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HomeMy WebLinkAboutPermit D15-0069 - BOEING #2-31 - ELECTRONIC FLIGHTBO NG #2-31 E CTRONIC FLIGHT BAG 8123 E MARGINAL WAY S D15-0069 3 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.Rov Parcel No: 3324049002 DEVELOPMENT PERMIT Permit Number: D15-0069 Address: 8123 E MARGINAL WAYS BLDG 2-031 Issue Date: 4/6/2015 Permit Expires On: 10/3/2015 Project Name: BOEING #2-31- ELECTRONIC FLIG Owner: Name: BOEING COMPANY THE Address: PO BOX 3707 M/C 20-00 PROPERTY TAX DEPT, SEATTLE, WA, 98124 Contact Person: Name: JOHN S MURDOCH Address: PO BOX 3707 M/C 89-14 , SEATTLE, WA, 98124 Contractor: Name: BOEING COMPANY, THE Address: 100 N RIVERSIDE, M/C 5003-4027 , CHICAGO, IL, 60606-1596 License No: BOEINC*294ML Lender: Name: BOEING COMPANY Address: PO BOX 3707 M/C 89-14 , SEATTLE, WA, 98124 DESCRIPTION OF WORK: Phone: (253) 657-0868 Phone: (312) 544-2535 Expiration Date: 1/18/2017 REMODEL EXISTING ROOM IN THE 2-31 BUILDING. EXISTING OFFICE SPACE TO BE CONVERTED INTO LAB SPACE. REMOVAL OF WALLS & DOORS. ADD NEW WALLS, DOORS, RAISED FLOOR AND RAMP. JOB INCLUDES ATTACHMENT OF AN AHU (MECHANICAL PERMIT UNDER SEPARATE PERMIT). WORK AREA IS ABOUT 5,000 SQ FT. ANY SPRINKLER CHANGES WILL BE UNDER SEPARATE PERMIT. Project Valuation: $635,850.00 Fees Collected: $9,963.62 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: SEATTLE,TUKWILA Sewer District: TUKWILA SEWER SERVICE,SEATTLE SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channel ization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No / Permit Center Authorized Signature: Date: Ll lY is I hearby certify that I have read and examined Lp /rmitand 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 grantin of this permit does not presume to give authority to violate or cancel the provisions of any other state or I cal wsulating construction or the performance of work. I am authorized to sign and obtain this develop en er t nd agree to the conditions attached to this permit. Date: fC/( s-� Print N 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: 23: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: 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) 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 1: 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) 2: 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) 5: Maintain fire extinguisher coverage throughout. 6: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 7: 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) 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 10: 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 1011.1) 11: 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 section 1011.5.1 of 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 1011.6) 12: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 13: 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 1011.6.3) 14: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 15: 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 1006.3.1) 19: 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) 17: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 16: 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). 21: 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) 20: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 22: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 24: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 18: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 26: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 27: 'BUILDING PERMIT CONDITIONS' 28: 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. 29: 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. 30: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 31: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 34: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 35: 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). 36: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 37: 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. 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 39: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 40: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 0502 LATH & GYPSUM 4046 SI-EPDXY/EXP CONC 0412 UNDERFLOOR FRAMING CITY OF TUKWILA Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hqp://www.TukwilaWA.jzov Building Permit No. a1(. Project No. Date Application Accepted: //�1 192 Date Application Expires: " [ ~( ' 1 (Tor office use on1v) 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 P ' t** R��oc�' '15 k tG'H� 8�6 SITE LOCATION King Co Assessor's Tax No.: Site Address: 7755 East Marginal Way So. Suite Number: 2-31 Floor: 1 Tenant Name: The Boeing Company New Tenant: ❑ .....Yes LZ..No PROPERTY OWNER Name: The Boeing Company - John S. Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 CONTACT PERSON — person receiving all project communication Name: John S. Murdoch - The Boeing Company Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 657-0868 Fax: (253) 657-0858 Email: john.s.murdoch@boeing.com GENERAL CONTRACTOR INFORMATION Company Name: Boeing Company - John S. Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 Phone: (253) 657-0868 Fax: (253) 657-0858 Contr Reg No.: BOEINC*294ML Exp Date: 01/18/2017 Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Harris Group Architect Name: Samuel Y. Park Address: 300 Elliot Ave West City: Seattle State: WA Zip: 98119 Phone: (206) 494-9400 Fax: (206) 494-9500 Email: ENGINEER OF RECORD Company Name: Harris Group Engineer Name: Dennis A. Kyle Address: 300 Elliot Ave West City: Seattle State: WA Zip: 98119 Phone: (206) 494-9400 Fax: (206) 494-9500 Email: dennis.kyle@harrisgroup.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: The Boeing Company - John S. Murdoch Address: P.O. Box 3707 M/C 46-88 City: Seattle State: WA Zip: 98124 H:\Applications\Fortin-Applications On Line\2011 ApplicationsTemrit Application Revised - 8-9-1 I.doex Revised: August 2011 Pagel of 4 bh BUILDING PERMIT INFORMATIty1v — 206-431-3670 Valuation of Project (contractor's bid price): $ 635,850 Existing Building Valuation: $ 10,000,000 Describe the scope of work (please provide detailed information): Remodel Existing Room in the 2-31 Bldg. Existing Office Space to be Converted into Lab Space. Removal of Walls & Doors. Add New Walls, Doors, Raised Floor, and Ramp. Job Includes attachment of an A.H.U. Placed on Roof. (Mech. Permit under Separate Permit. Work area is @ 5,500S.F. Any Sprinkler Changes will be under Separate Permit. Will there be new rack storage? ❑..... Yes JZ.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor 95,130 5,500 0 0 V-N B 2nd Floor 3 Floor Floors thru 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? El ....... Yes El ....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: © ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El ....... Yes 0 .......No If "yes, attach list of materials and storage locations on a separate 8-112 "x II " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. KkApplicationsTonm-Applications On LineU011 ApplicationsTemtit Application Revised - 8-9-1 Ldocx Revised. August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): D.N.A. Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila El ... Water District #125 ❑ .. Highline El.. Renton ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer Use Certificate El... Sewer Availability Provided 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 ADolication (mark boxes which aDic ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑... Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑... Hold Harmless — (ROW) Proposed Activities (mark boxes that aDDly): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ... Construct] on/Excavati on/Fi 11 - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer El.. Abandon Septic Tank ❑ ...Cap or Remove Utilities El.. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control El.. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑... Sewer Main Extension .............Public ❑ Private ❑ ❑...Water Main Extension .............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billin¢ to: Mailing Water Meter Refund/Billine: Mailing ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ... Deduct Water Meter Size " Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City Day Telephone: City State Zip State Zip K\ApplicationsTonns-Applications On LineU0I I ApplicationsTermit Appliont ion Revised - 9-9-1 ].docx Revisal: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY TIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OJrPE4JURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Print Namd/ John S. Murdoch - The Boei Mailing Address: P.O. Box 3707 M/C 46-88 /19 BcuNG Co�t�2�11� r Date: 03/"/2015 K\A"licationsToras-Applications On Linet2011 ApplicationsTern it Application Revised - 8-9-11.docr Revised: August 2011 bh Day Telephone: (253) 657-0868 Seattle WA 98124 City State Zip Page 4 of 4 DESCRIPTIONSACCOUNT PermitTRAK QUANTITY PAID $9,963.62 D15-0069 Address: 8123 E MARGINAL WAY S BLDG 2-031 Apn: 3324049002 $9,963.62 DEVELOPMENT $9,670.70 PERMIT FEE R000.322.100.00.00 0.00 $5,858.30 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,807.90 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $292.92 TECHNOLOGY FEE TOTAL FEES PAID$9,963.62 R000.322.900.04.00 0.00 $292.92 Date Paid: Wednesday, March 18, 2015 Paid By: JOHN MURDOCH BOEING COMPLANY Pay Method: CREDIT CARD 052849 Printed: Wednesday, March 18, 2015 2:39 PM 1 of 1 CSYS7EM5 INSPECTION RECORD Jb15 � IRetain 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 Pro'. ct: i1 l tit, S Type of Inspection: -5 Address: I 7A fS Date Called: Special Instructions: A "i%� Date Wanted: a.m. -? .,-,15 p.m. Requester: Phone No: 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 R1/(77 etain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 06) 431-3,67Q Permit Inspection Request Line (206) 438-9350 s eh Ce( (l T e of Ins ectio Project. AC I- YP P ddress: l x;; 11 A4 W i" f S Date Called: SpecialInstructigons: Date Wanted: a.m. p.m. (( + Request I(f� C( Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORDAI ©� Retain a copy with permit S E TI NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 r (206 4,1-3670 Permit Inspection Request Line (206) 438-9350 5" W eU C " Pe�t:�( /� � ] C � Q� �7l G Typ f spection: (.. A dress: ! "A z3 � - Date Cal ' Speciallnstructions: Datd Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. M ENTS: Inspector: Date,� •�� !� El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t, INSPECTION RECORD Retain a copy with permit IJ INS ION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro_'ect: &( _ _®� T e of inspection: c Address: V 0113 r Date Calle/. Iv � Special Instructions: I Date Wanted: a.m. —(-T— f J p.m. �-�(/j Re ester: ! 9� Phan No: El 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 N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect. k Type of I spection: A�res�:� � - ,I r �Fate te(Jalled: Special Instructions: Waked: a.m. S— p.m. Requester* Phone No: Inspector: JDate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedule reinspection. (61 F v ( INSPECTION RECORD Retain a copy with permit I ��6C 6 INSPECTION PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P oject: t 0l�t M 6( 2 — 03 ( Type f Inspection: P�7.c c Address: J V 7-3 B�NC ( roc{ f Ua Date Called. d , Special Instructions: U Date Wante: a.m. 7 — �� r/s p.m. 4MRequester: Phon o: _ �� 3 -- �- —8 3 pnspector: x_.0Iuarey` I _ It— I El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. INSPECTION RECORD Retain a copy with permit p ( 5- G1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350Ae'--L 1lwbs n Pr ject: 03 i Typ of In pecti n: Address: ° Date Called: Special Instructions: Poor S_ 7 ca(l Wf�ect IG� � � c�c�c (O Date W nted: a.m. —(7-1i 5 p.m. Re yq" G Phone'No: — Z73 le Inspector: Oate/* REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 IN PECTION RECORD IT— 1196 cr Retain a opy with permit INSPE TION 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 PrV"ect; c (oc ELO V Type Inspection: g't 'qm L) Date Caltec Special Instructions: 4/61 ate a.m. p.m. requisier, Repass Fh-one Nd: 5 1 L 25-- 2-7 3 �Approved per applicable codes. Corrections required prior toApproval. * 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 Zs- -- 5-0 " INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT ')nA-';7r,-44n7 Project; Type of Inspection: Address: Suite#: A Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 612 3r- � Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Ay- Date:, �f, Hrs.: `2 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD / Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: / � v Type of,I� pec��n: Address: V yo/1, 2::�qlele� Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. I COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector! Sys j I Date: z�� S Hrs.: j. d $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. uming Aaaress Attn: Company Name: Address: City: I State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 MAYES TESTING ENGINEERS, INC July 27, 2015 City of Tukwila Building Department 6200 South Center Blvd Tukwila, WA 98188-8188 Attention: Building Official Re: Boeing Seattle Bldg 2-31 EFB 7755 East Mariginal Way South Tukwila, WA Project No. L15315 Gentlemen, Final Letter Permit No. D15-0069 Seatfb ofbce 20225CedarVabeyRoad S&110 Lyrxw=d WA98036 ph425.742MM fax425.745.1737 Taco ►aa offroe 10029s.Ta=naway SrbE2 Tawas, WA98499 ph253-%4.3720 W253.%4.3707 Pciftdoffice 7911 NE 33rd Dire sub 190 Portland, OR 97211 ph 503281.7515 W503.281.7579 This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent to you. Special inspection was provided for: • Structural steel erection • Proprietary anchors To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. We trust this provides you with the information that you require. Should you have any questions please call us at 425/742-9360. Sincerely, Mayes Testing Engineers, Inc. Michael S. Dolder, P.E. Vice President RECE�': EU CITY OF TUKWILA JUL 2 8 2015 PERMIT CENTER Structurbl Addendum 2 11 1 1 _ (r) P^ A a Pam, Aov P Additional Structural (C) c o L— Support Added, (0 6ov s I(,z- zo requested by (1?1.A)5T%,as a k" 0*0) s- Boeing, Designed by Harris Group, Alex Warner �. t�►i LO L. A3 o cj . D H S 16 A tj A !/`I PO Sr - ye. ! Lt j GO c •a rm.J I D-Z L 6 -1J r/t x r//4 A t-tc r+" Tv rrrs 'f-dT k /-y )YP. Act>VR, r Aeu,'-d GovvaA- a> c.,Ihu- PtIA ",-04 ro M.a7GF-r (a) (G• ��t..-T,�..�.s RECEIVED Q. ,JCL.) LovvC/z c row r ( ") �o�.+�► CITY OF TUKWIL S; SIZr— ti? r-6 I rba Sr a r•-/P" CtiS 0o.J / t-vc_,._r�a..j JUL 15 2015 b i S� ©I(-' PERMIT CENTER ER TITLE: PROJECT NO. me & L.ovvozn,s /ZfL�+.ov PROJECT. ^7 BY DATE REV. uv Iti J wJ 4 Z-3 I /.1-^1 &J G L /fr rrF3 (—Ai3 DATE PAGE .SIe I 0i L w Eo I bx (R'r) T `re t G 7v tm i ? Vt K f/, A r" GL1 p 7� Tft of v .1 a,x v / rocs twrrc a Ho-9 Tlr,. RECEIVED CITY OF TUKWILA JUL 15 2015 PERMIT CENTER TITLE: PROJECT NO. (r) MSS /v To 0 rf /Z f'Gk it, PROJECT: BY DATE REV G /i2 �r F 3 DATE PAGE SICZ —OF_ X E Ntc 44 LG47`/L - "fs G Post" IA" LL o TITLE t/S S Z Pot T' To PROJECT. (3or• ��� 2-31 a 1 F— F 13 LAQ 14 31 '.(x Lotovr,-n- OPlyt'4+0-�6► RECEIVED CITY OF TUKWILA JUL 15 2015 PERMIT CENTER LG GavN� c ory PROJECT NO II BY DATE REV. A 1�,�✓ GIr- z /ff- DATE PAGE S OP_ w O • TITLE: PROJECT -71 F t= 3 LA 3 1/2 P6s I' .c 0- to" G ~e_ Ste«. tai;-,F t "' i y Y' h ii A- rl l L T ! fr. L✓1 iC c0(_T 3 X NaN► rN/At„_ RECEIVED CITY OF TUKW►LA JUL 15 2e 5 PERMIT CENTER PROJECT NO. ►z t G L►, v v BY DAT REV. /r'"i cJ DATE PAGE Lf OF FILE COPY P' ; t p1n. Harris Gro-up'Inc. - Industrial Manufacturing Business Unit Project No. 12564.00 :IEWED FOR IE COMPLIANCE APPROVED APR o 12015 S City of Tukwila BUILDING DIVISION e oca Structural Calculations for WNW Boeing Building 2-31 MAR 18 201,, Tu kwi I la, WA PEaMITCENTER Electronic Flight Bag Group (EFB) Boeing Job No.: W3108998 Contents: Professional Engineers Seal • Narrative • Design Criteria • Seismic Forces �IPAS�l �15� p� 4,, • Roof Framing/ E.F. Framing �Q • Leibert Unit/Server Rack Anchorage �� o • Transformer/Panel Frame Design and /f Anchorage • (E) Unistrut Frame Ceiling Support Check28277 O ��SSIDNAL !}� LG1' Project Manager: Design Engineer: Check Engineer: Date Issued Walter DeBoer Alex Warner John Arscott 3/4/2015 Harris Group Inc. 300 Elliott Avenue W Suite 500 Seattle, WA 98119-4215 (206)494-9400 (206) 494-9500 FAX www.harrisgroup.com l� i M M Structural Computations Building 2-31 Electronic Flight Bag Lab Boeing Project Number: W3108998 TITLE: Structural Computations BY: AMW PROJECT No.: DATE: 1 /5/15 125U.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: �/ EFB Lab M M 0 HARRIS GROUP INC. Narrative: These calculations are for the structural components related to the Electronic Flight Bag Lab TI in Boeing Building 2-31. These calculations include the analysis for the following items: -HVAC seismic anchorage -Server rack seismic anchorage -Existing roof framing check, -New roof framing to support two new exhaust fans -Analysis of an existing unistrut ceiling support frame -Seismic bracing of the existing unistrut ceiling support frame. Wind and seismic forces were considered, with the controlling forces used in the design of the anchorage. All steel design and connections were designed per AISC steel construction manual, and ASCE 7-10, with Allowable Stress Design (ASD). Bldg 2-31 BY: AMW PROJECT No.: DATE: 1/5/2015 12664.00 REVISION: PAGE: DATE: Z/ N Ee X Design Criteria: Dead: Original Design Dead Loads: 4.6 PSF 2x6 T&G Deck 1.7 PSF 1/2" Board 3.4 PSF 8x14 Pudin @ 7.17' (24.6 PLF) (Worst Case Spacing) 4.5 PSF T' Rigid Insult Roofing 3.8 PSF Misc. 18.0 PSF Sum Snow: Pwn) = 25.0 PSF <- Controls Pg = 11.0 PSF Pf = 7.7 PSF Roof Live: Lr = 20.0 PSF Wind: Velocity = 110 MPH Exposure C Risk Category II Seismic: Site: 47.53446N, 122.31802W Site Class D (Assumed) Ss = 1.516 S1 = 0.58 TITLE: Seismic BY: AMW PROJECT No.: DATE: 1/5/15 12564.00 PROJECT: Boeing REVISION: PAGE: NARRISGRouPINc. Bldg 2-31 3� DATE: EFB Lab IN Seismic Forces TITLE: Seismic BY: AMW PROJECT No.: DATE: 1/5/15 12564.