 Category "F" Limit Limit = 65 Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor " p " = 1.3 Lateral Force Procedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure is being used according to the provisions of ASCE 7- 1012.8 Determine Building Period Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value 0.020 " hn " : Height from base to highest level = 9.667 ft " x " value 0.75 " Ta " Approximate fundemental period using Eq. 12.8 -7 : "TL" : Long - period transition period per ASCE 7 -10 Maps 22 -12 -> 22 -16 ASCE 7 -10 Section 12.3.4 ASCE 7 -10 Section 12.8.2 Use ASCE 12.8 -7 Ta = Ct * (hn ^ x) = 0.110 sec 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.110 sec ASCE 7 -10 Section 12.8.1.1 S Ds: Short Period Design Spectral Response " R " : Response Modification Factor " I " : Seismic Importance Factor = 0.783 From Eq. 12.8 -2, Preliminary Cs = 6.50 From Eq. 12.8 -3 & 12.8 -4 , Cs need not exceed = 1.5 From Eq. 12.8 -5 & 12.8 -6, Cs not be less than Cs : Seismic Response Coefficient = = 0.181 • 0.924 • 0.052 • 0.1807 Qd o ° aEcGcetogj9 DIE& CONSULTING ENGINEERS/CIVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253- 939 -2168 JOB \- Lc4-4 SHEET NO -5 OF \ -` CALCULATED BY Tc..t_ DATE .. i.S-1 1.-0 Vti CHECKED BY DATE SCALE Nind (Per ASCE 7 - 05) ieight. of unit above the roof, H _ength of unit, L = Nidth of Unit, W = Assumed Wind Exposure Assumed Wind Speed = Nind directionality factor, Kd = mportance factor, I Jelocity pressure coeff, KZ = Topographic Factor,: Kzt = Nind force to the unit = = 2.00 Kips Seismic force to the Cooling Tower = =P = 11.348 Kips 9.667 ft 31.521 ft 11.156 ft C 85.0 mph 0.85 1.2 0.70 (@ 9.667') Governs 1.0 Therefore, the seismic force governs for the holdown design. (Curb height = 0.35 Velocity pressure, qz = 0.00256 KZ Kzt Kd V2 I h (ft) @ 9.667' qz (psf) 12.66 D PRODUCT207 Rupert Engineering, Inc. CONSULTING ENGINEERS /CIVIL AND STRUCTURAL PROJECT : Shed north of Boeing Bldg 9 -61, Tukwila WA PAGE : 4 1519 West Valley Highway North, Suite 101 CLIENT _ Boeing DESIGN BY : TCL Aubum, WA98001 JOB NO.: 12044 DATE : June, 2012 REVIEW BY : JBR Windr'AnalysKfo ara riselBuilding Based on QSCE 3,105N1130}20,1291011.0010 New Shed north of Bldg 9 -61 INPUT DATA Exposure category (e, C or o) C Importance factor, pg 77, (0.87, 1.0 or 1.15) 1 = 1.15 Category III Basic wind speed (IBC Tab 1609.3.1V3S) V = 85 mph Topographic factor (Sec.6.5.7.2, pg 26 & 45) Kg = 1 Flat L Building height to eave he = 9.667 ft L Building height to ridge hr = 9.667 ft B Building length L = 31.52083 ft Building width B = 11.15583 ft Effective area of components (or Solar Panel area) A = 0 ft2 . DESIGN SUMMARY Max horizontal force normal to building length, L, face = 3.54 kips Max horizontal force normal to building length, B, face = 1.46 kips Max total horizontal torsional Toad = 15.03 ft -kips Max total upward force = 4.62 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kn Kd V21 = 15.37 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6 -15, page 27) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.85 Ka = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = mean roof height = 9.67 ft < 60 ft, [Satisfactory] < Min (L, B), [Satisfactory] Design pressures for MWFRS p = qh [(G Cpf )-(G Co )l where: p = pressure in appropriate zone. (Eq. 6 -18, page 28). Amin = 10 psf (Sec. 6.1.4.1 & 6.1.4.2) G Cpf = product of gust effect factor and extemal pressure coefficient, see table below. (Fig. 6 -10, page 53 & 54) G Cp 1= product of gust effect factor and internal pressure coefficient.(Fig. 6 -5, Enclosed Building, page 47) = 0.18 or -0.18 a = width of edge strips, Fig 6 -10, note 9, page 54, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 8 = 0.00 Roof angle 0 = 0.00 Surface Roof angle 0 = 0.00 G Cp f Net Pressure with G CP f Net Pressure with G Cp f Net Pressure with ( +GCp I) (-GCp I) ( +GCp 1) ( -GCp 1) ( +GCp I) ( -GCp 1 ) 1 2 3 4 1E 2E 3E 4E 5 6 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 3.38 -13.37 -8.45 -7.22 6.61 -19.21 -10.91 -9.37 -9.68 -9.68 8.91 -7.84 -2.92 -1.69 12.14 -13.68 -5.38 -3.84 -4.15 -4.15 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 -0.45 -0.45 3.38 -13.37 -8.45 -7.22 6.61 -19.21 -10.91 -9.37 -9.68 -9.68 8.91 -7.84 -2.92 -1.69 12.14 -13.68 -5.38 -3.84 -4.15 -4.15 1T 2T 3T 4T 0.40 -0.69 -0.37 -0.29 0.85 -3.34 -2.11 -1.81 2.23 -1.96 -0.73 -0.42 Surface Roof angle 8 = 0.00 Net Pressure with G CP f ( +GCp 1) ( -GCp 1) 1T 2T 3T 4T 0.40 0.85 -0.69 -3.34 -0.37 -2.11 -0.29 -1.81 2.23 -1.96 -0.73 -0.42 3E 3 2E 2 } 2 3 2 ZONE 2/3 BOUNDARY 3E 3 T } 2 2 31 7 2E 2 2T 5 � REFERENCE CORNER -/ 0 Transverse Direction � \ 5 IE REFERENCE CORNER 1/ WIND DIRECTION Longitudinal Basic Load Cases 3 ./ •... - tT 5 � tE REFERENCE CORNER �/ tE REFERENCE CORNER I ° WIND DIRECTION 0 WIND DIRECTION Direction Transverse Direction Longitudinal Torsional Load Cases �'E ��..: 1T ° bWIND DIRECTION Direction Basic Load Cases in Transverse Direction Surface Area (ft2) Pressurejk) with (-GCP i ) ( +GCP i) 1 247 0.83 2.20 2 142 -1.90 -1.12 3 142 -1.20 -0.42 4 247 -1.78 -0.42 1E 58 0.38 0.70 2E 33 -0.64 -0.46 3E 33 -0.37 -0.18 4E 58 -0.54 -0.22 -0.46 Horiz. 3.54 3.54 E Vert. -4.11 -2.17 Min. wind Horiz. 3.05 3.05 Sec.6.1.4.1 Vert. -3.52 -3.52 Torsional Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Surface Area (ft2) Pressure (k) with ( +GCp i) ( -GCP i ) 1 50 0.17 0.44 2 81 -1.09 -0.64 3 81 -0.69 -0.24 4 50 -0.36 -0.08 1E 58 0.38 0.70 2E 95 -1.82 -1.29 3E 95 -1.03 -0.51 4E 58 -0.54 -0.22 -0.46 Horiz. 1.46 1.46 -0.37 Vert. -4.62 -2.68 Min. wind Horiz. 1.08 1.08 Sec. 6.1.4.1 Vert. -3.52 -3.52 Surface Area (ft2) Pressure (k) with Torsion (ft-k) ( +GCP i) ( -GCP I) ( +GCp i) (-GC) 1 94 0.32 0.84 N O 0 v 0 0 r 7 0 O N 5 2 54 -0.73 -0.43 0 3 54 -0.46 -0.16 0 4 94 -0.68 -0.16 1 1E 58 0.38 0.70 9 2E 33 -0.64 -0.46 0 3E 33 -0.37 -0.18 0 4E 58 -0.54 -0.22 3 1T 152 0.13 0.34 -3 2T 88 -0.29 -0.17 0 3T 88 -0.19 -0.06 0 4T 152 -0.28 -0.06 -1 Total Horiz. Torsional Load, MT 15 15 Design pressures for components and cladding P = qh( (G Cp) - (G Cpi)l where: p = pressure on component. (Eq. 6 -22, pg 28) Pmin = 10.00 psf (Sec. 6.1.4.2, pg 21) G Cp = extemal pressure coefficient. see table below. (Fig. 6 -11, page 55 -58) Torsional Load Cases in Longitudinal Direction Surface Area (ft2) Pressure (k) with Torsion (ft -k) ( +GCP,) ( -GCP i) ( +GCP i) ( -GCP i ) 1 -4 -0.01 -0.04 0 0 2 -13 0.18 0.10 0 0 3 -13 0.11 0.04 0 0 4 -4 0.03 0.01 0 0 1E 58 0.38 0.70 1 2 2E 95 -1.82 -1.29 0 0 3E 95 -1.03 -0.51 0 0 4E 58 -0.54 -0.22 1 1 1T 54 0.05 0.12 0 0 2T 81 -0.27 -0.16 0 0 3T 81 -0.17 -0.06 0 0 4T 54 -0.10 -0.02 0 0 Total Horiz. Torsional Load, MT 2.0 2.0 Walls 3r _ 2 ti 3~ 2 5 2 2 �3 Roof O.7 Roof a >>• (Walls reduced 10 %, Fig. 6 -11A note 5.) Comp. & Cladding Pressure ( psf) Effective Area (ft2) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP Comp. 0 0.30 -1.00 0.30 -1.80 0.30 -2.80 0.90 -0.99 0.90 -1.26 (Walls reduced 10 %, Fig. 6 -11A note 5.) Comp. & Cladding Pressure ( psf) Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 10.00 -18.13 10.00 -30.43 10.00 -45.80 16.60 -17.98 16.60 -22.13 Note: If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 app y. Rupert Engineering, Inc. CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Aubum, WA 98001 PROJECT : Shed@ N. of Boeing Bldg 9- 61,Tukwila W CLIENT : Boeing JOB NO.: 12044 DATE : June, 2012 PAGE : tO DESIGN BY : TCL REVIEW BY : JBR Sir e`lEr tenerciiIiT,ension andiShar Near an EZIP Ba ed /MI S18T.08 ' ' .'. Seismic Holdowns @ New Shed INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' SPECIFIED STRENGTH OF FASTENER futa 3 ksi = 60 ksi (The strength of most fastenings is likely to be controlled by the embedment strength rather than the steel strength, so it is usually economical to use ASTM A307 Grade A fastener.) FACTORED DESIGN TENSION LOAD Nua,1 = 2.9988 k 4-- t Al( 2 .1u-2- FACTORED DESIGN SHEAR LOAD Vua t = 2.4612 k 1,4c1C ,-15a EFFECTIVE EMBEDMENT DEPTH hef = 3.75 in FASTENER DIAMETER d = 0.75 in FASTENER HEAD TYPE 4 Heavy Hex ( 1= Square, 2 =Heavy Square, 3 =Hex, 4 =Heavy Hex, 5= Hardened Washers ) DIST. BETWEEN THE FASTENER AND El c = SEISMIC LOAD ? (ACI 318 D3.3) ANALYSIS EFFECTIVE AREA OF FASTENER BEARING AREA OF HEAD Ase Ab CHECK FASTENER TENSILE STRENGTH (ASCE 14.2.2.17): 0Ns = OnAse (fun) = 11.273 k 12 in Yes [THE FASTENER DESIGN IS ADEQUATE.] IA s'E 77/4u 'S YE; c �. 0.334 in2 44.33 % l`C -qv_ 5�0 vQ`Q 44> H-. %. \m.. c -+C4..0.. . 0.911 in2, (or determined from manufacture's catalogs.) where : 4) = 0.75 x 0.75 CHECK CONCRETE BREAKOUT STRENGTH : (ACI 318, D.5.1.2) > Nua = 7.497 k [Satisfactory] = 0.5625 , (ACI 318 -08 D.4.4 & D.3.3.3) 'VNcb _ y' AN IV ed cNNb - 0.7 -f- c N(24 J chef �9r[e t ANo f 1.5hef 8.412 k > Nua [Satisfactory] where : 4) = 0.75 x 0.75 = 0.5625 Wc,N term is 1.0 for location where concrete cracking is likely to occur. CHECK PULLOUT STRENGTH : (ACI 318, D.5.3.1) ONpn =y'Y/cp,N(Ab8fc) = where : 4) 0.75 12.299 k x 0.75 > Nua [Satisfactory] = 0.5625 Wcp,N term is 1.0 for location where concrete cracking is likely to occur. CHECK SIDE -FACE BLOWOUT STRENGTH : (ACI 318, D.5.4.1) ONsb = 0 (160c Ab .f�) = where : 4) = 0.75 DETERMINE DESIGN TENSILE STRENGTH : ON = min(01N5 ,oNcb ,0Np„ )ONsb) = 8.412 K CHECK FASTENER SHEAR STRENGTH : (ACI 318, D.6.1.2b & ASCE 14.2.2.17) 0V5 = On"Asefzd 5.862 k = Vua = 5.862 k [Satisfactory] where : 4) = 0.65 x 0.75 = 0.4875 (for built -up grout pads, first factor shall be multiplied by 0.8, ACI 318 D6.1.3) CHECK CONCRETE BREAKOUT STRENGTH FOR SHEAR LOAD : (ACI 318, D.6.2.1a) ,,// Av Av 1 \ o.z r\117,c1.5] y�V cb = IV cd,vlV c,VV b - IV cd,V�c,v[7(- d /1111 V Avo Avo 56.460 k > Nua x 0.75 = 0.5625 [Satisfactory] 1.5hef where : 4) = 11.768 k 0.75 x 0.75 = 0.5625 > Vua [Satisfactory] Wc,V term is 1.0 for location where concrete cracking is likely to occur. AV / AVo and wcd,V terms are 1.0 for single shear fastener not influenced by more than one free edge. l term is load bearing length of the anchor for shear, not to exceed 8d. CHECK PRYOUT STRENGTH FOR SHEAR LOAD : (ACI 318, D.6.3.1) AN AN 0.3c ( , 51 0V c p = 0kcp ANo V ed,NYc,NNb = Okcp r9h fl 0.7 + l.5hef i!/`,N(24 J`het ) 16.825 k `> 1 Vua [Satisfactory] where : = 0.75 x 0.75 = 0.5625 Wc,N term is 1.0 for location where concrete cracking is likely to occur. kcp 2.0 for hef> 2.5 in. DETERMINE DESIGN SHEAR STRENGTH : Y5V n = min (Ovs , oVcb , ovcp) = 5.862 K CHECK TENSION AND SHEAR INTERACTION : (ACI 318, 0.7) Since Nve.l > 0.2 4> Nn and V„ ,> > 0.2 4> V„ the full design strength is not permitted. The interaction equation must be used N va,l + V va,l ON„ ov 0.78 < 1.2 [Satisfactory] Summary of Dimensional Properties of Fasteners Fastener Diameter ( in) Gross Area of Fastener z ( in) Effective Area of Threaded Fastener z (in) Bea ng Area of Heads, Nuts, and Washers (Ab) (1n2) Square Heavy Square Hex Heavy Hex Hardened Washers 0250 1/4 0.049 0.032 0.142 0.201 0.117 0.167 0.258 0.375 3/8 0.110 0.078 0.280 0.362 0.164 0.299 0.408 0.500 1/2 0.196 0.142 0.464 0.569 0.291 0.467 0.690 0.625 5/8 0.307 0.226 0.693 0.822 0.454 0.671 1.046 0.750 3/4 0442 0.334 0.824 1.121 0.654 0.911 1.252 0.875 7/8 0.601 0.462 1.121 1.465 0.891 1.188 1.804 1.000 1 0.785 0.606 1.465 1.855 1.163 1.501 2.356 1.125 1 1/8 0.994 0.763 1.854 2.291 1.472 1.851 2.982 1.250 1 1/4 1.227 0.969 2.288 2.773 1.817 2.237 3.682 1.375 13/8 1.485 1.16d 2.769 3.300 2.199 2.659 4.455 1.500 1 1/2 1.767 1.410 I 3.295 3.873 2.617 3.118 5.301 1.750 13/4 2.405 1.900 - - - 4.144 6.541 2.000 2 3.142 2.500 - - - 5.316 7.903 (Cont'd) Technical Reference: 1. Ronald Cook, "Strength Design of Anchorage to Concrete," PCA, 1999. 7 E 5 0 Ep :xy A he e Anchoring System 427 HIT-RE 500 Allowable and Ultimate Bond /Concrete Capacity'for HAS Rods in Normal Weight Concretel,2,3,4 Anchor Diameter in (mm) HIT -RE 500 Allowable Bond /Concrete Capacity HIT-RE 500 Ultimate Bond /Concrete Capacity Tensile Shear Tensile Shear Embedment Depth in (mm) f',= 2000 psi (13.8 MPa) Ib (kN) f',= 4000 psi (27.6 MPa) Ib (kN) f'c= 2000 psi (13.8 MPa) Ib (kN) f'c= 4000 psi (27.6 MPa) Ib (kN) f'c= 2000 psi (13.8 MPa) Ib (kN) tic= 4000 psi (27.6 MPa) Ib (kN) f'.= 2000 psi (13.8 MPa) Ib (kN) f'c= 4000 psi (27.6 MPa) Ib (kN) 1 -3/4 645 1095 1510 2135 2580 4370 4530 6405 (44) (2.9) (4.9) • (6.7) (9.5) (11.5) (19.4) (20.2) (28.4) 3/8 3 -3/8 2190 2585 3155 4460 8760 10345 9460 13380 (9.5) (86) (9.7) (11.5) (14.0) (19.8) (39.0) (46.0) (42.1) (59.5) 4 -1/2 2420 2585 4855 6860 9685 10335 14560 20580 (114) (10.8) (11.5) (21.6) (30.5) (43.1) (46.0) (64.8) (91.5) 2 -1/4 1130 1965 2510 3550 4530 7860 . 7525 10640 (57) (5.0) (8.7) (11.2) (15.8) (20.2) (35.0) (33.4) (47.3) 1/2 4 -1/2 4045 5275 5610 7935 16185 21095 16820 23800 (12.7) (114) (18.0) . (23.5) (25.0) (35.3) (72.0) (93.8) (74.8) (105.9) 6 4775 5380 8635 12210 19095 21520 25900 36620 (152) (21.2) (23.9) (38.4) (54.3) (84.9) (95.7) (115.2) (162.9) 2 -7/8 1690 3045 5245 7420 6770 12175 15735 22250 (73) (7.5) (13.5) (23.3) (33.0) (30.1) (54.2) (70.0) (99.0) 5/8 5 -5/8 6560 7355 8760 12395 26240 29420 26280 37180 (15.9) (143) (29.2) (32.7) (39.0) (55.1) (116.7) (130.9) (116.9) (165.4) 7 -1/2 7320 7515 13615 19080 29290 30060 40840 57240 (190) (32.6) (33.4) (60.6) (84.9) (130.3) (133.7) (180.1) (254.6) 3 -3/8 2310 4515 7335 10370 9250 18065 22000 31108 (10.3) (20.1) (32.6) (46.1) (41.1) (80.4) (97.9) (138.4) 3/4 6 -3/4 8670 10755 12615 17840 34685 43020 37840 53520 (19. 1) (172) (38.6) (47.8) (56.1) (79.4) (154.3) (191.4) (168.3) (238.1) 9 10385 12995 19430 27470 41535 51985 58280 82400 (229) (46.2) (57.8) (86.4) (122.2) (184.8) (231.3) (259.2) (366.5) 4 3005 5665 7795 11020 12030 22670 23375 33050 (101) (13.4) (25.2) (34.7) (49.0) (53.5) (100.8) (104.0) (147.0) 7/8 7 -7/8 12495 15875 17175 24290 49975 63495 51520 72860 (22.2) (200) (55.6) (70.6) (76.4) (108.0) (222.3) (282.5) (229.2) (324.1) 10 -1/2 14705 ' 16185 26440 37390 58820 64730 79320 112160 (267) (65.4) (72.0) (117.6) (166.3) (261.7) (287.9) (352.8) (498.9) 4 -1/2 3945 8440 10035 14190 15790 33765 30104. . 42565 (114) (17.5) (37.5) (44.6) (63.1) (70.2) (150.2) (133.9) (189.4) 1 9 13845 17365 22435 31720 55380 69465 67300 95160 (25.4) (229) (61.6) (77.2) (99.8) (141.1) (246.4) (309.0) (299.4) (423.3) 12 17935 17935 34535 48830 71740 71740 103600 146480 (305) (79.8) (79.8) (153.6) (217.2) (319.1) (319.1) (460.8) (651.6) . 5 -5/8 5760 12815 14760 20870 23045 51270 44280 62610 (143) (25.6) (57.0) (65.7) (92.8) (102.5) (228.1) (196.9) (278.5) 1 -1/4 11 -1/4 24610 31620 35050 49570 98430 126480 105140 148710 (31.8) (286) (109.5) (140.7) (155.9) (220.5) (437.9) (562.6) (467.7) (661.4) 15 34130 35270 53960 76300 136525 141090 161880 228900 (381) (151.8) (156.9) (240.0) (339.4) (607.3) (627.6) (720.1) (1018.2) 1 Influence factors for spacing and/or edge distance are applied to concrete/bond values above, and then compared to the steel value. The lesser of the values is to be used for the design. 2 Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method for standard and deep embedment and based on testing for shallow embedment. 3 All values based on holes drilled with carbide bit and cleaned with brush per manufacturer's instructions. Ultimate tensile concrete/bond loads represent the average values obtained in testing. 4 For underwater applications up to 165 feet/50m depth reduce the tabulated concrete/bond values 30% to account for reduced mechanical properties of saturated concrete. - n ,n, . ,,,,,, n-;,, onnn 1 tIC hilt. , n,., 1 on cenannl i Rnn -R79 5000 1 Hiiti (Canada) Coro. 1- 800 - 363 -4458 1 www.hilti.ca I Product Technical Guide 2008 265 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Point Load on Slab Lic. # : KW- 06001423 Title : North of Boeing Buidling 9-61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Shed load on concrete slab on grade Code References Calculations per, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 Analytical Values Job # 12044 Printed: 13 JUN 2012, 10:03AM File: S: 12012112044 \Structural \Designldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. d - Slab Thickness FS - Req'd Factor of Safety Analysis Formulas 5.01n 3.0 :1 Ks - Soil Modulus of Subgrade Reaction Ec - Concrete Elastic Modulus fc - Concrete Compressive Strength I t - Poisson's Ratio Min. Adjacent Load Distance 100.0 pci (.?r,ssuw l)) 3,122.0 ksi 3.0 ksi 0.150 36.025 in Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d ^2 Ks = Soil modulus of subgrade reaction R1 = 50% plate average dimension = sqrt( PIWid * PILen) /2 Ec = Concrete elastic modulus Fr - Concrete modulus of rupture = 7.5 * sqrt( fc ) d - Slab Thickness Load & Capacity Table Min Adjacent Column Distance = 1.5 * ( [ Ec d ^3 / (12 * (1- u ^2) Ks ] A 1/4 ) Ec = Concrete elastic modulus d - Slab Thickness u - Poisson's ratio Ks = Soil modulus of subgrade reaction Load ID Plate (in) Wid Len R1 (in) Applied Concentrated Load on Plate - (kip) D Lr L S W E Governing Ld Comb Pu Pn (kip) (kip) Check Uplift 1 4.00 4.00 2.00 1.70 2.70 ompression 4.00 4.00 2.00 1.70 -3.00 +D+L 4.4 74.9 2.70 3.00 +D+0.750Lr+0.750L+0.5250 5.3 74.9 Pass, FS =17.02 >= 3 Pass, FS =14.13 >= 3 2311 0 n IJ t rim ®®Mungio Uri ®O JOB `-2•04-4.• CONSULTING ENGINEERS/CIVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253 - 939 -2168 SHEET NO O OF \\ CALCULATED BY T C L DATE J ok-f Z CHECKED BY DATE SCALE Brief: A canopy will be added above the hazrnat shed platform. The design of the new canopy shall conform to the design codes of IBC 2009, ASCE 7 -05 & ASCE 7 -10. The design loads are noted in the following: .. . Design Data: (Boeing Building 9 -61 Developmental Center is located at 9725 East Marginal Way South. Tukwila, Washington 98108) Design Loads: 1 1/2 "dpX20 GA Canopy Roof Deck= 2.14 psf Roof Beam = 2.00 psf Columns = 2.50 psf Misc. = 2.50 psf Max: Operating Wt. E 9.14 psf Say 12.0 psf Roof Snow Load = ; 25.00 psf Wind .. (Per ASCE 7 - 05/7 -10) Assumed Wind Exposure C Assumed Wind Speed = Wind directionality factor, Kd = Importance factor, 1 = Velocity pressure coeff, KZ = Topographic factor, Kzt = Seismic (Per IBC 2009) Seismic Zone D Ss = 1.1:14 85.0 mph 0.85 1.15 0.70 1.0 Gust effect factor, G:= 0.85 Velocity pressure, qZ = 0.00256 KZ Kzt Kd V2 I Snns = Fe * Ss = 1.175 S1 = 0.416 SM.= Fv*Si = 0.659 Fe = 1.050 Sps = SMs * 2/3 = 0.783 Fv = 1.580 Spi = SM. * 2/3 = 0.439 IE = 1.500 Seismic Design Category = D Per ASCE section 13.3.1 Fp= 0.4 *ap *SDS *Ip(1 +2z/h) *WP /RP= 0.5638 WP Fp = 1.6 * Sps * Ip * Wp = 1.8792 Wp Canopy Roof Area = 126.0 SF ap =. 1.0 Rp = 2.5 z/h = 1.0 (Conservative; Wp = 1.51 Kips (Max.) Fp= 0.3r Sips *IP *WP= 0.3524 Wp Hence, Fp = 0.5638 *. Wp = 0.852 Kips Two cantilever steel columns are used as the lateral force resisting system for the new canopy. Two steel columns equally resists the lateral force. NO. of stl. cols: to resist the horiz. force = 2.0 Shear force on each Cantilever column = 0.43 Kips Assumed allowable soil lateral bearing pressure.= Assumed allowable`soil bearing pressure = 100.0 psf /ft 1500.0 psf D PRODUCT 207 Rupert Engineering, Inc. CONSULTING ENGINEERS /CIVIL AND STRUCTURAL PROJECT : New shed canopy north of Boeing bldg 9- 61,Tukwila PAGE : ‘ 1519 West Valley Highway North, Suite 101 CLIENT : Boeing DESIGN BY : TCL Auburn, WA 98001 JOB NO.: 12044 DATE : June, 2012 REVIEW BY : JBR V ttlaAnalysis for Open StructuT l(Solar PaffiligBasedlon ASGEI7_'-05,`/jIBe 20g9T/ CBC 20 0 Canopy above shed platform INPUT DATA Exposure category (B, C or D) = C Importance factor, pg 73, (0.87,1.0 or 1.15) 1 = 1.15 Category III I Basic wind speed (3 sec. gust wind) V = 85 mph Topographic factor (Sec.6.5.7.2, pg 26 & 45) lc, = 1 Flat Height of mean roof h = 10 ft Roof slope 1 : 12 Roof length L = 14 ft Roof horizontal width B = 10 ft slope • t projected Effective area of component / cladding A = 0 ft2 (projected) B (proj DESIGN SUMMARY 1. Main Wind -Force Resisting System Max horizontal force / base shear from roof = 0.17 kips + 0.02 kips (eave & columns increasing) E 0.19 kips Max vertical download force = 1.89 kips Max vertical uplift force = 2.02 kips iv-- Max moment at centroid of base from roof = 3.90 ft-kips + 0.39 ft-kips (eave & columns increasing) E 4.29 ft-kips 2. Component and Cladding Elements Max inward pressure = 38 psf Max net outward pressure = 59 psf ANALYSIS Velocity pressure qh = 0.00256 Kh Ke Kd V2 1 = 15.37 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6 -15, page 27) Kt, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79) = 0.85 Kd = wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of mean roof = 10.00 ft Main Wind -Force Resisting System (Sec. 6.5.13.2) p =ghGCN F =PAf where: G = gust effect factor. (Sec. 6.5.8, page 26). = 0.85 0 = roof angle = 4.76 degree < 45 deg. [Satisfactory] At = roof actual area. = 70.2 ft2, windward = 70.2 ft2, leeward CN = net force coefficients. (Fig. 6 -18A, page 66) Check Fig. 6 -18A limitation h / B = 1.00 within [0.25 , 1.0] [Satisfactory] 0 CASE WIND TO BOTTOM, y = 0° WIND TO TOP, y = 180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CNW CNL CNW CNL CNW CNL CNW CNL 4.76 A 0.06 -0.53 -0.82 -1.39 1.01 1.06 -0.31 -1.20 p (psf) 0.74 -6.87 -10.68 -18.16 13.19 13.87 -4.04 -15.68 F (kips) 0.05 -0.48 -0.75 -1.28 0.93 0.97 -0.28 -1.10 B -1.29 -0.04 -1.48 -0.73 0.61 0.15 0.11 -0.41 p (psf) -16.86 -0.48 -19.35 -9.50 8.03 2.01 1.39 -5.35 F (kips) -1.18 -0.03 -1.36 -0.67 0.56 0.14 0.10 -0.38 (cont'd) WIND TO BOTTOM, y = 0° WIND TO TOP, y = 180° CLEAR FLOW OBSTRUCTED CLEAR FLOW OBSTRUCTED CASE A CASE B CASE A CASE B CASE A CASE B CASE A CASE B Horizontal force / base shear H (kips) -0.04 -0.10 -0.17 -0.17 0.16 0.06 -0.12 -0.02 Vertical download force V (kips) 0.00 0.00 0.00 0.00 1.89 0.70 0.00 0.00 Vertical uplift force V (kips) 0.43 1.21 2.02 2.02 0.00 0.00 1.38 0.28 Bending moment at centroid of base M (ft -kips) - 0.983297 3.89784 0.36368 3.418298 1.69994 - 0.47486 - 3.2001 - 1.41894 Component and Cladding Elements (Sec. 6.5.13.3) p =ghGCN where: CN = net force coefficients. (Fig. 6 -19A, page 70) a = Max[ Min( 0.1L , 0.1B , 0.4h) , 0.04L , 0.046 , 3ft ] , (Fig. 6-196, footnote 6) For effective area, 0 sq.ft. as given 3.0 ft CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE2 ZONE 1 ZONE 3 ZONE2 ZONE 1 CN 2.91 -3.87 2.18 -1.95 1.45 -1.29 1.38 -4.55 1.05 -2.31 0.69 -1.52 p (psf) 37.99 -50.57 28.49 -25.53 18.99 -16.86 18.04 -59.47 13.77 -30.15 9.02 -19.82 a a., 0 0 ti v 0 NJ NJ a 0 N G3apo[ 81E®®UJJ Uuc�o CONSULTING ENGINEERS/CIVILAND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253- 939 -2168 JOB ` SHEET NO t3 OF CALCULATED BY Z =A_ DATE <-� CHECKED BY DATE SCALE \ use t Vi"ai x "2-o C. S /ett ��a 0'7 o-.4 » e \7: c> G �4"i -t240.- -1- S.sg g-'6i 4wx tom. S . , tiro err ) e tzi oc 6-T7 D PRODUCT207 9 Maximum Sheet Length 42' -0 Extra charge for lengths under 6' -0 ICC ER -3415 Factory Mutual Approved* Deck type & gauge - Max. deck span 1.5B22, 1.5B122 6' -0" 1.5B20, 1.5B120 6' -6" 1.5B18, 1.5B118 7' -5" FM Approvals No. 0C8A7.AM & 0G1A4.AM r 1 ° r } Interlocap is not drawn king to side hlow s actual detail. 1.5B16, 1.5B116 9' -4" FM Approvals No. 3029260 ' Acoustical Deck is not approved by Factory Mutual SECTION PROPERTIES F 30° OR 36" Deck Design thickness w Section Properties V. Fy 1000 2000 4000 1.5BA, 1.5BIA type in psf Ip Sp I. S. Ibs/ft ksl 115 /56 95/42 80/32 in /ft in3 /ft in /ft In3/ft 40/11 35/10 B24 0.0239 1.46 0.107 0.120 0.135 0.131 2634 60 B22 0.0295 1.78 0.155 0.186 0.183 0.192 1818 33 820 0.0358 2.14 0.201 0.234 0.222 0.247 2193 33 B19 0.0418 2.49 0.246 0.277 0.260 0.289 2546 33 B18 0.0474 2.82 0.289 0.318 0.295 0.327 2870 33 B16 0.0598 3.54 0.373 0.408 0.373 0.411 3578 33 ACOUSTICAL INFORMATION Deck Type Absorption Coefficient Noise Reduction Coefficient' 125 250 500 1000 2000 4000 1.5BA, 1.5BIA .11 .18 .66 1.02 0.61 0.33 0.60 ' Source: Riverbank Acoustical Laboratories. Test was conducted with 1.50 pcf fiberglass batts and 2 inch polyisocyanurate foam insulation for the SDI. VERTICAL LOADS FOR TYPE 1.5B Type B (wide rib) deck provides excellent structural load carrying capacity per pound of steel utilized, and its nestable design eliminates the need for die -set ends. 1° or more rigid insulation is required for Type B deck. Acoustical deck (Type BA, BIA) is particularly suitable in structures such as auditoriums, schools, and theatres where sound control is desirable. Acoustic perforations are located in the vertical webs where the load carrying properties are negligibly affected (less than 5 %). Inert, non - organic glass fiber sound absorbing batts are placed in the rib openings to absorb up to 60% of the sound striking the deck. Batts are field installed and may require separation. No. of Spans Deck Type Max. SDI Const. Span Allowable Total (PSF) / Load Causing Deflection of 13240 or 1 inch (PSF) Span (ft.-n.) ctr to ctr of supports 5-0 5-6 6 -0 6 -6 7 -0 7-6 8 -0 8 -6 9 -0 9 -6 10-0 B24 4'-8 115 /56 95/42 80/32 68/26 59/20 51/17 45/14 40/11 35/10 32/8 29/7 B22 5' -7 98/81 81/61 68/47 58/37 50/30 44/24 38/20 34/17 30/14 27/12 25/10 1 B20 6' -5 123/105 102/79 86/61 73/48 63/38 55/31 48/26 43/21 38/18 34/15 31/13 B19 7' -1 146/129 121/97 101/75 86/59 74/47 65/38 57/31 51/26 45/22 40/19 36/16 B18 7'-8 168/152 138/114 116/88 99/69 85/55 74/45 65/37 58/31 52/26 46/22 42/19 B16 8'-8 215/196 178/147 149/113 127/89 110/71 96/58 84/48 74/40 66/34 60/29 54/24 B24 5' -10 124 /153 103 /115 86/88 74/70 64/56 56/45 49/37 43/31 39/26 35/22 31/19 B22 6-11 100/213 83/160 70/124 59/97 51/78 45/63 39/52 35/43 31/37 28/31 25/27 2 } B20 7-9 (lit -M.67; 267; 106 / 201 89/155 76/122 66/97 57/79 51/65 45/54 40/46 36/39 32/33 B19 8' -5 150/320 124/240 104/185 89/145 77/116 67/95 59/78 52/65 47/55 42/47 38/40 B18 9' -1 169/369 140/277 118/213 101/168 87/134 76/109 67/90 59/75 53/63 48/54 43/46 B16 10' -3 213/471 176/354 149/273 127/214 110/172 95/140 84/115 74/96 66/81 60/69 54/59 B24 5-10 154/120 128/90 108/69 92/55 79/44 69/35 61/29 54/24 48/21 43/17 39/15 B22 6-11 124/167 103/126 87/97 74/76 64/61 56/50 49/41 43/34 39/29 35/24 31/21 3 B20 7' -9 159/209 132/157 111/121 95/95 82/76 72/62 63/51 56/43 50/36 45/31 40/26 B19 8' -5 186/250 154/188 130/145 111/114 96/91 84/74 74/61 65/51 58/43 52/37 47/31 B18 9' -1 210 /289 174 /217 147 /167 126 /132 108 /105 95/86 83/71 74/59 66/50 59/42 54/36 B16 10' -3 264/369 219/277 185/214 158/168 136/135 119/109 105/90 93/75 83/63 74/54 67/46 Notes: 1. Minimum exterior bearing length required is 1.50 inches. Minimum interior bearing length required is 3.00 inches. If these minimum lengths are not provided, web crippling must be checked. O O 36/7 3615 3614 3613 1.5 (B, Bl, F, A) 20 ALLOWABLE DIAPHRAGM SHEAR STRENGTH (PLF) SUPPORT FASTENERS: 5/8" puddle welds' SIDELAP FASTENERS: welded2 Factor of safety = 2.35 # OF SIDELAP DIAPHRAGM SHEAR STRENGTH (PLF) 452 589 701 DECK SPAN (FT.-IN.) FASTENERS 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 K1 0 581 505 441 390 349 316:3 X288 264 244 P226tE ME MED E18523 E1:7,523 pilem 0.535 1 757 665 592 532 482 437 399 570 497 437 387 345 310 279 0.125 0.317 2 910 808 725 656 598 549 507 469 434 404 377 354 333 279 0.108 0.225 3 1039 934 845 770 705 650 602 561 524 492 437 387 345 310 279 0.174 4 1148 1043 952 873 804 744 692 646 570 497 437 387 345 310 279 0.142 5 1238 1137 1046 966 894 832 776 661 570 497 437 387 345 310 279 0.120 6 1313 1217 1128 1048 976 912 776 661 570 497 437 387 345 310 279 0.104 7 1375 1285 1200 1122 1050 924 776 661 570 497 437 387 345 310 279 0.092 8 1426 1343 1262 1187 1116 924 776 661 570 497 437 387 345 310 279 0.082 9 1470 1392 1317 1244 1118 924 776 661 570 497 437 387 345 310 279 0.074 10 1506 1435 1364 1295 1118 924 776 661 570 497 437 387 345 310 279 0.068 DB = 97 DF = = 0 1 2 514 659 771 452 589 701 402 531 640 361 483 587 323 441 542 pagia 406 501 gm 376 466 mg 436 gam 408 mow 384 • 1 9 4 . , 182 • 171 : x;161 , _ 153 Id 0.642 0.351 0.242 361 339 319 e) 4 856 920 790 860 730 804 77 52 629 704 586 661 548 621 514 585 484 553 457 497 432 437 387 387 345 345 310 310 279 279 0.184 0.149 5 968 915 863 814 768 725 686 649 570 497 437 387 345 310 279 0.125 6 1006 959 912 866 822 781 742 661 570 497 437 387 345 310 279 0.108 7 1035 993 951 909 868 829 776 661 570 497 437 387 345 310 279 0.094 8 1058 1021 983 945 907 870 776 661 570 497 437 387 345 310 279 0.084 9 1076 1043 1009 974 939 905 776 661 570 497 437 387 345 310 279 0.076 10 1091 1062 1031 1000 967 924 776 661 570 497 437 387 345 310 279 0.069 DB = 567 DF = 663 A= 0 1 2 393 530 626 346 478 576 309 433 531 273 395 491 244 362 455 MA 334 423 200 egra 370 68' 348 56 328 MO 310 13.10g 292 MU 275 EMU 1 14;7 f 0.802 0.394 0.261 310 395 324 3 693 648 606 567 531 499 469 442 418 396 376 357 340 310 279 0.195 4 738 700 663 627 593 561 532 504 479 456 434 387 345 310 279 0.156 5 771 739 706 674 642 612 584 557 532 497 437 387 345 310 279 0.130 6 794 767 739 710 682 654 627 602 570 497 437 387 345 310 279 0.111 7 812 788 764 739 713 688 663 639 570 497 437 387 345 310 279 0.097 8 825 805 784 761 739 716 693 661 570 497 437 387 345 310 279 0.086 9 835 818 799 780 759 739 718 661 570 497 437 387 345 310 279 0.078 10 843 828 812 794 776 758 739 661 570 497 437 387 345 310 279 0.071 DB = 802 DF = 909 A= 0 1 2 329 427 484 294 395 457 265 365 431 241 338 407 217 314 384 gi223 293 362 •78 . 