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Home My WebLink AboutPermit D16-0103 - CONTROLLED PRODUCTS - TENANT IMPROVEMENT (NULL)CONTROLLED PRODUCTS 14520 INTERURBAN AVE S UNIT 150 D16-0103 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: 14520 INTERURBAN AVE S #150 Project Name: CONTROLLED PRODUCTS Issue Date: Permit Expires On: D16-0103 5/12/2016 11/8/2016 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: „ WA, LOUIE SANFT 6120 52 AVENUE 5 , SEATTLE, WA, 98118 UNIVERSAL BUILDING SYSTEMS Address: 27565 265TH CT SE , RAVENSDALE, WA, 98051-8209 License No: UNIVEBS863PM Lender: Name: LOUIE SAN FT Address: 6120 52 AVENUE S , SEATTLE, WA, 98118 Phone: (206) 930-9324 Phone: (425) 736-5258 Expiration Date: 10/14/2016 DESCRIPTION OF WORK: TENANT IMPROVEMENT CONSISTING OF OFFICE SPACE AND UNHEATED WAREHOUSE SPACE. OFFICE SPACE INCLUDES AN OPEN OFFICE SPACE WITH A KITCHENETTE AND 2 RESTROOMS ON THE FIRST FLOOR AND A MEZZANINE WITH 2 PRIVATE OFFICES AND ONE OPEN OFFICE AREA. Project Valuation: $51,475.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $1,712.06 Occupancy per IBC: B Water District: Sewer District: 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 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: vit This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 5: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 6: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: Masonry construction shall be special inspected. 11: 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. 12: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 14: 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. 15: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 16: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 17: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 23: The total number of fire extinguishers required for 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) 20: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 21: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 22: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 24: Maintain fire extinguisher coverage throughout. 25: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 26: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 27: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 28: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 29: 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) 30: 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) 31: 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) 32: 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) 33: 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: 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). 35: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 37: 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) 39: 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. 40: 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) 38: 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) 41: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 42: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 43: 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. 44: 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. 36: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 45: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 46: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 1400 FIRE FINAL 0201 FOOTING 0409 FRAMING 0606 GLAZING 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 0406 SUSPENDED CEILING 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. /6--0/ 03 Project No. Date Application Accepted:04705 Me Date Application Expires: /01 is/ii (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 14520 Interurban Ave. South 3365901605,3365901630,3365901570 King Co Assessor's Tax No.: Suite Number: D-200 Floor: 1&2 Tenant Name: 174;911. CONrlaDWEl2 Pei) I UCI PROPERTY OWNER Name: Louie Sanft Address: 27565 265th CT SE Name: A&B Properties Address: 619052nd Ave S Contr Reg No.: UNIVEBS863PM Exp Date: 12/31/2015 Address: 600 52nd Ave S City: Seattle State: WA City: Seattle State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: Louie Sanft Address: 27565 265th CT SE City: Ravensdale State: WA Zip: 98051 Address: 619052nd Ave S Contr Reg No.: UNIVEBS863PM Exp Date: 12/31/2015 Tukwila Business License No.: BUS -0996542 City: Seattle State: WA Zip: 98118 Phone: (206) 930-9324 Fax: Email: ericl@cplinc.com Email: louie.sanft@att.net GENERAL CONTRACTOR INFORMATION Company Name: Universal Building Systems Address: 27565 265th CT SE City: Ravensdale State: WA Zip: 98051 Phone: (425) 633-0119 Fax: (425) 660-8010 Contr Reg No.: UNIVEBS863PM Exp Date: 12/31/2015 Tukwila Business License No.: BUS -0996542 H:\Applications\Forna-Applications On Line\201 I Applications\Permit Application Revised - 8.9.11.docx Revised: August 2011 bh New Tenant: ® Yes ❑ ..No ARCHITECT OF RECORD Company Name: Fuller Sears Architect Architect Name: Vahid Khastou Address: 1411 4th Ave Suite 1306 City: Seattle State: WA Zip: 98101 Phone: (206) 682-6170 Fax: (206) 682-6480 Email: vkhastou@fullersears..com ENGINEER OF RECORD Name: I f�' ` n Company Name: Coughlin Porter Lundeen Address:LJ�j 1242 . Engineer Name: Eric Lentz City: Address: 801 2nd Ave Suite 900 City: Seattle State: WA Zip: 98104 Phone: (206) 343-0460 Fax: Email: ericl@cplinc.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: I f�' ` n ��//�� l C/e/ I ` ,�/ (Cc.v b ' Address:LJ�j 1242 . g_ City: State: Wet. . Zipgg f J Page 1 of 4 BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 5!, "f'7 . DO Existing Building Valuation: $ Describe the scope of work (please provide detailed information): A tenant improvement consisting of office space and unheated warehouse space. The office space includes an open office space with a kitchenette and 2 restrooms on the first floor and a mezzanine with 2 private offices and one open office area. Will there be new rack storage? ❑ Yes I.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. 14:\Applications\Forms-Applications On Line \201 I ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC In Floor 0 4,716 0 0 VB B 2"d Floor 0 1,010 0 0 VB B 3`d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: 45 Compact: 14 Handicap: 4 Will there be a change in use? ❑ Yes 0 No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm 0 None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If `yes', attach list of materials and storage locations on a separate 8-1/2"x 11" paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM 0 On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. 14:\Applications\Forms-Applications On Line \201 I ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): N/A Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate El ...Water District #I25 ❑ .. Highline ❑ ...Valley View ❑ .. Renton ❑ ... Sewer Availability Provided ❑ .. Renton El .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): El ...Civil Plans (Maximum Paper Size — 22" x 34") El ...Technical Information Report (Storm Drainage) El ...Bond El .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours El ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) El ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ID.. Abandon Septic Tank El .. Grease Interceptor El ...Cap or Remove Utilities ❑ .. Curb Cut El .. Channelization El ...Frontage Improvements ❑ .. Pavement Cut El .. Trench Excavation ❑ ...Traffic Control El .. Looped Fire Line El .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection ' Irrigation Domestic Water E l ...Permanent Water Meter Size... "- WO # El ...Temporary Water Meter Size .. WO # El ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size E l ...Sewer Main Extension Public El Private ❑ El ...Water Main Extension Public El Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water El ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\ApplicationstForms-Applications On Line \20I I Applications'.Permit Application Revised - 8-9-1 I.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 ACENT: Signature: (/(/Q. S Date: 4/15//b Print Name: W L{A V s " ` c- Day Telephone: 2a/ Mailing Address:__ : J 1 �� Ovl/ ��L/%�i 11 v"' I - lR' f E H:\Applications\Forms-Applications On Line \20l 1 Applications\Permit Application Revised - 8-9-11.does Revised: August 2011 bh • City State Zip Page 4 of 4 DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $1,059.17 D16-0103 Address: 14520 INTERURBAN AVE S #150 Apn: 3365901630 $1,059.17 DEVELOPMENT $1,008.95 PERMIT FEE R000.322.100.00.00 0.00 $1,004.45 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 TECHNOLOGY FEE $50.22 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R8455• R000.322.900.04.00 0.00 $50.22 $1,059.17 Date Paid: Thursday, May 12, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 03332D Printed: Thursday, May 12, 2016 11:11 AM 1 of 1 CT! SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $652.89 $652.89 $652.89 $652.89 $652.89 D16-0103 Address: 14520 INTERURBAN AVE S Apn: 3365901630 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R8224 R000.345.830.00.00 0.00 Date Paid: Friday, April 15, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 06612D Printed: Friday, April 15, 2016 2:43 PM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit 14MM -©i® 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pr 'ect: iAin2 �.t Pemoc.TS Ty a of Inspection: j in iAZ- i7,.6L Address:>� /Y $ZO ),vi , ,��, leai( AV S Date Called: Special Instructions: S77 Date Wanted /® 27/A a.m. sg� Requeste . Phone No: gApproved per applicable codes. O Corrections required prior to approval. COMMENTS: Ok. 1—/A/A-1_, % Date:` REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pf9ject: L-FiAITO L.L-r 2C bc/C S Typs of Inspection: ........--7 U i i-1 i 6 "V AAL.. Address:,Date /4' »i- jl -Ai Ate S Called: Special Instructions:Date t/S7� Wanted: /Q' % 266//c ' a.m. p.m. Requester: Phone No: 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 46et-AtEatz 06 --ye doArnmeirne Q�.t,E'Sr—" ,/lfc i- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1y6 - 0103 Pr ect: Ul PeCZOGIS Type of Inspection: &J‘i9e.Aibe6 (t , [o - Address: /6s20%i6.42-vJAvg- Date Called: Special Instructions: Date Waned / an. m. Requester Phone No: KiApproved per applicable codes. 1__J Corrections required prior to approval. COMMENTS: Inspector: Date: 006 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 ))6 -U 1O 3 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 P/,//r�$$p�//j''�Ie�ct: !/ )) J /�� J/ 00.01 OLt el) PIa.Fi'�.4<Cl S IInnspection://�'%� Type( of Su UN dt i iif6- Address: /4627 /Arirvh2l3fiJ & Date Called: Special Instructions: I /sV1 Date Wante • � %S /6 a.rr P.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: (14ilcitiAr p&e eifx-A-64 cants vc-ct #- 4)r )26,4t { Inspector: Date: yhs../16 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 Project: jy zvA itig. c Type of Ins tion: IIt>s� :DLit ��_54A `1'C,J°,Called ° Sp cial I tructions: .f., Date Wanted /% _an p.m. Requester: Phone No: EiApproved per applicable codes. l._.l Corrections required prior to approval. COMMENTS: —e -11--c44 Letie;. rP rortc cr Inspector: Date:2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di6-0 /cal PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 9 ' ct: &D Paj(XIS Type o�ja4pection: ti2AIVi,Af& Address: )4S2o lerermalf,J Air s Date Called: Special Instructions: Date Wanted: 1Z J y� s' /l arr. p.m. Requester: Phone No: Approved per applicable codes. L._.! Corrections required prior to approval. COMMENTS: P/4 Pv i t: c LA 4S r2Fmo l%e lam. -£tlk/.74 !3oLT Inspector: Date: 6/2//6 / 2 ( 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 6-a/03 \ist P ject: i Ear g'u PeobOcTS Type of Inspection: ,�, tAIDe'Jz ?! �- /116- Address: )1:620 MeleOrleitiAlef .S Date Called: Special Instructions: �� bfi' % Date Wante % %�/i p.m. Requester f / V6AfAO'/ Phone No: -- "1 -5-765- ElApproved per applicable codes. `J Corrections required prior to approval. COMMENTS: CiAixicat ��rei2S putess--- Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: CeArrig PitttiCIS Type of pection: Flilt744 ,,f6 Address: /4S'2., /Affera rtgk,J AVE S, Date Called: P SL Special Instructions: Ir/ Date Want: / // W / a.m. p.m. Requester: 1 6J6//1.7e. l EI/) S I o, I /C Phone No: /1T16- S'i c/J Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( f3a&6 'W.41_ Pale.t4 // P SL btir- w A? -Yb eq-euc L. 1 6J6//1.7e. l EI/) S I o, I /C 4 OL t 7 /1T16- S'i c/J so ate j_ - ee kv Vavz-c4t/' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1[6 -.