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HomeMy WebLinkAboutPermit D16-0280 - SANFT VACANT SPACE - TENANT IMPROVEMENTVACANT SPACE 14510 INTERURBAN AVE S UNIT 100 D16-0280 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT 3365901630 Permit Number: 14510 INTERURBAN AVE S Unit100 Issue Date: Permit Expires On: Project Name: VACANT SPACE D16-0280 11/16/2016 5/15/2017 Owner: Name: Address: SANFT LOUIE 6120 52ND AVE S , SEATTLE, WA, 98118 Contact Person: Name: LOUIE SANFT Address: 6120 52 AVENUE S , SEATTLE, WA, 98118 Contractor: Name: Address: License No: Lender: Name: Phone: (206) 930-9324 UNIVERSAL BUILDING SYSTEMS Phone: (425) 736-5258 27565 265TH CT SE , RAVENSDALE, WA, 98051-8209 UNIVEBS863PM Expiration Date: 10/19/2018 A & B PROPERTIES Address: 6120 52ND AVE S , SEATTLE, WA, 98118 DESCRIPTION OF WORK: A TENANT IMPROVEMENT CONSISTING OF OFFICE SPACE AND UNHEATED WAREHOUSE SPACE. THE OFFICE SPACE INCLUDES AN OPEN OFFICE SPACE WITH A KITCHENETTE AND 2 RESTROOMS ON THE FIRST FLOOR AND A MEZZANINE WITH 2 PRIVATE OFFICES AND ONE OPEN OFFICE AREA. Project Valuation: $45,780.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Fees Collected: $1,571.40 Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No gaim, Permit Center Authorized Signature: (&' Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attach • - o this permit. Signature: ( llv�-�J �!J' J ► Date: Print Name: 1A/1E V1 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: Prior to issuance of this permit Owner/Representative shall sign a completed King County Non -Residential Sewer Use Certification. 3: ***BUILDING PERMIT CONDITIONS*** 4: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 5: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 6: The special inspections and verifications for concrete construction shall be as required by IBC Chapter 17, Table 1705.3. 7: 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. 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 seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 11: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 12: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 13: 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. Periodic special inspection is required during anchorage of storage racks 8 feet or greater in height. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: 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. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 23: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 20: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 21: 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) 22: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 24: Maintain fire extinguisher coverage throughout. 25: 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) 26: 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) 28: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 27: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 32: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 30: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 29: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 33: 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 #2437. 34: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 35: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 36: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 37: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.9 of the International Building Code. 38: In order to provide you with the fastest police and fire protection under emergency conditions, please post your suite, room or apartment number in a conspicuous place near the main entry door. 31: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 39: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 40: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0603 ROOF/CEILING INSUL 4027 SI -COLD -FORM WELD 4000 SI -CONCRETE CONST 4046 . SI-EPDXY/EXP CONC 4035 SI -SOILS 4025 SI -STEEL CONST 4004 SI -WELDING 4032 SI -WOOD CONST 0406 SUSPENDED CEILING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. ' dA 0 Project No. Date Application Accepted: Date Application Expires: k -(a--( 7 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 1451' Interurban Ave. South Tenant Name: N/A PROPERTY OWNER Name: Louie Sanft Address: 0020 61152nd Ave S Name: A&B Properties Phone: (206) 930-9324 Fax: Email: louie.sanft@att.net Address: 6180 52nd Ave S j Stale)Zilp"IJ �l 1 l City: Seattle State: WA City: Seattle State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: Louie Sanft Address: 0020 61152nd Ave S City: Seattle State: WA Zip: 98118 Phone: (206) 930-9324 Fax: Email: louie.sanft@att.net GENERAL CONTRACTOR INFORMATION Company Name: Universal Building Systems Address: 27565 265th CT SE City: Ravensdale State: WA Zip: 98051 Phone: (425) 633-0119 Fax: (425) 660-8010 Contr Reg No.: UNIVEBS863PM Exp Date: 12/31/2015 Tukwila Business License No.: BUS -0996542 H:\ApplicationsWorms-Applications On Line \201 I Applications\Permit Application Revised - 8-9-1 ].docx Revised: August 2011 bh 3365901605,3365901630,3365901570 King Co Assessor's Tax No.: Suite Number: E Floor: 1&2 New Tenant: ® Yes ❑..No ARCHITECT OF RECORD Name: E Company Name: Fuller Sears Architect Address: La (70 Architect Name: Vahid Khastou �9-,., 1 " � Address: 1411 4th Ave Suite 1306 j Stale)Zilp"IJ �l 1 l City: Seattle State: WA Zip: 98101 Phone: (206) 682-6170 Fax: (206) 682-6480 Email: vkhastou@fullersears..com ENGINEER OF RECORD Name: E Company Name: Coughlin Porter Lundeen Address: La (70 Engineer Name: Eric Lentz �9-,., 1 " � Address: 801 2nd Ave Suite 900 j Stale)Zilp"IJ �l 1 l City: Seattle State: WA Zip: 98104 Phone: (206) 343-0460 Fax: Email: ericl@cplinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: E Address: La (70 p l_r�,� �9-,., 1 " � City: .l./ l Q_, j Stale)Zilp"IJ �l 1 l Page 1 of4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ T 7 gd ' co Existing Building Valuation: $ Describe the scope of work (please provide detailed information): A tenant improvement consisting of office space and unheated warehouse space. The office space includes an open office space with a kitchenette and 2 restrooms on the first floor and a mezzanine with 2 private offices and one open office area. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers Ai Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Sa ety ata Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications',Forms-Applications On Line\201 I ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1s` Floor 0 1,978 0 0 VB B rd Floor 0 539 0 0 VB B 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® Sprinklers Ai Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Sa ety ata Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications',Forms-Applications On Line\201 I ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION - 206-433-0179 Scope of Work (please provide detailed information): N/A Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ...Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline 0...Valley View ❑ .. Renton ❑...Sewer Availability Provided LI.. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...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 ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line Irrigation Domestic Water 11 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Apptications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.does Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (cuirent 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 OWNER OR AUTHORIZED AGENT:/ Signature: Print Name: Mailing Address: Vt t AJc d 5411 G/u t SIM f (I2IZD /� H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: I D/7 w Day Telephone: 9962 ci3D City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT I QUANTITY PermitTRAK I PAID $972.29 D16-0280 Address: 14510 INTERURBAN AVE S Unit100 Apn: 3365901630 $972.29 DEVELOPMENT $926.20 PERMIT FEE R000.322.100.00.00 0.00 $921.70 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $46.09 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R9866 R000.322.900.04.00 0.00 $46.09 $972.29 Date Paid: Wednesday, November 16, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 02490D Printed: Wednesday, November 16, 2016 3:03 PM 1 of 1 C? SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY ( PAID PermitTRAK $599.11 D16-0280 Address: 14510 INTERURBAN AVE S Apn: 3365901630 $599.11 DEVELOPMENT $599.11 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R9635 R000.345.830.00.00 0.00 $599.11 $599.11 Date Paid: Wednesday, October 12, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 03773D Printed: Wednesday, October 12, 2016 3:36 PM 1 of 1 CSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 116 -0280 Prqjset IiCAtiFi- S PA � T e of Inspection: - 1 of hAnA l - '& � Address: 4's7d lAillitudrSrbi Are� Date Called: Special Instructions: Date Want : 2G / 7r a.m. Reques r: Phone No: LIzT de/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: - Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A%o-b23V Project: Type of Inspection: '0,5-e,4ov.04o (flo- Address: /,I/71i7 /7i4( 5 /9570 !/,v/i- /) Date Called: Special Instructions: CYR-C ti�R KeRS Date Wanted: a.m /-2-Ir � p.m. Requester: X oviivr pA1' ✓?K5m- Phong�5 1057 /$31 Approved per applicable codes. Corrections required prior to approval. C MMENTS: Inspector: Date:' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit. INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1 2e0 Project] r S ' Type o ink- AddrUesss: MS7 0 /A M S Date Called: Special Instfuctions: Date Wante l JO �7 a.m. Requeste . Phone No: Approved per applicable codes. L, Corrections required prior to approval. COMMENTS: Inspector: Date:/ 0 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit tl6 —0280 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ' V/+CA'Air S Pile Type of Inspection: / i,A/2_ /AUL-A-r/P//' Address: &S'20lit/ ne.d S Date Called: Special Instructions: I-, Date Wanted: 12'/ 311 a.m. Requeste ; Phone No: 4/ZS 6r1- I / App'roveedjper applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. \i! INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di&- 6290 Projje : V/if* it SPiC Type it -Inspection: / JA[6- Address: 141S70 AlveigiviAl, s Date Called: Special Instructions: Date Wante l213/& - a.m. Requeste : Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: MSS / r6- edeo, ,44S -- L S Piarvmg rescnA)2,- LAB d46.-prelet3 Ar Inspector: � Date: I2/ 1 31 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: VACA, T- ¶P4e ; Typspection: / Aff6- Address: /1/ Do Jima, J S Date Called: Special Instructions: Date Wanted: j 12, 12,/o .4r. p.m. Requester: !/ Phone No: lac- 6,,- 115-1.1 ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: VALI AT' o 1- A14 orfb f - C i Pef2 L ) 6 nf&r" CAI 1 C-4-4, 12611Z-4- APea/itrAL- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 Oi&-Oto 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Proje I/ Si3iC6 Type pection: MAIM )ft- Address:� /Q 37& k Treil / 3017,1A0 S Date Called: Special Instructions: Date Wa d.� j /16 12 a.m. Requesters Phone No: 42c- t)-// ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: P/A 2Avb ,v u - ivy sr;- or Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. CITY OF TUKWILA FIRE DEPARTM 2©6-575-4447 Project: Type of Ins 'on: Address: i Suite #: ; Contact Person: Special Instructions: Phone No.: Approved per applicable codes. rections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1., ,sct, _ _ 34.x` .'. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: , t Date:., f €, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoicefrom the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Cor pany Na e: Address • Cii State: Zip: Word/Inson Record: Forrn.Doc 3/14/14 T.F.D. Form F.P. 113 DATE AIR BALANCING REPORT UNIT DATA MANUFACTURER YORK MODEL SERIAL NUMBER ZFObONIoJ it AAA DIFFUSERS AND GRILLES Outlet Required % of Room Code Size Test 1 Final CFM Number CFM Design 266 2 50 C D 265 - 214 26 2/0 23O fo 2 9v 2j9 s5 957 G N 320 320 720 /910 ;1,et..); ®v ,74 REMARKS RECEIVED CITY OFjTUKWIL FEB 0 5 2017 A PERMIT CENTER 2-9-11 PROJECT E -lam SYSTEM READINGS BY JOB NUMBER MIIIT3TAWAT-t4IEVINITWUr01 Co N 00 O 9 M O M LA d' a "N(Q/CO° 0 m r 0 0 -n m r m 0 m 0 m r z 0 r z ic(c:1 17,4 Y /. 1 2m Mechanical Floor Plan and Plumbing Gas Pipe 8 0 ti N z z m m m r m 0 v 0 m r z 0 z l�� / L 1- a 0 O b O z r 11. 0 m m N N z z m r z O O M-3 HVAC and GAS PLAN Mi $.3MUSE DATE INIBR E NNW ENLSSISS 6ulgwnld / SvoI OC A►. / \ FULLER•SEARS N0. DATE REMARKS .a..IER/MT.BS.,Tu ARCHITECTS AIR BALANCING REPORT UNIT DATA MANUFACTURER YORK MODEL SERIAL NUMBER ZFO6ONloAllt AAA- zf DIFFUSERS AND GRILLES Outlet Required % of Room Code Size Test 1 Final CFM Number CFM Design AGO- 266" 2 ki • 50 gvZ' C 263" 214 2w 23-0 v 25V D 265' 2 ro • s5 6 - 320 320 720 3/0 360 20(1 390 937 /9W /$111 /3570 9X76 REMARKS REMARKS REC.E WED CITY OPTUKWILA FAQQ AU PERMIT CENTER DATE 2-9-/T PROJECT SYSTEM READINGS BY JOB NUMBER Z W r-1 Z ONO W Z a a a VLij 2 r VI cc I- 2 c W a M w J J N O 9 M 0 N O. D4r01/(60 Mechanical Floor Plan and Plumbing Gas Pipe a, • r 0 0 m ✓ m 0 m v 0 m P z 0 30. r z n n La n X c 0 aN z In m m m 0 G1 0 In P z 0 r z 7 El r 0 0 O ri ,V a 0 a Q M-3 HVAC and GAS PLAN p �gf DATE REMARKS ' °'° MEM f EDF. m A*NIIIa1rMNENWR =la IIIYIuiN 0 0 m z r 0 m 0 0 -11r z 6ulquanld / SHJI fi 5 H 0% 0 — — ;L _ - tr 51 r / \ FULLER•SEARS N4 DATE REMARKS ' °'° T.L' SUMIMTAL ARCHITECTS COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING STRUCTURAL CALCULATIONS FIL Interurban Office ilding E Mezzanine TI FULLER SEARS October 4, 2016 S101203-02 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 1 2016 City of Tukwila I BUILDING DIVISICN bUo 02J300 RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343,0460 / cplinc.com PREPARED BY: Eric Lentz COUGHLINPORTERLUNDEEN STRUCTURAL CIV;L SEISMIC ENCINEERHNG Building E Tenant Mezzanine TI Summary: • The Interurban Office Building Permit included framing design for the mezzanines that allowed for the mezzanine framing to be placed or omitted. • The Building E tenant mezzanine TI is placing the mezzanine floor framing that was already designed and shown in the building permit drawings and calculations. • The only structural items revised for the mezzanine was that an opening was revised in the mezzanine floor for a stair. The opening in the floor diaphragm was shortened and no structural redesign is required. • The framing and lateral system for the building E mezzanine designed under the building permit meets the requirements of the 2015 IBC. PROJECT RECORD 2 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0280 DATE: 10/12/16 PROJECT NAME: VACANT SPACE SITE ADDRESS: 14510 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AT AtAt toLf-tio Building Division 11111 Pic Works 06/ \ 1a��►M� M & Fire Prevention Planning Division Structural f0-j3-I1O ❑ Permit Coordinator im PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 10/13/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/10/16 Approved Corrections Required Approved with Conditions ❑ ❑ Denied n (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 Universal Building Systems Page 1 of 2 Home Espanol Contact Safety & Health 4164Washington State Department of Labor & Industries Claims & Insurance Search L&I A -Z Index Help Workplace Rights Universal Building Systems Owner or tradesperson Principals Lorenz, Brandon R, PARTNER/MEMBER Doing business as Universal Building Systems WA UBI No. 603 442 799 14520 INTERURBAN AVE S #D100 TUKWILA, WA 98168 206-402-3467 KING County Business type Limited Liability Company Governing persons BRANDON LORENZ KEN LORENZ; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. UNIVEBS863PM Effective — expiration 10/14/2014-10/19/2018 Bond Hudson Insurance Company Bond account no. 10031737 Received by L&I 09/24/2015 Great American Ins Co Bond account no. 3036307 Received by L&I 01/06/2015 Bond history Insurance Ohio Security Ins Co Policy no. BKS56367000 Active. Meets current requirements. $12,000.00 Effective date 10/09/2015 Expiration date Until Canceled $12,000.00 Effective date 12/17/2014 Cancelation date 12/16/2016 $1,000,000.00 My L&I Trades & Licensing Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603442799&LIC=UNIVEBS863PM.&SAW= 10/28/2016 0 A 1 General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE ADMINISTRATIVE CODE AMENDMENTS, 2015 EDITION. 