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HomeMy WebLinkAboutPermit D07-434 - RAINIER INDUSTRIES - TENANT IMPROVEMENTRAINIER INDUSTRIES 18375 OLYMPIC AV S D07 -434 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: Value of Construction: Type of Fire Protection: Type of Construction: doc: IBC - 10/06 7888900130 18375 OLYMPIC AV S TUKW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RAINIER INDUSTRIES 18375 OLYMPIC AV S , TUKWILA WA AMMEX CORPORATION PO BOX 88047 , TUKWILA WA 98138 Contact Person: Name: VICKI SOMPPI Address: 22002 64 AV W, STE 2C , MOUNTLAKE TERRACE WA 98043 Phone: 425 670 -6706 Contractor: Name: GATEWAY CONSTRUCTION SRVCS INC. Address: 701 DEXTER AVE N SUITE 420 , SEATTLE WA 98109 Phone: (206)621 -9111 Contractor License No: GATEWCS992C3 DESCRIPTION OF WORK: TENANT IMPROVEMENT: EXTERIOR WORK TO INCLUDE NEW LOADING DOCKS AND NEW HC RAMP. RESTRIPE PARKING AS REQUIRED FOR NEW HC STALL. INTERIOR WORK TO INCLUDE DEMOLITION, NEW PARTITION WALLS, DOORS, RELITE, ELEVATOR, AND NEW RR CONFIGURATION. EXPANSION OF OFFICES ON 1ST AND 2ND FLOORS ALSO INCLUDED. $772,000.00 SPRINKLERS VB DEVELOPMENT PERMIT * *continued on next page ** Permit Number: Issue Date: Permit Expires On: Expiration Date: 03/04/2008 Fees Collected: International Building Code Edition: Occupancy per IBC: D07 -434 02/26/2008 08/24/2008 $9,261.10 2006 0008 D07 - 434 Printed: 02 -26 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Permit Center Authorized Signature: City ot Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N I hereby certify that I have read and ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied , whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. II am authorized to sign and obtain this development permit. Signature: - �.g- ''�.3 -•.%_ " Date: 2 /2 40 /O8 Print Name: TE ucE BL i.&T / 4D•.tier-- (■Ibu31P4F This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Date: Permit Number: D07 -434 Issue Date: 02/26/2008 Permit Expires On: 08/24/2008 doc: IBC -10/06 D07 -434 Printed: 02 -26 -2008 Parcel No.: 7888900130 Address: Suite No: Tenant: 18375 OLYMPIC AV S TUICW RAINIER INDUSTRIES 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D07 -434 ISSUED 11/27/2007 02/26/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 11: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 12: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 13: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 14: All wood to remain in placed concrete shall be treated wood. 15: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. doc: Cond -10/06 007 -434 Printed: 02 -26 -2008 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 17: 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. 18: Manufacturers installation instructions shall be available on the job site at the time of inspection. 19: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 20: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206 - 431 - 3670). 23: 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. 24: ** *FIRE DEPARTMENT CONDITIONS * ** 25: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 26: 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" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 27: 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 nun) 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) 28: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 29: 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) 30: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that doc: Cond -10/06 D07 -434 Printed: 02 -26 -2008 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4 -4) 31: 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) 32: 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) 33: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 34: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 35: 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) 36: 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 1011.5.1) 37: 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 1006.1, 1006.2, 1006.3) 38: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 39: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 40: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 41: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 42: 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 doc: Cond -10/06 D07 -434 Printed: 02 -26 -2008 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 43: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 44: Local U.L. central station supervision is required. (City Ordinance #2051) 45: 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 #2051) 46: 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 #2051) (IFC 104.2) 47: An electrical permit from the City of Tukwila Building Department Permit Center (206 - 431 -3670) is required for this project. 48: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 49: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 50: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 51: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 52: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 53: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 54: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 55: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 56: Prior to final permit sign -off, RPPA on domestic water service, DDCVA on fire prevention line, DCVA for irrigation & irrig meter upgrade shall be installed tested and signed -off. Applicant shall apply for a separate Public Works construction permit to install DDCVA for fire prevention, irrigation DCVA and irrigation meter upgrade. * *continued on next page ** doc: Cond - 10/06 007 -434 Printed: 02 -26 -2008 Signature: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Print Name: GE 13 Mr / ILA t .4. cat- r lDis77_1 doc: Cond -10/06 D07 -434 Date: 2 /Z6 / 0 6 ordinances governing or local laws regulating Printed: 02 -26 -2008 CITY OF TUKWILA Community Development iartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Site Address: ) O J7 d' ywi AVE- S • Tenant Name: ex TookosiY'i ) Property Owners Name: FQ Inde51 -6es Mailing Address: I y35 61 vv cAt_ Ay )e.. S. 1rx City Name: \! ick1 `30 vvl p s i E -Mail Address: V ic..K1'J 0 C OVE'► U(aI iJ S(3Ii ' COM King Co Assessor's Tax No.: 78 SC1 00 I 30 Suite Number: New Tenant: Floor: .... Yes ❑ ..No 6 1eIgg Zip A State CONTACT PERSON Day Telephone: L.(Z? • G7.6 -67IDC0 Mailing Address: ZZ(UZ q Ave_ . EA) Mn►*1 Wc(kP. 'r l igAC'Z. WA C''&Y -13 City State Zip Fax Number: NZ5 ' 7 7 q ct GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: C 4e t,) W11 J I Uc n Soce\hce.S Mailing Address: - 7n I De.. Ave.. A ) . ' 420 y en, k - W A- R 6l Chi' City State Zip Day Telephone: 2 06 - 6 2 -1 -(4 11 1 Fax Number: ZOCta - 6 ZI - q 1 l3 Contact Person: 1(1 SO CC .C) E -Mail Address: +f0 rl, Tkl►ekcaNt t CUY11 Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD All glans must be wet stamped by Architect of Record Company Name: COO v _(2.I I t Zi ah 6rf)Up Y, Mailing Address: 2.2-007- & t L» AL$2- GL) A'fr unflOce ��Xrac� t 11) 1 -1 State Zip Contact Person: ' 1 Ck j ..)144(4:S1 E -Mail Address: ViCIC ;S rnv11,1,.4_10P.M,/ . C o v1.1 ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record q:\lpermas plwticc dungeslpennit application (7 -2004) Revised: 64.05 bh Page 1 City Day Telephone: 112.6 - C27() - Cp 74)( Fax Number: qZ5 -"77u - ez I q Company Name: V C 1 FX1Gc1Y► e C V S Mailing Address: 31 al) (",o1 ‘o Ave, t I W o SivegtF WA 96.01 \ . J City State Zip Contact Person: �Y'r(JJ S�, O W,er Day Telephone: A Z.S - 2S -- DI S 9 E -Mail Address: Fax Number: 1 Valuation of Project (contractor's bid price): $ 2, 000 Existing Building Valuation: $ Scope of Work (please provide detailed information):1"-eV1d\A \w-a&±. 01 U w ...•tn . rot S Fla_Utld 0(' - P o Y u1 C• S ' t r i l l • I t t i i , v w o rl_ -to 7 v d uc1t JCWMO L I-h n v► S tc5 on 1S av — -Moors ctlso ihCli-to Will there be new rack storage? ❑ ..Yes 14.. No If "yes ", see Handout No. for requirements. Provide AU Building Areas in Square Footage Below l' Floor r Floor Floor Floors Basement Accessory Structure Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck Interior Remodel l o 338 1 2 D 10`2 6 1 Addition to Existing Structure Type of Construction per IBC V -N Type of Occupancy per IBC 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 for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 'll.. Sprinklers ❑ ..Automatic Fire Alarm Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ -Yes .No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Sa ety Data Sheets. q: \\permits plus\icc changes\permit application (7 -2004) Revised: 6-3-05 bh ❑ ..None El. Other (specify) Page 2 PUBLIC WORDS PEitMIT INF MA.TION 206=433 =0179: Scope of Work (please provide detailed information): Sewer District ❑ ...Tukwila ❑ ... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ q: \\permits phn\icc ehanges\permrt application (7- 2004) Revised: 6.11-05 bh ,, Of If ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Call before you Dig: 1- 800 - 424 -5555 „ WO# WO# WO# Private Private ❑ .. Highline ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑...Sewer Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: ❑ ...Sewage Treatment City State Zip Day Telephone: City State Page 3 ❑ ...Renton ❑ ...Traffic Impact Analysis ❑ ... Hold Harmless ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑. ..Deduct Water Meter Size Unit Type: Qty Unit 'Type: Qty Unit Type: Qty Boiler /Compressor: Qty Fumace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0-3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement Commercial: New .... ❑ Replacement Fuel Type: Electric ❑ Gas ....❑ Other: Indicate type of mechanical work being installed and the quantity below: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O OR AUTHORIZED AGENT: Signature: 44,42/ Print Name: fVf. vjV% _ k Ot SC Mailing Address: C O2- Ali Ave Date ApplicationAccepted: q: \\permits plus\icc changes\permit application (7 -2004) Revised: 6-8-05 bh n lz� -1A�- (,t) stC ML'c City Date Application Expires: Page 4 City State Zip Day Telephone: Date: it OR- 125- is O - 7oGo tiolA State X043 Zip City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us RECEIPT Parcel No.: 7888900130 Permit Number: D07 -434 Address: 18375 OLYMPIC AV S TUKW Status: APPROVED Suite No: Applied Date: 11/27/2007 Applicant: RAINIER INDUSTRIES Issue Date: Receipt No.: R08 -00536 Initials: JEM Payment Date: 02/26/2008 11:21 AM User ID: 1165 Balance: $0.00 Payee: RAINIER INDUSTRIES, LTD TRANSACTION LIST: Type Method Description Amount Payment Check 51456 5,614.56 ACCOUNT ITEM LIST: Description BUILDING - NONRES 000/322.100 STATE BUILDING SURCHARGE 000/386.904 Account Code Current Pmts Payment Amount: $5,614.56 5,610.06 4.50 Total: $5,614.56 9117 02/26 9710 TOTAL 5614.56 doc: Receiot -06 Printed: 02 -26 -2008 Parcel No.: 7888900130 Address: 18375 OLYMPIC AV S TUKW Suite No: Applicant: RAINIER INDUSTRIES Receipt No.: R07 -02589 Payee: RAINIER INDUSTRIES, LTD ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Initials: JEM Payment Date: 11/27/2007 01:13 PM User ID: 1165 Balance: $5,614.56 TRANSACTION LIST: Type Method Description Amount Payment Check 50051 3,646.54 Account Code Current Pmts 000/345.830 3,646.54 Total: $3,646.54 5390 11/27 9710 TOTAL 3646.54 Permit Number: D07 -434 Status: PENDING Applied Date: 11/27/2007 Issue Date: Payment Amount: $3,646.54 doc: Receiot -06 Printed: 11 -27 -2007 , . Prqiikct: 0- A I Nie l&Z Type of Inspection: F 1 iv 4- Addre,s,s : P 37 I 375 Ot-grvIP< Date Called: r+VS Special Instructions: / Date Wanted: 1 — Z )– Ce Cal_,IC p.m. Requester: Phone No: 'Inspect r: • eAA,1` INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION Vt. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 COMMENTS pproved per applicable codes. : El Corrections required prior to approval. A W 3 INSPECTION NO. PERMIT NO. 0" rate: - Z El $60.00 REINSPECTI0$ FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcentbr Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Yi COMMENTS: TK - a ac :11r," ' UL r,:.sl (4AT1TM �A;41 P A- J 11 y 1 e y ,f.., -,ti� 1 PP ` , `l �( eA , t. 1Vr -/j ' 2.--4' �— Ario/d. @.__ ffer --- � p Li 1-�l 6� to A // �`ar r / '4 ) AU : 1 Ll 42_! /yr[j i l e• r a.m., Requester: 4 e n A)/ S p p � . . � � . . - / , ,.S 7 e_e n ,\ 4 • Project , Ills- -- n . - e - 4_ �:c� rlf : t f Type of n f A nspect .. : v `� . Address: ,3'7S g3 9 C 'E j, f ` /I- Date Called: Special Instruction . Date Wanted: r a.m., Requester: Phone 67 ' ?a 4 — O Ss po 'I -4 31 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 14 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes. I 1 j A (Date: U orrections required prior to approval. -30-a $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. n COMMENTS: C D / z D (re OUST e,t) ( t 0_ 4 - 14 - F -- X ___b u4. i t I}= 1 A 0/- 3 `,_ -t) 4 {- ti, c A -. (k_ (1,) ) r S ,, ( LA t i, ) /1 -`-Cf h (.s S e _. r--c7 i-( 3 r" , ) �--; f - ' L.,,- : J (C 0 ( o AcL_ -e,cr / t .> s-e_ (4 3e , ' / ' 1-4 a _fa_ it, Sr sRA( I° ' /) s .- j ^ k I � T 9 / , v, P./l c,-��s-e -,Q � S ts ,, , /1,J u,, kJ A , C) IQ_A -i en ems' 7-.'v -N (,-) _ c , - � ! ; .�. ` b . rt j 2J 0 c% _S`jr 626 (( P_- ^- A t j) t v ) ,) � `1 3 AI-- s it A4 i .Q D A,r t6 Project /- +c`r" C 4 /A ? /S/ir Type of Inspection: P/ A/46. \... Addr s: /S $ DL)/mP/e' 4 Date Called: /s Special Instructions: Date Wanted: _ z 7 —p P a.m p.m. Requester: Phone No: _7 9 - 7 .•53 / INSPECTION RECORD Retain a copy with permit NSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. I mn5:t0 L orrections required prior to approval. El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: (206)431 -36X0 1 Date: 0 Z ■ COMMENTS: `7 0 ! D 'I-0 o c-/'_ / A-1 l C= e -tJ jooff S it - 6C 4 -4f_ 0 9 o - , d .-' , c/ L F — 4--A-1 AA e 1 Date Called: L)or Ael - aJr t( t- .J4 4 )/-if kk , ,l ‘ ✓ :f r a b-e f _ .Li, ,-t / A< • .f.�JKc le A 4 .►r cJ Sv /(, 'i (v<`t ; A A avo r P de 4 .'s Laos_ Requester: of- e-hw A .I Gv ro y lrett, : 5 { ' 7_' t o Yom-" i f -ey r j'- .176 44 1/4/E_ it a -rl Oei 19A -- A ,)J c .' / 64 r ItrAit rAri n, 6F b /cAjc /T6a.t-r Project:, , L A. ` c el�1vsh, of Type of : Inspectio f A ' A wC 6u ; 1 g-- "-E Add Less: r� able-- n 3 t S 6bi tR-p `l ,it Date Called: Special Instructions: Date Wanted: /'�- F . Requester: Phone No: s Z INSPECTION RECORD INSPECTION NO. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. p tor. � l OD `1 -434 PERMIT NO. (206)431 -3 6(7 8 Corrections required prior to approval. Date: 6, - 26- cxf - - n $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Prsiect: I KA , A , cz__ , , €1 ...„ki-iit 0 Type of Inspection: - (2....., Li T.--:!(pit I/ Address: /Y373 OCI-- d ' e ii--t!' Date Called: _ — Special Instructions: [ , / Date Wanted ■.__42_,,n LP ' 2 or P.m. Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4i4 PERMIT NO. (206)431-3670 Corrections required prior to approval. COMMENTS: l Inspe tor: !Date: I (0 -2q JJ $60.00 REINSPECTION FEE R QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project: ,, i .� �C � + iV . e� ti)'cr pectioq• Type of In} , R el of re. t . T.4.1 'Cr Address: / 0L /. / 'Date Ai 1e- Called: -- — Special Instructions? Date Wanted: Co - —J a.m. p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 AO-4X PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: (Date:/ (p ri $60.00 REINSPECTION FEE ;MIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Project:. KA , 1 I r -- S Type of Inspection:6 h 1 , 5(...J Ca.' t ,y Address: i c ni( 11- ‘,:/ Alf( 5_. Date Called Special Instructions/ I / Date Wanted:, %-a.44-.- (0 - 2,e(— oj- p.m. Requester: Phone No: inOG r ig(' — 03g5 4". PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit i0 cY7 -134 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: I ( — 1/\ ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: Project _� r9//Uei Typel Inspection: — i /.S f9lN l� (////// Address: Add ss: /( 75 O /MI; i't' Date Called: / Special Instructions: Date Wanted: © — /Z - OL_ m. .m. Requester: Phone No: —? - 7g& - 6 -3c9 �zr INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: A-P A ov Inspect r: I Date:b - El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspectio n Address: 1 k I '75- 0 f Li Li 1 A vv [411 (C - 5rA e.i ( e / � (I oo k-- nJL-k 0,..e. -- i a.m. -- : A.er p" M 4t.) , f1 Ar,C Ar o In e4-ef , f A 1 Proj t: , I '-, Type of Inspectio n Address: 1 k I '75- 0 f Li Li 1 A vv Date Calle s. i Special Instructions: / ! r ► E — re- s(, � (�� ��r l ) 1 6 i Se �s�k,c Date Wanted: (o a.m. -- R Phone o: o / -, D 3 �S INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 9- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. 1 Inspec/oI: rl $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: ��orr ections required prior to approval. (Date: j ��, COMMENTS: ✓ . f f .; j ( .-c "n) A- (-. ii,J .-P fL n 5rA (. P i _ S ' n 0 - •. Cf s , r 1'1\01 a n n a Ac— o (-71- n-t 1 Ca .1 ii, s . 5 1 . - - I 1 _P.-1'r .) A. 7,--c, - i a r (AA (A J - CS vic,1 `t-i t4 S /A l p e %r/' t.): 1 i L c_ir-- {-vf ) t` AvIAJLAI SAAt 4" Afls —K kc_Ati�i E Ai u p f; ar r A A \ A2 Al , A e � I : % /\ - \ �-' (�( a.m. N t e Project: ,, I`�'r, -A. P ✓ . f f Typ of Inspect n: S J.> 96"._ "�5�'_ Cis` Address: i6' 31S dL ._ c_, ki L, Date Callhd: Special Instructions: Date Wanted: �-' (�( a.m. p.m. Requester: Phone No: IA) INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12 -. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspecto 0 (f/ }� t ( Date: r —$ cv El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: !Date: A 0 ---- (-[Mk-1 Type _ /z ./ PrINJ f■AZ.11-- re r Acyl `, IA A-4,X (-..b ( i)/ d (7,4 1 ,) /v 1 J trantec4, D: (g: Requester: (A 0\14- i, SIAM \ Phone No: : A-ei 60J Cr d Aco,A,A1,4 (e_- ‘ A G1),J--e_r , lot r+ —CIS 1 C. r( t.d?._ f " 0 cc- , Prop //V/Clej—i-td• Type _ /z ./ Acyl Called: Special Instructions: trantec4, D: (g: Requester: Phone No: INSPECTION 0. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION El Approved per applicable codes. PERMIT N 4 1-• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Corrections required prior to approval. )\/ r ate lp .„. 4 0 y El lnspec or: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. r eceipt No.: 'Date: Pro, /2 0qiiY e e-__ Type of Inspection: ,97!77/1/ Address: ')L /( /-) �/ ' Date Called: Special Instructions: Date Wanted: . 5 "../ -Q, C m.- p.m. Requester: Phone v c0 6 7 .96 - 7,e3/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 0 Corrections required prior to approval. COMMENTS: /JPtii/.l ( GL utA z g Inspe Date: 5 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Ail Ail)/ i %-/ Ar r ik { :b' 10 r -i c v /i dc 3 3 c „ ST .6- 1 GJ; ,_ 1" 01: /CA_ c0? 9mPX' Date Called: Special Instructions: . /V() ,.> ii pril �j i Date Wanted: a, S � /� i . ► t r■ Projfi _ lQl A i Nc'e/ _ Ty of Inspection: '? f9.'1 /N Address: /8'.37S c 9mPX' Date Called: Special Instructions: Date Wanted: a, Requester: Phone No: n 704- o3ce5 • INSPECTION NO. ■ INSPECTION RECORD Retain a copy with permit (Inspector: 1� f n 'Date: CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 n Approved per applicable codes. El Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Proj�� /Nf / Type of 427/N /L 67 Address: /e3_775 Oz ymm % q Date Called: Special Instructions: Date Wanted: Requester: Phone cQO6 -286 ' S INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1)11-r ✓)) J ` JLJAt P ,o4 X03 1 24 4 I ZG, Inspect r: ou_.‘ A ki Date: S od„,„ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: COMMENTS: ? *rk ,rcI IA/ i;) c -PL_ i'' 1 4A 4 J A Avr `) 7 / r a.m. I Phone No: I Project: , ICA A e 0 Type 9.f In;pectim, (---, IC Li) 7 Address - , i '' 95 H1-1 C_ 4 Date Called: Date Special Instructions: ' Date Wanted. _ a.m. Requester: Phone No: 4t INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 1=1Approved per applicable codes. Corrections required prior to approval. l inspe cr r: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: 'Date: -002-4341 ‘4) COMMENTS;------- ,A t 2f 0 Type of Inspection: Fit 9/4 /A( &7 ,A-127 ,.(e vA-1-1 , rs I- A j c_ See_ Special Instructions: ,� i-& -4 S'._ 8- ©e p.m. Requester: Phone _2O 7 6G -o 36 S ��e / - - vile "1 4 -ez 54 ` e f� L-- x Co ( 7 6 .- SgMG r c..6 A-1(j 6911 j ee j r Wdi ff .. . /i Lit -1 d a h v Jo n..0 () LJt, t7 \IA Al L s 'i / JI - t - -.) Li) J I ✓` Proj t: — �- /44 /A/e'e Type of Inspection: Fit 9/4 /A( &7 Address: 4e375" oz ' m,',' , /S Date Called: Special Instructions: Date Wanted: S'._ 8- ©e p.m. Requester: Phone _2O 7 6G -o 36 S INSPECTION RECORD Retain a copy with permit 17 INSPECTION O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applica Corrections required prior to approval. Inspec or: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: IDate: !Date: —F ,o? COMMENTS: el an`. r S4 T ()n. w" / ? / c:: aoy city r'" n P eJJ r /bra v , 'i C. Fri' < � ( r- - e 0 , � v SA 4 417 0: .�� t i\ ( -- / -- t TA--( I ser ` 0 C- - X 11-r 1 1 r, "'' .V (rsT 7 - r- P s S tee; I- l 11,4 4 Pe A e / -S Project, Type of Ins � �19.1Jill Date Card: v w" / ? / Address : /8375 o2yz" ,"�g Special Instructions: Date Wanted: S 7- Q� p.m. Requester: Phone No: eQ a 6 —�cd6- o3c9S �13 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. (lnspecto(_ / " ]; IDate:_ n $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: _ Type of Inspection: Address: /e375 dL yriP/e Date Called: Special Instructions: Date Wanted: s J - oe P.m. Requester: Phone No: ( 9 d6- 764 - 0165 �I 0607-� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206X,431 -3670 Approved per applicable codes. Corrections required prior to approval. A'k ( V I COMMENTS: G Date: $5800 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: Pr -.( 5"A2,r/ ( -r tttAht 1 OA AP LJ ^f o rs CAt(l c-, r-CiA)-(‘ AA// � � rt s;,,Iri u r f( 0,-. ._•.,..1-,..A Address: I8 ?'7S di -cr-,(1-,:A. ; ,-ie,„,‘..4 ( -i c-,f,„,,--f,rst,„„p l Ah F. ,cf, rs r r (IC prl AA . I D( AV S ; ASDff t<l `Aif S� ,ir/' - /j i-JA_1 S i Ti,, F -AI e Y L i t, L �^ f U - . Q ` C,0A 1# c•� ar / A4 ( � . - i J4 zt ,_.,,c( F.. edafkf ? I A fp l�c11■..�, ( Prppject: KAm(Per LAN' Type of Inspection: Address: I8 ?'7S di l Ah F. Date Called: ..-- Special Instructions: I Date Wanted: s ` 06-- '' a.m. P.m. Requester: Phone Nj Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D0'7 ' 7�f INSPECTI.N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 2 . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspec or k/L $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: AMA 1P6 JK I ( A. 2, AU N ^L3 CO` to (Z. p k-thJ1\ o 1 yu Z ((o)r .°- a 7— g 3 d r ( � MC-Z2 ' `- — r e el 1 ,)rvtt t.\ •! (4Ja . Cb - () p,Oe J / ( t ,. f / , f ;_ & ist (-) (ejTr J 1at't OAPs - At( - 1 Sp SeitrP , . S 2 Oo — iu .-Q r-, € or-v.l✓t-{ d* GC_ 8/1' 5 / (A JCI' 4 \ ( i A-k A,D JA A5,) c -� o i- y A4e _ $1 e.4 rom(T Project: . /Z A. i1 , r1-- T j1I Cl Type of Inspection: rr . Address: k3'7 C CA AP • C /EOF Date Called: Special Instructions: i rf -t`LN, Date Wanted: S 2 a.m. c Requester: Phone No: / io r? l0 0_3 41O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Inspe tor: DJ'/ -43 PERMIT NO. Et i Corrections required prior to approval. Date: � 2 v � El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: 19j A r A )) ,,of,,,JA Type of Inspection: twri( , r.{S 4/ (A , -1 I 14 I f ,) / / o - te.) / 3 A/0.7 4 Special Instructions: I I Date Wanted:, .1._ A 1 1) r A(,, 6/,./ yi 0 Phone No: C a /5/ g--- At/ on 6 i Ace dc Project: - l_A--rn rr ,1-K\ivi . Type of Inspection: twri( , r.{S 4/ (A , -1 Address: 1)(>1 ) Date Called: Special Instructions: I I Date Wanted:, .1._ ? Requester: Phone No: 4= roI 007-431 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Approved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: I) Ar A t\ - p J 1 Type of Inspection: , ,i - J&T V 41 r/ \ •'6-(' - , • y 3 2 -ev ,nn: Requester: Phone No: X 0 6- -7 &h -03 &5 T _ c _ e _ l . , ) A , p i n A . e . - e r - kf k 0 _ stAg , Nf : AI - e ifet t-, . u n -4.�f" /(C)cif T1 e V `,1 j r G'v ' P vi Vi C A- I n il-) A 41 v JP - GO -t 11 s k wPST A---11 A r ; .vsJ / ,/ _70 Pro eht: Type of Inspection: Addr s: i 375 o!-y o(' 405 Date Called: Special Instructions: Date Wanted: y 3 2 -ev ,nn: Requester: Phone No: X 0 6- -7 &h -03 &5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 1 lnspec Of' INSPECTION RECORD Retain a copy with permit a Corrections required prior to approval. , $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: „P �' -k P p f � Type of Inspection: / 4nh,A/4 d r s A 7s 92 04tic, Date Called: 0F ,A J v S 'fp e- �i0, J) � ( -- "i Nor r � GO ('J/ 4 kof� - YOAi- =1 As — _0 Ft a = - 8'- i 2iC ?A?, 7,0 0 2-ii) /. 7. 1 ( l-� J v 7{-tJ-, it-. iQ A e r , 5 Aug 7 v4-( A e_. S 61-e_ — -_--Ar( / it NI 6r .&c2,.. /er cr` D. c . s ot/1v -e ef 0i '1(- W /'/\ cI @ <-e_ I • 4,-.‘6. ye Proj HA /-iePf ` i id7,SJ /ic Type of Inspection: / 4nh,A/4 d r s A 7s 92 04tic, Date Called: Special Instructions: Date 7ntted. Requester: Phone No: 266-786 -DS35 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. lnspeeor Dater // GA—I _1 Ale El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: 'Date: be7-V?9 Pr ct: 1 Kx4 A tA.S1 e5 Type of Inspectio : SI et ,r / -1' Lv .- Address: ig3 7 5 o l .' C ki Date a iled: -- Special Instruction t: Date Wanted: 3 Z - a.m p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: (1j U s r J efA-1 r P` t - C.� p I Date $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: P -�'� AtJ3rd (f,�,� (.'A � 11- 1 '7 / ( I r, F ` /D f.'/‘c 1, ft" `J 'c- o' t , / ) 1 -tom .Q -- 14 rii 7_ t _ Pro ect: K4 : A, eJ �(A-4* ci Type of Inspec ion: tJfr( X4.1,i (/(7i A\ Address: 1Y37S vco L l Date Called: Special Instructio Date Wanted: J - 25 - --v a.m. ` 1Y.rr Requester: Phonz 1 u6' 103f5 INSPECTION RECORD Retain a copy with permit O0r) — 431 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspet ' or: n A'/ Date: 2 s--- t " El $58.00 REINSPECTION FEE REhUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspections r I a 1& ( 7 Q WPrt1S \ti 0e -(fir; -k (L. D .1e. p.m. Requester: P Phone No: 6r: iJ / AP• A I Tkr, I( 6I: n);(0 4_ A- -711,, 61 (!•. F ✓ ? ," Pro' J t: . C�c, n , e_ /L 1 Type of Inspections r I a 1& ( 7 A / f r 2- 0 /s 1)C—`) ` ✓ - _ 'Z Date Called: Special Instructions: / Date Wanted: Vim. p.m. Requester: Phone No: Do`7. .131 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. (lnspe or � 4 I Date3 � v C � $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspedion. (Receipt No.: 'Date: COMMENTS: P/ r - - 1 A - 0 - - - i t u f S A fe___ A--4- & P ( -4- / ) 4-4- Date Wanted: 3 e .5 - -0 ce_;,_ 0 A--( ( I 4)/ ,w- .3. / Phone N -7e6-0 F 85" 0 d ck ( ,S1),,V4 4 / f , ititi:7;Z-A iir C/101r ) 1:::"S' oi l &'\ $T ,, , Project: /?4 ,;1/6°,..._2"tepsir,c, Type of Inspection: , ..5P i / ( WPIelf' Address: , / A3 7 5 Oz,4,7,04-7 I,. Date Called: i 7 4.u6 . Special Instructions: ,...C)eC.....A.-{ ri..:Aft e__c- u 1- L." A Al Date Wanted: 3 e .5 - -0 ce_;,_ p.m. Requester: Phone N -7e6-0 F 85" PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206)431-3670 INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. El Corrections required prior to approval. fl $58.00 REINSPECTIOt FEE RLUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Date r eceipt No.: 'Date: COMMENTS: of Inspection: Spec, it-1' Ads s: / dre 3 75 Obi �� G AuC Called: So„'P1 3't 1 „s-S`C 1 3 n A- 1: reS Ale ism p.m. Requester: Phone No: 7,010 —r 7 i'6 -'73Y S o t ∎ )A- /tr ()/ jv`( 1: -e. ar i MsD f)( < NITLI t c_)\ ri\-4-. 9Qc( - . 1 )A 5 Project: . y 2 n : Cr .1 n ot—J < <J of Inspection: Spec, it-1' Ads s: / dre 3 75 Obi �� G AuC Called: So„'P1 , Special Instructions: �/� poi. r e O , 1 T“ Date Wanted: - 3 -1 or ism p.m. Requester: Phone No: 7,010 —r 7 i'6 -'73Y -441 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. EJ Corrections required prior to approval. Uj -d� ), O I Date: ` � f vO 0 $58.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Inspec> f: 1 Receipt No.: 'Date: COMMENTS: of Inspection: � ,c1, n Co' N) -)/ A-- Da a ailed: sj / r &_J A dj 5. ) Qt, /` Y_,_ra` •2--/tJ Phone No 2A0 -'1Vo - 73 81 A di 14.1 0_, I/op'(( S rG (/----eJ _ I c ( liC &} r ,`(/ t_.-4 J n f.. 1-,i- (J 1 1 i /-1, Project: , k A4 , Lk_ .%n.0dst -t;tis of Inspection: � ,c1, n Co' N) Address: I ?315 ofriAp c Avg S Da a ailed: Special Instructions Date Wanted: �j 3 - 13 - v0 < .a.m _ P.m. Requester: Phone No 2A0 -'1Vo - 73 81 INSPECTION RECORD l Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 ❑ Approved per applicable codes. Corrections required prior to approval. Gam, 'Date: j , / J4?, $58.00 REINSPECTION FEE REUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Inspector �y (Receipt No.: 'Date: Do'7 -431 COMMENTS: Type of Inspection: V 0-, . A? (7 A, (} r 4 i n r — S c) ll ,,,,,IC A. ,-)r MA u. t s7-_.A A Pt i Requester: . l' -l 6_4\1 (J e . 1. , 5...2_ --ra ( (7 im.e \D1, C.('P-eTt -f A , i ) ' ( i m r � v S - r " Stn , v t i C -? ♦) p Prggj�ect: 1`fAA.). eat<.:ANOt or e5 Type of Inspection: V 0-, . A? Address: Date Called: Special Instructions: / L f ij-e p • (� e h " l eA ' ,Nc ,f Pit■ �cSo . Date Wanted • r/ 2---o l Requester: Phone No: ? /0(e - 7g& -734'( 6 -- 34 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 Approved per applicable codes. ❑ Corrections required prior to approval. Inspectar■ El $58.00 REINSPECTION FEE Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project: A.9 e t. -To du, - ti ,'ri Type of Inspection: F,c F. /41 Address: / t375 Suite #: oiy ,...p,` p . Contact Person: rh, I/ G,2l1 e e /�� Special Instructions: Occupancy Type: Phone No.: 0G• • v3F 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 6 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 0c 7- %.3 02-F- iib' PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Q Approved per applicable codes. n Corrections required prior to approval. COMMENTS: C,4 rI4 J. Inspector: 5 GJ Date: 6 /2 wri & Hrs.: r $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from h e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: IQA /6 r2 I>) c ILA Yr(... s Type of Inspection: Address: ) $ 3 76" Suite #: C71, ,. - e,.'. 4� s. Contact Person: Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit L CITY OF TUKWILA FIRE DEPARTMENT 607 - t /3V o n k= 5'1- vSL/ PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Approved per applicable codes. I I Corrections required prior to approval. COMMENTS: Inspector: St $'5 Date: x/26 / e Hrs.: F $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: /'�,•nc,2 7-,44-1�.5-) S Type of Inspection: / - /v,9c / sha J /An,t,4 Address: /8'375 Suite #: c5/,. w.'� Aii. 5 Contact Person: )c U / g, e- Special Instructions: Occupancy Type: Phone No.: z �G • �G 3. 1 7 y y Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER RA pproved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word/Inspection Record Form.Doc 1/13/06 Dal -`J I off — 070 PERMIT NUMBERS Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Corrections required prior to approval. COMMENTS: • Inspector: 5a; S7.5` Date: 6" 0.G/0 I Hrs.: $80.00 REINSPEGITION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: Sprinklers: - - < s fi 4/f}2vii if sr Address: l .P2 7S 0 Suite #: . Q Oh Tc.177'n c/_ Contact Person: Special Instructions: 3 o 5 44-- s ,. , . L, v is Phone No.: C O itc,,,f 0c_ s PJ'V ,a,:5-e./15 014 / / 4,ArJ CP S i - S .S�n //- al' . 7cP 'h` `C;i r - '/e, rC, Yi- . .. G.) e iv -L - 5.H o /L.. Ve.f7! - c O D ! +t 4 ..di�y( 4-4 r64v -,_ oie, # vil c 5- oit- _ 51e, / /7 G w. , a.,,,,I J44 -4, f4/0 6) V Project: ,Pg , -„ e-. Sprinklers: - - < s Type of Inspection: 'rc_ / ✓► al Address: l .P2 7S 0 Suite #: . 4- i'/v . Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 n Approved per applicable codes. Inspector: - Sw [Date: Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule - a reinspection. Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit 0o7 - X1 g - f- - /tom CITY OF TUKWILA FIRE DEPARTMENT 1/13/06 PERMIT NUMBERS n Corrections required prior to approval. T.F.D. Form F.P. 113 COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: En- 1r.yi vv. /, AJ,� i�si 0 /701e. 'c. 7 ' Contact Person: n1 ;,/ -- ivhC r / — e< 7?../ 1.,, f A,,i Sr 4ve. S TFt- / /,O , ICel,.'efts, /?,. - .. "le-..s1-7 a- Gf?i c , , 9 „1 - /S <<, 4,,,„ ,4,..,- Project: 4,,O r4 Sprinklers: Fire Alarm: Hood & Duct: Type of Inspection: 1.1e. 7.e,4,, /, Sh ,••;) Address: 1S3 75 Suite #: 0 /701e. 'c. A✓. ' Contact Person: n1 ;,/ -- ivhC r / Special Instructions: Phone No.: 2.0C - 7re- a 3 eF S” Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: - Pre -Fire: Permits: Occupancy Type: 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Inspector: Sw 5) Date: G/z Jf /v Hrs.: INSPECTION NUMBER A pproved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form.Doc 1/13/06 ' O 7- PERMIT NUMBERS Corrections required prior to approval. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e ity of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 COMMENTS: Sprinklers: , Type of Inspection: CMt e'y,v7f., /,51, 4, Address: a3 Suite #: U1' iJ Adc1 1,3 A 4. 4S - la %.ilsa a,. 4 Stiru 4,4 1 O G >�F; Ct. S r t! t . Phone No.: 06 -- 3f a.5.er V, E)(k , 6,4 r6,e, r,. /� ) h' /If s i t) -/c h � A cf,( -f ,..t.. T O V ,/ f j 1n !/ N J 1 r94Ca . Project: R , �z < Sprinklers: , Type of Inspection: CMt e'y,v7f., /,51, 4, Address: a3 Suite #: U1' p, c. Av 5 . Contact Person: 0,7 , -gc. 4117 ri left - Special Instructions: Phone No.: 06 -- 3f a.5.er Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER CITY OF TUKWIL: IYFIRE� DEPARTMENT ,� ;ast Tukwila Wa 98188 f 206 - 575 -440 • Approved per applicable codes. Inspectors 5) 3)5 Date: G prjv I Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from ity of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Qoc INSPECTION RECORD s Retain a copy with permit 1/13/06 ,)o7— y3Y PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 Project: 12-A, K , �"a- us- �--, Type of Inspection: SPA i Nie,,t r1. -- Address: 113 4s 01v w\ ?t e- . Suite #: Contact Person: - J;„,� Monitor: , Special Instructions: Phone No.: 20 (, - hos - OO o Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: , Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East. Tukwila, Wa. 98188 206 - 575 -4407 - Approved per applicable codes. COMMENTS: Se (Sri. , 0 NI S wn ar c� k / - t z b C o it — . 1 Date: ( 4 / Hrs.: Inspector: � 1 / 5 ,Z 1 t .f El $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from �6, the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc RECORD INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT - Doi- - 43" vY- S - o �`� PERMIT NUMBERS n Corrections required prior to approval. T.F.D. Form F.P. 113 COMMENTS: 20 1 4 4 ; e. S Type of Inspection: 1 y M 0 ' Co v- .( Address: / 0 7y - Suite #: jiYbt 0 .SO. 3 10 /boo &,cg a l U /coo 1. Contact Person: Si M No. Ail) 15 PAS a/o /Soo 1- Pre -Fire: Permits: Phone No.: aol, - 605 --- o o 5o Occupancy Type: 1 . to A' Ac..ke Ie- P 2 A n b All S; eS&I i'c br rI C I;v2 t ( 1 70- AI/ fl ►aicitA .) ; 7 Scz, oc ct)rp..k 4A-t-elA p, ApPc ) p f A-io- 09 ¶mow !r re su el - ti, -1--h4 .QxiN - :ft0 _ glal . 4- cep - t) ' CAA ir it.),)'t - S ;. sri is ( e_ _ Project: R aA I o. r 20 1 4 4 ; e. S Type of Inspection: 1 y M 0 ' Co v- .( Address: / 0 7y - Suite #: p l y 1 ,,, p; , / s Contact Person: Si M Special Instructions: Pre -Fire: Permits: Phone No.: aol, - 605 --- o o 5o Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: y Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT ce' -S -o5y f a-. ./3L/ PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Approved per applicable codes. Ej Corrections required prior to approval: Date: 6 f y /o' Hrs.: c�- rs.. Inspector: . $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Project: ,Qp ,,, e J -, /i ails ,kai Type of Inspection: Par 3.' 5 .:4)( r C rwcc�. Address: /e3 75 Suite #: c l ympi Aic. Contact Person: ZI Permits: Special Instructions: Phone No.: ,2o6 - 64)-5 6,5 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 1 8 8 206- 575 -4407 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT [pproved per applicable codes. /2o `! 3'-/ PERMIT NUMBERS pi Corrections required prior to approval. COMMENTS: pig c4 f A . a or F)orsrz One 7 A - 4 /as .44 Inspector: Jw 3 I$ Date: sic e Hrs.: / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 OTTO ROSENAU & ASSOCIATES, INC. R cov ° Geotechnical Engineering, Construction Inspection & Materials Testing C° t41" T Report Number. 68368 Description: Pull Tests on Epoxy - Grouted Anchor Bolts Project: Address: Client: Inspector and Date Andrew Ballenger, Skylar Christie 6/25/2008 Copies to: X Client X Architect CONSTRUCTION INSPECTION REPORT Rainier Industries Building K Tenant Improvement 18375 Olympic Avenue South, Tukwila Job Num 08-0202 Rainier Industries, Ltd. Permit N Remarks Conducted pull testing of %" diameter all- thread anchor bolts at dust collector, west side of building. Pulled bolts to gauge reading of 400 psi = load applied in lab of 2000 pounds. Applied tension load held for 5 minutes on each bolt tested - all passed. X Contractor X Building Dept. Technical Responsibility: Client Address: 18375 Olympic Avenue South, Tukwila d r l /% X Engineer alter C a'sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM!N- -63 -01 (Rev 05/03) THYSSENKRUPP ELEVATOR Final Acceptance ELEVATOR ACCOUNT MUST PAID UP TO 90% BEFORE TURNOVER!!! This form is to be completed when the elevator(s) are completed. This form must be completed and presented to the Owner or Owner's Authorized Representative for their signature. DATE: / TO: THYSSENKRUPP ELEVATOR ATTN: Billing Department P.O. BOX 2177 MEMPHIS, TN 38101 BUILDING THYSSEN ELEVATOR CO. ELEVATOR ID NO. CONSTRUCTION CONTRACT NO. Independent Service _1 Fan ((� �� t ' l� y . Fire Service ` OZ/ i rk Hoistway Door Other Gentlemen, < ( We have examined the above listed elevator(s) furnished and completed by you in the above bui ifd ng er the terms of a contract between us dated . The equipment as installed appears to be satisfactory and in accordance with the contract and we hereby accept it under the terms and guarantees of said contract, and acknowledge receipt of al(- keys -ash . , above. ' / Please Rate TKE's Job Performance: ❑ Excellent ❑ Good ❑ Fair ❑ Poor ACCEPTED BY: Owner /Arch. Date Service OFC. # Special Conditions Message: Mech No. White copy —Office File Yellow copy — General Contractor Pink copy - Personal Records Purchaser By By Type or Print Signature of Authorized Official Signature of Authorized Official Title Title Type or Print Date Type or Print 1 - g ThyssenKrupp Representative 34TeJe 6 RT. NIM — ROUTE PLANNING Start Date Mo. Day Yr. Months Serviced J F M A M J J A S 0 N D opi- BUILDING NAME: J. /1 ' - V - - _ ) 1 Ne_S STREET ADDRESS: I g j . o k �. CITY, STATE, ZIP �•t -1 1 d / 11J 1 c- 7 1 t ( ? THYSSEN FACTORY KEY(S) RECEIVED SERIAL NUMBER KEY & KEY NUMBER Safety Test Month Type or Print Type or Print Expiration Date Mo. Day Yr. Exams Per Yr Callbacks RT OT Hours To Be Worked (Scheduled) Wk/Mo 1 wk 2- wk 3- wk 4• wk 5• wk Print 54 Department of Labor & Industries Specialty Compliance Services Elevator Section PO Box 44480 Olympia WA 98504 -4480 (360) 902-6130 www. lni. wa .gov/TradesLicensing/Elevators Conveyance Location ( )NiElZ impusTg)fS ► S.3 b i_ y r i el L /4v6 s: TV <W, LM !)}1 Building Owner or Manager A temporary 30 day permit has been issued. Owner must purchase and post an annual operating permit before the 30 day temporary permit expires. You will receive an application to be completed and returned to L&I with payment. Operating permit must be conspicously posted in the conveyance. (RCW 70.87.090). White - Owner Canary - Contractor Pink - L &I F621 -034 -000 final acceptance 07 -2005 bib FINAL ACCEPTANCE Submit one conveyance per fonn. Conveyance # 1g /.� Location (car #, etc.) Private Residence Owner You are not required to purchase an annual operating permit. If you would like an annual safety inspection, you may purchase an annual operating permit & receive an inspection. ompany 5.cc‘ (L °Y7 Date Print ame (Install n Lic sing Installer's Signature ,434 June 24, 2008 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: Rainier Industries Address: 18375 Olympic Avenue South, Tukwila Items inspected are: OTTO ROSENAU & ASSOCIATES, INC. We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. 1. Epoxy grouted anchor bolt /dowel installation 2. Reinforcing steel for concrete 3. Structural steel erection 4. Field welding 5. Reinforced concrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President Email c: Rainier Industries, Ltd. Attention: Mr. Scott Campbell Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com Permit mber_D07 -434 Job Nu ber: 08 -0202 Underwriters Laboratories Inca January 22, 2007 CECO Door Products Mr. Tom Janicak 9151 Telecom Drive Milan, TN 38358 Subject: Embossing of Frame Labels Our Reference: File R3821 Dear Mr. Janicak, This letter is in reply to your e-mail of Wednesday, January 24, 2007. It is current UL policy for fire door frames manufactured and labeled under UL's Listing and Follow -Up Service Program that manufacturers can physically emboss the UL Label into the frame in lieu of a riveted metal label or a self - adhesive mylar label. Embossed labels are still required to bear all of the information described in the accompanying directory information for fire door frames though it can be presented in an abbreviated form as shown in the UL Fire Resistance Directory. Frames that have the embossed label are capable of a 3 hour rating depending on the construction of the wall the frame has been installed into. For more information about the ratings of fire door frames that do not have an hourly rating included as part of the labeling please see the attached information from our directory. I trust that this is of assistance to you. If you have further questions, please let us know. Very Truly Yours, Matthew Schumann Senior Project Engineer Fire Protection Division Northbrook DMs on 333 I,n Prof NaIrrook L 6CO62.2096 USA mm Oegi te.1 847 272 8800 An independent organ' xaiion working for a safer world with Integrity, precision and knowledge, June 24, 2008 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 6I ?EDWABO Registered Agency • Website: www.ottorosenau.com JUL 0 2 2008 COMMUNITY ALVELOPMENT Project: Rainier Industries Permit Number: b07-434 Address: 18375 Olympic Avenue South, Tukwila Job Number: 08 -0202 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Epoxy grouted anchor bolt /dowel installation 2. Reinforcing steel for concrete 3. Structural steel erection 4. Field welding 5. Reinforced concrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President Email c: Rainier Industries, Ltd. Attention: Mr. Scott Campbell OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 85830 Description: Structural Steel Erection Project: Address: Client: Inspector and Date Rick Hardy 5/1/2008 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Rainier Industries Building K Tenant Improvement 18375 Olympic Avenue South, Tukwila Rainier Industries, Ltd. South and west wall of mezzanine addition: • Stud pack welds for holdowns (3 studs) welded on 12" on center as per detail 10/S4. WABO welder Tom Peire (W06531, expires 1/2009, Sheet SMAW, to ' /e weld without backing. All welds inspected conform to AWS D1.1 -2006. X Contractor X Building Dept. Technical Responsibility: Performed visual inspection of structural steel erection on the following: RECEIVED 'JUN 2 0 2000 COMMUNITY DEVELOPMENT Permit Nu . 007 -434 Job Number. Client Address: 18375 Olympic Avenue South, Tukwila Remarks both sides. %" weld x' /Z" long at FCAW) performed welding for All work inspected during this site visit was found to be done as per City of Tukwila approved plans. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO -4-US - Fax (206) 723 -2221 Form No.: ADM/N -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GEOTECHNICAL INSPECTION REPORT Inspector and Date Remarks RECED Ufl 0 6 EIV 2008 COMViMUNKTY DEVELOPMENT Report Number: 71387 Description: Soil Bearing Verification Project Rainier Industries Building K Tenant Improvement Permit Number: D07 -434 Address: 18375 Olympic Avenue South, Tukwila Job Number. 08-0202 Client Rainier Industries, Ltd. Client Address: 18435 Olympic Avenue South, Tukwila Steven Dalos On site to evaluate soil bearing for (slab cut-out) mezzanine footings, including 5 columns, and the 3/21/2008 elevator shaft. No backfill, cut only in very gravelly soil. Using a half inch geotechnical probe, penetrations of the above described locations were 0 to 1 inch. Such values indicate subgrades adequate to meet the allowable bearing pressure of 1,500 pounds per square foot specified on the project documents. Copies to: X Owner /Client X Contractor X Architect X Building Dept. Technical Responsibility: () X Engineer Anthony . -, P.E. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888- OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -100-01 (Rev 01/735) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 85446 Description: Epoxy- Grouted Anchor Bolts, Structural Steel Erection, Field Welding Project: Address: Client: Inspector and Date Douglas Graham 4/28/2208 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Rainier Industries Building K Tenant Improvement Permit Number: 18375 Olympic Avenue South, Tukwila Job Number. Rainier Industries, Ltd. Client Address: Remarks D07 -434 08 -0202 18375 Olympic Avenue South, Tukwila On site to perform special inspection of structural steel erection and epoxy grouting per AWS D1.1, AISC, Department of Planning and Development approved site drawings, and manufacturer's recommended practices. 1. Performed visual weld inspection of newly added bucket of existing 3" diameter pipe column for 40 ton HVAC unit. Roof elevation per Engineer of Record's revision, sheet #FS -3, dated 3/4/2008. 2. Performed inspection of epoxy grouting of %" diameter anchor bolts. Specified embedment depth of 9" was met. Holes were brushed and blown free of debris using compressed air. Simpson HD10A holdowns were installed at mezzanine footing on grids D to E from lines 5.5 to 7 per S4, detail 12 holdown schedule. Epoxy used were as follows: o Hilti HY150 epoxy (batch #L72527L2, expires 6/2008) o Hilti HY150 epoxy (batch #L27427L2, expires 6/2008, ES ER 5193 o Simpson SET PAC EZ (expires 3/31/2008) was used. (Note: unreadable batch # on Simpson SET PAC EZ epoxy tube). Welds and workmanship inspected found to be in conformance. Note: Drawings state that either Hilti epoxy of Simpson SET epoxy products can be used. X Contractor X Building Dept. Technical Responsibility: alter C. ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN - -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector: Rick Hardy Description /Location: On site to perform inspection of concrete placement for slab -on -grade at loading docks at west elevation at grid line A/ 4.5, south elevation at grid line C/ 1, and handicap ramp east elevation at line 6.5, as per details 2 & 11/ S2. Resteel Verified: Yes 4/11/2008 by Rick Hardy Grade: 60 Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Corliss S1500A 4 "t 0.52 5 "t 23.00 Chute Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 12:35 pm Specimen Number Test Date Field Cure Copies to: Client © Contractor CONCRETE REPORT Report Number: RC75719 Permit Number: D07 -434 Time Cubic Made Yards Age (Days) Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 4.00 5 gal. 4" Size Area Weight (in.) (Sq.ln.) (Lbs.) Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 4/11/2008 Actual ❑ Batch Weights /Cubic Yard 470# Type: 1/1I 1421# 490# 1/2" 1302# 3/4" Air % C 231 250# 5 oz. MBAE 90 5.2% 63 °F Weather: Clear Slump Range: — Date Samples Picked Up: 4/14/2008 Initial Curing Method: Exduding ASTM c31- 12.1.5 Comments Subgrade under slab dowels at handicap ramp was lowered for clearance under dowels. REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Max Load (Lbs.) Conc.Temp C 1064 1 4/18/08 7 4 x 8 12.54 8.6 32,440 2590 2 5/9/08 28 4 x 8 12.58 8.59 46,570 3700 3 5/9/08 28 4 x 8 12.58 8.61 46,020 3660 4 5/9/08 28 4 x 8 12.58 8.62 46,040 3660 = Discarded Tested in general accordance to: ASTMC39 MI ASTMC617 ❑ ASTMC1231 RI Ambient Temp 52 °F Slag (Ibs): Air % Range: — Initial Curing Temp: Excluding ASTM C31- 10.1.2 Conforms © Does Not Conform Strength Fracture Type (psi) (other than cone) Architect 51 Building Dept Technical Responsibility: © Engineer © Batch Plant Niter Ha sen, Project Manager Truck Ticket No. No. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888- OTTO-4-US - Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) 124 38618 CI Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 08-0202 Report NumberRiget It ED Permit Nu Project: Address: Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Copies to: Client Architect Engineer Rainier Industries Building K Tenant Improvement§ 2008 Client: Rainier 18375 Olympic Avenue S, Tukwila *AY U Address: 18435 Olympic Ave South, Tukwila Inspector: Rick Hardy COMMUNITY Date: 4/11/2008 DeVELOPMENT Description /Location: On site to perform inspection of concrete placement for slab -on -grade at loading docks at west elevation at grid line A/ 4.5, south elevation at grid line C/ 1, and handicap ramp east elevation at line 6.5, as per details 2 & 11/ S2. Resteel Verified: Yes 4/11/2008 by Rick Hardy Grade: 60 Mfg: Nucor Placement Data Corliss S1500A 4 "t 1" 0.52 5 "t1" 23.00 Chute Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 12:35 pm Weather: Clear Date Samples Picked Up: 4/14/2008 Subgrade under slab dowels at handicap Specimen Test Field Number Date Cure 1 4/18/08 • = Discarded Tested in general accordance to: © Contractor Building Dept Batch Plant rti Cubic Yards Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Actual ❑ 470# Type: HI 1421# 490# 1/2" 1302# 3/4" 250# 5 oz. MBAE 90 Water Slump Air % Conc.Temp Added C 143 C 231 C 1064 4.00 5 gal. 4" 5.2% Slump Range: — Initial Curing Method: Excluding ASTM c31- 12.1.5 Comments ramp was lowered for clearance under dowels. REINFORCING I PLACEMENT: Conforms 0 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) 7 4x 8 12.54 8.6 32,440 ASTMC39 r ASTMC617 ❑ ASTMC1231 Technical Responsibility: Batch Weights /Cubic Yard Slag (Ibs): Ambient Truck Ticket Temp No. No. 63 °F 52 °F 124 38618 Air % Range: -- Initial Curing Temp: Excluding ASTM C31- 10.1.2 Strength Fracture Type (psi) (other than cone) 2590 ter Ha sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector: Davion Walker Description /Location: On site for inspection of concrete placement of west dock walls, east ramp walls, and elevator pit walls at main entrance. West loading dock walls and ramp wall reinforcing steel was inspected by Ross Bogle on 3/25/08. Elevator pit reinforcing steel was inspected on 3/27/2008 by Micah Ruoff. Resteel Verified: Yes Grade: Mfg: Placement Data Design n Actual ❑ Batch Weights /Cubic Yard Supplier: Corliss Cement (lbs/type): 470# Type: II Mix Number: S1500A Fine Agg. (lbs): 1421# Slump Spec: 4" +/- 1" Coarse Agg. (lbs/size): 490# 1/2" Slag (Ibs): W/C Ratio Spec: .52 Coarse Agg. (lbs/size): 1302# 3/4" Air Spec: N/A Coarse Agg. (lbs/size): Total Yards: 18 Fly Ash (lbs): Placed Via: Pump Water (lbs or gal): 255# Consolidated: Yes Admixtures ( specify): s P eci 5 oz. MBAE 90 Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10:15 atn 11.00 5 gal. 4" 5.1% 60 °F 38 °F 152 109439 Weather: Snow Slump Range: Air % Range: Date Samples Picked Up: 3/31 /2008 Initial Curing Method: Excluding Asm1 c31- 12.1.5 Initial Curing Temp: Excluding ASTM C31- 10.1.2 Comments Specimen Number 1 4/4/08 2 4/25/08 3 4/25/08 4 4/25/08 • = Discarded Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.55 8.45 42,640 3400 28 4 x 8 12.55 8.49 60,750 4840 28 4 x 8 12.55 8.58 65,170 5190 28 4 x 8 12.55 8.54 69,310 5520 Tested in general accordance to: ASTMC39 © ASTMC617 ❑ Copies to: Client n Contractor Architect © Building Dept Engineer © Batch Plant In CONCRETE REPORT Report Number: RC75732 Permit Number: D07 -434 REINFORCING / PLACEMENT: Conforms I Does Not Conform ❑ COMPRESSIVE TEST RESULTS Technical Responsibility: Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 3/28/2008 ASTMC1231 Hans-n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector: Ross Bogle Specimen Number 1 2 3 4 = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ Copies to: Client tn Contractor Architect 0 Building Dept 0 Engineer Batch Plant Test Date 4/1/08 4/22/08 4/22/08 4/22/08 CONCRETE REPORT Report Number: RC74609 Permit Number: 007 -434 Technical Responsibility: Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 3/25/2008 Description /Location: Mezzanine footings and elevator base, ramp wall and loading dock walls - ramp on east side, loading dock on south end of building, mezzanine and elevator are interior Reinforcing steel placement was found to be as per approved plans. Resteel Verified: Yes 3/25/2008 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Design G Actual 0 Batch Weights /Cubic Yard Supplier: Corliss Cement (Ibs/type): 470# Mix Number. S1500A Fine Agg. (Ibs): 1421# Stump Spec: 4 " -5" Coarse Agg. (lbs/size): 490# 1/2" Slag (Ibs): W/C Ratio Spec: 0.52 Coarse Agg. (lbs/size): 1382# 3/4" Air Spec: No specs. Coarse Agg. (lbs/size): Total Yards: 19 Fly Ash (lbs): Placed Via: Water (lbs or gal): 250# Consolidated: Yes Admixtures (specify): 5 oz. MBAE 90 Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 10:00 am 19.00 0 gal. 5° 4.6% 60 °F 38 °F 117 38342 Weather: Partly Cloudy Slump Range: Air % Range: Date Samples Picked Up: 3/26/2008 Initial Curing Method: Excluding ASTM c31- 12.1.6 Initial Curing Temp: Exdudng ASTM C31- 10.1.2 Comments Note: Also inspected rebar for dock wall west of building, handicap ramp wall by main entrance (concrete was not placed at this location today.) REINFORCING / PLACEMENT: Conforms ® Does Not Conform ❑ COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.54 8.34 38,090 3040 28 4 x 8 12.56 8.42 57,400. 4570 28 4 x 8 12.56 8.43 59,660 4750 28 4 x 8 12.56 8.42 58,210 4640 ASTMC1231 'ter an en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US - Fax (206) 723 -2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 ft OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 08 -0202 Report Number. RC74987 Permit Number: D07 -434 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector Marcus Mathews Description/Location: On site to witness concrete placement for the west loading dock footing at grid line A/ 4.5, the south loading dock footing at grid line C/ 1, and the front entry handicap ramp footing at line 6.5. Resteel Verified: Yes 3/18/2008 by Andy Duong Grade: 60 Mfg: Nucor Placement Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier. Corliss Cement (lbs/type): 470# Type: 111 Mix Number: S1500A Fine Agg. (Ibs): 1529# Slump Spec: 5" Coarse Agg. (lbs/size): 491# 3/8" Slag (Ibs): WIC Ratio Spec: Coarse Agg. (lbs/size): 1306# 7/8" Air Spec: 5%* 1% Coarse Agg. (Ibs /size): Total Yards: 30.00 Fly Ash (Ibs): Placed Via: Chute Water (Ibs or gal): 132# Consolidated: Yes Admixtures (specify): 5 oz. MBAE 90 Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 8:13 am 22.00 10 gal. 4 1/2" 5.5% 69 °F 45 °F 150 108848 Weather: Cloudy Slump Range: - Air % Range: - Date Samples Picked Up: 3/20/2008 Initial Curing Method: ExdudUp ASTM C31 -121.8 Initial Curing Temp: Excluding ASTM ca1- 10.1.2 Comments REINFORCING 1 PLACEMENT: Conforms ® Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/26/08 7 4 x 8 12.51 8.47 42,170 3370 2 4/16/08 28 '4 x 8 12.55 8.45 54,630 4350 3 4/16/08 28 4 x 8 12.55 8.44 53,710 4280 4 4/16/08 28 4 x 8 12.55 8.44 56,460 4500 • = Discarded Tested In general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 0 Copies to: © Client © Contractor © Architect © Building Dept Engineer n Batch Plant Technical Responsibility: Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 3/19/2008 / Iter Han oject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888- OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -62-04 (Rev 09/06) REC 0 MAY 02 2009 o Page 1 of 1 OTT{. ROSENAU & ASSOCIATES, INC. Geotechnicat Engineering, Construction Inspection & Materials Testing Report Number: 71936 Description: Epoxy Grouting (Reber) Project: Address: Client inspector and Date Marcus Mathews 4/10/2008 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Rainier Industries Building K Tenant improvement 18375'Olympic Avenue'South, Tukwila Rainier industries, Ltd. Permit Number: Job Nuritber: Client Address: - Remarks D07 -434 08 =0202 18375 Olympic Avenue South, Tukwila On site to inspect installation of reinforcing steel dowels. #4 bar reinforcing steel dowels were installed at 18" on center with an embedment depth of 4` for the west side and south side of building loading docks along with the eastside of building wheelchair ramp. Simpson SET22 epoxy with an expiration date of 8/3 was used (ICC #'1772): A total of 75 reinforcing steel dowels were installed as per approved plans and epoxy manufacturer's instructions . Holes were blown and brushed clean prior to epoxy application. Conforms X Contractor X Building Dept. Technical Responsibility: Walter C. Hansen, Project Manager This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau &Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-01TO -4-US — Fax (206) 723 -2221 Form No-: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Client: Rainier Industries, Ltd. Address: 18375 Olympic Avenue S, Tukwila Address: 18435 Olympic Ave South, Tukwila Inspector: Davion Walker r; ( 5 -4 Date: 3/28/2008 Description /Location: On site for inspection of con rett pia a a t of west dock walls, east ramp walls, and elevator pit walls at main entrance. West loading 4; a IsSin ramp wall reinforcing steel was inspected by Ross Bogle on 3/25/08. Elevator pit reinforcing steel t d on 3/27/2008 by Micah Ruoff. Resteel Verified: Yes OE �ELO Grade: Mfg: Placement Data Supplier: Corliss Mix Number: S1500A Slump Spec: 4" +/- 1" W/C Ratio Spec: .52 Air Spec: N/A Total Yards: 18 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Weather: Snow Date Samples Picked Up: Specimen Number Copies to: Client © Contractor Architect © Building Dept © Engineer © Batch Plant CONCRETE REPORT Report Number: RC75732 Permit Number: D07 -434 Design © Actual ❑ Batch Weights /Cubic Yard Cement (lbs/type): 470# Type: 11 Fine Agg. (Ibs): 1421# Coarse Agg. (lbs/size): 490# 1/2" Slag (Ibs): Coarse Agg. (lbs/size): 1302# 3/4" Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): 255# Admixtures (specify): 5 oz. MBAE 90 Time Cubic Water Made Yards Added 10:15 am 11.00 5gal. 4" Slump Range: 3/31 /2008 Initial Curing Method: Excluding ASTM C31- 12.1.5 Comments 1 4/4/08 .= Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 Slump Air % Conc.Temp Ambient Truck Ticket C 143 C 231 C 1064 Temp No. No. 5.1% 60 °F 38 °F 152 109439 Technical Responsibility: Air % Range: Initial Curing Temp: Excluding ASTM C31- 10.1.2 REINFORCING / PLACEMENT: Conforms 8 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.In.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.55 8.45 42,640 3400 ter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1- 888- OTTO-4-US - Fax (206) 723 -2221 Form No.: ADMIN -62-04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 83982 Description: Reinforcing Steel Project: Rainier Industries Building K Tenant Permit Number: D07 -434 Improvement Address: 18375 Olympic Ave S, Tukwila Job Number: 08 -0202 Client: Rainier Industries, Ltd Client Address: 18435 Olympic Ave S, Tukwila Inspector and Date Remarks Micah Ruoff Inspected reinforcing steel for walls of elevator pit at main entrance of building. 3/27/2008 Resteel is 60 grade, Type A-615, from Nucor. Copies to: X Owner /Client X Architect X Engineer Conforms X Contractor X Building Dept. CONSTRUCTION INSPECTION REPORT Technical Responsibility: RECEIVED APR 10 7008' CO! /, „, f :Iter C = 'en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector: Ross Bogle Description /Location: Mezzanine footings and elevator base, ramp wall and loading dock walls - ramp on east side, loading dock on south end of building, mezzanine and elevator are interior. Rebar as per plans. Resteel Verified: Yes 3/25/2008 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Design © Actual ❑ Batch Weights /Cubic Yard Supplier: Corliss Cement (lbs/type): 470# Mix Number: S1500A Fine Agg. (Ibs): 1421# Slump Spec: 4 " -5" Coarse Agg. (lbs/size): 490# 1/2" Slag (Ibs): W/C Ratio Spec: 0.52 Coarse Agg. (lbs/size): 1382# 3/4" Air Spec: No specs. Coarse Agg. (lbs/size): Total Yards: 19 Fly Ash (Ibs): Placed Via: Water (lbs or gal): 250# Consolidated: Yes Admixtures (specify): 5 oz. MBAE 90 Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 10:00 am 19.00 0 gal. 5" 4.6% 60 °F 38 °F 117 38342 Weather: Partly Cloudy Slump Range: Air % Range: Date Samples Picked Up: 3/26/2008 Initial Curing Method: Excluding ASTM C31- 12.1.5 Initial Curing Temp: Excluding ASTM c31- 1o.1.2 Comments Note: Also inspected rebar for dock wall west of building, handicapped ramp wall by main entrance (not placed with concrete today). REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Number 1 • = Discarded Tested in general accordance to: Copies to: Client Q Contractor Architect © Building Dept Engineer © Batch Plant CONCRETE REPORT Report Number: RC74609 Permit Number: D07 -434 Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.in.) (Lbs.) (Lbs.) (psi) (other than cone) 4/1/08 7 4 x 8 12.54 8.34 38,090 3040 ASTMC39 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 3/25/2008 alter HSnsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4-US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0202 Project: Rainier Industries Building K Tenant Improvements Address: 18375 Olympic Avenue S, Tukwila Inspector: Marcus Mathews Description/Location: On site to witness concrete placement for the west loading footing at grid line N 4.5, the south loading dock footing at grid line C/ 1, and the front entry handicap ramp footing at line 6.5. Resteel Verified: Yes 3/18/2008 by Andy Duong Grade: 60 Mfg: Nucor Placement Data Design Q Actual ❑ Batch Weights /Cubic Yard Supplier: Corliss Cement (lbs/type): 470# Type: III Mix Number: S1500A Fine Agg. (Ibs): 1529# Slump Spec: 5" Coarse Agg. (lbs/size): 491# 3/8" Slag (Ibs): W/C Ratio Spec: Coarse Agg. (lbs/size): 1306# 7/8" Air Spec: 5% ± 1% Coarse Agg. (lbs/size): Total Yards: 30.00 Fly Ash (lbs): Placed Via: Chute Water (lbs or gal): 132# Consolidated: Yes Admixtures (specify): 5 oz. MBAE 90 Required Strength (psi): 3000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 8:13 am 22.00 10 gal. 4 1/2" 5.5% 69 °F 45 °F 150 108848 Weather: Cloudy Slump Range: — Air % Range: — Date Samples Picked Up: 3/20/2008 Initial Curing Method: Exduding ASmI C31- 12.1.5 Initial Curing Temp: Excluding ASTM C31- 10.1.2 Comments Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/26 7 4 x 8 12.51 8.47 42,170 3370 *= Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 Q Copies to: Client Q Contractor Architect n Building Dept Engineer © Batch Plant 5 CONCRETE REPORT Report Number: RC74987 Permit Number: D07 -434 COMPRESSIVE TEST RESULTS REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ Technical Responsibility: Client: Rainier Industries, Ltd. Address: 18435 Olympic Ave South, Tukwila Date: 3/19/2008 RECEIVED ANK u cuui COMMUNITY DEVELOPMENT ter Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 1413 State University o UNIVERSITY AT BUFFALO f New York SCHOOL OF ENGINEERING AND APPLIED SCIENCES Department of Civil, Structural, and Environmental Engineering 212 Ketter Hall, North Campus, Buffalo, NY 14260 -4300 Fax: (716) 645 -3733 Tel: (716) 645 2114 X 2400 http: / /www. civlLbuffalo.edu SEISMIC QUALIFICATION TEST OF CEILING SYSTEMS PART XI A STUDY FOR ARMSTRONG BUILDING PRODUCTS OPERATIONS Tot ¶L.0 D Report To Sponsor: Armstrong World Industries Inc. 2500 Columbia Avenue Lancaster, PA 17604 Prepared By: Cevdet K. Gulec, Graduate Research Assistant Andrew Whittaker, Ph.D, S.E. Department of Civil, Structural and Environmental Engineering State University of New York University at Buffalo, Buffalo, New York Report No. UB CSEE /SEESL- 2007 -3 Date: May 7, 2007 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory U t3 ACKNOWLEDGEMENTS Mr. Mark Pitman (Technical Services Manager) and Chris Zwierlein (Laboratory Support Staff) of the Structural Engineering and Earthquake Simulation Laboratory (SEESL) at University at Buffalo played a pivotal role in the development and execution of the tests described in this report. Their support is gratefully acknowledged. S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft i TABLE OF CONTENTS 1. INTRODUCTION 1 1.1 General 1 1.2 Report Organization 1 2. EXPERIMENTAL FIXTURE AND TEST SPECIMENS 2 2.1 Introduction 2 2.2 Earthquake Simulator 3 2.3 Test Frame 4 2.4 Instrumentation 13 2.5 Specimen Description 21 2.5.1 Introduction 21 2.5.2 Ceiling System 1: Category D, E and F per IBC with one layer of Vinylclad panels and four canopies attached (Test series a) 22 2.5.3 Ceiling System 2: Category D, E and F per IBC with two layers of Vinylclad panels (Test series b) 24 2.5.4 Ceiling System 3: Seismic separation joint (Test series c) 27 2.5.5 Ceiling System 4: 14 ft. Shortspan drywall grid (Test series g) 29 2.5.6 Ceiling System 5: 6 ft. DGS tees (Test series i) 32 2.5.7 Ceiling System 6: Linear wood (Test series j) 34 2.5.8 Ceiling System 7: Category C per IBC with 3.351b/ft panel load (Test series k) 39 2.5.9 Ceiling System 8: Alternate ceiling for Category C per IBC with 3.35 lb /f1 panel load (Test series 1) 41 2.5.10 Ceiling System 9: Heavy duty grid rotated 45 degrees (Test series m) 43 2.5.11 Ceiling System 10: Seismic separation joint with 4 lb /11 panel load (Test series n) 46 2.5.12 Ceiling System 11: EZ canopies -U235 (Test series d) 47 2.5.13 Ceiling System 12: EZ canopies with hardened spots and aluminum channel (Test series e) 49 2.5.14 Ceiling System 13: EZ canopies, 4 cables per canopy, linked by rods (Test series f) 51 2.5.15 Ceiling System 14: Indivyidual EZ canopies (Test series h) 51 3. SEISMIC QUALIFICATION AND EARTHQUAKE HISTORIES 53 3.1 Introduction 53 3.2 Seismic Qualification of the Ceiling Systems 53 3.2.1 ICC Requirements for Testing and Qualification of Nonstructural Components 53 S tructural Engineering ,S' Earthquake Simulation Laboratory Draft ii 3.2.2 Limit States of Response 53 3.2.3 Horizontal and Vertical Target Floor Spectra for Qualification 54 3.2.4 Description of Simulation Tests 57 3.3 Earthquake Simulator Motions 59 3.3.1 White Noise 59 3.3.2 Response Spectrum Matching Procedure and Ground Motion Histories 61 3.3.2.1 Generation of Floor Motions 61 3.3.2.2 Floor Motion Scaling and Filtering 61 3.3.2.3 Earthquake Simulator Motion Verification and Analysis (with test frame installed) 61 3.3.2.4 Earthquake Simulator Motion Verification and Analysis (with ceiling systems installed) 62 3.4 Comparison of Simulated Floor Motions with Test Frame and Ceiling Responses 77 4. EVALUATION OF CEILING SYSTEMS 83 4.1 Introduction 83 4.2 Summary Results of the Seismic Qualification Testing 83 5. SUMMARY AND CONCLUSIONS 97 5.1 Summary 97 5.2 Conclusions 97 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft iii 1.1 General 1.2 Report Organization 1. INTRODUCTION A significant number of studies on the seismic performance of Armstrong World Industry Inc. suspended ceiling systems have been completed in recent years (e.g., Repp et al., 2003a, 2003b; Badillo et al., 2002, 2003a, 2003b; Kusumastuti et al., 2002; Cyr et al., 2004; Gulec et al., 2005, 2006; and Gulec and Whittaker, 2006). This report describes the seismic performance of fourteen Armstrong World Industry suspended ceiling systems. The protocol adopted for the full -scale tests described in this report is that prepared by the ICC Evaluation Service, Inc., AC 156, "Acceptance Criteria for Seismic Qualification by Shake -Table Testing of Nonstructural Components and Systems" (ICC, 2004). This report contains five chapters, a list of references, and one appendix. Chapter Two provides general information about the test set -up at the Structural Engineering and Earthquake Simulation Laboratory of the Department of Civil, Structural and Environmental Engineering at the University at Buffalo; the test frame; the instrumentation used to record the responses of both the simulator and the ceiling systems; and the specifications for the fourteen ceiling systems that were tested as part of this study. Chapter Three presents the procedure used to generate the ground- motion histories for seismic qualification testing. Chapter Four presents test results for all fourteen ceiling systems. Chapter Five describes the main findings and the conclusions of this study. References are listed following Chapter Five. ICC- ES -AC156 is reproduced in Appendix A. S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 1 a 2.1 Introduction Assumptions regarding boundary conditions and seismic input must be made to qualify nonstructural components and contents. Figure 2.1 presents a sketch of a multi -story building [part (a)] and an elevation of a sample test fixture used for qualification and fragility testing [part (b)]. It is not possible to reproduce all possible boundary conditions and points at which seismic shaking is input to in- service ceiling systems with a standardized test fixture and a loading protocol. For the ceiling system of Figure 2.1, the in- service loading environment includes vertical and horizontal acceleration of the floor above the story in which the suspended ceiling is installed (floor i +1), and horizontal acceleration of the walls at the level of the suspended ceiling system. MUM ME--- 2. EXPERIMENTAL FIXTURE AND TEST SPECIMENS Floor t + l acceleration Wall accelerations Accelerations of the columns at floor i Floor 1 acceleration Earthquake simulator extension platform (simulates floor i) Test frame (simulates floor 1 +1) Suspended ceiling system EMS ■r a) Sample multistory structure b) Single -story test frame Figure 2.1 Seismic demands on nonstructural components: in service and test fixture A representative test fixture was developed for the qualification of suspended ceiling systems. The fixture, whose construction details are described in Section 2.3, was designed to represent a typical story of stiff building, with a horizontal frequency in the range of 10 to 20 Hz, and a typical floor slab in a building with a vertical frequency of 10 to 20 Hz. Importantly, the vertical frequency of the roof of the Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 2 test frame was selected so that the addition of the suspended ceiling system would reduce the vertical frequency of the assembly, and maintain or increase the vertical earthquake demand. Testing protocols such as AC156 (ICC, 2004) seek to envelope seismic demand on nonstructural components of all types and dynamic properties for a wide range of seismic inputs. For suspended ceiling systems, which experience seismic input at distributed horizontal and vertical locations, it is conservative but appropriate to characterize the seismic input using the acceleration history recorded at the earthquake simulator platform extension (floor motion per Figure 2.1b), recognizing that the finite horizontal stiffness of the test frame amplifies the acceleration at the base of the frame to the framing at the level of the ceiling system and the roof of the test frame. Badillo et al. (2006, 2007) provide detailed information on the degree of conservatism of seismic qualification based on spectral demands computed using earthquake histories recorded on the earthquake - simulator platform. 2.2 Earthquake Simulator One of the two six degree -of- freedom earthquake simulators in the Structural Engineering and Earthquake Simulation Laboratory (SEESL) of the State University of New York at Buffalo was used to evaluate and qualify the Armstrong ceiling systems. These two simulators can be rapidly repositioned from directly adjacent to one another to positions up to 100 ft (30.48 m) apart. Together, these tables can host specimens of up to 222.5 kips (1000 kN) in weight and as long as 120 ft (36.6 m), and can subject them to in -phase or uncorrelated dynamic excitations. Each earthquake simulator has plan dimensions of 11.8 ft x 11.8 ft (3.6 m x 3.6 m) and is made of a welded steel construction with a weight of approximately 17.6 kips (78 kN). A steel testing platform of plan dimensions 23 ft. (7.01 m) by 23 ft. (7.01 m) extends the useful testing area of each simulator. The Hydraulic Power Supply (HPS) subsystem for both simulators consists of four MTS Model 506.92 pumps rated at 185 gpm (700 1pm) at 3,000 psi (207 bar) each and a battery of 800 gallons (3100 litters) accumulators provide a total flow of 1600 gpm (6200 1pm). Additional information can be found at www.nees.buffalo.edu. Each of the two six degree -of- freedom earthquake simulators is designed for the nominal performance shown in Table 2.1. These performance data are based on uniaxial sinusoidal motion of one simulator with a rigid 44.1 kip (196 kN) payload. System performance levels will be reduced with payloads larger than the nominal payload. Acceptance testing of the simulators has verified a frequency response of 0 -100 Hz for the bare platform and 0 -50 Hz for a 44.1 kip (196 kN) payload. Input or command signals to the table can be of the following types: harmonic motions (sinusoidal, square, and triangular), random motions, and any recorded earthquake history. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 3 Table size 11.8ftx 11.8 ft (3.6 m x 3.6 m) Usable Testing Surface 23 ft x 23 ft (7.0 m x 7.0 m) Maximum specimen weight 110.2 kips (490 kN) max.; 44.1 kips (196 kN) nominal Maximum overturning moment 332 kip -ft (451 kN -m) Maximum off - center loading moment 108 kip -ft (147 kN -m) Frequency of operation 0.1 -50 Hz nominal; 100 Hz max. Stroke (X axis, Y axis, Z axis) ±5.91 in, ±5.91 in, ±2.95 in ( ±150 mm, ±150 mm, ±75 mm) Velocity (X axis, Y axis, Z axis) 49.2 in/sec (1250 mm/sec), 49.2 in/sec (1250 mm/sec), 19.7 in/sec (500 mm/sec) Acceleration (X axis, Y axis, Z axis) ±1.15 g, ±1.15 g, ±1.15 g Software is available for the collection and processing of data. Frequency and time - domain analysis of data is performed routinely. Data are archived locally in a system with a storage capacity in excess of 4 terabytes (tB). Data can also be transferred via the Internet to other computers within the University computing environment and to outside systems. 2.3 Test Frame Table 2.1 Performance data for each six degree -of- freedom earthquake simulator A 16 ft. (4.88 m) by 16 ft. (4.88 m) square frame of ASTM Grade 50 steel was used to test all fourteen ceiling systems. Figures 2.2 through 2.11 present detailed information on the frame. Figure 2.2 is a plan view of the base of the frame. The frame was attached to the simulator platform using 1 in. (25 mm) diameter bolts at the base of each of the four walls. The frame was designed and detailed so that it could be disassembled easily. Figure 2.3 shows the details of the top of the frame. To facilitate rapid disassembling of the test frame, the top of the frame was connected to the perimeter beams with 3/8 in. (10 mm) diameter bolts. The top of the frame was divided into two equal parts along the east -west axis. Both halves of the roof were connected with 3/8 in. (10 mm) diameter bolts. The ceiling systems tested were constructed inside the test frame. Some ceiling systems (see Sections 2.5.2 through 2.5.11) were attached to the inside face of the 2 in. x 6 in. (51 mm x 152 mm) timber ledgers shown in Figure 2.4. The inside face of the timber ledger is termed the wall of the test fame hereafter. Structural Engineering S. Earthquake Simulation Laboratory Draft 4 5%6' Steel platform of the simulator 3. 5' 5'4 Figure 2.2 Plan view of the base of the frame Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 5 TS 4• X 1/4• 4'1• $• 1• + hots to attach frame to platform TS2X2•X3/16• 1' g r + bolts to attach frame r + bolts to attach frame • ,. _ _... to platform to platform 1 TS 6' X 4• X 1/4• % --► A • Detail A-A' r + bolts to attach frame (Fig 2.5) to platfomr 4' r T rXrX3/16• a S 6' X 4• X 14• 1 _ ✓ 5%6' Steel platform of the simulator 3. 5' 5'4 Figure 2.2 Plan view of the base of the frame Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 5 1 Data I B (Fig 2.6) TS 4" X 4" X 1/4' 1 6' TS6 "X4 "X1/4" TS ?X2 "X3/16" Figure 2.3 Plan view of the top of the frame A Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 6 \ / 3/8" 8 bolts t. ... ....Th.. 1111 e j '.— \. rintA w ams me test ►r9 the main b a ,s T, Detail D (Fig 2.8) . . TS6 "X4'x1 /4" TSTXTX3/16" --.—� . • TS 4' X 4" X 1/4' . Detail C (Fig 2.7b) . / of 1) bolts to r ect each ha f first frame loo/ N §� 4 — IL\ —ter Detail A -A' Fig 2.5) TS 2" X Detail C (Fig 2.7a) X 3/16" 1 Data I B (Fig 2.6) TS 4" X 4" X 1/4' 1 6' TS6 "X4 "X1/4" TS ?X2 "X3/16" Figure 2.3 Plan view of the top of the frame A Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 6 1 "=8" 1"=8" 1'-8" 4" 2" 2' 2" TS 2'X XI3/16" 1 j c / T 3/8 4 bolts 4 "-8 TS 2'X2 "X3/16" TS 2" X 2' X 3/16' N \ TS4 "X4'X1/4" 2' X 6" timber ledger L14 "X1 }'X3116' TS6 "X4 "X1/4" 6' 2'--1-2 7-4" welded connections TS 2' X 2" X 3/16" 4 "-8 TS 4" Y. 4" X1/4" s-4" TS 4" X 4" X 1/4" simulator platform TS 2" X 2" X 1/8" L2 "X2 "X1/4" connection welded 3/4" 4' bolt °i 3/8" 4 bolts TS4 "X6 "X1/4" TS 4 "X6 "X1 /4" L4 "X4 "X114" 4 0 1-8- 4" 3' -7 Figure 2.5 Detail A -A' : front view of frame 4" 5'-4" • fillet weld Figure 2.6 Detail B: connection of the corner of the frame TS4 "X4 "X1/4" TS 4" X 4" X 1/4" 2" X 6" timber ledger L1 "X11 "X1/4" connection welded 3/4" 4) bolts TS 4" X 6" X 1/4" S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 8 roof beam TS2 "X2 "X1/8" TS 4"X 4"X1/4" 4 "-- 3/8" it. bolts to attach roof to m beams roof beam TS2 "X2 "X1/8" 2" X 10" X 1/4" plate welded TS 4" X 4" X 1/4" L2 "X2 "X114" connection welded TS4 "X4 "X1/4" a) connection in the east - west direction b) connection in the north - south direction Figure 2.7 Detail C: connection of the roof to the main beams 3/8" 4) bolts to attach both parts of the roof TS 2" X 2" X 1/8" 1 [ - _ IL t� 6 " '1 " I - 8 " TS 2" X 2" X 1/8" welded connection 1'-4 Figure 2.8 Detail D: connection of the two halves of the roof in the east -west direction S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 9 Figure 2.9 Connection of the roof to the main beams on the north side of the frame Figure 2.10 Connection of the roof to the main beams on the west side of the frame S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 10 Direction Frequency (Hz) Period (s) Horizontal X (East -West) 17.3 0.058 Horizontal Y (North- South) 17.3 0.058 Vertical (Z) 9.3 0.108 Figure 2.11 Test frame mounted on the shaking table at the University at Buffalo Table 2.2 lists the dynamic properties of the frame alone (with no ceiling system installed). The modal frequencies were determined using data from the accelerometers mounted on the frame by computing the transfer functions (input: the acceleration histories recorded on the extension platform; output: acceleration histories recorded on the center of the roof of the test frame). Transfer functions in the horizontal (X, Y) and vertical directions (Z) are presented in Figure 2.12. Table 2.2 Dynamic properties of the frame alone (no ceiling system installed) S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 11 1) E 12 8 4 0 120 80 v Q 40 0 10 a) X direction (East -West) and Y direction (North- South) T 0 10 Hertz 20 30 20 30 Hertz b) Z direction (vertical) Figure 2.12 Transfer function associated with the principal directions of the test frame S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 12 2.4 Instrumentation Accelerometers and displacement transducers were used to monitor the response of the simulator platform, the test frame, and the ceiling support grid, in each ceiling system. Accelerometers were located at different points on and below the simulator platform (see Figure 2.13a), on the test frame (see Figures 2.13b and 2.14a), and on the ceiling support grid for all ceiling systems (see Figures 2.13c and 2.14b). Table 2.3 presents detailed information on the characteristics and locations of the accelerometers. Horizontal and vertical displacements were measured with linear variable displacement transducers (LVDTs). The transducers used to measure the horizontal displacement of the frame were located on the north and west sides of the frame. Three LVDTs were located on each side, two on the top corners of the frame and one in the middle of the bottom of the frame. The transducer used to measure the vertical displacement was located in the middle of the west side of the simulator platform. Figures 2.15 and 2.16 show the location of each displacement transducer used to monitor the response of the test frame. Table 2.3 lists the transducers used to monitor the displacement of the test frame. Steel platform of the simulator \\ Accelerometers ATBL' (below steel platform) Recording direction: E -W, N -S, Vertical Accelerometers AExr (on steel platform) Recording direction: E -W. N -S, Vertical a) accelerometers on the simulator platform Figure 2.13 Locations of the accelerometers on the testing frame S tructural Engineering , S.E.E.S.L. Earthquake Simulation Laboratory Draft 13 Accelerometers AFRSW Recording direction: E -W, N-S, Vertical Accelerometers "AFRW Recording direction: E -W, Vertical A{.{.Gf 31 V R IGtb Recording din E -W, ■-S, Vey b AL ction: 'cal �i- b) accelerometers on the top of the test frame Accelerometers "ATIL" Recording direction: E -W, N -S, Vertical \Accelerometers "AFRN" Recording direction: N-S, Vertical / Accelerometers AFRNE" Recording direction: E -W, N -S, Vertical c) accelerometers on the ceiling support grid Figure 2.13 Locations of the accelerometers on the testing frame (cont.) Accelerometers "AFRNW" Recording direction: E -W, N -S, Vertical Structural Engineering S. E.E.S.L. Earthquake Simulation Laboratory Draft 14 a) accelerometers on the top north -west corner of the test frame b) accelerometers on the ceiling support grid Figure 2.14 Accelerometers monitoring the response of the test frame and ceiling grid Structural Engineering S.E.E.S.L. Earthquake Simulation L aboratory Draft 15 ID Type of measurement Direction of recording Brand Full Scale Range (EU) Calibration Factor (EU /mV) Location on the test frame spnwx Displacement Horizontal E -W SpaceAge +/- 21.5 in 0.0043 Top north corner of west side of frame spswx Displacement Horizontal E -W SpaceAge +/- 21.5 in 0.0043 Top south corner of west side of frame spney Displacement Horizontal N -S SpaceAge +/- 21.5 in 0.0043 Top east corner of north side of frame spnwy Displacement Horizontal N -S SpaceAge +/- 21.5 in 0.0043 Top west corner of north side of frame spgndx Displacement Horizontal E -W SpaceAge +/- 21.5 in 0.0043 Center of the west side of table top spgndy Displacement Horizontal N -S SpaceAge +/- 21.5 in 0.0043 Center of the north side of table top spvert Displacement Vertical SpaceAge +/- 21.5 in 0.0043 Center of the west side of table top atblx Acceleration Horizontal Sensotec +/- 11.9 g 0.1193 Actuator of simulator platform (horizontal control acceleration) atbly Acceleration Horizontal N -S Sensotec +/- 10.1 g 0.1014 Actuator of simulator platform (horizontal control acceleration) atblz Acceleration Vertical Sensotec +/- 10.4 g 0.1042 Actuator of simulator platform (vertical control acceleration) aextx Acceleration Horizontal E -W Sensotec +/- 13.7 g 0.1366 Center of top of extension platform Table 2.3 Displacement transducers and accelerometers used for the testing program Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 16 ID Type of measurement Direction of recording Brand Full Scale Range (EU) Calibration Factor (EU /mV) Location on the test frame aexty Acceleration Horizontal N -S Sensotec +/- 13.6 g 0.1358 Center of top of extension platform aextz Acceleration Vertical Sensotec +/- 13.4 g 0.1343 Center of top of extension platform afrnwx Acceleration Horizontal E -W Sensotec +/- 15.6 g 0.1564 Northwest corner of top of frame afrnwy Acceleration Horizontal N -S Sensotec +/- 11.9 g 0.1186 Northwest corner of top of frame afrnwz Acceleration Vertical Sensotec +/- 16.2 g 0.1625 Northwest corner of top of frame afrnex Acceleration Horizontal E -W Sensotec +/- 16.7 g 0.1674 Northeast comer of top of frame afrney Acceleration Horizontal N -S Sensotec +/- 14.6 g 0.1461 Northeast corner of top of frame afrnez Acceleration Vertical Sensotec +/- 13.8 g 0.1381 Northeast corner of top of frame afrswx Acceleration Horizontal E -W Sensotec +/- 13.7 g 0.1365 Southwest corner of top of frame afrswy Acceleration Horizontal N -S Sensotec +/- 10.9 g 0.1091 Southwest corner of top of frame afrswz Acceleration Vertical Sensotec +/- 12.8 g 0.1282 Southwest corner of top of frame Structural Engineering S.E.E.S.L. Earthquake ►simulation Laboratory Draft 17 ID Type of measurement Direction of recording Brand Full Scale Range (EU) Calibration Factor (EU /mV) Location on the test frame afrny Acceleration Horizontal N -S Sensotec +/- 17.8 g 0.1778 Center of the north side of top of frame afrnz Acceleration Vertical Sensotec +/- 12.0 g 0.1200 Center of the north side of top of frame afrwx Acceleration Horizontal E -W Sensotec +/- 13.4 g - 0.1338 Center of the west side of top of frame afrwz Acceleration Vertical Sensotec +/- 15.6 g 0.1558 Center of the west side of top of frame agrdx Acceleration Horizontal E -W Sensotec +/- 14.6 g 0.1463 Center of the roof of testing frame agrdy Acceleration Horizontal N -S Sensotec +/- 13.3 g 0.1329 Center of the roof of testing frame agrdz Acceleration Vertical Sensotec +/- 13.7 g 0.1371 Center of the roof of testing frame atilx Acceleration HoEz�ntal Sensotec +/- 10.6 g 0.1055 Suspension system atily Acceleration HON S tal Sensotec +/- 10.9 g 0.1090 Suspension system atilz Acceleration Vertical Sensotec +/- 10.1 g 0.1006 Suspension system 1. Full scale range is 100 mV for the accelerometers and 10 V for the displacement transducers. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 18 Steel platform of simul� a for NN Transducer •SPGNDX' Tmnsd cer SPVERT' a) transducers at the base of the frame Transducer 'SPGNDY' Transducer Transducer 'SPSWX' 'SPNWX' `Steel platform of simulator lk Transducer 'SPitwr Transducer 'S PHEY' b) transducers at the top of the frame Figure 2.15 Locations of displacement transducers in the testing frame Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 19 a) transducers at the base of the frame b) transducers at the top of the frame Figure 2.16 Displacement transducers mounted on the testing frame S tructural Engineering S . E , E . S Earthquake Simulation Laboratory Draft 20 2.5.4 Ceiling System 3: Seismic separation joint (Test series c) Ceiling system 3 was constructed using main beams oriented in the north -south direction spaced at 4 ft. (1.22 m) on center starting approximately 2 ft. (0.61 m) from the west wall of the test frame. Four foot (1.22 m) long cross tees oriented in the east -west direction were spaced at 2 ft. (0.61 m) on center starting approximately 2 ft. (0.61 m) from the south wall of the test frame. Two foot (0.61 m) long cross tees were placed at the mid span of the 4 ft. (1.22 m) long cross tees and at the perimeter of the ceiling system. The ceiling system included a separation joint 6 ft. from the west wall of the test frame, which divided the ceiling into two independent sub - ceilings: east sub - ceiling and west sub - ceiling. This joint, shown in Figures 2.21 and 2.22, was formed by attaching seismic separation joint clips to the main beam and then sliding two cross tees into the seismic separation joint clip from both ends. One #10 x 1/4 in. (6 mm) pan head screw was screwed through each seismic separation joint clip into the rivet hole in the cross tee. A two in. (51 mm) wall molding was installed on the west wall of the frame and on the north and south edges of the west sub - ceiling. A 7/8 in. (22 mm) wall molding was installed on the east wall of the frame and on the north and south edges of the east sub - ceiling. Figure 2.22 shows the 2 -in and 7/8 in. wall moldings installed on the south wall of the test frame. The suspension system was attached to the wall moldings on the east, west and north walls of the test frame using #8 x 9/16 in. (14 mm) modified truss head screws (one per connection). The grid members were cut tight to the east, west and north walls of the test frame. The south edge of the suspension system was located approximately 3/4 in. (19 mm) from the south wall of the test frame. Four ft. (1.22 m) stabilizer bars were used on the on the south edge of the west sub - ceiling to maintain nominal spacing between the members of the suspension grid. BERC2 clips were used on the on the south edge of the east sub - ceiling to connect the suspension members to the 7/8 in. (22 mm) wall molding as shown in Figure 2.22. The suspension system was hung from the ceiling of the test frame using soft annealed galvanized number 12 gage steel suspension wires at 4 ft. (1.22 m) on center in both the north -south and east -west directions. All of the vertical wires were attached to the ceiling suspension member and to the test frame with a minimum of 3 turns within 3 in. (76 mm) of each connection. The system had no compression posts or splay wires. Angled Tegular Endura panels with a unit weight of 1.35 lb/11 (64.6 N /mm were installed into the grid openings. Table 2.7 presents summary information on each component of ceiling system 3. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 27 Figure 2.21 Seismic separation joint clip Seismic separation N „ aoint,p i --; 17/7/‘—? O tt C i r'f Figure 2.22 Seismic separation joint and the two wall molding types on the south wall of the test frame Structural Engineering _ S.E.E.S.L. Earthquake Simulation Laboratory Draft 28 Component Item no. Description D' ��m) °3 Comments Main beam 7301 Heavy duty Prelude main beam 3658 x 43 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel capping. 4 ft. cross tees XL7348 4 ft. (1.22 m) long cross tee 1219 x 35 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. 2 ft. cross tees XL7328 2 ft. (0.61 m) long cross tee 610 x 35 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. Wall molding 7808 N/A 3658 x 51 x 51 Angle section; 2 in. (51 m) flanges. Wall molding 7800 Hemmed angle molding 3658 x 22 x 22 0.5 mm (0.018 in.) hemmed angle molding with pre - finished exposed flanges. BERC2 clips BERC2 2 in. (51 mm) clips N/A Clips attached suspension grid to wall molding. Seismic Separation Joint Clip N/A N/A N/A Clips used to separate the ceiling into two independent sub - ceilings. Stabilizer bar 7445 4 ft. (1.22 m) stabilizer bar 1219 Bars used to maintain the nominal spacing of the members of the suspension grid. Endura panels BP 638 N/A 610 x 610 x 19 Panels installed into the grid openings of the suspension system. Table 2.7 Summary information on the components of ceiling system 3 2.5.5 Ceiling System 4: 14 ft. Shortspan drywall grid (Test series g) Ceiling system 4 included one north -south wall constructed with 3 -5/8 in. (92 mm) 20 gauge steel studs spaced at 16 in. (406 mm) on center. The north -south wall was attached to the west wall of the test frame and extended 2 ft. (0.61 m) in the east -west direction as shown in Figure 2.23. The wall was braced to the roof of the test frame at three locations using 3 -5/8 in. (92 mm) 20 gauge steel studs. Each brace was screwed to the stud wall and anchored to the test frame using C- clamps. Figure 2.23 show the locations of the vertical braces. A locking angle molding was screwed through the drywall to the stud wall and screwed directly to the timber ledgers on the east, north and south walls of the test frame. The locking angle molding had perforated tabs to correctly align the ceiling drywall cross tees. Figure 2.24 shows the locking angle molding attached to the stud wall. S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 29 Component Item no. Description Di �mm) ns Comments Main beam 7301 Heavy duty Prelude main beam 3658 x 43 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel capping. 4 ft. cross tees XL7340 4 ft. (1.22 m) long cross tee 1219 x 43 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. 2 ft. cross tees XL7328 2 ft. (0.61 m) long cross tee 610 x 35 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. Wall molding 7800 Hemmed angle molding 3658 x 22 x 22 0.5 mm (0.018 in.) hemmed angle molding with pre - finished exposed flanges. BERC2 clip BERC2 2 in. (51 mm) clips N/A Clips attached suspension system to wall molding. Endura panels BP 638 N/A 610 x 610 x 19 Gypsum panels installed (two layers) into the grid openings of the suspension system. Table 2.13 Summary information on the components of ceiling system 9 2.5.11 Ceiling System 10: Seismic separation joint with 4 lb /ft panel load (Test series n) The suspension system of ceiling system 10 was identical to the suspension system of ceiling system 3. Section 2.5.4 presents a detailed description of the suspension system used in ceiling systems 3 and 10. The only difference between ceiling systems 3 and 10 was the panels. In ceiling system 10, two layers of drywall panels were placed in the grid openings. Each drywall panel had unit weight of 2 lb /ft (96 N /mm Table 2.14 presents summary information on each component of ceiling system 10. S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 46 Component Item no. Description D' �mm) °S • Comments Main beam 7301 Heavy duty Prelude main beam 3658 x 43 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel capping. 4 ft. cross tees XL7340 4 ft. (1.22 m) long cross tee 1219 x 43 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. 2 ft. cross tees XL7328 2 ft. (0.61 m) long cross tee 610 x 35 x 24 Double -web construction; web with PeakForm bulb and bottom flange with pre - finished steel cap and override at each end. Wall molding 7808 N/A 3658 x 51 x 51 Angle section; 2 in. (51 m) flanges Wall molding 7800 Hemmed angle molding 3658 x 22 x 22 0.5 mm (0.018 in.) hemmed angle molding with pre - finished exposed flanges. BERC2 clips BERC2 2 in. (51 mm) clips N/A Clips attached suspension grid to wall molding. Seismic Separation Joint Clip N/A N/A N/A Clips used to separate the ceiling into two independent sub - ceilings. Stabilizer bar 7445 4 ft. (1.22 m) stabilizer bar 1219 Bars used to maintain proper spacing between the cross tees. Drywall panels N/A N/A 610 x 610 x 13 Standard tapered edge type X 5/8 in. (16 mm) drywall. Table 2.14 Summary information on the components of ceiling system 10 2.5.12 Ceiling System 11: EZ canopies -U235 (Test series d) Ceiling system 11 included four EZ canopies (U -235 design) as shown in Figure 2.41. The canopies were 4 ft. (1.22 m) by 4 ft. (1.22 m) in plan. The canopies were installed symmetrically with respect to the X (horizontal, east -west) and Y (horizontal, north - south) axes of the test frame with a 4 in. (102 mm) gap between the canopies. Each canopy included a suspension frame mounted into the kerfs at the back of the canopy. The suspension frame was connected to an aluminum channel using hooks as shown in Figure 2.42. The channel was hung from the roof of the test frame using four suspension cables (one cable per canopy; cables through centroids of the canopies). Figure 2.43 identifies the key components of the system. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 47 3.1 Introduction 3. SEISMIC QUALIFICATION AND EARTHQUAKE HISTORIES Each of the fourteen ceiling systems described in Chapter 2 was subjected to a set of combined horizontal and vertical earthquake excitations for the purpose of qualification. The qualification procedures were those of the ICC -ES -AC 156, "Acceptance Criteria for Seismic Qualification by Shake -Table Testing of Nonstructural Components and Systems" (ICC, 2004). (A copy of this document is provided in Appendix A.) The following section in this report presents summary information on seismic qualification and the floor motion (earthquake- simulator platform) histories used for the qualification of the Armstrong ceiling systems. 3.2 Seismic Qualification of the Ceiling Systems 3.2.1 ICC Requirements for Testing and Qualification of Nonstructural Components Requirements for the seismic qualification of nonstructural components are presented in ICC- ES- AC156. A general description of the test assembly must be provided (see Chapter 2.5). The description must include the primary function of the product, overall dimensions, product weight and restrictions on the product's use. Several other seismic variables must also be identified, including, the elevation of the product, building roof elevation, seismic coefficient, and the product importance factor. The test specimen must also adequately represent the entire product line. To qualify a test system, ICC writes that it must be subjected to a seismic qualification- testing program. This program must include a pre -test inspection and functional compliance verification, resonance search tests, random multi- frequency seismic simulation tests, and post -test inspection and functional compliance verification. 