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: y� EFB Lab Design Maps Summary Report Page 1 of l at= Design Maps Summary Report aUser -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.53446°N. 122.31802°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category 1/II/111 ,eater SY SAY 1 ?i moQuest O USGS-Provided Output Ss = 1.516 g Sms = 1.516 g S, = 0.580 g S,,, = 0.870 g n 11 Newcastle O N O R T H A M E R I C A Tukw - t %20151 ` Sos = 1.011 g So, = 0.580 g ® IhpQuest For information on how the SS and S1 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. MCER Response Spectrum 1 79. 1 co 44 1.20 1.12 A 0 sc IA 0.60 6.94 040 022 Olt 0 00 0 00 0 20 040 060 000 100 120 140 160 100 t00 Perbd.lt (sec) Design Response Spectrum 110 a» a oa o» 'v au ass 0u 033 0.22 0.11 coo 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period. T (sac) Although this information is a product of the U S. Geological Survey, we provide no warranty, expressed or* implied. as to the accuracy of the data Contained therein This tool is not a substitute for technical subject -matter knowledge. V http://ehp3-earthquake.wr.usgs.gov/designmaps/uslsummary.php?template=minimal&latit... I /26/20.15 N N N SEISMIC FORCES IBC 2012 (ASCE 7-10) Risk Category = Il (Table 1.5-1) SS = 1.516 (Seismic maps Figures Chapter 22 or S1= 0.580 USGS Hazmaps web site) Site class = D (assumed) F8 = 1.00 (Table 11.4-1) F,, = 1.50 (Table 11.4-2) Sms = FeSs 1 x 1.516 Sm1= FvSI 1.5 x 0.870 SDs = 2/3 Sms 2/3x 1.516 1.01 SDI = 2/3 Sm1 2/3x 0.87 0.580 Seismic Design Category SDs = 1.011 > SDI = 0.580 > (Eq. 11.4-1) 1.516 (Eq. 11.4-2) 0.580 (Eq. 11.4-3) (Eq. 11.4-4) 0.50g D (Table 11.6-1) 0.20g D (Table 11.6-2) For Building Components or Equipment Supports use Seismic Forces: ASCE Chapter 13 For Non -Building Structure Seismic Forces: ASCE Chapter 15 0 TITLE: PROJECT: HARRIS GROUP INC. Bldg 2-31 EFB Lab BY: AMW PROJECT No.: 12664.00 DATE: 115/15 REVISION: PAGE: G/ DATE: M M Roof Framing TITLE: ROOF Framing BY: AMW PROJECT No.: DATE: 1/5/2015 12664.00 PROJECT: Boeing REVISION: PAGE: MARRISGROUPINC. Bldg 2-31 DATE: EFB Lab 0 (C� C/*IL LH6.GfG cJ, G� �✓ �� _ (I b' P Sr- )( le. S' / 7j P L. F r.J S Z rt for Y V. i) = Z ► Z. r PC,- - AStvMrj- 7F # 2 PC2 I?og -j4 Di2jFGil✓C /Uor Gov VSr S, ZCL< A-) 2 w C F. `oa as . 6Er rz.�s r,F, F124r„J -,, (0 0 Tf)Y & 7 A. /z, 7- P, ' Pro = �G vo ox ) + zo&='ok?* Mti- �2 = PI Ou6T- w� mcw &Jopb TovSS use G�2�Z.Lr. S�l4 6^.>C LA- Ovr do ; TITLE: PROJECT NO. - x kA j <7 Fo J Si.,•�oc�� l2 PROJECT: BY DATE REV. COD DATE PAG OF C CF r-2A-rlwsc. �•�� ; "r-- L..ba> -ra- G x G 1) F a- 'L Sov f# I� IS. 7.7� IC^.) IZ& C4 ..C, TITLE: r PROJECT: rig Ott ,(-%r co.., 157yo- 4/V PROJECT NO. DATE REV. DATE OF I Wood Beam Fie=U112564.oa8M-11s�-n136w-1.Ec6 ENERCALC.INC. 19812014. Buid:6.14.11.18, Ver.6.14.11.18 Description : Existig Wood Purtin Check: (DL=18PSF, MinSnow = 25PSF) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Proverties Analysis Method: Allowable Stress Design Fb - Tension 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 875.0 psi Ebend- xx 1,300.0 ksi Fc - Pd1 600.0 psi Eminbend - xx 470.0 ksi Wood Species : Douglas Fir - Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0psi Density 31.570pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.153 S 0.2125 1 1j 804 Span = 25.0 ft . Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self height calculated and added to loads Unlfonn Load: D = 0.0180, S = 0.0250 ksf, Tributary Width = 8.50 fl Maximum Bending Stress Ratio = 1.606 1 Maximum Shear Stress Ratio Section used for this span 6x14 Section used for this span fb:Actual = 1,595.46psi fv:Actual F8 : Allowable 993.17 psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 12.50011 Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.940 in Ratio = 319 <380 Max Upward Transient Deftection 0.000 in Ratio = 0 <MO Max Downward Total Deflection 1.715 in Ratio = 174 <180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 0.335 :1 8x14 65.51 psi 195.50 psi +D+S+H 23.905 It Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatlon Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb Pb V Iv Flo +D+H 0.00 0.00 0.00 0.00 Length = 25.0 It 1 0.928 0.193 0.90 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.98 777.26 2.00 29.60 153.00 +D+L+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 ft 1 0.835 0.174 1.00 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.98 863.62 2.00 29.60 170.00 +D+Lr+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 It 1 0.668 0.139 1.25 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.98 1079.53 2.00 29.60 212.50 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Is+D+S+H Length = 25.0 ft 1 1.606 0.335 1.15 0.987 1.00 1.00 1.00 1.00 1.00 30.29 1,595.46 993.17 4.42 65.51 195.50 +D+0.750Lr+0.750L+H 0.987 • 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 it 1 0.668 0.139 1.25 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.91 1079.53 2.00 29.60 212.50 +D+0.750L+0.750S+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 n Wood Beam Description : Existig Wood Pudin Check: (DL=18PSF, MinSnow = 25PSF) Foe = Load Combination Max Sbess Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr Cm C t C L M tb F'b V (v FV Length = 25.0 it 1 1.386 0.289 1.15 0.987 1.00 1.00 1.00 1.00 1.00 26.14 1,376.84 993.17 3.82 56.53 195.50 4D40.60W4H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 it 1 0.522 0.109 1.60 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.98 1381.80 2.00 29.60 272.00 +D+0.70E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 it 1 0.522 0.109 1.60 0.987 1.00 1.00 1.00 1.00 1.00 13.69 720.98 1381.80 2.00 29.60 272.00 +D40,750Lr40.750L40.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 it 1 0.522 0.109 1.60 0.987 1,00 1.00 1.00 1.00 1.00 13.69 720.98 1381.80 2.00 29.60 272.00 +D+0.750L+0.750540.450W+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 It 1 0.996 0.208 1.60 0.987 1.00 1.00 1.00 1.00 1.00 26.14 1,376.84 1381.80 3.82 56.53 272.00 +O+0.750L40.750540.5250E+H 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 ft 1 0.996 0.208 1.60 0.987 1.00 1.00 1.00 1.00 1.00 26.14 1,376.84 1381.80 3.82 56M 272.00 40.60D40.60W+0.60H 0.987 1.00' 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 ft 1 0.313 0.065 1.60 0.987 1.00 1.00 1.00 1.00 1.00 8.21 432.59 1381.80 1.20 17,76 272.00 40.60O470E40.601-1 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 25.0 It 1 0.313 0.065 1.60 0.987 1.00 1.00 1.00 1.00 1.00 8.21 43259 1381.80 1.20 17.76 272.00 Overall Maximum_ Deflections Load Combination Span Max. '= Deb Location in Span Load Combination Max.'+ Deli Location in Span +D+S+H 1 1.7145 12.591 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in TOPS Load Combination Support 1 Support 2 Overall mum 4.846 4.846 Overall MlNimum 1.314 1.314 +D+H 2.190 2.190 +D+L+H 0 2.190 2.190 +D+Lr+H 2,190 2.190 4O4S4H 4.846 4,846 +D40.750Lr40.750L4H 2.190 2.190 +D+0.750L40.750S+H 4.182 4.182 +D40.60W+H 2.190 2.190 4D40.70E+H 2.190 2.190 +D40.750Lr+0.750L40.450W+H Z190 2.190 +D40.750L40.750S+0.450W+H 4.182 4.182 4O+0.750L40.750S+0.5250E+H 4.182 4.182 40.60D40.60W40.60H 1.314 1.314 40.60D40.70E40.60H 1.314 1.314 D Only 2.190 2.190 Lr Oniy L Only S Only Z656 2.656 W only E Only H Only I(/ Steel Beam File=V..1125w.ua92M-,18M5CA-1a25UO-I.EC6 ENERCALC, INC, 1M2014, auid:6.14.11.18, Vec6.14.11.18 0.0000 Description : B1: Supporting EF=5009 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: NBC 2005 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksl Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination NBC 2005 Span - 25.e n CW 2.25 _pA plied loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : 0 = 0.50 k Q 3.50 It, (P2: EF+Duct) Point Load: D = 0.50 k Q 21.50 ft, (P1: EF+ Dud) DESIGN SUMMARY . • i Maximum Bending Stress Ratio = 0.652: 1 Maximum Shear Stress Ratio = 0.023 :1 Section used for this span C7x12.25 Section used for this span C7x12.25 Me: Applied 2.707 k-ft Va : Applied 0.6531 k Mn I Omega: Allowable 4.149 k-ft Vn/Omega : Allowable 28,429 k Load Combination D Only Load Combination D Onlyy Location of maximum on span 12.500ft Location of maximum on span 0.000 ft Span # when; maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.485 in Ratio = 618 Max Upward Total Defledion 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Suess Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx VmdOm ega D Only Dsgn. L = 25.00 ft 1 0.652 0.023 2.71 2.71 6.93 4.15 1,04 1.00 0.65 47.48 28.43 +D+L+0.50S Dsgn. L = 25.00 It 1 0.652 0.023 2.71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 +D+L40.40W Osgn. L = 25.00 It 1 0.652 0.023 2.71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 +040.50L+S Osgn. L = 25.00 ft 1 0.652 0.023 2.71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 4D+S+0.50W Dsgn. L = 25.00 It 1 0.652 0.023 Z71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 4D+0.50L4W Dsgn. L = 25.00 It 1 0.652 0.023 2.71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 4D40.50S+W Dsgn. L = 25.00 ft 1 0.652 0.023 Z71 2.71 6.93 4.15 1.04 1.00 0.65 47.48 28.43 Overall Maximum Deflections Load Combination Span Max. "Den Location in Span Load Combination Max. '+• Dell Location in Span D Only 1 0.4854 IZ625 0.0000 0.000 Maximum Deflections for Load Combinations Load Comtr< ellon Span Max. Downward Deft Location in Span Span Max. Upward Deft Location in Span D Only 1 0.4854 12.625 0.0000 0.000 M Steel Beam Description : 81: Supporting EF=600# Verdcal Reactions Support notation : For left is #1 Values in KIPS Load Combination _ Support 1 Support 2 Overall )Gmum 0.653 0.653 Overall MIN6num 0.653 0.653 D Only 0.653 0.653 Lr Only L Only S Only W Only E Only H Only �C 0 238 Q 738 438 238 14M 938 ism 2238 24M ate R) 1 D 0a1 1 +D+L+D.SDS 1 +D+L+D.GW 1 +D+D.SDI+S 1 +D+S+D.SDM 0 +D+D.SDL+W 1 +D+D.SDS+W Ee l3/ Steel Beam File=U112564.0018200C1-1182Y6CA-11125640�-i.EC6 ENERCALC lNC.19n2D14, 9uft6.14.11.16. Ver.6.14.11.18 KW-06003100 Licensee : harris group Description : 81: Supporfin9 EF=600p Y v a q 0 L bi c w 0 0 w 238 4A8 71 9A8 1238 14A8 938 19A8 mung 1 Do* I +D+t+D.SDS 1 +D+l+D.4DW 1 +D+D.SDt+S 1 +D+S+D.SDM U +D+D.SD1+M 1 +D+D.SDSW 23 63 7A0 938 1115 142 Isa O aiKeA 1 Dol1 11104l I Wilk I S o•h I wolf a Eoll a Noml 238 24A8 18A8 2125 23b3 N/ Wood Beam File=U:u2564.f1UE200G-118225CA-1112564D-1.EC6 ENERCALC, INC.1983.2014, BuIA-6.14.11.18. Var:6.14.11.18 KW-060031 00 Licensee : harris group Description : New 6x6 Beam _CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch (North) Wood Grade : No.2 Fb - Tension Fb-Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Completely Unbraced D(0.5 6x6 875.0 psi E: Modulus of Elasticity 875.0 psi Ebend- xx 1,300.0 ksi 600.0 psi Eminbend - xx 470.0 ksi 625.0 psi 170.0 psi 425.0 psi Density 31.570pcf i i Span = 7.70 It Applied Loads Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to bads Point Load: D = 0.50 It ra 3.850 ft, (Exhaust Fan wti DESIGN SUMMARY Maximum Bending Stress Ratio = 0.55G 1 Maximum Shear Stress Ratio = 0.088 :1 Section used for this span 6x6 Section used for this span 6x6 fb : Actual = 437.80 psi fv : Actual = 13.61 psi FB : Allowable = 787.50 psi Fv : Allowable = 163.00 psi Load Combination +D+H Load Combination +D+H I Location of maximum on span = 3.850ft Location of maximum on span - 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 i Max Upward Transient Deflection 0.000 in Ratio - 0 <360 Max Downward Total Deflection 0.089 in Ratio = 1042 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb F'b V tv Pv +D+H 0.00 0.00 0.00 0.00 Length = 7.70 It 1 0.556 0.088 - 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 787.50 0.27 13.51 153.00 +0+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.500 0.079 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1,01 437.80 875.00 0.27 13.51 170.00 +O+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.400 0.064 1.25 1.0D0 1.00 1.W 1.00 1.00 1.00 1,01 437.80 1093.75 0.27 13.51 212.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.W 0.00 0.00 0.00 Length = 7.70 ft 1 0.435 0.069 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 10D6.25 0.27 13.51 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 It 1 0,400 0.064 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1093.75 0.27 13.51 212.50 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 rl Wood Beam Description : New 6x6 Beam Load Combination Max Stress Radw Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr Cm C t C L M tb Fb V tv Fly Length = 7.70 It 1 0.435 0.069 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1006.25 027 13.51 195.50 +D40.60W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.313 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1400.00 027 13.51 272.00 +D+0.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.313 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1400.00 027 13.51 272.00 4D+0.750Lr40.750L40.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.313 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1400.00 0.27 13.51 272.00 +D40.750L+0.750S40.450W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 It 1 0.313 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1400.00 027 13.51 272.00 40+0.750L+0.750S40.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.313 0.050 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 437.80 1400.00 0.27 13.51 272.00 +0.60D+0.60W+0.601-1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.188 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 262.68 1400.00 0.16 8.11 272.00 40.60D40.70E40.601i 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7.70 ft 1 0.188 0.030 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.61 262.68 1400.00 0.16 8.11 272.00 Overall Maximum Deflections Load Combination Span Max.'-' Deb Location in Span Load Combination Max.'+ Dell Location in Span D Only 1 0.0887 3.878 0.0000 0.000 Vertical Reactions Support natation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall um 0.276 0.276 MINimum 0.165 0.165 QOverall 4D+H 0.276 0.276 +D+L+H 0.276 0.276 40+Lr4H 0276 0276 +D+S+H 0.276 0.276 4040.750Lr40.750L+H 0.276 0276 4W.750L40.750S+H 0.276 0.276 4D+0.60W4H 0.276 02M 4D+0.70E4H 0.276 0.276 40+0.750Lr40.750L+0.450W+H 0.276 0.276 4D+0.750L40.750S40.450W+H 0276 0276 4D+0.750L+0.750S+0.5250E4H 0.276 0.276 40.60D40.60W40.60H 0.165 0.165 40.60D+0.70E40.60H 0.165 0.165 DO* 0.276 0276 Lr Only L Only S Orgy W Only E Only H Only Ee M M Leibert Unit and Server Rack Seismic Loads TITLE: Leibert Unit and BY: AMW PROJECT No.: Server Rack Seismic Load DATE: 1/5/2015 12664.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: I� / EFS Lab N A* SEISMIC FORCE - ASCE Sect 13.3 FP = {(0.4apSDsX I + 2z/h)/(RW]p)) Wp (Eq. 13.3-1) Fp < 1.6SDSIPWP (Eq. 13.3-2) FP> 0.3SDslpWP (Eq.13.3-3) SDs = 1.011 (previous sheet) ap = 2.5 (Table 13.5-1 or Table 13.6-1) Rp = 6.0 (Table 13.5-1 or Table 13.6-1) 1p = 1.0 (Sect. 13.1.3) z = 1.0 ft. height of attachment within structure h = 27.0 ft. average roof height of structure FP = 0.181 WP (Eq. 13.3-1) < 1.617 WP (Eq.13.3-2) > 0.303 WP (Eq.13.3-3) Horizontal Seismic Component: controls Fp - 0.303 Wp 0.7xFp = 0.212 Wp Vertical Seismic Component: Fp = +/- 0.2SDs = +/- 0.7xFp = 0.141 Wp TITLE: PROJE HMA GROUP INC. (strength design force coefficient) (ASD force coefficient) 0.202 Wp (strength design force coefficient) (ASD force coefficient) Leibert Unit/Server Rack Boeing Bldg 2-31 EFB Lab BY: AMW PROJECT No.: DATE: 1/5/15 12564 REVISION: PAGE: DATE: 1 ,? / N N Cooling Unit Overturning: Equip. Wt. = w = 2320 lbs. Design Wt. =1.1w = W = 2552 lbs. Assumed C.G. = Hcg =[ w 6.07 ft. Base Lateral Force Seismic FP = CPW = 642 lbs. *Wind Fw = pHL = 329.86 lbs. Max V = Gtr(Fp&Fw) = 642 lbs. Seismic Vertical Force Seismic F„ = +/- (0.7)0.2SoSW = 361 lbs. Overturning Moments: Seismic M, = FPHC9 = 3286 ft-lbs 'Wind M. = FM,H/2 = 1209 ft-lbs Resisting Moment: RM = (0.6w - F„)D/2 = 1505 ft-lbs Note: ' Internal wind load of 5psf is assumed All loads in ASD W = 2552 MCI = 6.07 H= *pw=`5 - 1 LF DxL = I AC = 0.212 2.92 LXJ 9.00 ^Sos = 1.011---- A See component seismic force computation Seismic Controls Max OTM = 3286 ft-lbs Design Moment = MD = OTM - RM = 1781 ft-lbs Design Moment Use (2)1/2" Dia Hilti Kwik Bolt with 2" embed each side. Bolt capacity is 1100# in tension and 400# in shear, see Hiliti PROMS output. TITLE: GOOling Unit overturning BY: AMW PROJECT No.: DATE: 1 /5/2015 12564.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: EFB Lab J 12564.00 - GeneralCaks.3du CoolingUnit N N Lateral Forces on Server Rack: Equip. Wt. = w = 2854� Ids W = 3135 Design Wt. =1.lw = W = 3136 lbs. H,8 = 4.98 Assumed C.G. = Hcg =� 4.98 �ft. Base Lateral Force Seismic FP = CPW = 665 lbs. H = 6.64 *pw=IS-- *Wind Fw = pWHL = 102.3924 lbs. Max V = Gtr(Fp&Fw) = 665 lbs. Seismic Vertical Force Seismic F„ = +/- (0.7)0.2SosW = 444 lbs. Overturning Moments: Seismic Ms = FPHcg = 3314 ft-lbs *Wind Mw = FwH/2 = 340 ft-lbs Resisting Moment: DxL = I AC = 0.212 1.99 3.08 -Sps = 1.011 "See component seismic force computation Seismic Controls Max OTM = 3314 ft-lbs RM = (0.6w - F„)D/2 = 1261 ft-lbs Design Moment = Mp = OTM - RM = 2053 ft-lbs Design Moment Note: ' Internal wind load of 5psf is assumed - All loads in ASD oTITLE: PROJECT: HARRIS GROUP INC. 12564.00 - GeneralCalcsAm ServerRack on Bldg 2-31 EFB Lab BY: AMW PROJECT No.: DATE: 1 /5/2015 12564.00 REVISION: PAGE: DATE` ZO/ www.hlyd.us Profis Anchor 2A.9 Company: Harris Group Page: 1 Specifier. AMW Project: 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: I Date: 322015 E-Mall: Specit es comments: Boeing Plant II - Bldg 2-31 - EFB Lab 1 Input data Anchor type and diameter. Kwlk Bolt TZ - CS 1/2 (2) Effective embedment depth: h,,.,d = 2.000 in., h.,, = 2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5112013 1 5N2O15 Proof. design method ACI 318-111 Mach. Stand-off installation: - (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, 2500, f� = 2500 psi; h = 5.000 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 (D.3.3.4.3 (c)) Shear load: yes (D.3.3.5.3 (a)) Geometry pn.] & Loading Pb, in.lb] Z; Y�8 T 0 --f'� -Y- y�� 0. aw Nff) x hpR We and reaps new be drodmd for apreerrrent wdh 0ss wdsft conckbms and for plausaaty$ PROFIS Mdwr (c) 20012009 M AG, FL-9494 Sdum Mlti is a rsOsWad Tradw wh or Kfb AG, Sdraar Z I / At 101 www.hliti.us Company: Specifier. Address: Phone I Fax: E-Mail: Harris Group AMW 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1100 4 400 max. concrete compressive strain: [%.] max. concrete compressive stress: - [psi] resulting tension force in (xy)=(0,000/0.000): 0 [Ibj resulting compression force in (xy)=(0.000/0.000): 0 [Ibj 3 Tension load Profis Anchor 2A.9 Page: 2 Project 12564.00 Sub -Project I Pos. No.: Date: 3a=15 Load N. [Ib] Capacity 4Ne [Ib] Utiilzation 9H a Nu.74Ne Status SteelStrength* 1100 8029 14 OK Pullout Strength' N/A WA WA N/A Concrete Breakout Strength" 1100 1172 94 OK anchor having the highest loading "anchor group (anchors Intension) &I Steel Strength N,a = ESR value refer to [CC -ES ESR-1917 4 N"d a N. ACI 318-11 Table D.4.1.1 Variables n A...H fin.1 fw [PS7 0.10 106000 Calculations Nu [lb] 10705 Results N. 9b] tit" f' N. Pb] N,g Qbj 10705 0.750 8029 1100 IrV W dam and rosin mu.t be checked for arewriv t with the a ftft conditions aW for Oausibd W PROFIS Andwr (c) 2003—' x18 HRO AG, FL-9494 Schaan M is a raostered Trademark of KIO AG, Schaen www.hlitl.us Profis Anchor 2.4.9 Company: Harris Group Page: 3 Specifier. AMW Project: 12564.00 Address: Sub -Project I Pas. No.: Phone I Fax: Date: 3/2/2015 E-Mail: 3.2 Concrete Breakout Strength N, = {N , Wed.N We.N 41CP.N Nb ACI 318-11 Eq. (D-3) Neb t NYs ACI 318-11 Table DA.1.1 AN, see ACI 318-11, Part D.5.2.1. Fig. RD.5.2.1(b) ANI = 9 heT ACI 318-11 Eq. (D-5) 1 \ Wk N = (1 + 2 eN j 51.0 ACI 318-11 Eq. (D-8) ` 3 hn / WeaN = 0.7 + 0.3 \ 5pm S 1.0 ACI 318-11 Eq. (D-10) Ww.N = MAX am , 11 h f\ S 1.0 l ACI 318-11 Eq. (D-12) Nb = kc ae � hms ACI 318-11 Eq. (D-6) Variablesttrr he, Un•) eci.N [in.] ec2.N fin.] camn [in.] 0.N 2.000 0.000 0.000 1.090 cac M,I ke ka fc [psi] 5.500 17 1.000 2500 Calculations ANo [in.1 A,, [ice 21 WACIA «zN sa N Nb [lb) 36.00 36.00 1.000 .D00 .O 1N. 2404 Results Neb fib) 4wnwm 080beic �nonduc6�e �Ncb [ib1 Nus [ibI 2404 0.650 0.750 1. 