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Home My WebLink AboutPermit D16-0030 - 14590 BUILDING / VACANT SPACE - TENANT IMPROVEMENTVACANT SPACE 14590 INTERURBA\ AVE S D16-0030 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2012 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D16 -0030.E Occupant/Tenant: VACANT SPACE Building Address: 14590 INTERURBAN AVE S - SUITE 100 Parcel No.: 3365901630 Property Owner: SANFT LOUIE 6120 52ND AVE S, SEATTLE, WA 98118 Use: COMM/WHSE Occupancy Group/Division: B Type of Construction: VB Automatic Sprinkler System: Provided: YES Design Occupant Load: 30 7M BUIL OFFICI DATE THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gav 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: 14590 INTERURBAN AVE S Project Name: VACANT SPACE Issue Date: Permit Expires On: D16-0030 2/22/2016 8/20/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SANFT LOUIE 6120 52ND AVE S , SEATTLE, WA, 98118 LOUIE SANFT 6120 52 AVENUE S , SEATTLE, WA, 98118 J R ABBOTT CONSTRUCTION INC 3408 1ST AVE S SUITE 101, SEATTLE, WA, 98134-1805 J RABBCI022JZ A & B PROPERTIES 6120 52ND AVE S , SEATTLE, WA, 98118 Phone: (206) 930-9324 Phone: (206) 467-8500 Expiration Date: 3/1/2018 DESCRIPTION OF WORK: A TENANT IMPROVEMENT CONSISTING OF UNHEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES OPEN OFFICE ATREA AND RESTROOMS ON THE FIRST FLOOR AND A MEZZANINE WITH AN OPEN OFFICE AREA. Project Valuation: $52,500.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $1,730.08 Occupancy per IBC: B 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: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: Date: )--)--)-v' 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 /Jto'the ,conditions attached to this permit. Signature: j�Ui� �/C—c�nl'V P,�j Date: Print Name: lit /IJU iJ <'1I' (1 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: 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. 6: 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. 7: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 8: 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. 9: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 10: 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. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 13: 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). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: 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. 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 21: 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) 17: 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) 18: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 19: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 22: Maintain fire extinguisher coverage throughout. 23: 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) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: 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) 26: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 27: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.6) 28: Aisles and aisle access ways serving as a portion of the exit access in the means of egress system shall comply with the requirements of this section. Aisles or aisle access ways shall be provided from all occupied portions of the exit access which contain seats, tables, furnishings, displays and similar fixtures or equipment. The required width of aisles shall be unobstructed. (IFC 1017.1) 29: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on-site generator. (IFC 1011.6.3) 30: Emergency lighting facilities shall be arranged to provide initial illumination that is at least an average of 1 foot-candle (11 lux) and a minimum at any point of 0.1 foot-candle (1 lux) measured along the path of egress at floor level. Illumination levels shall be permitted to decline to 0.6 foot-candle (6 lux) average and a minimum at any point of 0.06 foot-candle (0.6 lux) at the end of the emergency lighting time duration. A maximum -to -minimum illumination uniformity ratio of 40 to 1 shall not be exceeded. (IFC 1006.3.1) 34: 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) 32: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 31: 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). 36: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2437. 37: 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) 35: 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) 38: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 39: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 40: 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. 41: 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. 33: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: 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 0409 FRAMING 0502 LATH & GYPSUM 0603 ROOF/CEILING INSUL 4027 SI -COLD -FORM WELD 4046 SI-EPDXY/EXP CONC 4025 SI -STEEL CONST 4026 SI-STRUCT STEEL 4032 SI -WOOD CONST 0602 SLAB/FLOOR INSUL 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKTr �..A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. Project No. Date Application Accepted: 4) - Date Date Application Expires: �-� co (For oj:ce use on! 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 r10 Site Address: Hfi8Ointerurban Ave. South Tenant Name: N/A 4 - PROPERTY OWNER , Address: 3408 1st Ave South Name: A&B Properties Address: 6102 52nd Ave S Contr Reg No.: CCJRABBC1022JZ Exp Date: 03/01/2016 Address: 6102 52nd Ave S City: Seattle State: WA City: Seattle State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: Louie Sanft Address: 3408 1st Ave South City: Seattle State: WA Zip: 98134 Address: 6102 52nd Ave S Contr Reg No.: CCJRABBC1022JZ Exp Date: 03/01/2016 Tukwila Business License No.: BUS -0994189 City: Seattle State: WA Zip: 98118 Phone: (206) 930-9324 Fax: Email: vkhastou@fullersears..com Email: louie.sanft@att.net GENERAL CONTRACTOR INFORMATION Company Name: Abbott Construction Address: 3408 1st Ave South City: Seattle State: WA Zip: 98134 Phone: (206) 467-8500 Fax: Contr Reg No.: CCJRABBC1022JZ Exp Date: 03/01/2016 Tukwila Business License No.: BUS -0994189 H:Wpplications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-1 I.does Revised: August 2011 bh 3365901605,3365901630,3365901570 King Co Assessor's Tax No.: Suite Number: B100 Floor: 1 &2 New Tenant: ® Yes ❑..No ARCHITECT OF RECORD Name: n y , is Company Name: Fuller Sears Architect Architect Name: Vahid Khastou 5 ,,,,,,, q., _„ Address: 1411 4th Ave Suite 1306 City: c City: Seattle State: WA Zip: 98101 Phone: (206) 682-6170 Fax: (206) 682-6480 Email: vkhastou@fullersears..com ENGINEER OF RECORD Name: n y , is Company Name: Coughlin Porter Lundeen Engineer Name: Eric Lentz 5 ,,,,,,, q., _„ Address: 801 2nd Ave Suite 900 City: c Cit': 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: n y , is prtve f fecj Address: 6[2_0 5 ,,,,,,, q., _„ City: c State: 1A/4_ Zip:C gl [ g Page 1 of 4 BUILDING PERMIT INFORMATIa ;06-431-3670 Valuation of Project (contractor's bid price): $ 600`- Existing Building Valuation: $ Describe the scope of work (please provide detailed information): 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. 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: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: VI Sprinklers Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety ata Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \201 I ApplicationstPcrmit Application Revised - 8-9-I I.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 1St Floor 0 4,610 0 0 VB B 2"d Floor 0 1,065 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: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: VI Sprinklers Automatic Fire Alarm ❑ None 0 Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety ata Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \201 I ApplicationstPcrmit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO. ATION — 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 III... Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size -22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. 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 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public 33 31 33 33 CI WO # WO # WO # Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size It FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:Wpplications\Forms-Applications On Line \2011 ApplicationsWermit Application Revised - 8-9-11.docx 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 (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT•.. Signature: L 0 (4/L.R/ Print Name: O W, V 6I 9 f' V Mailing Address: t(I 10 Sghre ! 1 V • Date: Day Telephone:ObF vv9- q e11g. H:\Applications\Forms-Applications On Line\201 I Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY I PermitTRAK PAID $1,070.30 D16-0030 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $1,070.30 DEVELOPMENT $1,019.55 PERMIT FEE R000.322.100.00.00 0.00 $1,015.05 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $50.75 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R7743 R000.322.900.04.00 0.00 $50.75 $1,070.30 Date Paid: Monday, February 22, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 01755D Printed: Monday, February 22, 2016 3:48 PM 1 of 1 CLLWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $659.78 D16-0030 Address: 14590 INTERURBAN AVE S Apn: 3365901630 $659.78 DEVELOPMENT $659.78 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R7580 R000.345.830.00.00 0.00 $659.78 $659.78 Date Paid: Tuesday, February 02, 201.6 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 08734D Printed: Tuesday, February 02, 2016 1:21 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit 0263N PERMIT N6. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ec : �e`r Type of Ins ectio 6 C&,/ Frt oil ( tddr ss: LS _ rurkfu#1-ileS Date Called. a. Special Instructions: �'/i� Date Wanted: "'(�'-� a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. MMENTS: or 'Flo (----(ftqf Inspector: Date: L—F q r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Callao schedule reinspection. �C/ INSPECTION RECORD Retain a copy with permit PECTION 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 D/ -0636) Pro' t -Da.V. E Ty of I pection: , "fail 1 ifrtek-f(l/VO- €f j (y wa ft 0 Address: o e�// `1 eG /D/ate Call _1 tmor(/cal oor .(f- Special Inllstructions: t174 i Gi" t (L' J Pig 11/n 1Q f�vj k jc yds )/4 F(60r -DOPA-CetJi 0 PI DateWanted: — (6 a.m. p.m. p.m. Re Requesf ter: uty 0 (t.35 d15 ( P 1 ----fir."' .'-. S -76 -1.- -76./' I p CApproved per applicable codes. Corrections required prior to approval. COMMENTS: F(.c.,(( h eyt r, prz„ ,,c(er: 0 e...f Fo UTo ® Le(roof ifrtek-f(l/VO- €f j (y wa ft 0 It .�-ro©(.r.LS' ��, j \A%P�( ei'- ( r ® �a`CJ�otAf e, _1 tmor(/cal oor .(f- 4 ( c k- civ e-- p eY 0 5 wa 14., tAarz((1 fYCc k ot( /ve_cvy( (Di/7 d15 ( kr� e -t- - � i I p , 7@a'c Lq ( ft ( I KT Gl riA r Fr r -e. 2/. I�ci ( 1:t � I��I �.'",vl A - D 'rl�ocI 1€I 616 /P 3 Cq (1 1.-a 2.,(K Y �- n �--c Inspector: l/ C Dade j_/ -)6 l/ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. fl// INSPECTION RECORD Retain a copy with permit SPECTION 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 16 -0330 Proj ct-: Type of Inspectipn: Address: 1 tf rq ° Atterti- A-ve— Date Called: Sd , Special Instructions: R€sly d0VV /�.444(-II • I Date Wanted: a.m. p.m. Requester: p/ ketkky 49 S 5 Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: Y` / f j 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 I Pf6 p 0O3 0 1 SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 P,�}ect:, 4 r JJ�✓s,s "l TYP4o1�spt'(G n ��(�(�% A`'dd( +]� evoirtoctct Date Cailkd:` Special Instructions: 4-s F(1,- oc.. Lu Date Wanted: � ` �� a.m. p.m. Reque$ter:/ Phone No: 1. Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Fe. Dater REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (n��—GO3a Retain a copy with permit PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206).431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: L V Cct'1 TT- Type pf inspect�,vn: W� � 1 -('t4t41 AdlreCss: (I I Y54 o .Ivt.�t A.[rL /e Date Called: J6 . Special Instructions: L� �� MI Date Wanted: 31( --r. _ a.m. P.m. Re uester: Phone l0( �)} 1 mo EApproved per applicable codes. EI Corrections required prior to approval. COMMENTS: °M Pa VINI' 'kc inspector: Date3_/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must he paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit •!(r)- --NL1 1 (c) - c_�ayc Ir-S-Dc45 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Projec i:,, � Sprinklers: S Type of I�nspectio�n i � .c Address: Suite #: (A590 ,_,A S 5k -3L?... 1 bb Contact Person: Special Instructions: Permits: \A \R Phone No.: 5?)Approved per applicable codes. Corrections required prior to approval. COMMENTS: , .e VA 5\ Sprinklers: S Fire Alarm: yvva,r, ,a .L-- \ Hood & Duct: E -k v Monitor: Al..,ce Le.•" :( Pre -Fire: t -a Permits: \A \R Occupancy Type: C 6k c„SAL 41140 b << -,a1-L- k ._) C4),/ -c- ws Needs Shift Inspection: ' C 5 , .e VA 5\ Sprinklers: S Fire Alarm: yvva,r, ,a .L-- \ Hood & Duct: E -k v Monitor: Al..,ce Le.