3.2.2 Limit States of Response Limits states of response must be defined for qualification testing where a limit state is a boundary between acceptable and unacceptable performance of the system. In this case, two limit states were defined for the qualification testing of the ceiling system: (1) loss of tiles, and (2) failure of the suspension system. The first limit state is the loss of one or more tiles from the ceiling system. The second limit state is sufficient damage to one or more components of the suspension system such that repair or replacement of the suspension system is required. A visual examination is sufficient for post -test inspection and so the two limit states defined herein for qualification were based on visual examination only. S tructural Engineering S Earthquake Simulation Laborator Draft 53 3.2.3 Horizontal and Vertical Target Floor Spectra for Qualification The earthquake- simulator platform acceleration histories used for the qualification of the ceiling systems were obtained using the spectrum matching procedure recommended by ICC. The first step in the process is to define a target spectrum or Required Response Spectrum (RRS). Per ICC- ES- AC156, the RRS is obtained as a function of the mapped spectral acceleration at short period, S This RRS was used to generate the floor motions used for the seismic qualification tests. Spectra were generated for horizontal and vertical design basis earthquake shaking. The RRS for horizontal shaking was developed using the normalized ICC response spectrum shown in Figure 3.1. The values of the parameters ARJo and AFrx that define the ordinates of the horizontal spectrum are calculated with equations presented below. F 0 A 0 z ✓ 3 • A ELK 0 u 0 0 0. n it D. 44100 Horizontal RRS ♦Vertical RRS 1.3 8.3 Frequency. f (Hz) Sns -2 F,, S 33.3 RIG Figure 3.1 Required response spectra for horizontal and vertical shaking (ICC, 2004) For horizontal design basis earthquake shaking, the International Building Code (IBC, 2003) defines the short period design basis earthquake acceleration response as: Structural Engineering S.E.E.S.L. Earthquake Simulation (3.1) where Sos is the design spectral response acceleration at short periods, F is the site coefficient, and S is the mapped maximum earthquake spectral acceleration at short periods. Based on ICC- ES- AC156, the spectral acceleration Ajo of a rigid component (assumed to have a frequency f >_ 16.7 Hz) is given by (3.2) and that of a flexible component AFLX is given by (3.3). Laboratory Draft 54 S (g) 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 F, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 SDS 0.17 0.33 0.50 0.67 0.83 1.00 1.17 1.33 1.50 1.67 AF,x 0.27 0.53 0.80 1.07 1.33 1.60 1.87 2.13 2.40 2.67 AR,G 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 A 0.4 S D s 1 +2h I AFCx = S DS I 1 + 2 h J<_1.6 S D s Table 3.1 Parameters to calculate the horizontal RRS (z/h =1.0) Structural Engineering S Earthquake Simulation (3.2) (3.3) where z is the height above the base of the building where the equipment, or component, is to be installed and h is the height of the building. If the equipment or component is to be installed on the roof of the building, z/h = 1.0. If the location of the equipment, or component, in a building is unknown, or if it is being qualified for a general use in the buildings structure, it is conservative, but appropriate, to set z = h. Table 3.1 shows the parameters used in this study to obtain the RRS for horizontal shaking for 5 percent damping for a short period (0.2 second) spectral acceleration, S , between 0.25 g and 2.50 g; values for S = 1.0 g are highlighted. Table 3.2 presents representative values of SS for different major cities in the United States and a 2% probability of exceedance in 50 years, noting that the reported values are for a reference shear wave velocity of 760 m/sec. Laboratory Draft 55 City State Ss (g) Boston Massachusetts 0.28 Charleston South Carolina 1.43 Chicago Illinois 0.16 Los Angeles California 2.17 Memphis Tennessee 1.39 New York City New York 0.35 Portland Oregon 0.99 Reno Nevada 1.61 Sacramento California 0.59 Salt Lake City Utah 1.71 San Francisco California 2.27 Seattle Washington 1.46 Table 3.2 Short period spectral acceleration Ss in major cities across the United States Figure 3.2 shows the RRS in the horizontal and vertical directions for 5 percent damping for a mapped spectral acceleration at short period, Ss = 1.0 g. The ordinates of the vertical required response spectrum (RRS) are defined by ICC as two- thirds (2/3) of the horizontal RRS ordinates, namely, AFrx = 1.07 and ANG = 0.80 for S s = 1.Og. 1.20 Si, 0.80 1.00 i 0 .- F I I I I I I 1 0.60 1 r r r 1 r - - - -- I I I I 1 1 1 1 1 1 V I 1 1 1 1 1 1 1 1 I 1 U 1 1 1 1 1 1 1 I 1 I I-1- -1 1- - - Horizontal RRS 0.20 -1- -- - ~ - - Vertical RRS 1 2 4 6 8 10 40 Frequency (Hz) Figure 3.2 RRS for horizontal and vertical shaking and Ss = 1.0 g I I I I I I 1 I 1 1 1 1 1 1 0.00 1 1 1 1 1 1 1 Structural Engineering S.E.E.S.L. 20 Earthquake Simulation Laboratory Draft 56 Figure 3.3a presents the 2003 NEHRP maximum considered earthquake (MCE) ground motion spectra and the ICC -ES -AC 156 target qualification spectrum for seismic qualification for Ss = 1.0 g and S = 0.4 g. The ground motion spectra are presented for NEHRP soil types A through E. The purpose of this presentation is to relate the qualification spectral demands that are assumed to apply anywhere in a building structure to the ground motion demands on a single degree of freedom representation of the building. The qualification spectrum envelopes the MCE spectra (for Ss = 1.0 g and S = 0.4 g) except in the short period range for site class D. Figure 3.3b presents the 2003 NEHRP MCE and design basis earthquake (DBE) ground motion spectra and the ICC -ES -AC 156 target qualification spectrum for seismic qualification for Ss= 1.0 g and S = 0.4 g. The target qualification spectrum was developed for DBE shaking and the difference between the NEHRP DBE spectrum and the target qualification spectrum (shown by the arrows in the figure) represents the assumed amplification of the DBE motion by a building framing system (into which the ceiling system would be installed). 3.2.4 Description of Simulation Tests For the purpose of the qualification, each of the fourteen ceiling systems was subjected to a set of horizontal and vertical earthquake excitations that was characterized by motion at the level of the earthquake- simulator platform. Each set include triaxial resonance search tests using white noise excitation and random multi- frequency seismic simulation tests. The resonance search tests were undertaken to establish the natural frequency of the ceiling frame system. The random multi- frequency seismic simulation tests included a series of triaxial floor motions that were established for different multiples of the target or required response spectrum (RRS) as recommended by ICC -ES -AC 156 (ICC, 2004). The different levels were obtained by scaling the input acceleration from those associated with the target horizontal and vertical spectra. Table 3.3 lists the standard series of tests used for each test specimen. S tructural Engineering ` S.E.E.S.L. Earthquake Simulation Laboratory Draft 57 0 0.6 0.4 02 0.0 1.2 0.6 0.4 0.2 - __L_ 0 .0 0.0 0.0 0.5 0.5 1.0 1.0 1.5 Period(s) 1.5 Period(s) 2.0 a) relationship between MCE NEHRP spectra and target qualification spectrum (S = 1.0 g, S, = 0.4 g) .--•■•Target Qualification Spectrum (per ICC AC156) -MCE NEHRP (Sod Class B) - OBE NEHRP (Sod Class B) 2.0 2.5 2.5 3.0 3.0 b) relationship between NEHRP MCE and DBE spectra and target spectrum (Ss = 1.0 g, S = 0.4 g) Figure 3.3 Relationship between NEHRP MCE and DBE spectra and the ICC -AC156 target spectrum for seismic qualification S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 58 Acc al Grafi on (g) Acc el crab on (g) r 1 i , • • 1 • • 1 • . - 1 1 1 •• V • • ~ -1 - -- - - y �- 1 1 1 _ 1 • r + - � ------ c -- -- r - r • • • --t--r - ICC AC156 Target Spectrum LICE NEHRP Site Class E - ' '-MCE NEHRP Site Class 0 - - - MCE NEHRP Site Class C MCE NEHRP Site Class B A 1 1 LICE NEHRP Site Class A 1 : 1 1 1 1 1 1 1 - 1 • 1 • 1 / 1 - - -L L., 1 r 13 • i .1 '1 , 1 1 1 , , 1 1 1 1 , I I , 0 0.6 0.4 02 0.0 1.2 0.6 0.4 0.2 - __L_ 0 .0 0.0 0.0 0.5 0.5 1.0 1.0 1.5 Period(s) 1.5 Period(s) 2.0 a) relationship between MCE NEHRP spectra and target qualification spectrum (S = 1.0 g, S, = 0.4 g) .--•■•Target Qualification Spectrum (per ICC AC156) -MCE NEHRP (Sod Class B) - OBE NEHRP (Sod Class B) 2.0 2.5 2.5 3.0 3.0 b) relationship between NEHRP MCE and DBE spectra and target spectrum (Ss = 1.0 g, S = 0.4 g) Figure 3.3 Relationship between NEHRP MCE and DBE spectra and the ICC -AC156 target spectrum for seismic qualification S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 58 Acc al Grafi on (g) Acc el crab on (g) Test No. Test name Target Ss (g) Description 1 awn -- Triaxial white noise excitation in the horizontal (N -S and E -W) and vertical directions 2 a025 0.25 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 3 a050 0.50 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 4 a075 0.75 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 5 a100 1.00 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 6 a125 1.25 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 7 al50 1.50 Triaxial motion in the horizontal (N -S and E -W) and vertical directions 8 a175 1.75 Triaxial motion in the horizontal (N -S and E -W) and vertical directions Table 3.3 Test sequence for a complete set of experiments for a single ceiling system 3.3 Earthquake Simulator Motions 3.3.1 White Noise White noise, a broadband random motion, was used to find the frequencies of the test frame with no ceiling system installed and with the ceiling systems installed. The natural frequencies for the horizontal and vertical directions of each test specimen were obtained by finding the frequency associated with the peak in the acceleration transfer function (Clough and Penzien, 1993). Figure 3.4 shows the records and the Fourier amplitude spectrum of the white noise used in this study to calculate the natural frequencies of each of the ceiling systems for the horizontal and vertical directions, respectively. The motion with a root - meaned squared acceleration of 0.05 g extends from 1.5 Hz to 40 Hz, which envelopes the frequency band of interest. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 59 0.20 0 0.10 0.00 cu -0.10 ¢ -0.20 0 0.20 b c 0.10 V 0.00 -0.10 -0.20 0 0.20 on 0.10 0 4 g 0.00 v - 0.10 -0.20 0 0.0010 0.0008 11 ) 0.0006 n. E 0.0004 0.0002 0.0000 01 20 40 60 Time (s) a) horizontal white noise history in X direction (E -W) 20 40 60 Time (s) b) horizontal white noise history in Y direction (N -S) I I 20 40 60 Time (s) c) vertical white noise history 1 1 1 1 1 1 1 1 I 1 1 1 1 mu 1 1 I 11 1 1 1 1 1 Horizontal white noise (X) I I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 ii 1 1 Horizontal white noise (Y) f 1 1 1 1 1 1 1 1 1 1 1 1 1 - 1 -rrrrl 1 -' - r Vertical white noise f 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 r 1 1 1 11 T r T 1 rrrrl - - ,, 1 ii I 1 1 1 II 4# 4i I I 1 1 1 1 I I 1 II 1 I I 1 1 ti I I I I 1 1 1 1 I I I 1 1 II I I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 11 J I 11 1 1 1 1 1 1 1 I I 11 1 1 1 1 I 1 1 1 1 1 1 1 1 1 �- 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Frequency (Hz) d) Fourier amplitude spectrum of horizontal and vertical white noise Figure 3.4 White noise records and Fourier amplitude spectra Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory 10 80 80 80 100 100 100 Draft 60 3.3.2 Response Spectrum Matching Procedure and Ground Motion Histories 3.3.2.1 Generation of Floor Motions The earthquake excitations used for the qualification of the ceiling systems were generated according to the requirements of ICC- ES -AC156 using a spectrum- matching procedure, namely, the "Inverse Response Spectrum Procedure" (IRSP) routine from the program software STEX (MTS, 1991). STEX utilizes industry- standard algorithms for calculation of shock response spectra and inverse shock response spectra. A damping ratio of 5% (required by ICC- ES- AC156) and a frequency resolution of 12 lines per octave (4 times greater than that required by ICC -ES -AC 156) were used to generate the earthquake records. Independent records were generated for each excited degree of freedom, namely; horizontal north -south direction, horizontal east -west direction, and vertical direction. As specified by ICC -ES- AC 156, a) the amplitude of the peak vertical acceleration was set equal to 67% of the amplitude of the peak longitudinal and lateral accelerations, and b) 20 seconds of strong motion (with 5 seconds each of ramp -up and ramp -down) was generated for each record. 3.3.2.2 Floor Motion Scaling and Filtering The records obtained using the IRSP were then scaled to match the amplitude requirements of the scaled required (or target) response spectra (RRS). Analysis of the resultant velocity and displacements associated with the acceleration records at each scale factor revealed that the motions scaled to 1.25 times the original RRS would exceed the table limits of +/- 6.0 in ( +/- 150 mm) for the north -south and east - west shaking and +/- 3.0 in. ( +/ -75 mm) for vertical shaking, at frequencies below 1.0 Hz. Therefore, a high -pass filter with a cutoff at 1.0 Hz was applied to each motion for all RRS levels scaled to 1.25 times the original RRS and higher. For ground motions scaled to 100% of the original RRS and lower, a high pass filter with a cutoff of 0.5 Hz was utilized. This high -pass cutoff frequency is also the default high pass frequency used by the MTS earthquake simulator controllers in acceleration control mode. It should be noted that none of the system frequencies are close to this cutoff, hence no components of response are lost. 3.3.2.3 Earthquake Simulator Motion Verification and Analysis (with test frame installed) The test frame was excited along each translational degree of freedom of the earthquake simulator using a low amplitude random motion with frequency content from 0.5 Hz to 40 Hz. A performance model for the test frame was generated using a system transfer function. The generated ground motions were applied to the earthquake simulator at 75% of the target amplitude for each RRS level and the RMS error between the desired and achieved ground motions was determined by STEX. Using an iterative procedure provided by STEX, the system performance model was updated until the RMS error reported by STEX a-i _ , Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 61 was less than 2 percent in each degree of freedom. This procedure was repeated for each scale factor and the corrected motions were used as the baseline motions for the testing of all ceiling systems. 3.3.2.4 Earthquake Simulator Motion Verification and Analysis (with ceiling systems installed) For each installed ceiling system, the table was excited at each scale factor (using the previously determined motions) and the Test Response Spectrum (TRS) was calculated for each translational degree of freedom. For most of the ceiling systems, the excitation levels used were 0.25, 0.50, 0.75, 1.00, 1.25, 1.50 and 1.75 times the original RRS. For some ceiling systems excitation levels up to 3.25 times the original RRS were used. When the TRS deviated from the RRS by more than 10% during the course of testing, the ground motions were corrected using further STEX iterations as described above. Each system imposed slightly different demands on the earthquake simulator, requiring minor adjustments to the motions in most cases. ICC (2004) requires that the TRS associated with the earthquake histories used for qualification must envelope the Required (or target) Response Spectrum (RRS) using a maximum- one - third - octave bandwidth resolution over the frequency range from 1 to 33 Hz, or up to the limits of the simulator. A damping ratio of 5% and a resolution of 12 lines per octave (4 times greater than that required by ICC - ES-AC156) were used to generate TRS from the earthquake histories. Figure 3.5 shows the earthquake history created after performing the Response Spectrum Matching Procedure (RSMP) and the response spectrum of this record for a target spectrum with S = 1.0 g. Figures 3.6 through 3.18 show sample horizontal and vertical acceleration histories and their corresponding response spectra for test series e. Note that the duration of shaking of approximately 23 seconds exceeds the minimum of 20 seconds specified by ICC- ES -AC156 (see also Section 3.3.2.1). S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 62 1.00 on 0 0.50 0.00 0 g -0.50 -1.00 0 1.25 - - -- 1 1.00 0.75 0.50 0.25 01 1 I 1 I 1 1 1 1 1 r I I I I 10 20 Time (s) a) record created with RSMP 1 1 1 1 1 1 1 1 11 1 - 1- 1 -1 -1-I 4-- +- +- I -4+4- FI 1 1 1 1 I 1 1 1 1 I I 1 I I I I I 1 1 1 1 1 1 1 1 111 /11 1 I I 1 11111 I I 1 I I I 1 I 1 I 1 1 I I 1 I I I 1 I -I . - I- I-I J - - - - 4 - _ L - 1 - I- L 1 1 I-I 1 I 1 1 I I I I 1 I 1 1 I 1 I I I 1 I 1 I 1 1 1 1 1 I I 1 1 1 1 1 I I 1 1 1 I 11 1 I 1 I I 1 1 I I 1 1 1 1 1 IJ 1 - - - - 1 - - L _ 1 -1- L 1 L LI III II 1 11 111 I f 1 10 30 40 i 1 i 11 1 I 1 1 I 1 1 1 1 1 1 I 1 I 1 1 I I 1 I 1 1 1 1 1 1 1 - Target spectrum - Response spectrum 100 Frequency (Hz) b) response spectra of the created record and the target spectra for Sr 1.0 g Figure 3.5 Record created after applying the RSPM for Ss=1.0 g and the response spectrum of the matched record S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 63 1.00 c 0.50 0.00 -0.50 -1.00 1.00 0.50 0.00 1.00 — a 0 0.50 — g 0.00 S) -0.50 — -1.00 0 0.40 01 I 4 - 1; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 0.30 — - 4 - I - I -I -1 4 -�' - - + 4- 4- 1-1 l 1 1 1 1 1 I 1 1 1 1 �1 ' I 1 1 1 1 1 1 1 CC 1 1 1 1 1 1 1 1 1 1 1 1 1 Y 1 I I I I 1 I I I I I I 1 1 6 0.20 -- -I- -I _ 1-11---- + a- ,4 N 1 1/ I I 1 I %� ' k,- h' Y V I 1 % `1 " 1 I y 1 I I L I' 1 1 1 1 1 1 r p U 1 1• 1 1 1 1 1 1 1 1 1 Q 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 0.10 —____L —1— 1_1_1_1_11— ___1_ -1 1 i V I I I I I 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 0.00 I 1 1 11 I 1 I I 10 r I I r 0 10 20 30 Time (s) a) horizontal acceleration history in the X direction -0.50 1 r i 1 1 I - 1.00 1 1 I I 0 10 20 30 40 Time (s) b) horizontal acceleration history in the Y direction r I I r 1 10 20 30 40 Time (s) c) vertical acceleration history 1' Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.6 Earthquake histories and spectra for test e025 1 40 Horizontal target spectrum Vertical target spectrum Horizontal icsponse spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum 100 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 64 1.00 — 0.50 — 0 0.00 -0.50 — Q -1.00 0 w 1.00 — • 0.50— o f �4�� 0 � ++ '1 -0.50 — 4 -1.00 0 10 20 Time (s) b) horizontal acceleration history in the Y direction w 1.00 — 0.50 — 0 0.00 9 0 • -0.50— ¢ -1.00 0 01 10 20 30 Time (s) a) horizontal acceleration history in the X direction 7 1 t� 1 1 1 11 0 . 2 0 — - - - - L 1 1 1 1 1 I 1 1 1 1 1 1 1 0.10 -- - r 1 1 1 1 1 111 T 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.00 1 1 1 1 111 1 1 10 20 Time (s) c) vertical acceleration history 10 r 30 r 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.7 Earthquake histories and spectra for test e050 40 40 r 1 40 0.70 - - -_-r -, . i i ,------- r- r- .- rrrr, 1 -, r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 0.60 — 1 1 1 1 1 1 1 1 i 1 L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ' 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A ; y' 1 1 1 1 1 1 1 I I I I I I 1 I 1 1 1 1 II 0.50----- 1- -- 1- - 1-- 1 -1 -1 -1 ',-- t-- t- - I - 1 - 1 - 1 - I - 1 - 1 -- 1 - t yyyY 1 1 1 1 1 - 1 1 1 1 1 I 1 1.1 1 , 1 1 1 1 1 1 1 1 1 1 11 I 1 1 1 1 1 111 ?i 1 1 1 1 11 0.40 — 1 1 1 1 1 1 a t L_1._L;1LL . 1 ,' 1 1 1 1 1 1 1 1 1 1 1 1 ,%`;% t ,- , -tz r '1 1 1 1 1 1 3. i 1 1 1 1 11 1 1 - i 1 1 1 , 1 ' 1 r. , 1 1 1 1 1 1 1 1 1 1 t. r 1 1 1 1 1 1 1 1 1 I; 1 1 1 1 1 1 0.30 — - - - - r — — 1— 7 -1 -r -t---- Y- r — r - 1 - - -- — 1— 1 —r7-1 —tY 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectuum (Y) Vertical response spectrum 100 S tructural Engineering S.E.E.,S.L. Earthquake Simulation Laboratory Draft 65 1.00 on a 0.50 0 0.00 -0.50 ¢ -1.00 0 1.00 — on 0.50 0.00 U -0.50 — -1.00 0 1.00 — n 0.50 — V 0.00 0 -0.50 — -1.00 0 1.00 0.80 0.60 0.40 0.20 0.00 0 1 30 10 20 Time (s) a) horizontal acceleration history in the X direction 40 I 1 0441 I I I I r � I I 10 20 30 40 Time (s) b) horizontal acceleration history in the Y direction 1 I 1 1 I I 1 1 1 111 1 1 1 1 1 li 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 10 20 Time (s) c) vertical acceleration history r - - r - - - r r rI I 1 1 1 1 1 1 1 1 1 1 1 1 1 r 30 40 Horizontal response spectrum (X) Horizontal response spectrum (Y) 1 Vertical response spectrum 1 10 100 Horizontal target spectrum Vertical target spectrum Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.8 Earthquake histories and spectra for test e075 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 66 1.00 0.50 E 0.00 8 -0.50 -1.00 0 1.00 u 0.50 E 0.00 g -0.50 -1.00 0 1.00 — n c 0.50 — E 0.00 -0.50 — ¢ -1.00 0 01 I I 10 20 Time (s) a) horizontal acceleration history in the X direction 10 20 Time (s) b) horizontal acceleration history in the Y direction 1 0.00 1 I I 1 1 1 1 1 1 1 1 1 40 10 20 Time (s) c) vertical acceleration history 1 .40 j-- - - -7 -- - T - - rrr =, 1 - 1 - - 1 - I 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I I I I I I 1 1 1 I I I 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1.20 1 1 1 1 1 111 1 1 Lim I I 1 I 1 1 1 1 11 1 1 1 1 1 J 1- I I 1 1 1 II 1 1 1 1 1 1 1. 1 I1�<� �✓ I I f• I 1 1 I I 1 1 1 1 1 II / 1 1 1 1 1 1 1 1 1.00 - ---- r - -1 --- 1 -I -I -I '- -t-- t- r- 1 -rrth- - 1-- -I--I-t-1 -I tit t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 1 I 1' - 1 11 1 I I I I I 0.80 — 1 1 1 � I 1 1 I L 1 I L 1 L L I,_ I 1 I I I I I I 1 1 I I I I I . .. ... -'�I �I. 1 1 1 1 1 1 I 1 1 1 I I I I I �.�' 1 1 1 I 1 I 0.60---- -r - -1- - � -I�t= -t---- r-- r - r- rrr 1 rrl - - -- - � ; - I r I 1 1 I I I 1 1 1 1 1 1 1 1 1 `I 1 1 1 1 1 1 1 1 1 1 1 Horizontal target spectrum L _I__�C _1_1_ 1_1_1 1 _ _ — — 1 — — 0.40 -- ___ � 1 Y 1 1 1 1 1 1 Vertical target spectrum I I I I I I I 1 Horizontal response spectrum (X) 1 1 I 1 1 1 1 1 1 1 0.20 — - / r - - r - r - I - r - r n 1 - - - - T - - Horizontal response spectrum (Y) t 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -__ _......-- -_. Vertical response spectrum 1 10 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.9 Earthquake histories and spectra for test e100 40 100 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 67 1.00 — n 0.50 — V • 0.00 - S -0.50— ¢ -1.00 0 1.00 — n 0.50 — V 0.00 -0.50 — ¢ -1.00 0 1.00 — a c 0.50 V • 0.00 -0.50 — ¢ -1.00 0 1.60 — 1.40 1.00 - - - - -� 01 I I 10 20 Time (s) a) horizontal acceleration history in the X direction I 10 20 Time (s) b) horizontal acceleration history in the Y direction 1 ~ I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I- -I -1 1 1 0.80 — - - - - - -1 - -1 1 I I I 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 I 110 — - - - - 1- - -1- - 1- 4 - 1 -1 -1-1 1 1 1 1 1 1 1 0.60 — - - - - - - -!- I I 1 �I 1 I I 1 I I I '1 1 0.40 — - - - - - -1- 1 _1_1-1 ' 1 1 1 1 1 I 1 1 1 1 ;I 1 1 0.20— _ L I 1 1 1 1 1____1 1 I 1 1 /I I I 1 1 I 1 I I I 1 0.00 1 1 1 1 1 1 1 1 I 1 10 20 Time (s) c) vertical acceleration history 1 I 1 I J - I -1 -1-1 1 I I - - - - 4 - - 1• - 4- - 1 - 4 - 4 . 4 - 4- 1 - 1 1 1 1 1 I I 1 I I I 1 1 1 ____ 1-- 1- 1- I- 4- 444 -1 10 30 30 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.10 Earthquake histories and spectra for test e125 1 J , 40 40 40 I I I - 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 -- 1-- -I --1 -t -i -1-141 1 1 1 1 I I 1 I I , 1 1 1 1 1 I - -- 1- + -1 -1 -I 44 I I 11 I 1 1 1 1 1 1 1 I -I - 4 4 -1 -1 4 , 1 1 1 1 1 1 1 1 1 1 ' 1 1 1 1 1 1 1 j1,_- 4-- .1 + -I -I -I 44 1 \ I 1 1 1 1 1 1 I 11 1 I I I -1 -1 LJJJI Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) I Horizontal response spectrum (Y) 4 Vertical response spectrum 1 100 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 68 1.00 " 0.50 0.00 g -0.50 -1.00 0 s 1.00 c 0.50 0.00 g -0.50 -1.00 0 1.00 — on 0 0.50 0.00 - g -0.50 — ¢ -1.00 0 1.80 1 1 1 1 0.20 — I I I 1 0.00 01 10 20 Time (s) a) horizontal acceleration history in the X direction I I I 1 ;I I I I 1 I 1 1 1 1 i 1 1 1 1 1 10 20 Time (s) c) vertical acceleration history I I 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 30 - r i - r 1 1 I I, - _ _ _ - - T -∎- r I 1 1 1 1 1 1 1 ' f _,1\ -- , I I I I 1 1 1 1 1 1 . 1 .d ` , � v' I . AY i i 1.60----- r-- 1- r,- 1-rrl • 1 . , „. '�'�. I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 111 1.40— I 1 1 1 1 1 11 .i -- - J_ - - L _ 1_ L1L�.1_`� ■ 1 I I I I I 1 1 1 I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.20 ----- 1--- I-- I - -t - 1 -1-I ---- +-- + - + -1 -F - 1 1 1 I 1 1 1 -_.l I' „I. ,1,,t /t I i l' I 1 1 I °-- 1.00 r - -I - - - 1 I - I - t - --- T r T I - rTrr1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.80 - 1 1 1 1 1 1 1 1 1 I 11 I I I I I 1 I I 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 0.60 — - - - _ L _1_ - _1_1-1 -I 1 1 I 1 I 1 1 l 1 1 I 1 1 1 0.40 - -- -1- - 1-- 1- -1 - 1 - 1 - 1 Y J 1 40 40 40 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum 10 100 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.11 Earthquake histories and spectra for test e150 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 69 1.00 on c 0.50 0.00 § -0.50 ¢ -1.00 1 1 0 10 20 30 40 Time (s) a) horizontal acceleration history in the X direction on 1.00 c 0.50 0.00 g -0.50 -1.00 0 1.00 0.50 V 0.00 -0.50 -1.00 0 2.25 1.25 1.00 0.75 - - - - -'- 0.50 — - 0.25 — 0.00 01 I I I r 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 I I 10 20 Time (s) c) vertical acceleration history 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 10 30 �__ - _ . __ rrr 1 I 1 1 1 1 1 I I I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 I A I f,11 1 II 2.00 — - - - - r - - I - 1 — I — r I — I 1 — 1 — , f ' T w� - A- i p r I 1 1 1 1 1 1 1 1 . V -∎ An wr , .7 , 1 5 — 1 1 1 1 1 1 1 11 r �_ • - 4 1 __ 1_ 1 _I_ L 1 I - L v 'T' 1 ■ Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.12 Earthquake histories and spectra for test e175 40 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum 100 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 70 1.50 °..° 1.00 0.50 g 0.00 -0.50 -1.00 -1.50 0 1.50 - 9 1.00 - 0 0.50 0.00 -0.50 -1.00 -1.50 0 1.50 °.° 1.00 0 0.50 0.00 5 -0.50 -1.00 -1.50 0 01 10 20 Time (s) a) horizontal acceleration history in the X direction I I 10 20 Time (s) b) horizontal acceleration history in the Y direction 1.25 - - - - - I 1.00 - 1 I 1 1 I I I I I 1 I 1 1 1 I I I I 0.75 ----- 1- -- I-- I- i- I- I- I -I - -- + I 1 1 1 1 1 1 I I ), "I 0.50 - 1 I I 1 1 1 1 1 1 1 I I 1 I I I I 1 I 1 I I I 1 0.25 - r 1 - 1 11 - 1? - I I 1 1 1 1 0.00 I 1 10 20 Time (s) c) vertical acceleration history 2 .50 r I I 14 - - - -- -- r- r r r r r r i 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2.25 - I 1 I 1 1111 I I I I I I I I I I 1 I I I I I I I 2.00 I 1 1 1 1 1 1 1.75 - L 1 I J I I I 1 1 1 1 1 1 1 I 1 I I 1 I I I 1.50 - - - - - - - r - r - 1 - r r rr 1 1 1 1 1 1 1 1 L 1 1 L 1 L LI I 1 1 1 1 I 1 I I I 1 I 1 I 1 1 T u4? - 1 1 1 1 1 1 1 1- -I - 1 -1 -1- 1 1 1 1 I 1 10 - - 4- - 1 -1- t- 1 11-1- - 1 1 1 1 1 1 I I I I I 11 1 I I 1 1 1 1 1 30 30 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.13 Earthquake histories and spectra for test e200 I 1 I I I 40 40 40 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum 100 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 71 1.50 - °.,° 1.00 O 0.50 - 0 0.00 a -0.50- ¢ -1.00 - -1.50 0 1.50 1.00 o 0.50 0.00 -0.50 -1.00 -1.50 0 1.50 9 1.00 0 0.50 0 0.00 -0.50 -1.00 -1.50 0 01 I I 10 20 Time (s) a) horizontal acceleration history in the X direction I I 10 20 Time (s) b) horizontal acceleration history in the Y direction 1 1 2.75 - I 2.50 - L 1 1 I I I 2.25 - 1 I I I I; I I I 2.00 - 1 1 1 11 1.75 - r I 1 , I n-T II1 1.50 - - 1 I 1 1 1 1 -1 4 1.25 - L I 1 J I J I 1 1 1 1 1.00 - I 1 I 1 I I III 0.75 - 1 l 1 I 1 I I I 1 I I I 0.50 r 1 1-1 1 1 11,--- ; ` t -- I 1 1 1 1 1 1 1 I r/ -- I 1 1 1 1 1 1 I 0.00 1 1 I ,.r 1 1 1 -I- --- ---- r I 1 I I 10 20 Time (s) c) vertical acceleration history I 1 1 1 1 I 1 1 1 1 I J I 1 11 1 ,s _ _ - • \LI I I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 I`1 11. - -- -- +- t- I- l -ttI- I I I 1 1 1 1 1 L_ 1_1_L1.LLI I I I I I I I 1 I 1 1 1 1 1 10 30 r 1 I I 30 r 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.14 Earthquake histories and spectra for test e225 40 40 '1 40 1 1 1 1 1 1 1 I J J L J J J 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 it I 1 1 1 1 1 1 1 1 1 1 I 11 1 1 1 I , � 4 1 I I 1 1 1 1 1 I I 1 1 I I 1 1 1 ;O` T - 1 - 1 - 1 1 1 I ' 1 yy II � I 1 1 1 1 1 - }1- 4- }i- +4 -I -I ii I 1 1 1 1 1 1 J J 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 Horizontal target spectrum Vertical target spectrum i Horizontal response spectrum (X) Horizontal response spectrum (Y) I Vertical response spectrum 1 100 Structural Engineering S.E.E.S.L. - Earthquake Simulation Laboratory Draft 72 2.00 — en 0 1.00 1 0.00 ▪ -1.00 — ¢ -2.00 0 2.00 — ao 1.00 0.00 -1.00 — ¢ -2.00 0 2.00 on 1.00 0 0.00 -1.00 -2.00 0 3.25 3.00 2.75 2.50 2.25 10 20 Time (s) a) horizontal acceleration history in the X direction I I 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 30 40 40 10 20 Time (s) c) vertical acceleration history I T -- 7 -- 7 T - T T T 1 1 l - I 1 1 1 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ✓ 1 1 1 1 1 11 T T 1 rrr rl 1 1 — 1 r1 - 11t1 1 I I 1 1 1 1 1 I �I�i. I I I I 1 I 1 1 1 1 1 ✓ I I-, I I 11 r V I 1 1 T 7 I 11 7 1 1 I I 1 1 1 1 1 I I 1 1 11 I 1 1 1 1 1 1 II I 1 1 1 1 1 1 I 1 1 1 1 1 1'Nook . 1 1 1 1 I 1 i 1 I 1 11 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 11 I 1 1 "• 1 1 1 1 1 1 1 1 L 1 I 'L1 ; LLI 1 • 1 — LJ_1J11 1 1 1 1 " " 1 ' ' 9 " 1 l o l l " f , , ^ . 1 1 " I 1 1 1 1 11 IJ1 1 1 J VI 1JJ-I 1r 1 1 1 I I 1 1 1 1 1 Li,,.. I ' I 1 1 I I I 1 -- +- +- I- 4- +1- HI - - -- -- * -I - -I - 4- - 1-I -I il 1 I I 1 1 1 1 1 1 1 I 1 I I 1 I - , - - t - t I - rtttl '-t' 1 - 11 - 111 1 1 1 2.00 — L 1 1 1 1 1 1 1.75 L 1 1 J I 1 1 I 1.50 ---- -1---1- -1 -1 -1- 1 1 1 1.25 ----- 1--- 1 - -1 -1 1 I 1 1.00 — r 1 11 1 0.75 — 1 1 1 1 11I - I - I -t - - - 1 1 1 1 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum r 0.50— I 1 1 111 1 1 I III 0.25 — 1 1 1 1 '.1 I 1I 0.00 ' 01 1 Tr T 1 -1 10 30 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.15 Earthquake histories and spectra for test e250 40 100 Structural Engineering S.E.E.S. ,m~ Earthquake Simulation Laboratory Draft 73 2.00 w c 1.00 e 0.00 -1.00 -2.00 0 2.00 0 c 1.00 I 0.00 -1.00 -2.00 0 2.00 So' 1.00 0.00 -1.00 Q -2.00 0 0.00 01 20 Time (s) a) horizontal acceleration history in the X direction 10 1.50 r I -t I 1-1-r I I I I I I I I I 1 1 1 1 1 1 1.00 — L 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0.50----- r --- - I - 1 - I - I - 1 - 11 - 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 t'1 10 20 Time (s) c) vertical acceleration history 3.50 - - -- i T- - T - T -r TTI r I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I.I t. 3.00— I 1 I I I I 1 t1 II I I II 1 I I 1 1 1 1 2.50 — - - - - r - - I- - 1- -t - I -1- -t 1 I I I I I ii I I I 1 1 1 1 1 1 2.00 — 1 I I J _1 -1-11 I 1 1 1 1 1 1 1 1 I I I I I I I I 1 1 11 I 1 I r - t - 1 - rrr rl 1 1 1 1 1 1 1 10 30 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 1 1 11 1 1' I I I I I 1 I I - - t t - I - 1 t 1 1 I 1 I I I l'1 1 1 , 1 1 1 .1 LL11 Horizontal target spectrum Vertical target spectrum Horizontal response spectrum (X) Horizontal response spectrum (Y) Vertical response spectrum Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.16 Earthquake histories and spectra for test e275 40 1 40 40 100 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 74 n 2.00 1.00 0.00 -1.00 ¢ -2.00 0 2.00 — on 1.00 — 0 0.00 -1.00 — ¢ -2.00 0 2.00 en 1.00 V 0.00 -1.00 -2.00 0 4.00 — i I I I 10 20 Time (s) a) horizontal acceleration history in the X direction 10 20 Time (s) b) horizontal acceleration history in the Y direction I 1 1 1 1 1 1 3.50 — - - - -1- - -1- -1- 4-1-1-1-1 4 - - - - I I I 1 I I I I I I I 1 I I 1 1 1 1 3.00 - - - - - � - -1 - -1- I - I - I - I 1 1 1 1 1 2.50 — - - - - 1.- 1 1 -I -1- 1 -14 - I I 1 1 I I I I I 1 1 1 1 1 1 2 — - - - - 1- 1 -I -I -I -1-14 I 1 1 1 1 1 I 1 1 1.50 — L 1 1 - 1- 1- 14---- 1 I I I I I I I I 1 1 I I I I I 1.00 — L 1-I I I IJ1 - -- J. I 1 1 I I I I 1 I I I I I I I I 0.5 — L 1 1 1 1 1 11 I I I I I I I I I I I 11 0.00 1 O1 1 — 1 30 30 10 20 30 Time (s) c) vertical acceleration history 10 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.17 Earthquake histories and spectra for test e300 1 1 40 40 40 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I I I I I I I I I I I I 1 1 1 1 II + + - 1 - 4- + I-1 I -1 -I - 4- -I -1 -1 44 1 1 1 1 1 1 11 -- t- +- I -4-+4- 1-- -1--1 -+-I -1-144 I 1 I I I 1 I ►; 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I I I I I 4- - 1 - I - J- 4,4- I-1 , I b^ ' v - 4. 4 -4-1 44 '• 1. - -1 1 1 t't 1 1\ 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 I `I 1 I I I II 4-- 1- I -4- 14- ` 1 - I- a- 1- l -I-IJI I 1 1 1 1 1 1 1 - 1 '1 1 1 1 1 1 1 I I 1 1 1 1 1 1 I 1 1 1 1 1 1 --1 -1 -I -I -111 -1 1 J,- -14 -4441 Horizontal target spectrum Vertical target spectrum 1 Horizontal response spectrum (X) 1 I Horizontal response spectrum (Y) Vertical response spectrum I 100 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 75 3.00 °`° 2.00 0 1.00 ig 0.00 .) -1.00 Q -2.00 -3.00 0 3.00 °^ �.9 2.00 o 1.00 0.00 ;, -1.00 -2.00 -3.00 0 3.00 3 2.00 0 1.00 0.00 - 1.00 -2.00 -3.00 0 4.00 10 20 Time (s) a) horizontal acceleration history in the X direction 10 20 Time (s) b) horizontal acceleration history in the Y direction r � � - r 1.50 - L 1 1-I 1 1- 1 -1 ---- 1 I 1 I I 1 1 I I I 1111 100 L I 1 I IJ1 -__ 1 1 1 I I I I I I I I I I I I I 0 - L 11 I 1.1 1__ ;_ 1 1 I I I I I I I I I I 0.00 1 1 r..1 1 01 1 10 20 Time (s) c) vertical acceleration history - 10 30 r 1 1 I 30 r r 30 1 1 1 !III I 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 �1Q /(r, ' X11 3.50----- �---- r- I- I- r _ 1 -I �- .q, I I I 1 I I I I I I I I 1 1 1 1 y . 1 1 1 I I I I I 1 1 1 1 1 1 3.00 - - - - - I- - - - -I- -I -1-1-1 -- +- +- I- 1 - ++FI- 1 1 1 1 1 I I 1 1 I I I Y,I 1 1 1 1 1 1 1 1 I„ I 1:{ l) 1' 2.50 1- 1 1 -1 I -1 -11 - - - - 4 - '- - +' =1- 1- + L I-1-`, - I I I 1 1 I 1 I I 1 1 I 1 1 I ` I I 1 1 1 1 1 1 1 1 1 1 1 2.00 L 1 a I I L_1_I_L 1 J - I_I - - I I 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1__ -1 -1- 1 11LI 40 Frequency (Hz) d) horizontal and vertical response spectra (target and calculated) Figure 3.18 Earthquake histories and spectra for test e325 1 40 1 1 40 Horizontal target spectrum Vertical target spectrum r Horizontal response spectrum (X) Horizontal response spectrum (Y) t Vertical response spectrum 1 100 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 76 3.4 Comparison of Simulated Floor Motions with Test Frame and Ceiling Responses The floor motion histories generated using the procedure described in Section 3.3.2 were used as the inputs to the earthquake simulator. The horizontal and vertical responses of the earthquake simulator and the frame were recorded with accelerometers and linear potentiometers. These responses were recorded for the purpose of comparing the input to the earthquake simulator and the response of the test frame including the ceiling systems. Accelerometers were placed at locations denoted atbl (shaking table acceleration control), aext (on the center of the extension platform), aft. (see Table 2.3 for details), agrd (at the center of the roof of the test frame) and atil (on the suspension system at the location of the compression post or on the canopy). Figures 2.13 and 2.14 identifies the locations of these accelerometers. Figures 3.19 through 3.21 present the e100 (ceiling system 12) acceleration histories and the response spectra for 5% damping for the accelerometers aext, agrd and atil, for both horizontal and vertical shaking. Figure 3.22 presents the corresponding response spectra and the target spectra. As seen in Figure 3.22, ceiling system 12 (test series e) was subjected to shaking more severe than indicated in Table 3.3. The spectral peaks around 0.65 Hz in Figures 3.22a and 3.22b are associated with the fundamental frequencies of the canopy system in the horizontal x (east -west) and y (north- south) directions. A comparison of the spectra for agrd (the roof acceleration), atil (suspension grid or canopy) and aext (base acceleration) show that the flexibility of the test frame amplified the horizontal and vertical shaking from the simulator platform to the ceiling systems. Such amplification must be placed in the context of seismic qualification. Although qualification of ceiling systems should be established on the basis of the input histories to the ceiling system, because the spectra for agrd exceed those for aext across the entire period range, the qualification of the Armstrong ceiling systems was conservatively based on spectra generated using the simulator platform histories (aext). S tructural Engineering S.E.E.S.L. E arthquake Simulation Laboratory Draft 77 1.00 c 0.50 0 .00 9 -0.50 -1.00 0 1.00 A c 0.50 0 .00 Ti -0.50 -1.00 0 1.00 00 a 0.50 0 0 .00 T -0.50 -1.00 0 0.00 01 7 I I 10 20 Time (s) a) horizontal acceleration history in the X direction I I I I 0.60 f l I j I 1 11 I 1 1 1 1 1 1 1 1 1 1 I 1 1 1 11 I I I I 1 11 1 1 1 1 1 1 1 10 20 Time (s) c) vertical acceleration history r r 30 i 7 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 30 1 1 40 40 40 1 .50 — ,- -r -i r r1 - - - - - T - - r - - r r r r 8-1 - i - I 1 I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 I 1 1 1 1 1 1 I I I 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 I 1 I I 1 1 1 1 1 I I I 1 1 1 1 1 1 I I 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 I 1 1 1 - 1 1 1 1 I 1 1 1 1 1 1.20 — - - - - r - - I- - I- - I - r 11 � - - - - t -jf i r I ' 1 1 1 � 7 I 1 I 1 1 1 1 1 1= I 1 1 1 1 1 I I I I 1 1 1 1 iI 1 I I 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 - - I - T1 - 117 I I I I 1 I I I 1 1 4. , I n, 1 I I I 1 1 _ 1. I I 1 1 I I` I I 1 1 1 Y / 't 1 1 1 1 I T 1 1 1 1 1 1 I 1 11 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 Frequency (Hz) d) horizontal and vertical response spectra Figure 3.19 Test e100 records obtained from the extension platform (aexl) 100 S tructural Engineering £E.E..S.L. Earthquake Simulation Laboratory Draft 78 3.00 — 9 2.00 — 0 1.00 V 0.00 t -1.00 -2.00 -3.00 0 3.00 2.00 8 1.00 0.00 -1.00 Q -2.00 — -3.00 0 3.00 9 2.00 0 1.00 0.00 -1.00 -2.00 -3.00 0 12.00 0.00 01 I - r 1 10 10 20 Time (s) a) horizontal acceleration history in the X direction 10 20 Time (s) c) vertical acceleration history 30 r r 1 30 10 20 Time (s) b) horizontal acceleration history in the Y direction 30 40 40 40 l 1 IT - - - - T - 7 7 1 1 711 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RRS -X/Y I I I I I 1 1 ii 1 1 RRS -Z 11 1 I 1 I 1 1 1 1 1 1 I I 1,-1 I ,I • 1 1 I 11 agrdx l l f J I i1 1 ii 1 1 1 I I I 1 1 1 1 t I ` 1 1 ii 1 1 To 8.00 - agrdy --- +-- +- +- I- 1- +4-F -1, 1 -1 -1-1- +-I -I -I 4 1 I I 1 1 I I .1 I ' . 1 I `' 1 1 I 1 I 0 _. agrdz 1 1 1 1 1 1 1' 1 1 :, I : I !•I . 1 1 1 1 1 1 1 1 I I I 1 1 `,. 1 : I . 1 1 1 1 1 E 1 1 1 I 1 1 1 1 I 1 1 I I f I I 1 1 1 ':I 1 1 1 y 1 1 11 1 1 1 1 1 1 1 1 I 1 I I `,. 1` I I ;1 I I I y 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I '} 1 1 1 I I I I I I I I I I I I I 1 I 1 '4 1 1 I1 - - - - 1 - - 1 - 4- -1- 1- 4-..1- I_1 1 -1:- -1 - 1 -I -1 1 1 1 1 I I 4 1 I 1 1`� I I 1 1 1 1 4' 11 1 1 ' I I I 1 1 1 1 11 I 1 I I;1 I I I 11 - I I I I I 1 I I 1- 1 I I II I ` I 1 I I I 1 I I I 1 f ' 1 1 1 1 1 I I 1 I I I I I I 1 1 1 1 1 100 Frequency (Hz) d) horizontal and vertical response spectra Figure 3.20 Test e100 records obtained from the center of the roof of the test frame (agrd) Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 79 4) 6) w 8.00 0 4.00 0.00 ti -4.00 • -8.00 0 10 20 Time (s) a) horizontal acceleration history in the X direction 8.00 — i O 4.00 1 0.00 -4.00 • -8.00 0 8.00 — on a 4.00 — 0 0.00 • -4.00 — • -8.00 0 30.00 Th 20.00 0 U ¢ 10.00 0.00 01 L 1 1 10 20 Time (s) b) horizontal acceleration history in the Y direction 10 20 Time (s) c) vertical acceleration history RRS -X/Y RRS -Z atily atily atilz l I I T - - - - T - - T T - - T T T I I I I I 1 1 1 I I I I I 1 I 1 I I I I I I I I I I I I I 1 I I I I I I 1 1 1 1 1 1 I I I 1 1 I I 1 I I I 1 1 I 1 I +-- +- + -1 -4-+ +1- I I I 1 1 1 1 1 I I I 1 1 1 I I I I 1 1 1 I 1 I I I I 1 I I 1 1 I I I I I I 1 I I 1 1 I I I I I I I I I 1 1 I I I I I I I I I 1 1 I I I IJ 1 - - - - 1 - - L - 1 - I- 1- 1 L LI 1 I 1 1 1 1 I I I 1 1 1 I J..1., I I I 1 1 1 I �1 I 1 1 1 I I I I I 1 10 r 30 30 30 - I - I 40 40 40 1 1 1 1 1 11 I I II Frequency (Hz) d) horizontal and vertical response spectra Figure 3.21 Test e100 records obtained from the accelerometer on the canopy (atil) 100 S tructural Engineering SEE . ,S'.L . Earthquake Simulation Laboratory Draft 80 7.00 6.00 5.00 0 0 4.00 Q 3.00 2.00 1.00 0.00 01 7.00 6.00 5.00 bq c 4.00 8 ▪ 3.00 2.00 1.00 0.00 0 I I I I I I I I 1 1 I 1 rr1 I ✓ l ✓ 1 I I I I 1 I I I I I I 11 I I 1- - 1 1 I I 1 I 1 1 1 1 1 I I 11 I 1 1 1 1 I 1 1 1 1 1 1 1 1t -- - 1--- 1-- r I - rrr l 1 I 1 I I 1 I 1 1 1 1 1 I I I I 1 1 I 1 1 1 1 1 1 I 1 1 1 1 1 1 1 r rY - - - . -- I - r - l -rrrrl I I 1 1 1 1 1 I; j 1 1 1 1 1 1 1 ✓ r I I I 11 I I' i I 1 1 1 I I 1 I I 1 11 I II I 1 1 1 I I I 1 1 I I 1 1 1 1 I I 1 I' I I I 1 1 1 1 1 1 ✓ r T rT 11T - I - r - I - rrr rl I 1 I I I I I I 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 I I 1 1 I 1 I I I I I I I I 1 I 1 I I 1 I - - - 1 - - 1 - - -1 _I -1 -1 1 I 1 1 1 1 I 11 1 I I I I I I I 1 11 I I I I I I I I I I I I 11 1 Frequency (Hz) a) horizontal direction (X) 10 10 r � I 100 I 1 I I 11" r- -.- T I I I I I I 1 1 1 1 1 1 1 1 RR$ -1' I I I I I 1 1 1 1 1 1 1 1 I I I I 1 ii aexty 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 I' I I 1 I I I I I I r 1 - 1 - t - 1 I. -- - agr -1-11 - - -- -- 1- -1 --1- rt I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 atilt' 1 1 1 1 1 1 1 I I 1 1 I I I I I 11. 1 1 1 1 1 I 1 I I I 1 1 1 I 1 I I 11 1 1 I 1 I ✓ r T rY1 YT -- -- i 11 rr rrl 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -- T 1 - - I - 1 I - I r r r T rT 11T - - - - 1 - - 1 - 1 1 - r rrl 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 R, 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I f, I 1 1 I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 /I I I I I I I I I 1 1 1 I 1 1 1 1 1 1 I V 11 I I 1 1 1 1 I I I 1 1 1 1 I 1 1 1 1 1 ' I 1A, I I I I 1 I I I I I 1 I 1 l 1 l l 1 1 //III I 1 1 I I I I I I I 1 I 1 1 1 1 I `I �I 1', I I I I I 1 I I I 1 I 11 1 1 l I Y„ 1 1 1 1 1 1 1 1 1 1 1 I I 1" 1 1 1 1 1 1 1 1 1 I I I I I I I I I II I I I Y- I I I I 1 I I I I. 1 1 I I I 11 I 1 - -� I I I I I 1 I I I I I I I 1 1 1 1 1 1 I 1 1 I I 1 1 1 1 1 1 I I 1 1 1 1 I I I I 11 1 I 1 1 1 1 1 1 1 1 I 1 I 1 1 I 100 Frequency (Hz) b) horizontal direction (Y) Figure 3.22 Response spectra of accelerometers at different locations for the test series e100 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 81 30.00 25.00 20.00 I I 1 I 1 1 1 1 I I I I I I I I I I I 1 1 1 1 I I I 1 I 1 I I I I -1 -L I- I-I I 1 I 1 1 1 1 1 1 I I 11 1 1 I I I I I 1 1 1 1 1 1 I I 1 1 1 1 1 I I 1 I I I I 1 r -- -- 'I Y 1 - rrl - I I I 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 I I I I 1 1 1 1 1 I I 1 1 1 1 1 1 1 5.00 1 1 1 i 1 1 1 i i I I I I I 1 tie I I I I I I I I p I I I I I I I 15.00 10.00 0.00 01 I I I 1 1 1 1 1 1 I I I 1 1 1 I I I 1 1 RRS -Z aextz agrdz atilz 1 I I I I 1 1 I I 1 I 1 I 1 I I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 — rrrri 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I 1 1 I 1 I I I I I I I I I I I I I 1 1 I I I I I I I I 1 I I I I I I I 1 1 1 I I I I 1 I I I I 1 1 1 1 1 1 1 I I I I I 1 1 I I 1 I I I I I I I 1 I I 1 I I I I L L 4 I- 4JJJI__- _J___I - I-- 1- I-LLLI 1 1 I I I I I I 1 1 I I 1 I I I 1 1 I I I 1 I 1 I 1 I 1 1 1 1 I I 1 I I I I I I I I I I I 1 1 1 I I I I I I I I I 1 I I I I I I 1 1 1 1 I 1 I I I I I I 1 1 I I I 1 I I I I I I I r r T r Y 7 I I I , i 1 - 1 1 I I 1 I I I I I I I 5 1 1 1 I I I 1 I I ! I \,,1 1 1 1 1 1 1 (1 1 I 1 1 r \ 1 1 1 1 1 1 1 10 I I - 1 1 1 1 I I 1 \1 I I I I I v#--l_ I I I I I I I Structural Engineering S.E.E.S.L. Earthquake Simulation 100 Frequency (Hz) b) vertical direction Figure 3.22 Response spectra of accelerometers at different locations for the test series e100 Laboratory Draft 82 4.1 Introduction 4. EVALUATION OF CEILING SYSTEMS This chapter presents information on the seismic response of each ceiling system tested in the study. Data were collected for each test of each system. All ceiling- system connections, anchors, hanging wires and splay wires were examined visually after each complete test cycle. Summary response information is presented below for each of the fourteen ceiling systems tested as part of this study. 4.2 Summary Results of the Seismic Qualification Testing Tables 4.1 through 4.14 present summary information on each test of each ceiling system, including, 1) system ID, date of testing and natural frequencies in the horizontal (f , f) and vertical (f) directions computed using data from the white noise tests, 2) test record, 3) the peak accelerations (denoted PA) in the X, Y and Z directions, and 4) the peak spectral demand in the frequency range of 5 Hz to 20 Hz for 5% damping, denoted S for the earthquake simulator platform (aext), center of the roof of the test frame (agrd) and for the suspension system of the tested ceiling (atil) in the X, Y and Z directions (see Figures 2.13 and 2.14 for the locations of the accelerometers). To benchmark these values of spectral acceleration, the target short period spectral acceleration, S and an approximate value for the corresponding peak ground acceleration (PGA = S / 2.5) are presented in the columns labeled Ground in Tables 4.1 through 4.14. The acceleration histories were filtered at 50 Hz prior to data reduction. Unless noted otherwise in the last column of the tables, panels or suspension members lost during a test were not replaced for the subsequent test. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 83 System ID Test Record Direction Ground next agrd atil Summary Remarks Ss PGA PA S, PA S, PA S, 3 c025 X 0.25 0.10 0.15 0.30 0.44 1.07 1.04 2.03 No damage to grid or panels. Y 0.25 0.10 0.17 0.31 0.47 1.27 0.41 1.44 Z 0.17 0.07 0.11 0.22 0.55 1.36 0.76 1.87 c050 X 0.50 0.20 0.28 0.62 0.65 1.96 1.57 3.57 No damage to grid or panels. Y 0.50 0.20 0.32 0.60 0.90 2.03 0.74 1.74 Z 0.33 0.13 0.21 0.40 1.19 2.18 1.40 3.41 c075 X 0.75 0.30 0.41 0.90 0.80 2.99 2.93 4.78 No damage to grid or panels. Y 0.75 0.30 0.46 0.90 0.89 2.40 0.98 2.19 Z 0.50 0.20 0.28 0.64 1.75 2.92 2.98 4.55 c100 X 1.00 0.40 0.57 1.18 1.12 3.44 7.11 7.31 No damage to grid or panels. Y 1.00 0.40 0.61 1.21 1.20 3.10 1.16 2.73 Z 0.67 0.27 0.38 0.83 2.08 3.65 5.38 6.20 c125 X 1.25 0.50 0.66 1.56 1.38 5.16 8.72 11.59 No damage to grid or panels. Y 1.25 0.50 0.68 1.50 1.50 3.05 1.33 3.60 Z 0.83 0.33 0.49 1.05 2.69 3.87 5.89 8.74 c150 X 1.50 0.60 0.75 1.75 1.66 5.48 8.96 13.10 No damage to grid or panels. Y 1.50 0.60 0.77 1.70 1.63 3.68 1.77 4.11 Z 1.00 0.40 0.56 1.20 3.07 4.58 5.67 8.95 c175 X 1.75 0.70 0.84 2.03 1.81 5.65 10.57 13.89 No damage to grid or panels. Y 1.75 0.70 0.91 2.01 1.82 4.72 1.86 4.56 Z 1.17 0.47 0.63 1.44 3.61 6.17 7.42 11.33 c200 X 2.00 0.80 1.14 2.28 1.80 6.94 10.57 23.56 No damage to grid or panels. Y 2.00 0.80 0.93 2.30 1.74 5.77 2.36 4.47 Z 1.33 0.53 0.67 1.58 3.07 8.21 7.21 14.60 c225 X 2.25 0.90 1.31 2.57 2.10 7.84 10.57 18.14 No damage to grid. One panel dislodged at the center. The panel was repositioned for the next test (c250). Y 2.25 0.90 1.04 2.58 1.93 6.46 2.90 5.27 Z 1.50 0.60 0.84 1.93 3.53 8.71 8.71 12.30 c250 X 2.50 1.00 1.47 2.86 2.29 8.88 10.58 17.55 No damage to grid. Loss of two panels and one panel dislodged at the center. Panels were repositioned for the next test (c275). Y 2.50 1.00 1.17 2.86 2.30 6.99 3.54 5.85 Z 1.67 0.67 0.93 2.15 4.07 11.32 9.16 13.49 c275 X 2.75 1.10 1.66 3.16 2.83 10.67 10.58 21.97 No damage to grid. One panel partially dislodged at the center. Y 2.75 1.10 1.30 3.20 2.72 7.76 3.61 638 Z 1.83 0.73 1.04 226 4.32 12.60 8.81 16.96 c300 X 3.00 1.20 1.82 3.52 2.82 11.65 10.58 20.88 Loss of ten panels, one 4 ft. (1.22 m) cross tee and three 2 ft. (0.61 m) cross tees. Y 3.00 1.20 1.46 3.56 2.94 8.42 3.64 8.08 Z 2.00 0.80 1.18 2.54 4.90 12.69 9.94 15.62 Table 4.3 Results for ceiling system 3; f = 20.4, f = 17.4, f = 7.1 Hz; 01/16/07 Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 86 System ID Test Record Direction Ground seat agrd atil Summary Remarks S PGA PA S. PA S. PA S. 10 n025 X 0.25 0.10 0.14 0.32 0.44 1.05 033 135 No damage to grid or panels. Y 0.25 0.10 0.16 0.32 0.56 1.07 0.37 1.05 Z 0.17 0.07 0.10 0.18 0.62 2.89 0.83 4.83 n050 X 0.50 0.20 0.29 0.64 1.00 2.61 1.23 2.83 No damage to grid or panels. Y 0.50 0.20 0.33 0.61 0.85 2.62 0.61 1.73 Z 0.33 0.13 0.21 0.42 1.49 4.15 1.46 7.61 n075 X 0.75 0.30 0.44 0.94 1.09 2.92 4.63 5.67 No damage to grid or panels. Y 0.75 0.30 0.49 0.95 1.43 4.03 120 2.60 Z 0.50 0.20 0.27 0.62 2.01 4.57 3.14 8.69 n100 X 1.00 0.40 0.58 1.24 1.13 3.65 6.02 10.96 No damage to grid or panels. Y 1.00 0.40 0.64 1.21 1.21 3.65 1.22 3.45 Z 0.67 0.27 0.36 0.80 2.14 5.86 5.27 10.28 n125 X 1.25 0.50 0.71 1.52 1.35 5.38 6.01 10.02 No damage to grid or panels. Y 1.25 0.50 0.69 1.55 1.64 3.67 1.98 3.90 Z 0.83 0.33 0.53 1.11 2.75 9.28 6.32 13.69 n150 X 1.50 0.60 0.80 1.70 1.62 4.86 7.80 17.37 No damage to grid or panels. Y 1.50 0.60 0.78 1.74 1.43 3.47 3.25 4.35 Z 1.00 0.40 0.59 1.34 2.76 9.84 6.06 13.09 n175 X 1.75 0.70 0.93 1.98 1.78 535 6.63 12.62 No damage to grid or panels. Y 1.75 0.70 0.91 2.03 1.52 4.06 3.12 4.86 Z 1.17 0.47 0.67 1.45 3.33 10.55 6.74 12.05 n200 X 2.00 0.80 1.15 2.31 2.05 6.74 10.23 16.20 No damage to grid or panels. Y 2.00 0.80 0.90 2.29 1.84 6.20 3.18 627 Z 133 0.53 0.71 1.59 3.00 11.16 5.98 12.64 n225 X 2.25 0.90 1.30 2.58 2.36 7.46 10.21 12.78 Loss of two panels and a cross tee on the south edge of the ceiling system. Y 2.25 0.90 1.02 2.57 2.11 6.70 3.85 7.54 Z 1.50 0.60 0.81 1.78 3.25 11.50 6.91 14.05 n250 X 2.50 1.00 1.48 2.92 2.38 8.46 8.20 13.37 Major damage. Y 2.50 1.00 1.18 2.90 2.21 7.60 7.59 13.37 Z 1.67 0.67 1.00 2.19 3.82 12.24 7.35 14.60 Table 4.10 Results for ceiling system 10;f, = 19.0,4 = = 5.9 Hz; 01/19/07 S tructural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 92 5.1 Summary 5. SUMMARY AND CONCLUSIONS Fourteen ceiling systems provided and installed by Armstrong World Industries were subjected to various levels of earthquake shaking for the purpose of seismic qualification. The experimental studies were performed in the Structural Engineering and Earthquake Simulation Laboratory (SEESL) of the University at Buffalo (State University of New York) using an 6 DOF earthquake simulator and a test frame with dynamic properties that simulate a floor bay and a story of a laterally stiff building. Each of the fourteen ceiling systems was subjected to a set of combined horizontal and vertical earthquake excitations. White noise was used to evaluate the dynamic characteristics of the test frame and the ceiling systems. The earthquake histories used for testing were generated following the procedures set forth in ICC- ES- AC156, "Acceptance Criteria for Seismic Qualification by Shake -Table Testing of Nonstructural Components and Systems ". The intensity of the earthquake shaking was characterized by the NEHRP maximum considered earthquake short period spectral acceleration, S. The target values of S ranged between 0.25 g and 3.25 g. All ceiling systems tested in this program were constructed with lay -in tiles and a suspension system except for ceiling system 4 (drywall system) and systems 11 through 14 (canopy systems). The ceiling tiles were installed in the suspension system. The suspension system was hung with wires from the top of a steel test frame. The test frame amplified the motion from the level of the simulator platform to the points of attachments of the frame to the suspension and ceiling system. Damage to a ceiling system (tiles and /or suspension grid) was identified by visual inspection. 5.2 Conclusions The performance of the ceiling systems is summarized in Table 5.1. Performance was measured for the two limit states of Section 3.2.2, namely, 1) loss of tiles, and 2) failure of the suspension system, is given in terms of the short period spectral acceleration, S that was used to generate the input motion to the simulator. The spectral demands calculated using the acceleration histories recorded at both the top of the test frame and on the suspension systems were considerably larger than the spectral demands calculated using the acceleration time series recorded on the earthquake- simulator platform, for frequencies higher than 3 Hz. As such, the qualification level reported in Table 5.1 will underestimate the resilience of the Armstrong ceiling systems across a wide range of frequencies. Structural Engineering £E.E.S.L. Earthquake Simulation Laboratory Draft 97 Testing Series Ceiling system ID System description Qualification level (g) Limit state 1 Limit state 2 2 a 1 Category D, E, and F per IBC with one layer of Vinylclad panels and four canopies attached 1.25+ s 1.25+ b 2 Category D, E, and F per IBC with two layers of Vinylclad panels 1.50 1.50 c 3 Seismic separation joint application with Endura panels 2.00 2.75 g 4 14 ft. shortspan drywall grid with one channel section support 2.00 1.75 i 5 DGS grid (main beams and cross tees) with drywall panels 2.75 2.75 j 6 Western sub - ceiling: Consists of HD carriers and wood planks 0.75 2.50+ Eastern sub - ceiling: Consists of curved beams and wood planks 1.75 1.25 k 7 Category C per IBC with 3.35 lb /ft panel load - - 1 8 Alternate ceiling for Category C per IBC with 3.35 lb /ft panel load 1.50 1.50 m 9 45- degree rotated heavy duty grid with Endura panels 1.75 2.75 n 10 Seismic separation joint application with 4 lb/f12 panel load .00 2.00 d 11 Four EZ canopies (U -235 design), one suspension cable per canopy 0.75 0.75 e 12 EZ Canopies with resin fixings and aluminum channel, one suspension cable per canopy 3.00 3.00 f 13 EZ canopies, four suspension cables per canopy; canopies linked by rods 0.75 2.25+ h 14 Individual EZ canopies 2.25+ 2.25+ Table 5.1. Performance of individually tested Armstrong ceiling systems 1. Limit state 1 is the loss of one or more tiles for ceiling systems 1 through 10, and damage to the canopy for ceiling systems 11 through 14. 2. Limit state 2 is the substantial failure of the suspension system requiring partial or complete replacement of the system. 3. Listed value is for the loss of tiles; limit state 1 for the loss of a canopy is 1.00 g. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 98 REFERENCES ASTM, 2004. "ASTM C635 -04. Standard Specification for the Manufacture, Performance, and Testing of Metal Suspension Systems for Acoustical Tile and Lay -in Panel Ceilings," ASTM International. Badillo, H., Kusumastuti, D., Whittaker, A. S. and Reinhorn, A. M., 2002. "Seismic Qualification Tests of Ceiling Systems," Part I, Report No. UB CSEE /SEESL- 2002 -01, State University of New York at Buffalo, Buffalo, New York, April. Badillo, H., Whittaker, A. S. and Reinhorn, A. M., 2003a. "Seismic Qualification Tests of Ceiling Systems," Part III, Report No. UB CSEE /SEESL- 2003 -01, State University of New York at Buffalo, Buffalo, New York, February. Badillo, H., Whittaker, A. S. and Reinhorn, A. M., 2003b. "Seismic Qualification Tests of Ceiling Systems," Part IV, Report No. UB CSEE /SEESL- 2003 -02, State University of New York at Buffalo, Buffalo, New York, May. Badillo, H., Whittaker, A. S., Reinhorn, A. M. and Cimmarello, G. P., 2006. "Seismic fragility of suspended ceiling systems," MCEER Report-06 -0001, Multidisciplinary Center for Earthquake Engineering Research, State University of New York at Buffalo, Buffalo, New York. Badillo, H., Whittaker, A. S. and Reinhorn, A. M., 2007. "Seismic fragility of suspended ceiling systems," Earthquake Spectra, Vol. 23, No. 1. Clough, R. W. and Penzien, J., 1993. Dynamics of Structures, 2 Ed., McGraw -Hill, New York. Cyr, R., Whittaker, A. S. and Reinhorn, A. M., 2004. "Seismic Qualification Test of Ceiling Systems -A Study for Armstrong Building Products Operations," Part VII, Report No. UB CSEE /SEESL- 2004 -04, State University of New York at Buffalo, Buffalo, New York, December. FEMA, 2003. "NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures. Part 1- Provisions," 2003 Ed., Report FEMA 450, Federal Emergency Management Agency, Washington, D.C. Gulec, C. K., Whittaker, A. S. and Reinhorn, A. M., 2005. "Seismic Qualification Test of Ceiling Systems -A Study for Armstrong Building Products Operations," Part VIII, Report No. UB CSEE /SEESL- 2005 -06, State University of New York at Buffalo, Buffalo, New York, March. Structural tructural Engineering . S.E.E.S.L. Earthquake Simulation Laboratory Draft 99 Gulec, C. K., Whittaker, A. S. and Reinhorn, A. M., 2006. "Seismic Qualification Test of Ceiling Systems and Ceiling System - Sprinkler Assemblies; A Study for Armstrong Building Products Operations," Part IX, Report No. UB CSEE /SEESL- 2006 -02, State University of New York at Buffalo, Buffalo, New York, March. Gulec, C. K., and Whittaker, A. S., 2006. "Seismic Qualification Test of Ceiling Systems -A Study for Armstrong Building Products Operations," Part X, Report No. UB CSEE /SEESL- 2006 -07, State University of New York at Buffalo, Buffalo, New York, March. ICC, 2003. International Building Code, 2003 Ed., International Code Council, Falls Church, Virginia. ICC, 2004. "ICC -AC156 Acceptance Criteria for the Seismic Qualification by Shake -Table Testing of Nonstructural Components and Systems," International Code Council, Falls Church, Virginia. Kusumastuti, D., Badillo, H., Whittaker, A. S. and Reinhorn, A. M., 2002. "Seismic Qualification Tests Of Ceiling Systems," Part II, Report No. UB CSEE /SEESL- 2002 -02, State University of New York at Buffalo, Buffalo, New York, May. MTS, 1991. "STEX - Seismic Test Execution Software," MTS Systems Corp., Minnesota. Repp, J. R., Badillo, H., Whittaker, A. S. and Reinhom, A. M., 2003a. "Seismic Qualification of Armstrong Suspended Ceiling Systems," Part V, Report No. UB CSEE /SEESL- 2003 -03, State University of New York at Buffalo, Buffalo, New York, September. Repp, J. R., Badillo, H., Whittaker, A. S. and Reinhorn, A. M., 2003b. "Seismic Qualification of Armstrong Suspended Ceiling Systems," Part VI, Report No. UB CSEE /SEESL- 2003 -04, State University of New York at Buffalo, Buffalo, New York, November. Structural Engineering S.E.E.S.L. Earthquake Simulation Laboratory Draft 100 APPENDIX A ACCEPTANCE CRITERIA FOR SEIMIC QUALIFICATION BY SHAKE -TABLE TESTING OF NONSTRUCTURAL COMPONENTS AND COMPONENTS ICC -AC 156 Approved June 2004 1REPORTTM ICC Evaluation Service, Inc. www.icc - es.org DIVISION: 09— FINISHES Section: 09120 — Ceiling Suspension Section: 09130— Acoustical Suspension REPORT HOLDER: WORTHINGTON ARMSTRONG VENTURE (WAVE) 9 OLD LINCOLN HIGHWAY, SUITE 200 MALVERN, PENNSYLVANIA 19355 (610) 722 -1218 www.armstrona.com jikelly armstronq.com EVALUATION SUBJECT: FIRE- AND NONFIRE- RESISTANCE -RATED SUSPENDED CEILING FRAMING SYSTEMS ADDITIONAL LISTEES: ARMSTRONG WORLD INDUSTRIES POST OFFICE BOX 3001 LANCASTER, PENNSYLVANIA 17604 1.0 EVALUATION SCOPE Compliance with the following codes: • 2003 Intemational Building Code (IBC) • 1997 Uniform Building Code' (UBC) Properties evaluated: • Interior finish • Fire resistance • Structural 2.0 USES The Worthington Armstrong Venture (WAVE) ceiling framing systems described in this report are suspended, exposed framing, ceiling assemblies used in fire - resistance-rated and nonfire - resistance-rated construction for interior applications. 3.0 DESCRIPTION 3.1 Grid Components: 3.1.1 Main Runners, Nonffre- resistance- rated: Main runners for use in nonfire- resistance-rated ceiling assemblies include the 6100, 6500, AL7200, SS7200, 7300, 7500, 7600, and 76008 series. All members are classified as intermediate - duty in accordance with ASTM C 635 -97 (IBC) and Table 25- 2-A of UBC Standard 25 -2 (UBC), except the following, which are classified as heavy -duty: 7301, 7501, 7601, 7604, 7605, 76018, 76048 and 76058. Profiles of runners are shown in Figure 1. Copyright 0 2006 *Corrected August 2006 ESR -1308* Issued June 1, 2006 This report is subject to re- examination in one year. Business/Regional Office • 5360 VVorkman Mil Road, Whittier, California 90601 • (562) 699-0543 Regional Office 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 The 6100, 7300, 7500, 7600, and 76008 runners are cold - formed from ASTM A 568 steel. The runners have a hot - dipped galvanized coating and a factory- installed polyester - painted steel cap or aluminum cap along the entire length of the bottom flange. The 6100 and 7600 series have a painted coating in addition to the hot - dipped galvanized coating, and have no cap. The 6500 series runners are cold - formed from 6063 -T6 aluminum and have a baked polyester paint coating. The AL 7200 runners are cold - formed from 3003 -H14 aluminum and have a baked polyester paint coating. The SS 7200 runners are cold- formed from 300 series stainless steel complying with ASTM A 480. Table 2 specifies dimensions, lengths, and allowable transverse loads. 3.1.2 Cross Runners, Nonfire- resistance - rated: Cross runners for use in nonfire- resistance-rated ceiling assemblies are the 6100 (Interlude), XL 6500 (Sonata), XL 7100 (Prelude), XLAL 7200 (Prelude Aluminum), XLSS 7200 (Prelude Stainless), XL 7300 (Prelude), XL 7500 (Suprafine), XL 7600 (Silhouette), and XL 76008 (Silhouette) series. The XL 6100, XL 7100, XL 7300, XL 7500, XL 7600 and XL 76008 cross runner members are cold - formed from ASTM A 568 steel. The cross runners have a hot - dipped galvanized coating and a factory- installed polyester - painted steel cap or aluminum cap along the entire length of the bottom flange. The XL 6100 and XL 7600and XL 76008 series have a baked polyester painted coating in addition to the hot - dipped galvanized coating, and have no cap. The 6500 runners are cold- formed from 6063 -T6 aluminum and have a baked polyester paint coating. The XLAL 7200 runners are cold - formed from 3003 -H14 aluminum and have a baked polyester paint coating. The XLSS 7200 runners are cold- formed from 300 series stainless steel complying with ASTM A 480. Table 3 specifies dimensions, lengths, and allowable transverse loads. 3.1.3 Main Runners, Fire- resistance - rated: Main runners for use in fire - resistance-rated ceiling assemblies are the HD 8201, 8300, 8301, 8500 and 8501 runners listed in Table 2. The 8300 and 8500 runners are classified structurally as intermediate -duty in accordance with ASTM C 635 and Table 25 -2 -A of UBC Standard 25 -2; Models 8301, 8501, and HD 8201 main runners are classified structurally as heavy -duty. Profiles of runners are shown in Figure 1. All members have an inverted T- shape. Members are cold - formed from ASTM A 568 steel with a hot - dipped galvanized coating. Models 8300, HD 8201 and 8301 have a factory- installed steel cap along the entire length of the bottom flange. The HD 8201 member has a hot - dipped galvanized coating and a bottom flange cap made from either 3003 -H16 or 3105 -H16 aluminum. Table 2 specifies dimensions, lengths and allowable transverse loads. 3.1.4 Cross Runners, Fire - resistance - rated: Cross runners for use in fire - resistance-rated ceiling assemblies are i REPORTS' are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied as to any finding or other matter in this report, or as to any product covered by the report. asi i...srr.v.. r COUCTansa nm Page 1 of 13 Page 2 of 13 ESR -1308 the XL 8200 (Prelude Plus Fire Guard), XL 8300 series (Prelude Fire Guard), and XL 8500 (Prelude Suprafine Fire Guard) series runners listed in Table 3. Profiles of runners are shown in Figure 1. Members are cold- formed from ASTM A 568 steel with a hot - dipped galvanized coating. The XL 8300 and XL 8500 series have a factory- installed steel cap along the entire length of the bottom flange. The XL 8200 series members have a hot - dipped galvanized coating and a bottom flange cap made from either 3003 -H16 or 3105 -H -16 aluminum. Table 3 specifies dimensions, lengths and allowable transverse loads. 3.1.5 Materials: Prior to coating, the minimum yield strengths are 48 ksi (330.7 MPa) for 0.010 - inch -thick (0.25 mm) steel, 50 ksi (344.5 MPa) for 0.013- inch -thick (0.33 mm) steel, 51 ksi (351.4 MPa) for 0.015- inch -thick (0.38 mm) steel, and 54 ksi (372.1 MPa) for 0.018- inch -thick (0.45 mm) steel. After forming, the steel runners have a minimum yield strength of 63 ksi (434 MPa). The 6500 series runners of 6063 -T6 aluminum have a minimum yield strength of 30,000 psi (207 MPa). The AL 7200 Series runners of 3003 -H14 aluminum have a minimum yield strength of 27,200 psi (187 MPa). 3.2 Hanger Wire: Hanger wire for suspended ceilings, and any fixtures, shall comply with IBC Section 2506.2.1 or UBC Table 25 -A. 3.3 BERC -2 Clip: The BERC -2 (Beam End Retaining Clip System) is illustrated in Figure 2. It is used to connect main and cross runners to wall molding. The clip is manufactured from 0.034- inch -thick (0.864 mm) hot - dipped galvanized cold- rolled steel complying with ASTM A 568. 3.4 Accessories: Each framing system has accessory items that include support angles and comer caps. Steel for accessory items has a minimum yield strength of 33 ksi (227 MPa). 4.0 DESIGN AND INSTALLATION 4.1 General: The suspended ceiling framing system shall be installed in accordance with this report and the manufacturer's published installation instructions. The suspended ceiling framing system shall be installed in accordance with IBC Section 803.9.1.1 or UBC Table 25 - A for systems exceeding 4 psf but less than 10 psf, as applicable. 4.2 Main Runners: Main runners shall be installed and leveled to within 1 / 4 inch in 10 feet (6.4 mm in 3048 mm) (IBC) or '/ inch in 12 feet (3.2 mm in 3660 mm) (UBC), with the supporting wire taut. Vertical support hanger wire shall be installed within 3 inches (51 mm) of the main runner fire expansion relief. The design loads for main runners shall be less than or equal to the capacities allowed in Table 2 of this report. Supports for the main runners that consist of vertical hangers, perimeter hangers, and lateral force bracing shall be installed in accordance with the applicable code. 4.3 Cross Runners: Main runners, or other cross runners, shall support cross runners to within 1 / 3 , inch (0.80 mm) of the required center -to- centerspacing. This tolerance shall be noncumulative beyond 12 feet (3658 mm). Intersecting runners shall be installed to form a right angle to the supporting members. The maximum design load capacities for cross runners shall be less than or equal to the capacities allowed in Table 3 of this report. A cross runner that supports another cross member shall have a minimum uniformly distributed load capacity of 12 pounds per linear foot (175 N /m). 4.4 Seismic Design: 4.4.1 Seismic Design Requirements under the IBC: Seismic design and installation details of the ceiling system shall be in accordance with IBC Section 1621, except as noted in Section 4.4.3 of this report. In areas enforcing the IBC, systems classified as intermediate -duty are limited to use in Seismic Design Categories A, B and C. 4.4.2 Seismic Design Requirements under the UBC: Seismic design and installation details of the ceiling system shall be in compliance with Part 111 of UBC Standard 25 -2, except as noted in Section 4.4.3 of this report. 4.4.3 BERC -2 Clip: 4.4.3.1 Alternate Seismic Design Category D, E and F Installation: Under this installation, the runners must be rated heavy -duty and have a minimum simple span uniform load of 16.35 pounds per lineal foot (238 N /m); maximum ceiling weight permitted is 1.80 pounds per square foot (8.78 kg /m The BERC -2 clip is used to secure the main runners and cross runners on two adjacent walls to the structure and the two opposite walls to the perimeter trim, as detailed below and shown in Figure 2. A nominally 7 / 8 -inch (22 mm) wall molding is used in lieu of the 2 -inch (51 mm) perimeter supporting closure angle required by Section 9.6.2.6.2.2 (b) ofASCE -7 for Seismic Design Categories D, E and F. Except for the use of the BERC -2 clip and the 7 / 8 -inch (22 mm) wall molding and elimination of spreader bars, installation of the ceiling system must be as prescribed by the applicable code. The BERC -2 clip is attached to the wall molding by sliding the locking lances over the hem of the vertical leg of the wall molding. Clips installed on the walls where the runners are fixed are attached to the runner by a sheet metal screw through the horizontal slot in the dip into the web of the runner. Clips installed on the walls where the runners are not fixed to the clips allow the terminal runner end to move 3 / 4 inch (19.1 mm) in both directions. BERC -2 dips installed in this manner are an acceptable means of preventing runners from spreading in lieu of spacer bars required in CISCA 3-4, which is referenced in ASCE 7, Section 9.6.2.6.2.2, which is referenced in IBC Section 1621. See Figure 2. 4.4.3.2 Alternate Seismic Design Category C Installation: Terminal ends of the runners are secured by attaching the BERC -2 clip to the wall molding and attaching the runners to the BERC - 2 clip. The runners have zero clearance at the perimeter on two adjacent walls and 3 / 8 -inch (9.5 mm) clearance on the opposite walls. The clip is attached to the wall molding by sliding the locking lances over the hem of the vertical leg of the wall molding. BERC -2 clips installed in this manner are an acceptable means of preventing runners from spreading, in lieu of spacer bars required in CISCA 0 -2, which is referenced in ASCE 7, Section 9.6.2.6.2.1, which is referenced in IBC Section 1621. Except for the use of the BERC -2 clip as noted above, installation of the ceiling system must be as prescribed by the applicable code. Maximum ceiling weight permitted is 1.20 pounds per square foot (5.86 kg /m This construction is equivalent to that required by CISCA 0 -2, which is referenced in ASCE -7, Section 9.2.6.2.1, which is referenced in IBC Section 1621; and by UBC Standard 25 -2. 4.5 Partitions: Partitions must be laterally supported as required by IBC Section 1621 or UBC Standard 25 -2, Section 25.211.1, as applicable. 4.6 Two -hour Fire- resistance -rated Floor- ceiling Assembly: The following floor - ceiling assembly has a two -hour fire - resistance rating (refer to Figure 3 for details): Page 3 of 13 ESR -1308 4.6.1 Structural Beams: The structural floor beams supporting the floor - ceiling assembly are minimum W8 15, or an equivalent -sized steel beam having a minimum weight -to- heated- perimeter ratio, W /D, of 0.54. In accordance with Section 714.2 of the IBC or Section 704.2.6 of the UBC, structural steel floor beams need not be individually fire - protected when the suspended ceiling forms the protective membrane for the fire - resistance-rated assembly. Structural floor beams must be individually protected on all sides for the full length with materials having the required fire - resistance rating, however, when they support directly applied loads from a floor and roof or more than one floor, or where the required fire - resistance rating of such members is greater than two hours. 4.6.2 Floor Joists: Floor joists are minimum 10K1 steel bar joists, spaced a maximum of 24 inches (610 mm) on center. Each joist must be welded to end supports, and must have 1 / 2 -inch-diameter (12.7 mm) steel bar bridging members welded to top and bottom chords of each joist at midspan. 4.6.3 Steel -floor Decking: The concrete deck is either supported by minimum No. 22 gage [0.0299 inch (0.759 mm)] galvanized steel decking with 1 inch -deep (32.5 mm) flutes spaced 6 inches (152 mm) on center, or is supported by minimum No. 20/20 gage [0.0359 inch (0.91 mm)] galvanized steel cellular units having 3- inch -deep (76 mm) flutes. When a blend of fluted and cellular steel units is used, the concrete topping thickness is measured from the top plane of the cellular units. The steel decking shall be welded to supports at 12 inches (305 mm) on center. Adjacent units must be button - punched or welded together at 36 inches (914 mm) on center at side joints. Where fluted and cellular floor units are installed end -to- end, galvanized steel angles must be tack- welded to the cellular floor units in such a manner as to cover the cells. 4.6.4 Concrete Floor: The concrete floor must be a minimum of 2 inches (63.5 mm) thick, measured from the top of the metal decking, and normal - weight concrete with carbonate or siliceous aggregates. The concrete must have a minimum density of 150 t 3 pcf (2400 t 48 kg /m and a minimum compressive strength of 3,000 psi (20.7 MPa). The middle of the slab must be reinforced with 6 6—W1.4 W1.4 welded wire fabric. 4.6.5 Suspended Ceiling Members: 4.6.5.1 Main Runners: Main runners are either the 8300, 8301 or HD 8201. The main runners are 12 feet (3657.6 mm) long and spaced a maximum of 4 feet (1219.2 mm) on center. The design loads for main runners must be less than or equal to the capacities shown in Table 2. Vertical hangers, perimeter hangers, and lateral -force bracing for the main runners are installed in accordance with the code. The distance from the bottom side of the floor decking to the bottom side of the main runners is a minimum of 19 inches (502 mm). 4.6.5.2 Cross Runners: Cross runners are either the XL 8200 series (Prelude Plus Fire Guard) or XL 8300 series (Prelude Fire Guard). Main runners must be located within 1 /32 inch (0.79 mm) of the required center distances, and this tolerance must be noncumulative beyond 12 feet (3657.6 mm). Intersecting runners must be installed to form a right angle to the supporting members. The design Toads for cross runners must be less than or equal to the capacities shown in Table 3. A cross runner that supports another cross member must have a minimum uniformly distributed load capacity of 12 pounds per linear foot (175 N /m). 4.6.5.3 Hanger Wire: The suspended ceiling is supported by No. 12 SWG [0.105 inch (2.7 mm) in diameter] galvanized steel wire that is attached to the concrete slab through the steel floor units, before concrete placement, or attached to hanger clips. The hanger clips are minimum 0.045 - inch -thick (1.14 mm), 2 -inch -wide (51 mm), 3 -inch -long (90 mm), galvanized steel clips that are hooked at one end, for attachment over the male leg of steel floor units, and spaced as required for hanger wire attachment. Hanger wires are spaced a maximum of 48 inches (1219 mm) on center or shall be located at every other main runner /cross -tee intersection, whichever dimension is less along main runners. Hanger wire must be located at all four comers of light fixtures, at mid -span of cross tees next to 4- and 5 -foot -long (1219 and 1524 mm) light fixtures and air duct outlets, and next to each main runner splice. Additional hanger wires are required at the mid -span of those cross tees running parallel and nearest to the walls and those near the end of cut cross tees longer than 2 feet (610 mm) that abut walls. 4.6.6 Acoustical Material: Acoustical lay -in ceiling panels used with the suspended ceiling system are the nominal panel sizes and types shown in Table 1. Panels are nominally 5 4 inch (15.9 mm) or 3/4 inch (19.1 mm) thick. Border panels are supported at walls by 24 MSG painted steel channels, 1 inch (25 mm) deep, with a 2 -inch (23.8 mm) bottom flange. Optional support method consists of BERC -2 clip at wall attached to 15 / 18 inch 75 / 15 inch No. 24 MSG painted steel channels. 4.6.7 Hold -down Clips: Hold -down clips, produced from No. 24 gage spring steel, must be used for ceiling panels weighing less than one pound per square foot. When the ceiling is composed of nominally 24 -by -24 -inch (610 by 610 mm), 24 -by -36 -inch (610 by 914 mm), or 30 -by -30 -inch (762 by 762 mm) lay -in panels, one clip is placed over bulbs of cross tees near cross tee midpoints. When the ceiling is composed of 20 -by-60 inch (508 by 1524mm), 36 -by -36 -inch (914 by 914 mm), 24 -by-48 -inch (610 by 1219 mm), 30- by-60- inch (762 by 1524 mm), 36 -by-60 -inch (914 by 1524 mm) or 48-by- 48 -inch (1219 mm) lay -in panels, two clips are placed over bulbs of each cross tee near cross tee quarter - points. One leg of each clip is cut off when placement is over bulbs of cross tees adjacent to the long side of light fixtures. 4.6.8 Recessed Light Fixtures: Fluorescent -lamp -type, steel housing fixtures can be used in the fire- resistance-rated assembly, provided the fixtures measure 1 by 4 feet (305 by 1219 mm), 2 by 2 feet (610 by 610 mm), 2 by 4 feet (610 by 1219 mm), 20 by 48 inches (508 by 1219 mm) or 20 by 60 inches (508 by 1524 mm). The nominally 1 -by-4 -foot (305 by 1219 mm), 2 -by -2 -foot (610 by 610 mm) and 2 -by-4 -foot (610 by 1219 mm) fixtures may include vented sides for air boots and vented tops for air -retum purposes. Linear air diffusers and linear air returns must be used with nominally 20- by-48- inch (508 by 1219 mm) fixtures. When nominally 20- by-60- inch (508 by 1524 mm) fixtures are used, fixture stabilizers are used to supplement the hanger wires occurring at the mid -span of the 5 -foot -long (1524 mm) cross tees. When nominally 1- by- 4-foot (305 by 1219 mm) fixtures are used, the aggregate number of fixtures must not exceed four per 100 square feet (9.3 m of ceiling area. When nominally 2 -by -2 -foot (610 by 610 mm) fixtures are used, the aggregate number of fixtures must not exceed five per 100 square feet (9.3 m of ceiling area. When nominally 2 -by-4-foot (610 by 1219 mm), 20 -by-48 -inch (508 by 1219 mm), or20 -by-60 -inch (508 by 1524 mm) fixtures are used, the aggregate number of fixtures shall not exceed three per 100 square feet (9.3 m of ceiling area. The fixtures must be wired in conformance with an approved electrical code. The recessed light fixture must be protected on the topside with acoustical ceiling tile panel material having a minimum Page 4 of 13 ESR -1308 thickness of 5/5 inch (15.9 mm). The panels are cut into pieces to form a five -sided enclosure which is rectangular or trapezoidal in cross section, depending upon fixture type, and which is approximately 1 / 2 inch (12.7 mm) longer and wider than the fixture, with sufficient depth to provide at least 1 inch (12.7 mm) of clearance between the fixture and the enclosure. The pieces are held together with 8d nails. Spacers provide the 1' / (31.7 mm) clearances when placed on top of fixtures located away from the ballasts. When no air - handling or air -retum fixtures are used, a maximum 1' / (31.7 mm) separation must be maintained between the long fixture protection sidepieces and the top piece. When air supply Tight fixtures with air boots are used, fixtures and air boots must be fully enclosed except for the nominally 28- square -inch (18 064 mm opening needed for the connection to air - supply ducts. 4.6.9 Air Duct: Air ducts are permitted in the assembly provided the aggregate duct opening area is less than or equal to 113 square inches (72 903 mm per 100 square feet (9.2 m of ceiling area. The maximum air duct- opening dimension is 12 inches (305 mm). 4.7 8500 (Prelude SupraFine Fire Guard) Series One - hour Fire- resistance -rated Floor- ceiling System: This exposed grid system consists of the 8500 series main runners and the XL 8520 or XL 8540 cross runners, and is part of a one -hour fire - resistance-rated floor - ceiling system. The rating applies to restrained and unrestrained assemblies as described in Section 27 of ASTM E 119 and Section 7.141 of the UBC Standard 7 -1. See Figure 4 for assembly details. General requirements in IBC Section 711 and UBC Section 710.1 must be observed. 4.8 Special Inspection: In jurisdictions adopting the IBC, suspended ceilings in Seismic Design Categories D, E and F are subject to periodic special inspections during the anchorage of suspended ceiling systems in accordance with the requirements of IBC Section 2506.2.1 and Section 9.6.2.6.2.2 (h) of ASCE 7 -02. The special inspector must verify that the ceiling system is as described in this report, and complies with the installation instructions in this report. 5.0 CONDITIONS OF USE The suspended ceiling systems described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The ceiling suspension main runners, cross runners and BERC -2 Gips are fabricated and installed in accordance with this report and the manufacturer's published installation instructions. In the event of a conflict between the manufacturer's installation instructions and this report, this report govems. 5.2 Allowable loads and spans of main and cross runners must comply with Tables 2 and 3 of this report. 5.3 In areas enforcing the UBC, ceiling access must comply with Footnote 4 to Table 16 -B of the UBC. 5.4 In jurisdictions adopting the IBC, periodic special inspections must be provided in accordance with Section 4.8 of this report. 5.5 In jurisdictions adopting the IBC, a quality assurance plan for seismic requirements must be provided in accordance with IBC Section 1705.2. 5.6 In jurisdictions adopting the IBC, the ceiling systems must be braced to resist seismic forces as determined from Section 1621.2.5 of the IBC. In jurisdictions adopting the UBC, the suspended ceiling systems must be braced to resist seismic forces as determined from Table 16-0 of the UBC and Section 25.210 of UBC Standard 25 -2. 5.7 In jurisdictions adopting the UBC, the ceiling systems must not be installed in areas subject to severe environmental conditions as described in Section 25.204.3 of UBC Standard 25 -2. 5.8 The supporting construction for the ceiling system has not been evaluated and is outside the scope of this report. The code official must approve the floor or roof construction supporting the suspended ceiling system. 5.9 The ceiling systems are restricted to interior applications. 5.10 Lay -in ceiling panels must be justified to the satisfaction of the code official as complying with the interior finish requirements of Chapter 8 of the applicable code. 6.0 EVIDENCE SUBMITTED 6.1 Reports of vertical, compressive and tension load tests in accordance with ASTM C 635 and UBC Standard 25- 2. 6.2 Reports of fire - resistance tests in accordance with ASTM E 119 (UBC Standard 7 -1). 6.3 Reports of comparative seismic qualification tests in accordance with the ICC -ES Acceptance Criteria for Seismic Qualification by Shake -table Testing of Nonstructural Components and Systems (AC156), dated June 2004. 6.4 A quality control manual. 7.0 IDENTIFICATION Cartons of framing members, clips and accessories are identified with the name and address of Armstrong World Industries, Inc.; the acronym "WAVE "; number designations specifying gage of steel, depth of section and length; and the evaluation report number (ESR- 1308). CATALOG NUMBER NOTE TYPE (SEE FIGURE 1) LENGTH (Inches) METAL THICKNESS MAXIMUM SPAN ALLOWABLE LOADS Span Uniform Load (Ib./ lin.fL) Concentrated Load at Midspan (Ib.) 6100 F,CorB 0.013 a tv) aaaaaaa aaaaavaaaaaaaaaa a a 12.6 25.2 6500 C or B 0.045 13.24 26.48 Al 7200 P(S OR F,CorB 24 by 48 or 60 0.021 13.47 26.94 SS 7200 F,CorB 0.015 12.23 24.46 7300 30 by 60 P(S) F, C or B 0.010 13.5 27 7301 F or B 0.015 16.73 33.46 7302 F,CorB 0.010 13.5 27 7305 0.010 13.5 27 7500 0.013 12.75 25.5 7501 0.018 16.86 33.75 7600 0.013 13.10 26.2 76008 0.013 13.10 26.2 7601 0.017 16.35 32.70 76018 -J .. A A 0.017 16.35 32.70 7602 0.013 13.10 25.94 76028 0.013 13.10 26.2 7604 0.017 16.35 33 76048 0.017 16.35 33.00 7605 0.017 16.35 33 76058 0.017 16.35 33.00 7606 0.013 13.07 25.94 76068 0.013 13.07 26.2 7607 0.013 12.8 25.58 HD 8201 0.015HD 16.73 33.46 8300 0.010 13.5 25.2 8301 0.015 16.73 33.46 8500 0.013 13.31 26.62 8501 0.018 16.86 33.72 ACOUSTICAL PANEL SIZE (Inches) ACOUSTICAL E' STEEL FLOOR UNIT TYPE 20 by 60 P(S OR F,CorB 20 by 60 P(S OR For B F,CorB F F,CorB C or B F 24 by 48 or 60 P(S OR F,CorB 24 by 48 or 60 P(S OR For 13 F,CorB C or B F 30 by 60 P(S) F, C or B F,CorB F or B F,CorB F,CorB Page 5 of 13 For notes, see Table 3. TABLE 1-ACOUST1CAL MATERIALS 1 (S) = surface perforations, (P) = through perforations. 2 (F) = all fluted steel units, (C) = all cellular steel or units, (B) = and blend of fluted and cellular floor units, (B = blend of one cellular floor unit and one or more fluted units. TABLE 2- DIMENSIONS AND ALLOWABLE LOADS FOR MAIN RUNNERS ESR - 1308 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 Ib./lin. ft. = 14.6 N /m, 1 Ib. = 4.44 N. CATALOG NUMBER NOTE TYPE LENGTH (Inches) METAL THICKNESS (inch) MAXIMUM SPAN (feet) SIMPLE SPAN UNIFORM LOAD (IbJlin. ft.) CONCENTRATED LOAD AT MIDSPAN (Ib.) 6100 Series XL 6110 2 M 12 0.013 66.89 66.89 XL 6120 2 M 24 0.013 66.89 66.89 XL 6140 2 M 48 0.013 v 12.6 25.2 XL 6190 2 M 72 0.013 12.6 25.2 XL 6180 2 M 96 0.013 12.6 25.2 6500 Series XL 6510 N/A N 24 0.045 2 72.5 51.3 XL 6520 N/A N 24 0.045 2 72.5 51.3 XL 6540 N/A N 48 0.045 4 14.6 14.6 7100 Series XL 7128 XL 7148 I 1 E I E 24 I 48 I 0.010 I 4 ( 33 I 14.2 AL 7200 Series B I B I 48 0.021 I 4 I 6.33 I 12.66 SS 7200 Series B 24 61.66 I B I 48 I 0.015 I 4 I 20.8 7300 Series XL 7318 12 0.010 1 73.59 36.65 XL 7398 18 0.010 1.5 73.29 54.97 XL 7360 20 0.013 1.67 87.58 73.13 XL 7368 20 0.010 1.67 73.29 61.2 XL 7328 24 0.010 2 38.63 38.63 XL 7378 30 0.010 2.5 16.54 18.6 XL 7330 36 0.010 3 20.83 31.25 XL 7348 48 0.010 4 8.31 16.62 .L 7342 N 0 48 0.010 4 9.98 19.96 XL 7340 48 0.010 4 12.25 25.5 XL 7341 48 0.015 4 16.89 32.78 XL 7357 60 0.015 5 7.61 19.03 XL 7358 60 0.015 5 7.61 19.03 XL 7390 48 0.010 6 3.3 14.38 XL 7390 72 0.010 4 12.24 25.5 XL 7380 96 0.010 8 1.57 11 XL 7380 96 0.010 4 12.12 15.70 7500 Series XL 7510 12 0.010 51.83 61.6 XL 7560 20 0.010 51.83 61.6 XL 7520 24 0.010 51.83 61.6 XL 7570 30 0.010 28.67 53.12 XL 7530 36 0.010 21.03 38.37 XL 7540 ■ x 48 0.010 V 10.34 26.71 XL 7541 48 0.013 12.73 32.67 XL 7549 48 0.018 16.42 42.2 XL 7558 60 0.013 5.8 20.9 XL 7590 72 0.013 12.73 32.67 XL 7580 96 0.013 12.73 32.67 7600 Series XL 7610 Y 12 20 24 30 48 48 48 60 60 60 72 96 0.015 1 71.66 72.95 XL 7660 0.015 1.67 71.66 72.95 XL 7620 0.015 2 71.66 72.95 XL ioiu 0.015 2.5 39.86 46.67 XL 7640 0.015 4 13.53 31.51 XL 7646 0.015 4 13.21 30.77 XL 7645 • 0.015 4 12.85 29.93 XL 7650 0.015 5 6.09 20.17 XL 7655 0.015 5 5.71 19.15 XL 7657 0.015 5 5.90 19.69 XL 7690 0.013 4 12.59 29.93 XL 7680 0.013 4 12.59 29.93 Page 6 of 13 TABLE 3- DIMENSIONS AND ALLOWABLE LOADS FOR CROSS RUNNERS (Continued) ESR -1308 CATALOG NUMBER NOTE TYPE LENGTH (Inches) METAL THICKNESS MAXIMUM SPAN (feet) SIMPLE SPAN UNIFORM LOAD (Ib./lin. ft.) CONCENTRATED LOAD AT MIDSPAN (Ib.) 7600 Series I) 12 0.015 69.69 69.69 XL 76608 20 0.015 69.69 69.69 XL 76208 24 0.015 69.69 69.69 XL 76708 30 0.015 47.76 59.7 XL 76408 48 0.015 14.11 28.22 XL 76468 48 0.015 13.01 26.02 XL 76458 48 0.015 v 12.6 25.2 XL 76508 60 0.015 9 23 XL 76558 60 0.015 7 20 XL 76578 60 0.015 7 18 XL 76908 72 0.013 12.6 25.2 XL 76808 96 0.013 12.6 25.2 8200 Series XL 8223 XL 8240 I 2 B I B 48 I 0.013HD 0.013HD 4 I 12.75 I 25.5 3 8300 Series XL 8313 12 0.009 � N NNMY er �b 45.4 38.11 XL 8323 24 0.009 40.45 58.28 XL 8320 24 0.011 61.33 59.78 XL 8378 30 0.011 20.84 31.17 XL 8330 N Q 36 0.011 23.11 41.57 XL 8340 48 0.011 12.25 26.42 XL 8341 48 0.015 16.89 32.78 XL 8357 60 0.015 7.47 19.03 XL 8358 60 0.015 7.53 19.03 8500 Series XL 8520 H 24 I 2 58.5 I 58.5 I XL 8540 I 1 J H 48 0.013 4 12.73 27.44 Page 7 of 13 NOTES: TABLE 3- DIMENSIONS AND ALLOWABLE R CROSS RUNNERS (Continued) ESR -1308 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 Ib./lin. ft. = 14.6 N /m, 1 Ib. = 4.44 N. 1 = Single stitched web 2 = Double stitched web 3 = Available stitched or unstitched HD = Environmental hot - dipped galvanized finish Page 8 of 13 TYPE A TYPE D TYPE G 13 1 Lll r - � 16 L15 TYPE B TYPE C r 1 TYPE E TYPE H FIGURE 1— RUNNER PROFILES 32 —� ria4 TYPE F I-- la TYPE 1 ESR -1308 Page 8 of 13 4 64 3. 6 •- 16 16 TYPE M 13 ri - 4 32 TYPE K FIGURE 1— RUNNER PROFILES (Continued) TYPE N 32 64 ESR -1308 . Page 10 of 13 ESR -1308 BERC ■2 CLEARANCE WALL INSTALLATION (UNATTACHED WALL) BERC ■2 TIGHT WALL INSTALLATION (ATTACHED WALL) FIGURE 2 BERC - 2 CLIP OPTION TIGHT WALL INSTALLATION (ATTACHED WALL) 0 = 0 0 O O O 0 0 L . Kr RIVE* e s, Page 11 of 13 For SI: 1 inch = 25.4 mm. ESR - 1308 1. Beam: 2. Normal- weight Concrete 3. Welded Wire Fabric 4. Steel Form Units 5. Steel Joists 6. Bridging 7. Hanger Wire 8. Air Duct 9. Damper: No. 16 MSG minimum galvanized steel, sized to overlap duct opening 2 inches, minimum. Protected on both sides with' / inch -thick ceramic fiber paper laminated to the metal with adhesive and held open with a listed fusible Zink. 10. Fixtures, Recessed Light 11. Fixture Protection —Batts and Blankets 12. Steel Framing Members — Worthington Armstrong Venture 13. Acoustical Material 14. Hold -down Clips (Not illustrated) FIGURE 3 —TWO -HOUR FIRE - RESISTANCE -RATED FLOOR - CEILING ASSEMBLY (REFER TO SECTION 4.6 OF THIS REPORT) Page 12 of 13 ESR -1308 6. Fasteners: � J • I ..KC 1w W- t.:nv. . n c y1 :0•INLUXI.vas.n_N.v...r.:..t , -s..:7 JAI :c .v~✓ cnrJwm FIGURE 4 -8500 SERIES ONE -HOUR FIRE- RESISTANCE -RATED ASSEMBLY For SI: 1 Inch = 25.4 mm, 1 foot =304.8 mm, 1 psf = 4.88 kg /m 1 gallon = 3.81 L, 1 sq. ft. = 0.0929 m 1 psi = 6.89 kPa, 1 Ibm = 0.45 kg, 1 sq. in. = 645.16 mm 1. Roof Covering: Roof covering consisting of hot - mopped or cold application materials compatible with insulation(s) described in Item 2 that provide Class A, B or C coverings. 2. Roof Insulation— Mineral and Fiber Boards: The boards shall comply with ASTM C 612, Type 1A or 1B; 24 -by-48 -inch minimum size, maximum size 48 by 96 inches, to be applied In six layers. Boards to be installed perpendicular to gypsum wallboard direction, with end joints staggered 2 feet in adjacent rows. Each layer of board shall be offset, in both directions, from layer below a minimum of 12 inches in order to lap all joints. Minimum board thickness is 1 inch (No limit on maximum overall thickness.) 3. Sheathing Material (Optional): Vinyl film vapor barrier, applied with adhesive to the gypsum wallboard. Adjacent sheets overlapped 2 inches. 4. Gypsum Sheathing: Water - resistant core gypsum sheathing complying with ASTM C 79. Supplied in sheets nominally 2 by 4 feet to 4 by 12 feet, by nominal 6 / 8 inch thick. Minimum weight is 2.0 psf. Applied perpendicular to the steel roof deck direction with adhesive, or laid loosely. End joints to occur over crests of steel roof deck, with end joints staggered 2 feet in adjacent rows. 5. Steel Roof Deck: Minimum 0.019 - inch -thick (26 gage), minimum 1- inch -deep, minimum 25 -inch -wide, painted or galvanized, fluted steel deck. Flutes shall be approximately 4 inches on center, crests approximately 23/4 inches wide. As an altemate, 1 / -deep, minimum 18- inch -wide fluted galvanized steel deck is permitted. Minimum 0.029- inch -thick (22 gage) flutes shall be 6 inches on center, crest width ranging from 3 to 5 inches. Deck shall be welded to supports with welding washers spaced 12 inches on center. Side lap joints of adjacent units welded or secured together with No. 12 by 1 / self - drilling, self- tapping steel screws midway between steel joists. A. Adhesive (Optional): BMCA Insulation Products Inc.: May be applied between crests of steel roof deck and gypsum sheathing in 1 /2 inch -wide ribbons, 8 inches on center, at 0.4 gallon per 100 square feet. May also be applied in 1 / -wide ribbons, 6 inches on center, at 0.4 gallon per 100 square feet, between gypsum sheathing and vapor barrier, and between gypsum boards and roof insulation when vapor barrier is omitted. May also be applied at the same rate between layers of roof insulation. B. Mechanical Fastener. (Not shown) Any steel nail or steel clip designed for the purpose may be used to attach one or more layers of insulation to steel roof deck (through gypsum sheathing). The gypsum sheathing may also be attached directly to the steel roof deck with the mechanical fasteners. C. Hot Asphalt or Coal Tar Pitch: (Not shown) May be used as an altemate to adhesive between layers of roof insulation, at a rate not to exceed 35 pounds per 100 square feet. • Page 13 of 13 ESR -1308 7. Steel Joists: Type 10J4 or 12K1 minimum size. 10K1 size may be used when limited to a span of 12 feet 0 inches, maximum. As an aitemate, any LH Series steel joists spanning no greater than 60 feet may be used. For spans greater than 60 feet, LH Series joists may be used, provided their vertical deflection under total load shall not be greater than 1 / 244 of the joist span. 8. Bridging: Steel bars, 1 / 2 inch in diameter, welded to top and bottom chords of each joist. 9. Cold -rolled Channels: Number 16 MSG cold- rolled steel channels, 1 inches deep with 5 / flanges shall be placed on lower chord ofjoists and secured with 18 SWG galvanized steel wire. Installed perpendicular to joists, the channels shall be located as required to provide hanger wire attachment points. When steel joists are spaced more than 5 feet on center, two cold - rolled channels shall be placed back to back and tied together with a double strand of 18 SWG galvanized steel wire at 24 inches on center. The double channels installed perpendicular to the joists and spaced a maximum of 48 inches on center may be placed on top of the joists' bottom chord and tied to each joist with a double strand of 18 SWG galvanized steel wire, or suspended below the joists with 12 SWG galvanized steel wire wrapped around the cold - rolled channels and with the other end wrapped around the bottom chord of the joists. 10. Hanger Wire: Number 12 SWG galvanized wire shall be twist -tied to steel joists or cold- rolled steel channels. When the ceiling consists of nominal 24 -by -24 -inch panels or 24 -by-48 -inch panels, hanger wires shall be spaced a maximum of 48 inches on center on main runners adjacent to cross tee intersections. Hanger wires shall occur at all four comers of light fixtures, at midspan of cross tees adjacent to 4 -foot light fixtures and air duct outlets, and adjacent to each main runner splice. When the ceiling consists of nominal 20 -by-60 -inch panels, hanger wires shall be spaced 40 inches on center along main runners, and one wire shall occur at each comer of light fixtures, at midspan of all cross tees, and adjacent to each main runner splice. 11. Air Duct: Minimum 0.019 - inch -thick (26 gage) galvanized steel. Total area of duct openings shall not exceed 576 square inches per each 100 square feet of ceiling area. Area of individual duct openings shall not exceed 576 square inches. Maximum opening dimension is 18 inches. Inside and outside faces of duct throat shall be protected with 1 / 16 -inch -thick ceramic fiber paper, laminated to the metal. Maximum dimension of opening is 30 inches. Duct supported by 1 minimum 0.053 -inch -thick (16 gage) cold- rolled steel channels spaced not over 48 inches on center, suspended by No. 12 SWG galvanized steel wire. 12. Damper. Minimum 0.056- inch -thick (16 gage) galvanized steel, sized to overlap duct opening a minimum of 2 inches. Protected on both sides with 1 / 16 - inch -thick ceramic fiber paper, laminated to the metal, and held open with a fusible link. 13. Fixtures, Recessed Light: Fluorescent -lamp -type steel housing, nominally 2 by 4 feet or 20 by 60 inches in size. Fixtures shall be spaced so their total area does not exceed 24 square feet per each 100 square feet of ceiling area. When 20 -by-60 inch fixtures shall be used, fixture stabilizers formed from No. 16 gage steel channels, shall be used in addition to the hanger wires at midspan of the cross tees. Fixture shall be wired in conformance with the National Electrical Code. Fixture and ballasts shall be considered for ambient temperature conditions before installation. 