63 SIOB MO 29 [11X1 265 0112r3 253 mig Euig 1.070 0.450 0.285 274 342 324 307 292 278 3 517 496 475 454 434 414 395 378 361 345 330 317 304 292 279 0.208 4 538 522 505 487 470 452 435 419 403 388 374 360 345 310 279 0.164 5 551 538 525 510 495 480 466 451 436 422 409 387 345 310 279 0.135 6 560 550 539 527 514 502 489 476 463 450 437 387 345 310 279 0.115 7 567 558 549 539 529 518 506 495 483 472 437 387 345 310 279 0.100 8 572 565 557 548 539 530 520 510 500 489 437 387 345 310 279 0.089 9 575 569 563 555 548 539 531 522 513 497 437 387 345 310 279 0.080 10 578 573 567 561 554 547 540 532 524 497 437 387 345 310 279 0.072 DB =1652 DF =1816 = 1 A 3/8' x 1 -1/4' arc seam weld shall be used with F deck or A deck. 2 The shaded values do not comply with the minimum spacing requirements for sidelap connections and shall not be used except with properly spaced button - punched sidelaps with 1.581 deck. G' - K2 SPAN is in feet , Kips/inch 3.78 + 0.3 *DX + 3 *K1* SPAN SPAN Substitute DB, DF, or DA for DX vs Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Exterior Canopy Roof Beam (near the Sheds) CODE REFERENCES Job # 12044 Printed: 13 JUN 2012, 1:05PM File: S: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. b Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 Fy : Steel Yield : E: Modulus : L(0.1) 50.0 ksi 29,000.0 ksi D(0.022)'S(0.056) v Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, S = 0.0560 k /ft, Tributary Width = 1.0 ft, (Roof Dead & Snow) Uniform Load : L = 0.10 k/ft, Tributary Width = 1.0 ft, (Gutter) DESIGN SUMMARY Span = 10.0 ft W8x10 i Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.085: 1 Section used for this span W8x10 Mu : Applied 1.863 k -ft Mn / Omega : Allowable 21.870 k -ft Load Combination +D+0.750L- +0.750S +H Location of maximum on span 5.000ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.040 in Max Upward L +Lr +S Deflection 0.000 in Max Downward Total Deflection 0.034 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 3029 0 <360 3578 0 <180 Desi • n OK 0.028 : 1 W8x10 0.7454 k 26.826 k +D+0.750L+0.750S +H 0.000 if Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + +D Dsgn. L = 10.00 ft 1 +D +L+H Dsgn. L = 10.00 ft 1 +D +S +H Dsgn. L = 10.00 ft 1 +D+0.750Lr+0.750L +H Dsgn. L = 10.00 ft 1 +D+0.750L+0.750S +H Dsgn. L = 10.00 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 10.00 ft 1 +D+0.750L+0.750S+0.750W +H Dsgn. L = 10.00 ft 1 +D+0.750Lr+0.750L+0.5250E +H Dsgn. L = 10.00 ft 1 +D+0.750L+0.750S+0.5250E +H Dsgn. L = 10.00 ft 1 Overall Maximum Deflections Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 0.018 0.006 0.40 0.075 0.025 1.65 0.050 0.016 1.10 0.061 0.020 1.34 0.085 0.028 1.86 0.061 0.020 1.34 0.085 0.028 1.86 0.061 0.020 1.34 0.085 0.028 1.86 - Unfactored Loads 0.40 36.52 21.87 1.00 1.00 1.65 36.52 21.87 1.00 1.00 1.10 36.52 21.87 1.00 1.00 1.34 36.52 21.87 1.00 1.00 1.86 36.52 21.87 1.00 1.00 1.34 36.52 21.87 1.00 1.00 1.86 36.52 21.87 1.00 1.00 1.34 36.52 21.87 1.00 1.00 1.86 36.52 21.87 1.00 1.00 Summary of Shear Values Va Max Vnx Vnx/Omega 0.16 0.66 0.44 0.54 0.75 0.54 0.75 0.54 0.75 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Lic. # : KW- 06001423 Description : Exterior Canopy Roof Beam (near the Sheds) Vertical Reactions - Unfactored Support notation : Far left is #1 Job # 12044 Printed: 13 JUN 2012, 1:05PM File: S: 12012112044 1StnicturallDesignldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only L Only S Only L +S D +L D +S D+L +S 0.940 0.160 0.500 0.280 0.780 0.660 0.440 0.940 0.940 0.160 0.500 0.280 0.780 0.660 0.440 0.940 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Exterior Canopy Roof Beam (near existing bldg 9-61) CODE REFERENCES Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Job # 12044 \2 Printed:13 JUN 2012, 1:04PM File: S:12 01 211 2 0 4 41Structural \Design \design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 L(0.1) Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.022)+S(0.056) + + Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, S = 0.0560 k/ft, Tributary Width = 1.0 ft, (Roof Dead & Snow) Uniform Load : L = 0.10 k/ft, Tributary Width = 1.0 ft, (Gutter) DESIGN SUMMARY Span = 15.50 ft W8x10 Service loads entered. Load Factors will be applied for calculations. Desi.n OK Maximum Bending Stress Ratio = 0.205: 1 Section used for this span W8x10 Mu : Applied 4.477 k -ft Mn / Omega : Allowable 21.870 k -ft Load Combination +D+0.750L+0.750S +H Location of maximum on span 7.750ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.229 in Ratio = 0.000 in Ratio = 0.194 in Ratio = 0.000 in Ratio = 813 0 <360 960 0 <180 0.043 : 1 W8x10 1.155 k 26.826 k +D+0.750L+0.750S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega +D Dsgn. L = 15.50 ft 1 +D+L+H Dsgn. L = 15.50 ft 1 +D +S +H Dsgn. L = 15.50 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 15.50 ft 1 +D+0.750L+0.750S +H Dsgn. L = 15.50 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 15.50 ft 1 +D+0.750L+0.750S+0.750W+H Dsgn. L = 15.50 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 15.50 ft 1 +0+0.750L+0.750S+0.5250E +H Dsgn. L = 15.50 ft 1 Overall Maximum Defle 0.044 0.009 0.96 0.181 0.038 3.97 0.121 0.025 2.65 0.147 0.031 3.22 0.205 0.043 4.48 0.147 0.031 3.22 0.205 0.043 4.48 0.147 0.031 3.22 0.205 0.043 4.48 ctions - Unfactored Loads 0.96 36.52 3.97 36.52 2.65 36.52 3.22 36.52 4.48 36.52 3.22 36.52 4.48 36.52 3.22 36.52 4.48 36.52 21.87 21.87 21.87 21.87 21.87 21.87 21.87 21.87 21.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 1.02 0.68 0.83 1.16 0.83 1.16 0.83 1.16 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 40.24 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 26.83 Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Rupert Engineering, Inc. ConsultingEngineersCivil/Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 1c1 Printed: 13 JUN 2012, 1:04PM File: S: 12012\ 120441 Structural\Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Exterior Canopy Roof Beam (near existing bldg 9-61) Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum D Only L Only S Only L +S D+L D +S D+L +S 1.458 0.249 0.775 0.434 1.209 1.024 0.683 1.458 1.458 0.249 0.775 0.434 1.209 1.024 0.683 1.458 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9-61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Interior Canopy Roof Beam CODE REFERENCES Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Job # 12044 2.0 Printed: 13 JUN 2012, 1:04PM File: 5: 120121120441StructuraRDesign ldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 D(0.043) S(0.113) Fy : Steel Yield : E: Modulus 50.0 ksi 29,000.0 ksi Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0430, S = 0.1130 klft, Tributary Width = 1.0 ft, (Roof Dead & Snow) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span =14.Oft W8x10 Service loads entered. Load Factors will be applied for calculations. 0.186: 1 Maximum Shear Stress Ratio = W8x10 4.069 k -ft 21.870 k -ft +D +S +H 7.000 ft Span # 1 0.110 in Ratio = 0.000 in Ratio = 0.162 in Ratio = 0.000 in Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1524 0 <360 1037 0 <180 Desi • n OK 0.043 : 1 W8x10 1.163 k 26.826 k +D +S +H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 14.00 ft 1 +D +S +H Dsgn. L = 14.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 14.00 ft 1 +D+0.750L+0.750S+0.750W +H Dsgn. L = 14.00 ft 1 +0+0.750L+0.750S+0.5250E +H Dsgn. L = 14.00 ft 1 0.059 0.186 0.154 0.154 0.154 0.014 0.043 0.036 0.036 0.036 Overall Maximum Deflections - Unfactored Loads 1.30 4.07 3.38 3.38 3.38 1.30 36.52 4.07 36.52 3.38 36.52 3.38 36.52 3.38 36.52 21.87 21.87 21.87 21.87 21.87 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37 1.16 0.96 0.96 0.96 40.24 40.24 40.24 40.24 40.24 26.83 26.83 26.83 26.83 26.83 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. " +" Defl Location in Span 1 0.0000 0.000 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only S Only D +S 1.163 0.372 0.791 1.163 1.163 0.372 0.791 1.163 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Roof beam @ new canopy above the new shed platform CODE REFERENCES Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Job # 12044 Printed: 13 JUN 2012, 1:10PM File: S: 12012 \12044IStructural \ Design \design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 D(0.16) L(0.5) S(0.28) D(0.067) S(0.175) Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(0.249) L(0.775) S(0.434) Span = 1.50 ft j( Span = 4.0 ft W8x10 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0670, S = 0.1750 k/ft, Tributary Width = 1.0 ft, (Roof Dead & Snow) Point Load : D = 0.160, L = 0.50, S = 0.280 k @ 0.0 ft, (Pt Load from exterior roof beam) Load for Span Number 2 Uniform Load : D = 0.0670, S = 0.1750 k /ft, Tributary Width = 1.0 ft, (Roof Dead & Snow) Load for Span Number 3 Uniform Load : D = 0.0670, S = 0.1750 k /ft, Tributary Width = 1.0 ft, (Roof Dead & Snow) Point Load : D = 0.2490, L = 0.7750, S = 0.4340 k @ 4.250 ft, (Pt Load from exterior roof beam) DESIGN SUMMARY W8x10 Span = 4.250 ft W8x10 Service loads entered. Load Factors will be applied for calculations. Desi • n OK Maximum Bending Stress Ratio = 0.311: 1 Section used for this span W8x1 0 Mu : Applied 6.793 k -ft Mn / Omega : Allowable 21.870 k -ft Load Combination +D+0.750L+0.750S +H Location of maximum on span 4.000ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.150 in Ratio = -0.015 in Ratio = 0.116 in Ratio = -0.012 in Ratio = 678 3199 880 4095 0.076 : 1 W8x10 2.041 k 26.826 k +D+0.750L+0.750S +H 4.000 ft Span # 2 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn. L = 1.50 ft 1 0.015 0.010 Dsgn. L = 4.00 ft 2 0.080 0.021 -0.00 Dsgn. L = 4.25 ft 3 0.080 0.021 +D+L +H Dsgn. L = 1.50 ft 1 0.049 0.031 Dsgn. L = 4.00 ft 2 0.231 0.050 -0.00 Dsgn. L = 4.25 ft 3 0.231 0.050 +D +S +H Dsgn. L = 1.50 ft 1 0.043 0.030 Dsgn. L = 4.00 ft 2 0.237 0.065 -0.00 Dsgn. L = 4.25 ft 3 0.237 0.065 +D+0.750Lr+0.750L +H Dsgn. L = 1.50 ft 1 0.041 0.025 Dsgn. L = 4.00 ft 2 0.193 0.043 -0.00 Dsgn. L = 4.25 ft 3 0.193 0.043 +D+0.750L+0.750S +H -0.33 0.33 36.52 21.87 1.00 1.00 0.28 40.24 26.83 -1.75 1.75 36.52 21.87 1.00 1.00 0.58 40.24 26.83 -1.75 1.75 36.52 21.87 1.00 1.00 0.58 40.24 26.83 -1.08 1.08 36.52 21.87 1.00 1.00 0.84 40.24 26.83 -5.05 5.05 36.52 21.87 1.00 1.00 1.35 40.24 26.83 -5.05 5.05 36.52 21.87 1.00 1.00 1.35 40.24 26.83 -0.94 0.94 36.52 21.87 1.00 1.00 0.82 40.24 26.83 -5.18 5,18 36.52 21.87 1.00 1.00 1.75 40.24 26.83 -5.18 5.18 36.52 21.87 1.00 1.00 1.75 40.24 26.83 -0.89 0.89 36.52 21.87 1.00 1.00 0.68 40.24 26.83 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26.83 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26.83 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Roof beam @ new canopy above the new shed platform Load Combination Job # 12044 Printed: 13 JUN 2012, 1:10PM File: 5:12012\ 12044 \Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.50 ft 1 0.062 0.039 Dsgn. L = 4.00 ft 2 0.311 0.076 -0.00 Dsgn. L = 4.25 ft 3 0.311 0.076 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 1.50 ft Dsgn. L = 4.00 ft Dsgn. L = 4.25 ft +D+0.750L+0.750S+0.750W +H Dsgn. L = 1.50 ft 1 0.062 0.039 -1.35 1.35 36.52 21.87 1.00 1.00 1.06 40.24 26.83 Dsgn. L = 4.00 ft 2 0.311 0.076 -0.00 -6.79 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 Dsgn. L = 4.25 ft 3 0.311 0.076 -6.79 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 +D+0.750 Lr+0.750L+0.5250 E+H Dsgn. L = 1.50 ft 1 0.041 0.025 -0.89 0.89 36.52 21.87 1.00 1.00 0.68 40.24 26.83 Dsgn. L = 4.00 ft 2 0.193 0.043 -0.00 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26.83 Dsgn. L = 4.25 ft 3 0.193 0.043 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26.83 +D+0.750L+0.750S+0.5250E +H Dsgn. L = 1.50 ft 1 0.062 0.039 -1.35 1.35 36.52 21.87 1.00 1.00 1.06 40.24 26.83 Dsgn. L = 4.00 ft 2 0.311 0.076 -0.00 -6.79 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 Dsgn. L = 4.25 ft 3 0.311 0.076 -6.79 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 Overall Maximum Deflections - Unfactored Loads -1.35 1.35 36.52 21.87 1.00 1.00 1.06 40.24 26.83 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 6.79 36.52 21.87 1.00 1.00 2.04 40.24 26.83 1 0.041 0.025 -0.89 0.89 36.52 21.87 1.00 1.00 0.68 40.24 26.83 2 0.193 0.043 -0.00 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26.83 3 0.193 0.043 -4.22 4.22 36.52 21.87 1.00 1.00 1.16 40.24 26,83 Load Combination Span Max. "" Defl Location in Span Load Combination Max. " +" Defl Location in Span Vertical Reactions - Unfactored 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 3 0.0000 0.000 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 0.263 4.728 D Only 0.073 1.088 L Only -0.136 1.411 S Only 0.190 2.230 L +S 0.055 3.641 D+L -0.063 2.499 D +S 0.263 3.317 D+L +S 0.127 4.728 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Existing skewed roof beam CODE REFERENCES Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Job # 12044 Printed: 13 JUN 2012, 1:20PM File: S:12012\ 12044 \Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 D(0.249) L(0.77 S3 )42M.075) Fy : Steel Yield : E: Modulus : D(0.372) S(0.791) 36.0 ksi 29,000.0 ksi D(0.16) L(0.5) S(0.28) Span = 18.250 ft W8x10 Applied Loads Service lo Beam self weight calculated and added to loads Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 3.0 ft, (Roof Dead & Snow) Point Load : D = 0.2490, L = 0.7750, S = 0.4340 k @ 8.0 ft, (From new ext roof beam) Point Load : D = 0.3720, S = 0.7910 k @ 12.50 ft, (From new interior roof beam) Point Load : D = 0.160, L = 0.50, S = 0.280 k @ 17.250 ft, (From new exterior roof beam) DESIGN SUMMARY ads entered. Load Factors will be applied for calculations. lcta \ ate, e Lv. >t Maximum Bending Stress Ratio = 0.747: 1 Section used for this span W8x10 Mu : Applied 11.900 k -ft Mn / Omega : Allowable 15.934 k -ft Load Combination +D+0.750L+0.750S +H Location of maximum on span 8.030ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio = 0.142 : 1 Section used for this span W8x10 Vu : Applied 2.751 k Vn /Omega : Allowable 19.315 k Load Combination +D+0.750L+0.750S +H Location of maximum on span 18.250 ft Span # where maximum occurs Span # 1 0.695 in Ratio = 0.000 in Ratio = 0.743 in Ratio = 0.000 in Ratio = 315 0 <240 294 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Summary of Moment Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max Vnx Vnx/Omega Dsgn. L = 18.25 ft +D+L +H Dsgn. L = 18.25 ft +D +S+H Dsgn. L = 18.25 ft +D+0.750Lr+0.750L +H Dsgn. L = 18.25 ft +D+0.750L+0.750S +H Dsgn. L = 18.25 ft +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 18.25 ft +D+0.750L+0.750S+0.750W +H Dsg n. L = 18.25 ft +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 18.25 ft +0+0.750L40.750S+0.5250E+H Dsgn. L = 18.25 ft 1 0.240 0.046 3.82 1 0.468 0.088 7.46 1 0.698 0.133 11.12 1 0.410 0.077 6.54 1 0.747 0.142 11.90 1 0.410 0.077 6.54 1 0.747 0.142 11.90 1 0.410 0.077 6.54 1 0.747 0.142 11.90 3.82 26.61 15.93 1.00 1.00 7.46 26.61 15.93 1.00 1.00 11.12 26.61 15.93 1.00 1.00 6.54 26.61 15.93 1.00 1.00 11.90 26.61 15.93 1.00 1.00 6.54 26.61 15.93 1.00 1.00 11.90 26.61 15.93 1.00 1.00 6.54 26.61 15.93 1.00 1.00 11.90 26.61 15.93 1.00 1.00 0.88 1.69 2.56 1.49 2.75 1.49 2.75 1.49 2.75 28.97 28.97 28.97 28.97 28.97 28.97 28.97 28.97 28.97 19.31 19.31 19.31 19.31 19.31 19.31 19.31 19.31 19.31 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 13 JUN 2012, 1:20PM File: S: 12 01 211 2 0 4 41Structural \Designtdesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Existing skewed roof beam Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span Vertical Reactions - Unfactored 1 0.0000 0.000 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum 2.287 3.374 D Only 0.632 0.881 L Only 0.463 0.812 S Only 1.193 1.681 L +S 1.655 2.493 D+L 1.094 1.693 D +S 1.824 2.562 D+L +S 2.287 3.374 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Existing roof beams (near bldg 9-61) CODE REFERENCES Calculations per AISC 360 -05, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 Material Properties Job # 12044 zc Printed: 13 JUN 2012, 1:30PM File: S: 12 0 1 211 2 0 441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Analysis Method : Allowable Stress Design Beam Bracing : Beam is Fully Braced against lateral - torsional buckling Bending Axis : Major Axis Bending Load Combination 2009 IBC & ASCE 7 -05 D(0.07) S(0.175) D(0.07) S(0.175) Fy : Steel Yield : E: Modulus : D(0.07) S(0.175) 36.0 ksi 29,000.0 ksi D(0)) Span = 10.0 ft Span = 10.0 ft W8x10 W8x10 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 7.0 ft, (Roof Dead & Snow) Load for Span Number 2 Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 7.0 ft Load for Span Number 3 Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 7.0 ft Load for Span Number 4 Uniform Load : D = 0.010, S = 0.0250 ksf, Tributary Width = 7.0 ft Point Load : D = 0.8810, L = 0.8120, S = 1.681 k @ 4.0 ft, (Pt Loads from exg skewed roof be) DESIGN SUMMARY Span = 10.0 ft W8x10 Span = 4.0 ft W8x10 12) S(1.681) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.797: 1 W8x10 12.694 k -ft 15.934 k -ft +D+0.750L+0.750S +H 10.000ft Span # 3 0.332 in -0.087 in 0.345 in -0.086 in Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn /Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 288 1378 278 1402 Design OK 0.186 : 1 W8x10 3.596 k 19.315 k +D+0.750L+0.750S +H 10.000 ft Span # 3 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Mmax + Mmax - Ma - Max Summary of Moment Values Summary of Shear Values Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +D Dsgn. L = 10.00 ft 1 0.068 0.028 0.53 Dsgn. L = 10.00 ft 2 0.068 0.028 0.74 Dsgn. L = 10.00 ft 3 0.261 0.062 0.31 Dsgn. L = 4.00 ft 4 0.261 0.062 +0+L+H Dsgn. L = 10.00 ft 1 0.081 0.034 0.46 Dsgn. L = 10.00 ft 2 0.083 0.034 1.32 Dsgn. L = 10.00 ft 3 0.465 0.104 1.18 Dsgn. L = 4.00 ft 4 0.465 0.104 +D +S +H Dsgn. L = 10.00 ft 1 0.211 0.087 1.73 Dsgn. L = 10.00 ft 2 0.211 0.087 2.19 Dsgn. L = 10.00 ft 3 0.771 0.185 0.73 Dsgn. L = 4.00 ft 4 0.771 0.185 +D+0.750Lr+0.750L +H -1.08 1.08 26.61 15.93 -1.08 1.08 26.61 15.93 -4.16 4.16 26.61 15.93 -4.16 4.16 26.61 15.93 -1.29 1.29 26.61 15.93 -1.29 1.32 26.61 15.93 -7.41 7.41 26.61 15.93 -7.41 7.41 26.61 15.93 -3.37 -3.37 -12.29 -12.29 3.37 26.61 15.93 3.37 26.61 15.93 12.29 26.61 15.93 12.29 26.61 15.93 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54 28.97 19.31 0.54 28.97 19.31 1.20 28.97 19.31 1.20 28.97 19.31 0.65 28.97 19.31 0.65 28.97 19.31 2.01 28.97 19.31 2.01 28.97 19.31 1.68 28.97 19.31 1.68 28.97 19.31 3.58 28.97 19.31 3.58 28.97 19.31 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Beam Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 13 JUN 2012, 1:30PM File: S:1 2 01 211 2 0 4 41Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Existing roof beams (near bldg 9 -61) Load Combination Segment Length Max Stress Ratios Summary of Shear Values Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Summary of Moment Values Dsgn. L = 10.00 ft 1 0.078 0.032 0.48 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 2 0.078 0.032 1.16 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 3 0.414 0.094 0.96 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 Dsgn. L = 4.00 ft 4 0.414 0.094 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 +D+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 0.186 0.077 1.37 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 2 0.186 0.077 2.22 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 3 0.797 0.186 1.27 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 Dsgn. L = 4.00 ft 4 0.797 0.186 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 +D+0.750Lr+0.750L+0.750W +H Dsgn. L = 10.00 ft 1 0.078 0.032 0.48 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 2 0.078 0.032 1.16 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 3 0.414 0.094 0.96 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 Dsgn. L = 4.00 ft 4 0.414 0.094 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 +D+0.750L+0.750S+0.750W +H Dsgn. L = 10.00 ft 1 0.186 0.077 1.37 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 2 0.186 0.077 2.22 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 3 0.797 0.186 1.27 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 Dsgn. L = 4.00 ft 4 0.797 0.186 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 10.00 ft 1 0.078 0.032 0.48 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 2 0.078 0.032 1.16 -1.24 1.24 26.61 15.93 1.00 1.00 0.62 28.97 19.31 Dsgn. L = 10.00 ft 3 0.414 0.094 0.96 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 Dsgn. L = 4.00 ft 4 0.414 0.094 -6.60 6.60 26.61 15.93 1.00 1.00 1.81 28.97 19.31 +D+0.750L+0.750S+0.5250E +H Dsgn. L = 10.00 ft 1 0.186 0.077 1.37 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 2 0.186 0.077 2.22 -2.96 2.96 26.61 15.93 1.00 1.00 1.48 28.97 19.31 Dsgn. L = 10.00 ft 3 0.797 0.186 1.27 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 Dsgn. L = 4.00 ft 4 0.797 0.186 -12.69 12.69 26.61 15.93 1.00 1.00 3.60 28.97 19.31 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span Vertical Reactions - Unfactored 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 3 0.0000 0.000 0.0000 0.000 4 0.0000 0.000 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 0.938 3.427 0.840 7.383 D Only 0.293 1.047 0.214 2.049 L Only -0.022 0.130 -0.520 1.223 S Only 0.646 2.250 0.625 4.110 L +S 0.624 2.380 0.105 5.333 D+L 0.271 1.177 -0.305 3.273 D +S 0.938 3.297 0.840 6.159 D+L +S 0.917 3.427 0.320 7.383 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : New Steel Column @ Canopy Code References Calculations per AISC 360 -05, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 General Information Job # 12044 Printed: 13 JUN 2012, 1:48PM File: S: 12012112044 \Structural \ Design ldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 �7 Licensee : RUPERT ENGINEERING, INC. Steel Section Name : HSS4x4x3 /16 Analysis Method : Allowable Stress Steel Stress Grade , A500, Grade B, Fy : Steel Yield 46.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination : 2009 IBC & ASCE 7 -05 Fy = 46 ksi, Carbon Steel Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10 ft, K = 2.1 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 10 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Applied Loads Column self weight included : 94.030 Ibs * Dead Load Factor AXIAL LOADS .. . Roof Dead & Snow: Axial Load at 10.0 ft, D = 1.090, L = 1.410, S = 2.230 k BENDING LOADS... Lateral Force: Lat. Point Load at 10.0 ft creating Mx -x, W = 0.10, E = 0.430 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.5050 : 1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base 0.0 ft At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 3.914 14.671 -2.258 8.424 0.0 8.424 0.01505 +D +0.70E +H 0.0 0.3010 20.003 k k k -ft k -ft k -ft k -ft :1 ft k k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y 0.0 k 0.0 k 0.0 k 0.430 k Maximum SERVICE Load Deflections ... Along Y -Y 1.368 in at for load combination :E Only Along X -X 0.0 in at for load combination : 10.0ft above base 0.0ft above base Load Combination +D +D+L +H +D +S +H +D+0.750Lr+0.750L +H +D+0.750L+0.750S+H +D +W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +0+0.750L+0.750S+0.5250E +H +0.60D +W +H +0.60D+0.70E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.081 PASS 0.00 ft 0.177 PASS 0.00 ft 0.233 PASS 0.00 ft 0.153 PASS 0.00 ft 0.267 PASS 0.00 ft 0.159 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft 0.398 0.165 0.346 0.344 0.505 0.143 0.382 0.000 0.000 0.000 0.000 0.000 0.005 0.015 0.004 0.004 0.011 0.011 0.005 0.015 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Zg Printed: 13 JUN 2012, 1:48PM File: S:\ 2012\ 120441Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : New Steel Column @ Canopy Maximum Reactions - Unfactored Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base D Only L Only S Only W Only E Only D+L D +S D +W D+L +S D +L +W D +E D +L +E k k k k k k k -0.100 k k -0.430 k k k k k k -0.100 k k k k -0.100 k k -0.430 k k -0.430 k Maximum Deflections for Load Combinations - Unfactored Loads 1.184 k 1.410 k 2.230 k k k 2.594 k 3.414 k 1.184 k 4.824 k 2.594 k 1.184 k 2.594 k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.318 in 10.000 ft E Only 0.0000 in 0.000 ft 1.368 in 10.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D +L +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D+E 0.0000 in 0.000 ft 1.368 in 10.000 ft D+L +E 0.0000 in 0.000 ft 1.355 in 9.933 ft Steel Section Properties : HSS4x4x3116 Depth = 4.000 in 1 xx = 6.21 in^4 J = 10.000 in^4 Web Thick = 0.000 in S xx = 3.10 inA3 Flange Width = 4.000 in R xx = 1.550 in Flange Thick = 0.187 in Area = 2.580 inA2 1 yy = 6.210 inA4 Weight = 9.403 plf S yy = 3.100 inA3 R yy = 1.550 in Ycg = 0.000 in Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Lic. # : KW- 06001423 Description : Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns New Steel Column @ Canopy Job # 12044 Printed: 13 JUN 2012, 1:48PM File: S: 120121120441Structural \Design1design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. 0 Load 1 Y 4.00in x Ma'Loads Height = 10 0 fl Loads are total entered value. Arrows do not reflect absolute direction. Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Lic. # : KW- 06001423 Title : North of Boeing Buidling 9-61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Existing Steel Column © Skewed Roof Beam Code References Calculations per AISC 360 -05, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 General Information Job # 12044 Printed: 13 JUN 2012, 1:51PM File: S:\ 2012112044 \Structural \Design\design.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x3 /16 Allowable Stress , A500, Grade B, Fy = 46 ksi, 46.0 ksi 29,000.0 ksi 2009 IBC & ASCE 7 -05 Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Carbon Steel Brace condition for deflection (buckling) along columns : X -X (width) axis :Unbraced Length for X -X Axis buckling = 10 ft, K = 2.1 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 10 ft, K = 2.1 Applied Loads Column self weight included : 94.030 lbs * Dead Load Factor AXIAL LOADS... Roof Dead & Snow: Axial Load at 10.0 ft, D = 0.8810, L = 0.8120, S = 1.681 k BENDING LOADS ... Lateral Force: Lat. Point Load at 10.0 ft creating Mx -x, W = 0.10, E = 0.430 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn I Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable Service loads entered. Load Factors will be applied for calculations. PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.3905 : 1 +D +0.70E +H 0.0 ft 0.9750 k 14.671 k -3.010 k -ft 8.424 k -ft 0.0 k -ft 8.424 k -ft 0.01505 : 1 +D +0.70E +H 0.0 ft 0.3010 k 20.003 k Maximum SERVICE Load Reactions.. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y 0.0 k 0.0 k 0.0 k 0.430 k Maximum SERVICE Load Deflections ... Along Y -Y 1.368 in at for load combination :E Only Along X -X 0.0 in at for load combination : 10.0ft above base 0.0ft above base Load Combination +D +D+L +H +D +S +H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D +W +H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L+0.750S+0.5250E +H +0.60D +W +H +0.60D+0.70E+H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.066 PASS 0.00 ft 0.122 PASS 0.00 ft 0.181 PASS 0.00 ft 0.108 PASS 0.00 ft 0.194 PASS 0.00 ft 0.152 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 10.