-o(03 Prgject:I. LOVCrfra (l root vc. r- Type of lnspectipn: Frr [AI_ r , _, t z6s « <-DV4 Address: I W S� . er r/ah i -(/ Date Called: J6e 4t (-3-c) ,ice 0 M j -f 4ei-7 Special Instructions: 41 Date1ary — t 6 iL Jl a.m. p.m. Request rev.g LatS ` Cf ii V rcelh5 1 -(ate, Phone No: vO6 6 s/ 3 7Cf Approved per applicable codes. Corrections required prior to approval. COMMENTS: r fr4i i 4--o,� . frc vide- , �1R� r � -(C* f /2 qtr -6‘1 _, t z6s « <-DV4 3 ci r le-01'�- L �re� k^ ' /-- fi e.c kAxe( � c� ( q .f7Le-ej COFC.f/v44-reVrs ®e- ,ice 0 M j -f 4ei-7 4 ifruv,P-74 plc/ 1,t, i, A -3(11 l C '�k- bo/ 1 rfigi—G•/cy (7 �t ( I� (Celyelf s=' C3—, Cf ii V rcelh5 1 -(ate, I Inspector: Date:: -22 -/6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. L( INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit C) Moo -oh -1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: WA -ie ,A,z)ixi )z. Sprinklers: Type of Inspection: rht /42/c/4 7 Address: Suite #: / Vc ---- �- S J5 U Contact 'Person: ` Special Instructions: - Phone No.: Approved per applicable codes. i Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ,, S 3 Date: /0/2 7/J( Hrs.: /. 0 $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 MI6 -0117 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: k0. Sprinklers: Type of Inspection: IA - Address: Suite #: - Monitor: Cont ct Person: -- i " Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: _ Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ... A( C pv,_.J/L -f' % // / , ?1 'i,fr ,rr� .. ^ 47/-s oV(% �� - (e_ c` a /k L ( 1 / L,( i...-�.. , Needs Shift Inspection: Sprinklers: Fire Alarm: _ Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: c > Date:) r Hrs.: it_ s $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 hit- 0103 /L-5—OS-1 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: CoNr` 15(o) it c 5 Type of Inspection: -SNLA6 - Address: / yS )v I psS Suite #: /c,) Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: AL Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $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 Date: 9/2dN Hrs.: Inspector: �,--15-- L $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 - OfO�. PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:( (A/A___R_ Sprinklers: Type of Inspection: V Address: Suite #: / Nat) �"5 44 / s -o Zoo Contact erson: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: C Q ✓r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:,, /-7A-c—? Date: 9/'6/h, Hrs.: / 0 / $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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: `—fl& kt,J t % 1 ti -eii" -P Type of Inspection: 5e //44,)(-0 I ca v 4r - _� Address: j Gl 5--x.0 _ pi.S ` Suite #: 1-,,,,,, i so Pre -Fire: Contact Person: ' Special Instructions: Phone No.: (Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: //m TY n 1 O O 1 0 e) "I') 9CS 1/7 FT Oil- C—in r Needs Shift Inspection: . Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: A , Date: 6/80/46 Hrs.: a- $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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION FIELD REPORT Job Number: Project: Interurban Warehouse B200 Address: Inspector. John Reeder Report Number: 332934 Permit Number: Client: Address: Date: 6/2/2016 Description/Location: On site to inspect the beam embed plate on south side of CMU wall at mezzanine level Intended Use: Anchor bolts Building Code & IBC 2012 Year: Reference Standard(s) Used: Start Time: Finish Time: Comments Conforms X Does Not Conform RECEIVED CITY OF TUKWILA AUS 122016 PERMIT CENTER Is this a re -inspection? 0 Yes 0 No Original Inspection Date: Inspected by: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-87-02LT (Rev 05/13) Anchor Size & Quantity: 3/" / 4 Anchor Style: Expansion ■ Screw ■ Sleeve ■ Drop In ESR Number: 2302 Anchor Manufacturer: Hilti Anchor Type: Hole Diameter: %'' Hole Depth: 4 3" Required 4 3/" Embedment: Anchor Length: 5 %z" Concrete Thickness: 8" Concrete Strength: NA Base Material: ■ Normal Weight Concrete ■ Light Weight Concrete CMU • Brick ■ Composite Deck Hand Pump 0 Other: Hole Cleaning: Compressed Air U IOD RA Torque Wrench 6084 Torque: 110 ft -lbs Drill Bit (ANSI B212.15): @Yes ■ No Weather: Inside Ambient Temperature: 56 Reference Standard(s) Used: Start Time: Finish Time: Comments Conforms X Does Not Conform RECEIVED CITY OF TUKWILA AUS 122016 PERMIT CENTER Is this a re -inspection? 0 Yes 0 No Original Inspection Date: Inspected by: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-87-02LT (Rev 05/13) OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION FIELD REPORT Report Number. 332930 Project: Interurban Warehouse TI B200 Address: 14520 Interurban Ave S, Tukwila Client: Permit Number: Job Number: Client Address: D16-0103 Inspections Performed Steel Decking Other (specify): Other (specify): Structural Steel Fabrication Structural Steel Erection X Inspector and Date Remarks John Reeder 5/31/2016 On site to visually inspect the following welds and locations. • Inspected the 3/16" fillet welds at the mezzanine ledger angle to HSS beam • Inspected the 1/4" fillet weld at the HSS to beam for the drop beam at the mezzanine. Welded with SMAW process with 7018 rod, welders certification previously verified. Conforms: X Does Not Conform: Start Time: Finish Time: Inspected by: Is this a re -inspection? 0 Yes ® No Original inspection date: Reviewed by: This report appli only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 c....,, Abs - rnrco a')., na / T /o.,., 114 H 91 f t OTTO ROSENAU & ASSOCIATES, INC. LATERAL FRAMING INSPECTION FIELD REPORT Report Number: 332932 Project: Interurban Warehouse B200 Address: Client: Permit Number: 016-0103 Job Number. Client Address: Inspections Performed Nail / Screw Size and Spacing X Bottom Plate Nailing Light Gauge Framing Anchor Bolt Sheathing Nailing Light Gauge Yield: 30ksi ■ 50ksi 0 Blocking X Diaphragm Nailing Light Gauge Welding Installation of Holdown System Sheathing Rated By: APA Welder's Name: Clips ■ Straps ■ Sheathing Type: 'A" T&G WABO Number: Hardware Manufacturer: Other (specify): span 24 WABO Card Exp.: Inspector and Date Remarks John Reeder 6/2/2016 On site to inspect the mezzanine level floor diaphragm nailing (.148x 2'/z") and the sheathing (3/4" T&G) with blocked edges. Inspected per approved plans. Conforms EI Yes 0 No Start Time: Is this a re -inspection? 0 Yes ® No Finish Time: Original Inspection Date: Inspected by: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page of 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 c,...., Ab, • IAIOD 04 nor r /Dn., AK/401 COUGHLINPORTERLUNDEEN STRUCTURA+. CIVIL. SEISMIC ENGINEERING FILE STRUCTURAL CALCULATIONS Interurban Office Building D Tenant 2 Mezzanine TI REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052016 City of Tukwila BUILDING DIVISION FULLER SEARS April 8, 2016 S101203-02 RECEIVED CITY OF TUKWILA 0,1 15 2:3 P "°� :3 PERMIT CENTER 801 SECOND AVENUE; SUITE 900 SEATTLE, WA 98104 / P 206.313.0460 t cpiinc.com COUGHLII4PORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING Building D Tenant 2 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 D tenant 2 mezzanine TI is placing the mezzanine floor framing that was already designed and shown in the building permit drawings and calculations. • The only structural items revised for the mezzanine was that an opening was added in the mezzanine floor for a stair. Beams were added to frame out the stair opening. • The framing and lateral system for the D200 mezzanine designed under the building permit meets the requirements of the 2012 IBC. PROJECT RECORD r� tNTERt)1Z.bilN : BUIL-10414c% D N1E2.'t TEm ANT 2 it V.W PLAN z EL. w z z N N W a,opyr gnc [uuq, UUUINLINYU1l l [HLUNDEEN Inc. COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING J [ 23 psP e UR' 21j( �i 7-1 S- dImay = 30.gf3 Ar 11211C7-- 0.6"' 17.6 •/ (Q4 ►n Z!6 I??6° �.0.53rE &fir 1 ' fad'1612-116 7 UUS. y ( Y -I, 4- .1, 4, Si, eV' f 15' sr 7_=.7 &1' 53\s� t -S\6.N TY1 A-ctkrr o NI Project: /17 f-CYUV �ct t.t — D 2 -Ci Q Project No. Client: Designed By: E17_ _ Date: 1l0 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 T3 F 0 R T IE ' MEMBER REPORT Level, MEZZ D200 iii[ L� 1 piece(s) 16" TM® 360 @ 16" OC 0 Overall Length: 19' 8 3/4" 15' , to /A® rr tl 4' 0 All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. 0 Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 875 @ 3 1/2" 1080 (1.75") Passed (81%) 1.00 1.0 0 + 1.0 L (Alt Spans) Shear (lbs) 875 @ 3 1/2" 2190 Passed (40%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft -lbs) 3262 @ 7' 9" 8405 Passed (39%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.141 @ 7' 10 13/16" 0.380 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defi. (In) 0.184 @ 7' 10 3/16" 0.761 Passed (L/991) -- 1.0 D + 1.0 L (Alt Spans) 111-ProT" Rating 61 40 Passed -- -- • Deflection criteria: LL (L/480) and TL (1/240). • Overhang deflection criteria: LL (21/480) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating Include: 1/2" Gypsum ceiling. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 16" SPF beam 3.50" Hanger' 1.75" / - 2 224 685/-25 909/-25 See note' 2 - Beam - PSL 5.25" 5.25" 3.50" 381 1076 1457 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional Information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System : floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD -Connector: Simpson Strom -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1- Top Mount Hanger 1752.37/16 2.00" 4-10d x 1-1/2 2-10d x 1-1/2 N/A 23.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Eric Lentz Coughlin Porter Lundeen (206) 343-5691 ericl@cplinc.Corn SUSTAINABLE FORESTRY INITIATIVE TW 4/8/2016 9:00:21 AM Forte v5.0, Design Engine: V6.4.0.40 mezzanine revision.4te Page 1 of 1 Dead Floor Live Loads Location Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 19' 8 3/4" 16" 23.0 65.0 Office Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Eric Lentz Coughlin Porter Lundeen (206) 343-5691 ericl@cplinc.Corn SUSTAINABLE FORESTRY INITIATIVE TW 4/8/2016 9:00:21 AM Forte v5.0, Design Engine: V6.4.0.40 mezzanine revision.4te Page 1 of 1 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING !33 lama = is PI - nue 2.. cam-Ve— ??6)-'mte.. uOok./. i 0 J. Project: Project No. JK/LA- ✓b►l — 1 z - °o 71 Client: Designed By: Date: Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 206/343-5691 T5 Gravity Beam Design RAM SBeam v4.0 Licensed to: RAM International L] 04 8/16 08:57:08 STEEL CODE: AISC360-05 LRFD SPAN INFORMATION (ft): I -End (0.00,0.00) J -End (23.00,0.00) Beam Size (User Selected) = W14X22 Total Beam Length (ft) = 23.00 Mp (kip -ft) = 138.33 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 16.000 2.02 5.72 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.022 0.000 23.000 0.022 0.000 2 0.000 0.031 0.087 23.000 0.031 0.087 Fy = 50.0 ksi SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 10.39 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip -ft ft ft kip -ft Center Max + 1.2DL+1.6LL 67.7 16.0 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 67.7 16.0 0.0 1.00 0.90 124.50 REACTIONS (kips): DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Left Right 1.23 2.02 2.74 4.98 5.86 10.39 Dead load (in) at 12.31 ft = -0.182 LID = 1520 Live load (in) at 12.42 ft = -0.446 L/D = 619 Net Total load (in) at 12.42 ft = -0.627 L/D = 440 COUGH UNPORTERLUNDEEN STRUCTURAL CIVIL SEISMIC ENGINEERING 8 v i i) t v4 p - Tens 1- 2 Me rz .7 r4 t. w.e., LA Mez4 G cH c.K - -n_ / . [ _ _ Al ,lCif t t/4 D f- /t!t I22t't,vbc. - ihu. 011'7 014 teii tee -41 cls I5 re :13Csa r, r ;S t 1 /7/1.4. dr (int' /2 tic%ir 3� // e''? Of � c e d SQ. e 4 t a-/r6r M chirec ' ka/24) �t \61.c( ---- .1-7 ?, p coin " 10 1 15 F —sT7 1o,ekf4?V 0 l Project: Project No. 2.0 fi-i. Client: Designed By: ?II- Date: 1 Checked By: Sheet of 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com T�- PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0103 DATE: 04/18/16 PROJECT NAME: CONTROLLED PRODUCTS SITE ADDRESS: 14520 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: C Building Division Public W s 7�W Akok Fire Prevention Structural 4 N/A- 11,--1q440 Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 04/19/16 Structural Review Required REVIEWER'S INITIALS: DATE: 111 APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: DUE DATE: 05/17/16 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: 12/18/2013 Universal Building Systems Home Espanol Contact Safety & Health Claims & Insurance 4.4 Washington State Department of Labor & Industries Page 1 of 2 Search L&I A -Z., Index Help My 1..