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Permit D18-0255 - BOEING #9-08 - TENANT IMPROVEMENT
BOEING #9-008 9725 E MARGINAL WAYS BLDG 9-008 D18-0255 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 5624201032 Permit Number: 9725 E MARGINAL WAY S BLDG 9-008 Issue Date: Permit Expires On: Project Name: BOEING #9-08 D18-0255 9/13/2018 3/12/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: BOEING COMPANY THE PO BOX 3707 M/C 20-59 PROPERTY TAX DEPT, SEATTLE, WA, 98124 MARTIN PROBST Phone: (206) 852-4985 PO BOX 3707; M/C: 46-208 , SEATTLE, WA, 98124 BOEING COMPANY, THE Phone: (312) 544-2535 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 BOEINC*294ML Expiration Date: 1/18/2019 BOEING COMPANY THE PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 DESCRIPTION OF WORK: TENANT IMPROVEMENT: REMOVAL OF NON-STRUCTURAL WALLS, DOORS, SUSPENDED ACOUSTICAL CEILING AND FLOOR FINISHES. REPLACE WITH (6) NEW ROOMS WITH FULL HEIGHT WALLS, DOORS, CARPET FLOOR FINISH AND SUSPENDED ACOUSTICAL CEILING LOCATED ON THE FIRST FLOOR. Project Valuation: $1,500,000.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: IIA Electrical Service Provided by: TUKWILA Fees Collected: $19,280.17 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Lt )LC? CW Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: fvC)t(44 Date:q— J— This permit shall become null and void if the work is not commenced within 180 days for 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 PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 5: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterally braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 9: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 10: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 11: 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. 12: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 16: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 13: 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) 14: 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) 15: 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, 7.2, 7.3) 17: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1010.1.9) 18: 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) 19: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 20: 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 1010.1.9.1) 21: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1013.1) 22: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1013.6.1) C O 23: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1013.6.3) 24: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1008.3.5) 28: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 26: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 25: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 29: 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 #2437) 30: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 31: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.11 of the International Building Code. 27: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 32: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 33: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 0502 LATH/GYPSUM BOARD 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION CITY OF TUKWA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: Date Application Expires: (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION 9-08 Closed Rooms Site Address: 9725 East Marginal Way South Tenant Name: The Boeing Company PROPERTY OWNER Name: Martin Probst - The Boeing Company Name: The Boeing Company City: Seattle State: WA Zip: 98124 Address: PO Box 3707, M/C 46-208 Email: martin.r.probst@boeing.com City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: Martin Probst - The Boeing Company Address: PO Box 3707, M/C 46-208 City: Seattle State: WA Zip: 98124 Phone: (206) 852-4985 Fax: (253) 657-4659 Email: martin.r.probst@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: Washington Patriot Construction LLC Address: 10421 Burnham Dr NW, Suite 5A City: Gig Harbor State: WA Zip: 98332 Phone: (253) 853-2304 Fax: (253) 657-4659 Contr Reg No.: WASHIPC906BJ Exp Date: 01/11/2020 Tukwila Business License No.: H:\Applications\Forms-Applications On Line\2011 ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh King Co Assessor's Tax No.: 562420-1032 Suite Number: 09-008 Floor: 1 & 2 New Tenant: E Yes ®..No ARCHITECT OF RECORD Name: The Boeing Company Company Name: Silts & Hill Company Name: Engineer Name: Wes Jones Architect Name: City: Tacoma State: WA Address: Phone: (253) 474-9449 Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: The Boeing Company Company Name: Silts & Hill City: Seattle State: WA Zip: 98124 Engineer Name: Wes Jones Address: 4815 CENTER STREET City: Tacoma State: WA Zip: 98409 Phone: (253) 474-9449 Fax: Email: wesj@sittshill.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Boeing Company Address: PO Box 3707; M/C 46-208 City: Seattle State: WA Zip: 98124 Page 1 of 4 (1 BUILDING PERMIT INFORMATt"vii — 206-431-3670 Valuation of Project (contractor's bid price): $ 1,500,000 Existing Building Valuation: $ 25,715,500 Describe the scope of work (please provide detailed information): Tenant Improvement: removal of non-structural walls, doors, suspended acoustical ceiling and floor finishes. Replace with (6) new rooms with full height walls, doors, carpet floor finish and suspended acoustical ceiling located on the 1st floor. Will there be new rack storage? ❑ Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers Automatic Fire Alarm El None ❑ Other (specify) 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 quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 1.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC ls' Floor 50,012 3,014 0 0 II - A B 2nd Floor 50,207 0 0 0 II - A B 3rd Floor 50,207 0 0 0 II - A B Floors 4 thru 5 100,414 0 0 0 II - A B Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck 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 El None ❑ Other (specify) 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 quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 1.docx Revised: August 2011 bh Page 2 of 4 r 1 PERMIT APPLICATION NOTES —48' Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUT ED GENT: �o Signature: —7,442-g �,eli�-fie/".Date: 08/14/2018 Print Name: Martin Probst - The Boeing Company Day Telephone: (206) 852-4985 Mailing Address: PO Box 3707; M/C 46-208 Seattle WA 98124 H:1Applications\Forms-Applications On Line12011 ApplicationsTermit Application Revised - 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 PUBLIC WORKS PERMIT INF�.MATION — 206-433-0179 Scope of Work (please provide detailed information): Tenant Improvement: removal of non-structural walls, doors, suspended acoustical ceiling and floor finishes. Replace with (6) new rooms with full height walls, doors, carpet floor finish and suspended acoustical ceiling located on the 1st floor. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District m ...Tukwila 0...Water District #125 ❑ ...Water Availability Provided Sewer District ..▪ .Tukwila 0 ...Sewer Use Certificate ❑ .. Highline 0...Valley View 0 .. Renton ❑...Sewer Availability Provided 0 .. 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): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...Technical Information Report (Storni Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) 0 ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Stone Drainage 0 ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut 0 ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 ...Permanent Water Meter Size... " 0 ...Temporary Water Meter Size .. 0 ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ❑ ...Water Main Extension Public 0 WO# WO # WO # Private 0 Private 0 ❑ .. Grease Interceptor ❑ .. Channelization 0 .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) 0 ...Water 0 ...Sewer Monthly Service Billing to: Name: 0 ...Sewage Treatment Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $72.10 D18-0255 Address: 9725 E MARGINAL WAY S BLDG 9-008 Apn: 5624201032 $72.10 Credit Card Fee $2.10 Credit Card Fee R000.369.908.00.00 0.00 $2.10 DEVELOPMENT $70.00 ADDITIONAL PLAN REVIEW R000.345.830.00.00 1.00 TOTAL FEES PAID BY RECEIPT: R17853 $70.00 $72.10 Date Paid: Tuesday, June 11, 2019 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 076837 Printed: Tuesday, June 11, 2019 9:18 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $19,280.17 D18-0255 Address: 9725 E MARGINAL WAY S BLDG 9-008 Apn: 5624201032 $19,280.17 Credit Card Fee $561.56 Credit Card Fee R000.369.908.00.00 0.00 $561.56 DEVELOPMENT $18,168.25 PERMIT FEE R000.322.100.00.00 0.00 $11,007.12 PLAN CHECK FEE R000.345.830.00.00 0.00 $7,154.63 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 TECHNOLOGY FEE $550.36 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R15150 R000.322.900.04.00 0.00 $550.36 : $19,280.17 Date Paid: Tuesday, August 14, 2018 Paid By: MARTIN PROBST Pay Method: CREDIT CARD 031112 Printed: Tuesday, August 14, 2018 2:09 PM 1 of 1 SYSTEMS CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 08/14/2018 02:08:56 PM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $19,280.17 APPROVAL CD: 031112 RECORD #: 000 CLERK ID: Bill Thank you! Customer Copy Page 2 of 2 https://classic.convergepay.comfVirtualMerchant/transaction.do?dispatchMethod=printTra... 8/14/2018 c c CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA 0017340000802374464500 Date: 06/11/2019 09:18:16 AM CREDIT CARD SALE MASTERCARD CARD NUMBER: **********9321 K TRAN AMOUNT: $72.10 APPROVAL CD: 076837 RECORD #: 000 CLERK ID: kandace X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy INSPECTION NO. INSPECTION RECORD "� Retain a copy with permit•1/1� NO. PERMITTN0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3 Permit Inspection Request Line (206) 438-9350 P 'ec(t::q) v ..16 Ty Inspectionw:� ress: r..