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft 0.391 0.143 0.187 0.322 0.365 0.139 0.377 Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.005 PASS 0.00 ft 0.015 PASS 0.00 ft 0.004 PASS 0.00 ft 0.004 PASS 0.00 ft 0.011 PASS 0.00 ft 0.011 PASS 0.00 ft 0.005 PASS 0.00 ft 0.015 PASS 0.00 ft Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 13 JUN 2012, 1:51 PM File: S:1 2 01 211 2 0 4 41Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Existing Steel Column @ Skewed Roof Beam Maximum Reactions - Unfactored Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base D Only L Only S Only W Only E Only D+L D +S D +W D+L +S D+L +W D +E D +L +E k k k k k k k -0.100 k k -0.430 k k k k k k -0.100 k k k k -0.100 k k -0.430 k k -0.430 k Maximum Deflections for Load Combinations - Unfactored Loads 0.975 k 0.812 k 1.681 k k k 1.787 k 2.656 k 0.975 k 3.468 k 1.787 k 0.975 k 1.787 k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.318 in 10.000 ft E Only 0.0000 in 0.000 ft 1.368 in 10.000 ft D+L 0.0000 in 0.000 ft 0.000 in 0.000 ft D +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D +L +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D+L +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D+E 0.0000 in 0.000 ft 1.368 in 10.000 ft D+L +E 0.0000 in 0.000 ft 1.355 in 9.933 ft Steel Section Properties : HSS4x4x3116 Depth = 4.000 in I xx Web Thick = 0.000 in S xx Flange Width = 4.000 in R xx Flange Thick = 0.187 in Area = 2.580 inA2 1 yy Weight = 9.403 pif S yy R yy Ycg 0.000 in 6.21 in^4 3.10 inA3 1.550 in 6.210 in ^4 3.100 inA3 1,550 in J 10.000 inA4 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Lic. # : KW- 06001423 Description : Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Existing Steel Column @ Skewed Roof Beam Job # 12044 31- Printed: 13 JUN 2012, 1:51 PM File: S: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING INC. c_ 8 Load 1 4.00in X MLoads Height = 10.011 Loads are total entered value. Arrows do not reflect absolute direction. Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Lic. # : KW- 06001423 Description : Existing Steel Column Code References Calculations per AISC 360 -05, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 General Information Job # 12044 Printed: 13 JUN 2012, 1:52PM File: S: 120121120441StructurallDesign 1design.ec6 ENERCALC, INC. 1983 -2011, Ouild:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination : HSS4x4x3 /16 Allowable Stress , A500, Grade B, Fy = 46 ksi, 46.0 ksi 29,000.0 ksi 2009 IBC & ASCE 7 -05 Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Carbon Steel Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 10 ft, K = 2.1 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 10 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Applied Loads Column self weight included : 94.030 Ibs * Dead Load Factor AXIAL LOADS ... Roof Dead & Snow: Axial Load at 10.0 ft, D = 2.050, L = 1.223, S = 4.110 k BENDING LOADS... Lateral Force: Lat. Point Load at 10.0 ft creating Mx -x, W = 0.10, E = 0.430 k DESIGN SUMMARY Sit_ 7.cQ,U Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.6570 : 1 Load Combination +D +0.750L +0.750S +0.5250E +H Location of max.above base 0.0 ft At maximum location values are ... Pa : Axial Pn / Omega : Allowable Ma -x : Applied Mn -x I Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 6.144 k 14.671 k -2.258 k -ft 8.424 k -ft 0.0 k -ft 8.424 k -ft 0.01505 : 1 +D +0.70E +H 0.0 ft 0.3010 k 20.003 k Maximum SERVICE Load Reactions.. Top along X -X 0.0 k Bottom along X -X 0.0 k Top along Y -Y 0.0 k Bottom along Y -Y 0.430 k Maximum SERVICE Load Deflections ... Along Y -Y 1.368 in at for load combination :E Only Along X -X 0.0 in at for load combination : 10.0ft above base 0.0ft above base Load Combination +D +D+L+H +D +S+H +D+0.750Lr+0.750L +H +D+0.750L+0.750S +H +D +W +H +D+0.70E+H +D+0.750 Lr+0.750 L+O.750 W+H +D+0.750 L+0.750 S+0.750 W +H +D+0.750 Lr+0.750 L+0.5250 E +H +D+0.750 L+0.750 S+0.5250 E +H +0.60D +W +H +0.60D+0.70E +H Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.146 PASS 0.00 ft 0.230 PASS 0.00 ft 0.426 PASS 0.00 ft 0.209 PASS 0.00 ft 0.419 PASS 0.00 ft 0.192 PASS 0.00 ft 0.430 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft 0.288 0.498 0.447 0.657 0.163 0.401 0.000 0.000 0.000 0.000 0.000 0.005 0.015 0.004 0.004 0.011 0.011 0.005 0.015 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Job # 12044 Printed: 13 JUN 2012, 1:52PM File: S: 12 01 211 2 0 4 41Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Description : Existing Steel Column Maximum Reactions - Unfactored X -X Axis Reaction Load Combination @ Base @ Top D Only L Only S Only W Only E Only D+L D +S D +W D+L +S D+L +W D +E D +L+E Y -Y Axis Reaction @ Base @ Top Note: Only non -zero reactions are listed. Axial Reaction @ Base k k k k k k k -0.100 k k -0.430 k k k k k k -0.100 k k k k -0.100 k k -0.430 k k -0.430 k Maximum Deflections for Load Combinations • Unfactored Loads 2.144 k 1.223 k 4.110 k k k 3.367 k 6.254 k 2.144 k 7.477 k 3.367 k 2.144 k 3.367 k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.318 in 10.000 ft E Only 0.0000 in 0.000 ft 1.368 in 10.000 ft D +L 0.0000 in 0.000 ft 0.000 in 0.000 if D +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D+L +S 0.0000 in 0.000 ft 0.000 in 0.000 ft D +L +W 0.0000 in 0.000 ft 0.318 in 10.000 ft D+E 0.0000 in 0.000 ft 1.368 in 10.000 ft D+L +E 0.0000 in 0.000 ft 1.355 in 9.933 ft Steel Section Properties : HSS4x4x3116 Depth = 4.000 in I xx Web Thick = 0.000 in S xx Flange Width = 4.000 in R xx Flange Thick = 0.187 in Area = 2.580 i02 I yy Weight = 9.403 plf S yy R yy Ycg = 0.000 in 6.21 inA4 3.10 inA3 1.550 in 6.210 inA4 3.100 inA3 1.550 in J = 10.000 inA4 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Column Lic. # : KW- 06001423 Description : Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Existing Steel Column Job # 12044 Printed: 13 JUN 2012, 1:52PM File: S: 120121 120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. 8 L 1 4.00in X MAsLoads Height = 10.0 ft Loads are total entered value, Arrows do not reflect absolute direction, Rupert Engineering, Inc. CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Auburn, WA98001 PROJECT : New Shed north of Boeing Bldg 9 -61, Tukwila, WA CLIENT : Boeing JOB NO.: 12044 DATE : June, 2012 PAGE: DESIGN BY : TCL REVIEW BY : JBR CantfleveAColumn & Footing Design Based 60- 05,'rte 3x18_ -08 „and IBCt0918077..3 Footing for New Shed Column INPUT DATA & DESIGN SUMMARY COLUMN SECTION (Tube, Pipe, or WF) HSS4X4X3 /16 COLUMN YIELD STRESS Fy = 46 ksi CANTILEVER HEIGHT H = 9.5 ft COLUMN TOP LATERAL LOAD F = 0.43 kips, ASD (Strong Axis Bending only) COLUMN TOP GRAVITY LOAD P = 4.5 kips, ASD DIAMETER OF POLE FOOTING ALLOW SOIL PRESSURE LATERAL SOIL CAPACITY RESTRAINED @ GRADE ?(1= yes,0 =no) b= 2 ft Qa = 1.5 ksf Pp = 0.1 ksf /ft 0 No Use 2 ft dia x 4.86 ft deep footing unrestrained @ ground level Tube THE DESIGN IS ADEQUATE. lust- ANALYSIS c or\ cam■-'s CHECK COMBINED COMPRESSION AND BENDING CAPACITY OF COLUMN (AISC 360 -05, H1)� Cc�+M d1w�>D {Pr+8(114'+Ml for pr > 0.2 - +�11�1C.,� CAS -,G� L4S." % �S ,2 Pc 9Mcx M Pc ' `L- FoC C. ‘14, (--:- = 0.68 < 1.0 [Satisfactory] p, ;:-C,t-c...---\ Pr + Mrx +Mry ,.for . < < 0.2 `;i.Vim "CA°3 2Pc (Mcx Mcy Pc Where Pr = M1x = Mry = KL y = 4.50 kips 4.09 ft -kips 0 ft-kips 19 ft, weak axis unbraced axial length Pc= Pr, /S2c= Mcx = M„ / S2b = Mcy =Mr, /.SZb = 30 / 1.67 = 17.96 kips, (AISC 360 -05 Chapter E) > Pr [Satisfactory] 14.07 / 1.67 = 8.42 ft -kips, (AISC 360 -05 Chapter F) > M 14.07 / 1.67 = 8.42 ft-kips, (AISC 360 -05 Chapter F) > Mry [Satisfactory] DESIGN POLE FOOTING (IBC 09 1807.3) By trials, use pole depth, d = 4.861 ft Lateral bearing @ bottom, S3 = 2 Pp Min(d , 12') = 0.97 ksf Lateral bearing @ d/3,S1 =2 Pp Min(d /3, 12')= 0.32 ksf Require Depth is given by d= 2 [1 +J1 +4' 36h A I for nonconstrained J4.25Ph Where bS3 for constrained P = F = 0.43 kips A= 2.34P/(bS1)= 1.55 h = Mmax /F = 9.50 ft 4.861 ft [Satisfactory] CHECK VERTICAL SOIL BEARING CAPACITY (ACI, Sec. 15.2.2) ciso1, = P /(rr b2/4) = 1.43 ksf, (net weight of pole footing included.) Q a [Satisfactory] CHECK STRONG AXIS LATERAL DEFLECTION FH3 3E1 1.18 in < 2H/ 180 1.27 in [Satisfactory] am o o E Ego o f2 Jo ha, CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 -833 -7776 Fax 253- 939 -2168 JOB SHEET NO OF CALCULATED BY -T DATE cloVv., t2adz CHECKED BY DATE SCALE 'L..1 e Ll (.10(.1-3- t c- Cg) C'Sty � - 4 Z'3 5 L . . t 6S . / FICA- 4-7 , 4. chS 4,10 —AY' p`,q, Tc ft-TA o iK (sF� /r5 \k ) D PRODUCT207 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 -833 -7776 Fax 253- 939 -2168 JOB SHEET NO -:4b -7z4vbx OF CALCULATED BY -r LL' DATE L-A T . C2- CHECKED BY DATE SCALE c4.14 c?r 1 c$U GAL ur,�r1 ; L-- S - Cal_ Lisa 4t Z t./ cAx4- iL-V.t ) = co, l9) L. to) Vest_ Cr-3144-V r+r , �cc,; _ -, S stc VDL. �, - o D � p,)C S(—t; 9 12f/ t'lLA = C1C i, aZ ) Cr" ) C.Z) = 3I 11-2 “11 04-E12.44A -L C - ,( t4--fl - \hR NA'I5)(S' IS)U.S) COAC)J C41571,) 4 (t .off t 0.6-1) (47S[1-) . S'l1W • 1 : -' (.413). _ • 8,61%1 0,07 �+y S?SC Lt s" 0 \fib o,c9t \,9a (4;z t . t t z..z3 t .9 4.5 Ou-r' - USA 4_41, */ N * d- -re: l'e . ° c_ -451k a ) L 4,) 4 de Zcz? acct CTr..o.N1t.,r ) - ST�s•.�c� `U \5,-11) _ 1 C t . F � _ ts.) c 14,$)Cs.15)0,4) ; 5,$z a, S. -tsG &I 41- 4)%-I.c� = 0i`1 vl — -9) (s,gi > — 6. \S UPL t i -St S-thaA L. - (_0 z Cc , t N r� �•= sst �zl c-c ..:...14 4w 'FGA D PRODUCT 207 Rupert Engineering, Inc. Consu Iti ng EngineersC ivi l /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Combined footing for canopy columns Code References Calculations per, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 General Information Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6,7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density : Phi Values Soil Information Flexure : Shear: Analysis /Design Settings 3 ksi Calculate footing weight as dead load ? Yes 60 ksi Calculate Pedestal weight as dead load ? No 3122 ksi Min Steel % Bending Reinf (based on 'd') 145 pcf Min Allow % Temp Reinf (based on thick) 0.9 Min. Overturning Safety Factor 0.75 Min. Sliding Safety Factor 0.0014 0.0018 1.5 : 1 1.5 : 1 Allowable Soil Bearing 1.50 ksf Increase Bearing By Footing Weight No Soil Passive Sliding Resistance 250 pcf (Uses entry for "Footing base depth below soil surface" for force) Coefficient of Soil /Concrete Friction 0.3 Dimensions & Reinforcing Soil Bearing Increase Footing base depth below soil surface Increases based on footing Depth ... . Allowable pressure increase per foot when base of footing is below Increases based on footing Width .. . Allowable pressure increase per foot when maximum length or width is greater than Maximum Allowed Bearing Pressure (A value of zero implies no limit) Adjusted Allowable Soil Bearing (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.) ft ksf ft ksf ft 10 ksf 1.50 ksf Distance Left of Column #1 = Between Columns = Distance Right of Column #2 = 1.0 ft Pedestal dimensions... 3.750 ft Sq. Dim. = 1.0 ft Height = Total Footing Length = 5.750 ft Footing Width Footing Thickness = 4.50 ft = 18.0 in Rebar Center to Concrete Edge @ Top = Rebar Center to Concrete Edge @ Bottom = Applied Loads 3 in 3 in Col #1 4.0 Col #2 4.0 in in As As Bars left of CoI #1 Count Size # Actual Req'd Bottom Bars 3 4 0.60 0.0 inA2 Top Bars 3 4 0.60 0.0 inA2 Bars Btwn Cols Bottom Bars 3 4 0.60 0.0 inA2 Top Bars 3.0 4 0.60 0.0 inA2 Bars Right of CoI #2 Bottom Bars 3.0 4 0.60 0.0 inA2 Top Bars 3 4 0.60 0.0 inA2 Applied @ Left Column Axial Load Downward Moment (+CW) Shear (+X) Applied @ Right Column Axial Load Downward Moment (+CW) Shear (+X) Overburden D Lr 0.070 0.1360 1.090 1.411 L S 0.190 2.330 W E H 1.90 4.30 0.190 0.430 1.90 0.190 4.30 0.430 k k -ft k k k -ft k ' SE � -* i x fa. d. Rupert Engineering, Inc. Consu Iting EngineersCi vi l /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Lic. # : KW- 06001423 Description : Combined footing for canopy columns DESIGN SUMMARY Ratio Item Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S: 12012\ 12044 \Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver :6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Applied Capacity Design OK Governing Load Combination PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.5004 Soil Bearing 1.526 Overturning 2.030 Sliding No Uplift Uplift 0.03976 1 -way Shear - Col #1 0.08813 1 -way Shear - Col #2 0.005258 2 -way Punching - Col #1 0.007822 2 -way Punching - Col #2 0.001328 Flexure - Left of Col #1 - Top No Bending Flexure - Left of Col #1 - Bottom 0.09993 0.1079 0.007452 0.02495 Soil Bearing Flexure - Between Cols - Top Flexure - Between Cols - Bottom Flexure - Right of Col #2 - Top Flexure - Right of Col #2 - Bottom 0.7506 ksf 6,923 k -ft 0.6020 k 0.0 k 3.267 psi 7.240 psi 0.8639 psi 1.285 psi - 0.05333 k -ft 0.0 k -ft -4.012 k -ft 4.332 k -ft - 0.2992 k -ft 1.002 k -ft 1.50 ksf 10.561 k -ft 1.222 k 0.0 k 82.158 psi 82.158 psi 164.317 psi 164.317 psi 40.147 k -ft 0.0 k -ft 40.147 k -ft 40.147 k -ft 40.147 k -ft 40.147 k -ft +D+0.750 L+0.750 S+0.5250 E+H 0.6D+0.7E 0.6D+0.7E No Uplift +1 .20 D+0.50 L+0.20 S +E +1.20D +1.60S+0.80W +1.20 D+0.50 L+0.20 S -1.0 E +1 .2 0 D+0.50 L+0.2 0 S +E +0.90D- 1.0E +1.60H N/A +1 .20 D+0.50 L+0.20 S +E +0.90D +E +1.60H +0.90D- 1.0E +1.60H +1.20D +1.60S+0.80W Load Combination... Eccentricity Total Bearing from Ftg CL Actual Soil Bearing Stress @ Left Edge @ Right Edge Actual / Allow Allowable Ratio +D +D +Lr +H +D +S +H +D+0.750Lr+0.750L +H +D+0.750L+0.750S +H +D +W +H +D- 1.0W +H +D+0.70E +H +D -0.70E+H +D+0.750 Lr+O.750 L+0.7 50 W +H +D+0.750Lr-'0.750L- 0.750W +H +D+0.750L+0.750S+0.750W +H +D+0.750 L+0.750 S -0.750 W+H +D+0.750Lr+0.750L+0.5250E +H +D+0.750 Lr+0.750 L- 0.5250E +H +D+0.750L+0.750S+0.5250E +H +D+0.750L+0.750S- 0.5250E +H +0.60D +W +H +0.60D- 1.0W +H +0,60D+0.70E +H +0.60D- 0.70E +H Overturning Stability 6.79 k 8.33 k 9.31 k 7.95 k 8.68 k 6.79 k 6.79 k 6.79 k 6.79 k 7.95 k 7.95 k 8.68 k 8.68 k 7.95 k 7.95 k 8.68 k 8.68 k 4.07 k 4.07 k 4.07 k 4.07 k 0.282 ft 0.516 ft 0.637 ft 0.466 ft 0.567 ft 0.926 ft - 0.362 ft 1.302 ft -0.738 ft 0.879 ft 0.054 ft 0.945 ft 0.189 ft 1.119 ft -0.187 ft 1.166 ft - 0.031 ft 1.355 ft -0.791 ft 1.982 ft -1.418 ft 0.19 ksf 0.15 ksf 0.12 ksf 0.16 0.14 0.01 0.36 0.00 0.46 0.03 0.29 0.01 0.27 0.00 0.37 0.00 0.35 0.00 0.29 0.00 0.41 ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf ksf 0.34 ksf 1.50 ksf 0.226 0.50 ksf 1.50 ksf 0.330 0.60 ksf 1.50 ksf 0.399 0.46 ksf 1.50 ksf 0.304 0.53 ksf 1.50 ksf 0.355 0.51 ksf 1.50 ksf 0.343 0.16 ksf 1.50 ksf 0.241 0.64 ksf 1.50 ksf 0.425 0.06 ksf 1.50 ksf 0.309 0.59 ksf 1.50 ksf 0.392 0.32 ksf 1.50 ksf 0.216 0.66 ksf 1.50 ksf 0.443 0.40 ksf 1.50 ksf 0.268 0.67 ksf 1.50 ksf 0.446 0.25 ksf 1.50 ksf 0.245 0.75 ksf 1.50 ksf 0.500 0.32 ksf 1.50 ksf 0.231 0.40 ksf 1.50 ksf 0.264 0.03 ksf 1.50 ksf 0 191 0.67 ksf 1.50 ksf 0.449 0.00 ksf 1.50 ksf 0.275 Load Combination... D D +Lr 0.6D +S +W /2 0.6D +S -W /2 0.6D +W +S /2 0.6D+ -W +S /2 0.6D +W 0.6D -W 0.6D+0.7E 0.6D -0.7E Sliding Stability Moments about Left Edge k -ft Overturning Resisting Ratio 0.00 0.00 0.00 2.19 0.00 4.37 0.00 4.37 0.00 6.92 0.00 0.00 0.00 24.11 0.00 18.49 0.00 12.86 0.00 12.86 999.000 999.000 999.000 11.036 999.000 4.230 999.000 2.942 999.000 1.857 Moments about Right Edge k -ft Overturning Resisting Ratio 0.00 0.00 999.000 0.00 0.00 999.000 2.19 13.79 6.313 0.00 0.00 999.000 4.37 12.18 2.787 0.00 0.00 999.000 4.37 10.56 2.417 0.00 0.00 999.000 6.92 10.56 1.526 0.00 0.00 999.000 Load Combination... D D +Lr 0.6D +S +W /2 Sliding Force 0.00 k 0.00 k 0.19 k Resisting Force Sliding SafetyRatio 2.04 k 2.50 k 1.98 k 999 999 0.40950657894; Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S: 12012\ 12044 \Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 e Description : Combined footing for canopy columns Sliding Stability Load Combination... 0.6D +S -W /2 0.6D +W +S /2 0.6D+ -W +S /2 0.6D +W 0.6D -W 0.6D+0.7E 0.6D -0,7E Footing Flexure - Maximum Values for Load Combination Sliding Force -0.19 k 0.38 k -0.38 k 0.38 k -0.38 k 0.60 k -0.60 k Resisting Force Sliding SafetyRatio 1.98 k 1.60 k 1.60 k 1.22 k 1.22 k 1.22 k 1.22 k 0.40950657894; 1.21001644736& 1.210016447368, 1.215279605263' 1.215279605263' '..029578488372( '..0295784883721 Distance Tension Governed Load Combination... Mu from left Side As Req'd by Actual As Phi *Mn Mu I PhiMn 0.6D -0.7E 0.000 0.000 0 0.000 0 0.000 0.000 0.000 +0.90D +E +1.60H 1.941 2.568 Bottom 1.750 Min Temp % 0.600 40.147 0.048 +1.40D -0.000 0.038 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.000 0.058 To 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.001 0,077 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.20D +1.60Lr -0.80W 25,117.392 56.350 Bottom 1.750 Min Temp % 0.600 481.764.706 0.052 +0.90D- 1.0E +1.60H 4.353 4.677 Bottom 1.750 Min Temp % 0.600 40.147 0.108 +1.20D+0.50L+0.205 -1.0E 4.321 4.657 Bottom 1.750 Min Temp % 0.600 40.147 0.108 +0.90D- 1.0E +1.60H 4.287 4.638 Bottom 1.750 Min Temp % 0.600 40.147 0.107 +1.40D -0.003 0.173 Top 1.750 Min Temp % 0.600 40.147 0.000 +0,90D- 1.0E +1.60H 4.215 4.600 Bottom 1.750 Min Temp % 0.600 40.147 0.105 +0.90D +E +1.60H 2.412 2.358 Bottom 1.750 Min Temp % 0.600 40.147 0.060 +1.40D -0.005 0.230 To 1.750 Min Temp % 0.600 40.147, 0.000 +1.40D -0.006 0.249 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.007 0.268 To 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.008 0.288 Top 1.750 Min Temp % 0.600 40,147 0.000 +1.40D -0.009 0.307 Too 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.010 0.326 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.011 0.345 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.012 0.364 Too 1.750 Min Temp % 0.600 40.147 0.000 +1.400 -0.013 0.383 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.015 0.403 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.016 0.422 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.017 0.441 Top 1.750 Min Temp % 0.600 40.147 0.000 +1.40D -0.019 0.460 Top 1.750 Min Temp % 0.600 40.147 0.000 +0,90D +E +1.60H 1.282 4.792 Bottom 1.750 Min Temp % 0.600 40.147 0.032 +1.40D -0.022 0.498 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.20D+0.50L+0.205 -1.0E 4.465 4.734 Bottom 1.750 Min Temp % 0.600 40,147 0.111 +1.200+0.50L+0.20S +E 2.590 1.955 Bottom 1.750 Min Temp % 0.600 40.147 0.065 +1.40D -0.027 0.556 Too 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.028 0.575 Top 1,750 Min Temp % 0.600 40.147 0.001 +1.40D -0.030 0.594 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.032 0.613 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.034 0.633 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.035 0.652 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.037 0.671 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D - 470.172 8.280 Top 1.750 Min Temp % 0.600 481,764.706 0.001 +0.90D- 1.0E +1.60H 3.859 4.427 Bottom 1,750 Min Temp % 0.600 40.147 0,096 +1.40D -0.043 0.728 Top 1.750 Min Temp % 0.600 40.147 0.001 +0.900 +E +1.60H 3.649 1.687 Bottom 1.750 Min Temp % 0.600 40.147 0.091 +1.40D -0.047 0.767 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.049 0.786 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.051 0.805 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.053 0.824 Top 1.750 Min Temp % 0.600 40.147 0.001 +0.90D +E +1.60H 3.821 1.572 Bottom 1.750 Min Temp % 0.600 40.147 0.095 +1.40D -0.058 0.863 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.060 0.882 Top 1.750 Min Temp % 0.600 40.147 0.001 +1.40D -0.063 0.901 Top 1.750 Min Temp % 0.600 40.147 0.002 +1.40D -0.065 0.920 Top 1.750 Min Temp % 0.600 40.147 0.002 +1.40D -0.068 0.939 Top 1.750 Min Temp % 0.600 40.147 0.002 +1.40D -0.071 0.958 Top 1.750 Min Temp % 0.600 40.147 0.002 +1.40D -0.074 0.978 Top 1.750 Min Temp % 0.600 40.147 0.002 +0.90D +E +1.60H 4.058 1.399 Bottom 1.750 Min Temp % 0.600 40.147 0.101 +1.40D -0.080 1.016 Top 1.750 Min Temp % 0.600 40.147 0.002 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S:1 2012\ 120441Structural \ Design \design.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6,7 Description : Combined footing for canopy columns Footing Flexure - Maximum Values for Load Combination Load Combination... +1.400 +1.40D +1.40D +1.40D +1.400 +1.400 +1.400 +0.90D +E +1.60H +1.20D+0.50L+0.20S -1.0E +0,90D +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +1.400 +0.90D +E +1.60H +1.20D+0.50L+0.20S +E +0.900 +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +1.40D +1.40D +1 .20 D+0.50 L+0.20 S +E +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +1.400 +1.40D +0.900 +E +1.60H +0.900 +E +1.60H +1 .20 D+O.50 L+0.20 S +E +0.900 +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +1.20D+0.50L+0.20S +E +0.900 +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +1 .20 D+0.50 L+0.20 S +E +0.90D +E +1.60H +0.90D- 1.0E +1.60H +1.200+0.50L+0.20S +E +0.90D- 1.0E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +1.20D+0.50L+0.20S -1.0E +0.900 +E +1.60H +0.90D- 1.0E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +1.20D+0.50L+0.20S -1.0E +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H Distance Tension Governed Mu from left Side As Req'd by Actual As Phi *Mn Mu 1 PhiMn -0.084 1.035 To 1.750 Min Temp % 0.600 40.147 0.002 -0.087 1.054 To 1.750 Min Temp % 0.600 40.147 0.002 -0.091 1.073 To 1.750 Min Temp % 0.600 40.147 0.002 -0.098 1.112 Too 1.750 Min Temp % 0.600 40.147 0.002 -0.098 1.112 To 1.750 Min Temp % 0.600 40.147 0.002 - 0.091 1.073 To 1.750 Min Temp % 0.600 40.147 0.002 - 0.106 1.150 Too 1.750 Min Temp % 0.600 40.147 0.003 4.332 1.169 Bottom 1.750 Min Temp % 0.600 40.147 0.108 - 3.985 1.188 To 1.750 Min Temp % 0.600 40.147 0.099 4.290 1.208 Bottom 1.750 Min Temp % 0.600 40.147 0.107 4.268 1.227 Bottom 1.750 Min Temp % 0.600 40.147 0.106 4.246 1.246 Bottom 1.750 Min Temp % 0.600 40.147 0.106 4.224 1.265 Bottom 1.750 Min Temp % 0.600 40.147 0.105 4.201 1.284 Bottom 1.750 Min Temp % 0.600 40.147 0.105 4.178 1.303 Bottom 1.750 Min Temp % 0.600 40.147 0.104 -0.058 0.863 To 1.750 Min Temp % 0.600 40.147 0.001 4.131 1.342 Bottom 1.750 Min Temp % 0.600 40.147 0.103 3.813 1.361 Bottom 1.750 Min Temp % 0.600 40.147 0.095 4.082 1.380 Bottom 1.750 Min Temp % 0.600 40.147 0.102 4.058 1.399 Bottom 1.750 Min Temp % 0.600 40.147 0.101 4.033 1.418 Bottom 1.750 Min Temp % 0.600 40.147 0.100 -0.043 0.728 TOD 1.750 Min Temp % 0.600 40.147 0.001 -0.041 0.709 To 1.750 Min Temp % 0.600 40.147 0.001 3.608 1.476 Bottom 1.750 Min Temp % 0.600 40.147 0.090 3.929 1.495 Bottom 1.750 Min Temp °A) 0.600 40.147 0.098 3.903 1.514 Bottom 1.750 Min Temp % 0.600 40.147 0.097 3.876 1.533 Bottom 1.750 Min Temp % 0.600 40.147 0.097 3.849 1.553 Bottom 1.750 Min Temp % 0.600 40.147 0.096 3.821 1.572 Bottom 1.750 Min Temp % 0.600 40.147 0.095 3.793 1.591 Bottom 1.750 Min Temp % 0.600 40.147 0.094 3.765 1.610 Bottom 1.750 Min Temp % 0.600 40.147 0.094 3.736 1.629 Bottom 1.750 Min Temp % 0.600 40.147 0.093 3.708 1.648 Bottom 1,750 Min Temp °A) 0.600 40.147 0.092 -0.020 0.479 Too 1.750 Min Temp % 0.600 40.147 0.001 -0.019 0.460 To 1.750 Min Temp % 0.600 40.147 0.000 3.619 1.706 Bottom 1.750 Min Temp °A° 0.600 40.147 0.090 3.589 1.725 Bottom 1.750 Min Temp % 0.600 40.147 0.089 3.068 1.744 Bottom 1.750 Min Temp % 0.600 40.147 0.076 3.527 1.763 Bottom 1.750 Min Temp % 0.600 40.147 0.088 3.496 1.783 Bottom 1.750 Min Temp % 0.600 40.147 0.087 3.465 1.802 Bottom 1.750 Min Temp % 0.600 40.147 0.086 3.433 1.821 Bottom 1.750 Min Temp % 0.600 40.147 0.086 2.856 1.840 Bottom 1.750 Min Temp % 0.600 40.147 0.071 3.369 1.859 Bottom 1.750 Min Temp % 0.600 40.147 0.084 3.336 1.878 Bottom 1.750 Min Temp % 0.600 40.147 0.083 3.303 1.898 Bottom 1.750 Min Temp % 0.600 40.147 0.082 3.269 1.917 Bottom 1.750 Min Temp % 0.600 40.147 0.081 3.236 1.936 Bottom 1.750 Min Temp % 0.600 40.147 0.081 2.590 1.955 Bottom 1.750 Min Temp % 0.600 40.147 0.065 3.167 1.974 Bottom 1.750 Min Temp % 0.600 40.147 0.079 3.940 4.466 Bottom 1.750 Min Temp % 0.600 40.147 0.098 2.453 2.013 Bottom 1.750 Min Temp % 0.600 40.147 0.061 3.818 4.408 Bottom 1.750 Min Temp °A° 0.600 40.147 0.095 3.026 2.051 Bottom 1.750 Min Temp % 0.600 40.147 0.075 2.729 2.204 Bottom 1.750 Min Temp % 0.600 40.147 0.068 - 2.320 2.089 To 1.750 Min Temp % 0.600 40.147 0.058 2.917 2.108 Bottom 1.750 Min Temp % 0.600 40.147 0.073 3.479 4.255 Bottom 1.750 Min Temp % 0.600 40.147 0.087 2.843 2.147 Bottom 1.750 Min Temp % 0.600 40.147 0.071 2.806 2.166 Bottom 1.750 Min Temp % 0.600 40.147 0.070 - 2.105 2.185 To 1.750 Min Temp % 0.600 40.147 0.052 2.729 2.204 Bottom 1.750 Min Temp % 0.600 40.147 0.068 2.691 2.223 Bottom 1.750 Min Temp % 0.600 40.147 0.067 2.652 2.243 Bottom 1.750 Min Temp % 0.600 40.147 0.066 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Combined footing for canopy columns Footing Flexure - Maximum Values for Load Combination Job # 12044 Printed: 26 JUN 2012, 1.03PM File: S: 12012112044 1Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Load Combination... +1 .20 D+0.50 L+0.20 S -1.O E +0.90D +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +1.200+0.50L+0.20S -1.OE +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.90D- 1.0E +1.60H +1.20D +1.60S -0.80W +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +1.20D +1.60S -0.80W +0.90D +E +1.60H +0.90D- 1.0E +1.60H +0.900 +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +1.40D +0.90D +E +1.60H +1.200 +1.60S+0.80W +1.20D +1.60S+0.80W +1,40D +1.20D +1.60S+0.80W +0.900 +E +1.60H +1.20D +1.60S+0.80W +1.200 +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D+0.50L +1.60S +1 .2 0 D +0.5 0 L+0.2 0 S +E +1.20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.40D +1.200 +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D+0.50L +1.60S +1.20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.200 +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D +1.60S+0,80W +1 .200+0.50 L+0.50S +1.60 W +1.200 +1.60S+0.80W +1 .20 D+0.50 L+O.50 S +1.60 W +1.20D +1.60S+0.80W +1.40D +1.200 +1.60S+0.80W +1.200 +1.60S+0.80W +0.900 +E +1.60H +1.200 +1.60S+0.80W +0.90D- 1.0E +1.60H Mu -1.930 2.573 2.533 2.493 2,452 2.412 -1.660 2.329 3.793 2.245 2.203 2.160 2,117 2.073 2.029 1.985 1.941 1.896 2.184 -1.398 1.760 1.714 1.668 1.621 -1.323 1.527 1.740 1.431 1.383 1.334 -0.051 1.236 -1.489 - 1.198 -0.037 -1.230 2.729 -1.260 -1.275 - 1.289 -1.167 3.608 - 1.329 - 1.342 -0.011 - 1.366 - 1.377 - 1.388 - 1.124 -1.408 - 1.418 0.000 0.000 - 1.444 -1.189 - 1.460 - 1.250 -1.473 - 3,707.517 - 1.484 - 1.489 2.843 -1.498 1.541 Distance Tension Governed from left Side As Req'd by Actual As Phi*Mn 2.262 To 1.750 Min Temp % 0.600 40.147 2.281 Bottom 1.750 Min Temp % 0.600 40.147 2.300 Bottom 1.750 Min Temp % 0.600 40.147 2.319 Bottom 1.750 Min Temp % 0.600 40.147 2.338 Bottom 1.750 Min Temp % 0.600 40.147 2.358 Bottom 1.750 Min Temp % 0.600 40.147 2.377 To 1.750 Min Temp % 0.600 40.147 2.396 Bottom 1.750 Min Temp % 0.600 40.147 1.591 Bottom 1.750 Min Temp % 0.600 40.147 2.434 Bottom 1.750 Min Temp % 0.600 40.147 2.453 Bottom 1.750 Min Temp % 0.600 40.147 2.473 Bottom 1.750 Min Temp % 0.600 40.147 2.492 Bottom 1.750 Min Temp % 0.600 40.147 2.511 Bottom 1.750 Min Temp % 0.600 40.147 2.530 Bottom 1.750 Min Temp % 0.600 40.147 2.549 Bottom 1.750 Min Temp % 0.600 40.147 2.568 Bottom 1.750 Min Temp % 0.600 40.147 2.588 Bottom 1.750 Min Temp % 0.600 40.147 3.718 Bottom 1.750 Min Temp % 0.600 40.147 2.626 To 1.750 Min Temp % 0.600 40.147 2.645 Bottom 1.750 Min Temp % 0.600 40.147 2.664 Bottom 1.750 Min Temp % 0.600 40.147 2.683 Bottom 1.750 Min Temp % 0.600 40.147 2.703 Bottom 1.750 Min Temp % 0.600 40.147 2.722 To 1.750 Min Temp % 0.600 40.147 2.741 Bottom 1.750 Min Temp % 0.600 40.147 3.546 Bottom 1.750 Min Temp % 0.600 40.147 2.779 Bottom 1.750 Min Temp % 0.600 40.147 2.798 Bottom 1.750 Min Temp % 0.600 40.147 2.818 Bottom 1.750 Min Temp % 0.600 40.147 0.805 Too 1.750 Min Temp % 0.600 40.147 2.856 Bottom 1.750 Min Temp % 0.600 40.147 3.412 Too 1,750 Min Temp % 0.600 40.147 2.894 Top 1.750 Min Temp % 0.600 40.147 0.671 Too 1.750 Min Temp % 0.600 40.147 2.933 To 1.750 Min Temp % 0.600 40.147 2.204 Bottom 1.750 Min Temp % 0.600 40.147 2.971 Top 1.750 Min Temp % 0.600 40.147 2.990 To 1.750 Min Temp % 0.600 40.147 3.009 Top 1.750 Min Temp % 0.600 40.147 3.028 Top 1.750 Min Temp % 0.600 40.147 1.476 Bottom 1.750 Min Temp % 0.600 40.147 3.067 Top 1.750 Min Temp % 0.600 40.147 3.086 To 1,750 Min Temp % 0.600 40.147 0.345 Top 1,750 Min Temp % 0.600 40.147 3.124 To 1.750 Min Temp % 0.600 40.147 3.143 To 1.750 Min Temp % 0.600 40.147 3.163 To 1.750 Min Temp % 0.600 40.147 3.182 To 1.750 Min Temp % 0.600 40.147 3.201 To 1.750 Min Temp % 0.600 40.147 3.220 To 1.750 Min Temp % 0.600 40.147 0.134 0 0.000 0 0.000 0.000 0.096 0 0.000 0 0.000 0.000 3.278 To 1.750 Min Temp % 0.600 40.147 3.297 Too 1.750 Min Temp % 0.600 40.147 3.316 To 1.750 Min Temp % 0.600 40.147 3.335 Top 1.750 Min Temp % 0.600 40.147 3.354 Too 1.750 Min Temp % 0.600 40.147 40.480 To 1.750 Min Temp % 0.600 481.764.706 3.392 To 1.750 Min Temp % 0.600 40.147 3.412 To 1.750 Min Temp % 0.600 40.147 2.147 Bottom 1.750 Min Temp % 0.600 40.147 3.450 To 1.750 Min Temp % 0.600 40.147 3.469 Bottom 1.750 Min Temp % 0.600 40.147 Mu / PhiMn 0.048 0.064 0.063 0.062 0.061 0.060 0.041 0.058 0.094 0.056 0.055 0.054 0.053 0.052 0.051 0.049. 