14. Fixture Protection — Acoustical Material— Armstrong World Industries, Inc.: Type 5 / P (S) or 5 / PC (S) is cut to form a five - sided enclosure, trapezoidal in cross section, approximately 1 / 2 inch longer and wider, and 5/8 inch higher, than the light fixture housing. For 2 -by-4-foot fixtures, the protection consists of a 23 top piece, two 5'/ -473/4-inch side pieces, and two 4 end pieces. For 20 -by-60 -inch fixtures, the protection consists of a nominal 20 -by-60 -inch top piece, two nominal 6 -by-60 -inch side pieces, and two nominal 4 -20 -inch end pieces. The top edge of each fixture protection side piece may be provided with a 1- inch - deep -by- maximum-20- inch -long notch near its midpoint. The side and top pieces shall be laid in place and the end pieces shall be held in place with three 8d nails spaced 8 inches on center. (S) - Surface perforations. 15. Steel Framing Members — Armstrong World Industries, Inc.: Type 8500 systems with a 15 / 16 -inch-wide flange grid shall be used. Main runners, nominally 12 feet long, shall be spaced 4 feet on center. Cross tees, nominally 4 feet long, shall be installed perpendicular to main runners and spaced 2 feet on center. Cross tees, nominally 2 feet long, shall be installed perpendicular to 4-foot cross tees and spaced 4 feet on center. Grid modules containing light fixtures shall employ a fixture- centering clip at each comer. The No. 24 gage electrogalvanized steel clip is nested on the flange of the intersecting grid tees, has two 1' / inGrlong legs with their sides perpendicular to each other, and has a U- shaped return at the top of each leg for engaging over the bulb of the intersecting grid tees. 16. Acoustical Material: Nominal 24 -by -24 -inch or-48 -inch lay -in panels. Border panels shall be supported at walls by minimum 0.016- inch -thick (26 gage) painted steel angles with 7 / legs; or, minimum 0.016- inch -thick (26 gage) painted steel channels, 1 deep with 7 / flanges. 17. Hold -down Clips: (Not shown) Number 24 MSG spring steel, placed over cross tees at 2 feet on center. FIGURE 4 -8500 SERIES ONE -HOUR FIRE - RESISTANCE -RATED ASSEMBLY (Continued) Feature Benefit Horizontal Seismic Slot Allows cross tee to move along its axis. Properly repositions within Main Runner Vertical Stay Limits upward movement or dislodgement of clip Positioning Tabs Maintains clip position square to the axis of Main Runner PeakForm Rout Shape Accomodates shape of Armstrong suspension systems Vertical Positioning Stamp Facilates proper location of fastener within the Horizontal Seismic Slot suspension systems seismic solutions / accessories The Armstrong Seismic Joint Clip works with Armstrong 15/16" and 9/16" grid systems, including Prelude', Suprafine' and Silhouette'. Key Selection Attributes • Armstrong conducted full -scale testing at the State University of New York, University at Buffalo which provides evidence of performance in IBC Category D, E, and F installations • SJCG gives architects and designers a clean look and saves contractors time with a reliable installation method. • Installs in minutes, no need to cut the face of the grid to install clip • Eliminates the need for additional hanger wires • Lower material costs than many other common systems Maintains integrity of ceiling module • Not visible from below • Easier to keep grid system square • Allows the use of full size panels Please visit armstrong.com /seismic mstrong® Armstrong Seismic Joint Clip Product Description Materials A. General: Commercial - quality cold rolled hot dipped galvanized steel, chemically cleansed. B. Components: Seismic Joint Clip, stamped, unfinished, two piece unit w /slots. NOTE: Not suitable for use with Vector' panels. Item # ❑ SJCG Description Seismic Joint Clip 2 pcs required /joint Peakform rout shape Vertical positioning stamp J Horizontal seismic slot Vertical stay Dimension 5" x 1 -1/2" nominal Color /Finish Unpainted Vertical positioning stamp Horizontal seismic slot suspension sys How to install the Seismic Separation Joint Clip. Step One: Install suspension system completely, in a conventional manner. Step Two: Decide upon which run(s) of Main Runners to create the seismic separation. NOTE: the Seismic Joint Clip allows for cross -tees to move along the axis of the cross -tees. NOTE: Divide 2500 SF by the length of the run of mains in feet. The result will be the maximum spacing, in feet, for the separation joint. Round this result down to the nearest 4' increment when mains are installed 4' on center. Step Three: Attach two adjacent sides of each section of the divided ceiling to the structure. Where these sections touch the wall the attachment may be by riveting to the wall molding or by means of the BERC2 clip with a tight screw. Sections that do not touch walls on two adjacent sides must be braced to structure. Step Four: Cut XL through the end details of cross -tees inserted into Main Runner designated for the Seismic Separation. NOTE: This should be done one intersection at a time or the grid system will fall apart. Step Five: Assemble the two sides of Joint clip into one unit. Step Six: Snap completed assembly over the bulb of the Main Runner at the intersection of the cross -tees. Step Seven: Insert a 1/4" long #10 screw through slot in clip, into the upper XL clip stake hole. Use vertical stamp mark below the horizontal slot to properly position the screw within the clip. Install one screw from each side of the assembled clip to hold the proper shape. Do not allow screw threads to strip out the stake hole. TechLinesM / 1 877 ARMSTRONG 1 877 276 -7876 armstrong.com/drywallgrid CS-3815-0107 Armstrong Seismic Joint Clip Installation Details It's simple to install with these easy steps: Step 5 Steps 1 -3 Step 6 Step 7 ®2007 Armstrong World Industries, Inc. Printed in the United States of America * k OLD REPUBLIC TITLE & ESCROW Attached Commitment Issued for the sole use of: CUSHMAN & WAKEFIELD 1420 FIFTH AVENUE, SUITE 2900 SEATTLE, WA 98101 THIRD REPORT Attention: MATT MCGREGOR When Replying Please Contact: ALE COPY Pp m* W._ See Attached Commitment to Insure OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 2201 6th Avenue, Suite 1110 Seattle, WA 98121 (206) 441 -1955 Our Order Number 5226001128 -C Commercial Unit: Richard Booth CORRE TION LTR # RECEIVED FEB -1 2008 PI=RIVIIT CENTER Issued through the office of: Old Republic Title, Ltd. 4114 198th Street SW, Suite 4 Lynnwood, WA 98036 Authorized Officer or Agent ALTA Commitment COMMITMENT FOR TITLE INSURANCE Issued by Old Republic National Title Insurance Company OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY, a Minnesota corporation ("Company"), for a valuable consideration, commits to issue its policy or policies of tide insurance, as identified in Schedule A, in favor of the Proposed Insured named in Schedule A, as owner or mortgagee of the estate or interest in the land described or referred to in Schedule A, upon payment of the premiums and charges and compliance with the Requirements; all subject to the provisions of Schedules A and B and to the Conditions of this Commitment. This Commitment shall be effective only when the identity of the Proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A by the Company. All liability and obligation under this Commitment shall cease and terminate six (6) months after the Effective Date or when the policy or policies committed for shall issue, whichever first occurs, provided that the failure to issue the policy or policies is not the fault of the Company. The Company will provide a sample of the policy form upon request. OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY A Corporation 400 Second Avenue South, Minneapolis, Minnesota 55401 (612) 371 -1111 By Attest Page 1 of 12 Pages ORTIC 1613 (2006) OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY President Secretary * 4: cit 1. Effective Date: December 24, 2007, at 8:00 AM THIRD REPORT 2. Policy or Policies to be issued: ALTA Commitment SCHEDULE A Order Number: 5226001128 - ALTA Owner's Policy - 2006 Amount: $10,750,000.00 Premium: $9,075.00 Tax: $807.67 Rate: Commercial Note: Standard Coverage Proposed Insured: Tautline LLC, a Washington limited liability company, as to an undividied 68.9 percent interest and Bellwether Properties, LLC, a Washington limited liability company as to an undivided 31.1 per cent interest ALTA Loan Policy - 2006 Amount: $11,650,000.00 Premium: $4,365.00 Tax: $388.48 Rate: Simultaneous Note: Extended Coverage Proposed Insured: General Electric Capital Corporation, a Delaware corporation, its successors and /or assigns The printed Exceptions and Exclusions from the coverage and Limitations on Covered Risks of said Policy or Policies are set forth in Exhibit A attached. Copies of the Policy forms should be read. They are available from the office which issued this Commitment. 3. The estate or interest in the land described or referred to in this Commitment is Fee 4. Title to the Fee estate or interest in the land is at the Effective Date vested in: ESCALANTE VENTURES, LLC, a Washington limited liability company 5. The land referred to in this Commitment is described as follows: Page 2 of 12 Pages ORTIC 1614 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY See Legal Description Exhibit. Order Number: 5226001128 - This Commitment is not valid without SCHEDULE A and SCHEDULE B. Page 3 of 12 Pages ORTIC 1614 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 7. DELETED SCHEDULE B Order Number: 5226001128 -C I. REQUIREMENTS: 1. Pay us the premiums, fees and charges for the policy. 2. Documents satisfactory to us creating the interest in the land and /or the mortgage to be insured must be signed, delivered, and recorded. 3. You must tell us in writing the name of anyone not referred to in this Commitment who will get an interest in the land or who will make a loan on the land. We may then make additional requirements or exceptions. 4. If any document in the completion of this transaction is to be executed by an attorney -in- fact, the completed Power of Attorney form should be submitted for review prior to dosing. 5. Release(s) or Reconveyance(s) of appropriate items. 6. The following requirements must be satisfied with respect to Escalante Ventures, LLC, a Washington Limited Liability Company: a. A Copy of the Limited Liability Agreement and any amendments thereto must be submitted for our review. b. All members must sign any conveyance or mortgage document unless the Agreement gives specific authority to one or more members to sign. 8. The requirement that this Company be provided with an opportunity to inspect the land. The Company reserves the right to make additional exceptions and /or requirements upon completion of its inspection. Page 4 of 12 Pages ORTIC 1616 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY Order Number: 5226001128 - 9. The following requirements must be satisfied with respect to Tautline LLC, a Washington Limited Liability Company: 1. A Copy of the Limited Liability Agreement and any amendments thereto must be submitted for our review. 2. Proof that the Certificate of Formation has been filed with the Washington State Secretary of State's Office in accordance with statute and that the LLC is in good standing. 3. All members must sign any conveyance or mortgage document unless the Agreement gives specific authority to one or more members to sign. 10. The following requirements must be satisfied with respect to Bellwether Properties, LLC, a Washington Limited Liability Company: 1. A Copy of the Limited Liability Agreement and any amendments thereto must be submitted for our review. 2. Proof that the Certificate of Formation has been filed with the Washington State Secretary of State's Office in accordance with statute and that the LLC is in good standing. 3. All members must sign any conveyance or mortgage document unless the Agreement gives specific authority to one or more members to sign. Page 5 of 12 Pages ORTIC 1616 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 9. Deleted SCHEDULE B continued Order Number: 5226001128 -C II. Schedule B of the policy or policies to be issued will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the Company: Defects, liens, encumbrances, adverse daims or other matters, if any, created, first appearing in the public records or attaching subsequent to the Effective Date hereof but prior to the date the proposed Insured acquires for value of record the estate or interest or mortgage thereon covered by this Commitment. 1. Encroachments, or questions of location, boundary and /or area which an accurate survey may disclose. 2. Easements or daims of easements not disclosed by the public records. 3. Rights or claims of parties in possession not disclosed by the public records. 4. Any lien or right to lien for services, material, labor, and /or contributions to an employee benefit fund or State Workers' Compensation that is not disdosed by the public records. 5. Exceptions and reservations in United States patents, Indian tribal codes or regulations, Indian treaty or aboriginal rights, induding easements and equitable servitudes. Water rights, claims or title to water. 6. Any service, installation or general connection charges for sewer, water, electricity, telephone, gas and /or garbage removal. 7. General taxes not now payable; special assessments and /or special levies, if any, that are not disclosed by the public records. 8. Lien of Real Estate Excise Sale Tax upon any sale of said premises, as established by the Washington State Department of Revenue. NOTE: As of the date of this commitment, the current Excise Tax Rate is: .0178. Confirm the current rate by contacting the following prior to closing: Name of Agency King County Records and Election Division, Excise Tax Department at Telephone Number (206) 296 -1843 Page 6 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY Order Number: 5226001128 - 10. Assessments that may be levied, as follows: For /By : Southcenter South Industrial Park Architectural Central Committee 11. Deed of Trust to secure an indebtedness of the amount stated below and any other amounts payable under the terms thereof, Amount • ▪ $5,042,000.00 Trustor /Borrower . ▪ Escalante Ventures, LLC, a Washington limited liability company Trustee . • Chicago Title Insurance Company Beneficiary/Lender General Electric Capital Corporation Dated • • December 9, 2005 Recorded . ▪ December 14, 2005 in Official Records under Recording Number 20051214000263 12. Deed of Trust to secure an indebtedness of the amount stated below and any other amounts payable under the terms thereof, Amount $1,500,000.00 Trustor /Borrower . ▪ Escalante Ventures, LLC Trustee . • Bendich, Stobaugh and Strong, P.C. Benefidary/Lender . ▪ Evergreen Community Development Association Dated . • December 13, 2005 Recorded . ▪ December 14, 2005 in Official Records under Recording Number 20051214000265 The record benefidal interest under said Deed of Trust as a result of the last recorded assignment thereof is, Vested In by instrument Recorded United States Small Business Administration : December 14, 2005 in Official Records under Recording Number. 20051214000266 13. An unrecorded lease upon the terms, covenants, and conditions contained or referred to therein, Lessor . ▪ Escalante Ventures, LLC Lessee . ▪ Ammex Corporation Disclosed by . • Memorandum and Subordination of Lease Dated . • November 11, 2005 Recorded . • December 14, 2005 in Official Records under Recording Number 20051214000330 Page 7 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 14. Financing Statement (UCC -1) as follows: 15. Terms and provisions as contained in an instrument, 16. Any unrecorded and subsisting leases. 17. An easement affecting inddental purposes as 18. An easement affecting incidental purposes as ORTIC 1618 Debtor Secured Party Recorded Entitled Dated Recorded Granted To For Recorded Affects Granted To For Recorded Affects Order Number: 5226001128 - NOTE: Said Lease was purportedly made subordinate to the Deed of Trust referred to herein as Paragraph 12 of Schedule B by an agreement dated December 14, 2005, executed by Escalante Ventures, LLC Recorded December 14, 2005 in Official Records under Recording Number 20051214000330 No representation as to relative priority is made with reference thereto. • Ammex Corporation LaSalle Business Credit, LLC February 21, 2006 in Official Records under Recording Number 20060221000893 Landlord's Agreement February 7, 2006 March 7, 2006 in Official Records under Recording Number 20060307000108 that portion of said land and for the purposes stated herein and provided in the following King County Rip -Rap Bank protection along the right bank of the Green River November 10, 1960 in Official Records under Recording Number 5222050 The Westerly portion that portion of said land and for the purposes stated herein and provided in the following King County Rip -Rap Bank protection along the right bank of the Green River June 13, 1963 in Official Records under Recording Number 5596236 The Westerly portion Page 8 of 12 Pages OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 19. Terms and provisions as contained in an instrument, Entitled : Developer's Agreement Recorded : July 12, 1974 in Official Records under Recording Number 7407120478 20. An easement affecting that portion of said land and for the purposes stated herein and incidental purposes as provided in the following Granted To . Puget Sound Power and Light Company, a Washington corporation For . Electric transmission and /or distribution system Recorded July 3, 1978 in Official Records under Recording Number 7807030776 Affects . ▪ A strip of land 7 feet in width having 3.5 feet of such width on each side of the centerline of Grantee's fadlities as constructed or to be constructed, Tying within the Easterly 120 feet of the Southerly 280 feet of said Premises 21. Terms and provisions as contained in an instrument, Entitled : Southcenter South Industrial Park Agreement Recorded . November 12, 1985 in Official Records under Recording Number 8511121059 22. Terms and provisions as contained in an instrument, Entitled : Easement Agreement for railroad tracks Recorded : March 14, 1988 in Official Records under Recording Number 8803140657 23. DELETED 24. Terms and provisions as contained in an instrument, 25. DELETED Order Number: 5226001128 - Entitled • ▪ Boundary Line Adjustment Recorded • ▪ November 15, 1978 in Official Records under Recording Number 7811151005 Page 9 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 26. Matters as contained or referred to in an instrument, Order Number: 5226001128 - Entitled . Record of Survey Recorded . February 5, 1981 in Book 26 of Offidal Records, Page 190 under Recording Number 8102059004 Which Among Other Things Disdoses a utility easement across the South five feet. Provides 27. COVENANTS, CONDITIONS AND RESTRICTIONS, AND GRANTS OF EASEMENTS IN AND OVER COMMON AREAS, but omitting any covenants or restrictions if any, based upon race, color, religion, sex, handicap, familial status, or national origin unless and only to the extent that said covenant (a) is exempt under Title 42, Section 3607 of the United States Code or (b) relates to handicap but does not discriminate against handicapped persons, as provided in an instrument. Recorded : April 21, 1977 in Official Records under Recording Number 7704210775 And as modified by an instrument, executed by Southcenter South Industrial Park Architectural Central Committee, recorded January 4, 1982 in Official Records under Recording Number 8201040374. And as modified by an instrument, executed by Southcenter South Industrial Park Architectural Central Committee, recorded September 2, 1993 in Official Records under Recording Number 9309021330. And as modified by an instrument, executed by Southcenter South Industrial Park Architectural Central Committee, recorded September 2, 1993 in Offidal Records under Recording Number 9309021331. And as modified by an instrument, executed by Southcenter South Industrial Park Architectural Central Committee, recorded September 28, 1993 in Official Records under Recording Number 9309281090. And as modified by an instrument, executed by Southcenter South Industrial Park Architectural Central Committee, recorded January 22, 1998 in Official Records under Recording Number 9801220628. Page 10 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY 28. Covenants, conditions, restrictions, easements, provisions dedications and matters delineated or disclosed by the plat of Southcenter South Industrial Park; Refer to the plat for full particulars. 29. DELETED 30. Any easement for water course over that portion of said land Tying within the banks of Green River and any changes in the boundary lines of said land that have occurred or may hereafter occur from natural causes. 31. Rights of the public to unrestricted use of a navigable body of water induding, but not limited to navigation, recreational use, and fishing, whether or not the level of the water has been raised or lowered naturally or artificially to a maintained or fluctuating level. 32. DELETE Informational Notes Order Number: 5226001128 - And recorded August 7, 1974 in Official Records under Recording Number 7408070363. A. NOTE: According to the public records, there have been no deeds conveying the property described in this report recorded within a period of 24 months prior to the date hereof except as follows: Special Warranty Deed executed by Sound Building Associates, a Washington general partnership to Escalante Ventures, LLC, a Washington limited liability company recorded December 14, 2005 in Offidal Records under Recording Number 20051214000262. B. The applicable rate(s) for the policy(s) being offered by this report or commitment appears to be section(s) 26 and 18. C. Short Term Rate ("STR ") applies (but may be precluded or limited by application of the above shown section(s) of our Schedule of Fees and Charges.) Page 11 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY Year ▪ 2007 Amount Billed $78,850.59 Amount Paid $78,850.59 Parcel No. 788890 - 0130 -06 Levy Code ▪ 2340 Assessed Valuation Land $1,767,000.00 Improvements $5,137,400.00 Order Number: 5226001128 -C D. NOTE : We find no pertinent matters of record against the name(s) of : Campbell Real Estate, LLC, a Washington limited liability company E. NOTE: The CLTA 116 may describe the improvements as a Commercial Building known as 18375 Olympic Avenue South, Tukwila, WA 98188. rob /RMK F. GENERAL TAXES, PLUS INTEREST AND PENALTY AFTER DELINQUENT; 1ST HALF DELINQUENT ON MAY 1; 2ND HALF DELINQUENT ON NOVEMBER 1: Page 12 of 12 Pages ORTIC 1618 OLD REPUBLIC NATIONAL TITLE INSURANCE COMPANY CONDITIONS 1. The term mortgage, when used herein, shall include deed of trust, trust deed, or other security instrument. 2. If the proposed Insured has or acquired actual knowledge of any defect, lien, encumbrance, adverse claim or other matter affecting the estate or interest or mortgage thereon covered by this Commitment other than those shown in Schedule B hereof, and shall fail to disdose such knowledge to the Company in writing, the Company shall be relieved from liability for any loss or damage resulting from any act of reliance hereon to the extent the Company is prejudiced by failure to so disclose such knowledge. If the proposed Insured shall disdose such knowledge to the Company, or if the Company otherwise acquires actual knowledge of any such defect, lien, encumbrance, adverse claim or other matter, the Company at its option may amend Schedule B of this Commitment accordingly, but such amendment shall not relieve the Company from liability previously incurred pursuant to paragraph 3 of these Conditions and Stipulations. 3. Liability of the Company under this Commitment shall be only to the named proposed Insured and such parties induded under the definition of Insured in the form of policy or polides committed for and only for actual loss incurred in reliance hereon in undertaking in good faith (a) to comply with the requirements hereof, or (b) to eliminate exceptions shown in Schedule B, or (c) to acquire or create the estate or interest or mortgage thereon covered by this Commitment. In no event shall such liability exceed the amount stated in Schedule A for the policy or policies committed for and such liability is subject to the insuring provisions and Conditions and Stipulations and the Exclusions from Coverage of the form of policy or policies committed for in favor of the proposed Insured which are hereby incorporated by reference and are made a part of this Commitment except as expressly modified herein. 4. This Commitment is a contract to issue one or more title insurance policies and is not an abstract of title or a report of the condition of title. Any action or actions or rights of action that the proposed Insured may have or may bring against the Company arising out of the status of the title to the estate or interest or the status of the mortgage thereon covered by this Commitment must be based on and are subject to the provisions of this Commitment. 5. The policy to be issued contains an arbitration clause. All arbitrable matters when the Amount of Insurance is $2,000,000 or Tess shall be arbitrated at the option of either the Company of the Insured as the exclusive remedy of the parties. You may review a copy of the arbitration rules at http: / /www.alta.org. If a policy other than the 2006 ALTA Owner's Policy of Title Insurance, 2006 ALTA Loan Policy of Title Insurance or 2006 ALTA Short Form Residential Loan Policy is ultimately issued, the arbitration provisions of the issued policy shall control. LEGAL DESCRIPTION EXHIBIT ORDER NO. : 5226001128 -C The land referred to is situated in the County of King, City of Tukwila, State of Washington, and is described as follows: That portion of Lots 13 and 14, SOUTHCENTER SOUTH INDUSTRIAL PARK, according to the plat thereof recorded in Volume 97 of Plats, pages 22, 23, 24 and 25, records of King County, Washington, described as follows: Beginning at the Southeast corner of said Lot 13; THENCE North 11 °23'50" East along the East line of said Lot 13 a distance of 25.58 feet to the True Point of Beginning; THENCE South 78 °36'10" West parallel to said South line of Lot 13 a distance of 511.04 feet to the West boundary of said Lot 13; THENCE along the West boundary of said Lots 13 and 14 with the following bearings and distances: North 43 °17'00" East 71.16 feet; North 34 °05'00" East 99.00 feet; North 26 °27'00" East 98.00 feet; North 20 0 26'00" East 100.00 feet; North 15 °42'00" East 99.00 feet; North 11 °32'00" East 100.00 feet; North 09 °15'00" East 97.00 feet; North 10 0 51'00" East 82.30 feet; THENCE leaving said West boundary South 78 °36'10" East a distance of 390.87 feet to the West margin of Olympic Avenue South produced North; THENCE South 11 °23'50" West along said West margin produced North a distance of 723.10 feet to the True Point of Beginning. SITUATE in the County of King, State of Washington. ABBREVIATED LEGAL Portion of Lots 13 and 14, SOUTHCENTER SOUTH INDUSTRIAL PARK, Volume 97 of Plats, pages 22 through 25 Tax Account No. 788890 - 0130 -06 Page 1 of 1 Exhibit A AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY OF TITLE INSURANCE - 2006 EXCLUSIONS FROM COVERAGE The following matters are expressly exduded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arise by reason of: 1. (a) Any law, ordinance, permit, or govemmental regulation (induding those relating to building and zoning) restricting, regulating, prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; (ii) the character, dimensions, or location of any improvement erected on the Land; (iii) the subdivision of land; or (iv) environmental protection; or the effect of any violation of these laws, ordinances, or govemmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk 5. (b) Any govemmental police power. This Exdusion 1(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exdusion does not modify or limit the coverage provided under Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse daims, or other matters (a) created, suffered, assumed, or agreed to by the Insured aaimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured aaimant and not disdosed in writing to the Company by the Insured aaimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting in no Toss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 9 and 10); or (e) resulting in loss or damage that would not have been sustained if the Insured aaimant had paid value for the Title. 4. Any daim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction vesting the Title as shown in Schedule A, is: (a) a fraudulent conveyance or fraudulent transfer; or (b) a preferential transfer for any reason not stated in Covered Risk 9 of this policy. 5. Any lien on the Title for real estate taxes or assessments imposed by govemmental authority and created or attaching between Data of Policy and the date of recording of the deed or other instrument of transfer in Public Records that vests Title as shown in Schedule A. EXCEPTIONS FROM COVERAGE — SCHEDULE B, PART ONE This policy does not insure against Toss or damage (and the Company will not pay costs, attorneys' fees or expenses) that arise by reason of: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, interests, or claims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may be asserted by persons in possession of the Land. 3. Easements, liens or encumbrances, or daims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disdosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5. (a) Unpatented mining daims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the public records. Page 1 of 2 Exhibit A AMERICAN LAND TITLE ASSOCIATION LOAN POLICY OF TITLE INSURANCE • 2006 EXCLUSIONS FROM COVERAGE The following matters are expressly exduded from the coverage of this policy, and the Company will not pay loss or damage, costs, attomeys' fees, or expenses that arise by reason of: 2. (a) Any law, ordinance, permit, or govemmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; (v) the character, dimensions, or location of any improvement erected on the Land; (vi) the subdivision of land; or (vii) environmental protection; or the effect of any violation of these laws, ordinances, or govemmental regulations. This Exdusion 1(a) does not modify or limit the coverage provided under Covered Risk 5. (b) Any govemmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exdusion does not modify or limit the coverage provided under Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse daims, or other matters (a) created, suffered, assumed, or agreed to by the Insured aaimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured aaimant and not disclosed in writing to the Company by the Insured aaimant prior to the date the Insured aaimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured aaimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11, 13, or 14); or (e) resulting in loss or damage that would not have been sustained if the Insured aaimant had paid value for the Insured Mortgage. 4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing - business laws of the state where the Land is situated. 5. Invalidity or unenforceability in whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the Insured Mortgage and is based upon usury or any consumer credit protection or truth-in- lending law. 6. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction creating the lien of the Insured Mortgage, is (a) a fraudulent conveyance or fraudulent transfer, or (b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy. 7. Any lien on the Title for real estate taxes or assessments imposed by govemmental authority and created or attaching between Data of Policy and the data of recording of the Insured Mortgage in the Public Records. This Exdusion does not modify or limit the coverage provided under Covered Risk 11(b). EXCEPTIONS FROM COVERAGE — SCHEDULE B, PART 1, SECTION ONE This policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) that arise by reason of: 1. (a) Taxes or assessments that are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the Public Records; (b) proceedings by a public agency that may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the Public Records. 2. Any facts, rights, interests, or daims that are not shown by the Public Records but that could be ascertained by an inspection of the Land or that may be asserted by persons in possession of the Land. 3. Easements, liens or encumbrances, or daims thereof, not shown by the Public Records. 4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disdosed by an accurate and complete land survey of the Land and not shown by the Public Records. 5. (a) Unpatented mining daims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights, claims or title to water, whether or not the matters excepted under (a), (b), or (c) are shown by the Public Records. Page 2 of 2 OLD REPUBLIC TITLE, LTD. Privacy Policy Notice PURPOSE OF THIS NOTICE Title V of the Gramm - Leach- Bliley Act (GLBA) generally prohibits any financial institution, directly or through its affiliates, from sharing nonpublic personal information about you with a nonaffiliated third party unless the institution provides you with a notice of its privacy policies and practices, such as the type of information that it collects about you and the categories of persons or entities to whom it may be disclosed. In compliance with the GLBA, we are providing you with this document, which notifies you of the privacy policies and practices of OLD REPUBLIC TITLE, LTD. We may collect nonpublic personal information about you from the following sources: Information we receive from you such as on applications or other forms. Information about your transactions we secure from our files, or from [our affiliates or] others. Information we receive from a consumer reporting agency. Information that we receive from others involved in your transaction, such as the real estate agent or lender. Unless it is specifically stated otherwise in an amended Privacy Policy Notice, no additional nonpublic personal information will be collected about you. We may disclose any of the above information that we collect about our customers or former customers to our affiliates or to nonaffiliated third parties as permitted by law. We also may disclose this information about our customers or former customers to the following types of nonaffiliated companies that perform marketing services on our behalf or with whom we have joint marketing agreements: WE DO NOT DISCLOSE ANY NONPUBLIC PERSONAL INFORMATION ABOUT YOU WITH ANYONE FOR ANY PURPOSE THAT IS NOT SPECIFICALLY PERMITTED BY LAW. We restrict access to nonpublic personal information about you to those employees who need to know that information in order to provide products or services to you. We maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. ORT 287 -C 5/07/01 Financial service providers such as companies engaged in banking, consumer finance, securities and insurance. Non - financial companies such as envelope stuffers and other fulfillment service providers. - 7 THIS SKETCH IS PROVIDED, WITHOUT CHARGE, FOR YOUR INFORMATION. IT IS NOT INTENDED TO SHOW ALL MATTERS RELATED TO THE PROPERTY INCLUDING, BUT NOT LIMITED TO, AREA, DIMENSIONS, EASEMENTS, ENCROACHMENTS OR LOCATIONS OF BOUNDARIES. IT IS NOT A PART OF, NOR DOES IT MODIFY, THE COMMITMENT OR POLICY TO WHICH IT IS ATTACHED. THE COMPANY ASSUMES NO LIABILITY FOR ANY MATTER RELATED TO THIS SKETCH, UNLESS SUCH COVERAGE IS SPECIFICALLY PROVIDED BY THE COVERED RISKS OF THE POLICY. REFERENCE SHOULD BE MADE TO AN ACCURATE SURVEY FOR FURTHER INFORMATION. SOUTHEAST QUARTER, SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST KING COUNTY ORDER NUMBER 5226001128 ` "- - -- - -:"„fi— _`, — - --• ,'7 LOT CIS g 1_!7 p PORN • tl+b7a .•0.0.2'$2 'OR UV SF * * OLD REPUBLIC TITLE, LTD. I l ;* . * WT2 Y SOUTHCENTE INDUSTRIAL TI-1 7ur1/71-71la !b 4 2 71072107N 1,? 1pf ▪ ▪ Y •: i 6L�i1 -.F. 107 1 � OAR V r 00 V Fla -IF0 1.YV. ®I f 71072107.11 3'4x IOT la as q.. LOT 16 201 6 AVE., STE. 1110, SEATTLE, WA 98121 (206) 441 -1955 FAX (206) 441 -1953 • Y ":Wwur DCIIHNGIN EkRS D'AMATO CONVERSANO INC. Prepared For: Connell Design Group EXPIRES 12/2/0 J. Mark D 'Amato • Guy A. Conversano Roger L. Heeringa • Mark D. Aden Harry Jones H • Troy E. Bean • Tom C. Xi a, Ph.D. Richard L. Hemmen • Grant C. Buckingham Wade Younie • John Tessem • Damon Smith FILE COPY Rainier Industries TI 18435 Olympic Ave, S., Tukwila WA 98188 Lateral & Gravity Structural Calculations For Tenant Improvements 1'EU C November 20, 2007 DCI Job #07-21-133 frEfik QENTER 3120 COLBY AVENUE, SUITE 100 EVERETT, WA 98201 • PHONE (425)252-0454. FAX: (425) 252-1699 • „ ' RECEIVED CITv rw TIIKW,LA NOV 27 20071 DCFENGINEERS D ' A M A T O C O N V E R S A N O INC. Project No. 07 -21 -133 Project Rainier Industies TI Subject Scope of Work/ Design Criteria Sheet No. Al Date 11/15/2007 By JS Scope Of Work Remodel of an existing warehouse and attached office building with the following revisions. Two roll -up door revisions to the exterier of the tilt -up walls of the warehouse with new loading dock platforms outside. New addition to the existing office mezzanine. A new elevator in the middle of the existing office space and a new concrete slab on grade access ramp at the main entrance to the office section of the building. Design Criteria Roof: Live Load Snow 25 PSF Dead Load Roofing 2.5 PSF Metal Deck 2.3 PSF Insulation 3 PSF Joists 1.3 PSF Beams 2 PSF Mech /Elec. 1 PSF Misc. 1.5 PSF Total 13.6 PSF Use DL =15 PSF Floor: Live Load Office 50 PSF Dead Load Slab 13.8 PSF Sheathing 2.2 PSF Joists 5 PSF Beams 3 PSF Mech /Elec. 1.5 PSF Misc. 1.5 PSF Total 27 PSF Use DL =27 PSF DCI•ENGINEERS D'AMATO CONVERSANO INC. Project No. 07- 2.k- 13 3 Project Subject Sheet No. 112 Date By t S (4/ 1 E INooa. S o . v im ? A ( 2 . 4 C. ' 1 w op. A£ c 2 C. c t-o,4- s O c- 4 p A c Z7 'ES f o ,i/v 5/ ✓ - ST 7 2 tic tvkA-L fL-sM {tits. C>: P Ittooa� aU R�+ClL oc Q t (A/z. D ; � o es < r E -4- -z boo iz zv S7 6' l o,✓G- (..4/4LL C-d c zrY pOoR. o✓T- or- P144' to 1 L 1 1. ) \ zn/S. w NS S1`Ro . RA-ck DE o ts LD --,c p 4 tiS s ti 4 ? 1 a ti ` Cx,t1 L. L g c R - 4 4 s -r I A 4 c t 7Pdf_ w4LL C ,a p 4 t c:, it_ o°r - or - .4 N to !� iv-r. vi/ 14 sS S. -1 2C /JC e; ,4c �S, ' - ,A4 ( ' -o R w DCFENCINEERS D'AMATO CONVERSANO INC. Project No. 0 133 Project r Subject Sheet No. M3 Date By 3. /� ZZ a l Any (.4 = (3 O -1 8 C�> Mtv_2 L u ; ( o)(s4/_, P AA- Q j p f' .�� oc !1( , D. C, TO0 # i( L. 1. U S Q ' 360 c 6 3 4 >. 6-1 6 3 1.,E 34'12 Rev: 580004 User: KW -0606396, Ver 5.8.0, 1-Nov -2006 (c)1983-2006 ENERCALC Engineering Software Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x24 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Bending Analysis Ck 22.210 Le Cv 0.896 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction MEZZ BEAM DL DL DL 6.750 in 24.000 in Glulam 1.000 Pin -Pin 34.000 pcf Span= 24.00ft, Beam Width = 6.750in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max © Right Support Max. M allow fb 1,517.67 psi Fb 2,149.55 psi Center Span... Dead Load Deflection -0.180 in ...Location 12.000 ft ... Length/Defl 1,596.5 Camber ( using 1.5' D.L. Defl) ... © Center 0.271 in © Left 0.000 in @ Right 0.000 in 0.000 ft 0.000 Max Moment 81.95 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 17.21 k 71.710 in2 240.00 psi 13.66 k 13.66 k 300.00 #/ft #/ft #/ft Scope : General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E LL LL LL Depth = 24.in, Ends are Pin -Pin 0.706 : 1 82.0 k -ft 116.1 k -ft 81.95 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 116.08 fv 106.24 psi Fv 240.00 psi Total Load -0.607 in 12.000 ft 474.42 Reactions... Left DL Right DL Sxx 648.000 in3 CI ####.### Sxx Req'd 457.51 in3 0.00 in3 0.00 in3 @ Right Support 17.21 k 71.710 in2 240.00 psi Title : RAINIER INDUSTRIES TI Job # 07 -21 -133 Dsgnr: JS Date: 2:14PM, 19 NOV 07 A � Description : Bearing Length Req'd Bearing Length Req'd 24.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 800.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Maximum Shear * 1.5 17.2 k Allowable 38.9 k 12.000 ft Shear: @ Left 13.66 k 24.000 ft @ Right 13.66 k Camber: @ Left 0.000 in © Center 0.271 in @ Right 0.000 in 4.06 k Max 13.66 k 4.06 k Max 13.66 k Area 162.000 in2 Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 !Stress Cates 1 Allowable fb 2,149.55 psi 2,149.55 psi 2,149.55 psi 3.113 in 3.113 in Page 1 07- 21- 133_framing.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW- 0606396, Ver 5.8.0, 1-Nov-2006 (c)1983 -2006 ENERCALC Engineering Software Description MEZZ. BEAM M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00k-ft 0.00 k -ft 0.00 k -ft Title : RAINIER INDUSTRIES 11 Job # 07 -21 -133 Dsgnr: JS Date: 2:14PM, 19 NOV 07 5 , Description : i Scope : General Timber Beam Shear 13.66 k 0.00 k 0.00 k Page 2 07- 21- 133_framing.ecw:Cal culations Deflection 0.0000 in 0.0000 in 0.0000 in Rev: 580004 User: KW-0606396, Ver 5.8.0, 1-Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Description General Information (E) MEZZ. BEAM Section Name 6.75x34.5 Beam Width 6.750 in Beam Depth 34.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density IF 1111 Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Bending Analysis Ck 22.210 Le Cv 0.864 Rb @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL 1.000 Pin -Pin 34.000 pcf Span= 24.00ft, Beam Width = 6.750in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,209.17 psi Fb 2,072.94 psi Center Span... Dead Load Deflection -0.092 in ...Location 12.000 ft ...Length/Defl 3,120.9 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.138 in @ Left 0.000 in @ Right 0.000 in Depth = 34.5in, Ends are Pin -Pin 0.583 : 1 134.9 k -ft 231.3 k -ft 134.93 k -ft at 12.000 ft 0.00 k -ft at 24.000 ft 0.00 k -ft 0.00 k -ft 231.31 fv 111.24 psi Fv 240.00 psi [Stress Calcs 0.000 ft 0.000 Max Moment 134.93 k -ft 0.00 k -ft 0.00 k -ft © Left Support 25.91 k 107.941 in2 240.00 psi 22.49 k 22.49 k 459.00 #/ft #/ft #/ft LL LL LL Scope : General Timber Beam Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base ailowabies are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Reactions... Left DL Right DL Sxx 1,339.031 in3 CI ####.### Sxx Reg'd 781.07 in3 0.00 in3 0.00 in3 © Right Support 25.91 k 107.941 in2 240.00 psi Title : RAINIER INDUSTRIES TI Job # 07 -21 -133 Dsgnr: JS Date: 2:14PM, 19 NOV 07 it, Description : �I 24.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 1,360.00 #/ft #/ft #/ft Bearing Length Req'd Bearing Length Req'd Maximum Shear * 1.5 Allowable Shear: © Left © Right Camber: @ Left © Center @ Right 6.17 k 6.17 k Total Load Left Cantllever... -0.336 in Deflection 12.000 ft ...Length/Defl 855.98 Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Max Max Area 232.875 in2 Allowable fb 2,072.94 psi 2,072.94 psi 2,072.94 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 5.125 in 5.125 in Page 1 07 -21 -133_ raming.ecw:Calculations 0.00 ft 0.00 ft 0.00 ft Beam Design OK 25.9 k 55.9 k 22.49 k 22.49 k 0.000 in 0.138 in 0.000 in 22.49 k 22.49 k 0.000 in 0.000 in 0.0 0.0 Rev: 580004 User: KW- 0606396. Ver 5.8.0, 1-Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Scope : Description (E) MEZZ. BEAM M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Title : RAINIER INDUSTRIES TI Job # 07 -21 -133 Dsgnr: JS Date: 2:14PM, 19 NOV 07 /19 Description : 11 General Timber Beam Page 2 07- 21- 133_framing.ecw:Calculations Shear 22.49 k 0.00 k 0.00 k Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Deflection 0.0000 in 0.0000 in 0.0000 in L Tij"? Mezzanine Joists TJ- BeamS625 Serial Number: "s"B'u`" 11 718" TJI ® /HD90 @ 12" o/c User: 2 Pagel Engine 11/19/2007 erson: 6.25. THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN DESIGN CONTROLS: Copyright ° 2006 by Trus Joist, a Weyerhaeuser Business TJI° and TJ -Beam° are registered trademarks of Trus Joist. e -I Joist',fro' and TJ -Pro' are trademarks of True Joist. CONTROLS FOR THE APPLICATION AND LOADS LISTED a LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 80.0 Live at 100 % duration, 30.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead /Uplift/Total 1 Stud wall 3.50" 2.25" 800 / 300 / 0 / 1100 End, Rim 1 PIy 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 2 Stud wall 3.50" 2.25" 800 / 300 / 0 / 1100 End, Rim 1 PIy 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® Maximum Design Control Control Location Shear (lbs) 1077 -1068 2320 Passed (46 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1077 1077 1755 Passed (61 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 5273 5273 14075 Passed (37 %) MID Span 1 under Floor loading Live Load Defl (in) 0.347 0.400 Passed (L/677) MID Span 1 under Floor loading Total Load Defl (in) 0.477 0.979 Passed (U493) MID Span 1 under Floor loading TJPro 53 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:0.400 ",TL:U240). - Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 8' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Rainier Industies TI Jerry Shawler 07 -21 -133 3120 Colby Ave Ste 100 Everett, WA 98201 Phone : 425-252-0454 J: \2007 Evrt Projects \07 -21 -133 Rainier Ind. TI \Ca1cs \Gravity \mezz_joists.sms 20' Product Diagram is Conceptual. A5 DCFENGINEERS D'AMATO CONVERSANO INC. Project No. o� - z'- 1 Project ( P-•A∎n;t.r - r Subject o oQC Sheet No. Date By . S �o LL - boo 2 siR -6)C'G f 2 ckS L. 2-8 t W 'VI_ t u) ToR SM3 L 130 ¢� Lt. on./h (.0 4p LGOn A w WS S ye foLl r L FfSS ever- gD 64. 'Ass eve., '4 DCI ENGINE D'AMATO CONVERSANO INC. PProject No: 07 -21 -133 Project: Rainier Industries TI Subject: Lateral Analysis for New Openings into Existing Wall Panels Sheet No: �}rD Date: 11/19/07 By: JS Wall Opening Thickness 7.25 in Height of Wall 28.00 ft Height of Opening 12 ft Opening Width 12 ft Conc Leg 3 ft Wall Weight 150 pcf Trib from Roof 10 ft DL roof 15 psf Seismic Load S DS 0.92 DL 17.66 k I 1.00 a p 1.00 R p 2.50 F Pews) 4.64 k - e Uniform Load 0.17 k/ft Moment 16.25 k ft HSS8x8x1 /4 Panel Embed Check Allowable Tensile Load 2.725 k Weld Check Allowable 3" fillet weld 8.352 k STRONGBACK COL— [ —NEW OPENING . oCCwlvdb WtoTM COLUMN Required to resist the seismic / wind lateral load Designed simply supported, pinned at the floor and roof Assume base shear is uniformly distrubuted along column length EXIST TILT -UP PANELS 0 -{ • PANEL EDGE LEA Load to single embed 0.43 k Check OK L3x3x5/16 x 3 in. long alt spacing at 2 ft. OC 1 T /PANEL T /OPE T /SLAB T /FIG CONNECTION TO PANEL Attach L3x3x5/16 x 3" long angle to panel at altemating spacing of 2' -0" OC Use (1) 1/2" diameter w/ 4 1/4" embed with Hilti HY -150 w/ min 7" clear from edge of new opening to embed Assume 2000 psi NW conc Rev: 580007 User: KW-0606396, Ver 5.8.0, 1 -Nov -2006 (c)1983.2006 ENERCALC Engineering Software Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS8X8X1 /4 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL 0.010 LL 0.130 ST Start Location End Location 28.000 I Summary Using: HSS8X8X1 /4 section, Span = 28.00ft, Fy = 36.0ksi End Fixity = Pinned- Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 16.083 k -ft 31.860 k -ft fb : Bending Stress 10.904 ksi 21.600 ksi fb / Fb 0.505: 1 Shear fv : Shear Stress fv1Fv _ Force & Stress Summary Depth Web Thick Width Flange Thick Area Rt Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right STRONGBACK COLUMN Maximum 16.08 k -ft 2.30 k 2.30 k Center Defl. -1.107 in -0.230 -1.107 -1.107 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.30 Reaction @ Rt 2.30 Fa calc'd per Eq. E2 -1, K *Ur < Cc 8.000 in 0.233 in 8.000 in 0.233 in 7.10 in2 0.000 in Values for LRFD Design.... J 111.000 in4 Cw 28.10 in6 28.00 ft 0.00 ft 0.00 ft 0.00 ft #2 2.298 k 0.616 ksi 0.043 : 1 «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST nl O Center 6 Center S Cants O. Cants 3.34 16.08 0.48 0.48 0.48 0.48 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together #3 Weight Ixx lyy Sxx Syy R -)x R -yy Zx Zy Steel Beam Design 53.683 k 14.400 ksi 2.30 2.30 2.30 2.30 #4 Title : RAINIER INDUSTRIES TI Job # 07 -21 -133 Dsgnr: JS Date: 2:14PM, 19 NOV 07 Description : Scope : 24.12 #/ft 70.700 in4 70.700 in4 17.700 in3 17.700 in3 3.150 in 3.150 in 20.500 in3 20.500 in3 2.30 2.30 #5 Fy Load Duration Factor Elastic Modulus #6 Max. Deflection Length/DL Defl Length/(DL +LL Defl) Page 1 07 -21 -133 framing.ecw:Calculations 36.00ksi 1.00 29,000.0 ksi #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress -1.107 in 1,460.1: 1 303.5 : 1 k -ft k -ft k -ft k -ft k k k k Section Properties HSS8X8X1 /4 Segment Weight Moment Arm Resisting Moment Wad (Primary) 450 lbs. 2.333 ft. 1050 ft-Ibs Wad (Batter) 0 lbs. 2.667 ft. 0 ft-Ibs Key 0 lbs. 2.333 ft. 0 ft-lbs Footing 1050 lbs. 2.333 ft. 2450 ft-lbs Active Soli 1560 lbs. 3.667 ft. 5720 ft-Ibs Passive Soil 120 lbs. 1.000 ft. 120 ft-Ibs Wad Load 0 lbs. 2.333 ft. 0 ft-Ibs Total 3180 lbs. 9340 ft-lbs Inputs DCFENCINEERS D'AMATO CONVERSANO INC. Cantilevered Retaining Wall Design IBC Resisting Moment Project Number: 07 - 21 - 133 Project: Rainier Industries TI Subject: Foundations Date: 11/16/2007 9:19 By: JS Wall Height (H) = 4.50 ft. Wall Thickness at Top (b) = 8.00 in. Batter at Bottom of Wall = 0.00 in. Footing Thickness (11) = 18.00 in. Footing Width, B = 4.67 ft. Heel Width (Heel) = 2.00 ft. Toe Width (Toe) = 2.00 ft. Depth of Shear Key = 0.00 ft. Active Soil Unit Weight = 120.00 pcf Passive Soil Unit Weight = 120.00 pcf Active soil eq. fl density = 35.00 pcf Passive soil eq. fl density = 250.00 pcf Surcharge height (h') = 2.00 ft. Seismic Coefficient = 7 Seismic Loading = 32 psf Exposed Wad, Heel Side = 0.00 ft. Exposed Wad, Toe Side = 4.00 ft. Coefficient of Siding Friction = 0.55 Alowable Bearing Press. = 1500 psf Axial Load on Wad = 0 Ibs. Axial Load Eccentricity = 0.00 in. Vehicle Load per ft of Wall = 0 Ibs. 1•-6" MIN Soil Bearing Pressure Check Moment Arm of Resultant = 1.862 ft. Third point = 1.556 6 . Maximum Bearing Pressure = 1095 psf Minimum Bearing Pressure = 268 psf F.S. Bearing = 1 .37 OK I 1NALLPERPL4N 6 MINI 3" CLR Pu r . 