2. DESIGN LOADING CRITERIA: OCCUPANCY CATEGORY IBC TABLE 1604.5 II ROOF SNOW LOAD 25 PSF (I5 = 1.0) FLOOR LIVE LOAD (OFFICE MEZZANINES) 50 PSF FLOOR LIVE LOAD (STORAGE WAREHOUSES) 125 PSF STAIR LIVE LOAD 100 PSF PARTITION LIVE LOADING (OFFICE MEZZANINES) 15 PSF (10 PSF SEISMIC) CANOPIES SAME AS ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS SEE DRAWINGS FOR MAXIMUM ALLOWABLE WEIGHTS EARTHQUAKE SEISMIC DESIGN CATEGORY D 55 = 1.44, 51 = 0.4q, 505 = 0.81, 5Di = 0.1q INTERMEDIATE PRECAST SHEAR WALLS NOT USED R = 4, no = 2.5, IE = 1.0 NOT USED SPECIAL REINFORCED MASONRY SHEAR WALLS R=5, no=2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES NOT USED R = b, no = 2.0, IE = 1.0 NOT USED. PLYWOOD SHEATHED SICCARWALLS NOT USED R = 6.5, no = 2.5, IE = 1.0 NOT USED. SEISMIC RESPONSE COEFFICIENT: C5= 0.113 DESIGN BASE SHEAR: V = 3q kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE ANALYSIS WIND 85 MPH, EXPOSURE "B", IN = 1.0, KZt = 1.0 WIND (CLADDING/ENCLOSURE ELEMENT DESIGN PRESSURES) 18 PSF MAX. AT WALLS, 22 PSF GROSS UPLIFT AT ROOF WIND PRESSURES BASED ON LESS THAN 10 SQUARE FOOT TRIBUTARY AREAS NEAR WALL CORNERS OR ROOF EDGES (EXCLUDING CORNER ZONES AT ROOF). REDUCED DESIGN PRESSURES MAY BE CALCULATED IN ACCORDANCE WITH ASCE 1-05 CHAPTER 6. SEE DRAWINGS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS AND ALL OTHER CONTRACT DOCUMENTS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE BUILDING LAYOUT DIMENSIONS (GRID LAYOUTS, SITE COORDINATES, ETC.) AMONGST ALL TRADES, INCLUDING SHOP FABRICATED ITEMS. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. 6. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 1. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. S. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. q. SEISMIC BRACING AND ANCHORAGE OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND I5 RESPONSIBLE FOR ALL COSTS RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRACING AND ANCHORAGE. SEISMIC BRACING AND ANCHORAGE DESIGN AND CONSTRUCTION SHALL COMPLY WITH CHAPTER 13 OF ASCE 1-05. SEE GENERAL STRUCTURAL NOTE 14 FOR ADDITIONAL INFORMATION. 10. SHOP DRAWINGS FOR REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION), STRUCTURAL STEEL, OPEN WEB STEEL JOISTS, METAL DECKING, COLD -FORMED METAL FRAMING, AND ENGINEERED WOOD I -JOISTS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = I'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. DEFERRED SUBMITTALS, SHALL BE DESIGNED BY AN ENGINEER REGISiN<hU IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGISTERED STRUCTURAL ENGINEER IF REQUIRED BY THE BUILDING OFFICIAL OF THE LOCAL JURISDICTION. BUILDING COMPONENT SUBMITTALS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DETERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEFERRED SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DEFERRED SUBMITTALS FOR THIS PROJECT: PREFABRICATED METAL STAIR SYSTEMS PRECAST STAIR TREADS OPEN NEB STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 36) 13. TILT -UP CONCRETE PANELS AND CONNECTION TO THE BASIC STRUCTURE SHALL BE PROVIDED AS SHOWN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL PROVIDE ALL EXTRA REINFORCEMENT, INSERTS, LIFTING DEVICES, AND SIMILAR ELEMENTS REQUIRED FOR HANDLING AND ERECTION. SHOP DRAWINGS SHOWING ALL REINFORCING CONNECTIONS, BLOCKOUTS OF ALL HOLES, AND ALL FINISH DETAILS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED PER CHAPTER 11 OF THE IBC DURING THE PLACEMENT OF CONCRETE AND REINFORCING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER SHALL BE PROVIDED WITH (3) COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER. SHOP DRILL 1/4"7 AIR RELEASE HOLES IN EMBEDMENTS AT 611oc AS REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SANDBLAST. PROMPTLY PAINT WITH (2) COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. STATEMENT OP SPECIAL INSPECTIONS (STRUCTURAL): 14. STATEMENT OF SPECIAL INSPECTIONS - STRUCTURAL ITEMS (SEISMIC DESIGN CATEGORY D): DEFINITIONS: THE SEISMIC FORCE RESISTING. SYSTEM FOR THIS STRUCTURE CONSISTS PRIMARILY OF PRECAST 5HEAR WALLS, MASONRY 5HEAR WALLS;. PLYWOOD SHEATHED SHEAR WALLS, STEEL BRACED FRAMES, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS A5 SPECIFIED ON THE DRAWINGS. SEE THE LEGEND OF PLAN SHEETS FOR ADDITIONAL INFORMATION DEFINING MEMBER LOCATIONS. SPECIAL INSPECTIONS AND TESTING SHALL BE PERFORMED BY THE OWNER APPOINTED INSPECTION AGENCY IN ACCORDANCE WITH CHAPTER 11 OF THE. IBC WITH REPORTS PER IBC SECTION 1104.1.2 SUBMITTED TO THE OWNER, ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, AND BUILDING OFFICIAL FOR EACH DAY SPECIAL INSPECTIONS OR TESTING IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION i-RCQUENGY IBC REFERENCE STRUCTURAL STEEL FABRICATION AND ERECTION* FABRICATION PROCEDURES ERECTION SHOP AND FIELD WELDING (INCL. METAL DECKING) HIGH-STRENGTH BOLTING COLD -FORMED STEEL FRAMING FIELD WELDING FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. PERIODIC PERIODIC CONTINUOUS (PERIODIC FOR ITEMS EXCEPTED PER IBC 1104.3 ITEM 2) PERIODIC (CONTINUOUS WHERE REQUIRED PER IBC 1104.3.3.3) PERIODIC PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, 4 HOEDOWNS CONCRETE (SEE GENERAL STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS REINFORCING WELDING PERIODIC (CONTINUOUS FOR 5HEAR NALL, MOMENT FRAME, OR OTHER SHEAR REINFORCING) ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT*** CONTINUOUS CURING 4 FORMWORK PROCEDURES PERIODIC PRECAST CONCRETE ERECTION PERIODIC MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL 1 SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING AND WELDING OF REINFORCING BARS) WOOD FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. EXPANSION BOLTS 4 INSERTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, 5HEAR WALLS, STRUTS, 4 HOEDOWNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 4 TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISG 341-05 APPENDIX Q 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 AWS D1.3 1101.4"""" 4 1106.3 TABLE 1104.4 ITEM 1 TABLE 1104.3 ITEM 519 TABLE 1104.4 ITEM 3 TABLE 1104.4 ITEM 5,641 TABLE 1104.4 ITEM 8,11412 TABLE 1104.4 ITEM 10 TABLE 1104.5.1 ITEM 1 THRU 8 1101.3 4 1106.2**** PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED IGC -E5 REPORTS PERIODIC INCLUDING INSPECTION OF EMBEDMENT DEPTH AND HOLE CLEANLINESS PRIOR TO ALL INSTALLATIONS TABLE 1104.4 ITEM 4 CONTINUOUS 1104.1 * STRUCTURAL: STEEL INSPECTIONS MAY BE WAIVED IF APPROVED BY THE OWNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISITYLV AND APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1104.2.2. ** EXCEPTIONS 1 THRU 4 PER IBC SECTION 1104.4 SHALL NOT APPLY TO CONCRETE WORK ON THIS PROJECT. '"" IREQUENCY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH ACI 318-08 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. **"" THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD OR METAL FRAMING ON THIS PROJECT. ARCH, MECH, 4 ELEC ITEMS SEISMIC DESIGN REQUIREMENTS (ASCE 1-05 CHAPTER 13) PERIODIC SPECIAL INSPECTION A5 SPECIFIED PER IBC CHAPTER 11 SUSPENDED CEILINGS PARTITION WALLS STEEL STORAGE RACKS GLAZING SYSTEMS ASCE 1-05 SECTION 13.5.6 ASCE 1-05 SECTION 13.5.8 ASCE 1-05 SECTION 15.5.3 ASCE 1-05 SECTION 13.5.q LIFE SAFETY COMPONENTS INCLUDING ASCE 1-05 SECTION 13.6 AND FIRE PUMPS, EMERGENCY GENERATORS, IBC 1108.4 SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) INSTALLATION AND ANCHORAGE OF SPRINKLER SYSTEMS, FIRE PUMPS, EMERGENCY GENERATORS, COMPONENTS WITH HAZARDOUS, COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) INSPECTIONS PER IBC SECTION 110 AND ASCE 1 13.5.6.2.2 A5 REQUIRED REQUIRED DURING ERECTION AND FASTENING FOR WALLS > 15 PSF (IBC 1101.6) REQUIRED FOR ANCHORAGE OF RACKS > 8 FEET IN HEIGHT (IBC 1101.5) NOT REQUIRED REQUIRED FOR VERIFICATION OF CERTIFICATE OF COMPLIANCE LABEL ON COMPONENT (IBC 1101.8) ASCE 1-05 SECTION 13.6 AND REQUIRED (IBC 1101.1 4 1101.8) IBC 1108.4 ALL OTHER MECHANICAL AND ASCE 1-05 SECTION 13.6 ELECTRICAL COMPONENTS NOT REQUIRED STRUCTURAL OBSERVATION PER IBC SECTION 1110 IS NOT REQUIRED FOR THIS STRUCTURE. CONTRACTOR STATEMENT OF RESPONSIBILITY: CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN ACCORDANCE WITH IBC SECTION 110q TO THE BUILDING OFFICIAL AND OWNER PRIOR TO CONSTRUCTION ACKNOWLEDGING THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. GEOTEGHN I GAL : 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR AS DIRECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. THE OWNER APPOINTED GEOTECHNICAL ENGINEER SHALL APPROVE FOOTING EXCAVATION/PREPARATION PRIOR TO PLACEMENT OF ALL FOOTINGS. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE A5 NOTED IN THE CIVIL DRAWINGS AND SPECIFICATIONS. ALLOWABLE SOIL PRESSURE 2,500 PSF LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PCF SOIL PROFILE TYPE SITE CLASS E GEOTECHNICAL REPORT RTERENCE: REPORT BY GEOTECH CONSULTANTS INC., 50IL5 REPORT JN10208 DATED SEPTEMBER 1, 2010. ALLOWANGES: 16. MISCELLANEOUS OPENING ALLOWANCE: THE CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECK PER THE DRAWINGS. ALL OPENINGS ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL REVIEW THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS AND SUPPLY OPENING SIZE, LOCATION, AND CONFIGURATION TO THE STEEL FABRICATOR PRIOR TO SHOP DRAWING SUBMITTAL. OPENINGS SHALL OCCUR WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR OR ROOF. A5 AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL A5 REQUIRED AN ADDITIONAL 150 LINEAR FEET OF ANGLE 5x3x1/4 AND 15 LINEAR rEET OF ANGLE 4x3x1/4 FOR FRAMING OF ROOF DECK OPENINGS THAT ARE NOT SHOWN ON THE STRUCTURAL, ARCHITECTURAL, ELECTRICAL, OR MECHANICAL DRAWINGS. INSTALL PER 3/55.1 . SHEET INDEX: 51.1 GENERAL STRUCTURAL NOTES 51.2 GENERAL STRUCTURAL NOTES 51.3 GENERAL STRUCTURAL NOTES 52.1 BUILDING E FOUNDATION PLAN 52.2 BUILDING E ROOF FRAMING PLAN 1 53.2 CONCRETE DETAILS 54.1 TYPICAL MASONRY DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.3 STEEL DETAILS 55.1 CANOPY PLAN 4 DETAILS 56.1 SHEAR WALL SCHEDULE 4 DETAILS S6.2 STAIR PLANS 4 DETAILS 56.3 FRAMING DETAILS DI RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER APP OVED OCT 2 1 2016 CE City of Tukwila BUILDING DIVISION Mon, 03 Ott 2016-7:37pm REMARKS T.I. PERMIT SUBMITTAL I . . I I DATE c0 1 N 0 0 6 IIIII 0 z f COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING BEI SECOND AVENUE, SUITE SEU ROM 340-040 SEATTLE. WA 08104 wrxx.vyllM.m, DEMI = CA CD Easi ex ELI one aium ® g CC) Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: Ell_ Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .1 ® 2015 FULLER•SEARS ARCHITECTS A 1 General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) ANCHORAGE: 11. EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING: "KKIK BOLT TZ" A5 MANUFACTURED BY HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC -E5 REPORT NO. 16111 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT 2" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH IGC. -E5 REPORT NO. 3031 AND MANUFAGTURER'5 INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IGC -ES REPORTS INDIGATIN6 EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET IGC -E5 ACCEPTANCE CRITERIA AG1g3. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING NOMINAL EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: HILTI KKIK BOLT TZ: 3/8"0 EXPANSION BOLTS 2-5/16" 1/2"47 EXPANSION BOLTS 3-5/8" 5/8"0 EXPANSION BOLTS 4-1/16" 3/4"47 EXPANSION BOLTS 5-q/16" SIMPSON STRONG -BOLT 2: 3/8"0 EXPANSION BOLTS 2-1/8" 1/2"47 EXPANSION BOLTS 3-1/8" 5/8"D EXPANSION BOLTS 5-1/8" 3/4"47 EXPANSION BOLTS 5-3/4" 18. EXPANSION BOLTS INTO GROUTED MASONRY SHALL BE "KWIK BOLT 3", A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICG -ES REPORT N0. 1385 AND MANUFACTURER'S INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDIGATIN6 EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA AC01. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STREN6TH OF 2,000 P5I ON ALL 5IDES OF EXPANSION BOLTS AT MASONRY WALLS PRIOR TO BOLT INSTALLATION. BOLTS IN MASONRY WALL SHALL COMPLY WITH RESTRICTIONS SHOWN IN DETAIL <MSN -105> AT HEAD JOINTS. NOTIFY EN6INEER IF BOLT LOCATIONS CONFLICT WITH REINFORCIN6 STEEL - DO NOT GUT REINFORCIN6 OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 1q. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITW RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERWISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRIGT ACCORDANCE WITH ICG -E5 REPORT N0. 1Mgq. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST GONGREIL EDGE. 20. EPDXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE PRA}1N65 SHALL BE GROUTED WITH ONE OF THE FOLLOWING: "SET -XP ADHESIVE" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICG -ES REPORT N0. 2508, INGLUDIN6 MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT-HY 150 MAX -517 A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH IGC -ES REPORT N0. 3013, INGLUDIN6 MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDIGATIN6 EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA AG308. PERIODIC SPECIAL INSPECTION OF EPDXY-6ROUTED ANCHOR INSTALLATION I5 REQUIRED. EPDXY &ROUTED RODS OR REBAR SHALL NOT BE USED A5 SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCIN6 STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. NOTIFY ENGINEER IF ANCHOR LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT CONCRETE: 1/24' ROD OR #3 BAR 4" 5/8"P ROD OR #4 BAR 5" 3/4"0 ROD OR *5 BAR 7" 1"47 ROD OR #6 BAR q" 1-1/44) ROD OR #1 BAR 12" #8 BAR 15" 21. EPDXY-6ROUTED RODS OR REBAR TO MASONRY SPECIFIED ON THE DRAWINGS SHALL BE 6ROUTED WITH "SET EPDXY-TIE ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH IGC. -E5 REPORT N0. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDIGATIN6 EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA (A058 FOR NEW MASONRY APPLICATIONS, AC60 FOR UNREINFORCED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION I5 REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN BRICK MASONRY 4 HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY GORIN6 OR ROTO -HAMMER UNLESS NOTED OTHERWISE. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED A5 SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCING STEEL UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6INEER. NOTIFY EN6INEER IF BOLT LOCATIONS CONFLICT WITH REINFORCIN6 STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE F0LL0WIN6 EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED MASONRY WALLS: 1/2"0 ROD OR #3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/4"0 ROD OR *5 BAR 22. NOT USED. 1 111 CONCRETE: 23. CONCRE1L SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 16105 AND AGI STREN6TH5 AT 28 DAYS AND MIX CRITERIA SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH EXPOSURE GLASSES (f'c) (AGI 318-08 TABLE 4.2.1) A. CONCRETE EXPOSED TO WEATHER 4,500 P5I MIN. (F1, 50, P0, 01) B. CONCRETE EXPOSED TO EARTH 4,000 PSI MIN. (F0, 50, P0, 01) (FOUNDATIONS, BASEMENT WALLS, ETC.) G. ALL OTHER CONCRETE 4,000 P5I MIN.* (F0, 50, P0, CO) (UNLESS LISTED BELOW) * WATER-GEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE BETWEEN 0.40 AND 0.44. STEEL: 301. 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND CRCGTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.5.0. SPECIFICATIONS AND CODES: CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACIN6 ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF GEMENT, GEMENTITOUS MATERIAL, FINE AND COARSE A66RE&ATE, WATER AND ADMIXTURES, AS WELL AS THE WATER -GEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATIN6 STRENGTH DATA IN ACCORDANCE WITH AGI 318-08, CHAPTER 5. REVIEW OF MIX SUBMITTALS BY THE EN6INEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. 24. REINFORGIN6 STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy = 60,000 P5I. GRADE 60 REINFORGIN& BARS WHIGH ARE TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCEMENT GOMPLYIN6 WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDIGATIN6 CONFORMANCE WITH WELDIN6 PROCEDURES SPECIFIED IN A.W.S. 01.4-618 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS SHALL COMPLY WITH ASTM A106. ASTM A615 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STREN6TH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 P5I (RETESTS SHALL NOT EXCEED THI5 VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH I5 NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 25. REINFORCING STEEL SHALL BE DETAILED (INGLUDIN6 HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315 -II AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 20/53.1 . PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWIN65 OR APPROVED BY THE STRUCTURAL EN6INEER. 26. CONCRETE PROTECTION (DOVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTIN65 AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LAR6ER). . 2" (#5 BARS OR SMALLER). . 1 1/2" SLAB -ON -GRADE BOTTOM REINFORCING (WITH VAPOR BARRIER BELOW) 1 1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1 1/2" SLABS AND WALLS (INTERIOR FACE) GREATER OP (BAR DIAMETER PLUS 1/8") or . 3/4" 21. NOT USED. 28. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROU6H CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, DOLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 261. BONDING A6ENT SHALL BE "CONCRESIVE LIQUID LPL" BY GHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEW CONCRETE 15 PLACED AGAINST PREVIOUSLY PLACED OR EXISTIN6 CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INGLUDIN6 PREPARATION OF EXISTIN6 SURFACES. 