0.048 0.047 0.054 0.035 0.044 0.043 0.042 0.040 0.033 0.038 0.043 0.036 0.034 0.033 0.001 0.031 0.037 0.030 0.001 0.031 0.068 0.031 0.032 0.032 0.029 0.090 0.033 0.033 0.000 0.034 0.034 0.035 0.028 0.035 0.035 0.000 0.000 0.036 0.030 0.036 0.031 0.037 0.008 0.037 0.037 0.071 0,037 0.038 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Job # 12044 Engineer: TCL 3 <4, Project Desc.: New Shed Seismic Holdowns Description : Combined footing for canopy columns Footing Flexure - Maximum Values for Load Combination Printed: 26 JUN 2012, 1:03PM File: S: 12 01 211 2 0 4 41Structural \Designldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Load Combination... +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +1 .20 D+0.50 L+0.50 S +1.60 W +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D +E +1.60H +1.20D+0.50L+0.20S -1.0E +0.900- 1.0E +1.60H +0.90D +E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +1.400 +1.20D +1.60S+0.80W +0.90D- 1.0E +1.60H +1.400 +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +1.200+0.50L+0.20S -1.0E +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900 +E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.900- 1.0E +1.60H +0.90D- 1.0E +1.60H +0.90D- 1.0E +1.60H +1.20D+0.50L+0.20S -1.0E +0.90D- 1.0E +1.60H +1.200+0.50 L+0.20S -1.0E Distance Tension Governed Mu from left Side As Req'd by Actual As Phi *Mn 1.591 3.488 Bottom 1.750 Min Temp % 0.600 40.147 1.641 3.507 Bottom 1.750 Min Temp % 0.600 40.147 1.691 3.527 Bottom 1.750 Min Temp % 0.600 40.147 1.740 3.546 Bottom 1.750 Min Temp % 0.600 40.147 1.790 3.565 Bottom 1.750 Min Temp % 0.600 40.147 1.840 3.584 Bottom 1.750 Min Temp % 0.600 40.147 1.889 3.603 Bottom 1.750 Min Temp % 0.600 40.147 1.939 3.622 Bottom 1.750 Min Temp % 0.600 40.147 1.988 3.642 Bottom 1.750 Min Temp % 0.600 40.147 -1.713 3.661 Top 1.750 Min Temp % 0.600 40.147 2.086 3.680 Bottom 1.750 Min Temp % 0.600 40.147 2.135 3.699 Bottom 1.750 Min Temp % 0.600 40.147 2.184 3.718 Bottom 1.750 Min Temp % 0.600 40.147 2.232 3.737 Bottom 1.750 Min Temp % 0.600 40.147 2.412 2.358 Bottom 1.750 Min Temp % 0.600 40.147 2.007 3.776 Bottom 1.750 Min Temp % 0.600 40.147 2.377 3.795 Bottom 1.750 Min Temp % 0.600 40,147 2.573 2.281 Bottom 1.750 Min Temp % 0.600 40.147 2.473 3.833 Bottom 1.750 Min Temp % 0.600 40.147 2.521 3.852 Bottom 1.750 Min Temp % 0.600 40.147 - 2,059,383 46.460 Top 1.750 Min Temp % 0.600 481.764.706 0.957 4.945 Bottom 1.750 Min Temp % 0.600 40.147 2.663 3.910 Bottom 1.750 Min Temp % 0.600 40.147 - 1,787.514 47.150 Top 1.750 Min Temp % 0.600 481.764.706 2.757 3.948 Bottom 1.750 Min Temp % 0.600 40.147 2.804 3.967 Bottom 1.750 Min Temp % 0.600 40.147 2.850 3.987 Bottom 1.750 Min Temp % 0.600 40.147 2.897 4.006 Bottom 1.750 Min Temp % 0.600 40.147 2.943 4.025 Bottom 1.750 Min Temp % 0.600 40.147 2.989 4.044 Bottom 1.750 Min Temp % 0.600 40.147 3.034 4.063 Bottom 1.750 Min Temp % 0.600 40.147 3.080 4.082 Bottom 1.750 Min Temp % 0.600 40.147 3.125 4.102 Bottom 1.750 Min Temp % 0.600 40.147 3.170 4.121 Bottom 1.750 Min Temp % 0.600 40.147 2.991 4.140 Bottom 1.750 Min Temp % 0.600 40.147 3.260 4.159 Bottom 1.750 Min Temp % 0.600 40.147 3.304 4.178 Bottom 1.750 Min Temp % 0.600 40.147 3.348 4.197 Bottom 1.750 Min Temp % 0.600 40.147 3.392 4.217 Bottom 1.750 Min Temp % 0.600 40.147 3.436 4.236 Bottom 1.750 Min Temp % 0.600 40.147 3.479 4.255 Bottom 1.750 Min Temp % 0.600 40.147 3.523 4.274 Bottom 1.750 Min Temp % 0.600 40.147 3.693 4.351 Bottom 1.750 Min Temp % 0.600 40.147 3.608 4.312 Bottom 1.750 Min Temp % 0.600 40.147 3.651 4.332 Bottom 1.750 Min Temp % 0.600 40.147 3.693 4.351 Bottom 1.750 Min Temp % 0.600 40.147 3.708 1.648 Bottom 1.750 Min Temp % 0.600 40.147 3.776 4.389 Bottom 1,750 Min Temp % 0.600 40.147 3.818 4.408 Bottom 1.750 Min Temp % 0.600 40.147 3.859 4.427 Bottom 1.750 Min Temp % 0.600 40.147 3.900 4.447 Bottom 1.750 Min Temp % 0.600 40.147 3.940 4.466 Bottom 1.750 Min Temp % 0.600 40.147 3.980 4.485 Bottom 1.750 Min Temp % 0.600 40.147 4.020 4.504 Bottom 1.750 Min Temp % 0.600 40.147 4.060 4.523 Bottom 1.750 Min Temp % 0.600 40.147 3.693 4.351 Bottom 1.750 Min Temp % 0.600 40.147 4.138 4.562 Bottom 1.750 Min Temp % 0.600 40.147 4.177 4.581 Bottom 1.750 Min Temp % 0.600 40.147 4.215 4.600 Bottom 1.750 Min Temp % 0.600 40.147 4.252 4.619 Bottom 1.750 Min Temp % 0.600 40.147 4.287 4.638 Bottom 1.750 Min Temp % 0.600 40.147 4.321 4.657 Bottom 1.750 Min Temp % 0.600 40.147 4.353 4.677 Bottom 1.750 Min Temp % 0.600 40.147 4.397 4.696 Bottom 1.750 Min Temp % 0.600 40.147 Mu 1 PhiMn 0.040 0.041 0.042 0.043 0.045 0.046 0.047 0.048 0.050 0.043 0.052 0.053 0.054 0.056 0.060 0.050 0.059 0.064 0.062 0.063 0.004 0.024 0.066 0.004 0.069 0.070 0.071 0.072 0.073 0.074 0.076 0.077 0.078 0.079 0.074 0.081 0.082 0.083 0.084 0.086 0.087 0.088 0.092 0.090 0.091 0.092 0.092 0.094 0.095 0.096 0.097 0.098 0.099 0.100 0.101 0.092 0.103 0.104 0.105 0.106 0.107 0.108 0.108 0.110 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S:\ 20121 120441Structural6Design \design.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12,6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Combined footing for canopy columns Footing Flexure - Maximum Values for Load Combination Load Combination... +1 .20 D+0.50 L+0.20 S -1.0 E +1 .20 D+0.50 L+0.20 S -1.O E +0.90D +E +1.60H +0.90D +E +1.60H +1 .20 D+0.50 L+0.20 S +E +0.90D +E +1.60H +0.90D +E +1.60H +0.90D+E +1.60H +1.20D+0.50L+0.50S +1.60W +1.20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.40D +1.20D +1.60S+0.80W +120D +1.60S+0.80W +0.90D +E +1.60H +1,20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D +1.60S+0.80W +1.20D +1,60S+0.80W +1.20D +1.60S+0.80W +1.40D +1.20D +1.60S+0.80W +0.90D +E +1.60H +1.20D +1.60S+0.80W +0.90D +E +1.60H +1.40D +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D+E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +1.20 D+0.50 L+0.20 S +E +0.90D- 1.0E +1.60H +0,90D+E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +0.90D +E +1.60H +1 .20 D+0.50 L+O.20 S +E One Way Shear Distance Tension Governed Mu from left Side As Req'd by Actual As Phi *Mn Mu I PhiMn 4.432 4.715 Bottom 1.750 Min Temp % 0.600 40.147 0.110 4.465 4.734 Bottom 1.750 Min Temp % 0.600 40.147 0.111 1.363 4.753 Bottom 1.750 Min Temp % 0.600 40.147 0.034 1.323 4.772 Bottom 1.750 Min Temp % 0.600 40.147 0.033 14,370.188 57.500 Bottom 1.750 Min Temp % 0.600 481,764.706 0.030 1.241 4.811 Bottom 1.750 Min Temp % 0.600 40.147 0.031 1.200 4.830 Bottom 1.750 Min Temp % 0.600 40.147 0.030 1.158 4.849 Bottom 1.750 Min Temp % 0.600 40.147 0.029 10,863.062 58.420 Bottom 1.750 Min Temp % 0.600 481,764.706 0.023 1.087 4.887 Bottom 1.750 Min Temp % 0.600 40.147 0.027 1.046 4.907 Bottom 1.750 Min Temp % 0.600 40.147 0.026 2,942.116 59.110 Bottom 1.750 Min Temp % 0.600 481,764.706 0.006 0.957 4.945 Bottom 1.750 Min Temp % 0.600 40.147 0.024 0.914 4.964 Bottom 1.750 Min Temp % 0.600 40.147 0.023 0.862 4.983 Bottom 1.750 Min Temp % 0.600 40.147 0.021 0.830 5.002 Bottom 1.750 Min Temp % 0.600 40.147 0.021 0.789 5.022 Bottom 1.750 Min Temp % 0.600 40.147 0.020 0.749 5.041 Bottom 1.750 Min Temp % 0.600 40.147 0.019 0.710 5.060 Bottom 1.750 Min Temp % 0.600 40.147 0.018 0.673 5.079 Bottom 1.750 Min Temp % 0.600 40.147 0.017 1,864.181 61.180 Bottom 1.750 Min Temp % 0.600 481,764.706 0.004 0.600 5.117 Bottom 1,750 Min Temp % 0.600 40.147 0.015 0.566 5.137 Bottom 1.750 Min Temp % 0.600 40.147 0.014 0.531 5.156 Bottom 1.750 Min Temp % 0.600 40.147 0.013 0.500 5.175 Bottom 1.750 Min Temp % 0.600 40.147 0.012 1,366.216 62.330 Bottom 1.750 Min Temp % 0.600 481,764.706 0.003 0.438 5.213 Bottom 1.750 Min Temp % 0.600 40.147 0.011 0.409 5.232 Bottom 1.750 Min Temp % 0.600 40.147 0.010 0.380 5.252 Bottom 1.750 Min Temp % 0.600 40.147 0.009 0.353 5.271 Bottom 1.750 Min Temp % 0.600 40.147 0.009 0.326 5.290 Bottom 1.750 Min Temp % 0.600 40.147 0.008 0.300 5.309 Bottom 1.750 Min Temp % 0.600 40.147 0.007 0.275 5.328 Bottom 1.750 Min Temp % 0.600 40.147 0.007 0.252 5.347 Bottom 1.750 Min Temp % 0.600 40.147 0.006 0.229 5.367 Bottom 1.750 Min Temp % 0.600 40.147 0,006 0.207 5.386 Bottom 1.750 Min Temp % 0.600 40.147 0.005 0.187 5.405 Bottom 1.750 Min Temp % 0.600 40.147 0.005 0.167 5.424 Bottom 1.750 Min Temp % 0.600 40.147 0.004 0,148 5.443 Bottom 1.750 Min Temp % 0.600 40.147 0.004 0.131 5,462 Bottom 1.750 Min Temp % 0.600 40.147 0.003 0.114 5.482 Bottom 1.750 Min Temp % 0.600 40.147 0.003 0.099 5.501 Bottom 1.750 Min Temp % 0.600 40.147 0.002 0.084 5.520 Bottom 1.750 Min Temp % 0.600 40.147 0.002 0.071 5.539 Bottom 1.750 Min Temp % 0.600 40.147 0.002 0.059 5.558 Bottom 1.750 Min Temp °A) 0.600 40.147 0.001 0.044 5.577 Bottom 1.750 Min Temp % 0.600 40.147 0.001 3.260 4.159 Bottom 1.750 Min Temp % 0.600 40.147 0.081 0.029 5.616 Bottom 1.750 Min Temp % 0.600 40.147 0.001 0.021 5.635 Bottom 1.750 Min Temp % 0.600 40.147 0.001 0.015 5.654 Bottom 1.750 Min Temp % 0.600 40.147 0.000 0.010 5.673 Bottom 1.750 Min Temp % 0.600 40.147 0.000 0.005 5.692 Bottom 1.750 Min Temp % 0.600 40.147 0.000 0.002 5.712 Bottom 1.750 Min Temp % 0.600 40.147 0.000 0.001 5.731 Bottom 1.750 Min Temp % 0.600 40.147 0.000 0.000 5,750 Bottom 1.750 Min Temp % 0.600 40.147 0,000 Punching Shear Load Combination... Phi Vn vu @ Col #1 vu @ CoI #2 Phi Vn vu @ Col #1 +1.40D +1 .20 D+0.50 L r +1.60 L +1.60 H +1.20D +1.60L+0.50S +1.60H +1.20D +1.60Lr+0.50L +1.20D +1.60Lr+0.80W 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 0.12 psi 0.16 psi 0.20 psi 0.29 psi 1.39 psi 1.88 psi 2.46 psi 3.03 psi 4.32 psi 5.42 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 0.39 psi 0.27 psi 0.24 psi 0.13 psi 0.07 psi vu @ CoI #2 0.70 psi 0.67 psi 0.73 psi 0.83 psi 1.03 psi Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Combined Footing Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 26 JUN 2012, 1:03PM File: S: 12 01 211 2 0 4 41Structura6Design ldeslgn.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6.7 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Combined footing for canopy columns One Way Shear Load Combination... Punching Shear Phi Vn vu @ CoI #1 vu @ CoI #2 Phi Vn vu @ CoI #1 +1.20D +1.60Lr -0.80W +1.20D+0.50L +1.60S +1.20D +1.60S+0.80W +1.20D +1.60S -0.80W +1.20D+0.50Lr+0.50L +1.60W +1 .20 D+0.50 Lr+0.50 L -1.60 W +1.20D+0.50L+0.50S +1.60W +1.20D+0.50L+0,50S -1.60W +1.20 D+0.50 L+0.20 S +E +1 .20 D+0.50 L+0.20 S -1.0 E +0.90D +1.60W +1.60H +0.900- 1.60W +1.60H +0.90D +E +1.6011 +0.90D- 1.0E +1.60H 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 82.16 psi 0.81 psi 0.40 psi 1.50 psi 0.69 psi 2.37 psi 2.03 psi 2.41 psi 2.00 psi 3.27 psi 2.96 psi 2.30 psi 2.12 psi 2.71 psi 3.12 psi 3.22 psi 6.14 psi 7.24 psi 5.05 psi 4.67 psi 0.27 psi 5.25 psi 0.84 psi 5.31 psi 0.92 psi 3.43 psi 0.98 psi 3.84 psi 1.99 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 0.33 psi 0.04 psi 0.16psi 0.24 psi 0.14 psi 0.67 psi 0.17psi 0.64 psi 0.25 psi 0.86 psi 0.15 psi 0.65 psi 0.16psi 0.84 psi vu @ CoI #2 0.63 psi 1.04 psi 1.24 psi 0.84 psi 1.08 psi 0.27 psi 1.15 psi 0.33 psi 1.29 psi 0.09 psi 0.88 psi 0.05 psi 1.17 psi 0.13 psi 12(0® 8mGayllm j U�c�o CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253- 939 -2168 JOB SHEET NO 3� OF CALCULATED BY DATE c-ILStli 1 Z�IZ- CHECKED BY DATE SCALE rz& 5Gn1,Cc cci 5 (2/9= o , 4,--zK tL = tcsrso tst g,uh)% = 1 � _... Vst- (_? re ) (44h--) tt.) Cz11) - ash. io (=r- v3zt�� tC 2,51X15 `l✓�z S sc., c.. true rc , )4.5C1-4 C.-41- \ S . t' c.1 rte- Z4Rsr t 'c v n y �s �, ,., e� •�ccsy- �+a ►�r 5 D PRODUCT ND Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 General Footing Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Existing Column Ftg @ Bldg 9 -60 Code References Calculations per, ASCE 7 -05 Load Combinations Used : 2009 IBC & ASCE 7 -05 General Information Job # 12044 Printed: 13 JUN 2012, 2:46PM File: S: 120121120441StructurallDesign ldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Material Properties fc : Concrete 28 day strength fy ; Rebar Yield Ec : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL Dimensions = 3.0 ksi = 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 = 0.750 0.00140 0.00180 1.50:1 = 1.50: 1 Yes Yes No Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil /Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dept = when maximum length or width is greater4 1.50 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft Width parallel to X -X Axis Length parallel to Z -Z Axis Footing Thicknes Pedestal dimensions... px : parallel to X -X Axis pz : parallel to Z -Z Axis = Height Rebar Centerline to Edge of Concrete.. at Bottom of footing = Reinforcing 2.50 ft 2.50 ft -4. -5ti'^ ='o 12.0 in in in in 3.0 in Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar SizE 4.0 # 4 4.0 # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads z x 2 rca ry rSMz:'�m4��rr'�aa 4. Y{+A�t?e:4�.eF.,,7�i +?zYi,✓.�i, h;'xG P : Column Load OB : Overburden M -xx M -zz V -x V -z D Lr L s W E 0.870 2.190 H k ksf k -ft k -ft k k Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 General Footing Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Existing Column Ftg @ Bldg 9 -60 DESIGN SUMMARY Job # 12044 Printed: 13 JUN 2012, 2:46PM File: S: 12012\ 120441Structural \Design\design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Min. Ratio Item Applied Capacity Desi• n OK Governing Load Combination PASS 0.4231 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.01481 PASS 0.01481 PASS 0.04544 PASS 0.01481 PASS 0.04101 PASS 0.04101 PASS 0.04101 PASS 0.04101 PASS 0.07739 Detailed Results Soil Bearing Overturning - X -X Overturning - Z -Z Sliding - X -X Sliding - Z -Z Uplift Z Flexure ( +X) Z Flexure ( -X) X Flexure ( +Z) X Flexure ( -Z) 1 -way Shear ( +X) 1 -way Shear ( -X) 1 -way Shear ( +Z) 1 -way Shear ( -Z) 2 -way Punching 0.6346 ksf 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k 0.0 k 0.1852 k -ft 0.1852 k -ft 0.5684 k -ft 0.1852 k -ft 3.369 psi 3.369 psi 3.369 psi 3.369 psi 12.717 psi 1.50 ksf +D +S +H 0.0 k -ft No Overturning 0.0 k -ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 0.0 k No Uplift 12.508 k -ft +1.20D+0.50L+0.20S +E 12.508 k -ft +1.20D+0.50L+0.20S +E 12.508 k -ft +1.20D+0.50L +1.60S 12.508 k -ft +1.20D+0.50L+0.20S +E 82.158 psi +1.20D+0.50L +1.60S 82.158 psi +1.20D+0.50L +1.60S 82.158 psi +1.20D+0.50L +1.60S 82.158 psi +1.20D+0.50L +1.60S 164.317 psi +1.200+0.50L +1.60S Soil Bearing Rotation Axis & Load Combination... X -X, +D X -X, +D +S +H X -X, +D+0.750L+0.750S +H X -X, +D+0.750L+0.750S+0.750W +H X -X, +D+0.750L+0.750S+0.5250E +H Z -Z, +D Z -Z. +D +S +H Z -Z, +D+0.750L+0.750S+1-1 Z -Z, +D+0.750L+0.750S+0.750W +H Z -Z. +D+0.750L+0,750S+0.5250E +H Overturning Stability Gross Allowable Actual Soil Bearing Stress Xecc Zecc +Z +Z -X Actual / Allowable -X Ratio 1.50 n/a 0.0 0.2842 0.2842 n/a n/a 0.190 1.50 n/a 0.0 0.6346 0.6346 n/a n/a 0.423 1.50 n/a 0.0 0.5470 0.5470 n/a n/a 0,365 1.50 n/a 0.0 0.5470 0.5470 n/a n/a 0.365 1.50 n/a 0.0 0.5470 0.5470 n/a n/a 0.365 1.50 0.0 n/a n/a n/a 0.2842 0.2842 0.190 1.50 0.0 n/a n/a n/a 0.6346 0.6346 0.423 1.50 0.0 n/a n/a n/a 0.5470 0.5470 0.365 1.50 0.0 n/a n/a n/a 0.5470 0.5470 0.365 1.50 0.0 n/a n/a n/a 0.5470 0.5470 0.365 Rotation Axis & Load Combination... Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Footing Has NO Sliding Footing Flexure Overturning Moment Sliding Force Resisting Moment Stability Ratio Status All units k Resisting Force Sliding SafetyRatio Status Flexure Axis & Load Combination Mu k -ft Which Tension @ Bot. As Req'd Gvrn. As Actual As Phi *Mn Side ? or Top ? in02 in 1'2 inA2 k -ft Status X -X, +1.40D X -X, +1.400 X -X, +1.20D +1.60L+0.50S +1.60H X -X, +1.20D +1.60L+0.50S +1.60H X -X, +1 .20 0+0.50 L +1.60 S X -X, +1 .20 D+0.50 L +1.60 S X -X, +1.200 +1.60S+0.80W X -X, +1.200 +1.60S+0.80W X -X, +1.20D+0.50L+0.50S +1.60W X -X, +1 .20 D+0.50 L+0.50 S +1.60 W X -X, +1.20D+0.50L+0.20S +E X -X, +1.20D+0.50L+0.20S +E Z -Z, +1.400 Z -Z, +1.400 Z -Z, +1.200+1 .60 L+0.50 S +1.60 H 1522229333333 1522229333333 2673274666666 2673274666666 5683989333333 5683989333333 5683989333333 5683989333333 2673274666666 2673274666666 1852170666666 1852170666666 1522229333333 1522229333333 2673274666666 +Z -Z +Z -Z +Z - Z +Z -Z +Z -Z +Z -Z -X +X - X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 0.2592 Min Temp % Min Temp Min Temp Min Temp % Min Temp % Min Temp Min Temp Min Temp % Min Temp Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % Min Temp % 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 General Footing Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 13 JUN 2012, 2:46PM File: S:\20121120441Structural \Design \design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 40 Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Description : Existing Column Ftg @ Bldg 9 -60 Z -Z. +1.20D +1.60L+0.50S +1.60H 2673274666666 +X Bottom Z -Z, +1.20D+0.50L +1.60S 5683989333333 -X Bottom Z -Z, +1.20D+0.50L +1.60S 5683989333333 +X Bottom 0.2592 Min Temp % 0.2592 Min Temp % 0.2592 Min Temp % 0.3212.508235294117 0.3212.508235294117 0.3212.508235294117 OK OK OK Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 General Footing Lic. # : KW- 06001423 Description : Footing Flexure Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Existing Column Ftg @ Bldg 9-60 Job # 12044 Printed: 13 JUN 2012, 2:46PM File: S: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Flexure Axis & Load Combination Mu Which Tension @ Bot. As Req'd k -ft Side ? or Top ? inA2 Gvrn. As inA2 Actual As Phi *Mn in^2 k -ft Status Z -Z, +1 .20 D +1.605+0.80 W Z -Z, +1.20D +1.60S+0.80W Z -Z, +1.20D+0.50L+0.50S +1.60W Z -Z, +1 .20 D+0.50 L+0.50 S +1.60 W Z -Z, +1.20D+0.50L+0.20S +E Z -Z, +1.20D+0.50L+0.20S+E One Way Shear 5683989333333 5683989333333 2673274666666 2673274666666 1852170666666 1852170666666 -X Bottom 0.2592 Min Temp % +X Bottom 0.2592 Min Temp % -X Bottom 0.2592 Min Temp % +X Bottom 0.2592 Min Temp % -X Bottom 02592 Min Temp % +X Bottom 0.2592 Min Temp 0.3212.508235294117 OK 0.3212.508235294117 OK 0.3212.508235294117 OK 0.3212.508235294117 OK 0.3212.508235294117 OK 0.3212.508235294117 OK Load Combination... +1.40D +1.20D +1.60L+0.50S +1.60H +1.20D+0.50L +1.60S +1.20D +1.60S+0.80W +1 .20 D+0.50 L+0.50 S +1.60 W +1 .20 D+0.50 L+0.20 S +E Punching Shear Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z 0.9022 psi 0.9022 psi 1.584 psi 1.584 psi 3.369 psi 3.369 psi 3.369 psi 3.369 psi 1.584 psi 1.584 psi 1.098 DSi 1.098 psi 0.9022 psi 0.9022 psi 1.584 psi 1.584 psi 3.369 psi 3.369 psi 3.369 psi 3.369 psi 1.584 psi 1.584 psi 1.098 psi 1.098 psi Vu:Max Phi Vn Vu 1 Phi *Vn Status 0.9022 psi 82.158 psi 0.01098 OK 1.584 psi 82.158 psi 0.01929 OK 3.369 psi 82.158 psi 0.04101 OK 3.369 psi 82.158 psi 0.04101 OK 1.584 psi 82.158 psi 0.01929 OK 1.098 psi 82.158 psi 0.01336 OK All units k Load Combination... +1.40D +1 .20 D +1.60 L+0.50 S +1.60 H +1.20D+0.50L +1.60S +1.20D +1.60S-'0.80W +1 .20 D+0.50 L+O.50 S +1.60 W +1 .20 D+0.5 0 L+0.20 S +E Vu 3.406 psi 5.981 psi 12.717 psi 12.717 psi 5.981 psi 4.144 psi Phi *Vn 164.317psi 164.317psi 164.317psi 164.317 psi 164.317psi 164.317psi Vu / Phi *Vn Status 0.02073 OK 0.0364 OK 0.07739 OK 0.07739 OK 0.0364 OK 0.02522 OK 3.1 aucarR r mgam ®® ug DD ©o CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253- 833 -7776 Fax 253 - 939 -2168 JOB kZ_"4" SHEET NO ` OF CALCULATED BY DATE CHECKED BY DATE SCALE %aZ 517_0— �?�at - - <n r- �•rlt� �A O�stic,«S L 5- 614_ Lt /14y4 1 ;b.'7PSFl S�tr 04c. e›.3&-L�y iZs=ooe Ice) (d bW3)(tl) '` 1\ !� S k Y(\ x t/g e, Aft -c . e\1 o-C- T- St4 fcatCo-4.-ca t . M= (S1 )LZ )IV/off- o,O 94 kji/ Lz� "Tffrill& 1-)c1/4. k'tA 61,)t2), v > ra ems. *c.3 (+assu wt. r '11,41. 3 Gv) tAci- 5-- Ci kt SA. \ L- 2 ', fiLL Z j -\\o ct) ,t��, w,3 ITi Iirfi7Q1t111✓<t1Rt/9.ff1t1•TiV<l •111111Fii fl zZcz,$v4- ��S ik■ 3A6 Z —Vz 2-4161A E. r: w xS i.4.- x;lt4 D PRODUCT207 12unpara Emgaiya® ®h J BE®, CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253- 833 -7776 Fax 253- 939 -2168 JOB \Z"—" SHEET NO "-YZ OF CALCULATED BY « DATE cAN-,a CHECKED BY DATE SCALE = (s1 .9: gSt)(.(\ 5)• • STEEL. St.DA,vcrre---rt.-IL n Parini ir.T 9n7 GW Welded Grating 4° Cross Bar Centers 1- 3/16" Bearing Bar Centers - Measure from the center of one bar to the center of the adjacent bearing bar. Press- Locked Grating Press - locked process assures firm, rigid connections. FAST CUT TO SIZE! CONSTRUCTION: Welded bearing and 1/4" twisted cross bars MATERIAL Plain Steel,' 1.� "Black Powder Coated Stt Powder HD Galvanized Steel STOCK! Stainless Steel Type 304 (mill finish) sandblast optil HEIG "� 3/4" to 2 -1/2" WIDTHS: See panel width chart bell LENGTHS: 20' STOCK or cut -to -size BAR THICKNESS: 1/8" or 3/16" 'Black Powder Coated Steel provides a superior durably uniform finish for your application. Call for more informal CONSTRUCTION: Formed by pressing the cr bars into the bearing bars flush top under trem pressure, laterally displacing 1/16" of cross bat material into the dovetail slot. MATERIAL: Plain Steel, HD Galvanize) Painted Steel, Aluminum Stainless Steel - Mill Finis) McNICHOLS® Press - Locked Steel Gratin . bars remain locked even after reaching the yield Deep cross bars are used for lateral support wits removing excessive material from either member. The main bars are not cut, or otherwise deformed below the neutral axis and therefore can resist up to the stress for the full cross - section of the bars. Not recommended for wheel tratl barefoot pedestrian. Available by special order. GAA Press - Locked Series - aluminum shown Powder coated bar grating was used as heavy duty infill panels for this parking garage stairway. srLu GW, SGW, IAA, GCI Series Panel Widths No. Bars 1316" CTC Searing GW, GW-2 GAA, GBB Bars SGW, SGW -2 GCC, GOD No. Bars -OW,'M-2 "CAA, GBB SGW, SGW -2 GCC, GM No. Bars GW, GW-2 GAA, GAB SGW, SGW -2 GCC, G00 2 1 -3/8° 1 -1/8" 15 16- 13/16' 13 -5/16" 28 32 -1/4° 25 -1/2° 3 2 -9/16" 2 -1/16° 16 18" 14 -1/4" 29 33 -7/16" 26 -7/16° 4 3 -3/4° 3" 17 19 -3/16" 15 -3/16" 30 34 -5/8" 27 -3/8" 5 4- 15/16" 3- 15/16" 18 20 -3/8" 16 -1/8' 31 35.1316" 28 -5/16" 6 6 -1/8° 4 -7/8° 19 21 -9 /16' 17 -1/16° 32 06 X28/ 29 -1/4' 7 7 -5/16" 5- 13/16° 20 22 -3/4" 18" 33 632'±:,1'....305* ' 060.` 30 -3/16" 8 8 -1/2" 6 -3/4" 21 23.15/16":18- 15/16' 34 1" X 3/16 31 -1/8" 9 9- 11/16' 7- 11/16' 22 25 -1/8" 19 -7/8' 35 152 .467 32 -1/16" 10 10 -7/8' 8 -5/8" 23 26 -5/16° 20- 13/16° 36 .;474 '238$ 33' 11 12 -1/16' 9 -9/16" 24 27 -1/2' 21 -3/4" 37 060 33- 15/16" 12 13 -1/4' 10 -1/2" 25 28- 11/16" 22- 11/16° 38 81 .734 34 -7/8" 13 14 -7/16° 11 -7/16' 26 29 -7/8" Mill 39 FirNri 14 15 -5/8' 12 -3/8" 27 31 -1/16" 24 -9/16' III STOCK SIZE Maximum width indicated. Wider areas will be made Deduct 1/16' from width for in two or more panels. GW & SGW panels are avail- 1/8' bearing bars. able up to 48" wide by special order. All other widths NOTE: WIDTH AND LENGTH are cut -to size. TOLERANCE s1/4' Iono Serving You is our #1 goal. iquare lei mat and ion! endous 1 Cross point. 10ut lunched yield r IC or GW, GW - 3/4" x 7 /8 -2, GAA & GBB Series Steel LOAD TABLE U 0 1 -0 2' -0 2 -6 3' -0 3 - 4 - 4 -6 - - - - - "'±1427 .025 355' ±099' + ±27 ±• "155± 1.514 -' 224 /"115 4;' .304' 89 .398 70 .502 Load Table. On www.mcnichols.com Unit Stress 78,0110 Ibs per sq. inch U - Uniform Load - Pounds per Sq. R. D - Deflection C D . „'7,10 ',020 ;355 .079 '284 124 ; 237 1791 .203 :=. ?243 178 158 3/4" x 3/16" U 0 ?2131 ., '4025 + .533 '099± .34,1 155x3' ? . 7a `"^224 174 .. 304' .319 133 .397 .403 105 .502 GAA & GBB not designed for wheel traffic C D 1066. 'x.020 ; T533. "` 079= r 426,4 `1124 k'' 355 i±419 X04 4':.249 266 .317 237 .403 1" x 1 /8" U D 2526 , "1019 63 """1'07.6/ ±40d 116 81 �66 06 X28/ 158" 1298 "� 125 .378 101 .465 84 .566 70 .668 in inches C - Concentrated Load - Pounds per Ft. width at mid span C D ,1263 .015' 632'±:,1'....305* ' 060.` 093 zrdZl* " "134 ` "1361.,, 182 1316- .238 281 .302 253 .373 230 .451 211 .537 1" X 3/16 U D 3790 .019 947r 074; 606 118 $421.1 `169 ' 309 .2281 237, .298 187 .377 152 .467 125 .562 105 .669 C D ,7895 ,015 147 '1 060E "758 ',.'""093.* '632„ X134 541 .182 .;474 '238$ 421 379 .372 345 .451 316 .537 /4" U D "3947"j987,"±631. .015 060 ±093 ' 1343 "322 ,182'' 247'7 1239 196 "302 . - 158 Y '..373 . 130 .449 110 .538 81 .734 c D .1973i A .012 x x1987? ''1048'" 789 - ,074x' '.....6 84 1071 t -±564 r, X146? ,t,493?l' ".x±191* '4SA,i :±142 ° - ".395 t ' •.298 - 359 .361 329 .429 282 .584 1 -1 /4" x 3/16 U D :5921 " "0'161x`.;060.1 1480`1 947 x',0934 / 658 7' 1'347 483` We2. 71 380 92.a . 0"7 " ..¢237," ±±'c373 , 1 96'. - .451 164 .535 121 .731 C D '296017;14808. ' .0:12', ` 048v, 1184,4 ' 0744 ,9871 - 07.4, �H4 1F6 4 91 658 x""241,7''298 592 x;538 1":360 493 .429 423 .584 1 -1/2 "x 1/8 U o 'S884L41''421$ .012 -050= r91 0, 078 63 "? 112 48 '15 ,2±355 *":1987 81kt. 62o X227± `1''"310' 4-.188 '.`376 : 158' ".447 116 .608 89 .796 C 0 ;2842 ,010 0427,. ' .040, 1137 10821' 474 .".08941'u122' '"'812, 4',1.r7411%.21.." -$159,11,-. 63 2,, 010 ''1'..,-,568-. `.248 - 1517 ..301','-..358 L. 474 ' 406 .487 355 .635 U D 8526 .012 2132." .050 13644... 078 ' 947 '112 ',0,6961,,,, .1:52 ..533.; ?1991 #, 421 251 '''..,t341., 310 , 282 `.376 -237 ., ^447 174 .608 133 .793 c D 4263 .010 2132 ...040' 1705 062 ".1421n ,.1...0891 '12.184 ';122 4.1068;:,....„947., "159: t 201 . 853 248 775 "`.300 .. 711 .358 609 487 533 .636 1 -3/4" X 3/16" u O 11605, .011' 2901 .043 x1857 067 289 096 *947 '..130 725 `170- r 573 1.215'^ 464 := 266 384 .322' ' = ",322 --.383 , 237 - .522 181 .680 C D ;.5803 - X009`' , 2901` -.034 .123211 .053 "??1934 ':077x''1.104" *1658 1451,k ";136'' 1,289 ` .472' *^1161'- . 1055." ".257 -x.957- ":306 829 .417 725 .545 2" x 3/16" U o 15158 .009 3790. .037! 2425 058 ` ',1684' "' 084 `;1237 - .114 x.".947= .149' 749 189 "",..,606' =1233 ,'1501- .282 , 421 :.335 309 .456 237 .596 C 0 7579. .007' 3790; ',.030? 43032°. `.047 2526 ".067' 42165-... N'.091 .9895E .119 1684 •.151' .;1516. " ".186- X1 378 "' °.225'4 ,1263. .2681 1083 - j .365 947 ' .476 2-1/4" X 3/16" U D 19184 .008 4796 ` .033 - 3070. = 052 x2132 .074 .1.5663 .101 - .1199: - .132 947 168 ".1767 '' .207. :634 .250 533 - .298° 392 .406 300 .530 c D -9592` .007 4796. =.026! 3837, ' .041, °_3197 '..."1060 ‘,274-1.1". ,081" ` 2398r .106 2132. .134' "7918' = `'.166 1.744- --.200 „1599. N -.238- `1370 .324 1199 .424 2-1/2"x 3/16" U D 23684 .007` .5921 .030 2790 .047 ,2632, .067 - 1933.'1480= b.091' .119'' 1170 .151 - 947 '.186 783' .225 -658 .268 483 .365 370 ' .477 C D 11842 .006 '5921 ,.024 4737 .037,'` .3947. 054` 5383 =' -.073 .2961" '.095' .2832 '1121 •;2368 ., ".149 :2153' .180 .1974 .215 -1692 - .292 1480 .381 Spans in shaded area produce a deflection o 1/4" or less under a uniform load of 100 pounds per square foot. This deffec- tion is recommended as the maximum to provide pedestrian comfort. It can be exceeded at the discretion of the engineer. CONVERSION' TAB LE -To determine: load for types`shown below: multiply `value above by the "corresponding "load factor. Deflection underthe factored loads will be same as shown in load table. Series SGW, SGW -2, GCC,GDD GCM -1 GCM -2 GCM -3 GCM -4 GCM-6 GM GO GO G R GWH GV Load Factor 1.27 2.70 2.35 1.90 1.72 1.45 1.15 1.61 .82 .58 SERIES Bar Spacing GW (19W4) i 4" 1 y 1111fi" GW -2 (19W2) 2" 2 SGW (15W4) . 4" . s116� SGW -2 2" .11, ■■ (15W2) 2 rf1fi� GAA (19P4) 4""" iii, G88 2 (19P2) 2 GCG (15P4) GCB, (15PZj£ >' ��'��.. iii��'i��'��SS__,''��,,,, 161 2" •..b/ie •. 