•" :( Pre -Fire: t -a Permits: \A \R Occupancy Type: C Inspector: , .e VA 5\ Date: ikt (tb(t Hrs.: \ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Di -00.3© j4-- S - f)0115" PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:' 73tek i Cert1S (c.& /,-- Type of Inspection: ' P C. N PC_ Address: pi 5-90 Suite #: i A S Contact Person: Special Instructions: Phone No.: It Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: r p - f,LAC. - C),E_ Occupancy Type: cA- --\----mac - J i7 de 1 c2"i 14 0 c IC_ t%P r,1., . N-04)6141 j --e Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: r Pre -Fire: Permits: Occupancy Type: Inspector: ,�� Date: c7///47//� Hrs.: ( $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City:, State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /6—s—c— r is 0 r)( -)7-4%.n. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: (i.S1.Q Sprinklers: Fire Alarm: Type of Inspection: r Address: Suite #: /-(c �CD a- S ' 00 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector( 7jy s" --'2-D Date: 3/3\a /6 Hrs.: / , O / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 April 13, 2016 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com FINAL REPORT City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188-2544 Project: Interurban Office and Warehouse T.I. (Suite B100) Permit Number: D16-0030 - Address: 14590 Interurban Ave South, Tukwila Job Number: 15-0841 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. RECEIVED Items inspected are: CITY OF TUKWILA 1. Welding APR 19 2016 2. Mechanical anchor bolt installation 3. Lateral framing PERMIT CENTER Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Crista Moser Report Manager Field Report Report #: 66063 Testing Laboratory, Mc, 7126180th memz, Park 180, Suite C 101, Redmont , WA 98052 .Phone 425.881.5812 Fax 425.881 5441 Client: Raymond Handling Concepts 3500 W. Valley Hwy. N, #101 Auburn, WA. 98001 Contact: David Norris Project Number: 16.281 Permit #: D16-0030 Project Name: T Bar Construction Address: 14500 Interurban Ave. S. B400 Inspection Performed: Proprietary Anchors Date: 4/6/2016 Time: Temperature: 1) Verified anchors to be Hilti KB -TZ, 1/2" x 5 1/2". Verified minimum embedment of 3 1/4". Torque was tested with calibrated wrench and was found meeting the 40 ft. lb. requirement. (7) bays of pallet racking were inspected at this time and found in conformance with manufacturer's recommendation, ESR #1917 and structural engineering sheets. 2) Cantilever rack requires additional anchorage. Currently, (1) 1/2" x 5 1/2" anchor is installed at toe of baseplate. Engineering requires (2) 5/8" with 4" of embedment anchors at both heel and toe of baseplate (four total per baseplate). MR contacted Raymond Handling and will return for re -inspection. Racks noted on sheet A2.0 of plans. RECEIVED CITY OF TUKWILA APR 18 2016 PERMIT CENTER Distribution: k Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner s Distribute Municipality ❑ Distribute Other ❑ Distribute Architect L. Distribute Other Inspector: Chandler, Loren Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Field Report Report #: 66614 AA.R Testing Laboratory, Inc. 7126180th Ave.N.E., Pant i80, Suite 0189, Fiedtnend, M►A 98052 Phone 425.881.581 _ Fax. 42 .881. Client: Raymond Handling Concepts 3500 W. Valley Hwy. N, #101 Auburn, WA. 98001 Contact: David Norris Project Number: 16-281 Permit #: D16-0030 Project Name: T Bar Construction Address: 14500 Interurban Ave. S. B400 Inspection Performed: Proprietary Anchors Date: 4/8/2016 Time: Temperature: On site for re -inspection of Cantilever rack anchorage. Verified anchors to be Power Stud SD +2 5/8" x 6 1/2". Verified embedment of 4" minimum. Torque was tested with calibrated wrench and was found meeting the 60 ft. -lbs. requirement. All previous anchorage issues for cantilever racks were resolved. All work is now in conformance with manufacturer's recommendations, ESR #2502 and structural engineering sheets. Al! cantilever rack on sheet A2.0 has been inspected. RECEI` `E:A, CITY OF TUKWILA APR 18 201b PERMIT CENTER Distribution: Distribute Client Distribute Contractor Distribute Engineer 7. Distribute Owner J Distribute Municipality Distribute Other Distribute Architect '7. Distribute Other Inspector: Chandler, Loren Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden A.A.R. Testino Lebo Field Report Report #: 66577 ory, Inc. 7126180th Ave.N.E., Park 180, Suite 0101, Redmond, WA 98052 Phone 425.881.5812 Fax 425.881.5441 Client: Mr. Racks 500 S.W. 16th St. Renton, WA 98057 Contact: Carey Ferguson Project Number: Permit #: Project Name: Address: 16-288 D150062 Delivery Express 405 Evans Black Drive Inspection Performed: Proprietary Anchors Date: 4/7/2016 Time: Temperature: Installation of anchor bolts is non -conforming. Type B racks require (2) bolts per base plate. RECEf VEU CITY OF TUKWILA APR 18 2016 PERMIT CENTER Distribution: ✓ Distribute Client ` j Distribute Contractor • Distribute Engineer i Distribute Owner W� Distribute Municipality [❑ Distribute Other • Distribute Architect LI Distribute Other Inspector: Trow, Michael Reviewed by: Michele Guerrini All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, , Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden eq A COUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING FILE STRUCTURAL CALCULATIONS Interurban Office FULLER SEARS January 27, 2016 Building B Tenant 1 Mezzanine TI S101203-02 Ar REVIEWED 06F7 - CODE COMPLIANCE APPROVED FEB 8 2016 City of Tukwila BUILDING DIVISION e4/1/ CITYIOF INVILAr/ FEB 02 2016 PERMIT CENTER 1 bk(o- 0030 301 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 P 206.343.0460 / cplinc.com PREPARED BY: Eric Lentz 'C ?OUGHLINPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING Building B Tenant 1 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 B tenant 1 mezzanine TI is placing the mezzanine floor framing that was already designed and shown in the building permit drawings and calculations. • The framing and lateral system for the B100 mezzanine designed under the building permit meets the requirements of the 2012 IBC. PROJECT RECORD 2 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0030 DATE: 02/02/16 PROJECT NAME: VACANT SPACE SITE ADDRESS: 14590 INTERURBAN AVE S - SUITE 100 X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: As 4P Building Division NI lAtM Nig 111 Public Works PRELIMINARY REVIEW: A -1J\ hut P --[(0-1F 111 Fire Prevention Structural Planning Division ❑ Permit Coordinator • Not Applicable n (no approval/review required) DATE: 02/04/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/03/16 Approved n Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) 111 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 J R ABBOTT CONSTRUCTION INC Home Espanol Contact Safety & Health Claims & Insurance 01 Washington State Department of Labor & industries Search L&I Page 1 of 3 A -Z Index Help My Secure LikI Workplace Rights Trades & Licensing J R ABBOTT CONSTRUCTION INC Owner or tradesperson Principals FRASER, RICHARD H FRASER, GWEN F NELSON, RONALD A, PRESIDENT KLEIN, DOUGLAS J, PRESIDENT STRAND, TIMOTHY R, PRESIDENT SPRAGUE, ANDREW W, PRESIDENT ABBOTT, JOHN R, PRESIDENT STEDMAN, TROY L, PRESIDENT PRICE, MICHAEL W, PRESIDENT SHALLEY, BRANNON E, PRESIDENT NEWMAN, WENDY P, VICE PRESIDENT MCGOWAN, JOHN P, VICE PRESIDENT ABBOTT, DAWN E, SECRETARY SEAMNA, MARK C, SECRETARY ROBERTSON, ROBERT M, TREASURER Doing business as J R ABBOTT CONSTRUCTION INC WA UBI No. 600 479 123 3408 1ST AVE S SUITE 101 SEATTLE, WA98134-1805 206-467-8500 KING County Business type Corporation Governing persons ANDY SPRAGUE BRANNON SHALLEY; DOUGLAS JOSEPH KLEIN; JOHN ABBOTT; JOHN MCGOWAN; MARK SEAMAN; MIKE PRICE; RON NELSON; TROY STEDMAN; WENDY NEWMAN; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ...._..................._....................................._...... Meets current requirements. License specialties GENERAL License no. JRABBCI022JZ Effective — expiration 0410911998— 03/01/2018 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=600479123&LIC=JRABBCI022JZ&SAW= 2/22/2016 X 36" IT IS A REDUCED PRINT. IF THIS DRAWING IS NOT 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' -O". 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 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 CABT CABINET C.I.P. CAST IN PLACE C.B. CATCH BASIN CLG CEILING CEM CEMENT CG CENTIGRAM CL CENTER LINE CER CERAMIC C.T. CERAMIC TILE CHAN. CHANNEL CLR CLEAR C.O. CLEAN OUT CLOS CLOSET COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION _ CJ. CONTROL JOINT CONSTRUCTION JOINT CONT CONTINUOUS CONTR CONTRACTOR COR'G CORRUGATED CTR COUNTER CTSK COUNTERSINK CMU CONCRETE MASONRY UNIT CMS CORRUGATED METAL SIDING D.A. DIAG DIAM DIM DISP DWL DN D.S. DWG EA EL EDF ELEV EQ EQUIP EXH EXP EJ EXIST 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. FLUOR FTG FND FR FHC FV GA GI GL GD GYP GWB FIXTURE OD FLASHING OFS FLOOR FLOOR DRAIN OFD FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GAUGE GALVANIZED IRON GLASS GRADE GYPSUM GYPSUM WALL BOARD GRND GROUND HR HDN HDW HDWD HTR 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 MATL 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 P TN d PL PLBG PLYWD PT PSI PSF PC PL 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 R RADIUS REG REGISTER REQ'D REQUIRED REV REVISION RD ROOF DRAIN RFG ROOFING RM ROOM RGH ROUGH RD ROUND SCR SECT SEL SHT SDG SIM SLDG SM SPEC SPL SQ STD SS STRUC SUSP SWBD TC TG T. 0. T.S. TSD TYP U.N.0. U.N.P. V VERT VEST VCT WWM WC WH WF W/ W/O 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 WITH OU T 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 W1 INTERIOR ELEVATION KEY ENLARGED PLAN BUILDING SECTION WINDOW TYPE FINISH TAG SHEET # X A4.0 • .e: klenro- C,n mlC• rCkePly 1••••••,...5,r• •Hell, a rmt'if VICINITY MAP N.T.S. BUILDING ANALYSIS fin-z,l dr, to. SITE Building Identifier: Applicable Code: Site Area: Zoning: Occupancy Groups: Mixed Use Class Construction: Height Number of Stories Wind Exposure 1 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 Office Area Occ. Load Factor Occ. Load Exits required Exits Provided Warehouse 3,506 500 7 OFFICE 2058.0 Office 1,104 100 12 1 1 Total 1st floor 4,610 TOTAL 19 1 2 Office 954 100 10 LOAD M/F WAREHOUSE Storage 111 300 1 OFFICE 2058.0 Total Mezzanine 1,065 11 11 1 1 TOTAL 5,675 30 SEPARATE PERMIT REQUIRED FOR: Riildchanical G Electrical allumbing Gas Piping City of Tukwila BOLDING DIVISION PLUMBING ANALYSIS PLANNING APPROVED No changes .can be madeto these plans without approval from the Planning Division of DCD Approved By: V L tk e W4V\ Date: PER TABLE 2902.1: WC (MALE & FEMALE): 1 PER 25 LAVATORIES: 1 PER 40 GROSS AREA LOAD FACTOR TOTAL OCC. LOAD LOAD M/F WAREHOUSE 3506.0 500 SF 7.0 / 2= 4 OFFICE 2058.0 100 SF 20.6 / 2= 11 STORAGE 111.0 300 SF 0.4 / 2= 1 TOTAL 16 PER TABLE 2902.1: WC (MALE & FEMALE): 1 PER 25 LAVATORIES: 1 PER 40 PARKING ANALYSIS 9 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 S COPE 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. S HEET 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 Loernz ken.lorenz@universalbuildingsystemslIc.corn DEFERRED SUBMITTALS Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD REVIEWED FOR ? B.COMPLIANCE APPROVED FEB l8 201 614-- Okiof Tukwik I UELDINQ DIVISION REMARKS WATER CLOSETS LAVATORIES MALE FEMALE REQUIRED: 1 1 2 PROVIDED: 1 1 2 PARKING ANALYSIS 9 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 S COPE 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. S HEET 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 Loernz ken.lorenz@universalbuildingsystemslIc.corn DEFERRED SUBMITTALS Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD REVIEWED FOR ? B.COMPLIANCE APPROVED FEB l8 201 614-- Okiof Tukwik I UELDINQ DIVISION REMARKS T.I. PERMIT SUBMITTAL DATE IT r C4 O z 1- PLUMBING FZL, COPY ELECTRICAL Permit o 0 3C) Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By: Date: h City of Tukwila BUILDING DIVISION EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. PLOT:: Revisions will require a new plan submittal and may include additional plan review fees. RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER CITY OFFICIAL USE b16-0036 CD CHap1161111 Mil en fan M = mass 1 CAD oda imou Job Number. 1005-0.037 Date: JANUARY 6, 2016 Principal in Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: COVER SHEET sola F ® alliat ARCNIOTECTO IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. to/ / / / / p�pFRTY \NF TOP OF RIVER BANK 25 loo o,' TRASH/RECYCLE ENCLOSURE 4 X94, HIGH TGp or Rio al Nk CANDSCApe 4-0" CONC. SIDEWALK 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') VER .ggp�K TRASH/RECYCLE ENCLOSURE ** NOT INCLUDING MECHANICAL ROOMS SITE AREA: 141,868 SF (3.3 ACRES) PICNIC TABLE AREA ❑ ❑ PATH OF TRAVEL FROM ADA PARKING TO BUILDING ENTRANCE HYDRANT TRUNCATED DOMES AT PED CROSSINGS - TYP. 100.7' PROPERTY LINE I200' SETBACK to I>° W O CC CL SITE PLAN 1/32" = 1'-0" 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000(y0000000000000000000 0000 0000000000000000000 O N D E Arah `P` PLAN DETAIL 0 F1 ELEVATION PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE RAMP PER PLAN ir \ SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. 