�y' 7 .I �.t`� /� 4 � Date Called: yi., pecial Instructions:n G f �! r Date Wanted: 1 �-✓< - �(� �� a.m. p.m. Requester: Phone No: ----� Approved per applicable codes. ❑Corrections required prior to approval. COMMENTS: 60901/Al Inspecto►��Se /% Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit batSr ERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1,04 CI —OPS Type of Inspection: RitJ 14.414. F*l'ft.,. Add ss: a -r z 14#1441121,JAL ithwof Date Called: Special uctions: l// 9 /yVo h Cil ' 305 I at Wanted: a.m. 1 ..LZ p.m. Requester: PtktL' Phone No: ICS 6611569 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A'+'6FAJAL dr,_,..4, X-- 4_ FZ.de. y is < - p -el I re& Gnc, ;Ps- pk `V 0cL r t d 0 k l 6-Ali4L- Ta'ef , e'_ 7P6 0._evb- Arts Ise& clef:yip/de/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 6t5 O2 Project: Type of Inspection: Address: t Date Called: Special nstructio s: Q. umeD tilos pate Wanted:a.m. /'`a,Pi p.m. Requester: TAW—. Phone No: 2 et"( IstR ❑ Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ic-rp k 'TO VIA v AD,4 i(petynio Inspector: `% (;) Date: 7- g n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: (11Z' E 00,4144‘, a Date Called: Special Instructions: ate Wanted:/ lc� /z,t o, p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. /COMMENTS: SL C` d c l-- � .ceyl 0 et- t cfca E 1.0 emi —LINE os l/2l(oc((r.d/ szJK Inspector�� Date /g, ` zr_sQ _r_. n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at .3Southcenter Blvd., Suite 100. Call to schedule reinspection. /.(le(e ,�.✓_ i . C '-. vt,SpErrife_//7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: -"()()( .... Date: Type of Inspection: Address: 4725 0 61 Ari -Willt. Date Called: Special Instructions: 9 Date Wanted: ,m Requester: Phone No: Z5-3 Hee %SWi 0 Approved pp Corrections required prior to approval. MEN, TS: 7, Al/4/ /I Inspector: -"()()( .... Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must lye paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 t: & ,, 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: I0JL� Type of Inspection: S.?,,S - �a1 (-c�L Address: ��lg�1 -b .< _ /Yf v�Lr ii k ) Date Called: Special Instructions: ate Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: SsHJ Inspector:' -1-)C7 O....a..., Date: vz�2i'? n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: CrZs - 01104,44t- ii),40 Date Called: Special Instructions: , Date Wanted: -Z- fq p.m. Requester: Phone No: 25 , *fit -1S4o1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: G Inspector: Date:3-1-2,41 ^,1 REINSPECTION FEE SQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION AO. ozsc 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: / Q Type of Inspection: j' F{evt raig Address: 972 ioa„r. _. A/ ! Date Called: Special Instructions: g) -°('Phone g Date Wanted: ..4"/If-/c, any p.m. Requester: No: 7,Approved per applicable codes. OMMENTS: Corrections required prior to approval. e,hz II Prft uvt 1 O t5 N Ir v ,���..�Q P%cISta, h� Inspector U ) ( )fci........ Oat 2 -H-201? REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTI N0. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:- Jc/t'�- ?"'7gTv,Ins tio/�D/./ �� , - l am i14;tx pecial Instructions: ate Wanted:a.r 7l/'f'i — Z4 / , p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: "Y< 7--1-ele (6(d'S gltc_ 2vkicTL, z. Inspector: Dater REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 SPE ION Pr ct:9 — oij Type of It n` Adddress�:�*''' �' u Date Called: Special Instructions: Date Wanted: Z-6- Z0/9 a. p.m. Requester:ph ki 1 Phone No: �s3-8(1-75-67 ElApproved per applicable codes. • �J��il�dui Mar :-'*1---"11110111111111M1.1111111 rt orrections required prior to approval. mor/I� /! Is I%/Inffs" ir1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bt$-6255' Projects:"f''�� ‘ Typ of nspection: Addresseo,: 7725 z, iiipir ino,G C Special Instructions: Dat: Wanted: a.m.' H Z4011 p.m. Requester: _ 1 Phone No: yApproved per applicable codes. 0 Corrections requi COMMENTS: • 6- 1. F- rte - Inspector: i Date: ze25 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1/c0255 Proje S:)c\ Type of Inspection: W?4Li- --Ti1/4)-s ' LC-1-41av, Address: 9 70-5- e: ate Called: ,ij,,,e, Special Instructions: /mate /meg # — U Wanted: / > Z ! Z -0L p m. Requester: p� 1.2_ in a / / Phone No: 2S3-36/-75 ? pproved per applicable codes. LJ Corrections required prior to approval. tOMMENTS: 0 14)4a-- crAiStild. ?Ar4 -br LJc. 1 ( i is 41 CI, 4( / flit Z-S1e-r ce Pavel 6 Z L) • Parvo 1( £=q • (2026A 11 inspec ani 'Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paidat 300 So$ cer r Btvd- Suite $1Call to schedule reinspection. t 0,15 INSPECTION NO. INSPECTION RECORD Retain a copy with permit bif--tD26:5— PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: N� . 9 08 Type of Inspection: /1.4-1z-/N5V 77 W Adaress:/�� c1725' A"' Mee—a-T=--WO Date Called: Special Instructions: Date Wanted: /-25 a.m. p.m. Requester: ,r,pL r/'9L--- Phone No: -2.5-5- ,,r6 / - 7-6-0 ) Approved per applicable codes. MCorrections required prior to approval. COMMENTS: /Po i ss 1-4D /✓o •4 5 'I/�' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bis-a2ss- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 ' ct:" /�) `�' Type of Inspection: f -v r JrD ress: Date Called: Special Instructions: 9 -0 „Rig - Date Wanted: a.m. Requester) I/L—- Phone No: zsPJ f - 75 5 Approved plicable codes. COM NTS: 110 Corrections required prior to approval. Cttn�v_Il�eof , R_,Q-sax-61640 r�Cc do /-- 22- -Z4/ Inspector: Ed2Q Date: /-/g- 7/1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. RECEIVED F,.. .p.� i 1F r JU4 0 3 2019 ERMT CENT R REVtSIQN N01.1_ Vg• 02.155 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 07 2019 City of Tukwila BUILDING DIVISION SITTS & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING Building 9-08.1 Tenant Improvement - Door EIA Framing 9725 East Marginal Way South Tukwila, WA 98108 BOE/NGe. CALCULATIONS PREPARED FOR THE BOEING COMPANY POST OFFICE BOX 3707, M/C 5E -4H SEATTLE, WA 98124 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 May 31, 2019 S & H Job Number: 18,034 XI YmI SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 5/29/2019 JOB 18,034 TACOMA, WASHINGTON (253) 474-9449 CHECKED LGL DATE 5/30/2019 PROJECT Building 9-08.1 Tenant Improvement PAGE 1 CALCULATION INDEX BASIS OF DESIGN 2 FRAMING LAYOUT 3 WIND ANALYSIS 4 GIRT FRAMING ANALYSIS 5 - 9 GIRT CONNECTION AND ANCHORAGE ANALYSIS 10 -16 APPENDIX A - DOOR FRAMING DRAWINGS AND DETAILS 1 O:\18000\ 18034\Ca I cu I ati ori s\S tru ctu ra I\J P V-18034. xl s m SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT Building 9-08.1 Tenant Improvement BASIS FOR DESIGN DESIGNED BRL CHECKED LGL DATE 5/29/2019 JOB 18,034 DATE 5/30/2019 PAGE 2 SCOPE OF WORK: BUILDING CODE: RISK CATEGORY: LATERAL LOAD CRITERIA: CONCRETE: The scope of work of this calculation package is limited to the analysis of the proposed framing required in the exterior wall of the 9-08 Building to accommodate installation of Door E1A. All existing elements which have not been altered by the installation of the door are assumed to be structurally acceptable for the purpose of this analysis. 2015 Edition of the International Building Code with State of Washington and City of Tukwila amendments shall be used and supplemented with ASCE 7-10. Wind Speed = 110 MPH, Exposure C. Seismic Site Class: D. Seismic Design Category: D. Minimum compressive strength of concrete shall be 3,000 psi. 2 O:\18000\ 18034\Ca Icu Iations\Structu ra I\J PV -18034. xlsm 11 SITTS Et HILL ENGINEERS, INC. DESIGNED 11-30-.\-. DATE 571;q1C1k JOB IZiCah-{ 1ml TACOMA. WASHINGTON (253) 474-9449 CHECKED DATE SHEET u 1 PROJECT C3 -0X, \ WV\ (Y4.k.,YY\ , t • .1 .-I 'i- • -1• ,.-, ' -4 ''' ' ---, -4 4- ! •-r ---1 4 I r H 1 1 -4--- - • , - 4 + 4- - - -1 , 4 • 1- - 4 -1---t } -4 - 1- 1 -I • ' -I - f 1 1 1. f. - - 'I, 1 1 -1 t - II , ' T 1 ': l' - ' .1- - I- -4 - -• 4 - ---I -• 4 - -4 t + --1-- - - - - 4 - -4- - - -,- • 4 4-- - 1-1-- -4 -1- - - -4 -- -1 -4- - - -I- -- -1! 4 -- - -I- +- 4- •4. 4 t , I , ale --' --+- i - 1 . : ; ; • . .r ! • I ! -! • I - • I OF - ---1 -r i 4 • • --' - • + - 1 ! ' tH 4 - --- -- - • 4 - • 4 • : _4 + - • - _ _ • 4. + 4 • - : - - 1 • 44 - r • - 1' t . 1 - 1 ' - , - 4. • : '. ' .1 - • '. --', 1 I 4- 4 1 . t • -•-• f I - - t ti- - •- ' 4 ----7- 4 47- I -7-1- • I . ' ; :--i .H.I ' -I- t .: .41.4 .,-• I ! i . - - ---,- - 4 '-t- ----4 ! •-i- I - '4 • t --4 -. _4__.4 • -1- 4 --- - 4 4 - -I- 4 4 - 1 4 4 . 1 . 4 14 - I ' 4 4 4 4 4 1, 1 • 1 ' 4 -4 -", ji - + 4' i . 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' 4 " " ..i. • - - • 1 i ' t - ' 4 1 - 4 4 1 1 1 1 • • L 41 i • • • ' - ' i - -I ' -t--, 4 +4 4 -I 4 ' 1 t ' 1 -4- -.4 4 1 , 4.44 44 I 4 i . . 1 , . . - -, - . 4-, ._ ; ! . i , : t -4 1 ' - -4' • I- 4- '4 i I . 1 • 1 -i- • i 1 3 6.1 6.4 G SITTS £t HILL ENGINEERS, INC. TACOMA,, WASHINGTON (253) 474-9449 PROJECT"\"d$ 1 DESIGNED /�2L- DATE qDG1/16k CHECKED DATE JOB SHEET OF 4 1 1J., __ T i I. . . 1_ 1 -1 . 1-• �� _• .. ���i `�1' t --) -i I- , rt : /'� ! Fi- ,J {•• t• /�111. + .. tvc-J T ' i T i • - » t ' ._ I`-- - !•I . + + . --! i i�!= 1 I'i/-. I_-� , bicit + -t-..I -, -I C 62- , 1_- =.'1"j-- f �-1; 1 • H '_"-' 4 ) • 1 i _-1 ' r 1 -- �lF� - i - I- , i i . �.—_ • �.,v-. �' y7)r -i-1 1 . • , _ .; .4 4 .+- -, 1- i1 l _ -I.. -I. I - }`�5:.14i1Y I t ' � 1 a.. 1 - 8�_ - . i) LL11G., 1+- I t3 s (` ; j I .4Q, } ❑ f I j - + i ti, + I T i . __I 1 t + tJ + • • i : . + . i l! = 'V + r - -� -1_-� t , 1 _ i 1^t, y�l._%c, ` ---.1--t - - ,gyp I 1�. :,-1 •'.. i•,--4--(4--1-•- 1 - II1- • , y1 I I. , .J , -+ _ �. { +,�_Ji ,fir II , i i • -{ T - - , I' 1 i. !' + 1 • - —Ft.!, - ' 1 - y 1 1 I , t rte. . i T __. i { t i , - eli- _ r - -I 1-- -`", .' ,( t ! I }. ---I. . t — . -,.,I{.,A' yy,.,� i , + + - �-; +- + i ,• 1. ..C• � f' 1 II i t i-- t" 1., _ ; 1 -i 1 ---+ } ;. , 1 '- { t• + - : i _ ..t --I -1 -I- , i ! - i - + --f- -- -- -. . .i 1 - i ' L I , 1 T_ I _ . � - - -1 i 1 , + . + f - 1__ -11 7 ,- 4 T-. _ -j 1 .J. 1.1-4)(_,,--r"-..w. �-1 - -� - •,. ! T - , i-_� , 1 I - i i' -,- + -.. -- _ I- ,,44-1 --T r - .. I t...1 , +I--- I .. ,..+.-'.-.i .. I + •.. -- T -- j - -;--- t •_ L 1 1 4 11 mo u V A rr SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT G -C)8 , W /411: DESIGNED 12:0 -1 -- CHECKED DATE 6/../10\. JOB DATE SHEET OF 5 - •!- -- • - • - • ��\2 I-1 J _ I +; ---s -1--,--- 17. L ' i_ i I . _ _.. ____41 1 -I�' -fi J ! 1 d-- T -f 1 �- I J • 1 I i� I 1i 1- L ... �i J 4.t,, V _ .`/; 4 4 Svl _!- i''Fy+Tf t,1`. � . -. 'J_ l art;:__t- I " 1 i �u`i ''1 _:/n�� ,,- LC I ; I • ; f •L' - L. --i i• 'is �-= ! G L ',/ L�1 -T _ - ' c _ 05.11.1.Y---_ ""°� '0 t 1,1.-). �.. i 1�`�� 1 + - , —{ 1c. C,e`'S�hI l.a :‘,...-71...,..- C., 4��G�) G� t 1_ j — I ... ._— i I tin -1-4..„I i 1 . T .1 �- i 1 1 1 __ F.-+- -I-' 1 - {- > ' I , 1 I 1 I i- 1- -1- i -i - i I� -1�-� • I I I .._ l� I I 1 -;- I i 1 +i e ti i 3-%r 1 tom\ • CJ- 57X45 f'� ' _ 'If ,N L ! ' • `�J U . ? ;\ -- 7 V �I� , 1 \ G►G �''G`/a + _ \ _ f,-mo�i .�11a`'CCiCr .i +.r i rn" - _, ,-- i] Jt . 1. �- , b? \✓�' ' .Y c., -. . / v/R-.-' � 1. r , ; tJ, I� \ - X16- 1 � Cb2:,�1 -- ---i 1 L;113.4... I 'bTi6A .. I f L. , - I ---6 �vtF,Gy? - . ' { Y ` 1�l, ciC --tZ"� ' -, . I -. --I . _—t _ _ _ . 1 j i 1 '"'�!