&1 Workplace Rights Trades & Licensing Universal Building Systems Owner or tradesperson Principals Lorenz, Brandon R, PARTNER/MEMBER Doing business as Universal Building Systems WA UBI No. 603 442 799 27565 265th Ct SE RAVENSDALE, WA 98051 425-736-5258 KING County Business type Limited Liability Company Governing persons BRANDON LORENZ KEN LORENZ; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. UNIVEBS863PM Effective — expiration 10/14/2014-10/14/2016 Bond Hudson Insurance Company Bond account no. 10031737 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 09/24/2015 10/09/2015 Expiration date Until Canceled Great American Ins Co Bond account no. 3036307 $12,000.00 Received by L&I Effective date 01/06/2015 12/17/2014 Expiration date Until Canceled Bond history Insurance Ohio Security Ins Co Policy no. BKS56367000 $1,000,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603442799&LIC=UNIVEBS863PM&SAW= 5/9/2016 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 UNE 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 MTL ML MID MIN MLDG MULL NG N OM N.I.C. 0/ OBS OC OPG OA HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT OVER OBSERVE ON CENTER OPENING OVERALL PARA PTD PG PR PNL PTN d PL PLBG PLYWD PT PSI PSF PC PL R REG REQ'D REV RD RFG RM RGH RD SCR SECT SEL SHT SDG SIM SLDG SM SPEC SPL SQ STD SS STRUC SUSP SWBD TC TG T.O. T.S. TSD TYP U.N.O. U.N.P. V VERT VEST VC T WWM WC WH WF W/ W/0 OUTSIDE DIAMETER OVERFLOW SCUPPER OVERFLOW DRAIN PARAPET PAINTED PAGE PAIR PANEL PARTITION PENNY PLATE PLUMBING PLYWOOD POINT POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT PRECAST PROPERTY LINE RADIUS REGISTER REQUIRED REVISION ROOF DRAIN ROOFING ROOM ROUGH ROUND SCREW SECTION SELECT SHEET SIDING SIMILAR SLIDING SMOOTH SPECIFICATION SPLASH SQUARE STANDARD STAINLESS STEEL STRUCTURE SUSPENDED SWITCHBOARD TOP OF CURB TEMPERED GLASS TOP OF TUBE STEEL TOP OF STEEL DECK TYPICAL UNLESS NOTED OTHERWISE UNDER SEPARATE PERMIT VENT VERTICAL VESTIBULE VINYL COMPOSITION TILE WELDED WIRE MESH WATER CLOSET WATER HEATER WIDE FLANGE WITH WITHOUT 22. BUILDING INSULATION SHALL BE PROVIDED AS INDICATED IN DWGS. W/ R VALUES PER ENERGY CALCULATIONS. 23. EVERY HANDICAPPED PARKING SPACE SHALL BE IDENTIFIED BY A SIGN CENTERED ON THE STALL. THE BOTTOM OF THE SIGN NEEDS TO BE 60 INCHES ABOVE THE PARKING SURFACE, AT THE HEAD OF THE PARKING SPACE. THE SIGN SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE "STATE DISABLED PARKING PERMIT REQUIRED". PROVISION UNDER SITE DEVELOPMENT PERMIT. 24. THIS DRAWING IS AN INSTRUMENT OF SERVICE ONLY. THE COPYRIGHT TO THIS DRAWING BELONGS TO THE ARCHITECT. NO PERSON MAY USE THIS DRAWING FOR ANY PURPOSE OTHER THAN THE INTENDED ORIGINAL PURPOSE FOR THE ORIGINAL CLIENT. THIS DRAWING MAY NOT BE REPRODUCED IN WHOLE OR IN PART, IN ANY MANNER OR STORED IN ANY FORM FOR REPRODUCTION WITHOUT THE EXPRESS PERMISSION OF THE ARCHITECT. NO VALUE SHOULD BE SCALED AND ALL VALUES SHOULD BE CHECKED AGAINST FIELD VALUES AND/OR CHECKED WITH THE ARCHITECT. IF ANY VALUES IS FOUND TO BE INCORRECT OR INVALID, THEN IT IS THE RESPONSIBILITY OF THE USER TO INFORM THE ARCHITECT AND TO OBTAIN THE CORRECT VALUE FROM THE ARCHITECT PRIOR TO ACTING. 25. PER W.S.E.C. SECTION 1416.3.2 ACCEPTANCE: FINAL CERTIFICATE OF OCCUPANCY SHALL NOT BE ISSUED UNTIL THE BUILDING OFFICIAL DETERMINES THAT THE PRELIMINARY COMMISSIONING REPORT REQUIRED BY SECTION 1416.2.6.2 HAS BEEN COMPLETED. IF THIS DRAWING WAS CREATED AND/OR TRANSFERRED ON ELECTRONIC MEDIA TO ANY OTHER PERSON OR BODY, THEN THE USER SHOULD BE AWARE THAT THE DRAWING MAY HAVE BEEN ALTERED AFTER ISSUE BY THE ARCHITECT. THE ONLY ORIGINAL OF THIS DRAWING RESIDES IN THE FILES OF THE ARCHITECT, AND SHALL TAKE PRECEDENT OVER ALL COPIES, PAPER OR ELECTRONIC. THIS DRAWING MAY CONTAIN MATERIAL WHICH WAS PROVIDED FOR INFORMATION ONLY TO THE ARCHITECT BY THE CLIENT OR CLIENTS CONSULTANTS. THE ARCHITECT ACCEPTS NO RESPONSIBILITY FOR THE ACCURACY OR THE COMPLETENESS OF THIS MATERIAL. IF VALUES IN THE DRAWING ARE FOUND TO BE CRITICAL TO THE SCOPE OF WORK, THEN THE USER IS ADVISED TO REFER BACK TO THE ORIGINAL MATERIALS IN THE HANDS OF THE CLIENT. FIRE CODE FIRE ADDRESS: APPROVED ADDRESS SHALL BE PROVIDED FOR ALL BUILDINGS IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY. FIRE ADDRESS/TEMPORARY: TEMPORARY ADDRESSING IS REQUIRED DURING CONSTRUCTION SHALL BE VISIBLE FROM THE STREET. FIRE KNOX BOX: IF THE BUILDING OR SUITE HAS A FIRE PROTECTION SYSTEM, A KNOX BOX SHALL BE INSTALLED IN AN APPROVED LOCATION AND ALL REQUIRED KEYS SHALL BE ON SITE FOR LOCK UP PRIOR TO BUILDING FIRE FINAL FIRE OCCUPANT LOAD: OCCUPANT LOAD SHALL BE POSTED IN A CONSPICUOUS LOCATION AT OR AROUND THE MAIN EXIT. PORTABLE FIRE EXTINGUISHER: PORTABLE FIRE EXTINGUISHER WILL BE REQUIRED DURING CONSTRUCTION AND INSTALLED FOR FINAL INSPECTION. CLASS 2A 10BC TYPE IS/ARE REQUIRED. PLEASE MOUNT THE EXTINGUISHER(S) IN A CONSPICUOUS LOCATION APPROVED BY THE FIRE DEPARTMENT AND LOCATE THE EXTINGUISHER(S) SO THAT THE TRAVEL DISTANCE FROM ANY POINT IN SPACE DOES NOT EXCEED 75 FEET TO AN EXTINGUISHER. (THE DISTANCE BETWEEN EXTINGUISHERS CAN BE 150 FEET). FIRE SPRINKLER SYSTEM: STRUCTURE SHALL HAVE A FIRE SPRINKLER INSTALLED PER NFPA AND EASTSIDE FIRE & RESCUE REQUIREMENTS. SUBMIT FOR A FIRE PERMIT. ENERGY CODE EXISTING BUILDING- NO CHANGES TO BUILDING ENVELOPE. SYMBOLS GRID LINE DRAWING TITLE EXTERIOR ELEVATION KEY DETAIL REFERENCE WALL SECTION DOOR NUMBER WALL TYPE NAME Cs, • c zP1.Iu5 :Z.t:M (.rm.mr*.,f x.• • Inons4•:Ivin • Hen s.. w.0...ell ) ea: ,,.A•lig,.,., (>-exl end ACIM S'Zirf St 5151,, f. S1,.,tr, W.Ire•st.is Nerd-, ',anti ..a ,.e Svs..‘, Ik. 151> SI (c.w S DIM SCALE W1 INTERIOR ELEVATION KEY ENLARGED PLAN BUILDING SECTION WINDOW TYPE FINISH TAG SHEET # CD e VICINITY MAP N.T.S. BUILDING ANALYSIS SITE Building Identifier: Applicable Code: Site Area: Zoning: Occupancy Groups: Mixed Use Class Construction: Height Number of Stories Wind Exposure / Seismic Zone C 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 3,700 500 7 3.70 STORAGE Office 1,016 100 10 1 1 Total 1st floor 4,716 18.80 / 2= 18 1 2 Office 864 100 9 LOAD M/F WAREHOUSE Warehouse Storage 146 300 1 3.70 STORAGE Total Mezzanine 1,010_ 0.29 / 2= 10 1 1 TOTAL 5,726 27 PLUMBING ANALYSIS 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 3700.0 500 SF 7.40 / 2= 1 3.70 STORAGE 146.0 300 SF 0.29 / 2= r 0.15 OFFICE 1880.0 100 SF 18.80 / 2= 9.40 TOTAL 13.25 PER TABLE 2902.1: WC (MALE & FEMALE): 1 PER 25 LAVATORIES: 1 PER 40 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. IN Pf11i1,I ERURBA Ilii UILDING D, TENANT t ?1! 141n0 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 SEPARATE PERMIT REQUIRED FOR: artlebnanical electrical C, P�t tubing Ly'Gas Piping City of Tukwila 8UR.P. I iG DIVISION SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF OFFICE SPACE AND UNHEATED WAREHOUSE SPACE. THE OFFICE SPACE INCLUDES AN OPEN OFFICE AREA WITH A STORAGE AND 2 RESTROOMS ON THE FIRST FLOOR AND A MEZZANINE WITH AN OPEN SHOWROOM AREA. SHEET INDEX ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN & SITE DETAILS A2.0 FLOOR PLAN A2.1 ENLARGED FLOOR PLAN A2.2 ENLARGED MEZZANINE & ROOF PLAN & CEILING PLANS A2.3 SCHEDULES & DETAILS A2.4 SECTIONS & INTERIOR ELEVATIONS STRUCTURAL S1.1 GENERAL STRUCTURAL NOTES S1.2 GENERAL STRUCTURAL NOTES S1.3 GENERAL STRUCTURAL NOTES S2.1 BUILDING C FOUNDATION PLAN S2.2 BUILDING C ROOF FRAMING PLAN PROJECT DIRECTORY S3.2 CONCRETE DETAILS S4.1 TYPICAL MASONRY DETAILS S5.1 TYPICAL METAL DECK DETAILS S5.7 CANOPY PLAN & DETAILS S6.1 SHEAR WALL SCHEDULE & DE S6.2 STAIR PLANS & DETAILS S6.3 FRAMING DETAILS REVIEWED FOR CODE COMPLIANCE ;''` APPROVED . MAY 0 5 2016 i T ILS '�TUIMJtI+� City BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of T t:';wila Eui:ding Division. U0171: 1::::V;:_sC713 willrequire a new plan submittal tin: -.1 may inc,L; e additional plan review fees. Owner. Architect A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft(a�att.net Structural Engineer: Fuller/Sears Architects MEP Engineer: 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Tom Jordan TJordan@fullersears.com General Contractor: Universal Building Systems 14520 Interurban AVE S. Suite D-100 Tukwila, WA 98168 425 633 0119 Fax. 425 660 8010 contact: Ken Loemz DEFERRED SUBMITTALS Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Tim Grant EricL@cplinc.com TBD FILE COPY Penn!!: No. ID lb- 010 Plan ravia'v opprovE l is subject to errors and emissions. cf cs.s: :,:ion documents does not authorize fl -3 vio o c any adopted coda or ordinance. Receipt of approval Fiold Copy and conditions is acknowlodgcd: 1/1(t0 City of Tukwila BUILDING DIVISION By: Date: PLUMBING ELECTRICAL CITY OFFICIAL USE RECEIVED CITY OF TUKWILA APR 15 2016 PERMIT CENTER REMARKS WATER CLOSETS LAVATORIES MALE FEMALE REQUIRED: 1 1 2 PROVIDED: 2 1 2 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. IN Pf11i1,I ERURBA Ilii UILDING D, TENANT t ?1! 141n0 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 SEPARATE PERMIT REQUIRED FOR: artlebnanical electrical C, P�t tubing Ly'Gas Piping City of Tukwila 8UR.P. I iG DIVISION SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF OFFICE SPACE AND UNHEATED WAREHOUSE SPACE. THE OFFICE SPACE INCLUDES AN OPEN OFFICE AREA WITH A STORAGE AND 2 RESTROOMS ON THE FIRST FLOOR AND A MEZZANINE WITH AN OPEN SHOWROOM AREA. SHEET INDEX ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN & SITE DETAILS A2.0 FLOOR PLAN A2.1 ENLARGED FLOOR PLAN A2.2 ENLARGED MEZZANINE & ROOF PLAN & CEILING PLANS A2.3 SCHEDULES & DETAILS A2.4 SECTIONS & INTERIOR ELEVATIONS STRUCTURAL S1.1 GENERAL STRUCTURAL NOTES S1.2 GENERAL STRUCTURAL NOTES S1.3 GENERAL STRUCTURAL NOTES S2.1 BUILDING C FOUNDATION PLAN S2.2 BUILDING C ROOF FRAMING PLAN PROJECT DIRECTORY S3.2 CONCRETE DETAILS S4.1 TYPICAL MASONRY DETAILS S5.1 TYPICAL METAL DECK DETAILS S5.7 CANOPY PLAN & DETAILS S6.1 SHEAR WALL SCHEDULE & DE S6.2 STAIR PLANS & DETAILS S6.3 FRAMING DETAILS REVIEWED FOR CODE COMPLIANCE ;''` APPROVED . MAY 0 5 2016 i T ILS '�TUIMJtI+� City BUILDING DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of T t:';wila Eui:ding Division. U0171: 1::::V;:_sC713 willrequire a new plan submittal tin: -.1 may inc,L; e additional plan review fees. Owner. Architect A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanft(a�att.net Structural Engineer: Fuller/Sears Architects MEP Engineer: 1411 Fourth Avenuem, Suite 1306 Seattle, WA 98101 206 682 6170 contact: Tom Jordan TJordan@fullersears.com General Contractor: Universal Building Systems 14520 Interurban AVE S. Suite D-100 Tukwila, WA 98168 425 633 0119 Fax. 425 660 8010 contact: Ken Loemz DEFERRED SUBMITTALS Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Tim Grant EricL@cplinc.com TBD FILE COPY Penn!!: No. ID lb- 010 Plan ravia'v opprovE l is subject to errors and emissions. cf cs.s: :,:ion documents does not authorize fl -3 vio o c any adopted coda or ordinance. Receipt of approval Fiold Copy and conditions is acknowlodgcd: 1/1(t0 City of Tukwila BUILDING DIVISION By: Date: PLUMBING ELECTRICAL CITY OFFICIAL USE RECEIVED CITY OF TUKWILA APR 15 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE 4-4-2016 (C5 Z r rn 5 M egai Citti M CO a Job Number. 1005 Date: MARCH 02, 2016 Principal in Charge: Project Manager. Drawn Br WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: COVER SHEET Sheet Number. - A0. X2015 LERoS LAfRCee14CECYS N p\pF�'T - - \NF N N TOP OF RIVER BANK 25 A); TRASH/RECYCLE ENCLOSURE XF,Q. UU�q F� Rt�FR Mis y 'vet?, HIGH �� UN " 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') ** NOT INCLUDING MECHANICAL ROOMS SITE AREA: 141,868 SF (3.3 ACRES) Ape `TRASH/RECYCLE —PICNIC TABLE AREA ENCLOSURE ❑ ❑ i TRUNCATED DOMES AT PED CROSSINGS - TYP. N PARCEL LIN GSI I I��vwGG�W TRUNCATED -DOMES -A' _PED CROSSINGS - T P. PATH OF TRAVEL FROM ADA PARKING TO BUILDING ENTRANCE BLDG D BLDG B v, G:I44QIG4.41.4II..IQ BLDG C I/200'SETBACK Imo c w a_ SITE PLAN SIDEWALK WORK THIS AREA FOR THIS PERMIT PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE MIN. MAX. D 1.60" 2.40" E .65" 1.50" F .45" .80" G .90" 1.40" PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE PER PLAN CD INTERURBAN AVENUE A1 %1 VIV A1 PLAN DETAIL o F� ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. 