2° 'iii i filtfi� 1�16� y ■■ 11/16" Bearing Bar Size Item Na. #/SF item No. # /SF Item Na. #/SF Item No. # /SF Item No. # /SF Item 50. #/SF Item No. # /SF Item No. # /SF 3/4" z 1/8' - GW -75A 4.1 GW -75A -2 5.0 SGW -75A 5.0 SGW -75A -2 5.9 GAA -75A 4.4 GBB -75A 4.6 GCC -75A 4.8 GDD -75A 5.5 3/4 ' x3/16' GW-75 5.8 GW -75 -2 6.7 SGW -75 7.2 SGW-75 -2 8.1 GAA -75 5.7 GBB -75 6.4 GCC -75 7.0 909 -75 7.7 1'x- 1/8'' '' GW -100A 5.2 GW- 100A -2 6.1 SGW -100A 6.4 SGW- 100A -2 7.3 GM-100A 5.2 GBB -100A 6.0 GCC -100A 6.4 GDD -100A 7.2 1'x 3/16' : ` GW -100 7.5 GW -100 -2 8.4 SGW -100 9.3 SGW -100 -2 10.2 GAA -100 7.5 GBB -100 8.3 GCC -100 9.3 900 -100 10.1 1 -1 /4x1 /8" ? GW -125A 6.3 GW- 125A -2 7.2 SGW -125A 7.9 SGW- 125A -2 8.8 GAA -125A 6.3 GBB -125A 7.1 GCC -125A 7.9 GDD -125A 8.7 '1- 1/4 "'x3 /16'' GW -125 9.1 GW -125 -2 10.0 SGW -125 11.3 SGW -125 -2 12.2 GM-125 9.1 GBB -125 9.9 GCC -125 11.3 GDD -125 12.2 1- 1/2'4x1/8'` GW -1500 7.4 GW- 150A -2 8.3 SGW -150A 9.3 SGW-150A-2 10.2 GM-150A 7.6 GBB -150A 8.7 GCC -150A 9.5 GOD-150A 10.6 1- 1/2`x3716 " - GW -150 10.8 GW -150 -2 11.7 SGW -150 13.5 SGW -150.2 14.4 GAA -150 11.0 GBB -150 12.1 GCC -150 13.7 GDD -150 14.8 1- 3/4'-x3/16'` GW -175 12.5 GW -175 -2 13.4 SGW -175 15.6 SGW -175 -2 16.5 GAA -175 12.7 GBB -175 13.8 GCC -175 15.8 G00 -175 16.9 2'x3/16"". -- GW -200 14.1 GW -200 -2 15.0 SGW -200 17.7 SGW -200 -2 18.6 GAA -200 14.3 698 -200 15.4 GCC -200 17.9 GDD -200 19.0 2- 1/4`x3/16" GW -225 15.8 GW-225 -2 16.7 SGW -225 19.8 SGW -225 -2 20.7 GAA -225 16.0 GBB -225 17.1 GCC -225 20.0 GD0 -225 21.1 2.1/2 "x3(16' GW -250 17.4 GW -250 -2 18.3 SGW -250 21.9 SGW -250 -2 22.8 GAA -250 .17.7 GOB -250 18.8 GCC-250 22.1 600 -250 23.2 Need information on Serrated Grating? Please see page 15. Solution: Envelope Div \)4 L.z K \Y-1, ',Ab Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 14, 2012 at 9:57 AM Shed Platform Supporting Frame.r3d 4y Solution: Envelope Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 14, 2012 at 9:57 AM Shed Platform Supporting Frame.r3d 45 Loads: BLC 2, DL Solution: Envelope Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 Gravity - Dead Load (10PSF * 3' = 30PLF) June 14, 2012 at 9:59 AM Shed Platform Supporting Frame.r3d Loads: BLC 3, LL Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 Gravity - Live Load (160 PSF * 3' = 480PLF) June 26, 2012 at 1:55 PM Shed Platform Supporting Frame.r3d d. 1 Loads: BLC 4, Wind Solution: Envelope Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 Lateral - Wind (20PSF) June 14, 2012 at 10:00 AM Shed Platform Supporting Frame.r3d 1 .2k Loads: BLC 5. Seismic Solution: Envelope .2k Rupert Engineering, Inc. TCL 12044 New Hazmat Shed near Boeing Bldg 9 -61 Lateral - Seismic (0.2 Kips) June 14, 2012 at 10:01 AM Shed Platform Supporting Frame.r3d Company Designer Job Number Rupert Engineering, Inc. TL 12044 New Hazmat Shed near Boeing Bldg 9 -61 Joint Coordinates and Temperatures June 26, 2012 1:56 PM Checked By: 1 Ni 0 0 ' 4- 1 `J lump in 0 uetacn 1-rom uiapnraam 2 N2 3 0 0 0 N2 3 N3 6 0 0 0 A36 Gr.36 4 N4 6 2 0 0 180 5 N5 3 2 0 0 N5 6 N6 0 2 0 0 A36 Gr.36 Member Primary Data • 1 M1 N1 N2 °jy•-, -... .., Bottom Chord HBrace LISL Single Angle IVlateriai A36 Gr.36 uesian KuIes Typical 2 M2 N2 N3 2 M2 Bottom Chord HBrace Single Angle A36 Gr.36 Typical Typical 3 M3 N4 N5 Single Angle 180 Top Chord HBrace Single Angle A36 Gr.36 4 M4 N5 N6 VBrace 180 Top Chord HBrace Single Angle A36 Gr.36 Typical Typical 5 M5 N1 N6 Top Chord 90 Vert Member Column Single Angle A36 Gr.36 6 M6 N2 N5 Vert Member Column Single Angle A36 Gr.36 Typical Typical 7 M7 N3 N4 Vert Member Column Single Angle A36 Gr.36 8 M8 N1 N5 2 Diag Brace VBrace Single Angle A36 Gr.36 Typical Typical 9 M9 N3 N5 90 Diag Brace VBrace._ Single Angle A36 Gr.36 Hot Rolled Steel Design Parameters 1 __ -- M1 -- -•-- Bottom Ch.. - -..� ...... 3 °jy•-, -... .., -v... .vv.. 1_,,, vvi.. IN I■LL VII 1 -yy l.rll[-Lc. i.0 y sway z sway 2 M2 Bottom Ch.. 3 .11 .11 .007 3 Vert Member L1.5X1.5X3 Column Single Angle A36 Gr.36 Typical .527 3 M3 Top Chord 3 Diag Brace L1.5X1.5X3 VBrace Single Angle A36 Gr.36 Typical .527 .11 .11 .007 .007 4 M4 Top Chord 3 5 M5 Vert Mem... 2 6 M6 Vert Mem... 2 7 M7 Vert Mem... 2 8 M8 Diag Brace 3.606 9 Mg Diag Brace 3.606 Hot Rolled Steel Section Sets • 1 Top Chord L1.5X1.5X3 HBrace Single Angle A36 Gr.36 Typical .527 .11 A572 Gr.50 29000 2 Bottom Chord L1.5X1.5X3 HBrace Single Angle A36 Gr.36 Typical .527 .11 .11 .007 3 Vert Member L1.5X1.5X3 Column Single Angle A36 Gr.36 Typical .527 .11 .11 .11 .007 4 Diag Brace L1.5X1.5X3 VBrace Single Angle A36 Gr.36 Typical .527 .11 .11 .007 .007 Hot Rolled Steel Properties • rk/ftA 1 A36 Gr.36 - - - -• 29000 - • -- 11154 .... .3 ..-...l \ �v I r .65 \I I# IIc V JI .49 I ICIUII\JII 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.42 29000 11154 .3 .65 .49 42 5 A500 Gr.46 29000 11154 .3 .65 .49 46 Joint Boundary Conditions Joint Label X fk /in] 1 N1 Y_fk/inl Z fk /inl Reaction 1 Reaction - Reaction X Rot.[k-ft/rad1 Y Rot.[k-ft/radL Z Rot.[k - ft/rad] Reaction 1 Footing RISA -3D Version 6.0 [S:\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 1 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 26, 2012 1:56 PM Checked By: Joint Boundary Conditions (Continued) Joint Label X fk/in 1 Y fk/in 1 Z fk/in 1 X Rot.fk- ft/radl Y Rot.fk-ft/radl Z Rot.fk-ft/rad 1 Footin 4 ..N2. Reaction Reaction .Reaction ' Reaction 3 N3 Reaction Reaction Reaction Reaction Joint Loads and Enforced Displacements (BLC 5 : Seismic) Joint Label L.D.M Direction Maanitudefk.k -ft in.rad k's ^2 1 N4 Y -1 L Z 0 .2 .. :. M4 ,.2. N5. _ • • - :L Z• = - 2.•. ,.• .. 3 N6 - • • •..075 • • L Z ...II': ,' ..o.. .2 Member Point Loads (BLC 3 : LL) Member Labe Direction Maanituderk.k- Locatio 1 M3 Y -1 1.5 0 0 :2 .. :. M4 Y Member Distributed Loads (BLC 2 : DL) Member Label Direction StarLMaonitudefk /ft.d.,.End-Maonitudefk/ft ,d Start Locationfft.% End Location fft .% 1 M3 Y -.03 -.03 0 0 :2 .. :. M4 Y .. .. -:03 - :03 :..0 _ ... C.': ': . .. Member Distributed Loads (BLC 3 : LL) Member Label Direction Start Magnitudefk/ft d...EndMagnitudefk/ft ,d... Start Location fft, %1 End Location fft ,% 1 M3 Y -.48 -.48 .038 0 0 ...2 - • • "M4 • . . : Y _ .. : -.48 .. - - - :48;.. :.. -.7' ,. 0 .. •..0;.., .. Member Distributed Loads (BLC 6 : BLC 4 Transient Area Loads) Member Label Direction Start Maanitudefk/ft .d...End Maanitudefk /ft.d Start Locatio End Locationfft.° 1 M5 Z .038 .038 0 .2 ,.2, :, • +M6 . .. Z • - • • •..075 • • • • '.075' .. ...II': ,' ..o.. 2 . 3 M6 Z .075 .075 .2 .4 . 4;. :M6 Z ;075 075. ... :.. :6 .8 #` ., . 5 M6 Z .075 .075 .8 1 ' • 6 : • • M6 . • . Z • :.075 .:' :075... : .... •• • . • ...1. ' •• , .1:2 : 7 M7 Z .038 .038 0 .2 : • : M7 . Z •: :•038 '. • 'b38'. • • : • . '..2 • • • •:4 . . 9 M7 Z .038 .038 .6 .8 10.. • M7 • . Z . :038 • ':038. : • '.'.8 •• 11 M7 Z .038 .038 1 1.2 .,1 2 ,. : :.M7 , . . .. • . • Z • : 1.038'.. . • .. ..038 ;: "_ - -":... : :1 :2 • .. • -. :4. .. 13 M7 Z .038 .038 1.6 1.8 :14.. . . ' M 5 . - . . - Z • • .038 `. ... ,.038: :.••• .., .:.;2.' - , .. :4;- •..f 15 M5 Z .038 .038 .6 .8 1 6 . : • M5 . • . - •: Z . • : ' . 0 3 8 • ..-": . . . . . . . . . .: . : , ' .. -038': '" ,. : :.. :' :8 . ' : : ; : ' r 8 :: :::::177.77.2-. 17 M5 Z .038 .038 1 1.2 .18 `NI5 . Z . • . - .. :038 ' .- • . • '-038. - .. `.'... : ;:'I %2. ', •• ' : •1 :4.. -.. 19 M5 Z .038 .038 1.6 1.8 .20: -..M5 • . .. Z . • . :•.038 ..038.. • , . -• .. • ;`:1:8 • .. .. 2 -:..• ..:., 21 M6 Z .075 .075 1.2 1.4 '22 • M6 .. Z ',075 .075 • .. • ..1 .1.6 • :':1:8- '- 23 M6 Z .075 .075 1.8 2 24 M7 Z .038 .038 1 :8 2 • :. RISA -3D Version 6.0 [S :\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 2 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 26, 2012 1:56 PM Checked By: Basic Load Cases BLC Descriotio 1 S/W Yes DL 0 DL -1 2 1.532 14 .116 14 7 .28 7 0 2.,- • .... DL 0 '_DL •2`.•_ . Y e s 2 = '. fit ;--1:: LL•' .1.. .. .009. : ..; , . • 3 LL - .279.". LL :..0 -: .1. 0 3 DL +0.75LL +0.75(Lr or S or R) 2 6 2 DL 1 LL .75 Si_ l'-'4';"' .... • .Wind'. .' .: -.'WL° ...... ..... . . .. .219 15 -:. _.. :. :. :. :1 : ,.' :.... -; 5 Seismic y:6• EL 6 .. ..026` ° °;..,.. 14 3 -.-158 • .:. :219`• . ;..,. • .0- . • 5 DL -0.6WL .6_,- BLC 4 • Transient• Area .:. 5 None , • .. • WL -.6 -.009 0 - 15 1.53 .7' . 24 '.•7�. .116 •.15` 7 .. .. Load Combinations 1 DL Yes max 0 DL 1 2 1.532 14 .116 14 7 .28 7 0 .2'. 1 0 . •2`.•_ • - .. -...Dg+''LL: ' - ' - Y e s 2 = '. fit ;--1:: LL•' .1.. .. .009. .. :. .. • •: ... - .279.". 14 :..0 -: .1. 0 3 DL +0.75LL +0.75(Lr or S or R) Yes 6 N2 DL 1 LL .75 Si_ .75 • 2 . .158 15 15 .219 15 0 . : 1 4:- .•'DL ±0:6W1_1.•.. ` ' ;- Yes : ,.' ' ~ bL Y1'" wL y:6• ' 6 .. ..026` ° °;..,.. 14 ' ' -.-158 • .:. :219`• . ;..,. • .0- . • 5 DL -0.6WL Yes '1 5 DL 1 WL -.6 -.009 0 - 15 1.53 .7' 2 '.•7�. .116 •.15` 7 .282 7 0 -.6• . :DL +0.7EL': .' Yes .• . - . `DL11 :6 . Er, ..65.' 6 -.80'4 . .: '_ ' • 15 8 ' ' 14 • - .282.' . 14. 7 DL -0.7EL Yes .0' DL .843 EL -.65 max '3:7236'4 0 9 2 5.105 2 15 .39 14 7 -.;8_ DL +0.75LL +0'75(0.6WL) ±0.75(Lr on Yes 6 ,: - Di .'1 : LL `754 WL .45. SL X7• -..: • • 1 -.185 •15 ., • • . 6 9 DL +0.75LL- 0.75(0.6WL) +0.75(Lr o... Yes 15 11 DL 1 LL .75 WL -.45 SL .75 6 1.851e-2 10 5.25e -4 14 6.049e -4 15 •.10:• DL +0.75LL +0 :75(0.7EL1 +0.7S •Yes ' - .15111.1::. 12 -.002 Li.: 75' EL :487 SL '75` ." • . ' • '. • • 11 DL +0.75LL- 0.75(0.7EL) +0.7S Yes DL .843 LL .75 EL -.487 SL .75 .:12: • - ` • •"0:6DL +0"6WL" .' . Yes .• . ... DL '6; WL .6' . . _ . ...' . •. .. - • . 13 0.6DL -0.6WL Yes DL .6 WL -.6 14 0.6DL +0.7EL • ..:' Yes . • . • DL' .757 EL ...65 . ... • :... . • 15 0.6DL -0.7EL Yes DL .443 EL -.65 Envelope Joint Reactions Y [k] Z rkl MX [k -ft] MY [k -ft] M7 [k -ft] 1 N1 Ni max 0 .805 0 2 1.532 14 .116 14 7 .28 7 0 .2'. 1 0 . 1 . 2 -•0' 2 Thin' -.017. '- •15 .. .009. r4 :1766:3 1.5 . - `116•• 3 14 - .279.". 14 :..0 -: .1. 0 ' 1 3 6 N2 max 1.205e -3 .025 2.019e -3 15 2.045 • 2 . .158 15 15 .219 15 0 . : 1 0 '15.=:1%2 1 4 • - min •:..025 max - 6 .. ..026` " 14 ' ' -.-158 ' 6 • :219`• . ;6 • .0- • . •..1 1.997e -3 : :0' ' : '1 5 • N3 max '0 -.009 0 - 15 1.53 .7' 2 '.•7�. .116 •.15` 7 .282 7 0 max 1 0 15 1 :6 . •- min 6 -.80'4 :1.2- 8.656e -3 .009 1.692e -2 15 8 -.116 ... 14 • - .282.' . 14. .• 0 . • 1 .0' .15 7 '15` Totals: max '3:7236'4 0 9 2 5.105 2 15 .39 14 7 6 1.091e-2 6 5.544e -5 6 1.699e -4 8 • 10 min '0 '6 '15 1 -.185 •15 -.39 '_ 6 • • - 1.6856.-4 15 11 N6 max Envelope Joint Displacements 0 lc Ic Z Rotation 1 N1 max 0 15 0 15 0 14 0 14 3.122e -3 15 4.651e-3 10 .2'. . ..- min . -0 . '2 -•0' 2 :0 7. • =07 : . ;7. r4 :1766:3 �10: =2:577.613 -15 3 N2 max 0 6 0 14 0 6 0 6 1.205e -3 6 2.019e -3 15 '`4 • min . .0.... 15 `0 ...•2••. ..0 • • . : 15 . '0� '15.=:1%2 -2"03 - 15''2:0236=3 :r6•. 5 N3 max 0 2 0 15 0 14 0 14 3.822e -3 10 1.997e -3 15 :6 ' -. nil-6 • 0: . • '15 '0 .2' 0 - .7' . :.;.0'=,(- '.•7�. = 2:6822&-3 •.15` =4=1- 916 -•3 ::10 7 N4 max 0 15 0 15 .211 6 1.827e -2 10 8.656e -3 2 1.692e -2 2 8 - min ' . 0 ' .2.. -.002 2 . 21 .15 -1 :2646'-2 '15` 4.021-6'' -4 14' '3:7236'4 15 9 N5 max 0 15 0 14 .186 6 1.091e-2 6 5.544e -5 6 1.699e -4 6 • 10 min 0 '6 -.003 2 -.185 15' - 1.0886=2 .15 '- 5:5386 -5 15 - 1.6856.-4 15 11 N6 max 0 2 0 15 .216 6 1.851e-2 10 5.25e -4 14 6.049e -4 15 12 min 0 12 -.002 2 -.215 15 - 1.295e =2 '15 -8.651 a -3 2 - 1.6946 =2 2 RISA -3D Version 6.0 [S :\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 3 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 26, 2012 1:56 PM Checked By: C Envelope Member Section Forces Ir. Tr.," k -fig I M 1 M1 1 max_ 0 1 - .._ ... .033 2_ .023 6 0 1 .035 15 Mumen.. is 11 2 min 0 1 -.006 14 -.023 15 0 1 -.066 10 .052 -.03 14 3 2 max 0 1 .031 2 .023 6 0 1 .027 15 11 4 min 0 1 -.007 14 -.023 15 0 1 -.044 10 .028 -.014 14 5 3 max 0 1 .03 2 .023 6 0 1 7 2 6 min 0 1 -.008 14 -.023 15 0 1 .019 -.024 10 .01 -.003 7 7 4 max 0 1 .029 2 .023 6 0 1 .012 11 14 8 min 0 1 -.009 6 -.023 15 0 1 -.011 14 .019 -.019 7 9 5 max 0 1 .027 2 .023 6 0 1 .023 2 6 10 min 0 1 -.01 6 -.023 15 0 1 -.004 6 .036 -.038 11 11 M2 1 max 0 1 .027 7 .022 15 0 1 .055 10 7 12 min 0 1 -.041 10 -.023 6 0 1 -.048 7 .016 -.026 10 13 2 max 0 1 .026 7 .022 15 0 1 .023 6 15 14 min 0 1 -.042 10 -.023 6 0 1 -.022 15 .014 -.015 10 15 3 max 0 1 .025 15 .022 15 0 1 .003 7 11 16 min 0 1 -.044 10 -.023 6 0 1 -.012 2 .016 -.013 6 17 4 max 0 1 .025 15 .022 15 0 1 .029 15 11 18 min 0 1 -.045 10 -.023 6 0 1 -.046 10 .026 -.01 14 19 5 max 0 1 .024 15 .022 15 0 1 .053 15 2 20 min 0 1 -.047 10 -.023 6 0 1 -.081 10 .04 -.008 14 21 M3 1 max .282 2 -.023 15 .008 10 0 15 .308 2 0 14 22 min -.037 15 _ -1.109 2 -.005 15 -.002 2 -.002 14 -.306 2 23 2 max .282 2 -.01 14 .008 10 _ 0 15 .002 15 2 24 min -.037 15 -.725 2 -.005 15 -.002 2 -.176 2 .184 -.006 15 25 3 max .282 2 .659 2 .008 10 0 15 -.005 15 2 26 min -.037 15 -.002 15 -.005 15 -.002 2 -.456 2 .469 -.005 15 27 4 max .282 2 1.042 2 .008 10 0 15 .005 14 10 28 min -.037 15 .008 15 -.005 15 -.002 2 -.007 7 .023 -.009 15 29 5 max .282 2 1.426 2 .008 10 0 15 .655 2 -.005 14 30 min -.037 15 .019 15 -.005 15 -.002 2 -.002 15 -.631 2 31 M4 1 max .281 2 -.021 15 .007 15 .002 2 .655 2 14 32 min -.029 15 -1.426 2 -.009 10 0 15 0 15 .004 -.629 2 33 2 max .281 2 -.01 15 .007 15 .002 2 .003 14 10 34 min -.029 15 -1.042 2 -.009 10 0 15 -.005 7 .03 -.016 15 35 3 max .281 2 .342 2 .007 15 .002 2 -.004 15 2 36 min -.029 15 -.008 6 -.009 10 0 15 -.456 2 .47 -.009 15 37 4 max .281 2 .726 2 .007 15 .002 2 .003 15 2 38 min -.029 15 .01 .12 -.009 10 0 15 -.176 2 .184 -.009 15 39 5 max .281 2 1.11 2 .007 15. .002 2 .308 2 .002 14 40 min -.029 15 .021 15 -.009 10 0 15 -.003 14 -.306 2 41 M5 1 max 1.113 2 .123 7 .281 2 .002 11 .114 14 15 42 min .023 15 -.123 14 -.029 15 -.001 14 -.163 11 .229 -.236 10 43 2 max 1.112 2 .123 7 .281 2 .002 11 .085 14 .175 15 44 min .023 15 -.123 14 -.029 15 -.001 14 -.085 7 -.176 6 45 3 max 1.112 2 .123 7 .281 2 .002 11 .118 10 11 46 min .022 15 -.123 14 -.029 15 -.001 14 -.052 15 .175 -.118 14 47 4 max 1.111 2 .123 7 .281 2 .002 11 .204 2 2 48 min .022 15 -.123 14 -.029 15 -.001 14 -.019 15 .211 -.06 14 49 5 max 1.11 2 .123 7 , .281 2 .002 11 .306 2 .308 2 50 min .021 15 -.123 14 -.029 15 -.001 14 -.003 14 -.002 14 51 M6 1 max 2.102 2 .025 6 .112 15 0 6 .104 6 .206 6 52 min .04 14 -.025 15 -.113 6 0 15 -.104 15 -.206 15 53 2 max 2.101 2 .025 6 .112 15 0 6 .073 6 .157 6 54 min .039 14 -.025 15 -.113 6 0 15 -.073 15 -.157 15 55 3 max 2.1 , 2 .025 6 .112 15 0 6 .042 6 .108 6 56 _ min .039 14 -.025 ,-15 -.113 6 0 15 -.042 15 -.108 15 RISA -3D Version 6.0 [S:\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 4 3 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 June 26, 2012 1:56 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic y Shear[k] Ic z Shear[kl Ic Torque(k 57 M1 4 max 2.099 2 .025 6 .112 15 0 6 .011 6 4.586 6 58 10 2 min .038 14 -.025 15 -.113 6 0 15 -.011 15 .06 -.059 15 59 10 5 max 2.098 2 .025 6 .112 15 0 6 .019 7 .956 10 60 11 3.597 min .037 14 -.025 15 -.113 6 0 15 -.019 14 .012 -.011 15 61 M7 1 max 1.113 2 .282 2 .125 7 0 14 .106 14 .128 6 62 6 .176 min .025 15 -.037 15 -.125 14 -.002 11 -.157 11 .248 -.243 15 63 14 2 max 1.112 2 .282 2 .125 7 0 14 .079 14 4 6 64 1 .123 min .025 15 -.037 15 -.125 14 -.002 11 -.08 7 .186 -.185 15 65 min 3 max 1.111 2 .282 2 .125 7 0 14 .115 10 .124 14 66 5 min .024 15 -.037 15 -.125 14 -.002 11 -.048 15 -.179 11 67 6 4 max 1.11 2 .282 2 .125 7 0 14 .204 2 .063 14 68 6 -3.757 min .024 15 -.037 15_ -.125 _14 -.002 11 -.017 15 -.21 2 69 7 5 max 1.109 2 .282 2 .125 7 0 14 .306 2 -.096 14 70 7 -1.795 min .023 15 -.037 15 -.125 14 -.002 11 -.002 14 .001 -.308 2 71 M8 1 max .649 2 .044 10 .016 15 .002 15 .012 15 .113 10 72 10 -.096 min -.003 15 -.026 15 -.016 6 -.002 6 -.041 10 -.095 15 73 1 2 max .648 2 .043 10 .016 15 .002 15 .006 15 .076 10 74 min 0 min -.003 15 -.027 15 -.016 6 -.002 6 -.024 2 -.068 15 75 3 max .647 2 .041 _10 .016 15 .002 15 .002 6 .04 10 76 10 18 min -.004 15 -.028 15 -.016 6 -.002 6 -.008 2 -.04 7 77 10 4 max .646 2 .039 10 .016 15 .002 15 .012 10 .527 14 78 2 7.07 min -.004 15 -.029 7 -.016 6 -.002 6 -.009 15 .012 -.013 11 79 5 max .645 2 .038 10 .016 15 .002 15 .027 10 .017 7 80 min -.004 15 -.03 7 -.016 6 -.002 6 -.017 7 -.028 10 81 M9 1 max .647 2 .014 6 .019 15 .002 6 .039 2 .103 10 82 min -.009 14 -.013 15 -.038 10 -.002 15 -.005 15 -.084 15 83 2 max .646 , 2 .014 6 _ .019 _ 15 .002 6 .023 2 .072 10 84 min -.01 14 -.013 15. -.036 10 -.002 15 -.001 15 -.063 15 85 3 max .645 2 , .014 6 .02 15 .002 6 .008 11 .042 10 86 min -.011 14 -.013 15 -.035 10 - .002 15 -.003 6 -.042 7 87 4 max .644 2 .014 6 .021 7 .002 6 .007 15 .02 14 88 min -.012 14 -.013 15 -.033 10 -.002 15 -.01 10 -.02 7 89 5 max .643 2 .014 6 .022 7 .002 6 .012 7 .004 5 90 min -.012 14 -.013 15 -.031 10 -.002 15 -.023 10 -.02 2 Envelope Member Section Stresses Member Sec Axiallksil lc v Shear f... lc z Shear f... Ic v Too�ksil Ic v Botfksil Ic z- Top[ksil Ic z- 1 M1 1 max 0 1 .14 2 .1 6 2.019 14 3.53 11 4.586 15 10-.924 10 2 min 0 1 -.024 14 -.099 15 -3.53 11 - 2.019 14 -8.693 10 -5.763 15 3 2 max 0 1 .134 2 .1 6 .956 14 1.929 11 3.597 15 7.388 10 4 min 0 1 -.028 14 -.099 15 -1.929 11 -.956 14 -5.879 10 -4.52 15 5 3 max 0 1 .128 2 .1 6 .176 7 .654 2 2.578 7 3.988 10 6 min 0 1 -.032 14 -.099 15 -.654 2 -.176 7 -3.174 10 -3.239 7 7 4 max 0 1 .123 2 .1 6 1.299 7 1.28 14 1.632 11 1.833 14 8 min 0 1 -.038 6 -.099 15 -1.28 14 -1.299 7 -1.458 14 -2.05 11 9 5 max 0 _1 .117 2 .1 6 2.626 11 2.472 6 2.989 2 .611 6 10 min 0 1 -.045 6 -.099 15 - 2.472 6 - 2.626 11 -.487 6 -3.757 2 11 M2 1 max 0 1 .117 7 .095 15 1.795 10 1.116 7 7.314 10 8.012 7 12 min 0 1 -.174 10 -.096 6 -1.116 7 -1.795 10 -6.376 7 -9.191 10 13 2 max 0 1 .112 7 .095 15 1.025 10 .957 15 2.988 6 3.687 15 14 min 0 1 -.18 10 -.096 6 -.957 15 -1.025 10 -2.934 15 -3.755 6 15 3 max 0 1 .108 15 .095 15 .871 6 1.076 11 .456 7 1.949 2 16 min 0 1 -.187 10 -.096 6 -1.076 11 -.871 6 -1.551 2 -.573 7 17 4 max 0 1 .106 15 .095 15 .713 14 1.769 11 3.777 15 7.574 10 18 min 0 1 . -.194 10 -.096 6 -1.769 11 -.713 14 -6.027 10 -4.747 15 19 5 max 0 1 .103 15 .095 15 .527 14 2.714 2 7.07 15 13.437 10 RISA -3D Version 6.0 [S:\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 5 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 Envelope Member Section Stresses (Continued) June 26, 2012 1:56 PM Checked By: i • 20 min 0 1 • . �pn.. -.2 n 10 viicai.. -.096 C 6 V TOp�ICSI� -2.714 IL; 2 V-60LIKSII -.527 IC 14 Z- 100IKS11 - 10.693 IC 10 Z- 130tikS11 -8.884 IC 15 21 M3 1 max .535 2 -.1 15 .033 10 20.87 2 .064 14 40.805 2 14 22 min -.071 15 -4.732 2 -.022 15 -.064 14 -20.87 2 -.284 14 .357 - 51.277 2 23 2 max .535 2 -.042 14 .033 10 .396 15 12.531 2 15 29.23 2 24 min -.071 15 -3.095 2 -.022 15 - 12.531 2 -.396 15 .224 - 23.261 2 -.282 15 25 3 max_ .535 2 2.81 2 .033 10 .309 15 32.033 2 -.662 15 75.855 2 26 min -.071 15 -.01 15 -.022 15 - 32.033 2 -.309 15 - 60.363 2 15 27 4 max .535 2 4.448 2 .033 10 .604 15 1.599 10 14 .832 1.091 7 28 min -.071 15 .036 15 -.022 15 -1.599 10 -.604 15 .619 -.869 7 -.778 14 29 5 max .535 2 6.085 2 .033 10 43.084 2 -.354 14 86.817 2 15 30 min -.071 15 .081 15 -.022 15 .354 14 - 43.084 2 -.207 15 .261 - 109.098 2 31 M4 1 max .534 2 -.089 15 .03 15 42.962 2 .259 14 86.74 2 15 32 min -.055 15 -6.083 2 -.04 10 -.259 14 - 42.963 2 -.014 15 .018 - 109.001 2 33 , 2 max .534 2 -.044 15 .03 15 1.074 15 2.019 10 14 7 34 min -.055 15 -4.445 2 -.04 10 -2.019 10 - 1.074 15 .442 -.693 7 .871 -.555 14 35 3 max .534 2 1.46 2 .03 15 .638 15 32.087 2 -.504 15 75.889 2 36 min -.055 15 -.034 6 -.04 10 - 32.087 2 -.638 15 -60.39 2 15 37 4 max .534 2 3.097 2 .03 15 .585 15 12.552 2 .366 15 .633 29.234 2 38 min -.055 15 .043 12 -.04 10 - 12.552 2 -.585 15 - 23.264 2 -.459 15 39 5 max .534 2 4.735 2 .03 15 20.882 2 .113 14 40.827 2 14 40 min -.055 15 .091 15 -.04 10 -.113 14 - 20.882 2 -.407 14 .512 - 51.305 2 41 M5 1 max 2.113 2 .525 7 1.201 2 16.116 10 15.652 15 15.059 14 27.106 11 42 mine .043 15 -.525 14 -.124 15 - 15.652 15- 16.116 10 - 21.571 11 - 18.923 14 43 2 max 2.111 2 .525 7 1.201 2 11.998 6 11.976 15 11.205 14 14.209 7 44 min .043 15 -.525 14 -.124 15 - 11.976 15 - 11.998 6 - 11.307 7 - 14.081 14 45 3 max 2.109 2 .525 7 1.201 2 8.042 14 11.964 11 15.662 10 8.65 15 46 min .042 15 -.525 14 -.124 15 - 11.964 11 -8.042 14 -6.884 15 - 19.682 10 47 4 max 2.108 2 .525 7 1.201 2 4.091 14 14.392 2 27.053 2 3.124 15 48 min .041 15 -.525 14 -.124 15 - 14.392 2 -4.091 14 -2.486 15 - 33.996 2 49 5 max 2.106 2 .525 7 1.201 2 .14 14 21.055 2 40.491 2 14 50 min .04 15 -.525 14 -.124 15 - 21.055 2 -.14 14 -.355 14 .446 - 50.883 2 51 M6 1 max 3.988 2 .109 6 .48 15 14.042 15 14.07 6 13.749 6 17.245 15 52 min .076 14 -.109 15 -.48 6 -14.07 6 - 14.042 15 - 13.723 15 - 17.278 6 53 2 max 3.986 2 .109 6 .48 15 10.712 15 10.737 6 9.67 6 12.125 15 54 min .075 14 -.109 15 -.48 6 - 10.737 6 - 10.712 15 -9.649 15 - 12.152 6 55 3 max 3.985 2 .109 6 .48 15 7.382 15 7.405 6 5.59 6 7.005 15 56 min .073 14 -.109 15 -.48 6 -7.405 6 -7.382 15 -5.574 15 -7.025 6 57 4 max 3.983 2 .109 6 .48 15 4.052 15 4.072 6 1.511 6 1.885 15 58 min .072 14 -.109 15 -.48 6 - 4.072 6 -4.053 15 -1.5 15 -1.899 6 59 5 max 3.981 2 _ .109 6 _ .48 15 .723 15 .851 10 2.576 7 3.23 14 60 min .071 14 -.109 15 -.48 6 -.851 10 -.723 15 -2.57 14 -3.237 7 61 M7 1 max 2.111 2 1.202 2 .533 7 16.56 15 16.951 6 13.986 14 26.125 11 62 min .047 15 -.159 15 -.532 14 - 16.951 6 -16.56 15 -20.79 11 - 17.575 14 63 2 max 2.11 2 1.202 2 .533 7 12.644 15 12.668 6 10.429 14 13.234 7 64 min .047 15 -.159 15 -.532 14 - 12.668 6 - 12.644 15 - 10.531 7 - 13.106 14 65 3 max 2.108 2 1.202 2 .533 7 12.253 11 8.47 14 15.283 10 8.049 15 66 min .046 15 -.159 15 -.532 14 -8.47 14 - 12.253 11 -6.405 15 - 19.205 10 67 4 max 2.106 2 1.202 2 .533 7 14.365 2 4.278 14 27.028 2 2.896 15 68 min .045 15 -.159 15 -.532 14 -4.278 14 - 14.365 2 -2.304 15 - 33.965 2 69 5 max 2.105 2 1.202 2 .533 7 21.043 2 .087 14 40.469 2 14 70 min .044 15 -.159 15 -.532 14 -.087 14 - 21.043 2 -.24 14 .302 - 50.855 2 71 M8 1 max 1.231 2 .188 10 .069 15 6.504 15 7.704 10 1.649 15 6.777 10 72 min -.005 15 -.113 15 -.069 6 -7.704 10 -6.504 15 -5.393 10 -2.072 15 73 2 max 1.229 2 .182 10 .069 15 4.64 15 5.191 10 .75 15 3.951 2 74 min -.006 15 -.115 15 -.069 6 -5.191 10 -4.64 15 -3.144 2 -.943 15 75 3 max 1.228 2 .175 10 .069 15 2.758 7 2.745 10 .285 6 1.388 2 76 min -.007 15 -.118 15 -.069 6 -2.745 10 -2.758 _7 -1.105 2 -.359 6 RISA -3D Version 6.0 [S:\2012\ 12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 6 Company Designer Job Number Rupert Engineering, Inc. 12044 New Hazmat Shed near Boeing Bldg 9 -61 Envelope Member Section Stresses (Continued) June 26, 2012 1:56 PM Checked By: 77 M1 4 max . __- ...._., 1.226 ._ 2 .....,,...1.. .168 � .. 10 ...........1... .069 ... 15 ,,-- .vV“,0.1 .866 n. 11 y-uvLLnol .813 IV 14 c-I viii. i1 1.54 IL 10 L-DVLjKSIj 1.506 IG 15 78 M2 L1.5X1.5X3 min -.008 15 -.122 7 -.069 6 -.813 14 -.866 11 -1.198 15 - 1.935 10 79 M3 5 max 1.224 2 .162 10 .069 15 1.943 10 1.127 7 3.588 10 2.874 7 80 M4 L1.5X1.5X3 min -.008 15 -.127 7 -.069 6 -1.127 7 -1.943 10 -2.287 7 -4.509 10 81 M9 1 max 1.228 2 .058 6 .08 15 5.714 15 7.049 10 5.208 2 15 82 M6 L1.5X1.5X3 min -.018 14 -.057 15 -.161 10 -7.049 10 -5.714 15 -.644 15 .809 -6.545 2 83 M7 2 max 1.226 2 .058 6 .083 15 4.295 15 4.914 10 3.101 2 15 84 M8 L1.5X1.5X3 min -.019 14 -.057 15 -.154 10 -4.914 10 -4.295 15 -.165 15 .207 -3.897 2 85 M9 3 max 1.224 2 .058 6 .085 15 2.859 7 2.847 10 1.116 11 H1 -1 6 86 min -.021 14 -.057 15 -.148 10 - 2.847 10 -2.859 7 -.451 6 .567 -1.403 11 87 4 max 1.223 2 .058 6 .089 7 1.387 7 1.364 14 .944 15 1.65 10 88 min -.022 14 -.057 15 -.141 10 -1.364 14 -1.387 7 -1.313 10 -1.186 15 89 5 max 1.221 2 .058 6 .094 7 1.38 2 .293 5 1.614 7 3.785 10 90 min -.023 14 -.057 15 -.134 _10 -.293 5 -1.38 2 -3.012 10 -2.028 7 Envelope AISC ASD Steel Code Checks Memb.. Shape 1 M1 L1.5X1.5X3 .000 0 1 .010 0 y 2 9.868 21.6 - Cod... H1 -1 2 M2 L1.5X1.5X3 .000 0 1 .014 3 109.868 21.6 - Cod... H1 -1 3 M3 L1.5X1.5X3 .054 0 2 .465 ,y 3 y 2 9.868 21.6 - Cod... H1 -1 4 M4 L1.5X1.5X3 .054 0 2 .465 0 y 2 9.868 21.6 - Cod... H1 -1 5 M5 L1.5X1.5X3 .140 0 2 .121 0 z 215.14121.6- Cod... H1 -1 6 M6 L1.5X1.5X3 .263 0 2 .040 0 z 6 15.141 21.6 - Cod... H1 -1 7 M7 L1.5X1.5X3 .139 0 2 .122 0 y 215.14121.6- Cod... H1 -1 8 M8 L1.5X1.5X3 .180 0 2 .046 0 y 6 6.848 21.6 - Cod... H1 -1 9 M9 L1.5X1.5X3 _ .179 _ 0 2 .043 0 z 106.848 21.6 - Cod... H1 -1 RISA -3D Version 6.0 [S:\2012 \12044 \Structural \Design \RISA \Shed Platform Supporting Frame.r3d] Page 7 Rupert Engineering, Inc. CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Auburn, WA 98001 PROJECT : New Hazmat Shed north of Boeing Bldg 9-61, Tukwila WA CLIENT : Boeing JOB NO.: 12044 DATE : June, 2012 PAGE: �It, DESIGN BY : TCL REVIEW BY : JBR Beam Connection,oft:Mi elitirrliliaTf[guration Braaro°n?QISC-IManualllWE HRITIyn� {RISC 360_05 Roof Beam -to- Roof Beam INPUT DATA & DESIGN SUMMARY WF BEAM SECTION => W8X10 GRAVITY SERVICE LOAD P = 1.458 kips LATERAL TENSION LOAD, ASD T = 0.862 kips PLATE THICKNESS f = 0.3125 in PLATE STEEL YIELD STRESS F = 36 ksi TRIAL WELD SIZE w = 0.25 in (1/4 in) BOLT DIAMETER 0 = 0.75 in (3/4 in) BOLT MATERIAL (A307, A325, A490) ASTM = A325 HOLE TYPE (STD, NSL, OVS, SSL, LSL) = > STD STD = Standard round holes ( d + 1/16 " ) NSL = Long or short- slotted hole normal to load direction OVS = Oversize round holes SSL = Short- slotted holes LSL = Long - slotted holes 1/2" USE PLATE 6.0" x 3.6" x 5/16" WITH WELD 1/4" EACH SIDE TO CONNECTION TYPE (SC, N, X) => N COLUMN AND 1 ROW OF TOTAL (2) - 3/4" BOLTS AT BEAM END. SC = Slip critical connection N = Bearing -type connection with threads included in the shear plane X = Bearing-type connection with threads excluded from the shear plane TRY BOLT NUMBERS 1 row & 2 bolts per row, (total2 bolts.) IS TOP FLANGE COPED ? (1 =Yes, O =No,) _> 0 No ANALYSIS SECTION PROPERTIES (AISC 13th Table 1) d t,, tf k 7.9 0.17 0.205 0.505 CHECK CAPACITY OF BOLTS (AISC 360-05 J3) Allow shear per bolt = 10.6 kips / bolt, (R0 / Q0, AISC 13th Table 7) (P2 + T2 )°.5 = 2 kips No. of bolts required = 0.2 Number of bolts used = 2 bolts [Satisfactory] Bolt spacing required = 3.00 in Bolt spacing used = 3.00 in [Satisfactory] Edge spacing required = 1.50 in, (Tab J3.4) Edge spacing used = 1.50 in [Satisfactory] Number of rows required = 1 rows Number of rows used = 1 rows [Satisfactory] Bolt group capacity = 21 kips > (P2 + T2 )° 5 = 2 kips > P = 1 kips [Satisfactory] CHECK CAPACITY OF WELDING (AISC 360-05 J2) e Plate thickness Weld size,w Min allowable weld Max allowable weld te D 1 =2 (te D3 /12) 2 in, (AISC 360 -05, Table J3.4) = 0.31 in = 0.25 in = 0.19 in [Satisfactory] 0.25 in [Satisfactory] 0.18 in 6.0 in 6.4 in4 Vertical shear = P / Aw = P / 2 D to 0.7 ksi Bending stress = 0.5 P e D / I = 1.4 ksi Tension stress = T / Aw = T / 2 D to = 0.4 ksi Resultant Stress = ((P /Aw)2 + (0.5 P e D / I + T /Aw)2 ] °.5 = 1.9 ksi Allow shear Fw / 0 = (0.6 x 70 ksi) / 2.0 = = 21.0 ksi > 1.9 ksi [Satisfactory] CHECK PLATE FOR SHEAR CAPACITY (AISC 365-05 G2) P / A = 0.8 ksi < 0.6 F5 Cv / f2 = 0.6 F5 1.0 / 1.5 = 14.4 ksi [Satisfactory] CHECK PLATE FOR TENSION CAPACITY (AISC 365-05 D) T / A = 0.5 ksi < Fy / t2t = Fy / 1.67 = 21.56 ksi [Satisfactory] CHECK NET SHEAR FRACTURE (AISC 360-05 J4.2) Fu = 58 ksi ( AISC Manual 13th Edition, Pg. 2 -39) Pallor,,, = 0.6 F„ / 0] D - n (ds + 1/8) ] t = 23 kips > 1.458 kips [Satisfactory] CHECK NET TENSION FRACTURE (AISC 360 -05 J4.1) Fu = 58 ksi Tallow = F„ / O [ D - n (d3 + 1/8 ) ] t = 39 kips > 0.852 kips [Satisfactory] CHECK BLOCK SHEAR ( WEB TEAR -OUT, AISC 360 -05 J4) < == Applicable only for top flange coped. I = 1.1 in Iv = 3.4 in Fu = 65 ksi ( for WF, AISC Manual 13th Edition, Pg. 2 -39) Rbs,a = 0.6A,Fu /S2 +At Fu /f2= (0.310 +0.51h)twFu Rbs,T = (0.51,„ + 2 x 0.3 Ih) tw Fu 26 > T = 1 kips [Satisfactory] [Satisfactory] G dpGeR C upgj8m ° ° cttgo Uu ®0 CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 - 833 -7776 Fax 253 - 939 -2168 JOB \7 SHEET NO OF ` CALCULATED BY T� DATE stk-c ZS N\Z CHECKED BY DATE SCALE m S S C rvlM°X (gXZ) 5 ,10 / 3.suT- ''3,I)(.7-u) V9Clo.z) )(.�b) J tA Z. c, 8x,0 g'da.: o \ " Vv.) Tc T c -t v. -sZ < °, fssijz -5-- t` 4r O raga ttAse c�� ft:A , s a, oo'i 114 LESS. v \rc'3A9 s- ttr Cr-4 . �f t: fi-\LL 1 u 1, . �b I) (o,1' i\) C- o) ) D PRODUCT 207 anpscg S O' m grlagaTi f�l �$ 9 O &o CONSULTING ENGINEERS/CIVIL AND STRUCTURAL 1519 West Valley Highway North/Suite 101 /Auburn, WA 98001 253 -833 -7776 Fax 253 -939 -2168 JOB «4T SHEET NO Sb OF CALCULATED BY Z <<— DATE 3014E, 'LOVE-, CHECKED BY DATE SCALE elms C ..= (s-a 1)5 C61 ).. = 9L M = Vo L, )(.� .a-3 -- i �` 14,-1 3 'FL Lr?