�..' \M!' t G t �. w -I + -tIC;ieNAt 'j1C,' .1 - ' } _� i11' :(� --- I. I— + i -;- _ \ I ` 1 I:a:,- 1 i:( 1,5 I 7 ' . ...,..-...-11-1-.1- . ria+. �ryry4 �+�� .. _ 1 y.. ,-__-. - 1 ! � ; , _ 1 . • + _ , --moi '_ may 1 t- . ' j -1 .. J-_ y. r rT - S) 4 I -..1 _, — 1 j - --1. �� i + __ +.. 1 i x .. + i- . 4 1 y G'v4-1:7 " 1,,;31'S1G •- •v!'i , i _ 1 I , 1 I ,1"..Q1 r t,� 2`+"l 1 1 1 - I g 5 1 Project Title: Engineer: Project ID: Project Descr: Steel Beam Lic. # : KW -06002611 Description : New Girt "A" CODE REFERENCES Fle = 0:\18C00118034\CaIculations1Structura1118034.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : SITTS & HILL ENGINEERING, INC. Calculations perAISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending W(0.8164) W(0.0367) Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi C8x11.5 Span = 10.750 ft v A End Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.03670 k/ft, Tributary Width = 1.0 ft, (Door Frame) Point Load : W = 0.8164 k @ 5.667 ft, (Existing Girt) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Forces Sr Stresses for 0.131: 1 C8x11.5 1.626 k -ft 12.412 k -ft +0.60W 5.651 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.050 in Ratio = 0.000 in Ratio = 0.030 in Ratio = 0.000 in Ratio = Load Combinations 2,554 >=360 0 <360 4257 >=180 0 <180 Design OK 0.017: 1 C8x11.5 0.3766 k 22.764 k +0.60W 10.750 ft Span # 1 Load Combination Max Stress Ratios Segment Length Span # M Summary of Moment Values Summary of Shear Values V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.75 ft 1 +0.60W Dsgn. L = 10.75 ft 1 0.131 +0.450W Dsgn. L = 10.75 ft 1 0.098 Overall Maximum Deflections 0.000 0.017 1.63 0.012 1.22 16.01 9.58 1.00 1-00 1.63 20.73 12.41 1.30 1.00 1.22 20.73 12.41 1.30 1.00 -0.00 38.02 22.76 0.38 38.02 22.76 0.28 38.02 22.76 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 Vertical Reactions 0.0505 5.467 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Overall MAXimum 0.583 Overall MINimum 0.262 +0.60W +0.450W W Only 0.350 0.262 0.583 Support 2 0.628 0.282 0.377 0.282 0.628 6 la hod Project Title: Engineer: Project ID: Project Descr: Steel Beam Lic. # : KW -06002611 Description : New Girt "A" (Other Side) CODE REFERENCES Fie = 0:\180001180341Calculations\Stnicturalt18034.ec6 Software copyright ENERCALC, INC. 1983.2018, Build:10.18.12.13 . Licensee : SITTS & HILL ENGINEERING, INC. Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending W(0.1126) W(0.0367) Fy : Steel Yield : E: Modulus : 36.0 ksi 29,000.0 ksi C8x11.5 Span = 10-750 ft Applied Loads Beam self weight NOT internally calculated and added Uniform Load : W = 0.03670 klft, Tributary Width = 1.0 ft, (Door Frame) Point Load : W = 0.1126 k @ 5.667 ft, (Existing Girt) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations 0.048: 1 C8x11.5 0.830 k -ft 17.301 k -ft W Only 5.651 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.017 in Ratio = 0.000 in Ratio = 0.010 in Ratio = 0.000 in Ratio = 7,545 >=360 0 <360 12575 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Design OK 0.008 : 1 C8x11.5 0.2566 k 34.214 k W Only 10.750 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Summary of Shear Values Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 10.75 ft +0.50W Dsgn. L = 10.75 ft W Only Dsgn. L = 10.75 ft 1 0.000 16.01 14.41 1.00 1.00 -0.00 38.02 34.21 1 0.024 0.004 0.41 0.41 19.22 17.30 1.20 1.00 0.13 38.02 34.21 1 0.048 0.008 0.83 0.83 19.22 17.30 1.20 1.00 0.26 38.02 34.21 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only Vertical Reactions 1 0.0171 5.436 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +0.60W +0.450W W Only 0.251 0.113 0.150 0.113 0.251 0.257 0.115 0.154 0.115 0.257 7 Project Title: Engineer: Project ID: Project Descr: Steel Beam L 'rL L PIP mg smi Lic. # : KW -06002611 Description : Existing Girt "B" CODE REFERENCES File = 0:1180001180341Calculations\Structural118Q34.ec6 Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : S1TTS & HILL ENGINEERING, INC. Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending w8)757>o W(O.0624) W(0;628) W(0.1152) 1 Fy : Steel Yield : E: Modulus : W(0.1152) 36.0 ksi 29,000.0 ksi C8x11.5 Span = 20.0 ft Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : W = 0.1152 k/ft, Extent = 0.0 -» 2.0 ft, Tributary Width = 1.0 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : W = 0.06240 k/ft, Extent = 2.0 --» 5.50 ft, Tributary Width =1.0 ft Uniform Load : W = 0.1152 k/ft, Extent = 5.50 --» 20.0 ft, Tributary Width = 1.0 ft Point Load: W = 0.2570 k@2.0ft Point Load : W = 0.6280 k @ 5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.828: 1 C8x11.5 4.508 k -ft 5.446 k -ft +0.60W 8.571 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.578 in Ratio = 0.000 in Ratio = 0.347 in Ratio = 0.000 in Ratio = 414 >=360 0 <360 691 >=180 0 <180 Design OK 0.045: 1 C8x11.5 1.013 k 22.764 k +0.60W 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Summary of Shear Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 20.00 ft +0.60W Dsgn. L = 20.00 ft +0.450W Dsgn. L = 20.00 ft 1 0.000 1 0.828 0.045 4.51 1 0.621 0.033 3.38 Overall Maximum Deflections 8.06 4.82 1.00 1.00 -0.00 38.02 22.76 4.51 9.09 5.45 1.13 1.00 1.01 38.02 22.76 3.38 9.09 5.45 1.13 1.00 0.76 38.02 22.76 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Dell Location in Span W Only 1 0.5789 9.771 0.0000 0.000 8 v Steel Beam 6.1 Project Title: Engineer: Project ID: Project Descr: Lic. # : KW -06002611 Description : Existing Girt 'B" Vertical Reactions Support notation : Far left is #1 File = 0:1180001180341Calculations\Structura1118034.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.12.13 . Licensee : SITTS & HILL ENGINEERING, INC, Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.688 1.316 Overall MlNimum 0.760 0.592 +0.60W +0.450W W Only 1.013 0.760 1.688 0.789 0.592 1.316 9 1✓ 1001 A Ywl Fa 6.1 N SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 n PROJECT \-C)' 1Z 71�+C- 1rY\ .CA„C(\ C' • j\ DESIGNED 12:a3,..-- DAT E/IR CHECKED DATE JOB )%C)2 -1 SHEET OF 10 1 11 r I -� I ---- — ----iJ \ ` --- 1 /"•{� -4 _, -744,1`17-ai.--- -1- - , j • -I11 : r ��-2' lI"'r,,/�a,1 -,\/S, k _1 _ --, � --;- at,. C" -"I� "i x-4-1- 1•..) , .. -,, (,"116--? i I i ) f,��' j�T -t i ' % ' 4 1(^ -- I- • I Lc � _ k ;- _ _, L 1— l' I l.s� rL-'' , --t--1 i la i -- -•...,t_ - 1 .. 1 -7:- I' 11_. I ' TAirardr^ . - - --- - 1 1 I I I I I I I i I - 4 ` -i-+-f --. 1 J i -i — r 1 -I i{ t I f t 4,- -I- - � i ( - + ,r _ fi , V ) I JH:fr ' - t ' ' • - t + - 1 • ' - t I ' . . - !�A ~ H'qz.T -t- ►1v. o 1 I- + y t '"f l.lft"1. ,` ti.1 � l i_. T t ....s.\,,,) • I ' I i_ _11, i,-4. 1 1 , t ; _+ _ ' . ,. l f _, ; _ _ '�_^"t -"-`-‘1-1.4 i - - . C� \ + 1- —'— -Z-. r + - - i 1 ; + 1. . 1 .1 - _.- _-i. .. 1 -1-rt) I. 1. k s. :1( �a ` -rte i_.‘,..),,,,_. C\:4--,. .t . t. , ,L6Aco 1 _ 1 ,= 7 ^' �' 't1� 1-_T .1 ._j t• 11 '-i- 1 , l f . 1 + 1 I I I 1 , � 1 7- , t. �'/*\\ t' , r -_. + ... i .) I -t • &Mkt, i III r" 1l'Lr,'' T1k 10 11 www.hilti.us Profis Anchor 2.7.8 Company: Sitts & Hill Specifier: BRL Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 1 9-08.1 TI 5/29/2019 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 5/1/2017 1 5/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 12.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) w111111I11111' id'A;N�r R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stitfeners,...) Geometry [in.] & Loading [Ib, in.lb] Z ef 3.5 "10 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 1 hod www.hilti.us I-1HET I Profis Anchor 2.7.8 Company: Sifts & Hill Page: Specifier: BRL Project: Address: Sub -Project I Pos. No.: Phone I Fax: 1 Date: E -Mail: 2 9-08.1 TI 5/29/2019 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1,166 0 1,166 max. concrete compressive strain: - [%e] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [Ib] Anchor forces based on a rigid base plate assumption! 3 Tension load !illLoad Nua [Ib] Capacity 4 Nn [Ib] Utilization pry = Nun/4) Nn Status L.r Steel Strength* N/A N/A NfA N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A IP * anchor having the highest loading **anchor group (anchors in tension) V C • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 12 t.r L 1I smol www.hilti.us 1■■111:1r1 Profis Anchor 2.7.8 Company: Sitts & Hill Page: Specifier: BRL Project: Address: Sub -Project I Pos. No.: Phone I Fax: 1 Date: E -Mail: 3 9-08.1 TI 5/29/2019 4 Shear Toad Load Vua [Ib] Capacity $ Vn [Ib] Utilization pv = VuaI$ Vn Status Steel Strength* 1,166 3,572 33 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 1,166 6,005 20 OK Concrete edge failure in direction y+" 1,166 1,807 65 OK * anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vsa,eQ = ESR value W Vsteel > Vua Variables Ase,v [in.z ] refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 futa [psi] 0.10 Calculations Vsa,eq [Ib] 5,495 Results Vsa eq [lb] 5,495 106,000 w steel 0.650 4> nonductile 1.000 4.2 Pryout Strength ANc 1/ 1 Vcp _ kg, [(Arlo)) W ed,N W c,N W cp,N N]b Vcp Vua AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 hef 1 Wec,N= \1+2eN)51.0 3 hef Wed,N =0.7+0.3(15ca.mihn)1.0 ef W cp,N = MAxtca.min 1.5he>) < 1.0 Cac Cac j Nb=kCXalT,hef5 Vsa [Ib] 3,572 Vua [Ib] 1,166 ACI 318-14 Eq. (17.5.3.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1.N [in.] ecz,N [in.] ca,rnm [in.] 2 3.250 0.000 0.000 3.500 W c,N Cac [in.] kc a a fc [psi] 1.000 6.000 17 1.000 3,000 Calculations1 AN. [in.2] ANcO [In•2] W ecl.N W ec2,N W ed,N 81.66 95.06 1.000 1.000 0.915 Results Vcp [lb] (13, concrete 4) seismic 4> nonductile $ Vcp [lb] 8,579 0.700 1.000 1.000 6,005 W cp,N Nb [lb] 1.000 5,455 Vua [Ib] 1,166 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 11 www.hilti.us 1■■11`T1 Profis Anchor 2.7.8 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill BRL Page: Project: Sub -Project I Pos. No.: Date: 4 9-08.1 TI 5/29/2019 4.3 Concrete edge failure in direction y+ AVc Vcb = (AVcO) W ed,V W c,V W h,V W parallel,V Vb (I) Vcb > Vua AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) = 4.5 ca, Avco W ec,V W ed,V W h,V Vb 1 1+2e' 1.0 3Ca55 l =0.7+0.3(15ca1)51.0 _ ,V1.5ca1 � 1.0 ha / 0.2da) %, a . _ (7 (d) Vrc Caj a Variables cal [in.] 3.500 Ie [In.] cat [in.] ACI 318-14 Eq. (17.5.2.