30. NON -SHRINK &ROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STREN6TH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHIGH IT I5 PLACED (6,000 P5I MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, GONFORMIN6 TO ASTM CIO, LAID IN A RUNNIN6 BOND WITH A MINIMUM NET AREA COMPRESSIVE STREN6TH OF 16100 P5I. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TM5602-08/ACI530.1-08/ASGE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STREN6TH OF 2,000 PSI AT 28 DAYS, DESIGN F'm = 1500 P5I AT 28 DAYS. STREN6TH SHALL BE VERIFIED BY PRISM TESTING OR SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SECTION 2105 PRIOR TO CONSTRUCTION PLUS ADDITIONAL TESTING FOR EACH 5000 SQUARE ITET OF WALL DURIN6 CONSTRUCTION. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWIN6 REINFORCEMENT: 8" WALLS (SOLIDLY GROUTED) 10" WALLS (SOLIDLY 6ROUTED) (SEE 16/54.1 FOR REINFORCEMENT) (SEE 16/54.1 FOR REINFORCEMENT) IN ADDITION, PROVIDE (1)#5 VERT. AT FREE ENDS OF WALLS, AND (2)#5 HORIZONTAL AT ELEVATED FLOOR AND ROOF LEVELS AND AT TOPS OF WALLS, U.O.N. REINFORCE WALL CORNERS AND INTERSECTIONS PER 15/54.1 . REINFORCE JAMBS AND FREE ENDS OF WALLS PER 18/54.1 U.O.N. REINFORCE WALL OPENIN65 PER 4/54.1 U.O.N. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. SEE 5/54.1 FOR REINFORCING DEVELOPMENT AND LAP SPLICE SCHEDULE. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH 6ROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS GONTAININ6 REINFORCEMENT FOR POURS 6REATER THAN 5.33 fiEET IN HEIGHT (MAXIMUM SPAGIN6 OF GLEANOUTS SHALL BE 32"o0 FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE WITH AGI 530.1-08 TABLE 1. MAXIMUM HEIGHT OF GROUT LIFTS I5 5.33 1TtT. 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDIN65-ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DE5I6N SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. IN R RENGE TO SECTIONS 3.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESI6N DRAWINGS) SHOW COMPLETE CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESIGN -BUILD ITEMS. ALTERNATE CONNECTION DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWIN65. IN RE[CRCNGE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWIN65 TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -ON FIREPROOFIN6 SHALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. IN RLTLRENGE TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DE5I6N DRAWIN65 GOVERN. IN RErERENGE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USIN6 ASTM A325 OR A4g0 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 21 GFR PART 16126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR 6UYING GABLE ATTACHMENTS, TEMPORARY JOIST BRAGIN6, ETC. SHALL BE ADDED A5 REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING A5 REQUIRED PER SECTION 16126.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. B. D. E. F. 6. H. WIDE FLANGE AND WT SHAPES PLATES, ANGLES, CHANNELS, AND RODS PLATES (NOTED GRADE 50 ON DRAWIN65) PIPE MEMBERS STRUCTURAL TUBIN6 (HSS - SQUARE OR RECTANGULAR) ANCHOR BOLTS OR ANCHOR RODS CONNECTION BOLTS THREADED RODS FOR EPDXY GROUTED CONNECTIONS 34. NOT USED ASTM SPECIFICATION Abb2 A36 A512 A53 (TYPE E OR 5, GRADE B) A500 (GRADE B) F1554 (6RADE 36) A325 -N A36 OR A301(&RAPE G) 50 K5I 36 K5I 50 K5I 35 KSI 46 K5I 36 K5I 36 K5I 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISG CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE EN6INEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENIN6 PROCESS. 36. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE A.I.5.G. CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRIDGES, ADOPTED MARCH 18, 2005. ANY STEEL CANOPIES SHALL BE CONSIDERED ARCHITECTURALLY EXPOSED. SEE SPECIFICATIONS FOR SPECIFIC FABRICATION AND ERECTION REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL. 31. BOLTS IN CONNECTIONS NOT SPECIFIED AS SLIP -CRITICAL NEED ONLY BE TI6HTENED TO THE SNUG TIGHT CONDITION. THE SNU6 TI6HT CONDITION I5 DEFINED A5 THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. ALL SLIP -CRITICAL CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDIGATIN6 TYPES (SUCH A5 BETHLEHEM INDICATOR BOLTS, LeJEUNE TENSION CONTROL BOLTS, ETC.), AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. CONNECTED PLIES SHALL BE PREPARED TO MEET THE REQUIREMENTS FOR GLASS A FAYIN6 SURFACES. 38. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE AS FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWIN65: ANCHOR TYPE CAST -IN-PLACE ANCHOR BOLTS EXPANSION BOLTS EPDXY 6ROUTED BOLTS MAXIMUM HOLE DIA. OVER NOMINAL BOLT DIA. OTHER THAN COL. BASE PLATES COL. BASE PLATES 1/16" * TABLE 14-2 OF AISC STEEL CONSTR. MANUAL, 13TH ED. 1/16" * 5/16" 1/8" * 5/16" * USE OF LAR6ER HOLES WOULD REQUIRE THE USE OF HELPED PLATE WASHERS AND WOULD REQUIRE PRIOR APPROVAL BY THE STRUCTURAL EN6INEER. HARDENED OR COMMON PLATE WASHERS ARE REQUIRED BELOW ALL NUTS WHERE OVERSIZED HOLES ARE USED AND SHALL BE SIZED TO DOVER ENTIRE HOLE. MINIMUM WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE 14-2 OF THE AISG STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 12016 RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER Mon. 03 Oct 2016 - 7:37pm REMARKS T.I. PERMIT SUBMITTAL DATE m r 0 N 0 1 1 1 I I I 5 1 1 COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 901 SECOND AVENUE. SUITE S00 (306)0.6M6I SEAT1LE. WA 09104 m co imms y la CO ac fin cc omBalld moo® /I= Job Number. S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager. ETL Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1.2 ® 2015 FULLER•SEARS ARCHITECTS General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) 31. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STFFI JOIST INSTITUTE, LATEST EDITION, AND IBC SECTION 2206. SEE PLANS AND DETAILS FOR LOADING REQUIREMENTS. AT JOISTS, THE PLANS INDICATE THE UNIFORM POUND PER FOOT LINE LOADS SHOWN AS (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS, UNLESS OTHERWISE NOTED. CONCENTRATED LOADS SPECIFIED ON THE PLANS OR DETAILS SHALL BE ADDITIVE TO THE SPECIFIED LINE LOADS. JOIST GIRDER LOADS INDICATED DO NOT INCLUDE AN ALLOWANCE FOR THE GIRDER SELF WEIGHT. FOR MEMBERS DENOTED 'STRUT' DESIGN TOP CHORD TO RESIST THE FACTORED EARTHQUAKE LOAD SHOWN. IN ADDITION, ALL MEMBERS SHALL BE DESIGNED TO SUPPORT A SINGLE BOO LB. ADDITIVE DOWNWARD POINT LOAD FROM ANY TOP OR BOTTOM CHORD PANEL POINT TO ACCOUNT FOR MISCELLANEOUS ARCHITECTURAL AND MECHANICAL ITEMS. CONTRACTOR SHALL COORDINATE WITH MECHANICAL CONTRACTOR AND JOIST MANUFACTURER FOR LOADS EXCEEDING THIS ALLOWANCE. WHERE CONCENTRATED LOADS/HANGERS DO NOT OCCUR AT PANEL POINTS, CONTRACTOR SHALL INSTALL ADDITIONAL WEB MEMBERS PER THE INSTALLATION DETAILS OF THE JOIST MANUFACTURER WHERE REQUIRED. JOIST MANUFACTURER SHALL CHECK ROOF MEMBERS AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER A NET WIND UPLIFT PRESSURE SHOWN ON THE DRAWINGS. CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK, FLOOR/ROOF OPENINGS, OR OTHER MISCELLANEOUS ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES BOLTED TO CONCRETE OR MASONRY WALLS UNLESS OTHERWISE NOTED. CAMBER JOISTS IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. SIZE MEMBERS TO MEET THE FOLLOWING LIVE LOAD DEFLECTION CRITERIA UNLESS OTHERWISE NOTED: L/360 FOR SIMPLE SPAN ROOF MEMBERS AND L/180 FOR ROOF OVERHANGS JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A301 BOLTS FOR K -SERIES JOISTS AND (2) 3/4" DIAMETER A301 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-0" IN LENGTH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO DIRECTIONS. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. SUBMITTALS SHALL INDICATE ALL CHORD AND WEB MEMBER SIZES AND SHOW ALL END CONNECTIONS. DESIGN CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. 40. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S. C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED WELDERS USING E1OXX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL RESQUIREMENTS OF WELDED BARS. THE WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AIDE THE CONTRACTOR IN THE DETERMINATION OF FIELD VERSUS SHOP WELDING. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT. -LBS. AT 0 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEJW PRIOR TO CONSTRUCTION. 41. METAL ROOF DECKING: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 42. GOLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE DRAWINGS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCLLANEOUS FRAMING ITEMS, RTER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SGAFCO CORPORATION, SPOKANE, WA. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO IGC -ES REPORT NO. 4143. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD -FORMED STEEL FRAMING SHALL ALSO CONFORM TO THE A.I.5.I. "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS." SEE 20/51.1 FOR METAL FRAMING NOTES. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (CPL'S) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 GR. 1010 THROUGH 1020 (TYPE 2, Fu = 60 KSI MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.141.5 CHAPTER 1. UNLESS OTHERWISE NOTED, STUDS SHALL BE WELDED BY THE AUTOMATIC MACHINE WELDING PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE SSL SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A-416. WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MC -1q, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) (3x AND 4x MEMBERS) BEAMS AND STRINGERS: (INCLUDING bx AND LARGER MEMBERS) POSTS: (4x MEMBERS) (bx 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = 100 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1000 PSI, Fv = 180 PSI E = 1100 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 110 PSI, E = 1600 KSI HEM -FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1350 PSI, E = 1500 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI DOUGLAS FIR NO. 3 OR STUD GRADE MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 KSI Fc = 115 PSI, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 4 TENSION STRESS CRITERIA. 46. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS IS BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICG -ES REPORT NO. ESR -1153. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR IGC -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEE=RING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 23 PSF THE JOIST MANUFACTURER SHALL COORDINATE: LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE 'MIT' SERIES, UNLESS OTHERWISE NOTED. 41. ROOF, FLOOR 4 WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (05B) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS 1-01, PS 2-04, OR APA PRP -108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANELS. SEE DRAWINGS FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. UNLESS OTHERWISE NOTED, WALL SHEATHING SHALL BE 1/2" (NOMINAL) WITH SPAN RATING OF 24/0. GLUE FLOOR SHEATHING TO ALL SUPPORTING MEMBERS WITH ADHESIVE CONFORMING TO APA SPECIFICATION AF6-01. 48. ALL PRESSURE -TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (SEX) WITHOUT N6102. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (AGQ-C FOR DOUGLAS -FIR, OR ACQ-D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SES GENERAL STRUCTURAL NOTES 41 AND 51 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 41. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, AS SPECIFIED IN THEIR CATALOG NO. C-2013. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT IGC -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A501. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCRENS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SEX) WITHOUT NaSi02 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B615, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS. 50. WOOD FRAMING NOTES: THE FOLLOWING APPLY UNLESS OTHERWISE NOTED ON THE DRAWINGS: A. ALL WOOD FRAMING DETAILS SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE IBG. MINIMUM NAILING SHALL CONFORM TO IBC TABLE 2304.1.1 OR CURRENT IGC -ES REPORT NER-212. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. B. WALL FRAMING: TWO STUDS MINIMUM SHALL BE INSTALLED AT THE ENDS OF ALL WALLS, UNLESS OTHERWISE NOTED. INSTALL SOLID BLOCKING FOR WOOD COLUMNS THROUGH FLOOR SPACES TO SUPPORTS BELOW. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH 1Gd NAILS AT 12"o0 STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2508.6 (EMBED 1"), UNLESS OTHERWISE NOTED. 3" x 3" x 0.221" PLATE WASHERS SHALL BE USED WITH ALL SILL PLATE ANCHOR BOLTS AND INSTALLED PER AF4PA SONS -2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH lGd ® Inc STAGGERED. C. FLOOR FRAMING: INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 10d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d ® 12"oc STAGGERED. FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AS SHOWN ON THE DRAWINGS. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/5" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH lbd @ 12"o0. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS 8d 0.131" x 2 1/4" 10d 0.148" x 2 1/2" FRAMING NAILS 10d 0.148" x 3" 16d 0.148" x 3 1/4" 51. ALL TIMBER FASTENERS IN CONTACT WITH WOOD TREATED WITH ONE OF THE APPROVED PRESERVATIVE CHEMICALS LISTED IN THE NOTES ABOVE, OTHER THAN DOT SODIUM BORATE (SEX) WITHOUT No5102, SHALL BE POST HOT DIP GALVANIZED PER ASTM A153. 52. ENGINEERED LUMBER: EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NER OR IGC -ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH AN APPROVED ADHESIVE. BEAMS: LAMINATED STRAND LUMBER (LSL) Fb = 2250 PSI, E = 1500 KSI, Fv = 400 PSI (DEPTH > 1 1/2") Fb = 1100 PSI, E = 1300 KSI, Fv = 400 PSI (DEPTH < 1 1/2") LAMINATED VENEER LUMBER (LVL) Fb = 2600 PSI, E = 1100 KSI, Fv = 285 PSI PARALLEL STRAND LUMBER (PSL) Fb = 2100 PSI, E = 2000 KSI, Fv = 210 PSI RIM BOARD: LAMINATED STRAND LUMBER (LSL) Fb = 1100 PSI, E = 1300 KSI, Fv = 400 PSI DESIGN SHOWN ON THE DRAWINGS I5 BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICG -ES REPORT NO. E5R-1381. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICG -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. REVIEWED FOR CODE COMPLIANCE APPROVED orT 1 2016 tyol n� D RECEIVED CITY OF TU KWILA OCI 122016 PERMIT CENTER Mon. 03 Oct 2016 - 7:37pm REMARKS T.I. PERMIT SUBMITTAL I I I I I DATE 10/3/2016 6 z I I COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 001 SECOND AVENUE. SUITE S00 SEATTLE. WA 80101 (200) SOS-VIEI wwr..Wirc.wni =MI limm imm . 1 CM NC cc 1211 mirWI I cp CID Job Number. S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager. ETL Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1 .3 ®2016 FUELER•SEARS ARCHITECTS 2I' -S" 66'-4" 21'-3" PROVIDE PIER REINF. PER 11/54.1 FOR 2'-0" / 21'-q" 8'-0" 3'-0" 12/54.1 20/54.1 5'-0 / I' -S' / II 11/54.1 15/54.1 TYP. 20/54.1 WALL PER 15/53.2 I ' /533 15/54.1 NP' AT GRID E it 2.1 LOCATE COLUMN d CO H55 4x4x1 DIAGONAL B Iq/533�BR�GE 20/54.1 SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING 9- (NN 19/53.2 STEM WALL<90 a METAL STUDS PER 15/53.2 20/54.1 15/53.2 LOCATE COLUMN AT GRID 4 a G.I THE ONLY STRUCTURE FOR MEZZANINE TI 15 THE FRAMING NOTED WITH * IN THIS ZONE AND FRAMING PER 20/56.2 . OTHER FOUNDATION a FRAMING SHOWN ARE EXISTING m * FRAMING MAY BE OMITTED IF MEZZANINE IS NOT BUILT MS 21'-q" x77771 pili/////iiiiirx//iiiiiiiiiiiiiiiii//271 11 =111 11 =11 11 =0 11 =1 11 15/55.2 H55 DIAGONAL BRAG FROM BELOW 5/5 6/56.1 SIM. AT WALL 1/56.3 AT BEAM 12 I II Mil PEMU ISI 1 Mrif � 'I IY II I .0101 IG 553 SIM. H55 IOx6xi4 [I2' -II%"] 11 =1 11 =1 11 14/53.2 LOCATE BEAM ON GRID 2 THE ONLY STRUCTURE FOR MEZZANINE TI IS THE FRAMING NOTED WITH * IN THIS ZONE AND FRAMING PER 20/56.2 . OTHER FOUNDATION a FRAMING SHOWN ARE EXISTING 11 =1 11 1=11 11 WI6x3I f 12'-8'7 STRUT JOIST BLOCKING* H55 12x6x1/a (12'-114" 10/56.3 STAIR STRINGERS* PER 3/56.2 II = 11 1=1111 11 CV x (2)G516 STRAPS - (I)TOP* # (I)BOT. OF JOIST BLOCKING CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. 0/563 Iq/55.1 11 MEZZANINE FRAMING L5L 31/2x16* IN/ MIT HANGERS AT SOUTH END L5L 3'x16 W/ HUG4I2* HANGERS EA. END 11 =I 11 =1111 11 1/8" =1'-0" PLAN NOTES: I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH #4 @ 16"oc EA. WAY, U.O.N. PROVIDE VAPOR BARRIER PER SPECIFICATIONS BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING GRANULAR FILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION a CONTRACTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 300 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. POUR SLAB IN A ALTERNATING LONG STRIP SEQUENCE. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. SEE 10/53.1 FOR TYPICAL JOINT LAYOUT AND SLAB POUR SEQUENCE. LEGEND: x' -x" CX' -X" ) high low [X' -X"] M.J. TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION FOOTING MARK PER 20/53.3 STEP IN FOOTING PER 12/53.1 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 3. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION -I'-6", U.O.N. OVER EXCAVATE AND PLACE SUITABLE COMPACTED FILL A5 DIRECTED BY GEOTEGHNIGAL ENGINEER WHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH IS/S3.I . 