2 1 /4"=v-0" 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. ADA CURB/RAMP - TYP. 1/4"=v -o" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN 1 EQ 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 0 N) ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN WORK THIS AREA FOR THIS PERMIT SOUTH 147TH ST REMARKS VIN. MAX. D 1.60" 2.40" E .65" 1.50" F .45" .80" G .90" 1.40" 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000(y0000000000000000000 0000 0000000000000000000 O N D E Arah `P` PLAN DETAIL 0 F1 ELEVATION PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE RAMP PER PLAN ir \ SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. 2 1 /4"=v-0" 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. ADA CURB/RAMP - TYP. 1/4"=v -o" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN 1 EQ 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 0 N) ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN WORK THIS AREA FOR THIS PERMIT SOUTH 147TH ST REMARKS T.1. PERMIT SUBMITTAL I DATE 11.- .1-. T N Z RE11f WED FOR ,CODE CO,MPLIANCE `< PPS OVED FEB 18 2016 • City of Tukwila BUILDING DIVISION "SAFE -HIT" FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING RESERVED PARKING p • RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER 1'-0" jv VAN ACCESSIBLE `c) I I 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. ACCESS. PARKING SYMBOL ACCESSIBLE PARKING SIGN NTS NTS "Alf/ Doem CO12) Ca M CS C15 Dm M ge ffl la CD boss me Job Number: 1005-0.037 Date: JANUARY 6, 2016 Principal in Charge: Project Manager: Drawn By. VIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SITE PLAN ®2015 Lent©a1OTI C4O X 36" IT IS A REDUCED PRINT. IF THIS DRAWING IS NOT PEDESTRIAN CROSSING CONC. SID WALK (SEE CIVIL DWS - TYP.) 000000000 000000000 000000000 000000000 000000000 000000000 000000000 000000000 000000000 000000000 CONC. SIDEWALK EXISTING CANOPY ABOVE 3 PARKING STALLS REFERENCE SHT A1.0 FOR ADA SITE INFORMATION ASPHALT EXISTING CANOPY ABOVE LANDSCAPING CONC. SIDEWALK ASPHALT LANDSCAPING 2'-8" 7,-0" J SKYLIGHT ABOVE - TYP. 4'-3 1/4" Q L___ W1 A W1 A OPEN OFFICE SPACE W1 A 102 W 3' 2" CLEAR UP UNHEATED WAREHOUSE TENANT B100 STR 0M- — EE 4/A2.3 W3 P 103 III RESTROOM EE 4/A2.3 L_ w AT L CLOSET W1 0 N TRASH ENCLOSURE SPRINKLER RISER ELECT. ROOM (120 SF) LANDSCAPING CONC. SIDEWALK PROPERTY LINE REMARKS T.I. PERMIT SUBMITTAL Lu Q c) CD .r. N O Z T. REG1$TEREr ARCH iT€ET WILLIA � RTHUR FULLER STATE OF WA`3HINOTOt' 1 ,REVIEWED FOR CODE COMPLIANCE `a*'» APPROVED • FEB 18 21116 City of Tukwila BUILDING DIVISION ENLARGED FIRST FLOOR PLAN 1 /4"=1'-0" IVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Dm= = E/9 1 gra mom CCImo W omm iasCD DmmraiID Job Number. 1005-0.037 Date: JANUARY 6, 2016 Principal in Charge: Project Manager. Drawn By. W1WAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: FLOOR PLAN © 4015 rgtLE i°g ARS IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. 7,-O„ \/\ -6" O (1 3'-6" WALL W1 W1A W1A OPEN OFFICE SPACE W3 W3 STORAGE EL. 8'-11 1/2" W 7'-6' c N) o N M) w J U STAIRS: 22T = 11" 25R = 6.72 r. N 03 ENLARGED MEZZANINE PLAN 3'-8" 3'-2" 1/4"=V-0" 0 01 J T.I. PERMIT SUBMITTAL W I— o CD T N C6 C3 r C5 C5 C5 C5 C5 C1 RESTROOM 8'-0" A.F.F OPEN OFFICE SPACE 10'-3" A.F.F A.C.T. RESTROOM C5 C5 LD VERIFY] C5 C5 C5 8.,-O,, A.F.F C6 C5 C5 C5 C5 C5 C3 1ST FLOOR REFLECTED CEILING PLAN CLOSET 1/4"=1'-0" EFEECTE3 CELT\G PLA\ <EY \ OTES $ C1 WGB 2X4 SUSPENDED CEILING GRID AND TILES EXIT LIGHT 0 PENDANT MOUNT FIXTURE C2 RESTROOM SURFACE LIGHT C3 - ABOVE MIRROR 0 C4 4" RECESSED LIGHT C6 2' X 4' LED FIXTURE 1' X 4' LED FIXTURE 5 A2.2 NEW HVAC UNIT PLACE OPENING PER EXISTING STRUCTURAL JOISTS 00 ±1'-0 7/8" ENLARGED ROOF PLAN 1/4"=V-0" 0 2.1 1 1 C4) C5 C5 C5 C5 C5 PEN OFFICE SPA E 10'-3" A.F.F A.C.T. C5 C5 C5 C5 C5 LD VERIFY C5 C5 C5 C5 C5 C1 RE1%(GWED FOR CODE COMPLIANCE APPROVED FEB 18 2016 City of Tukwila BUILDING DIVISION MEZZANINE REFLECTED CEILING PLAN L 1/4"=V-0" V� RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL W I— o CD T N O Z r WIL UR FULLER STATE OF WASHINGTON •. ga tozo tam = lam rg ®b.- eso ffl Job Number. 1005-0.037 Date: JANUARY 6, 2016 Principal In Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: MEZZANINE, ROOF & REFLECTED CEILING PLANS mmm FULUE IQLS IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. W1 INTERIOR FURRING WALL: EXISTING CMU/TILT WALL ( � EXTERIOR 1" AIR GAP 6" MTL STUDS PER STRUCT. R-21 BATT INSULATION 1 LAYER 5/8" GWB W1 A EXTERIOR N)(1()()()(!()()(?M EXTERIOR METAL SIDING: 8-211 BA TMINSULATION SIDING/SHEATHING/STUDSL XI INTERIOR 1 LAYER 5/8" GWB W2 Matl. 3 5/8" INTERIOR PARTITION: 1 LAYER 5/8" GWB a 3-5/8" MTL STUD PER STRUCT. 1 LAYER 5/8" GWB W3r 101 6" INTERIOR PARTITION: 1 LAYER 5/8" GWB By Manuf. °' 6" MTL STUDS PER STRUCT. 1 LAYER 5/8" GWB ADD R-21 BATT INSULATION AT RESTROOMS I1 FLOOR CEILING SECOND FLOOR ASSEMBLY: 3/4" PLYWOOD DECKING PER STRUCT. WOOD FLOOR TRUSSES PER STRUCT. R-21 BATT INSULATION LINE OF UNDERSIDE OF ROOF WALL TYPES & FLOOR ASSEMBLY 1 /2"=l'-0" 2" DEEP DEFLECTION CHANNEL CEILING PER TENANT. TYP. WALL NOTES: F.F. 3'-0" / 0 A INT. DOOR DOOR TYPE 1/4"--V—o" DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness Label Mat!. Finish Color Matl. Finish Color Group # 101 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8,9 102 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 103 3'-0" 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 1,2 201 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6 * Hardware to be coordinated by contractor DOOR AND FRAME REMARKS 1 Verify size/verify header 2 Hardware by manufacturer. 3 Provide closer to allow 3 seconds to close from open position. Measure from position of 70 degrees. 4 Floor mtd. door stop. 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 & VERTICAL STRUT ASSEMBLY SEPARATION JOINT REQUIRED. 5. LATERAL RESTRAINT BRACING Sc 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 @ UN -SECURED CONDITION ME .,til IIIIIIIIIIIIIIIIIIIIIllt1.IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII e 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 @ MAIN & CROSS RUNNER ASSEMBLIES LATERAL RESTRAINT PERIMETER ANGLE ATTACHED TO MAIN & CROSS RUNNER ASSEMBLIES @ (2) ADJACENT WALLS • 6 Provide lock 7 Provide heavy gauge hinges 8 Door knob to be ADA approved lever action handle. 9 Apply ADA approved tactile grit to hazard area entry door knob 10 Provide lock and hold -open only (for employee use only) 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 MECH. CURB DETAIL LATERAL RESTRAINT, PERIMETER ASSEMBLY: SECTION LATERAL RESTRAINT VERTICAL STRUT (EMT OR METAL STUD) @ 12'-0" 0.C. IN EACH DIRECTION SUSPENDED CEILING DETAIL LATERAL RESTRAINT BRACING 12 GAGE SPLAY WIRE @ EACH VERTICAL STRUT, TYPICAL 1"=1'-0" !GB Technical Dc)cumen SUSPENDED CEILINGS 401 u pension Systemsi for Acoustical Lay �niCeilin� ,°r,r .� i�aen.a�"��?�`C'^`�"��y.�'n ... �.. `a '�:�u"s rr�,�r��\�a��^',��a�^y`�s��"a^ $u eismic Desi n Cate odes D E& F i x�� 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 sLspended 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 Soclety of Civil Engineers (ASCE 7.10), American Society of Testing Materials (ASTM C 635, ASTM C 636, ASTM E 5806E 580M), and Ceilings and Interior Systems Construction Association (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. Sourc6: ASCE 7.14 Section 13.4.8.7 • For further Information on bracing of non -load bearing partitions refer to NWCB Technical Document 4200-501. • All main beams are to be Heavy Duty (HD). Source: ASTME580 Section 5.1.7 • Ceilings less than or equal 'to 144 ft2 and surrounded by walls connected to the structure above are exempt from the seismic design requirements, source ASTM E580Section 1.4 • These recommendations are Intended for suspended ceilings and related components In areas that require resistance to the effects of earthquake motions. Source: ASTM E580 Soctior 3,2 • All wire ties are to be three tight turns around Itself within three Inches. 'Mlelve gage Hanger wire spaced 4 foot on center (figure 1). Source: ASTM C636 Section 2.3,4 • Changes In ceiling planes will require positive bracing. Source: ASTM E580 Section 5.2.8..6 NWCB R1: WA.LL S CCI -IN;+ 3UREAJ NORTHWEST WA_L AND CEILING BUREAU figure 5a figure fib Counteraloping maximum 3" (76mm) figure 1 WAGE 1 OF 4 HEADQUARTERS 2825 Eastlake Ave E Ste 350 I Seattle, WA 98102 tet 205-524-4243 I small info@nwcb yrg figure ea Vortical hanger wire atteoh rant Shot -In anchor Stiusturd worst Ceiling dip 3 turns V • Vertical hangsrtivr➢ figure 6b Splayed salamio brook wire attachment drill -In expansion anchor ri Structure' concrete Stat trap i" wide x 2" long x 12 gaga minimum 3 turns Spayed seismic bracing wire REVIEWED FOR CODE COMPLIANCE ,. . APP OVED FEB 18 2016 • City of T(.ikWita BUILDING !DIVISION gkteztandard; OREGON tel 503-295-0333 email oregon nwcb.or9 equIVO len t to walls. So(Ece: State 4f Oregon, Building Codes Dfvisiion, ASTM 5584 section 523. Section 520.1 Spreader Bars (figure 4b) • Terminal ends of main runners and cross members shall be lied together or have some other approved means to prevent their spreading. Stabilizer bars, cross teas or other means to prevent spreading shall occur within 8 in. of each wall. sourc6: ASrM E580 sectio, 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: State of Oregon. Building Codes Division Hanger (Suspension) Wires (figures 5a and 5b) • Hanger and perimeter wires must be plumb within 1 in 8 unless (figure 5a) counter sloping wires are provided (figure 5b). Soiree: ASTM 0636 Section 2.7.4 • Hanger wires shall be 12 gage and spaced 4 feet on center or 10 gage spaced 5 feet on center. Source: ASTM 0636 Soctlon 2.1 • • Any connection device at the supporting construction shall be capable of carrying not less than 100 pounds. Stwroa: C1SCA2 rres3.4 PowderActuated Fasteners (PAFs) are an approved method of attachment for hanger wires. Source: State of Oregon. Building Godes 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 & 6 a). Source: ASTM Esso Section 5.2.6 • 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 E530 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: ASTME585 Section 6.3,4 • Light fixtures weighing more than 10 pounds and less than 59 lbs. shall have two 12 gage wires attached at opposing comers of the light fixture to the structure above. These wires may be slack, Source: ASTM E530 sectio, 5;3,5 • Light Fixtures weighing more than 56 lbs. shall be supported directly from the structure above by approved hangers. Source: ASTM E530 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. Source: ASTM E580 Section 5.9.7 • Tandem fixtures may utilize common wires. Mechanical Services • Terminals or services weighing less than 20 lbs, shall be positively attached to the ceiling suspension main runners or to cross runners that have the same carrying capacity as the main runners, Source: ASTM E580 Section a4.7 PAGE 3OF4 PiO?TnWEST WA'.L AND CE LING EUI A!: figure 2 Lateral force Bracing 45, et less AA° m tris 1s splayed 48°atlan• wires Grass tea• Maln (beam figure 3 Maximum Recommended Lengths for Vertical Struts W EMT conduit 1K" EMT conduit 1" EMT conduit up to 7'8" uptb5'9" Single 144" metal stud (20 gage) Bast to -back 1U" metal stud (20 gage) Single 2 W metal stud (20 gage) up to 1210" up to 16'0" Back -to -book 2 4" metal stud (26 gage) up to 16'6" up to 1510" Source: Portland Building Department Note: Roma arses greater Man 14'0" will require engineering calculations. figure 4a Attached Wall Molding Requirements go7o41) WAIL err. trap t. figure db Unattached Wall Molding Requirements �q1h` iriN:�fii,i w) VAL maltnum d° (2O2 mtQ) urian n C4.41} ma dumtithed cYls do;a4Higher' S andard.( figure 7 Lateral Force Bracing (figures 3 end 8) • Collings constructed of screw -or -nail -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. Source: ASCE 740 Section 73,6.6.2.2 Exception 2, ASTM E880 Section 1.7 • Ceiling areas of 1000 ft2 or less shall be exempt from later force bracing requirements. source: ASTMFa3DSoclion'1.5 • 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 E530 Section 5.2. 