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) ecv [in.] W aV ha [In.] 12.000 3.250 Xa 1.000 0.000 1.000 da [in.] f'c [psi] 0.500 3,000 12.000 W parallel,V 1.000 Calculations Avc [in.2] Avco [in.2] W ec,V W ed,V W h,V Vb [Ib] 55.13 55.13 1.000 1.000 1.000 2,581 Results 11 A A A A 11 11 Vcb [Ib] W concrete • seismic nonductile w Vcb [Ib] Vua [Ib] 2,581 0.700 1.000 1.000 1,807 1,166 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The ct factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 www.hilti.us Profis Anchor 2.7.8 Company: Sitts & Hill Specifier: BRL Address: Phone I Fax: E -Mail: Page: Project: Sub -Project I Pos. No.: Date: 5 9-08.1 TI 5/29/2019 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 www.hilti.us Profis Anchor 2.7.8 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill BRL Page: Project: Sub -Project I Pos. No.: Date: 6 9-08.1 TI 5/29/2019 6 Installation data Anchor plate, steel: - Profile: - Hole diameter in the fixture: - Plate thickness (input): - Recommended plate thickness: - Drilling method: Hammer drilled Cleaning: Manual cleaning of the Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (3 1/4) Installation torque: 480.001 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 4.000 in. Minimum thickness of the base material: 8.000 in. drilled hole according to instructions for use is required R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (Wieners,...) 6.1 Recommended accessories Drilling Cleaning • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump Coordinates Anchor in. Anchor z y c c.x c_ c v *v 1 0.000 0.000 12.000 12.000 8.500 3.500 Setting • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 16 APPENDIX A DOOR FRAMING DRAWINGS AND DETAILS SITTS & HILL ENGINEERS, INC. 8'-6 7/6" '5'-7 5/6 :I'-0 1/8' HALLWA A10 A328 CONFERENCE ELECTRONIC DATA CAB'N'T VAULT 2JS . WHIM FILES 1010 A328 131 131 L1 131 31 131 131 1A10 A508 A.:01AA388 41 ELEV, LOBBY 2 1510 A35A 3 0 A32 10 A72 A10 A328 HALLWAY WORKSTATIONS 1 1105 OPEN 055ICE 2CS 2CS 2CS ❑I,flfnn'n MEC m TELEPHONE A72 TELEPHO WORK ROOM 1010 A38 WORK ROOM E5 010 A358 12E5: ALCOVE TRAINING OFR 1286 liarfliMIEW N f2'-9 t/8" `'�� 1A10192B Y-4 1/4- HALLWAY P COMPUTER FLOOR PLAN SCALE: 1/8"= 1'-0" O K LEGEND - AS SHOWN ON PLAN INDICATES 3 5/8" STEEL STUD WALL WITH 5/8" 0WB \/ ON BOTH SIDES. SEE DETAILS ON A530 FOR ADDITIONAL INFORMATION. GENERAL NOTES 1, COORDINATE WORK WITH ALL TRADES REQUIRED TO COMPLETE THE WORK. 5AVE WORK & STAG NG AREAS CLEAN & UNCLUTTERED AT THE ENO OF EACH DAY & 'HE END OF THE J08. 3. REMOVE AL_ DEMOLISHED MATERIALS FROM BOEING PROPER1Y. 4. REMOVE ALL TOOLS & MATERIALS FROM THE WORK AREA. 5. NO CHANGES SHALL BE MADE TO THE DRAWINGS WITHOUT WRITTEN APPROVAL BY THE FACILITIES ENGINEER RESPONSIBLE FOR THAT PORTION OF THE WORK. 6. ASBESTOS NOTIFICATION: A GOOD FAITH SURVEY OF THE BUILDING HAS BEEN CONDUCTED AND NO ASBESTOS CONTAINING MATERIAL WAS DISCOVERED WITHIN THIS BUILDING. 7, SEE REFERENCE DRAWINGS 9-08-A07 46 A-08 FOR THE SICK AND PROGRAM PERIMETER WALLS IDENTIFIED BY DASHED LINES AND IJS. 8> 16 GA KING STUD, FLOOR TO FLOOR 0 EACH SIDE OF DOOR FRAME. PROVIDE 4 PIECE DOOR HEADER. SEE DETAIL "5" ON SHEET A508. CONSTRUCTION NOTES CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ELEVATIONS OF EXISTING CONSTRUCTION WHICH AFFECT NEW CONSTRUCTION PRIOR TO SUBMITTAL OF SHOP DRAWINGS. SHOP DRAWINGS WITHOUT FIELD 45651CARO9 OF DIMENSKINS SHALL B REJECTED. C2�INSTALL FLOOR '0 CE. LING HEIGHT WALL TO MEET SECURITY REQUIREMENTS, SEE DETAIL 06/4350 'OR ADDITIONAL INFORMATION. INSTALL 4'-0'x7-0" DOOR (TO BE RF SHIELDED AND STC 51 RATED)- . FRAMING AT 5T0 DOORS SHALL BE FULL HEIGHT PER DETAIL 3/4505. L^ - , INSTALL 3. -0'x7'-0 000R (TO BE RF SHIELDED ANO STC 51 RATED). 5646640 AT STC DOORS SHALL BE FULL HEIGHT PER DETAIL 3/A505. L''-� N TALL CARPET AND RUBBER BASE THROUGHOUT ROOM. REVISE AND ADJUST RAISED FLOOR 515515 AROUND NEW WALLS A5 NECESSARY. INSTALL SHEET METAL FLOORING (WE'_JE5). RECONFIGURE/REUSE PEDESTALS, STRINGERS AND RA15 D FLOOR PANELS. NO UNSUPPORTED EDGES OF RAISED FLOOR SHALL BE PERMITTED, ME1 AMC.AL ANCHOR PEDESTALS AND FOIL TAPE OVER ANCHORS PER DETAIL2/A504, I5 REPAIR DOOR Et. MSIALL-6"o7'-0" DOOR (TO 9E RF SHIELDED AND STC 51 RATED). FRAMING 9' STC DOORS SHALL 9E 08x11.5 STEEL CHANNELS TO MATCH EXIST --.NG C.411 FRAMING. CUT "EXISTING GIRT AT 68" A.F.E. AND INSTALL NEW FR4MING CHANNELS. SEE DETAIL 5/A505 AND 6/A505 FOR ADDITIONAL FRAMING INFORMATK N. FOR EXTERIOR RAMP AT NEW DOOR, SEE ENLARGED SURFACE .AND GRADING PLAN ON SHEET 05XX. 8 STALL CARPET AND RUBBER 915E THROUGHOUT ROOM. REVISE AND ADJUST 'MSEC 1,05R SYS -E9 AROUND NEW W4L5 A5 REQUIRED, NO UNSUPPORTED DOES OF RAISED FLCOR SHALL BE 456464550. RE -ISSUED FOR PERMIT MAY 31, 2019 1 o o j 7 90 1412 co MIMFM KEY PLAN O SCALE: NONE 0 4 8 16 24 SCALE'. 1/8"=1'-0" SITTS & HILL ENGINEERS, INC. CNL a STRUCTURAL • SURVEYING MI. Ire I SWIM I WA- WM 1.011, .Ac�'"iw1 Project No.: 18034 Project Mgr: BKL Prof. Engineer. g7L Praj. Drafter 5LM 511.1 A 8 9Y L APPROVED DATE SYM RELOCATE JSF LEVEL 4 JSF LEVEL A 44780347-00 OMI 4180052-00 MR 04.09.98 SAP 10014 RECONFIGURE 4160652-02 07.20.98 INSTALL AMS :N J5F AREAS 4/785146-01 MRM 11.25.98 UPGRADE UPS SYSTEM J4793847-00 MRM 1'.24.99 11E4 ROOM MODIFICATION 48701487-00 MRM 062200 C H10 REV. 1 H 9-08.1 TENANT IMPROVEMENT J 9-08.' TENANT IMPROVEMENT 60060 NA7109 K RESPONSE TO RFI 15 34355 95563002 95563002 95563002 SY LMC SITTS SITTS SITTS SITTS APPROVED 3KL 3KL 3KL 3KL DATE 03.21.07 10.27.17 10.09.18 12.31.18 01.31.19 BOEiwrc• ACCEPTABILITY THIS DESIGN ANO/OR SPECIFICATION ',S APPROVED 111498 M.DOTMAR DECKED RATE SURNTLE FLOOR PLAN CURRENT REVISION W5563002 swEo1 K DAT_ 01.31.19 APPROVED 3Y DET. GATE N1,NELK 'CHECKED 'APPROVED APPROVED 9-08.1 TENANT IMPROVEMENT BUILDING 9-08.1 ARCHITECTURAL MASTER COL. A-5/1-7 D.C. SHEER TATO Joe NO. 160652-02 COMP NO. DWG NO. 9-08-1A10 DOOR SCHEDULE DOOR FRAME HARDWARE GROUP DETAILS NOTES NUMBER SIZE TYPE THICKNESS MATERIAL 015156 RpTRINC TYPE MATERIAL FINISH HEAD JAMB THRESHOLD E1 3'-0" x 7'-0" - - - F-1 CARPET TILE FACTORY FINISH (FF) B -I W-1 - - C-1 9'-0" 5, 6 E1A 3'-6" x T-0" F ! 3/4" HM PT - 1 HM Pr 2C 8/ASCD 7/6503 7. 2, 3, 4 1, 2, 3, 4, 7 11E2 3'-0" x 7'-0" 3-1 3/4• HM PT - , Al PT 2A 10/6502 10/4502 B ) 1, 2, 3, 4. 6 1102 3'-0" v 7'-0" W-1 1 }/4•59 W-1 PT - 1 HM PT 2C I0/6502 I0/6502 ./ 1, 2, 3. 4, 6, 7 1103 4-0" x 7-O" 8-1 1 3/4" HW PT - 1 HM P7 2A 10/A502 I0/A502 - 1, 2, 3, 4. 6 1103 4-0" x 7-0" 0 1 3/4" HM PT- - 1 HM PT 26 10/6502 10/6502 - 1, 2. 3, 4, 6 11E4 a-0" x T-0" . 1 3/4" HM PT - 1 HM PT 28 10/6502 10/A502 - 1, 2, 3, 4, 6 71E5 a-0° x 7'-0° W-1 1 3/4" HM PT - 1 HM PT 28 10/A502 10/5502 - 1, 2, 3, 4, 6 12E5 4-O" x 7-0" F 1 3/4" 51.1 PT - 1 51.4 PT 28 10/A502 10/6502 - 1, 2, 3, 4, 6 11E6 3'_0" x p_0• - _ _ _ _ _ _ _ _ _ _ _ 5, 6 DOOR SCHEDULE NOTES: . DOOR SIZES INDICATED ARE NOMINAL DIMENSIONS. REFER TO DOOR AND HARDWARE SPECIFICATIONS FOR COORDINATION. 2. REFER TO DOOR TYPES SCHEDULE 2/6350, DOOR FRAME SCHEDULE 3/5350 AND SPECIFICATION FOR HARDWARE GROUPS ON SHEET A3. 3. DOOR 635EMBUE5 SHALL MEET 7HE FOLLOWING ACCESSIBILITY REQUIREMENTS: 3.1. MAXIMUM EFFORT 70 OPERATE DOORS SHALL NOT EXCEED 5.0 LBS. (PER IBC). 3.2. MOUNTING HEIGHTS OF ACCESSIBLE DDDR OPERATION HARDWARE SHALL COMPLY WITH 18C. 3.3. DOOR OPERATIONS AND DOOR HARDWARE SHALL COMPLY WITH IBC SECTION 1008.19. 34. SEE DETAIL 11/A502 FOR ADDITIONAL INFORMATION. DOOR SCHEDULE SCALE: N.T.S. PER „SCHEDULE 4. DOOR ASSEMBLIES SHALL MEET THE FOLLOWING FIRE -RATED REQUIREMENTS: 4.1. EXCEPT AS OTHERWISE REQUIRED BY LOCAL BUILDING 00005, THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL FIRE DOOR ASSEMBLIES IN ACCORDANCE WITH THE LATEST EDITION OF THE NATIONAL FIRE PROTECTION ASSOCIATION PAMPHLET. NEPA 80. THIS INCLUDES SWINGING DOORS, HORIZONTAL SLIDING DOORS, HOISTWAY DOORS FOR ELEVATORS, ACCESS DOORS, AT 7HE LOCATION WHERE INDICATED. LOCAL BUILDING CODES GOVERN. IF ANY DIFFERENCES EXIST BETWEEN THESE CODES AND THE NEPA FOR ANY OF THE ABOVE INSTALLATIONS. 4.2. All REQUIRED FIRE DOORS SHALL BE PROVIDED WITH A NON-COMBUSTIBLE THRESHOLD, EXCEPT 20 MINUTE DOORS. 4.3. DOOR FRAMES HUNG WITH LABELED DOORS SHALL ALSO BE LABELED WITH THE SAME RATING. 4.4. CLOSERS SHALL BE PROVIDED ON LABELED DOORS. 5. EXISTING DOOR 70 REMAIN. 6. TENANT IMPROVEMENT SOUND DOOR (5TC-51), KREIGER SPECIALTY PRODUCTS ONLY - NO SUBSTITUTIONS. 7. DOOR 15 FOR EXIT ONLY. N0 ENTRANCE HARDWARE PROVIDED. ABBREVIATIONS: FF FACTORY FINISH HM HOLLOW METAL PT PAINT WD WOOD PER SCHEDULE SAFETY GLASS (CLEAR) F N (FLUSH SOLID DOOR) (FLUSH SIDE LITE DOOR) DOOR TYPE SCHEDULE SCALE N.T.S. A350 PER ,...SCHEDULE 2" 67 FRAME TYPE 1 MATERIAL FINISH SCHEDULE SCALE: N.T.S. MARK NUMBER LEGEND DESCRIPTION MATERIAL FINISH SCHEDULE KEY MATERIAL EXISTING WALL 3 5/8• 16 GA STUDS AT 16" DC. ACOUSTICAL FIRE BATT INSULATION (FULL STUD DEPTH AND 508 HEIGHT) / GWB EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/8" GWB (PAINT/FINISH FULL HEIGHT) FINISH NOTES CEILING BASE T2 UNCONTROLLED SIDE 9-1 RESILIENT WALL BASE FACTORY FINISH (00) T3 CONTROLLED SIDE ,,,,,,, a ����r'��. ��.I_�������ll�� 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" O.C. 5/8 GWB (PAINT/FINISH FULL HEIGHT) EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB 3 5/8" 16 GA STUDS AT 16" 0.0. ACOUSTICAL FIRE 3ATT INSULATION (FULL STUD DEPTH AND FULL 4EICHT) EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/B" GWB (PAINT/FINISH FULL HEIGHT) CONTROLLED SIDE T4 O UNCONTROLLED SIDE 5/5" GWB (PAINT/FINISH FULL HEIGHT) 5/8" GWB 3 5/8" 15 GA STUDS AT 15" O.C. FIRE BATT INSULATION (FULL STUD DEPTH AND FULL HEIGHT) 5/8" GWB EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/8" GWB (PAINT/FINISH FULL HEIGHT) ,♦ACOUSTICAL "tit, ♦�.�.���.�♦�♦..;�y`♦�. 3-1 F-1 CARPET TILE FACTORY FINISH (FF) B -I W-1 - - C-1 9'-0" WALL___ 1102 HALLWAY W-1 GYPSUM WALLBOARD (GWB) PAINT WALLS SHALL BE PAINTED FULL HEIGHT W-1 - - 9-1 W-1 ---CEILING--- 9'-0" 7. 2, 3, 4 C-1 SUSPENDED ACOUSTICAL PANEL (SAC) FACTORY FINISH (FF) 3-1 W-1 B-1 W-1 B -I MATERIAL FINISH SCHEDULE SCALE: N.T.S. MARK NUMBER LEGEND DESCRIPTION n UNCONTROLLED SIDE EAST EXISTING WALL 3 5/8• 16 GA STUDS AT 16" DC. ACOUSTICAL FIRE BATT INSULATION (FULL STUD DEPTH AND 508 HEIGHT) / GWB EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/8" GWB (PAINT/FINISH FULL HEIGHT) K CEILING ."♦♦.•••..+_'/. (�1.4IL�1�11�N Alt As CONTROLLED SIDE T2 UNCONTROLLED SIDE 5/8" GWB 3 S/8" 16 GA STUDS AT 16" 0.C. ACOUSTICAL FIRE BATT INSULATION (FULL STUD DEPTH AND FULL HEIGHT) EMI SHIELD AL5 ALUMINUM FOIL 5/8" 0WB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" O.C. 5/8" GWB (PAINT/FINISH FULL HEIGHT) 1_1_,�����������2 CONTROLLED SIDE T3 CONTROLLED SIDE ,,,,,,, a ����r'��. ��.I_�������ll�� 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" O.C. 5/8 GWB (PAINT/FINISH FULL HEIGHT) EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB 3 5/8" 16 GA STUDS AT 16" 0.0. ACOUSTICAL FIRE 3ATT INSULATION (FULL STUD DEPTH AND FULL 4EICHT) EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/B" GWB (PAINT/FINISH FULL HEIGHT) CONTROLLED SIDE T4 O UNCONTROLLED SIDE 5/5" GWB (PAINT/FINISH FULL HEIGHT) 5/8" GWB 3 5/8" 15 GA STUDS AT 15" O.C. FIRE BATT INSULATION (FULL STUD DEPTH AND FULL HEIGHT) 5/8" GWB EMI SHIELD AL5 ALUMINUM FOIL 5/8" GWB (PAINT/FINISH FULL HEIGHT) 7/8" HORIZONTAL HAT CHANNELS AT 24" 0.C. 5/8" GWB (PAINT/FINISH FULL HEIGHT) ,♦ACOUSTICAL "tit, ♦�.