1172 1100 InFA data end remits must be docked for ayeammrt w0l On esbtinp mnditm end for phomb I PROFIS Andwr (c) 2003-2009 FMO AG. FL-9494 Sdmm KW i3 a repisWmd Tradema* of K]U AG. Schoen 2-3/ 101 N 1�11!m www.hlw.us Proft Anchor 2A.9 Company: Harris Group Page: 4 Specifier. AMW Project 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 3/2/2015 E-Mail: 4 Shear load Load V„, [Ibl Capacity #V„ [lb] Utilization t� = V"4V„ Status 9fie-I Strength' 400 3572 12 Steel failure (with lever arm)* N/A Pryout Strength" 400 Concrete edge failure in direction "• NIA anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V..,.q = ESR value refer to [CC -ES, ESR-1917 0 V`wm 2 Vu. ACI 318-11 Table D.4.1.1 Variables n A.,v M'] fut. [psi] 1 0.1 106000 Calculadons V.O 5495 Results V..,.� (Ib] �, 4 V.. [Ibj V. Pb] 5493 l5 3572 400 4.2 Pryout Strength Vw = kw [Z Wd.N WaN Ww.N Nb] ACI 318-11 Eq. (D-40) 0 Va, 2 Va. ACI 318-11 Table DA.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) AN. = 9 4 ACI 318-11 Eq. (D-5) 1 W.aN _ +2 eNeN 51.0 ACI 318-11 Eq. (D-B) 1� wwx = 0.7 + 0.3 0�) S 1.0 ACI 318-11 Eq. (D-10) Ww,N = MAX( � , 1 G� S 1.0 ACI 318-11 Eq. (D-12) Nb = k. X, f NA ACI 318-11 Eq. (D-6) N/A N/A N/A 1683 24 OK N/A N/A N/A Variables kw h r On.] a t.N [in.] N tin.) qkn fo [in.) 1 2,6M MOW 0 'e 0.N Go M•] kc Ad it IPsi] 5.500 17 1.000 2500 Calculations A AN. (in•1 A ko (in• h J .cr N WeeZN %Pmd.N WCON Nb [Ib] 35.00 36.00 1.000 1.000 1.000 1.000 2 ResuHs V llbl mas is 4 x 0aoaaaaa. Vh3b] V� 1 =14 1.000 1.000 krput data and resu9s must be checked for agreemaH with the 8A3W9 M d ftM and for ptausibiIw PROMS Anchor (o) 2003.2009 NAB A% FL-9494 Sdmm HiM is a reyisWW Trademark 01 Mb AG, Schow 24/ www.hiitl.us Profis Anchor 2.4.9 Company: Hams Group Page: 5 Specifier. AMW Project: 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 3/2/2015 E-Mail: 6 Combined tension and shear loads N utilization N,v 1%] Status 9 0%29 1.000 99 OK PW= (ON +pv)/1.2-1 6 Warnings • Load re -distributions 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 loading I • Condition A applies when supplementary reinforcement is used. The at 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 standardl • An anchor design approach for structures assigned to Seismic Design Category C. D, E or F is given in ACI 318-11 Appendix D. Part D.3.3A.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 Part D.3.3.4.3 (b), Part D.3.3A.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3A.3 (b) / part D.3.3.5.3 (a) requires that 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. Part D.3.3A.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design toad combinations that include E, with E increased by LJO. • Hilti post -installed anchors shall be Installed In accordance with the HIM Manufacturer's Printed Installation instructions (MPII). ReferenceACI 318-11, Part D.g.1 Fastening meets the design criterial brput date and results mat be dreakad for agreanerd with the existing mnffwm and for piausftiw. PROFIS Andior (c) 2003-2W9 FfN AG, FL-9494 Schean HN is a registered Tradanark of Kid AG, Sehaen �/ www.hiiti.us Profis Anchor 2.4.9 Company., Harris Group Page: 6 Specifier. AMW Project: 12564.00 Address: Sub-Projed I Pos. No.: Phone I Fax: Date: 3/2l2015 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 1/2 (2) Profile: - Installation torque: 480.001 in.lb Hole diameter in the fixture: - Hole diameter in the base material: 0.500 in. Plate thickness (input): - Hole depth in the base material: 2.625 In. Recommended plate thickness: - Minimum thickness of the base material: 4.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor in. Anchor x y c_x cn c-y c.y 1 b. 0.000 - - - - 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilts products and are based on the principles, formulas and security regulations in accordance with Hilli'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 Hiid 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 Geared 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 Hiid 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 Hild Website. Hilts 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. Irput daze and masts must be ch&*W for agreement with ft exaf!ng wriddom and for piaustb!t!ty! PROFIS Anchor (c) 2003-2OD9 Md AG. FLA494 Schann hah is a registered Trademark of FGIB AG. Schaan Z G/ Ee M Transformer/Panel Frame Seismic Loads TITLE: Transformer/Panel Frame BY: AMW PROJECT No.: Seismic Load DATE: 1/5/2015 126".00 PROJECT: Boeing REVISION: PAGE: NARRtSGROUP INC. Bldg 2-31 DATE: EFB Lab N N SEISMIC FORCE - ASCE Sect 13.3 FP = {(0.4aPSDs)(1 + 2z/h)/(RPn,)) Wp (Eq. 13.3-1) FP < 1.68DSIPWP (Eq. 13.3-2) FP> 0.3SDSIPWP (Eq.13.3-3) SDs = 1.011 (previous sheet) aP = 2.5 (Table 13.5-1 or Table 13.6-1) Rp = 2.5 (Table 13.5-1 or Table 13.6-1) 1p = 1.0 (Sect. 13.1.3) z = 0.0 ft. height of attachment within structure h = 27.0 ft. average roof height of structure FP = 0.404 WP (Eq.13.3-1) < 1.617 WP (Eq.13.3-2) > 0.303 WP (Eq.13.3-3) Horizontal Seismic Component: controls FP = 0.404 WP (strength design force coefficient) 0.7xFP = 0.283 WP (ASD force coefficient) Vertical Seismic Component: FP = +/- 0.2SDS _ +/- 0.202 WP (strength design force coefficient) 0.7xFP = 0.141 WP (ASD force coefficient) TITLE: Seismic Force Coefficients BY: AMW PROJECT No.: Transformer/Panel Frame DATE: 115/15 12664.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: 2 e/ EFB Lab x E9 x Transformer/Panel Frame: Equip. Wt. = w = F 2760 Ibs. Design Wt. =1.1w = W = 3036 lbs. Assumed C.G. = Hcg 6.40--ft. Base Lateral Force Seismic FP = CPW = 859 lbs. Seismic Vertical Force Seismic F„ = +I- (0.7)0.2SpsW = 430 lbs. Overturning Moments: Seismic Hor MHO = FPHC9 = 4639 ft-lbs Seismic Vert Msv = F„Hg = 430 ft-lbs DeadLoad Mw = WDCg = 2760 ft-lbs 0 HARRIS GROUP INC. Note: - All loads in ASD Frame Bldg 2-31 EFB Lab FP N,o 6.40 N = 6.00 D,B = 1 CP = i 0.283T "Sps = 1.011 "See component seismic force computation AMW PROJECT No.: 1 /512015 12664.00 PAGE: z9� 12564.00 - GeneralCalcsAu TransformerWanel Frame 0 0 E TnA,>sr—atv,0,r,L/PA-ate` s,-Arj� (ra-0 TO rAL •At AZ:.1wz4NiFORMC2 Lt,Jf, ED "a # 6+rstjtr,,N) 4L Pq�z� Ll V �J ro raw w �-�e � (Asfw-ca) r P� + yov f knit {.k -ova`- _ New sr a D Z ios Pi o A 1 ego + Z sPftmo/a t.w� = lv.4oy)(ivGo� t2s-v+t) = G�io• � USC fJsi `A4 A 1/4 SCr, 2n Ct-, ,—C— Fay► P, 1� , : (tiood* f- rGo#) /, 0 s(L-- L ;7rc 30. A Sc F,*_ CNtio,cA, rc r- -f r0r,- TITLE. J 2 �Nj 1r02hC-ft/�i�N�tr r-�/EM� (�JST v(3P'1) PROJECT. BY DATE t 77 L77/4, Z-3Fi3 L/t Q DATE r PROJECT NO. 12 REV. PAGE 3o OF Steel Column ENERFieCAtC. INC. Description : Post of FRft1 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS4x4x1/4 Overall Column Height 6.0 It Analysis Method: Allowable Strength Top & Bottom Fodty Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksl X-X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling along X-X Axis Load Combination: ASCE 7-10 Y-Y (depth) axis : Un raced Length for Y-Y Axis budding = 6.0 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column sef weight included: 73.085 Ibs' Dead Load Factor AXIAL LOADS ... Dead and Vert Seismic: Axial Load at 6.0 ft, Xecc = 12.000 in, D=1.460, E = 0.2950 It BENDING LOADS ... Seismic Lateral Point load: Lai. Pant Load at 5.40 It creating My-y, E = 0.690 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4080 :1 Maximum SERVICE Load Reactions.. Load Combination +D+0.70E+H Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.690 k At maximum location values are ... Q Top along Y-Y 0.0 k Pa: Axial 1.740 k Bottom along Y-Y 0.0 k Pn / Omega: Allowable 79.822 k Max : Applied 0.0 k-ft Maximum SERVICE Load Deflections .. . Mnx 1 Omega: Allowable 10.765 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y : Applied -4.275 k-ft for load combination : Mn-yI Omega: Allowable 10.765 k-ft Along X-X 0.4525 in at 6.011 above base for load omftation :+D+0.70E+H PASS Maximum Shear Stress Ratio = 0.0190 :1 Load Combination +0.60D+0.70E+0.60H Location d max.above base 0.0 it At maximum location values are ... Va : Applied 0.4830 k Vn / Omega : Allowable 25.423 k Load Combination Results Maximum Axial + Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status location Stress Ratio Status Location +D+H 0.145 PASS 4.67 It 0.000 PASS 0.00 It +D+L+H 0.145 PASS 4.67 It 0.000 PASS 0.00 It +D+Lr+H 0.145 PASS 4.67 It 0.000 PASS 0.00 It +D+S+H 0.145 PASS 4.67 ft 0.000 PASS 0.00 ft +0+0.750Lr+0.750L+H 0.145 PASS 4.67 It 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.145 PASS 4.67 ft 0.000 PASS 0.00 It +D+0.60W+H 0.145 PASS 4.67 ft 0.000 PASS 0.00 It +D+0.70E+H 0.408 PASS 0.00 It 0.019 PASS 0.00 It +D+0.750Lr+0.750L+0.450W+H 0.145 PASS 4.67 It 0.000 PASS 0.00 ft +D+0.750L+0.750S+0.450W+H 0.145 PASS 4.67 ft 0.000 PASS 0:00 ft +D+0.750L+0.750S+0.5250E+H 0.342 PASS 0.00 It 0.014 PASS 0.00 It +0.60D+0.60W+0.60H 0.087 PASS 0.00 ft 0.000 PASS 0.00 ft +0.60D+0.70E+0.60H 0.350 PASS 0.00 it 0.019 PASS 0.00 ft 31 Steel Column Re=W12564.t>a6M-fl8: ENERCALC, INC. IM2014. &M.6. Descx9ption : Post of FR#1 Maximum Reactions Note: Only non -Zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.533 k +D+L+H k k 1.533 k +D+Lr+H k k 1.533 k +D+S+H k k 1.533 k +D+0.750Lr+0.750L+H k k 1.533 k +D+0.750L+0.750S+H k k 1.533 k +O+0.60W+H k k 1.533 k +D+0.70E+H -0.483 k k 1.740 k +D+0.750Lr+0.750L+0.450W+H k k 1.533 k +D+0.750L+0.750S+0.450W+H k It 1.533 k +D+0.750L+0.750S+0.5250E+H -0.362 k k 1.688 k +0.60D+0.60W+0.60H k k 0.920 k +0.60D+0.70E+0.60H -0.483 k k 1.126 k D Only k k 1.533 k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only -0.690 k k 0.295 k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.1994 in 6.000 It 0.000 in O.ODO It +D+L+H 0.1994 In 6.000 It 0.000 in 0.000 It +D+Lr+H 0.1994 in 6.000 ft 0.000 in 0.000 it +D+S+H 0.1994 in 6.000 It 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.1994 in 6.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+H 0.1994 in 6.000 It 0.000 in 0.000 It +O+0.60W+H 0.1994 in 6.000 It 0.000 in 0.000 It +O+0.70E+H 0.4525 in 6.000 It O.ODO in 0.000 It +D+0.750Lr+0.750L+0.450W+H 0.1994 in 6.000 It 0.000 in 0.000 ft +D+0.75OL+0.750S+0.450W+H 0.1994 in 6.000 ft 0.000 in 0.000 It +D+0.750L+0.750S+0.5250E+H 0.3892 in 6.000 It 0.000 in O.ODO It +0.6OD+0.6DW+0.6O i 0.1196 in 6.000 ft O.ODO in 0.000 It +0.60D+0.70E+0.60H 0.3727 In 6.000 ft 0.000 in 0.000 It D Only 0.1994 In 6.000 It 0.000 in 0.000 It Lr Only O.ODOO in 0.000 It 0.000 in 0.000 It L Only 0.0D00 in 0.000 It 0.000 in 0.000 it S Only 0.0000 in 0.000 It 0.000 in 0.000 It W Only 0.000D in O.ODO It 0.ODO in 0.000 it E Only 0.3615 in 6.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 it 0.000 in 0.000 it Steel Section Properties : HSS4x4x114 3l� Steel Column `"NC. ENERCALC. INC. Desuiption : Post of FR#1 Steel Section Properties : HSS MM/4 Depth = 4.000 in I xx = 7.80 inA4 J - IZ800 in% S xx = 3.90 inA3 Width = 4.000 in R xx = 1.520 in Wail Thick = 0.250 in Zx = 4.690 inA3 Area = 3.370 inA2 1 yy = 7.800 inA4 C = 6.560 inA3 Weight = 12.181 pff S yy = 3.900 inA3 R yy = 1.520 in Yog M 0.000 in M-y Loads C Load 1 m n a x Loads are total ordered value. Atrows do ruA retied absolute direction. TS Steel Beam -�.... �..w.�...... ENSMC, W.1902014. Buad:6.14.11.18. Ve614.11.18 Description : FR#1 Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield 36.0 ksi Beam Bracing: Completely Unbraced E. Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 L34014 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.480, E = 0.10 k A 2.250 ft, (Gravity and Seismic loads) DESIGN SUMMARY a • Maximum Bending Stress Ratio = 0.504 : 1 Maximum Shear Stress Ratio = 0.028 :1 Section used for this span L3x3xl/4 SecBon used for this span L3x3x1/4 Me: Applied 0.619 k ft Va : Applied 0.2750 k Mn / Omega: Allowable 1.227 k-ft VNOmega : Allowable 9.701 k Load Combination +D+0.70E+H Load Combination +D+0.7OE4H Location of maximum on span 2.250ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio = 5,828 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.051 in Ratio = 1060 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Suess Ratios Summary of Moment Values Summery of Shear Values Segment Length Span # M V Wax + Mmax - Ma - Max Mnx MWOmega Cb Rm Va Max Vnx Vnx/Omega +D4H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 024 16.20 9.70 4D+L+H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 4D4U+H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 +D+S4H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 +D40.750Lr+0.750L+H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 4D+0.750L+0.750S+H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 +D+0.6OW4H Dsgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 Dsgn. L = 4.50 ft 1 0.504 0.028 0.62 0.62 2.05 1.23 1.32 1.00 0.28 16.20 9.70 +D40.750Lr40.750L40.450W4H Osgn. L = 4.50 ft 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 +13+0.750L40.750S+0.450W41-1 Dsgn. L = 4.50 it 1 0.440 0.025 0.54 0.54 2.05 1.23 1.32 1.00 0.24 16.20 9.70 4040.75OL+0.750S+0.5250E+H Dsgn. L = 4.50 ft 1 0.488 0.027 0.60 0.60 2.05 1.23 1.32 1.00 0.27 16.20 9.70 +0.60D+0.60W40.60H it Steel Beam Description : FR#18eam Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Wax - Ma - Max Mnx MnxfOmega Cb Rm Va Max VnX VrRonega Dsgn. L = 4.50 ft 1 0.264 0.015 0.32 0.32 2.05 1.23 1.32 1.00 0.14 1620 9.70 +0.60D+0.70E+0.60H Dsgn. L = 4.50 ft 1 0.328 0.018 0.40 0.40 2.05 1.23 1.32 1.00 0.18 16.20 9.70 Overall Maximum Deflections Load Combination Span Max.' " Dell Location In Span Load Combination Max.'+' Defi Location in Span +D+0.70E+H 1 0.0510 2250 0.0000 0.000 Maximum Deflections for Load Combinations Load Combination Span Max. Downward De0 Location in Span Span Max. upward Dell Locdon in Span +D+H 1 0.0445 2.250 0.0000 0.000 +D+L+H 1 0.0445 2.250 0.0000 0.000 +D+Lr+H 1 0.0445 2.250 0.0000 0.000 +D+S+H 1 0.0445 2.250 0.0000 0.000 +D+0.750Lr+0.750L+H 1 0.0445 2.250 0.0000 0.000 +D+0.750L+0.750S+H 1 0.0445 2.250 0.0D00 0.0D0 +0+0.60W+H 1 0.0445 2.250 0.0DD0 0.000 +0+0.70E+H 1 0.0510 2.250 0.0000 0.000 +D+0.750Lr+0.750L+0.450W+H 1 0.0445 2.250 0.0000 0.000 +D+0.750L+0.750S+0.450W+H 1 0.0445 2.250 0.0000 0.000 +D+0.750L+0.750S+0.5250E+H 1 0.0493 2.250 0.0000 0.000 +0.601)+0.60W+0.601-1 1 0.0267 2.250 0.0000 0.000 +0.60D+0.70E+0.60i 1 0.0332 2.250 0.0000 0.000 D Only 1 0.0445 2.250 0.0000 0.000 E Only 1 0.0093 2.250 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Lad Combination Support 1 Support 2 Overall MAXimum 0275 0275 Overall MINanum 0.050 0.050 +O+H 0.240 0.240 +D+L+H 0.240 0.240 +D+Lr+H 0.240 0240 +D+S+H 0240 0.240 +D+0.750Lr+0.750L+H 0240 0.240 +13+0.7501,+0.750S+H 0240 0.240 +D+0.60W+H 0240 0.240 +D+O.70E+H 0275 0275 +D+0.75ULr+0.750L+0.450W+H 0240 0.240 +1X).750L+0.750S+0.450W+H 0240 0.240 +D+0.750L+0.750S+0.5250E+H 0.266 0.266 +0.60D+0.60W+0.60H 0.144 0.144 +0.60D+0.70E+0.60H 0.179 0.179 D Only 0.240 0240 Lr Ony L Only S only W Only E Only 0.050 0.050 H Only 11 Fie = U112564.00V3M-118226CA-11125640-1.EC6 ` steel Beam ENEKALC, INC.19D2014, suad:s.i4.11.18, Ved.%11.18 Description: FFM Beam �N 1 043 058 133 ljo 223 29 3.0 358 4,03 448 MweR 0 1 +D+N I +D+L+H I +D+b+N I +D+S+H 1 +D+D.ISDLt+D.ISDL+H I +D+6.ISDL+D.ISDS+H +D+0.60W+H I +D+D.I6E+H I +D+D.ISDli+D.ISDL+DASDW+N I +D+D.ISDL+D.ISDS+D.ISDW+N I +D+D.ISDL+D.ISDS+DSZSDE+H I +0.660+0.66W+0.600 1 +0.60D+D.IDE+0.66N 043 CA 133 138 213 W 313 33 413 4A8 wMe ft) 0 1 +D+H 1 +D+I+N 1 +D+L1+N 1 +D+S+N i +D+D.ISDLI+D.ISDL+N 1 +D+D.ISDL+D.ISDS+H +0+0.60W+H 1 +D+0.10E+H I +D+D.ISDLi+D.ISDL+DASDW+N I +D+D.ISDL+D.ISDS+DASDW+H I +D+D.ISDL+D.ISDS+D.SISDE+H 1 +0.60D+0.66W+D.6DH 1 +0.604I5E+0.60H 34 Steel Beam Description: FP41Beam le, u 8A3 1 +D+H 1 +D+L+H +D+0.60w+H 1 +D+D.IDE+M 1+02DAIDE+0.60 1Dook 1 Eook 1 Hook 14.1 on 133 138 20 29 3.0 A 42 4A8 wzu(k) i +D+Li+H 1 +D+S+H 1 +047SILAIS0L+H A +D+D.ISDL+D,ISDS+M 1 +D+O.ISDL,+D.ISDL+DASDs+H 1 +D+D.ISDL+D.ISDS+DASDM+H 1 +D+D.ISDI&ISH&SISOE+M i +0.600+6.66146DM i book look S4ok i wook 3 T-a^o,sro2h�f a- 2 /P.-j t_ c (r:2 01) 13A s e- nt_A rL . (/,I & o let )(It) 17 s-zo-,..� fli, y(SS V e- N, - N, s - ly&v v A!, r Zy aEC U S ,c- r) , 7- /j + r r r L.T- r P170 Fri i 1*/204 A.4rz 0. Z)( l7 S- ice... ,) + (`tB . 3 k -.,�) = G `1. 3 "a v Ggo& ti + ;kt v S r'- k tom. Ic .70-T 3 /Y ��,.3�� sr r� ����� , n��F. avrnor D =3 ViC 21Ap r4r[�r,jt� Gc?c.., ry 47, wrc PLC , r , TITLE: PROJECT NO. n.�+n�s�J�r n.. �� �is►,v�� �n antV (i3/� r� I-Lr--iL /t,�"�„� /2 r-Ge/, vv PROJECT: BY DATE / REV. ii-rr ct/ z ' // r" DATE J PAY s OF— www.hiltl.us Profis Anchor 2.4.9 Company: Harris Group Page: 1 Specifier. AMW Project 12564.00 Address: Sub -Project 1 Pas. No.: Phone 1 Fax: Date: 3/4/2016 E-Mail: Specffiers comments: Boeing Plant ti - Bldg 2-31 - EFB Lab 1 Input data Anchor type and diameter: Kwik Soft TZ - CS 618 (31/8) � Effective embedment depth: hxt,d = 3.125 in., h,,,,,, = 3.663 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 5!1/2013 1 5/1/2015 Proof: design method AC1318-11 / Mach. Stand-off installation: eD = 0.000 in. (no stand -oft); t = 0.500 in. Anchor plate: Ix x t x It =15.000 In. x 15.000 in. x 0.500 In.