1/4"..1'-0" 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 o TYP. 1 /4"=1'-0" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ q_ OF STALL 1'-6" 1-6" EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 I 0000000000000000000000000 00 0000000000000000000000 000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000 0000 000000000000000000 0000000000000000000 ,, RAMP PER PLAN CD INTERURBAN AVENUE A1 %1 VIV A1 PLAN DETAIL o F� ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE ADA CURB/RAMP - TYP. 1/4"..1'-0" 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 o TYP. 1 /4"=1'-0" CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ q_ OF STALL 1'-6" 1-6" EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 ALIGN WITH END OF STALL STRIPING ACCESS. PARKING SYMBOL NTS ACCESSIBLE PARKING SIGN SOUTH 147TH ST 6, "SAFE -HIT" FLEXIBLE POST WI "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING RESERVED PARKING < > 0 in LREVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVISION 1'-0" RESERVED PARKING I co . o 1 1 DATE i - ACCESSIBLE ALIGN WITH END OF STALL STRIPING ACCESS. PARKING SYMBOL NTS ACCESSIBLE PARKING SIGN SOUTH 147TH ST 6, "SAFE -HIT" FLEXIBLE POST WI "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING RESERVED PARKING < > 0 in LREVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVISION 1'-0" RESERVED PARKING I co DATE VAN - ACCESSIBLE VAN ACCESSIBLE PARKING SIGN, SEE SITE PLAN FOR LOCATION(S) NOTES: 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC ANSI A117.1-2003. �r9 2. BUILDING MOUNT c ID MOUNT SIGN ON WACILI�N I-I(E)TE ,41INi A ANCHORS. APR 1 5 2016 t ' t .1tERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE 4-4-2016 I'- J01, Number: 1005 Date: MARCH 02, 2016 Principal In Charge: Project Manager: Drawn By. 1NWAM FULLER VAHID KHASTDU AMY MCCURDY Sheet Title: SITE PLAN & SITE DETAILS IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. f 8 PARKING STALLS HC REFERENCE SHT A1.0 FOR ADA SITE INFORMATION WHEEL STOPS TYP. CONC. SIDEWALK SPRINKLER RISER ELECT. ROOM (121 SF) r EXISTING CANOPY ABOVE 3 PARKING STALLS CONC. SIDEWALK CONC. SIDEWALK OVERAL BUILDING D FLOOR PLAN 1 /8" = 1'-0" 3" CLR. VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR CMU SHEAR WALL 5' 0 TURNING CIRCLE C 5'X6'-3 1/2— I ET / CLEARANCE VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR 36"X48" CLEAR FLOOR SPACE PLAN c J U 1 m 2X6 FURRED WALL \ \ 1'-9 1/2 12" 4'-6" MIN. MAX 18" 1 g„ MIN \ • \ \ ELEV 0 CV \ \ • ELEV TOILET [. ® ELEV X ELEV ENLARGED TYP. RESTROOM PLAN & ELEVATION 0 1 X 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. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVLSION 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 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 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 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) © WALL & CEILING PAINT: BENJAMINE MOORE #2140-70 "WINTER WHITE" • P—LAM WAINSCOTT TO 4'-0" AFF W/ POLISHED MTL. TRIA L6t I V E D FORMICA #692-58 "FOLKSTONE CELESTA" MATT FINItITY OF TUKWILA ® SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 APR 16 2016 PERMIT CENTER REMARKS T.1. PERMIT SUBMITTAL DATE 4-4-2016 I11- Job Number. 1005 Date: MARCH 02, 2016 Principal in Charge: Project Manager: Drawn By. WILLIAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: FLOOR PLAN � tt X�2015 FUME AIa3CHO h CTh IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. W5 \\'_: J II 11 11 11 11 11 11 I 0 WAREHOUSE 3,700 SF L- i- ENLARGED FIRST FLOOR PLAN 7'-1" N 0 1 A2.4 W3 W3 30"X48" 56"X60"Fi / 16'-4" W3 RESTROOM SEE 2/A30 0 102 U r 1 1 1 6'-9" 5-4"j, 101 STORAGE W1 A W2 0 F) 3'-4" ,r)11" W2 OPEN OFFICE #1 ADD INSULATION TO EXISITNG WALL W1A 1 18'-5" 1 1 1 A2.4 CREVIEWED FOR ODE COMPLIANCE APPROVED MAY 0 5 2016 1.13 City of Tukwila UII.DING DIVISION RECEIVED CITY F TUKWILA AP 15 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE 4-4-2016 I O r Job Number. 1005 Date: MARCH 02, 2016 Principal In Charge: Project Manager. Drawn By. WILLIAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: ENLARGED FLOOR PLAN 0 2015 FULLER.SE EJECCIa8l e1E cc 0 cc x 0 U, Z 5 0 0 (1) 8'- 3" 14'-0 3/4" 26'-9 1/4" 3 OPEN TO BELOW W3 W3 REMOVABLE RAILING FOR LOADING 0 i STORAGE STAIRS: 22T = 11" 24R = 7" DN 4'-0" —� W2 O 0 UN OPEN OFFICE ADD INSULATION TO ERSIDE OF ROOF DECK, SEE 1/A2.4 ENLARGED MEZZANINE PLAN 1 /4"=1'-0" 1-4 NEW HVAC UNIT PLACE OPENING PER EXISTING STRUCTURAL JOISTS PARTIAL ROOF PLAN 1 /4"=1'-0" O co C8 C8 C8 OPEN OFFICE C8 C8 10,-C A. ° A.F.F C.T. C8 C8 C8 MEZZANINE CEILING PLAN 1 /4"=1'-0" e6. RESTROOM -� 81=01 A.F.F A.G? ” {0 C9 .7--.7--11/f :307 X48 I I. 1.1 I r • •RESTROOM� • C9 8'-0" A.F.F. 1 C6 0 C7 OPEN TO S UCT. 0 C2 STORAGE 0 C7 0 C7 C8 C8 C8 :STORAGE 'C7 •.. �.0." C8 EN OFFICE 11'-0" A.F.F A.C.T. C8 C8 C8 C8 REVIEWED FOR CODE COMPLIANCE -. APPROVED. AY 05 206 i FIRST FLOOR CEILING PLAN of Tukwila SING DIVISION RECEIVED CITY OF TUKWILA REMARKS T.I. PERMIT SUBMITTAL w l- 0 4-4-2016 O Z r Fax 206.682.6 Tel 206.682.6170 Seattle, Washington 98101 1411 Fourth Avenue, Suite 1306 0 C2 C6 WGB 2X4 SUSPENDED CEILING GRID AND TILES PENDANT MOUNT FIXTURE RESTROOM SURFACE LI ABOVE MIRROR 0 C7 4" RECESSED LIGHT 2' X 4' LED FIXTURE Job Number: 1005 Date: MARCH 02, 2016 Principal in Charge: Project Manager: Drawn By. WIWAM FULLER' VAHID KHASTOU AMY MCCURDY Sheet Title: ENLARGED MEZZ. & ROOF PLAN & CEILING PLANS ® sola FUER°S ARCHOTECTS IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. F.F. (1) 3'-0" O / A INT. DOOR c 3'-0" • / 0 N - DOOR TYPE B INT. DOOR 2'-10" c INT. DOOR c _I • 1 /4"=1'-0" DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness Label Mat!. Finish Color Matt. Finish Color Group # ' '' ' '`'"` 3-5/8" MTL STUDS PER STRUCTURAL 1 LAYER 5/8" GWB 101 2'-6" x 7'-0" A By Manuf. - Wood Paint )(��1 ! J 11( I Wood Paint HW- Solid core interior door 1,2 102 3'-O" x 7'-0" B By Manuf. - Wood Paint 1II Wood Paint II HW- Solid core interior door 1,2,6,8,9 103 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8,9 104 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 105 3'-0" x 7'-0" A By Manuf. - Wood Paint HW- Solid core interior door 1,2,6,8 201 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2 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. C -2D DOOR SCHEDULE * Hardware to be coordinated by contractor 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) W1 INTERIOR FURRING WALL: ,, EXISTING CMU/TILT WALL 1" AIR GAP ` 6" MTL STUDS PER STRUCTURAL •••••••••\•••••••`•••••\ R-21 BATT INSULATION EXTERIOR 1 LAYER 5/8" GWB W1 A EXTERIOR EXTERIOR METAL SIDING: 77="rm EXISTING METAL SIDING/SHEATHING/STUDS R-21 BATT INSULATION INTERIOR 1 LAYER 5/8" GWB W2 3 5/8" INTERIOR PARTITION: ;J.._ 1 LAYER 5/8" GWB ' '' ' '`'"` 3-5/8" MTL STUDS PER STRUCTURAL 1 LAYER 5/8" GWB W3 6" INTERIOR PARTITION: � (}( �j ` )S) . Il ,�. )(��1 ! J 11( I ( )�� 1 LAYER 5/8" GWB 6" MTL STUDS PER STRUCTURAL 1 LAYER 5/8" GWB ADD R-21 BATT INSULATION AT RESTROOMS W5 J�JU(UUl .,.. •. �� DEMISING WALL: 81 L METALAYER S /8" TYPE "X" GWB " STUDS PER STRUCTURAL SOUND BATT INSULATION 1 LAYER 5/8" TYPE "X" GWB 1II FLOOR SECOND FLOOR ASSEMBLY: II y I 2 0 3/4" PLYWOOD DECKING PER STRUCT. WOOD FLOOR TRUSSES PER STRUCT. I R-21 BATT INSULATION CEILING TYP. WALL/FLR ASSEMBLY 1/2"=l'-0" MECH UNIT BODY DAMPENING MATERIAL PER MANUF. FACTORY NAILER STRIP (2X) GALV. MTh 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 1"=1'-0" LINE OF UNDERSIDE OF ROOF 2" DEEP DEFLECTION CHANNEL CEILING PER TENANT. 41 TYP. WALL CONDITION NOTES: 1"=1'-0" 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 & 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 I IIIIiIIIIIIIIIIIIIIIIiiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 2 Y LATERAL RESTRAINT 12 GAGE VERTICAL SUSPENSION WIRE @ MAIN & CROSS RUNNERS @ PERIMETER & NOT LESS THAN 1 IN 6 (10 DEGREES) OUT OF PLUMB ACOUSTICAL CEILING PANEL LATERAL RESTRAINT STABILIZER BAR @ MAIN & CROSS RUNNER ASSEMBLES LATERAL RESTRAINT PERIMETER ANGLE ATTACHED TO MAIN & CROSS RUNNER ASSEMBLIES @ (2) ADJACENT WALLS LATERAL RESTRAINT, PERIMETER ASSEMBLY: SECTION LATERAL RESTRAINT VERTICAL STRUT (EMT OR METAL STUD) @ 12'-0" O.C. IN EACH DIRECTION LATERAL RESTRAINT BRACING 12 GAGE SPLAY WIRE @ EACH VERTICAL STRUT, TYPICAL SUSPENDED CEILING DETAIL Il 11 �echni calf ocumen' spension S tstems for Acoustical Lay=in ismic Desi n Cate or s D, E & F This document has been revised based on current Building Code standards. In all buildings, other than structures classified as essential facilities, suspended ceilings installed in accordance with the prescriptive provisions of the 401 document are deemed to comply with the current building code interpretation. This document provides the IBC -2012 referenced standards for the installation of suspension systems for acoustical lay -in ceilings. Incorporation of this document will provide a more uniform standard for installation and inspection. This document is designed to accomplish the intent of the International Building Code (IBC) with regard to the requirements for seismic design category D, E and F for suspended ceilings and related items. Unless supported by engineering, the suspension system shall be installed per these requirements and those of the referenced documents. Manufacturers' recommendations should be followed where applicable. General Recommendations • Referenced sources per hierarchy: 2012 International Building Code (IBC), American Society of Civil Engineers (ASCE 7-10), American Society of Testing Materials (ASTM C 635, ASTM C 636, ASTM E 580/E 580M), and Ceilings and Interior Systems Construction 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. Source: ASCE 7-10 Section 13.5.8.1 • For further information on bracing of non -load bearing partitions refer to NWCB Technical Document #200-501. • All main beams are to be Heavy Duty (HD). source: ASTM E580 Section 5.1.1 • Ceilings less than or equal to 144 ft2 and surrounded by walls connected to the structure above are exempt from the seismic design requirements. Source ASTM E580 Section 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 Section 3.2 • All wire ties are to be three tight turns around itself within three inches. Twelve gage Hanger wire spaced 4 foot on center (figure 1). Source: ASTM C636 Section 2.3.4 • Changes in ceiling planes will require positive bracing. Source: ASTM E580 Section 5.2.8.6 Nroar CB NW WALL & CEILING BUREAU NORTHWEST WALL AND CEILING BUREAU figure 5a figure 5b • Countersloping HEADQUARTERS 2825 Eastlake Ave E Ste 350 I Seattle, WA 98102 tel 206-524-4243 I email info@nwcb.org figure 6a Vertical hanger wire attachment Shot -in anchor Structural concrete Ceiling clip 3 turns 3/4 Vertical hanger wire figure 6b Splayed seismic bracing wire attachment drill -in expansion anchor Structural concrete Steel strap 1" wide x 2" long x 12 gage minimum 3 turns Splayed seismic bracing wire "wild to a 1E i.ghe Standard T maximum 3" (76mm) figure 1 OREGON tel 503-295-0333 email oregon@nwcb.o equivalent to walls. Source: State of Oregon, Building Codes Division, ASTM 5.2.3, Section 5.2.9.1 Spreader Bars (figure 4b) • Terminal ends of main runners and cross members shall be ti together or have some other approved means to prevent their spreading. Stabilizer bars, cross tees or other means to prevent spreading shall occur within 8 in. of each wall. Source: ASTM E580 Section 5.2.4 • Spreader bars are not required at perimeters where runners are attached directly to closure angles. • Spreader bars are not required if a 90 degree intersecting cross or main is within 8 inches of the perimeter wall. • Where substantiating documentation has been provided to the local jurisdiction, perimeter clips may be used to satisfy the requirements for spreader bars. Source: State of Oregon, Building Codes Division PAGE 1OF4 figure 2 Lateral force Bracing 45° or less � 45° or less I. 45° or less \� g5° or less Cross tee Main beam figure 3 Maximum Recommended Lengths for Vertical Struts E CO.D..i:1 '''A" EMT conduit 34" EMT conduit 1" EMT conduit 12 gage splayed brace wires up to 5'10" up to 7' 8" up to 9'9" TAL STUDS Single 15/a" metal stud (20 gage) Back-to-back 15A" metal stud (20 gage) Single 2 /2" metal stud (20 gage) up to 12'0" up to 15'0" up to 13'6" Back-to-back 2'/:" metal stud (25 gage) up to 15'0" Source: Portland Building Department Note: Plenum areas greater than 15'0" will require engineering calculations. figure 4a Attached Wall Molding Requirements figure 4b Unattached Wall Molding Requirements REVIEWED FOR CODE COMPLIANCE APPROVED 80 sect.MJ( O 5 2016 fi Hanger (Suspension) Wires (figures 5a and 5b) • Hanger and perimeter wires must be plumb within 1 in 6 unless (figure 5a) counter sloping wires are provided (figure 5b). source: ASTM C636 Section 2.1.4 • Hanger wires shall be 12 gage and spaced 4 feet on center or 10 gage spaced 5 feet on center. Source: ASTM C636 Section 2.1 • Any connection device at the supporting construction shall be capable of carrying not less than 100 pounds. Source: CISCA zones 3-4 • Powder Actuated Fasteners (PAFs) are an approved method of attachment for hanger wires. Source: State of Oregon, Building Codes Division • Terminal ends of each main beam and cross tee must be supported within 8 inches of each wall with a perimeter wire (see figure 4 & 5 a). Source: ASTM E580 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 