-a) << o, Z3 Stsec:al z. z. 6 ;,,,tip b k. 4,1 '?AST c , es4 . c D PRODUCT 207 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 General Section Property Calculator Lic. # : KW- 06001423 Description : Section of Half of C8X13.7 & HSS2X2X1 /4 Final Section Properties Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 14 JUN 2012, 2:09PM File: S: 120121120441StructuralRDesign ldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Total Area 3.430 inA2 Calculated final C.G. distance from Datum : X cg Dist. 0.3082 in Y cg Dist. 0.3522 in Edge Distances from CG. : +X 1,491 in -X -1.009 in +Y 1.699 in -Y -1.301 in Ixx = Iyy = Sxx : - Y Sxx : +Y Syy: - X Syy : +X rxx r yy Steel Shapes 2.938 in ^4 2.191 inA4 2.258 inA3 1.729 inA3 2.171 in "3 1.470 inA3 0.9255 in 0.7993 in -CG L3x2- 1/2x3/8: 1 Ixx = 1.650 in "4 Area = 1.920 in "2 Iyy = 1.030 inA4 Height 3.000 in Sxx = 1.739 inA3 Width 2.500 in Syy = 1.469 inA3 HSS2x2x1 /4 : 2 Ixx = 0.747 in "4 Area = 1.510 inA2 Iyy = 0.747 inA4 Height 2.000 in Sxx = 0.747 inA3 Width 2.000 in Syy = 0.747 inA3 Rotation = Xcg = Ycg = 0 dec CCW 0.000 in 0.000 in Rotation = Xcg = Ycg = 0 dec CCW 0.700 in 0.800 in Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Base Plate Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Lic. # : KW- 06001423 Description Base plate for canopy column Code References Job # 12044 Printed: 26 JUN 2012, 1.27PM File: S: 120121120441 Structural\Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Calculations per AISC 360 -05 & Design Guide # 1, ASCE 7 -05 Load Combination Set : 2009 IBC & ASCE 7 -05 General Information Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy = 36.0 ksi Concrete Support fc = 3.0 ksi Assumed Bearing Area :Full Bearing c : LRFD Resistance Factor Allowable Bearing Fp per J8 Column & Plate Column Properties Steel Section : HSS4x4x3 /16 Depth Width Flange Thickness Web Thickness 4 in 4 in 0.174 in 0 in Plate Dimensions N : Length 11.0 in B : Width 11.0 in Thickness 0.50 in Column assumed welded to base plate. Area Ixx I YY 2.58 in ^2 6.21 inA4 6.21 inA4 Support Dimensions Width along "X" Length along "Z' ,sA" 12.0 in 12.0 in Applied Loads P -Y D : Dead Load 1.090 k L : Live k Lr : Roof Live 1.411 k S : Snow 2.330 k W : Wind k E : Earthquake k H : Lateral Earth k V -Z k k k k 0.190 k 0.430 k k M -X - - - - -- k -ft k -ft k -ft k -ft 1.90 k -ft 4.30 k -ft k -ft " P " = Gravity load, " +" sign is downward. " +" Moments create higher soil pressure at +Z edge. " +" Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description Max of Tension or Pullout Capacity Shear Capacity Edge distance : bolt to plate Number of Bolts in each Row Number of Bolt Rows 1/2" 6.90 k 3.680 k 1.250 in 2.0 1.0 0.60 2.782 ksi u5c "5 � s(C(X 1111 k k ,1 v4( (\.) c/S \ y. to -Ct11's t44 T - Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Base Plate Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Base plate for canopy column GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combination Governing Load Case Type Design Plate Size Pu : Axial Mu : Moment Job # 12044 Printed: 26 JUN 2012, 1:27PM File: S: 120121120441SUucturallDesign ldesign.ec6 ENERCALC, INC. 1983-2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Load Resistance Factor Design +1 .20 D+0.50 L+0.20 S -1.0 E Axial + Moment, U2 < Eccentricity, Tension on Bc 11 "x11 "x0 -112" 1.774 k 4.300 k -ft fv : Actual Fv : Allowable = 0.60 * Fy * 090 (per G2) Shear Stress Ratio 0.309 ksi 32.400 ksi 0.010 Shear Stress OK Mu : Max. Moment fb : Max. Bending Stress Fb : Allowable : Fy * Phi Bending Stress Ratio fu : Max. Plate Bearing Stress .... Fp : Allowable : 1.905 k -in 30.477 ksi 32.400 ksi 0.941 Bending Stress OK 1.669 ksi 1.669 ksi min( 0.85 1c *sgrt(A2 /A1), 1.7* fc) *Phi Bearing Stress Ratio Tension in each Bolt Allowable Bolt Tension Tension Stress Ratio 1.000 Bearing Stress OK 2.218 6.900 0.321 Tension Stress OK Load Comb. : +1.20D +1.60Lr -0.80W Loading Pu : Axial Mu : Moment Eccentricity Al : Plate Area A2 : Support Area sgrt(A2 /A1 ) Distance for Moment Calculation "m" "n" Load Comb. : +1.20D +1.605 -0.80W Loading Pu : Axial Mu : Moment Eccentricity Al : Plate Area A2: Support Area sort(A2 /A1 ) Distance for Moment Calculation "m" "n" 3.566 k 1.520 k -ft 5.116 in 121.000 102 144.000 inA2 1,091 3.600 in 3.900 in 5.036 k 1.520 k -ft 3.622 in 121.000 inA2 144.000 inA2 1.091 3.600 in 3.900 in Axial Load + Moment, Ecc. > L/6 and Ecc. < U2 Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmaxl = Fu *m ^2/2 Mmax2 = Fu *n^2 / 2 Mmax fb : Actual Fb : Allowable Stress Ratio 1.669 ksi 0.059 ksi 0.035 0.340 k -in 0.155 k -in 0.340 k -in 5.444 ksi 32.400 ksi 0.168 Shear Stress fv : Actual 0.109 ksi Fv : Allowable 32.400 ksi Stress Ratio 0.003 Axial Load + Moment, Ecc. > L/6 and Ecc. < U2 Bearing Stresses Fp : Allowable fu : Max. Bearing Pressure Stress Ratio Plate Bending Stresses Mmaxl = Fu * m ^2 / 2 Mmax2 = Fu * nA2 / 2 Mmax fb : Actual Fb : Allowable Stress Ratio Shear Stress fv : Actual Fv : Allowable Stress Ratio 1.669 ksi 0.083 ksi 0.050 0.481 k -in 0.218 k -in 0.481 k -in 7.689 ksi 32.400 ksi 0.237 0.109 ksi 32.400 ksi 0.003 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Base Plate Lic. # : KW- 06001423 Licensee : RUPERT ENGINEERING, INC. Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Job # 12044 Printed: 26 JUN 2012, 1:27PM File: S: 120121120441Structural \Designldesign.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Description : Base plate for canopy column Load Comb. : +1.20D +0.50Lr +0.50L -1.60W Loading Pu : Axial Mu : Moment Eccentricity Al : Plate Area A2 : Support Area sgrt(A2 /A1 ) Calculate plate moment from bearing .. . 2.014 k 3.040 k -ft 18.118 in 121.000 inA2 144.000 i02 1.091 Axial Load + Moment, Ecc. > L/2 Calculate plate moment from bolt tension .. . Tension per Bolt Tension : Allowable Stress Ratio 1.344 k 6.900 k 0.195 Dist. from Bolt to Col. Edge 2.350 in Effective Bolt Width for Bending 9.400 in Plate Moment from Bolt Tension 0.672 k -in " m " 3.600 in Bearing Stresses "A" : Bearing Length 0.512 in Fp : Allowable 1.669 ksi Mpl : Plate Moment 0.122 k -in fu : Max. Bearing Pressure ( set equal to Fp ) Shear Stress Stress Ratio 1.000 fv : Actual 0.218 ksi Plate Bending Stresses Fv : Allowable 32.400 ksi Mmax 1.466 k -in Stress Ratio 0.007 fb : Actual 23.452 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.724 ■ Load Comb. : +1.20D +0.50L +0.50S -1.60W Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension .. . Pu : Axial 2.473 k Tension per Bolt 1.218 k Mu : Moment 3.040 k -ft Tension : Allowable 6.900 k Eccentricity 14.751 in Stress Ratio 0.177 Al : Plate Area 121.000 inA2 A2 : Support Area 144.000 i02 Dist. from Bolt to Col. Edge 2.350 in sgrt(A2IA1) 1.091 Effective Bolt Width for Bending 9.400 in Plate Moment from Bolt Tension 0.609 k -in Calculate plate moment from bearing .. . II m " 3.600 in Bearing Stresses "A" : Bearing Length 0.535 in Fp : Allowable 1.669 ksi Mpl : Plate Moment 0.127 k -in fu : Max. Bearing Pressure ( set equal to Fp ) Shear Stress Stress Ratio 1.000 fv : Actual 0.218 ksi Plate Bending Stresses Fv : Allowable 32.400 ksi Mmax 1.527 k -in Stress Ratio 0.007 fb : Actual 24.434 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.754 Rupert Engineering, Inc. Con s u lti n g E n g i n ee rsC i vi l /Structu ra l 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Base Plate Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Base plate for canopy column Job # 12044 Printed: 26 JUN 2012, 1:27PM File: 5: 120121120441Structural \Designldesign. ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6.7 Licensee : RUPERT ENGINEERING, INC. Load Comb. : +1.20D +0.50L +0.20S -1.0E Loading Pu : Axial Mu : Moment Eccentricity Al : Plate Area A2 : Support Area sqrt( A2 /A1 ) Calculate plate moment from bearing ... " m " 3.600 in Bearing Stresses "A" : Bearing Length 0.676 in Fp : Allowable 1.669 ksi Mpl : Plate Moment 0.159 k -in fu : Max. Bearing Pressure ( set equal to Fp ) Shear Stress Stress Ratio 1.000 fv : Actual 0.309 ksi Plate Bending Stresses Fv : Allowable 32.400 ksi Mmax 1.905 k -in Stress Ratio 0.010 fb : Actual 30.477 ksi 1.774 k 4.300 k -ft 29.087 in 121.000 inA2 144.000 inA2 1.091 Axial Load + Moment, Ecc. > L/2 Calculate plate moment from bolt tension ... Tension per Bolt Tension : Allowable Stress Ratio 2.218 k 6.900 k 0.321 Dist. from Bolt to Col. Edge 2.350 in Effective Bolt Width for Bending 9.400 in Plate Moment from Bolt Tension 1.109 k -in Fb : Allowable 32.400 ksi Stress Ratio 0.941 Load omb. : +0.90D- 1.60W +1.60H Axial Load + Moment, Ecc. > L/2 Loading Calculate plate moment from bolt tension ... Pu : Axial 0.981 k Tension per Bolt 1.627 k Mu : Moment 3.040 k -ft Tension : Allowable 6.900 k Eccentricity 37.187 in Stress Ratio 0.236 Al : Plate Area 121.000 i02 A2 : Support Area 144.000 IO2 Dist. from Bolt to Col. Edge 2.350 in sqrt( A21A1) 1.091 Effective Bolt Width for Bending 9.400 in Plate Moment from Bolt Tension 0.814 k -in Calculate plate moment from bearing ... " m " 3.600 in Bearing Stresses "A" : Bearing Length 0.461 in Fp : Allowable 1.669 ksi Mpl : Plate Moment 0.111 k -in fu : Max. Bearing Pressure (set equal to Fp ) Shear Stress Stress Ratio 1.000 fv : Actual 0.218 ksi Plate Bending Stresses Fv : Allowable 32.400 ksi Mmax 1.327 k -in Stress Ratio 0.007 fb : Actual 21.233 ksi Fb : Allowable 32.400 ksi Stress Ratio 0.655 Rupert Engineering, Inc. ConsultingEngineersCivil /Structural 1519 West Valley Highway N., Suite 101 Auburn, WA 98001 Title Block Line 6 Steel Base Plate Lic. # : KW- 06001423 Title : North of Boeing Buidling 9 -61 Engineer: TCL Project Desc.: New Shed Seismic Holdowns Description : Base plate for canopy column Load Comb. : +0.90D- 1.0E +1.60H Loading Pu : Axial Mu : Moment Eccentricity Al : Plate Area A2 : Support Area sgrt(A21A1 ) Calculate plate moment from bearing ... "A" : Bearing Length Mpl : Plate Moment Shear Stress iv : Actual Fv : Allowable Stress Ratio Job # 12044 Printed: 26 JUN 2012, 1:27PM File: S:12012112044\ StructurallDesign1design.ec6 ENERCALC, INC. 1983 -2011, Build:6.12.6.7, Ver:6.12.6,7 Licensee : RUPERT ENGINEERING, INC. 0.981 k 4.300 k -ft 52.599 in 121.000 in12 144.000 inA2 1.091 3.600 in 0.637 in 0.150 k -in 0.309 ksi 32.400 ksi 0.010 Axial Load + Moment, Ecc. > L/2 Calculate plate moment from bolt tension ... Tension per Bolt Tension : Allowable Stress Ratio Dist. from Bolt to Col. Edge Effective Bolt Width for Bending Plate Moment from Bolt Tension 2.433 k 6.900 k 0.353 2.350 in 9.400 in 1.217 k -in Bearing Stresses Fp : Allowable 1.669 ksi fu : Max. Bearing Pressure (set equal fo Fp) Stress Ratio 1.000 Plate Bending Stresses Mmax fb : Actual Fb : Allowable Stress Ratio 1.801 k -in 28.813 ksi 32.400 ksi 0.889 06 -03 -2013 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director JOHN S MURDOCH PO BOX 3707 M/C 89 -14 SEATTLE WA 98124 RE: Permit No. D12 -304 BOEING #9 -60 YD 9725 EAST MARGINAL WY S TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 07/02/2013. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 07/02/2013, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D12 -304 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206 -431 -3670 • Fax 206 -431 -3665 • • October 30, 2012 To: John Murdoch Boeing Permit Administrator Developmental Center Site Re: Installation of new Haz -Mat Storage Unit Boeing Review Response Comments Boeing #9 -60 YD Permit # D12 -304 CITY OF TUKiMLA DEC 032012 PERMIT CENTER The following are responses to various City of Tukwila review comments. The review comments are summarized to be followed by our response: City of Tukwila Building Division 1) Dave Larson, Senior Plans Examiner: "Provide the HMMP for the new storage unit." a. The HMMP for the new storage unit is enclosed. 2) Dave Larson: "Show compliance to IBC table 601 for fire rating for IIA construction ". a. The new storage unit is a premanufactured storage unit by Safety Storage, Inc. It is the sixth unit supplied by Safety Storage, Inc. serving our Developmental Center Site Hazardous Materials organization, and it is an identical mirror image to one other accepted and in use unit. It comes complete with non - combustible steel and gypsum wallboard construction, 2 hour rated walls, sprinkled and with integral fire sprinkler water containment. IBC Table 601 Type II -A only requires 1 hour construction for all elements, without using any exceptions. The unit has been built per State of Washington Department Labor and Industries Gold Seal requirements and been inspected twice by state inspectors. Doors are three hour rated and are UL Classified and Labeled with UL listed door hardware. 3) Dave Larson: "Provide the occupancy type of the adjacent buildings (9 -61) and show compliance as to occupancy separation & fire separation distance ". a. The new storage unit is placed -13' north of the 9 -61 building. Construction fire resistance rating required for proposed fire separation distance from other structures between 10' < X < 30'- Others, per IBC Table 602 is 1 hour. Our new structure is of 2 hour rated construction. b. The adjacent 9 -61 building is a Type II steel and concrete construction. Drawings indicate that the full height walls are 6" thick tilt -up concrete panels with #4 rebar @ 12 "oc each way. There are no doors or window openings in the wall facing the new storage unit. It is being used as an F- 2 occupancy. • • 4) Dave Larson: 'Would like to have an architect review this project for life safety aspects and be stamped." Per 9:15am 10/31/12 phone conversation, Dave has rescinded this comment. Life safety issues have been substantiated acceptable, and with this, this project will be acceptable with structural engineering reviews and professional stamp. City' of Tukwila Fire Prevention Bureau . 1) Al Metzler, Tukwila Project Coordinator: "Plans indicate a prefab storage unit will be used ". a. Yes that is correct. We have included the purchase specifications from the manufacturer for your use. 2) Al Metzler: "Please provide manufacturers specification for the building ". a. Included. 3) Al Metzler: "Does the building comply with IFC Chapter 27 for hazardous materials storage? ". a. Yes. It is factory prefabricated and built for this use. 4) Al Metzler: "Will the storage unit have fire sprinklers ?" This project will be submitted for fire sprinkler system permits by Fires Systems West to your department. Fire Systems West has been directed to include in their design sprinkler coverage for the extended overhead canopy in addition to the storage unit sprinkler design. 5) Al Metzler: "What type and quantities of hazardous materials will be stored ?" We have included the HMMP for your use. City of Tukwila Public Works Department 1) David McPherson, plan reviewer: "Verify Scope of work for this permit ". Acknowledged. Additional landing, steps and sprinkler coverage has been added to the scope of work and indicated as work to be included in our drawings. For any questions, feel free to contact me. Thomas Hanson AIA Boeing Architect Developmental Site 206 - 947 -4880 • II, SAFETY STORAGE® INC. 855 N. 5th Street Charleston, IL 61920 Ph: (800) 344 -6539 Fax: (217) 345 -4428 http: //www.satetystoracle corn Thomas W. Hanson AIA The Boeing Company PO Box 3707, MC 46 -87 Seattle, WA 98124 -2207 C: 206 - 947 -4880 F: 206 - 662 -0861 thomas.w.hanson(aboeinq.com Dear Mr. Hanson: December 14, 2011 REF: TR12473 Safety Storage, Inc., on behalf of it's representative Terry Hatfield of Building Concepts, is pleased to submit the following quotation for the manufacture of one Safety Storage Model 3212FSC Building, equipped with the items you requested. The specifications for this building are attached for your review. The following quotation will be honored for a period of sixty (60) days from the date of this quote. One (1) Model 3212FSC Safety Storage Building $130,907.00 • Factory Mutual Approved • Warranty — 10 Years Structural, Three Year Paint and One Year Workmanship • Nominal Dimensions 12' wide x 32' long x 9'9" high • Secondary Containment Sump 19" Deep Accommodates 20 Minute Sprinkler Water • One (1) 36" Wide x 80" High Insulated Single Door • One (1) 60" Wide x 80" High Insulated Double Door • Door Coordinator With Fusible Link and Auto Bolts • Two (2) Von Dupin Panic Bars For Doors • Two (2) Pemko #346C Drip Edge • Plate Steel Floor with 6" Perimeter Galvanized Grating • R11 Insulation in Three Walls and Floor • R22 Insulation Left End Wall and Ceiling • 260 Linear Feet 22" Stainless Steel Adjustable Shelving • 10 KW Explosion Proof Fan Forced Heater • Dual Set Thermostat • 19,000 BTU /hr Explosion Proof Air Conditioner • Two (2) Emergency Local Alarms • Mechanical Ventilation System With Breakglass Switch at Each Door Includes "Ventilation System Emergency Shutdown" Sign • Explosion Proof Pilot Lights to Indicate Status of HVAC Equipment • Two (2) RTD Transmitters for Remote Temperature Monitoring (1) • • SAFETY STORAGE, INC. Terry Hatfield Sales Representative 15810 SW Kingfisher Lane Beaverton, OR 97007 T: 503 - 718 -7885 F: 503 -747 -7397 that( comcast.net SAFETY STORAGE BUILDING "FS" Series A free - standing, relocatable chemical storage and containment structure. The structure includes the following components for storage of flammable or combustible liquids and other hazardous materials. STANDARD FEATURES: • Factory Mutual System ( "FM ") Approved & Labeled. • Exterior Wall Construction: Weatherproof 2 -hour fire -rated noncombustible construc- tion, with multiple layers of UL Classified fire- resistive gypsum wallboard encased be- tween interior galvannealed steel sheets & exterior welded heavy gauge steel sheets for maximum durability, weather resistance & rigidity. Gypsum wallboard layers are offset with overlapping joints for maximum fire- resistance. • Sump Wall Construction: Weatherproof 2 -hour fire -rated noncombustible construc- tion, same as exterior walls, utilizing interior & exterior continuously welded heavy gauge steel sheets for maximum spill containment protection. • Roof /Ceiling Construction: Weatherproof 2 -hour fire -rated noncombustible construc- tion, same as exterior walls, utilizing interior galvannealed steel sheets & continuously welded heavy gauge steel roof sheets for maximum durability and weather resistance. Roof /ceiling permanently attached to exterior walls. • 36 "W x 80 "H, Three -hour fire -rated door(s), UL Classified & Labeled, equipped with UL Listed self - closer(s) and UL Listed exterior security lock(s) with keyless interior safety release lever(s). • Screened Air Vent(s): Air inlet vent(s) equipped with UL Classified & Labeled 3 -hour rated fire dampers with louvers & screens to provide air flow. Dampers have a galva- nized steel frame, curtain -type galvanized steel blades, and a UL Listed 165 °F fusible link. • Building Base: Open channel construction for forklift and /or crane slings and under building inspections. • Internal Spill Containment Capacity: Minimum 30% of total storage capacity. Sur- passes regulatory and Factory Mutual requirements for spill containment. • Interior Finish: High solids, chemical- resistant epoxy coating with a white aliphatic polyurethane topcoat. (3) HEATING (FAN- FORCED, 240V, 1- PHASE, 10,250 BTU /HR) UL Listed explosion -proof Fan - Forced Heater (10,250 Btu /hr, 3.0KW, 240V, 14.8A, 1- Phase) with built -in thermostat and rated for Class I, Group D, Division 1 Hazardous Locations. The heater's NEC Operating Temperature Code is T3B and it is rated for hazardous atmospheres with auto ignition temperatures at or above 329 °F. RTD TRANSMITTER Analog output for remote temperature monitoring. DUAL SET THERMOSTAT Explosion Proof thermostat allows temperature range for heater and airconditioner. LOCAL ALARM Non - Explosion Proof Emergency Local Alarm with Non - Explosion Proof Alarm Switch EXHAUST VENTILATION, LOW EXTERIOR MOUNT (Explosion Proof) Consists of a UL Listed totally enclosed explosion -proof motor (60 Hz, 1- Phase) rated for Class I, Division 1, Group D, Hazardous Locations housed inside an exterior end wall enclosure. Non - static & non - sparking 12" diameter fan blade to preclude the ignition of hazardous vapors. Exterior exhaust fan housing constructed of heavy gauge steel, with an exterior polyurethane finish for maximum chemical & corrosion resistance. Interior exhaust vent located within 12" of the floor for the extraction of heavier - than -air vapors. Exterior exhaust fan port opening protected with a UL Classified fire damper having a 3- hour fire protection rating. Fire damper has a galvanized steel frame, curtain -type galvanized steel blades, and a UL Listed 165 °F fusible link. Exterior exhaust port equipped with shutter assembly. Equipped with an explosion proof break glass fan switch with explosion proof pilot light. Automatic system shutdown if fire occurs. EXHAUST VENTILATION HEAT SENSOR This is required when dry chemical fire suppression system is absent. In case of fire the heat sensor will shut off at 194 deg F, thus disabling power to the exhaust system. LIGHTING, INTERIOR (32Watt) (Explosion -Proof) Interior UL- Listed explosion -proof 3 -tube fluorescent light fixture with 32 lamps (120V, 1.25A, 1- Phase), rated for Class I, Division 1, Groups C & D, Hazardous Locations.. Equipped with an explosion proof UL Listed Tight switch (snap type) suitable for hazardous locations. LIQUID LEVEL DETECTOR SYSTEM UL Listed explosion -proof Liquid Level Detector rated for Class I, Division 1, Groups A, B, C & D, Hazardous Locations. Includes one (1) exterior UL Listed weather -proof audible alarm. PRESSURE DIFFERENTIAL SWITCH Monitors air flow and activates alarm if air flow is obstructed. PENETRATION Pipe Penetration, threaded & capped, pipe size and schedule to be specified by the customer. (5) • • Department as to actual delivery dale or the coils). Safety Storage. Inc. will not he responsible for any incurred offloading charges as the result clan unauthorized arrangement, 16) INSTALLATION: Installation (anchoring. electrical connections. plumbing conneetions. etc.) of Safely Storage. Inc. building; arc the responsibility of the customer. 171 PRELIMINARY LIEN: Safety Storage. Inc. reserves the right to pre -lien orders In assure payment. I8) DEMURAGE: In the event of any delays in offloading the Salo) Storage. Inc. building(s) at the delivery site caused by the customer's Inability to have the site prepared. the customer will he responsible for charges assessed by the transporting company. 191 CHANGE ORDERS: Safety Storage. Inc. will assess a minimum 5500 change order fee to make customer requested changes to a pmduct that has been released to engineering prior to the change notification. Safety Storage. Inc. will assess a minimum 51.000 change order Iec to make customer requested changes to a product that has been released to production prior to the change notification. The ahvcmentioned charges are over and above the cost to implement the requested changes. Changes may affect promised delivery dates. 20) RESTOCKINGiCANCELLATION FEES: Safety Storage. Inc. will assess a minimum of 25% of order total fe•restocking /cancellation fix, (dependent other costs incurred). Safety Storage. Inc. reserves the right to determine applicable cancellation fees liar custom orders. 21) SECURITY. In the event that the customer does not pay the balance when due. or hreachts any other terms of the agreement Safety Storage. Inc. may demand the entire unpaid balance to be paid immediately and. as provided by law. commence any legal action for collection of the balance due. Safety Storage. Inc. may also pursue any other legal action deemed necessary or appropriate with respect to the account. The customer agrees to pay reasonable collection feel of not less than Twenty percent of the entire balance and late charges. court costs and all other costs of collection. 22) LATE CHARGES: It is understood and agreed that all charges are due and payable in hell by the 30th day after invoice date. Any account not paid in full within thirty (30) days of invoice date is delinquent and will he assessed a service charge of I X% per annum. or the maximum allowable by law. 231 TAXES: All applicable sales or use taxes are the responsibility of the customer: these taxes are not included in the price quoted. Applicable sales or use taxes should be added to the purchase order. If tax exempt. please supply a copy of your Tax Exempt Certificate with your purchase order. 241 LIMITED WARRANTY a. Limited General Warranty - Your Safe) Storage. Inc. ( "SS1 ") Building is warranted to you as the onginal purchaser. Detects must be reported to Safety Storage, lnc.'s Customer Seta ice Department within sixty (60) days of Product delivery. h. Limited Structural Warranty - Safety Storage, Inc.. will warrens structural components (e.g.. load- hearing watts. flora supports. sump structne and roof) fora period of ten (10) years from the date of purchase. SSI will replace or repair. at SSi's option. within the warranty period. any structural component which, in its opinion is defective and has not been tampered with, modified. subjected to an accident. tnisusc or abuse. neglect. subjected to use in extreme conditions not expressly communicated to Safety Storage. Inc. or not maintained, inspected and tested in accord with the SSI Maintenance Manual shipped with the product Al the option of the SSI Customer Service Department a structural component shall be replaced or repaired at the customer's site using factory personnel or outside contractors under SSTs direction. This limited warranty dues not apply to the installation of optional equipment by others. If the product must he returned to SSI or its authonzed subcontractor lime wananty repair work. all installed equipment not covered under warranty must he removed (by others) prior to shipment. c. Limited Purchased Products or Pans Warranty - Items that are not manufactured but purchased by SSI are warranted against defects resulting from the original manufacturer's lubrication process or pans for one (I) year from the date of delivers. Such items include but are not limited to: switches. lights. electrical boxes, air conditioners. heaters. fan motors. dry chemical lire protection equipment. fusible links. door closures. door locks. electrical relays. thermostats. pressure relief valves, shut -off valves. etc. Such items should he retuned to SSTs Hollister, California. factory with the piny approval of the SSI Customer Service Department Evaluation of each reported defective pan will he made by the original manufacturer or agent thereof and their judgment shall he final. Upon Safety Storage. inc.'s receipt of the original receipts. the Customer will he reimbursed for the postal charges. duties and insurance where applicable. SSI will replace or repair. at SSTs option. any purchased product or pall which. in ns opinion is defective and has not been tampered with. modified. subjected In an accident, misuse or abuse. neglect. subjected to use in extreme conditions not expressly communicated to Safety Storage. Inc.. or not maintained. inspected and tested in accord with the SSI Maintenance Manual shipped with the product. At the option of the SSI Customer Service Departman, a purhased product or part shall be replaced or repaired at the customers site sang factory personnel or outside contractors under SSTs direction. This limited warranty does not apply to the installation of uptu sal equipment by others. lithe product roust he returned to S51 or its authorized subcontractor for warranty repair work. all installed equipment not covered under warranty must be renewed (by others) prior to shipment. d. These limited warranties arc the original purchaser's exclusive warranties and replace all other warranties or conditions. expressed or implied. c. lions Not Covered By Wananty - Safety Storage. Inc.. does not warrant uninterrupted operation of building systems Any technical support pmvidcd fior a product under warranty. such as telephone assistance with "how td' question; and those regarding building and product setup and installation will he provided without warranties of any kind. f. Warranty Work: • Before Safety Storage. Inc.. will approve return of any products under wananty. the Purcllasei must ensure that the pmducus) arc tree of any legal obligations or restrictions and ohtum written authorization from the legal owner. • Prior to any on -site warranty work by SSI or its authorized suhcontractorl O. the Purchaser will provide sufficient. tree. and sate access the Purchaser'; Facilities to permit ttarratnty rcpanr(s). • Safety Storage. Inc.. is responsible for the loss or or damage to. warranted products while they are in SSI s posscssunr. While products are in transit. any damage or loss will he the responsibility of the transporter. 2 51 DISCLAIMER AND LIMITATION OF DAMAGES: Except as stated in Safely Storage. Inc 's "Limited General Warranty --Limited Structural Warrant)." and "Limited Purchased Products or Pans Waranty . SS1 stakes no other warranties whatsoever. whether cypress or implied. including the warranties of merchantahility and fitness in- particular purpose. SSI does not assume or authorize any person to assume Ion it any liability in eortnection with the damage. Under no circumstances, shall SSI he liable liar any special. incidental. consequential. or utdircct damage. SSI', nra\imum liahilits for any direct daoruges shall be limited to the purchase price paid by Mc cu,bmIcr ha the particular product Undea no circumstances will SSI he liable for am, third pan ■ claims against the original purchaser (2) Rev P -17 -2010 el City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 26, 2012 John S Murdoch The Boeing Company PO Box 3707 M/C 89 -14 Seattle, WA 98124 RE: Correction Letter #1 Development Permit Application Number D12 -304 Boeing #9 -60 YD — 9725 East Marginal Wy S Dear Mr. Murdoch, 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, Fire, and Public Works Departments. At this time the Planning Department has 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, 1 can be reached at (206) 431 -3670. en File No. D12 -304 W:\Permit Center \Correction Letters \2012 \DI2 -304 Correction Letter #1.