6.2 • Seismic splay wires are to be four 12 gage wires attached to the main beam. Wires are arrayed 90° from each other and et an angle not exceeding 45' from the plane of the ceiling. Source: ASTM E580 Section 5,2,8.2 • 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 load, with a safety factor of 2, whichever is greater (figure 8b). Semen C&SCA x4/163 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 Inspection" 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. sours©: stmt04r Oregon. Building Codes Division • Splay wires are to be within 2 Inches of the connection of the vertical strut to suspended ceiling. source: ASTM 5530 Section 5.28.2 • Rigid bracing may be used in lieu of splay wires. Source: ASTM E480 Section 5,2,8,4 • Ceilings with plenums Tess than 12 inches to structure are not required to have lateral force bracing. Source: Portland Building Department • Vertical struts must be positively attached to the suspension systems and the structure above. source:ASTMEBBOSection &2,8,2 • The vertical strut may be EMT conduit, metal studs or a proprietary compression post (see figure 3). Wall Moldings (figures 4e 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, source: ASTM 030 section 5,2,2, Section 5,2.3 • 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 feast level with the bottom plane of the gild and independently supported and laterally braced to the structure above are deemed to be • 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 ceiling system hangers or the structure above, These wires may be slack. source: ASTM E580 Section 5.4.2 • Terminals or services weighing more than 56 lbs. shall be supported directly from the structure above by approved hangers. sotem ASTM E560 Section 5.4.3 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 740 Section 13.5.4.2.21 wtirwvv nw'cr9 PAGE 2OF4 NOI'iT^WEST WALL AND CE LING BUREAU • The layout and location of the seismic separation Joint shall be per the designer of record and noted on the plans. If a seismic separation Joint Is required by the designer, the designer may use the generic Joint detailed In thls document ora proprietary Joint. The amount of free movement (gap design) shall be a minimum of % inch. Source: State of Oregon, 8ulfdtrg Codes Division • In lieu of seismic separation Joints, the ceiling may be divided into areas less than 2600 square feet by the use of partitions or soffits as follows: partitions shall extend a minimum of 6 Inches above the level of the plane ofthe 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. Source: State of Oregon Building Codes DTvlsion, ASTM E580 Section 5.2.0.1 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 es an altemate. Source: ASTM E580 Section 8,2,5,5 Glossary for this Document (regional terminology may 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 Tight 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 ry g 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 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 NWCB has been serving the construction industry for over forty years. It Is recognized es a technical authority, educational body and spokesperson for the watt and coring Industry. It providee services to architects and the construction community on all metrics relating to the diversified wait and ceiling Industry. As the industry's development ant coordination organization, the NWCB saw the need to establish a document to provide elarifloe6on and the intent of NEHRP (National Earthquake Hazards Reduuion Program) an agency of FEMA (Federal Emergency Management Agency). It Is meant to serve es a set of recommendations end Is not intended for any specific construction prolect. This technical document is to serve NS a guideline and it Isnot Intended for any speo1flo construction projects. MACE makes no express or Implied warranty or guarantee of the techniques. oenstruotion methods or materials identified herein. PAGE 4 OF 4 Bu d toT H gh Standard tcborgf FIC,T:^WEST WALL AND C_I.Ira , 0LREAU RECEIVED CITY OF TUKWILA REMARKS T.1. PERMIT SUBMITTAL DATE 1:0 r r C%1 O Z r WILLIAM '°"� R FULLER STATE OF WASHINGTON CD ti 2 Ebi ca amms ping Efin Dim Ira moll ia CID CCD 11010 Job Number. 1005-0.037 Date: JANUARY 6, 2016 Principal In Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SCHEDULES & DETAILS © 2O1ti IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. EL. +32'-0" T.O. PARAPET A.C.T. EL. +14'-0" MEZZ. FIN. FLR. EL. +11'-0" A.C.T. EL. +0' T.O. CONC. SLAB (1) ADD INSULATION TO UNDERSIDE OF ROOF DECK © HEATED SPACES OFFICE ROOF TOP MECH EQUIPMENT 11 111111111111111111111111111 OFFICE BUILDING SECTION 1 RESTROOM WAREHOUSE / MECH/ELECTRICAL / ROOM BEYOND EL. +30'-0" T.O. PARAPET EL. +0' T.O. CONC. SLAB 1 /8"=1'-0" HANDRAIL ENDS TO TURN DOWNWARD, TYP. 1 1/2" DIA HANDRAIL 1 1/2" DIA HANDRAIL ATTACHED TO WALL. PROVIDE BLOCKING AS NEEDED HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWARD, TYP. TYPICAL STAIR DTL. TOP OF RUN PLYWOOD TREADS AND RISERS. PROVIDE NON-SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. IP BOTTOM OF RUN STAIR SECTION EL. 14'-0" MEZZANINE STAIR LANDING EL. 8'-11 1/2" T.O. RESTROOM ROOF WALL OF OFFICE BEYOND / MEZZANINE FLOOR STAIR FRAMING PER STRUCTURAL RESTROOM ROOF 1 1/2" DIA HANDRA L. PAINT COLOR TO BE DETERMINED BY TENANT WAREHOUSE 1/4"=V-0" fl ll AL EL. 14'-0" MEZZANINE EL. 11'-1" T.O. LANDING EL. 0'-0" GROUND FLOOR E2 STAIR ELEVATION ROOF OF RESTROOM BEYOND WALL OF OFFICE BEYOND MEZZANINE FLOOR 1 1/2" DIA HANDRAIL. PAINT COLOR TO BE DETERMINED BY TENANT 1 /4"=1'-0" VINYL FLOOR IN/ ADA TRANSITION STRIP AT DOOR 7'-O" CMU SHEAR WALL 5' 0 TURNING CIRCLE 5'X5' TOILET CLEARANCE 30"X48" CLEAR FLOOR SPACE T N rn VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR PLAN / 2'-0" 4'-6" MIN. 0 0 • 0 N IN 0 7212" MAX • • • A ELEV I TOILET 4. 0 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 BARRIER FREE GENERAL NOTES 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. ENLARGED TYP. RESTROOM P 1 /4"=1' )f RpVfEWED FOR DE,COMPLIANCE APPROVED FEB 18 2016 City cif Tuktwil 1 UILDING DIVISION REMARKS T.I. PERMIT SUBMITTAL DATE (O T T \ N C; Z r B ELEV CREGISTEREb ARCHITra COUNTERTOP • D ELEV TOILET ROOM FINISHES 0 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. ® PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. ® TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-0" AFF TO CENTERLINE, AND 2'-6" FROM REAR WALL. • SEAT COVER DISPENSOR USING BOBRICK B-4221 CONTRA SERIES O SOAP DISPENSER BY BOBRICK, #B-155, MOUNT AT 3'-4" AFF (2 EACH) • 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) O 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 ® SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER E V TI ?s N res C glimm ba ® I* ggir Job Number. 1005-0.037 Date: JANUARY 6, 2016 Principal In Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SECTIONS & INTERIOR ELEVATIONS © 2016 RAJ T°g I S AIRCIMOVECTO General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA: 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE ADMINISTRATIVE CODE AMENDMENTS, 2012 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 P5F PARTITION LIVE LOADING (OFFICE MEZZANINES) 15 PSF (10 PSF SEISMIC) CANOPIES SAME A5 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, Si =0.41, Sys =0.81, SDi =0.11 INTERMEDIATE PRECAST 5HEAR WALLS R=4, no=2.5, IE = 1.0 SPECIAL REINFORCED MASONRY SHEAR WALLS R=5, llo=2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES NOT USED NOT USED PLYWOOD SHEATHED SHEARWALLS R = 6.5, Ilo = 2.5, I>: = 1.0 SEISMIC RESPONSE COEFFICIENT: DESIGN BASE 5HEAR: ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE Cs= 0.211 V = 106 kips ANALYSIS WIND 85 MPH, EXPOSURE "5", Iw = 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. 1. 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 WED 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" = 11-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRMINGS. 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 I5 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 REGISIIN 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 IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DE ERRED 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 DETERRED 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 WEB STEEL JOIST AND JOIST GIRDER FRAMING SYSTEMS (SEE NOTE 31) 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 COMPLEIEU 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 I5 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"(I) AIR RELEASE HOLES IN EMBEDMENTS AT 61"oc 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 OF 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 SHEAR WALLS, PLYWOOD SHEATHED 5HEAR WALLS, STEEL BRACED FRAMES, FLOOR/ROOF DIAPHRAGMS, AND STRUT MEMBERS AS 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 I5 PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION iRCQUENGY 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 HOLDOWNS CONCRETE (SEE GENERAL STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS REINFORCING WELDING PERIODIC (CONTINUOUS FOR 5HEAR WALL, MOMENT FRAME, OR OTHER 5HEAR 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, SHEAR WALLS, STRUTS, 4 HOLDOWNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 # TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISC 341-05 APPENDIX Q 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 ANS D1.3 1101.4"""" 4 1106.3 TABLE 1104.4 ITEM 1 TABLE 1104.3 ITEM 5b 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 ICC -ES 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 REGISTERED 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. ***IREQUENGY 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 41"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 13.5.1 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) ALL OTHER MECHANICAL AND ELECTRICAL COMPONENTS ASCE 1-05 SECTION IBC 1108.4 13.6 AND 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) REQUIRED (IBC 1101.1 4 1101.8) ASCE 1-05 SECTION 13.6 NOT REQUIRED STRUCTURAL OBSERVATION PER IBC SECTION 1110 I5 NOT REQUIRED FOR THIS STRUCTURE. CONTRACTOR STATEMENT OF RESPONSIBILITY: CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY IN ACCORDANCE WITH IBC SECTION 1101 TO THE BUILDING OFFICIAL AND OWNER PRIOR TO CONSTRUCTION ACKNOWLEDGING THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS. GEOTEGHN I CAL : 15. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH THE CIVIL/STRUCTURAL DRAWINGS AND SPECIFICATIONS OR A5 DIRECTED BY THE OWNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 181" 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 P5F LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PCF SOIL PROFILE TYPE SITE CLASS E GEOTECHNICAL REPORT REFERENCE: REPORT BY GEOTECH CONSULTANTS INC., SOILS REPORT JN10208 DATED SEPTEMBER 1, 2010. ALLOWANCES: 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. AS AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL A5 REQUIRED AN ADDITIONAL 150 LINEAR FEET OF ANGLE 5x3x1/4 AND 15 LINEAR ILLI 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 B FOUNDATION PLAN 52.2 BUILDING B ROOF FRAMING PLAN 53.2 CONCRETE DETAILS 55.1 TYPICAL METAL DECK DETAILS 55.1 CANOPY PLAN 4 DETAILS 56.1 5HEAR WALL SCHEDULE 4 DETAILS 56.2 STAIR PLANS 4 DETAILS 56.3 FRAMING DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED FEB 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.I. PERMIT SUBMITTAL IIIIII11111. DATE cro N 1- 4r- ..., r r I I I I I 0 z 1411 Furth Ave., Suite HU Seattle,INtshingtenH101 Te1.2C4.f02.f110 Fu.211.402.6400 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE • SUITE 900 Ri 206/343-0460 SEATTLE, WA 98104 F.206/343-5691 effang WI co wi pm, Ca e y C " ® co Is= CD CC an egr Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1 .1 ® 2oio FULLER•SEARS ARCHITECTS s General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) ANCHORAGE: 11. EXPANSION BOLTS INTO CONCRETE SHALL BE ONE OF THE FOLLOWING: "KWIK BOLT TZ" AS MANUFACTURED BY HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICG -E5 REPORT NO. 1811 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT 2" A5 MANUFACTURED BY 5IMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRIGT ACCORDANCE WITH IGG-ES REPORT NO. 3031 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD GAPAGITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA AG1g3. SPECIAL INSPECTION IS 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 FOLLOWIN6 NOMINAL EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: HILTI KWIK BOLT TZ: 3/8"O EXPANSION BOLTS 2-5/16" 1/2"0 EXPANSION BOLTS 3-5/8" 5/8"D EXPANSION BOLTS 4-1/16" 3/44) EXPANSION BOLTS 5-1/16" SIMPSON STRONG -BOLT 2: 3/8"0 EXPANSION BOLTS 2-1/8" 1/2"O EXPANSION BOLTS 3-1/8" 5/8"(P EXPANSION BOLTS 5-1/S" 3/4"0 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, INGLUDIN6 MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -E5 REPORTS INDICATING EQUIVALENT OR GREATER LOAD GAPAGITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -E5 ACCEPTANCE CRITERIA AG01. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN6INEER. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH 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 ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT GUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 11. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITh RAMSET/RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.145" DIAMETER UNLESS OTHERWISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH IGC -E5 REPORT N0. 11gg. MINIMUM EMBEDMENT IN CONCRETE SHALL BE 1" UNLESS OTHERWISE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE EDGE. 20. EPDXY-GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS 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 -E5 REPORT N0. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT-HY 150 MAX -5D" A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICG -E5 REPORT N0. 