5. THE FLOOR SYSTEM CONSISTS OF 34" GYPGRETE TOPPING OVER 34" T*G SHEATHING (PANEL SPAN RATING 45/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW IN/ IOd @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS IN/ IOd ® 12"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. PROVIDE 2x FLAT BLOCKING AT ALL UNFRAMED PANEL EDGES. SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUGTURAL NOTE 14. MASONRY SHEAR WALL THIS LEVEL Wx GMU WALL PER 16/54.1 STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIG FORGE RESISTING SYSTEM REVIEWED FOR CODE COMPLIANCE APPROVED OCT 21 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA IIC 112 2016 PERMIT CENTER FOUNDATION/FLOOR FRAMIN LAN 1/8" =1'-0" Mon, 03 Oct 2016 - 7:37pm REMARKS T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE cD r 0 N CO 0 r 1 I 16" TJI 360 ®I6"oc* 1 1 1 0 z o NOTE 5* u, C 13/56.2 DOUBLE JOIST STRUT* H55 12x6x1/a (12'-114" 10/56.3 STAIR STRINGERS* PER 3/56.2 II = 11 1=1111 11 CV x (2)G516 STRAPS - (I)TOP* # (I)BOT. OF JOIST BLOCKING CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. 0/563 Iq/55.1 11 MEZZANINE FRAMING L5L 31/2x16* IN/ MIT HANGERS AT SOUTH END L5L 3'x16 W/ HUG4I2* HANGERS EA. END 11 =I 11 =1111 11 1/8" =1'-0" PLAN NOTES: I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH #4 @ 16"oc EA. WAY, U.O.N. PROVIDE VAPOR BARRIER PER SPECIFICATIONS BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING GRANULAR FILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION a CONTRACTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 300 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. POUR SLAB IN A ALTERNATING LONG STRIP SEQUENCE. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. SEE 10/53.1 FOR TYPICAL JOINT LAYOUT AND SLAB POUR SEQUENCE. LEGEND: x' -x" CX' -X" ) high low [X' -X"] M.J. TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION FOOTING MARK PER 20/53.3 STEP IN FOOTING PER 12/53.1 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 3. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION -I'-6", U.O.N. OVER EXCAVATE AND PLACE SUITABLE COMPACTED FILL A5 DIRECTED BY GEOTEGHNIGAL ENGINEER WHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH IS/S3.I . 5. THE FLOOR SYSTEM CONSISTS OF 34" GYPGRETE TOPPING OVER 34" T*G SHEATHING (PANEL SPAN RATING 45/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING, AND SHEAR WALLS BELOW IN/ IOd @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS IN/ IOd ® 12"oc. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. PROVIDE 2x FLAT BLOCKING AT ALL UNFRAMED PANEL EDGES. SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUGTURAL NOTE 14. MASONRY SHEAR WALL THIS LEVEL Wx GMU WALL PER 16/54.1 STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIG FORGE RESISTING SYSTEM REVIEWED FOR CODE COMPLIANCE APPROVED OCT 21 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA IIC 112 2016 PERMIT CENTER FOUNDATION/FLOOR FRAMIN LAN 1/8" =1'-0" Mon, 03 Oct 2016 - 7:37pm REMARKS T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE cD r 0 N CO 0 r 1 1 1 1 1 0 z f COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 801 SECOND AVENUE, SUITE 400 SEATTLE, WA MIM (2081 343.0481 rwre-G-c.ca-I imen MEM CO CD bals Con oxgicimenig Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: ETL Drawn By: MRM Sheet Title: BUILDING E FOUNDATION PLAN Sheet Number: S2.1 ® 2015 FULLER•SEARS ARCHITECTS 66'-4" SKYLIGHT PER ARCH'L, TYP. SEE DETAIL 2/55.1 FOR SUPPORT FRAMING T.O. STEEL II FRAME REINF. DECK OPENINGS PER 3/55.1 EL.=IS'-6" EXTEND COL. UP TO TOP OF PAPET - SEE 12 55.4 H55 4x4x1 DIAGONAL BRACE PER 1/55.4 NOTE I EXCEPT IS GR. DECK THIS AREA 5/55.4 1' wawa. wiercirormaffira 16G3N5.0K 6G3N5.0 LOCATE BEAMS ON GRID 2 /55.3 HS5 4x4x% DIAGONAL SIM. / BRACE 20/55.4 c in 20/553 [L] HS5 5x5x3/8 STRUT 13/55.4 [H] II/55.3 [L] N x 15/55.2 15/55.4 WI4x22 SIM. 5/55.4 20/55.1 1YP• T.O. STEEL 12/553 EL. 111-0116" MEZZANINE MEGHANIGAL UNIT PLACED PER PLAN NOTE 1 WIOx12 [22'-6"1 13/55.4 12/55.4 [H] 20/55.2 EL] PLAN NOTES: I. ROOF DECKING SHALL BE I%" DEEP x 22GA, U.O.N. SEE 5/55.1 FOR PROPERTIES AND ATTACHMENT REQUIREMENTS. 2. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED A5 WELL A5 MEGHANIGAL EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS A5 REQUIRED. 3. LEDGER ANGLES OR EMBEDDED PLATES ARE REQUIRED AT ALL INTERSECTIONS OF METAL DECKING AND GONGRETE OR MASONRY WALLS. SEE DETAILS. 4. SEE METAL DECKING NOTES FOR SPECIAL CONNECTION REQUIREMENTS AT STRUTS. SEE DETAIL 2/55.4 FOR FILLER 4 REQUIRED AT JOIST DENOTED STRUT. 5. STEEL JOISTS SHALL BE SPACED EQUALLY A5 SHOWN, U.O.N. 6. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR THE UNIFORM LINE LOADS INDICATED ON PLAN (TOTAL LOAD, LIVE LOAD) WHICH INCLUDE AN ALLOWANCE FOR THE WEIGHT OF JOISTS. IN ADDITION, DESIGN FOR SUPERIMPOSED CONCENTRATED LOADS INDICATED ON THE DRAWINGS AND AND NET WIND UPLIFT FORGE OF 1 PSF. FOR JOIST DENOTED 'STRUT' DESIGN TOP GHORD TO RESIST FACTORED EARTHQUAKES LOAD SHOWN. 1. MEGHANIGAL UNIT MAX. WEIGHT 2,000 lbs. SUPPORT EA. SIDE OF UNIT WITH 4 5x5x3/8 CONNECT 4 TO ROOF FRAMING 4 EA. OTHER PER 3/55.1 . SUPPORT DUCT OPENINGS IN THE ROOF PER 3/55.1 . LEGEND: SEISMIC FORCE RESISTING SYSTEM LEGEND: [x' -x"] TOP OF STEEL BEAM ELEVATION STEP IN ROOF DECK HIGH LOAD CONNECTION PER 10/55.2 T.O. STL. TOP OF STEEL EQUALS BOTTOM OF METAL DECK .4 STRUT .4 5x5x% - SPLICE PER 14/55.1 L -x MASONRY LINTEL PER a/54.1 [H], [L] RELATIVE PLACEMENT OF FRAMING MEMBER OR DETAIL GUT. [H] HIGH, [L] LOW TL=xk LL=xk TOTAL LOAD (KIPS) LIVE LOAD (KIPS) SEE GENERAL STRUCTURAL NOTE 14. MASONRY SHEAR WALL STRUT DRAG STRUT OR GHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 21 2016 City of Tukwila ROOF FRAMINGF,LAAJILDING.DIVISI.ON1 1/8" =1'-0" RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER Mon, 03 Oct 2016 - 7:37pm REMARKS T.1. PERMIT SUBMITTAL • I • • I DATE 10/3/2016 I • • • • 0 z 11551220. I A COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 801 SECOND AVENUE. SONE 800 SEArnE, WA 88104 D001 9,13-0480 rt...c llnc(Wn Isms CD ■Mr DIM a CZ weft NM Ca GX CC ft. ▪ mi I`� 1/.I. CO rfer Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: Ell_ Drawn By. MRM Sheet Title: BUILDING E ROOF FRAMING PLAN Sheet Number: S2.2 © 2015 FULLER•SEARS ARCHITECTS RECESS AT OVERHEAD TRUCK DOORS PER ARGH'L DRAWINGS WHERE OCCURS SLAB 4 REINF. PER 1/53.2 #5 x24 24 @ Ibuoc TYP. FOR GALL -OUTS IN COMMON SEE DETAIL 161/53.2 H BI is B2 tf. STEM REINFORCING FOOTING REINFORCING VERT. HORIZ. TOP LONGIT. UP TO 5' 1" 5" I' -b" 12" #4 @ IS" #4 @ 12" #5 @ 12" (4)#5 6' 1" SII 1'-6" 12" #4 @ IS" #4 @ 12" #5 @ 12" (4)#5 11 1'-0" 5" 2'-0" 12" #4 @ 10" #4 @ 12" #5 @ 12" (4)#5 5' 1'-3" 5" 2'-6" 12" #5 @ 12" #4 @ 12" #5 @ 12" (4)#5 NOTE : MAXIMUM HORIZ. DESIGN PRESSURE = 40 PGF MINIMUM ALLOWABLE BEARING = 2500 PSF COEFFICIENT OF FRICTION = 0.4 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 250 PGF PLAGE CONTROL JOINTS @ 40'-0"oc MAX. AT WALL W/ SMOOTH DOWELS TO MATCH HORIZ. REINF. (GREASE ONE END) el. per arch'I z x 1111E111 II =I � II I I oo= II vcry•L•1-r1 ••r• •• 0 • 11 II II PROVIDE FREE -DRAINING MATERIAL A5 SPECIFIED PER CIVIL DRAWINGS SPECIFICATIONS PER GENERAL STRUCTURAL NOTES CONT. I1/2"x31/211 KEYED JOINT BI s B2 / 3011 5 PER ARGH'L r -1 POST PER PLAN 24 #5 X24 p@ I6"oc TYP SLAB -ON -GRADE PER PLAN #4 @ 12"oc HORIZ. #5xL@ 12"oc GIRD. WALL BEYOND CONT. GALV. 4 4x4x14 IN/ i2"4)x4"STUDS @ I b"oc (2)#5 CONT. PANEL PER PLAN REINF. PER ELEVATION / 6" 5" Ty t FOOTING PER PLAN 4 11/53.2 STUD WALL PER PLAN ANCHOR BOLTS PER GENERAL STRUCTURAL NOTES (PER 20/56.1 AT SHEAR WALLS) EMBED 3" MIN. BELOW BOT. OF SLAB 2x P.T. PLATE (3x P.T. PLATE A5 REGD. PER 20/56.1 ) AT 51M. ABU44 IN/ 1/2'4 EXP. BOLT (EMBED 4") SHEATHING PER 20/56.1 AT SHEAR WALLS (2)#4 CONT. TOP it BOT. 0 • • • • • • • • 0 #5 @ 12"oc EA. WAY BOTTOM 1= • • • =11 • • #4x4'-0" @ IS"oc RECESS AT OVERHEAD TRUCK DOORS PER ARGH'L DRAWINGS BASE It PER 15/53.3 , TYPE II (TRUNCATED PER 15/53.3 WHERE READ. el. per plan I el. per plan 3026 GRID 4 COL. q. o°a°O IIIA • • STEEL COLUMN PER PLAN CONTINUE REINF. INTO SPREAD FTG. PER 15/53.2 REINF. PER SCHEDULE OF 20/533 BOTTOM TRACK PER 15/51.1 (ANCHOR BOLT CONN. PER 20/56.1 AT SHEAR WALLS) 1/2" EXP. JOINT OR MEMBRANE BOND -BREAKER SLAB -ON -GRADE PER PLAN eI. per plan t I' -b" 0 4" • =11 11 3029 10 6" STUDS PER 10/57.1 5" STUDS PER 10/57.1 AT SIM. SHEATHING PER 20/56.1 AT SHEAR WALLS SLAB -ON -GRADE WHERE OCCURS el. = 0'-6" ot ext. wall el. = 0'-0" ot int. walls (2)#4 CONT. T P #4 @ 12"oc HORIZ. #4 @ 1611 oc VERT. ALT. HOOKS 412clifici (11-111) BOTTOM TRACK PER 15/51.1 1/2" EXP. JOINT OR MEMBRANE BOND -BREAKER 5" STUDS PER 10/51.1 FOR GALL -OUTS IN GOMMON SEE DETAIL 15/53.2 FOOTING SIZE PER SCHEDULE OF 20/53.3 !N/DTH I�FPTH BOT. RE/NF TOP RF/NF. LONG. TRANSV. LONG. TRANSV. 3'-0" 21" (b)#5 #4 @ I2"oc (6)#5 #4 @ 12"oc 5'-0" 30" (6)#5 #5 @ 10"oc 6)4t5 # @ 10"oc SLAB -ON -GRADE PER PLAN el. per plan (2)#4 CONT. TOP #4 @ 16"oc VERT. LT. HOOKS #4 @ 12"oc HORIZ. NTINUE FOOTING 4 INF. PER ADJACENT DETAILS return weld only top 3/2" on sides of plate 14 RECEIVED CITY OF TUKWILA OCT 12 201 PERMIT CENTER 5/8"x51/2"x01-1" %" effective <throat PJ.P w/ -146" EMBED 4 PER 13/53. - LOCATE PER ELEVATIONS 6 , reinforcing fillet EMBED ft 54"x6"x11-3" 12 el. per plan A • TOP REINF. PER SCHEDULE 16 17 3706 18 FOR GALL -OUTS IN COMMON SEE m DETAIL 20/53.2 n U- LU BOT. REINF PER SGHED. 3702 19 (2)#4 CONT - CONTINUE 2'-0 INTO SPREAD FTG. WHERE OCCURS PANEL PER PLAN - 4" 7 11=11 11- / I I III el •er •Ian / EQ. / 1'-6" U.O.N. / 4" FTG. PER 11/53.3 OR 10/53.3 WHERE OCCURS 3025 15 GRID WHERE OCCURS REINF. PER ELEVATIONS EMBED .4 PER 12/53.4 - LOCATE PER ELEVATIONS I" NON -SHRINK GROUT SLAB -ON -GRAD PER PLAN PACK CONN. IN/ NON-METALLIG GROUT PRIOR TO BAGKFILL - PROVIDE 3" MIN. COVER REINF. PER 13/53.2 EMBED T. 1/2"xb"x1'-0" W/(4)#5 x LD2L's @ 4"16"oc 10 (3)#4 GONT. W/ #4 TRANSVERSE BARS @ 12' SKEW AS RE MAINTAIN RE REMARKS T.1. PERMIT SUBMITTAL I II II DATE (0 N CO 0 r I mit 1 0 z Nvilliatas EASIMiiigN astmeekoio I COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 801 SECOND AVENUE, SUITE B00 S4001 3434180 SEATTLE, WA 98104 rnewsplincww m co tzsm 1201011221 1- y CDuhlaX CPJ Cmo bild IIIAco If— ear Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: ETL Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number: S3.2 ® 2015 FULLER•SEARS ARCHITECTS 1 NO EXPANSION BOLT30 INSTALLATION THIS AREA, TVP. I I STOP HORIZ. WALL REINF. AT WHERE LINTEL ABUTS SPLICING W DEVELOPMENT OF REINFORCING GROUTED MASONRY CONSTRUCT/ON JOINT (EXCEPT AT TOP OF PERPENDICULAR WALL, U5E OPEN ENDED UNITS $ INSTALL CORNER BARS PER 15/54.1 �i 'L I� �•OI �_� WALLS OR REINF. STRUCTURAL AND ELEVATED FLOOR SOLID MORTAR KEY ROOF LEVELS WHERE PER GENERAL BAR TO MATCH T. NOTES CONTINUES) USING HALF-LENGTH VPIN VERT. BLOCK BAR 5/ZE LENGTH LINTEL -I' PER = , q/54.I U.O.N. ■ ■ � 11 M , __ �`� 1m 1 ///////////////////////// �� // //////////////////// // #4x W/ ��� / '" 180° STD. HOOK #4 25" #5 4011 #6 54" #7 63ll #8 72 NOTE: SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT EXCEEDING 5'-0" IN HEIGHT. 4000 5 ISA ��//////��//////�����������/ //////////////////////// AT EA. HORIZ. BAR MASONRY WALL >-S �e �, PER PLAN I 21_0�� II�� �� �;� �"� ���I I�e'�� 11 EXTERIOR FAGS RAKE BACK MORTAR 3/ ��II MIN. II PLAN Y/EW CREATE VERTICAL JOINT BY (I) BAR TO MATCH J J TVP. VERT. REINF. IN V-si I� ;r A #� �'i �I: /I� III J JI, CELL ADJACENT TO I SPAN OF USING HALF-LENGTH BLOCK IIA p , , UNITS OPENING - EXTEND TO OPENING FLOOR OR ROOF ABOVE Si_II HEAD JOINT i•.--- l� �� �' ,�) Aar_ALr_ I� MORTAR JOINT �i�' !��_ (2) BARS TO MATCH MIN. I WALL PFAF TYP. HORIZ. 1 CMU Is" le"MASONRY POURS BELOW OPENING s ,kik * INHERE 21-0" NOT I _ I� i` Sr Amy I/ I� I ELEVATION �I_— i r AI rd NOTIFY ENGINEER FOR DIRECTION TO INSTALLATION IF EXPANSION LOCATIONS FALL WITHIN RESTRICTED Expansion E3oIt !Restrictions p PRIOR BOLT ZONES. At CMU IWAI 4006 I 2 AVAILABLE, EXTEND A5 � I�� FAR AS POSSIBLE AND t I PROVIDE STD. HOOK OR MATCHING CORNER BARS 11011 4003 �'li=% �/�,/// I/ 4001 I/ NOTE: SEE PLAN FOR JOINT LOCATIONS. — 76 o VERT. REINF. PER PLAN, NO ; ELEVATIONS, GENERAL LINTEL BOTTOM REINF. SHEAR STRUCT. NOTES OR DETAILS RE/NF D REINFORCING RUNS 24" ; #5 PAST ROUGH OPENING, % 1 / L -I 8" EACH SIDE TVP., U.O.N. � 2 I � TOP HOOK OF SHEAR REINF. MAY BE OMITTED SHEAR REINF. NOT REGD. HOOK VERT. REINF AROUND BOTTOM REINF. SEE 4/54.1 IF BAR 15 EXTENDED 24" i MIN. ABOVE LINTEL / (GROUT SOLID) c / (I)#4 CONT. TOP WHERE P a � I- DOVER 811 , " " / SHEAR REINF. PER TYPE THICKNESS HORIZ. REINF. VERT. REINF. 8" TYP. U.O.N. ' IO' TVP. U.O.N. WI %� 8" 10" 8" 8" (2)#5 @ 48"oc (2)#5 @ 48"oc (2)#5 ®24"oc (205@ 48"oc #5 @ 32"oc #5 @ 16"oc E.F. ** *5 @ 16"oc #5 24"oc E.F. -I o eZ w I o D— -` / i , i SCHEDULEIll SCHEDULE NOTES: �` `" I. SEE 4/54.1 FOR REINFORCING AT i ;i TYPICAL OPENINGS. –'N BOTTOM REINF. PER o cv o 2. WHERE SHEAR REINFORCING REQUIRED, SCHEDULE THE GIVEN SPACING OR 14 OF 'D' FROM WHICHEVER 15 LESS PLACE FIRST BAR HALF FACE OF SUPPORT, 4004 9 NOTE: EXTEND REINFORCING SEE GENERAL STRUCTURAL BEAMS REQUIRED AT FLOOR GROUTED PER GENERAL STRUCTURAL TO FULL HEIGHT NOTES FOR 4 ROOF LEVELS. NOTE PER SCHED. OF WALL, U.D.N. ADDITIONAL HORIZ. BOND ALL WALLS SOLIDLY 31. 11 N 0 5/54.1 i i , STOP HORIZONTAL / REINF. SHORT OF %rTRUCK RECESS AT OVERHEAD DOORS PERi ARCHIL DRAWINGS WHERE OCCURS/ 24 EXTERIOR PAVING PER **PLAN A PI WAI������������������A% W/ VERT. •��....��"Ao��__i���IIIIII" / REINF. u -I • ���������Al EACH FACE �4� SPLICE PER , Tr.; ; CORNER CELLS ; j / STOP HORIZONTAL #4 @ 16"oc ARCH'L/CIVIL x f ,,,,,,,,,,,,,,,,,,,,,,,,,,,,, O % REINF. SHORT OF (I) BAR TO MATCH SIZE SPLICE PER 5/54.1 o CORNER CELLS OF TYP. VERT. REINF. AT ��������������������������� INTERSECTION CELL ij`` IIEI11= ���. _�.�:o� CORNER BARS SHALL (I) BAR TO MATCH SIZE PLAN ....umomminmmmmEmmmmmm„mAnn. IN/ VERT. REINF. AWWWW„ CTRI2. RECEIVED CITY OF OCT PERMIT TUKWILA 12 2016 4701 CENTER 16 III flIcT'I -/ i el. per plan MATCH HORIZ. REINF. OL HORIZ. REINF. CONT. � OF TVP. PERT. REINF. IN AI A /c'OF � ; WALL W/ LESSER REINFORCEMENT FULLY GROUTED CELL . • CORNER BARS SHALL MATCH HORIZ. REINF. OF WALL WITH LESSER REINFORCEMENT 4002 15 FOR CALL -OUTS IN COMMON SEE DETAIL 20/54.1 3709 16 PIER WIDTH VERT. 16/54.1 NOTE: SLAB ELEVATIONS VARY, )�, -- PVIDTH DEPTH BOT. RE/NF TOP RE/NF LONG. TRANSV. LONG. TRANSV. REINF. PER OR GENERAL STRUCTURAL NOTES 31-0" 16" (5)#5 #4 @ 12"oc -- -- 5'-0" 30" (6)#5 *5 ®14"oc (6)#5 #5 ®14"oc WALL REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES AT SOME LOCATIONS ; 5" MASONRY WALL PER %2" EXPANSION 11 %2 EXP. JOINT % % PLAN IN/ REINF. PER JT. OR MEMBRANE BOND - BREAKER AT WALLS .'�������������������������������.��„�������. OR MEMBRANE BOND - BREAKER AT WALLS � i r PLAN I6/54.1 � i PROVIDE ,% � -�� - STD. 180° o HOOKS ON (6)#5 VERT. SLAB ON GRADE % PER PLAN 1 5" OR 10" MASONRY WALL % PER PLAN WI REINF. PER . PLAN 4 16/54.1 �������������������������• HORIZ. REINF. PLAN DOWELS TO MATCH SLAB PER -ON -GRADE PLAN i / MASONRY WALL VERTS. (ALT. HOOKS) riii� J iii /. [ /4"P AND TIES OP I i l ADDL. VERT. BAR TO MATCH MASONRY WALL VERTS. - _�.– o oo• moo/ is rol...au.*o°/ –III=111= /---_ • TIES GROSS - @ 8"oc (WHEN PIER WIDTH PLAN VEIN EXCEEDS 36" USE TVP. HORIZ. REINFORCING) 4703 17 o o . ,. ��� ° °�cP•,; •r. D �°� �•�, .. o a �° •r••••ob�° ,� , ° _ _ DOWELS TO �TI� " � el: -per plan _ II 11 -=II L I I I MATCH MASONRY • REVIIon FOR INSTALL MATCHING ,���•'�������������m�������������������������� • I I WALL VERTS. (ALT. HOOKS) i,PPRP: CO E CO's V HANG _ DOWEL TO FTG. or BELOW NV STD. �O FOOTING PER �- 20/54.1 HOOK AT BOTTOM ••--- :•TOP REINF. PER SCHEDULE • • • OCT 2 E 6' 6 , „ �������������������������������� . PLAN W/ PERT. REINF EACH FACE 4702 18 3028 19 Q 8" EQ • BOT. REINF. PER SGHEDUL r �. 10 1 °r;.�r.,= C:: of.� 027 0 , �,w�;� ���� � v t t ; >. �. �� x E. N 0 O 2 REMARKS T.I. PERMIT SUBMITTAL I I I A DATE 10/3/2016 I I I I I 6 z MUMMONOC I COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING BOT SECOND AVENUE, SUITE BOO SEATTLE, WA Be. 0.0NOL.SI xww.<ylinc.m.i cao egai in= =1111 e�i� tuft go egfx CC w CO 5 IW nom Pal ®1 CIDNerr Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: ETL Drawn By. MRM Sheet Title: TYPICAL MASONRY DETAILS Sheet Number. S4.1 © 2015 FULLER•SEARS ARCHITECTS Mon, 03 Oct 2016 - 7:38pm REMARKS I milli DECK SPAN ' / `' DIRECTION I —�� PUDDLE WELD I I. MAXIMUM DECK SPAN = 5'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). LOCATIONS USE HEAVIER IS GAGE WHERE DECK iREQ'D FOR SINGLE SPAN CONDITIONS OVER 6'-6" c. to c. 2. PROVIDE (2) ROWS OF (1)1/2"47 EFFECTIVE PUDDLE WELDS PER SHEET TO N CO 0 D DECK SPAN // `•, DIRECTION 4 6x4x546 (LLV) 6 z 4 5x3x%4 / \ 4x3x1/4 (LLV) 0 4 6x4x5f6 (LLV) 4 6x4x5f6 (LLV) PLAN Y/FJN 0 4 5x3x4 EACH SIDE ALL IN STEEL STRUT $ BRACED FRAME BEAMS AND INTERIOR GMU WALLS o 4 5x3x%4 o PLAN VEIN MIN PERPENDICULAR TO DECK FLUTES. PROVIDE ('I) %2"� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER SUPPORTS PERPENDICULAR TO DECK FLUTES. �. TYPE = ASG DGB 36 NI/ FOLLOJN/NG MIN. PROPERT/E5: PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY (1362 pIf @ ISGA DECK PER 22GA. 3. PROVIDE %2" 0 EFFECTIVE PUDDLE WELDS AT c"oc TO ALL STRUTS AND OR YERGO PLB 36, 660 GALVANIZED BRACED FRAME BEAMS PARALLEL TO DECK FLUTES AND WHERE DECK ORIENTATION CHANGES. PROVIDE /2A 0 EFFECTIVE PUDDLE WELDS @ I6 oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT ALL DECK SEAMS @ 24"oc W/ PUNCHLOK SYSTEM FROM VERGO DECK OR THE DELTAGRIP SYSTEM FROM ASC, U.O.N. PER PLAN. REQUIRED = 5q2If p PLAN) 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING IGC -E5 RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK ISGA. INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 43x3x, COZSZ, IO ED CDIXf< EACH SIDE 4 5x3xi4 / typ. > `"A 346 / \ „ % 4 6x4xsii'6 (LLV) `� \ 1`r1 - I "'\ ' � r JOIST MFR. SHALL RESIGN JOIST FOR 0.1k TL POINT LOAD 3,16 I J NOTES: I. WELD DECK 2. NO REINF. 