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: September 20, 2012 Project Name: Boeing #9 -60 YD Permit # D12 -304 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 11x17 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. The report mentioned in the following International Building Code section is needed to complete a plan review for this project. [F] 414.1.3 Information required. A report shall be submitted to the building official identifying the maximum expected quantities of hazardous materials to be stored, used in a closed system and used in an open system , and subdivided to separately address hazardous material classification categories based on Tables 307.1(1) and 307.1(2). The methods of protection from such hazards, including but not limited to control areas , fire protection systems and Group H occupancies shall be indicated in the report and on the construction documents . The opinion and report shall be prepared by a qualified person, firm or corporation approved by the building official and provided without charge to the enforcing agency. 2. Please provide information about the proposed storage facility to show compliance with table 601 of the IBC for fire rating requirements of the structures components as related to the type of construction, IIA. 3. Please provide the occupancy type for the adjoining buildings and show how compliance will be achieved as related to occupancy separation and /or table 602 IBC, fire separation distance. The construction type and existing fire ratings of the adjoining buildings will be helpful as well. 4. The information requested above involves life -safety issues and therefore the plans involving the nonstructural aspects of this project will need to be stamped by an architect licensed in this state. Should there be questions concerning the above information please contact the Building Division at 206- 431 -3670. i a Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: September 24, 2012 Project Name: Boeing # 9 -60 Yd. Address: 9725 East Marginal Way S Permit #: D12 -304 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau 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. 1. The plans indicate that a listed, pre- manufactured hazardous materials building will be placed on the foundation. 2. Please provide the manufacturers spec. sheets for the building. 3. Does the building comply with International Fire Code Chapter 27 for hazardous materials storage? 4. Will the building be equipped with fire sprinklers? And, fire alarm? 5. What type and quantities of hazardous materials will be stored? Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 971 -8718. No further comments at this time. ID • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: September 25, 2012 PROJECT: Boeing Bldg. #9 -60 YD 9725 East Marginal Way South TL no. 000340 -0018 1 S` Review Comment PERMIT NO: D12 -304 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. David.McPherson @TukwilaWA.gov Verify Scope of Work for this permit. Plan sheets provided with Building permit no. D12 -304 exceeds scope of work. *PERMIT COORD COPS PLAN REVIEW /ROUTING SLIP 'ACTIVITY T VITY NUMBER: D12 -304 PROJECT NAME: BOEING #9-60 YD DATE: 12/03/12 SITE ADDRESS: 9725 EAST MARGINAL WY S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 1>:)- Building Division Fire Prevention Public vvorKs Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete �] Comments: Incomplete ❑ Planning Division Permit Coordinator DUE DATE: 12/04/12 Not Applicable ❑ Peririit,Center..•Use Only.. • • . INCOMPLETE LETTER MAILED: • LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUESITHURS ROUTING: Please Route /*I REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: DUE DATE: 01/01/13 Approved ❑ Approved with Conditions 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: POPERMIT coORD cOM PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -304 DATE: 09/12/12 PROJECT NAME: BOEING #9 -60 YD SITE ADDRESS: 9725 EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # after Permit Issued E AR MENTS' 'vision WA) 1- irF e Prevention uk3lic Works Structural epoi,1 h Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Complete lk DUE DATE: 09/13/12 Not Applicable ❑ Comments: Permit' Cenfer 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 ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/11/12 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: M Departments issued corrections: Bldg Fire Ping ❑ PW Staff Initials:41'�� • City of Tukwila REVISIT Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ©t/ i - 20 /� Plan Check/Permit Number: PIZ'i'i1 • Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner agatk T-es OffeD Project Address: • GGh1/ %' " ( it t Contact Person:Ltha (% Summary of Revision: Project Name: tio, 00141N/6 J �J Phone Number i Wt% ?e€° chi i pada* em►°F /DEC 03 20121 CENTEFi 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 124 O it H: \Applications\Forms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 Contractors or Tradespeople P ter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company BOEING COMPANY, THE 3125442535 100 N Riverside M/C 5003 -4027 Chicago IL 606061596 Out Of State Corporation UBI No. 178005030 Status Active License No. BOEINC'294ML License Type Construction Contractor Effective Date 7/13/1971 Expiration Date 1/18/2013 Suspend Date Specialty 1 General Specialty 2 Unused Business Owner Information Name Role Effective Date Expiration Date SHRONTZ, F A Cancel Date 01/01/1980 Amount CONDIT, PM 25 01/01/1980 HDOG27012905 GIVAN, B E 10/01/2013 01/01/1980 WOODARD, R B /02/2012 01/01/1980 Ace American Insurance Company CRUZE, D D 10/01/2011 01/01/1980 KING, C G $10,000,000.0009 01/01/1980 23 BEIGHLE, D P HDOG25520051 01/01/1980 10/01/2011 COLLINS, T J 01/01/1980 09/30/2010 BUDINICH, T M ACE AMERICAN INS CO 01/01/1980 10/01/2009 READ, PAUL Secretary 01/01/2001 $10,000,000.00 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date FEDERAL INS CO 81312466 01/01/2002 Until Cancelled $12,000.00 01/14/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 25 Ace American Insurance Company HDOG27012905 10/01/2012 10/01/2013 $10,000,000.0010 /02/2012 24 Ace American Insurance Company HDOG255200500 10/01/2011 10/01 /2012 $10,000,000.0009 /20/2011 23 ACE AMERICAN INS CO HDOG25520051 10/01/2010 10/01/2011 $10,000,000.00 09/30/2010 22 ACE AMERICAN INS CO HDOG24934780 10/01/2009 10/01/2010 $10,000,000.00 09/22/2009 21 ACE AMERICAN INS CO HDOG23732841 A 10/01/2007 10/01/2009 $5,000,000.00 09/26/2008 20 ACE AMERICAN INS CO H00G21734378 10/01/2006 10/01/2007 $5,000,000.00 09 /25/2006 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 12/17/2012 BOEING SHARED SERVICE GROUP v C I \ ITY MAP PROJECT SITE 1284693 FROM DOWNTOWN SEATTLE ° ff= 900 -0 N 99 EXIT 158 EXIT 157 EXIT 157 99 EAST MARGINAL WAY CORPORATE PARK FROM SEATTLE— TACOMA AIRPORT DEVELOPN E \TAL C 599 TUKWILA TER FROM KENT & AUBURN NO SCALE 900 DEVELOPMENTAL CENTER (DC SITE) INSTALL PREFABRICATED STORAGE STRUCTURE 9725 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON 98108 AREA vAP KID \G ADDRESS: 9725 EAST VARG \AL WAY SOT T„<WILA, WASHI \GTO\ PROJECT SITE 1284693 9 -78 9-52 9-35 9 -060 B, LEI \G LOCAT C\ NO SCALE CODE SU v ARY TYPE OF APPLICATION: NEW ❑ ALTERATION ❑ ADDITION TENANT IMPROVEMENT PROJECT DESCRIPTION: PROVIDE FOUNDATION TO INSTALL PREFABRICATED STORAGE STRUCTURE WITH ASSOCIATED UTILITIES AND DOOR ACCESS PLATFORMS. PROVIDE 10 FOOT STATIC GROUND ROD AT "GC" SHED GROUNDING CONNECTION. PROVIDE CONNECTING PLATFORM WITH EXISTING SHED BETWEEN DOUBLE DOOR ACCESS. MODIFY GRADE AND OVERHEAD CANOPY TO COVER PLATFORM. CODES: 2009 INTERNATIONAL BUILDING CODE & WAC 51 -50 2009 INTERNATIONAL MECHANICAL CODE & WAC 51 -52 2009 INTERNATIONAL FIRE CODE & WAC 51 -54 2009 UNIFORM PLUMBING CODE & WAC 51 -56 2009 UNIFORM PLUMBING CODE AMENDMENTS A, B & I & WAC 51 -57 2008 NATIONAL ELECTRIC CODE, AMENDMENTS A, B & C & WAC 296 -46B -010 2009 WASHINGTON STATE ENERGY CODE WAC 51 -11 CURRENT CITY OF TUKWILA ZONING ORDINANCES CONTRACTOR & STATE NUMBER• THE BOEING CO. BOEINC *294ML(OV2011) BOEING PROJECT ENGINEER. BOEING CONTACT: JOHN MURDOCH FAX NUMBER. 253- 657 -0858 E—MAIL. ZONING: PHONE 253- 657 -0868 john.s.murdoch©boeinq.com OCCUPANCY GROUP. GROUP H -3 CONSTRUCTION TYPE. TYPE II —A ALLOWABLE AREA INCREASE. SPRINKLERED & 60' SET —BACK (NO CHANGES) OCCUPANT LOAD: (ALLOWABLE) NO CHANGE FLOOR AREA: (ACTUAL) NO CHANGE (TABLE 10 -A) OFFICES OCC STORAGE OCC LABORATORY OCC CANOPY OCC OTHER OCC BLDG GROSS 300 SF SQ FT TUNNEL SQ FT FIRST FLOOR 300 SF SQ FT 1ST FLR MEZZ SQ FT 2ND FLOOR SQ FT 2ND FLOOR ME77 SQ FT PROJECT AREA 300 SF SQ FT BUILDING HEIGHT: (ACTUAL) 16 FT STORIES. 1 MEZZANINE ❑ (YES) ® (NO) FIRE PROTECTION: SPRINKLERED THROUGHOUT PER NFPA SQ FT 300 SF 13 • (YES) ❑ (NO) SEPARATION EXTERIOR WALL (NON- BEARING) HOUR RATING EXTTERIOR WALL (BEARING) HOUR RATING INTERIOR WALL (NON- BEARING) HOUR RATING INTERIOR WALL (BEARING) HOUR RATING DEMOUNTABLE PARTITIONS HOUR RATING - STRUCTURAL FRAME HOUR RATING FLOOR /CEILINGS HOUR RATING ROOF CONSTRUCTION HOUR RATING SEISMIC DESIGN CATEGORY (SDC) "D" DESIGN LOADS: (CHAPTER 16) ROOF: LIVE (SNOW) N/A N/A N/A N /A (PSF) FLOOR: OFFICE (PSF) MECH /STOR (PSF) STAIRS (PSF) CONCENTRATED. WIND: EXPOSURE 85 MPH, EXPOSURE C SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE A B C EMERGENCY ROOF REPLACEMENT FLAMMABLE STORAGE ADDITION HAZMAT STORAGE ADDITION 100002 -25 13597 -10 GMM MRM SAZAN 12.13.00 12.18.00 BOEING 07.20.12 Q� BOE /NG FILE COPY ft No..O 1) 30'( pi-, r+4ew approval is subject to ors and omissions. 4 :: Huai a� • ,documents does not auth s code O Or *�. Rec ]pt to condoms Ord: 1 AMY A --/db eattitWV 6- P City Of Tukwila BUILDING DIVISION GE \ERAS \TTES CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. VERIFY ALL DIMENSIONS AND CONNECTIONS BEFORE ANY WORK. 2. NOTIFY FACILITY ENGINEERS SHOULD EXISTING CONDITIONS REQUIRE DESIGN REVISIONS. 3. COORDINATE WORK WITH OTHER CRAFTS. 4. RETURN THIS SAME SET TO THE CONSTRUCTION MANAGER AFTER COMPLETION. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2012 City of Tukwila BUILDING DIVISION REGtvV wv CITY OF TUKI.' s_ DEC 0 S 2012 PERMIT CENTER 1 RECEIVED DEO L1 4 101 th j PUBLIC WORN- Ii4COMPLETE LTR #�„L. 2- n/4 ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED DRAWN K. BUN DATE 08.03.00 PROVED BY DEPT. DATE CHECKED M. ABDI ENGINEER M. ABDI 08.03.00 SUBTITLE TITLE SHEET CURRENT REVISION SYMBOL 13597 -10 C DATE 07.20.12 08.03.00 CHECKED APPROVED APPROVED TITLE PERMIT MASTER HAZMAT STORAGE ADDITION BUILDING 09- 060.YRD SHEET GO JOB NO. COMP NO. DEV. CENTER, WA DWG NO. 09- 060 —GO IRAWI \G I \IEX SHEET N0. DRAWING N0. SHEET TITLE REV. N0. DATE GO 09- 060 —GO TITLE SHEET F 07.20.12 * S2A 09- 060 —S2A STRUCTURAL NOTES A 06.28.12 * S501 09- 060 —S501 FOUNDATION PLAN A 06.28.12 * S501 09- 060 —S502 SHED PLATFORM FRAMING PLAN A 06.28.12 * S501 09- 060 —S503 ROOF FRAMING PLAN A 06.28.12 * S501 09- 060 —S504 DECK DETAILS AND SECTIONS A 06.28.12 C566 09- 060 —0566 SITE PLAN A 06.28.12 1E5 09-060-1E5 EMERGENCY AND STANDBY POWER PLAN H 06.28.12 * SPRINKLER DRAWINGS BY FIRE SPRINKLER CONTRACTOR B 06.28.12 ....,___REVISIONS ,a changes shall be made to the scope cf work without prior approval of 1 Tukwila Building Division. VOTE: Revisions will require a new plan sutm i t& -• fPARATEjff) FOR Crtleceled iunibing Gies Piping City of Tukwila BUILDING DIVISION *SUBMITTED FOR PERMIT GE \ERAS \TTES CONSTRUCTION SET OF DOCUMENTS, REVIEWED AND STAMPED BY CITY OF TUKWILA MUST BE ON SITE DURING CONSTRUCTION. DO NOT PROCEED WITH CONSTRUCTION WITHOUT ABOVE MENTIONED SET OF DOCUMENTS. 1. VERIFY ALL DIMENSIONS AND CONNECTIONS BEFORE ANY WORK. 2. NOTIFY FACILITY ENGINEERS SHOULD EXISTING CONDITIONS REQUIRE DESIGN REVISIONS. 3. COORDINATE WORK WITH OTHER CRAFTS. 4. RETURN THIS SAME SET TO THE CONSTRUCTION MANAGER AFTER COMPLETION. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2012 City of Tukwila BUILDING DIVISION REGtvV wv CITY OF TUKI.' s_ DEC 0 S 2012 PERMIT CENTER 1 RECEIVED DEO L1 4 101 th j PUBLIC WORN- Ii4COMPLETE LTR #�„L. 2- n/4 ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED DRAWN K. BUN DATE 08.03.00 PROVED BY DEPT. DATE CHECKED M. ABDI ENGINEER M. ABDI 08.03.00 SUBTITLE TITLE SHEET CURRENT REVISION SYMBOL 13597 -10 C DATE 07.20.12 08.03.00 CHECKED APPROVED APPROVED TITLE PERMIT MASTER HAZMAT STORAGE ADDITION BUILDING 09- 060.YRD SHEET GO JOB NO. COMP NO. DEV. CENTER, WA DWG NO. 09- 060 —GO STRUCTURAL NOTES 007200 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. DO NOT SCALE DRAWINGS. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Construction modifications shall not be made without written approval of the Engineer. Provide vertical support and lateral bracing for electrical and mechanical equipment, vents, ducts, and piping per the applicable code requirements. 007253 DESIGN -BUILD REQUIREMENTS Where building systems or components are specified as design - build, the Contractor shall have sole responsibility to design the system or components in conformance with applicable codes and integrate the systems or components into the work as shown or specified. The Owner and /or Engineer will review design -build systems or components for adherence to the intent of the drawings and /or specifications and coordination with other building components. Review of drawings and /or other documentation by the Owner and /or Engineer and "approval" of design concepts or specific features does not relieve the Contractor of design responsibility. The Contractor shall construct /install the systems or components in conformance with the drawings and /or other documentation and applicable codes. Proper functioning and performance of the systems or components is the sole responsibility of the Contractor. DIVISION 01 - GENERAL REQUIREMENTS 012513 PRODUCT SUBSTITUTION PROCEDURES Proposed substitutions for the specified products and materials must be submitted to the Owner and Engineer for review prior to fabrication or construction. Provide complete documentation that shows equivalency with the specified product or material. Substitutions indicated or implied on shop drawings or product data submittals will not be considered. Substitutions are strictly subject to the approval of the Owner and Engineer. If approved, the Contractor shall bear the cost of any redesign required by the altemate product or material. 013113 PROJECT COORDINATION The Contractor is responsible for coordinating the work of all trades and shall check all dimensions. The Contractor shall ensure that subcontractors and fabricators receive all applicable design information including geotechnical reports, drawings, notes, and specifications. Any discrepancies shall be called to the attention of the Engineer and be resolved before proceeding with the work. Architectural, mechanical, plumbing, and electrical drawings shall be used to define detail configurations including, but not limited to: relative location at members, elevations, size and location of floor and wall openings, floor recesses, accessible facilities, ducts, pipes and pipe sleeves, electrical conduit, and other items to be embedded in concrete or otherwise incorporated in the structural work. 013300 SUBMITTAL PROCEDURES Shop drawings, erection drawings, design -build drawings, product data, and supporting calculations shall be submitted to the Engineer for review as noted below. Submit one set of prints and one set of reproducible drawings, or four sets of prints maximum, to the Engineer prior to fabrication or construction. Allow 5 business days for review. All submittals shall include the name, address, and phone number of the manufacturer, fabricator, supplier, and the design engineer, as applicable. The Contractor shall review and approve all submittals before release to the Engineer. Reference plans and details as applicable. Deviations from design drawings shall be clearly marked as such. Send one record set of the revised submittal where corrections are noted but resubmittal is not required. If the fabricator's drawings are the sole design, differ in design, or add to the design of the structural drawings, they shall be stamped by a Civil Engineer registered in the State of Washington responsible for said design. Calculations submitted are for information only and will not be stamped or returned except at the option of the Engineer. Structural submittals include, but are not limited to, the following: Concrete Mix Designs (if applicable) Concrete Reinforcing Steel Metal roof deck Structural and Miscellaneous Steel All finishes shall be approved by the Owner. See other sections for specific submittal requirements. Mechanical, electrical, plumbing, and fire sprinkler drawings showing location, size, weight, and connections shall be submitted to the Engineer prior to the submittal of drawings supporting these items or construction of structural assemblies so that member sizes may be verified and changed if necessary. DEFERRED SUBMITTALS The following shop drawings, erection drawings, design -build drawings, product data, and supporting calculations shall be submitted to the Building Official on a deferred basis per IBC Section 107.3.4.2: Structural & miscellaneous steel Metal roof deck • All attachments to mechanical & electrical components to the structures and supported by the structure as per IBC • section 1613.1 & ASCE 7 -05 section 13.2. (Submit design drawing & design calculations for all attachments of mechanical equipment to the structure to the building official for review and approval prior to the equipment installation. The design drawings and calculations shall be stamped by a structural engineer registered in the state of Washington responsible for said design.) * Submit certificate of compliance for open -web steel joists by steel joist manufacturer to the building official. 013316 DESIGN DATA Existing Roof Dead loads DL for existing roof beam Roof snow load 12 PSF 25 PSF New Canopy Dead loads DL for steel beams Roof snow load 12 PSF 25 PSF WIND: The wind loads are determined in accordance with 2009 IBC Section 1609 and Section 6 of ASCE7. Basic Wind Speed, V: 85 mph Exposure Category: C Wind Importance Factor (Iw): 1.15 Kz 0.7 Kzt 1.00 Kd 0.85 Velocity Pressure, q = 0.00256 Kz Kzt Kd Iw V2 SEISMIC: Seismic Zone: Seismic Use Group: Ground Motion: Short Period Response, Ss: 1- second Period Response, Si: Site Classification Type: D IV 1.114 0.416 D Design Spectral Acceleration: SDS = SMS * 2/3 SD1 = SM1 * 2/3 Seismic Design Category: Response Modification Factor For New Canopy (R): Fp = 0.4 Ap Sips Lp (1 +2 z /h) Wp = Fp = 1.6 SDs Wp = Fp= 0.3SD5LpWP= Seismic Base Shear, Fp = 0.783 0.439 D 1.25 (ASCE 1.0 1.0 2.5 0.5638 Wp 1.8792 Wp 0.3524 V4 0.5638 * Wp for new shed & canopy Site Coefficient: Fa: 1.05 Fv: 1.58 Maximum Considered Earthquake Acceleration: SMS =FA *S5 1 .1 75 SM1 =Fv *S1 0.659 In = Importance factor 1.5 Table 12.2 -1 Item G2 steel ordinary cantilever column system.) FOUNDATION: Allowable Soil Bearing Capacity (DL +LL): Lateral Soil Bearing Pressure Soil Passive Pressure: Soil Coefficient Of Friction: Soil Weight: 1,500 PSF 100 PSF /FT 250 PCF 0.35 110 PCF Allowable deflections and drift, unless noted otherwise in these notes, specifications, or drawings: Roof framing deflection: Live load: L/360 Total Load: L/240 Floor framing deflection under live load: L/360 Horizontal deflection (drift), any load case: L /200 Minimum roof slope, unless noted otherwise: Ya" per foot 014113 CODES International Building Code (IBC) 2009 Edition Washington State Building Code Washington Administrative Code (WAC) Chapter 51 -30) 014533 CODE- REQUIRED SPECIAL INSPECTIONS AND PROCEDURES All special inspection and testing shall comply with IBC Sections 1703.6, 1704, 1708, other applicable building code sections and are in addition to the inspections made by the Building Official per IBC Section 110. Special inspections are required for the following work: Concrete: Placement of reinforcing steel, concrete placement and taking of concrete cylinders, where inspection required by Section 033000 Placement of anchor bolts, where noted on plans Installation of adhesive anchors and dowels Field Welding: Structural and miscellaneous steel is DIVISION 3 - CONCRETE 031500 CONCRETE ACCESSORIES ANCHOR BOLTS Materials, fabrication and erection shall conform to IBC Chapter 22, Section 2204, and the AISC 360-05 Specification for Structural Steel Buildings. Galvanize threaded parts, bolts, nuts, and washers exposed to weather unless noted otherwise per ASTM A 153. Material specifications, unless noted otherwise: Anchor Bolts: Threaded rod: Nuts: Washers: ASTM A 307, Grade A ASTM A 36 ASTM A 563 ASTM F 436 Substitution of other materials requires approval of the Engineer. See Section 012513. Provide anchor bolt configuration as shown including diameter, spacing, projection, embedment, and end configuration. Substitution of another type of anchor requires approval of the Engineer. See Section 012513. Install 96 "0 x 10" long anchor bolts at 4' -0 "oc and 6" to 12" from each end at wood sill plates unless noted otherwise. Anchor bolts for holdowns shall be Simpson SSTB per drawings unless noted otherwise. Install anchors per ICBO Report 4935 and the manufacturer's recommended procedure. Deepen footing as required to maintain 3 inches clear under the anchors. WEDGE ANCHORS Wedge anchors in concrete shall be one of the following: ICC ES Report ESR -1917 Hilti Kwik Bolt TZ Wedge Anchors Substitution of another product requires approval of the Engineer. See Section 012513. Install anchors per the ICBO Report and the manufacturer's instructions. Special inspection is required during installation WHERE NOTED ON THE DETAILS. Do not cut or damage existing reinforcing to install anchors. ADHESIVE ANCHORS Adhesive anchors shall be one of the following: ICC ES Report Hilti HIT RE 500 SD Epoxy Adhesive Anchors ESR -2322 Simpson SET XP with A 307 threaded rod ESR -2508 Substitution of another product requires approval of the Engineer. See Section 012513. Install anchors per the ICBO Report and the manufacturer's instructions. Special inspection is required during installation. See Section 014533. Do not cut or damage existing reinforcing to install anchors. 032100 REINFORCING STEEL Concrete reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60 (or A 615M, Grade 420), made from new billets. Reinforcing to be welded shall be Grade 60 (Grade 420) with a Carbon Equivalent (CE) of 0.55 or less, or ASTM A 706 (or A 706M). Epoxy- coated reinforcing, where specified, shall conform to ASTM A 775 (or A 775M). Bars conforming to the metric specifications and grades shown above in the metric sizes shown below may be substituted for the bars shown on the drawings. Bar spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the same. Fabrication and placement of reinforcing in concrete shall conform to IBC section 1907. Lap all reinforcing bars at all splices, corners, and intersecting walls per table below, unless noted otherwise: Concrete Strength (PSI) 2,000 3,000 4,000 5,000 6,000 TI Other ToR Other ToR Other Top Other Top Other #3 ( #10) 27 21 22 17 19 15 17 13 15 12 #4 ( #13) 35 27 29 22 25 19 22 17 20 16 Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths, in inches, are based on normal weight concrete and a minimum 2 db spacing and 1 db cover, per ACI 318 -05. The sizes shown ( #xx) are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: Concrete exposed to earth or weather: Other conditions, UNO: 3 inches 2 inches 1Y2 inches Reinforcing steel welding be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and 1903.5.2 (AWS Welding Code D1.4 -92 with modifications). Use E80XX electrodes for A 706 bars and E90XX electrodes for A 615 bars unless noted otherwise. Field welds shall have special inspection per IBC section 1704. Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. Submit shop drawings to the Engineer for review before fabrication. See Section 013300. ADHESIVE REINFORCING DOWELS Adhesive reinforcing dowels shall be one of the following: Hilti HIT -RE 500 SD Hilti HIT -HY 150 Max SD ICC ES Report ESR -2322 ESR -3013 Substitution of another product requires approval of the Engineer. See Section 012513. Install dowels per the ICC -ES Report and the manufacturer's instructions. Special inspection is required during installation. See Section 014533. Do not cut or damage existing reinforcing to install anchors. 033000 CAST -IN -PLACE CONCRETE Cast -in -place normal- weight concrete materials, mixing, placing, and testing shall conform to IBC Chapter 19. Material specifications, unless noted otherwise: Minimum 28 day compressive strength: All Concrete: 3000 PSI Footings: 3000 PSI Slab on Grade /Slab Edges: 3000 PSI Maximum water - cement ratio, by weight: Specified strength Non - air - entrained 3000 PSI .58 Air- entrained .46 Use Type 1 cement unless noted otherwise. Use Type I -A cement where air entrainment is required. Slump shall be 4 inches plus or minus 1 inch. Water- reducing admixtures conforming to ASTM C 494 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. An air- entraining agent conforming to ASTM C 260 shall be used in all concrete mixes for slabs and other flatwork to be exposed to weather. The amount of entrained air shall be 5% plus or minus 1% by volume. One percent maximum calcium chloride or other water - soluble chloride ion admixtures conforming to ASTM D 98 may be used in concrete not exposed to the weather or in unreinforced concrete. Other types of accelerating admixtures may also be used. All admixtures shall conform to ASTM C 494 Type C or E. Substitution of other materials requires approval of the Engineer. See Section 012513. Submit mix designs to the Engineer for review. See Section 013300. Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strength not exceeding 2500 PSI and nonstructural slabs on grade. For each class of concrete where testing is required, the special inspector shall take not less than one set of three cylinders for each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, or not less than one set for each 5,000 square feet of surface area for slabs or walls. During periods of cold weather, batching, placing, and curing of concrete shall conform to ACI 306R. Do not place concrete on frozen subgrade or in contact with forms, reinforcing, or embeds that are less than 35F. During periods of hot weather, botching, placing, and curing of concrete shall conform to ACI 305R. Anchor bolts, dowels, and other embedded items shall be securely tied in position prior to concrete placement. Do not add water at site. Max drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. Exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. Concrete shall be maintained in a moist condition for a minimum of five days after placement or sealed with a curing compound applied in two coats at right angles. Follow manufacturer's application instructions and do not exceed recommended coverage. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed aluminum conduits and sleeves in concrete. DIVISION 5 - METALS 051200 STRUCTURAL STEEL FRAMING Structural steel materials, fabrication and erection shall conform to IBC Section 2203, and the AISC 360 -05 Specification for Structural Steel Buildings. Paint all structural steel exposed to weather unless noted otherwise on drawings. Material specifications, unless noted otherwise: Structural shapes: Bars, angles, plates, S -, C- and MC- Shapes: Structural tubing /HSS: Bolts: Nuts: Flat /beveled washers: ASTM A 992 ASTM A 36 ASTM A 500, Grade B ASTM A 307, Grade A ASTM A 563 ASTM F 436 Substitution of other materials requires approval of the Engineer. See Section 012513. Contractor shall submit shop drawings to the Engineer and Building Official for review prior to fabrication. See Section 013300. Galvanizing of structural shapes and fabricated parts shall conform to ASTM A 123. Galvanizing of threaded parts, bolts, nuts, and washers shall conform to ASTM A 153. Welding shall be performed by WABO certified welders and sholl conform to AWS D1.1 and AISC specifications. E70T -4 weld material is not permitted. Minimum fillet weld size shall be %6" unless noted otherwise. Field welds shall have special inspection per IBC section 1704. Reinforcing steel welding be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and 1903.5.2 (AWS Welding Code D1.4 -92 with modifications) 1704.3.1.3 (AWS D1.4 and ACI 318). Use E80XX electrodes for A 706 bars and E90XX electrodes for A 615 bars unless noted otherwise. Field welds shall have special inspection per IBC section 1704. 