3013, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD GAPAGITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -E5 ACCEPTANCE CRITERIA AG308. PERIODIC SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION I5 REQUIRED. EPDXY 6ROUTED RODS OR REBAR SHALL NOT BE USED A5 SUBSTITUTES FOR CAST -IN-PLACE ANCHOR BOLTS OR REINFORCING 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: 1/2"0 ROD OR *3 BAR 4" 5/8"0 ROD OR #4 BAR 5" 3/4"0 ROD OR #5 BAR 1" 1"1 ROD OR #6 BAR ID 1-1/4"0 ROD OR #1 BAR 12" #S BAR 15" 21 EPDXY-GROUTED RODS OR REBAR TO MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY-TIE ADHESIVE" AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICG -E5 REPORT N0. 1112, INGLUDIN6 MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDIGATIN6 EQUIVALENT OR GREATER LOAD GAPAGITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA (AG58 FOR NEW MASONRY APPLICATIONS, AG60 FOR UNREINFORGED 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 BRIGK MASONRY 4 HOLLOW CMU SHALL BE GORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY GORING 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 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 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 1" 22. NOT USED. CONCRETE: 23. CONGKLIL SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN AGGORDANGE WITH IBC SECTION 1105 AND AGI STREN6TH5 AT 28 DAYS AND MIX CRITERIA SHALL BE A5 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. (FO, 50, P0, 01) (FOUNDATIONS, BASEMENT WALLS, ETC.) G. ALL OTHER CONCRETE 4,000 PSI MIN.* (F0, 50, P0, CO) (UNLESS LISTED BELOW) * WATER -CEMENTITIOUS MATERIAL RATIO FOR INTERIOR SLABS SHALL BE BETWEEN 0.40 AND 0.44. STEEL: 301. 32. STRUCTURAL STEEL DE5I6N, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.G. SPECIFICATIONS AND CODES: GONGRE1L 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 PLAGIN6 ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF GEMENT, GEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 WELL AS THE WATER -GEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STREN6TH DATA IN ACCORDANCE WITH AGI 318-08, CHAPTER 5. REVIEN OF MIX SUBMITTALS BY THE ENGINEER 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 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A10b. REINFORCEMENT GOMPLYIN6 WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATIN6 CONFORMANCE WITH WELDIN6 PROCEDURES SPECIFIED IN A.N.5. 01.4-q8 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 STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STREN6TH BY MORE THAN 18,000 P5I (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (5) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STREN6TH I5 NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORGIN6 SHALL BE SUBMITTED FOR REVIEW. HELPED WIRE FABRIG SHALL CONFORM TO ASTM A185. 25. REINFORGIN6 STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315-1a AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN AGGORDANGE NITH "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 S" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL EN6INPER. 26. CONCRETE PROTECTION (COVER) 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 LARGER). . 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 OF (BAR DIAMETER PLUS 1/S") or . . 3/4" 21. NOT USED. 28. GAST-IN-PLACE CONCRETE: SEE ARCHITECTURAL DRANIN65 FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENIN65 IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWIN65 FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 2a. BONDIN6 AGENT SHALL BE "CONGRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEN CONCRETE I5 PLACED A6AINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INGLUDIN6 PREPARATION OF EXISTIN6 SURFACES. 30. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'5 INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT I5 PLACED (6,000 PSI MINIMUM). MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMIN6 TO ASTM GAO, LAID IN A RUNNIN6 BOND WITH A MINIMUM NET AREA COMPRESSIVE STREN6TH OF 1800 P5I. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TM5602-08/AGI530.1-08/A5GE6-08 REQUIREMENTS AND ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2,000 P5I AT 28 DAYS, DESIGN F'm = 1500 P5I AT 28 DAYS. STRENGTH SHALL BE VERIFIED BY PRISM TESTIN6 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 1 -LLT OF WALL DURIN6 CONSTRUCTION. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING REINFORCEMENT: 8" WALLS (SOLIDLY GROUTED) (SEE 16/54.1 FOR REINFORCEMENT) 10" WALLS (SOLIDLY GROUTED) (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 CONTAININ6 REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELOW GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAININ6 REINFORCEMENT FOR POURS GREATER THAN 5.33 rEET IN HEIGHT (MAXIMUM SPACING OF CLEANOUTS 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 rEET. 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDIN65-ALLOWABLE STRESS AND PLASTIC DE5I6N, OR LOAD AND RESISTANCE FACTOR DESI6N SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. IN RLTCRENGE TO SECTIONS 3.1.2 AND 4.4.1, THE CONTRACT DOCUMENTS (DESIGN DRAWINGS) SHOW COMPLETE CONNECTION DETAILS FOR ALL MEMBERS EXCEPT THOSE NOTED TO BE DESI6N-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 DRAWINGS. IN RLrLRENCE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND 6ALVANIZIN6 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 6ALVANIZIN6 IN FIELD PRIOR TO WELDING. IN RTERENCP TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN iRENGE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASIN6 THE DRAWIN65 FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A4a0 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA RE6ULATION 2a GFR PART 1126 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR 6UYIN6 GABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRAGIN6 AS REQUIRED PER SECTION 1826.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. B. G. D. E. F. 6. H. WIDE FLAN6E AND NT SHAPES PLATES, ANGLES, CHANNELS, AND RODS PLATES (NOTED GRADE 50 ON DRAWINGS) PIPE MEMBERS STRUCTURAL TUBING (H55 - SQUARE OR RECTAN6ULAR) ANCHOR BOLTS OR ANCHOR RODS CONNECTION BOLTS THREADED RODS FOR EPDXY GROUTED CONNECTIONS 34. NOT USED ASTM SPECIFICATION Aga2 A36 A512 A53 (TYPE E OR 5, GRADE B) A500 (GRADE B) F1554 (6RADE 36) A325 -N A36 OR A301(6RADE G) 50 KSI 36 K5I 50 K5I 35 K5I 46 K5I 36 K5I 36 KSI 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDIN65 AND BRID6E5, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLE55 SPECIFICALLY ALLOWED BY THE EN6INEER, COLUMN MEMBERS SHALL NOT BE MODIFIED BY THE ROTARY STRAIGHTENING 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 TIGHTENED TO THE SNUG TI6HT CONDITION. THE SNUG TI6HT CONDITION I5 DEFINED A5 THE TI6HTNE55 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 INDICATING 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 CLASS A FAYIN6 SURFACES. 3S. HOLE SIZES IN STEEL MEMBERS FOR CONNECTIONS TO CONCRETE OR MASONRY SHALL BE A5 FOLLOWS UNLESS SPECIFIED OTHERWISE ON THE DRAWINGS: ANCHOR TYPE CAST -IN-PLACE ANCHOR BOLTS EXPANSION BOLTS EPDXY GROUTED 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 WELDED 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 COVER ENTIRE HOLE. MINIMUM WASHER SIZES FOR COLUMN BASE PLATES SHALL BE IN ACCORDANCE WITH TABLE 14-2 OF THE AISC STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR BADE COMPLIANCE APP OVED FEB 18 2016 '. City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.1. PERMIT SUBMITTAL I I I 1 1 DATE co r 0 01 1- 1- ..., T r 1 1 1 1 1 0 z 1411 Furth Ave., Suite 1304 Stattle,INuhluta Mal TeI.204.042.4110 Fu.204.4$2.4410 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 lawn co DE123 ers, IAA cm IggC Cul ms Eno Ige 119 w CD ter Pow Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .2 ® 2070 FULLER•SEARS ARCHITECTS A General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) 31. OPEN WEB STEEL JOISTS AND JOIST GIRDERS (INGLUDIN6 $RIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL 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 A5 (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 6IRDER 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 DESI6NED TO SUPPORT A SIN6LE 500 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 EXCEEDIN6 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 BRID6IN6 A5 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 BRID6ING 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 OVERHAN65 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 WELDIN6, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDIN6 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 401-0" IN LEN6TH WHERE WIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO DIRECTIONS. SUBMIT SHOP DRAWIN65 AND DESIGN CALCULATIONS TO THE ARCHITECT, STRUCTURAL EN6INEER, AND BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. SUBMITTALS SHALL INDICATE ALL CHORD AND WED MEMBER SIZES AND SHOW ALL END CONNECTIONS. DESIGN CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED PROFESSIONAL EN6INE, STATE OF WASHIN6TON. 40 ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.5.G. AND A.A.S. STANDARDS AND SHALL BE PERFORMED BY W. A.B.O. CERTIFIED HELPERS USIN6 E1OXX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.5.) SHALL BE USED. DD NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDIN6. WELDIN6 OF 6RADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PEITORMED USIN6 LOW HYDROGEN ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL I5 NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. THE WELD SYMBOLS SHOWN ON THE DRAWINGS ARE INTENDED ONLY TO AIDE THE CONTRACTOR IN THE DETERMINATION OF FIELD VERSUS SHOP WELDIN6. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENGIN6 OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V-NOTGH TOU6HNESS 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 REVIEW PRIOR TO CONSTRUCTION. 41. METAL ROOF DEGKIN6: PROVIDE SIZE, TYPE, 6A6E, AND ATTACHMENT TO THE SUPPORTIN6 STRUCTURE A5 SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED IGC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORIN6 WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DEGKIN6 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 DRAWIN65. NOTATIONS ON THE DRAWIN65, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, Rt1ER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SCAFGO CORPORATION, SPOKANE, A. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMIN6 SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO ICG -E5 REPORT N0. 4143. ALTERNATE FRAMIN6 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.5.1. "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS." SED 20/51.1 FOR METAL FRAMING NOTES. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (GFL'5) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 6R. 1010 THROU6H 1020 (TYPE 2, Fu = 60 KS1 MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.W.5 CHAPTER 1. UNLESS OTHERWISE NOTED, STUDS SHALL BE HELPED BY THE AUTOMATIC MACHINE WELDIN6 PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDIN6, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE 53L SHEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE 02L ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STFFI CONFORMIN6 TO ASTM A-416. WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MG -1q, AND 6RADED AND MARKED IN CONFORMANCE WITH W.G.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: (INGLUDIN6 6x AND LARGER MEMBERS) POSTS: (4x MEMBERS) (6x 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOU6LAS FIR N0. 2 MINIMUM BASIC DESIGN STRESS, Fb = 100 P5I, Fv = 180 P5I, E = 1600 KSI DOUGLAS FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fb = 1000 P5I, Fv = 180 P5I E = 1100 KSI DOUGLAS FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fb = 1350 P5I, Fv = 110 PSI, E = 1600 KSI HEM -FIR N0. 1 MINIMUM BASIG DESIGN STRESS, Fc = 1350 P5I, E = 1500 KSI DOUGLAS FIR NO. 1 MINIMUM BASIG DESIGN STRESS, Fc = 1000 P5I, E = 1600 K5I DOU6LAS FIR NO. 3 OR STUD 6RADE MINIMUM BASIG 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-J0I5T5 SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRID6IN6, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRID6IN6 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 I5 BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICG -E5 REPORT N0. 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 ICG -ES REPORT AND A LIST STATIN6 THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL EN6INEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EN6INEERIN6 COSTS RELATIN6 TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DE5I6N LOADS SHALL BE A5 FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADIN6 CRITERIA DEAD LOAD. 23 P5F THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFI6URATIONS 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 DRAWIN65 SHALL INCLUDE ALL DESI6N LOADS AND APPROVED HAN6ER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWIN65 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 (055) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOG PS 1-01, P5 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 CONFORMIN6 TO APA SPECIFICATION AF6-01. 