�.���.�♦�♦..;�y`♦�. 3-1 CONTROLLED SIDE DOOR FRAME SCHEDULE (-3- WALL TYPE SCHEDULE SCALE: N.T.S. AA50 SCALE: N.T.S. ROOM FINISH SCHEDULE ROOM NO ROOM NAME FLOOR NORTH EAST SOUTH WEST CEILING NOTES BASE L WAL BASE WALL BASE WALL BASE WALL NAT'L HEIGHT 1101 HALLWAY F-1 3-1 01-1 B-1 W-1 B -I W-1 - - C-1 9'-0" 1. 2, 3, 4 1102 HALLWAY 0-7 - - 9-1 W-1 - - 9-1 W-1 0-1 9'-0" 7. 2, 3, 4 11D4 HALLWAY F-1 3-1 W-1 B-1 W-1 B -I W-1 - - 0-1 9'-0" 1, 2, 3, 4 1204 HALLWAY F -I 9-1 W-1 B-1 W-1 - - 3-1 W-1 0-1 9'-0" 1, 2. 3, 4 1ID5 WORK 07ATI0745 0-7 - - 8-1 W-1 - - - - 0-1 9'-0" 1. 2. 3, 4 1106 HALLWAY F -I 9-1 W-1 B -I W-1 3-1 W -I - - 0-1 9'-0" 1. 2. 3. 4 12D6 HALLWAY F -I - - 6-1 W-1 8-1 W-1 3-1 W-1 0-1 9'-0" 1, 2, 3, 4 11E2 WORK ROOM F -I 3-1 W-1 B-1 W -I 9-t W-1 3-1 W-1 0-1 9'_0" 1, 2. 3, 4. 5, 6 12E2 CONFERENCE ROOM F-1 3-1 W-1 9-1 W-1 9-t W-1 3-1 W-1 0-1 9'-0" 1, 2, 3, 4, 5, 6 11E3 WORK ROOM =-1 B-1 W-1 3-I W-1 9-1 W-'' 9-1 W-1 0-1 9'-0" 1, 2. 3, 4. 5, 6 11E4 WORK ROOM 0-1 B-1 W-1 3-1 W-1 3-7 W-1 3-1 W-1 0-1 9'-0" 1, 2, 3, 4, 5, 6 11E5 WORK ROOM F-1 3-1 W-1 9-1 W-1 9-I W-1 3-1 W-1 0-1 9'-0" 1, 2, 3, 4. 5, 6 12E5 WORK ROOM F-• 8-1 W-1 9-1 W-1 8-1 W-1 3-1 W-1 0-1 9'-D" 1. 2. 3. 4. 5, 6 ROOM FINISH SCHEDULE NOTES: C00RD NATE EXISTING AND NEW WALLS WITH FLOOR PLAN. REPAIR. E5TURE, PATCH AND PAINT ALL WALL SURFACES TO MATCH. 2. C00RD NATE AND ADJUST CEILING HEIGHT ACCORDINGLY WITH EXISTING STRUCTURE, MECHA !CAL AND ELECTRICAL EQUIPMENT. 3. FOR MATERIAL FINISH SCHEDULE SEE 5/3350. ROOM FINISH SCHEDULE SCALE: N.T.S. 4 PAINT GW8 CEILING ABOVE SUSPENDED ACOUSTICAL PANEL SYSTEM. 5. SEE DETAIL 4/3504 FOR PENETRATION SEALANT DETAILS. 6 AT WORK ROOMS/CONFERENCE ROOM, PAINT WALLS FULL HEIGHT (ABOVE CEILINGS AND BELOW RAISED FLOORS), BOTH SIDES. J350 A350 6 RE -ISSUED FOR PERMIT MAY 31, 2019 11A101A350 SITTS & HILL ENGINEERS, INC. QOL • STRUCTURAL • SURVlYMG ACOM.V46. Min eNONA, Ixul A+AeA+ 1 TAA yRxuaw Project Na: 18034 Project Mgr.: BKL Pro? Engineer BELL raj Droner: 5LM 5YM REVISON I APPROVED DATE SYR RFA510N PPPROJED DATE -- 9-08.1 TENANT IMPROVEMENT W5563002 SITTS BKL li 10.09 18 A 30N /01 W5563002I SITTS BKL '0.25.18 8 RESPONSE 10 RFI 15 W55630021 SITTS BKL 01.31.19 g)LATAFE7iV ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION 5 APPROVED APPROVED BY DEPT. DATE DRAWN D. 3oaeou CHECKED B. _esti SATE 04.24.18 0424.18 SCHEDULES CURRENT REVISION W5563002 S MBOL B DATE 01.31.19 'LNUINStN 0. Boileau 04.24.18 00E04E0 B. Lesl,e 0424.18 APPROVED APPROVED IITLE ARCHITECTURAL 9-08.1 TENANT IMPROVEMENT BUILDING 9-08.1 DEV. CENTER, WA SHEET A350 JOB NO. 160652-02 COMP N0. EING NO. 09-008-A350 STUD BLOCKING 5/8" GWB EACH SIDE #1441' MIN 14E1 HEAD SELF DRILLING SCREWS AT 16" 0.C. INTO FASTENED ACCESS FLOOR TILE 4' HIGH BLACK RUBBER BASE EACH SIDE EXISTING RAISED ACOUSTICAL FLOOR SYSTEM AS OCCURS BOTTOM OF PARTITION WALL SECTION SCALE: N.T.S. JA503 MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES. U.N.O. USE TYPE DEPTH (IN) FLANGE (IN) CAGE Pr (KSI) SECTION CROSS Sxx (613) GROSS Mx (1144) REMARKS 3 5/8" STUDS S 3 5/8 1 5/8 16 33 362S162-54 0 4B1 0.873 INTERIOR 3 5/8' TRACKS T 3 5/8 1 1/4 16 33 362T125-54 0.378 0.723 INTERIOR 3 5/8" JOISTS 5 3 5/8 1 5/8 16 33 3625162-54 0.481 0.873 ICD 705 CEILING COLD FORMED MEMBER SCHEDULE SCALE: N.T.S. JA503 STEEL STUD #10 x 3/4" SCREWS AT 12" 0.C. AT DOUBLE STUDS - STAGGER DOUBLE STUD AT JAMBS AND WHERE NOTED STUD BLOCKING UNPUNCHED STEEL STUD TRACK - MATCH GAUGE OF STUDS #10 x 3/4" SCREWS ATTACH EDGE STUDS TOGETHER WITH #10 SCREWS AT 12" 0.C. #14x1" MINIMUM HEX -HEAD SELF DRILLING SCREWS AT 16" 0.C. INTO EXISTING FLOOR. PROVIDE (2) ANCHORS MINIMUM PER WALL SECTION, PUCE MIN. (1) ANCHOR WITHIN 6" OF ALL OPENING EDGES TYPICAL STEEL STUD WALL DETAIL SCALE: N.T.S. EXISTING CEILING FRAMING AT CW8 CEILING AS OCCURS TOP OF STUD WALL PARTITION BRACING PER DETAIL 6/4503 J503 SOUND BLANKET WHERE OCCURS - FIT NEATLY AROUND BRACING - TAPE JOINTS 086 WHERE OCCURS CONSTRUCTION PER WALL TYPE SCHEDULE TOP OF PARTITION DETAIL SCALE: 1 1/2" = 1'-0" 08411.5 STEEL CHANNEL HEADER - SEE DETAILS 5/A505 AND 6/A505 FOR ADDITIONAL INFORMATION SA.C. WHERE OCCURS AS SCHEDULED CONNECT TRACKS TO EACH MEMBER OF BUILT-UP HEADER WITH 18 SCREWS AT 12" 0.C. TRACK TOP AND BOTTOM OF BUILT-UP HEADER TO MATCH CAGE OF HEADER HEADER BUILT UP OF TWO STUDS PER SCHEDULE ADDITIONAL STUDS AS NOTED ON PLAN OR ELEVATION CONT. TRACK ABOVE HEADER TRACK CONNECTOR TO MATCH CAGE OF BUILT-UP HEADER - 3" SHORTER THAN DEPTH OF HEADER SCREWS PER SCHEDULE /16 1/2-12 DOUBLE JAMB STUD. TYP. J.N.O. HEADER IN STEEL STUD WALL DETAIL SCALE: N.T.S. STEEL JOISTS PER PLAN L4x4x1/4 ANGLE -EXTEND AND ATTACH TO TWO JOISTS MIN. WITH (2) 112 SCREWS AT EACH JOIST-TYP. STEEL JOISTS PER PLAN INTERIOR HEADER MAX. WIDTH OF OPEMNG HEADER SIZE SCREWS EACH SIDE OF HEADER SCREWS WTO JAMB STUD COMMENTS 0'-0' TO 4'-0' (2)6005162-43 (4) 112 SCREWS (8) 112 SCREWS 4'-1" TO 8'-0' (2)10005162-54 (7) 112 SCREWS (14) #12 SCREWS 8'-1" TC 10'-0' (2)1000S162-68 (7) 112 SCREWS (14) 112 SCREWS '1'448 STUDS 3H450 8E 43 9I11 (18 CA) MIN. 10'-1" TO 12'-0' )2(1200S162-97 (8) 112 SCREWS (16) /12 SCREWS 1898 51UDS 91411 8E 43 91- (18 GA) 11I6. COLD FORMED HEADER SCHEDULE —iota i ir or \\ 1 1 BRACE BEYOND J503 L4x4x1/4x12" ANGLE ATTACH TO JOISTS WITH (4) 112 SCREWS MINIMUM 3625162-43 BRACE AT 13'-0" 00, - ALTERNATE DIRECTION CLIP FLANGE TO FORM SHOE AND ATTACH TO STUD WITH (3) 110 108 SCREWS PARTION WALL BRACING DETAIL 503 SCALE: N.T.S. 50 ARCHITECTURAL SCALE: N.T.S. `fA503 2 LAYERS 5/8" GYPSUM BOARD ON 3" METAL STUDS C8x11.5 STEEL CHANNEL JAMB - SEE DETAILS 5/6505 AND 5/A505 FOR ADDITIONAL INFORMATION RE -ISSUED FOR PERMIT MAY 31, 2019 0 6' 1 2 SCALE: 1 1/2"=1'-0" SITTS & HILL ENGINEERS, INC. Oft . RTRUCIURAL . 30RVenw ACOI .Wwr WNi .1241.R..w I Bu1xl614N.49 Project No.: 18034 Project Mgr.: BKL Pro) En91aeer BRL Prot. Droner: SLM SYM REVISION U17 AND 63 SERVER MIGRATION A 9-08.1 TENANT IMPROVEMENT RESPONSE TO RP 15 W5723449 W5563002 W5563002 3Y SITTS SITTS SITTS APPRG'00 9KL 9KL 9KL 041E 04.10.18 SYM BY A°PRP/62 0410 10.09.18 01.31.19 gifirAFEFAV*G ACCEPTAA ILITY THIS DE51C11 AND/OR SPECIFICATION :S APPROVED 0RAWR L McVa LUlLRtie B. Leslie MATE 03.13.18 03.13.18 BUBB, MISC SECTIONS AND DETAILS CURRENT RE7140N SMB0. W5563002 B 01.31.19 03300VE0 BY DEPT. 5410 WINGER D. Boileau 03.13.18 DHE5KED B. Leslie APPROVLO 03.13.18 APPRO01D 9-08.1 TENANT IMPROVEMENT BUILDING 09-08 ARCHITECTURAL DEV. CENTER, WA SHEFY A503 JOB NO. W5723449 COMP No. MC NO 09-008-A503 EXISTING 3" DEEP METAL SIDING EXISTING 3/4" RIGID INSULATION EXISTING 16 CAGE SHEET METAL RF SHIELD EXTERIOR SEALANT AT PENETRATION TO CONDUIT BOND EXISTING RF SHIELD TO CONDUIT WITH RF FOIL TAPE PENETRATION SEALING DETAIL (2) LAYERS EXISTING 5/8" FOIL BACKED 388 FILL VOID WITH ACOUSTICAL FOAM, ALL SIDES ACOUSTICAL CAULKING FULL DEPTH OF GWB, FULL CIRCUMFERENCE NEW CONDUITS PER MECHANICAL AND ELECTRICAL - COORDINATE EXACT NUMBER. SIZE AND LOCATION WITH MECHANICAL AND ELECTRICAL DRAWINGS EXISTING 3 5/8" 20 GAGE METAL STUDS AT 24" 0.0. FILLED WITH 3 1/2" ACOUSTICAL BATT INSULATION EXISTING GR CAVITY (GIRTS NOT SHOWN FOR CLARITY) SCALE: 3"=1'-0" ALUMINUM FOIL WALL SHIELD 6'" FOIL/SEAM ADJACENT SHEETS OF FOIL PER NOTES ON SHEET Ad ALUMINUM FOIL WALL SHIELD EMI SHIELD AL5 ALUMINUM FOIL TAPE FOIL WALL SHIELD "Z -FOLD DETAIL SCALE: N.T.S. 4 A4 A505 �A505 COVER SCREW HEAD WITH EMI SHIELD AL5 ALUMINUM FOIL TAPE 3 5/8" THICK STEEL CEILING FRAMING WITH 16 GAGE JOISTS AT 16" 0.C. INSTALL RF CAULK BETWEEN CEILING CLIP ANO SHIELD 24 GAGE SHEET METAL SHIELD AT INTERIOR OF BEAMS CEILING GRID SUPPORT AND ATTACHMENT PER TYPICAL DETAILS CEILING GRID ATTCHMENT AT SHIELD DETAIL SCALE: N.T.S. A5021 A505 ROUGH OPENING VERIFY 9ZE WITH PLANS AND SCHEDULES 16 GAGE CONTUOUS TRACK (3 & 8) WITH ANCHORS AT 32" 0.0. (MAX.) SET IN CONTINUOUS BEAD OF ACOUSTICAL SEALANT Ci BUILT-UP HEADER PER SCHEDULE DETAIL 3/8503 BUILT-UP HEADER AT BASE OF DOOR SIM TO HEADER ABOVE -ALIGN TOP OF HEADER WITH RAISED ACCESS FLOOR 16 GAGE CONTINUOUS TRACK (T & 8) WITH ANCHORS AT 32" 0.C. --� (MAX) SET IN CONTINUOUS BEAD OF ACOUSTICAL SEALANT (3) 14 GAGE BUILT-UP JAMB STUDS AT STC RATED DOORS -ATTACH 51M TO DETAIL 2/4503 2 A505 A503 RAISED ACCESS FLOOR STC DOOR FRAMING DETAIL FINISH FLOOR 3 SCALE: N.T.S. (2) 1/2" DIAMETER THRU-BOLTS AT LEG OF CONNECTION ANGLE - INSTALL AT STANDARD GAGE OF STEEL ANGLE EXISTING C8.11.5 STEEL GIRT AS OCCURS ttP 1/4 6 1/2".13".1/2" E STEELASE PLATE AT CHANNEL - ALIGN CHANNEL II AT EDGE OF PLATE C8.T1.5 STEEL CHANNEL AT PROPOSED ADDITIONAL EXTERIOR DOOR FRAME (2) 1/2" DIAMETER KWIK BOLT TZ ANCHOR, EMBED 3 1/4" (3 5/8" NOMINAL) MINIMUM - SPACE AT 3 1/2" O.C, 1 1/2" MINIMUM EDGE DISTANCE TO EDGE OF PLATE TIP. (3) SIDES 3/16 L40441/440'-6" LONG STEEL ANGLE 38411.5 STEEL CHANNEL AT PROPOSED ADDITIONAL DOOR FRAME 0818TING CONCRETE STEM WALL AS OCCURS 3 1/2" GIRT TO CHANNEL CONNECTION DETAIL 5 SCALE: N.T.S. 1A10, A350A505 GIRT AT NEW DOOR DETAIL SCALE: N.T.S. 1A10, A350A505 RE -ISSUED FOR PERMIT MAY 31, 2019 1A101 A505 0 3" 6" 9" 1 SCALE: 3"=1'-O" SITTS & HILL ENGINEERS, INC. ORAL • STRUCTURAL • SURVEYING 4•14 MTNISTR“T TACOMA. WA MP Project No.: 18034 Project Mgr.: BKL Pro) 030eer. BRL Pro) Drafter: SLM 50,1 A REVISKIN 9-08,1 TENANT IMPROVEMENT RESPONSE TO RFI 15 W5563002 W5563002 90 SITTS SITTS APPROVED DATE 5064 REVISION 8r APPROVED DATE BKL BKL 10.09.18 03.06.19 ACCEPTABILITY THIS 035106 AND/OR SPECIFICATION IS APPROVED DRAWN L. McVay . Lesf 8es e 8. e OATS 03.13.18 03.13,18 SUBTITLE MISC SECTIONS AND DETAILS CURRENT REV/5.N W5563002 5,N90L A DATE 03.06.19 APPROVED BY DEPT. DATE 'ENLINEEN 0 Boileau 000040D B. Leslie 03.13.18 03.13.18 APPROVED APPROVED TITLE ARCHITECTURAL 9-08.1 TENANT IMPROVEMENT BUILDING 09-08 DEV. CENTER, WA 50.T A505 JOB N0. W5563002 COMP N0. DWG No. 09-008-A505 REVIEWED FOR CODE COMPLIANCE APPROVED SEP O 5 2018 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 14 2018 PERMIT CENTER SI1TS & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING b415 0155 Building 9-08.1 Tenant Improvement 9725 East Marginal Way South Tukwila, WA 98108 BOE//VGe CALCULATIONS PREPARED FOR THE BOEING COMPANY POST OFFICE BOX 3707, M/C 5E -4H SEATTLE, WA 98124 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 August 8, 2018 S & H Job Number: 18,034 11 ▪ SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 8/8/2018 JOB 18,034 TACOMA, WASHINGTON (253) 474-9449 CHECKED LGL DATE 8/8/2018 IH PROJECT Building 9-08.1 Tenant Improvement PAGE 1 ✓ CALCULATION INDEX M BASIS 2 II SEISMIC ANALYSIS 3 - 4 RAISED FLOOR SYSTEM ANCHORAGE 5 - 22 INTERIOR PARTION WALLS 23 - 24 bmi PI A N P Plm M V P:\18000\18001 \Calculations\Structural\JPV-18034.xlsm 111 1.