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (L x W x T) = 4.000 in. x 4.000 in. x 0.188 In. Base material: cracked concrete, 2500, f. = 2500 psi; h = 5.000 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 toad: yes (D.3.3.4.3 (c)) o Shear load: yes (D.3.3.5.3 (a)) Geometry pn.] & Loading Pb, in.ib] 0 � � d `` •S .e OS WPA dft arid muft must be decked for 0WOUnan With the Wdsting cw4b" and fdr pwsWIVI PROFiS Andm (c )2DO3.2wg KW AG. FL-9494 SChom KAi b n roO99red Tredw,m d KtO AG. Sdmn www.hliti.us Profis Anchor 2.4.9 Company: Harris Group Page: 2 Specifier. AMW Project: 12564.00 Address: Sub -Project l Pos. No.: Phone I Fax: ] Date: 3/412015 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 173 173 2 0 173 173 0 3 2171 173 173 0 4 2171 173 173 0 max. concrete compressive strain: 0.09 N] max. concrete compressive stress: 389 [psi] resulting tension force in (x/y)=(0.000/6.000): 4341 pb] resulting compression force in (x/y)=(0.000/-6.770): 6388 (Ib] 3 Tension load 03 Tension 04 Y x 01 O �2 Load N. [Ib] Capacity #Nn pb] Utilization b = N„ j#Nn Status Steel Strength' 2171 12877 Pullout Strength* Concrete Breakout Strength' N/A N/A N/A N/A 4341 4578 95 OK 0 " anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR-1917 � Nd w 2 N.. AC1318-11 Table D.4.1.1 Variables n AOX [in.1 fw. [PSI] loam Calculations N. Pbl 17170 Results N„ (Ib] mruel N.. Pb] Na Pb] 17170 0.750 12877 2171 • Input data and resits must be Medved for agreement with the exW tg amd dws and for plaustb W PROFIS Anchor (c) 2003-2W9 Kl6 AG. FL-9494 Schoen NW Is a regaterad Trademark of fwe AG. Sohaert C110 www.huti.us Profts Anchor 2.4.9 �� J3 Company: Hams Group Page: 3 Specifier: AMW Project: 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: ( Date: 3/412015 E-Mail: N Ee &2 Concrete Breakout Strength NdQ = (pMtm) WwN We.N yc.N Ww.N Nb ACI 318-11 Eq. (D-4) f Nag a N,,, ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, PartD.5.2.1, Fig. RD.5.2.1(b) ANC = 9 hof ACI 318-11 Eq. (D-5) ` Yee = eN f s 1.0 ACI 318-11 Eq. (D-8) 1 I+ her% Wb.N - 0.7 + 0.3 (ft) 51.0 ACI 318-11 Eq. (D-10) WCv,N = MAX( , 1 �} s 1A ACI 318-11 Eq. (D-12) Nb = ke a, IF( hrs ACI 318-11 Eq. (D-6) Variables her fn.] e.141 M•] ec2M fin.] c, mu+ [in.] CN 1 0. 00 » 00 c. (in.] k. as fe [psi] 6. 17 Calculations AN, (in-2] ANo f n 21 .�,,N .cz,N M.N N Nb Pb]175.7 .0 1. .000 .000 4696 Results Ncbg pb1 0ooaa�t. ttmoeauda. Ndw [Ib] N e [Ib] 9391 0.650 0. 1.000 4578 4341 Input data and Malts mud be dammed for egreernant with the 04" =Wftna and for OWSrWgFI PROFIS Andtor (c) 2DD3.2MO MO AG. FL-9494 Sdtaan FNti is a re aWGd Trademark of M AG. Sdtean 4f www.hilti.us Profis Anchor 2A.9 Company: Harris Group Page: 4 Specifier. AMW Prolect 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 3/4/2015 E-Mail: 4 Shear load Load V. Jib) Capacity 4V, jib] Utilization py = Vh„ /4V, Status SteelStrength* 1 3 4940 4 OK Steel failure (with lever arm)' N/A N/A N/A NIA Pryout Strength" 690 26296 3 OK Concrete edge failure In direction "' NIA N/A WA NIA • anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V,,,.q = ESR value refer to ICC-ES ESR-1917 � Vst..i t V„ ACI 318-11 Table D.4.1,1 Variables n A,. v On21 f,,, [psi] 0.16 106000 Calculations V[lb) 7wU Results V.. w pb1 �aea V„ Qb) Vw [ib[ 76 0,6 0 4940 1'Y'3 4.2 Pryout Strength V,P9 = ka L(Anco) 41arN WWX War+ Wa.N Nb] ACI 318-11 Eq. (D-41) 0 V,9 z Vh„ ACI 318-11 Table D.4.1.1 AN, see ACI 318-11, Part D.5.2.1, Fig. 110.5.2.1(b) ANw = 9 h;f ACI 318-11 Eq. (D-5) 1 Wec.N = 2�e.N 91.0 1+3he ACI 318-11 Eq. (D-8) Wo1kN w 0.7 f 0.3 (1. } 51.0 ACI 318-11 Eq. (D-10) y,,,.N = MAX(o ,11h,r) 51.0 Coe ACI 318-11 Eq. (D-12) Nb = k, 4 Irf, hli ACI 318-11 Eq. (D-6) Variables k h.f [in.] eot.N OnA eczN [n•] 3.1l� 5 0.000 0.000 cc [in.] ke ae fc [psi) 1. 00 6.500 17 1.000 2600 Calculations ANe [In.j ANm [In21 eeh ee2M ee.rr .►+ Nb [lb] 351.56 87.89 1.000 1.000 1.000 1.000 Results ACT bc«hcrete 0w � Van [lb] Vw Ilbl 3 565 .7 .000 .000 Z6296 690 0 input Oam and resWts must be checked for agreement wd h the eAsOng cond Uans and for ptausbrty, Z PROFIS Anc w (c) 2003-2009 KM AG, FL-9494 Schoen KN is a registered Tredemmk d KW AG, Schaan vwwr.nliti.ua Profls Anchor 2.4.9 Company: Harris Group Page: 5cifi Speer. AMW Project: 12564.00 Address: Sub -Project 1 Pos. No.: Phone i Fax: Date: 3/4/2015 E-Mail: 6 Combined tension and shear loads JN pv C Utilization Okv 1%) Status R8 0.035 1.000 82 RW=(pN+pv)/1.2< 1 6 Warnings • Load re -distributions 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 loading! • Condition A applies when supplementary reinforcement is used. The rD 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 standardt • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (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 Part D.3.3.4.3 (b), Part D.3.3A.3 (c), or Part D.3.3A.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b), or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that 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. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires 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 LJO. • HIM post -Installed anchors shall be installed In accordance with the HIM Manufacturer's Printed Installation Instructions (MPII). ReferenceACI 318-11, Part D.9.1 W Fastening meets the design criteria! PRGFlS AmMr (c) 2oD3-2wo lild AG. FL•9494 Schwan K1h is a ra isww Trademark d wb AG, Schwan 43 ®www.hitti.us Profis Anchor 2A.9 Company: Harris Group Page: 6 Specifier. AMW Project: 125".00 Address: Sub -Project 1 Pos. No.: Phone I Fax: Date: 31 2015 E-Mail: EO 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 518 (31t8) Profile: Square HSS (AISC); 4.000 x 4.000 x 0.188 in. Installation torque: 720.001 in.ib Hole diameter in the fixture: df = 0.688 in. Hole diameter in the base material: 0.625 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 3.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor In. Anchor x y c. c" c-t, c.t, 1 000 -6.000 - 2 6..000 -6.000 3 -6.000 6.000 - - 4 6.000 6.000 - - - - Iruput d= and resuta must be duedwd for agreement with be existing wnddaas and for pWudbW 4 PROFIS Andw (e) =34M K10 AG. F1-9494 $dram M n a registered Tmdem * cf Mitti AG, Schm 1 1-91 N www,hiiti.us Profis Anchor 2.4.9 Company: Harris Group Page: 7 Specifier. AMW Project: 12564.00 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 314/2015 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of HIM products and are based on the principles, formulas and security regulations in accordance with HIM's technical directions and operating, mounfing 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 HIM 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 HIM 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 end renite must be ChOdWd for agreaMent with the edsting mrdfitions and for pWA WbIW r+ PROFlS Anchor (c) 2001200g KOU AG. Fl.-SM Sdrean Hilo is a te*terad Trademark of KI i AG, Schoen S M 10K M (E) Unistrut Frame Ceiling Support TITLE: (E) UniStrut Frame BY: AMW PROJECT No.: DATE: 1 /5/2015 12664.00 PROJECT: Boeing REVISION: PAGE: HARRIS GROUP INC. Bldg 2-31 DATE: EFB Lab N W SEISMIC FORCE - FP = FP < FP > ASCE Sect 13.3 {(0.4aPSDs)0 + 2z/h)/(RWlp)) Wp (Eq. 13.3-1) 1-6SDSIPWP (Eq. 13.3-2) 0.3SDSIPWP (Eq. l 3.3-3) SDs = 1.011 ap = 1.0 RP = 2.5 IP = J 1.0 z = 27.0 ft. h = 27.0 ft. FP = 0.485 Wp < 1.617 WP > 0.303 Wp Horizontal Seismic Component: controls Fp = 0.485 Wp 0.7xFp = 0.340 WP Vertical Seismic Component: FP = +/- 0.2Sps = +/- 0.7xFp = 0.141 Wp (previous sheet) (Table 13.5-1 or Table 13.6-1) (Table 13.5-1 or Table 13.6-1) (Sect. 13.1.3) height of attachment within structure average roof height of structure (Eq. 13.3-1) (Eq. 13.3-2) (Eq. 13.3-3) (strength design force coefficient) (ASD force coefficient) 0.202 WP (strength design force coefficient) (ASD force coefficient) TITLE: seismic Force Coefficients BY. AMW PROJECT No.: Seismic Brace of Unistrut Ceiling Frame oATE: 1/5/15 12664.00 PROJECT: Boeing REVISION: PAGE: HARRISGROUPINC. Bldg 2-31 DATE: EFB Lab m (K) UNIS , &J. ' CNr.cx— (PrS-&o Aloll GC 32 GSM [/N S ia, v T Gq j A L-� IZ l;- = s"so O. PS—= 41 70 @ I2 ' o ` S PA.•� Ta,Q - Wzvt,sr C4sr- -ril I a (1z' o" ) 1-1/ f&A" z 1?-6 J J�� y 730 0 (?, _ (4.a -so=)( F.S'')( Q-) = tfv8f * < 6z1 0 ✓vim AXIS Z- Z affc2b !L%a vF2D/`7 o", s; rLJr G,4rA / pc, Srvrs n•c 4oA J L_ fi X13 7-7- C.-JDfNC Ulm ,3 L 1^JSorer-,&tit TITLE: PROJECT NO. ( �) uN, .5 ��, LH� �r< /Z SGv.pv 1 PROJECT: p BY DATE REV. Ro F IN,(, AMC-) ] 2u// f- Z- 71 - F-(- o Vie} DATE PAGE 'Jg OF M N Unistrut Frame Seismic Load and Bracing: _ S1 Wsaw =l_ 2.47 pff Ww,,tF,e,ne = WOW(1/S,+1/S2)= 1.03 psf UNISTRUT Wes,=T'1.00 psf S2 FRAME W,,,, = 2.00 psf Www = 4.03 psf S1 =' 12.0 FT Base Lateral Force S2 = f 3.0 FT Seismic FP = cpwwte1= 1.37 psf AC =; 0.340 ASS = 0.141 Seismic Vertical Force ^See component seismic force computation Seismic F„ = +/- (0.7)0.2SosW = 0.080 psf Load at Tie Pointe (Tie Points at 12" OC Each Way) FTIspolnt = (12'xl2')Fp = 197.0 lbs. Note: - All loads in ASD TITLE: unistrut Frame ceiling Support sY: AMW PROJECT No.: Seismic Loads DATE: 1/5/2015 12664.00 PROJECT: Boeing REVISION: PAGE: HARRis GRoua INC. Bldg 2-31 DATE: y EFB Lab 12564.00 - GeneralCoIcsAn UnistrutSelsmicLoad No ION (0 FaArng SStS /Il/C ,T2aGOE Sci�!t"14 .C-04D iti 't-y& o✓,ac t)SC Hrc.T r 14W " of t 3 w S F` = 12 s- # 0 IZ' Pp►, To PCiao-i.J 4tN ry L!i �� Ir' Max F.at2 - < F, H►LTf %v 10 x 3 „ C� us TITLE: (9) UAJ, ST2•Jr S�ftrl�� QzaaC PROJECT: BY Z- 3 t - Fr r13 PROJECT NO. !Z f'GN of, DATE REV. 2 /t y/,T DATE PAGE 5-0 OF Al rel (��yc•�� Slav i S p i- I L C i3r..1D,e- flr�c� G%02 ST CASCL lb hAN// Z it y # - � J ice•. (A5Sonr,- YW' o 432r' QoLT) Ic,.J _ 4 3 .� _ 2a v37-,.j.) _ �. 4y k 2 k s I (rJ n- /q :r Zice' ( 2� < 12 /� ✓v rL TITLE: N) VN1 S'i'�.�T Jh�IL� GN�Gk. PROJECT: 13Orz,aG I�t-A.JT B /a i1�aJ z--31 - CP13 LAG PROJECT NO. DATE REV. Z Ay� s" DATE PAGE, S'� OF m Miscellaneous TITLE: Miscellaneous BY: AMW PROJECT No.: DATE: 1 /5/2015 12564.00 PROJECT: Boeing REVISION: PAGE. HARRIS GROUP INC. Bldg 2-31 DATE: SZ EFB Lab UNISTRUT • P5500 - BEAM LOADING P5501- BEAM LOADING Max Oefl. at Uniform loading at Deflection Allowable Uniform Span Uniform Load Losd Spanf180 Spsni240 Span/380 In Lbs In Lbs Lbs Lbs 24 3.270 0.04 3.270 3,770 3,270 36 2,180 0.09 2,180 2,180 2,160 _ 48 1,640 0.15 1,640 1,640 1.420 80 1,310 0.24 1,310 910 910 72 1,090 0.34 1,090 950 630 84 940 0.47 _930 700 470 96 820 0.61 710 530 360 108 730 0.78 560 420 280 V 120 650 0.96 460 340 230 144 550 1.39 320 240 100 168 470 1.89 230 170 120 192 410 2.46 180 130 90 216 _ 360 3.07 140 110 70 240 330 3.56 110 90 60 Max con. at Uniform Loading at Deflection Allowable Uniform Span Uniform Load Load SpaN180 Spm!240 Spand360 In Lbs In Lbs Lbs Lbs 24 5,2V 0.01 5,220• 5,220- 5,220• 36 5,220- 0.04 5,220- 5,220- 5,22V 48 4,820 0.08 4,820 4,820 4,620 80 3,860 0.13 3,860 3,800 3,880 72 3,220 0.19 3,220 3,220 3,220 84 2.760 0.26 2.760 2,760 2,500 96 2,410 0.34 2,410 2,410 1.920 108 2,140 0.42 2,140 2,140 1,510 120 1,930 0.52 1,930 1,840 1,230 144 1,610 0.76 1,610 1,28D 850 168 1,380 1.03 1,250 940 63D 192 1,210 1.35 950 720 480 218 1,070 1.70 760 570 380 240 960 2.09 610 460 310 f j P5500=COLUf4N LOADING „ _ _ P5501- COLUMN LOADING I I i I I i Maximum Allowable Maximum Column Load Applied at C.O. Unbraced Load Height at Slot Fate K w 0.65 K a 0.80 K a1.0 K a 1.2 In Lbs Lbs Lbs Lbs Lbw 24 4,640 13.840 12,570 10,840 9,190 36 3,970 11,050 900 7,030 5,370 48 3,180 8,420 6.390 _ 4,620 3,630 80 2.550 6.250 4,620 3,450 2,780 _ 72 2,120 4,720 3.630 2,780 2,260 84 1,810 3,890 3,010 2,330 1,910 98 1,680 3,290 2,680 Z020 1,650 108 1,40D Z860 2,260 1,770 1,440 120 1,270 2,530 �2,020 1.580 « 144 1,080 1,650 _ « _ 168 920 _2,070 1,750 1,360 P5500/P5501 � ELEII�Nrs OF .SECTION � J 1 I f Maximum Unbraced Allowable Load Maximum Column Load Applied at C.O. Height at Slot Face K a R65 K = 0.80 K =1.0 K ■ 1.2 In Lbs Lbw Lbs Lbs Lbe 24 8.580 31,810 30,880 29,520 28,100 36 8,350 29.700 28,100 26,000 24,070 48 8,080 a 27.390 25,330 22,910 20,040 60 7,720 25.170 22,910 20 510 17,170 72 7,270 23,190 20,940 17,170 12,700 94 6,780 21,510 18.740 13,430 9,330 96 6,130 20,110 15,630 10,290 7,150 108 5.450 17,750 12,700 8,130 5,6W 120 4,800 15,260 10,290 6,59D « 3,760 10,830 7,150 « « _144 _ 168 2,970 --- 7,950 5.250 - « Notes: Parameter PM P5501 Load limited by spot Wald shear. Area of Section 0.726 in? 1 A52 tin? « KI/r , 20D Axis 1.1 NR = Not Recommended. Moment of Ineft (1) 0.522 In' 2.805 In, 1. Beam bads are given in (pjgj urihtorm load (W Lbs) not uniform load (w 1bslA or Section Modulus (S) 0.390 Ina 1.151 Ira w Ibsim). Radius of Gyration (r) 0.848 in 1.390 In 2. Beam loads are based on a simple span and assumed to be adequately laterally Axis 2-2 braced. Unbraced spans can reduce beam load cawMg capacity. Refer to Page 62 Moment of Inertia (1) 0.334 iM 0.069 In4 for reduction factors for unbraced lengths. Section Modulus (S) 0.411 In? 0.823 In' 3 For pierced channel, mui * beam Inds by the following factor. Radius of r 0.679 in 0.679 In "KO" Serfes....... 95% or Series ..........85% "HS" Series ....... 90% "SL" Series ........ 85% 4. Deduct channel wetght from the beam loads. 5. For eonroentraled m"idspan point loads, matply beam loads by W% and the cwmsponding deflection by 8ML For otter load conditions refer to page 18. 6. AN beam loads are for banding about Axis 1.1. l� it � • � 3.3.4 Eye Lag Ceiling Fastening Hanger 0 3.3.4.1 Product Description _ 3.3.4.1 Product Description N 3.3.4.2 Material Specifications 3.3.4.3 Technical Data 3.3.4.4 Installation Instructions 3.3.4.5 Ordering Information i. l is • 1/4" EL WS 1/4" EL S V t 1/4" EL SD The Hilti eye lag ceiling fastening hanger wires into wood and sheet hanger system is a cost effective steel base materials. Each hanger is and efficient means of supporting provided with a 0.177" pre -punched direct and indirect hung suspended hole for attachment of ceiling wires. lay -in panel ceilings. The eye lag The EL S and EL SD versions are ceiling hanger is manufactured from manufactured with steel washers to a hardened zinc electroplated mild provide stability during installation into carbon steel and is designed for steel base materials. attachment of suspended ceiling 3.3.4.2 Material Specifications Fastener Fastener Base Fastener Plating' Designation Material Material 1/4" EL WS Carbon Steel Wood a pm Zinc 1/4" EL S Carbon Steel Steel Deck 20 - 25 gauge and Wood g pm Zinc 1/4" EL SD Carbon Steel Steel Deck 16 - 22 gauge 8 Nm Zinc 1 Zinc plated per ENASO 4042 A3F. Reference Section 2.3.3.1 for more Information. 3.3.4.3 Technical Data Allowable Loads for Hilt! Eye Lag Ceiling Fastening Hanger Installed in Wood'AO Wood' Fastener Description Tension Tension 45-DegrW (" b (W) 1/4" x 3' EL WS 260 (1.15) 185 (0.82) 1/4" x 2.3/4" EL S 135 (0.60) 1 The tabulated allowable bad values are for the Eye tag screws only. using a safety factor of 3.0 per ICC-ES AC233 and AC118. Ceiling wires or other attachments must be Investigated In accordance with accepted design criteria. 2 Oblique load applied 45-Degrees from the longitudinal axis of the fastener. 3 Based on minimum 1-112" Eye lag screw penetration into the wood member 4 Based on testing in wood with minimum specific gravity of 050. For wood members with different specific gravity measurements, refer to Section 11 of the National Design Specification for Wood Construction. 5 For edge, end distance and spacing requirements, refer to Table 11.5.1 E of the National Design Specification for Wood Construction. Allowable Loads for HIM Eye Lag Ceiling Fastening Hanger Installed in Sheet Steel''' Steel Thickness, ga. fiim) 25 22 20 18 16 Fastener (0.021) (0.030) (0.036) (0.048) (0.060) Description Teroton D"� Tension ��. Tension Dom Tension ��. Tension ire. (lb) (kin (Ib) (W) Ob) (W) Ob MM (Ib) M) (M) (tb) (W) (b) (k (b) (kM (b) N) 1/4" x 2-3/4" EL S 80 (0.26) 70 (0.31) 110 (0.49) 160 (0.67) 150 (0.67) 230 (1.02) — — — — 1/41'x2"ELSo — — 75 (0.33) 100 (0.44) 115 (0.51) 140 (0.62) 165 (0.73) 225 (1.00) 215 (0.96) 235 (1.04) 1/4" x 3" EL SD — — The tabulated allowable load values are for the Eye tag screws only, using a safety factor of 3.0 per IMES AC233 and Act 18. Ceiling wires or other attachments must be investigated in accordance with accepted design criteria. Values are based on ASTM A653 grade steel Having a minimum yield strength of 33.000 psi. 3 Based on minimum three full threads penetration through the sheet steel member. 4 Oblique wigle bad applied 45-Degrees from the longitudinal axis of the fastener. Warning: Because of the potential for delayed hydrogen assisted stress corrosion cracking, many hardened steel fasteners are not recommended for use with dissimilar metals or chemically treated wood when moisture may be present or in corrosive environments. For further information, contact Hilt! Technical Support at 1-877-749-6337. 80 1•4dc. Inc. (US) I.800.879.8t100 I www.us hilti.com I an aspanol 1-800.879-5000 1 Hitti (Canada) Corp. 1-800.363.4458 1 wwwhf tl.ea I Direct Fastanmg Technical Guide 2013 K � QS P � TY036-5 S&P USA _ 1 _ Project:'Mrian W. Centrifugal Roof Exhauster -Belt Drive Upblast STANDARD FEATURES: AMCA Air and Sound Licensed • UL/UL-C 705 Certified (Optional) • Standard Disconnect and Birdscreen • Heavy Gauge Aluminum Construction • Non -Overloading Aluminum Backward Inclined Wheel • -� Drives Sized for a Minimum of 150% of Drive Horsepower • 5 Year Fan and i Year Motor Warranty • Heavy Duty 200,000 Hour Rated Pillow Damper OD = F ig: Block Bearings • Integral Deep Spun Inlet • Quick -Release latches on motor cover for easy access to motor compartment • Damper ID = 0 Roof Opening = H Curb OD = J Performance Fan RPM Flow (CFM) SIX In W.G.) Power (HP) SE ME M/S (TS) FPM (OV) 604 . _ 15500 .. - _._ ,._.5 , ._ , ..- 3.624. , 34% 0.99 28.92 1942.. Altitude n/a. Temperature n/a Density (Feet): (Fahrenheit): (Lb/Ft3): Mntnr Vnlnr•natinn- tWirad fer 4611V1 Dimensions (Inches Al 42.5 B 66 C - 44 D 48 E 2.5 F 36 G 36 H 37.75 I 3 40.75 L M N O P TK R S U V .1 x y .075 Note: Accessories may effect dimensions shown. Avg. Shipping Weight (Lbs)*: 600 *Includes fan, motor, and packaging. HP RPM Volts/PH/Hz Enclosure Efficiencyl Mounted TOTALLY 5 1725 208V- ENCLOSED 89.5% NO 230V/46OV/3PH/60HZ FAN COOLED Submittal Notes: Accessories: 36 X 36 AUTO EXHAUST DAMPER • STEP DOWN DAMPER TRANSFORMER • DAMPER MOTOR KIT 120/240 VOLT MODEL 411/611 • 40 3/4" SQ GALV RF CURB 12" HIGH W.D.T. • LABEL UL/CUL 705 LISTED POWER VENT (709]) • - - —Fan Curve .., Horsepower I • Static Efficiency — System Curve 2 Stall Curare in W.G. HP SE ...._�.. 