E580 Section 5.2.7.4 Electrical fixtures • Light fixtures weighing less than 10 pounds shall have one 12 gage hanger wire connected from the fixture to the structure above. This wire may be slack. Source: ASTM E580 Section 5.3.4 • Light fixtures weighing more than 10 pounds and less than 56 lbs. shall have two 12 gage wires attached at opposing corners of the light fixture to the structure above. These wires may be slack. Source: ASTM E580 Section 5.3.5 • Light Fixtures weighing more than 56 lbs. shall be supported directly from the structure above by approved hangers. source: ASrM E580 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 Esso Section 5.3.7 • 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 5.4.1 W.nWCD O PAGE 3OF4 NORTHWEST WALL AND CEILING BUREAU Lateral Force Bracing (figures 2 and 3) • Ceilings 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 7-10 Section 13.5.6.2.2 Exception 2, ASTM E580 Section 1.7 • Ceiling areas of 1000 ft2 or less shall be exempt from later force bracing requirements. Source: ASTM E580 Section 1.6 • Lateral force bracing is the use of vertical struts (compression posts) and splay wires (see figure 2). • Lateral Force Bracing shall be 12 feet on center (maximum) and begin no farther than 6 feet from walls. source: AsrM E560 Section 5.2.8.2 • Seismic splay wires are to be four 12 gage wires attached to the main beam. Wires are arrayed 90° from each other and at an angle not exceeding 45° from the plane of the ceiling. Source: AsrM 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 6b). Source: CISCA zones 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. Source: State of Oregon, Building Codes Division • Splay wires are to be within 2 inches of the connection of the vertical strut to suspended ceiling. Source: ASTM E580 Section 5.2.8.2 • Rigid bracing may be used in lieu of splay wires. Source: ASTM E58o Section 5.2.8.4 • Ceilings with plenums less 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: ASTM E580 Section 5.2.8.2 • The vertical strut may be EMT conduit, metal studs or a proprietary compression post (see figure 3). Wall Moldings (figures 4a and 4b) • Wall moldings (perimeter closure angles) are required to have a horizontal flange 2 inches wide. One end of the ceiling grid shall be attached to the wall molding, the other end shall have a 3/4 inch clearance from the wall and free to slide. Source: ASTM E580 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: State of Oregon, Building Codes Division • The grid shall be attached at two adjacent walls (pop rivets or approved method). Soffits extending to a point at least level with the bottom plane of the grid and independently supported and laterally braced to the structure above are deemed to be • Terminals or services weighing 20 lbs. but not more than 56 lbs. shall have, in addition to 5.4.1, 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. Source: ASTM E580 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 7-10 Section 13.5.6.2.2 b PAGE 2 OF 4 NORTHWEST WALL AND CEILING 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 this document or a proprietary joint. The amount of free movement (gap design) shall be a minimum of 3/4 inch. Source: State of Oregon, Building Codes Division • In lieu of seismic separation joints, the ceiling may be divided into areas less than 2500 square feet by the use of partitions or soffits as follows: partitions shall extend a minimum of 6 inches above the level of the plane of the grid and shall be independently braced to the structure above. Soffits shall extend to a point at least level with the bottom plane of the grid and shall be independently supported and laterally braced to the structure above. Source: State of Oregon Building Codes Division, ASTM E580 Section 5.2.9.1 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 as an alternate. Source: ASTM E580 Section 5.2.8.5 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, sheriffs office, or emergency communication dispatch center. GRID The main beams and cross tees of the suspension system. HANGER WIRE 10 or 12 gage soft annealed wire used as pri- mary support for the grid system. Also called suspension wires. LATERAL FORCE BRACING The bracing method used to prevent ceiling uplift or restrict lateral movement during a seismic event. Lateral force bracing consists of vertical struts and splay wires. MAIN BEAM The primary suspension member supported by hanger wires, also known as the main runner, carrying tee, carrying runner or mains. MOLDING/CLOSURE ANGLE A light gauge metal angle or chan- nel fastened to the perimeter wall or partition to support the perimeter ends of an accoustical ceiling grid. PERIMETER CLIPS Proprietary angle bracket attached directly to the wall molding/closure angle which allows for 3/4" 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 as a technical authority, educational body and spokesperson for the wall and ceiling industry. It provides services to architects and the construction community on all matters relating to the diversified wall and ceiling industry. As the in��vgec1l and coordination organization, the NWCB saw the need to establish a document to provide clarification and the intent of NEHRP (National Earthqua ��}Iss RR c ((i n Program) an agency of FEMA (Federal Emergency Management Agency). It is meant to serve as a set of recommendations and is not intend®lfViy®FifillotiricttemiL A project. This technical document is to serve as a guideline and it is not intended for any specific construction projects. NWCB makes no express or implied warran((y�'er guarantee of the techniques, construction methods or materials identified herein. P. 4 OF 4 NORTHWEST WALL AND CEILING BUREAU PERMIT CENTER Job Number: 1005 Date: MARCH 02, 2016 Principal in Charge: Project Manager. Drawn By. WIwAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SCHEDULES & DETAILS Sheet Number: A 3 ®2015 FUIIER•% Wff31CG404��4i EL. +24'-0" A.C.T. ADD INSULATION TO UNDERSIDE OF ROOF DECK @ HEATED SPACES i( a� cam / 14-h t'�N spa nd J ' /' ` �j 6 ]- � �Y� 4 ft04:41-6417:-ailjeCtrooe-P-r , 1 :5; I 5e441-", -7 2 Q II111I111 111 Ru EL. +14'—O" MEZZ. FIN. FLR. A.C.T. EL. +0' T.O. CONC. SLAB WAREHOUSE STORAGE TJI'S AND GYPCRETE OVER RESTROOM u REST I BUILDING SECTION 1 /4"=l'-0" EL. +24'-0" A.C.T. AL EL. +14'-0" MEZZ. FIN. FLR. Au EL. +0'-0" T.O. CONC. SLAB W 14X22 STRUT PER STRUCTURAL SHOW ROOM CLOSET FOYER YN N Illtittiiiifff111ffitlirtfi0i1 a 01,4 N4fit 11141111t111f11It:.tl IUDIf1-111111111111 1411[lh([[lliftifflllflf111111111ff11111f(lill1111 11THIlif[T11111hF CD 1 REMOVABLE RAILING FOR LOADING 0 i STORAGE ELEVATION 1 /4"=1'-0" 1 1/2" DIA HANDRAIL ATTACHED TO WALL. PROVIDE BLOCKING AS NEEDED. PAINT COLOR TO BE DETERMINED BY TENANT ki EL. +8'-0" A.C.T. othi EL. +0'-0" T.O. CONC. SLAB 3 PLYWOOD TREADS AND RISERS. PROVIDE NON—SKID RUBBER COVERING AT TREADS, TYP. TYPICAL STAIR DTL. @ TOP OF RUN HANDRAIL ENDS TO TERMINATE INTO THE WALL OR TURN DOWNWARD, TYP. 1 1/2" DIA HANDRAIL ATTACHED TO WALL PROVIDE BLOCKING AS NEEDED 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. @ BOTTOM OF RUN OPEN OFFICE ELEVATION 1 /4"=1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 15 2016 PERMIT CENTER CC w CC T.1. PERMIT SUBMITTAL 1_ 1_ Z 4-4-2016 o / OPEN OFFICE ELEVATION 1 /4"=1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 15 2016 PERMIT CENTER CC w CC T.1. PERMIT SUBMITTAL DATE 4-4-2016 r Job Number. 1005 Date: MARCH 02, 2016- Principal 016K Principal in Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SECTIONS & INTERIOR ELEVATIONS C 2015 �{ 1 Ua R"sE Aa3CHOVECVB 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 AS ROOF SNOW LOAD GUARDRAILS/BALCONY RAILS 50 PLF OR 200 LB CONCENTRATED LOAD MECHANICAL UNITS SEE DRAWINGS FOR MAXIMUM ALLONABLE WEIGHTS EARTHQUAKE SEISMIC DESIGN CATEGORY D 55 = 1.44, 51 = 0.41,- Sys = 0.81, SDi = 0.11 INTERMEDIATE PRECAST SHEAR WALLS R=4, 110=2.5, IE = 1.0 SPECIAL REINFORCED MASONRY SHEAR WALLS R=5, 110=2.5, IE = 1.0 SPECIAL STEEL CONCENTRICALLY BRACED FRAMES R=6, 110=2.0, IE = 1.0 PLYWOOD SHEATHED SHEARWALLS R = 6.5, 110 = 2.5, IE = 1.0 SEISMIC RESPONSE COEFFICIENT: G5= 0.211 DESIGN BASE 5HEAR: V = 212 kips ANALYSIS PROCEDURE: 12.8 EQUIVALENT LATERAL FORCE ANALYSIS WIND 85 MPH, EXPOSURE "B", IN = 1.0, KA = 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 I5 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 COMPLEIEt 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 SUBMIIIEU 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 REGISIEREV 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 GHkIEK 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 NEB STEEL JOISTS, METAL DECKING, GOLD -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" = 1'-0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIENED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEN BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING NI -ICH MATERIAL IS 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 FOLLOI^ED. 12. DETERRED SUBMITTALS, SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. THE COMPONENT DESIGNER SHALL BE A REGISiLRLU 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 iEGORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. DETERRED SUBMITTALS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL. THE ARCHITECT SHALL FORWARD DEIERR D SUBMITTALS TO THE BUILDING OFFICIAL WHERE REQUIRED. THE FOLLOWING BUILDING COMPONENTS SHALL BE DETERRED 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 SHONN ON THE STRUCTURAL DRAWINGS. TILT -UP PANELS SHALL BE ADEQUATELY BRACED UNTIL ALL CONNECTIONS HAVE BEEN COMPLE EU 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 SUBMIIIEI) TO THE STRUCTURAL ENGINEER AND ARCHITECT FOR REVIEW PRIOR TO CONSTRUCTION. SPECIAL INSPECTION IS REQUIRED PER CHAIiIEN 11 OF THE IBC DURING THE PLACEMENT OF CONGi<EIt AND REINFORCING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER SHALL BE PROVIDED NITH (3) COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER. SHOP DRILL 1/44) AIR RELEASE HOLES IN EMBEDMENTS AT Coo 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 SHEAR WALLS, MASONRY 5HEAR WALLS, PLYWOOD SHEATHED SHEAR 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 IS PERFORMED. THESE INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS SPECIFIED IN IBC SECTION 110. SEE TABLES BELOW FOR ADDITIONAL INFORMATION. STRUCTURAL ITEMS SPECIAL INSPECTION 1-REQUENGY IBC REFERENCE STRUCTURAL STFFL 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, HOLDONNS, ETC. PERIODIC PERIODIC CONTINUOUS (PERIODIC FOR ITEMS EXCELS I ELJ 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, 5HEAR WALLS, STRUTS, 4 HOLDONNS CONCRETE (SEE GENERAL STRUCTURAL NOTE 23 FOR ADDITIONAL REQUIREMENTS)** REINFORCING PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS REINFORCING WELDING PERIODIC (CONTINUOUS FOR SHEAR WALL, MOMENT FRAME, OR OTHER SHEAR REINFORCING) ANCHOR BOLT PLACEMENT PERIODIC AND PRIOR TO ALL CONCRETE POURS CONCRETE PLACEMENT* CONTINUOUS CURING 4 FORMWORK PROCEDURES PERIODIC PRECAST CONCRETE ERECTION PERIODIC MASONRY (SEE GENERAL STRUCTURAL NOTE 31 FOR ADDITIONAL REQUIREMENTS) LEVEL 1 SPECIAL INSPECTION PERIODIC (CONTINUOUS FOR GROUTING AND WELDING OF REINFORCING BARS) WOOD FASTENERS, BOLTS, STRAPS, HOLDOWNS, ETC. PERIODIC FOR CONNECTIONS OF ALL MEMBERS OF THE SEISMIC AND WIND FORCE RESISTING SYSTEM INCLUDING DIAPHRAGMS, SHEAR WALLS, STRUTS, 4 HOLDONNS 1104.2.1 4 TABLE 1104.3 ITEM 3 1104.3.2 4 TABLE 1104.3 ITEM 6 1104.3.1, TABLE 1104.3 ITEM 445, 1101.2, 4 AISG 341-05 APPENDIX 0 1104.3.3 4 TABLE 1104.3 ITEM 142 1104.3, 1101.4 4 AH5 91.5 1101.4"""" 4 1106.3 TABLE 1104. TABLE 1104. TABLE 1104. TABLE 1104. TABLE 1104. TABLE 1104. 