48. ALL PRESSURE -TREATED (P. T.) WOOD MEMBERS SPECIFIED ON THE DRAWIN65 THAT OCCUR ABOVE 6ROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (55X) WITHOUT NOS102. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE &ROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE GA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACO -G FOR DOUGLAS -FIR, OR AGO -D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZING ARSENATE (AGZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. SEE GENERAL STRUCTURAL NOTES 41 AND 51 FOR MATERIAL REQUIREMENTS OF CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE -TREATED MEMBERS. INSTALL 2 LAYERS OF ASPHALT-IMPRE6NATED BUILDIN6 PAPER BETWEEN UNTREATED LED6ERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 41 TIMBER CONNECTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRON6-TIE" BY SIMPSON COMPANY, A5 SPECIFIED IN THEIR CATALOG NO. G-2013. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT ICG -E5 REPORT AND A LIST STATIN6 THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERIN6 COSTS RELATIN6 TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN AGCORDANGE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) A5 MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT NOSi02 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 6ALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B615, GLASS 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 IBC. MINIMUM NAILIN6 SHALL CONFORM TO IBC TABLE 2304.1.1 OR CURRENT IGG-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 LA6 SCREWS BEARIN6 ON WOOD. INSTALLATION OF LA6 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 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS @ 4'-0"oc PER IBC SECTION 2308.6 (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 AF&PA SDPWS-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH 16d ® 12"oc STA66ERED. G. FLOOR FRAMING: INSTALL SOLID BLOCKING AT ALL BEARIN6 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 T06ETHER WITH 16d ® 12"oc STAGGERED. FLOOR SHEATHING SHALL BE LAID UP WITH &RAIN PERPENDICULAR TO SUPPORTS AND NAILED A5 SHOWN ON THE PRAf^IN65. ALL FLOOR SHEATHIN6 ED6E5 SHALL HAVE APPROVED TONGUE -AND -GROVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8" SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHIN6. TOENAIL BLOGKIN6 TO SUPPORTS WITH 16d @ 12"o0. AT BLOCKED FLOOR AND ROOF DIAPHRA6MS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL ED6ES AND NAIL WITH EDGE NAILING SPECIFIED. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE A5 FOLLOWS: NAIL SIZE ON DRAWINGS DIAMEIEK AND LEN6TH SHEATHIN6 NAILS 8d 0.131" x 2 1/4" 10d 0.148" x 2 1/2" FRAMIN6 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 (5BX) WITHOUT N05102, 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 (L5L) Fb = 2250 P5I, E = 1500 K5I, Fv = 400 PSI (DEPTH > 1 1/2") Fb = 1100 P5I, E = 1300 K5I, Fv = 400 P5I (DEPTH < 1 1/2") LAMINATED VENEER LUMBER (LVL) Fb = 2600 P5I, E = 1100 K5I, Fv = 285 P5I PARALLEL STRAND LUMBER (PSL) Fb = 2800 P5I, E = 2000 KSI, Fv = 210 P5I RIM BOARD: LAMINATED STRAND LUMBER (L5L) Fb = 1100 P5I, E = 1300 KSI, Fv = 400 P5I DESIGN SHOWN ON THE DRAWINGS IS BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICG -E5 REPORT N0. E5R-1381. ALTERNATE EN6INEERtD LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL EN6INEER. A CURRENT NER OR IGC -ES REPORT AND A LIST STATIN6 THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. REVIEWED FOR ODE COMPLIANCE APPROVED FEB 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.1. PERMIT SUBMITTAL DATE 1/11/2016 1 i I 1 6 z COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE • SUITE 900 P: 206/3430460 SEATTLE, WA 98104 F. 206/343-5691 IMM Imen go 5615 NW co co ism • CZ cca cc to Lic co CD Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By: MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number: S1 .3 © 2010 FULLER•SEARS ARCHITECTS ,15'-0" P-2 P-5 P-4 20/ .2 1,1/53.2 3'-0 3'-0" 3" CMU Qfrc 2/53.2 SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING SLAB -ON -GRADE PER PLAN NOTE 14 2 REFERENCE EL.=0'-0" DATUM EL.=24.13' 111-0" 15/53.2 I,1/53.3 I,1/53 ,1/53.3 (2) MEZZANINE COLUMNS LOCATED ON GRID 2.1 15/53.2 X025 5" U 4/54. 11/54.1 STAIR FRAMING PER PARTIAL PLAN OF 20/56.2 20/54.1 14/53.2 15/54.1 b 15/53.2 4.1 TYP. TYP. 1 1=1 1 1=1 11 =11 11 11 =1 11 =11 11 24'-3" 11 =11 11 =1 1 03) 1 =I 11 16'-3" 1 1=1 11=11MIN) r+ l COLUMN EXTEND TO ROOF 4( 15/5-.3 5/563 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1, TYP. 9- 2/56.1 11 =MI 11 =I 11 11 I5/5 1 11 =II 11 =81 11 =1 11 =111 1 MEZZANINE FRAMING 1/8" =1'-0" • i FRAMING MAY BE OMITTED IF MZANINE 15 NOT BUILT H55 IOx6x%4 [I3' -I 1%4"] THE ONLY STRUCTURE FOR MEZZANINE TI 15 THE FRAMING NOTED WITH * IN THIS ZONE AND FRAMING PER 20/56.2 . OTHER FOUNDATION 4 FRAMING SHOWN ARE EXISTING 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 SPEGIFIGATIONS BELOW SLAB AT INTERIOR SPAGES OVER FREE -DRAINING GRANULAR FILL PER SPEGIFIGATIONS. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION $ 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 LOGATIONS MUST BE APPROVED BY THE ARGHITEGT. SEE 10/53.1 FOR TYPICAL JOINT LAYOUT AND SLAB POUR SEQUENCE. 3. TOPS OF ALL FOOTINGS SHOWN IN THIS PLAN SHALL BE AT ELEVATION -I1-6", U.O.N. OVER EXCAVATE AND PLACE SUITABLE COMPACTED FILL A5 DIREGTED BY GEOTECHNICAL ENGINEER WHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. LEGEND: x' -x" TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION FOOTING MARK PER 20/53.3 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 MASONRY LINTEL PER 5/54.1 HIGH LOAD GONNEGTION PER 10/55.2 4. SEE ARCHITECTURAL/MEGHANICAL/GIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH IS/53.1 . 5. THE FLOOR SYSTEM CONSISTS OF 3/4" GYPGRETE TOPPING OVER 3/4" T$G SHEATHING (PANEL SPAN RATING 45/24). BLOCK * NAIL SHEATHING PER PLAN NOTE 6. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. 6. AT AREAS INDICATED A5 BLOCKED DIAPHRAGM, PROVIDE 2x FLAT BLOCKING (PER GENERAL STRUCTURAL NOTES) AT ALL UNFRAMED PANEL EDGES. NAIL SHEATHING AT ALL PANEL EDGES, DIAPHRAGM BOUNDARIES, BLOCKING,AND EXTERIOR SHEAR WALLS BELOW W/ (2) ROWS OF IOd @ 5"oc, EACH ROW STAGGERED. NAIL SHEATHING IN PANEL FIELD TO ALL STRUTS, STRUT BLOCKING, AND INTERIOR SHEAR WALLS BELOW W/ (2) ROWS OF IOd @ 4"oc, EACH ROW STAGGERED. SPACE ROWS %" MINIMUM AND MAINTAIN A MINIMUM 3/8" JOIST AND PANEL EDGE DISTANCE. NAIL SHEATHING AT ALL INTERMEDIATE SUPPORTS W/ 10 @ 12"oc. SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. FOUNATIOM F 1/8" =1'-0" MASONRY SHEAR WALL THIS LEVEL PER 16/54.1 SHEAR WALL THIS LEVEL 5W -x PER SCHEDULE OF 20/56.1 HD PANEL MARK PER ELEVATION OF SHEET 53.1 GMU WALL PER 16/54.1 (USE TYPICAL REINFORCING PER 16/54.1 FOR UNSGHEDULED WALLS) HOLDOWN THIS LEVEL PER SCHEDULE OF 1/56.1 BLOCKED DIAPHRAGM PER PLAN NOTE 6 REVIEWED FOR i ODE.,CQMPLIANCE rt APPROVED FEB 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE coco N I- II- ..., r r 1 1 1 1 1 0 z 1411 Fourth Are.,Seite 1304 Slott 1e,11Ftshia`tw11111 7e1.214.02.4170 Fu.204.112.1404 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P: 206/343-0460 SEATTLE, WA 98104 E: 206/343-5691 lad co en 122 en C Isom 610 COlezrQ Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: BUILDING B FOUNDATION PLAN Sheet Number: S2.1 ® 2010 FULLER•SEARS ARCHITECTS 0 r 1- m 9- CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1, TYP. 18/55.4 WI4x22 [21'-0141 13/55.4 V N N II N 18/55.2 SUPPORT FRAMING 10/55.1 EL.:28'-0" 4/55.4 5455.3 4 STRUT 8/55.$ L do 1 do 0 0 do N do 4 STRUT 4 STRUT do do i 0 N do N do 4 STRUT WI2x26 8/55.2 T.O. STEEL EL. -261-81/8 u 11/55.4 [HI 4 5x5x% 20`55.2 [Li 18/55.4 /55.4 [H] 101I4x22 [26'-63/81 4 5x5x546 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 (W8 CONDITION) NOTE 1 21 1I 10116x26 STRUT G=11 15/55.4 N N 0 15/553 A co 8/55.1 4 0 O N 0 T.O. STEEL EL.=27'-23/ "\ 28G4N8.2K NOTE 10/55.4 20/55 4 20/5 12/55 wiaxz2 .2 [LI 4 [H] [26'4541 11/55.4 [H] Id: Ia/55.3 GI0x15.3 [26'-c11/21 MEZZANINE MEGHANIGAL UNIT PLATED PER PLAN NOTE 1 N p T 4 I STRUT do do do -( O do (Ni do 4 STRUT 28G4N8.2K STRUT (8k) 4 STRUT - do 0 CNI do I do do I 4 STRUT x/S5.4 � / / / / / / / / / / / / / / / / / / / / / / / 4 STRUT I do I / / _ T STRUT I T.O. STEEL EL.:26'-0/2" / / / / / I) / / / / / REINF. DECK OPENINGS PER 3/55.1 6/55.4 3/55.3 PLAN NOTES: I. ROOF DECKING SHALL BE I%2" 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 CONCRETE 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 CHORD 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 . S. THE GENERAL CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECKS PER GENERAL STRUCTURAL NOTE 16. ALL OPENINGS MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCHITECTURAL, MEGHANIGAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN. CONTRACTOR SHALL COORDINATE OPENING DIMENSIONS AMONGST ALL TRADES. LEGEND: [x' -x"] TOP OF STEEL BEAM ELEVATION T.O. 5TL. TOP OF STEEL EQUALS BOTTOM OF METAL DECK EL=K -X" 4 STRUT 4 5x5x54s - SPLICE PER 14/55.1 [H], [L] RELATIVE PLACEMENT OF FRAMING MEMBER OR DETAIL GUT. [H] HIGH, [L] LOW TL=xk TOTAL LOAD (KIPS) LIVE LOAD (KIPS) LL=xk G=x" AMOUNT OF CAMBER REQUIRED AT BEAM MIDSPAN SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. ,//////////// MASONRY SHEAR WALL STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. ROOF FRAMING PLAN 1/8" =1-0" „of REVIEWED FOR o D E COMPLIANCE . APPIOVED FEB 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.I. PERMIT SUBMITTAL IIIII '151_0" DATE Co N 1 1 Ir.' IIIII r r 24'-8" I6'-8" 21-4" r 26'-4" r r r r T.O. STEEL ISKYLIGHTS PER ARGH'L TYP. SEE DETAIL 2/55.1 FOR CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1, TYP. 18/55.4 WI4x22 [21'-0141 13/55.4 V N N II N 18/55.2 SUPPORT FRAMING 10/55.1 EL.:28'-0" 4/55.4 5455.3 4 STRUT 8/55.$ L do 1 do 0 0 do N do 4 STRUT 4 STRUT do do i 0 N do N do 4 STRUT WI2x26 8/55.2 T.O. STEEL EL. -261-81/8 u 11/55.4 [HI 4 5x5x% 20`55.2 [Li 18/55.4 /55.4 [H] 101I4x22 [26'-63/81 4 5x5x546 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 (W8 CONDITION) NOTE 1 21 1I 10116x26 STRUT G=11 15/55.4 N N 0 15/553 A co 8/55.1 4 0 O N 0 T.O. STEEL EL.=27'-23/ "\ 28G4N8.2K NOTE 10/55.4 20/55 4 20/5 12/55 wiaxz2 .2 [LI 4 [H] [26'4541 11/55.4 [H] Id: Ia/55.3 GI0x15.3 [26'-c11/21 MEZZANINE MEGHANIGAL UNIT PLATED PER PLAN NOTE 1 N p T 4 I STRUT do do do -( O do (Ni do 4 STRUT 28G4N8.2K STRUT (8k) 4 STRUT - do 0 CNI do I do do I 4 STRUT x/S5.4 � / / / / / / / / / / / / / / / / / / / / / / / 4 STRUT I do I / / _ T STRUT I T.O. STEEL EL.:26'-0/2" / / / / / I) / / / / / REINF. DECK OPENINGS PER 3/55.1 6/55.4 3/55.3 PLAN NOTES: I. ROOF DECKING SHALL BE I%2" 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 CONCRETE 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 CHORD 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 . S. THE GENERAL CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECKS PER GENERAL STRUCTURAL NOTE 16. ALL OPENINGS MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS. SEE ARCHITECTURAL, MEGHANIGAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN. CONTRACTOR SHALL COORDINATE OPENING DIMENSIONS AMONGST ALL TRADES. LEGEND: [x' -x"] TOP OF STEEL BEAM ELEVATION T.O. 5TL. TOP OF STEEL EQUALS BOTTOM OF METAL DECK EL=K -X" 4 STRUT 4 5x5x54s - SPLICE PER 14/55.1 [H], [L] RELATIVE PLACEMENT OF FRAMING MEMBER OR DETAIL GUT. [H] HIGH, [L] LOW TL=xk TOTAL LOAD (KIPS) LIVE LOAD (KIPS) LL=xk G=x" AMOUNT OF CAMBER REQUIRED AT BEAM MIDSPAN SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. ,//////////// MASONRY SHEAR WALL STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORGE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. ROOF FRAMING PLAN 1/8" =1-0" „of REVIEWED FOR o D E COMPLIANCE . APPIOVED FEB 18 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER Mon, 01 Feb 2016 - 10:55am REMARKS T.I. PERMIT SUBMITTAL IIIII DATE Co N 1 1 Ir.' IIIII 6 z TeI.211.i02.f110 Fu.214.N2.1410 1411 Fourth Are., Suite 13104 Sent le,NisbiWoo 91101 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P. 106/343-0460 SEATTLE, WA 98104 F. 206/343-5691 IMMI poi m7 a co Dm= Cid Iteld 101. oal In • en cc M Idol co Mir I6211 VIMM Job Number. S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: BUILDING B ROOF FRAMING PLAN Sheet Number: S2.2 © 2010 FULLER•SEARS ARCHITECTS REMARKS T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE (To 0 N r r TIIIII ARGH'L DRAWINGS EXTERIOR PAVING WHERE OCCURS PER ARGH'L/CIVIL 24 �� *4 -1 PANEL PER PLAN 0 z - i I I. = 0'=0" SLAB 4 REINP. ti) v W F V 4 1411 Fourth Are., Suite I3114 Seettle,lOkshiu;too 11141 Te1.244.412.4170 Fu.241.612.441 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 01 ILA ER g M la coDOM palmi WC - en mE m . COD Pon 5 Job Number: S101203-02 Dote: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number: S3.2 ® 20,0 FULLER'SEARS ARCHITECTS I I I I el. per arch'I RECESS AT OVERHEAD TRUCK DOORS PER ARGH'L DRAWINGS EXTERIOR PAVING WHERE OCCURS PER ARGH'L/CIVIL 24 �� *4 -1 PANEL PER PLAN oo===11111 '� - i I I. = 0'=0" SLAB 4 REINP. U < w PER 5/53.2 24 #5 x 24 n§ I6"oc TYR STEM REINFORCING FOOTING REINFORCING PLACE CONTROL �- JOINTS @ 40'-0"oc 00. PROVIDE PREF-DRAINING x ®24 oc W/ REINF. PER ELEVATION H BI is 52 tf VERT. HORIZ. TOP ' MAX. AT WALL W/ o°do o MATERIAL A5 SPECIFIED UP TO 5' , 1" I'-611 12" #4 #4 # �) SMOOTH DOWELS / PER CIVIL DRAWINGS 4 SPEGIFIGATIONS t o • s z 3 8" @ 18" @ 12" ,. � TO MATCH HORIZ. . / =1i Il 1 r 6' q" 811 I'-6" 12" #4 @ IS" #4 12 @ (4)# %°° REINP. (GREASE ONE END) // 1 • 0I 1...