4.05 90 1.59".. _. _.._ .. _.:;.•••.«....•........ .:...........�� . ;3 .65 81 1.42 ._.. __.. _ ._._ -•�:, f �,..••.... _...... m _._. __ _. _._..... . _.._. .24 72 .84 63 1.06 f - 62.43 54 0.89 45 0.71.. .. r ,..�F1.62 36 0.53 pp 0 0 N6 1912 3638 5364 7090 8816 10542 12268 13994 15720 CFM T-C- S&P S&P USA �tB TYPE: GRF Model Description: GALVANIZED ROOF CURB STANDARD FEATURES: GALVANIZED STEEL CONSTRUCTION • CONTINUOUSLY WELDED CORNERS • OPTIONS: (as noted below*) i JDAMPER SHELF Dimensions(Inches) Project: Brian W. 4" "l E Damper OD --Roof Opening--+- Insulation (F) Tag Qty Description Material Gauge A B C D (ht Damper OD (E Roof Opening Options* Rise/Run Insul- ation(F Raised Cant eft i GRF 40.75 18 40.75 40.75 1.5 12 36 X 36 37.75 X 37.75 1. * i n/a 1.5 n/a • 104 ACTION GP GENERAL PURPOSE PAGE 34 600V and Below - Dimensions and Weights for Type GP-3 Indoor Three Phase Transformers 60 Hertz I SO* C. Rise CXPANDEQ METAL MY TOM ("—B --J\—C(D1A.) O Enclosure Features U.L. Listed for indoor use. • Available with wall brackets, all attachment hardware, and complete instructions for easy, quick on-the- job conversion to wall mounting. For wall bracket information, see page 16. • Spacious wiring compartment and terminals at bottom - away from "Heat Zone." • Conduit entry to wiring compartment from the lower right side, left side, back or through expanded - metal bottom. • Easy -to -read descriptive nameplate and complete connection diagram nameplate on front cover panel. • Each unit equipped with internal vibration isolation mounts between core and coll unit and enclosure to minimize transmission of inherent vibration, keeping sound levels to an absolute minimum. • Finished in attractive grey enamel. 3 Phase Approximate Overall Mounting Dimensions Approx. KVA Dimensions in Inches in Inches Net Wt. Height Width Depth A B C Rating in lbs. 11 24 163/a 13% 14 10 %, 195 15 24 16% 133/a 14 10 7/16 220 20 27 183/8 15% 1 16 12 'h6 250 25 27 18% 15% 16 12 Y16 300 30 27 18% 15% 16 12 '/,6 310 37 %z 27 19% 173/a 17'/z 14 '/6 390 45 27 197/e 173116 17 /. 14 '/,a 400 60 31 223/a 213/9 20 18 '/16 560 75 31 1 223/e I 213/a 20 I8 Y116 630 I I KVA and larger are available in outdoor 31? padmount enclosure. See page 36 for dimensions and pricing. ri Verify weights and dimensions with factory before using for construction purposes. �� Al information subject to change without notice. C-7 . _. l,• h' `•1>.i.11Y2-,gf ..h .. . , t _•ti, . _.� t - .. _.r: tit.. • . 0 LIEBERT DS DISASSEMBLY DIMENSIONAL DATA DOWNFLOW WATERIGLYCOUGLYCOOL 53-77kW (15-22 TONS) ALL COMPRESSOR MODELS 'ARD-CURVED AND EC FAN COMPRESSOR ASSEMBLY - (88338mm) -- - n] ^Uirn o nnu APLMMAM v ( 6Wmm) (2083mm ) { r } Assembledth Uw 39- ( 991mm ) Tim ) i Height DRY WEIGHT Ib(kg) APPROMMATE (Includes Panels) emi-Hermetic Compresso Scroll or Digital Scroll Compressor Water7M4W,ql GI y ual Cool Water/Glycol Glycool/Dual Cool COMPRESSOR ASSEMBLY 1270 (578) 1270 (578) 840 (382) 0 (382 FILTER & ELECTRIC BOX ASSEMBLY 250 14) 250 (114) 2 4) BLOWER & COIL ASSEMBLY (560) 1410 ( 1230 (560) 10 (64 NOTE: Drawing views are simplified with panels removed to show overall dimensions. ki See disassembly and handling instructions in installation manual. DPN000932 Page 1 of 21 S`9 REV 08/12 REV 3 01/30/2015 N NOTE. Drawing not to scale. Tolerance on all piping dimensions is t 117 (13mm). W ( mm) O WR EO 3112" l 89mm ) LIEBERT DS PRIMARY CONNECTION LOCATIONS DOWNFLOW WATERIGLYCOUGLYCOOL 53-77kW (15.22 TONS) ALL COMPRESSOR MODELS ALL DIMENSIONS FROM REAR CORNER OFUNIT A.- A INCLUDING PANELS FRONT VIEW SECTION A -A 40 BLOWER 161/16' BLOWEROUTLET 1408mm) OUTLET B2 L B1 0ECS HUM0 6D E1 E2 FRONT OF UNIT 109, ( 2769mm ) X ( 889mm ) LV1 e LV2 LV3 POINT DESCRIPTION X Y CONNECTION SIZE / OPENING WA CO GLY OOL ACCESS 103" (2616mm 9" (229mm) 3-1/2" 89mm) X 8 (2 3mm WS WATER/GLYCOUGLYCOOL SUPPLY 104-3/4" (2661mm) 11" (279mm) 2-11W CU SWEAT WR WATER/GLYCOUGLYCOOL RETURN 104-3/4" 2661mm 15" (381mm) 2-1/8" CU SWEAT CONDENSATE DRAIN (infrared humidifier or no humidifier)' 67-11/16" (1719mm) 30-1/2" (775mm) 3/4" FPT CD CONDENSATE DRAIN steam generating humidifier' 67-11/16" (1719mm) 3D-1/2" (775mm) 1-1/4" FPT W/ OPTIONAL PUMP 67-11116" (1719mm) 30-112" (775mm) 1/2" CU SWEAT .. f1 ELECTRICAL CONN. (HIGH VOLT) 78-1/2" (1994mm) 31-1/8" (790mm) 2-1/2" E2 ELECTRICAL CONN. (HIGH VOLT) 75-318" (1915mm) 31-1/8" (790mm) 2-1/2" LV1 ELECTRICAL CONN. (LOW VOLT) 1-71W (48mm) 28-1/2" (724mm) 718" LV2 ELECTRICAL CONN. (LOW VOLT) 1-7/8" (48mm) 30-1/4" (768mm) 7/8" LV3 ELECTRICAL CONN. (LOW VOLT) 1-718" (48mm) 32" (813mm) 7/8" 131 BLOWER OUTLET (15 X 15) 23-118 ( 7mm) 18-(459mm) 18- 4"(476mm) X 16-1/16 408mm) BLOWER OUTLET (15 X 11) 2744" (705mm) 18-1116" (459mm) 14-314" (375mm) X 16-1/16" (408mm) B2 BLOWER OUTLET (15 X 15) SO48 1280mm) 18-1 1 m 18-3/4 476mm 16-1 16" (408mm) BLOWER OUTLET (15 X 11) 54-3/8" (1381mm) 18-1/16" (459mm) 14-314" (375mm) X 16-1/16" 408mm ' Field pitch Condensate Dram line a minimum of 1/8' (3.2 mm) per foot (305 mm). All units contain a factory installed condensate trap. Do not trap external to the unit Drain line may contain boiling water. Select appropriate drain system materials. The drain One must comply with as local codes. " Supplied on Dual Coding Systems only (4 Pipe system) S"9 DPN000933 REV 05/10 REV 4 Page 2 of 21 01/30/2015 LIEBERT DS CABINET AND FLOOR PLANNING DIMENSIONAL DATA DOWNFLOW WATERIGLYCOLIGLYCOOL 53-770 (15-22 TONS) ALL COMPRESSOR MODELS Condenser Cleanout Access r`-- t 220032mm) Opening T_ 33' t 838mm 1 { 88889mm 1 101 Secondary Condenser Fluid Piping Entrance Secondary Entrance High Volt Connection(s) ( 1930mm ) Notes: Filters are accessible through top of unit only. 24 Downflow electrical AIR INLET OPENING (625mm) Opening connections can be made from top or bottom of aniG ° ° �— t 20mm) Bezels TOP VIEW condenser dredeanout Z,.,dry Entrance Low Volt Connections Minimum required ( 610mm) for filter replacement .W ( 2769mm) 5' ° (127mm) 1 I Shaded area kli ates a 1 recommended minimum clearance be provided for component access. 2' FRONT VIEW t 51mm l 108' l 2743mm ) u DPNOOO931 DRY WEIGHT lb(kg) APPRO)GMATE Model 053 070 077 Semi -Hermetic Compressor Water/Glycol 2650 (1205) 2700 (1228) 2750 (1250) Glycool/Dual Cool 2830 (1287) 2880 (1310) 2930 (1332) Scroll or Digital Scroll Compressor I Water/Glycol 2220 (1010) 2270 (1032) 2320 (1055) Glycool/Dual Cool 2400 (1091) 2450 (1114) 2500 (1137) Page 3 of 21 34' ( 864mm ) Gv 1� REV Oa112 REV 4 01/30/2015 001 i l; E i'i iT Pow-R-Line C Panelboalds - Approximate Dimensions in Inches (mm) PRL2a Penelboard Sizing MainBrosUarl"as Sub reedBrednrTMes MalimurNo of Box Dimensions 0 andMotxdingPosidon aid Mounting Position Breach Cimuits vs BOX LTTrim EZBox EZUrn Pmmlboard (H)-Hmuonw (H)-Fbr¢oew Including Combo catalog Cetebg tVAlog Types (It) -VOW" M-Vetoed Pro*k= Height Wift 000 Number Number Number Nundw 100A Mahwe*K GHB - 15 362(914A) 20.00(508.0) 5.751146.11 YS20 LTZ086SorF E282D36R EZiMSorF - 27 4800(12192) 20JOOMOM 5.75(14&1l YS2018 LTM48SwF EZ82MB EZT204BSorF - 39 482(12192) 20001508.0) 5,75061) YSMU LTMWorF E282MM EZT2048Sorf - 42 60D0(1524A) MDO(508.0) &75(14&1) VS2060 L72060SorF F2B2D60R EZT20B0SorF Mainhwor BID - 18 3MM(914A) 2OD0(508.0) &75(14&l) VS2036 WMBSorF EZB2036R EZT2030orF mainbrago FO'HFD.FDE HFDE - 30 4&MI12192) 20.00(508.0) &75(14&1) VS2048 132D1715orF EZB204IR EZT204BSorF M - 42 48D0(12192) 2OD0(508.0) 5.75(14&1) YS2D96 L72DWwF EZB204BR EZFM=orF MainlugsormainbreaW EHD EHD 18 48.00(121RZ 20DOM.01 5.75(14&1) YS204B LT2=orF EMM49R EErMworF lugsor0Atlrodtrad HF FDE HF 30 48.M(12191) 20D0(SMO) 5.75114&1) YS290 LT2=orF 15282DUR EZT204BSorF hgsarsubdeedfrealmr I1FD,HFDE HFD M M 42 6&OO(1524D) 20.00(50&O) 5.75(14&tl YSM LTm60SwF EZ82DMR E7T20605orF 225A Mimlgsor EDB.EDS.ED, rneiinbrado EDK FD. HFD FDE HFOE M JD, K11) JDC M Mainluosormainbmakw IND,FD,HFD. with 225Athtouglffood EDB.EDS.ED. lgsoraMeedbeals EOH FOE HFOE M --V- 400A 18 36.00(914A) 20DO(5D&O) 5.7504MI YS2086 LTm38Sorf EMMOR EUM88.9orF 30 4110D02192) 20DO(598.0) 5.7504&1) VS20M LT1008SorF F282M EZT2=orF 42 48.0002192) MM(508.0) 5.75046.11 YS2048 i12MofF FZBM= EZT20DSorF 18 60.00(1524D) MM(508.(l &75(14&1) VS2060 LTMWorf FZ620BOR EZT2060SorF 30 60.00(15240) 2OM(508.0) 5.75(14&ll VS2060 L720BOSarF EZB206DR EZT1O60SerF EHO, F0. HFD, EOB. Ells ED, EDHM JD.HJ) EHRFD.HFO. JDC EDB ES EO, M EDHM 42 72.00(182U) 2000(508.% 5.75(14&1) VS2072 L72D72SarF EZ820M EZ17071SorF 18 48.00021921 20DO(SX01 5.7504611 VS2818 LT7DOSorF E2B2DI9R EZT2048ScrF 30 48.0002192) 2DDO(508.0) &75(146.11 VS200 0200orF EZBMIBR EZT2MorF 42 60D0(1524D) 2DD0(W&Ol 5.75(14&U YS2B60 LTMWorF FZ9MW EZT2MMorf 18 60MI15241)) 20DOM01 5.75(14&1) YS20B0 LT10 MwF EMMOR EZT2D69SwF 30 72.00PRU) 20D0(50&0) 515(146.1) YSn72 1Tffi72SorF EZM72R En2=orF 42 72.00082B8) 2DD0(50BM &75(1411.1) YS2972 LT=orF EZB72R EZT2=wF Main hgsor OKKD.HKIX - 18 60.OD11524D) 20DD(508.0) 5.75i146.A VS2060 D7ABOSorF EZ82D60R FZT2060SorF mainbreft KOC.LFH - 30 60D011524.0) M M OJ 5.75D4&1) Y320m r IP orF EZB=R EZT2=or M ---� 42 7200(16288) 20DD(5" SZ04&11 VSM IZ 1320715af UM72R QT21F17SorF AUnhrgsormwn', Wpr OKKRHKD. DO. FO.MD. 18 60.0011524.01 ZO.00(5O&O) 6750481► V52060 L120605orF FZB>l7bOR EZT29i0Sorf kgsor5MWbrieed KOC.LMH lugircsubfeedtreaker M EDB.EDS. ED. EDHM 30 7200(18M 2aOD1508.0) 5.75(14<il) VS2072 LT7D1'2SorF EZOMM EZT20RSorF 42 72.0008288) 2(LMF B.0i 5.75t14EII VS2072 1T2w2SwF EZ62072R 1-7T20128wF Mainlgsormain' WP DKKD.HKD. JD. MJDC. 18 72.00(18288) 20D0ON 5.750401 VS2Q72 L17DMWF EZIMM EZT2D725wF kGsorubhodbe" MO)C l)H hgsorst►feedbreaker (Uj OKKDHKD.K IFD),KDC 30 9DDO(22B&O) 20DOF CI &7504&1) V32= 1P1090SorF MOM FZT W*rF M 42 90.001228&O) MOOM.0► 5.75(1411 YS2090 L72MDSorF FM2=R F1TZW@rF Note 0 Smailarpanelboard box saes are available required. Contact Eaton for application information Volume 2-Commorcial Distribution CA08100003E-APn12014 www.eaton.mm V273-41 Y A* A* Main Breaker 200A EDB3200, Vert Mid. 1 8A81020 BAB1020 2 3 BA61020 BAB1020 4 5 BA81020 BAS1020 a 7 BA81020 BAB1020 a e BAB1020 BAB1020 i 11 BAS1020 BAS1020 1 13 SA91020 BAS1020 t 15 BA81020 BAB1020 1 17 RA81020 BA81020 t ie BAS1020 BAS1020 2 1 BA81020 W1020 23 W1020 BAS1020 2 a BA81020 BA81020 9 2 27 BM1020 8AB1020 29 BAS1020 BAS1020 1 OM1020 13AB1020 33 BAS1020 BAS1020 BAS1020 BA81020 7 BA81020 BAS1020 BAS1020 BABI020 r BA81020 BAS1020 43 BA81020 BAB1020 BAB1020 BA131020 47 SM1020 BAS1020 49 13AB1020 BAB1020 51 BA81020 BABID20 5 53 BAB1020 BAS1020 Blank Cover 7 inches General Information (Section 1 of 1) Service Voltage: 20BY/120V 3Ph 4W Enclosure: Type 1 Bus Rating & Type: 225AAluminum Neutral Rating: 225A Ground Bar. Std. Bolted Aluminum, AI or Cu cable S.C. Rating: 10kA.I.C. Fully Rated Main Device Type: Main Breaker - Top Cable Entry Main Terminals: Mechanical - (1) #14-4/0 (Cu/AI) Neutral Terminals: Mechanical - (1) 06-300 kamil (Cu/AQ Box Catalog No.: EZB2000R Trim: EZ Trim, Door in Door, Concealed Hardware (EZT2060S) Surface Mounted Box Dimensions: 60.00" (1524.Omm]H x 20.00" [1524.0mm]W x 6.75' 1146. Min. Gutter Size: Top = 5.5" [139.7mm] Bottom = 5.5" [139.7mm] Left = 6.0" [152.4mmi Right = 6.0" [152Amm] Panel ID Nameplate: (1) type: Plastic, adhesive -backed (2) 206Y/120V 3Ph 4W Color: White with Black Letters (3) UL Trim Lock: Standard Lock & Key (Keyed WEM2) Circuit Directory: Plastic Sleeve with Card Main Circuit Breaker Trip Type: Thermal -Magnetic. Device Modifications: Ref # Description Branch Devices Qty Poles Trip Frame Amps kAIC 54 1 20 BAB 100 10 I Notes: The Information on this document is PREPARED BY DATE created by Eaton Corporation. it Is TOM JOHNSON 1202014 Eaton disclosed In confidence and It Is only to be used for the purpose In which It Is APPROVED BY DATE JOS NAME Herds Misc supplied. DESIGNATION VERSION TYPE DRAWNG TYPE 1.0.0.1 PRL1a CustomerApproval NEG.ALTNunWr REVISION DWG I G.O. ITEM SHEET SE75012R4x141M 0 A I 1 of 1 6z Wamer, Alex From: Boss, Janet ISent: Friday, February 06, 2015 2:58 PIN To: Warner, Alex Subject: FW: Panel Weights FYI Follow Up Flag: Follow up Flag Status: Flagged Janet Boss Electrical Designer Harris Group 300 Elliott Avenue West, Suite 500 Seattle, WA 98109 Office: 206.494.9502 E-mail: Janet.BossOHarrisamuo.com From: TomElohnsonftatonxom [mailto:TomEJohn5on(Naton.coml Sent: Friday, February 06, 2015 2:56 PM To: McKee, Sean Cc: Boss, Janet 0Subject: RE: Panel Weights I'd be happy to. Panel weights can vary quite a bit depending on the breaker count, but here are some rough estimates: 208V or 480V lighting panel up to 40OA: 200 pounds Distribution panel up to 60OA: 400 Ibs Distribution panel up to 120OA: 500 lbs From: McKee, Sean fmailto:Sean.McKeeOHarri5group.com1 Sent: Friday, February 06, 2015 2:53 PM To: Johnson, Tom E Cc: Boss, Janet Subject: Panel Weights Tom, We are once again designing another Boeing project with Eaton gear. Our electrical designer, Janet Boss, asked me about the weights on the cutsheets I gave her earlier. I forgot to complete my Eaton panel weight refresher course, so I was wondering if you assist Janet. Thank you. Best Regards, Sean 63 Sean McKee, P.E. Electrical Engineer _Harris Group 300 Elliott Avenue West, Suite 500 �eattle, WA 98119 Office: 206.494.9538 E-mail: Sean.McKeedMHarrisarouo.com • E CONFIDENTIALITY STATEMENT. The information contained in this e-mail message, including attachments, is the confidential information of, and/or is the property of, Harris Group Inc. The information is intended for use solely by the individual or entity named in the message. If you are not an intended recipient or you received this in error, then any review, printing, copying, or distribution of any such information is prohibited, and please notify the sender immediately by reply e-mail and then delete this e-mail from your system. 64 C InttoducIng tltPT2 Otto 5hatk%-Kk T2 10 The nawSh&Mta&T2Isqubeshnpiyd*best t r....irr.trrw.rrtrrwar OORpY1lt C*61N tnanycan btpt.ln tllR{S' ..�o..r.•rr_....wrr � +�.+.wYYa•� ofTCq-Nlahothe wimtatbuy -w!w" . yateeDying tocut emu amo*vI o , o.r•r.r.�.w.rrrer�. Ybrr llf�ttlWnf/lalG • tw..r..pt.rwl.�.r+AYry rA►.w►+�±+dr+Mr,w/er►r++rrrArr !w+•a. 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Y rw. r.�.wa�ryrwr.w.rr.► 1r�� . d. . a�.'Me-..ra..r.,,.r►� "�"r'M' n r+rr+rw�...nrrr.rr/�. ••w.Yww lox ..Yrr�,ra....ra.:n.ti..... ...aws.r.r.rwa.a.tr_.._ar...... y�wrrr.•yir..yra.rrrri.e.irr YI_ • Y,rrr.••w.�wr..srrw Gr T2 - Part of a Total Solution The modern data center is much like an ecosys- tem, with a variety of assets that interact in complex ways. To fulfill its mission, a data center must therefore address a variety of interrelated challenges. Our products and solutions are designed to successfully manage all of them. space. An avalanche of data is on its wry, and the additional servers, disk drives and networking gear needed to handle It we treating a crisis of physical space. Upgrading to more compact servers and consolidating them in fewer cabinets is an obvious solutiom universal cabinets like the T2 nuke this possible. Cooling. New, higher-demlty solutions requite more power, and therefore createsignifiam coding challenges. Thaft why the T2 Is specifically engineered not only to consolidate assets from both currant and future vendors in kss span, but also to provide the passive and active all Row required to cod those assets. Obwet. While cooling Is the primary power -related issue, simply supplying and managing power on be a ch&"p. That's why shatkRack provides a variety of Integrated PM that can handle the requhelnens of both low, and idghiaww imta lationt from bask to ternmey managed. "We provide total solutions that enable your data center to play its crucial role in supporting your ultimate cabitng.Pbwaingand prauidlngnetwork access totaWnurnbersofservets business goals." or blades can men dealing with Iwge numbers of cables which can actually restrict the altQowrequired lot sufficient cnofatgTheT2 makes effides use of zeio.0 space tc allowfor both from-Io4ackand toptahotmm cabling dust promotes prom alrom. e Monitoring and Control. When thedata ante koperated st near mandmun capacity - as it must be these days- the problem caused by emmke heat, Mm"W, mdsttwq w pose draw werrtagndfied and mqulre constant o erSlgltl.Thattwhyweofferremotemonitoriogtoautomatiofy warn data center managers when environmental eotndldont exceed aottpta, . parameters Seaviry. Because vary high percentage of serious data center problems occur due to Moran error, shade provides cabirw4evel security that can be.remotefy marm9adso that only author [red personnel can access cabirab daktg author lied time petkuds. In abet words, ew4yriunt;you reed.The bo can fine isthis:Wedon't set a collection of product; we provide total solutions that enableyaw data center to play is crucial role In stpporthp your ultimate business goat. 101 Active Management of Loca(and Remote Cabinet: Cabinet -Level Security Today's computing resources are so powerl and so compact that single server cabinets have become like data centers in miniature and they require the same level of security. At sharkRadr we provide that security with a Network -enabled syn allows anywhere/anytime management of local and temotecabin( single physical location. Managers can set routine schedules by dv (with exceptlons for weaken& and special days such as holidays), i only specific btdividuals (or groups) can obtain access to specific ca (or groups of cabinets). And they can manually overrlde the system Instantly deny access to a particular Indlvidual, such as a recently to employee, or gin emergency access to an Individual with no key. Remote Power Management and Environmental Monitoring To maximize uptime and stave off malfunc before they occur. SharkRack provides remt power and environmental management vi; the Web. Power management features give remote plug -by -plug control, including on, and reboot functions, and also enable sequenced power -up to prevent overloads Environmental monitoring capabilities ind humidity, temperture and moisture. SlwMadblm "1100comiemat Taerre¢ M7-SHAXW KX "WAY) -sin Pttenc SI04))•1100 rt SID5)41a5] v Atsrboduom ostmsa.a,nr GG • 42U x3rDeep T2 Specifications S h a rkRa ck o1«:r�a«1a.w.a ».2.p1YbA1YAn r.rw.wo.r,w,wYa »J, 2?sYo�Mdw rlilrljM 42V )nr �.o..swrt•wor Me. 42U x,42` Deep TlSpeeifications riw..l.I.o=«.Yiawap ».), 7l�=OA1�tM. OY�iili10i«s01YM=01 � � ».1.211YK2r[M« iia eryr 4w wev e 1 Fa x1 F. � rsMeW�SrAglr' mom T2 45U x 42' Deep Specifications b.nnrlene, rY.1g1111�1i�}1,w=a aQ.