4 ITEM 1 3 ITEM 5b 4 ITEM 3 4 ITEM 5,641 4 ITEM 8,11412 4 ITEM 10 TABLE 1104.5.1 ITEM 1 THRU 8 1101.3 4 1106.2**** EXPANSION BOLTS 4 INSERTS PERIODIC INCLUDING TORQUE TESTS IN ACCORDANCE TABLE 1104.4 ITEM 4 WITH APPROVED ICG -E5 REPORTS EPDXY GROUTED RODS OR REBAR SOIL COMPACTION 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 ONNER AND BUILDING OFFICIAL FOR WORK PERFORMED ON THE PREMISES OF A FABRICATOR REGISIEI<ti) 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. *** ER QUENGY OF CONCRETE LABORATORY TESTING SHALL BE IN ACCORDANCE WITH AGI 318-08 SECTION 5.6.2 UNLESS OTHERWISE NOTED IN THE PROJECT SPECIFICATIONS. """" THE EXCEPTION FOR SHEATHING FASTENED AT A SPACING GREATER THAN 4"oc SHALL NOT APPLY TO WOOD OR METAL FRAMING ON THIS PROJECT. ARCH, MECH, 4 ELEC ITEMS SEISMIC DESIGN REQUIREMENTS (ASCE 1-05 CHAPTER 13) PERIODIC SPECIAL INSPECTION A5 SPECIFIED PER IBC CHAPTER 11 SUSPENDED CEILINGS PARTITION WALLS STEEL STORAGE RACKS GLAZING SYSTEMS LIFE SAFETY COMPONENTS INCLUDING FIRE PUMPS, EMERGENCY GENERATORS, SMOKE EVACUATION FANS, AND COMPONENTS WITH HAZARDOUS COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS (Ip=1.5 PER ASCE 1-05 SECTION 13.1.3) ASCE 1-05 SECTION 13.5.6 ASCE 1-05 SECTION 13.5.5 ASCE 1-05 SECTION 15.5.3 ASCE 1-05 SECTION 13.5.1 ASCE 1-05 SECTION 13.b AND IBC 1108.4 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 13.6 AND IBC 1108.4 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 ILLI 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 1101.5) 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. &EOTEGHNIGAL: 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 ONNER APPOINTED GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18° BELOW LOWEST ADJACENT FINISHED GRADE. THE ONNER 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. ALLONABLE SOIL PRESSURE 2,500 P5F LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) 50 PCF/40 PCF SOIL PROFILE TYPE SITE CLASS E GEOTECHNIGAL 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 SHONN ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL REVIEW THE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS AND SUPPLY OPENING SIZE, LOCATION, AND CONFIGURATION TO THE STEEL FABRICATOR PRIOR TO SHOP DRAWING SUBMITTAL. OPENINGS SHALL OCCUR WHERE ANY DUCT, CONDUIT, PLUMBING, OR OTHER IMPLEMENT PASSES THROUGH THE FLOOR OR ROOF. A5 AN ALLOWANCE, THE CONTRACTOR SHALL BUDGET TO PROVIDE AND INSTALL A5 REQUIRED AN ADDITIONAL 150 LINEAR rEET OF ANGLE 5x3x1/4 AND 15 LINEAR INET 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 D FOUNDATION PLAN S2.2 BUILDING D ROOF FRAMING PLAN 1 S3.2 54.1 55.1 S5.1 CONCRETE DETAILS TYPICAL MASONRY DETAILS TYPICAL METAL DECK DETAILS CANOPY PLAN 4 DETAILS 56.1 5HEAR NALL SCHEDULE 4 DETAILS 56.2 STAIR PLANS 4 DETAILS 56.3 FRAMING DETAILS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052O16 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PERMIT CENTER Wed, 13 Apr 2016 - 11:55am REMARKS T.I. PERMIT SUBMITTAL I I I s s DATE 4/8/2016 I i i s s I O 1411 Fourth Are.,Suite 1314 SuttIe,16thingten311111 Te1.211.02.1170 Fu.211.01.4400 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P. 206/343-0460 SEATTLE. WA 98104 P. 206/343-5691 Oki C5 DE= Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1 .1 © 2010 FULLER•SEARS ARCHITECTS 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" A5 MANUFACTURED BY HILTI, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICG -E5 REPORT NO. 1111 AND MANUFACTURER'S INSTRUCTIONS; OR "STRONG -BOLT 2" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. AND INSTALLED IN STRICT ACCORDANCE WITH ICC -E5 REPORT NO. 3031 AND MANUFACTURER'S INSTRUCTIONS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -ES ACCEPTANCE CRITERIA AC1g3. 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 ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING NOMINAL EMBEDMENT DEPTHS FOR EXPANSION BOLTS INTO CONCRETE: HILTI KWIK BOLT TZ: 3/8"4) EXPANSION BOLTS 2-5/16" 1/2"0 EXPANSION BOLTS 3-5/8" 5/8"0 EXPANSION BOLTS 4-1/16" 3/4"47 EXPANSION BOLTS 5-61/16" SIMPSON STRONG -BOLT 2: 3/8"4' EXPANSION BOLTS 2-1/5" 1/2"O EXPANSION BOLTS 3-1/8" 5/8"0 EXPANSION BOLTS 5-1/8" 3/4"0 EXPANSION BOLTS 5-3/4" 18. EXPANSION BOLTS INTO GROUTED MASONRY SHALL BE "KWIK BOLT 3", AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. 1385 AND MANUFACTURER'S INSTRUCTIONS, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICC -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICC -E5 ACCEPTANCE CRITERIA ACO1. SPECIAL INSPECTION I5 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED A5 SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. A MINIMUM OF 6" OF SOLID GROUT SHALL BE IN PLACE AND CURED TO A MINIMUM STRENGTH OF 2,000 P5I ON ALL SIDES OF EXPANSION BOLTS AT MASONRY PALLS 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 CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. 1(1. DRIVE PINS AND OTHER POWDER -ACTUATED FASTENERS SHALL BE ITN 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 ICG -ES REPORT NO. 1111. 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 ICC -E5 REPORT NO. 2508, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS; OR "HIT-HY 150 MAX -5D" AS MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH ICG -ES REPORT NO. 3013, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA AC305. PERIODIC SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. EPDXY GROUTED RODS OR REBAR SHALL NOT BE USED AS 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 CUT 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 3/4"4' ROD OR #5 BAR 1"4' ROD OR #6 BAR (1° 1-1/4"4 ROD OR #1 BAR 12" #8 BAR 15" 5" 1" 21. EPDXY-GROUTED RODS OR REBAR TO MASONRY SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH "SET EPDXY-TIE ADHESIVE" A5 MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICG -E5 REPORT NO. 1112, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICG -ES REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, SUBSTITUTIONS SHALL MEET ICG -ES ACCEPTANCE CRITERIA (AC55 FOR NEW MASONRY APPLICATIONS, AC60 FOR UNREINFORCED BRICK MASONRY). SPECIAL INSPECTION OF EPDXY-GROUTED ANCHOR INSTALLATION IS REQUIRED. PROVIDE SCREEN TUBES AT BRICK MASONRY LOCATIONS AND AT HOLLOW CMU. SCREEN TUBES ARE NOT REQUIRED AT SOLID CMU. HOLES IN BRICK MASONRY 4 HOLLOW CMU SHALL BE CORE DRILLED OR DRILLED WITH ROTO -HAMMER IN ROTATION MODE ONLY. HOLES IN SOLIDLY GROUTED MASONRY MAY BE DRILLED BY CORING 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 ENGINEER. NOTIFY ENGINEER IF BOLT LOCATIONS CONFLICT WITH REINFORCING STEEL - DO NOT CUT REINFORCING OR REDUCE EMBEDMENT DEPTHS WITHOUT PRIOR APPROVAL. UNLESS OTHERWISE NOTED, PROVIDE THE FOLLOWING EMBEDMENT DEPTHS FOR ANCHORS AT REINFORCED MASONRY WALLS: 1/2"4' ROD OR *3 BAR 4" 5/5"4' ROD OR #4 BAR 5" 3/4"O ROD OR *5 BAR 22. NOT USED. �II CONCRETE: 23. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1(105 AND AGI 301. STRENGTHS AT 28 DAYS AND MIX CRITERIA SHALL BE A5 FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH EXPOSURE CLASSES (f'c) (ACI 318 -OS TABLE 4.2.1) A. CONCRETE EXPOSED TO WEATHER 4,500 P5I MIN. (F1, 50, P0, Cl) B. CONCRETE EXPOSED TO EARTH 4,000 P5I MIN. (F0, 50, P0, Cl) (FOUNDATIONS, BASEMENT WALLS, ETC.) C. 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. CONCRETE MIXES SHALL MEET OR EXCEED THE REQUIREMENTS SPECIFIED ABOVE. MIXES SHALL BE SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE AND SHALL INCLUDE THE AMOUNTS OF CEMENT, CEMENTITOUS MATERIAL, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, A5 NELL AS THE NATER -CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 315-08, CHAPTER 5. REVIEW 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 ±t<I-ORMANCE. 24. REINFORCING STEL. SHALL CONFORM TO ASTM Ab15, GRADE 60, fy = 60,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A70b. REINFORCEMENT COMPLYING WITH ASTM A615(51) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1.4-18 ARE SUBMITTED. LONGITUDINAL REINFORCEMENT IN ALL COLUMNS SHALL COMPLY WITH ASTM A1O6. ASTM Ab15 GRADE 60 REINFORCEMENT ARE ALLOWED IN THESE MEMBERS IF: (A) THE ACTUAL YIELD STRENGTH BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED YIELD STRENGTH BY MORE THAN 18,000 PSI (RETESTS SHALL NOT EXCEED THIS VALUE BY MORE THAN AN ADDITIONAL 3,000 PSI), AND (B) THE RATIO OF THE ACTUAL ULTIMATE TENSILE STRESS TO THE ACTUAL TENSILE YIELD STRENGTH IS NOT LESS THAN 1.25. CERTIFIED MILL TEST REPORTS FOR EACH SHIPMENT OF REINFORCING SHALL BE SUBMITTED FOR REVIEW. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. 25. REINFORCING STFFI SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315 -II AND 318-08. LAP ALL CONTINUOUS REINFORCEMENT IN ACCORDANCE WITH "REINFORCEMENT SPLICE AND DEVELOPMENT LENGTH SCHEDULE" OF 20/53.1 . PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 5" 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 ENGINEER. 26. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE A5 FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH (1.e. WALLS BELON 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 1/8") or . 3/4" 21. NOT USED. 25. CAST -IN-PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. 2(1. BONDING AGENT SHALL BE "CONCRESIVE LIQUID LPL" BY CHEMREX, INC. OR EQUIVALENT, AND SHALL BE USED WHERE NEN CONCRETE I5 PLACED AGAINST PREVIOUSLY PLACED OR EXISTING CONCRETE. PLACE IN STRICT ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS, INCLUDING PREPARATION OF EXISTING SURFACES. 30. NON -SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (6,000 PSI MINIMUM) . MASONRY: 31. CONCRETE MASONRY UNIT WALLS SHALL BE CONSTRUCTED OF MEDIUM OR NORMAL WEIGHT MASONRY UNITS, CONFORMING TO ASTM CIO, LAID IN A RUNNING BOND WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1100 PSI. MORTAR SHALL BE TYPE "5" IN CONFORMANCE WITH ASTM 0210. GROUT SHALL CONFORM TO ARTICLE 2.2 OF TM5602-08/ACI530.1-08/ASCE6-08 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 TESTING OR SHALL BE VERIFIED BY THE UNIT STRENGTH METHOD IN ACCORDANCE WITH IBC SECTION 2105 PRIOR TO CONSTRUCTION PLUS ADDITIONAL TESTING FOR EACH 5000 SQUARE ILLI OF WALL DURING 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 NALL OPENINGS PER 4/54.1 U.O.N. ALL HORIZONTAL REINFORCEMENT SHALL BE PLACED IN BOND BEAMS. SEE 5/54.1 FOR REINFORCING DEVELOPMENT AND LAP SPLICE SCHEDULE. FILL ALL CELLS CONTAINING REINFORCEMENT OR EMBEDDED ITEMS AND ALL CELLS BELON GRADE WITH GROUT. PROVIDE CLEANOUT HOLES AT BOTTOM OF ALL CELLS CONTAINING REINFORCEMENT FOR POURS GREATER THAN 5.33 ma IN HEIGHT (MAXIMUM SPACING OF CLEANOUTS SHALL BE 32"oc FOR SOLIDLY GROUTED WALLS). MAXIMUM HEIGHT OF GROUT POURS SHALL BE IN ACCORDANCE WITH ACI 530.1-08 TABLE 1. MAXIMUM HEIGHT OF GROUT LIFTS I5 5.33 1LL1. STEEL: 32. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THE A.I.S.C. SPECIFICATIONS AND CODES: 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS -ALLOWABLE STRESS AND PLASTIC DESIGN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS. 2. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, ADOPTED MARCH 18, 2005. IN REFERENCE 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 DESIGN -BUILD ITEMS. ALTERNATE CONNECTION DETAILS REQUESTED BY THE FABRICATOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL VIA A REQUEST FOR INFORMATION (RFI) PRIOR TO COMPLETION OF SHOP DRAWINGS. IN RCitRCNCE TO SECTION 3.1.6, FABRICATOR SHALL ALSO REVIEW PROJECT SPECIFICATIONS AND ARCHITECTURAL DRAWINGS TO DETERMINE PAINTING AND GALVANIZING REQUIREMENTS. MEMBERS EMBEDDED IN CONCRETE, MASONRY OR TO RECEIVE SPRAY -ON FIREPROOFING SHALL NOT BE PAINTED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. IN RCDCRENC.E TO SECTION 3.3, IN THE EVENT OF DISCREPANCIES BETWEEN DESIGN DRAWINGS AND SPECIFICATIONS, THE DESIGN DRAWINGS GOVERN. IN REITRENCE TO SECTION 4.1, THE FABRICATOR SHALL NOT ASSUME BID PACKAGES CONSTITUTE RELEASING THE DRAWINGS FOR CONSTRUCTION WITHOUT EXPLICIT DIRECTION TO DO 50 BY THE OWNER. 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A410 BOLTS. CONTRACTOR SHALL ALSO COMPLY WITH OSHA REGULATION 21 CFR PART 1x26 SUBPART R - STEEL ERECTION, PUBLISHED JANUARY 18, 2001. MISCELLANEOUS PLATES FOR GUYING CABLE ATTACHMENTS, TEMPORARY JOIST BRACING, ETC. SHALL BE ADDED AS REQUIRED. CONTRACTOR SHALL EVALUATE COLUMNS AND PROVIDE ADEQUATE BASE PLATE SHIMS, GUYS, OR TEMPORARY BRACING A5 REQUIRED PER SECTION 1(126.155. 33. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER A. WIDE FLANGE AND NT SHAPES B. PLATES, ANGLES, CHANNELS, AND RODS C. PLATES (NOTED GRADE 50 ON DRAWINGS) D. PIPE MEMBERS E. STRUCTURAL TUBING (HSS - SQUARE OR RECTANGULAR) F. ANCHOR BOLTS OR ANCHOR RODS 6. CONNECTION BOLTS H. THREADED RODS FOR EPDXY GROUTED CONNECTIONS 34. NOT USED ASTM SPECIFICATION Aag2 A36 A512 A53 (TYPE E OR 5, GRADE B) A500 (GRADE B) F1554 (GRADE 3b) A325 -N A36 OR A301(GRADE C) 50 KSI 36 KSI 50 KSI 35 KSI 46 K5I 36 KSI 36 KSI 35. DIMENSIONAL TOLERANCE FOR STRUCTURAL STEEL MEMBERS SHALL BE PER THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, SECTION 6.4 AND ASTM SPECIFICATION A6. UNLESS SPECIFICALLY ALLOWED BY THE ENGINEER, 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.S.C. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS 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 A5 SLIP -CRITICAL NEED ONLY BE TIGHTENED TO THE SNUG TIGHT CONDITION. THE SNUG TIGHT CONDITION I5 DEFINED A5 THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. IF A SLOTTED HOLE OCCURS IN AN OUTER PLY, A FLAT HARDENED WASHER OR COMMON PLATE WASHER SHALL BE INSTALLED OVER THE SLOT. ALL SLIP -CRITICAL CONNECTION BOLTS SHALL BE APPROVED SELF LOAD INDICATING TYPES (SUCH A5 BETHLEHEM INDICATOR BOLTS, Le.EUNE 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 FAYING SURFACES. 