•• or-, 0 • I ° °° o ,o fib°° * b °S �_t• ° I I I I = I I tl I I I 11 1'-0" 5" 21-0" 12" #4 ®l0" #4 e 12" #5 � " 5 PER GENERAL STRUCTURAL NOTES 11.11=11 II - --'� 01.1� 11=11-11 =11 - I I I d I I II (2)#5 CONT. i • z 111- 11E11 CONT. I%2 "x3%2" KEYED JOINT 8 . 11-3" 5"2'4" 12 #5 @ 12"#4 @ 12 @ 12 5ZQ z - 111 \ \ NOTE MAXIMUM HORIZ. DESIGN PRESSURE = 40 PGF 4' REINF. PER 5/53.2 FOOTING PER 5/53.2 : MINIMUM ALLOWABLE BEARING = 2500 PSF COEFFICIENT OF FRICTION = 0.4 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 250 PGF BI is , // B2 I 3031 / 3011 5 FOR GALL -OUTS FOOTING PER 20/53.2 IN COMMON SEE AT SIM. 3708 DETAIL 15/53.2 2 3 5 PER ARGH'L POST PLAN PER ��-� ABU44 IN/ / EXP. BOLT (EMBED 4") 1/2"4, ---'�-,-- • PER RGH-1'L 24 #5 I6 "oc WALL BEYOND , :,:. • x241-@ NP' I f I -II CONT. GALV. 4 4x4x1/ '1T SLAB -ON -GRADE = I I . IN/ %2"� x 4" STUDS PER PLAN I I = 16 �� STUD WALL PER PLAN • , oc ANCHOR • _ _ C`' BOLTS PER GENERAL STRUCTURAL NOTES (PER 20/56:x° T SHEAR WALLS) EMBE MIN. BELOW BOT. F SLA. ,4T 51M. s. I \\40 0`.01,;.:o o°off, _ .,,, �:.,ithaii7: (2)#5 GOVT. i4 I I0o ;1 miEIII 1=� _ .II PANEL PER PLAN.11 *4 ®12"oc HORIZ. #5 ----11,--- .a 'oc �� VANF. TON ...,, • EATHING PER 20/56.1 1 SHEAR WALLS (2)#4 CONT. TOP 4 BOT. x L ®12"oc 6„ 11 8 TYP. ` 2x P.T. PLATE (3x P.T. PL A5 REQD. PER 20/56.1) / FOOTING PER PLAN 4 15/53.2 I 2-111":87,-, p• •• °Op7l• • - • • • • =n = i - i► Al = IEIIE d°?6; .' #4x4'-0" @ 18"oc I I 11-6,", 3029 �� #5®12oc I (I ��I = I I = • • •3026 EA. WAY -11-11 0 ' , 1 0 BOTTOM 9 1 1 1 2 bRevitDE.,COPLIANCE WED FOR0 �' .'` A P kOVED t 1. FEB 18 2016 -- 611 STUDS PER 10/5.1 5" STUDS PER 10/51.1 BOTTOM TRACK PER I5/51.I (ANCHOR BOLT CONN. PER 20/56.1 411 AT SIM. RECESS AT OVERHEAD TRUGK DOORS PER ARGH'L DRAWINGS, 24 4 -I 24"oc I o 1 GRID $ COL. - City of Tukwila Rt1ILDING DIVISION AT SHEAR WALLS) SHEATHING PER 20/56.1 AT SHEAR WALLS>I 1/2" EXP. I JOINT OR MEMBRANE SLAB -ON -GRADE i BOND -BREAKER WHERE OCCURS el. = 0'-6" at ext. wall x @ *4 BASE PER 15/53.3 , � � TYPE II (TRUNCATED PER 15/53.3 WHERE I 1 STEEL COLUMN PER PLAN SLAB PER -ON -GRADE PLAN CONT. FINISHED GRADE SLAB -ON -GRADE �, el. = 0'-0" at int. walls READ.�,• el. per plan J PER PLAN el. per plan . " RECEIV I CITY OF TU I CONTINUE REINF. INTO -- �t • SPREAD FTG. PER 15/53.2 - - FEB 02 2 =11=11=11E1111 . 1 11 o�°°O:�':��1: °P°�oo.�:�T: o �,. • = ,o ° °° z el. •- •S ..;11 11�11I (2)#4 CONT. T P :�=��ig =__ =IMI IIIA IE #4 - I EMIR- 12 HORIZ. I = = = PERMIT CE' II per plan #4 24"oc 0 ice° o el. •er •Ian @ oc _ z el. •er ,Ian @ (ALT. HOOKS) • ,• �° (' 08 I I #4 "oc REINF. PER 1.---� 0 1 Q @ 16 VERT. � o � 0 SCHEDULE OF 20/53.3 , , � • a w Y ALT. HOOKS FTG. PER 15/53.3 OR (2)#4 CONT. EQ. / EQ. 10/53.3 WHERE OCCURS FOOTING PER 20/53.2 3014 1 3 FOR GALL -OUTS FOOTING SIZE - CONTINUE 2'-0" INTO SPREAD 4" I' / 6" U.O.N. 3025 4" IN COMMON SEE DETAIL 15/53.2 / 3700 PER SCHEDULE OF 20/53.3 1 4 FTG. WHERE , , 1 5 OCCURS 1 6 I I 7 I III GRID WHERE OCCURS {N/DTH QEPTH BOT. RF/NF. TOP RE/NF. BOTTOM TRACK PER 15/51.1 LONG. TRANSV. LONG. TRANSV. PANEL PER PLAN - REINF. PER ELEVATIONS 11 31-0" 21" (6)#5 *4 @ 12"oc (6)#5 4 @ 12"oc - 346 V <3 -sides " - EXP. JOINT OR MEMBRANE 1 `5" j EMBED .4 PER 12/53.4 5'-0" 30" (05 4t5 @ 10"oc (6)1t5 #5 @ 10"oc - LOCATE PER ELEVATIONS INON-SHRINK n PACK CONN. W/ NON-METALLIC GROUT PRIOR TO BACKFILL - BOND -BREAKER SLAB -ON -GRADE PER PLAN -�� 8" STUDS PER 10/51.1 # (2) 4 GOVT. TOP #4 ' it 3/e"x5Yx0'-1" return weld only y� �/ SLAB -ON PER PLAN GROUT -GRADE PROVIDE 3" MIN. COYER 1 11 It /4 x411 x0I- 5" top 31 on> sib 11 effective sides of plate II I �/4) i �6 throat PJ.P w/ 46 / reinforcing fillet el. per plan 1 11 ®16"oc VERT. . o ALT. HOOKS EMBED PER 13/53.4 -LOCATE PER II 11 EMBED If. 3/ "x6"x1'-3" I I III °0,°s,�: .`1, • CONTINUE FOOTING ELEVATIONS -11= I , ' W/ (2) ROWS OF (3)#6 x 12 L D2L's @ 6"oc : I ' �; I III � _ 8" REINF. PER ADJACENT • II6 �- #4 DETAILS °• •; -°° •I• %i� `o°o.° - 12 el. per plan �'$:.: �!; oJ�::•oE,.• J�_ el. •er •la z 12"oc HORIZ. REINF. PER 13/53.2 EMBED "x6nx11-011 I I I I= no = Ilk,, o N ___I 11 •111 Ili 4 I I • I EL W i. W/ (4)#5 x L D2L's ` ,; @ 4"/6"oc 10 11 11 11-117_7 _ 1E11 FOOTING D" • IN P R TOP REINF. PER SCHEDULE c = _ _ _ _ • • Q 0 m 1 G ERE OCCURS •• (3)#4 CONT. WI # •2 �' • N5 Re FOR GALL -OUTS WIDTH 3702 3706 1 1 BA �x` � .� t ` ��s �i:� 4 x tfi� / � �� FOOTING � �„ �• PER AT SIM. 3012 20 -� IN COMMON SEE co DETAIL 20/53.2 I PER PLAN BOT. REINF 82 19�, 5KE �. 5 ,{,�31►� � BI MAN '1 :RANGE 4., PER SGHED. I ILA ER g M la coDOM palmi WC - en mE m . COD Pon 5 Job Number: S101203-02 Dote: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number: S3.2 ® 20,0 FULLER'SEARS ARCHITECTS I 1 I 1 DECK SPAN / DIREGTION I —�� PUDDLE WELD I I. MAXIMUM DEGK SPAN = 8'-6" c. to c. (TWO OR MORE GONTINUOUS SPANS). LOCATIONS USE HEAVIER IS GAGE WHERE DEGK REQ'D FOR SINGLE SPAN GONDITIONS OVER 6'-6" c. to c. 2. PROVIDE (2) ROWS OF (1) k2' EFFECTIVE PUDDLE WELDS PER SHEET TO - DEGK SPAN /U ..- DIRECTION I 4 6x4x54 (LLV) 0 z / 4 5x3x%4 • 4 4x(LLV) 8'-0" MAX. 1 o "x xt 4 bx4A6 (LLV) i- PLAN V/F/'Y o 5x3x14 < EACH GH SIDE ALL IN STEEL STRUT 4 BRACED FRAME BEAMS AND INTERIOR CMU WALLS I4" MIN. PERPENDICULAR TO DEGK FLUTES. PROVIDE (1) %2"� EFFECTIVE PUDDLE WELDS PER SHEET TO ALL OTHER SUPPORTS PERPENDICULAR TO DEGK FLUTES. o �i 5x3x%4 o PLAN VEIN TYPE = A5C P5 -.b kV/ FOLLOPVING MIN. PROPFRT/55: PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY (1362 plf ISGA DEGK PER 22GA. i 1. 11 3. PROVIDE / EG PR IDE 2 � EFFECTIVE PUDDLE WELDS AT a oc TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DEGK FLUTES AND WHERE DEGK OR VERCO PLE3 36, 660 GALVANIZED ORIENTATION CHANGES. PROVIDE %"; EFFECTIVE PUDDLE WELDS @ I6"oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT ALL DECK SEAMS @ 24"oc W/ PUNGHLOK SYSTEM FROM VERGO DECK OR THE DELTAGRIP SYSTEM FROM ASG, U.O.N. PER PLAN. REQUIRED = 5a2If p 5. DEGK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING IGC -E5 PLAN) RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DEGK ISGA. INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 4 3x3x% mgig ED ED O I>< EACH SIDE 4 5x3x14 typ . �' 416 ' / 346 4 6x4x% (LLV) ` ' \ r - -r'- r JOIST MFR. SHALL RESIGN JOIST FOR 0.1k TL POINT LOAD 346 V NOTES. � I. WELD DEGK 2. NO REINF. 3. LARGER OPENINGS � TO ANGLES REQUIRED MUST \ � W/ 1/2"c1) PUDDLE WELDS ®6"oc FOR SINGLE OPENINGS 4"1 or 4"I BE COORDINATED W/ ARCHITECT SECT/ON � ALL AROUND OPNG. or LESS. ENGINEER. 3 r (� -- I -- r \ tyP• 5ECT/ON I = 0.115 in.4 3 I - 0.302 in.4 3 5 = +0.180/-0.185 in. 5 = +0321/-0.335 in. 6. REINFORCE DEGK OPENINGS PER 3/55.1 , U.O.N. DEGK OPENINGS Fy = 38 ksi Fy = 38 ksi MAY NOT BE SHOWN ON PLAN - SEE ARCH'L $ MEGH'L FOR ADDITIONAL 5000 INFO. 5 J NOTES: I. WELD DEGK ALL AROUND L 3�6 I TO ANGLES W/ %2"� PUDDLE OPNG. Sk l � J WELDS ®6"oc I ht Support � pp L 51135001 From in 2 g 6 7 8 9 el. per arch'I attach per deck notes DECK PER PLAN 1 4 4x4x14 CONT. IN/ 1/211 EXP. BOLTS PANEL PER ELEVATION 24"oc (EMBED 314") MIN. OF (3) BOLTS PER PIECE NOTES: 1. 1/2" A301 ANCHOR BOLTS MAY BE SUBSTITUTED ON AN EQUAL BASIS WITH EXP. BOLTS. 2. LEDGER SHALL OCCUR AT ALL INTERSECTIONS OF ROOF DECK AND CONCRETE WALLS, UNLESS OTHERWISE NOTED. 5100 3. PROVIDE SPLICE CONNECTION PER 15/55.1 AT ALL ANGLE JOINTS 1 0 11 1 2 1 1 c:iriz--;--v-- SECTION 3/8"x3"x1'-0" 1 1 1 1 1 mis.ems =mon lir- T. . per deck LEDGER 4 PER DETAILS PANEL JOINT V � 3,16 PLAN VON welding notes SECTION ROOF PER PLAN DECK EXTEND TOP LEG 2" OVER SUPPORTING MEMBER MIN. in TVP. MAX._ANGLE � SPLICE �t'Ix5I'I" ANCHOR BOLTS--. DETAILS I'-6" MAX. 1'-b" MAX. STRUT PER PLAN Ln 17PER strut 3�6 2 oto joist I'-0" MIN. /r I' -O" MIN. PROVIDE SPLICE s IN SIMILAR MANNER TO CONNECT RE j E D FOR CODE CCi{PLIAI�CE APPROVED FEB 18 2016 501 1 RECEIVED N.T.S. CITY OF TUKIIVI�A 1 5 JOIST PER PLAN WF STRUTS TO ANGLE STRUTS 5105 1 4 1 6 1 7 1 , • ' City Of Tukwila FEB 02 2016 <per deck notes DECK PER PLAN - ORIENTATION VARIES PLAGE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT BUILDID I IC PERMIT CENTER OF BOLTS IN WHICHEVER SET COMPLIES W/ / RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES / j i TYP. BOLT SPACING % ::..:•` ::.. i/--- (DECK DIRECTION VARIES) .::. <r -f o o • ' . - tn o 4" '®�� el. varies , �- :..:. SFGT/ON NOTES: TVP. / :. ::.: , • / 1 ® � .. i� 3 3 �� / ��: �:.'•�.:�• �r I. / � A301 ANCHOR BOLTS MAY BE SUBSTITUTED LEDGER 4 4x4x/ CONT. W/ ON AN EQUAL BASIS WITH EXPANSION BOLTS. /41147 EXP. BOLTS @ 24"oc SECTION 3 454" TVP. W/ 4/ EMBED. (MIN. 3 2. LEDGERS TO OCCUR ALL INTERSECTIONS BOLTS PER PIECE) - SEE 5/55.4 OF DEGK $ MASONRY WALLS, U.O.N. FOR ANCHOR BOLTS READ. 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL AT JOISTS ;:•:�,;.. � :; ':: /...:..:....::..;: :::....:`.:., • _:� / `j' / , i' .:...........:.... , 1 S ° ; EMBED /s"x6" CONT. i W/ /2°47 x 6" STUDS 24 oc, TVP. MIN. 811 BOND BEAM PER — GENERAL STRUCTURAL NOTES, U.O.N. / / / WALL WOULD OTHERWISE BE LESS THAN 4/2", USE REINF. PER GENERAL LEDGER W/ LONGER VERT. LEG. STRUCTURAL NOTES NOTE: / A MASONRY PER PLAN 4. EXP. BOLTS SHALL HAVE MIN. b" OP EDGE DISTANCE IN SOLID GROUTING ON ALL 510E5. GROUT SHALL ACHIEVE '. MIN. 2000 P5I STRENGTH PRIOR TO BOLT INSTALLATION. I�Yud VI T r 4005 - 20 GUT BLOCKS AT TOP OF WALLS TO MATCH ROOF SLOPE. /� - 4007 1 � I Mon. 01 Feb 2016 - 10:56am CC Li T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE Co N 1- r. I 0 z 1411 Furth Ave., Suite13B4 Seettle,IRtthiejtu11111 Te1.244.6UI.4111 Fu.214.01.44E1 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 N 206/343-0460 SEATTLE, WA 98104 F: 206/343-5691 GIC eei l 4n422 on 7 n men � on M ® w CD Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: TYPICAL METAL DECK DETAILS Sheet Number. S5.1 20,0 FUIIER•SEARS ARCHITECTS 1 2 I II 0 1 II DATE C N r r r I I I i I 0 z 346 H55 FRAMING PER 20/55.1 FACE OF GONRETE EMBED 3/8"x12"x1'-0" OR GMU WALL W/ (4)3/"47 x 6" 5TUD5 8"oc EA. WAY O @ grind smooth PLAN FOR GALL -OUTS IN GOMMON SEE DETAIL 01/55.1 5708 4 5706 T ical H55 to H55 Connection 5 �p 6 7 ft 1/4" 3/8" GAP JOIST PER PLAN T. - DIM.0 PER ARGH'LH55 W/ WEB FILLER AT 4 11 5x5x4 HANGERS (1'-0" MIN. LONG) R el. per arch'1 GMSTGI6 STRAP x 4'-0" 10 I I �e V <weId to hss AT HANGERS W/ NAILS grind smooth 3" MIN. I 1 AT 3"oc k1 1/8"47 TIE -ROD II 1 1 1 1 1 1 1.1.1 1 1. ` L5L 3%2" BLKG. x (3) -11 #2%2 GLEVIS IN/ 111W PIN 4 �/ j JOISTS BAYS (4' LONG MINIMUM) zi l H55 PER 20/55.1 4 /�• H55 0 , TYP. U ; �� it 3/g" ‘4"�� HU HANGERS 3�6 r - DIM. y el. ser •Ian PER ARGH'L BEAM PER PLAN ,1 , /�� '�al _ — 1 — — — — 1 . PER 20/55.1 DECK _ _ _ SLOPE PER ARGH'L H55 PER 20/55.1 , TY'. WHERE H5S DOES NOT H55 PER PLAN OGGUR EXTEND DOWN 3/f61/2-12 1NOTE: 2" 12" 5707 i 3/8 "xb" 5705 A5 SHOWN TTif NV NOT ALL FRAMING �� 2 typ.> �4 % (2)3i "� BOLTS SHOWN FOR CLARITY Q � Typical H55 Corner Connection 10 CONT. BENT /q x 311 SIJ ®3oc �p 11 12 13 NOTE: ALL EXTERIOR CANOPY STEEL SHALL BE GALVANIZED. WHERE FIELD WELDING OCCURS OMIT GALVANIZING AND APPLY PAINT ON GALVANIZING AFTER FIELD WELDED CONN'S. ARE MADE. PER ARGH'L HSSIOx3x% [11'-10"] PER ARGH'L I IO/55.1 i REVIEWED FOR TYP. AT i t-�-......-..---..� �- — SHEAR TABS '' PER 01/55. CODE.CQMPLIANCE CORNERS , ! • APPROVED TYP 18 2016 i FEB rT- 5/55.1 City of Tukwila HSS 6 TYP. BUILDING DIVISION 2x3/(6 [111_611] -__._...-- 0 • � PER ARGH'L 14 = IJ _ 20 GAGE RO0 DECK PER 5/55 16 17 18 I�Y, X 0 X Xj 'O SOI STEEL COLUMN z PER PLAN f TIE -ROD { PER 01/55.1 TYP. H55 6x2016 1 ! , [111_6"] -a_ - . ..aj 4 ER ARGH'L 546 / 01/55.1 AT STEEL GAP ff. 4" e CONDITIONS 3�6 % N' — 4/55.1 AT CONCRETE e1. al OR GMU GONDITIONS per plan tr Y 1211 < %4"x4"x01-8" rcn II /_ L I (ONE SIDE) It 4" 9---- GAP AT — — — ► H55 ENDS, TYP. - --- --;, RECEIVED l 1 CITY OF TUKWILA T I 346 Vit H55 I0x3x 6 \- EA. 51DE hes WHERE OCCURS i si16 V yp' to [I I 1-101 FEB 02 2016 0 > l CENTER r4 4 4x4x3/8 x o'-511 TOP 4 BOT. FACE OF BUILDINGPERT H55 BEAM OR GONG. WALL PER PLAN w °- '�6 5709 5704 r 4Yl� iG4'kntY' .UYit 4 �gPlan LU 0 LL O 0 REMARKS T.I. PERMIT SUBMITTAL I II I 1 II DATE C N r r r I I I i I 0 z 1411 Fourth Are.,Soite1304 Seattle,Washington91111 TeI.204.f12.f170 Fu.2K.f12.f4/0 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P. 206/343-0460 SEATTLE, WA 98104 P. 206/343-5691 eine2 1223 IZEM NX ammo El lantaW CC IAA Moms 12221 ®® Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By, MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number. S5.7 ® 2010 FUL1ER•SEARS ARCHITECTS SHEATHING AND TOPPING PER PLAN NAIL SHEATHING TO BLOCKING IN/ 10d @ 4"oc L JOISTS PER PLAN 3x PLATE RIPPED TO MATCH FLANGE WIDTH 2x BLOCKING @ 48"oc (STAGGER EA. SIDE OF WF BEAM) PAI23 @ 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ANCHORS SHALL ENGAGE HORIZ. REINF) SHEATHING AND (8) 16d @ 4"oc STAGGERED AT EA. SIDE OF SPLICE 16d @ 12"oc STAGGERED ELSEWHERE TOPPING PER PLAN 6516x4'-0" (ADJACENT TO PAI23) 1 ,T��T L J 1 MOM= IIIIMISMIE111111111111111111 _♦ cm\ REINF. PER GENERAL STRUCTURAL NOTES ((2) #5 MIN. CONT.) TOP GHORD SPLICE STEEL BEAM PER PLAN IN/ %"d1 GPL STUDS ® 32"oc (COUNTERSINK NUTS) 6720 1 J015T5 PER PLAN BOTTOM CHORD SPLICE 6'-0" MIN. BETWEEN SPLICES 2x6 FLAT BLKG ((3) JOIST BAYS - 4'-0" MIN) 3x 12 P.T. LEDGER IN/ (2) ROWS OF 3/"O ANCHOR BOLTS I6"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF) MASONRY WALL PER PLAN SPLICE TO OGGUR AT 4. OF VERT. STUD, TYP. 6715 2 6000 3 4 5 WEB STIFFNER EMBED . 