�Yi2.tYe>ti1.e« ra.ir:rawa.w:a tl0Y211=d2Y�W Ou WOOM Aw�Y1J.liMAljr J[Sb r.«�.srtireyw.yr err General T2 Cabinet Specifications to..rrr lanrarraas 1lnarii�titYMnY1_ 12GA M fna•CniYw'Ai tiG� ■.iv.uu►�s1rrY..lir«�r ISGRtas Mf1..1s«.usrelw sv xri�D,.riu.eta�r poor cr�kw o.Mc+r«� 1M.a.«2 1ww MntrgYgna y rM214 �t..rpr►c.+wwc.rw FM2M •w.g.Y.�r.�.YM.o�.«.e�re. 0 &7 PERMIT COOK® COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0069 DATE: 03/18/15 PROJECT NAME: BOEING #2-31- ELECTRONIC FLIGHT BAG SITE ADDRESS: 8123 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS• A3-1�c-1-11,1'�D Building Division T)ft Kul Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved 0 Corrections Required ❑ (corrections entered in Reviews) Notation: hm K 3'2 'K Fire Prevention of Structural ❑ K4., 3 -14-15 Planning Division a Permit Coordinator IN DATE: 03/19/15 Structural Review Required ❑ DATE: DUE DATE: 04/16/15 Approved with Conditions Denied ❑ (ie: Zoning Issues) REVIEWER'S INITIALS: qW DATE: - w )) ) I S Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 4/2/2015 BOEING COMPANY, THE Washington State Department of Labor & Industries BOEING COMPANY, THE Owner or tradesperson MCNERNEY, W (JAMES) Principals MCNERNEY, W (JAMES), PRESIDENT LOHR, MICHAEL, SECRETARY 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) Doing business as BOEING COMPANY, THE Homey Inioocn Espaiol Conto(a Safety Claims & Insurance 100 N RIVERSIDE CHICAGO, IL 60606-1596 312-W-2535 !Search L&I A-'Z [Tidea Help NIY'Secure 1,10 Workplace Rights Trades & Licensing WA UBI No. Business type 178 005 030 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 0711311971— 01/18/2017 Bond hftps:Hsecure.Ini.wa.gov/verify/Detaii.aspx?U BI= 1 78005030&LIC= BOEINC*294M L&SAW= False 1/9 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE - 2-4X DEMO J#586456 DED REI 05.01.09 A 2-31 BUILDING RENOVATION J#586456-02 DED REI 08.03.11 B 2-31 BUILDING RENOVATION CONSTRUCTION UPDATE 586456 DED REI 03.05.12 C 2-31 BUILDING AS -BUILT 586456 DED REI 10.09.12 D1 RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02.27.15 4619 REGISTERED ARCHITECT AMUEL Y. PARK STATE OF WASHINGTON PLANT 2 CONSOLIDATED LEGAL DESCRIPTION POR GL 12 & 13 LY W OF E MARGINAL WAY LESS C WW #1 TGW POR OF BUS 1 & 4 & 5 OF EAST SOUTH PARK ADD - NE 32-24-4 LYING ELY OF 16TH AVE & LOT 17 BLK TO LYING SELY BLK 5 TGW VAC STS & POR VAC ST ADJ LESS C WW # 1 IN 3324049002 BLDG. CODE: 2012 IBC WITH LOCAL AMENDMENTS CONST TYPE: V-N SPRINKLERED OCCUPANCY TYPE: B BUILDING AREA: 95,130 SF DESCRIPTION OF WORK: TENANT IMPROVEMENT WORK. REMODELING OF EXISTING ROOM AT SE QUADRANT OF 2-31 BLDG FROM GRID WF-WJ AND GRID 3.5-4.5 PER PLAN. APPROXIMATELY 5500 SF AREA OF EXISTING OFFICE SPACE TO BE CONVERTED TO NEW LAB SPACE. NO CHANGE OF USE (OCUPPANCY GROUP B UNCHANGED). CONTRACTOR: N/A SITE ADDRESS: 7755 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 OWNER: BOEING COMMERCIAL AIRPLANE GROUP WEST REGION FACILITIES P.O. BOX 3707, M/S: MC 1 W-08 SEATTLE, WASHINGTON 98124-2207 ATTENTION: CRAIG PHILLIPS, JR. UKAWN UAit SUBTITLE ACCEPTABILITY Marc Cordice 03.25.11 THIS DESIGN AND/OR CHECKED SPECIFICATION IS APPROVED D. DORMIER 03.25.11 ENGINEER TITLE APPROVED BY DEPT. DATE D. DORMIER 03.25.11 REICKED COVER SHEET RELOCATE ELECTRONIC FLIGHT BAG GROUP PLANT 2 ARCHITECTURAL MASTER REVISIONS K".n chano^s, shnII bo m=ule 4o thr: scope cl work wiA.h^..:I I� prior Pproval of !.!iid;ing Division. CD Le cl or 4 _. DLO 0 hmc=.'� 7-W, cibi r �^� ���� [' sILL�,oiiv a t CINivs!0N f -E-QUIR D i=(l: 39th- hall:cal !mil FILimbiRfg s" C'r5 Piping ��rtr rvass%�" +4a �msfr'at,ritti�`"� g�;ti:.` ISSUED FOR PERMIT "I i ^REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 1 201 N-5 �y City of Tukwila BUILDING DIVISION JOB N0. COMP N0. 586456-02 PLANT 2 DWG NO. 2-31-GOA O / 0 N cn rn 0o N Of (N MOM GENERAL NOTES SECTION/DETAIL DESIGNATION BUILDING, WALL SECTIONS #X # X # AND DETAIL REFERENCES SHEET NUMBER WHERE DETAILED SHEET NUMBER REFERENCED FROM REFERENCE TO DETAIL/ENLARGED PLAN #X#X# t i X DETAIL DESIGNATION XXXX SHEET NUMBER WHERE DETAILED (IF SAME AS SHEET REFERENCED FROM) X SECTION/DETAIL DESIGNATION XXXXX XXXX?v-- SHEET NUMBER WHERE DETAILED SHEET NUMBER REFERENCED FROM NNORTH ARROW Adk ELEVATION DATUM OR SPOT ELEVATION r_)' CEILING HEIGHT A.F.F. XXXXXX ROOM NAME XXXx ROOM NUMBER XX DOOR NUMBER X PARTITION/WALL TYPE X----- GRID/GRID BUBBLE AND CENTERLINE --- --- --- -- CONSTRUCTION ABOVE OR BELOW, BEYOND OR BEHIND (HIDDEN) CONSTRUCTION "FLAG" NOTE FOR SPECIFIC CONSTRUCTION DIRECTIVE GENERAL "BOAT" NOTE FOR ® SPECIFIC OR EXISTING HISTORICAL INFORMATION. OA WINDOW TYPE FEO- FIRE EXTINGUISHER FEC� FIRE EXTINGUISHER & CABINET ©O OO SUPPLY AIR DIFFUSER �I RETURN AIR GRILLE FLOURESCENT LIGHT FIXTURE (PENDANT MOUNTED) FLOURESCENT LIGHT FIXTURE (PENDANT MOUNTED) FLOURESCENT LIGHT FIXTURE ON EMERGENCY NIGHT LIGHT (NL) CIRCUIT 0 RECESSED OR PENDANT LIGHTING FIXTURE G RECESSED OR PENDANT LIGHTING FIXTURE FLOURESCENT LIGHT FIXTURE ON EMERGENCY NIGHT LIGHT (NL) CIRCUIT QQa WALL SCONCE 1 b WALL SCONCE 2 ® EXIT SIGN (CEILING UNIT) EXIT SIGN (WALL MOUNT) �S CEILING MOUNTED OCCUPANCY SENSOR $D]S SWITCH, OS INDICATES INTEGRAL OCCUPANCY SENSOR, D INDICATES INTEGRAL DIMMER O INTERCOM/SPEAKER 15A, 120V DUPLEX RECEPTACLE = 20 20A, 120V, DUPLEX RECEPTACLE 15A, 120V, FOURPLEX RECEPTACLE x�a FIRE ALARM HORN/STROBE, xx INDICATES CANDELA RATING ®I DATA/TELEPHONE OUTLET ® FIRE SPRINKLER HEAD ROOF/ACCESS HATCH INTERIOR ELEVATION X (WHERE SPACE IS LIMITED) & AND K KIP(S) 1. OBTAIN &POST REQUIRED CONSTRUCTION PERMITS FROM THE CITY OF SEATTLE PRIOR XXX XX TO COMMENCING CONSTRUCTION. ® AT KO KNOCK OUT TOILET AB ANCHOR BOLT L LENGTH 2. VERIFY ALL EXISTING CONDITIONS AND NOTIFY THE BOEING PROJECT CONSTRUCTION REVISION CLOUD WITH ADJ ADJACENT MANAGER SHOULD CONDITIONS DIFFER FROM DESIGN DOCUMENTS. REVISION LETTER BEAK C: AFF ABOVE FINISHED FLOOR LB LAG BOLT R 'uJ URINAL AGG AGGREGATE LEN LF LENGTH LINEAL FEET 3. THE SCOPE OF WORK INCLUDES ALL WORK WITHIN THE REVISION CLOUD(S) ON EACH SHEET. IF THERE IS NO CLOUD ON THE SHEET THE ENTIRE SHEET IS IN THE SCOPE A AL ALUMINUM LL LIVE LOAD OF WORK. INFORMATION OR WORK (WHETHER CLOUDED OR NOT) REFERRED TO FROM WITHIN ALT ALTERNATE LWR LOWER A CLOUD IS INCLUDED IN THE SCOPE OF WORK (I.E. — A SECTION OR DETAIL O LAVATORY ANCH APA ANCHOR, ANCHORAGE AMERICAN PLYWOOD ASSOC. MATL MATERIAL SYMBOL THAT LIES WITHIN A CLOUD ON A PLAN VIEW SHEET IS INCLUDED IN THE SCOPE EVEN WHEN THE ACTUAL SECTION OR DETAIL DRAWN ON THE DETAIL SHEET IS NOT VCT CPT FLOOR MAT'L TRANSITION APPD APPROVED MAX MAXIMUM CLOUDED.) APPROX APPROXIMATE MB MACHINE BOLT o MOP SINK ""' FLOOR RECESS ASTM AMERICAN SOCIETY MBR MEMBER 4. KEEP ALL AREAS UNDER CONSTRUCTION CLEAR OF DEBRIS CAUSED BY THIS SCOPE OF WORK. STORE CONSTRUCTION MATERIALS AND EQUIPMENT IN AREA DESIGNATED BY THE OF TESTING MATERIALS MTL METAL BOEING PROJECT CONSTRUCTION MANAGER. MFR MANUFACTURE(R) END WALL GUARD BTWN BLDG BETWEEN BUILDING MIN MINIMUM 5. VERIFY DIMENSIONS AND CONDITIONS SHOWN ON THE DRAWINGS AND ENSURE THAT THE pF DRINKING FOUNTAIN MISC MISCELLANEOUS JOINING OF THE WORK OF VARIOUS TRADES MEETS APPROPRIATELY. BRING BLKG BLOCKING MO MASONRY OPENING DISCREPANCIES ON THE DRAWINGS OR IN SPECIFICATIONS TO THE ATTENTION OF THE CORNER GUARD BOT BOTTOM MT MOUNT(ED) (ING) BOEING PROJECT CONSTRUCTION MANAGER IMMEDIATELY UPON DISCOVERY. THE I I C CHANNEL CONTRACTOR SHALL ADVISE BOEING, SUMMARIZE THE SITUATION AND PROVIDE MTL METAL RECOMMENDATIONS TO RESOLVING POTENTIAL CONFLICTS PRIOR TO SUBMITTING ANY SANITARY NAPKIN/TAMPON DISPENSER CB CATCH BASIN N NORTH (COORDINATE) REQUESTS FOR INFORMATION RFIs ( ) 0 o CPT1 FINISH DESIGNATION CC CENTER TO CENTER co CEM CEMENT NF NEAR FACE 6. CONFORM ALL WORK TO APPLICABLE CODES, REGULATIONS AND INDUSTRY STANDARDS. CF CUBIC FEET NIC NOT IN CONTRACT CJ CONTROL JOINT NO. NUMBER 7. COMPLY WITH THE BOEING PROJECT CONSTRUCTION MANAGER FOR CONSTRUCTION ® PAPER TOWEL DISPENSER/DISPOSAL CL CENTER LINE NOM NOMINAL AREA AND SECURITY REGULATIONS. CLG CEILING NTS NOT TO SCALE 8. PROVIDE, AS IF DRAWN IN FULL, REPETITIVE FEATURES NOT FULLY SHOWN OR NOTED CLR CLEARANCE) ON THE DRAWINGS. 8 DOUBLE ROLL TOILET PAPER DISPENSER COL COMP COLUMN COMPRESSED) (ION) OA OVERALL 9. DIMENSIONS ON DRAWINGS ARE TAKEN TO THE FACE OF MASONRY AND/OR CONCRETE O/C ON CENTER WALLS, METAL STUDS, AND TO THE CENTERLINE OF COLUMNS, UNLESS OTHERWISE CONC CONCRETE OCC OCCUPANT(S) NOTED. HANDICAP GRAB BAR, 1 1/2" O.D. CONN CONNECTION OD OUTSIDE DIAMETER CONST CONSTRUCTION OF OUTSIDE FACE 10. DOOR OPENINGS ARE 6" FROM ADJACENT WALLS OR CENTERED IN ROOM WALL, UNLESS a TOILET SEAT COVER DISPENSER CONT CONTR CONTINUOUS, CONTINUE CONTRACT(OR) OFCI OWNER FURNISHED CONTRACTOR INSTALLED DIMENSIONED OTHERWISE. 11. PARTITIONS SHALL RUN FULL HEIGHT, FROM FLOOR TO FLOOR ABOVE UNLESS SHOWN CTSK COUNTERSUNK OPG OPENING OR NOTED OTHERWISE CY CUBIC YARD(S) OPP OPPOSITE, OPPOSITE HAND . � DIA 0, DIAMETER PAR PARALLEL ON CIVIL, STRUCTURAL, PLUMBING, HVAC, ON 12. PLANS WHICH APPEAR AS "BACKGROUNDS - DRAWINGS ETC., ARE FOR THE PURPOSE ONLY OF ILLUSTRATING GENERAL EARTH, DIRT, UNDISTURBED DOUBLE PAC PRECAST CONCRETE PLAN CONFIGURATION. SUCH BACKGROUNDS SHALL NOT BE USED FOR PORTIONS OF DEMOL DEMOLISH, DEMOLITION PCF POUNDS PER CUBIC FOOT THE WORK OTHER THAN THAT PERTAINING TO THE TITLE OF EACH SHEET. REFER TO DEP DEPRESSED PERF PERFORATE(D) THE APPROPRIATE SHEET FOR EACH SPECIFIC PORTION OF THE WORK. EARTH, DIRT, COMPACTED DIA DIAMETER PERIM PERIMETER DIAG DIAGONAL PL PLATE 13. COORDINATE THE WORK OF ALL TRADES. REFER TO ARCHITECTURAL, STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS IN DETAIL FOR COORDINATION OF SPECIFIC STONE, GRAVEL, POROUS FILL DIM DIMENSION PLAM PLASTIC LAMINATE TRADE REQUIREMENTS. COORDINATE ALL ROUGH -IN REQUIREMENTS FOR EQUIPMENT DL DEAD LOAD PLYWD PLYWOOD FURNISHED BY CONTRACTOR OR BY OTHERS FOR THIS PROJECT. ON DOWN PNL PANEL BRICK, COMMON DS DOWNSPOUT PREP PREPARE 14. PROVIDE MANUFACTURERS INSTALLATION INSTRUCTIONS TO THE BOEING PROJECT DWG DRAWING PREST PRESTRESS(ED) CONSTRUCTION MANAGER WHENEVER SUCH INSTRUCTIONS ARE REFERENCED IN THE PRF PREFORMED CONSTRUCTION NOTES. CERAMIC TILE E EAST (COORDINATE) PSF POUNDS PER SQUARE FOOT 15. CONTRACTOR SHALL COORDINATE WITH THE BOEING PROJECT CONSTRUCTION E EACH PSI POUNDS PER SQUARE INCH MANAGER FOR STAGING AREAS WHERE CONTRACTOR MAY STORE SALVAGED EB EXPANSION BOLT PT POINT, PAINT MATERIALS TO BE REUSED IN LATER PARTS OF THIS PROJECT AND WHERE MATERIALS TO CONCRETE EF EACH FACE PVC POLYVINYL CHLORIDE BE STAGED BY BOEING ARE TO BE LOCATED. EJ EXPANSION JOINT EL ELEVATION R RADIUS (CURVATURE) 16. SYMBOLS SHOWN ON MATERIALS LIST ARE NOT ALWAYS USED IN DRAWINGS. VERIFY ELEV ELEVATION R RISER EXISTING MATERIAL AND SEE CONSTRUCTION NOTES FOR MATERIAL CALLOUTS. INSULATION: BATT, LOOSE FILL, BLANKET EQ EQUAL REF REFERENCE, REFER TO 17. WHERE EXISTING WORK IS DAMAGED, CUT OR DEFACED AS A RESULT OF DEMOLITION OR EW EACH WAY REINF REINFORCE(D) (ING) PERFORMANCE OF NEW WORK, THE CONTRACTOR IS TO PATCH AND REPAIR THE EXISTING TO INSULATION: RIGID EXIST EXISTING REQ REQUIRE(D) (ING) MATCH ADJOINING SURFACES. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST EXP EXPOSED REV REVISION(S), REVISED VISUAL BREAK LINES. SUCH AS CORNERS, CEILING LINES, TOP OF BASE, CHANGE IN EXT EXTERIOR RH RIGHT HAND MATERIAL OR SIMILAR. ALUMINUM FAS FASTIEN(ER) RO ROUGH OPENING 18. ALL RECESSES LOCATED WITHIN FIRE RATED PARTITIONS SHALL BE CONSTRUCTED TO S SOUTH (COORDINATE) MAINTAIN REQUIRED FIRE RATING OF THE PARTITION. FF FACTORY FINISH BRASS, BRONZE, COPPER FF FINISHED FLOOR SECT SECTION 19. ARCHITECTURAL REFLECTED CEILING PLANS INDICATE THE FINAL LOCATIONS OF FGR FINISH GRADE SF SQUARE FEET MECHANICAL AND ELECTRICAL COMPONENTS. SEE THE REFLECTED CEILING PLANS FOR FH FIRE HYDRANT SHT SHEET LOCATIONS OF ITEMS IN THE .CEILING; SEE DISCIPLINE SHEETS FOR ALL INFORMATION METAL, STEEL, IRON FIN FINISHED) SIM SIMILAR ABOUT THE MECHANICAL AND ELECTRICAL COMPONENTS INDICATED ON ARCHITECTURAL FND FOUNDATION SQ SQUARE REFLECTED CEILING PLANS. PLASTER: SAND, CEMENT, GROUT FOC FACE OF CONCRETE SST STAINLESS STEEL 20. PROVIDE CLOSURE, MEETING THE REQUIREMENTS OF GOVERNING FIRE AUTHORITIES, FOF FACE OF FINISH ST STRUCTURAL TEE BETWEEN ALL FIRE RATED FLOORS, SHAFTS AND BUILDING PARTITIONS ANO ALL FOIC FURNISHED BY OWNER/ STD STANDARD PENETRATING DUCTS, PIPES, CONDUIT, MECHANICAL, ELECTRICAL, AND OTHER ITEMS. _ PLASTER: GYPSUM WALL BOARD INSTALLED BY CONTRACTOR STL STEEL STIR STRUCTURAL 21. REVIEW THE STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR CUTTING AND FO FINISHED OPENING SYM SYM METRY,SYM METRICAL PATCHING WORK WITHIN THE BUILDING, BEYOND THE LIMITS OF THE ARCHITECTURAL WOOD: FINISH F.R. FIRE RESISTIVE SYS SYSTEM DRAWINGS. ---•'-" EW OR FRIG. FRO REFRIGERATOR FOR REFERENCE ONLY T&B TOP AND BOTTOM 22. AT METAL STUD PARTITIONS, STUDS ARE TO EXTEND FROM FLOOR TO FLOOR U.N.O.. WHERE CODE COMPLIANCE _ FT FOOT THEY CANNOT DO SO, DUE TO INTERFERENCE WITH NEW OR EXISTING DUCTS, PIPING, APPROVED WOOD: ROUGH CONTINUOUS T&G TONGUE AND GROOVE ETC., PROVIDE BRACING TO STRUCTURE ABOVE TO PROVIDE FOR EQUIVALENT SUPPORT FTG FOOTING TEMP TEMPORARY OF PARTITION; SUBMIT EQUIVALENT SUPPORT METHOD TO ARCHITECT FOR REVIEW. ALL APR 0 12015 FUT FUTURE THK THICKNESS) FIRE RATED PARTITIONS SHALL BE CONSTRUCTED TO MAINTAIN THEIR RATING FROM WOOD: INTERRUPTED BLOCKING FV FIELD VERIFY TOC TOP OF CONCRETE FLOOR TO UNDERSIDE OF STRUCTURE ABOVE, U.N.O. GA GAGE TOC TOP OF CURB 23. PROVIDE ACCESS DOORS AS INDICATED OR AS NECESSARY AND VERIFY WITH MECHANICAL city Of Tukwila GALV GALVANIZED TOL TOLERANCE AND ELECTRICAL SUBCONTRACTORS EXACT LOCATIONS OF ACCESS REQUIRED BY THEIR DING DIVISION PLYWOOD: SMALL SCALE GC GENERAL CONTRACTOR TOS TOP OF STEEL WORK. ACCESS MUST BE PROVIDED FOR ALL CONCEALED VALVES, DAMPER CONTROLS, FIRE GI GALVANIZED IRON TS STRUCTURAL TUBE DAMPER LINKAGES, CONCEALED JUNCTION BOXES, AND ELECTRICAL DEVICES OR TYP TYPICAL ACCESSORIES. LOCATIONS AND SIZES OF EXPOSED ACCESS DOORS SHALL BE PLYWOOD: LARGE SCALE GR GRADE SUBMITTEDTO ARCHITECT FOR REVIEW PRIOR TO INSTALLATION OF THE MECHANICAL GT GROUT UBC UNIFORM BUILDING CODE AND ELECTRICAL . GWB GYPSUM WALL BOARD UL UNDERWRITERS' LABEL 24. CONTRACTOR IS RESPONSIBLE FOR MEANS, METHOD. AND SAFETY. CONTRACTOR SHALL WALL TYPE: CONCRETE MASONRY (CMU) HDNR HARDENER UNO UNLESS NOTED OTHERWISE PROVIDE BOEING WITH A SITE SPECIFIC SAFETY PLAN FOR REVIEW AND APPROVAL. PECEM HDWD HARDWOOD UPR UPPER WyOFTUK"LA HDWR HARDWARE 25. RETAIN A FIRE PROTECTION ENGINEER LICENSED IN THE STATE OF WASHINGTON TO HG HIGH GRADE VB VAPOR BARRIER DETERMINE/DESIGN THE MODIFIED FIRE SPRINKLER SYSTEM LAYOUT KAR 18 204 WALL TYPE: STEEL STUD VERT VERTICAL WITHIN THE AREA OF WORK. SAID ENGINEER SHALL STAMP, SEAL AND CERTIFY THAT HM HOLLOW METAL HIS/HER DESIGN IS IN COMPLIANCE W/ALL APPLICABLE CODES AND REGULATIONS. PERMiTCEWER HOR HORIZONTAL W WEST (COORDINATE) CONTRACTOR SHALL COORDINATE AND/OR PERFORM ALL NECESSARY PHYSICAL HS HIGH STRENGTH W WIDE FLANGE MODIFICATIONS AS A RESULT OF SAID ENGINEER'S DESIGN. WALL TYPE: WOOD STUD HT HEIGHT IBC INTERNATIONAL BLDG. CODE W WP WIDTH, WIDE WORKING POINT 26 NS OF THE DW ING WILLOCCUPIED RING O THE OCOORDINA ITO UAS INCONVENN. SHALL E ALL ORAVOID ASMUCH P SOSIIBLE ANY IENCE TO ISSUED FOR PERMIT ISSUED WALL TYPE: EXISTING ID INSIDE DIAMETER W/ WITH BUILDING OCCUPANTS AND PROVIDE FOR THEIR SAFETY, ACCESS AND EGRESS THROUGHOUT ID INSIDE DIMENSION W/0 WITHOUT THE PROJECT WORK. THE CONTRACTOR SHALL FULLY SCREEN OFF AREAS UNDER Our difference IF INSIDE FACE WWF WELDED WIRE FABRIC CONSTRUCTION BY TEMPORARY SCREENS OR PARTITIONS AS NECESSARY TO LIMIT DUST, is engines IN INCH DIRT, NOISE, FUMES OR OBJECTIONABLE ODORS FROM ENTERING OCCUPIED AREAS. WALL TYPE: REMOVAL INCL INCLUDED(D) (LNG) NOTE: REFER TO THE COLOR AND MATERIAL 27. CONTRACTOR SHALL PROVIDE SHOP DRAWINGS WHERE CALLED OUT FOR IN THE DRAWINGS www.harrisgroup.c SCHEDULE FOR ADDITIONAL FINISH AND AND SPECIFICATIONS TO BOEING FOR REVIEW AND APPROVAL. REVISION "B" ONL DESIGNATIONS/ABBREVIATIONS ' JT JOINT PROJECT N0: 1256 WALL TYPE: PARTITION (T-0" HIGH) .m WALL TYPE: GLASS SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ORIG 2-31 BUILDING RENOVATION 586456-02 -:C/ROLLUDA 03.25.11 A BUILDING 2-31 AS—BUILTS 586456-02 ---C/ROLLUDA 10.09.12 B1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HIG WCD 02.27.15 4619 REGISTERED ARCHITECT SAMUEL Y. PARK STATE OF WASHINGTON ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE ROLLLIDA 11'z.u>3 YMBOL DATE SYMBOLS, ABBREVIATIONS, GENERAL NOTES W3108998 B 1 02.27.15 SHEET TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) G1 BUILDING 2-3 1 JOB N0. COMP N0. 