+ SITTS & HILL ENGINEERS, INC. DESIGNED BRL DATE 8/8/2018 JOB 18,034 bool TACOMA, WASHINGTON (253) 474-9449 CHECKED LGL DATE 8/8/2018 PROJECT Building 9-08.1 Tenant Improvement PAGE 2 BASIS FOR DESIGN BUILDING CODE: RISK CATEGORY: GRAVITY LOADS: LATERAL LOAD CRITERIA: CONCRETE: 2015 Edition of the International Building Code with State of Washington and City of Tukwila amendments shall be used and supplemented with ASCE 7-10. Floor Live Load = 100 psf (reducible). Partition Load = 10 psf (for seismic only). Wind Speed = Interior Structure. Seismic Site Class: D. Seismic Design Category: D. Minimum compressive strength of concrete shall be 3,000 psi. 2 P:\18000 18001 \ Calculations \Structural\J PV-18034.xlsm Design Maps Summary Report usGs Design Maps Summary Report User -Specified Input Report Title 9-08.1 Tenant Improvements Building Code Reference Document 2012/2015 International Building Code Site Coordinates 47.51745°N, 122.30236°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.517 g S1 = 0.575 g SMS = 1.517 g SMS = 0.862 g Sps = 1.011 g S01 = 0.575 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 74 w NICER Response Spectrum Design Response Spectrum Period, T (sec) Period, T Oaocp https://prod01-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&lati... 8/8/2018 ,011 sol 1 SITTS Er HILL ENGINEERS, INC. DESIGNED 1j DATE JOB I&vim--( TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT -.0.6.\ 761t,-,\Per..S \V Q/\ OF 4 1-r -\ - - - -'��L,t� 1 - -- d -I - T /h. L1 hc(L -- iI'� tom__:744,,c-t �,,s I �, �C^a 1 { 1 Ira i i- ' Qi1 _ i . : . I s �_ t J ,ii 1 rtl.1 I— T I 1 1 7II I i --+- ��� Cl C�?a I _ ,�_11.1_ lOf LI] CU�' 1 -f- t i , I tlt I I ` ' I 1 �I 1 , f �— Imo. fi_,I �1 • i 1�-Z-t�? C .P _ 1 i 1 iy'_ `�I •�t`ca�Z:�`�`�1 LQ I 1 lLI . r 1 t i • t +. i_ • 1 r1 H-. 1- I ' i -- - -- t 1 --f 1 - - I --. t ' 1.. --1 -tI1 --I _- -1 - t- .• - r -- _ _. _ -_-- -1 - - t 1 I I f : a +-f t t ; -, I L { 1-1-4- —1 -- 1 :, -;-1'1 H , ; j1 -1-t. - . 11 I I. -1 , -t ;- - i 7 I i i 1 -I -I-_ I -i -1 L_ .. .... 4 SITTS Et HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 DESIGNED 1La.1...__ DATE °S*S/' JOB) C. b—I CHECKED PROJECTG1-CZ.) DATE SHEET OF 5 1. 1 ' 7 „'' ;-� rt i 1 IU y'� QCT s _ it 1 `�' , 9. r t ," (-1 L ryn V PH--NC---x'17-1(., 1 ,1 ,P ; 1.--‘751„,,;:_l i I I J \ . I I i , I , :.. j .� i �t'L_ 1"�C� � L+ 1 I �,,,l i ly �_ J r ►—c r�.v _ ci .! I• i 1'l- 1 0 I it ,�i\y,�.3c.� —; ►�1 1 I ``-a" i4 r a I 1 _ .I_ __I .I t1 +f Le ,i i I 1 _l� _�� I 1 --i 1 I i t -! - i i L _,— �-� - t, A‘,t-_, 1- i - -„ —1 -I �- L 4 - - - 4-- j!, -+ • 1 i a I- 1 1 ' - 1 7• 1 1 t -1_ IYi4, = )441 — - ' I i� 1 �' "'� --4+-I ii t 1 i 1 • - _--I I- 1 1 -, 1 t b r- -l1 1 i li I _ I t r 1 ;_41-+ 1. '1 1 1I t +- "' ,1-T ,-I 5 aw INN 6.1 rol rmi mai iNg SITTS 8- HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 DESIGNED LY.2.1 _ DATE /;4•- JOB IRC.Y:ji- i CHECKED PROJECIG"OZS DATE SHEET OF 1 - • ,. -1 - :.. , V \,,1; -•"-1 - 1- - I THC � _ ; + , _ ... .._. _ _ ,- ttt 1I T - -1- 1. 4 , i j-,._ 4 - , - B I --I - i�-:"' -mom '/y/,1 - r Itrx•-.)Pc ,I•'t� 1 .1 - -,L,.„,i--,-,-,-,.., . • �J t'' j . 1 ISI,4, - ,1-a_ � I T1 , yr),..,),).-\/) 1 t 1 1 1 \' , r 1 , -- _,..-., ,. __ . ,..,%...1. , ,_. 1,- , ,. i r '4. —t _+ • -- a t 1�-1+ - -� - - ...; 1 - - 1 ,. - +— -+ - . +t — T- ; + - r 7 i i - T- -- '-I---1 —'-H --r T- --1 ; +_ -) -t- +.__1-; i. i 4 + -;-. 1 l - , fi 1 — - 1 1 1-T 1 -I t I----- r . _.._ --1-1- 1 _-1 + } _ ,._+t ---•._ II F 1 � - - -----.. J 11. i t-_ -- --- _. - I .! -. i 4 , t � _. _ . �+ a t — a•.11 -t- 1 '1111 � 1- .. - t _ — _ �._..._ - Y -.._. 1l 1__ _. 1- I -1 J + .-._ — -_. .�.. I +}—; t. _} . - -1- f - _ _. T 1• t t I - T�1 i .1 , — H ;- 1 + 1 - F 1-- -- t 1_ - — _ o —-+ -1 -t -—t 1 r I I 1 —4— -- - 1 i�1 -4_ 4. ._ 1 — a--- _ _ _. -- -I a -11-- a1 7--,- 1 +7 r - _ - . { 1 1 1--- + I i . - a +__, � r --�•• } ._ -+ , - ' - 1 f - -- — - ---_,-�- T 1--• 1 _. _+ , —I— �_ .. 1._ I -1--- - - - — , —I -I. t _ ____-_'— T - - _. _ + . - - — -4 t +- 1 •— t , + -- ---- , - +- 1 1 �}. .. 1 . - ..._ 4.__t.4__ t1 1- 1 T 1- I- i 1_ i.. .1-_ ±---, — t _. + _ + -+--�- , '4' - -• ..4 l ... I •_ + . - :�' —• .- -- -{- -F t 1 a , 1 . , ..- _—r41 __ 1�,--' — —y-- - 1 -_ --.- i 1 1_ 1 4 ,. j- i. +_+_I.— I , 1.:, - { • .l . I _ I i } 1 1 ,. , i -- 1- , . 1 _ ...- — +. _ + 1 — + - . 4---- — } _r. �- �.-1 '+i I 1' _ ' -- I f--1 -' - - -, __ I I I I I — 6 Y�1 id Geometry [in.] & Loading [Ib, in.lb] i•11 rJ A ri www.hilti.us 1■■111.T1 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 9-08.1 TI 8/8/2018 Specifier's comments: Load Case "A" 1 Input data Anchor type and diameter: Kwik Bolt T2 - CS 3/8 (2) Effective embedment depth: hetact = 2.000 in., hnom = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 SA "':ET' Issued I Valid: 5/1/2017 1 5/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.162 in. Anchor plate: Ix x ly x t = 4.000 in. x 4.000 in. x 0.162 in.; (Recommended plate thickness not calculated Profile: Rectangular HSS (AISC); (L x W x T) = 0.875 in. x 0.875 in. x 0.062 in. Base material: cracked concrete, 3000, fb' = 3,000 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) Y �f Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 a tar www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 2 9-08.1 TI 8/8/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 273 28 0 28 2 64 28 0 28 max. concrete compressive strain: 0.08 [%o] max. concrete compressive stress: 357 [psi] resulting tension force in (x/y)=(0.621/-0.621): 337 [lb] resulting compression force in (x/y)=(0.621/1.747): 337 [Ib] 3 Tension Toad Load Nua [Ib] Capacity N„ [Ib] Utilization Yb = Nual$ N„ Steel Strength* 273 Pullout Strength* 273 Concrete Breakout Strength** 337 * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC -ES ESR -1917 • Nsa z Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] L 0.05 125,000 Calculations Nsa [Ib] 6,500 61 Results Nsa [Ib] 4> steel w nonductile PR 6,500 0.750 1.000 u 4tt1 Fal 1� 4,875 1,212 1,371 4, Nsa [Ib] Nua [Ib] 4,875 273 6 23 25 Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 11 howl A www.hilti.us •■■11`51 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: 3 Project: 9-08.1 TI Sub -Project I Pos. No.: Date: 8/8/2018 3.2 Pullout Strength T500 Npn—Np2500 A, a Npn.f > Nua refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 Variables fc [psi] a Np,2500 [Ib] 3,000 1.000 2,270 Calculations 2500 1.095 Results Npnf [Ib] 4) concrete 4) seismic 2,487 0.650 0.750 3.3 Concrete Breakout Strength Ncbg = ( AN Nc) 11 ec,N ed.N W c.N W cp,N Nb 4) Ncbg 2 Nua ANG see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hez f ec,N w ed,N 1 = \1+2eN/ <_1.0 3 hef =0.7+0.3 (1.5hGamin\ efJJ <1.0 \ W cp,N = MAX(.! in 1.5hef1 < 1.0 ``� �Cac Cac f Nb=kcXaVrbh15 Variables het [in.] 2.000 w nonductile 1.000 Non,G [Ib] 1,212 ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec1.N [in.] ec2,N [in.] Ca.min [in.] W c,N 0.621 0.621 11.000 1.000 Cac [in.] kc % a 4.375 17 1.000 Calculations AN. [in.2] 56.00 Results Ncbg [Ib] 2,813 ANco [in.2] 36.00 4 concrete 0.650 w ecl,N 0.829 f'. [psi] 3,000 ec2,N 0.829 Nua [Ib]: 273 ed,N W cp,N 1.000 1.000 Nb [Ib] 4) seismic 4, nonductile 4) NG»9 [Ib] Nua [Ib] 0.750 1.000 1,371 337 2,634 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 1■�I�.TI www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 4 9-08.1 TI 8/8/2018 4 Shear load Load Vua [Ib] Capacity $ V„ [Ib] Utilization fly = Val+ V„ Status Steel Strength* 28 1,466 2 OK 111 Steel failure (with lever arm)* N/A N/A N/A N/A J Pryout Strength** 57 2,868 2 OK I 14 Ir A r • • • Concrete edge failure in direction y+** 57 2,862 2 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value Vsteel > Vua Variables Ase,v [in.1 refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 luta [psi] 0.05 Calculations Vsa,eq [Ib] 2,255 Results Vsa,eq [Ib] 2,255 125,000 4.2 Pryout Strength 4. steel 4, nonductile 4t Vsa [Ib] Vua [Ib] 0.650 1.000 1,466 28 ANc Vcpg — kcp [(ANNCO) W ec,N W ed,N W c,N W cp,N Nbi Vcpg > Vua ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANcO = 9 hef W ec,N W ed,N w cp,N Nb 1 1+2ell s1.0 3 he =0.7+0.3 (1.5Ca,min hef)51.0 = MAX(Ca,min 1.5hef) c t0 Cac Cac =kcila rhej5 Variables ^cp 1 w c,N 1.000 Calculations ANc [in.2] 56.00 Results Vsa, [Ib] 4,097 het [in.] 2.000 Cac [in.] 4.375 ANco [in.2] 36.00 tit concrete 0.700 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) ec1.N [in.] eczN [in.] Ca,m!n [in.] 0.000 0.000 11.000 kc 17 W eci,N 1.000 4) seismic 1.000 1.000 fc [psi] 3,000 XV ec2,N W ed,N 1.000 1.000 W nonductile 1.000 Vcm [Ib] 2,868 w cp,N 1.000 Vua [Ib] 57 Nb [Ib] 2,634 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Z1 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 5 9-08.1 TI 8/8/2018 4.3 Concrete edge failure in direction y+ Ave 1/ Vcbg — (AVco/ W ec,V ed,V W c,V W h,V W parallel,V Vb Vcbg 2 Vua Ave see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 cel 1 W ec,v = 1 + 2ev _ 1.0 3Cat Wed,V =0.7+0.3(1.5Cat) 51.0 1.5cat > 1.0 ha 0.2 �� ., (7(d / ) aV7ecrsl a h,V Vb Variables cal [in.] 8.667 le [in.] ca2 [in.] ecv [in.] ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) 11.000 2.000 Calculations Avc [in.2] 96.00 Results Vcbg [Ib] 4,089 X 1.000 0.000 da [in.] 0.375 W c,V ha [in.] 1.000 4.000 t. [psi] ll/ parallel,v 3,000 1.000 Avoo [in.2] W ec,V V ed,V W h,V Vb [lb] 338.00 1.000 0.954 1.803 8,372 4, concrete 4) seismic 4) nonductile 4) Vcbg [Ib] Vua [Ib] 0.700 1.000 1.000 2,862 57 5 Combined tension and shear Toads RN PV Utilization [3N,v [%] Status 0.246 0.020 5/3 10 OK F�NV = F'N + F'V <= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 11 www.hilti.us 1■■III�TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: 6 Project: 9-08.1 TI Sub -Project I Pos. No.: Date: 8/8/2018 6 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The c factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding ata load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by coo. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPH). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 12 hool www.hilti.us 1■■III�TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 7 9-08.1 TI 8/8/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 0.875 x 0.875 x 0.062 in Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.162 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to 7.1 Recommended accessories Drilling Cleaning • instructions for use is required. Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.000 in. Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit y • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer _..,.... c..,,.,,, ED 0 0 0 T 2.000 2 0 0 N T 2.000 0 1 0 0 0 1.000 • 2.000 1.000 Coordinates Anchor in. Anchor 1 2 x y 1.000 -1.000 13.000 11.000 -1.000 1.000 11.000 13.000 c_x c.x c.y c.y 11.000 13.000 13.000 11.000 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 13 www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: 8 Project: 9-08.1 TI Sub -Project I Pos. No.: Date: 8/8/2018 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 14 u www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: `J E -Mail: Sitts & Hill Engineers BRL 1 Page: 1 Project: 9-08.1 TI Sub -Project 1 Pos. No.: Date: 8/8/2018 Specifiers comments: Load Case "B" 1 Input data u Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Effective embedment depth: hef,act = 2.000 in., h"om = 2.313 in. Material: Carbon Steel Evaluation Service Report: ESR -1917 Issued I Valid: 5/1/2017 1 5/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.162 in. Anchor plate: Iz x ly x t = 4.000 in. x 4.000 in. x 0.162 in.; (Recommended plate thickness: not calculated n Profile: Rectangular HSS (AISC); (L x W x T) = 0.875 in. x 0.875 in. x 0.062 in. Base material: cracked concrete, 3000, fb' = 3,000 psi; h = 4.000 in. Installation: hammer drilled hole, Installation condition: Dry rl Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) n Shear load: yes (17.2.3.5.3 (c)) ;SAFE ET n LJ rJ n n LJ [_11 fl L-1 n Geometry [in.] & Loading [Ib, in.lb] Z 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 15 n LJ n 114111.491r www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 2 9-08.1 TI 8/8/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 189 29 21 21 2 189 29 21 21 max. concrete compressive strain: 0.13 [%o] max. concrete compressive stress: 556 [psi] resulting tension force in (x/y)=(0.000/0.000): 378 [Ib] resulting compression force in (x/y)=(1.495/1.495): 378 [Ib] n 3 Tension load Steel Strength* 2 01 Load Noa [Ib] Capacity + Nn [Ib] Utilization 13N = Nua $ Nn Status 189 4,875 4 OK Pullout Strength* 189 1,212 16 OK Concrete Breakout Strength** 378 1,997 19 OK Ifl * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC ES ESR -1917 j Nsa Nua ACI 318-14 Table 17.3.1.1 Li Variables Ase,N [In 2] futa [psi] 0.05 125,000 LJ Calculations n N. [lb] 6,500 Results N. [Ib] ( steel 4) nonductiie 4) Nsa [Ib] Nua [lb] 6,500 0.750 1.000 4,875 189 J Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 16 www.hilti.us 1■■11`TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project 1 Pos. No.: Date: 3 9-08.1 TI 8/8/2018 3.2 Pullout Strength Npn,f, = Np.2500 X a Npn,f Nua Variables fc [psi] 2500 A,a refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 Np,2500 [Ib] 3,000 Calculations 2500 1.095 Results Non,1 [Ib] 2,487 1.000 4) concrete 0.650 2,270 w seismic 0.750 3.3 Concrete Breakout Strength ANcl Ncbg = (Awl)) W ec,N W ed,N W c,N W cp,N Nb Ncbg > Nua ANC see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hef W ec,N W ed,N W cp,N Nb 1 2 e) 5 1.0 1+3hef// =0.7+0.3 (ca,min / c 1.0 `` 1.5hef/ = MAx( ,min 1.5het1 5 1.0 ` Cac Cac = kc A, a VTc hef5 Variables hef [In.] 2.000 cac [in.] 4.375 Calculations ANc [in.2] 56.00 Results Ncbg [Ib] 4,097 ed,N [in.] 0.000 kc ec2,N [in.] 0.000 nonductile 1.000 (I) Npn,G [Ib] 1,212 ACI 318-14 Eq. (17.4.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Ca,min [in.] 11.000 f� [psi] 17 ANco [in.2] 36.00 4) concrete 0.650 1.000 W ecl,N 1.000 seismic 0.750 3,000 W ec2,N 1.000 nonductile 1.000 W c,N 1.000 W ed,N 1.000 N,,9 [Ib] 1,997 Nua [Ib] 189 W cp,N 1.000 Nua [Ib] 378 Nb [Ib] 2,634 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 17 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us •-III •TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: 4 Project: 9-08.1 TI Sub -Project 1 Pos. No.: Date: 8/8/2018 4 Shear Toad Load Vua [Ib] Capacity 0 V. [Ib] Utilization pv = Vua/4 V. Status Steel Strength* 29 1,466 2 OK Steel failure (with lever arm)* N/A N/A NtA N/A Pryout Strength** 58 2,868 3 OK Concrete edge failure in direction x+** 58 2,862 3 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value 41) Vsteel > Vua Variables 1 Ase,v [in.2] refer to ICC -ES ESR -1917 ACI 318-14 Table 17.3.1.1 futa [psi] 0.05 Calculations Vsa,eq [Ib] 2,255 Results Vsa,eq [Ib] 2,255 4.2 Pryout Strength 125,000 4 steel 0.650 w nonductile 1.000 ANc Vcpg = kcp �(ANc-0) W ec,N W ed,N W c,N W cp,N Nb]11 4) Vaa [lb] Vcpg > Vua AN, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 het 1 Wec,N = \1+2eN151.0 3 he W ed,N = 0.7 + 0.3 (C 5hef) ` 1.0 ACI 318-14 Eq. (17.4.2.5b) W cp,N = MAX(Ca,min 1.5hef) c Cac Cac Nb =kca.a hefs 1,466 Vua [Ib] 29 ACI 318-14 Eq. (17.5.3.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.2.1c) ACI 318-14 Eq. (17.4.2.4) 1.0 ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) Variables kcp he [in.] ec1.N [in.] 1 2.000 0.000 W c,N cac [in.] kc 1.000 4.375 17 ec2,N [in.] 0.000 Calculations AN. [in•2] ANco [in.21 W ec1,N 56.00 36.00 1.000 Results Vcpg [Ib] 4) concrete 4) seismic 4,097 0.700 1.000 k 1.000 Ca,min [in.] 11.000 W ec2,N 1.000 f. [psi] 3,000 w nonductile 1.000 W ed,N 1.000 Vcpg [Ib] 2,868 W cp,N 1.000 Vua [Ib] 58 Nb [Ib] 2,634 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 18 !n!+ !J r n n J n n j n u' n 1 1 www.hilti.us 1-111—T1 Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 5 9-08.1 TI 8/8/2018 4.3 Concrete edge failure in direction x+ AVc Vcbg = (Avco) yl ec,V W ed,V W c,V W h,V W parallel,v Vb Vcbg > Vua Avc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) Avco = 4.5 Cet 1 Wec,v+2ev)<_1.0 — 3Cat Wed,V = 0.7 + 0.3(1 Scat) 51.0 1.5cat > 1.0 W h,V ha Vb � _ (7 (d)o.zVt7a) %, a VTcTCat a Variables Cat [in.] 8.667 le [in.] 2.000 cat [in.] ecv [in.] 11.000 X 0.000 da [in.] Calculations Avc [in.2] 96.00 Results V)9 [Ib] 4,089 1.000 Avco [in.2] 338.00 W concrete 0.700 0.375 W ec,V 1.000 4) seismic 1.000 ACI 318-14 Eq. (17.5.2.1b) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.5.2.1c) ACI 318-14 Eq. (17.5.2.5) ACI 318-14 Eq. (17.5.2.6b) ACI 318-14 Eq. (17.5.2.8) ACI 318-14 Eq. (17.5.2.2a) W c,V 1.000 fc [psi] 3,000 W ed,V 0.954 w nonductile 1.000 ha [in.] 4.000 W parallel,V 1.000 W h,V Vb [ib] 1.803 8,372 Vcbg [Ib] Vua [Ib] 2,862 58 5 Combined tension and shear Toads PN PV Utilization IN,v [%] Status 0.189 0.020 5/3 7 OK PNV=A+Pv<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 19 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 www.hilti.us 1■■11`TI Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sifts & Hill Engineers BRL 1 Page: 6 Project: 9-08.1 TI Sub -Project I Pos. No.: Date: 8/8/2018 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. Them factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). • Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by 00. • Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 20 hol 1101 o✓ www.hilti.us Pil11.111' I Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 7 9-08.1 TI 8/8/2018 7 Installation data Anchor plate, steel: - Profile: Rectangular HSS (AISC); 0.875 x 0.875 x 0.062 in Hole diameter in the fixture: df = 0.438 in. Plate thickness (input): 0.162 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to 7.1 Recommended accessories Drilling Cleaning Anchor type and diameter: Kwik Bolt TZ - CS 3/8 (2) Installation torque: 300.000 in.lb Hole diameter in the base material: 0.375 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.000 in. instructions for use is required. Setting • Suitable Rotary Hammer • Manual blow-out pump • Properly sized drill bit y • Torque controlled cordless impact tool (Hilti Safeset System) • Torque wrench • Hammer "" ., L.VVV 0 0 0 0 2.000 2 0o Cj 2.000 1 O O 0. 1.000 2.000 1.000 Coordinates Anchor in. Anchor 1 2 x Y c -x 1.000 -1.000 13.000 -1.000 1.000 11.000 c+x 11.000 13.000 c -y 11.000 13.000 c+y 13.000 11.000 x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 21 n u n f' n n u 1 1 J 1 1 J 7 J 1■■11`TI www.hilti.us Profis Anchor 2.7.6 Company: Specifier: Address: Phone I Fax: E -Mail: Sitts & Hill Engineers BRL Page: Project: Sub -Project I Pos. No.: Date: 8 9-08.1 TI 8/8/2018 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 22 C Lj u --1 l 7 1 1 SITTS 8- HILL ENGINEERS, INC. DESIGNED &`L- DATE JOBI.2s,e%Li TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECTQ .\ } 1`i/=?.f } OF 23 I_J__ _. J '._...L 1J. ___ r ._-__ - __ 11 LL." j — 4'0:1,-..S1C., ..> I ii fv '-;w°) i i'L /6" H OPc715-') Y - _J - I III t +1 T _(.._..07:- I 1 I 1 a Jy1,J ��i'I -I 1 I J1i a 1 7 I I i —I _ o,C� ' J� 1�(` 1 — J b — E — -- _, 1 ! I 1 1 11 1 ( I i� IJ 1 I — I I 11 1 4_4 , L� I 1 __ I j I � I i I__, I � ' 1 I i 1 1 I 1 i I J —1 L 1 1 J i�13; 1+ I J —1— . _ 1 I 1 —{— , I— I 1 J 1 ._ J__ -j—i �. Imo— 1_41.4 r i — ! i — — J— a- —_ 1 -I J ; -a L { T I 1 I I1 11 I I I _ .�.._ r— 1 J. j i J } �_ ; II 1 i T 1 i --i i J —I — _J_ ]I 1 i I + 1 1 1 I l J -I 1 t 1 - I 1 L 1 1 1 1 _... I 11 ; . - r. 1 t I L : { 1 1{ I ta .L- 1 I 23 Limiting Wall Heights Curtain Wall Wall Height Table Notes 1. Lateral loads multiplied by 0.75 for strength determination per AISI A5.1.3. 2. Check end reactions for web crippling. 3. Limiting heights based on continuous support of each flange over the full length of the stud. 4. Heights based on steel properties only. 5. Values based on F= 33 ksi. "f "denotes stress controlled section, all other sections are deflection controlled 16 24 ,..,.. .. (S) S1uc1? Member (oc8,U+120 iU240..U360, 1•/240 1360 U6011 / 1..131: _ 1 : `" e:` �1 'Y' U600 Q240 U600 U240 .0360 U.600; 11240-13880 U600 W240 0360 11/6001 11240. 1/860. U,60D, Lao _'U360 350S162-33 350S162-33 350S162-33 350S162-43 3506162=43 350816243 350S162-54 3505162.54 3505162-54 3505162-68 3508162.68 350S162-68 362S137-33 3625137-33 3625137-33 36251.62-33 3623162.33 362S162.33 3625200-33 362S200-33 3625200-33 3625137-43 362S137-43 • 3625137-43 362S162-43 3625162.43 362S162-43 362S200-43 3628200.43 362S200-43 3625137-54 362S137-54 3625137-54 J 3625162-54 3628162.54 3628162-54 3625200-54 3625200-54 3625200-54 3628137.68 362S137-68 362S137-68 3625162-68 3625162.68 362S162-68 3628200.68 3625200.68 362S200-68 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 '2811" 16 24 .2711" 12 16 24 12 ' 16 24 23'8" 189" 165" 21'6" 171" 1411" 189" 14'11" 13 0" -259' 20"5° 1710" 23' 5" 187" 16`2" 20'5" 16 2" 14`2 277" 21'11" 191" 251" 1911" 174" 21'11° 174" 152" ; 29'6" 23'5" 20 5" )2610" 21'3" 16"7" 275' 187 167 252" 185' 161" 21' 1' 16 9' 14' 7" 18' 5" 14 7' 129' ! 