053123 STEEL ROOF DECKING Steel roof deck and accessories shall be formed from steel sheets conforming to ASTM A 568 Grade 33 or better, unless otherwise noted on drawings. The deck shall be galvanized coated in accordance with ASTM A 653 Class G -60 and A 755, light commercial. See drawings for type and gauge of deck. Steel roof deck shall be manufactured by one of the following: ICC ES Report BH? Steel Building Products, Inc. ESR -1414 Verco Manufacturing Company ESR -1735 Vul.raft ER -3415 Substitution of another product requires approval of the Engineer. See Section 012513. M metal deck gauges shown on drawings assume a continuous deck spanning over three supports unless noted otherwise. The Contractor shall provide a heavier gauge deck where this support condition is not attained. Verify with the Engineer prior to installation. M steel deck shall conform to a current CC-ES Evaluation Report. The Contractor shall submit shop drawings and calculations to the Engineer for review prior to fabrication sealed by a Civil Engineer licensed in the State of Washington who is responsible for the design. See Section 013300. Design deck fasteners for shear values indicated on drawings in accordance with the manufacturer's instructions. Welding shall be performed by WABO certified welders and shall conform to AWS D1.3. Feld welds shall have special inspection per IBC section 1704. Steel roof units shall be fastened to the steel framework at all supports by " diameter puddle welds spaced not more than 12 "oc. Side laps shall be seam welded not more than 3' -0 "oc with a minimum of two welds per span. The use of screws or button punches is not permitted. DIVISION 31 - EARTHWORK 312300 EXCAVATION AND FILL All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Footings shall not be located over subsurface utility lines, tanks, large organic deposits, or other obstructions. If footing excavations reveal subsurface objects, the area shall be over excavated, the objects shall be removed, and the excavation backfilled as noted below. See soil report and civil drawings for subgrade requirements under footings and slabs. Foundation excavations shall be examined and approved by the Engineer or a testing laboratory approved by the Owner, and the Building Official prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and /or imported borrow and shall be free of organic matter, trash, lumber, or other debris. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 90% REVIEW J# 12846937 JBR REI 06.21.12 A HAZMAT TRAILER DESIGN YARD AREA J #12846937 JBR REI 06.28.12 g,L___AirzrAErArAw' 12846937 ISSUE FOR CONSTRUCTION 06.28.12 Rupegt Engthesulling, [Inc. CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Auburn, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 TABLE 1704.4 REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION 1a. Inspection of reinforcing steel, including pre- stressing tendons and placement. X ACI 318:3.5, 7.1 -7.7 1913.4 1 b. Inspection of concrete placement. ACI 318:3.5, 7.1 -7.7 1913.4 2. Inspection of reinforcing steel welding in accordance with Table 1704.3, Item 5b. AWS D1.4 ACI 318: 3.5.2 3. Inspection of bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used. X ACI 318: 8.1.3, 21.2.8 1911.5, 1912.1 4. Inspection of anchors installed in hardened concrete. X ACI 318: 3.5.6, 8.1.3, 21.2.8 1912.1 5. Verifying use of required design mix. X ACI 318: 3.8.6, 8.1.3, 21.2.8 1904.2.2, 1913.2, 1913.3 6. At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests and determine the temperature of the concrete. X ASTM C 172 ASTM C 31 ACI 318: 5.6, 5.8 1913.10 7. Inspection of concrete and shotcrete placement for proper application techniques. X ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8 8. Inspection for maintenance of specified curing temperature and techniques. ACI 318: 5.11 -5.13 1913.9 9. Inspect formwork for shape, location and dimensions of concrete member being formed. ACI 318: 6.1.1 a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance. TABLE 1704.7 REQUIRED VERIFICATION AND INSPECTION OF SOILS 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. X 2. Verify excavations are extended to proper depth and have reached proper material. X 3. Perform classificction and testing of compacted fill materials. X 4. Verify use of proper materials, densities and lift thicknesses during placement and compaction of compacted fill. X 5. Prior to placement of compacted fill, observe subgrade and verify that site has been prepared properly. X Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be certified by the Washington Association of Building Officials (WABO) and approved by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications and furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor, Engineer, and the Building Official. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1703.6 are required unless fabricator is approved per Section 1704.2. TABLE 1704.3 REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance. ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K.TERRELL CHECKED T.LEE ENGINEER J.RUPERT DATE 06.21.12 06.21.12 06.21.12 SUBTITLE STRUCTURAL NOTES CURRENT REVISION 12846937 SYMBOL ^ DATE 06.28.12 CHECKED APPROVED APPROVED TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09 -YRD DEV. CENTER, WA SHEET S2a JOB NO. 12846937 COMP NO. DWG NO. 09- YRD -S2a .. .. a ...., <VEI7IFlCAli�}N �G ' INSPECTION ... = _. .....:: . LATIN : Ct� U U� .. ': :.: .. =: ERIObI C /!� (/�� :;...EFERENC. -. . , .;. . r =1 ;;NEFERENCE 1. Material verificati-r, of high- strength bolts, nuts and washers: a. Identification mar angs to conform to ASTM standards specified in the approved construction documents. - X AISC 360, Section A3.3 and applicable ASTM material standards - b. Manufacturer's certification of compliance required - X - - 2. Inspection of high- strength bolting: a. Snug -tight joints. - X AISC 360, Section M2.5 1704.3.3 b. Pretensioned and slip- critical joints using turn -of -nut with matchmarking, twist -off bolt or direct tension indicator methods of installation. - X c. Pretensioned and slip - critical joints using turn -of -nut without match - marking or calibrated wrench methods of installation. X - 3. Material verification of structural steel and cold- formed steel deck: a. For structural steel, identification markings to conform to AISC 360. _ X AISC 360, Section M5.5 _ b. For other steel, identification markings to conform to ASTM standards specified in the approved construction documents. - X Applicable ASTM material standards c. Manufacturer's certified test reports. - X - - 4. Material verification of weld filler materials: a. Identification markings to conform to AWS specification in the approved construction documents - X AISC 360 Section A3.5 and applicable AWS A5 documents - c. Manufacturers certified test reports. - X - - 5. Inspection of welding: a. Structural steel and cold- formed steel deck: 1.) Complete & partial joint penetration groove welds X - AWS D1.1 1704.3.1 2.) Multi -pass fillet welds X - 3.) Single -pass fillet welds > %6" X - 4.) Plug and slot welds X - 5.) Single -pass fillet welds > X16" - X 6.) Floor and roof deck welds - X AWS D1.3 - b. Reinforcing steel: 1.) Verification of weidability of reinforcing steel other than ASTM A706. REVIEWED iDE COMPLIANCE FOR AWS D1.4 ACI 318: Section 3.5.2 _ F2Cl,ttvt;.i CITY OF TUKt'MI . A. DEC S 2012 2.) Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames and boundary elements of special structural walls of concrete and shear reinforcement. APPROVED �E� j r Z��2 _ 3.) Shear reinforcement. - City Of i`ukW118 - 4.) Other reinforcing steel. BUILDING DIVISION ` 6. Inspection of steel frame joint details for compliance with ap rovea construction documentsT PERMIT CENTEP. a. Details such as bracing and stiffening. - X b. Member locations. - X - 1704.3.2 c. Application of joint details at each connection. - f \ a. Where applicable, see also Section 1707.1, Special inspection for seismic resistance. ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K.TERRELL CHECKED T.LEE ENGINEER J.RUPERT DATE 06.21.12 06.21.12 06.21.12 SUBTITLE STRUCTURAL NOTES CURRENT REVISION 12846937 SYMBOL ^ DATE 06.28.12 CHECKED APPROVED APPROVED TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09 -YRD DEV. CENTER, WA SHEET S2a JOB NO. 12846937 COMP NO. DWG NO. 09- YRD -S2a �x\ EXG STORAGE SHED n EXG 0 NEW 24" WIDE x 12 "dp x 11' -6" LONG CONC FTG SEE GENERAL NOTE #1 EXG HSS4x4 COL B- CRADE NEW STORAGE SHED e 4. I 1' -9" VERI EXG HSS4x4 COL SEE STAIR. PLATFORM FRAMING PLAN ON SHEET S502 FOR PLAN LAYOUT & ; CONSTRUCTION DETAILS / RELOCATED STORAGE SHED 1 EXG PLATFORM NEW PLATFORM 1 SEE DWG S502 NEW PLATFORM/ / SEE DWG S502 / / / 1 EXG HSS4x4 COL SYM A B BUILDING 9 -60 x \k. 3.-0* VER/ y � -x `x\ x \_ EXG OVERHEAD CANOPY ABOVE \--EXG ASPHALT —\ REVISION x x +/ / 5 504 NEW COMBINED FTG 5'- 9 "x4' -6 "x18 "dp / SEE DTL 7/S504 NEW OVERHEAD CANOPY ABOVE ATCH , BASIN TO REMAIN EXG BOLLARD TO BE RELOCATED x x BUILDING 9 -61 BY APPROVED DATE SYM REVISION BY APPROVED DATE 90% REVIEW J #12846937 JBR REI 06.21.12 HAZMAT TRAILER DESIGN YARD AREA J #12846937 JBR REI 06.28.12 PER BOEING REQUEST J #12846937 JBR REI 11.02.12 FOU \ DATIO\ PLA\ SCALE: 1 /4 " =1' -0" Q� BOE /NG° ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K.TERRELL CHECKED T.LEE ENGINEER J.RUPERT CHECKED APPROVED APPROVED x DATE 06.21.12 06.21.12 06.21.12 x x CATCH BASIN SUBTITLE FOUNDATION PLAN GE \ERAL \ RTES 1. NEW 24" WIDE x 13' -6" LONG x 24 "dp CONCRETE SLAB FOOTING WITH (3) #4 CONT TOP & BOTTOM WITH TIES #4 0 AT 12 "oc, TYPICAL. SEE DETAIL 11/S504. 2. NEW STORAGE SHED 378.75" LONG x 133.87" WIDE x 116" HIGH (MODEL 3212 —FSC BY SAFETY STORAGE INC.) INSTALL NEW STORAGE SHED AS PER MANUFACTURER'S SPECIFICATIONS. INSTALL HILTI HIT RE -500 SD EPDXY ADHESIVE ANCHORS AT EACH CORNER OF NEW STORAGE SHED. SEE DETAIL 11/S504 & 12/S504. CO \STRUCTIO\ \OTES 3021 R�t;�lvtil CITY OF TUKi'�!..a DEC 0 3 2012 PERMIT CENTER REMOVE EXISTING PROTECTION BOLLARD AND BASE FASTENERS. REMOVE EXISTING SURFACE DRAIN PIPE AND INSTALL SPLASH BLOCKING AT BASE OF DOWNSPOUT. MODIFY EXISTING FENCE FOR NEW DOUBLE GATES PER BOEING'S SPECIFICATIONS CONTRACTOR SHALL COORDINATE WITH BOEING FOR GATE TYPE, DIMENSIONS, ETC PRIOR TO THE CONSTRUCTION. RELOCATE EXISTING PROTECTION BOLLARD AS SHOWN ON PLAN. BASE FASTENERS TO MATCH EXISTING IN SIZE & TYPE. REMOVE EXISTING EPDXY ANCHORS AND RELOCATE EXISTING STORAGE SHED AS SHOWN ON PLAN. RE —LEVEL SHED, SHIM AS REQUIRED AND INSTALL NEW EXPANSION ANCHORS AT EACH SHED CORNER AFTER RELOCATION. SEE DETAIL 11/S504 & 12/S504. PROTECT AND COVER EXISTING CATCH BASIN WITH FABRIC SHEET OR EQUIVALENT DURING THE CONSTRUCTION. EXISTING PLASTIC CURB TO REMAIN. CUT & REMOVE 3' -0" FROM THE C INSTALL NEW STAIR AS PER GENERAL NOTE #3 PER DRAWING S502. TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09 -YRD YARD REVIEWED FOR CODE g CE APPROVED DEC 1 7 2012 City of Tukwila BUILDING DIVISION 12846937 ISSUE FOR CONSTRUCTION 06.28.12 lau [pogt EngtheoPD 9 [Inc. CONSULTING ENGINEERS /CIVIL AND 1519 West Valley Highway North, Suite 101 Aubum, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 CURRENT REVISION 12846937 SHEET STRUCTURAL SYMBOL DATE 11.02.12 S501 JOB NO. 12846937 COMP NO. DEV. CENTER. WA DWG NO. 09- YRD -S501 TAE9937: 05/25/12 SYM EXG STORAGE SHED 1'4 1 1' -6 EXG OVERHEAD CANOPY 3' -0" 4' -3" NEW STAIR SEE GENERAL NOTE #3 5502 ,550 50 S5O S✓ EXG STL GRATING IC EXG 3 S502 S504 N 0$ 0° Ali inai FY NEW STORAGE SHED 6' -0" S502 S504 1 4' -6/ 0 MW MM AMIMIMMW ISOM MEM 1110.111 MOO sum woo ammo wow pennal■Pos Imam wove 3" VERIFY NEW COL FTG 24 "0 x 5' —O "dp AAi Ar iitto Army ARAM AI .0" ANNINiv t +nw a "a"®mva 0114M■ .MW MAIAN MAMMA or 5 fel MR MIP1,11111WMISIIM MOM BIM MEM STL GRAT NG SEI GENERAL NOTE# EMMY EON. OIFOIS 495,1761.1111011. Enna 19101513111.14■11•1110.: SMYS.A.111:616111■111.111116110•10311■MOIN •..011711111 OM= NINO Per- PLATFORM EDGE SEE GENERAL NOTE # =WIN MI AMON WOW %WPM NUMMI nor. 1 cp , I\ NEW STAIR SEE GENERAL NOTE #3 EMMENOMEMONEMENO I MI :_ "try S502 S 1 4 S502 S504 4' -6" 3' -0" 3' -0" EXG OVERHEAD CANOPY % SHED PLATFOR 6'-0" GATE 16' -4 3/4" 10 S502 S504 NEW COMBINED FTG 5'- 9 "x4' -6 "x18 "dp W/ #4 © 12 "oc EA WAY TYP 0 TOP & BOT SEE DTL 7/S504 NEW OVERHEAD CANOPY SEE ROOF FRAMING PLAN NEW GATE IN GUARDRAIL TO MATCH EXG GATE SEE DTL 13/5504 /% /I /0 ld 0 0:e�- � sI ®. = REM MEM MIMINt OM pp!' ..I 11 FANIMMINIE ifM��trM /lil�� 5502 550 rallirallial MIIMMIIIIIM PLATFORM EDGE SEE GENERAL NOTE #4 STL GRATING SEE GENERAL NOTE #1 S502 S502 3' -0" STAIR 1, "0 HANDRAIL TO MATCH TYP @ HANDRAILS 1/8 TYP @ HANDRAILS 5' -0" INSIDE FRAME 5' —O" (FIELD VERIFY) L2x2xY4 TYP ® 1y4 "xxb" STL C8x13.75 TYP PLATFORM PERIMETER GRATING PLATFORM PERIMETER L2x2xY4 TYP ® 1Y4 ")06" STL C8x13.75 TYP PLATFORM PERIMETER GRATING % PLATFORM PERIMETER 1Y2 "x1 "x1/" FRAMING TO MATCH EXG 1Y2 "x1Y2 "xY" FRAMING TO MATCH EXG TYP @ L's i \ � i \ � i \ � i \ � i \ � i \ � i \ � i \ � i \ � /X/, SECTION © STAIR PLATFORN \ a a . a 4 (\\A\ SECTIO\ © STAIR PLATFOR REVISION BY APPROVED DATE SYM REVISION S501 5502 BY APPROVED SCALE: 1"=1'-0" DATE 90% REVIEW J #12846937 JBR REI 06.21.12 A HAZMAT TRAILER DESIGN YARD AREA J #12846937 JBR REI 06.28.12 B PER BOEING REQUEST J #12846937 JBR REI 11.02.12 S501 5502 n 0 pirISPEZAW ° 1'l03 ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K. TERRELL CHECKED T. LEE ENGINEER J. RUPERT DATE 06.14.12 06.21.12 SUBTITLE LEGEND: AREA OF WORK FOR NEW STORAGE SHED PLATFORM. NEW PLATFORM TO MATCH EXISTING IN TYPE AND ELEVATION. GENERAL NOTES: 1. NEW STEEL GRATING: USE 1Y "dp x )i" BEARING BARS SPACED AT 1 "oc WITH SPACER BAR AT 4 "oc TO MATCH EXISTING PLATFORM GRATING. THE STEEL GRATING SHALL BE SECURELY TIED TO THE SUPPORTING FRAME WITH FASTENERS PER THE GRATING SUPPLIER'S SPECIFICATIONS. DESIGN LIVE LOAD ON GRATING = 160 psf. 2. NEW STEEL SUPPORTING FRAME: L1Y "x1Y2 "0/4" SEE DETAIL 2/S504 3. STEEL STAR: STAIR STRINGER C8x13.7 WITH TREAD GRATES L2 "x2 "xY4 "x6" TYPE B STANDARD TREAD WITH CHECKERED PLATE NOSING (McNichols) OR EQUIVALENT TREAD PRODUCT TO MATCH EXISTING. 4. PLATFORM EDGE: USE C8x13.75 AT PLATFORM PERIMETER. USE 1Y2 "0 HANDRAIL TO MATCH EXISTING IN TYPE AND DIMENSION AT PLATFORM PERIMETER. CONSTRUCTION NOTES: EXISTING STEEL HANDRAIL TO REMAIN. CUT & REMOVE EXISTING STEEL GUARDRAIL FOR THE ACCESS TO NEW SHED PLATFORM. CUT Sc REMOVE TOP PORTION OF EXISTING STEEL CHANNEL C8x13.7 FOR NEW PLATFORM GRATING. SEE DETAIL 6/S504. INSTALL NEW STEEL SUPPORTING FRAME PER DETAIL 2/S504. EXISTING GATE POST TO REMAIN. WELD NEW GUARDRAIL TO EXISTING GATE POST. CUT DOWN & REMOVE TOP FLANGE OF C8x13.75 BETWEEN THE S. INSTALL NEW STAIR AS PER GENERAL NOTE #3. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 17 2012 City of Tukwila BUILDING DIVISION 12846937 ISSUE FOR CONSTRUCTION 06.28.12 CITY L T 1OMI. A G (LDP©Pfa C nelnecoP8ng9 [Inca ULUU 0 :5 2012 PERMIT CENTER SHED PLATFORM FRAMING PLAN 06.21.12 CHECKED APPROVED APPROVED TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09 -YRD YARD DEV. CENTER, WA CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highwoy North, Suite 101 Aubum, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 CURRENT REVISION SYMBOL 12846937 S502 SHEET DATE N 11.02.12 JOB NO. DWG NO. COMP NO. 12846937 09- YRD -S502 TAE9937: 05/25/12 1 ROOF FRANI SCALE: 1/2 " =1 -0" SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 90% REVIEW J #12846937 JBR REI 06.21.12 A HAZMAT TRAILER DESIGN YARD AREA J #12846937 JBR REI 06.28.12 � � BOE /NG° o t/ LEGEND: AREA OF WORK FOR NEW CANOPY. NEW CANOPY TO MATCH EXISTING IN TYPE AND SLOPE. GENERAL NOTES: 1. 1Y2 "dp x 20 GA TYPE B (Vulcraft OR EQUIVALENT DECK PRODUCT) ROOF DECK. PROVIDE (5) th" o PUDDLE WELDS PER SHEET, EACH SUPPORT WO PUDDLE WELDS AT 12 "oc AT EACH PARALLEL SUPPORT. SIDELAP TOP SEAM WELD (TSW) AT 12 "oc. MATCH DIRECTION OF NEW ROOF DECK FLUTES TO THE EXISTING ROOF DECK FLUTE DIRECTION. CONSTRUCTION NOTES: ADD METAL GUTTER AT NEW CANOPY TO MATCH EXISTING IN TYPE. CONNECT GUTTER TO EXISTING DOWNSPOUT. REMOVE EXISTING FASCIA ONLY WHERE NEW CANOPY OCCURS. REPAIR METAL FASCIA AFTER NEW CANOPY INSTALLATION. PROVIDE 12" WIDE x 20 GA CONTINUOUS METAL FLASHING CENTERED AT THE JUNCTION OF EXISTING /NEW ROOF DECKS WITH SIDELAP TOP SEAM WELD (TSW) AT 10 "oc. PROVIDE METAL FASCIA TO MATCH EXISTING IN TYPE Sc COLOR. RbUbiv GU CITY OF TUVnI_ A DEC 0 2012 PERMIT CENTER ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K. TERRELL CHECKED T. LEE ENGINEER J. RUPERT CHECKED DATE 06.14.12 06.21.12 06.21.12 SUBTITLE ROOF FRAMING PLAN REVIEWED FOR QODE COMPLIANCE CE APPROVED DEC 17 2012 CityNG DIVISION SI CIV • 12846937 ISSUE FOR CONSTRUCTION 06.28.12 LRIMlp c Q It EngMnGeQiD J9 D� ©o CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Auburn, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 CURRENT REVISION 12846937 SYMBOL DATE 06.28.12 APPROVED APPROVED TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09 -YRD YARD DEV. CENTER, WA SHEET S503 JOB NO. DWG NO. COMP NO. 12846937 09- YRD -S503 TAE9937: 05/25/12 EXG W8x10 CANOPY FRAME ALALAILA EXG CANOPY DECKING A A a AL A * EXISTING CANOPY STRUCTURE NEW CANOPY EXTENSION NEW CANOPY DECKING & SLOPE TO MATCH EXG AL A1 11AL 111∎ ∎ ∎ ALAAL∎ AAAAA W8x10 CANOPY FRAME PER PLAN A A A A* A AL 1 EXG 4x4 POST EXG 4x4 POST\ EXISTING PLATFORM STRUCTU RE EXG 4x4 POST NEW PLATFORM EXTENSION is 4 b \ \\� /\\ /\\ /\\ \\ /\\ /\ / \\ \\ /\\ / \/\ /\\ /\\ / \\ \\ /\\ \\ /\/\\ �/\ \� /\ /\ /\ /\ /\ / / \\ /\ /\ /\\/ \ \\ /\ /\/ \\/\\/\\ /\ \ \/\ /\ � /\ /`\ /\ \\� /\ /\ /.\ /\\ / \\ // 4 1Y2 "0 HANDRAIL TO MATCH EXG EXG 4x4 POST EXG GUARDRAIL POST TO REMAIN C8x13.75 TYP PLATFORM PERIMETER 1Y "x1Y2 "x34" FRAMING TO MATCH EXG DOUBLE GATE SEE DTL 13/S504 3' -0" GATE 3' -0" GATE 4" HIGH f 0 GATE CUT & REMO 0 MATCH E 1 4■ NEW ROOF BM W8 PER PLAN NEW 4x4x33 6 POST S' \ TOP OF C8x13. GU AR DRML i = �� .'♦ • MEI i I` L -1 9 TOE KICK fvATCH EXG 3' -6" TO MATCH EXG w N > M N 3/16 14"A" STL GRATING r 2 -24 CD O w w w m 0 a O L1Y2x1YixY4 STL SUPPORT FRAMING EXG GRADE 1Y "0 HANDRAIL TO MATCH EXG 1/8 CONT FLAT BAR Y4" 1Y4"4" STL GRATING (2) L3x3x38 3/16 V /\\ \\�/ SECTION 2A -2A TYP @ HANDRAILS DCD DI AAI PLATFORM SCALE: 1/2"=1'-0 TYP @ L3x3 -TO- SUPPORT FRAME 1Y2 "0 HANDRAIL TO MATCH EXG (2) L3x3x33A W/ 1Y4 "x36" STL GRATING Y" FLAT BAR TO MATCH EXG ( s'"--2A 1}cx1)cxY" FRAMING I TO MATCH EXG MI 1 1 I MI 1 I I I I f TYP Ni%11%1Noilp 3/16 @ P @ L's �3 /16VQ \ u da ° d a 4 a \\\A\ A\ A\ SECTIO\ @ I \T PLATFORM S., PPORT FRAVE da ELEVATIO\ NEW C8x13.75 0 PLATFORM PERIMETER 1Y "x3 " STL GRATING 3/16 r L2x2xY TYP PLATFORM PERIMETER \_R Y4" x FELL DEPTH EA END OF C8, TYP 4a SCALE: 1"=1' -0" 12846937 ISSUE FOR CONSTRUCTION 06.28.12 NEW C8x13.75 PLATFORM PERIMETER a• Q S502 S504 Rupert C ngdnoorr8ng9 MOD CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Auburn, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 3/16 V2 -12 L1}�x1) xY FRAMING, TYP (1� S501,S502,S5031 5504 3/16 TYP @ STAIR STRINGER STAIR TREAD W /CLIPS & FASTENERS C8x13.75 STAIR STRINGER, TYP EXG GRADE a (\\//\\/A SECTIO\ SCALE: 1"=1' -0" L2x2x14x6" TYP EA END OF TREAD a d c 3/16 r BASE R Y4 "x3 "x8" TYP ® EA STRINGER dq CUT & REMOVE TOP_ OF PERIMETER C8x13.75 3/16,2 -12 3/16 /2 -12 1Y4 "A" STL GRATING \ @ STAIRS S502 S504 J mw a0 0- r- L1)2x1Y2xj TYP ® C8 NEW C8x13.75 ® DECK PERIMETER CURB CUT (-4 SCALE: 1"=1' -0" 5502 S5o4 46" (3) GUSSET It's Y4 "x3" BASE I. 3fi "x 11 "x 11 " W /(4) "0 x 10" EMBED A307 J —TYPE ANCHOR BOLTS W /NUTS & WASHERS #4 0 12 "oc EA WAY TYP 0 TOP & BOT EXG STL GRATING 3 S504 S504 swFtx'oEA �s O er WEB 3 SIDES NEW CANOPY DECKING & SLOPE TO MATCH EXG VERIFY W8x10 CANOPY FRAME PER PLAN 3' -6" TO MATCH EXG TOP OF S504 NEW 4x4016 POST—\ 1Y2 "0 HANDRAIL TO MATCH EXG )11,, 8 S504 NEW 4x4x346 POST 3' -0" STAIR CUT & REMOVE TOP OF C8x13.75 PLATFORM GRATING N 1 NEW MTL GUTTER TO MATCH EXG (CONN. TO EXG DOWNSPOUT) .\ T ° I ad a al e b \ / /\\/ /\\/ /\\ / \\ / / /\ / //\ / /\\ / / / \\ / / \\ / / /\\ // /\ / / \\ / \\ /\\/ /\\� / \ / \ / / \ / / \ / / \/ NEW 24 "0 x 60 "dp CONC COL FTG SHEAR PLATE Wi5 "xFULL HEIGHT EXG W8x10- EXG CANOPY DECKING '\ 3/16 STIFF It �6xFULL HEIGHT W /SHEAR I. 3y6 OPP SIDE W /1" HORIZ SLOTTED HOLES EXG W8x10 BEAM CUT & REMOVE TOP OF EXG C8x13.75 1Y "xl�" STL GRATING EXG L1Y2x 1Y xY4 EXG C8x13.75 ® DECK PERIMETER ,ir C8 CUT NEW HSS2x2xY4 CONT 3/16 SCALE: 1"=1'-0" HSS4x4 COL PER PLAN ,23116 3/16 r 2 -12 2 -12 (61 S502 S504 TYP U a x w CD 3" • • d 4 a d • • a d Q \4 a • \\\ • • • Al, \ /\\ /\\ /\\ X\ /\\ 4' -6" WIDE FOOTING SECTION 7A -7A L_ S504 PLATFORV SCALE: 1 /2 " =1' -0" NEW W8x10 PLAN VIEW .% Ike r IRS NEW CANOPY DECKING NEW W8x10 BEAM (2) 3/ "0 A325N BOLTS W /NUTS & WASHERS OPTION "A" CA\ 3 SIDES J ELEVATI0 10 STIFF R. W6")( FULL HEIGHT EXG W8x10 EXG CANOPY DECKING 3/16 STIFF R W6xFULL HEIGHT OPY EXG W8x10 BEAM TRA\ S501,S502,S503 5504 NEW W8x10 PLAN VIEW NEW CANOPY DECKING RE -500 NEW SHED STRUCTURE PER SHED MFGR Y4 "0 X 33/4" EMBED HILTI HIT SD EPDXY ADHESIVE ANCHOR NEW 24" WIDE x 12 "dp x 11' -6" LONG CONC FTG, SEE SHT S502 FOR LOCATION NEW W8x10 BEAM COPE T &B FLANGES FOR WELDED CONN OPTION "B" SITIO\ n SCALE: 1"=1'-0" 5' -9" S5031S504 k% 7A 1' -0" 31 -9" 1'-0" M 11" y D a grA i J IQTYP 3 /I../ I - - --i— —r - -t o,. Q I Q #4 0 12 "oc EA WAY TYP 0 TOP & BOT COVBI \ED COLU V \ FOOTI \G DETAIL SCALE: 1"=1'-0" SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE - 90% REVIEW J #12846937 JBR REI 06.21.12 A HAZMAT TRAILER DESIGN YARD AREA J #12846937 JBR REI 06.28.12 Q,�BOE /NG' c�- A r L. ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN K. TERRELL CHECKED T. LEE ENGINEER J. RUPERT CHECKED EXG ASPHALT PAVING /` / /` / / \ / /` / / / \// • i�a 3 SIDES • #4 0 12 "oc, TYP • � ,am -� /i\ \ a• • / /\ ./\ /\ /\ /\ /\ /\ / 3" CLR 2' -0" \EW SLAB FOOT' G #4 TIES x L__� ® 12 "oc SCALE: 1"=1'-0" NEW SHED STRUCTURE PER SHED MFGR Y "0 X 3" EMBED HILTI HIT RE -500 SD EPDXY ADHESIVE ANCHOR NEW W8x10 BEAM NEW & EXG 6" SLAB —ON —GRADE S501 S504 SHED-TO-Er) SLAB SCALE: 1"=1' -0" NEW W8x10 BEAM 3/16 TOP "x5 "x� , r 3 SIDES HSS4x4x3/6 COL, TYP i"l TOP R % "x5 "x11" HSS4x4x3i6 COL, TYP SECTION 8A -8A COL -TO -Bv BP q0 CO \\ 8A S501 S504 STIFF It Y4" EA SIDE OF BM WEB C 1/4 8 r SCALE: 1"=1'-0" STIFF It Nib "x FULL HEIGHT WSxlO BM 3/16 STIFF It 946xFULL HEIGHT W /SHEAR R Ws OPP SIDE W /1" HORIZ SLOTTED HOLES EXG W8x10 BEAM BASE It 3� "x11 "x11" W /(4) 3'6 "0 x 10" EMBED A307 T —TYPE ANCHOR BOLTS W /NUTS & WASHERS 46" (3) GUSSET I?.'s Y4 "x3" 7 S5021S504 DATE 06.14.12 06.21.12 3 SIDES ) " W8x10 BM PLAN VIEW S5031S504 W/NUTS & WASHERS • REVIEWED FOR CODE COMPLIANCE APPROVED DEC 1 7 2012 City of Tukwila BUILDING DIVISION FULL HEIGHT W8x10 BM W8x10 (4).: 30 L,/ PLAN VIEW 3 SIDES 3/16 W8x10 BM STIFF It W6 "xFULL HEIGHT (2) ' "0 A325N BOLTS OPTION "A" lours & WASHERS CA \OPY TRA \SITIO W8x10 BM SCALE: 1"=1'-0" OPTION NEW W8x10 B M COPE T&B FLANGE FOR WELDED CONN \ / HINGES TO MATCH EXG TYP 3/16 > < 1/2" 2' -11 1/4" GATE 1Y2 "0 HANDRAIL 7-TO MATCH EXG 1/2" 2' -11 1/4" GATE ( < 3/16 V \NN,1/4 NEW C8x13.75 0 PLATFORM PERIMETER SUBTITLE 1)¢ "0 x 8" LOCKING PIN SLEEVE CUT & REMOVE TOP OF PERIMETER C8 4" "cos BAR 14" r 3/16 3/16 < TYP I 4" HIGH STL TOE KICK GATE TO MATCH EXG HA \RAIL GATE DETAIL LOCKING PIN SLEEVE SCALE: 1"=1'- DECK DETAILS & SECTIONS CURRENT REVISION 12846937 (1,3 S5,1,04 SYMBOL A CD GI ct IJEC .) 2012 PERMIT CENTER DATE 06.28.12 06.21.12 APPROVED APPROVED TITLE HAZMAT TRAILER DESIGN YARD AREA STRUCTURAL MASTER 09-YRD DEV. CENTER, WA SHEET S504 JOB NO. 12846937 COMP NO. DWG NO. 09 -YRD-S504 TAE9937: 05/25/12 EXG CATCH BASIN NEW ROOFLINE ABOVE x x x +/ / BUILDIN _1 PAVI \G SCALE: 1 /4"= A \> >RA If \AGE PLA REVISION APPROVED REVISION APPROVED 90% REVIEW J #12846937 HAZMAT TRAIL DESIGN YARD AREA J #12846937 06.21.12 06.28.12 L ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DRAWN K.TERRELL CHECKED T.LEE ENGINEER J.RUPERT CHECKED APPROVED x DATE 06.21.12 06.21.12 06.21.12 EXG CATCH BASIN SUBTITLE k�\ GE\ ERAL \OTES REFERE CE DRAWINGS CO\ STR U CTI O N \OTES 0 9 RtGtivt.i) CITY OF T.1K1MtA DEC 0 S 2012 PERMIT CENTER SITE PLAN REVIEWED FOR CODE COMPLIANCE � APP OVED DEC 17 2012 City of TUkwit8 BUILDING DIVISION 12846937 ISSUE FOR CONSTRUCTION 06.28.12 G jporit CEngt earrOng9 Deco CONSULTING ENGINEERS /CIVIL AND STRUCTURAL 1519 West Valley Highway North, Suite 101 Aubum, WA 98001 TEL (253) 833 -7776 FAX (253) 939 -2168 CURRENT REVISION 12846937 SYMBOL DATE 06.28.12 TITLE HAZMAT TRAILER DESIGN YARD AREA 09 -YRD JOB NO. APPROVED CIVIL MASTER DEV. CENTER, WA DWG NO. 12846937 COMP 09 -YRD--0566 NO. TAE9937: 05/25/12 x k x x ... x\ �F- w LU C) NJ W -o v' 0 SMALL CONTAINER STORAGE UNIT XSD2 /2,4 1-1/4"R 3 #3, #8G XSD2 6,8 1 -1 4 "R 3 #3, #8G 1 1/2 "R 3 #1/0, #4G XSJ - 1.6/38, 40,42 (480V) LOCATED IN 9 -50 1 1/2"R 3#1/0, #4G 0 XSD2 -3 10OA 1 EL XSD2 75 KVA, 30 480- 208/120V 1/4 R 4 #4, #8G XD2 -3/2 1/2"R 2 #12, #12G r yiii�i��iiy a iii XD2 -3 CLASS I, DIV. 1 AREA 9 -60 BUILDING TRANSF. SW. 1- 1 /2 "RSC, 3 #2 +#6NEU SEE STANDBY/ ■ EMERGENCY ONE —LINE PNL XD2 PNL XD2 -2 XD2/8,10,12 XD2 -2/9b • OBE T SHAW CMCS} PANEL 1 1E5 E502 EXTERIOR WALL "AIR HANDLING EMERGENCY OFF" D BUILDING 9 -61 STRUT CHANNEL EXPANSION JOINT CLASS I, DIV. 2 AREA 1% TRAILER NOTE: PROVIDE FIELD FABRICATED STRUT CHANNEL SUPPORT AS REQUIRED. CONTRACTOR USE ONLY SCALE: NONE 9 -61 BUILDING T SHAW (CMCS) PANEL OBE REVIEWED FOR CODE COMPLIANCE APPROVED DS 17 2012 City of Tukwila BUILDING DIVISION REGt3v w CITY OF TUK A,!11_A Litt; • 0 5 2012 PERMIT CENTER LEGE \D EMERGENCY POWER SYSTEM, 3.7KVA UNIT BATTERY EQUIPMENT 120V -120V. DUAL -LITE# D120 -37S- 120- A2004U GE \ERAL OYES I. ALL CONDUIT TO q /" E.M.T, UNLESS OTHERWISE NOTED. 2. ALL WIRE TO BE #12 THWN UNLESS OTHERWISE NOTED. 3 THE FOLLOWING COLOR CODING TO CONDUTORS SHALL BE OBSERVED ON ALL CIRCUITS 600 -VOLTS OR LESS. "A" PHASE LFT BUS IN PNL "B" PHASE CTR BUS IN PNL "C" PHASE RHT BUS IN PNL NEUTRAL EQUIPMENT GROUND 120/208V 277/480V BLACK BROWN RED ORANGE BLUE YELLOW WHITE GRAY GREEN LARGE SIZE CONDUCTORS WHICH DO NOT HAVE COLORED JACKETS SHALL BE IDENTIFIED WHEREVER VISIBLE BY APPROPRIATELY COLORED TAPE, 5 ALL UNUSED CONDUIT AND WIRE TO BE REMOVED BACK TO SOURCE. INCLUDING PLUG -IN CIRCUIT BREAKERS ON BUSWAYS. FEEDERS TO PANELS AND BUSWAYS SHOWN ON SHEETS E2 AND E3, 7 DYMO LABEL ALL RECEPTACLES, JUNCTION BOXES, SWITCHES, ETC,,WITH CIRCUIT IDENTIFICATION, INSTALL REVISED PANEL SCHEDULES UPON COMPLETION OF JOB, REF =R \CL 3RAWI \GS 9-60-1E110 9-60-1E503 bizo CO \STRJCTIO\ \OT -S CONNECT NEW HAZMAT TRAIL TO EXISTING 80/2 CIRCUIT BREAKER IN PANEL XSD2, CKT 32 & 34. PROVIDE CONDUIT AND CONDUCTORS AS SHOWN. ROUTE BRANCH CIRCUIT PARALLEL TO EXISTING BRANCH CIRCUIT AND SUPPORT TO EXISTING STRUCTURE. INTERCEPT EXISTING BRANCH CIRCUIT, PROVIDE EXPANSION JOINT FOR SEISMIC RESTRAINT AND EXTEND TO PANEL AS SHOWN. PROVIDE CONDUIT AND CONDUCTORS. PROVIDE EXPANSION JOINT FOR SEISMIC RESTRAINT, SEE DETAIL 1E5 PROVIDE CONDUIT AND CONDUCTORS. REMOVE EXISTING CONDUIT AND CONDUCTORS. PROVIDE 3/4 "X10' GROUND ROD, FOR SHED GROUNDING CONNECTION. RELOCATED TRAILER SHALL BE FULLY OPERATIONAL PER EXISTING CONDITION UPON COMPLETION. 12846937 ISSUED FOR CONSTRUCTION 06.28.12 G R O U P 600 Stewart St., Ste 1400 Seattle, Washington 98101 Tel 206.267.1700 Fax 206.267.1701 SAZAN #243 -1273 SYM A B C D E REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE STORAGE ADDITION J# 100002 HOWARD 18—JAN-01 F HAZMAT STORAGE TRAILER J #17045601 SANTOS VAVREK 8/11/08 EMERGENCY POWER INSTALL J #100002 -29 OTTEN G AS —BUILT HAZMAT STORAGE TRAILER SANTOS PRS 3/31/09 EMERGENCY POWER 9 -60 J #310957 -00 HOWARD VAVREK 01.15.02 H HAZMAT TRAILER DESIGN YARD AREA 12846937 SAZAN /SL 06.28.12 HAZ. MATL. REC. RELOC. STANDBY POWER FOR REFERS Sc FREEZERS 12043801 BEER J #1568130 SANTOS VAVREK VAVREK 7.18.03 1/5/06 ACCEPTABILITY THIS DESIGN AND /OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE DRAWN D. OTTEN CHECKED NG1NE1.- D. OTTEN CHECKED R. MCCAW APPROVED APPROVED DATE SUBTITLE 2— AUG -00 EMERGENCY & STANDY POWER PLAN CURRENT REVISION SYMBOL 12846937 DATE 06.28.12 TITLE 2— AUG -00 7— SEP -00 ELECTRICAL MASTER HAZMAT TRAILER DESIGN YARD AREA BUILDING 09 -60 ALL SHEET 1E5 JOB NO. 12846937 COMP NO. DEV. CENTER, WA DWG NO. 09-060-1E5