3/s "x6 "x0' -S" IN/ (2)I/2"4) x 24" D2L's ® 4"oc (EMBEDS PER 12/55.3 AT SIN DOUBLE JOIST PER PLAN ' %4"x6 "x0' -Q" EA. SIDE W/ (2)34."4) BOLTS ® 3"oc MASONRY WALL PER PLAN 6716 6 MARK O HOLDOWN MIN. NUMBER STUDS, U.O.N. LOAD DETAIL REF. HDA SIMPSON 5/HDU6 2(ISGA) 6.1k 12/56.1 HDB SEE DETAIL SEE DETAIL SEE DETAIL 17/56.1 HOLDOWN SCHEDULE NOTES: OO NAIL PLYWOOD SHEATHING TO STUDS RECEIVING HOLDOWN IN/ SCHEDULED PANEL EDGE NAILING. STAGGER NAILS 50 THAT EACH STUD 15 NAILED. 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 HEIGHT) EA. SIDE OF OPENING. NAIL SHEATHING PER 'PANEL NAILING' COLUMN OF SHEAR WALL SCHEDULE SHEAR WALL PER PLAN 0516 STRAPS ABOVE 4 BELOW OPENING OVER SHEATHING FULLY NAIL STRAP EXTENSIONS II II 111 111 II NOTE: THIS DETAIL APPLIES WHERE SPECIFICALLY GALLED OUT ON PLAN. 0 11 NAIL HALF OF STRAP HOLES 6502 Shear Wall Opening 8 p 9 9 SHEAR WALL PER PLAN %,"x2"xO'-2" W/ STD. HOLE - WELD TO TRACK ON AT LEAST (2) SIDES IN/ I6GA x 2" FILLET WELD STEM WALL 4 REINF. PER DETAILS ANCHOR BOLT SIZE 4 SPACING PER 20/56.1 PER 15/57.1 #10 SCREWS EA. STUD EA. SIDE EMBED 1" 6733 10 KERF 1/4"x6"x0'-1" W/ (2)5/4"4) BOLTS MAX. KERF WIDTH = 3/8" BEAM PER PLAN BEARING It %2"x6" x BEAM WIDTH (DAP BEAM AT BEARING R.) 12n 1 211 IN NOTE: INCOMING BEAMS NOT SHOWN FOR CLARITY MAX. 546 COLUMN CONT. WHERE OCCURS GAP . 1/4" 6718 11 (2) STUDS MIN. PLACED BACK TO BACK AND WELDED TOGETHER PER 13/511 SIMPSON - HOLDOWN 5/HDU6 CONT. REINF. PER DETAIL =i JAI ADD'L STUD A5 READ. AT WALL ENDS -4— I 4- (2)#5x6'-0" CENTERED ON HOLDOWN ANCHOR AT MID -WALL CONDITION - (2)#5 x -1 18 AT END OR CORNER CONDITION ANCHOR BOLT SIZE PER SIMPSON CATALOG FRAMING CONT. WHERE OCCURS !4"xl nxol-11/2" WASHER IN/ NUT EA. SIDE 6701 12 L5L 3%2"x16" BLKG. STRAP PER PLAN 14" MIN. f. % "x4"x0'-4" - TOP BOT. EMBED It 3/6"x6"x0'-6" IN/ (2)/2") x 24" D2L's 4"oc, TYP. STIFF ft %4"x2%2" JOIST BLKG. PER PLAN CONN. PER 6/56.1 5461/ FOR GALL -OUTS IN COMMON SEE DETAIL 4/56.3 6719 16 I6GA. TRACK IN/ I%2" MIN. LEGS - CONNECT TO COLUMN IN/ 0.145"d) DRIVE PINS ® 4"oc STAGGERED FACE OF CONCRETE WALL I6GA. TRACK IN/ I%2" MIN. LEGS - CONNECT TO GONG. W/ 0.145"4) DRIVE PINS ® 4"oc STAGGERED AT STEEL COLUMN AT CONCRETE WALL STEEL COLUMN PER PLAN 6703 17 PANEL EDGE FASTENING PER SW SCHEDULE INSTALL BLOCKING AT PANEL JOINTS - GAGE SHALL MATCH GAGE OF STUD WALL SHEATHING PER 5W SCHEDULE LAID UP HORIZONTAL OR VERTICAL (BOTH SIDES WHERE NOTED) PANEL EDGE FASTENING PER 51N SCHEDULE ANCHOR BOLT SPACING PER SCHEDULE 1Lo SHEAR WALL SCHEDULE MARK SHEATHING SCREW SPACING AT PANEL EDGES 10 CONNECTION OF RIM JOISTS, OR STRUT TO TOP PLATE ® DRIVE PIN CONNECTION OF TRACK TO STRUCTURAL STEEL CONNECTION OF TRACK TO TRACK OR WOOD PLATE C ANCHOR BOLTING TO CONCRETE CAPACITY (ASD) ISGA. 51N -I %2" PLYWOOD 6"oc A35 @ 14"oc 0.145 4) @ 8"oc #12 @ 6"oc 3/"d) @ 60"oc 330 51N-2 %2" PLYWOOD 4"oc A35 @ I0"oc 0.145 4) @ 5"oc #12 @ 4"oc 3/"d) @ 48"oc 415 SW -3 %2" PLYWOOD 3"oc A35 @ 8"oc 0.145 4) @ 4"oc #12 @ 3"oc 3/4" d) @ 36"oc 620 5W-4 %2" PLYWOOD 2"oc ABS 12"oc LTP4 @ 12 oc (2) ROWS OF 0.145 6" STAGGERED #12 @ 2"oc 3/"(I) @ 28"oc 525 SHEAR 1NALL SCHEDULE NOTES: OO SHEATHING SCREWS SHALL BE THE FOLLOWING: FOR FRAMING MEMBERS 16 GAGE 4 THINNER, USE #8x1" FLAT HEAD SCREWS O REFER TO 20/51.1 FOR FRAMING SCREW REQUIREMENTS. ® ANCHOR BOLTS SHALL HAVE 2"x2"x%," WASHERS WELDED TO BOTTOM TRACK (SEE 10/56.1 ). ® SHEAR WALL CAPACITIES ARE BASED ON 2004 AI51 STANDARD FOR COLD -FORMED STEEL FRAMING - LATERAL DESIGN. ® AT SHEAR WALLS THAT REQUIRE A35 FRAMING ANCHORS FOR CONNECTION TO TOP PLATE, PROVIDE MINIMUM OF (2) A35 AT EACH 5HEAR 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 FRAMING IN/ PANEL SCREWS @ 12"oc. RE'/(EWED FOR DE COMPLIANCE APPROVED FEB 18 2016 • City of Tukwila I UILDING DIVISION RECEIVED CITY OF TUKWILA FEB 02 2016 PERMIT CENTER 6500 ear Wall Schedule 20 Mon, 01 Feb 2016 - 10:56am REMARKS T.I. PERMIT SUBMITTAL I I I I 1 DATE CD N T" V' T" 1 1 I I I 0 z x v 1411 Fourth Ave., Suite I3/i Stettle,Nhsbingtwl11111 Te1.2K.U2.41711 Fu.204.112.1419 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 R 2061343-0460 SEATTLE, WA 98104 R 2061343-5691 limm pan mom S y Z W Qi cm 00 = = Q W imm CD mon ler Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: SHEAR WALL SCHEDULE & DETAILS Sheet Number: S6.1 © 2010 FULLER•SEARS ARCHITECTS I . I I �� A +�'o ,a � o o� s),•5- I .� I I FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 CoCo N 1- 1,... r IIIII. ' P.T. 2x PLATE IN/ 3/4"4, ANCHOR BOLTS @ 16"oc - GOUNTERSINK BOLTS " 6 z H2.5 48"oc NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc - @ (ALIGN W/ FLAT BLKG.) 1001 @ 4 oc, TYP. -IN SHEATHING AND TOPPING PER PLAN bd @ 8 oc SHEATHING PER ARCM.. OR SPECS. STRINGERS PER / 3/56.2 , TYP. o<ss�� k*.k \ -•:: c •'� N.-\ i _ :14, 4x12 ,' -'11-'100T � . T T T Ti T T T T T T � i s 11 T I , l i • , l 2x BLKG. ...�V 15156.2 I I -I �a� I I� 1 I I I I I I 1 1 � I I ,,.'• .' 3/4"0 / / , / /LK&. PER v [� STRAP 2/56.1 JOISTS PER -- `/x\' 2x12 STEP AT 20/56.2 ', 2x12 LEDGER W/ (3) I bd EA. STUD „ 4 I bd @ 8 oc INTOI _ c, BOARD, TYP. (2)2x8 CENTER GOVT. CONDITION _- . ■ m _ _ _ _ 1II _ -- - - - 2 '`L 2x4 FLAT BLKG. „ @ 48 oc (ALIGN W/ STUD) BLKG. 2x8 CONT. AT EDGE CONDITION Typical l Stair Stringers �p 6705 P.T. 3x12 LEDGER W/ 1. ANCHOR BOLTS @ 12 oc - (3) BOLTS MIN. W/ (I) BOLT WITHIN ; , JOISTS PER PLAN LEDGER 2x12 I6"oc • 3/„ THICKENED SLAB ' HE FLOOR SYSTEM CONSISTS OF T4G BELOW PER 10/53.2 • 48/24). HEADER FOR GALL -OUTS IN COMMON SEE DETAIL 6/56.2 --)1---` DROPPED WHERE OCCURS 6710 1 611 OF EA. END OF LEDGER / CONTINUE P.T. PER 2/56.1 6714 SUILING E STA I R FOUNDAT NAIL SHEATHING EDGES W/ IOd ALL INTERMEDIATE GLUE SHEATHING ADHESIVE CONFORMING SPECIFICATION ION $ FRAM AT ALL @ 6"oc. SUPPORTS AT AFG-01. FRAMED PANEL NAIL SHEATHING AT W/ TOd @ 1211oc. ALL SUPPORTS W/ _ TO A.P.A. ING PLAN MASONRY WALL PER PLAN2 DIAPHRAGM BOUNDARY el. per orchil ' AGE POST GAP , NAILING `.- CONT. TOP PLATE - EA. SIDE SPLICE PER 3/56.1 WM4I2 HANGER - FLANGE OFFSET TO INSIDE OF BEAM AT COLUMN TYPICAL LANDING FRAMING LB HANGERS H2.5 48"oc SHEATHING PER 20/56.2 @ 2x BLKG. LU28 HANGER (LU525 2 r HANGER AT DOUBLESHEATHING - PER STRINGERS) - NAIL ; T -L-J 20/56.2 DIAPHRAGM NAILING BOUNDARY OVER WALL SHEATHING 1601@Soo h-,-. 1L / k< STUD WALL PER 20/56.2 -1 U JOISTS PER 20/56.2 SHEATHING PER 20/56.1 ,,-'' '' '' I 1 1 STRINGERS PER 3/56.2 , TYP. _ 8/56.2 ,� 4xI2 < 2x LEDGER IN/ (3)1601 EA. STUD AND Ibd @ 8"oc INTO BLKG. fl AT SHEAR WALLS il ii lin ; ;; STRINGER JOISTS PER 20/56.2 �I- LSTAIR WHERE OCCURS 6709 6 LUS HANGERS AT JOISTS COLUMN PER BEYOND 20/56.2 6/56.2 l I I I I I II - FOR CALL -OUTS IN COMMON SEE DETAIL 8/56.3 4 13/56.2 �, 6713 BEAM PER 20/56.2 6708 I I I S I Ia I I 13/621 .__L �� + ' II 'x12 @ 16 o 1/56.2 0 - 1 I - CMU PLAN/DETAILSIi' WALL PER V Ica _ 3/4" cg LIA `� � _ _ THE FLOOR SYSTEM CONSISTS OF T4G SHEATHING (PANEL SPAN RATING 48/24). NAIL SHEATHING AT ALL FRAMED PANEL "'`O 0 SHEATHING PER 20/56.2 BRIDGING PER 18/57.1 I �c %� �� j EDGES W/ 10d @ 6"oc. NAIL SHEATHING AT n - - ALL INTERMEDIATE " „ #10 SGREWS @ 6 oc A `� '' ,,,/ %(ORIENTATION JOIST PER 20/56.2 VARIES) � � - SUPPORTS W/ IOd @ 12 oc. U � GLUE SHEATHING AT ALL SUPPORTS W/ ' ADHESIVE CONFORMING TO A.P.A. LB HANGERS -ATTACH W/ (4)#8 SCREWS CONT. I6GA. TRACK W/ I" LEGS - ATTACH ' S T`�' I GSL. STA 11/56.2 IFRAM 1/56.2 AT WOOD FRAMING 2/56.2 AT GMU WALLDESIGNED I NG LAN SPECIFICATION AFG-01. FLOOR SYSTEM FOR 125 P5F SUPERIMPOSED LIGHT STORAGE. NAILING PER 3/56.2PER SHEATHING 20/56.2 © W/ (2) ROWS OF 3/8"V;v7- EXPANSION BOLTS @ 16 oc STAGGERED• ' ' A • ,,,- ' li '' - -IL 41 �T GNU WILL SEE STEEL CONDITION• FOR CALL -OUTS IN COMMON JOIST PER 20/56.2 LU528-2 �� ''' BEAM ,-- OR 20/56.2 PER PLAN V 10/53.2 51M. p+t` LU28 HANGER - HANGER AT DOUBLE CONT. 2x FILL PIECE THA2I3 SINGLE - THA218-2 HANGER AT 2x8 STRINGER AT DOUBLE BEAM PER 20/56.2 STRINGERS (HUG HANGERS WHERE REQD.) JOIST PER 20/56.2 #8 CONT. I6GA. TRACK STEP BOARD PER 3/56.2 2x8 PER WHERE STRINGERS HANGERS REQD.) SCREWS @ 12"oc /116" W/ LEGS -ATTACH OVER SHEATHING IV SHEATHING PER 20/56.1 AT SHEAR WALLS (3)#10 SCREWS EA. FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 6717 1 2 STRINGER PER 3/56.2 6706 1 3 -_ 6712 STUD STUDS PER DETAILS AT STEEL STUD J'ALLS I I OF LEVEL BELOW t S - - � I l-TT� I- .. - - 18156.2 I 1 1 1 1 1 1 1 i-1- -- - �-' - 1 6 I 1 110/p3.T2 1 1 1 1 1 1 1 1 L__ , - - - -__E- - - - -a- JI1V1ED 10/53.2 _t - - -- 4- +V ,Y,, FOR =ODE COMPLIANCE APPROVED 1 _ - - - r-=-4 FEB 18 2016 STRINGER PER 3/56.2 I I - _ _ City of Tukwila BUILDING DIVISION ASS CLIP EA. STRINGER ,' ;,. • .''' -' .„'' P.T. 2x10 IN/ %2110 ANCHOR BOLTS @ 16"oc I rri= I GAL. STA I IR FOUNDAT I ON FLAN OF TUKWILA FEB 0 2016 `' PERMIT CENTER I At SLAB -ON -GRADE PER PLAN _ Y JOIST PER 20/56.2 HANGER W/ 10d 1%2" NAILS • 'CITY _LU28 iL x �� - _•- STRINGERS (HUG HANGER WHERE III ii=11=11=ii III CONT. TOP PLATE -SPLICE PER 3/56.1 REX.) WALL PLAN -11=11-11- �. �� ' .�' a al!, rarnin = I-0 11 6704 4 i' Flans 2� THICKENED SLAB PER 10/53.2 6707 1 8 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 -- STUD PER 6711 1 7 Mon, 01 Feb 2016 - 10:56am REMARKS T.1. PERMIT SUBMITTAL I I I I DATE CoCo N 1- 1,... r IIIII. 6 z 1411 Fourth Ave., Seite 13111 Seottle,614ohingtoo 41101 TeI.201.102.4110 Fu.214.112.6411 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P: 206/343-0460 SEATTLE, WA 98104 0 206/343-5691 Ct cD les= lam ®C Ca CO Omni Ger Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager: Drawn By: MRM Sheet Title: STAIR PLANS & DETAILS Sheet Number: S6.2 ® 2010 FULLER'SEARS ARCHITECTS NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc JOIST BLKG. ® 48"oc JOISTS PER PLAN L U 3x PAD x I' -O" TO ALIGN W/ JOIST BLKG. CONN. TO BEAM IN/ (2) ROWS OF 0.141147 DRIVE PINS ®a"oc FOR GALL -OUTS IN COMMON SEE DETAIL 5/56.3 6100 3x PLATE RIPPED TO MATCH FLANGE WIDTH SHEATHING AND TOPPING PER PLAN JOISTS PER PLAN WEB STIFFENERS PER JOIST MFR's SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc SEAT STUDS TIGHT TO TRACK (NO GAP) JOIST BLKG. ® 48"oc 51UD5 ! TRACK `PER 5/56.3 A35 @ q "oc SEAT STUDS TIGHT TO TRACK (NO GAP) NAIL SHEATHING TO BLKG. W/ 10d @ 4"oc H55 4" 6" STUDS PER 10/51.1 5" STUDS PER 10/51.1 AT SIM. BOTTOM TRACK PER 15/57.1 STEEL BEAM PER PLAN 55 WHERE OCCURS) IN/ s/S"e? GPL STUDS ® 32"oc OUNTERSINK NUTS) OP TRACK PER 5/51.1 3/4" DEFLECTION GAP ALLOWANCE BRIDGING PER 18/57.1 STUDS PER DETAILS OF LEVEL BELOW 6001 SHEATHING AND TOPPING PER PLAN r NT. 31/2" L5L M. BOARD STUDS 4 TRACK PER 5/56.3 JOIST BLKG. 48"oc J DIAPHRAGM BOUNDARY (LING 16d 6 811oc JOISTS PER PLAN SEAT STUDS TIGHT TO TRACK (NO GAP) JOISTS PER PLAN 10d EA. SIDE CONT. (2)2x6 TOP PLATE - SPLICE PER 3/56.1 CONNECT TOP TRACK PER 15/57.1 TO TOP PLATE PER SCHEDULE OF 20/56.1 FOR GALL -OUTS IN COMMON SEE DETAIL 6i/56.3 SHEATHING PER 20/56.1 AT 5HEAR WALLS 6101 JOISTS PER PLAN SEAT STUDS TIGHT TO TRACK (NO GAP) FOR GALL -OUTS IN COMMON SEE DETAIL 20/56.3 6" STUDS PER 10/51.1 (5" STUDS PER 10/57.1 AT SIM.) 6731 10 SEAT STUDS TIGHT TO TRACK (NO GAP) ��. H55 i 4" BEAM PER PLAN TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES 11 FOR GALL -OUTS IN COMMON SEE DETAIL 5/563 FOR GALL -OUTS IN COMMON SEE DETAIL 20/563 REVIEWED FOR CODE CQMPLIANCE APPROVED 3x PLATE RIPPED TO MATCH 4 WIDTH SHEATHING AND TOPPING PER PLAN 6" STUDS PER 10/57.1 (8" STUDS PER 10/51.1 AT SIM.) CONN. TOP TRACK TO H55 PER SCHEDULE OF 20/56.1 SHEATHING PER 20/56.1 AT 5HEAR WALLS RECEIVED 6732 CITY OF TUKWILA FEB 02 2016 15 (E. H55 4" FEB 18 2016 City of Tukwila BUILDING DIVISION CONT. 4 4x4x1/4 W/ 1/2"4) BOLTS @ I2"oc (COUNTERSINK NUTS) - MAY BE OMITTED IF MEZZANINE 15 NOT BUILT JOISTS PER PLAN WEB STIFFENERS PER JOIST MFR'S SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENERAL G L NOTES PERMIT CENTER 16 17 18 19 6" STUDS PER 10/51.1 (5" STUDS PER 10/511 AT SIM.) BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN TOP TRACK PER 5/51.1 3/4" DEFLECTION GAP ALLOWANCE BRIDGING PER IS/51.1 STUDS PER DETAILS OF LEVEL BELOW 6730 20 Mon, 01 Feb 2016 - 10:56am REMARKS T.1. PERMIT SUBMITTAL I DATE CD r 0 N I"' I"' r I II 1 i I O z /too 11111 Te1.114.112.1I11 Fu.111.111.14IO 1411 Fourth Ave., Suite 1314 Seattle COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P. 206043-0460 SEATTLE, WA 98104 F: 206/343-5691 lawn psze fdi PO is 42 CZ CC y C CC 5 w F co Dm= ez) p co Job Number: S101203-02 Date: JANUARY 27, 2016 Principal in Charge: JEC Project Manager. Drown By. MRM Sheet Title: FRAMING DETAILS Sheet Number. S6.3 02010 FUIJ.ER•SEARS ARCHITECTS