3. LARGER OPENINGS TO ANGLES REQUIRED MUST J W/ %2%) PUDDLE WELDS ®6"oc h� a FOR SINGLE OPENINGS 4"0 or 4 BE COORDINATED W/ ARCHITECT SECT/ON L ALL AROUND OPNG. or LESS. 5001 ENGINEER. 3 1 I,-- r typ• SECT/ON I = 0.115 in.4 3 I - 0302 in.4 3 5 = +0.180/-0.1015 in. 5 = +0321/-0.335 in. 6. REINFORCE DECK OPENINGS PER 3/55.1 , U.O.N. DECK OPENINGS Fy = 38 ksi Fy = 38 ksi MAY NOT BE SHOWN ON PLAN - SEE ARCH'L $ MECH'L FOR ADDITIONAL 5000 NFO. 5 J NOTES: I. WELD DECK ALL AROUND L 3�6 I J TO ANGLES W/ %2" PUDDLE WELDS @ 6"oc OPNG. Skylight SU pp L 5113 ort Framing 2 9 6 % Q eI. per arch'I attach per deck notes DECK PER PLAN CONT. 4 4x4x%4 16" 0 EXP. BOLTS @ 24"oc (EM34") MIN. OF (3) BOLTS \.0% PER PIECE NOTES: I. %2" 0 A301 ANCHOR BOLTS MAY BE SUBSTITUTED BASIS WITH EXP. BOLTS. 2. LEDGER SHALL OCCUR AT ALL INTERSECTIONS AND CONCRETE WALLS, UNLESS OTHERWISE 3. PROVIDE SPLICE CONNECTION PER 15/55.1 ` ° AT PANEL PER ELEVATION ON AN EQUAL OF ROOF DECK NOTED. 5100 ALL ANGLE JOINTS 1 0 1 1 1 11 clw-- , I I I I iiiiiiar. mit"TION 3/8"x3"xl'-0" per deck LEDGER 4 PER DETAILS EL JOINT V 34 6 PLAN Y/EPIN Welding 9 notes � ROOF PER PLAN DECK EXTEND TOP LEG 2" MIN. OVER SUPPORTING MEMBER -r TYP. • • t --1 / 1- SPLICE It 14"x5"� ANCHOR BOLTS PER DETAILS I'-6" MAX. // I'-6" MAX. ANGLE STRUT PER j PLAN � strut r 316 / 2 oto joist I'-0" MIN. // 1'-0" MIN. RECEIVED CITY OF TUKWILA / 5011 N.T.S.2 1 5 PROVIDE SPLICE T.'s IN SIMILAR MANNER TO CONNECT JOIST PER PLAN WF STRUTS TO ANGLE STRUTS 5105 14 1 6 1 deck OCT 12 2016 <per notes DECK PER PLAN - ORIENTATION VARIES � PLACE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT PERMIT CENTER OF BOLTS IN WHICHEVER SET COMPLIES W/ RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES TYP. BOLT SPACING (DECK DIRECTION VARIES) • z� b- Ltd Y IL • .V. 4„ ��,. .� el. varies •. I�' SECTION NOTES: / TYP. / ./ :.. / � / I£ i� 3 II II 34"0 MAY SUBSTITUTED <r I. A301 ANCHOR BOLTS BE LEDGER 4 4x4x% CONT. W/ 3 SECTION ON AN EQUAL BASIS WITH EXPANSION BOLTS. /"� EXP. BOLTS 24"oc TYP. W/ 43/4.. EMBED. (MIN. 3 2. LEDGERS TO OGGUR ® ALL INTERSECTIONSBOLTS PER PIECE) -SEE 5/55.4 3. INHERE DISTANCE FROM EXP. BOLT TO T.O. WALL AT JOISTS /, :.. ' .. �/ `..®24 ':s•.:.F C. E,e �..:.:., n..: � ,� z — _ z LlAf�CE MPMIN. CAVE, � l" ' I I "::.. y ► ° BED /8 xb CONT.p,. r W/ %Z"0 x 6" STUDS II oc, TYP.u 8" BOND BEAM PER —.,,::.-•.::• GENERAL STRUCTURAL NOTES, U.O.N. % < MASONRY WALL WOULD OTHERWISE BE LESS THAN 4%2", USE DC ' 1 REINF. PER GENERAL / LEDGER W/ LONGER VERT. LEG. STRUCTURAL NOTES 2016 NOTE: PER PLAN4 4. EXP. BOLTS SHALL HAVE MIN. 6"OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 PSI STRENGTH PRIOR TO BOLT INSTALLATION. NIA/ I of � �' p(A��'r � ala 0 5 ;1, CUT BLOCKS AT TOP OF 4007 WALLS TO MATCH ROOF SLOPE. n 1 8 Mon, 03 Oct 2016 - 7:38pm REMARKS T.1. PERMIT SUBMITTAL milli DATE N CO 0 IIIII 6 z aletwoze f COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING B0 SECOND AVENUE. SUITE 910 SEATTLE. WA 9310 DOB) 9.30164 www9 ^p•n.'.ton. c o Isom MI=1 1 424CID al gin MIE la CD ger Job Number. S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: ER_ Drawn By. MRM Sheet Title: TYPICAL METAL DECK DETAILS Sheet Number: S5.1 ® 2018 FUV R•SEARS ARCHITECTS COLUMN PER PLAN (NO COLUMN AT 51M) 4 4X4X3/8 x 0'-8" 3 sides type r V EMBED R 3/8"x12"xI'-0" IN/ (4)34"(1) x 6" STUDS • 6"oc EA. WAY - CENTER ON 4 (OMIT AT SIM) PER LANO BEAM PER PLAN WHERE OCCURS HIGH LOAD CONN. ER 10/55.2 PANEL PER PLAN EMBED 4 8x8x1/2 x I'-4" IN/ (4)5/8" x 2'-6" D2L's @ 4"oc (3)3/4" x 6" STUDS @ 4"oc 1/2"x6"xO1-8" ONE SIDE 1/4 ck OF BEAM PLAN typ. OF WALL 4 BEAM (3) sides, typ. 1/2"x4"x0'-6" TOP $ BOT. H55 PER PLAN IN/ GAP ft %4" 5734 1 SPLICE It PER 14/55.1 NOT AT SIM. FOR GALL -OUTS IN COMMON SEE DETAIL 5/55.3 I i 7 i i MASONRY WALL PER PLAN 4 4x4x1 CONT. IN/ 9/4"4) A.B. @ 8"oc ON EITHER SIDE OF EA. STRUT (34" A.B. @ 32"oc AT ALL OTHER LOCATIONS). EMBED BOLTS 6" HOOK AROUND REINF. A5 SHOWN HORIZ. REINF. PER GENERAL STRUCTURAL NOTES (GONTINUOUS THRU MASONRY JOINTS) 5104 3 SPLICE R. PER 14/55.1 per deck weiding notes JOIST PER PLAN 4 STRUTS PER PLAN - GOPE VERT. LEG $ EXTEND MIN. 2" OVER JOIST TILT -UP PANEL PER ELEV. 4 4x4x14 CONT. Y4/ 5/4" A.B. @ .1"oc ON EITHER SIDE OF EA. STRUT (3/4'1 A.B. @ 36"oc AT ALL OTHER LOCATIONS). EMBED BOLTS 4" HOOK AROUND REINF. A5 SHOWN *5 CONT. T. 3/6" W/ (I)3/4."4, BOLT 5025 5 COLUMN PER PLAN typ. r V EMBED It 3/8"x12"x1'-0" W/ (4)3/4" x 6" STUDS @ 6"oc EA. WAY - GENTER ON 4 HIGH LOAD CONN. ER 10/55.2 PANEL PER PLAN EMBED 4 8x8x1/2 x 1'-4" IN/ (4)5/s") x 2'-6" D2L's @ 4"oc $ (3)34110 x 6" STUDS @ 4"oc of BEAM PLAN ct. OF WALL BEAM BEAM PER PLAN WHERE OCCURS CONN. PER 5/55.2 EXCEPT IN/ STD. HORIZ. SHORT SLOTTED HOLES (FIELD WELDED TO EMBED) 5716 6 f. TO OGGUR ON INSIDE FACE OF WALL, TYP. CONN. PER 20/55.4 FOR GALL -OUTS IN COMMON SEE DETAIL .1/55.3 SECTION WALL PER PLAN PLAN OF BEAM JOIST PER PLAN 5107 8 EMBED IE. 3/8"x4"xl'-4" IN/ (2)34" x 6" STUDS @ 12"oc CONN. PER 5/55.2 _\ FOR GALL -OUTS IN COMMON SEE DETAIL 10/55.3 PLAN BEAM PER PLAN 4 PER PLAN AT SIM. CONN. TO EMBED PER 13/553 5102 9 PANEL PER PLAN HIGH LOAD CONN. PER 10/55.2 EMBED 4 8x8x1/2 x 1'-4" IN/ (4)5/8110 x 2'-6" D2L's @ 4"oc $ (3)34" x 6" STUDS @ 4"oc OF BEAM PLAN c) . OF WALL $ BEAM BEAM PER PLAN CONN. PER 5/55.2 EXCEPT IN/ STD. HORIZ. SHORT SLOTTED HOLES (FIELD WELDED TO EMBED) 5101 10 FILLER 4 PER 2/55. FOR GALL -OUTS IN COMMON SEE DETAIL 13/55.4 T. 4 CONN. PER 20/55.3 VERT. WIDE LOAD = 150# 5732 11 CONN. PER 5/55.2 EXCEPT W/ STD. HORIZ. SHORT SLOT HOLES IN i., TYP. II WALL PER PLAN BEAM PER PLAN [H] 4 [L] 4 8x4x1/2 x 11-4" IN/ (2)5/0) x 30" D2L's --'@ 8"oc 4 (3)/2"cP x 4" -'STUDS @ 6"oc - TRIM SHORT LEGS OF 4'5 A5 READ. TO FIT IN WALL I.'S PER 6/56.1 @ SIM. BEAM PER PLAN (H55 AT SIM. W/ GAP ft 14" - KERF CONN. E. THROUGH GAP i ) 5117 12 3/8"x3"x6" 4 STRUT PER PLAN EMBED 4 PER .1/55.3 WALL PER PLAN 5106 13 CONT. EMBED R PER IS/55.I DOES NOT OGGUR AT SIM. WALL CONTINUES AT SIM. BEAM PER PLAN H55 PER PLAN WHERE CURS W/ GAP it 411) MASONRY WALL PER PLAN CONN. PER 5/55.2 (WIO CONDITION) EXCEPT 1/ 13 6"x1" HORIZ. SLOTS IN It (AT H55 KERF CONN. It THROUGH GAP f.) EMBED FE 3/811x6"x01-8u W/ (2)/2" x 24" D2L'S @ 4"oc 5103 14 CONT. EMBED It PER 18/55.1 MASONRY WALL PER PLAN CONN. PER 20/55.2 COLUMN PER PLAN RECEIVED 5108 CITY OF TUKWILA OCT 12 2016 15 �i 1/2"x6"x0'-8" ONE SIDE H55 PER PLAN EMBED it 3/ "x4"xl'-4" (2)34" x 6" STUDS @ 12"oc 546 CONN. PER 5/55.2 FOR GALL -OUTS IN COMMON SEE DETAIL 10/55.3 PLAN BEAM PER PLAN 4 PER PLAN AT SIM. CONN. TO EMBED PER 13/55.3 5730 16 JOIST MFR. SHALL DESIGN THE JOIST SEAT AND TOP CHORD OF JOIST TO RESIST 3,000# OF HORIZ. OUT -OF -PLANE FORGE (ULTIMATE) 1/4 V211MN. PANEL PER PLAN CONT. 4 PER 10/55.1 PROVIDE (2) 5/8" EXP. ANCHOR @ .1 "oc GTRD. ON JOIST (EMBED 4" AT 51/2" THICK WALL 4 1" AT 8" THICK WALL) T.O. STEEL PER PLAN 1/4 1/4 GAP E. 3/811x21/2"x01-3" EA. SIDE FOR GALL -OUTS IN COMMON SEE DETAIL 20/55.4 MAX. EMBED It 1/2"x8"x0'-8" IN/ (4)34" x 4" STUDS @ 5"oc EA. WAY H55 3"x2k"x5611 5717 17 CONNECTION PER 5/55.2 V / STD. HORIZ. SHORT SLOTTED HOLES IN 2" INSTALL BOLTS MIN. 8'loc IN COMPLIANCE W/ RESTRIGTIONS SHOWN ON 2/54.1 AT HEAD JOINTS SEGTION NOTE: EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 PSI STRENGTH PRIOR TO BOLT INSTALLATION. BE4c MA50NRY4) PER PLAN �. 1/2"xl'-0"xI'-2" W/ qfb" x 3" HORIZ. SLOTTED HOLES FOR (4)34" EXP. BOLTS (EMBED 43411) SFGT/ON 5019 18 CHANNEL PER PLAN MASONRY WALL PER PLAN (4)3/4" EXP. BOLTS @ 6"oc EA. WAY (EMBED 4549 5715 19 6" STUDS PER 10/51.1 , U.O.N. 6005131-43 STUDS @ 24"oc TRACK PER 5/51.1 WHERE OCCURS PERMIT CENTER ¢. BEAM * STUDS STUDS PER DETAILS OF LEVEL B WHERE OGG <weld per deck notes 16GA.x15" IN/ 4t8 SCREWS @ 611 oc TO (2) ADJACENT DECK FLUTES ROOF DECK PER PLAN (ORIENTATION VARIES) BEAM PER PLAN REVIEWED FOR._.I CODF t210WItiACYMEGTION OCT 2 1 2016 _1- Tukwil 5731 0N ! 0 REMARKS T.I. PERMIT SUBMITTAL I I . i DATE 10/3/2016 I I I I I 6 z I I I COUGHLIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 601 SECOND AVENUE SUITE 600 SEATTLE. WA 00101 (246) 34.0460 ww.gdnc.cw� m'am 11= MEE 10.5 va CD CZDC assm19 CO9 Uhl wooisacm In- caecr Job Number: S101203-02 Dote: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager. ETL Drawn By. MRM Sheet Title: STEEL DETAILS Sheet Number: S5.3 ® 2015 FULLER•SEARS ARCHITECTS I I I I I I I 0 DATE to N co 0 I 0 z HS5 FRAMING 346 PER 20/55.1 FAGE OF GONRETE EMBED 3/8"x12"x1'-0" OR GMU WALL IN/ (4)34" x 6" STUDS 8"oc EA. WAY O grind smooth IIid!1 q PLAN 1 2 FOR GALL -OUTS IN GOMMON SEE DETAIL 1/55.1 5708 4 5706 T ical H55 to H55 Connection 5 �p it 14" 3/8" GAP JOIST PER PLAN 9 — DIM. PER ARGH'L IN/ WEB FILLER AT 4 „ H55 5x5x14 HANGERS (1-0 MIN. LONG) k e I . per arch' I I I GM5TG16 STRAP x 4'-0" I 145V <weld to hss AT HANGERS IN/ NAILS grind smooth 4)0I 3" MIN. I I 1'.s_.1 AT 3"oc 115"(1) TIE -ROD I� ` 1 1 T 1 1 ._- L5L 3/2" BLKG. x (3) -11 #2 GLEVIS V • W/ 1"(1) PIN ` I I JOISTS BAYS (4' LONG MINIMUM) '� i �- i -� H55 PER 20/55.1 <i 3. HSS © , TYP. ft 3/e" -� ‘7. 3i HU HANGERS 3 - DIM. el. per plan i PER ARGHL BEAM PER PLAN ' ' ° DECK PER 20/55. — — — —AN'ai1 SLOPE PER ARGH'L H55 PER 20/55.1 , TY-. WHERE H55 DOES NOT H55 PER PLAN OCCUR EXTEND DOWN 346 V2 -I2 Iz" 12" 5707 NOTE: 5/8"x6" 5705 A5 SHOWN T-rT R W/ NOT ALL FRAMING 6 ,� 2 typ.> �4 \ (2)34 "0 BOLTS SHOWN FOR CLARITY Typical HSS Corner Connection 10 CONT. BENT T. /4 x 3� �� c� 3 oc y p NOTE: ALL EXTERIOR CANOPY STEEL WHERE FIELD WELDING OCCURS APPLY PAINT ON GALVANIZING ARE MADE. SHALL BE GALVANIZED. OMIT GALVANIZING AND AFTER FIELD WELDED GONN'S. PER ARGH'L ._- n` HS5 10x30f6 [111-10"1 ac f \- 10/55. TYP. AT GORNERS u ch''' N x SHEAR TABS PER 1/55.1 , _i TYP o Q CZ 5/55.1 n H55 6x2x346 TYP. [111-V `—' 11 1 2 1 3 1 4 u u �_ u 20 GAGE ROOF DEGK PER 5/55.1 = i CO CV kr) Cl kn < ill CI - STEEL COLUMN tn kri x. PER PLAN/TIE-ROD PER 1/55.1 TYP. H55 6x2x3r�6 [11'-6"] - ----�_ , It 14" $46 V 1/55.1 AT STEEL GONDITIONS i GAP = 3�6 % el. per plan mX 4/55.1 AT CONCRETE OR GMU CONDITIONS r uI FE �4"x4"xO'-8" D- Y 12 < L IL (ONE SIDE) It kn L— I GAP %" AT — — — — ► H55 ENDS, TYR --- -- — l 1 RECEIVED REVIE I 546 V \- EA. SIDE hss CODEPPR WHERE OCCURS I 1 846 typ. 4 to �. OCT 12 2016 2 1 6 %4 .>.,<. 4 4x4x3/8 x 0'-5" TOP if BOT. FAGE OF BUILD H55 BEAM OR WALL PER PLA NG ONG. City of Tukwila PERMIT CENTER w 546 > 5709 ; � ING DIV) "�=fl� �, � , 5704 1 6 1 7 18 9� ���� la� � a�� . �ar� �°� � ,�, ��y >F'� %4 = I'-011 P Man 20 Mon, 03 Oct 2016 - 7:38pm REMARKS T.I. PERMIT SUBMITTAL I I I I I DATE to N co 0 I 0 z NagegnitzL COUGH LIN PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING B01 SECOND AVENUE, SUITE BOD SEATTLE, WA MO. RDBID.Dd16) went muro.cord mcio pmin CO CA CO . PEN 1161 MS ism implad ® III' CO lam Job Number: S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager. Ell_ Drawn By. MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number. S5.7 © 2015 FULIER.SEARS ARCHITECTS SHEATHING AND TOPPING PER PLAN NAIL SHEATHING TO BLOCKING IN/ IOd®4"oc 3x PLATE RIPPED TO MATCH FLANGE WIDTH 2x BLOCKING @ 48"oc (STAGGER EA. SIDE OF WF BEAM) JOISTS PER PLAN STEEL BEAM PER PLAN W/ 3/8"4) CPL STUDS @ 32"oc (COUNTERSINK NUTS) 6720 1 PA123 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS SHALL ENGAGE HORIZ. REINF) SHEATHING AND TOPPING PER PLAN GSI bx4'-0" (ADJACENT TO PA123) NF. PER GENERAL STRUCTURAL NOTES ) *5 MIN. GOVT.) JOISTS PER PLAN 2x6 FLAT BLKG ((3) JOIST BAYS - 41-0" MIN) 3x12 P.T. LEDGER IN/ (2) ROWS OF 5/4"4) ANCHOR BOLTS I6"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF) MASONRY WALL PER PLAN 6715 2 r (8) I6d ® 4"oc STAGGERED AT EA. SIDE OF SPLICE I6d @ 12"oc STAGGERED ELSEWHERE TOP GHORD SPLICE BOTTOM CHORD -" SPLICE 6-0" MIN. BETWEEN SPLICES SPLICE TO OGGUR AT ck OF VERT. STUD, TYP. 6000 3 4 WEB STIFFNER EA. SIDE * BETWEEN DOUBLE JOIST ATTACHED W/ (3)16d @ 4"oc DOUBLE JOIST PER PLAN 4"x6"x0'-01" EA. SIDE W/ (2)3/4"; BOLTS ® 3"oc MASONRY WALL PER PLAN —Icv 2 2'-0" 4 III EMBED ft 3/s "x6 "xO'-8" IN/ (2)1/2" eP x 24" D2L's ® 4"oc (EMBEDS PER 12/55.3 AT SIM 6716 6 MARK HDA HOB O HOLDOWN MIN. SEE ETAIL LOND °q4NN# HOLDOWN SGHED OT 0 NAIL PLYWOOD SHEATHIN SCHEDULED PANEL EDGE N STUD 15 NAILED. G DETAIL REF. 12/56.1 11/56.1 5 RECEIVING HOLDOWN W/ STAGGER NAILS 50 THAT EACH 6702 Holddown Schedule 7 SHEATHING 4 NAILING PER 5HEAR WALL SCHEDULE ABOVE 4 BELOW OPENING PROVIDE 2x BLKG BEHIND ALL STRAPS WHERE MEMBERS DO NOT OTHERWISE OGGUR DOUBLE STUD (FULL HEI&. T EA. SIDE OF OPENI G. NAIL SHEATHING P NAILING' COLUMN OF SHEAR WALL SG ULE SHEAR WALL PER PLAN 0516 STRAPS ABOVE 4 OPENING OVER SHEATHI FULLY NAIL STRAP EXTENSIONS NOTE: THIS DETAIL APPLIES WHERE SPECIFICALLY GALLED OUT ON PLAN. NAIL HALF OF STRAP HOLES 6502 Shear Wall Opening 8 p g 9 SHEAR WALL PER PLAN 3346 "x2 "x0'-2" W/ HOLE - WELD TO TRA ON AT LEAST (2) 510E5 IbGA x 2" FILL LD ANCHOR BOLT SIZE 4 SPACING PER 20/S6.1 STEM WALL 4 REINF. PER DETAILS SCREWS EA. STUD A. SIDE 6733 10 KERF ft 4"xb "x01-1" W/ (2)54"0 BOLTS MAX. I2" KERF WIDTH = 3/e'1 BEAM PER PLAN BEARING I.1"x6" x BEAM WIDTH (DAP BEAM AT BEARING f,) 1 211 -�N NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY MAX. COLUMN CONT. WHERE OCCURS GAP4" 6718 11 (2) STUDS MIN. PLACED BACK TO BACK AND WELDED TOGETHER PER 13/51.1 SIMPSON HOLDOWN S/HDUG CONT. REINF. PER DETAIL ADD'L STUD A5 READ. AT WALL ENDS 11 (2)#5x6'-0" CENTERED ON HOLDOWN ANCHOR AT MID -WALL CONDITION - (2)*5 x -1 Is AT END OR CORNER CONDITION ANCHOR BOLT SIZE PER SIMPSON CATALOG FRAMING CONT. WHERE OCCURS R i4"x12"x0'-Ik2" WASHER IN/ NUT EA. SIDE 6701 12 LSL 31"x I b" BLKG. STRAP PER PLAN 14" MIN. T. 4"x4"x0'-4" - TOP BOT. EMBED it 343"x6"xO'-b" W/ (2)I/2"4) x 24" D2L's ® 4"oc, TYP. STIFF it %4"x2/2" JOIST BLKG. PER PLAN it 4 CONN. PER 6/56.1 FOR GALL -OUTS IN COMMON SEE DETAIL 4/56.3 3�6 v 6719 16 16GA. TRACK W/ I" MIN. LEGS - CONNECT TO COLUMN W/ 0.145" 4) DRIVE PINS ® 4"oc STAGGERED STEEL COLUMN PER PLAN FACE OF CONCRETE WALL IbGA. TRACK IN/ 11/2" MIN. LEGS - CONNECT TO GONG. W/ 0.145"4) DRIVE PINS ® 4"oc STAGGERED Il-- �I I AT CONCRETE WALL 6703 17L PANEL EDGE FASTENING PER SW SCHEDULE INSTALL BLOCKING AT PANEL JOINTS - GAGE SHALL MATCH GAGE OF STUD WALL SHEATHING PER SW SCHEDULE LAID UP HORIZONTAL OR VERTICAL (BOTH 510E5 WHERE NOTED) PANEL EDGE FASTENING PER SW SCHEDULE ANCHOR BOLT SPACING PER SCHEDULE SHEAR WALL SCHEDULE MARK SHEATHING SCREW SPACING AT PANEL EDGES 0 CONNECTION OF RIM JOISTS, OR STRUT TO TOP PLATE O DRIVE PIN CONNECTION OF TRACK TO STRUCTURAL STEEL CONNECTION OF TRACK TO TRACK OR WOOD PLATE O ANCHOR BOLTING TO CONCRETE CAPACITY (ASD) 18GA. 5W -I 1/2" PLYWOOD 6"oc A35 @ 14"oc 0.145 4) @ 8"oc *12 @ b"oc 3/4" 4) @ 60"oc 330 51N-2 1/2" PLYWOOD 4"oA35 @ 10"oc 0.145 4) @ 5"oc *12 @ 4"oc 34"4) @ 48"oc 4015 51N-3 f" PLYWOOD A35 @ Woo 0.145 4) @ 4"oc #12 @ 3"oc 3/4114) @ 36"oc 620 5W-4 1„ PLY , . �� A35 @ 12"oc 4 _ LTP4 @ 12"oc (2) ROWS OF 0.145 4) @ b" STAGGERED *12 @ 2 IIoc 3 / II IIoc O @ 28 825 0 SHEAR WALGH TE5: 0 SHEATHING SCREWS 5 E THE FOLLOWING: FOR FRAMING MEMBERS lb GAGE 4 THINNER, USE 4t8x1” FLAT HEAD SCREWS OO REFER TO 20/51.1 FOR FRAMING SCREW REQUIREMENTS. ® ANCHOR BOLTS SHALL HAVE 2"x2"x3/16" WASHERS WELDED TO BOTTOM TRACK (SEE 10/S6.1 ). ® SHEAR WALL CAPACITIES ARE BASED ON 2004 AI51 STANDARD FOR GOLD -FORMED STEEL FRAMING - LATERAL DESIGN. 