38. 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 AISG STEEL CONSTR. MANUAL, 13TH ED. 1/16" * 5/16" 1/8" * 5/16" * USE OF LARGER HOLES WOULD REQUIRE THE USE OF WELDED PLATE WASHERS AND WOULD REQUIRE PRIOR APPROVAL BY THE STRUCTURAL ENGINEER. 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 AISG STEEL CONSTRUCTION MANUAL, 13TH EDITION. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052016 City of Tukwila BUILDING DIVISION RECEIVED CITE' OF TUKWILA ! r Fn t',attt52.3 PERMIT CENTER Wed. 13 Apr 2016 - 11:55am REMARKS T.I. PERMIT SUBMITTAL I DATE CD r O N Co 1. 1 1 1 II 0 z 1411 Fourth Are.,SuiteI31f Stott le,Il4lthiogtul010I TeI.201.023170 Fu.21f312AM COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE - SURE 900 P. 2061343-0460 SEATTLE, WA 98104 F: 2061343-5691 I NC CZ DE= LIl �S I Cog soc son CA wa CIDN e®� Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number, S1 .2 m 2010 FULLER•SEARS ARCHITECTS General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) 31. OPEN NEB STEEL JOISTS AND JOIST GIRDERS (INCLUDING BRIDGING) 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 GIRDER LOADS INDICATED DO NOT INCLUDE AN ALLOWANCE FOR THE GIRDER SELF WEIGHT. FOR MEMBCRC DENOTED 'STRUT' DESIGN TOP CHORD TO RESIST THE FACTORED EARTHQUAKE LOAD SHOWN. IN ADDITION, ALL MEMBERS SHALL BE DESIGNED TO SUPPORT A SINGLE 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 EXCEEDING THIS ALLOWANCE. WHERE CONCENTRATED LOADS/HANGERS DO NOT OCCUR AT PANEL POINTS, CONTRACTOR SHALL INSTALL ADDITIONAL NEB MEMBERS PER THE INSTALLATION DETAILS OF THE JOIST MANUFACTURER WHERE REQUIRED. JOIST MANUFACTURER SHALL CHECK ROOF MEMBERS AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER A NET WIND UPLIFT PRESSURE SHOWN ON THE DRAWINGS. CONTRACTOR SHALL COORDINATE BRIDGING LAYOUT PRIOR TO JOIST ERECTION TO AVOID CONFLICTS WITH MECHANICAL DUCTWORK, FLOOR/ROOF OPENINGS, OR OTHER MISCELLANEOUS ITEMS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES BOLTED TO CONCRETE OR MASONRY WALLS UNLESS OTHERWISE NOTED. CAMBER JOISTS IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE STANDARDS, UNLESS OTHERWISE NOTED. SIZE MEMBERS TO MEET THE FOLLOWING LIVE LOAD DEFLECTION CRITERIA UNLESS OTHERWISE NOTED: L/360 FOR SIMPLE SPAN ROOF MEMBERS AND L/180 FOR ROOF OVERHANGS JOISTS THAT OCCUR WITHIN 3'-0" OF STEEL COLUMNS AND ALL JOISTS EXCEEDING 40'-0" IN LENGTH SHALL BE BOLTED TO THEIR SUPPORTS IN LIEU OF THE SPECIFIED FIELD WELDING, EXCEPT AT JOISTS MARKED 'STRUT' WHERE THE FIELD WELDING SHALL ALSO APPLY. USE (2) 1/2" DIAMETER A301 BOLTS FOR K -SERIES JOISTS AND (2) 3/4" DIAMETER A301 BOLTS FOR LH AND DLH-SERIES JOISTS (VERIFY BOLT SIZE/SPACING WITH JOIST SUPPLIER). BOLTING REQUIREMENT MAY BE OMITTED FOR JOISTS LESS THAN 40'-0" IN LENGTH WHERE NIDE FLANGE BEAMS FRAME INTO STEEL COLUMNS IN AT LEAST TWO DIRECTIONS. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. SUBMITTALS SHALL INDICATE ALL CHORD AND NEB MEMBER SIZES AND SHOW ALL END CONNECTIONS. DESIGN CALCULATIONS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISIEtD PROFESSIONAL ENGINEER, STATE OF WASHINGTON. 40. ALL WELDING SHALL BE IN CONFORMANCE WITH A.I.S. C. AND A.W.S. STANDARDS AND SHALL BE PERFORMED BY W. A.B.O. CERTIFIED WELDERS USING EIOXX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED. DO NOT PAINT OR GALVANIZE AREAS OF PIECES TO BE FIELD WELDED, OR REMOVE PAINT AND GALVANIZING IN FIELD PRIOR TO WELDING. WELDING OP GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING LON 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 WELDING. THE CONTRACTOR SHALL WORK WITH THE FABRICATOR AND ERECTOR TO COORDINATE THE FINAL DETERMINATION OF FIELD VERSUS SHOP WELDS TO ACCOMMODATE THE CONSTRUCTION SEQUENCING OF THE PROJECT. ALL WELDS SHALL BE MADE WITH A FILLER WELD METAL THAT HAS A MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT. -LBS. AT 0 DEGREES F, A5 DETERMINED BY ANS CLASSIFICATION OR MANUFACTURER CERTIFICATION. PROPOSED FILLER MATERIAL FOR BOTH SHOP AND FIELD WELDS SHALL BE SUBMITTED FOR REVIEW PRIOR TO CONSTRUCTION. 41. METAL ROOF DECKING: PROVIDE SIZE, TYPE, GAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICC -ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. SUBMIT DECK INFORMATION TO ARCHITECT AND ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 42. COLD -FORMED STEEL FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND GAGE SHOWN ON THE DRAWINGS. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, RL LR TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY SCAFCO CORPORATION, SPOKANE, WA. PRODUCTS BY OTHER MEMBERS OF THE "STEEL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO ICC -ES REPORT NO. 4143. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD -FORMED STEEL FRAMING SHALL ALSO CONFORM TO THE A.I.S.I. "SPECIFICATION FOR THE DESIGN OF COLD -FORMED STFFI STRUCTURAL MEMBERS." SEE 20/51.1 FOR METAL FRAMING NOTES. 43. HEADED STUDS FOR COMPOSITE CONNECTION OF STRUCTURAL STEEL TO CONCRETE AND THREADED STUDS (CPL'S) FOR CONNECTION OF STRUCTURAL STEEL TO OTHER ELEMENTS SHALL BE MANUFACTURED FROM MATERIAL CONFORMING TO ASTM A108 6R. 1010 THROUGH 1020 (TYPE 2, Fu = 60 KSI MIN.). HEADED STUDS SHALL BE WELDED IN CONFORMANCE WITH THE REQUIREMENTS OF A.161.5 GHAFIE-R 1. UNLESS OTHERWISE NOTED, STUDS SHALL BE WELDED BY THE AUTOMATIC MACHINE WELDING PROCESS IN CONFORMANCE WITH A.W.S. REQUIREMENTS. STUD TYPES SHALL BE MANUFACTURED BY NELSON STUD WELDING, INC. OR EQUIVALENT. HEADED STUDS SHALL BE TYPE 53L 5HEAR CONNECTORS, THREADED STUDS SHALL BE TYPE CPL PARTIALLY THREADED STUDS. 44. DEFORMED BAR ANCHORS (D2L's) SHALL BE TYPE D2L ANCHORS BY NELSON STUD WELDING, INC., OR EQUIVALENT. ANCHORS SHALL BE MADE FROM COLD ROLLED, DEFORMED STEEL CONFORMING TO ASTM A-416. WOOD: 45. FRAMING LUMBER SHALL BE KILN DRIED OR MC -1q, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS: (2x MEMBERS) (3x AND 4x MEMBERS) BEAMS AND STRINGERS: (INCLUDING bx AND LARGER MEMBERS) POSTS: (4x MEMBERS) (bx 4 LARGER MEMBERS) STUDS, PLATES, LEDGERS 4 MISCELLANEOUS LIGHT FRAMING: DOUGLAS FIR NO. 2 MINIMUM BASIC DESIGN STRESS, Fb = 100 PSI, Fv = 180 PSI, E = 1600 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1000 PSI, Fv = 180 PSI E = 1100 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fb = 1350 PSI, Fv = 110 PSI, E = 1600 KSI HEM -FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1350 PSI, E = 1500 KSI DOUGLAS FIR NO. 1 MINIMUM BASIC DESIGN STRESS, Fc = 1000 PSI, E = 1600 KSI DOUGLAS FIR NO. 3 OR STUD GRADE MINIMUM BASIC DESIGN STRESS, Fb = 525 PSI, E = 1400 KSI Fc = 115 PSI, Ft = 325 PSI NOTE: FINGER JOINTED STUDS MAY BE SUBSTITUTED ONLY IF THEY MEET PRESCRIBED BENDING STRESS 4 TENSION STRESS CRITERIA. 46. ENGINEERED WOOD I -JOISTS SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH ENGINEERED WOOD I -JOISTS PROVIDED. DESIGN SHOWN ON THE DRAWINGS I5 BASED ON RESIDENTIAL JOISTS MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH ICG -ES REPORT NO. ESR -1153. ALTERNATE ENGINEERED WOOD I -JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICG -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. DESIGN LOADS SHALL BE A5 FOLLOWS, UNLESS OTHERWISE NOTED: LIVE LOAD PER DESIGN LOADING CRITERIA DEAD LOAD 23 P5F THE JOIST MANUFACTURER SHALL COORDINATE LOCATIONS AND SUPPORT CONFIGURATIONS OF PLUMBING, MECHANICAL UNITS, DUCTS, AND/OR OTHER MISCELLANEOUS ITEMS WITH THE CONTRACTOR PRIOR TO JOIST FABRICATION. THE JOIST MANUFACTURER SHALL DESIGN JOISTS TO SUPPORT ALL LOADS ASSOCIATED WITH SUCH ITEMS. THE JOIST SHOP DRAWINGS SHALL INCLUDE ALL DESIGN LOADS AND APPROVED HANGER CONNECTION DETAILS TO JOISTS FOR SUPPORT OF HUNG MECHANICAL SYSTEM COMPONENTS. SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEE=R FOR REVIEW PRIOR TO FABRICATION. ALL I -JOIST HANGERS SHALL BE 'MIT' SERIES, UNLESS OTHERWISE NOTED. 41. ROOF, FLOOR 4 WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD OR ORIENTED STRAND BOARD (05B) IN CONFORMANCE WITH IBC SECTION 2303.1.4. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS DOC PS 1-01, 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 CONFORMING TO APA SPECIFICATION AFG-01. 48. ALL PRESSURE -TREATED (P.T.) WOOD MEMBERS SPECIFIED ON THE DRAWINGS THAT OCCUR ABOVE GROUND AND CONTINUOUSLY PROTECTED FROM MOISTURE (INTERIOR LOCATIONS) SHALL BE PRESSURE -TREATED WITH DOT SODIUM BORATE (5BX) WITHOUT Na5102. AT LOCATIONS PERMANENTLY EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND, WOOD MEMBERS SHALL BE PRESSURE -TREATED WITH COPPER AZOLE CA -B (HEM -FIR ONLY), OR ALKALINE COPPER QUAT (ACQ-C FOR DOUGLAS -FIR, OR ACQ-D FOR HEM -FIR) PRESERVATIVES UNLESS OTHERWISE NOTED. AMMONIACAL COPPER ZINC ARSENATE (ACZA) PRESERVATIVE, OR OTHER PRESERVATIVES WITH AMMONIA CARRIERS, SHALL NOT BE USED. 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 -IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. 41. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, A5 SPECIFIED IN THEIR CATALOG NO. C-2013. ALTERNATE CONNECTORS CONFORMING WITH IBC SECTION 1116 MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER. A CURRENT ICG -E5 REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ENGINEERING COSTS RELATING TO REVIEW AND/OR RE -DESIGN TO ACCOMMODATE PROPOSED SUBSTITUTIONS. INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, CENTER STRAP ON JOINT AND INSTALL NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND SIZE OF FASTENERS IN EACH MEMBER. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SCREWS BEARING ON WOOD. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. ALL TIMBER CONNECTORS IN CONTACT WITH PRESSURE -TREATED WOOD THAT USES PRESERVATIVE CHEMICALS OTHER THAN DOT SODIUM BORATE (SBX) WITHOUT Na5102 SHALL BE MANUFACTURED FROM ZMAX STEEL BY SIMPSON (6185 STEEL PER ASTM A653), OR TYPE 304 OR 316 STAINLESS STEEL. ALTERNATIVELY, CONNECTORS CAN BE POST HOT DIP GALVANIZED PER ASTM A123 OR MECHANICALLY GALVANIZED PER ASTM B615, CLASS 55 OR GREATER. STAINLESS STEEL FASTENERS SHALL BE USED WITH STAINLESS STEEL CONNECTORS, AND HOT DIP GALVANIZED FASTENERS PER ASTM A153 SHALL BE USED WITH GALVANIZED CONNECTORS. 50. HOOD 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 NAILING SHALL CONFORM TO IBC TABLE 2304.1.1 OR CURRENT IGC -ES REPORT NER-212. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. INSTALL WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. INSTALLATION OF LAG SCREWS SHALL CONFORM TO 2005 NDS SECTION 11.1.3, AND INSTALLATION OF BOLTS SHALL CONFORM TO 2005 NDS SECTION 11.1.2. B. NALL FRAMING: TWO 5TUD5 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 LONER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH Ibd 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 INSTAJIED PER AF4PA S7141S-2008 SECTION 4.3.6.4.3. INDIVIDUAL MEMBERS OF BUILT-UP STUD POSTS SHALL BE NAILED TO EACH OTHER WITH lbd ® Inc STAGGERED. C. FLOOR FRAMING: INSTALL SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS WITH TWO 10d NAILS. ATTACH TIMBER JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH lbd @ 12"oc STAGGERED. FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED A5 SHOWN ON THE DRAWINGS. ALL FLOOR SHEATHING EDGES 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 SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 1Gd @ 12"o0. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS, INSTALL FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAIL WITH EDGE NAILING SPECIFIED. D. NAILING: MINIMUM NAIL DIAMETER AND LENGTH SHALL BE AS FOLLOWS: NAIL SIZE ON DRAWINGS DIAMETER AND LENGTH SHEATHING NAILS 8d 0.131" x 2 1/4" 10d 0.148" x 2 1/2" FRAMING NAILS 10d 0.148" x 3" 1Gd 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 (SBX) WITHOUT Na5102, 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 ICG -ES REPORT NUMBER, AND THE QUALITY CONTROL AGENCY. ALL MEMBERS SHALL BE MANUFACTURED WITH AN APPROVED ADHESIVE. BEAMS: LAMINATED STRAND LUMBER (L5L) Fb = 2250 PSI, E = 1500 K5I, Fv = 400 PSI (DEPTH > 1 1/2") Fb = 1100 PSI, E = 1300 KSI, Fv = 400 PSI (DEPTH < 1 1/2") LAMINATED VENEER LUMBER (LVL) Fb = 2600 PSI, E = 1100 KSI, Fv = 285 PSI PARALLEL STRAND LUMBER (PSL) Fb = 2100 PSI, E = 2000 KSI, Fv = 210 PSI RIM BOARD: LAMINATED STRAND LUMBER (L5L) Fb = 1100 PSI, E = 1300 K5I, Fv = 400 P5I REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2Di6 City of Tukwila BUILDING DIVISION DESIGN SHOWN ON THE DRAWINGS I5 BASED ON LUMBER MANUFACTURED BY WEYERHAEUSER IN ACCORDANCE WITH IGC -ES REPORT NO. ESR -1381. ALTERNATE ENGINEERED LUMBER MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT NER OR ICG -ES REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED SUBSTITUTES. RECEIVED CITY OF TUKWILA r ^;r PERMIT CENTER Wed, 13 Apr 2016 - I I:55am U) C Q LU 0 T.I. PERMIT SUBMITTAL III I 1 DATE 4/8/2016 1 1 1 1 1 I d 1411 Fenrtb Ave.. Slits ISlf Seutle,IRitbie:ten111111 141.211.112.6111 Fu.21i.112.6411 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE -SURE 900 P-2061343-0460 SEATTLE, WA 98101 F. 2061343-5691 PEI pm= en Ism Imo® poo CC co fcfc C13 g 41 trA 33® Job Number. 