24' 6" V ►V 1V Stability Check Wall Design Forces B Active Soil Pressure = 1350 lbs. Surcharge Governs Active Pressure Moment Arm = 2.533 6 . Passive Soil Pressure = 500 lbs. Applied Overturning Moment = 3420 ft - Ibs Friction Force = 1749 Ibs. F.S. Overturning = 2.73 OK F.S. Siding With Passive = 1.67 OK Wad Moment, Mu = 1985 ft Wad Shear, Vu (At d Away) = 910 lbs. Footing Toe Design Forces Soil Pressure at Face of Toe = 740 psf Toe Moment, Mu = 2738 ft - Ibs Bearing Pressure (At d Away) = 969 psf Toe Shear, Vu = 1032 Ibs. OK Footing Heel Design Forces Heel Width = 2.00 ft. Heel Moment, Mu = 1836 ft Heel Shear, Vu = 1836 lbs. OK 2 CLR TYP tt ♦ 3" CLR R�2 DCI-ENGINEERS D'AMATO CONVERSANO INC. Vertical Exterior Wall Reinforcing Wall Concrete (fc) = 3000 psi Wall Reinforcing (fy) = 60000 psi Cover = 3.85 in. Bar Sae = #5 Bar Area = 0.310 sq. in. Bar Spacing = 12.00 in. As Provided = 0.310 sq. in. /ft. Bar Diameter = 0.63 in. d = 3.84 in. a/2 = 0.30 in. As Required (Strength) = 0.125 sq. in. /ft. OK As Minimum (Code) = 0.207 sq. in. /ft. OK Footing Top (Heel) Reinforcement Footing Concrete (fc) = 3000 psi Footing Reinforcing (fy) = 60000 psi Cover = 3.00 In. Bar Size = #5 Bar Area = 0.310 sq. in. Bar Spacing = 18.00 In. As Provided = 0.207 sq. in. /ft. Bar Diameter = 0.63 in. d = 14.69 in. a/2 = 0.20 in. As Required (Strength) = 0.028 sq. in. /ft. OK As Minimum (Code) = 0.207 sq. in. /ft. OK uantiieverea Retaining wail uesign IbI. Project Number: 07 -21 -133 Project Rainier Industries TI Subject: Foundations Date: 11/16/2007 9:19 By JS Footing Bottom (Toe) Reinforcement Footing Concrete Strength (fc) = 3000 psi Footing Reinforcing Strength (fy) = 60000 psi Cover = 3.00 in. Bar Sae = #5 Bar Area = 0.310 sq. in. Bar Spacing = 12.00 in. As Provided = 0.310 sq. in. /ft. Bar Diameter = 0.63 in. d = 14.69 in. a/2 = 0.30 in. As Required (Strength) = 0.042 sq. in. /ft. OK As Minimum (Code) = 0.302 sq. in. /ft. OK �! 3 —# :c$1. ::s0' lil ldert>tler- Cm) '• ac., -: ua5 sfJ :i.... .. - . ::.. 0120.11240- =11360 19240: 19360 .0603 . . ''''" ' 1 l 24 � 31360 `.0600 ,ii;:;; 1 . 11240 1J360 -tJG00 : .7. IJ24tt'.17360 Ll60O - 4 ' - 1J240� 1/360 -;t) 600 ': ' 7.1r 11240' Lf360: U60o w • �, U T240.4/360 ;60 600S137•33 12 600S137 -33 16 6005137.33 24 600S16233 .• 600S162 -33 600516233 ": 600S200-33 600S200-33 600S200-33 •6005137 -43 , " 600$1,37 -43 - -: 6 S 37,43. -' 600S162-43 600S162-43 600S162-43 600S200.43 F '.,., • • 34'r 27 5" 24'0" 31'5" 24'11" 21'9' 27_- 2 - _ 190' 250x x2'8" 19'1' 267 23' 209' 26`1 6" ;20.8" 273 241" 21'7 ze'7 , . 150" 16 7" 14'0" 173' 151" 129" 151' 132 111' 1910" 174' .14' -18 : 0'-; 159'' 15'9' 139' ;11'7 209" 18'7 15 3 1810' 166' 1311 186' 14'5" 121' 20 4;181 153' 1 ;165 1'171 3`' 16,5..14'4' :12:1.. 21'7" 1810' 1511 197' 172 "14'5" 172' 1411" 127" •228' 910' • 116;- ' 4 . - • . ., : 173" 151" 129' 15'8' 138' 11'7' 138' 120" 101" 160'' ;159' 13'3" 104" 1 4,3"' 12W 14'3', 106' 1810' 186' 1311 17 2' 14'11* 12 7' 1411" 131' 11'0' 1810' :,165' 1`3':1 =14 - j 1 127-' 14'11.;;139'• 1117 197' 172" 14'5 1710' 15'7" 131" 157' 137 115 7 20' 180' : .:. -4. 1 ': 16"0' 14'0' 11' 1 147 129" 109' 129" 11'1' 94' 169 14'7 -'!24' 152' ". , 11 " 1913': 11'7,' 99` 176' 15'3' 1211 1511' 1311' 11'8' 1311' 121' 103 175' `7 5$" '171 _ 1510' 131 0' 7i s' .13- 10'.121 ",::10,7 182' 1511' 135" 166 14'5" 122" 141" 12' 7 108' 191 '16:,$' 141° , 174''15 12'-`1.4';.i4' 151" 13 2' 11' 1" 138" 170" 10'1' 120' 105" 810' . 159' `139' 11',7 '14'3" 126' 10:6' -12.6' "1011.: 186" 14'5" 121' 14'11" 131' 11'0' 131' 11'5" 97' 16'$' 14'4' 121` 41(1s 13`0' 110" .13,17.:. 11.`4'.,97"•. 172' 14'11' 127' 157' 13'7' 11'5' 137' 1110' 100' " .`13`0' 15,9' 12' 14'4" 176" 106' 13'0" 11'4" 9 T 11'31 511" 84" ,1(.11' 13 • 1T „ 0', :13 7 - 11'_10'. 100' 11;10' 104' 89" 15'8' 13'8' 11'6' 14'2" 125' 10 5" 17511010' 92' ;,1ST '137,. 11' 6' 74'2' 124; 105' " 9'1; 183 14'2" 12 14'9' 1211' 1011 1211 113 96' '17 14')1' 127 !156' 17 115 13'8" 120" 101' 175" 1010" 9 7 1061 96" 80' 14'3” 126 `x'106" 139" 11'4 11'71 9'11' . 8'4" 14'11" 131" 11'0" 17r 1110' 100' 11'71 104' 89" 7411 130';.11 a" 4.139' 1110' >103" 41'10" 104",- .,8:6_ 1ST 137 11'5' 14'2" 124' 105" 124 109' 91 } 16`4" 143' 0'120' 140'13"0'i0"11 129' 11'1" 9 4" 11' T 101' 8' 6' 951 810' 75" 133' 11'7 9'9' 129' 106''8'10" 10' 01. 9.7 79" 1311" 121" 10 3 12 7' 11'0' 9 3 1041 97" 81" 13'10' 129 10`.2' 127' 110" '9'3'• 1t -7".:S '•..=61'. 14'5' 177' 10 8' 131' 11'5" 98' 11'5" 100" 85" 15? 133' 1,12' ;13'6 7 f r' 6005200.43:•': - 6005137.54 12 6005137.54 16 6005137 -54 24 6 0 05152 5 4 ''„ 6005162.54' i 6005162254 °- = 600S200-54 12 600S200-54 16 6005200.54 24 %06 ' '6015'13768 00Sa37.58 - 600S162-68 12 600S162-68 16 6005162.68 24 400. 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" _124. 2011" 18'3' 16e 19 0' 16r 14'0' 167' 14'8' 122" 21 10 "i$:1;, ; 16 s 1' 1. 10" 17; 147 .17.4. 152, 129' 23 0' 201' 1611 2011' 18'3" 155" 18 3 1511" 13 5" Limiting ,W:VaLI Heights -- Curtain Wall " f " denotes stress controlled section, all other sections are deflection controlled See page 16 for Wall Height Table Notes 18 $CMS r DCI•ENCINEERS D'AMATO CONVERSANO INC. Project No. o - ) -Z1 - , 3 Project �N n us, R-Z f s T2 Subject 1'I E2 -2 App Sheet No. /q/ Date By . S 11 0 3 1 . R 6 � 3 s 6 1 '4 6 b S o a 6' 60 So 1 ' ' A -C z -z 1.)T = ( - 7 p 9 7 X 21)) S . `� .^DCI•ENGINEERS '�=� D'AMATO CONVERSANO INC. project No: 07 -21 -133 Sheet No: Project: Rainier Industries TI Date: 11/20/07 Subject: Shearwall Overturning loads By JS Level: New Mezz support walls INPUT. ..., _:.....r. Plate Height: Ht = 12 ft Roof DL: DL = 18.0 psf Wall DL DLw = 5.0 psf ;_r. CAL.CULATIONS:. ,, _, -- . ' _ ' ,' 7 �. _ .�» �. - ,a Wall ID Lat. Load Seismic =1 Wind =2 Wall Section Shear Per Foot Wall Height Wall Trib. Dead Load Reduction Dead Load Per Foot Overtuming Moment Resisting Moment Net Uplift Force From Above Total Holdown Force Holdown X1 X1 Y1 Y2 1 1 1 1 14.0 ft 20.0 ft 16.0 ft 11.0 ft 356 plf 356 plf 378 pif 550 pif 12.0 ft 12.0 ft 12.0 ft 12.0 ft 10.0 ft 10.0 ft 2.0 ft 2.0 ft 0.900 0.900 0.900 0.900 162 pif 162 plf 32 plf 32 plf 59,808 85,440 72,576 72,600 15,876 32,400 4,147 1,960 3,254 2,720 4,415 6,728 3254 Ibs 2720 Ibs 4415 Ibs 6728 Ibs Shear Line Lat. Load Seismic =1 Wind =2 Wall Section Shear Per Foot WaII Height Wall Trib. Dead Load Reduction Dead Load Per Foot Overturning Moment Resisting Moment Net Uplift Force From Above Total Holdown Force Holdown CS` a^DCI.ENGINEERS D'AMATO CONVERSANO 1NC. Project No. 07 - 21- 133 Sheet No: Project Rainier Industries TI, Seattle, Wa 2006 IBC / ASCE 7 - 05 SEISMIC BASE SHEAR RESPONSE COEFFICIENT Printed: By: I. Seismic Ground Motion Values: LAT LONG S S I SITE Fa Fv S MS S MI = Site Latitude: = Site Longitude: = MCE Spectral Accel @ 0.2 Sec: = MCE Spectral Accel @ 1.0 Sec: = Site Class: ( Default is D) = Spectral Accel @ 0.2 Sec for Site = Spectral Accel @ 1.0 Sec for Site = MCE Spectral Resp (Short Period) = MCE Spectral Resp (Long Period) SDs Design Spectral Accel @ 0.2 Sec SDI'. Design Spectial Accel @ 1.0 Sec 47.437 - 122.252 1385 0.473 D 1.00 1.54 1.385 0.728 0 .92 0.49 II. Design Response Spectrum Periods: To Ts T Ct x h = Period, 0.2 *S = Period, SDI /SDS = Long Period, Transition Period = Factor for Approximate Period, SEE ASCE 7 -05 pg 129 = Exponent Parameter for Approximate Period = Height of Building (approx to Mean Roof Ht) BBS = BASIC BUILDING SYSTEM : SFRS = SEISMIC FORCE RESISTING SYSTEM: 0.105 sec. 0.526 sec. 6.00 sec 0.020 0.75 30 ft - : :Period,(approx): T = Ct*(h)X 0.256 sec. Cu = Coeff for Upper Limit on Calc'd Period = 1.40 IT = Max Fundamental Period,T(approx)* Cu _ 0359 sec. III. Building Importance (IBC 1604 & ASCE 7 -05 Table 11.5.1 - p 116): ICC = Importance Classification CATAGORY: = 11.5.1 <Select> Class = Building Classification = Typical Building I = Seismic IMPORTANCE Factor: IV. Structural System (Table 12.2.1 - ASCE 7 pg 120): 1.00 R = Resp. Modification Coeff (DUCTILITY): = n = System OVERSTRENGTH Factor: _ Cd = Deflection Amplification Factor: _ Height Limitations: (ft) V. Calculation of the Seismic Response Coeff ( ASCE 7 ve 129): Cs 1 = S / (R/I) = Cs 2a = if T = T then SDI / T(R/I) _ Cs 2b = if T > T then S *T / T = Cs 3 = 0.044 *SDS *I = 0.01 Cs4 = if S > 0.6g then 0.50*Si / (R/I) = 0.231 W 0.473 W -n/a- 0.041 W -n/a- IV =CsW = (Eqn 12.8.1) 0.231 W < Input to 3 DECIMALS. Not Minutes and Seconds < Input to 3 DECIMALS. Not Minutes and Seconds > < Input > < Input > <Select> - Table interpoloated (Table 11.4 -1 - ASCE 7, pg 115) - Table interpoloated (Table 11.4 -2 - ASCE 7, pg 115) =FaS =FvS = 2/3SMS = 2/3S - 0.2 - SDI/Sus < Input > < Select < Input > Date: 2002 USGS Mapped Value for Defauh Site Class B 2002 USGS Mapped Value for Default Site Class B (per Geotech or Table 20.3 -1 - ASCE 7, pg 205) Eqn 11.4 -1 Eqn 11.4 -2 Eqn 11.4 -3 Eqn 11.44 Eqn 11.4 -8 Eqn 11.4-9 (Table 22 -15 - ASCE 7, pg 228) (Table 12.8 -2 - ASCE 7, pg 129; » » » » » » »» Eqn 12.8 -7 (Table 12.8 -1 - ASCE 7, pg 129) Eqn 12.8 -7 (IBC Section 1604) (Table 11.5.1 - ASCE 7, pg 116) (Tables 16.13.5.6(1) & (2) - 20061BC) ISDC `= Seismic Design Catagory: A. Bearing Wall System 5. Intermediate precast shear walls 4.00 2.5 4.00 40' ** can be reduced by 'h in flexible diaphragms but shall not be ** Height increase of 45ft permitted in single story warehouses. Eqn 12.8 -2 (short period Cutoff) Eqn 12.8-3 (long period) Eqn 12.8.4 (very long period) Eqn 12.8 -5 (minimum) Eqn 12.8-6 (soft site minimum) - SEISMIC BASE SHEAR COEFFICIENT. <Select> <Select> 2 ** 11/8/07 1:42 PM JS Fie: J:12007 Evrt Projects107 -21 -133 Rainier Ind. TRCaIcs12006 IBC Seismic_Base Shear+ Vert Dist+ Diaph Loads Seismic - ELF Base Shear ASCE 7 Standard Occupancy v Non - Hurricane, Hurricane w/ V<100, Alaska v B (Urban /Suburban, Wooded Areas) v Endosed v 0 degrees v Flat mr or-DCI-ENGINEERS D'AMATO CONVERSANO INC. I PROJECT NO: 07 -21 -133 Sheet No: AN Subject: ASCE 7 -05 Wind Loads PROJECT : I.D.: Rainier Industries TI Date: 1118/07 Printed: 1:23 PM By: JS Input Data: 3 sec. gust wind speed: Mean roof height: Bldg. dim. normal to wind: Bldg. dim. parallel to wind: Period Parameters Structure natural period: Damping ratio: Occupancy category: Region: Exposure category: Enclosure category: Roof angle from horizontal: Topography type: Topo crest height: Topo half- height distance: Horiz. distance from crest: Structure base height: Structure natural frequency: Wind directionality factor: Importance factor: V= h= B= L= Ct = T= 85 .mph 30 ft 220 ft 576 ft 0.02 0.25637 s 0.05 x = 0.75 H= L = x= z = n = la= K = 0.85 = 1.00 Oft Oft Oft Oft (negative for valleys) (negative for upwind direction) (relative to upwind grade, negative for valleys) 3.90 Hz (Rigid Structure) (building structure) Topographic Factor: Horiz. attenuation factor: Height attenuation factor: Topographic multipliers: Topographic factor: 1.5 = Y K = 0.000 K2 = 0.000 K3 = varies, see table K = (1 +K *K *( = 0.0 varies, see table Rigid Structure Gust Factor. Turbulence intensity factor: Min. equiv.structure height: Equivalent structure height: Turbulence intensity: Integral length scale factor: Integral length scale exp.: Turbulence int. length scale: Background response: Rigid gust factor: c = 0.3 zmin = 30 ft zbar = MAX(0.6 *h,z = 30 ft 1: = c *(33 /zbar) = 0.305 I = 320 ebar = 0.333 L = I *(zbar /33)` = Q = (1/(1 +0.63 *((B +h) /Lz)o.63))1n = G = 0. 925*(( 1 +1.7 *3.4 *I *Q) /(1 +1.7 *3.4 *Iz)) = 310 0.803 0.809 Ref: FIG. 6-1 6.3 6.3 6.3 TBL. 12.8 -7 6.3 TBL. 1 -1 TBL. 6-1 6.5.6 6.2 6.3 FIG. 6-4 FIG. 6-4 FIG. 6-4 FIG. 6-4 6.2 TBL. 6-4 TBL. 6-1 Refi FIG. 6-4 FIG. 6-4 FIG. 6-4 6.5.7.2 TBL. 6-2 TBL. 6-2 6.5.8.1 6.5.8.1 TBL. 6-2 TBL. 6-2 6.5.8.1 6.5.8.1 6.5.8.1 D ' A M AT O C O N V E R S A N O INC. I PROJECT NO: 07 -21 -133 Sheet No: A lel PROJECT : Rainier Industries TI Date: 11/8/07 Subject: Printed: 1:23PM ASCE 7 -05 Wind Loads By Js LD.. Flexible Structure ,Gust Factor. Ref: Resonant peak factor: 9R = (2 *LN( 3600 *n /2 +0.577/(2 *LN(3600 *ne = 4.502 6.5.8.2 Mean hourly wind factor: bbar = 0.45 TBL. 6-2 Mean hourly wind exponent: abar = 0.25 TBL. 6-2 Mean hourly wind speed: V = bbar *(zbar /33)oi *88/60 = 54.78 ft/s 6.5.8.2 Reduced frequency: N = n, *L = 22.074 Hz 6.5.8.2 Resonance factor n: R„ = 7.47 *N /(1 +10.3 *N 0.019 6.5.8.2 Resonance factor h: Rh = 144. 6 n1 hN 1/( 214. 6 * n1 * hNz) 2 p(1- a ^ (- 2 * 4.6 * n1 * hN Z )) = 0.097 6.5.8.2 Resonance factor B: RB = 1/( 4. 6 * n1 * BNO-1/(2 * (4.6 * n1 * BNz) 2 ) * (1- a ^ (- 2 * 4.6 * n1 * BN 2 )) = 0.014 6.5.8.2 Resonance factor L: R = 1/(15.4 *n *LN )-1 /(2 *(15.4 *n *LNz) *(1 -e ^( -2 *15.4 *n *LN = 0.002 6.5.8.2 Resonant response factor: R = (1 /0*R„ *R *R *(0.53 +0.47 *R = 0.017 6.5.8.2 Flexible gust factor: Gf = 0. 925*( 1+ 1. 7* I 3. 4 *Q +g *R /2 )/(1 +1.7 *3.4 *I0 = 0.809 6.5.8.2 Velocity pressure: Ref: Vel. pressure exp. coeff.: K = varies, see table TBL. 6-3 Velocity pressure: qz = 0.00256 *K *K *K *I = varies, see table 6.5.10 internal pressure: Ref Internal pressure coefficient: GC = 0.18 (positive or negative) FIG. 6-5 Internal pressure: Pi = q *(GC = 1.98 psf (positive or negative, w/ q =q 6.5.12.2 MWFRS design pressures, for enclosed, partially enclosed buildings, Ref Windward wall pressure: p = Pe = q *(G or G *C q *(GC 6.5.12.2 Other surfaces pressures: P = Pe = qh * (G or G *C q *(GC Location C p (psf) p (psf) Windward wall 0.8 varies varies (see table) Leeward wall -0.2691 -2.40 -4.38 Side wall -0.7 - 6.23 -8.21 Windward roof negative 0 0.00 -1.98 Windward roof positive 0 0.00 1.98 Leeward roof negative 0 0.00 -1.98 Flat/parallel roof negative -0.9 -8.01 -9.99 (at 0 -h /2 from windward edge) Flat/parallel roof negative -0.9 -8.01 -9.99 (at h /2 -h from windward edge) Flat/parallel roof negative -0.5 - 4.45 -6.43 (at h -2h from windward edge) Flat/parallel roof negative -0.3 -2.67 -4.65 (at >2h from windward edge) CAC design pressures: for enclosed, partially enclosed buildmgs � ... _ .r Ref >g . ,. t Design pressure: P = Pe = q *(GCd- q *(GC 6.5.12.4 Note: Determine applicable GC from Figures 6 -11 through 6 -17 and calculate pressures by hand Design loads for buildngs, and other structures ` l ,,.. Ref Design load: p = qh *G *Cn 6.5.13 Note: Determine applicable Cf from Figures 6 -18 through 6 -22 and calculate loads by hand Adjust K value as required DCIENGINEERS D ' A M A T O C O N V E R S A N O 1 N C. I PROJECT NO: 07 -21 -133 Sheet No: A ZQ PROJECT : Rainier Industries TI Subject: -1 I• •.• 1.D.: Date: 11/8/07 Printed: 1:23PM By JS Height - dependent calculations: Height Height Effective MWFRS MWFRS MWFRS above above height MWFRS MWFRS windward windward C&C C &C local upwind for Topo. Topo. V.P.E. velocity wall wall wall V.P.E. velocity grade grade cladding mutt. factor coeff. pressure pressure pressure Design P coeff. pressure z (ft) z (ft) z (ft) K3 Kzt Kz qz (Psf) Pe (Psf) P (Psf) P (psf) Kz qh (psf) 0 0 30 0.000 1.000 0.57 8.96 5.80 7.78 12.16 0.7 11.01 15 15 30 0.000 1.000 0.57 8.96 5.80 7.78 12.16 0.7 11.01 20 20 30 0.000 1.000 0.62 9.75 6.31 8.29 12.66 0.7 11.01 25 25 30 0.000 1.000 0.66 10.38 6.71 8.70 13.07 0.7 11.01 30 30 30 0.000 1.000 0.7 11.01 7.12 9.10 13.48 0.7 11.01 Comments 1.) Spreadsheet does not account for Eccentricty in Wind loads for MWFRS 2.) Spreadsheets does not account for parapets 3.) To design C &C and Other structures Design Values can be obtain by using qh and qz and Ref. 6.5.12.4 & 6.5.14 & 6.5.15 4.) 5.) 6.) 7.) 8.) DCFENGINEERS Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.436808 Longitude = - 122.252135 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.385 Ss, Site Class B 1.0 0.473 S1, Site Class B Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.436808 Longitude = - 122.252135 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.527 Period Sa (sec) (g) 0.2 1.385 SMs, Site Class D 1.0 0.722 SM1, Site Class D Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.436808 Longitude = - 122.252135 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.527 Period Sa (sec) (g) 0.2 0.923 SDs, Site Class D to 0 .482 Sp t 421 lat 47.436808' + f . •jir'1y.;� EwupaT c1 nul,y ni � . • • Ion -122 25 135' ` I v ^0'.11 "• - • Streaming 1111:11'1 100% :.. WA 98188 Page 1 of 2 Vicki Somppi Erika, Best Regards, Brandon Brandon J. Miles Senior Planner Department of Community Development City of Tukwila tel (206) 431 -3684 fax (206) 431 -3665 bmiles@ci.tukwila.wa.us Erika Jensen, AICP 1 Project Planner Triad Associates 12112 .E15th Ave. Nis K rk1a€ d, WA 98034 P: 425.821.8445 F: 425.82.1.2481 2/15/2008 From: Erika KW. Jensen [ejensen @triadassociates.net] Sent: Monday, February 11, 2008 5:12 PM To: Vicki Somppi; Scott Campbell Subject: FW: FW: Tukwila Shoreline Permit Problem Vicki and Scott, Here is what is needed for resubmittal - it looks pretty straight forward. Hopefully he won't find something else... Let me know if you need any additional help. It has been a pleasure working working with you. If you need assistance with a shoreline permit down the road, we can help with that. Erika From: Brandon Miles [ mailto:bmiles @ci.tukwila.wa.us] Sent: Monday, February 11, 2008 4:59 PM To: Erika KW. Jensen Subject: Re: FW: Tukwila Shoreline Permit Problem What we need is four sets of the revised site plan and parking calculations. The site plan needs to remove the parking on the west side of the railroad tracks with a note saying "no work this area ". The revised plans can be submitted to the Permit Center and they will route them to me. »> "Erika KW. Jensen" <ejensen @triadassociates.net> 02/11/2008 3:33 pm »> Brandon, Thank you so much for your help. The architect recalculated parking based on useable floor area as you suggested, and determined that the actual required parking is 164 spaces which can be met with the parking in its existing configuration without the triangle past the railroad tracks or the need for an administrative variance. The calculation is attached below. Could you please let us know what needs to be resubmitted in order to remove the triangle from the application (and thus remove the requirement for a shoreline permit) and amend the parking calculation so that the building permit can be issued? Thanks, CORRECTION txri Lt3L( FEB 15 2008 ?Efliv i i CENTER Page 2 of 2 E: ejknS.erif rkri. das5gcla.tes._net Land Development Consultants From: Vicki Somppi [ mailto :VickiS @connelldesign.com] Sent: Monday, February 11, 2008 2:09 PM To: Erika KW. Jensen Cc: Scott Campbell; Vicki Somppi; Doug Sage; Cindy Kang Subject: RE: Tukwila Shoreline Permit Problem Manufacturing Area - 93160 sf /1000 = 94 space required Warehousing /shipping and Receiving - 13,149 sf / 2000 = 7 space required Office - 26,058 sf - 5033 sf = 21025 sf/1000 =21 x 3 = 63 space required subtracted space : stairs /elevator = 130 +120 + 18 + 162= 430 elec/IT/ =464 +185 +297= 946 restrooms = 922 +553 = 1475 hallway areas/circulation= 1190 +992 =2182 total = 5033 sf Vicki Somppi Project Manager Connell Design Group 22002 64th Avenue West 2C Mountlake Terrace, WA 98043 425 - 670 -6706 fax 425 - 774 -8219 This email has been scanned by the MessageLabs Email Security System. For more information please visit http: / /www.messagelabs.com /email 2/15/2008 Total parking required = 164 spaces Total parking provided in current configuration (except triangle past RR tracks) = 169 spaces Vicki Somppi 22002 64 Av W Mountlake Terrace WA 98043 RE: CORRECTION LETTER #2 Development Permit Application Number D07 -434 Rainier Industries —18375 Olympic Av S Dear Ms. Somppi, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Building, Fire and Public Works Departments have no comments. Planning Department: Brandon Miles at 206 431 -3684 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenzer service. Sincerely, Brenda Holt Permit Coordinator encl File No. D07 -434 City of Tukwila P:\Pemit Center \Correction Letters\2007\D07 -434 Correction Ltr #2.DOC jem Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: CONTACT: RE: ADDRESS: ZONING: February 7, 2008 Vicki Samppi D07 -434 18375 Olympic Ave S C /LI PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. Upon further review of the application a shoreline permit must be obtained before the building permit can be issued. Planning staff had assumed that the parking area located on west side of the railroad track was existing. However, a site visit revealed that this paved area has been abandoned for some time. A significant amount of grading activity will have to occur in order to construct the parking area depicted on sheet T1.4. The work will most likely impact the levy which is located directly west of the proposed parking area. 22002 64th Ave. W. Suite 2C Mountlake Terrace, WA 98043 www.connelldesign.com Phone: 425 670 6706 Fax: 425 774 8219 CORRF O TIN l.TR # _�__- �TR7t � December 20, 2007 Prepared by Connell Design Group, Inc. Code Response Letter - Brandon Miles, Tukwila Planning Division Re: Rainier Industries Permit # D07 -434 Response to Comment Letter dated December 3, 2007: 1. The proposed project involves work within 200 feet of the Green River. The Green River is classified as a shoreline of statewide significance. The City permits parking, loading and storage facilities at this location provided that screening is provided. The screening can include the following. a. A solid evergreen screen of a minimum six foot tall. b. Decorative fence six feet high. c. Large hardy shade or fruit trees such as maple, alder, poplar, cottonwood, sycamore, willow oak, beech, walnut, ash, birch or other species approved by the Director at a maximum of 30 feet on center. If you choose to install landscaping to meet the screening requirements, please provide plans stamped by a licensed landscaping architect. Response: Please see Sheets L -1 and L -2 drawings included in this package and listed on Sheet T -1. 2. Provide a copy of the ten foot easement that is shown to exist where the railroad track is located. Response: See the addendum printed package from Old Republic Title and Escrow which describes the easement. This concludes response to comments. Sincerely, CONNELL DESIGN GROUP, Inc. Vicki Somppi 1O7 M3 NELL C O planning interiors architecture DESIG RECEIVED FEB -12008 PERMIT CENTER I 22002 64th Ave. W. Suite 2C Mountlake Terrace, WA 98043 www.connelldesign.com Phone: 425 670 6706 Fax: 425 774 8219 CORRECTION L.R. December 20, 2007 Prepared by Connell Design Group, Inc. Code Response Letter -Dave Larson, Tukwila Building Division Re: Rainier Industries Permit # D07 -434 Response to Comment Letter dated December 10, 2007: Response: See sheet S -6 for the special inspections notes. Response: DOi � 1 3 1 1 co planning interiors \ architecture DESIG 1. Please provide a list of specific items requiring special inspection per section 1705 of the IBC. 2. If additional heating and /or cooling will be added to this building or portions of this building, then these areas will need the exterior envelope brought into compliance with the WSEC. Portions of this building that are a change of use or occupancy if converted from non - heated to semi- heated or semi- heated to fully heated will need to be brought up to current energy code standards as well. The plans show upgrades to wall insulation but I could not find any references to roof or ceiling insulation. The plans will need to show compliance with the energy code and the appropriate path of compliance followed. Response: See Sheets A2.2 and A2.3 where I have added and included the reference to verifying the existing insulation and upgrading it, if required to reach the R -30 requirement. 3. The concrete strength for the footings of the mezzanine is not shown on the plans. Other concrete retaining foundations are listed as 3000 ib. in the structural calcs, but I could not find anything on the structural plans. Please add structural details to plans as needed to clarify engineer's design as opposed to showing this information in the calcs. NELL RE E VP 1 FEB -12008 PERMIT CENTL: See Sheets S -1 and S -6 for the notes and details. The note on S -1 is in the Foundation notes, number 11. The general structural notes are included on Sheet S -6. 4. The means of egress path plan combines the common path of travel with the main egress path that is required to lead the occupant to either of at least two different exits. The means of egress path needs to be continuous between exits without dead ends. This means of egress path needs to be provided with emergency lighting meeting intensity levels as required in the IBC. Response: See the amended Sheets T1.1, T1.2 and T1.3 for the note that has been amended per our conversations and referring to the IBC requirements outlined in section 1006. I have removed the directional arrows, etc, on these plans per our phone discussions, as well. This concludes response to comments. Sincerely, CONNELL DESIGN GROUP, Inc. Vicki Somppi December 12, 2007 Vicki Somppi 22002 64 Av W Mountlake Terrace WA 98043 RE: CORRECTION LETTER #1 Development Permit Application Number D07 -434 Rainier Industries —18375 Olympic Av S Dear Ms. Somppi, This letter is to inform you of corrections that must be addressed before your development permits) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Building Department: David Larson at 206 431 -3678 if you have questions regarding the attached memo. Planning Department: Public Works Department: Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messeneer service. Sincerely, ifer Marshall it Technician encl File No. D07 -434 City of Tukwila P:\Penmit Center\Correction Letters \20071D07 -434 Correction Ltr #1.DOC jem Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director Brandon Miles at 206 431 -3684 if you have questions regarding the attached memo. Joanna Spencer at 206 431 -2440 if you have questions regarding the attached memo. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: December 10, 2007 Project Name: Rainer Industries Permit #: D07 -434 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building Division Dave Larson, Senior Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Please provide a list of specific items requiring special inspection per section 1705 of the IBC. 2. If additional heating and/or cooling will be added to this building or portions of this building, then these areas will need the exterior envelope brought into compliance with the WSEC. Portions of this building that are a change of use or occupancy if converted from non - heated to semi - heated or semi - heated to fully heated will need to be brought up to current energy code standards as well. The plans show upgrades to wall insulation but I could not find any references to roof or ceiling insulation. The plans will need to show compliance with the energy code and the appropriate path of compliance followed. 3. The concrete strength for the footings of the mezzanine is not shown on the plans. Other concrete retaining foundations are listed as 30001b. in the structural calcs. But I couldn't find anything on the structural plans. Please add structural details to plans as needed to clarify engineers design as opposed to showing this information in the calcs. 4. The means of egress path plan combines the common path of travel with the main egress path that is required to lead the occupant to either of at least two different exits. The means of egress path needs to be continuous between exits without dead ends. This means of egress path needs to be provided with emergency lighting meeting intensity levels as required in the IBC. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: December 3, 2007 Vicki Somppi D07 -434 18375 Olympic Ave S TUC PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. The application as submitted cannot be approved. 1. The proposed project involves work within 200 feet of the Green River. The Green River is classified as a shoreline of statewide significance. The City permits parking, loading and storage facilities at this location provide that screening is provided. The screening can include the following: a. A solid evergreen screen of a minimum six foot tall. b. Decorative fence six feet high. c. Large hardy shade or fruit trees such as maple, alder, poplar, cottonwood, sycamore, willow oak, beech, walnut, ash, birch or other species approved by the Director at a maximum of 30 feet on center. If you choose to install landscaping to meet the screening requirements please provide plans stamped by a licensed landscaping architect. 2. Provide a copy of the ten foot easement that is shown to exist where the railroad track is located. PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: November 30, 2007 PROJECT: Rainier Industries 18375 Olympic Ave PERMIT NO: D07 -434 REVIEW NO: 1 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) Due to change in the amount of plumbing fixtures, please submit King County Non - Residential Sewer Use Certification, form attached. List only all new plumbing fixtures; do not list fixtures that were replaced in kind. 2) The City has determined that the building at the above address has deficiencies on the domestic, fire prevention and landscape irrigation lines. a) Domestic Water A Reduced Pressure Principle Assembly (RPPA) shall be installed immediately downstream of the existing 2" permanent water meter. Installation at another location requires the Public Works Director's approval. The RPPA shall be installed in a Hot Box or equal freeze protection enclosure anchored to a minimum 4" thick concrete pad. Public Works strongly recommends a power supply be provided for the freeze protection enclosure. b) Fire Prevention The existing single check valve doesn't meet the current code. It shall be removed and replaced with a Detector Double Check Valve Assembly (DDCVA), which can be installed inside the building or outside in a fire vault (refer to attached PW Detail WS -15, 2of 2). On a retrofit fire line backflow prevention design, if the installer is different from the designer, then the installer, who has Level U certificate of competency, must stamp, sign, and date the plans in addition to the designer's stamp, signature and date. c) Landscape Irrigation Public Works has no records of irrigation Double Check Valve Assembly (DCVA) in our database, and it appears that the device will need repair. Please have the backflow repaired and tested by a certified tester. Passing test report shall be submitted to Public Works as soon as possible. The existing irrigation water meter shall be upgraded to have a TRPL register added that is compatible to the SENSUS automatic reading system. Existing two meter boxes shall be connected with PVC conduit. A separate letter was mailed to AMEX Corporation, property owner. The Public Works Director will postpone issuing this permit until plans addressing items 2 a), 2b) and 2c) are submitted or a bond or other form of financial warranty in the amount of 150% of design and installation cost of the above items is submitted together with a letter stating construction completion by a certain date. Joanna Spencer - Re: Rainier Ind @ 1837" -, lympic Ave S D07 -434 From: Bryan Still To: Joanna Spencer Date: 11/28/2007 10:36 am Subject: Re: Rainier Ind @ 18375 Olympic Ave S D07 -434 CC: Han Kirkland HI Joanna, No suprise I have made a mistake. The information I gave you on 10/31/07 for 18435 was actually for 18375. Here it is again. Single check for fire, needs complete upgrade. Shut -off valve present. Irrigation dcva no record in our database, and it appears that the valves on the device will need repair. Need AMR upgrade to deduct meter. Need RPPA on domestic. The correct information for 18435 is as follows: Need RPPA on domestic No records for any backflow devices in the data base. AMR o.k. I think they have fire sprinklers and could be tied into the fire DCDA on the property next door it's address is 18475. I believe they have the same owner. The 18475 address has a DCDA and it is not current on test report. Irrigation heads are visible but, no backflow device I don't know if they are connected. You will need to inquire with owner. Sorry for the confusion. Bryan »> Joanna Spencer 11/27/2007 5:01 pm »> Bryan, Are they current on their backflows ? Thanks, Joanna - tKMANENT FILE COPY ACTIVITY NUMBER: D07 -434 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18375 OLYMPIC AVE S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 DATE: 02 -15 -08 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works Complete TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 ss PERMIT COORD COPY PLA REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Structural Review Required Approved with Conditions d DETERMINATION OF COMPLETENESS: (Tues., Thurs.) ❑ Permit Coordinator X DUE DATE: 02 -21 -08 Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 03 -20 -08 Not Approved (attach comments) ❑ DATE: PI nning uivision Not Applicable n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D07 -434 DATE: 02 -01 -08 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18375 OLYMPIC AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Ci 411'05 Bu • i C; Division (ax Complete TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28-02 Approved with Conditions Fire Prevention Structural Review Required ❑ Plan i g Division Public W rks Structural El Permit Coordinator X �W (. � ) t 510 6 ERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02 -05 -08 Incomplete ❑ Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DATE: DUE DATE: 03 -04 -08 Not Approved (attach comments) DATE: Permit Center Use Only nn nQ CORRECTION LETTER MAILED: " Ir ' U ' Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -434 DATE: 11 -27 -07 PROJECT NAME: RAINIER INDUSTRIES SITE ADDRESS: 18375 OLYMPIC AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: p l�' 1 Public Works, , g DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Documents/routing slip.doc 2 -28-02 APPROVALS OR CORRECTIONS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP 6 Fir Prevention Structural Incomplete ❑ TUESITHURS RO ING: Please Route Structural Review Required REVIEWER'S INITIALS: Pranning Division Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ►'1 Fire ❑ Ping PW] Staff Initials: Permit Coordinator DUE DATE: 11 -29-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: -ol n DUE DATE: 12-27-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) El Notation: REVIEWER'S INITIALS: DATE: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //w►v►v.ci.tukwila.waus Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1/ 15 h Plan Check/Permit Number: DS7 — t e gq Sheet Number(s): � T ! • ( J T - "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: A l� Q Entered in Permits Plus on 0 .11/4O \applic stionsVonus- applications on lin&evision submittal rs store• a_tsanna Steven M Mullet, Mayor Steve Lancaster, Director ❑ Response to Incomplete Letter # Response to Correction Letter # 7 ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: ,iAV121.W 1v16rine73 Project Address: 71 1 y wtp' g . Contact Person: V ∎CA I J .vv eo l Phone Number: q2_5- G 70 - 6 7069 Summary of Revision: '6e.)../r, 1 h Y1 r 1 Vl t^ �J ncc env OF TUJIQN1l N FEB 1.5 2008 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1 Fda 6)-61O4 Plan Check/Permit Number: D07 -434 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Rainier Industries Project Address: 18375 Olympic Av S Contact Person: V kk-t -wt-rrl (� Summary of Revision: t i i - — S MO I(t, ha,I,3 a.2,a.3 Wet -k. 4 D e- letAt, p .0 eis cowing 4 , + (Vt-SU au-livt c,-r c1 (I .) , Pf L ds�u PL f C�o cv��;r c' I L) uv L S Guc./c_ kraal/es C c. -&i wt f -(4.. Sew l'T vL - tevtarivsa . .k CENED JJ T Y Ct• Tt!KWILA FEB 0 1200 City of Tukwila \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: /ZS' (o7 D ' 6706 Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision (l Received at the City of Tukwila Permit Center by: JCS( Akis e ntered in Permits Plus on a-t `D g Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 2.. Dishwasher 2 2 f Drinking fountain (each head) 1 . 5 L i m Hose bibb (interior) 2.5 2.5 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 ] 2- 7- Sink, Clinic flushing 8 8 Sink, kitchen 3 2 `f - Sink, other (service) 3 1.5 ''. 6' Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 Water closet, tank or valve, 1.6 GPF 6 3 /5 1.0 Water closet, tank or valve, >1.6 GPF 8 4 Non- Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type /F375' O /,�i'c A0-c. S Property Street Address / �u tUf /7/ 54 City State ZIP Rat./11W /ftdcc.j Owner's Name 5 cc__ ,,,,��yy,,, Y' C Subdivision Name- 100'11 , Ink f Lot # Subdiv. # Block # Building / Name ✓oWifieen /c'� ! L/WT�'1 n!� , / /� 11 ( �d ) (if applicable) _ '41 1 Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Owner's Mailing Address l $'/36 aILfn.t /iic lfse S c.Scet- fflt.. W A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units = 20 Total Fxture Units / y 7.95 RCE DoT 3)4 City or Sewer District Date of Connection Side Sewer Permit # King County Department of Natural Resources and Parks For King County Use Only Account # Monthly Rate 6 Month Rate Property Tax ID # 7 1 ( 5 ' 8 4 7 0 0 1340 Party to be Billed (if different from owner) D© 1 - L/ . 3/f Demolition of pre- existing building? ❑ Yes ❑ No Type of building demolished Sewer disconnect date B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: CORRE TON Estima d Wastewater Disdh# Gallons /days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal /day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B RCE RCE FEB -1 2008 PEFiivI i CEN I :".f Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi- annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner /Representative Date 60d 2-e Print Name of Owner /Representative U "-k 1 0 Vi,- l 1058 (Rev. 11/05) White - King County Yellow - Local Sewer Agency Pi nk - Sewer Customer . .... License Information License GATEWCS992C3 Licensee Name GATEWAY CONSTRUCTION SRVCS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602086011 Ind. Ins. Account Id 754100 Business Type CORPORATION Address 1 701 DEXTER AVE N SUITE 420 Address 2 City SEATTLE County KING State WA Zip 98109 Phone 2066219111 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 2/26 /2001 Expiration Date 3/4/2008 Suspend Date Separation Date Parent Company Previous License NIELSC *02708 Next License Associated License Business Owner Information Name Role Effective Date Expiration Date SACCO, RONALD PRESIDENT 02/26/2001 Bond Amount NIELSEN, CRISTIAN VICE PRESIDENT 02/26/2001 SRS1008614 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date #2 RLI INSURANCE CO SRS1008614 02/26/2002 Until Cancelled $12,000.00 03/04/2002 Look Up a Contractor, Electi .n or Plumber License Detail Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= GATEWCS992C3 02/26/2008 GENERAL NOTES ABBREVIATIONS PROJECT DATA A DRAWING INDEX I. ALL CONSTRUCTION SHALL COMPLY WITH THE CURRENT REGULATORY CODES FOR THE STATE OF WASHINGTON AND THE LOCAL JURISDICTIONS. SEE PROJECT DATA SECTION FOR CURRENT APPLICABLE CODES. 2. CONTRACTOR 15 TO VERIFY ALL EXISTING CONDITIONS, DIMENSIONS, DETAILS, ETC., AND NOTIFY THE DESIGNER OF ANY AND ALL DISCREPANCIES PRIOR TO PROCEEDING WITH THE WORK. 3. CONTRACTOR SHALL VERIFY ALL "BUILDING STANDARDS' WITH BUILDING LANDLORD PRIOR TO BEGINNING ANY WORK- HOWEVER, THERE SHALL BE NO DEVIATIONS WHATSOEVER FROM THE CONTRACT DOCUMENTS WITHOUT THE DESIGNER'S WRITTEN APPROVAL THEREOF. THE CONTRACTOR AGREES TO DEFEND, INDEMNIFY AND HOW THE DESIGNER HARMLESS FROM ANY CLAIMS ARISING AS A RESULT OF UNAPPROVED CHANGES- 4. ALL. DEBRIS SHALL BE REMOVED FROM THE PREMISES AND ALL AREAS SHALL BE LEFT IN A CLEAN (BROOM) CONDITION AT ALL TIMES. 5. APPROVED PLANS SHALL BE KEPT IN A PLAN BOX AND SHALL NOT BE USED BY ANY WORKMEN. ALL CO SETS SHALL REFLECT HS SAME INFORMATION AS WELL AS ALL REVISIONS, ADDENDA AND CHANGE ORDERS. THE CONTRACTOR SHALL ALSO MAINTAIN IN GOOD CONDITION, ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, ADDENDA AND CHANGE ORDERS ON THE PREMISES AT ALL TIMES WHICH ARE TO BE UNDER THE CARE OF THE JOB SUPERINTENDENT. ` 6. ALL OPERATIONS CONDUCTED ON THE PREMISES SHALL NOT BE OBJECTIONABLE BEYOND THE PROPERTY BOUNDARY LINES BY REASON OF NOISE, STEAM, ODOR, FUMES, GASES, SMOKE, VIBRATION, HAZARD OF OTHER CAUSES. IN ADDITION, THE CONTRACTOR SHALL MINIMIZE DISRUPTIONS OF ADJACENT TENANTS DUE TO NOISE, ODOR, CORRIDOR FUMES OR VIBRATION. ALL COMMON LOBBY AND CORRIDOR SPACE SHALL BE KEPT CLEAR OF DUST, DEBRIS AND CONSTRUCTION MATERIALS AT ALL TIMES. 7- ALL WORK SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S LATEST RECOMMENDATIONS OR WRITTEN DIRECTIONS. S. ALL DIMENSIONS ARE TO FACE OF GYPSUM WALL BOARD UNLESS OTHERWISE NOTED. ot. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART OF THE WORK, THE DETAILS SHALL BE THE SAME AS FOR OTHER SIMILAR WORK IN THE SAME BUILDING 10. WHERE DEVICES OR ITEMS OR PARTS THEREOF ARE REFERRED TO IN SINGULAR, IT 15 INTENDED THAT SUCH SHALL APPLY TO AS MANY SUCH DEVICES, ITEMS OR PARTS AS ARE REQUIRED TO PROPERLY COMPLETE THE WORK. II. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE OF REPAIR OR REPLACEMENT OF UTILITIES OR OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION WITH THE EXECUTION OF HIS WORK. I 12. THE CONTRACTOR WILL VERIFY AND CONFORM TO ALL REQUIREMENTS OF ALL UTILITY' COMPANIES UNLESS OTHERWISE NOTED IN THE PLANS AND SPECIFICATIONS. 15. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO ENSURE THE SAFETY OF THE OCCUPANTS AND WORKERS AT ALL TIMES. 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE SECURITY OF THE BUILDING AND SITE WHILE JOB 15 IN PROGRESS AND UNTIL THE JOB 15 COMPLETED. 15. ALL WORK SHALL BE GUARANTEED FOR A PERIOD OF ONE (I) YEAR AFTER COMPLETION, UNLESS OTHERWISE SPECIFIED AND SHALL BE SO STATED IN CONTRACTOR'S WRITTEN PROPOSAL AND AGREEMENT. ALL REPAIRS, CORRECTIONS AND DISCREPANCIES ETC., MUST BE MADE WITHOUT ANY ADDITIONAL COST TO THE OWNER, AND WITHIN FIVE (5) DAYS AFTER NOTICE 15 GIVEN- LATHING, PLASTER AND GYPSUM WALL BOARD SYSTEMS SHALL CONFORM TO THE CHAPTER 25 OF THE 2006 I.B.G. 11. ALL EXPOSED GYPSUM BOARD TO HAVE METAL EDGES AT ALL CORNERS AND WALL INTERSECTIONS. 18. ALL GLASS AND GLAZING SHALL COMPLY W WITH THE 2006 I.B.G.. AND THE U.S. PRODUCT SAFETY COMMISSIONS: SAFETY STANDARD FOR ARCHITECTURAL GLAZING MATERIALS. I. ALL REQUIRED FIRE DOORS SHALL BEAR A LABEL FROM A RECOGNIZED AGENCY SHOWING THE SPECIFIC RATING. 20. EXIT SIGNS AND ILLUMINATION SHALL CONFORM TO THE 2046 I.B.G. GRAFTER 10 AND LOCAL FIRE MARSHAL REQUIREMENTS. • 21. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 22. FIRE EXTINGUISHERS: VERIFY REQUIREMENTS AND LOCATIONS WITH THE FIRE MARSHAL. CONTRACTOR TO SUPPLY FIRE EXTINGUISHERS AND CABINETS AS REQUIRED. 23. ELECTRICAL ROUGH -IN AND REFLECTED CEILING PLAN ARE FOR THE GENERAL INFORMATION or THE CONTRACTOR. EXACT LOCATIONS SHOULD BE VERIFIED. 24. FLAMMABLE LIQUIDS SHALL NOT BE PLACED, STORED OR DISPENSED IN THIS OCCUPANCY EXCEPT AS PROVIDED IN N.F.P.A. STANDARD 50 AND THE CURRENT UNIFORM FIRE CODE. PERMIT MAY BE REQUIRED. 25. ALL DRAPES, HANGINGS, CURTAINS, DROPS AND ALL OTHER DECORATIVE MATERIAL, INCLUDING CHRISTMAS TREES THAT WOULD TEND TO INCREASE THE FIRE AND PANIC HAZARD SHALL BE MADE FROM NONFLAMMABLE MATERIAL, OR SHALL BE TREATED AND MAINTAINED IN A FIRE RETARDANT SOLUTION OR PROCESS APPROVED BY THE COUNTY FIRE MARSHAL. PROVIDE A CERTIFICATION TO THIS EFFECT. A. EXIT DOORS, EXIT LIGHTS AND FIRE EXTINGUISHER LOCATIONS SHALL NOT BE CONCEALED OR OBSTRUCTED BY ANY DECORATIVE MATERIAL. B. MINIMUM FLAME SPREAD CLASSIFICATION OF INTERIOR FINISHES SHALL BE PER THE 2006 I.B.G. 26. ALL LAY -IN ACOUSTICAL CEILING GRIPS SHALL BE INSTALLED AND SECURED PER THE 2006 I.B.G. STANDARDS FOR EARTHQUAKE ZONE D, ASME G655, 6636. 27. PROVIDE OR MODIFY AS NEEDED SPRINKLER, ALARM AND SMOKE DETECTION SYSTEM PER APPLICABLE CODES, INCLUDING IF NECESSARY FIRE HORNS, STROBE LIGHTS, CONTROL PANEL CONNECTIONS, SMOKE DETECTORS, AUDIO VISUAL ALARMS. SUBMIT SHOP DRAWINGS TO THE FIRE MARSHAL FOR APPROVAL. 28. TENANT TO PROVIDE AND INSTALL THE TELEPHONE AND DATA COMMUNICATION CABLING. CONTRACTOR TO COORDINATE SCHEDULING AND OTHER REQUIREMENTS WITH TENANT. tot. MECHANICAL SYSTEM: CONTRACTOR SHALL VERIFY AND PROVIDE A COMPLETE WAG SYSTEM WHICH CONFORMS TO THE OWNERS HVAG SPECIFICATIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ROOF PENETRATIONS AND PATCHING, ANY SCREENING OF ROOF- MOUNTED MECHANICAL UNIT REQUIRED BY GOVERNING JURISDICTION. 30. PROVIDE OR MODIFY AS NEEDED EMERGENCY LIGHTING. 31. ALL ITEMS MARKED *N.1 .C.* ARE NOT PART OF THIS CONTRACT. 52. ABBREVIATIONS THROUGHOUT THE PLANS ARE ABBREVIATIONS WHICH ARE IN COMMON USE. THE LIST OF ABBREVIATIONS PROVIDED 15 NOT INTENDED TO BE COMPLETE OR REPRESENTATIVE OF CONDITIONS OR MATERIALS ACTUALLY USED ON THE PROJECT. THE DESIGNER WILL DEFINE THE INTENT OF ANY IN QUESTION. 33. DO NOT SCALE DRAWINGS. IF A DIMENSION DISCREPANCY 15 NOTED, CONTACT DESIGNER. 34. IF BUILDING DING STANDARDS HAVE NOT BEEN ESTABLISHED OR HAVE BEEN ESTABLISHED OR HAVE BEEN CHANGED FOR DOORS, RELITES, HARDWARE , DOOR AND RELITE FRAMES OR R OTHER STANDARD DETAILS, THEN CONTRACTOR. UST VERIFY WITH DESIGNER AND OWNER PRIOR TO CONSTRUCTION. ACCOUS. ACOUSTIC /ACOUSTICAL LAM. LAMINATED/LAMINATE • ACT. ACOUSTICAL TILE LAY. LAVATORY ADJ. ADJUST /ADJUSTABLE L. LENGTH A.F.F. ABOVE FINISHED FLOOR LTG. LIGHTING Y LT. LIGHT APPROX. APPROXIMATELY' ARCH. ARCHITECTURAL LG./L. LONG BLK. BLOCK/BLOCKING MAT. MATERIAL BD. BOARD MAX. MAXIMUM BLDGJBLD. BUILDING MFG. MANUFACTURER - 13/5 BUILDING STANDARD MECH. MECHANICAL MED. MEDIUM MIN. MINIMUM GAB. CABINET MIN. MINIMUM CLGJCLDG. CEILING CL OR C CENTER LINE MISS. MISCELLANEOUS GLKG. CAULKING MUD. MOUNTED COL. COLUMN MTL. METAL CONT. CONTINUOUS MW. MICROWAVE GONG. CONSTRUE GONST. CONSTRUCTION N. NORTH CONTR. CONTRACTOR N.I.G. NOT IN CONTRACT CPT. CARPET N.T.S. NOT TO SCALE G W. GOLD WATER No- NUMBER D. DEEP DEPT- DEPARTMENT OFF. OFFICE DET. DETAIL O.C. ON CENTER DIAL. DIAGONAL OFF. OWNER FURNISHED DIA. DIAMETER O.F.C.I. CONTRACTOR INSTALLED DIM. DIMENSION D -F -OJ OWNER FURNISHED DBL. DOUBLE OWNER INSTALLED DWG. DRAWING D.F. DRINKING FOUNTAIN PNL. PANEL (IN) DIFF. DIFFUSER PT. PAINT (ED) D.N. DOWN PART PARTITION P.P.L. POLISHED PLATE GLASS PL. PLATE E. EAST EA. EACH P. LAM. PLASTIC LAMINATE ELEV. ELEVATION (BLDG.)