24'4" 193" 1610" :221" 176" 154"' '19'3" 154" 13'4" 257" 204" 179" 23'3" 165" 161" .20 4" 161" 14 1" 25' 3" 200" 176"' 2211" 162" 1511 20'0" 1511" 13' 101 26'6" 21'0" 18' 4" 24'0" 191" 16'8 21' 0' 168° 14' 7' 27'11" 27 2 19 4"' 25 5" 20' 2 177" '222' 17 7" 15 4"' 2T 0" 21' 5" 18' 9" 24'7" 196" 170" 21'5" 17 0" 14'10" 284" 22 6" 198" 259" 20'5" 1710"' 226" 1710' 157" 300" 229" 20'9" 27'3" 21'7" 18' 10" 299" 1810 16 6" 2211" 20 0 26' 3" 2010" 18'2"' 182 1610" 304" 24'1" 21'0" 277' 21'10" 19'1" 24'1" 191" 188" 321" 25 8 27 3"' 29 7 23'2" 202"' 256" 20'2" 178"' 13'0" 11' 4" 97" 11'10" 10'4' 68" 10' 4" 9 0" T T 14'2" 12 4' 10'5" 1210" 1.1'3" 9 6" 11 3" 510" 8'3" 162" 13'3" 11'2 139" 120" 102" 120 106" 8'10" 163" 14'2" 11'11' 14'9" 1510" 1010' 1210" 11'3" 9'6" 179" 11'2" 95" 11'7" 101" 8 6' 101" 8' 10" T 5" 164. 11'8' 910' 122" 107" 811° 107" 93" 710", 14'1" 123" 104" 129" 11'2" 95" 11'2" 9 9" 8'3" 13'10" 171" 10'7'; 12'7" 11'0" 93" 11'0" 9'7" 61" 14 7" 17 8" 10'8" 133" 11'6" 99" 11 6" 101" 8 6" 15 4" 155" 11'4" 13' 11" 172" 103"' 172" 108' S 0 14 10" 13' 0" 1011" 13'6" 11'9" 911" 11'9" 103" 8 8" 15 7" 13' 7' 11'6' 14'2" 174" 105"' 17 4' 10'9" 91" 16 6" 14 5" 171" 15 0" 131" 11'0" 131" 11'5" 9'7" 1510" 13'10" 11'8" 14'5" 12'7" 107" 127" 11'0 93" 168" 14'7" 173" 15'2" 133" 11'2" 133" 11'7" 99" 17 8" 165' 13'0" 16 0" 14'7 11' 10" 140" 173" 104" 1110" 10' 4" 8'8" 109' 94" 711" 9 4" 8'2' _ 611" 1710" 11'7- 9' 6' 11'8" 102" 87" 10'2" 811" 7'6" 139" 150" 10'2 126" 1011" 92" 1011" 9" 8'0" 14 9' 1710" 10'10` 13'5 11'8" 910` :11'8" 10'2" 8T 11'0" 9'7" 8' 1" 9'11" 88" 74" 8 8" 77" 6 5" 11'11" 10'5" 8'9" 10'10" 9 6' 6 0" 9 6" 8'3" 7 0 129' 11'2" 95" 11'7" 10'2 8'7" 102" 810" T5" 158" 11"11" 101" 175" 1010" 92 1010" 96" 80" 10' 4" 90" 94" 82' 8 2" T 2' 11'3' 910" 10' 2" 811" 811" 7 9" 120" 10'6" 1011" 96' 96" 8'4" 1210" 11 3" 11'8" 102" 102 611` 101" 810" 97 8' 0" 8'0" T O 107' 9 3" 97" 85" 8'5" T 4" 11'7 99" 107 810" 8'10° 7 9" 11'0' 9 7" 100" 89° 8'9' 7 7" 11'6" 101" 106' 92" 9 2" 8' 0" 122" 1ST 11'1' 9'8" 98" 8'5" 11'9" 10 3" 108" 94" 9 4" 6 2" 12'4" 10 9" 11'3" 910' 510 8 7" 13 1" 11'5' 11'10" 10'4" 10'4" 91" 177" 11'0" 11'5" 10 0" 100" 89" 13'3" 11'7' 120" 106" 106" 9'7 14'0" 17 3" 179" 11'1" 11'1' 98" 77" 611" 6' 0" 8 3' 7 6" 67" 8'10" 60" 70" 9 6" 87" 76' 75 6 9' 511" 710 71" 6 2" 83' 75" 6 6" 81" 74'' 6 5" 8 6" 78" 6'9" 9 0" 82" 71" 8 8" 7'10 610" 9'1" 83" 73" 9'7" 8'9' 77 9'3" ' 8 5" T4" 99" 810" 79" 10 4 94" 8'2' 910° 87" 811" 79" 7 9" 6'9" 10'8" 94* 9 8` 8 5" 8'5" 7 5" 11'5' 10'0' 10'4" 91" 91" 711" 123" 108" 11'1" 98" 98" 86' g7" 85" 8' 9" 77" T7" 68" 101" 8'9" 92 80" 8'0" 70' 107" 9'3" 57" 85" 8 5' T 4" 105" 91" 96" 8'3" 8 3" T 3' 1011' 97" 911" 8'8" 88" 7 7" 11'7" 101' 106' 9' 2" 9' 2" 8'0" 11'2" 9 9" 102" 810" 610 7 9" 11'9" 103" 108" 94" 9 4" 8'2" 175" 1010" 11' 3" 910" 910" 8'7' 11'11" 105" 1010" 9 6" 96" 83' 177" 11'0° 11'5" 10'0" 100 88" 13' 3' 11' 7" 121" 106" 106" 92" 7 2" 67" 59" T10" 71" 6'3" 85" 78 68" 9 0" 8'2 72 9'4" 8 2" 611" 86" T5" 63' 7 5" 6 6" 5 6" 102 811" 7 6' 9 3" 81" 610 8' 1" 71" 5'11" 1011" 56" 80 311" 88" 74" 88" 77" 64" 11' 8' 102" 8 7' 107" 93" 7'10' 93" 81" 6'10" .1360 88* 77" 6 5" 711" 611" 510" 611" 6 0" 51" 9 6" 8 3" 7 0" 87" 7 6" 6 4" 7 6" 6 7" 56" 10'2° 810' 75" 97 80" 69' 60" 70" 511" 1010 9 6" 89 910° 8'7" 73' 87" 76" 64" 11'7" 101' 86" 106" 9 2" T 9" 9' 2 8 0" 0 9" 12 7 10 7" 811" 11"0" 9'7" 81" 97' 8"5" T 1" 129' 11'2" 95" 11'7" 107 86" 10' 2" 810" 7 5' 12 7 11'T 9 3' 11'5' 10'0 8'5' 10"0" 8 9" 7 4" 13'3" 11'6" 9 9" 170" 106" 8'10" 106" 9? 7 8' 13`11" 12 2" 10'3" 178" 11'1" 9 4" 11'1" 9 8" 8 2" 13'6" 11'9' 9 11" 123" 108" 90" 108" 9 4" 710 14°2 12'4' 105" 1710" 11'3" 96" 11'3' 510" 8 3"' , 15 0 13 1" 11'0' 13 7' 11'10" 10.0" 11' 10 104. 8 9" 14'5" 12'7" 10 7 - 13 1" 11'5" 9 8 11'5" 100" 65' 157 13'3' 11'2" 13'9" 170 10'2 120 106" 8'10" 16'0" 14'0" 11'10' 14'7" 129' 109' 179" 11'1" 94" 10 99" 95711" 9'9" 8 6" 7 2" 8'6' 7 5' 6 3" 11' 3" 510" 83' 103' 811" 76" 811" 710" 67 11'10" 104" 89° 109" 55" 711" 9' 5" 8 3" 611" 11'T 103" 87" 107" 93' 710" 9 3" 81" 610" 173° 108" 9 0" 11'7 99" 87 9'9" 8' 8 7 7 1211" 11'4" 9'6" 11'9" 103" 8 8 103° 9`0" 77" 17 6" 10'11" 9' 3' 11'4" 911' 8'4' 511" 8 8 7 4" 13' 2" 11 6" 9 8" 11'11" 105" 89" 105" 9'1" 7 8" 13 11" 121" 103" 12 7" 11'0' 9' 3" 11'0" 97" 81" 13'5" 11'8" 910" 12 2" 10 7" 811" 107" 93" 710" 141" 123" 104" 129" 11'2" 95" 11'2" 99" 62" 14'10" 13 0 1011" 13'6" 11'10' 911" 11'10" 104" 88 71" 6 5' 57" 7 5' 89" 5'10" 7'10' 71" 6 2 T 8" 70" 61" 81" 74" 6 5" 8'6" 7 9" 6'9" 8' 3" 76' 6'6" 8 8" 7'10 610' 9 2 8'4" 7 3" 817 8 0 70" 93' 8'5" T4" 9'9" 811" 79' 97 80" 8 4' T 3" 7 3' 6 4' 97" 85" 89' 7'8" 7 8' 88" 102" 810' 92" 80" 8' Cr" T 0" 107 79" 91" 711" 711" 811' 10 6" 9'2" 96" 84" 8 4' 7 3" 11'1" 9'8" 10'1" 6 9' 8 9' 7 8" 10 8 5 4 99" 86" 6 6" T5' 11'3" 510" 127 811" 811" T 9' 11' 10 10 4" 109" 9 5' 9 5' 8 3' 11"5" 10'7 10'5" 91" 91' 711" 170" 106' 1011" 98 76" 84" 129" 11'1' 11' 7" 13 1' 101' 610" 69" 6 7 5 4' 7'1' 65" 5 7" 75" 69" 511" re 6'8 510' 7' 8 70" 61" 8'7 7 5" 6'5" 710" 7'7 6 3' 8'3' 76" 6 7 8'9" 711" 611' 8'5" 7 8' 68 810 80 70 9 4" 8 6" 75" 8'6" 75' 6'3' 7 9" 6 9" 5 8 681 511' 5 0 5.1r 710' 6'7" 81" 71" 60" 71" 62. 5'7 95' 83" 611' 86• 75" 6'3' 751 6'6' 6 6" 9'3' 81" 610" 85" 74" 62" 7 4" 6 5" 5'5" 9 9" 8'6" T 2 810" 78" 66" 7 8" 6 9" 5' 8" 103" 9 0' 77" 9 4" 8 2" 610 87 71' 6 0 9'11" 6 8" T 4" 90 710" 68" 710 610" 5 9" 105" 91" 7 8" 96' 83" 70" 8'3" 7 3" 61" 11' 0 97 61" 10 0 8'9" T 4" 6 9" 77" 6'5" 10 7" 9'3" 710 9 8" 8 5' 71" 85" 74" 6'2 112" 99' 82 102" 810" 75" 810 79' 66' 11'10' 10'4" 6 8 109" 9 4' 711" 94" 62" 611" "f "denotes stress controlled section, all other sections are deflection controlled 16 24 f-1 PROJECT NAME: 86.2.; PERMIT NO: CJ/ E-' 02.55 -- SITE ADDRESS: 97,? 5"`E /Y?f iig_/ teal ORIGINAL ISSUE DATE: 9 - /3- /8 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS STAFF INITIALS i _ (0- 3- 9 v CY%r , , - �l J, , r, - . $ fap'I Summary of Revision: .i . Received by " 12-4e.--4.41--- REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) J&a PERMIT COORD COP'S PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0255 PROJECT NAME: BOEING #9-08 SITE ADDRESS: 9725 E MARGINAL WAY S BLDG 9-008 DATE: 06/03/19 Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: tr? (014111 Building Division Ng t4IN (1)1416 Public Works A (41 Fire Prevention amp Structural no, j (4 ? Planning Division ■ nPermit Coordinator i PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 06/04/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 07/02/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 QERMIT CORD COPY 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0255 DATE: 08/14/18 PROJECT NAME: BOEING #9-08 SITE ADDRESS: 9725 E MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: c 6-r7-rg Building Division III N/4 - Public Works kV io ieV P( 1 Fire Prevention Planning in Divisio Structural ❑ Permit Coordinator mi PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 08/16/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09/13/18 Approved ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) S - Notation: t c 1v) M-dAtj n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov RECEIVED CITY OF TUKWILA JUN 032019 Revision submittals must be submitted in person at the Permit Center.RAAIT CENTER Revisions will not be accepted through the mail, fax, etc. Date: 6'l /2 Plan ChecWPermit Number: /) / 0 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued 11K -Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: l -0 %.AI- o` . vnX,Oj'6v2l4ee`, f /' F(o&'- Project Address: 9 72,5 L a3---/4a,v)1,a / 4✓y S . ` T�,�w,�5� �,� , 9'g/o ? Contact Person: Mq,---,1.\ /�r'5�— Phone Number: 20C- '5 2 41" &— Summary of Revision: Q / 1-4 •71--e__ / /r/ om/ �i� rGj S Qt tf S0Gf ari€ �i✓ / n,�- /n'kS� G/ s /�r Jh © f vtS%S, �! �/� v e t��- 666,-f2- v� g . .r9 /2,24.+`J/15, at (St) G%.thJ 7,1 fts f7?a., ,^V e>,•)- v, a .yam S-eir def- E4- o ti 4-6e. ✓exe✓vu.• 6-P 9- dk;la0i �e e ase*s C -5--)<x cee_ c /5V (/GaCi Sheet Number(s): "Cloud" or highlight all areas of revision including dat.• of revision Received at the City of Tukwila Permit Center �j I Entered in TRAKiT on b �3' / / W:\Permit Center\TemplatesWorms\Revision Submittal Formdoc Revised: August 2015 BOEING COMPANY, THE 0 Home Espanol Contact Safety & Health Claims & Insurance Washington State Department of 4 Labor & Industries 0 Search L&I Page 1 of 9 A -Z Lidex Help My 1.&J Workplace Rights Trades & Licensing BOEING COMPANY, THE Owner or tradesperson LOHR, MICHAEL Principals LOHR, MICHAEL, SECRETARY MCNERNEY, W (JAMES), PRESIDENT (End: 01/13/2017) WOLTER, CHRISTOPHER, TREASURER (End: 01/16/2015) READ, PAUL, SECRETARY (End: 02/07/2013) SHRONTZ, F A, SECRETARY (End: 02/07/2013) GIVAN, B E, SECRETARY (End: 02/07/2013) KING, C G, SECRETARY (End: 02/07/2013) BEIGHLE, D P, TREASURER (End: 02/07/2013) COLLINS, T J, TREASURER (End: 02/07/2013) BUDINICH, T M, TREASURER (End: 02/07/2013) WOODARD, R B, TREASURER (End: 02/07/2013) CRUZE, D D, TREASURER (End: 02/07/2013) CONDIT, P M, TREASURER (End: 02/07/2013) WA UBI No. 178 005 030 100 N RIVERSIDE M/C 5003-4027 CHICAGO, IL 60606-1596 312-544-2535 Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. BOEINC*294ML Effective — expiration 07/13/1971— 01/18/2019 Help us improve httos://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 9/13/2018 BOEING COMPANY, THE Bond FEDERAL INS CO Bond account no. 81312466 $12,000.00 Received by L&I Effective date 01/14/2002 01/01/2002 Expiration date Until Canceled Insurance ....................... Ace American Insurance Company Policy no. HD0G27870442 $10,000,000.00 Received by L&I Effective date 10/06/2017 10/01/2017 Expiration date 10/01/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations .................................................... No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. This company has multiple workers' comp accounts. Active accounts L&I Account ID 700,216-00 Doing business as BOEING COMPANY THE Estimated workers reported N/A L&I account contact (360)902-4817 Track this contractor ria Self Insured. This business is certified to cover its own workers' comp costs. No premiums due. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 07/05/2018 Inspection no. 317949322 Location 700 15th St Sw Auburn, WA 98001 No violations Page 2 of 9 Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=178005030&LIC=BOEINC*294ML&SAW= 9/13/2018