0 AT SHEAR WALLS THAT REQUIRE A35 FRAMING ANCHORS FOR CONNECTION TO TOP PLATE, PROVIDE MINIMUM OF (2) A35 AT EACH SHEAR WALL. LTP4 MAY BE USED IN LIEU OF A35 FOR FLAT NAILING CONDITIONS. © PANEL SCREWS APPLIES TO ALL SHEATHING PANEL EDGES. SCREW SHEATHING TO INTERMEDIATE F • MIM'IQ4YEWED FOR PANEL SCREWS ® 12"oc. CODE COMPLIANCE APPROVED OCT 2 1 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 122016 PERMIT CENTER Plywoo 6500 20 Mon, 03 Oct 2016 - 7:38pm REMARKS T.1. PERMIT SUBMITTAL Ili I I DATE CO r CM CO 0 r I 6 z OBAMMIDAS I I COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 901 SECOND AVENUE. SUITE BOO 12991 513-0100 SEATTLE, WA 00104 wwx..p04Ccon, camm MIME fin bow sell ®Cgee lalal moo isa islui Job Number. S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager. ETL Drawn By. MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number. S6.1 © 2015 FULLER•SEARS ARCHITECTS NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc H2.5 @ 48"oc (ALIGN IN/ FLAT BLKG.) JOISTS PER 20/56.2 2x4 FLAT BLKG. @ 48"oc (ALIGN W/ STUD) FOR CALL -OUTS IN COMMON SEE DETAIL 6/56.2 BLKG. 2x12 LEDGER W/ (3) 16d EA. STUD $ Ibd @ S"oc INTO BLKG. DROPPED HEADER WHERE OCCURS 6710 1 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 10d @ 4"oc, TYP. P.T. 2x PLATE W/ 3/41'0 ANCHOR BOLTS @ 16 "oc - COUNTERSINK BOLTS SHEATHING AND TOPPING PER PLAN P.T. 3x12 LEDGER W/ WO O ANCHOR BOLTS @ 12"oc - (3) BOLTS MIN. IN/ (I) BOLT WITHIN 6" OF EA. END OF LEDGER MASONRY WALL PER PLAN BLKG. $ STRAP PER 2/56.1 JOISTS PER PLAN CONTINUE P.T. LEDGER PER 2/56.1 6714 2 16d@8"oc 2x12 STEP BOARD, TYP. 2x8 CONT. AT EDGE CONDITION SHEATHING PER ARCH'L OR SPECS. (2)2x8 CONT. AT CENTER CONDITION 6705 Typical Stair Stringers 3 �p 9 DIAPHRAGM BOUNDARY NAILING LB HANGERS el. per orchil SHEATHING PER 20/56.2 CONT. TOP PLATE - SPLICE PER 3/56.1 H2.5 @ 48"oc 2x BLKG. JOISTS PER 20/56.2 2x LEDGER IN/ (3)16d EA. STUD AND 16d @ 8"oc INTO BLKG. 8"oc STUD WALL PER 20/56.2 SHEATHING PER 20/56.1 AT SHEAR WALLS STAIR STRINGER WHERE OCCURS 6709 6 LU28 HANGER (LU528 2 HANGER AT DOUBL STRINGERS) - NAIL OVER WALL SHEATHING FOR GALL -OUTS IN COMMON SEE DETAIL 8/56.3 a 13/56.2 6713 7 WM4I2 HANGER - FLANGE OFFSET TO INSIDE OF BEAM SHEATHING PER 20/56.2 AT COLUMN JOISTS PER 20/56.2 LUS HANGERS AT JOISTS BEAM PER 20/56.2 ACE POST CAP EA. SIDE DIAPHRAGM BOUNDARY NAILING COLUMN BEYOND PER 20/56.2 6708 8 BRIDGING PER 18/51.1 #10 SCREWS @ 6"oc LB HANGERS - ATTACH W/ (408 SCREWS SHEATHING PER 20/56.2 CMU WALL PER PLAN/DETAILS CONT. 16GA. TRACK LEGS - ATTACH W5 OF Vet) SION BOLTS @ GGERED JOIST PER 20/56.2 #8 SCREWS @ 12"oc SHEATHING PER 20/56.1 AT SHEAR WALLS STUDS PER DETAILS OF LEVEL BELOW AT STEEL SND WALLS GMU VbALL SEE STEEL CONDITION FOR GALL -OUTS IN COMMON CONT. 2x FILL PIECE CONT. I6GA. TRACK W/ 11/2" LEGS - ATTACH OVER SHEATHING IN/ (30I0 SCREWS EA. STUD 6712 11 JOIST PER 20/56.2 BEAM PER 20/56.2 FOR CALL -OUTS IN COMMON SEE DETAIL 13/56.2 LU28 HANGER - LU528-2 HANGER AT DOUBLE STRINGERS (HUG HANGERS WHERE READ) 6717 12 NAILING PER 3/56.2 SHEATHING PER 20/56.2 JOIST PER 20/56.2 (ORIENTATION VARIES) STEP BOARD PER 3/56.2 STRINGER PER 3/56.2 S BEAM PER PLAN OR 20/56.2 THA2I3 HANGER AT SINGLE 2x8 STRINGER - TI -1A218-2 AT DOUBLE 2x8 STRINGERS (THAC HANGERS WHERE READ) 6706 13 16 JOIST PER 20/56.2 2x RIM BOARD CONT. TOP PLATE - SPLICE PER 3/56.1 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 LU28 HANGER IN/ 10d x I " NAILS - LU528-2 HANGER AT DOUBLE STRINGERS (HUG HANGER WHERE READ.) STUD WALL PER PLAN 6711 17 STRINGER PER 3/56.2 A35 CLIP EA. STRINGER P.T. 2x10 IN/ 1/2"4) ANCHOR BOLTS @ 16 "oc . . . 1' II . SLAB -ON -GRADE PER PLAN . . . 11=11LII II II THICKENED SLAB PER 10/53.2 6707 18 a STRINGERS PER 3/56.2 , TYP. J .2 [H] A A r 8/56.2 [H] THICKENED SLAB BELOW PER 10/53.2 4x12 S 2/16.2 2x12 @ 16"oc THE FLOOR SYSTEM CONSISTS OF 3/4" T* G SHEATHING (PANEL STAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES W/ 10d @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ 10d @ 12"oc. GLUE SHEATHING AT ALL SUPPORTS IN/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-OI. BUILDING E STAIR FOUNDATION 8 FRAMINLAN 1/56.2 STRINGERS PER 3/56.2 , TYP. 1/56.2 AT WOOD FRAMING 2/56.2 AT CMU WALL TYPICAL STAIR FRAMING PLAN -� J 18/56.2 I 10/53.2 L - _ - 10/53.2 SIM. TYPICAL STAIR FOUNDATION PL THE FLOOR SYSTEM CONSISTS OF 3/4" TO SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL EDGES IN/ 10d @ 6"oc. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ 10d @ 12"oc. GLUE SHEATHING AT ALL SUPPORTS IN/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. FLOOR SYSTEM DESIGNED FOR 125 P5F SUPERIMPOSED LIGHT STORAGE. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 1 2016 RECEIVED CITY OF TUKWILA OCT 12 2016 City of Tukwila BUILDING DIVISION PERMIT CENTER 6704 1,-oa ons 20 Mon, 03 Oct 2016 - 7:38pm REMARKS T.I. PERMIT SUBMITTAL Iii a 1 DATE N 00 CO 0 I I I II I'. 0 z I COUGHLIN PORTER LUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 801 SECOND AVENUE. SUITE S00 SEATTLE, WA 08101 1208) 010-016T wxw.rylirc.ara MEM IAA en cc mom ®CC CC ft, - cc 5 immaCO imameimas CD vols Job Number. S101203-02 Date: OCTOBER 3, 2016 Principal in Charge: JEC Project Manager: Ell. Drawn By MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number. S6.2 ® 2015 FULLER•SEARS ARCHITECTS a a 11 NAIL SHEATHING TO BLKG. W/ IOd @ 4"oc JOIST BLKG. 48"oc JOISTS PER PLAN 3x PLATE RIPPED TO MATCH FLANGE WIDTH SHEATHING AND TOPPING PER PLAN U 3x PAD x I'-0" TO JOISTS PER PLAN ALIGN IN/ JOIST BLKG. CONN. TO BEAM W/ (2) ROWS OF 0.14"0 DRIVE PINS @ 1"oc FOR GALL -OUTS IN COMMON SEE DETAIL 5/563 6100 WEB STIFFENERS PER JOIST MFR's SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES NAIL SHEATHING TO BLKG. 1"1110d @ 4"oc 31/2"1.51.. RIM BOARD BLKG. cv-ck H55 4" SEAT STUDS TIGHT TO TRACK (NO GAP) A35 @ 1"oc SEAT STUDS TIGHT TO TRACK (NO GAP) NAIL SHEATHING TO BLKG. W/ I0d @ 4"oc II JOIST BLKG. @ 48"oc STUDS 4 TRACK PER 5/563 SHEATHING AND TOPPING PER PLAN STUDS 4 TRACK P 5/56.3 \\ER ►NT. 316" L5L M. BOARD JOISTS PER PLAN SEAT STUDS TIGHT TO TRACK (NO GAP) FOR GALL -OUTS IN COMMON SEE DETAIL 1/56.3 JOISTS PER PLAN 10d EA. SIDE CONT. (2)2x6 TOP PLATE - SPLICE PER 3/56.1 FOR GALL -OUTS IN COMMON SEE DETAIL 5/56.3 DIAPHRAGM BOUNDARY (LING 16d @ 8"oc CONNECT TOP TRACK PER 15/51.1 TO TOP PLATE PER SCHEDULE OF 20/56.1 1-4 SHEATHING PER 20/56.1 SEAT STUDS TIGHT TO TRACK (NO GAP) AT SHEAR WALLS 6101 JOIST BLKG. @ 48"oc LJ JOISTS PER PLAN FOR GALL -OUTS IN COMMON SEE DETAIL 20/56.3 SEAT STUDS TIGHT TO TRACK (NO GAP) d7 -(i. H55 411 S BEAM PER PLAN TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES FOR GALL -OUTS IN COMMON SEE DETAIL. 1/56.3 FOR GALL -OUTS IN COMMON SEE DETAIL 20/563 6" STUDS PER 10/51.1 5" STUDS PER 10/51.1 AT SIM. BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN 55 WHERE OCCURS) IN/ %/8"J CPL STUDS @ 32"oc OUNTERSINK NUTS) OP TRACK PER 5/51.1 34" DEFLECTION GAP ALLOWANCE BRIDGING PER 18/51.1 STUDS PER DETAILS OF LEVEL BELOW 6001 5 6" STUDS PER 10/51.1 (8" STUDS PER 10/51.1 AT SIM.) 6731 10 6" STUDS PER 10/51.1 (8" STUDS PER 10/51.1 AT 51M.) CONN. TOP TRACK TO HSS PER SCHEDULE OF 20/56.1 SHEATHING PER 20/56.1 AT SHEAR WALLS RECEIVED 6732 CITY OF TUKWILA 15 OCT 122016 3x PLATE RIPPED TO MATCH 4 WIDTH SHEATHING AND TOPPING PER PLAN PERMIT CENTER H55 cv-(p. 4"' CONT. 4 4x4x14 W/ 1/2"c1) BOLTS @ 12"oc (COUNTERSINK NUTS) - MAY BE OMITTED IF MEZZANINE IS NOT BUILT S 6" STUDS PER 10/51.1 (8" STUDS PER 10/51.1 AT SIM.) BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN TOP TRACK R 5/51.1 JOISTS PER PLAN O FOR ANCE ED 3, 16 17 18, 19 1 WEB STIFFENERS PER JOIST MFR's SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENE STRUCTU 2016 ur 'la G DIVIS ON STUDS PER DETAILS OF LEVEL BELOW 6730 DEFLECTION AP ALLOWANCE RIDGING PER 18/51.1 20 Mon. 03 Oct 2016 - 7:38pm REMARKS CITY REVISIONS 3 3 I I ii I 1 DATE 3/27/2014 I I I 1 . Id 1411 Fourth Ave.. Saito 13U Seattle. ihiletw lihSl Te1.2K.N2.AI1/ Fu.214.112. 4IO COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE- SUITE 900 P:: 206/343-0460 SEATTLE, WA 98104 F: 206/343-5691 Qan cin irc IM ImoClg IM CC CA bowuI Cin rep INN Job Number: S101203-02 Date: MARCH 27, 2014 Principal in Charge: JEC Project Manager. ETL Drawn By: MRM Sheet Title: FRAMING DETAILS Sheet Number: S6.3 2010 FULLER•SEARS ARCHITECTS IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. (GENERAL NOTES 1. POST BUILDING ADDRESS SIGN ON FRONT OF BUILDING AS REQUIRED BY BUILDING OFFICIAL. COORDINATE WITH ARCHITECT. 2. CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF PROPERTY AND THE LIKE DURING THE PERFORMANCE OF THE WORK. 3. THE CONTRACTOR IS REQUIRED TO COMPLY WITH ALL APPLICABLE REGULATIONS AND CODES OF THE GOVERNING AUTHORITIES AND OWNERS. 4. PROVIDE METHODS, MEANS AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER OR ATMOSPHERE. 5. INSURE MINIMUM INTERFERENCE WITH EXISTING ROADS, STREETS, SIDEWALKS, PARKING FACILITIES AND ADJACENT FACILITIES. DO NOT CLOSE OR OBSTRUCT WITHOUT PRIOR APPROVAL. 6. ALL SALVAGE WILL BECOME THE PROPERTY OF THE CONTRACTOR, UNLESS NOTED OTHERWISE (UNO). PROMPTLY REMOVE FROM SITE AND LEGALLY DISPOSE OF ALL SAID MATERIAL AT CONTRACTOR'S EXPENSE. 7. DIMENSIONS ARE TO: - FACE OF MASONRY OR CONCRETE, CENTER LINE OF COLUMNS, FACE OF STUD, OR FACE OF MULLION UNLESS NOTED OTHERWISE. - DIMENSIONS INDICATED CLEAR (CLR) ARE TO FINISH FACE. - DIMENSIONS TO DOOR AND WINDOW OPENINGS ARE ROUGH MASONRY OPENINGS UNO. - ALL MASONRY DIMENSIONS ARE NOMINAL. 8. SCRIBE GYPSUM BOARD OF WALLS AND PARTITIONS TO IRREGULARITIES OF STRUCTURE OR DECK ABOVE AND SEAL TIGHTLY AROUND ALL PENETRATIONS. 9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNER'S WORK AND/OR SUPPLIED ITEMS THAT ARE "FURNISHED BY THE OWNER AND INSTALLED BY THE CONTRACTOR" OR "NOT IN CONTRACT" (NIC), BUT ARE ATTACHED TO CONTRACTOR'S WORK. 10. ALL RAMPS TO HAVE MAXIMUM 1:12 SLOPE. RAMPS WITH SLOPE OF 1:20 OR GREATER TO HAVE HANDRAILS PER WASHINGTON STATE HANDICAP CODE. 11. ALL STAIRS TO HAVE MINIMUM 11" TREADS AND MAXIMUM 7" RISERS, UNO. 12. MINIMUM ROOF SLOPE SHALL BE 1/4"=l'-0". 13. CONTRACTOR IS RESPONSIBLE FOR REVIEWING THE DRAWINGS AND SPECIFICATIONS AND WITH THE NOTIFICATION OF THE ARCHITECT OF ANY DISCREPENCIES WITHIN THE DOCUMENTS AND THE SCOPE OF WORK. CONTRACTOR IS RESPONSIBLE TO COORDINATE ANY AND ALL REVISIONS TO THE DRAWINGS. 14. FIRE EXTINGUISHERS TO BE LOCATED PER FIRE MARSHALL'S DIRECTION. AS REQ'D. 15. ALL ROUGH -INS SHALL BE APPROVED PRIOR TO FRAMING INSPECTION. 16. PROVIDE ONE 2A-10BC FIRE EXTINGUISHER PER 3,000 SQ.FT. OR EACH 75' OF TRAVEL DISTANCE, AS REQUIRED BY FIRE MARSHALL. 17. EXIT LIGHTING SHALL BE PROVIDED WHEN TWO EXITS ARE REQUIRED. THE EMERGENCY SYSTEM SHALL BE SUPPLIED BY A SEPARATE SOURCE OF POWER AND HAVE AN EMERGENCY BACK UP SYSTEM. EXITS SHALL BE ILLUMINATED AT ANY TIME THE BUILDING IS OCCUPIED WITH EMERGENCY LIGHTING HAVING THE INTENSITY OF NOT LESS THAN 1 FOOT CANDLE AT FLOOR LEVEL. IBC SECTION 1006.3. 18. EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. 19. EXCEPTION: KEY -LOCKING HARDWARE MAY BE USED ON THE MAIN EXIT WHEN THE MAIN EXIT CONSISTS OF A SINGLE DOOR OR PAIR OF DOORS IF THERE IS A READILY VISIBLE, DURABLE SIGN ON OR ADJACENT TO THE DOOR STATING "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." THE SIGN SHALL BE IN LETTERS NO LESS THAN 1 INCH HIGH ON CONTRASTING BACKGROUND. WHEN LOCKED, THE SINGLE DOOR OR BOTH LEAVES OF A PAIR OF DOORS MUST BE FREE TO SWING WITHOUT OPERATION OF ANY LATCHING DEVICE. 20. TRASH DUMPSTERS AND COMPACTORS SHALL BE PROVIDED WITH RUBBER WHEELS N.I.C. 21. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS AND ROOFS; AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. ABBREVIATIONS AC ADD ADD'N ABC - AGG A/C AL ALT AB ABV & ARCH ASP BSMT BM BEL B.M. BLKG BD BO BLDG CABT C.I.P. C.B. CLG CEM CG CL CER C.T. CHAN. CLR C.O. CLOS COL CONC CONN CONST CJ. CONT CONTR COR'G CTR CTSK CMU CMS D.A. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABINET CAST IN PLACE CATCH BASIN CEILING CEMENT CENTIGRAM CENTER LINE CERAMIC CERAMIC TILE CHANNEL CLEAR CLEAN OUT CLOSET COLUMN CONCRETE CONNECTION CONSTRUCTION CONTROL JOINT CONSTRUCTION JOINT CONTINUOUS CONTRACTOR CORRUGATED COUNTER COUNTERSINK CONCRETE MASONRY UNIT CORRUGATED METAL SIDING DAMP PROOFING DIAGONAL DIAMETER DIMENSION DISPENSER DOWEL DOWN DOWNSPOUT DRAWING EACH ELECTRIC ELECTRIC DRINKING FOUNTAIN ELEVATION EQUAL EQUIPMENT EXHAUST EXPANSION EXPANSION JOINT EXISTING FT FEET FIN FINISH FIXT FL FLR F.D. FLU OR FTG FND FR FH C FV FIXTURE OD FLASHING OFS FLOOR FLOOR DRAIN OFD FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GA GAUGE GI GALVANIZED IRON GL GLASS GD GRADE GYP GYPSUM GWB GYPSUM WALL BOARD GRND GROUND HR HDN HDW HDWD H TR HT HP H.M. HORIZ HB HW IN ID INSUL INT INV JAN JT JST KP LAM LDG LAV LG LOC LT LWC LVR LOC MO M ATL MFR MAX MCJ MECH MET M TL ML MID MIN MLDG MULL NG NOM N.I.C. 0/ OBS OC OPG OA HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT OVER OBSERVE ON CENTER OPENING OVERALL PARA PTD PG PR PNL PTN d PL PLBG PLYWD PT PSI PSF PC PL R REG REQ'D REV RD RFG RM RGH RD SCR SECT SEL SHT SDG SIM SLDG SM SPEC SPL SQ STD SS STRUC SUSP SWBD TC TG- T.O. T.S. TSD TYP U.N.O. U.N.P. V VER T VEST VCT WWM WC WH WF W/ W/O OUTSIDE DIAMETER OVERFLOW SCUPPER OVERFLOW DRAIN PARAPET PAINTED PAGE PAIR PANEL PARTITION PENNY PLATE PLUMBING PLYWOOD POINT POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRECAST PROPERTY LINE RADIUS REGISTER REQUIRED REVISION ROOF DRAIN ROOFING ROOM ROUGH ROUND SCREW SECTION SELECT SHEET SIDING SIMILAR SLIDING SMOOTH SPECIFICATION SPLASH SQUARE STANDARD STAINLESS STEEL STRUCTURE SUSPENDED SWITCHBOARD TOP OF CURB TEMPERED GLASS TOP OF TUBE STEEL TOP OF STEEL DECK TYPICAL UNLESS NOTED OTHERWISE UNDER SEPARATE PERMIT VENT VERTICAL VESTIBULE VINYL COMPOSITION TILE WELDED WIRE MESH WATER CLOSET WATER HEATER WIDE FLANGE WITH WITHOUT 22. BUILDING INSULATION SHALL BE PROVIDED AS INDICATED IN DWGS. W/ R VALUES PER ENERGY CALCULATIONS. 23. EVERY HANDICAPPED PARKING SPACE SHALL BE IDENTIFIED BY A SIGN CENTERED ON THE STALL. THE BOTTOM OF THE SIGN NEEDS TO BE 60 INCHES ABOVE THE PARKING SURFACE, AT THE HEAD OF THE PARKING SPACE. THE SIGN SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE "STATE DISABLED PARKING PERMIT REQUIRED". PROVISION UNDER SITE DEVELOPMENT PERMIT. 24. THIS DRAWING IS AN INSTRUMENT OF SERVICE ONLY. THE COPYRIGHT TO THIS DRAWING BELONGS TO THE ARCHITECT. NO PERSON MAY USE THIS DRAWING FOR ANY PURPOSE OTHER THAN THE INTENDED ORIGINAL PURPOSE FOR THE ORIGINAL CLIENT. THIS DRAWING MAY NOT BE REPRODUCED IN WHOLE OR IN PART, IN ANY MANNER OR STORED IN ANY FORM FOR REPRODUCTION WITHOUT THE EXPRESS PERMISSION OF THE ARCHITECT. NO VALUE SHOULD BE SCALED AND ALL VALUES SHOULD BE CHECKED AGAINST FIELD VALUES AND/OR CHECKED WITH THE ARCHITECT. IF ANY VALUES IS FOUND TO BE INCORRECT OR INVALID, THEN IT IS THE RESPONSIBILITY OF THE USER TO INFORM THE ARCHITECT AND TO OBTAIN THE CORRECT VALUE FROM THE ARCHITECT PRIOR TO ACTING. 25. PER W.S.E.C. SECTION 1416.3.2 ACCEPTANCE: FINAL CERTIFICATE OF OCCUPANCY SHALL NOT BE ISSUED UNTIL THE BUILDING OFFICIAL DETERMINES THAT THE PRELIMINARY COMMISSIONING REPORT REQUIRED BY SECTION 1416.2.6.2 HAS BEEN COMPLETED. IF THIS DRAWING WAS CREATED AND/OR TRANSFERRED ON ELECTRONIC MEDIA TO ANY OTHER PERSON OR BODY, THEN THE USER SHOULD BE AWARE THAT THE DRAWING MAY HAVE BEEN ALTERED AFTER ISSUE BY THE ARCHITECT. THE ONLY ORIGINAL OF THIS DRAWING RESIDES IN THE FILES OF THE ARCHITECT, AND SHALL TAKE PRECEDENT OVER ALL COPIES, PAPER OR ELECTRONIC. THIS DRAWING MAY CONTAIN MATERIAL WHICH WAS PROVIDED FOR INFORMATION ONLY TO THE ARCHITECT BY THE CLIENT OR CLIENTS CONSULTANTS. THE ARCHITECT ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OR THE COMPLETENESS OF THIS MATERIAL. IF VALUES IN THE DRAWING ARE FOUND TO BE CRITICAL TO THE SCOPE OF WORK, THEN THE USER IS ADVISED TO REFER BACK TO THE ORIGINAL MATERIALS IN THE HANDS OF THE CLIENT. FIRE CODE FIRE ADDRESS: APPROVED ADDRESS SHALL BE PROVIDED FOR ALL BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. FIRE ADDRESS/TEMPORARY: TEMPORARY ADDRESSING IS REQUIRED DURING CONSTRUCTION SHALL BE VISIBLE FROM THE STREET. FIRE KNOX BOX: IF THE BUILDING OR SUITE HAS A FIRE PROTECTION SYSTEM, A KNOX BOX SHALL BE INSTALLED IN AN APPROVED LOCATION AND ALL REQUIRED KEYS SHALL BE ON SITE FOR LOCK UP PRIOR TO BUILDING FIRE FINAL. FIRE OCCUPANT LOAD: OCCUPANT LOAD SHALL BE POSTED IN A CONSPICUOUS LOCATION AT OR AROUND THE MAIN EXIT. PORTABLE FIRE EXTINGUISHER: PORTABLE FIRE EXTINGUISHER WILL BE REQUIRED DURING CONSTRUCTION AND INSTALLED FOR FINAL INSPECTION. CLASS 2A 10BC TYPE IS/ARE REQUIRED. PLEASE MOUNT THE EXTINGUISHER(S) IN A CONSPICUOUS LOCATION APPROVED BY THE FIRE DEPARTMENT AND LOCATE THE EXTINGUISHER(S) SO THAT THE TRAVEL DISTANCE FROM ANY POINT IN SPACE DOES NOT EXCEED 75 FEET TO AN EXTINGUISHER. (THE DISTANCE BETWEEN EXTINGUISHERS CAN BE 150 FEET). FIRE SPRINKLER SYSTEM: STRUCTURE SHALL HAVE A FIRE SPRINKLER INSTALLED PER NFPA AND EASTSIDE FIRE & RESCUE REQUIREMENTS. SUBMIT FOR A FIRE PERMIT. ENERGY CODE EXISTING BUILDING- NO CHANGES TO BUILDING ENVELOPE. SYMBOLS GRID LINE DRAWING TITLE EXTERIOR ELEVATION KEY DETAIL REFERENCE WALL SECTION DOOR NUMBER WALL TYPE CU NAME SCALE INTERIOR ELEVATION KEY ENLARGED PLAN BUILDING SECTION WINDOW TYPE FINISH TAG SHEET # 0 • vet rel,r1 • VICINITY MAP :ID N.T.S. UILDING ANALYSIS SITE Building Identifier: Applicable Code: Site Area: Zoning: Occupancy Groups: Mixed Use Class Construction: Height Number of Stories Wind Exposure / Seismic Zone B IBC 2012 Edition 3.3 ACRES C/LI B Non Separated Uses Type VB SPRINKLERED 32 ft +/- (highest point) Two N/A, Existing Structure Proposed Building Uses/Exits Required FIRST FLOOR Area Occ. Load Factor Occ. Load Exits required Exits Provided Warehouse 1,069 500 3 2 PROVIDED: Office 909 100 9 1 1 Storage 300 - Total 1st floor 1,978 12 1 2 MEZZANINE Office 539 100 6 MALE FEMALE Storage - 300 - 2 PROVIDED: Total Mezzanine 539 2 6 1 1 TOTAL 2,517 18 PLUMBING ANALYSIS GROSS AREA LOAD FACTOR TOTAL OCC. LOAD LOAD M/F WAREHOUSE 1069.0 500 SF 2.1 / 2= 2 OFFICE 909.0 100 SF 9.1 / 2= 7 STO RAG E 300 