586456-02 M CD LO N 0 z Q M Cn ARCHITECTURAL MASTER PLANT 2 DWG NO. 2-31—G 1 ISSUE LEGEND INDEX OF DRAWINGS NOT YET ISSUED INCLUDED INSET DRAWING NO. SHEET NO. DRAWING TITLE REV DATE INCLUDED INSET DRAWING NO. SHEET NO. DRAWING TITLE REV DATE INCLUDED INSET DRAWING NO. SHEET NO. DRAWING TITLE REV DATE O PREVIOUSLY ISSUED, NOT IN THIS RELEASE IN THIS ISSUE REV NFC NOT FOR CONSTRUCTION FRO FOR REFERENCE ONLY A DRAWING REVISION — SEE SPECIFIC DRAWING FOR NATURE OF REVISION WEDFOR CIOMPLIANCE PROVED F APR 0 12015 City of Tukwila BUILDING DIVISION "FamQ ISSUED FOR PERMIT crnO�- Our difference tMAR 1812@ijjj I' is engineered. www.harrisgroup.com PERA41TCEWER Harris Grotip PROJECT NO: 12564.00 GENERAL O 02-031-1E9 1E9 PARTIAL GROUNDING PLAN NFC O 02-031-1 E16 1 E16 PARTIAL LIGHTING PLAN NFC Q 02-031—G0 GO COVER SHEEP NFC O 02-031—RFE16 RFE16 PARTIAL ROOF LIGHTING PLAN NFC 02-031—GOA GOA COVER SHEET NFC 02-031—G1 G1 SYMBOLS. ABBREVIATIONS, GENERAL NOTES NFC O 02-031-1 E66 1 E66 PARTIAL 208Y/120V POWER FRO 02-031—G2 G2 . DRAWING INDEX NFC O 02-031-1 E66A 1 E66A PARTIAL 208Y/120V POWER PLAN — ENLARGED FRO Q 02-031-1 E66B 1 E66B PARTIAL 208Y/120V POWER PLAN — ENLARGED FRO LAYOUT Q 02-031—RFE60 RFE60 PARTIAL 208Y/120V ROOF POWER PLAN NFC 02-031-1 L16 1 L16 FLOOR LAYOUT PLAN NFC Q 02-031 —El 16 1 E116 PARTIAL 48OV277V POWER NFC ARCI II 1 ECTVI V1L Q 02-031—RFE116 RFE116 PARTIAL 408Y/277V ROOF POWER PLAN NFC 02-031—EXITING EXITING PARTIAL EXITING/OCCUPANCY PLAN NFC Q 02-031-1 E166 1 E166 PARTIAL 400HZ AC &28VDC POWER PLAN NFC 9 02-031-1A16R 1A16R REMOVAL. —FLOOR PLAN NFC Q 02-031-1 E216 1 E216 PARTIAL CMCS PLAN NFC 0C 2-031-1A286R 1A286R REMOVAL — REFLECTED CEILING PLAN NFC: O 02-031-1 E416 1 E416 PARTIAL NETWORK PLAN NFC 02-031-1A16 1 A16 FLOOR PLAN NFC O 02-031-1 E416A 1 E416A PARTIAL NETWORK PLAN — ENLARGED NFC Q 02-031 —RFA1 53 RFA153 OVERALL ROOF PLAN NFC O 02-031-1 E416B 1 E416B PARTIAL NETWORK PLAN — ENLARGED NFC Q 02-031 —RFA1 66 RFA166 ROOF PLAN NFC O 02-031—E503 E503 208Y/120V DETAILS NFC 02-031-1A286 1A286 REFLECTED CEILING PLAN NFC O 02-031-1 E506 1 E506 DETAILS — WIRING PLEION PARTITIONS NFC 02-0317A202 A202 WALL SECTIONS NFC O 02-031—E508 E508 LIGHTING FIXTURE SCHEDULE NFC 02-031—A350 A350 DOOR SCHEDULE NFC O 02-031—E508-1 E508-1 LIGHTING CONTROL WIRING DIAGRAMS NFC 02-031—A353 A353 FINISH SCHEDULE NFC 02-031—E508-2 E508-2 LIGHTING CONTROL SCHEDULES Q 02-031—A503 A503 DETAILS NFC O 02-031—E508-3 E508-3 LIGHT FIXTURE MOUNTING DETAILS NFC 02-031—A505 A505 SECTIONS &DETAILS NFC 02-031—E508-4 E508-4 LIGHTING CONTROL DETAILS 02-031—A506 A506 SEISMIC BRACING DETAILS —CEILING & PARTITIONS NFC 02-031—E508-5 E508-5 LIGHTING CONTROL DETAILS Q 02-031-E509 E509 GROUNDING DETAILS NFC Q 02-031—E509-1 E509-1 GROUNDING DETAILS NFC STRUCTURAL Q 02-031—E509-2 E509-2 GROUNDING DETAILS NFC Q 02-031—S2D S21) GENERAL STRUCTURAL NOTES NFC 02-031—E509-3 E509-3 GROUNDING DETAILS Q 02-031-RFS166 RFS166 PARTIAL FLOOR PLAN NFC O 02-031—E510 E510 ENLARGED ELECTRICAL ROOM AND ELEVATIONS NFC Q 02-031—E511 E511 PANEL SCHEDULES NFC Q 02-031.1S16 1S16 PARTIAL FOUNDATION PLAN NFC Q 02-031—E512 E512 PANEL SCHEDULES NFC Q 02-031—S548 S548 SECTIONS AND DETAILS NFC Q 02-031—E513 E513 PANEL SCHEDULES NFC Q 02-031—S549 S549 SECTIONS AND DETAILS NFC Q 02-031—E530 E530 DETAILS NFC Q 02-031—S550 S550 SECTIONS AND DETAILS NFC 02=031—E545 E545 400HZ POWER SYSTEM DETAILS Q 02-031—E551 B E551 B VAULT 3 MONITORING DIAGRAM NFC 02-031—E561 E561 400HZ WIRING DETAILS Q 02-031—E563 E563 ELECTRICAL LABELS NFC MECHANICAL Q 02-031-1 M 16R 1 M 16R REMOVAL — PARTIAL HVAC PLAN NFC Q 02-031—M2c M2c EQUIPMENT SCHEDULES NFC Q 02-031—M2D M2D EQUIPMENT SCHEDULES NFC Q 02-031-1M16 1M16 PARTIAL HVAC PLAN NFC Q 02-03171M116 1M116 PARTIAL PLUMBING PLAN NFC Q 02-031-1 M296 1 M296 CO2 FIRE SUPPRESSION PARTIAL FIRST FLOOR PLAN NFC Q 02-031—RFM116 RFM116 PARTIAL ROOF PLUMBING PLAN NFC Q 02-031—M330 M330 HVAC DIAGRAMS DETAILS NFC Q 02-031—M561 M561 SECTIONS NFC ELECTRICAL Q 02-031-1 E16R 1 E16R REMOVAL - PARTIAL LIGHTING PLAN NFC Q 02-031-1 E66R 1 E66R REMOVAL - PARTIAL 208Y/120V POWER PLAN NFC Q 02-031 —1 E416R 1E416R REMOVAL — NETWORK PLAN NFC Q 02-031-2E63R 2E63R 208Y-120V POWER PLAN — REMOVAL SECOND FLOOR NFC 02-031—E1 E1 ELECTRICAL LEGEND AND ABBREVIATIONS NFC Q 02-031—V3E4 V3E4 ONE —LINE DIAGRAM — VAULT 3 NFC Q 02-031—E4A E4A 400HZ - ONE —LINE DIAGRAM NFC ,t Q 02-031—E5 E5 ONE —LINE EMERGENCY POWER NFC r► 'Row! SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ""AiFA�� ®2 LCHECKED 4619 REGISTERED ARCHITECT SAMUEL Y. PARK OF SHINGTON ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED DRAWN R. PINLAC DATE 02.11.15 SUBTITLE DRAWING INDEX CURRENT REVISION W3108998 SYMBOL DATE 02.27.15 1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI WCD 02.27.15 CHECKED SHEET G 2 APPROVED BY DEPT. DATE ENGINEER S. PARK 02.11.15 TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) BUILDING 02-031WA ARCHITECTURAL MASTER PLANT 2 JOB N0. W31.08998 COMPN0.STATE APPROVED APPROVED DWG N0. 02-031—G2 II N o II / II SYM REVISION BY APPROVED DATE SYM 1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI WCD 02.27.15 CODE COMPLIANCE SCALE: 1 /4"= V-0" N REVISION BY APPROVED DATE BOE/A/� DRAWN DATE SUBTITLE 4619 ACCEPTABILITY R. PINLAC 12.12.14 FLOOR LAYOUT PLAN REGISTERED THIS DESIGN AND/OR CHECKED ARCHITECT SPECIFICATION IS APPROVED ENGINEER TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB APPROVED BY DEPT. DATE S. PARK 12.12.14 CHECKED S AMUEL Y. PARK BUILDING 02-031 STATE OF WASHINGTON APPROVED APPROVED ARCHITECTURAL MASTER -COL. X-X/X—X LEGEND NOT USED. GENERAL NOTES 1. NOT USED. 2� NOT USED. REFERENCE DRAWINGS XX—XX—XXXX NOT USED REVi U*D FOR CODE COMPLIANCE APMOVED APR 0 1 2015 City of Tukwila BUILDING DIVISION 1A17 iJ KEY PLAN N SCALE: NONE 4 2 0 2 4 8 SCALE: 1 /4"= V-0" ISSUED FOR PERMIT F aTURMA Ourdifference I' is MAR 1 20t5! engineered. www.hardsgroup.com PERA41TC PROJECT NO: 12564.00 CURRENT REVISION SYMBOL DATE W3108998 02.27.15 SHEET 1L16 JOB NO. W3108998 COMP NO. PLANT 2 °wc No: 02-031-1 L16 STOR) 557 ' STO R, 1,54C 1,180 SF = 4 OCCUPANTS SYM REVISION BY 2-31 BUILDING RENOVATION 586456-02 C/ROLLI A BUILDING 2-31 AS —BUILT 586456-02 C/ROLLI B1 1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI LEGEND: INDICATES EXIT PATH AND DISTANCE F — — — OF TRAVEL FROM FURTHEST POINT. 'EXIT' POSTED EXIT SIGN. SEE ELECTRICAL INDICATES AREA OF NEW WORK GENERAL NOTES: 1. GRIDS ARE TYPICALLY 25' O.C. EACH WAY. APPROVED DATE SYM REVISION BY APPROVED DATE 4619 REGISTERED REI 08.15.11 ARCHITECT 10.09.12 WCD 02.27.15 AMUEL Y. PARK STATE OF WASHINGTON EXITING/OCCUPANCY PLAN__ SCALE: N.T.S. Y �1 DRAWN DATE SUBTITLE ACCEPTABILITY EC ROLLUDA 12.12.08 PARTIAL EXITING/OCCUPANCY PLAN THIS DESIGNSIGN AND/OR CHECKED SPECIFICATION IS APPROVED ENGINEER TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB APPROVED BY DEPT. DATE CHECKED APPROVED BUILDING 2-31 APPROVED ARCHITECTURAL .MASTER COL. WA-WF/ 10-14 REVIIEWED FOR CODE COMPLIANCE APPROVED APR 0 1 2015 City of Tukwila BUILDING DIVISION ISSUED FOR PERMIT EXITING JOB NO. COMP NO. 586456-02 PLANT 2 DWc NO. 2-31-EXITING LH 00 a U Of w 2 c a 2 P LL, zw o= U � Ld w O 0 v' A 7 Q 6 1 Al A11 1 5.5(5)4.5 4 3. 175'-0" 253-0" 25-0" 25'-0" 25-0" 25'-0" 25'-0" 25'-0" I I I FOR CONTINUATION I I I SEE SHEET 1A15 1F5 2E5 1E4 FE R FE CORRIDOR R I I I I I DF R 6 x x x x x I 1 F6 I WORK ROOM I III I 1 F4 I I I 0 F-1 x SWITCH BOARD 2 , R I" PIPE COLUMNS I I I I IX NETWOR 19'-0" LADDER UP BATTERY � FE CURB 1-4 X 8 3/4"A.C. I � SHEET OF PLYWOOD AT WEST WALL. SIMULATOR DIST FRAME I 0 � I I 110 111 VAI 1116 I STORAGE 11WJ9 111A I I I I F_r_rl Z� 141-011 21_0);z'-s" A lAl61A111 i OFFICE OFFICE � 0 3G6 2G6 � Of U- 0 G5 CORRIDOR 1 G6 1 DF I FL.FN. CHANGE R TYP. iH6 I I TELEPHONE 2� � SWITCHROOM � 0 00NTINUOUS 4 X 8 SHEETS OF 3/4"� A.C. FIRE TREATED PLYWOOD ALONG EAST WALL OF ROOM 52. I I 112 H1 r. PLANT PAGING OFFICE OI LAI'- �T 113 I D 1A16 A201 41 -0, 7'-0„ EXIT CORRIDOR 4'-0» ,1 i H1 3 vm// .. OFFICE OFFICE I� 6 STO RAG E 11 WJ4 I —r VAULT 3 CD 771 I I I LnT A 1A16 501 PARTIAL PLAN VIEW SCALE: 1 /8" = 1'-O" N SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE H1 RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02.27.15 D BUILDING 2-31 AS -BUILT 586456-02 C/ROLLUD 10.09.12 A DBT, PRIME POWER AND CBM MOVE J#902028-00 BB 01.18.01 E 1 D6 DENSITY IMPROVEMENTS W2152005 BUFFALO ECA 11.01.13 B EARTHQUAKE OFFICE REBUILD J#310960-00 RSA 12.04.01 F CDC RELOCATION - JANITORIAL MOVE J#19670 DLR GROUP ECA 05.29.13 AS BUILT J#902028-00 BOYE 01.22.02 - RECORD DRAWINGS J#19670 DLR GROUP ECA 05.09.14 C 2-31 BUILDING RENOVATION 586456-02 C/ROLLUD REI 08.15.11 G PLANT 2 ELECTRICAL POWER UPGRADE 15644/20111 MHP 11.11.13 4619 ACCEPTABILITY REGISTERED THIS DESIGN AND/OR ARCHITECT SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE SAMUEL Y. PARK wwTor , STATE OF WASHINGTON CD I N z "' O N Q N O z z Ln F-1 z o N of5 m 0 Lv oW IF-11 7,-0" o I � N co 0 Ln I N z \I 4 SYMBOLS: IEGEND FE(X) FIRE EXTINGUISHER o EXISTING WALL CONSTRUCTION X = RC: SEMI RECESSED CABINET � NEW WALL CONSTRUCTION X = SC: SURFACE MOUNTED CABINET X = HM: HOOK MOUNTED R RollDF DRINKING FOUNTAINS � 1 HOUR RATED E ELECTRICAL PANELS qD FLAG DESIGNATIONS FE FIRE EXTINGUISHER CABINET CX =CABINETS DF DRINKING FOUNTAIN N = GWB HELD DOWN NG =GRATING ABOVE GWB H I PERMENANT WALL R = 1-HR RATED R'= TYPE 'R', NON -RATED 10 piyj�y�j�� S =SOUND TREATED S4 =SOUND TREATED NEW CONCRETE SLAB PER STRUCTURAL F-1 =FURRING H 1 F-2 =FURRING NOTE: ALL DIMENSIONS TO (OF '///// REMOVAL /DEMOLITION STUDS UNLESS OTHERWISE NOTED GENERAL NOTES D 1. VERIFY ALL DIMENSIONS AND CONDITIONS IN FIELD PRIOR TO BEGINNING WORK. BRING ANY DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION. 2. PORTIONS OF THE BUILDING WILL BE OCCUPIED DURING CONSTRUCTION. COORDINATE ALL WORK TO AVOID AS MUCH AS POSSIBLE, ANY INCONVENIENCE TO BUILDING OCCUPANTS AND PROVIDE FOR THEIR SAFETY, ACCESS AND EGRESS DURING THE PROJECT WORK. FULLY SCREEN OFF AREAS UNDER CONSTRUCTION BY TEMPORARY SCREENS OR PARTITIONS AS NECESSARY TO LIMIT DUST, DIRT, NOISE, FUMES OR ODORS FROM ENTERING OCCUPIED AREAS. 3. ALL EXISTING WALLS WITHIN SCOPE OF WORK ARE TO BE NDH PREPPED, SANDED, CLEANED AND PAINTED. 4. SEE A350 SERIES SHEETS FOR WALL TYPES, DOOR AND FRAME TYPE INFORMATION. 5. CUT BACK ALL ABANDONED PIPING, CONDUIT AND DUCTWORK AND CAP WITHIN WALL, FLOOR, OR CEILING SURFACE. 6. REMOVE EXISTING FLOORING AND WALL BASE FOR NEW RAISED FLOOR. ALSO REMOVE ALL WALL BASES AND FLOORING WITHIN THE INTERIOR OFFICES AND FUTURE WORK ROOM. Dwi REFERENCE DRAWINGS 1. FOR PALLET RACK SCHEDULE SEE DWG. 2.31-5518. H 1 CONSTRUCTION NOTES 1� REMOVE EXISTING WALL. 2� REMOVE DOOR. SALVAGE HARDWARE FOR REUSE. 3� REMOVE AND RELOCATE EXISTING FIRE EXTINGUISHER. 4� REMOVE PARTIAL WALL AND OR CUT OUT OPENING FOR NEW DOOR DOOR. 5� REMOVE FLOOR CARPET FOR WORK ROOM AND OFFICES AREA AND RAISED FLOOR ANCHOR. 6� REMOVE RUBBER BASE FOR WEST OFFICE AND WORK ROOM. 10 7 1 APR 0 1 2015 �Imm i , SCALE: 1 /8"=1'-O" CHECKED: DATE: SUBTITLE CURRENTREVISIONSYMBOL I I � DATE 02.27.15 REMOVAL - FLOOR PLAN H SHEET TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) 1A16R BUILDING 2-31 JOB NO. COMP NO. 586456-02 ARCHITECTURAL MASTER COL. WF-WJ/3.5-7 PLANT2, WA rwG NO. 2-31-1A16R A EXPAND SWITCHBOARD B REMOVE WALLS C HVAC ROOM 1H6 D CEILING ACCESS DOOR CAD CONVERSION REVISION BY APPROVED DATE SYM REVISION BY J#193075-04 AY E 1D6 DENSITY IMPROVEMENTS W2152005 BUFFALO DSO#0010027 BC RDS 3.6.90 F1 RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI J#700531 RF RLS JC WDB 3.7.91 DSO#D1020088 AY JB J. BURT 7.16.91 CADDNW 01.16.98 REFLECTED CEILING PLAN SCALE: 1 /8" = 1'-0" Y 2' LEGEND: B 2X4 LIGHT FIXTURE �) EXIT LIGHT FIXTURE, CEILING MOUNTED DIRECTION OF EGRESS NOTED EXIT LIGHT FIXTURE, WALL MOUNTED DIRECTION OF EGRESS NOTED �O HVAC SUPPLY F l Z HVAC RETURN REMOVAL /DEMOLITION GENERAL CEILING NOTES: 1. CEILING HEIGHT IS AS NOTED ON CEILING PLAN. DIMENSIONS ARE FROM FINISHED FLOOR TO FINISHED CEILING. 2. REFER TO THE ELECTRICAL DRAWINGS AND SPECIFICATIONS FOR SPECIFIC INFORMATION REGARDING THE LIGHT FIXTURES AND OTHER ELECTRICAL DEVICES SHOWN ON THIS SHEET. F11 CONSTRUCTION NOTES: 1� REMOVE ACOUSTIC CEILING BOARD. 14) (10) (7 1 A281 1 A283 1 A285 WF } 1A280 1A282 1A284 1A286 FOR CODE CQPVIPLIANC KEY PLAN APPROVED SCALE: NONE N APR 0 1 2015 DRAWN DATE SUBTITLE APPROVED DATE 4619 ACCEPTABILITY CHEC 0 71189 REMOVAL - REFLECTED CEILING PLAN REGISTERED THIS DESIGN AND/OR 11.01.13 ARCHITECT SPECIFICATION IS APPROVED ®ENGINEER TITLE WCD 02.27.15 APPROVED BY DEPT. DATE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) CHECKED Y.PARK BUILDING 2-31 STATETEOF OF WASHINGTON APPROVED APPROVED ARCHITECTURAL MASTER COL. WF-WJ/3.5-7 ISSUED FOR PERMIT TUKMtA MAR 101! PERA411P CEWSR CURRENT REVISION SYMBOL DATE W3108998 F 02.27.15 SHEET 1A286 JOB N0. COMP N0. W2152005 PLANT 2 DWG NO. 02-031-1 A286R z� CD z� 1= w z= O U cn W ry 0w Li 7 25-0" 25'-0" no x x x x I x I I � i I I" PIPE COLUMNS x IX I 1 19'-0" III STORAGE 11 WJ9 A 1A16 All Q 5 175'-0" 25'-0" 25'-0" FOR CONTINUATION SEE SHEET 1A15 FE Ild LADDER � BATTERY CURB 7- 1-4 X 8 3/4"A.C. � SHEET OF PLYWOOD AT WEST WALL. SIMULATOR DIST FRAME � 0 i 111 FE 111B AIRLOCK F""� 111A I S5_ � T1-1 S6 I_ 14,_0„ 1A16 1 A111 01 F6 SWITCH BOARD 4. 25'-0" I 1 F5 FE 12,_4„ I WORK g ROOM 11 WF5 1 F5 2 2 NR6 R 2 C+6 NR 9 OFFICE I 11WG5 a o' I I U C OFFICE OFFICE 1 A16 A202 3G6 2G6 2 C+6 1 1 G5 NR UP CORRIDOR 1 G 2 C+6 NR DF 1 R I I OFFICE FE FL.FN. 11 WH5 CHANGE 3 0 TYP. 1 H6 FE 1 C+6 1HR 1H500 1 9 8 AI TELEPHONE 115 SWITCHROOM I 0 �4] 7 5'-0" CONTINUOUS 4 X 8 SHEETS OF 3/4" '-11 2" A.C. FIRE TREATED PLYWOOD ALONG ELECT — EAST WALL OF ROOM 52. R 11 W15 I I 3 © D 112 11 1A16 A202 D 1A16 A201 CORRIDOR 7'-0" 11 WJ5 I I t4:- 0„ VAULT 3 I I( A 1A1 A201 PARTIAL PLAN. VIEW �, SCALE: 1/8" = 1'-0" IV SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE H1 RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02,27.15 D BUILDING 2-31 AS -BUILT 586456-02 -__C/ROLLUD1 10,09.12 A DBT, PRIME POWER AND CBM MOVE J#902028-00 BB 01.18.01 E 1 D6 DENSITY IMPROVEMENTS W2152005 BUFFALO ECA 11.01.13 B EARTHQUAKE OFFICE REBUILD J#310960-00 RSA 12.04.01 F CDC RELOCATION - JANITORIAL MOVE J#19670 DLR GROUP ECA 05.29.13 AS BUILT J#902028-00 BOYE 01.22.02 - RECORD DRAWINGS J#19670 DLR GROUP ECA 05.09.14 C 2-31 BUILDING RENOVATION 586456-02 [C/ROLLUDA REI 08.15.11 G PLANT 2 ELECTRICAL POWER UPGRADE 15644/20111 MHP 11.11.13 (4) 25'-0" 25'-0" 2E5ri 1 E4 IDO I DF Y � CD I N -no W-1 MC vl o I � N r7 00 0 Ln I N N N ��"�� �� ■�o®III �m ; m� ■ I Rol v STORAGEa I QQ m A�,rn��4� ti;Ux�ryyx: �F G7:7_mm, 4619 ACCEPTABILITY REGISTERED THIS DESIGN AND/OR CHECKI ARCHITECT SPECIFICATION IS APPROVED ® APPROVED BY DEPT. DATE CHECK SAMUEL Y. PARK STATE OF WASHINGTON APPRO' rM SYMBOLS: LEGEND FE(X) FIRE EXTINGUISHER o EXISTING WALL CONSTRUCTION o (X) = RC: SEMI RECESSED CABINET (X) = SC: SURFACE. MOUNTED CABINET � E IrWAL�C�O�N, TR C 10 (X) = HM: HOOK MOUNTED R m DF DRINKING FOUNTAINS � 1 HOUR RATED E ELECTRICAL PANELS H NDNDFLAG DESIGNATIONS FE FIRE EXTINGUISHER CABINET FLAG DESIGNATIONS CX =CABINETS � DRINKING FOUNTAIN N = GWB HELD DOWN NG =GRATING ABOVE GWB R = 1-HR RATED R'= TYPE 'R', NON -RATED S =SOUND TREATED S4 =SOUND TREATED NEW CONCRETE SLAB PER STRUCTURAL F-1 =FURRING F-2 =FURRING NOTE: ALL DIMENSIONS TO OF STUDSUNLESS OTHERWISE NOTED GENERAL NOTES D 1. VERIFY ALL DIMENSIONS AND CONDITIONS IN FIELD PRIOR TO BEGINNING WORK. BRING ANY DISCREPANCIES TO THE ATTENTION OF THE ARCHITECT FOR CLARIFICATION. 2. PORTIONS OF THE BUILDING WILL BE OCCUPIED DURING CONSTRUCTION. COORDINATE ALL WORK TO AVOID AS MUCH AS POSSIBLE, ANY INCONVIENCE TO BUILDING OCCUPANTS AND PROVIDE FOR THEIR SAFETY, ACCESS AND EGRESS DURING THE PROJECT WORK. FULLY SCREEN OFF AREAS UNDER CONSTRUCTING BY TEMPORARY SCREENS OR PARTITIONS AS NECESSARY TO LIMIT DUST, DIRT, NOISE, FUMES OR ODORS FROM ENTERING OCCUPIED AREAS. 3. ALL EXISTING WALLS WITHIN SCOPE OF WORK ARE TO BE N H) PREPPED, SANDED, CLEANED AND PAINTED. 4. SEE A350 SERIES SHEETS FOR WALL TYPES, DOOR AND FRAME TYPE INFORMATION. 5. CUT BACK ALL ABANDONED PIPING, CONDUIT AND DUCTWORK AND CAP WITHIN WALL, FLOOR, OR CEILING SURFACE. REFERENCE DRAWINGS 1. FOR PALLET RACK SCHEDULE SEE DWG. 2.31-5518. H1 WI CONSTRUCTION NOTES 1� NEW WALL. 2� NEW HM DOOR AND FRAME. SEE DOOR SCHEDULE ON SHEEP A350. 3� RELOCATED FIRE EXTINGUISHERS. 4 ENLARGED DOOR 115 TO FULL DOUBLE DOOR. 5� NEW STAIR WITH HAND RAIL. Wi 6� INSULATE CEILING WITH 6" ACOUSTIC INSULATION ON EXISTING CEILING. P� INSULATE EXISTING WALL. 8- INSTALL NEW CARPET IN FRONT OF DOOR 115 TO MATCH EXISTING. REUSE EXISTING CARPET IF NECESSARY. R>- REPAINT PORTION Of WEST CORRIDOR WHERE INDICATED. CLEAN, PATCH AND PAINT WHERE DAMAGE OCCUR TO MATCH EXISTING. REVjj WED FOR CODE COMPLIANCE APPROVED 10 7 APR 0 1 2015 W I� 1AII 1Al2 ISSUED FOR PERMIT 1 A 17 I Our difherence is engineered. KEY PLAN N www.harrisgroup.com SCALE: NONE t REVISION "H" ONLY 8' 4' 0 4' 8' 16' PROJECT NO: 12564.00 DRAWN: RVP PROJ MGR: WCD 00 19 mm mm IMESMI SCALE' 1 8"-1'-O" ENGINEER: SYP APPROVED: City of Tukwila BUILDING DIVISION CHECKED: DATE: SUBTITLE CURRENT REVISION SYMBOL DATE FLOOR PLAN W3108998 H 1 02.27.15 SHEET TITLE RELOCATE ELECTRONIC. FLIGHT BAG GROUP (EFB) 1A16 BUILDING 2-3 1 JOB NO. COMP NO. 586456-02 ARCHITECTURAL MASTER COL. WF-WJ/3.5-7 PLANT2, WA DWG 10. 2-31=1A16 m EL rn M cV CV CV d- N 0 6 5.5 T5 4.5 4 7 6.5 3.5 SYM A EXPAND SWITCHBOARD B REMOVE WALLS C HVAC ROOM 1H6 D CEILING ACCESS DOOR — CAD CONVERSION REVISION BY APPROVED DATE SYM I REVISION BY J#193075-04 AY E 1D6 DENSITY IMPROVEMENTS W2152005 BUFFALO DSO#0010027 BC RDS 3.6.90 F1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI J#700531 RF RLS JCT WDB 3.7.91 DSO#D1020088 AY JB J. BURT 7.16.91 CADDNW 01.16.98 REFLECTED CEILING PLAN SCALE: 1 /8" = 1'-0 4619 TERED VEGIS ARCHITECT SAMUEL Y. PARK STATE OF WASHINGTON I ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED APPROVED BY DEPT. DATE LEGEND: B 2X4 LIGHT FIXTURE �) EXIT LIGHT FIXTURE, CEILING MOUNTED DIRECTION OF EGRESS NOTED EXIT LIGHT FIXTURE, WALL MOUNTED DIRECTION OF EGRESS NOTED �O HVAC SUPPLY � 171 HVAC RETURN GENERAL CEILING NOTES: 1. CEILING HEIGHT IS AS NOTED ON CEILING PLAN. DIMENSIONS ARE FROM FINISHED FLOOR TO FINISHED CEILING. 2. REFER TO THE ELECTRICAL DRAWINGS AND SPECIFICATIONS FOR SPECIFIC INFORMATION REGARDING THE LIGHT FIXTURES AND OTHER ELECTRICAL DEVICES SHOWN ON THIS SHEET. CONSTRUCTION NOTES: F 1 L INSTALL R19 ACOUSTICAL CEILING GATT OVER EX DEMOUNTABLE PARTITIONS, EXTENDING 48" TYP. 2� INSTALL NEW CEILING TILES IN FRONT OF DOOR 115 TO MATCH EXISTING. CO®E CoMpLIANCE A� PR®VED APR 0 12015 City of Tukwila BUILDING DIVISION ISSUED FOR PERMIT Our difference is engineered. www.hardsgroup.com C1r1'V O l ILA REVISION "F" ONLY PROJECT N0: 12564.00 ri�AR 18 2Ql5I OL1 DRAWN: RVP PROJ MGR: WCD PEAMITC�NT�R ENGINEER: SYP APPROVED: CHECKED: DATE: DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE CHECKED D 7.11.89 REFLECTED CEILING PLAN w3108998 F 02.27.15 CHECKED SHEET ENGINEER TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) CHECKED 1 A286 APPROVED BUILDING 2-3 1 JOB NO. W215200COMP NO. 5 APPROVED ARCHITECTURAL MASTER COL. WF-WJ/3.5-7 PLANT 2 DWG No. 02-031-1A286 14) (10) (7 $1 1 A281 1 A283 1A280 1A282 1A284 KEY PLAN N SCALE: NONE 1A285 8' 4' 0 4' 81 6' SCALE: 1 /8"=1'-0" GENERAL NOTES 1. NOR USED. rwnnrr,,rn n» r n_ /n r\rnv,Krn SECTION AT INTERIOR PARTITION SCAtE'. 