/ ELEVATOR EMER. EMERGENCY QTY. QUANTITY' PLY. PLYWOOD Y ELEC. ELECTRICAL Q.T. QUARRY TILE EXT. EXTERIOR E. EQUAL EQPT. EQUIPMENT R-B. RUBBER BASE EXIST. EXISTING R. RISER RANGE RAD. RADIUS REF. REFERENCE F.I.D FURNISHED 6 READ. REQUIRED INSTALLED BY OTHER REV. REVISED/REVISION FA - FIRE ALARM R.O. ROUGH OPENING F.E. FIRE EXTINGUISHER RM. ROOM F.E.G. FIRE EXTINGUISHER CABINET FIN. FINISH S STAIR FIXT. FIXTURE SECT. SECTION FLR. FLOOR DRAIN SHT. SHEET SIM. SIMILAR F.O.I.C. FURNISHED BY OTHER SPEC. SPECIFICATIONS/ INSTALLED BY SPECIFIED CONTRACTOR FT. FOOT OR FEET 5. SOUTH STL. STEEL SST. STAINLESS STEEL GA. GAUGE STD . GALV. GALVANIZED STANDARD STOR. STORAGE GL. GLASS /GLAZING /GLAZED STRUG. STRUCTURAL G.W.B. GYPSUM WALL BOARD SUSP. SUSPEND /SUSPENDED GYP. GYPSUM SW. SWITCH H. HIGH . TEL. TELEPHONE HGP. HANDY CAP HD.WD. HARD WOOD TEMP TEMPERED H. HEAVY DUTY TYP TYPICAL HM. HOLLOW METAL HORZ. HORIZONTAL HT. HEIGHT U.L. UNDERWRITERS HR. HOUR LABORATORY HVAG. HEATING, VENTILATING U.P.G. UNIVERSAL PLUMBING AIR CONDITIONING GODS H.W. 140T WATER VOL. VOLUME VAR. VARI ABLE O I.B.G. INTERNATIONAL BUILDING V.G.T. VINYL COMPOSITION TILE CODE VERT. VERTIGALNERTICAL V.P. VENEER PLASTIC INGD. INCANDESCENT INCL. INCLUDE INFO. INFORMATION B. WOOD BASE UL. INSULATE (D)(ING) W.C. WALL COVERING INTR. INTSUL. INTERIOR WD- WOOD WT. WEIGHT ` .13. JANITOR JUNCTION BOX N.H. N. WITH J.B. WATER HEATER JT. JOINT WT. WEIGHT PROJECT ADDRESS: 15575 OLYMPIC AVE S 1 TUKYVILA, WA 'Islas 2 © . GOVERNING GODS: 2006 I.B.G. (STATE OF 1NASHINGTON AMENDMENT USE ZONE: M -2 , /4 \ OCCUPANCY: 5/FI (OFFICE/MANUFACTURING) CONSTRUCTION TYPE: V - N - (FULLY SPRINKLERED) ENERGY CODE: 2006 WASHINGTON STATE ENERGY CODE ACCESS CODE: IGC /ANSI AII7.I 2003 2 PLUMBING CODE: 2006 U.P.G. CONTRACTOR: GATEWAY CONSTRUCTION SERVICES 701 DEXTER AVE N. #420 SEATTLE, WA QSIOci MECHANICAL: BIDDER DESIGN A (UNDER SEPARATE PERMIT) ELECTRICAL: BIDDER DESIGN (UNDER SEPARATE PERMIT) SPRINKLERS: BIDDER DESIGN (UNDER SEPARATE PERMIT) FIRST FLOOR AREA: MANUF. 106,301 SF OFFICE 13,021 SF SECOND FLOOR AREA: OFFICE 13,02 1 5F TOTAL: 132,367 SF ' I 2 ' . 0 COVER SHEET OVERALL BUILDING PLAN - CODE ANALYSIS FULL FLR EXITING PLAN IRST FLOOR OFFICE EXITING PLAN /CODE ANALYSIS SECOND FLOOR OFFICE EXITING PLAN /CODE ANALYSIS 4 OVERALL SITE PLAN .5 ENLARGED PARTIAL SITE PLANS, SITE PHOTOS * DETAILS A1.0 FIRST FLOOR OFFICE DEMOLITION PLAN ALI SECOND FLOOR OFFICE DEMOLITION PLAN A2.0 FIRST FLOOR OFFICE PARTITION PLAN r SECOND FLOOR OFFICE PARTITION PLAN " A2.2 I RST FLOOR WEST MANUF. PARTITION PLAN A2.3 'IRST FLOOR EAST MANUF. PARTITION PLAN A2.4 P OOR SCHEDULE /ENLARGED RR FLANS A2.5 RESTROOM ELEVATIONS/MOUNTING HEIGHTS A2 6 CASEWORK ELEVATIONS A2.1 ELEVATOR DETAILS $ INTERIOR STAIR DETAILS - 2.S .VERALL INSULATION PLAN - . FIRST FLOOR OFFICE REFLECTED CEILING PLAN A3.1 SECOND FLOOR OFFICE REFLECTED CEILING PLAN A3.2 FIRST FLOOR WEST MANUF. REFLECTED CEILING PLAN A5.5 FIRST FLOOR EAST MANUF. REFLECTED CEILING PLAN A3.4 CEILING SECTIONS AND DETAILS 51 STRUCTURAL MEZZANINE ADDITION S2 STRUCTURAL FOUNDATION $ FRAMING 53 STRUCTURAL DETAILS STRUCTURAL DETAILS STRUCTURAL DETAILS 1.-owl. ST R UCTURAL DET � � O ; , ,,- , ',,,,,:7, PLANTING PLAN ; ! 'COT � ::-m;lc rr;si f,�;;; r - : ;,, t-: NOTES AND DETAILS f and f " �v Ir,r•Il lr n ' •,s, .Ir .. - _ .. _ ., ; __ LEGAL DESCRIPTION TAX ID WS: 7888otO0I50 SOUTHCENTER SOUTH INDUSTRIAL PARK BEG SE GOR LOT 15 TH N II -25 -50 E 25.58 FT TO TPOB TH N 78 -36 -10 W 511.04 FT TO W BRY LOT 13 TH ALG SD W BDRY N 43 -11-00 E 11-I6TH N 34 -05 -55 E clot FT TH N 26 -21 -00 E cl8 FT TH N 20 -26 -00 E IDOFT TH N 15 -42 -0O E clot FT TH N II -32 -00 E IDOFT TH N O 15--00 E cl7 FT TH N IO -51 -00 E 82.50 FT TH S 7S -36 -IO E 5ot0.81 FT TO W MGN OLYMPIC AVE 5 TH 5 H -25 -50 W 123.10 FT TO TPOB AKA BDRY LN ADJ NO BLA 6 -11 SCOPE OF WORK PROJECT TEAM: THE PROJECT CONSISTS OF A TENANT IMPROVEMENT OF AN EXISTING OFFICE/MANUFACTURING BUILDING FOR USE AS OFFICE/MANUFACTURING. EXTERIOR WORK INCLUDE - - - - INTERIOR RENOVATIONS TO INCLUDE INTERIOR DEMOLITION, RTITION WALLS DOORS RECITES NEW ELEVATOR, NEW PARTITION N AN BATHROOM RECONFIGURATIONS. EXPANSION OF OFFICES ON FIRST AND SECOND FLOORS. NO CHANGE OF USES, OCCUPANCIES OR SIZE OF BUILDING. OWNER: SCOTT G. CAMPBELL RAINIER INDUSTRIES LTD. OLYMPIC AVE. 5 TUKWILA, WA ot8188 TUKWILA, (425) 4 181-1201 -1201 PROJECT MANAGEMENT: DOUG SAGE GRAM SAGE GRAVES INC. 144 RAILROAD AVE #102 aei✓ .t i'`� jd I - N L_! E IV' fir E City BUILDII ZONING MAP E WA EX . 1 (42 5) 111 - 1 171 - �34Q EXT. I t •- r f as2 # ' c'! i 1 7138139W140 f 4 t ` 2sss�aoass ' , � , 3523049121 i 8 8$ ; { f ; ` ? ; � �. , t if 323'4'"'0 . . 1 1 . ' 7868501160 r i >8 ; ' �2 if Tukwila 153 i 3523049018 r X0° / 70 ,' M800120 7888400 788E1900040 �� . 2saa9o o • VICKI SOMPPI ARCHITECT: CONNELL DESIGN GROUP 22002 MOUNTLAKE TERRAGE?WA 18043 (425)670 -6106 EXT. 101 CONTRACTOR: RON SACGO GATEWAY GONSTRUGTION SERVICES 101 DEXTER AVE N. #420 810 SEATTLE, A cl ot ' W (206) 621-gill STRUCTURAL ENGINEER: JERRY NE ENGINEERS 512 0 GOCBY AVE #IOd 312 EVERETT, WA c18201 (425) 252 --0454 ELECTRICAL ENGINEER: JAY JACK SIERRA ELECTRICAL GROUP, INC. 2505 THIRD AVENUE, SUITE 204 SEATTLE, A ot812I W (206).442 - 0112 9; _ecs .o � , VICINITY MAP SITE PLAN 1 80' mil sit 1 I " """"°"- THIS PARK I THIS CO NTRACT Q NO WORK THIS AREA -- Perron No. te _ - 1 Y ITN y i '� ! CONTRACT THIS BUILD�81,,► - -- -�_ � Is I Approval .,--• e Z a ar I IIIIII I �. 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Receipt conditions acknowledged: 1tyn�s►F -ar -S LIE" !Tukwila OIVISICN CORRECTION LTRIL2,- DDS --'i 3 CO'' NELL planning interiors architecture DESIG 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425- 774 -8219 REGISTRATION PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 12 -12 -07 1 -30 -08 2 -12 -08 2 -14 -08 SHEET TITLE RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 COVER SHEET SHEET NO. ISSUED FOR PERMIT REV. PER TENANT COMMENT ISSUED PER CITY COMMENTS REV. PER TENANT COMMENT REV. PER PLANNERS COMMENTS FEB 15 2008 PEH v;! r CENTER T1.0 1 GENERAL CODE INFORMATION: CODE INFORMATION- PARKING CODE INFORMATION - DIAGONAL DISTANCE PARKING: DIAGONAL DISTANCE 2ND FLOOR: 43160 MANJFAGTURFN6 (19) 1 1 ipoo = q4 SPACE., 13144 WAR 4)S HIPPING 1 / 2000 = 7 SPACES 26,058 ( -503-3 FOR UNOCCUPIED SPACES) = 21025 SF OFFICE 3 / 1000 = 63 SPACES = 164 SPACES REQUIRED 170' -2' DIAGONAL DISTANCE / SS'-S DISTANCE SETIVEN 2 STAIRS q5' > 1/2 010') . I6q SPACES PROVIDED - 164 SPACES REWIRED (7 HC PROVIDED - 6 HG REQUIRED FM TABLE 1106.1) ■ - AL ... CODE INFORMATION - RESTROOMS EXITING WIDTH REQUIREMENTS RESTROOMS: EXIT WIDTH REQJIR9NTS (20 FLOOR): 10630 (F1) /2000 • 53.1 1 2 = 265 = 3 26,058 (E3) / 200 • 1302,1 / 2 = 65.14 = 4 FIER SEX MINIMUM 7 FIXTURES PER SEX REQUIRED (12) PROVIDED FOR HENS 4 (a) PROVIDED FOR WOMEN DR1NKIN6 FOUNTAIN: 13,02 5F OVERALL. = 131 000. (B WITH SECONDARY WA USES) GARY US E5 M / A3 (SEE S1 T A2.1 FOR ROOM IDS WITH OCCUPANCIES) 10,231 SF (13 OCC. ONLY) = 102 OCG + 61 (M) + 46 (A3 - CONE,) • 215 215 OCC X .2 = 43 INCHES OF EAT WIDTH RECUIRED 46 + 42 = q0' PROVIDED NOT NI54 ELEVATOR PROVIDED FOR HG ACCESS TO SECOND FLOOR EXISTING: (I) EACH 1ST FLOOR111417 FLOOR REMOVE 4 RAGE IT FLOOR DF WITH HC ACOa4IBLE HIGH / LOW PF C�I•T�T•] , .JIIIIII - �'T EXIT EXIT HC EXIT L. EXIT D6 D5 D4 D3 D2 D1 EXIT LEGEND C C C C 2X4 EXIT LIGHT FIXTURE, SEE REFLECTED CEILING PLAN SHEET5 A3.0, A3.I, A32, 4 A3.3 I x 8 EXIT LIGHT FIXTURE, 5EE REFLECTED CEILING PLAN S1-EET5 A3D, A3.1, A32, i A33 IWJMINATE D EXIT 5I6N - ARROW SHEETS ALA, A3J, A32, t A3.3 PROVIDE EMERGENCY LIGHTING WHICH MEETS THE INTENSITY LEVELS AS REQUIRED PER IBC SECTION 1006 ALONG ALL MEANS OF EGRESS PATHWAYS. LIGHTING SHOWN HERE IS SUGGESTED ONLY AND MUST BE CONFIRMED TO BE COMPLIENT BY FIELD MEASUREMENTS W/ METER. ELECTRICAL CONTRACTOR TO PROVIDE FINAL PLANS FOR EMERGENCY LIGHTING UNDER SEPARATE ELECTRICAL PERMIT. C 12 DELIVERY PARKING 14 ,. O a EXIT le v waf ar w xrirtt HC ■ SECOND FLOOR EXITING /BUILDING PLAN SCALE: I " = 20' FIRST FLOOR EXITING /BUILDING PLAN SCALE: I" = 20' SEE SHEET T1.2 FOR 1ST FLOOR EXITING PLAN SEE SHEET T1.3 FOR 2ND FLOOR OFFICE EXITING PLAN 12 12 13 EXIT 01 4300 S< • ( REGISTRATION PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 12 -12 -07 1 -30 -08 2 -12 -08 2 -14 -08 PROJECT CONSULTANTS SHEET NO. c o planning interiors architecture DESIG TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 - 6706 F: 425- 774 -8219 4111 . PAUI. •�A i STATE OF - • • NELL RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK ISSUED FOR PERMIT REV. PER TENANT COMMENT ISSUED PER CITY COMMENTS REy. PER TENANT COMMENT REV. PER PLANNER'S COMMENT SHEET TITLE OVERALL BUILDING PLAN CODE ANALYSIS FEB 15 2008 PERMii CENTER TIl 14 n r EXIT VESTIEUL 1 101 F 1 DELIVERY PARKING fit' -3• COMMON PATH EXI STORAGE SET 11OIA 1 EXIST. OFFICE 11321 20' -0` E XIST. OPEN OFFICE 131 EXISTING OFFICE 1130 1 PLOTTERS OFFICE ( 1 102 1 L OFFICE f1041 1 121 1 EXPANDED L l03 EXIS OFFICE 1 128 1 PLOTTED ROOM I lob l -E OPEN OFFICE 11011 r9' -13• COMMON PATH EXISTING OFFICE HANDRAIL PER ANSI 505.10 4 SAMPLES JAN RR/SHOWER 20' -0° ON MAX SLOPE 1 ;12 ISO SF/I5 =12 CURS OUT IN SIDEWALK FIRST FLOOR OFFICE EXITING PLAN SCALE: I /8" = HC CON. 1 124 1 OMEN'S RR/SHOWER 1 112 1 CL I IIIA I NEW ACCESS RAMP R=. = 11'-_1" R= 12' -5° CUT EXIST. CONCRETE E XISTING DM CEPTION 1 MI NM 1 1 EXIT FILE EXISTING WORKRM ROOM IT _ 113 J .. 1 1141 EXISTING OFFICE 1 122 1 .. 11151 OF O . u6.1 I url EX15 ING OFFICE _ _ _ LEGEND EXISTING OFFICE 1 120 1 EXISTING OFFICE 1 OFFICE III } 3g1 -or COMMON PATH EXIST. 72 1 - COMMON PATi 1 EXIT 2X4 EXIT LIGHT FIXTURE, SEE REFLECTED CEILING PLAN SHEETS A3.0, A5.1, A3.2, $ A33 1 x 8 EXIT LIGHT FIXTURE, SEE REFLECTED CEILING PLAN SHEETS A3.0, A3.1, A32, $ A53 ILLUMINATED EXIT 516N - DIRECTION OF ARROW SHEETS A3.O, A3.1, A32, 4 A3.5 D ft-t-k5 jtkl— MIOM c c: N E LL DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425- 670 -6706 F: 425-774-8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET NO. ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT RECEIVED C M° (j if WKINILA NOV 2 7 2007 SHEET TITLE FIRST FLOOR OFFICE EXITING PLAN T1.2 STAIR SHARE SIGN TM DI9PLA 12 211 2015 =67 OGG D OFFICE 1 220 1 SECOND FLOOR EXITING PLAN SCALE: I " =20' SERVER WOR 12191 OFFICE JANITOR 1 205 1 WOMENS RESSTROOM RC M 201 1111 I�:��M1911r 203 PTA i I 204 206 MI1 201 1� 208 halt 11 209 210 • 211 Lg. 11 W5 6X8 L 1 W5 6X8 1 1 6 XS FLAGS & BANNERS HOMESHOW DISPLAY W5 6X8 1 W5 6XS JI 6XS 6X8 DIGITAL ART DISPLAY ip- - I La I 11#) 9=9' ...� COMMON PAM 6XS 1 6XS i 1 6XS W5 6X8 — 4'- COMMON PATH MARI DISPLAY AWARDS X6 S INS 6X8 6XS 6X8 12 SPARROW • 1 6XS PRODUCT DISPLAY AREA 4 I NS 6X8 6XS 41 L 1 6XS W5 6X8 6X8 W5 6X8 6X8 W5 6X8 6XS 6X e2 65X 6XB 6X8 6X 6X 1 .41 1 6XS 6 ' -0' CO 1 PATH .■ 1 'EXI EX ST. OFFICE 5fi' 9_' COMMON PA 1 68 6XS W5 6X8 EX 5T. OFFICE 429 SP/ 6X 6X8 W5 6XS CONFERENCE 1 20'1 354 SF A5 =24 OGG. OFFICE OFFICE 1 211 1 r 216 1 LEGEND OFFICE OFFICE 1 215 1 OPEN TRAINING OFFICE R00 1 214 1 EX ST. OFFICE 1 213 2X4 EXIT LIGHT FIXTURE, SEE REFLECTED G'~ILING PLAN SHEETS A3.0, A3.1, A32, 4 A33 1 x 8 EXIT LIGHT FIXTURE, SEE REFLECTED CEILING PLAN SHEETS A3.0, A3.I, A32, 4 A3.3 ILLUMINATED EXIT SIGN - DIRECTION OF ARROW SE TS A3.0, A3.1, A32, 4 A33 NY' zi.(3q CCU: N E L L planning interiors. architecture DES 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425 -774 -8219 REGISTRATION PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS SHEET NO. G fd RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 ISSUED /REVISIONS 11 - - ISSUED FOR PERMIT PROJECT CONSULTANTS RECEiVED cis op Ti RI/VILA NOV 27 2007 SHEET TITLE SECOND FLOOR OFFICE EXITING PLAN T1.3 1111111111111 ■1■11111111111o1111111111■ 111■ 1111111111111111111■ 111111111111111111111111111111111111111111111111i11111111111111111111111111111111111111111111111111111111111111111111111111111111 ■1111■1111■111m11111 ■111111111111111111 ■111111 111111111i Mr` hill Jill" 10' x 10' BLOCKED DOOR METAL THIS PARKING AREA UNDER SEPARATE PERMIT - NO WORK THIS AREA ASSEMBLY D11 D10 09 D8 D7 DELIVERY PARKING GRAPHIC FABRIC & GRAPHICS FLEX AREA WALL TENT AWNING 1111111■ MUM — lliiliiitltiimi�� " "" "111111111111111111 ■1■! ------ . '""""U W M � fl d flh 1111 111111111.IEI 10' x 10' BLOCKED DOOR STRUCTURES c c c c c c c c c 34 TOTAL 30 TOTAL 11 zoice mamma"' ' 3 IC D12 SITE PLAN SCALE: I" = 30' 1O-EASEMENT • 1- GREEN RIVER OLYMPIC AVE. S 12 • KEY NOTES D5 D4 D3 D2 D1 • 8 I. RESTRIFE PARKING AS INDICATED PER PLAN, SEE T1.I FOR PARKING GAL-MATIONS. 2. PROVIDE I&1 CHICK VALVES FOR IRRIGATION, SPRINKLER AND GENERAL PATER MAIN. PER COPE REQ. UNDER SEPARATE PERMIT. b074 f34 1 c o planning interiors architecture DESIG 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425 - 774 -8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11.27 -07 12 -12 -07 1� A 2 -12 -08 2 -14 -08 easumelemmusummi PROJECT CONSULTANTS ISSUED FOR PERMIT REV. PER TENANT COMMENT REV. PER TENANT COMMENT REV. PER PLANNER'S COMMENT SHEET TITLE OVERALL SITE PLAN SHEET NO. NELL FEB 15 2008 PERM/1 CENTER T1.4 1' -6' V -6' ' r ._.. -• =• III STATE DISABLED 11 PARKING PERMIT II REWIRED 11 i /4' C • =111- 111_ - _ III- ID. PARKINS SURFAOE H.C. PARKING SIGN SGAI.E:I I/2 "LI' -D' T.O. WHO. SIDSVALK (2 P TO n ELLE FIELD MITE SPCX6Rf.UAD i SYMBOL RIM BORDER L I' LETTERS VAN AC. Bi-r 545N KERB AFPLIOPELE' 2' PIA 5a. PIPE POST -PAINT S' DIA. CO RETE FOUNDAT1ON CURB CUT LANDSCAPE PHOTO SCALE: I/S I' -O" NOTE: VIEW ALONG BUILDING WI-IRE NEW RAW WILL EXTEND, (U TREE REMOVAL LANDSCAPE PHOTO SCALE: 1 /5" =1' -0" NOTE: ELEVATION VIEW OF EXTENT OP RAMP WHERE CURB GUTS WILL OCCUR $ TREE TRIMMING WILL DE REQUIRED 4 REMOVAL 4 RELOCATION or RHODEDENDRONS IO' -0' E IL.PINS EASDIEMNf NEW WADING DOCK HANDRAIL PER ANSI 505.10 0 4 6'-O" DN 11 JI II 11 \\ / J'V NEW LOADING DOCK & ROLL -UP DOOR - WEST SIDE SCALE: I /b "= I ' -0" EXPANDED OPENING TO NEW 12X12 RZOLLUP DOOR NEW LOADING DOCK & ROLL -UP DOOR - SOUTH SIDE SCALE: 1/8"=1 0 6' -0° ON 12' -0' PANEL. JOINT 4o'-o" NEW LOADING DOCK REMOVE CURE DN MAX SLOPE 1:12 20 -0 CURB CUT IN SIDEWALK t EKI2XLI ROLL UP H.C. ACCESS RAMP SCALE: 1/8"=1 at-on $° DOOR MIN. FROM PAIL. JOINT 16' -0" PROVIDE NEW CONCRETE STAIR VERIFY in., MAX 7' PER RISER PRE -FAB METAL STAIR 4 in 0 NEW ACCESS RAMP GUT EXIST. CONCRETE WALL D13 SEE STRUCTURAL DETAILS ON SHEET S -2 CO NELL planning interiors architecture DESIG 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425- 774 -8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE 5. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET TITLE ENLARGED PLANS & DETAILS SHEET NO. 4676 \ RE -- rECT IN..4 PAUL STATE OF W = ON PECE;VED CITY o 1 IKWIfIR NOV 27 ZO071 T1.5 DEMOLITION NOTES WHERE DEMOLITION OCCURS, ALL REMAINING WALLS ARE TO BE PATCHED, SANDED SMOOTH AND PREPARED FOR FINISHING AS REQUIRED. REMOVE EXISTING FLOOR FINISHES. PATCH AND PREPARE FLOORS AS REQUIRED FOR SMOOTH, LEVEL FINISH. ALL EXISTING WALL FINISHES TO BE REMOVED. WALLS ARE TO BE PATCHED, SANDED SMOOTH AND PREPARED FOR NEW FINISHES AS REQUIRED. WHERE NEW PARTITION MEETS EXISTING FURRED COLUMN OR CORE WALL, REMOVE CORNER BEAD, ALIGN, TAPE AND SPACKLE NEW PARTITION TO EXISTING GYPSUM BOARD. ALL CONSTRUCTION TO REMAIN AND AFFECTED BY DEMOLITION SHALL BE PATCHED AND SPAGKLED AND BE PROPERLY MEMBERED AND ALIGNED 50 AS TO LEAVE NO EVIDENCE OF PATCHING OR REPAIRS. EXISTING ELECTRICAL AND TELEPHONE OUTLETS LOCATED ON DEMOLISHED WALLS ARE TO BE REMOVED INCLUDING CONDUIT AND WIRING BACK TO JJNCTION BOX. LOCATIONS ARE TO BE PATCHED AND REPAIRED TO 5E FLUSH WITH ADJACENT WALL SURFACE. ALL EXISTING CONSTRUCTION WHERE INDICATED INCLUDING ELECTRICAL, TELEPHONE, PLUMBING AND MECHANICAL DEVICES NOT OTHERWISE INDICATED ON THESE CONSTRUCTION DRAWINGS SHALL BE REMOVED IN A CAREFUL MANNER SO AS NOT TO DAMAGE ADJOINING CONSTRUCTION. WHERE PLUMBING FIXTURES ARE BEING REMOVED OR WHERE EXPOSED PLUMBING PIPES OCCUR, CAP LINES BEHIND FINISHED SURFACES. PATCH AND REPAIR AS REQUIRED. J-F I7 PARTITION LEGEND DEMOLITION EXISTING PARTITION TO REMAIN. DEMOLITION KEYNOTES I. REMOVE EXISTING STAIRS AND ALL RELATED ITEMS. PATCH WALLS AS REQUIRED. 2. DEMO SLAB FOR ELEVATOR PIT. 3. REMOVE EXISTING CASEWORK. 20' -0" L— J ALIGN f Z` CUT EXIST. CONCRETE WALL L� I J ALIGN FIRST FLOOR OFFICE DEMOLITION PLAN _S SCALE: I /S" = I -0" 1 1 c planning DES 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425-774 -8219 REGISTRATION PROJECT NAME interiors . architecture RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET TITLE FIRST FLOOR OFFICE DEMOLITION PLAN SHEET NO. RECEIVED CITY OF TI !K NOV 2 7 2007 A1.0 H DEMOLITION NOTES 1111111 III�� IIIIIIIIIIIII_ A WHERE DEMOLITION OCCURS, ALL REMAINING WALLS ARE TO BE PATCHED, SANDED SMOOTH AND PREPARED FOR FINISHING AS REQUIRED. REMOVE EXISTING FLOOR FINISHES. PATCH AND PREPARE FLOORS AS REQUIRED FOR SMOOTH, LEVEL FINISH. ALL EXISTING WALL FINISHES TO EE REMOVED. WALLS ARE TO BE PATCHED, SANDED SMOOTH AND PREPARED FOR NEW FINISHES AS REQUIRED. WHERE NEW PARTITION MEETS EXISTING FURRED COLUMN oR GORE WALL, REMOVE CORNER BEAD, ALIGN, TAPE AND SPACKLE NEV PARTITION TO EXISTING GYPSUM BOARD. ALL CONSTRUCTION TO REMAIN AND AFFECTED BY DEMOLITION SHALL BE PATCHED AND SPAGKLED AND BE PROPERLY MEhBERED AND ALIGNED 50 AS TO LEAVE NO EVIDENCE OF PATCHING OR REPAIRS. EXISTING ELECTRICAL AND TELEPHONE OUTLETS LOCATED ON DEMOLISHED WALLS ARE TO BE REMOVED INCLUDING CONDUIT AND WIRING BACK TO JUNCTION SOX. LOCATIONS ARE TO BE PATCHED AND REPAIRED TO BE FLUSH WITH ADJACENT WALL SURFACE. WHERE PLUMBING FIXTURES ARE BEING REMOVED OR INHERE EXPOSED PLUMBING PIPES OCCUR, GAP LINES BEHIND FINISHED SURFACES. PATCH AND REPAIR AS REQUIRED. ALL EXISTING CONSTRUCTION WHERE INDICATED INCLUDING ELECTRICAL, TELEPHONE, PLUMBING AND MECHANICAL DEVICES NOT OTHERWISE INDICATED ON THESE CONSTRUCTION DRAWINGS SHALL BE REMOVED IN A CAREFUL MANNER 50 AS NOT TO DAMAGE ADJOINING CONSTRUCTION. PARTITION LEGEND __ = = =: DEMOLITI EXISTING PARTITION TO REMAIN DEMOLITION KEYNOTES n I. REMOVE EXISTING STAIRS AND ALL RELATE=D ITEMS. PATCH WALLS AS REQUIRED. PROVIDE FLOOR NHL!. TO MATCH EXISTING FLOOR STRUCTURE. 2. DEMO PORTION OF FLOOR FOR NEW STAIRS. SECOND FLOOR DEMOLITION PLAN SCALE: I /S" = I' -O" 10x7 z-/327z c 0 N E LL planning interior \‘,,„,.. DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425 -774 -8219 REGISTRATION 4676 N PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET TITLE SHEET NO. PALL STATE OF WASFANQTON ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT RECEIVED ?;ITS' o 7't ;4+JP16q NOV 2 7 2007 SECOND FLOOR DEMOLITION PLAN A1.1 EXIT VESTIBULE 101 (Io1G 15'-6° EXIST FLR SINK 0 q ''. O ' NIB 0 M112 IIIA 1 6' -10° 25' -2' PARTITION NOTES STORAGE CLOSET 1 10IA 1 cn 2 EXIST. OFFICE 1 132 1 EXIST. OPEN OFFICE 131 EXISTING OFFICE I lsoI CONTRACTOR TO VERIFY DIMENSIONS FOR ALL PLUMBING PARTITIONS. PLOT CONTRACTOR TO VERIFY ALL DIMENSIONS. ALL DISCREPANCIES MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT FOR DIRECTION. ALL PARTITIONS, UNLESS OTHERWISE NOTED, SHALL BE CONSTRUCTED WITH METAL STUDS AT 24° O.G. WITH 5 /5' TYPE 'X' GYPSUM WALLBOARD EACH SIDE THERE SHALL BE NO EXPOSED PIPE, CONDUIT, DUCTS, VATS, ETC. ALL SUCH LINES SHALL BE CONGEALED OR FURRED AND FINISHED, UNLESS OTHERWISE NOTED A5 EXPOSED CONSTRUCTION ON DRAWINGS. OFFSET STUDS, WHERE REQUIRED, SO THAT FINISHED PARTITION SURFACE WILL BE FLUSH, UNLESS OTHERWISE NOTED. PROVIDE FURRING AT EXISTING PARTITIONS AS REQUIRED TO INSTALL ELECTRICAL ITEMS AS INDICATED ON THE DRAWINGS. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS ARE TO BE SIX INCHES FROM FAGS AT HINGE SIDE OF DOOR TO AD-AGENT PARTITIONS. ALL EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT U5E OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR DESIGNER AND TENANT APPROVAL PRIOR TO MANUFACTURE OF ANY CABINET WORK, MILLWORK, AND ANY OTHER SPECIAL ITEMS REQUIRING CUSTOM SHOP FABRICATED WORK. OFFICE PROVIDE SHEET METAL REINFORCING (8" HORIZONTALLY MOUNTED STRIP OF 20 GA. GALVANIZED SHEET METAL) IN PARTITIONS FOR INSTALLATION OF WALL I-BJNG CABINET WORK AND PANELING WHERE INDICATED ON DRAWINGS INCLUDING ALL OWNER PROVIDED ITEMS. OFFICE 1 104 1 EPAAN EXIS ING OFFICE 1 1281 PLO 1 106 1 =m 4 EXIS ING u' OFFICE 11211 4 PARTITION LEGEND EXISTING PARTITION TO REMAIN. 1,181/15= ROOM 0 lob r L Ta ocG. EXISTING OFFICE 1 125 I B/5 TENANT PARTITION - B/5 METAL STUDS @ 24 "O.C. WITH 5 /5° TYPE 'X' FLOOR TO UNDERSIDE OF HUNG CEILING, SEE DETAIL *I ON SHEET A2.I B/5 FLUMBING PARTITION - 6' METAL STUDS go 24' O.G. WITH ONE LAYER AND ONE LAYER OF PLYWOOD FOR FIXTURE MOUNTING, FROM FLOOR TO ELEVATOR SHAFT, SEE STRUCTURAL DRAWINGS, DETAIL *'T SHEET 5-3. 13/5 TENANT PARTITION - B/S 6' METAL STUDS 24 °O.C. WITH 5/8' TYPE FLOOR TO STRUCTURE ABOVE, BEE DETAIL *2 ON SHEET A2.I STRUCTURAL PARTITION, PROVIDE 6' METAL STUDS AND SHEATHIN6 PER EACH SIDE, SEE STRUCTURAL FOR DETAILS EXISTING CONE 1 124 1 180 5F/15 =12 OGG. GM ON BOTH SIDES FROM OF WATER RESISTANT GAB UNDERSIDE OF CEILING. GWB ON BOTH SIDES FROM STRUCTURAL W/ 5/8' 6W5 B/5 3' -0" x FULL HEIGHT SAFETY GLASS R1=LITE IN B/5 FRAME, TOP TO ALIGN WITH DOOR HT. 13/5 PARTIAL HT 4' -0 RECITE IN B/5 FRAME ® 42'AFF, TOP TO ALIGN WITH DOOR HT. R =12' NEYV1DF. (HI ff GUT EXIST. CONCRETE WAI - O --CUT X r 123 1 FILE EXISTING WORKRM ROOM IT 1 114 1 1 122 1 KEY NOTES 1 H5 1 FIRST FLOOR OFFICE PARTITION PLAN SCALE: I/8" = OFFICE 11161 1 121 I O 1 120 1 0 EXISTING OFFICE OFFICE EXIST. OPEN OFFICE T hal D /M LA I. ALIGN FINISHED SURFACES. 2. CENTERLINE OF MULLION / COLUMN AND PARTITION. 3. ALIGN AT CORNER 4. PROVIDE B/S STAINLESS STEEL DOUBLE COMPARTMENT SINK, 4'i. P -LAM BACKSPLASH, COUNTERTOP, BASE AND UPPER CABINET WITH ONE ADJUSTABLE SHELF. PROVIDE (2) B/S 2' -0 °w. x I'-6° 4,. x I' -611. OPEN P-LAM CABINETS IN UPPER CABINET FOR (2) TENANT PROVIDED MICROWAVE. VERIFY ELECTRICAL REQUIREMENTS FOR MICROWAVE. PROVIDE DISHWASHER * ALL RELATED HOOK -UPS. 5. PROVIDE ADJUSTAB B/5 SHEL 4"h. P -LAM BAGKSFLASI4, COUNTERTOP, BASE AND UPPER CABINET WITH ONE 6. PROVIDE CURVED P -LAM RECEPTION DESK WITH I' -O "dp. x 3'-6'h. P -LAM TRANSACTION SURFACE ABOVE AND 2' -6 "dp. x 2' -5°h. P -LAM WORK SURFACE BELOW WITH KNEE GUT OUT SUPPORTS BELOW AS NEEDED. PROVIDE (2) B/5 I- I /2 "dla. GROMMETS IN WORK SURFACE, VERIFY LOCATION OF GROMMETS WITH TENANT. PROVIDE 3' -0° H.G. ACCESS PER PLAN. 1. PROVIDE B/S P -LAM COUNTERTOP AND BASE CABINET. S. TENANT PROVIDED REFRIGERATOR PROVIDE COLD WATER LINE, IF REQUIRED q. PROVIDE HOP GRAB BAR, SINK, TOILET AND ALL RELATED ACCESSORIES, SEE SHEET A2.4 FOR ENLARGED PLANS. UPGRADE EXISTING WALLS WITH BATT INSULATION AS REQUIRED, SEE SECTION #3 ON SHEET A2.I. 10. PROVIDE NEW STAIRS, SEE DETAILS ON SHEET A2.1. II. PROVIDE PRE -FAB H.G. SHOWER UNIT, SEE SHEET A25 FOR DETAILS. 12. PROVIDE NEW COLUMNS ON EXISTING COLUMN GRID LOCATIONS. - W • • C planning DES 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425 -774 -8219 REGISTRATION 4676 N PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET TITLE SHEET NO. interiors "':.4 architecture PALL STATh OF WASHNOTON RE.CEIV °IED cn-v )F Ti7KWlt.A NOV 27 20071 FIRST FLOOR OFFICE PARTITION PLAN A2.O ELL MAT SOUND BATT INSULATION, ALL RESTROOM WALLS PARTITION NOTES GA. STUDS OR WIRE HANGERS 25 GA. GALV. 3 1/2" MTh. STUDS ® 24" O.G. TO 13'-6" / STAIR a° M11 STUDS AT 24" O.G. W/ 5/8" TYPE 'X" 6115. (FOR CEILING) VERIFY w/ BUILDING OWNER 5/S" TYPE "X" GJNB. BOTH SIDES CONT. STL RUNNER CHANNEL ANCHORED TO FLOOR W/ POWDER ACTIVATED FASTENING SYSTEM HILTI X -ZF 22 PST OR EQUAL .145 DIA. 4 EMBEDMENT 15 5/4" AT 24" OG.G MAX SECTION - BLD. STD PART. REST ROOM SCALE: M.T.S. CONTRACTOR TO VERIFY ALL DIMENSIONS. ALL DISCREPANCIES MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT FOR DIRECTION. ALL PARTITIONS, UNLESS OTHERWISE NOTED, SHALL 5E CONSTRUCTED WITH METAL STUDS AT 24" O.G. WITH 5/6 TYPE 'X' GYPSUM WALLBOARD EACH SIDE. THERE SHALL BE NO EXPOSED FIFE, CONDUIT, DUCTS, VENTS, ETC. ALL SUCH LINES SHALL BE CONGEALED OR FURRED AND FINISHED, UNLESS OTHERWISE NOTED AS EXPOSED CONSTRUCTION ON DRAWINGS. OFFSET STUDS, WHERE REQUIRED, SO THAT FINISHED PARTITION SURFACE WILL BE FLUSH, UNLESS OTHERWISE NOTED. PROVIDE FURRING AT MISTING PARTITIONS AS REQUIRED TO INSTALL ELECTRICAL ITEMS AS INDICATED ON THE DRAWINGS. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS ARE TO BE SIX INCHC3 FROM FACE AT HINGE SIDE OF DOOR TO ADJACENT PARTITIONS. ALL EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. PROVIDE SHEET METAL REINFORCING (S" HORIZONTALLY MOUNTED STRIP OF 20 &A. GALVANIZED SHEET METAL) IN PARTITIONS FOR INSTALLATION OF WALL I-UN6 CABINET WORK AND PANELING INHERE INDICATED ON DRAWINGS INCLUDING ALL OWNER PROVIDED ITEMS. CONTRACTOR TO VERIFY DIMENSIONS FOR ALL PLUMING PARTITIONS. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR DESIGNER AND TENANT APPROVAL PRIOR TO MANUFACTURE OF ANY CABINET WORK, MILLWORK, AND ANY OTHER SPECIAL ITEMS REQUIRING CUSTOM SHOP FABRICATED WORK. SEE DOOR SCHEDULE ON SHEET A2.4 (24) RISERS :-' q - 7 " STAIRWAY VEST1BULE PARTITION LEGEND EXISTING PARTITION TO REMAIN. KEY NOTES BID ALT. 10'-5" i300114/AWNING/ / SIGN DISPLAY 1 221 1 2015/30 =61 OGG E OPEN OFFICE 1 203 u u 11 u u u 11 6° 0 SECOND FLOOR PARTITION PLAN SCALE: I /8" = B/S TENANT PARTITION - B/5 METAL STUDS @ 24 "O.G. WITH 5/S" TYPE 'X' GM ON BOTH SIDES FROM FLOOR TO UNDERSIDE OF HUNG CEILING. =, 51=E DETAIL #1 THIS SHEET -- B/S PLUMBING PARTITION - 6' METAL STUDS @ 24' O.G. WITH ONE LAYER OF WATER RESISTANT 6115 AND ONE LAYER OF PLYWOOD FOR FIXTURE MOUNTING, FROM FLOOR TO UNDERSIDE OF CEILING. ramiammor B/5 ELEVATOR SHAFT, SEE STRUCTURAL DRAWINGS DETAAL *7 SHEET 5-3 === 5/5 TENANT PARTITION - 5/5 6" METAL STUDS @ 24'O.G. WITH 5/8" TYPE 'X' GWB ON BOTH SIDES FROM FLOOR TO STRUCTURE ABOVE, SEE DETAIL #2 THIS SHEET B/5 LOW HEIGHT PARTITION - B/S METAL STUDS ® 24" O.G. WITH 5/8" TYPE "X' GW5 TO +42' A.F.F. PROVIDE GM GAP. =- , B/5 5' -0" x FULL HEIGHT SAFETY GLASS RECITE IN B/5 FRAME. TOP TO ALIGN W/ DOOR HT B/5 PARTIAL HT 4'-O° RELITE IN B/5 FRAM ® 42'AFF. TOP TO ALIGN WITH DOOR HT. I. ALIGN FINISHED SURFACES. 2. CENTERLINE OF MILLION / COLUMN AND PARTITION. 3. PROVIDE B/5 STAINLESS STEEL DOUBLE COMPARTMENT SINK, 4°h. P -LAM 15AGKSPLASH, 13' -01. COUNTERTOP, BASE AND UPPER CABINET WITH ONE ADJJSTABLE SHELF. PROVIDE 5/S 2' -0 °w. x 1' -6 dp. x 1' -6 "h. OPEN P -LAM CABINET IN UPPER CABINET FOR TENANT PROVIDED MICROWAVE. VERIFY ELECTRICAL REQUIREMENTS FOR MICROWAVE. PROVIDE COLD WATER LINE FOR TENANT PROVIDED COFFEE MAKER, IF REQUIRED. 4. PROVIDE B/S 4 "h. P -LAM BACKSPLASH, COUNTERTOP, BASE AND UPPER CABINET WITH ONE ADJUSTABLE SHELF. 5. TENANT PROVIDED REFRIGERATOR. PROVIDE GOLD WATER LINE, IF REQUIRED 6. PROVIDE HGP GRAB BAR, SINK, TOILET AND ALL RELATED ACCESSORIES, SEE ENLARGED PLANS ON SHEET A2.4. UPGRADE WALLS WITH BATT INSULATION AS REQUIRED, SEE SECTION #3 THIS SHEET. 7. EXISTING ROOF ACCESS LADDER 8. UPGRADE EXISTING PARTITION TO STRUCTURAL ABOVE IF NONE EXIST. OPEN 2201 (2030 SERVER 1 204 1 WORRA / REA 40 EXISTING 1/2" MIN. CLEAR FROM TOP OF STUD TO BOTTOM OF 18 6A. 2° DEEP LEG TRACK PROVIDE R -Iq BATT INSULATION FOR OFFICE/WAREHOUSE WALLS 12181 11 OPEN OFFICE JANITOR EXISTING STRUCTURE/ROOF SCALE: N.T.S. WOfr NS RESTROOM 12071 MENS RESTROOM i or risiirAmmil�iilidowaraianlr ri�smitmorssl ount!mm `. 11 1111111111 I. %!!! /! //!!!II!!I fir 10' -I" I0' -I" 3 7 11' -au 10 q' -7° ` CONFERENCE F218 1 215 EXISTING 6LU -LAM BEAM, VERIFY CONDITIONS 354 5F /15 =24 OGG. la A. GONT. TOP TRACK W/ I °MIN. #a FASTENERS. ANCHOR IS GA 2" DEEP LEG DEFLECTION TRACK TO STRUCTURE AS REVD, ATTACH W/ SCREWS EVERY 24" 0.G. IS GA. MTL. 6" STUDS ® 16" 0.G. UP TO 52' -II" 5/6° TYPE "X' 6JN.B. BOTH SIDES CONT. STL RUNNER CHANNEL ANCHORED TO FLOOR W/ POWDER ACTIVATED FASTENING SYSTEM HILTI X -ZF 22 PST OR EQUAL .145 DIA. 4 EMBEDMENT IS 3/4" AT 24' 0G.0 MAX SECTION - FULL HEIGHT WALL W/ DEFLECTION CHANNEL OFFICE 12011 OFFICE 1 211 1 EX ST. OFFICE 126 OFFICE 210 OFFICE 1 215 1 OFFICE 1 211 1 EX 5T. OFFICE 124r MIN. 25 GA. MTL. STUD TOP TRACK, BRACE TO STRUCTURE WITH EITHER 412 GA. GLAV. STL. SUSPENSION HANGER WIRE SET OR 25 6A. METAL STUDS ®a' 0.0. OR 2 PER WALL SECTION MINIMUM, ANCHOR TO TOP TRACK PER MFG. REQUIREMENTS CONT. 25 GA. GALV. STEEL RUNNER CHANNEL ANCHORED TO FLOOR WITH POWDER ACTIVATED FASTENING SYSTEM @ 24" O.G. TRAINING 1221 42q 5F/20 =22 OGG EX ST. OFFICE 1)014L3 li � r ke 1 I fir _i 1!1111111111111111 11111111111111111111L_ 25 GA. STUDS OR IRE HANGERS OPTIONAL AGOUST ATT IF REQUIRED MAT EXIST. CONT. 'L" METAL TRIM WITH PAPER WING 25 GA. GALV. 3-1/2' METAL STUDS 6 24° O.G. - UP TO 13'-6' 5/S" TYPE 'X' 6.115. SECTION - BUILDING STANDARD PARTITION NOT TO SCALE c planning DE interior architecture 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425- 670 -6706 F: 425 -774 -8219 REGISTRATION 4876 N PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET TITLE ARCHITECT PALL u A = STATE OFW 1 c • ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT SECOND FLOOR PARTITON PLAN SHEET NO. RFCEIVFD crry o T IK'OP A NOV 27 2007 A2.1 A9i LT FAVINS EF`A6� 5TMR PARTITION NOTES D14 D13 CONTRACTOR TO VERIFY DIMENSIONS FOR ALL PLUMBING PARTITIONS. METAL SHOP I135I S,g87 SF/200 =45 OGG SCALE: I /I6" = I' - 0" D D CONTRACTOR TO VERIFY ALL DIMENSIONS. ALL DISCREPANCIES MUST BE BROUGHT TO THE IMME=DIATE ATTENTION OF THE ARCHITECT FOR DIRECTION. ALL PARTITIONS, UNLESS OTHERWISE NOTED, SHALL BE GONSTRUGTE D WITH METAL STUDS AT 24° O.G. WITH 50 TYPE 'X' GYPSUM WALLBOARD EACH SIDE. THERE SHALL BE NO EXPOSED PIPE, CONDUIT, DUCTS, VENTS, ETC. ALL SUCH LINES SHALL BE CONGEALED OR FURRED AND FINISHED, UNLESS OTHERWISE NOTE=D A5 EXPOSED CONSTRUCTION ON DRAWINGS. OFFSET STUDS, WHERE REQUIRED, 50 THAT FINISHED PARTITION SURFACE WILL BE F=LUSH, UNLESS OTHERWISE NOTED. PROVIDE FURRING AT EXISTING PARTITIONS AS REQUIRED TO INSTALL ELECTRICAL ITEMS AS INDICATED ON THE DRAWINGS. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS ARE TO BE SIX INCHES IOM FACE AT HINGE= SIDE OF DOOR TO ADJACENT PARTITIONS. ALL EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. PROVIDE SHEET METAL REINFORCING (S" HORIZONTALLY MOUNTED STRIP OF 20 GA. GALVANIZED SHEET METAL) IN PARTITIONS FOR INSTALLATION OF WALL HUNG CABINET WORK AND PANELING WHERE INDICATED ON DRAWINGS INCLUDING ALL OWNER PROVIDED ITEMS. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR DESIGNER AND TENANT APPROVAL PRIOR TO MANUFACTURE OF ANY CABINET WORK, MILLWORK, AND ANY OTHER SPECIAL ITEMS REQUIRING CUSTOM SHOP FABRICATED WORK. L (I35A) 12' -O ASSEMBLY AREA 1134 o° 11,816 5F /200 = OCG 1135A METAL SHOP OFFICE 0 MeV RMF N9RE D10 D9 D8 D7 FIRST FLOOR SOUTH MANUF. PARTITION PLAN PARTITION LEGEND EXISTING PARTITION TO REMAIN. T B/S TENANT PARTITION - 6/S 6" METAL STUDS @ 24 "OC. WITH 5/5" TYPE 'X' GWB ON BOTH SIDES FROM FLOOR TO STRUCTURE ABOVE, SEE DETAIL *2 ON SHEET A2.I T B/S WAREHOUSE PARTITION - 5/5 6" ME=TAL STUDS ® 24 "O.C- WITH 5/E" TYPE 'X' GM ON BOTH SIDES FROM FLOOR TO IQ'-6" A.F.F. Is PARTIAL HT 5-0" RELITE IN B/5 FRAME @ 42 "AFF, TO P TO ALIGN WITH DOOR HEIGHT PROVIDE R-19 STICK-PINNED INSULATION TO ALL EXTERIOR WAREHOUSE WALLS, TYP. (NOTE: CONTRACTOR TO VERIFY PLYWOOD WAINSCOTING LOCATION WITH TENANT) KEY NOTES WOOD SHOP OFFICE (156A) 156A1 I. ALIGN FINISHED SURFACES. 2. CENTERLINE OF MULLION / COLUMN AND PARTITION. 3. PROVIDE DRAFT CURTAIN, VERIFY WITH TENANT 10 DAWNS EAseeta f f ` > '. D (136E3) PROVIDE NEM GONZE1E STAR VERIFT HI. MA% 7' FIR RI :SR RR ma lei 3'-0' MAN DOM 0 D D Ems (J� Leo SF/I!F1:2 =G. MATCH LINE • 4.= .IFA —OJT EMT. =CRETE PI Du1434 REGISTRATION SHEET TITLE SHEET NO. PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS c a 1,NELL planning interiors =:,. architecture DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425774 -8219 RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT FIRST FLOOR SOUTH MANUFACTURING PARTITION PLAN RECEIVED CITY or TM /MA NOV 27 2007 A2.2 MATCH LINE bo Me42 oa VW. vim. vim. ---uir COT. oarrr:ne 51,000 5F/200 : 285 OGG 0 0 0 MANUF. FLOOR 1 151 ( FEN IR ii 0 0 0 PARTITION NOTES O 0 0 SCALE: VS" = 1' -D" FIRST FLOOR NORTH MAUNFACTURING PARTITION PLAN CONTRACTOR TO VERIFY ALL DIMENSIONS. ALL DISCREPANCIES MUST BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT FOR DIRECTION. ALL PARTITIONS, UNLESS OTHERWISE NOTED, SHALL BE CONSTRUCTED WITH METAL STUDS AT 24" O.G. WITH 5/8° TYPE 'X' GYPSUM WALLBOARD EACH SIDE. THERE SHALL BE NO EXPOSED PIPE, CONDUIT, DUCTS, VENTS, ETC. ALL SUCH LINES SHALL BE CONGEALED OR PURRED AND FINISHED, UNLESS OTHERWISE NOTED A5 EXPOSED CONSTRUCTION ON DRAWINGS. OFFSET STUDS, WHERE REQUIRED, 50 THAT FINISHED PARTITION SURFACE WILL BE PLUSH, UNLESS OTHERWISE NOTED. PROVIDE PURRING AT EXISTING PARTITIONS AS REQUIRED TO INSTALL ELECTRICAL ITEMS AS INDICATED ON THE DRAWINGS. DOOR AND CASED OPENINGS WITHOUT LOCATION DIMENSIONS ARE TO BE SIX INCHES FROM PACE AT HINGE SIDE OF DOOR TO ADJACENT PARTITIONS. ALL EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT USE OF KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT, PROVIDE SHEET METAL 1ZEINFORCING (8° HORIZONTALLY MOUNTED STRIP OF 20 GA. GALVANIZED SHEET METAL) IN PARTITIONS POR INSTALLATION OF WALL HUNS CABINET WORK AND PANELING WHERE INDICATED ON DRAWINGS INCLUDING ALL OWNER PROVIDED ITEMS. CONTRACTOR TO VERIFY DIMENSIONS FOR ALL PLUMBING PARTITIONS. CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR DESIGNER AND TENANT APPROVAL PRIOR TO MANUFACTURE OF ANY CABINET WORK, MILLWORK, AND ANY OTHER SPECIAL ITEMS REQUIRING CUSTOM 5HOP FABRICATED WORK. O 0 $R CEIVING 11381 6,44cI SF/200 =32 OGG D6 D5 D4 D3 D2 D1 KEY NOTES X I. NOT USED. 2. CENTERLINE OF MULLION / COLUMN AND PARTITION. 3. PROVIDE PLASTIC STRIPS, VERIFY WITH TENANT. INVENTORY 1 13 1 6100/5000 =2 OCG. EXISTING OFFICE 1 158A 1 PARTITION LEGEND EXISTING PARTITION TO REMAIN. B/5 TENANT PARTITION - B/5 6° METAL STUDS ® 24 °O.C. WITH 5/8° TYPE 'X' GWB ON BOTH SIDES FROM FLOOR TO STRUCTURE ABOVE, SEE DETAIL #1 ON SHEET A2.I. PROVIDE R -19 STICK- PINNED INSULATION TO ALL EXTERIOR WAREHOUSE WALLS, TYP. (NOTE: CONTRACTOR TO VERIFY PLYWOOD WAINSCOTTING LOCATION WITH TENANT) DO-43 planning interiors architecture D E S 1 G 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670-6706 F: 425 -774 -8219 REGISTRATION PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET NO. RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 ISSUED /REVISIONS 1 1 - 27 - 07 ISSUED FOR PERMIT NOV 2 7 mg SHEET TITLE FIRST FLOOR NORTH MANUFACTURING PARTITION PLAN A2.3 DOOR SCHEDULE DOOR* RATED WIDTH HEIGHT TYPE FINISH FRAME MAT. FRAME FINISH HARDWARE REMARKS IOIA - 3' -0° 5/5 A 5/5 5/5 B/5 HW-5 IOIB - 3' -0° B/5 A 5/5 B/5 B/5 HW$ IOIG - 3' -0° 5/5 A 5/5 5/5 5/5 HW$ 102 - 3' -0° 5/5 A 5/5 5/5 13/5 14W -3 103 - 3' -0° 5/5 A B/5 5/5 B/S HW -3 104 - 3' -0° B/5 A 5/5 5/5 B/5 11W-5 105 - 3' -0°(PR) B/5 G 5/5 B/5 B/S HW -6 CENTER ON WALL 106 - 4' -0° 5/5 P 5/5 5/5 B/5 HW- IOSA - 3' -0° 5/5 A B/5 B/5 B/5 14W-5 1055 - 3' -0" 5/5 A 5/5 5/5 B/5 HW -3 1080 - 3' -0° 5/5 A 5/5 B/5 5/5 HW-5 110 - 3' -0" 5/5 A 5/5 5/5 5/5 11W -2 III - 3' -0" 5/5 A 5/S 5/5 5/5 11W-4 IIIA - 3' -0" 5/5 A B/S 5/5 5/5 H1 112 - 3' -0" B/5 A 5/5 5/5 5/5 HW-4 114 - 3' -0" B/5 A 5/5 5/5 5/5 1131-5 126 - 3' -0" B/5 A 5/5 B/5 5/5 14W-2 134 - I2' -0° B/5 D 5/5 5/5 5/5 — 135 - 5-0" 5/5 A B/5 5/5 5/5 HW-3 I35A - 3' -0" 5/5 A B/S 5/5 B/5 HW-3 CENTER ON WALL 136 - 3' -0° 5/5 A 5/5 5/5 B/5 NW-2 I36A - 3' -0° 5/5 A 5/5 5/5 5/5 NW -3 CENTER ON WALL 136E - 3' -0" 5/5 B 5/5 5/5 5/5 NW -2 1360 - 12' -0" B/5 D 5/5 B/5 5/5 --- 138A - 3' -0° 5/5 A B/5 5/5 5/5 111 138E - 12'-O° 5/5 D 5/5 5/5 B/5 --- IS A - 3' -0" 5/5 A 5/5 B/5 5/5 NW -3 I3 - I2' -0" 5/5 D B/5 5/5 B/5 -- 202 - 4' -0° 5/5 P B/5 5/5 B/5 HW -3 205A - 3' -0" B/5 A B/5 5/5 B/5 HW -3 2035 - 3' -0" 5/5 A B/5 B/5 B/5 11W -5 205 - 3' -0° 5/5 A B/5 B/5 5/5 11W -3 208 - 3' -0" 5/5 A B/5 B/5 5/5 HW -3 204 - 3' -0" 5/5 A 5/5 B/5 5/5 H1/1-5 210 - 3' -0" B/5 A B/5 B/5 5/5 14W -3 211 - 3' -0 5/5 A 5/5 5/5 B/5 HW -2 2I2A - 3' -0° 5/5 A 5/5 5/5 B/5 HW -3 2125 - 3' -0" 5/5 A B/5 5/5 5/5 HW-3 215 - 3' -0" B/5 A 5/5 5/5 5/5 HW-5 211 - 3' -0" B/5 A B/5 5/5 5/5 1414-3 218 - 3' -0" B/5 A 5/5 5/5 B/5 11W-3 DOOR TYPES 5/5 ROLL HARDWARE PER -UP DOOR MANUFACTURER 5/5 3' SOLID DOOR. GORE B/5 METAL B/5 SOLID DOOR DOUBLE CORE DOOR 5/5 4' DOOR SOLID CORE r(il a I i o ® 0 0 HARDWARE TYPES - VFY W/ OWNER HW -I - TENANT ENTRY NOTES: 5/5 EXTERIOR DOOR HARDWARE 4 CLOSER. I. ALL DOOR AND DOORWAYS SHALL GPMLY WITH ICG /ANSI AI11.1 -2003 CODES, SECTION 404 NW -2 - TENANT INTERIOR, LOCKING 2. MANUF. = BUILDING STANDARD 5/5 LOCK-SET 3. CONTRACTOR TO REUSE AND RELOCATE EXISTING DOORS AND HARDWARE 1011-13QE POSSIBLE. HW-3 - TENANT INTERIOR, LATCHING 4. ALL DOORS TO BE EQUIPPED WITH LEVER -TYPE LATCHING HARDWARE OR OTHER 5/5 LATGHSET APPROVED HANDICAP ACCESSIBLE CONFIGURATION PER ICG /ANSI 4042.6 HW-4 - TENANT INTERIOR SHOWER ROOM DOORS 5. ALL DOORS TO 5E OPENABLE FROM THE INSIDE WITHOUT A KEY OR ANY SPECIAL B/5 PRIVACY HARDWARE KNOWLEDGE OR EFFORT. 141 - TENANT INTERIOR RESTROOM PUSH PULL 6 • EXISTING DOORS TO REMAIN. B/5 PRIVACY HARDWARE HW-6 - TENANT INTERIOR DOUBLE DOOR 5/5 DOUBLE DOOR LATGHSET 0 JANITOR 1 205 1 KEY NOTE: I. PROVIDE WALL MOUNTED PAPER TOWEL DISPENSOR, VERIFY LOCATION AND SPEC. 2. PROVIDE RECESSED PAPER TOWEL DISPENSOR, VERIFY LOCATION AND SPEC. SCALE: N.T.S. SCALE: N.T.S. ENLARGED FIRST FLOOR RESTROOMS /SHOWERS PLAN #111 & #112 O O b- MENS RESTROOM 120 WOMEN'S RESTROOM 1 206 1 6' -0 00 5' -S° 4' -0° 1 ENLARGED SECOND FLOOR RESTROOM PLAN #206 & #207 DO 434 SEE SHEET A2.5 FOR ELEVATIONS REGISTRATION 4676 N PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET TITLE SHEET NO. „, COLI planning interiors a ti DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 - 6706 F: 425 - 774 - 8219 PAID STATE OFW - ON RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT RE.CEIVED CPt'Pop TtxvvItA NOV 2 7 2007 DOOR SCHEDULE/ ENLARGED RESTROOM PLANS A2.4 3'- B' - 0 11 MIRROR VFY. SIZE TILE TILE BASE INSULATE EXPOSED H0T WATER LINE AND DRAIN LINE LIGHT FIXTURE (verify) MIRROR VFY. SIZE n SPENSER PAPER TOWEL DISPENSER \ tr n INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE RESTROOM WOMEN 111 ELEV. SCALE: 5/8"=1 LIGHT FIXTURE (ver ify) EQ EQ n SOAP DISPE SOR 6'-O° SCALE: 5/8"=1 RESTROOM MEN 112 ELEV. SCALE: 5/8' TILE BASE TILE 3'-O" RESTROOM MENS 207 ELEV. 2411 min. 5 I -0 11 36 "min. 1 ' -6 11 (3) EQ. \ TILE BASE TILE 36 "mIn. TILE X x E x \c EE E x \ E :— ( E E ( a'' \ \ \r _ \ TILE 1 1/2" GRAB BAR NAPKIN DISP. TOILET PAPER TILE I I/2" GRAB BAR 36 "min. /- min. 36 "mIn. 24" min. 9 51 - 01I 54"min. 42°min. RESTROOM MEN 112 ELEV. SCALE: 3/8 "= I' -O" S RESTROOM WOMEN 111 ELEV. SCALE: 5/8"=1 1 2" mcK / / RESTROOM MOUNTING HEIGHTS SCALE: 5/8"=1 (3) EQ. (2) EQ. 1 MOUNT PARTITION ONTO COLUMN ,1k RESTROOM WOMENS 206 ELEV. SCALE: 5/8"=1 5 1 - G° TILE BASE LIGHT FIXTURE (verify) MIRROR VFY. SIZE RECESSED �. PAPER TOWEL w DISPENSER } 0 i MIRROR VFY. SIZE SOAP D I SPENSO INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE max SEAT �� A li CONTROL WALL -" WALL 36" X BACK WALL PREFAB HC SHOWER ELEV. SCALE: 1/4"=1 LIGHT FIXTURE (verify) E 6 ` E E m INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE NOTES: I. THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 15 INCHES_ THE SPACE BETWEEN THE GRAB BAR AND THE OBJECT BELOW AND AT THE ENDS HAS TO BE I. INCHES MIN. THE SPACE BETWEEN THE GRAB BAR AND THE PROJECTING OBJECTS ABOVE SHALL BE I5 IN. MAX. ANSI 60a.3 2. SEAT SHALL BE L- SHAPED OR RECT. THE SEAT SHALL EXTEND FROM THE SACK WALL TO A POINT WITHIN B" OF THE COMPARTMENT ENTRY. ANSI 610.3 5. MEET ALL ANSI REQUIREMENTS FOR SEATS, CONTROLS AND SHOWER UNITS PER ANSI 608. interiors';,, a DESIG = N 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425 - 774 -8219 REGISTRATION SHEET NO. PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS RECEFVED g t(WiiA NOV 27 21101 SHEET TITLE RESTROOM ELEVATIONS/ MOUNTING HEIGHTS A2.5 ELL c , - 1 1 ( _ 13 r , 3'- B' - 0 11 MIRROR VFY. SIZE TILE TILE BASE INSULATE EXPOSED H0T WATER LINE AND DRAIN LINE LIGHT FIXTURE (verify) MIRROR VFY. SIZE n SPENSER PAPER TOWEL DISPENSER \ tr n INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE RESTROOM WOMEN 111 ELEV. SCALE: 5/8"=1 LIGHT FIXTURE (ver ify) EQ EQ n SOAP DISPE SOR 6'-O° SCALE: 5/8"=1 RESTROOM MEN 112 ELEV. SCALE: 5/8' TILE BASE TILE 3'-O" RESTROOM MENS 207 ELEV. 2411 min. 5 I -0 11 36 "min. 1 ' -6 11 (3) EQ. \ TILE BASE TILE 36 "mIn. TILE X x E x \c EE E x \ E :— ( E E ( a'' \ \ \r _ \ TILE 1 1/2" GRAB BAR NAPKIN DISP. TOILET PAPER TILE I I/2" GRAB BAR 36 "min. /- min. 36 "mIn. 24" min. 9 51 - 01I 54"min. 42°min. RESTROOM MEN 112 ELEV. SCALE: 3/8 "= I' -O" S RESTROOM WOMEN 111 ELEV. SCALE: 5/8"=1 1 2" mcK / / RESTROOM MOUNTING HEIGHTS SCALE: 5/8"=1 (3) EQ. (2) EQ. 1 MOUNT PARTITION ONTO COLUMN ,1k RESTROOM WOMENS 206 ELEV. SCALE: 5/8"=1 5 1 - G° TILE BASE LIGHT FIXTURE (verify) MIRROR VFY. SIZE RECESSED �. PAPER TOWEL w DISPENSER } 0 i MIRROR VFY. SIZE SOAP D I SPENSO INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE max SEAT �� A li CONTROL WALL -" WALL 36" X BACK WALL PREFAB HC SHOWER ELEV. SCALE: 1/4"=1 LIGHT FIXTURE (verify) E 6 ` E E m INSULATE EXPOSED HOT WATER LINE AND DRAIN LINE NOTES: I. THE SPACE BETWEEN THE WALL AND THE GRAB BAR SHALL BE 15 INCHES_ THE SPACE BETWEEN THE GRAB BAR AND THE OBJECT BELOW AND AT THE ENDS HAS TO BE I. INCHES MIN. THE SPACE BETWEEN THE GRAB BAR AND THE PROJECTING OBJECTS ABOVE SHALL BE I5 IN. MAX. ANSI 60a.3 2. SEAT SHALL BE L- SHAPED OR RECT. THE SEAT SHALL EXTEND FROM THE SACK WALL TO A POINT WITHIN B" OF THE COMPARTMENT ENTRY. ANSI 610.3 5. MEET ALL ANSI REQUIREMENTS FOR SEATS, CONTROLS AND SHOWER UNITS PER ANSI 608. interiors';,, a DESIG = N 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425 - 774 -8219 REGISTRATION SHEET NO. PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS RECEFVED g t(WiiA NOV 27 21101 SHEET TITLE RESTROOM ELEVATIONS/ MOUNTING HEIGHTS A2.5 ELL \ ,1 EQ. EQ. EQ. EQ. y EQ. E. y EQ. f . , f , ,r 1 1 (b) E. L f / / \\ _7 y / V I \ / I / J. \ I /I / / \ / \ / i i v i 1 /N / / \ \ /\ / / \ \ /\ / / \ \ /\ / / \ \ / / I / r / I \ /- 1 / \ r \ \ \ / COPIER \ 1I o -I ti \ - . 3 EQ. EQ. — / \ N \ \ /-\ / / / \ \ \/ / / / \ \ \ N./ /-\ / / \ \ \ / / \ / \ / \ / \ / 0 \ \ 0 \ / \ / \ \ / \ \U/ / \ / \ HOI'IZ \ . ..' 1 ,1 EQ. EQ. EQ. EQ. y EQ. E. y EQ. f . , f , ,r 1 1 , EQ. EQ. L 1 , / / \\ _7 y / V I \ / I / J. \ I /I / / \ / \ / i i v i 1 I \ I\ I \ / I / I/ / I I I / 1 / /1 / 1\ / ,. • I \ - I \ 1 / \ 1 / 1 \ 1/ W /T\ / • I \ \ / I - I \ 1 / \ 1 / \ I / \ /I\ / I I � \- / . I / \ I/ \I/ / / I / r / I \ /- 1 / \ r \ \ \ / COPIER \ ' ,. \ - . 3 EQ. EQ. EQ. EQ. 1 y EQ. EQ. , EQ. EQ. 1 1 , I , 1 , „0 1 / \ / \/ I I / 1 / /1 / 1\ / ,. • I \ - I \ 1 / \ 1 / 1 \ 1/ W /T\ / • I \ \ / I - I \ 1 / \ 1 / \ I / \ /I\ / I I � \- / . I / \ I/ \I/ / / I / r / I \ /- 1 / \ 1 1 \ \ \ / / \ EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. 1 y EQ. EQ. , EQ. EQ. 1 1 , I , 1 , „0 1 / \ / \/ \ \ . \ \ \ . I 7/ I / 1 / \` l{J // \ , , 'i / / \ 1 1 \ \ \ / / \ \ \ \ ,''I \ / I\ / I \ / I \ / I \ / I 1 \ / I \ / I \ / I \ \ \ / 1 1 2' -0" 1 =I 1 1 , , -(i \ \ \ , , 'i / / \ \ \ \ \ / / \ \ \ \ } E , / , / / \ \ / \ / EQ. � , EQ. L EQ. L EQ. EQ. \ \ / \ / \ / \ \ / \ \U/ / \ / \ I 2-0 ° • 2' -0" g =I Oil , , -(i \ \ \ , , 'i -., \ -'(b\ , \ \ \ , 7 , x \ \ \ } E , / , \ \ \ . 7 , ' , EQ. � , EQ. � , EQ. L EQ. L EQ. EQ. I 2-0 ° • 2' -0" g =I Oil P -LAM CURVED TRANSACTION GTR P -LAM WORK SURFACE 4 ACCESSIBLE COUNTER P -LAM SIDE SUPPORT PANEL P -LAM KNEE CUT OUT SUPPORTS 4° BASE COPIER 6' -0' f EQ. y EQ. EQ. OPEN BB..OW RECEPTION *123 SCALE: B /8 " =1' -O" EQ. EQ. EQ. 0 6 0 cv EQ. EQ. EQ. EQ. COPY /WORK AREA #219 SCALE: 3/8 "= I -O" P. LAM UPPER CABINETS W/ (2) ADJ. SHELF P. LAM BASE CABINET EQ. EQ. EQ. i, EQ. EQ. I. '1 F.? cv EQ. EQ. EQ. / EQ. EQ. EQ. EQ. EQ. / 7 • / / . 7 ,\ / \ / / /'�\ ,• \ / • \ / \ / \ _/ \- _/ \ 1 7 \ 7 \ , n` 7 7 7 '/ \ 7 ■ 7 \ / , / 7 / EC/ �, EQ. �, EQ. �, EQ. �, EQ. �, EQ. EQ. EQ. BREAK /LUNCH ROOM *108 SCALE: 3/8 "= I -O" ALIGN W/ FACE OF UPPER CABINETS BEYOND. P -LAM BASE CABINET P -LAM CURVED TRANSACTION OR P -LAM WORK SURFACE $ ACCESSIBLE COUNTER P -LAM SIDE SUPPORT PANEL 4'h BASE EQ. / / \ 1 ,. /\ \ / N \ / \ \ / \/ \� / \ / / \ / /\ / \ / / \ / r \ / 1- / EQ. WORKROOM *113 SCALE: 5/8"=1'--0" P. LAM UPPER CABINETS W/ (2) ADJ. SHELF P. LAM UPPER CABINETS W/ (2) ADJ. SHELF 4 P. LAM BACK SPLASH$ G. TOP P. LAM BASE CABINET W/ (I) ADJ. SHELF 4'h P. LAM BACK SPLASH4 G. TOP m P. LAM UPPER CABINETS W/ (2) ADJ. SHELF PLAM OPENING 2' -0 "d SHELF FOR OWNER PROVIDED MW. VERIFY REQJELEG. 4'41 P. LAM BACK SPLASH* G. TOP P. LAM BASE CABINET W/ (I) ADJ. SHELF P. LAM SINK BASE GANNET OPEN BELOW. PROVIDE DISHWASI-IER 4 ALL RELATED HOOK -UPS N l 1 N 2'-0" RECEPTION *123 SCALE: 3/8 I' -O" 6 4 "h P. LAM BACK SPLASH* C. TOP F. LAM BASE CABINET P. LAM BASE CABINET W/ (I) ADJ. SHELF W/ (I) ADJ. SHELF 6 REF, / r` 1 1 l 1 r`. , - -11 / V n WORKROOM *113 SCALE: 3 /S "= I' -O" 1, 4 2 EQ. , r RECEPTION #123 SCALE: 3/5"= ILO" EQ. I, EQ. I, EQ. I, EQ. L EQ. L EQ. L 3' -0" P. LAM UPPER CABINETS W/ (2) ADJ. SHELF 4"h P. LAM BACK SPLASH* G. TOP, PL-4 P. LAM BASE CABINET 12'-0" S EQ. / �. \ / \ / ^ \ / \ / \ \ / \ \ / \ X / \ / / \ / \ , 2' -0" , , 5 C 4 ) BREAK /LUNCH ROOM *108 SCALE: 3/8 - I -O CURVED FRONT P -LAM RECEPTION DESK P -LAM WORK SURFACE 6 ACCESSIBLE COUNTER P -LAM SIDE SUPPORT PANEL, SHOWN AT ANGLE OPEN KNEE SPADE 4 BASE 143 2 COFFEE BAR ©OPEN OFFICE *211 SCALE: 3/S "= I' -O" \ n WORKROOM *113 SCALE: 3/8 "= I '--O" / '1 EQ. L EQ. L EQ. $' 6 EQ. 5 E E. / SCALE: 3/8 "= I' -O" J/ - RECEPTION *123 3 -0' P. LAM UPPER CABINETS W/ (2) ADJ. SHELF 4 °h P. LAM BACK SPLASH$ G. TOP, PL-4 P. LAM BASE CABINET ``P. LAM BASE k. CABINET COLUMN i..i E L L planning interiors`'- :. architecture DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425- 670 -6706 F: 425 - 774 -8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS SHEET TITLE SHEET NO. 4676 \ PROJECT CONSULTANTS N ' REsTDRa ARCHITECT PAUL 1 A STATE OF W • 1 r ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT RECEIVED crr'rc i-s!K /LA NOV 2 7 2007 CASEWORK/CABINETRY ELEVATIONS & SECTIONS A2.6 TO 0 0 o} \ 1 O �t FIRST FLOOR T.O. SLAB NOTE: LADDER BE PRIMED AND PAINTED FLAT GLOSS ENAMEL 'I I' -4" MIN. GUAR - 1 FRONT ELEVATION P/Z\\ZNZ‘Z\ PROVIDE NEW SUSPENDED 2x4 CEILING GRID 4 TILES 4 in 01 ELEVATOR PIT LADDER SCALE: S/4 "= I' -O" I -I/2° DIA. HANDRAIL SET I -1/2" FROM THIr WALL. PROVIDE IN -WALL BLOCKING AS REQ. IDI - r 15-I' =12 RJSER5 / 11 TREADS 3/S° x 2" STEEL SIDE RAILS I" DIA. STEEL RUNGS THRU SIDE RAILS $ WELDED ( 12" O.G. MAX. ) 3/4" DIA. EXP. sOLTS ( TYP. ) PROVIDE BLOCKING AS REQUIRED 3/8 "x2 °STL. BRACKETS. WELD TO SIDE RAILS ELEVATOR PIT FLR. EXISTING 511JGTURE- GLU- LAMS /JOIST SYSTEM 4 5' FROVIDE NJ LATEFIS 5/8" TYPE "X' bre SECTION AT STAIRWELL 1/2 " = I' -O" WALL To EXTEND LINDER STAIRS SIDE EXISTING ROOF STUCTURE 8 STAIRTREAD TO LANDING DETAIL I ' -O" NOTES: 1. VERIFY ALL REQUIREMENTS WITH MANUFACTURER 2. DETAILS SHOWN W/ WOOD STUDS, CONTRACTOR CAN SUBSTITUTE 6' MTL STUDS, IF PREFERRED. 3. SEE DETAIL 7, SHT. S -3 FOR ELEV. SHAFT WALL GENERAL ELEVATOR SPECIFICATIONS: HYDRAULIC ELEVATOR— TI- +YSSENKRUFF FRE —ENG I NEERED O I LDRAUL I G —AMEE 2 I O I LDRAUL I C TW I NFOST HOLELESS OR EQU I VALENT. NOTE: 1. REFER TO STRUCTURAL DINGS FOR ASSUMED ELEVATOR REACTIONS USED FOR PRIMARY STRUCTURAL DESIGN. 2. ELEVATOR AND CAB TO MEET ALL AFFL I CABLE CODES INCLUDING I GC /ANSI A11 2005 ACCESS GODES. ELEVATOR CONTRACTOR SHALL FROVI DE SHOP DRAAI NOS SHOWING FLAN OF F 1 T, HO I STWAY AND MACHINE RM. INDICATING EQU I FMENT, ELEV. SECTION OF HO I STWAY AND DETAILS FOR GAR ENCLOSURE. PROVIDE SAMPLES OF FINISH MATERIALS TO THE DESIGNERS. FROV I DE HALLWAY GALL BUTTONS, CONTROLS /ALARMS, LANTERNS, AND S I GNAGE TO MEET ACCESS GODES. FROV I DE ALL MACHINES RM. EQU I FMENT AND CONTROLLER CAE NET. FROV I DE ADEQUATE VENTS 1 N MACHINE ROOM TO D I SS I FATE HEART AND HO I STWAY VENT. FROV I DE OPPOSITE HAND ELEVATOR CONTROL STATIONS W/ FLOOR ALARMS, DOOR OPEN AND EMERGENCE STOP 5UTTONS W/ RAISED TACT 1 LE SYMBOLS FED CODE. FROV I DE DUPLEX 120V AC CONVENIENCE OUTLET E I N I SHES AND LIGHTING W/ DESIGNER. II' -I ° -12 RISERS / II TREADS PIT LADDER PIT LADDER SEE DETAIL 61 S14EETA2.1 AIIST FLOOR EL: +O' -0' &, 1 All j O 1 16, • 4 _emu 1 1 9 51M. I I 111 4 2 LAYER5 OF TYPE 'x' 6W6. OVER 2X SLOGKIN6 (JOINT5 FIRE TAPID) RATING A5 REQ. BY CODE FOR ANY PENETRATIONS, (IF IRE:2JIR®) T.O. EXIST. VARIES 2ND -: +I4' -O DOWEL REINFORCED JOINT SEE STRUCTURAL FOR DETAIL 4 PROVIDE BI ELA5TOMMIG HATER M1RANE AT BOTH BOTTOM AND 510E5 VERIF7 REQ. FOR SUMP PIT ( 4' GONG. LINER ) ELEVATOR SHAFT SECTION SCALE: S /8 "= I' -O" 1'-4" CLEAR HOISTWAY ELEVATOR PLAN 1/2 "= I -O" III�� I III III' jj 111 11111 =III III - -'' — iii ii 1512 X 6 WOOD STUDS 012' O.G. W/ 5/8" TYPE 'X' 6J"I.B. BOTH 51PE5 (1 -HOUR RATED GONSTRUGTION 12' -2° MIN. CLR REQUIRED AT 100 FPM OR LESS WITH TOP OVERTRAVEL OF 3° I2'-5" MIN GLR REQUIRED ABOVE 100 FPM WITH TOP O' ERTRAVEL OF 6° TOP GUIDE RAIL BRACKET TO BE INSTALLED AS REQ'D ABOVE FINISHED FLOOR IN OVERHEAD. SUPPORT PROVIDED BY G.G. FIN. FLR MAXIMUM UNSUPPORTED RAIL BRACKET SPACING 1 "-VERIFY ALL W/ MANE, SPECS MOUNT RAIL BRACKETS AT I'-4' BELOW EACH FINISHED FLOOR LEVEL. >3' WIDE x 6" HIGH ELEC. RACEWAY, LOCATION DETERMINED BY RELATIONSHIP TO MACHINE ROOM. 1 T.O. ROOF DECK +14' -0" ABOVE SECOND FLOOR < 4X6X3/8" THRU ATTACHED WITH 3/8' X 6" BOLTS © 12 "O. 2'X6° WOOD STUDS ®12" O.G. W/ 5 0 TYPE 'X' MI5 BOTH SIDES (I-HR. CONSTRUCTION -WALL TYRE GA-W-5661) R-1 AGOUST.INSUL. EXISTINGI Y2' LIGHTWEIGHT GONGFtti t ON Y' UNDERLAYMENT ON %I' T.G. PLYWOOD. (MATCH EXISTING ADJACENT CONSTRUCTION. ELEVATOR DOOR SILL PROVIDED BY ELEV. MFR. 2 "X6" WOOD STUDS ® IT O.G. W/ 5/6" TYPE 'X' GW5 BOTH SIDES (I-HR. CONSTRUCTION -WALL TYPE GA- WP -366I) R -101 ACOUST. INSUL. ELEVATOR SHAFT DETAIL@ ROOF -VENT AS REQ. SCALE: S "= I' -O" EXISTING ROOFJOISTS SCALE: S " =1' —O" (P P.XISTING 'COX' PLYWOOD ROOF DECK ELEVATOR DOOR HEAD SCALE: S "= .