SF TOTAL 9 PER TABLE 2902.1: WC (MALE & FEMALE): 1 PER 25 LAVATORIES: 1 PER 40 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. INTERURBAN BUILDING E 14600 INTERURBAN AVE. SOUTH, TUKWILA , WA 98188 PROJECT INFORMATION N 1/4, N.E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF UNHEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES OPEN OFFICE AREA AND RESTROOMS ON THE FIRST FLOOR, AND A MEZZANINE WITH AN OPEN OFFICE AREA. SHEET INDEX ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN A2.0 FLOOR PLAN A2.1 MEZZANINE, ROOF & REFLECTED CEILING PLANS A2.2 SCHEDULES & DETAILS A2.3 SECTIONS & INTERIOR ELEVATIONS PROJECT DIRECTORY Owner: Architect: A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att.net Fuller/Sears Architects 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Vahid Khastou VKhastou@fullersears.com STRUCTURAL S1.1 GENERAL STRUCTURAL NOTES S1.2 GENERAL STRUCTURAL NOTES S1.3 GENERAL STRUCTURAL NOTES S2.1 BUILDING B FOUNDATION PLAN S2.2 BUILDING B ROOF FRAMING PLAN S3.2 CONCRETE DETAILS S5.1 TYPICAL METAL DECK DETAILS S5.7 CANOPY PLAN & DETAILS S6.1 SHEAR WALL SCHEDULE & DETAILS S6.2 STAIR PLANS & DETAILS S6.3 FRAMING DETAILS Structural Engineer: MEP Engineer: General Contractor: Universal Building Systems 27565 265th CT SE Ravensdale, WA 98051 425 633 0119 contact: Ken Loemz ken.Iorenz(a@universalbuildingsystemslIc.com Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD S ARI PERMIT REQUIRED FOR: L1 fJicchanical :cc�rical , �Plumbing gi Cas Piping c1 of Tukwila Elrkly_r.:�! DIVISION REVISIONS No changes shall ho rnPde to the scope of work withci::j prior approval of 1 E '' i► 8ifilcl n^I nivis on 177.:, , Ir r p ._n stibm+(tui i:" .tv lJnc I WE.l , DEFERRED SUBMITTALSFILE COPY Permit No. ..12Y-07&____ PLUMBING ELECTRICAL REMARKS WATER CLOSETS LAVATORIES MALE FEMALE REQUIRED: 1 1 2 PROVIDED: 1 1 2 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. INTERURBAN BUILDING E 14600 INTERURBAN AVE. SOUTH, TUKWILA , WA 98188 PROJECT INFORMATION N 1/4, N.E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF UNHEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES OPEN OFFICE AREA AND RESTROOMS ON THE FIRST FLOOR, AND A MEZZANINE WITH AN OPEN OFFICE AREA. SHEET INDEX ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN A2.0 FLOOR PLAN A2.1 MEZZANINE, ROOF & REFLECTED CEILING PLANS A2.2 SCHEDULES & DETAILS A2.3 SECTIONS & INTERIOR ELEVATIONS PROJECT DIRECTORY Owner: Architect: A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft@att.net Fuller/Sears Architects 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Vahid Khastou VKhastou@fullersears.com STRUCTURAL S1.1 GENERAL STRUCTURAL NOTES S1.2 GENERAL STRUCTURAL NOTES S1.3 GENERAL STRUCTURAL NOTES S2.1 BUILDING B FOUNDATION PLAN S2.2 BUILDING B ROOF FRAMING PLAN S3.2 CONCRETE DETAILS S5.1 TYPICAL METAL DECK DETAILS S5.7 CANOPY PLAN & DETAILS S6.1 SHEAR WALL SCHEDULE & DETAILS S6.2 STAIR PLANS & DETAILS S6.3 FRAMING DETAILS Structural Engineer: MEP Engineer: General Contractor: Universal Building Systems 27565 265th CT SE Ravensdale, WA 98051 425 633 0119 contact: Ken Loemz ken.Iorenz(a@universalbuildingsystemslIc.com Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD S ARI PERMIT REQUIRED FOR: L1 fJicchanical :cc�rical , �Plumbing gi Cas Piping c1 of Tukwila Elrkly_r.:�! DIVISION REVISIONS No changes shall ho rnPde to the scope of work withci::j prior approval of 1 E '' i► 8ifilcl n^I nivis on 177.:, , Ir r p ._n stibm+(tui i:" .tv lJnc I WE.l , DEFERRED SUBMITTALSFILE COPY Permit No. ..12Y-07&____ PLUMBING ELECTRICAL REMARKS T.I. PERMIT SUBMITTAL DATE 3-10-2016 O Z r Fax 206.682.6480 Tel 206.682.6170 C 0 N N CA Q L Plan review approval is subject to errors and =lesions. Approval of construction documents doe not authorize the violation of any adopted code or ordinance. Rcccipt of approved Field Copy and conditions is a knawled cd: CITY OFFICIAL USE By: Date: City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 1 2016 Job Number. 1005-0.039 Date: SEPTEMBER 2016 Principal In Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet Title: COVER SHEET 2015 ru E ES An©G,104EC40 X 36" IT 15 A REDUCED PRINT. IF THIS DRAWING IS N i / p�pF�ry SNF TOP OF RIVER BANK 25 °A TRASH/RECYCLE .Q�� ENCLOSURE F,p �A ov o Mises/lj�FR RovFR HIGH WATER LUNE 4'-0" CONC. SIDEWALK TRASH/RECYCLE ENCLOSURE PARKING CALCULATIONS REQUIRED: ** WAREHOUSE: 56,990 SF @ 1:2000 = 28.5 STALLS OFFICE: 9,405 SF @ 3:1000 = 28.2 STALLS RETAIL: 2,342 SF @ 2.5:1000 = 5.8 STALLS PROVIDED: 58,737 SF 62.5 TOTAL 22 - LONG 10 x 30 27 - STANDARD (9' X 19') 4 - COMPACT STALLS (8' X 17' ANGLED) 10 - COMPACT STALLS (8' X 16') 63 TOTAL (INCL. 4 HC STALLS) (4) LOADING DOCKS (20' x 38') ER40pg ** NOT INCLUDING MECHANICAL ROOMS SITE AREA: 141,868 SF (3.3 ACRES) PICNIC TABLE AREA ❑ ❑ PATH OF TRAVEL FROM ADA PARKING TO BUILDING ENTRANCE E HYDRANT PARCEL LIN TRUNCATED DOMES AT PED CROSSINGS - TYP. 100.7' PROPERTY LINE PARCEL LINE DRIVE AISLE 200' SETBACK BLDG D BLDG B DRIVE AISLE BLDG C DRIVE AISLE SITE PIAN 1 /32" = 1'-0" WORK THIS AREA FOR THIS PERMIT 7- SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE MIN. MAX. D 1.60" 2.40" E .65" 1.50" F .45" .80" G .90" 1.40" PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE PER PLAN 0 N PLAN DETAIL 'F' ELEVATION ADA CURB/RAMP 1 /4"=1'-0" SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE INTERURBAN AVENUE TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS @ 3/4" O.C., 1" WIDE BAND CURB & GUTTER CONDITION WHERE OCCURS TRANISITIONS FROM RAMP TO WALKS, GUTTERS, VECHICLAR WAYS SHALL BE FLUSH W/ NO ABRUPT CHANGES GREATER THAN 1/4" IN HEIGHT IF EITHER LANDING AREA IS LESS THAN 48" IN THE DIRECTION OF TRAVEL THE FLARED SIDE SLOPES SHALL BE REDUCED TO 1 TO 12 RISE TO RUN CURB RAMPS SHALL NOT BE POURED INTERGAL W/ SIDEWALKS AND SHALL BE ISOLATED BY 3/8" THICK EXPAN. JT. MATERIAL ON ALL SIDES ABUTTING THE SIDEWALK. - TYPoADA CURB/RAMP - TYP. 3 1 /4"=1'-0" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ q_ OF STALL 1'-6" 1'-6" EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 7-0 ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN SOUTH 147TH ST "SAFE -HIT" FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER 11: ;r , RESERVED PARKING VAN ACCESSIBLE `° VAN ACCESSIBLE PARKING SIGN, SEE SITE PLAN FOR LOCATION(S) NOTES: 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC/ANSI A117.1-2003. 2. BUILDING MOUNT (AS OCCURS): MOUNT SIGN ON WALL WITH (2) EXPANSION ANCHORS. 41.1.1.10 ACCESS. PARKING SYMBOL ® ACCESSIBLE PAR NT NTS 0 ION REMARKS T.I. PERMIT SUBMITTAL 0000000000000000000000000 0000000000000000000000000 0000000000000000000n00000 0000000000000000000000000 oo0oon0000000000000000000 0000000000000000000000000 00000 novo 000000000000000000 0000000000000000000 • RAMP PER PLAN 0 N PLAN DETAIL 'F' ELEVATION ADA CURB/RAMP 1 /4"=1'-0" SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE INTERURBAN AVENUE TRUNCATED DOMES PER PLAN 1/4" DEEP TOOLED JOINTS @ 3/4" O.C., 1" WIDE BAND CURB & GUTTER CONDITION WHERE OCCURS TRANISITIONS FROM RAMP TO WALKS, GUTTERS, VECHICLAR WAYS SHALL BE FLUSH W/ NO ABRUPT CHANGES GREATER THAN 1/4" IN HEIGHT IF EITHER LANDING AREA IS LESS THAN 48" IN THE DIRECTION OF TRAVEL THE FLARED SIDE SLOPES SHALL BE REDUCED TO 1 TO 12 RISE TO RUN CURB RAMPS SHALL NOT BE POURED INTERGAL W/ SIDEWALKS AND SHALL BE ISOLATED BY 3/8" THICK EXPAN. JT. MATERIAL ON ALL SIDES ABUTTING THE SIDEWALK. - TYPoADA CURB/RAMP - TYP. 3 1 /4"=1'-0" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ q_ OF STALL 1'-6" 1'-6" EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 7-0 ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN SOUTH 147TH ST "SAFE -HIT" FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER 11: ;r , RESERVED PARKING VAN ACCESSIBLE `° VAN ACCESSIBLE PARKING SIGN, SEE SITE PLAN FOR LOCATION(S) NOTES: 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC/ANSI A117.1-2003. 2. BUILDING MOUNT (AS OCCURS): MOUNT SIGN ON WALL WITH (2) EXPANSION ANCHORS. 41.1.1.10 ACCESS. PARKING SYMBOL ® ACCESSIBLE PAR NT NTS 0 ION REMARKS T.I. PERMIT SUBMITTAL DATE (42 N I 0 I O z Z 1- Fax 206.682.6480 r boo CO Iemm inn r go sw Bad is= 11.15 Job Number. 1005-0.039 Date: SEPTEMBER 2016 Principal in Charge: Project Manager. Drawn By. VAWAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet Title: SITE PLAN ® 2o1 MIER-SEARS AL3caOTMcv© IF THIS DRAWING IS NOT 24" X 36" IT IS A EXISTING CANOPY ABOVE ul J I— W a O cc i i i i i i i i i 0 / 0 I I I I I I I I CONC. SIDEWALK (SEE CIVIL DWGS - TYP.) TRASH ENCLOSURE PROPERTY LINE RESTROOM SEE 4/A2.3 7'-6" W1 A W3 SPRINKLER RISER ELECT. ROOM (89 SF) ROOF LADDER LANDSCAPING SKYLIGHT ABOVE - TYP. LANDSCAPING W 1 1/2" DIA. MTL HANDRAIL EA. SIDE OPEN WAREHOUSE SP1E 3 4'-3" 6'-3" 103 UP FULL HEIGHT WALL I 3 -6 N 0 2 -6" 3'-9" W1 2'-10" 3'-6" Jr j, 1'-0" 23'-0" 9'-2" W1 CONC. SIDEWALK 1' - ASPHALT (SEE CIVIL DWGS - TYP.) LANDSCAPING STORAGE ROOM UNDER STAIRS i 0 W1 -A OFFICE/WAREHOUSE SPACE W1 -A ENLARGED FIRST FLOOR PLAN 1 /4"=1'-0" I C REFERENCE SHT A1.0 FOR ADA SITE INFORMATION 3 PARKING STALLS REFERENCE SHT A1.0 FOR ADA SITE INFORMATION EXISTING CANOPY ABOVE ASPHALT LANDSCAPING PROPERTY LINE RECEIVED CITY OF TUKWILA OCT 12 2016 PERMIT CENTER CONC. SIDEWALK REVIEWED FOR CODE COMPLIANCE APPROVED OCT 21 2016 REMARKS T.I. PERMIT SUBMITTAL DATE fie O N I O I M O z z 1— Fax 206.682.6480 Tel 206.682.6170 OEM a U, CD M 422 ban CD CS colo Job Number. 1005-0.039 Date: SEPTEMBER 2016 Principal In Charge: Project Manager. Drawn By. 1NWAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet Title: FLOOR PLAN �mms VULLEMENS n12611004EC43 N LC) ro IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. 0 1 1/2" DIA. MTL HANDRAIL EA. SIDE i 00 PARTIAL HIGH (42") WALL FULL HEIGHT WALL FULL HIGH WALL 1 1/2" DIA. MTL HANDRAIL EA. SIDE STAIRS: 21T = 11" 23R = 6.78" W3 W3 DN W1 A- 23'-2" MEZZANINE LEVEL (491 SF) EL. +13'-0" PARTIAL HIGH (42") WALL PARTIAL HIGH (42") WALL 4,-4" 1 A2.3 OPEN OFFICE SPACE W1 A NA ENLARGED MEZZANINE PLAN CANOPY BELOW L-4 u NEW HVAC UNIT PLACE OPENING PER EXISTING STRUCTURAL JOISTS ±1'-9" 0 ENLARGED ROOF PLAN 1 /4"=1'-0" Cl LJ 3 1ST FLOOR REFLECTED CEILING PLAN Cl O 00 1I L-1 N PARTIAL HIGH (42") WALL IJ 0 - n MEZZANINE REFLECTED CEILING PLAN 1 /4"=1'-0" ..EFLECTED CEILING PLAN - KEY NOTES 0 PENDANT MOUNT FIXTURE 2' X 4' LED FIXTURE 2X4 SUSPENDED CEILING GRID AND TILES RESTROOM SURFACE LIGHT C3 - ABOVE MIRROR 1' X 4' LED FIXTURE RECEIVED - CITY OF TUKWILA OCT 12 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED EXIT LIGHT 4" RECESSED LIGHT OCT 21 2016 ukwila DIVISION REMARKS T.I. PERMIT SUBMITTAL DATE 3-10-2016 r 117 Fax 206.682.6480 Tel 206.682.6170 0 CDa) g Q st M Cal DZen 610 CA ea 1201 fer Job Number: 1005-0.039 Date: SEPTEMBER 2016 Principal in Charge: Project Manager: Drawn By. INWAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet Title: MEZZANINE, ROOF & REFLECTED CEILING PLANS 2015 MURMURS IT IS A REDUCED PRINT. X IF THIS DRAWING IS NOT 1 1V L VVVS1VS1VS1 RESTROOM MECH/ELECTRICAL ROOM iVA-A868A868681V.SA8 WAREHOUSE LOADING DOOR BEYOND \? Illi TTi-TTTTi I. �TTiTI"F,���� R.H.4nII H+14_1{"{I}i1llY 1��TTT,TiI.I. II�T�Ii_i. I.��IIII1 IIYTiTTTil�l�iil li 11ll��lil1111 .l�l��,i l� H.� l l cif yyytylyytittit £t6tiiL?iLt?tt 23 RISERS @ 6.78" i EL. ±23'-7" ROOF1-1 UHI EL. ±21'-5" MEZZANINE EL. ±16'-5 1/2" dik B.O.ROOF WAREHOUSE1-1 BUILDING SECTION EL. 13'-0" iti MEZZANINEIV EL. 0'-0" idok GROUND FLOOR IV HANDRAIL ENDS TO TURN DOWNWARD, TYP. 1 1/2" DIA HANDRAI 1 /4"=1'-0" TYPICAL STAIR DTL. @ TOP OF RUN diLik EL. ±23'-7" -PFROOF EL. ±21'-5" MEZZANINE EXTERIOR/INTERIOR WALL BEYOND Althi EL. ±16'-5 1/2" -IFB.O.ROOF WAREHOUSE EL. 13'-0" 1 MEZZANINE AL EL. 0'-0" GROUND FLOOR STAIR SECTION 1 EXTERIO0II4TERIOR WALL AT 1 MEZZ. EXIST. BEAM MEZZANINE FLOOR EXIST. 4X4 BRACE \ \ \\ BEYOND \\ STORAGE ROOM EXIST. 5x5 COLUMN BEYOND 23 RISERS 6.78" \\ \\ );(7 A EXIST. 6x6 COLUMN BEYOND 1 1/2" DIA HANDRAIL ATTACHED TO WALL. PROVIDE BLOCKING AS NEEDED HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWARD, TYP. PLYWOOD TREADS AND RISERS. PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. @ BOTTOM OF RUN 1/4"4-0" VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR EL. ±23'-7" ROOF dib EL. ±21'-5" MEZZANINE EL. ±16'-5 1/2" B.O.ROOF WAREHOUSE AL EL. 13'-0" -PFMEZZANINE AL EL. 0'-0" GROUND FLOOR II \ STORAGE ROOM EXIST. 5x5 COLUMN BEYOND STAIR ELEVATION EXIST. BEAM T\ L__1 23 RISERS 1 @ 6.78" yEZZANINE FLOOR \\ EXIST. 4X4 BRACE BEYOND \\ EXIST. 6x6 COLUMN BEYOND 1 1/2" DIA HANDRAIL PAINT COLOR TO BE DETERMINED BY TENANT / 1/4"=V-0" 7'-O" CMU SHEAR WALL 5' 0 TURNING CIRCLE 5'X5' TOILET CLEARANCE 30"X48" CLEAR FLOOR SPACE -1 g_ VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR PLAN TOILET N OD1 2'-0" 4'-6" MIN. / 0 0 • C▪ D_ N 0 /18" MIN/ 6 CO N \ c 0 12" MAX \ \ 1 \ \ A ELEV 0 rb TOILET d- C ELEV TOILET ROOM NOTES STANDARD LANDLORD PROVIDED FIXTURES: 1. FLOOR MTD. TOILET 2. WALL MTD. LAVATORY 3. EXHAUST FAN (75 CFM MIN. RATING) 4. LIGHTING PER ELECTRICAL DWG'S 5. NOT USED 6. 4" H COVED BASE 7. GRAB BARS - TO WITHSTAND 250# POINT LOAD 8. ADA REQ'D. DOOR SIGNAGE 9. TOILET PAPER DISPENSER 10. SANITARY NAPKIN DISPENSER 11. LIGHT FIXTURE W/ WALL SWITCH 12. INSULATE OR GUARD EXPOSED DRAIN AND HOT WATER PIPES UNDER THE LAVATORY. NOTE: TOILET FLR PLAN CONFIGURATIONS MAY VARY. COORD THIS TOILET AREA PLAN W/ FLR PLANS AND PROVIDE AT MIN CLR TYP DIMENSIONS AS SHOWN RECEIV CITY OF TU KWILA 016 OCT 122 BARRIER FREE GENERAL NOTES PERMIT CENTER THE FOLLOWING SHALL BE REQUIRED IN ALL UNITS NOTED TO BE HANDICAPPED ACCESSIBLE ON THE DRAWINGS: • THRESHOLDS SHALL BE FLUSH OR BEVELED WITH A MAXIMUM EDGE HEIGHT OF 1/2", AND SHALL NOT SLOPE MORE THAN 1 IN 2. • THE HEIGHT OF ACCESSIBLE WATER CLOSETS SHALL BE 17" TO 19" MEASURED TO THE TOP OF THE SEAT, SEATS SHALL NOT BE SPRUNG TO RETURN TO A LIFTED POSITION. • LAVATORY FAUCETS SHALL BE LEVER TYPE OR OPERABLE BY A CLOSED FIST WITH A FORCE NOT TO EXCEED 5 POUNDS. FAUCETS SHALL BE NO MORE THAN 17" FROM THE FRONT EDGE OF THE LAVATORY OR COUNTER. SELF CLOSING VALVES IF USED SHALL REMAIN OPEN FOR AT LEAST 10 SECONDS PER OPERATION. • WHERE MIRRORS OR SHELVES ARE PROVIDED, AT LEAST ONE SHALL BE INSTALLED SO THAT THE BOTTOM OF THE MIRROR OR THE TOP OF THE SHELF IS WITHIN 40" OF THE FLOOR. ALL 2/10 DOORS SHALL BE PROVIDED W/OFFSET HINGES SUCH THAT A 32" MINIMUM CLEAR OPENING IS PROVIDED. 3'- \ N 3'3y /1-6/ B ELEV COUNTERTOP D ELEV TOILET ROOM FINISHES 01 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. 02 PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. O TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-0" AFF TO CENTERLINE, AND 2'-6" FROM REAR WALL. (3. SEAT COVER DISPENSOR USING BOBRICK B-4221 CONTRA SERIES 0 SOAP DISPENSER BY BOBRICK, #B-155, MOUNT AT 3'-4" AFF (2 EACH) O GRAB BAR BY BOBRICK, MOUNT AT 2'-11" AFF, (1) 3'-0" LONG BAR AT BACK WALL - HOLD 6" FROM CORNER, (1) 3'-6" LONG BAR AT SIDE WALL - HOLD 12" FROM CORNER. (B490-36 AND B490-42) © WALL & CEILING PAINT: BENJAMIN MOORE #2140-70 "WINTER WHITE" P -LAM WAINSCOTT TO 4'-0" AFF W/ POLISHED MTL. TRIM EDGE FORMICA #692-58 "FOLKSTONE CELESTA" MATTE FINISH 0 SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 REVIEWED FOR— CODE COMPLIANCE ENLARGED TYPO RESTROOM PLAN & ELEVATION APPROVED nr 1/4"4-0" 21 2016 ukwila DIVISION REMARKS T.I. PERMIT SUBMITTAL DATE 3-10-2016 Z '' (rTh +1 'I Fax 206.682.6480 Tel 206.682.6170 Gitg Derni Calm CO AsER gin CS MI mu= Da CO Dum vien Job Number. 1005-0.039 Date: SEPTEMBER 2016 Principal in Charge: Project Manager: Drawn By. W WAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet lltle: SECTIONS & INTERIOR ELEVATIONS 20111 ARCIn1DrO©ir W1 INTERIOR FURRING WALL: EXISTING CMU/TILT WALL UU]�UU��UUU 1" AIR GAP 6" MTL STUDS PER STRUCT. \1 \U••\•\\`•\\\\\\\\-. R-21 BATT INSULATION EXTERIOR 1 LAYER 5/8" GWB W1 A EXTERIOREXTERIOR METAL SIDING: 'AN tiff i i_' RXI21 STING BATTT NSIDING/NHEATHING/STUDS INTERIOR 1 LAYER 5/8" GWB W2 Jr. 3 5/8" INTERIOR PARTITION: 1 LAYER 5/8" GWB Finish - 3-5/8" MTL STUD PER STRUCT. 1 LAYER 5/8" GWB W3 101 6" INTERIOR PARTITION: 1 LAYER 5/8" GWB ' - 6" MTL STUDS PER STRUCT. 1 LAYER 5/8" GWB ADD R-21 BATT INSULATION AT RESTROOMS �1 FLOOR CEILING SECOND FLOOR ASSEMBLY: 3/4" PLYWOOD DECKING PER STRUCT. WOOD FLOOR TRUSSES PER STRUCT. R-21 BATT INSULATION WALL TYPES & FLOOR ASSEMBLY LINE OF UNDERSIDE OF ROOF N ViT11111 4,1rtL't 2" DEEP DEFLECTION CHANNEL CEILING PER TENANT. TYP. WALL NOTES: HIS DRAWING IS NOT 24" X 36" IT IS REDUCED PRINT. F.F. 3'-0 • 0 INT. DOOR DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness Label Mati. Finish Color Mati. Finish Color Group # 101 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 102 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 103 3'-O" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 104 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 * Hardware to be coordinated by contractor DOOR AND FRAME REMARKS 1 Verify size/verify header 6 Provide lock 2 Hardware by manufacturer. 7 Provide heavy gauge hinges 3 Provide closer to allow 3 seconds to close from open position. 