3/4'•=1'-4 1 A13 A202 ri TYP EXISTING UNISTRUT SUPPORT A202 5548 SYSTEM EXISTING UNISTRUT SUPPORT SYSTEM NEW ACT CEILING SYSTEM NEW ACT CEILING J SYSTEM NEW 6 INSULATION NEW CEILING AS SCHEDULED EXIST CEILING LAB SERVER ROOM ' NEW PARTITION 5/8" TYPE 'Y' GWB 3.5"x20 GA METAL STUDS AT 24" O.C. 5/8" TYPE 'Y' GWB 4" RUBBER BASE 24"x24" ACCESS FLOOR PANEL W/ ESD TILE - TYP METAL RUNNER CHANNEL SECURE W/ 0,177 INCH DIA. POWDER ACTUATED FASTENERS 2" @ 16" O.C. SECTION AT INTERIOR . PARTITION SCALE: 3/4"= '-0" 1 Al qA202 0 0'-0" OFFICE EEC 1 NEW PARTITION 5/8" TYPE "X" GWB 3.5" x20 GA METAL CD STUDS AT 24" O.C. 5/8" TYPE "X" GWB a' 131 EXISTING UNISTRUT SUPPORT SYSTEM NEW ACOUSTIC CEILING SYSTEM o� ww� SERVER ROOM EXISTING PARTITION CONSTRUCTION NOTES EXTEND 5/8" TYPE 'X' GYPSUM BOARD AS REQUIRED. PAINT TO MATCH EXISTING. WALL INSULATION WHERE NOTED ON PLAN. 4" RUBBER BASE 4" RUBBER BASE 24"x24" ACCESS FLOOR PANEL W/ 24"x24" ACCESS ESD TILE - TYP FLOOR PANEL W/ ESD TILE - TYP REV D OR CODE COMPLIANCE OF-O„ APPROVED EXIST. FLOOR I EXIST. FLOOR 1 /2" 0 ANCHOR BOLT 1 /2" 0 ANCHOR BOLT WITH 2 3/4" EPDXY WITH 2 3/4" EPDXY EMBED Q 24' O.C. EMBED @ 24 O.C. ISSUED FOR PERMIT SECTION AT INTERIOR PARTITION c SECTION AT INTERIOR PARTITIONOur diffe en�neerea►. 9 SCALE: 3/4"=1'-0" 1A16 A202 SCALE: 3/4"=1'-0" 1A16 A202 www.harrisgroup.com ►', e '4P XWNA SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE 4619 ACCEPTABILITY — 2-31 BUILDING RENOVATION 586456-02 ---C/ROLLUDA REI 08.15.11 REGISTERED THIS DESIGN AND/OR ARCHITECT SPECIFICATION IS APPROVED A BUILDING 2-31 AS —BUILT 586456-02 ---C/ROLLUDA 10.09.12OEH� ® APPROVED BY DEPT. DATE B1 RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI WCD 02.27.15 SAMUELY.PARK STATE OF WASHINGTON Group Harris REVISION "B" ONLY MAR 18 20151 PROJECT NO: 12564.00 ftmw4If CENTER DRAWN: PROJ MGR: WCD y OZF I? ENGINEER: APPROVED: CHECKED: DATE: DATE SUBTITLE CURRENT REVISION SYMBOL DATE 03.25.11 WALL SECTIONS W3108998 131 02.27.15 SHEET TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) A202 BUILDING 2-3 1 JOB N0. COMP NO. 586456-02 ARCHITECTURAL MASTER PLANT 2 DWG No. 02-031-A202 DOOR SCHEDULE DOOR MARK DOOR SIZE TYPE MATL. FINISH RATING FRAME MATL FRAME FINISH HDW GROUP` DETAILS NOTES HEAD JAMB SILL FIRST FLOOR 1 3'-0" X 7'-0" H HM PT - HM PT 1 6/A500 6/A500 - BADGE READER 2 3'-O" X 7'-0" H HIM PT - HM PT 1 3/A500 4/A500 5/A500 BADGE READER 3 10'-0" X 10'-0" C MTL PT - MTL PT - 1 A500 2 A500 - ELECTRICALLY OPERATED 4 0'-0" X 10'-0" C MTL PT - MTL PT - 1 A500 2 A500 - ELECTRICALLY OPERATED 5 3'-0" X 7'-0" H HM PT - HM PT 1 3/A500 4/A500 5/A500 BADGE READER 6 3'-0" X 7'-0" A HM PT - HM PT 2 8/A500 8/A500 15/A500 7 3'-0" X 7'-0" A HM PT - HM PT 3 6/A500 6/A500 - 8 8'-0" X 10'-0" C MTL PT 11 /2 HR HM PT - 9/A500 10/A500 - ELECTRICALLY OPERATED 9 10'-0" X 3'-6" C MTL PT 11 /2 HR HM PT - 9/A500 10/A500 - ELECTRICALLY OPERATED 10 3'-0" X 7'-0" H HM PT 20 MIN HM PT 1 7/A500 7/A500 - BADGE READER 11 8'-0" X 10'-0" C MTL PT 11 2 HR HM PT - 9/A500 10/A500 - ELECTRICALLY OPERATED 12 3'-0" X 7'-0" F HM PT 20 MIN HM PT 5 12/A500 13/A500 - 13 4'-0" X 7'-0" A HM PT 20 MIN HM PT 4. 8/A500 8/A500 - BADGE READER 14 PR3'-0" X 7'-0" B HM PT 20 MIN HM PT 6 8/A500 8/A500 - 15 12'-0" X 10'-0" - PL FACT - MTL FACT - - - - PLASTIC STRIP CLG MOUNT 16 12' '0" X 10'-0" - PL FACT - MTL FACT - - - PLASTIC STRIP - CLG MOUNT 17 10'-0" X10'-0" C MTL PT 11/2HR MTL PT - 16/A500 17/A500 - ELECTRICALLY OPERATED 18 3'-0" X 7'-0" A MTL PT 20 MIN MTL PT 7 8/A500 8/A500 - 19 10'-0" X 10'-O" C MTL I PT 11 2HR MTL PT - 16/A500 17/A500 - ELECTRICALLY OPERATED 115 6'=0" X 7'-0" H HM PT 20 MIN HM PT 6 1 /A350 1 /A350 2/A350 REINSTALL EXIST CYPH. LOCK 1 H5 3'-0" X 7'-0" F HM PT 20 MIN HM PT 2 1 /A350 1/A350 2/A350 1 F5 3'-0" X 7'-0" F HM PT 20 MIN HM PT 2 1 A350 1 A350 2/A350 114 6'-0" X 7'-0" E HM I PT - HM PT 6 1 A350 1 A350 - 215 6'-0" X 7'-0" J HM PT - HM PT 6 1 A350 jJA350 - CYPHER LOCK & CARD READER DOOR TYPES In 6"(TYP) \ / \ A B C D E FLUSH FLUSH ROLL. UP OVERHEAD SECTIONAL FLUSH FLUSH FLUSH FLUSH FLUSH RELITES SAME (NTS) AS TYPE "A" NOTE : ALL GLASS LITES SHALL BE 1 /4" TEMP GLASS NOTE: STRIP PLASTIC DOORS SHALL . BE ECONOMAX MANUFACTURING BI-MOUNT 8" X .080 MODEL 8802 50% OVERLAP IN STANDARD COLOR 5/8" GWB EA. SIDE R-19 BATT INSULATION STL. STUDS AT 16" O.C. DOUBLE STUDS © JAMB SEALANT, EA. SIDES 18 GA. HM FRAME FLOOR SLAB HM DOOR DOOR HEAD JAMB S I M SILL SCALE: 1 1/2"=1'-0" - A350 SCALE: 1 1/2"=1'-0" N fl a DATE SYM REVISION SYM REVISION BY APPROVED Al RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02.27.15 TOLD DOOR SCHEDULE DOOR DOOR SIZE TYPE MATL FINISH RMATL FINISH GROUP RATING FRAME FRAME HDW HEAD D JAMB SELL NOTES. Al HARDWARE GROUPS ----------------- GROUP ONE 1 1/2 PR HINGES HAGER BB1279 X 4 1/2 X 4 1/2 X 26D 1 EA LOCKSET YALE PB5405L X 26D 1 EA ELECT. STRIKE FOLGER ADAMS 712-75 X 32D 1 EA CLOSER YALE 4400 SB 1 EA WEATHERSEAL PEMKO S88D GROUP TWO 1 1/2 PR HINGES HAGER BB1279 X 4 1/2 X 4 1/2 X 26D 1 EA LOCKSET YALE PB5408L X 26D 1 EA CLOSER YALE 4400 SB (SMOKE GASKET AND DOOR BOTTOM FOR 20 MIN RATING) GROUP THREE 1 1/2 PR HINGES HAGER BB1279 X 26D 1 EA CLOSER YALE 4400 SB 1 EA LOCKSET YALE PB5408L X 26D 1 EA WEATHERSEAL PEMKO S88D GROUP FOUR 1 1/2 PR HINGES HAGER BB1279 X 4 1/2 X 5 X 26D 1 EA CLOSER YALE 4400 SB 1 EA LOCKSET YALE PB 5405L X 26D 1 EA ELECT. STRIKE FOLGER ADAMS 712-75 X 32D 1 EA ARMOR PLATE 34" WIDE X 36" HI X 32D AlF NSTRUCTION NOTES NT ALL NEW HM DOOR AND FRAME TO MATCH STING. GROUP FIVE 1 1/2 PR HINGES HAGER 8131279 X 4 1/2 X 4 1/2 1 EA CLOSER YALE 4400 SB 1 EA LOCKSET SIMPLEX RH 10004M X 26D 1 EA WEATHERSEAL_ PEMKO S88D 1 EA WALLSTOP GLYNN . JOHNSON 60C X 32D GROUP SIX 3 PR HINGES HAGER BB1279 X 4 1/2 X 4 1/2 X 26D 1 EA CLOSER YALE 4400SB 1 EA LOCKSET YALE PB5408L(VERIFY) X 26D 1 SET FLUSHBOLTS GLYNN JOHNSON F136 X 26D 1 EA DUSTPROOF STRIKE ` GLYNN JOHNSON DP2 X 26D 1 EA ARMOR PLATE BBW 34" WIDE X 36" HI 1 EA DOORSTOP GLYNN JOHNSON 60 W X 26D 1 EA ELECTRIC STRIKE FOR UNICAN LOCK (WHERE REQUIRED) 1 EA UNICAN LOCK TO MATCH EXISTING (WHERE REQUIRED) SMOKE GASKET AND ASTRAGAL REQUIRED FOR. 20 MIN RATING) (NOTE: NO DOOR LEVER ON INACTIVE LEAF GROUP SEVEN 1 1/2 PR HINGES HAGER BB1279 X 4 1/2 X 4 1/2 X 26D 1 EA EXIT DEVICE VON DUPRIN 99LF X 992LM X26D 1 EA CLOSER YALE 4400 SIB ,. .. w;..;..,.., .... 1 EA WALLSTOP GLYNN JOHNSON 60C X 32D RE1f1EVVfr=D FOR CODE COMPLIANCE APPROVED APR 0 1 2013 City of Tukwila BUILDING DIVISION ISSUED FOR PERMIT 1 -1 Our difference is engineered. www.harrisgroup.com FIECEM effY OF TUI4W A Harris Grotil) REVISION "A" ONLY MAR 18104 PROJECT NO: 12564.00 ' DRAWN: RVP PROJ MGR: WCD PF.RMITCENTER ENGINEER: SYP APPROVED: CHECKED: DATE: DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE 4619 ACCEPTABILITY D. R. SMITH 02.21.96 DOOR SCHEDULE W31089.98 Al 02.27.15 REGISTERED THIS DESIGN AND/OR CHECKED SHEET ARCHITECT SPECIFICATION IS .APPROVED TITLE APPROVED BY DEPT. DATE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) A350CHECKED SAMUEL Y. PARK BUILDING 02 031 -WA� JOB N0. COMP N0. STATE OF SHINGTON APPROVED 972127-00 APPROVED ARCHITECTURAL MASTER PLANT 2 DWG NO. 02-031-A350 FINISH SCHEDULE- ROOM WALLS CEILING FLOOR BASE FINISH SCHEDULE NOTES NUMBER FROM NAME NORTH EAST SOUTH WEST TYPE HEIGHT SHEET FIRST FLOOR 11WF4 1A16 LABORATORY FLOOR PANEL RCB PT-1 PT-1 PT-1 PT-1 C-1 9 -0 " VCT OVER NON ACCES FLOOR AREA 1104 1A16 STORAGE FLOOR PANEL RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 12WI5 1A16 SERVER ROOM FLOOR PANEL . RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 11WF5 1A16 WORK ROOM CPT RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 11WG5 1A16 OFFICE CPT RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 11WH5 1A16 OFFICE CPT RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 1105 1A16 ELECT CPT RCB PT-1 PT-1 PT-1 PT-1 C-1 9'-0" 5/8" TYPE "X" GWB (EACH SIDE) 3 5/8" METAL STUDS @ 24" O.C. ACOUSTIC INSULATION BLANKET (3") - WHERE NOTED ("S") 5/8" TYPE "X" GWB (EACH SIDE) 3 5/8" METAL STUDS ® 24" O.C. 1—HOUR RATING WHERE INDICATED ON PLAN 1 NON —RATED WALL n HEAD TYPE 'C' PARTITIONS TO CEILING. IEFORMED TRACK :XISTING 2" T&G )ECKING �"0 8 GA METAL STUDS IRACE TO STRUCTURE ABOVE ATLERNATING I'-O" O.C. 'USPENDED ACOUSTICAL 1LE SYSTEM ,YPSUM AND METAL STUD WALL, SEE PLANS FOR WALL TYPES NONBEARING WALL /^ C METAL RUNNER CHANNEL. SECURE TO CONCRETE W/ 0.177 INCH DIA POWDER ACTUATED FASTENERS 2" FROM ENDS AND 16" O.C. AT WALLS REQUIRING ACOUSTICAL BATTS, SET TRACK IN ACOUSTICAL SEALANT. AT WALLS REQUIRING ACOUSTICAL BATTS, PROVIDE 1/4" GAP TO FLOOR AND SEAL AIRTIGHT WITH ACOUSTICAL SEALANT BASE TYPE STANDARD PARTITIONS TO BASE NONBEARING WALL 5 SYM REVISION BY APPROVED DATE SYM REVISION A RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02.27.15 F-I P5500 UNISTRUT, SEE DETAIL 1/S548 EXISTING UNISTRUT SUPPORT SYSTEM `o SEE WALL TYPE. SEE CEILING PLANS ACOUSTIC BATTS WHERE OCCURS HEAD TYPE 'C+6' PARTITIONS ABOVE CEILING NONBEARING WALL 4 C+6 FINISH SCHEDULE KEY: RCB 4" RUBBER COVE BASE, ROPPE; COLOR 193 BLACK BROWN PT-1 GLIDDEN PROFESSIONAL; COLOR A1856 DESIGNER GREY. CPT CARPET TILE, LEES CARPETS; EMERGING LIGHTS MODULAR DK973; COLOR 408 SLATE. INSTALLATION METHOD = BRICK ASHLAR C-1 ACOUSTIC PANEL CEILING; a) ARMSTRONG 2'x4'x5/8" FISSURED LAY —IN —CEILING TILE, COLOR; WHITE b) ARMSTRONG 15/16" EXPOSED TEE COLOR; WHITE ACCESS FLOOR: STATIC CONTROL HPL PER SPECIFICATIONS. LEGEND SEE DRAWING 02-031—AOA FOR GENERAL LEGEND SHEEP. WALL TAG KEY X =WALL TYPE NUMBER A =ACOUSTICAL WALL INSULATION R =THERMAL BAIT INSULATION X'—X" =SPECIFIC HEIGHT S = TO STRUCTURE XA HEIGHT C = TO CEILING FIRE RATING C+6 = TO 6" ABOVE CEILING NR OR NO RATING PROVIDED =NON RATED 1—HR = 1 HOUR FIRE RATED CONSTRUCTION.. GENERAL NOTES 1. PAINT ALL WALLS/COLUMNS WITHIN SCOPE OF AREA WORK. REFERENCE DRAWINGS XX—XX—XXXX NOT USED CONSTRUCTION NOTES D[�:>NOT USED. rREVEVI/D FOR . CODE COMPLIANCE APPROVED APR 0 1 2015 City Of Tukwila BUILDING DIVISION ISSUED FOR PERMIT to C� ^v$rxU�� Our difference iMAR ], 8' "2Q5j is engineered. 1 qmwoo www.harrisgroup.com Harris Grotip PROJECTNO: 12564.00 DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE 4619 ACCEPTABILITY R. PINLAC 01.16.15 FINISH SCHEDULE W3108998 02.27.15 REGISTERED THIS DESIGN AND/OR CHECKED ARCHITECT SPECIFICATION IS APPROVED SHEET APPROVED BY DEPT. DATE ENGINEFK TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) A353CHECKED SAMUEL Y. PARK B I' I L D� N G 02 031 ROVED v 'v � JOB N0. COMP N0. STATE OF WASHfNGTON APP W3108998 APPROVED DWG N0. ARCHITECTURAL MASTER COL. X—X/X—X PLANT 2 02-031-A353 J I LF MJJLIVIOL I SECTION HANDRAIL 8c STAIR SCALE: 1 "=1'—O" Al TCnAIATC DDA/NC ACOUSTICAL CLG. TILE, NOTCH AS REQ'D FOR BRA( PARTITIC CLG. TF 1" EMT CONDUIT PIPE W/ ENDS FLATTENED & DRILLED FOR FASTENERS. SECURE TO PARTITION TRACK W/ 3/8" MOLLY BOLT. SECURELY ATTACH OTHER END TO STRUCTURE ABOVE. PROVIDE BRACES @ 8'-0" O.C. MAX. ALTERNATE (180 DEGREES) DIRECTION AT EVERY BRACE. _E PARTITION BASE SECURED TO FLR " O.C. MAX. DEMOUNTABLE PARTITION BRACE A:) SCALE: NTS A15 A508 1-1/2 0 ALUMINUM PIPE POST & PL 1-1 /2" O ALUMINUM PIPE RAIL @ 6'-0„ O.C. MAX. /- 1- PIP RAISE 1/2 $1 BOLT SECTION RAILING & FLOOR SCALE: I"=1 -0" 1,-o,. HANDRAIL EXTENSIONS MINIMUM PARALLEL TO RAISED ACCESS FLOOR REQUIRED ONE SIDE OF RAMP ONLY 3LACK VINYL STAIR NOSING 16 GA. SHEET METAL, PAINT GRAY 4" BLACK COVE BASE REF. CARPET 1A151A505 1 1/2" DIA. ALUMINUM HANDRAIL PARALLEL TO RAMP SURFACE MINIMUM 1 1 /2 ALU M ACCESS FLOOR PANEI RAMP E� 4" COVE SECTION HANDRAIL 8c RAMP SCALE: 1 1,-O" 1 A15 A505 SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE Al RELOCATE ELECTRONIC FLIGHT BAG GROUP — IFP W3108998 HGI WCD 02.27.15 lrvmm� l 4619 ACCEPTABILITY J. BURT REGISTERED THIS DESIGN AND/OR CHECKED ARCHITECT SPECIFICATION IS APPROVED ® APPROVED BY DEPT. DATE J. BURT CHECKED Y. DSAMUEL Y. PARK STATE OF WASHINGTON APPROVE APPROVE SECTION 4 4 1r)" ILIA nnr`T 1Al61A505 1A161A505 A 1) ACCESS FLOOR PLENUM PLATE DETAIL SCALE: 3°=1'-0" SUBTITLE 14 02 SECTIONS & DETAILS TITLE RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) 14 02 BUILDING 2-31 ARCHITECTURAL MASTER "'" ACCESS )R PANELS LK JOINT VUM ANGLES DOT LENGTHS VUM PLATE GA GALV. OVERLAP SPLICE JOINT LK AND TECH EW JOINT IER DRIVEN TENERS FLOOR %a JI JOINT (ALL FLOOR) 1 A505. REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 12015 City of Tukwila BUILDING DIVISION ISSUED FOR PERMIT Our diftronce is engineered. Area www.harrisgroup.com CI11" nPn okAo REVISION "A" ONLY MAR 18 2015 PROJECT NO: 12564.00 DRAWN: RVP PROJ MGR: WCD ENGINEER: SYP APPROVED: CHECKED: DATE: 02,27.15 CURRENT REVISION SYMBOL DATE W3108998 Al 02.27.15 SHEET A505 JOB N0. NO. 520098-04 ICOIP Plant 2 DWG NO. 2-31-A505 8" MAX. 6 OR 1 3/4° /z CLEAR Ch Et #12 GA. HANGER WIRE, TYP. 3 TURNS, MINIMUM 8" MAX. —� 01 R 1 ' ' \SPACER BAR @ NON—ATTACHED WALLS PROVIDE CLEARANCE 2" AT NON—ATTACHED WALLS POP RIVET ATTACHMENT_ AND AT ONE ADJACENT WALL CEILING GRID AT WALL -SECTION (TYP) SCALE: NONE I TBD A502 WOOD STRUCTURE: (1) #10x3/4" OVAL HEAD WOOD SCREW CONCRETE: SHOT -IN ANCHOR "HILTI DN27P87 OR EQUAL VERTICAL COMPRESSION POST (U.S.G. COMPRESSION POST OR 1 EMT) LOCATE VERTICAL COMPRESSION POSTS (U.S.G. COMPRESSION POST OR 1" EMT) PER DETAIL 12 GA. VERTICAL A502 HANGER WIRE AT 12'-0" O.C. EACH WAY, LOCATED 6'-0" MAX. FROM PERIMETER WALL ATTACH TO STRUCTURE ABOVE PER DETAIL W 45° A 502 ti1q,I, USE #12 GA. SPLAY WIRE BRACING IN S N PLANE OF EACH TEE. VERTICAL ANGLE, 45°. MINIMUM 3 TIGHT TURNS AT 45° EACH END. NO BENDS OR KINKS ON 45° WIRES. E CROSS TEE 45' 0 0 MAIN TEE NOTE: HANGER WIRES "E" AND "W' ARE IN THE SAME VERTICAL PLANE AS THE MAIN TEE. HANGER WIRES "N" AND "S" ARE IN VERTICAL PLANES PERPENDICULAR TO THE MAIN TEE. CEILING BRACE - DETAIL (TYP) SCALE: NONE TBD A502 SUPPLEMENTARY SLACK WIRES SEE NOTES A502 SIM. CEILING GRID 12 GA. HANGER WIRES 4 —0 O.C. EACH WAY (TYPICAL) CO LLJ LIGHT FIXTURE `\ — ATTACHED TO _SUSPENDED ..STRUT SECTION TYP CEILING SYSTEM SCALE: 3"= 1'-0" A502 NOTES: 'r WITH (2) 1 /2 SELF TAPPING A. SMS, ONE AT EACH END LIGHT FIXTURES < S: ONLY ONE SUPPLEMENTAR ANGER WIRE REQUIRED. B. LIGHT FIXTURES >10LBS & <56LBS: TWO SUPPLEMENTARY HANGER WIRES °.d - DIAGONALLY PLACED ARE REQUIRED. I- d .. a �, C. LIGHT FIXTURES >56LBS: SHALL BE CD =- a " • WOOD BEAM OR JOIST: 1 /4 � x 1-1 /4 SUPPORTED DIRECTLY FROM STRUCTURE _ `� EMBED LAG BOLT ABOVE. c� STRUCTURAL CONC: HOT —IN ANCHOR D. CROSS —TEES SHALL BE SAME LOAD CARRYING "HILTI" DN27P87 OR EQUAL CAPACITY AS MAIN TEES. E. SUPPLEMENTARY HANGER WIRES ARE TO m 5/8" CEILING CLIP OR EQUAL INSTALLED SLACK: 'HILTI" MAX 13 GA. X 3/4 2 WIDE 12 GA. HANGER, SLACK LIGHT I I /BTU R E v 3Lij TYP TURNS EACH D NFULL N T — ATTACHMENT H M E N DETAIL (TYP) Of Of SCALE: NONE TBD A502 O o . ° WOOD BEAM OR JOIST: 1 /4„ 0 x 1-1/4' f � d EMBED LAG BOLT STRUCTURAL CONC: HOT —IN ANCHOR ° "HILTI" DN27P87 OR EQUAL o x I Q o CV LU z Lj U z MAX CEILING STRUT -PLAN (TYP SCALE: NONE SUSPENDED CEILING SYSTEM USG — DONN HIGH PERFORMANCE DEMOUNTABLE PARTITION . TOP CEILING TRACK USG — DONN HIGH PERFORMANCE DEMOUNTABLE PARTITION CLIPS AT 1'-6" O.C. ALONG. EACH PANEL EDGE 4" RUBBER OR VINYL BASE F'—n" #12 WIRE HANGERS AT 4'-0" O.C. EACHWAY SUSPENDED FROM STRUCTURE ABOVE. CEILING BRACING AT 12'-0"x12'-0" O.C. (MAX) LATERAL BRACING FOR WALL BELOW CEILING A502 (NP) DEMOUNTABLE OR FRAMED WALL BELOW SUSPENDED CEILING GRID NOTE: SEE DETAIL E/A502 FOR TYPICAL LIGHT FIXTURE ATTACHEMENT. A502 Al SEISMIC SPLAY BRACING (12 GA. WIRE) (1) . FOUR —WIRE SPLAY BRACE AT 8'-0" O.C. (MAX) WALL INTERSECTION CAN COUNT AS BRACE SEE A502 ATTACH TO TOP TRACK WITH HILTI CEILING CLIP AND (1) #10 x 1" (TYPICAL) USG — DONN HIGH PERFORMANCE DEMOUNTABLE PARTITION METAL STUD (2") AT 2'-0" O.C. USG — DONN HIGH PERFORMANCE DEMOUNTABLE PARTITION PANEL (VINYL FACED 5/8" GYPSUM WALLBOARD EACH SIDE OF WALL) LEGEND I F(_ F KI F) • NOT USED. GENERAL NOTES: 1. SYSTEM SHOWN ON THIS SHEET IS DESIGNED TO CONFORM TO THE SEISMIC REQUIRMENTS OF DESIGN CATEGORIES D, E & F OF THE CEILINGS & INTERIORS SYSTEMS CONSTRUCTION ASSOCIATION, SEISMIC ZONES 3 & 4, MAY 2004. 2. SUSPENDED CEILINGS THAT ARE DESIGNED AND CONSTRUCTED TO SU[[ORT CEILING PANELS OR TILES, WITH OR WITHOUT LIGHTING FIXTURES, CEILING MOUNTED AIR TERMINALS, OR OTHER CEILING MOUNTED SERVICES SHALL COMPLY WITH THE REQUIREMENTS PER THIS SHEET. A. CEILING AREAS OF 144SF OR LESS SURROUNDED BY WALLS THAT CONNECT DIRECTLY TO THE STURCTURE ABOVE SHALL BE EXEMPT FROM THE LATERAL LOAD DESIGN REQUIREMENTS. B. CEILINGS CONSTRUCTED OF LATH & PLASTER OR GYPSUM. BOARD, SCREW OR NAIL ATTACHED TO SUSPENDED MEMBERS THAT SUPPORT A CEILING ON ONE LEVEL EXTENDING FROM WALL TO WALL SHALL BE EXEMPT FROM THE LATERAL LOAD DESIGN REQUIREMENTS PER THIS SHEET. 3. SUSPENSION WIRES SHALL NOT. HANG MORE THAN 1 IN 6 OUT —OF —PLUMB UNLESS COUNTERSLOPING WIRES ARE PROVIDED. 4. RIGID BRACING MAY BE USED INSTEAD OF DIAGONAL SPLAY WIRES. 5. BRACING MUST LIMIT CEILING MOVEMENT TO LESS THAN 1/4 INCH AT THE POINT OF ATTACHMENT. 6. CEILING AREAS GREATER THAN 2500 SF MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS UNLESS ANALYSIS ARE PERFORMED TO DEMONSTRATE THAT THE CLOSURE TRIMS AND ANGLES PROVIDE ENOUGH CLEARANCE TO ACCOMMODATE THE ADDITIONAL CEILING MOVEMENT. CONSTRUCTION NOTES: .,CONSTRUCTION NOTES 1. NOT USED. NOT USED. E1tiii & FOR CODE COMPLIANC APPROVED APR 0 1 2015 City of Tukwila BUILDING DIVIS10 FOR REFERENCE ONLY (BOTH SIDES) FINISHED FLOOR (CARPET BY OWNER) STEEL STRAP 1 " WIDE BY 456 MAX. FACILITY DESIGN BY. HGI DATE 02,27:15 2" LONG X 12 GA. 12 GA. SLACK AND/OR / . NOTE. DEMOUTNABLE WALL SHOWN, .TYPICAL USG — DONN HIGH PERFORMANCE SPLAY WIRE, TYP LATERAL BRACING FOR -STUD FRAMED DEMOUNTABLE PARTITION 3 FULL TURNS EACH END .METAL WALL ALSO. (TYP) FLOOR TRACK SECURED TO FLOOR WITH POWDER DRIVEN HILTI #X—DNI-22P8 7/8" LONG AT 4'-0" O.C. (MAX) OR 1 /4"0 x 2-1/2" EMBED ANCHOR ISSUED FOR PERMIT HANGER, SLACK AND DEMOUNTABLE PARTITION OR Our difference is engineered. S P LAY WIRE - SECTION TYP FRAMED WALL BRACING TYP wvREVISI rN "K > O OF ruk-MIA SCALE: 3„=1,—O„ A502 SCALE: 1„= 1,70„ TBD A502 F. ONLY PROECNOK2564.00 MAR 18 2015' DRAWN: PROJ MGR: :WCD PERMITCENTER U 0 1 ENGINEER: APPROVED: CHECKED: DATE: SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE ACCEPTABILITY DRAWN DATE SUBTITLE CURRENT REVISION SYMBOL DATE 46�9 SEISMIC BRACING DETAILS -CEILING & PARTITIONS W3108998 Al 02.27.15 REGISTERED THIS DESIGN. AND/OR CHECKED Al RELOCATE ELECTRONIC FLIGHT BAG GROUP - IFP W3108998 HGI WCD 02.27.15 RCHITECT SPECIFICATION IS APPROVED SHEET TITLE ® APPROVED BY DEPT. DATE T. HANSON 9.27.04 RELOCATE ELECTRONIC FLIGHT BAG GROUP (EFB) BOE/��l �/" CHECKED A506 UELY. PARK BUILDING \G O� O3 1 FWASHINGTON APPROVED � JOB. N0. COMP N0. STATE O W3108998 APPROVED DWG NO. ARCHITECTURAL. MASTER COL. X-X/X—X PLANT 2 02-031-A506