• • ELEVATOR DOOR SILL EXISTING INSULATION- RE:LACE IF DISTURBED. (R -50) ELEVATOR SHAFT SHEATHING PER SHEET 5-5 DETAIL 1 5HEATHING PER SHEET 5-3 DETAIL 7 T.O. DOOR FRAME +1'-0° A.F.F. VERIFY R.D. SIZE W/ ELEV. SUPPLIER • (2) LAYERS GAS T.O. 2ND FLOOR A.F.F. EXISTING FLOOR JST. MODIFIED PER STRUGT. TO ACCOMMODATE NEW ELEV. SHAFT c plannin interiors'‘ architecture D E S I G V N 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 -670 -6706 F: 425 - 774 - 8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET TITLE ELEVATOR & INTERIOR STAIR DETAILS SHEET NO. 4876 N \ REGSTEREDARCHnECT y PA i�o A STATE OF • ; 1 e • RECEIVED CITY OF Tt IKW!L A NOV 272007 A2.7 LIGHTING NOTES CEILING HEIGHTS ARE FROM SLAB TO FINISHED CEILING. EXIT VESTIBULE 1 101 PROVIDE FIRE DAMPERS AT ALL SUPPLY AND RETURN AIR OUTLETS, INLETS, OR DUCTS PENETRATING FIRE RATED ASSEMBLIES, ENCLOSURES, WALLS, FLOORS, OR SURFACES, AND AS REQUIRED BY FIRE DEPARTMENT, IF APPLICABLE. CONTRACTOR SHALL OBTAIN APPROVAL FROM DESIGNER OF ALL THERMOSTAT LOCATIONS. ALL REQUIRED EXIT SIGNS SHALL HAVE LETTERS SIX INCHES HIGH MINIMUM AND SHALL CONFORM WITH All APPLICABLE CODES. LIGHT SWITCHES SHALL BE INSTALLED AT +48" A.F.F. MULTIPLE SWITCHES SHOULD BE GANGED TOGETHER UNLES OTHERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE EMERGENCY LIGHTING, STROBE LIGHTS, AUDIO - VISUAL ALARMS, TO MEET ALL APPLICABLE CODES. CONTRACTOR TO VERIFY ALL SWITCH LOCATIONS WITH TENANT PRIOR TO INSTALLATION. NUMBER OF SWITCHES FOR OPEN AREA IS BIDDER DESIGN. SWITCHES INDICATED ON DRAWING FOR OPEN AREA ARE FOR REFERENCE ONLY. CONTRACTOR SHALL PROVIDE SEISMIC BRACING @ ALL RELOCATED LIGHT FIXTURES. STORAGE CLOSET EXI T. OFFICE 1 1321 EXIST. OPEN OFFICE EXISTING OFFICE LIGHTING LEGEND 1N/5 1 iti 4- F ART PLOTTERS OFFICE I103I 11021 EXISTING OFFICE EXPANDED ELECT. I1051 EXISTING OFFICE 11251 PLOTTER ROOM 106 EXISTING 8/5 2 x 4 FLUORESGENT LIGHT FIXTURE TO REMAIN RELOCATED EXISTING 5/S 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED B/S 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED 5/5 2 x 2 FLUORESCENT LIGHT FIXTURE INDICATES 24 HOUR FIXTURE WITH BATTERY BACK -UP FOR EMERGENCY SWITCHING B/5 2 x 2 FLUORESCENT LIGHT FIXTURE WALL MOUNTED FLUORESCENT BI -PIN HIGH OUTPUT LIGHT FIXTURE 5/5 EXHAUST FAN, BIDDER DESIGN PER GODES. • SPRINKLER HEADS FOR REFERENCE ONLY - UNDER SEPARATE PERMIT - BIDDER DESIGN OPEN OFFI 1 101 1 ILLUMINATED CEILING MOUNTED EXIT SIGN W/ EMERGENCY LIGHTS, VERIFY IF REQUIRED - DIREGTION OF ARROW, LITHONIA LQM 5 W G 120 / 2T1 EL N WHITE THROMOPLASTIG LED EXIT, SINGLE STENCIL FACE W/ EXTRA FACE PLATE, GREEN LETTERS, W/ NICAD BATTERY BACKUP., NO. 3SSOs7 EXISTING OFFICE 1 127 1 -E+-5 N R 5 NOTE: SREAK/LUNCH ROOM 1108 1,161/15= 71 OCG. EXISTING 11251 CON 11241 ISO 5F/I5 :12 OGG. EXISTING CEILING & LIGHTS TO REMAIN 1► OFFICE EXISTING CEILING 4 SCONCE LIGHTS TO REMAIN EXISTING CEILING & LIGHTS TO REMAIN ALL EXISTING LIGHT FIXTURES / SWITCHES NOT SHOWN ARE TO REMAIN. EXISTING RECEPTION 11231 5/5 SINGLE SWITCH Ws 3 -WAY SWITCH NEW 6115 CEILING @ S'-6 AFF VERIFY WITH TENANT (OR BOTTOM OF STAIRDEGK). EXISTING TO REMAIN NEW RELOCATE EXISTING FIXTURE SURFACE MOUNTED CONTRACTOR TO REUSE AND / OR RELOCATE EXISTING LIGHT FIXTURES AND SWITCHES WHERE POSSIBLE. CONTRACTOR TO RESWITCH / RECIRGUIT LIGHT SWITCHES AND LIGHT FIXTURES AS NEEDED. J FILE EXISTING ROOM IT EXISTING OFFICE 1122I FIRST FLOOR OFFICE REFLECTED CEILING PLAN _Ef ,)_ SCALE: I /5" = 1' --O" 11151 KEY NOTES OFFICE 116 EXISTING OFFICE 1 121 1 I. EXTEND EXISTING GRID $ TILES PER PLAN. OPEN OFFICE LIGHTING SPECIFICATIONS LIGHTING CALCULATIONS 11 EXISTING OFFICE 1 120 1 2 x 4 FLUORESCENT - 45 EA. to 64 WATTS = 2,ss0 2 x 2 FLUORESCENT - IS EA. @ 42 WATTS = 156 FLUOREGENT WALL SCONCE - 6 EA. @ 24 WATTS = 144 TOTAL WATTS USED : 5,160 WATTS EXISTING OFFICE OFFICE EXIST. OPEN OFFICE bN J NEW OFFICE AREA (SEE KEYNOTE *1) = 4548 SF.X 1.0 WATTS /S.F: 4,348 WATTS ALLOiW EXTEND CEILING GRID AND TILES DO - RESTROOMS 2X2 - AVANTE - 2AV ST 2 C 40 MDR 120 6EB $ 2x4 - AVANTE 2AV 6 2 CF40 MDR 120 GEB - 2X2- AVANTE - 2AV 62CF40MDR120GEB - 2X4- AVANTE - 2AV 6252 NOR 1206E5 - RESTROOMS WALL MOUNTED FIXTURE - ACCESS 'ASPEN' - B 31004, BALLAST - VERIFY PER LOCATION, MAXIMUM OUTPUT FOR EACH FIXTURE c planning D E S I G f J 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425 - 774 -8219 REGISTRATION PROJECT NAME DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS SHEET NO. RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 ISSUED /REVISIONS 11 - 27.07 ISSUED FOR PERMIT PROJECT CONSULTANTS VzCLI' Eli car' OF T.JKWILA NOV 2 7 20071 SHEET TITLE FIRST FLOOR OFFICE REFLECTED CEILING PLAN A3.0 1 z _ • _ z • I N . v ".: n 1 - ,, MIN- 25 GA. MIL. STUD BRACE 4 TOP TRACK, BRACE ATTACHED TO TOP TRACK WITH #8 SHEET MTL. SCREWS. BRACE § MIN. 4' D.G. OR 2 FER WALL SECTION. BRACING CONNECTIONS TO STTRIJCTURAL SUPPORT OR ROOF ABOVE. 25 6A. GALV. 3 -5/8' TO I6 ®16' O.G. OR 20 GA. GALV. 3-5/8' TO Iq'-4' @24' o.G. (VERIFY HT TO DECK) 5/8" TYPE "X' 6YS OF SIDE, BOTTOM SOFFIT MIN. I' -0" FROM BOTTOM OF SOFFIT TO ABOVE CEILING GRID CONT. 25 GA. GALV. STEEL RIMER CHANNEL SECTION - SOFFIT NOT TO SCALE EXISTING DECK 111110'111112E— ., I I I EXISTING r ANCHOR TO ROOF OR STRUCTURE AS REVD BY ROOF GONSTRll:T10N CONDITIONS ACOUSTICAL CEILING TILE STAIR 1 1 1 1 SHAPED omcz 201 a MIIIMEGil. ■■11 imm: . ... EXIST. CEILING & LIGHTING TO REMAIN r i 6' -0' ■ LIGHTING CALCULATIONS LIGHTING CALCULATIONS KEY NOTES LIGHTING SPECIFICATIONS I SIGN DISPL 122I1 2015/30=67 OCG - TOTAL WATTS USED = 8,454 WATTS I. PROVIDE N154 8/5 COILING GRID 4 TILES PER PLAN. 2. EXTEND EXISTING CDILIN6 GRID AND TILES. 3. REMOVE EXISTING CEILING GRID 4 TILES. PAINT CEILING (COLOR 4 FINISH MD) 4. EXISTING CEILING GRID TO REMAIN. 5. PROVIDE 6W13 HEADER, SEE DETAIL *1 SHEET A3.I. NO CEILII� GRID NO CEILIl GRID • ALL EXISTING LIGHT FIXTURES TO REMAIN WITHIN TENANT SPACE, NO PROPOSED CHANGE IN ENERGY USAGE OFFICE AREA (SEE KEYNOTES *1 4 2) = 6,948 5FX 1.0 WATTS/5F= 6,998 WATTS ALLOYED OFFICE AREA - BOOTH /ANIING/5IGN DISPLAY *221 = 2,541 SF.X 1.0 WATTS/5F= 2541 WATTS ALLOYED OFFICE AREA (SET KEYNOTE *4) = 2,692 SPA ID WATrS/S.F= 2,642 WATTS ALLOYED TOTAL WATTS ALLOWED = 12,231 WATTS 2 x 413UORESGENT - 114 EA ® 64 WATTS = 1,2% 2 x 2 FLUORDSG@1T - 12 EA. ®32 WATTS = 384 I x 8 R.UOREC 4T - 15 EA it 136 WATTS = 690 FL.UORESC ff WAIL SCONCE - 6 EA. 24 WATTS = 144 OPEN OFFICE 203 RESTROOMS 2X2 - AVANTE - 2AV ST 2 CF4O MDR 120 GM 4 2x4 - AVANT! - 2AV 6 2 CF4o MDR 120 GM - 2X2 - AVANTE - 2AV 6 1 CF40 MDR 120 6E3 2X4- AVANTE - 2AV 6332 MDR 1206E3 - IX8 - CERRA 10 - I0GR12 2 32 WHR 32FT RS 120 &EB (VERIFY FIELD CONDITIONS FOR MOUNTING 4 SUZFENSION HEIGHTS) - RESTROOMS WALL MOUNTED FIXTURE - AGGES6 'ASPEN' - 8 51004, BALLAST - VERIFY PER LOCATION, MAXIMIM OUTPUT FOR EACH FIXTURE 4'-4" OPEN OFFICE 12201 z 6' -0 SERVER 1 2041 mmr --- --- - -a. WORK AREA 1 214 1 12051 OPEN OFFICE JANITOR 208 SECOND FLOOR REFLECTED CEILING PLAN SCALE: 1/8" = I'-O" ?OMENS RESTROOM 201 MIENS RESTROOM 208 ■ si _r■■ ■��.+�.+�■���e �w�■+,....■. +■.�.•�•����r��rwrr.�����eeai�■ �c■■■ r,���r���- ��■ww�r��rr�rr.■■w��■ .1- 11! CONTRACTOR SHALL PROVIDE SEISMIC BRACING 0 ALL RELOCATED LIGHT FIXTURES. OFFICE 204 OFFICE 210 TRA OPEN oFFicz 424 SF/20 =22 OGG 141 1 D D 1! i iiij__1111 alli1111111111111 III D MOM 111111 11111mtim. in numillumnamommirai u i s CONFERENCE 218 354 5F /15 -24 OGG. LIGHTING NOTES PROVIDE FIRE DAMPERS AT ALL SUPPLY AND RETURN AIR CUTLETS, INLETS, OR DVGTS FEtETRATIN6 FIRE RATED ASSEMBLIES, DNGL0SURFS, WALLS, FLOORS, OR SURFACES, AND AS REQUIRED BY FIRE Dk?ARTMENT, IF APPLICABLE CONTRACTOR SHALL OBTAIN APPROVAL FROM DESIGNER OF ALL THERMOSTAT LOCATIONS. ALL REQUIRED EXIT SIGNS SHALL HAVE LETTERS SIX INCHES HIGH MINIMUM AND SHALL CONFORM WITH ALL APFLIGABLE GODS. CEILING HEIGHTS ARE FROM SLAB TO FINISHED GEILING. LIGHT SWITCHES SHALL BE INSTALLED AT +48" A.F.F. MULTIPLE SWITCHES SHOULD BE GANGED TOGETHER UNLESS OTHERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE EMERGENCY LIGHTING, STROBE LIGHTS, AUDIO - VISUAL ALARMS, TO MEET ALL AFPLIGABLE CODES. CONTRACTOR TO VERIFY ALL SWITCH LOCATIONS WITH TENANT PRIOR TO INSTALLATION. NUMBER OF SWITCHES FOR OPEN AREA 15 BIDDER DESIGN. SI^IITC-ES INDICATED ON DRAWING FOR OFEN AREA ARE FOR REFERENCE ONLY. OFFICE 1 211 1 Mal INN MEMIIMMEM 0 P ICE 1 216 1 OFFICE [25J V o7,43 I■I N CS M=1 0 — — — E 5 Y - - — EX 5T. OFFICE OFFICE 214 LIGHTING LEGEND EXISTING TO REMAIN NEW RELOCATE EXISTING FIXTURE 213 5/5 SINGLE SWITCH B/5 5-WAY SWITCH N131 GYM GEEING ® 8'-6' AFF VERIFY WITH TENANT EXISTING 54 2 x 4 FLUORESCENT LIGHT FIXTURE TO REMAIN RELOCATED EXISTING Si 5 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED B/5 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED B/S 2 x 2 FLUORESCENT LIGHT FIXTURE INDICATES 24 HOUR FIXTURE WITH BATTERY BACK -UP FOR 13. RGENGY SWITCHING 5/5 2 x 2 FLUOR LIGHT FIXTURE B/5 I x 8 SU<NDED SIT LIGHT FIXTURE WALL NICVNTED FLUORESCENT BI-PIN 141614 OUTPUT LIGHT' FIXTURE B/5 WALL MOUNT P FUJOREEGENT LIGHT FIXTURE B/5 MIAMI FAN, BIDDER DESIGN PER GODES. ILLUMINATED EXIT 5I6N - DIRECTION OF ARROW 'iEC WVE NOV 2 7 2007 PERMIT CENTEh S SURFACE MOUNTED NOTE: CONTRACTOR TO REUSE AND / OR RELOCATE EXISTING LIGHT FIXTURES AND SWITCHES WHERE POSSIBLE. CONTRACTOR TO RESWITCH / REGIRCUIT LIGHT SWITCHES AND LIGHT FIXTURES AS NEEDED. ALL EXISTING LIGHT FIXTURES / SWITCHES NOT SNOWN ARE TO REMAIN. "DO`").•-. DESIG 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425- 670 -6706 F: 425 -774 -8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 Emanagmam DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET TITLE SECOND FLOOR REFLECTED CEILING PLAN SHEET NO. CO : NELL planning interiors architecture A3.1 MIN. 25 GA. MTL. STUD BRACE 4 TOP TRACK, BRACE ATTACHED TO TOP TRACK WITH #6 5hEET MT1.. SCREWS. BRACE @ MIN. 4' D.G. OR 2 PER WALL SECTION. BRACING CONNECTIONS TO STRUCTURAL SUPPORT OR ROOF ABOVE. 25 GA GALV. 3-5/6° TO 16'4" @l6' O.G. OR 20 GA. GALV. 3 -5/6" TO 19'-4" @24' 0.0. (VERIFY HT TO DECK) 5/8° TYPE 'X° GWB OPENSIDE, BOTTOM SOFFIT MIN. I' -0° FROM BOTTOM OF SOFFIT TO ABOVE CEILING GRID CONT. 25 GA. GALV. STEEL RIMER CHANNEL NOT TO SCALE SECTION - SOFFIT EXISTING DECK III@rIIIII • EXISTING ANCHOR TO ROOF OR STRUCTURE AS REQ'D BY ROOF CONSTRUCTION CONDITIONS ACOUSTICAL CEILING TILE STAIR OFFIE 12011 1 EXIST. CEILING & LIGHTING TO REMAIN KEY NOTES 0 r. VESTIBULE 202 �� ■ ■l - 1 MIME/1M 1 ON LIGHTING CALCULATIONS LIGHTING CALCULATIONS LIGHTING SPECIFICATIONS 6' -0° EQ. EQ. 1 1= NO CEILING GRID a SDOTI-17Ai" EIIS/ SIGN DISPLAY 1 221 1 2015/50 =6T OGG 1 TOTAL WATTS USED = 6,454 WATTS I. PROVIDE NEW B/S CEILING GRID 4 TILES PER PLAN. 2. EXTEND EXISTING CE=ILING GRID AND TILES. 3. REMOVE EXISTING CEILING GRID 4 TILES. PAINT CEILING (COLOR 4 FINISH TBD) 4. EXISTING CEILING GRID TO REMAIN. 5. PROVIDE GWS HEADER, SEE DETAIL #1 SHEET A.I. 1 a OPEN OFFICE ALL EXISTING LIGHT FIXTURES TO REMAIN WITHIN TENANT SPACE, NO PROPOSED CHANGE IN ENERGY USAGE. OFFICE AREA (SE KEYNOTES #1 4 2) = 6,496 S.F.X 1.0 WATTS /5.F= 6,996 WATTS ALLOWED OFFICE AREA - 1300T1-1/AWNING /SIGN DISPLAY 4 = 2,541 SPX 1.0 WATTS/SP= 2541 WATTS ALLOWED OFFICE AREA (SEE KEYNOTE 04) = 2,642 S.F.X 1.0 WATTS /5.F= 2,642 WATTS ALLOYED TOTAL WATTS ALLOWED = 1231 WATTS 2 x 4 F L U O R E S CEN T - 114 EA. ®64 WATTS = 1,296 2 x 2 FLUORESCENT - 12 E @ 32 WATTS = 364 1 x 6 FIJJORE - 15 EA. 136 WATTS = 630 FLUORESCENT WALL SCONCE - 6 EA. @ 24 WATTS = 144 203 RESTROOMS 2X2 - AVANTE - 2AV 5T 2 CF40 MDR 120 bEB 4 2x4 - AVANTE - 2AV b 2 CF40 MDR 120 6E13 - 2X2 - AVANTE - 2AV G I GF40 MDR 120 GES - 2X4- AVANTE- 2AV G332MDR120GEB - IX/3 - CERRA 10 - IOCRM2 2 32 WHR 32FT R8 120 GEB (VERIFY FIELD CONDITIONS FOR MOUNTING 4 SUSPENSION HEIGHTS) _ RE STROOMS WALL MOUNTED FIXTURE - ACCESS 'ASPEN' - B 31004, BALLAST - VERIFY PER LOCATION, MAXIMUM OUTPUT FOR EACH FIXTURE EQ. 1 4'-4° EQ. 4 O �G E I 12201 a 1 6' -0° �J i 1 1 1 1 SERVER 1 204 1 _' _-.-- _ J J OPEN OFFICE JANITOR 1 205 1 1 206 1 n 1 z 1 1 1 1 1 CEILING HEIGHTS ARE FROM SLAB TO FINISHED CEILING. WOMENS RESTROOM L 201 .1 — — •- - SECOND FLOOR REFLECTED CEILING PLAN • SCALE: I /S" = 1' -0" LIGHTING NOTES W5 MENS RESTROOM 1 206 1 J J — painnie SCONCE LIGHTS 1 TO REMAIN • CONTRACTOR SHALL PROVIDE SEISMIC BRACING ® ALL RELOCATED LIGHT FIXTURES. CONTRACTOR SHALL OBTAIN APPROVAL FROM DESIGNER OF ALL THERMOSTAT LOCATIONS. 1 J 354 SF /15 =24 OCG. PROVIDE FIRE DAMPERS AT ALL SUPPLY AND RETURN AIR OUTLETS, INLETS, OR DUCTS PENETRATING FIRE RATED ASSE113LIES, ENCLOSURES, WALLS, FLOORS, OR SURFACES, AND AS REQUIRED BY FIRE DEPARTMENT, IF APPLICABLE. ALL REQUIRED EXIT SIGNS SHALL HAVE LETTERS SIX INCHES HIGH MINIMUM AND SHALL CONFORM WITH ALL APPLICABLE CODE. LIGHT SWITCHES SHALL BE INSTALLED AT +46' A.FP. MULTIPLE SWITCHES SHOULD BE GANGED TOGETHER UNLESS OTHERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE EMERGENCY LIGHTING, STROBE LIGHTS, AUDIO - VISUAL ALARMS, TO MEET ALL APPLICABLE CODES. CONTRACTOR TO VERIFY ALL SWITCH LOCATIONS WITH TENANT PRIOR TO INSTALLATION. NUMBER OF SNITCHES FOR OPEN AREA 15 BIDDE=R DESIGN. SWITCHES INDICATED ON DRAWING FOR OPEN AREA ARE FOR REFERENCE ONLY. OFFICE 121 OFFICE 1 210 1 DI-s-41-03 t �f r LIGHTING LEGEND E I■I IN A 1 R 0 EXISTING B/5 2 x 4 FLUORESCENT LIGHT FIXTURE TO REMAIN RELOCATED EXISTING B/S 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED S/5 2 x 4 FLUORESCENT LIGHT FIXTURE NEW SURFACE MOUNTED 13/S 2 x 2 FLUORESCENT LIGHT FIXTURE INDICATES 24 HOUR FIXTURE WITH BA •I itKY BACK -UP FOR EMERGENCY SWITCHING B/S 2 x 2 FLUORESCENT LIGHT FIXTURE B/5 1 x 6 SUSPENDED FLUORESCENT LIGHT FIXTURE WAIL MOUNTED FLUORESCENT BI -PIN HIGH OUTPUT LIGHT FIXTURE B/5 WALL MOUNTED FLUORESCENT LIGHT FIXTURE B/5 EXHAUST FAN, BIDDER DESIGN PER CODES. ILLUMINATED EXIT SIGN - DIRECTION OF ARROW B/5 SINGLE SWITCH M NEW OPEN TRAINING OFFICE ROOM 1 211 1 1 212 1 42q SF/20 =22 OGG RELOCATE EXISTING FIXTURE •kR B/S 3 -WAY SWITCH NEW GAB CEILING @ S'-6 AFF VERIFY WITH TENANT EXISTING TO REMAIN S SURFACE MOUNTED NOTE: CONTRACTOR TO R .15E AND / OR RELOCATE EXISTING LIGHT FIXTURES AND SWITCHES WHERE POSSIBLE. CONTRACTOR TO RISWITCH / RECIRCUIT LIGHT SWITCHES AND LIGHT FIXTURE AS NEEDED. ALL EXISTING LIGHT FIXTURES / SWITCHES NOT SHOWN ARE TO REMAIN. c planning DESIGN 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425 -774 -8219 REGISTRATION 4676 N PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF /EC CHECKED BY: CK /VSS ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET NO. N ELL interiors ar chitecture RECEIVED cnTv o T1 JKWit1A NOV 2 7 2007 SHEET TITLE SECOND FLOOR REFLECTED CEILING PLAN A3.1 D14 . D13 z z ® —® SHOP 1133I 8,187 5F/200 =45 OC. METAL SHOP OFFICE s 1 135A 1 -I• EMI WOOD SHOP OFFICE 1136A 1 - m w m ■w 1 ' ® 5140 ing 11361 8,g81 5F/200 =45 OG z F EMI EMI M i ri u:7,i IIuui �' �I IiI ii•t � i11 B■ Bud ■ I, �I:� 1 1 1 1 1 1 I. PU NI111111111111111111113 _"" I��rl�llii�ll�lll ■iii111■ 7 1C 7 ® .A111 ■ 1 EXISTING H CEILING REMAI , 171IIL� I IIIIIII 11:111:11 & LIGTS TO A mi gFirg din7itorarpmpipir : :® EL. dr • r:i A =# EMI E=I T T T 1' EMI EMI ® 0 Mi 11,176 5F A S S E M B L Y AREA 134 1 :r =10 oGG ® 0 EMI 1=J EMI I CT I D12 ^ 011 010 D9 D8 D7 EMI EMI EED T T e� =1 EMI A z 6 Ea. D O EMI 1=1 1=J EED FIRST FLOOR SOUTH MANUF. REFLECTED CEILING PLAN ___ SCALE: I/16" = I' -O" MATCH LINE z z z z z 0 LIGHTING NOTES PROVIDE FIRE DAMFEFS AT ALL SUPPLY AND RETURN AIR OUTLETS, INLETS, OR DUCTS PENETRATING FIRE RATED ASSEMBLIES, ENCLOSURES, WALLS, FLOORS, OR SURFACES, AND AS REQUIRED BY FIRE DEPARTMENT, IF APPLICABLE=. CONTRACTOR SHALL OBTAIN APPROVAL FROM DESIGNER OF ALL THERMOSTAT LOCATIONS. ALL REQUIRED EXIT SIGNS SHALL HAVE LETTERS SIX INCHES HIGH MINIMUM AND SHALL CONFORM WITH ALL APPLICABLE CODES. CEILING HEIGHTS ARE FROM SLAB TO FINISHED CEILING. LIGHT SWITCHES SHALL BE INSTALLED AT +48° A.F.F. MULTIPLE SWITCHES SHOULD BE GANGED TOGETHER UNLESS O11-IERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE EMERGENCY LIGHTING, STROBE LIGHTS, AUDIO - VISUAL ALARMS, TO MEET ALL APPLIGA3LE GODES. CONTRACTOR TO VERIFY ALL SWITCH LOCATIONS WITH TENANT PRIOR TO INSTALLATION. NUMBER OF SWITCHES FOR OPEN AREA 15 BIDDER DESIGN. SWITCHES INDICATED ON DRAWING FOR OPEN AREA ARE FOR REFERENCE ONLY. CONTRACTOR SHALL PROVIDE SEISMIC BRACING @ ALL RELOCATED LIGHT FIXTURES. LIGHTING LEGEND I■l N 5/5 SINGLE SWITCH, VERIFY FINAL LOCATIONS FOR MANUF. AREA WITH TENANT. 46 a - 5 5/5 3 -WAY SWITCH 6W® EXISTING TO REMAIN NEW R RELOCATE EXISTING FIXTURE 5 SURFACE MOUNTED NOTE; CONTRACTOR TO REUSE AND / OR RELOCATE EXISTING LIGHT FIXTURES AND SWITCHES WHERE POSSIBLE. CONTRACTOR TO RESWITCH / REGIRCUIT LIGHT SWITCHES AND LIGHT FIXTURES AS NEEDED. ALL EXISTING LIGHT FIXTURES / SWITCHES NOT SHOWN ARE TO REMAIN. KEY NOTES EXISTING B/5 2 x 4 FLUORESCENT LIGHT FIXTURE TO REMAIN 6 LAMP T8 1-116-1 BAY FLORESCENT FIXTURE WITH OCCUPANCY SENSING RELOCATED EXISTING 13/5 2 x 4 FLUORESCENT LIGHT FIXTURE INDICATES 24 HOUR FIXTURE W/ BATTERY BACK-UP FOR INTEGRATED EMERGENCY PATH LIGHTING 13/5 2 x 2 FLUOR LIGHT FIXTURE ILLUMINATED CEILING MOUNTED EXIT SIGN W/ EMERGENCY LIGHTS, VERIFY IF REQUIRED - DIREGTION OF ARROW, LITHONIA LQM 5 W 6 120 / 211 EL N WHITE THROMOPLASTIG LED EXIT, SINGLE STENCIL FACE W/ EXTRA FACE PLATE, GREEN LETTERS, W/ NIGAD BATTERY BACKUP., NO. 355051 I. PROVIDE NEW 5/5 CEILING GRID 4 TILES SET ®q' -0" AFF. LIGHTING CALCULATIONS OFFICE #I35A 4 #I36A = 423 5FX 1.0 WATTS /5.F= 423 WATTS ALLOWED 2 x 4 FLUORESCENT - 4 EA. (0) 88 WATTS = 352 TOTAL WATTS USED = 352 WATTS ASSEMBLY AREA #134 = I7,741 SF.X 0.8 WATT5/SF= 14,11 WATTS ALLOWED 2 x 4 HIGH BAY T -8 FLUORESCENT W OCCUPANCY SENSING- 5q EA. @ 240 WATTS = 14,160 METAL SHOP 1 = 8,820 5.FX 0.8 WATTS /5.F= 1p56 WATTS ALLOWED 2 x 4 HIGH BAY T -8 FLUORESCENT W OCCUPANCY SENSING- 2q EA. @ 240 WATTS = 6,160 )1M-LIOLP TOTAL WATTS USED = 14,160 WATTS TOTAL WATTS USED = 6,160 WATTS WOOD SHOP #136 = 8,855 SPX 013 WATTS /5F= 1,084 WATTS ALLOWED 2 x 4 HIGH BAY T -S FLUORESCENT W OCCUPANCY SENSING- 2q EA. @ 240 WATTS = 6,160 TOTAL WATTS USED = 6,160 WATTS C a fi_.. I� ������ N E L L planning interior architecture DESIGN`. 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425 - 774 -8219 REGISTRATION \ REasEFED 4676 ARCH PROJECT NAME PALL STATE OF WAS-IINGTON RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF CHECKED BY: CK /VSS ISSUED /REVISIONS 11 - - ISSUED FOR PERMIT PROJECT CONSULTANTS SHEET NO. i.t�El3 CITY OF Tl sKW1LA NOV 2 7 2007 'Er ,P,re CEN EE SHEET TITLE FIRST FLOOR NORTH WEST REFLECTED CEILING PLAN A3.2 MATCH LINE MANUF. O FLOOR 1 13'1 I o O EMI EMI EMI 1=1 EMJ EMI EMI EMI 1=1 1=1 EMI EMI 1=1 a D EMI CM 1EJ EMI EMI FLOOR 11371 57poo { SF /200 = 285 OGG 0 EMI 1M1 EMI 1=1 STING CEILING & LIGHTS TO REMAIN 0 C 111111 cgz r P FIRST FLOOR NORTH MANUF. REFLECTED CEILING PLAN SCALE: I/8" = I' -O" EMI z D6 D5 D4 D3 D2 D1 11381 6,444 5F/200 =32 OCG *RECEIVING ES] EMI EMI INVENTORY 1134] 6700/5000 =2 OGG. lEa 1=1 • ® r® ® ® ® ® EXISTI4P1 OFFICE 1138A ALL EXISTING LIGHT FIXTURES TO REMAIN NO PROPOSED CHANGE IN ENERGY USAGE. LIGHTING NOTES PROVIDE FIRE DAMPERS AT ALL SUPPLY AND RETURN AIR OUTLETS, INLETS, OR DUCTS PENETRATING FIRE RATED ASSEMBLIES, ENCLOSURES, WALLS, FLOORS, OR SURFACES, AND A5 REQUIRED BY FIRE DEPARTMENT, IF APPLICABLE. CONTRACTOR SHALL OBTAIN APPROVAL FROM DESIGNER OF ALL THERMOSTAT LOCATIONS. ALL REQUIRED EXIT SIGNS SHALL HAVE LETTERS SIX INCHES HIGH MINIMUM AND SHALL CONFORM WITH ALL APPLICABLE CODES. CEILING HEIGHTS ARE FROM SLAB TO FINISHED CEILING. LIGHT SWITCHES SHALL BE INSTALLED AT +48° APP. MULTIPLE SWITCHES SHOULD BE GANGED TOGETHER UNLESS OTHERWISE SPECIFIED. CONTRACTOR SHALL PROVIDE EMERGENCY LIGHTING FOR REFERENCE ONLY. CONTRACTOR SHALL PROVIDE SEISMIC BRACING @ ALL RELOCATED LIGHT FIXTURES. LIGHTING LEGEND ICI it GATED ON DRAWING FOR OPaI AREA ARE EXISTING B/S 2 x 4 FLUORE LIGHT FIXTURE TO REMAIN 6 LAMP TS HIGH BAY FLORESCENT FIXTURE WITH OCCUPANCY SENSING RELOCATED EXISTING B/S 2 x 4 FLUORESCENT LIGHT FIXTURE INDICATES 24 HOUR FIXTURE kV BATTERY BACK -UP FOR INTEGRATED EMERGENCY PATH LIGHTING B/S 2 x 2 FLUORESCENT LIGHT FIXTURE ILLUMINATED CEILING MOUNTED EXIT SIGN W/ EMERGENCY LIGHTS, VERIFY IF REQUIRED - DIRECTION OF ARROW, LITHONIA LOM 5 W 6 120 / 2T1 EL N WHITE THROMOPLASTIG LED EXIT, SINGLE STENCIL FACE W/ EXTRA FACE PLATE, GREEN LETTERS, 1^V NIGAD BATTERY BACKUP., NO. 558081 B/5 SINGLE SWITCH --3 B/S 3 -WAY SWITCH GAB EXISTING TO REMAIN N NEW R RELOCATE EXISTING FIXTURE 5 SURFACE MOUNTED NOTE: CONTRACTOR TO REUSE AND / OR RELOCATE EXISTING LIGHT FIXTURE-5 AND SWITCHESWIERE POSSIBLE. CONTRACTOR TO RESWITCH / RECIRCUIT LIGHT SWITCHES AND LIGHT FIXTURES A5- NEEDED. ALL EXISTING LIGHT FIXTURES / SWITCHES NOT SHOWN ARE TO REMAIN. LIGHTING CALCULATIONS MANUF FLOOR #137 = 55,455 SPX 0.8 WATTS /5.F= 44,364 WATTS ALLOYED 2 x 4 HIGH BAY T -8 FLUORESCENT W OCCUPANCY SENSING- 115 EA. @ 240 WATTS = 28,560 TOTAL WATTS USED = 28,060 WATTS INVENTORY #135 = 6,781 S.P.X 0.8 WATTS /5.F= 5,425 WATTS ALLOWED 2 x 4 HIGH BAY T -8 FLUORESCENT A OCCUPANCY SENSING- 21 EA. ® 240 WATTS = 5p40 TOTAL WATTS USED = 5,040 WATTS SHIPPING $ RECEIVING #136 = 6,255 S.PX O.8 WATTS /5.F= 5,036 WATTS ALLOWED 2 x 4 HIGH BAY T -8 FLUORESCENT W OCCUPANCY SENSING- 20 EA. @ 240 WATTS = 5p40 TOTAL WATTS USED = 5,040 WATTS 1)07%--434 Q I`ti: N E L L planning interiors ° -.. architecture 1 G 1 DES 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425 - 670 -6706 F: 425- 774-8219 REGISTRATION 4676 N PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF CHECKED BY: CK /VSS PROJECT CONSULTANTS SHEET NO. REGIMERED ARCH1TECT PAUL STATE OF WASHNGTON ISSUED /REVISIONS 11 -27 -07 ISSUED FOR PERMIT RECEIVED en -v TI s '.6 pLA NOV 2 7 2007 SHEET TITLE FIRST FLOOR EAST REFLECTED CEILING PLAN A3.3 SE 15M I G WRAC I NG PERSPECTIVE COUNTER SLOPE /SPLAYED SEISMI 5R,4CING lAtIRE ATTACHMENT 5/16° DRILL - IN EXPANSION ANCHOR MINIMUM SCALE: N.T.S. STRUCTURAL CONCRETE STEEL STRAP I WIDE X 2" LONG X 12 GAGE MINI 3 TURNS COUNTER SLOPE/SPLAYED SEISMIC WIRE ASSEMBLY (PER ASTM 0-636) VERTI CAL HANGER WIRE ATTACHMENT SHOT -IN ANCHOR STRUCTURAL CONCRETE CEILING CLIP 3 TURNS VERTICAL WIRE HANGER ATTACHMENTS CEILING BRACING, SEE DETAIL #1 THIS SHEET COUNTER SLOPE/SPLAYED SEISMIC BRACING WIRE ATTACHMENT, SEE ATTACHMENT DETAILS THIS SHEET 45° ELECTRICAL FIXTURE NOTES: I. LIGHT FIXTURES WEIGHING LESS THAN 10 POUNDS SHALL HAVE ONE 12 GAGE HANGER WIRE CONNECTED FROM FIXTURE TO THE STRUCTURE ABOVE. THIS WIRE MAY BE SLACK. 2. LIGHT FIXTURES WEIGHING MORE THAN 10 POUNDS AND LE55 THAN 561E35. SHALL HAVE TAO GAGE WIRES ATTACHED AT OPPOSING CORNERS OF THE LIGHT FIXTURE TO THE STRUCTURE AECNE. TlIESE WIRES MAY BE SLACK. 3. LIGHT FIXTURES WEIGHING MORE THAN 56 LBS. SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE. 4- PENDANT MOUNTED FIXTURES SHALL BE DIRECTLY SUPPORTED FROM THE STRUGNRER ABOVE USING A 1 GAGE WIRE OR AN APPROVED ALTERNATE SUPPORT WITHOUT USING THE CEILING SUSPENSION FOR DIRECT SUPPORT. 5. TANDEM FIXTURES MAY UTILIZE COMMON WIRES. MECHAN I CAL SERVICES NOTES: I. TERMINALS OR SERVICES WEIGHING 20LBS. BUT NOT MORE THAN 561135. MUST HAVE TWO 12 GAGE WIRES CONNECTING THEM TO THE CEILING SYSTEM HANGERS OR THE STRUCTURE ABOVE. THESE WIRE MAY BE SLACK 2. TERMINALS OR SERVICES WEIGHING MORE THAN 56L.B5. MUST BE INDEPENDENTLY SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE. 11 ILSE WIRES MUST BE TAUT. SEISMIC SEPARATION NOTES: I. FOR CEILING AREAS EXCEEDING 2500 SQ. FT., A SEISMIC SEPARATION JOINT OR FULL HEIGHT WALL PARTITION THAT BREAKS THE CEILING SHALL BE PROVIDED UNLESS ANALYSES ARE PERFORMED OF THE CEILINGS BRACING SYSTEM, CLOSURE ANGLES AND PENETRATIONS TO PROVIDE SUFFICIENT CLEARANCE. 2 . THE LAYOUT AND LOCATION OF THE SEISMIC SEPARATION JOINT SHALL BE PER THE DESIGNER OF RECORD AND NOTED ON THE PLANS. IF A SEISMIC SEPARATION JOINT 15 REQ. BY 11-IE DESIGNER, THE DESIGNER MAY USE THE GENERIC JOINT DETAILED ABOVE OR A PROPRIETARY JOINT. THE AMOUNT OF FREE MOVEMENT ( 6AP DESIGN) SHALL BE PER THE DESIGNER OF RECORD. SEISMIC SEPARATION JOINT SCALE: N.T.S. NOTES: I. THESE RECOMMENDATIONS ARE INTENDED FOR SUSPENDED CEILINGS INCLUDING GRID, PANEL OR TILE, LIGHT FIXTURES AND AIR TEMINALS WEIGHING NO MORE THAN 4LB5. PER SQUARE FOOT. 2- ALL WIRE TIES ARE TO BE THREE INCHES, TWELVE GAGE HANGER WIRE SPACED 4 FOOT ON CENTER. 3. CHANGES IN CEILING PLANES WILL REQUIRE POSITIVE BRACING. n LATERAL FORCE BRACING SCALE: N.T.S. 5. WIRE TYING 15 ACCEPTABLE ALTERNATIVE TO SPREADER BARS. SPREADER BAR OR EQUAL TO KEEP PERIMTER COMPONENTS FROM SPREADING APART NOTES: 1. WALL MOLDINGS (PERIMETER CLOSURE ANGLES) ARE REQUIRED TO HAVE A HORIZONATAL FLANGE 2 INCHES WIDE, UNLESS ALTERNATE METHODS ARE APPROVED PRIOR TO INSTALLATION BY THE LOCAL BUILDING DEPT. ONE END OF THE CEILING GRID SHALL BE ATTACHED TO THE WALL MOLDING, THE OTHER END SHALL HAVE A 3/4 CLEARANCE FROM THE WALL AND FREE TO SLIDE. 2. THE GRID SHALL BE ATTACHED AT TWO ADJACENT WALLS( POP RIVETS OR APPROVED METHOD) 3. THERE SHALL BE A MAJMUM 5/4 CLEARANCE FROM THE END OF THE GRID SYSTEM AT UN- ATTACHED WALLS, 4. SPREADER (SPACER) BARS OR OTHER MEANS APPROVED BY LOCAL BUILDING DEPARTMENT SHALL BE USED TO PREVENT THE ENDS OF THE MAIN BEAMS AT PERIMETER WALLS FROM SPREADING OPEN DURING A SEISMIC EVENT. PERIMETER WIRES SHALL NOT BE IN LIEU OF SPREADER BARS. 6. SPREADER BARS ARE NOT REQ. IF A 10 DEGREE INTERSECTING CROSS OR MAIN 15 WITHIN S INGEHES OF THE PERIMETER WALL. SPREADER BAR & WALL MOLDING SCALE: N.T.S. NOTES: I. HANGER AND PERIMETER WIRES MUST BE PLUMB WITHIN I IN 6 UNLESS COUNTER. SLOPING WIRES ARE PROVIDED. 2- HANGER WIRES SHALL. BE 12 GAGE AND SPACED 4 FEET ON CENTER OR 10 GAGE SPACED 5 FAT ON CENTER 3. ANY CONNECTION DEVICE AT THE SUPPORTING CONSTRUCTION SHALL BE CAPABLE OF CARRYING NOT LE THAN 100 POUNDS. 4. FOR ESSENTIAL FACILITIES, HANGER WIRE GONNEC.ITONS MUST BE CAPABLE OF CARRYING 200 POUNDS AND BRACING (SPLAY) WIRES SHALL BE CAPABLE OF CARRYING 440 POUNDS. SHOT -IN ANCHORS IN CONCRETE ARE NOT PERMITTED FOR BRACING WIRES. 5. BRACING WIRES SHALL BE ATTACHED TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER THAT THEY CAN SUPPORT A DESIGN LOAD OF NOT LESS THAN 200 POUNDS OR THE ACTUAL ESIGN LOAD, WITH A SAFETY FACTOR OF 2, WHICHEVER IS GREATER 6. POWDER DRIVEN FASTENERS MUST BE APPROVED FOR APPROPRIATE LOADING. 7. TERMINAL ENDS OF EACH MAIN BEAM AND CR055 TEE MUST BE SUPPORTED WITHIN S INCHES OF EACH WALL WITH A PERIMETE=R WIRE. 4 HANGER (SUSPENSION) WIRES SCALE: N.T.S. MAX. RECOMMENDED LENGTH FOR VERT. BRACING EMT CONDUIT: 1' MTL STUD (25 GA): I/2" EMT CONDUIT < 6' 1 5/5" MTL STUD < 6' -2 3/4° EMT CONDUIT <5'-6" 2 I/2 MTL STUD < 10'-6 I° EMT CONDUIT <IO' -0° *PROVIDE ENGINEERING IF PLENUM > i i 44110)_o_ SPLAY WIRES ARE TO BE MIN, 4-12 GA. WIRES ATTACHED TO THE MAIN BEAM. WIRES ARE ARRAYED 10° FROM EACH OTHER 4 AT AN ANGLE NOT EXCEEDING 45° FROM THE PLANE OF THE CLG. HANGER WIRES SHALL BE 12 GA. 4' OG. OR 10 6A. * 5' OG. TERMINAL ENDS OF EA. MAIN OR CROSS TEE MUST BE SUPPORTED WITHIN S" OF EA. WALL. 12 GA. HANGER WIRE SPACED 4' OC. ALL WIRE TIES TOEE 5 TIGHT TURNSAROUND ITSELF WITHIN 5 INCHES. OPTIONAL LATERAL BRACING SHALL BE 12' OC (MAX) AND BEGIN < 6' FROM WALLS -SEE CHART FOR SIZES AND VERIFY LOCAL CODE REQ. LAT. FORCE BRACING 4 EA. 12 GA. WIRE SECURED TO MAIN RUNNER WITHIN 2'-O OF GROSS TEE AND SPLAYED 10° FROM EA. OTHER @ 12'-0 BOTH DIRECTIONS W/ FIRST POINT WITHIN 4' -0° FROM EA. WALL MAIN BEAM NOTES: GROSS TEE I. INSTALL SYSTEM IN ACCORDANCE W/ 2005 IBC, ASTM 0-655 AND 0656, ASCE 1-02 4 CISGA. 2. LATERAL BRACING 15 REQUIRED FOR CLG > 1000 5F AND NOT REQUIRED FOR GLG. < 1000 PROVIDED THEY ARE SURROUNDED BY 4 WALLS AND BRACED TO STRUCTURE. PLENUMS < 12° DO NOT NEED LATERAL BRACING. 3. LATERAL FORCES BRACES SHALL BE 12' OC. ( MAX) AND BEGIN NO FURI -ER THAN 6' FROM WALLS. 4. LIGHT FIXTURES < 10 LBS SHALL HAVE 1126N. HANGER. LIGHT FIXTURES > 10 LB5 AND < 56 LB5 SHALL HAVE 2 12 GA. WIRES ATTACHED AT OPPOSING CORNERS OF THE LIGHT FIXTURE TO THE STRUCTURE ABOVE. FIXTURES >56 LB5 SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE. 5. ONLY HEAVY -DUTY T -BAR GRID SYSTEM ALLOWED PER ASCE -1, SECTION 1.6.2.6.2.2 5. SUSPENDED CEILING BRACING SCALE: N.T.S. CEILING GRID GENERAL NOTES TANDEM FIXTURES MAY UTILIZE COMMON WIRES. "Dirk43/4 ELECTRI CAL E I XTURE NOTES: I. LIGHT FIXTURES NEIGHING LE THAN 10 POUNDS SHALL HAVE ONE 12 GAGE HANGER WIRE CON•ECTED FROM FIXTURE TO THE STRUCTURE ABOVE. THIS WIRE MAY BE SLACK. 2. LIGHT FIXTURES WEIGHING MORE THAN 10 POUNDS AND LE THAN 56LBS. SHALL HAVE TWO GAGE WIRES ATTACHED AT OPPOSING CORNERS OF THE LIGHT FIXTURE TO THE STRUCTURE ABOVE. THESE WIRE MAY BE SLACK. 5. LIGHT FIXTURES WEIGHING MORE THAN 56 LBS. SHALL BE SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE. 4. PENDANT MOUNTED FIXTURES SHALL BE DIRECTLY SUPPORTE=D FROM THE STRUGTURER ABOVE USING A 1 GAGE WIRE OR AN APPROVED ALTERNATE SUPPORT WITHOUT USING THE CEILING SUSPENSION FOR DIRECT SUPPORT. MECHAN I CAL SERVICES NOTES: I. TERMINALS OR SERVICES WEIGHING 20LBS. BUT NOT MORE THAN 56LBS. MUST HAVE TWO 12 GAGE WIRES CONNECTING 11-EM TO THE CEILING SYSTEM HANGERS OR THE STRUCTURE ABOVE. THESE WIRES MAY BE SLACK 2. TERMINALS OR SERVICE WEIGHING MORE THAN 56L.BS. MUST BE INDEPENDENTLY SUPPORTED DIRECTLY FROM THE STRUCTURE ABOVE. THEE AIRE5 MUST BE TAUT. SPRI NKLER NOTES: I. FOR CELINGS WITHOUT RIGID BRACING, SPRINKLER HEAD PENETRATIONS SHALL HAVE A 2" OVERSIZE RING, SLEEVE OR ADAPTER THROGH THE CEILING TILE TO ALLOW FREE MOVEMENT OF AL LEAST I° IN ALL HORIZONAL DIRECTIONS. FLEXIBLE HEAD DESIGN THAT CAN ACCOMMODATE= 1' FREE MOVEMENT SHALL BE PERMITTED AS AN ALTERNATE=. C planning DES 22002 - 64th Avenue W., Suite 2C Mountlake Terrace, WA 98043 T: 425- 670 -6706 F: 425- 774 -8219 REGISTRATION PROJECT NAME RAINIER INDUSTRIES BUILDING K SOUTHCENTER SOUTH IND. PARK TENANT IMPROVEMENT 18375 OLYMPIC AVE S. TUKWILA, WA 98188 DESIGN TEAM PROJECT NO.: 07.212 PRINCIPAL: CK DRAWN BY: AF/EC CHECKED BY: CK /VSS SHEET NO. interior ` =:: > architecture ISSUED /REVISIONS 11 - 27 - 07 ISSUED FOR PERMIT PROJECT CONSULTANTS RECErW'ED �t OF I? " „1e A NOV 2 7 2007 SHEET TITLE REFELCTED CEILING SECTIONS AND DETAILS A3.4 EL i 1 l { 11 1 I I� l l1li 6/S3 1 1 1 (E) FTc. 1 r v J c, GL6 (E) BEAM W. GL6 (E) BEAM r I O`; m 0, (E) BEAM GL6 /4x24 - -J /9/ 4'- -6 "SQx12"DP FTG W/ (5) #5 EW BOT TYP 1'- 4 "Wx12 "DP FTG GL6 (E) BEAM (E) FTG 1 L, • • • I ai l W/ (2) #5 CONT BOT TYP 23/ APA RATED SHEATHING PER NOTE 3 T /SHEATHING = MATCH FOUNDATION PLAN NOTES: 1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 2. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR FREEZERS, COOLERS, PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 3. TOP OF SLAB (T /SLAB) ELEVATION ASSUMED O' -0 ". FOR ACTUAL T /SLAB ELEVATION REFER TO CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 4. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -0'- 5 UNO. 5. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. 6. FIBERMESH IS AN ACCEPTABLE ALTERNATE TO WELDED WIRE FABRIC IN THE SLAB ON GRADE. PROVIDE FIBER DOSAGE PER ICBO AND MANUFACTURER RECOMMENDATIONS, BUT NOT LESS THAN ICBO RECOMMENDATIONS. SUBMIT TO ENGINEER FOR REVIEW, 7. CONTRACTOR TO VERIFY TOP OF CONCRETE (T /GONG) WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING WALLS. MAINTAIN T /WALL ELEVATION A MINIMUM OF 6" ABOVE FINISH GRADE, 8. FOR HOLD -DOWN ANCHORAGE TO CONCRETE, REFERENCE SCHEDULE 10/54. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECTURAL DRAWINGS. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. 11. REFERENCE TYPICAL DETAILS AS FOLLOWS: 2/S3 STANDARD HOOKS AND BAR BENDS Ol- *34 MEZZANINE ADDITION FOUNDATION PLAN SCALE: 1 /5"=1'-0" FLOOR FRAMING PLAN NOTES: 1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. ALL EXISTING DIMENSIONS SHALL BE FIELD VERIFIED. 2. FLOOR SHEATHING TO BE 23 /32" TONGUE AND GROOVE APA -RATED STURD -I-- FLOOR. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131"0x2 NAILS @ 6 "OC AT PANEL EDGES AND @ 12 "0C FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /$" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. ALL WOOD EXPOSED TO CDNCREIE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE- TREATED. 5. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE AS SPECIFIED ON PLAN. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUT TYPE, UNO. 6. HEADERS SHOWN BUT NOT SPECIFIED ARE TO BE (2) 6005162 -54 MINIMUM STEEL STUD BOX HEADERS. FOR TYPICAL HEADER SCHEDULE, REFERENCE [01480]. HEADERS TO BE UNPUNCHED. FOR HEADER SUPPORTS, REFERENCE THE STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING I5 REQUIRED. FOR BEAM SUPPORTS, REFERENCE THE STUD AND SHEAR WALL PLAN ON FLOOR BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. REFERENCE THE STRUCTURAL GENERAL NOTES FOR SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER WALLS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. ALL RIM JOISTS TO BE 1 LSL MINIMUM UNO. 11. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR OPENINGS GREATER THAN 24" ON ONE SIDE. CF i1 KWt,A NOV 27 2007 STUD AND SHEAR WALL PLAN NOTES: 1. ALL INTERIOR NON- BEARING, NON- STRUCTURAL WALL STUDS AND DEFLECTION TRACKS SHALL BE DESIGNED BY STUD SUPPLIER. 2. FULL HEIGHT STUDS TO BE CONTINUOUS TO FOUNDATION. 3. ALL STRUCTURAL WALLS SHALL BE 600S200 -43 @ 16 "OC. TOP AND BOTTOM TRACK SHALL BE 6001150 -54. ATTACH TRACK TO CDNCREIE PER SCHEDULE. 4. PROVIDE BRIDGING AND BRIDGING ANCHORAGE AT ALL STEEL STUD WALLS PER 2/54. 5. FOR SHEAR WALL AND SHEATHING ATTACHMENT REQUIREMENTS, REFERENCE THE SHEAR WALL SCHEDULE 8/54. O 6. / INDICATES HOLD -DOWN TYPE, REFERENCE HOLD -DOWN SCHEDULE 12/54. 7. REFERENCE TYPICAL DETAILS AS FOLLOWS: 2/S4 TYPICAL STEEL STUD BRIDGING 4/54 TYPICAL TOP AND BOTTOM TRACK DETAIL 3/54 TYPICAL TOP TRACK SPLICE DETAIL 10/S4 TYPICAL HOLD -DOWN ELEVATION MEZZANINE ADDITION FRAMING PLAN SCALE: 1 /8"=l'-0" IF tt 1h hioeoc z 0 LC) o•, rn 1 1 �� CV N LC) LO W O A U 0) v Evn E N x v v y^ST 0 U ° E m 0 q 2 E 4 1 o c }o =E��d cr..- 0 Cr) J 0 CL. 0 0 cn 1, co 4 0 n ca 0 W 0 0 Cr) co Ili co O 00 SHEET TITLE: STRUCTURAL MEZZANINE ADDTION FOUNDATION & FRAMING PLAN SHEET NO. SI 07133- SL.dwg 20 Nov 2007 - 11:08 am ngiorgio 0 U cn 0 z c� a CC w CL w 6" TYPICAL STAIR ON GRADE 03800 EXIST TILT -UP WALL PANEL PER PLAN -1 117—F11I7TIII III PER PLAN EXIST SOG & REINF PER PLAN TREAD DIM PER ARCH ( 0 7D y #4 @ 18 "OC EW 3 /4" KEY (2) #4B 1 I (1`;;T11.:.TLi; Til � f hr #11 I„ EXIS FTG & REINF PER PLAN SCALE: 3 /4 " =1 ' -0" 4 "EMBED ��LAP PER PLAN 1 SOG & REINF PER PLAN TYPICAL LOADING DOCK AT EXISTING TILT -UP WALL PANEL I — I I #4 x r1 @ 18 "OC • —1 1 1 = 1 1 1 =1 1 1- #4 018 "OC DOWELS EMBEDED 4" W/ SIMPSON EPDXY SOG & REINF PER PLAN, TYP #4 HORIZ @ 12 "0C, CTRD IN WALL, TYP #5 VERT @ 12 "OC W/ 30" HOOKS, CTRD IN WALL, TYP 03902 4 4. w • 4 4 4 • . 6"± TYP 4 w r�— • 4 8" TYP w 4 ` \\ II — I II, ;, - ELEVATOR PIT SECTION U >r w 4 I11=111 =I— =11 i -111 -11 NOTE: PROVIDE MISCELLANEOUS METALS AS REQUIRED BY ELEVATOR MANUFACTURER. T /SLAB PER PLAN 7 L J # x — 124" (2) #4 CONT #5 @ 12 "OC E.W. CNTRD 7 -1, FTG & REINF PER PLAN PER PLAN SCALE: 3 /4 " =1 ' -O" ELEV PIT, VERIFY SIZE & DEPTH W/ ARCH DWGS 24" #4 DOWELS x @ 16 "OC, TYP HYDROPHILIC WATERSTOP WHERE REQD, TYP 4 4I . 4•.. 41. 4 • • I 4 4 4 • - 4 Ip 7 7 W/ #5 W/ #4 T /SLAB (FIN GRADE @SIM) PER ARCH 4'- 0 "Wx18"DP FTG SCALE: 3 /4 " =1 ' -0" #5 @ 12 "OC EW HYDRAULIC SHAFT PENETRATION WHERE REQD ELEV SUMP WHERE REQD (10" SLAB & WALL THICKNESS, MIN W/ #5 @ 12 "OC EW, TYP) © 12 "QC EW BOT @ 12 "OC TRANSV TOP (E) T /SLAB PER PLAN I 2/52 IVY 8" THK STEM WALL W/ #5 @ 12 "OC EW CTRD (E) CONC SLAB AS OCCURS PER PLAN L 4 4 r I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 p IT1 1 1 1 1 1 1 (E) TILT -UP WALL PER PLAN #4 DOWELS © 18 "OC - 4" EMBED 4 I I 1 1 J ROLL -UP DOOR & LOADING DOCK LOCATED NEAR METAL SHOP AREA 10" DP ELEV SLAB W/ #5 @ 12 "0C EW BOT ELEVATOR FOUNDATION PLAN CIP CONC STAIR PER 3/53.1 OR 4 " SOG W / #4@ 18 "OC EW CTRD STANDARD LAP SPLICE )0 PER ARCH 5" SLAB ON GRADE W/ #4 @ 18 "OC EW CENTERED T /SLAB = PER ARCH DOWEL NEW FTC & STEM WALL TO (E) TO MATCH NEW REINF EMBED 4" W/ SIMPSON SET EPDXY TYP z U w 0 1 W DOWEL NEW FTG & STEM WALL TO (E) TO MATCH NEW REINF EMBED 4" W/ SIMPSON SET EPDXY TYP 4 RAILING PER ARCH TRANSVERSE SECTION AT CONCRETE RAMP OR STAIR - (2) #4 @ T /WALL #4 CONT 6" CONC WALL W/ # © 18 "0C EW C0 SCALE: 3 /4 " =1' --0" EINF PER PLAN T /FIN GRADE REINF © OF WALL (ALT HOOKS) L_J L (E) BEAM (E) BEAM ROLL -UP DOOR & LOADING DOCK LOCATED NEAR WOOD SHOP AREA ROLL -UP DOOR OPENINGS FOUNDATION PLANS U 0 N x N DOWEL NEW FTG & STEM WALL TO (E) TO MATCH NEW REINF EMBED 4" W/ SIMPSON SET EPDXY TYP 6" THK STEM WALL W/ #4 © 18 "OC EW CTRD TYP 11/52 SIM 1'- 4 "Wx10 "DP FTG W/ (2) #5 CONT TYP w OD r U 0 N LJ 0 ur (E) BEAM z (E) BEAM 0 0 X 0 0 0 r r r 1— a CO (1) r L _ ELEVATOR FRAMING PLAN r L r 5" SLAB ON GRADE W/ #4 @ 18 "OC EW CENTERED T /SLAB - PER ARCH (E) BEAM L.: (E) BEAM ELEVATOR FOUNDATION AND FRAMING PLANS SCALE: 1 /8"-- - 1'-0" DN ENTRANCE RAMP FOUNDATION PLAN SCALE: 1 /8 " =1' -0" ENTRANCE RAMP FOUNDATION PLAN SCALE: 1 /8 " =1' - 0" RECE WED are OF TUKWILA NOV 2 7 2007 U z 0 rTi Z a I= 0 0 0 M!" 0 z 0 O q) 0 Q 0 0 0 C7 : 0 C7 0 0) a) Q' U 0 0) 0 0 0 w a (1) 0 0 C/) co LL1 co 0 SHEET TITLE: STRUCTURAL FOUNDATION & FRAMING PLANS SHEET NO. S2 07133- S2.dwg 20 Nov 2007 - 11:09 am ngiorgio TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3 /e, 1 /2" 3 /16" 5 /8 ", 3 /4" 1 /4' > = 7 /8" 5 /16" JOIST PER PLAN JOIST PERPENDICULAR TO BEAM 03800 SHTHG PER PLAN LATE NAILING PER PLAN BEAM PER PLAN EFLECTION TRACK CONN SIM 6/54 S I EEL STUDS & SHTHG PER PLAN SCALE: 3/4"=1'-0" 06001 T /SHTHG • PER PLAN 90° D D 45 45 1 4d OR 2 "" MIN 180 D = 6d FOR #3 THRU #8 D = 8d FOR #9, 10 & 11 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS d JOIST PER PLAN TOPPING PER ARCH -----.\ 0 rn z STIRRUP n 180' STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACI) SCALE: NONE 2x4 W/ (4) 0.131 "x3 NAILS TRACK CONN PER 6/54 0 70 (Old BEAM OR COLUMN CROSSTIES WALL AT FLOOR PARALLEL TO JOISTS STIRRUP OR TIE D = 4d FOR #3, 4 & 5 0= 6d FOR #6, 7 & 8 ■ 135' 7 90' -0 180' z L. ..1 ro D �fp 6d OR 4" MIN BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D = BEND DIAMETER 90' DIAPHRAGM EDGE NAILING PER PLAN ADDL NAILING & BLKG REQD FOR (2) ROWS OF PLATE NAIUNG PER SHEAR WALL SCHED BLKG @ 48 "OC W/ (2) 0.131"0x3 NAILS TO TOP PLATE RIM JOIST PER PLAN RIM JOIST CONN PER SHEAR WALL SCHED STEEL STUD WALL & SHTHG PER PLAN SCALE: 1"=1' -0" TYPICAL SAWCUT IN EXISTING CONCRETE WALL OR SLAB 03405 SCALE: 3"=1'-0" T /SHTHG PER PLAN 05003 06051 PLATE ATTACHMENT PER SHEAR WALL SCHED TOPPING PER ARCH RIM JOIST RIM JOIST CONN PER SHEAR WALL SCHED PARTY WALL AT FLOOR PERPENDICULAR TO JOISTS T /FTG PER PLAN SIZE PER TABLE 1 TYP * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE NEW OPNG OC U Z_ PLAN — INTERIOR COLUMN PLAN 4 4 v OPNG PER ARCH A t COL DO NOT OVERCUT -CORE DRILL 2 "0 HOLE AT EA CORNER L PRIOR TO SAWCUT CAlAirl FT SAWCUT (E) CONC WALL SALT SHEAR WALL 1 SHTHG LOCATION STUD WALL & SHTHG 1 PER PLAN SCALE: 1"=1' -0" COL PER PLAN 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN RIM JOIST 1" NON- SHRINK GROUT, MIN PLATE ATTACHMENT PER SHEAR WALL SCHED RIM JOIST CONN PER SHEAR WALL SCHED BASER 3 /4 x 9 x 9 PER PLAN HEX (4) 3/ NU 4 " TS O A36/A307 & WASHERS AB'S ONO. W/ TYPICAL TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN SCALE: 1"=1' -0" E5008 PANEL EDGE HSS8x8x /4 STRONGBACK ICOL T /SLAB PER PLAN t3x3x 16 x 3" LONG W/ 1 2 "0 AB W/ 4 EMBED W/ HILTI HY-150 (ALT SIDE OF COL @ 2' -D "OC) EDGE OF NEW OPENING ) 43 COL PER PLAN CONC INFILL r- EXIST SOG VERIFY W/ ENGR IF GREATER THAN 1' -0" IS REQD HSS8x8x /4 STRONGBACK COL Ili= 1 II;II COL 1 1V — 0" CLR ---r I 1 - `"111 EXIST TILT -UP PANELS 0 PLAN NOTE: INSTALL STRONGBACK BEFORE CUTTING THE OPENING. INTERIOR ELEVATION NEW OPENING WITH STRONGBACK COLUMNS STRONGBACK COLUMN CONNECTION TO WALL t3x3x x 3" LONG ON EA SIDE OF COL W/ 1 /2 "O AB W/ 4 EMBED W/ HILTI HY -150 (AT TOP OF COL) STRONGBACK PER 4/53 EXIST TILT -UP WALL PANEL /4 / EXIST TILT -UP WALL PANEL 1" GROUT AS REQD a SCAI F: 1"=1' -0" �'- EXIST FTG 'II HI SECTION EXISTING TILT -UP WALL PANEL WITH STRONGBACK COLUMN AT FOUNDATION SCALE: 1 /8 "- 1'--0" T /EXIST PANEL PANEL EDGE c TO HSS \COL, TYP SCALE: 3/4"=1' -0" T /PANEL T /OPENING 12' -0" MAX VERIFY W/ DOOR SUPPLIER T /SLAB EL =0' -0" T /FTG 1-18CEIVED ci T i° OF TUKWIL NOV 27 2007' T /EXIST FTG • • 4 BP3/4x81/2x 1' -2" W/ (2) 1 /2"O AB EMBED 41 /2' W/ HILTI HY -150 EXIST WALL FTG CENTERED UNDER PANEL CONT 07133— S3.dwg 19 Nov 2007 — 4:02 pm !marshal) 0 0 (1) 0 [Z 01434B SHEAR WALL : vi — SCHEDULE ® WALL TYPE WALL SHEATHING APA RATED [2] [4] SCREW SPACING AT PANEL EDGES [1 1] [12] TOP AND BOTTOM TRACK ATTACHMENT SHEAR CAPACITY (PLF) TO CONCRLIE /CMU TO STRUCTURAL STEEL 99 43MIL WIND U 6 "OC 1 1 1 1 1 1 1 1 I HILTI ESD 16 P8T @ 16 "0C 1 1 1 1 1 1 1 1 1 1 1 1 374 DISCONTINUOUS 1 ! 15 /32 4 "OG HILTI 0.1 X -DNI W/ 1" EMBED @ 5 "OC HILTI ESD 16 P8T @ 16"13C 532 564 BRIDGING 15 /32 3"OC HILTI 0.1450 X -DNI W/ 1" EMBED @ 3 "OC HILTI ESD 16 P8T @ 10 "OC 710 694 1 15 /32 2"0C HITI EMBEDX @D41 "OC HILTI ESD P8T "OC 876 764 ® 1 1 1 1 1 SECTION A (2) ROWS OF STUD BRIDGING PER 2/S4 r 1 1 1 1 1 1 I 1 , 1 I SECTION B r 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 J PROVIDE 1 1 a 1 1 a SAME I 1 1 1 r 1 1 1 1 1 1 i 1 AS TYP STUD 1 L1 STUD W/ (2) #8 TOP & BOT OF TO TRACK, TYP 1 I 1 L THICKNESS SCREWS EA LEG STRONG BACK 1 1 1 1 1 1 1 r- -_ - - -__ • •• tt. 01434B SHEAR WALL FOR #10 SCREWS IN CFS (2003 IBC) FOR SEISMIC FORCES & WIND FORCES SCHEDULE ® WALL TYPE WALL SHEATHING APA RATED [2] [4] SCREW SPACING AT PANEL EDGES [1 1] [12] TOP AND BOTTOM TRACK ATTACHMENT SHEAR CAPACITY (PLF) TO CONCRLIE /CMU TO STRUCTURAL STEEL 43MIL SEISMIC 43MIL WIND 15 /32 6 "OC HILTI 0.1450 X -DNI W/ 1" EMBED @ 6"OC HILTI ESD 16 P8T @ 16 "0C 362 374 (S6 15 /32 4 "OG HILTI 0.1 X -DNI W/ 1" EMBED @ 5 "OC HILTI ESD 16 P8T @ 16"13C 532 564 S4�j 15 /32 3"OC HILTI 0.1450 X -DNI W/ 1" EMBED @ 3 "OC HILTI ESD 16 P8T @ 10 "OC 710 694 ® 15 /32 2"0C HITI EMBEDX @D41 "OC HILTI ESD P8T "OC 876 764 ® 07001 P X11. ° BEND SECTION OR CLIP FLANGE 1" TO # OPTION A DOUBLE FLAT STRAP BRIDGING WITH BLOCKING NOTES: 1. BRIDGING MAY BE PROVIDED THRU OPTION A, B, OR C SHOWN FOR STUD DEPTHS 6" OR LESS. FOR STUD DEPTHS GREATER THAN 6" USE OPTION A. 2. BRIDGING SHALL BE INSTALLED AND ADEQUATELY ANCHORED PER 9/54 PRIOR TO APPLYING AXIAL LOADING TO STUDS. TYPICAL STEEL STUD WALL BRIDGING STRONGBACK STUD SIZE & THICKNESS TO MATCH STUD WALL PER PLAN, TYP VENT OR CONDUIT BY OTHERS (WHERE OCCURS) 12' -0" MAX SPACING BETWEEN STRONGBACK STUD STRONGBACK STUD PER ELEVATION BOT TRACK BEYOND BRIDGING CHANNEL & ANGLE PER 2/S4 STRONGBACK STUD PER PLAN STUD WALL PER PLAN SECTION A - TYPICAL SCALE: NONE (1) #10 SCREW EA SIDE, EA END STL STUD PER PLAN & SCHED VENT OR CONDUIT OPTIONAL SPUCE W/ (4) #10 SCREWS EA END OF STRAP INTO BLKG 1 "x43MIL TAUT HORIZ FLAT STRAP @ 48 "OC MAX UNO PER PLAN T150 -43 BLKG INSTALL AT ENDS OF STRAP & 12' -0 "OC MAX (4) #10 SCREWS MIN EA SIDE OF BLKG MIN #10 SCREW AT EA STRAP TO STUD NOTES: 1. REFERENCE SECTION A FOR INFORMATION SHOWN BUT NOT CAI I FD OUT. 2. WHERE BRIDGING IS DISCONTINUOUS, PROVIDE STRONGBACK STUD AND BRIDGING ANGLES ON BOTH SIDES OF INTERRUPTION AS SHOWN. SECTION B - AT DISCONTINUOUS BRIDGING SCALE: NONE TYPICAL STEEL STUD BEARING /SHEAR WALL BRIDGING ANCHORAGE ELEVATION FOR 6" WALL 07650A SCALE: 1 /2 " =1' -0" FORM VERT 06904M 07110M 0 SECTION PLAN VIEW #10 SCREWS @ 3 "OC THRU STUD WEBS OPTION B SCREW ATTACHED BRIDGING CHANNEL WITH ANGLE NOTE: 1. FLOOR /ROOF JOISTS NOT SHOWN FOR CLARITY. 2. ATTACH TRACK TO STUDS PER 4/S4 3. SPLICE TRACK PER 3/S4 EA SIDE 1 /8 1/2 -12 TYP 9 TYPICAL HOLD -DOWN DETAIL STD PUNCHOUT L1 1 /2x(STUD DEPTH- 1 /2 ")x54MIL (2) #10 SCREWS TYPICAL PLATE SPLICE DETAIL 1 54MIL x 1 /2 1 1 1 /2 " BRIDGING CHANNEL @ 48"OC MAX, UNO PER PLAN STL STUD PER PLAN SECTION 4'--0" MIN SPUCE LAP 11 1 /16 /.� NOTE: 43MIL MINIMUM STUD THICKNESS RECOMMENDED FOR WELDING. OPTION C WELD ATTACHED BRIDGING CHANNEL WITH ANGLE SCALE: NONE SCALE: 1"-1'-0" HD PER PLAN W/ ANCHOR PER SCHED 12/54 SCALE: 1"=1' -0" DBL 2x6 TOP PLATE (2) ROWS 0.131"0x2 NAILS (16 TOTAL) STAGGERED (WITHIN AREA OF SPLICE) @ 6 "OC (2) #10 SCREWS @ 8 "OC TYP SIZE & NUMBER OF STUDS PER PLAN & HD SCHED (2) MIN TRACK PER PLAN AND SCHED 1/ 1 STUD WALL PER PLAN NEW STEM WALL OR EXIST TURNED DOWN SLAB EDGE OR FTG PER PLAN SHEAR WALL SCHEDULE TYPICAL TRACK SPLICE 07020 01434BM HOLD -DOWN SCHEDULE 01421M (3) #10 SCREWS TYP EA SIDE OF SPLICE SCALE: NONE TOP TRACK PER PLAN [5] PROVIDE FLAT STRAP BRIDGING AT ALL SHEAR WALLS REFERENCE 2/S4 5137 NESTED STUD x EQUAL THICKNESS TO TOP TRACK NOTES: [1] INSTALL PANELS HORIZONTALLY OR VERTICALLY. [2] BLOCKING IS REQUIRED AT ALL PANEL EDGES AND DOUBLE BACK TO BACK STUDS AT SHEAR WALL ENDS BLOCKING I5 TO BE A MINIMUM OF 1 WIDE. [3] PROVIDE SHEAR WALL SHEATHING AND SCREWING FOR ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS OR DOORWAYS OR AS DESIGNATED ON PLAN FOR HOLD DOWN REQUIREMENT, REFERENCE PLANS AND HOLD DOWN SCHEDULE. [4] SHEATHING EDGE ATTACHMENT IS REQUIRED AT ALL HOLD DOWN STUDS, REFERENCE HOLD DOWN DETAIL. 01421 HOLD -DOWN SCHEDULE (STEEL STUDS) [1, 4] TYPE S /HD8 S /HD10 S /HD15 S /HTT14 STUDS REQUIRED AT HOLD -DOWN [2] (2) 600S162 -43 (3) 6005162-43 (3) 6005162 -43 (2) 6005162 -43 SCREWS (24) #10 (30) #10 (48) #10 (14) #10 ANCHOR CONCRETE EMBEDMENT [6, 8] EXIST TURNED DOWN SLAB STEM WALL [5] CIP [2] ADHESIVE [3] 12 15 18" 10" 15" 15" 1 0" SPREAD FOOTING CIP OR ADHESIVE [2, 3] 9 ', 9" 11" 7" DIAMETER 7/ 7 1" 5/ CAPACITY (LBS) 33MIL 5710 7140 43MIL 6345 7248 9150 4385 54MIL 6705 7248 10,350 4385 NOTES: [1] PROVIDE PANEL EDGE SCREWS AT HOLD -DOWN STUDS PER SHEAR WALL SCHEDULE. [2] CAST -IN -PLACE (CIP) TYPE ANCHOR BOLTS AT HOLD -DOWNS SHALL HAVE A HEX HEAD WITH A STANDARD CUT WASHER OR A STANDARD HOOK (MINIMUM 3x BOLT DIAMETER). [3] THREADED ROD WITH SIMPSON SET OR HILTI HY -150 ADHESIVE. 07010 STUDS TO BE FULLY SEATED AGAINST TRACK ( MAX GAP) TRACK PER PLAN TRACK ATTACHMENT PER PLAN, TYP R 1/N FgS c RO 3„ M/N FASTEN [4] BASED ON MINIMUM f'c [5] STEM WALLS SHALL BE ANCHOR BOLTS AND 8" BOLTS. D NOTE: THIS DETAIL APPLIES TO TOP AND BOTTOM TRACKS OF ALL STRUCTURAL STEEL STUD WALLS UNO. D01-434 2500 PSI CONCRETE. [6] TYPICAL HOLD DOWN DETAIL PER 10/54 TYPICAL TOP AND BOTTOM TRACK DETAIL SCALE: NONE SCALE: NONE FROM END OF STUD NO PUNCHOUT SHALL OCCUR WITHIN 1.5 x STUD DEPTH OR 10" MIN STL STUDS PER PLAN SCALE: NONE (1) #10 SCREW EA STUD FLANGE, TYP [6] STUD AND TRACK THICKNESS MAY BE GOVERNED BY BEARING WALL REQUIREMENTS REFERENCE PLAN. [7] 43 MIL IS MINIMUM STUD THICKNESS. [8] FOR STUD ATTACHMENT TO TOP AND BOTTOM TRACK REFERENCE 4/S4 [9] PROVIDE FASTENERS AT 12 "OC ALONG ALL INTERMEDIATE FRAMING MEMBERS. [10] SCREWS TO ATTACH OSB TO STUDS ARE TO BE #10 x 1 SELF DRILLING 3 /4" LONG DRILL TIP BUGLE HEAD SCREWS (MINIMUM HEAD DIAMETER = 0.292 "). SCREW FASTENER HEAD MUST BE FLUSH W/ PANEL SURFACE AND PENETRATE INTO STEEL STUD FRAMING A MINIMUM OF (3) EXPOSED THREADS. INSTALL FASTENER WITH A MINIMUM 3 /8" PANEL EDGE DISTANCE. 6" WIDE MINIMUM FOR 5 /8,"0 AND SMALLER WIDE MINIMUM FOR 7 /8 "0 AND LARGER ANCHOR ?ECP9VED ciTy 1= T1 ! iLA NOV 27 2007 rr� ittal 0.- o '- N N 1.0 N LC) u7 CNJ Zlt = a a . .g am 0 2' s b O E a N m c � cg c E c' -E c 4 L t j T 0 0 0 0 cn 0 4 0 0 0 ca z D 07133- S4.dwg 20 Nov 2007 - 11:09 am ngiorgio 1p co co < 0 , iccf 0 00 I SHEET TITLE: STRUCTURAL DETAILS SHEET NO. S4 11 0