8 Door knob to be ADA approved lever action handle. Measure from position of 70 degrees. 9 Apply ADA approved tactile grit to hazard area entry door knob 4 Floor mtd. door stop. 10 Provide lock and hold -open only (for employee use only) 5 Pre -hung hollow core. DOOR SCHEDULE NTS 1. WHERE CEILING AREA IS LESS THAN 144 SF NO LATERAL RESTRAINT SYSTEM ASSEMBLIES REQUIRED. 2. WHERE CEILING AREA EXCEEDS 144 SF & IS LESS THAN 1,000 SF, LATERAL RESTRAINT SYSTEM, PERIMETER ASSEMBLY REQUIRED. 3. WHERE CEILING AREA EXCEEDS 1,000 SF & IS LESS THAN 2,500 SF LATERAL RESTRAINT SYSTEM, PERIMETER ASSEMBLY, BRACING & VERTICAL STRUT ASSEMBLY REQUIRED. 4. WHERE CEILING AREA EXCEEDS 2,500 SF, LATERAL RESTRAINT SYSTEM, PERIMETER ASSEMBLY, BRACING & VER11CAL STRUT ASSEMBLY SEPARATION JOINT REQUIRED. 5. LATERAL RESTRAINT BRACING & VERTICAL STRUT SYSTEM TO START WITHIN 6'-0" OF WALL IN EITHER DIRECTION. 6. LATERAL RESTRAINT VERTICAL SUSPENSION & SPLAY WIRES TO HAVE A MINIMUM OF 3 TURNS IN 1" OF RUN. 8" MAXIMUM 3/4 MINIMUM 1-1/4" MAXIMUM Q UN -SECURED CONDITION XX IIIIIIIII, IIIiii!IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII!IIIIII 2" Y LATERAL RESTRAINT 12 GAGE VERTICAL SUSPENSION WIRE © MAIN & CROSS RUNNERS © PERIMETER & NOT LESS THAN 1 IN 6 (10 DEGREES) OUT OF PLUMB ACOUSTICAL CEILING PANEL LATERAL RESTRAINT STABILIZER BAR 15 MAIN & CROSS RUNNER ASSEMBLIES LATERAL RESTRAINT PERIMETER ANGLE ATTACHED TO MAIN & CROSS RUNNER ASSEMBLIES 15 (2) ADJACENT WALLS MECH MECH UNIT BODY DAMPENING MATERIAL PER MANUF. FACTORY NAILER STRIP (2X) GALV. MTL FLASHING - TYP. ATTACH TO CURB AS REQ'D BY MANUF. GALV. MTL COUNTER FLASHING - TYP. FACTORY CURB ATTACH PER MANUFACTURER ROOFING MEMBRANE UP & OVER CURB ATTACH ROOF'G TO NAILER AT TOP OF CURB 18" OC, MIN 2 PLACES EA. SIDE SEE STRUCT. FOR TYP. OPENING SUPPORT AND ROOF PENETRATIONS ROOF STRUCTURE ROOF BLOCKING CURB DETAIL LATERAL RESTRAINT, PERIMETER ASSEMBLY: SECTION LATERAL RESTRAINT VERTICAL STRUT (EMT OR METAL STUD) 12'-0" O.C. IN EACH DIRECTION SUSPENDED CEILING DETAIL LATERAL RESTRAINT BRACING 12 GAGE SPLAY WIRE ® EACH VERTICAL STRUT, TYPICAL V t:li '1't:C Illreenteyees 00401 04 a AV cument tevereeeee spensic 15 1 C SI` Ste St 00.0 This document has been revised based on current Building Code standards. In all buildings, other than structures classified as essential facilities, suspended ceilings installed in accordance with the prescriptive provisions of the 401 document are deemed to comply with the current building code interpretation. This document provides the IBC -2012 referenced standards for the installation of suspension systems for acoustical lay -in ceilings. Incorporation of this document will provide a more uniform standard for installation and inspection. This document is designed to accomplish the intent of the International Building Code (IBC) with regard to the requirements for seismic design category D, E and F for suspended ceilings and related items. Unless supported by engineering, the suspension system shall be installed per these requirements and those of the referenced documents. Manufacturers' recommendations should be followed where applicable. General Recommendations • Referenced sources per hierarchy: 2012 International Building Code (IBC), American Society of CIvII Engineers (ASCE 7-10), American Society of Testing Materials (ASTM C 635, ASTM C 636, ASTM E 580/E 580M), and Ceilings and Interior Systems Construction Assodation (CISCA). • Partitions that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the structure. Bracing shall be independent of the ceiling splay bracing system. Sottrce:ASCE 7.W Section 13.6.e.1 • For further information on bracing of non -load bearing partitions refer to NWCB Technical Document #200-501. • All mein beams are to be Heavy Duty (HD). Source: ASTM ceao Section 5.1.1 • Ceilings less than or equal to 144 ft2 and surrounded by walls connected to the structure above are exempt from the seismic design requirements, same ASTM E58a Section L4 • These recommendations are intended for suspended ceilings and related components in areas that require resistance to the effects of earthquake motions. Source: AST4,1 5580 Sintion 3.2 • All wire ties are to be three tight turns around itself within three inches. Twelve gage Hanger wire spaced 4 foot on center (figure 1). Source; ASTM C638 Section 2.3.4 • Changes in ceiling planes will require positive bracing. Source: ASTM E580 Sodunn 5,2.8.6 •.IORTH'/;EST <' __ rra; C:=1._IPJ070Eu&EAU figure 5a figure 6b • Countorsloping 0,04 ride figure 1 PAGE 1 OF 4 HEADQUARTERS 225 Ei:S1. I<o AVG E Ste 350 1 Se<:ttle. \AA 23102 to! 206-524-4243 1 email info0".n4.'cb, r figure 6a Vertical hanger wire attachment Shot -In anchor 1 1 S;a- Selmanl ponarels Ccling clip 3 turns L-- ata. —ala• rrn:. Vertical llama' we figure 61) Splayed seismic bracing wire atlaarrment drill In expansion anchor `� 1 Structural concrete Steel strap'? wide x 2" long x 12 gage minimum 3 ti me Splayed seismic bracing wire s andaard OREGON tel 503-295-0333 email oregon:2@nwcb,org equivalent to walls, source:see of Oregon, Building Codes Division, ASA)! 5580 Section Section Spreader Bars (figure 4b) • Terminal ends of main runners and cross members shall be tied together or have some other approved means to prevent their spreading. Stabilizer bars, cross tees or other means to prevent spreading shall occur within 8 in. of each wall. Source: ASTM E380 Section 5.2.4 • Spreader bars are not required at perimeters where runners are attached directly to closure angles. • Spreader bars are not required if a 90 degree intersecting cross or main is within 8 inches of the perimeter wall. • Where substantiating documentation has been provided to the local Jurisdiction, perimeter clips may be used to satisfy the requirements for spreader bars, Source: Srnto of 0rogon. Building Codes Division Hanger (Suspension) Wires (figures 5a and 5b) • Hanger and perimeter wires must be plumb within 1 in 6 unless (figure 5a) counter scoping wires are provided (figure 5b). Soup: ASTM 0635 Section 2.1.4 • Hanger wires shall be 12 gage and spaced 4 feet on center or 10 gage spaced 5 feat on center. Source: ASTM 0536 Suction 2.1 • Any connection device at the supporting construction shall be capable of carrying not less than 100 pounds. Sourer: CtSCA zaraes -1 • Powder Actuated Fasteners (PAFs) are an approved method of attachment for hanger wires. Source: $rate of Oregon, Building Codas Division • Terminal ends of each main beam and cross tee must be supported within 8 inches of each wall with a perimeter wire (see figure 4 & 5 a). Source: ASTM 5380 Section 3.2.5 • Wires shall not attach to or bend around interfering material or equipment. A trapeze or equivalent device shall be used where obstructions preclude direct suspension. Trapeze suspensions shall be sized to resist the dead load and lateral forces appropriate for the seismic category. Source: ASTM E580 Section 5.2.7.4 Electrical fixtures • Light fixtures weighing less than 10 pounds shall have one 12 gage hanger wire connected from the fixture to the structure above, This wire may be slack. Source: ASTM E580 Section 5.3,4 • Light fixtures weighing more than 10 pounds and cess than 58 lbs. shall have two 12 gage wires attached at opposing comers of the light fixture to the structure above. These wires may be slack. sauna: ASTM 5380 Section • Light Fixtures weighing more than 56 lbs. shall be supported directly from the structure above by approved hangers. Source: ASTM 5580 Section 5.3.6 • Pendant mounted fixtures shall be directly supported from the structure above using a 9 gage wire or an approved alternate support without using the ceiling suspension system for direct support. s,DurCA:ASTMES80 Section 5. i.7 • Tandem fixtures may utilize common wires. Mechanical Services • Terminals or services weighing less than 20 in. shall be positively attached to the ceiling suspension main runners ores cross runners that have the same carrying capacity as the main runners. sew= ASTM 030 Section 5.4.1 .nwcb.ol PAGE 3OF4 t:; 001 -` s ?'.. .L ANL? CE LIAG figure 2 Lateral force Bracing 45' cess . 40P 10053 c 1 page agayed owe wires ;' oft of tss - Cross toe Main boron figure 3 Maximum Recommended Lengths for Vertical Struts 00100 EMt conduit 14' EMT conduit up to 6'10 up to 7'8" 1" EMT conduit uptoVS" ele 414 Single 14." metal stud (20 gage) Back-to-back 1l&" metal stud (20 gage) Single 2 %" metal stud (20 gage) 0000 up to 12'0 up to 15101' Back-to-back 21/4" metal stud (25 gage) up to 13'61 up to 15'0" Source: Portlunc! Building Doparinlent Moto: Picnwn averts vector ratan 15'0' will rrOu50 oitglncertng calculations. figure 4a Attached Wall Molding Requirements figure 4b Unattached Wall Molding Requirements murm,.,. 3.(211:::11 fa;rrs a Yi111vrc+t4r.;GtF41 NI Is 5ynarr rF7ue.txitn; Nod � rD figure 7 S eedard s Lateral Force Bracing (figures 2 and -3) • Ceilings constructed of screw-or-na lI-attached gypsum board on one level that are surrounded by and connected to walls or soffits that are laterally braced to the structure above are exempt from seismic design requirements. some:ASCE 7-70 Section 13 5.5.2,2 Exception 2, ASTM E580 Section 1.7 • Ceiling areas of 1000 ft2 or less shall be exempt from later force bracing requirements. Source: ASTM 5580 Section 1,6 • Lateral force bracing is the use of vertical struts (compression posts) and splay wires (see figure 2). • Lateral Force Bracing shall be 12 feet on center (maximum) and begin no farther than 6 feet from walls. Source: ASTM E080 SactJon 5.2, 8.2 • Seismic splay wires are to be four 12 gage wires attached to the main beam. Wires are arrayed 90° from each other and at an angle not exceeding 45° from the plane of the ceiling. Source: ASTM E580 Sado» 5.2.4.2 • Seismic splay 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 design Toad, with a safety factor of 2, whichever is greater (figure 6b). Source: C.SCA zarle8 3-4 • Power Actuated Fasteners (PAF's), when used for seismic application as part of the prescriptive path in Seismic Design Categories D, E and F, shall have an ICC -ES approval for seismic applications and shall require "special inspecttion" Irrespective of the type of occupancy category the structure is in. PAF anchors for kicker wires (splayed wires Installed for purposes other than seismic restraint) are exempt from this requirement. Source: Sero Of Oregon. Building Codec Division • Splay wires are to be within 2 inches of the connection of the vertical strut to suspended ceiling. Soutre:ASTM 5580 Sec1i0n5.2,tt.2 • Rigid bracing may be used in lieu of splay wires. Source: ASTM E580 Secttan • Ceilings with plenums less than 12 inches to structure are not required to have lateral force bracing. Source: Portland Building Depir1ntent • Vertical struts must be positively attached to the suspension systems and the structure above. Sotueo:ASTM5580Secllon5.2.8.2 • The vertical strut may be EMT conduit, metal studs or a proprietary compression post (see figure 3). Wall Moldings (figures 4a and 4b) • Wall moldings (perimeter closure angles) are required to have a horizontal flange 2 inches wide. One end of the ceiling grid shall be attached to the wall molding, the other end shall have a'/ inch clearance from the wall and free to slide. Saurc,o:ASTME580Section 5.2.2, Section 6.2.3 • Where substantiating documentation has been provided to the local Jurisdiction, perimeter clips may be used to satisfy the requirements for the 2 -inch closure angle. Source: Stale of Oregon, Building Codes Division • The grid shall be attached at two adjacent walls (pop rivets or approved method). Soffits extending to a point at least level with the bottom plane of the grid and independently supported and laterally braced to the structure above are deemed to be 000001 1P0,X0X • Terminals or services weighing 20 lbs. but not more than 56 lbs. shall have, in addition to 6,4.1, two 12 gage wires connecting them to the calling system hangers or the structure above. These wires may be slack. same ASTM E380 Section 5.4.2 • Terminals or services weighing more than 56 lbs. shall be supported directly from the structure above by approved hangers. seure:A$TM5580Section 54,3 Seismic Separation Joints (figure 7) • For ceiling areas exceeding 2,500 square feet, 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. Source: ASCE 7-10 Section 13,5.C.22b rww.nwcb.org PAGE 2OF4 P:: R10 -:'.•`L ,i V.;a'-L .AND CE LING EIJ..:=:,L • The layout and location of the seismic separation Joint shall be per the designer of reoord and noted on the plans. if a seismic separation Joint Is required by the designer, the designer may use the generic Joint detailed in this document or a proprietary Joint. The amount of free movement (gap design) shall be a minimum of Inch. Source: Stme of Oregon, euiriingCodes DJVislorl • In lieu of seismic separation Joints, the ceiling may be divided into areas less than 2500 square feet by the use of partitions or soffits as folows: partitions shall extend a minimum of 8 inches above the level of the plane of the grid and shall be independently braced to the structure above. Soffits shall extend to a point at least level with the bottom plane of the grid and shall be independently supported and laterally braced to the structure above. Sourer.: State of O.ncgon &titling Codo3 Division. ASTM 5580 Section 3.? 0.i Sprinklers • For ceilings without rigid bracing, sprinkler head penetrations shall have a 2 inch oversize ring, sleeve or adapter through the ceiling tile to allow free movement of at least 1 inch in all horizontal directions. Flexible head design that can accommodate 1 inch free movement shall be permitted as an alternate. Source: ASA/15580 Section 5, 2.8.5 Glossary for this Document (regional terminologymay vary) CROSS TEES The cross member that interlock with the main beams, also known as cross runners or cross T bars. DIFFUSER A circular or rectangular metal grill used for the passage of air from a ducted system. ESSENTIAL SERVICE BUILDINGS Any buildings designed to be used by public agencies as a fire station, police station, emer- gency operations center, State Patrol office, sheriff's office, or emergency communication dispatch center. GRID The main beams and cross tees of the suspension system. HANGER WIRE 10 or 12 gage soft annealed wire used as pri- mary support for the grid system. Also called suspension wires. LATERAL FORCE BRACING The bracing method used to prevent ceiling uplift or restrict lateral movement during a seismic event. Lateral force bracing consists of vertical struts and splay wires. MAIN BEAM The primary suspension member supported by hanger wires, also known as the main runner, carrying tee, carrying runner or mains. MOLDING/CLOSURE ANGLE A light gauge metal angle or chan- nel fastened to the perimeter wall or partition to support the perimeter ends of an accoustical ceiling grid. PERIMETER CLIPS Proprietary angle bracket attached directly to the wall molding/closure angle which allows for %" move- ment in the event of seismic activity and interlocks properly with ends of grid; system. PERIMETER WiRES Hanger wires placed within eight inches of the surrounding walls. PLENUM The space above a suspended ceiling. SLACK WIRE A 12 gage wire that is not tight or taut. SPREADER or SPACER BAR A bar with notches to prevent the suspension system from separating, also called a stabilizer bar. SPLAY WIRES Wires installed at an angle rather than perpen- dicular to the grid. VERTICAL STRUTS The rigid vertical g art cal member used in later- al force bracing of the suspension system. Also known as compression posts, seismic pods, seismic struts. Common materials are electrical conduit (EMT), metal studs or propri- etary products. The NWCO has ben serving the construction industry for over forty years. It Is recognized as a technical authority. educational body and spokesperson for the wall and kering Industry. 11 provides services to -architects and Ins construction community on ell matters relating to the diversified wan and ceiling industry. As the industry's development .and coordination organization, the NWCi3 sow the need to establish a document to provide clarification and the intent of NEHRP (National Earthquake Hazards Reduction Program) an agency of FEMA{Federal Emergency Management Agency). It Is meam W serve as a set of recommendations and Is not intended for any specific construction prof ect This technical document is to serve as a guideline and it Is not intended for any €pecifiic construction protects. NWCB makes no express or Implied warranty or guarantee of the techniques. construction methods or materials identified herein. PAGE 4 OF 4 000 w.nwcb. rg REVS CODE COMPLIANCE AP'P'ROVED OCT 2 1 016 h.e.iLir,00.1,„LAr01:0 r:..0.1EAu RECEIVED CITY OF TUKWILA OCT 12 2016 MIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE so r O cv O M ci z r Job Number. 1005-0.039 Datta SEPTEMBER 2016 Principal inn Charge: Project Manager. Drawn By. IMWAM FULLER VAHID KHASTOU VAHID KHASTOU Sheet Title: SCHEDULES & DETAILS