8101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By - MRM Sheet Title: GENERAL STRUCTURAL NOTES Sheet Number. S1.3 FULL® ER SE20'10 ARS ARCHITECTS 2011-4" P-8 20/53.2 P-10 �- I 11/53.2 20/53.2 F2-5 20/53.2 2/53.2 Iq/S5.2 BASE F' PER 11/53.3 d 0 N (4) MEZZANINE COLUMNS LOCATED ON GRID 3.1 SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING SLAB -ON -GRADE PER PLAN NOTE 14 2 REFERENGE EL.=O'-0" DATUM EL.=26.11' 6/53J THE ONLY STRUCTURE FOR MEZZANINE T115 THE FRAMING NOTED WITH * IN THI5 ZONE AND FRAMING PER 20/56.2 . OTHER FOUNDATION 4 FRAMING SHOWN ARE EXISTING 31-0" SEE PARTIAL PLAN THIS SHEET FOR MEZZANINE FRAMING 15/53.2 15/53.2 I I A 11/533 15/53.2 STAIR FRAMING* PER PARTIAL PLAN OF 20/56.2 11/54.1 BLOCKOUT GMU WALL AS READ. TO INSTALL BRACED FRAME BASE f.. GROUT BACK SOLID 14/53.2 15/53.2 I-1 1-i (SPa2I Zir AV AV A' V i1 All HIJ/, Tyr; "-3" 40c°1\ 15/53.2 SIM. 0 20/54.1 / 21-4" 40(')1 15/53.2 11/55.1 [L] TYP. * FRAMING MAY BE OMITTED IF MEZZANINE 15 NOT BUILT 24'-5" 16'-5" 20/56.3 16/553 5/56.5 H55 IOx6x% H55 IOx6xl/ WI6x26* 10/56.3 T V 9- N m x x CN 2/56.1 2/56.2 L 0/56.3 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1 , TYP. 151-11 4" 11/551 TY 13 MEZZANINE FRAMING 1/8" =1'-0'1 HSS I0x6xi [13'-II14"] PLAN NOTES I. SLAB ELEVATION SHALL BE A5 SHOWN IN PLAN. SLAB -ON -GRADE SHALL BE 6" THICK WITH 4t4 ® 16"oc EA. WAY, U.O.N. PROVIDE VAPOR BARRIER PER SPECIFICATIONS BELOW SLAB AT INTERIOR SPACES OVER FREE -DRAINING GRANULAR FILL PER SPECIFICATIONS. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. 2. PROVIDE CONSTRUCTION 4 CONTRACTION JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 300 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. POUR SLAB IN A ALTERNATING LONG STRIP SEQUENCE. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. SEE 10/53.1 FOR TYPICAL JOINT LAYOUT AND SLAB POUR SEQUENCE. 3. TOPS OF ALL FOOTINGS SHOWN IN THI5 PLAN SHALL BE AT ELEVATION -I'-6", U.O.N. OVER EXCAVATE AND PLAGE SUITABLE COMPACTED FILL A5 DIRECTED BY GEOTECHNICAL ENGINEER INHERE REQUIRED. CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN MINIMUM DEPTH OF FOOTINGS SHOWN ON THE DRAWINGS. LEGEND: x' -x" high 1 low TOP OF SLAB ELEVATION TOP OF FOOTING ELEVATION STEP IN TOP OF SLAB FOOTING MARK PER 20/53.3 STEP IN FOOTING PER 12/53.1 TOP OF STEEL BEAM ELEVATION MASONRY WALL JOINT PER 3/54.1 MASONRY LINTEL PER 1/54.1 HIGH LOAD CONNECTION PER 10/55.2 ( -21-2" 4. SEE ARCHITECTURAL/MECHANICAL/CIVIL/UTILITIES DRAWINGS FOR UNDERSLAB PIPING. COORDINATE FOUNDATION DEPTHS AND PIPING IN ACCORDANCE WITH I5/53.1 . * FRAMING MAY BE OMITTED IF MEZZANINE 15 NOT BUILT THE ONLY STRUCTURE FOR MEZZANINE TI 15 THE FRAMING NOTED WITH * IN THI5 ZONE ANS FRAMING PER 20/56.2 . OT ER FOUNDATION 4 FRAMING SHOWN ARE EXISTING 5. THE FLOOR SYSTEM CONSISTS OF 3/4" GYPGRETE TOPPING OVER 3/4" TOG SHEATHING (PANEL SPAN RATING 48/24). BLOCK 4 NAIL SHEATHING PER PLAN NOTE 6. GLUE SHEATHING AT ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. 16'-3" 1I =I 1I =II II 11=11 II 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 A/ (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/e" 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. HD MASONRY SHEAR WALL THI5 LEVEL SHEAR WALL THI5 LEVEL PER SCHEDULE OF 20/56.1 BRACED FRAME PER ELEVATION OF SHEET 55.5 PANEL MARK PER ELEVATION OF SHEET 53.1 GMU WALL PER 16/54.1 (USE TYPICAL REINFORCING PER 16/54.1 FOR UNSCHEDULED WALLS) HOLDOWN THI5 LEVEL PER SCHEDULE OF 1/56.1 STRUT DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORCE RESISTING SYSTEM • • BLOCKED DIAPHRAGM PER PLAN NOTE 6 I 5/56.3 II 11 16/55.3 WI6x26* I 1 =1117,1 11 111111111122111 II (P/#0r 15/56.3 4) 20/56.3 H55IOx6xk '55IOx6x1/ 9- 2/56.1 44440 L10 CLIP 13/56.3 x x 0 tn 14/55.3 ME � 31 A _110/56. VIEWED FOR CQ9E COMPLIANCE IAPPROVED MAY 0 5 2016 MAY 0 5 2016 NM City of Tukwila B r 1LDING DIVISION H55 IOx6x% [13'-31/4"] 13'-34" 20/563 1I 2=111 1I =1011 1 11/55.1 TYP. 13 CANOPY FRAMING PER PARTIAL PLAN OF 20/55.1, TYP.. 11111 11/55.1 [L] TYP. IE CEIVED CIT'' OF TUKWILA 1 5 J�Evi IT CENTER MEZZANINE FRAMING 1/8" =1'-0" II =2 1I = 1I =1 1 I 11= 1I = 1I I= 1I 11 �a FOUNATION/FLOORFRAMING .PL^ .009 Wed, 13 Apr 2016 - 11:55am REMARKS T.I. PERMIT SUBMITTAL DATE 4/8/2016 11 ii ii 1 6 z COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATON 801 SECOND AVENUE-SUIrE900 N2061313-0460 SEATTLE. WA 98104 F.2061343-5691 lad co Mci at ea ea VD cgg CM mai la= Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: BUILDING D FOUNDATION PLAN Sheet Number. S2.1 ® 2010 FULLER.SEARS ARCHITECTS 0 N 20T-4" 24'-8" 16'-8" 331-4" 331-0" 211-011 SKYLIGHT PER ARCH'L TYP. 5EE DETAIL 2/55.1 FOR SUPPORT FRAMING T.O. STEEL EL.:28'-0" 10/55.1 4/55.4 T.D. STEEL EL.=2T-114 n FRAME REINF. DECK 5/55.3 OPENINGS PER 3/55.1 - CANOPY FRAMING PER PARTIAL PLAN 5/55.3 4Ne 8/55.3 L - MEZZANINE MECHANICAL UNIT PLACED PER PLAN NOTE 8 14/55.4 T.O. STEEL EL.=211-23/4" 5/5.3 8/55.3 18/55.4 1 WI2x26 x/55.4 3264N8. K WI2x26 21'-0411] 13/53.4 11/55.4 15/55.3 20/55.4 [211-0141 15/55.4 11/55.4 [H] OPP. 8/55.2 0 4 5x5x5f6 18/55.1 OTE . I t 18/55.1 0 4 5x5x5/(6 T.O. STEEL EL.=26-8713" WI4x22 261-6 3/55.1 41111I 4111 ��11%//%//////iiiiiiiiiiifi.%/////////////fiiiiiiiiii/if//i/////i/J//%liiiiii/i/ii:%/////////////iii/iiiiiiii/%///////////////////////////%//.%/////%ilii/iiiiii!%/////////////%i/iiiiiiiii%///////f//i► //./ii/iiiiii/i%/////%%=_I■I N. NNW II 26-6 43 18/55.4 20/5.2 [L] 12/55.4 [H] 5x5x5f6 CONNECT TO 4 PER 3/55.1 CONNECT TO COL. PER 14/55.2 WS CONDITION 11/55.4 [H] 5/55.4 IQ/S5.3 20/55.1 -CIOxl5.3 [261-611/21 CONT. 4 PER 20/55.1 - WELD TO TOP OF BRACED FRAME COLUMN W/ 14" FILLET WELD T.O. STEEL IQ/55.3 WI4x22 26'-6 811 26 SII EL.=26'-Q1/21' 16/55.4 GIOx15.3 [261_0/2'9 /55.4 20/55.2 [L] 12/55.4 [H] PLAN OTES: I. ROOF DECKING SHALL BE I16" 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 MECHANICAL 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. 5EE 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 AS SHOWN, U.O.N. 6. 5I ZE5 OF MEMBERS OF BRACED FRAMES APPEAR ON BRACED FRAME ELEVATIONS. 1. 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. S. MECHANICAL 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 . 1. THE GENERAL CONTRACTOR SHALL REINFORCE ALL OPENINGS AT ROOF DECKS PER GENERAL STRUCTURAL NOTE lb. ALL OPENINGS MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS. 5EE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS NOT SHOWN. CONTRACTOR SHALL COORDINATE OPENING DIMENSIONS AMONGST ALL TRADES. LEGEND: [x' -x''] TOP OF STEEL BEAM ELEVATION G=x" AMOUNT OF CAMBER REQUIRED AT BEAM MIDSPAN T.O.5TL. El..=x1-x° 4 STRUT 4 5x5x516 - SPLICE PER 14/55.1 [H, [L] HIGH LOAD CONNECTION PER 10/55.2 TOP OF STEEL EQUALS BOTTOM OF METAL DECK TL=xk LL=xk RELATIVE PLACEMENT OF FRAMING MEMBER OR DETAIL CUT. [H] HIGH, [L] LOW TOTAL LOAD (KIPS) LIVE LOAD (KIPS) 4 5x5x5f6 CONNECT TO 4 PER 3/55.1 CONNECT TO GOL. PER 14/55.2 1^18 CONDITION 13/55.4 T.O. STEEL EL.=26'-8%" SEISMIC FORCE RESISTING SYSTEM LEGEND: SEE GENERAL STRUCTURAL NOTE 14. MASONRY SHEAR WALL BRACED FRAME PER ELEVATION OF SHEET 55.5 DRAG STRUT OR CHORD COMPONENT OF THE SEISMIC FORCE RESISTING SYSTEM DIAPHRAGM DIAPHRAGM AT THIS LEVEL CONSISTS OF THE ROOF DECK PER PLAN NOTE I. BF -x STRUT ROOF FRAMING PLAN 1/8" =1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 0 5 2015 • City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA PERMIT CENTER Wed. 13 Apr 2016 - 11:55am REMARKS T.I. PERMIT SUBMITTAL I III DATE ICD N CO VIIII 1 O z COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE -SUITE 900 F-2061343-0460 SEATTLE. WA 98104 F-206/343-5691 c/9 L O Mi blueCC mi. O ® w CO too Job Number. S101203-02 Dote: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: BUILDING D ROOF FRAMING PLAN Sheet Number. S2.2 o 2010 FULLER•SEARS ARCHITECTS REMARKS T.I. PERMIT SUBMITTAL I I I el. per arch'I RECESS AT OVERHEAD TRUCK DOORS PER 1 DATE • I ARCH'L DRAWINGS EXTERIOR PAVING WHERE OCCURS PER ARCH'L/CIVIL 24 #4 -1 PANEL PER PLAN 1 1 N •• --II1E1III el. = 0'=0" SLAB REINF. _i v rz PER 1/53.2 24 �� 24 �@ I6 oc TYX STEM REINFORCING FOOTING REINFORCING CONTROL JOINTS @ 40'-0"oc . •PLACE ••� �o°° PROVIDE FREE -DRAINING x @ 24"oc W/ REINF. PER ELEVATION H BI is 52 tf VERT. HORIZ. TOP LONGIT. MAX. AT WALL W/ ooh MATERIAL A5 SPECIFIED UP TO 5' 1" 1'-6" 1211 #4 #4 #5 (4)#5 SMOOTH DOWELS PER CIVIL DRAWINGS SPECIFICATIONS --- S" @ IS" @ 121' @ 12" � TO MATCH HORIZ. / / II I�III • �_ 6'1 n n 1_ u IS" u u 8 16 12"#4 @ #4 @ 12 #5 @ 12 (4)#5 REINF. (GREASE END) // • ; ,•° °••jam. V •Oo . /�:•.•oo _ Ell = �- • •% ...•.� • "• • i��... x�ONE •.1��.��..• �'•' • II _11 111_111= _.1lI_III= °' 1'l'-0" 11 11 11 8 2'-0" 12"#4 @ 10"#4 @ 12"#5 @ 12 (051111E111 ♦ PER STRUCTURAL GENERAL NOTES II� �_ E' _ • (2)#5 CONT. i • z I I 1L CONT. I1"x31" KEYED JOINT F 5' � II 5" �_ II II 12" 12" II I -3 2 6 12 #5 @ #4 @ #5 @ 12 (4)#5 , � - I -11 ��;i 611 r \ S 4 NOTE MAXIMUM HORIZ. DESIGN PRESSURE = 40 PGF _ ...- REINF. PER 1/55.2 REINF. FOOTING PER 1/53.2 : MINIMUM ALLOWABLE BEARING FOOTING PER 20/53.2 > = 2500 P5F COEFFICIENT OF FRICTION = 0.4 (INCLUDING FACTOR OF SAFETY) PASSIVE RESISTANCE = 250 PGF / BI / is B2 / AT 51M. FOR CALL -OUTS IN COMMON SEE 3708 DETAIL 11/53.2 2 3031 / 3011 5 3 6 7 PER ARCH'L POST PLAN PER ABU44 IN/ EXP. BOLT (EMBED 4") 1/2"4) -7--' '-- • • PER ' RGH'L 24 #5 I6"oc WALL BEYOND � °o:.,,%' ''�° ...1.•••• g x24 NP• @ 4 4x4x! /III - I CONT. GALV. WALL �� 1 SLAB -ON -GRADE _ .� W/� /2"� x 4" STUDS @ PER PLAN I I = t. loc STUD PER PLAN --1--i- ANCHOR �` • BOLTS PER GENERAL STRUCTURAL NOTES (PER 20/56.1 AT SHEAR WALLS) EMBED 3" MIN. BELOW BOT. OF SLAB < AT 5/M. TIC• - �. • •1• °(205 4.04 IIEi II � -' I I_iH II = - �`� PANEL PER PLAN #4 @ 12"oc HORIZ. : �: I 'oc �' REINF. PER �- 1� ELEVATION SHEATHING PER 20/5b.1 AT SHEAR WALLS (204 CONT. TOP 8 SOT. #5 . x L @ 12"oc 6„ , , CTRD. / / 8" i- p / 2x P.T. PLATE (3x P.T. PLATE A5 REGD. PER 20/56.1 ) / FOOTING PER PLAN �� .............. 4 11/53.2 • I I ° . • • • • / _ _111_=IIEIII. .11= IEIIE F. °o°oo• �.,:.�..° °�'� . �/, = #4x4' -O" @ IS"oc = = l'_b" / / 3029 #5 I I I = I = • 3026 @ IZ"oc EA. WAY -11-11 0 -� 10 BOTTOM 9 1 1 12 REVIEWED FOR CODE CONIPLIAP3QE. APPROVED f4:AY 0 5 2D1� 6" STUDS PER 10/57.1 05" STUDS PER 10/5.1 BOTTOM TRACK PER 15/5.1 (ANCHOR , CONN. PER 20/56.1 4 AT 5104. RECESS AT OVERHEAD TRUCK DOORS PER ARCH'L DRAWINGSr 24 #4x-1 24"oc I I I I GRID $ CO,!..BOLT Cif} of Tukwii BUILDING DIVISION AT SHEAR WALLS) SHEATHING PER 20/56.1 AT 5HEAR WALLS "EXP. 2 JOINT OR MEMBRANE BOND-BREAAKER SLAB -ON -GRADE WHERE OCCURS el. = 0'-6" at ext. wall @ #4 BASE' PER 15/53.3 , TYPE II (TRUNCATED PER 15/53.3 WHERE I 1 I 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 ;; I ,. ° PER PLAN el. per plan J • .� , CONTINUE REINF. INTO l `-- `� SPREAD FTG. PER 15/53.2 -II -11=111111 1 I I= I I a° °�•. °=111E1111 • °'°= :§1.11 { :!: ' o °°°° z el. o `1'• (2)#4 GOVT. T P �• _ - = I I d I IIIA i �E ..---Ar,-__ 1'_M!�� I = II 11 12 1#4 per plan #4 24"oc °S o el. •er •Ian @ oc HORIZ. - � el. •er •lan @ (ALT. HOOKS) �o #4 REINF. PER i i Q @ I6"oc VERT. � o C � SCHEDULE OF 20/53.3 , ; L ' a u a_ ALT. HOOKS I I L---- ----' FTG. PER 11/53.30R c� (2)#4 CONT. EQ. / EQ. 10/53.3 WHERE OCCURS / FOOTING PER 20/53.2 3014 13 FOR GALL -OUTS FOOTING SIZE jr - CONTINUE 2'-0" '� / 3025 INTO SPREAD 4"/„ 4" 16 U.O.N. IN COMMON SEE DETAIL 15/53.2 3700 PER SCHEDULE OF 20/53.3 14 FTG. WHERE / 15 OCCURS 1 % 1 t GRID WHERE OCCURS 0 PV/DTH DEPTH BOT. RE/NF TOP REINF BOTTOM TRACK PER 15/57.1 C LONG. TRANSV. LONG. TRANSV. PANEL PER PLAN REINF. PER ELEVATIONS 034 3'-0" 21" (6)#5 #4 @ I2"oc (6)#5 #4 @ 12"oc V <3 -sides %2" - EXP. JOINT OR MEMBRANE 1 S" EMBED 12/53.4 5'-0" 30" (6)#5 #5 @ I0"oc (b)#5 #5 @ IO"oc PER - LOCATE PER ELEVATIONS PACK CONN. IN/ NON-METALLIC GROUT PRIG _j-I�C E.P - BOND -BREAKER SLAB -ON -GRADE PER PLAN 5" STUDS PER 10/51.1 # (2) 4 CONT. TOP #4 I6"oc ' 3/a"x5%211x01-"1" return weld only It 14" I" NON -SHRINK SLAB -ON PER PLAN GROUT -GRADE PROID ,1VtR� ' c; R. 1 "x4"xb'-` 1 " PERMIT CENTER �'-' ` top 31" ons V 0 6 II effective n Ife, sides ofplate II I ��) �'Ib <throat PJ.P w/ reinforcin fillet 7 9 el. per plan Il @ VERT. ° ALT. HOOKS EMBED PER 13/53.4 - LOCATE PER II 11 EMBED It 3/"x6"xI'-3" IIiEiIII ° °•. o ° `f. 0 • o CONTINUE FOOTING ELEVATIONS G - I = I W/ (2) ROWS OF (3)#6 x 12L D2L's @ 6"oc ; I =; • IIIA 8" REINF. PER ADJACENT ��6 V - -� #4 DETAILS °• •; :• •I. L -lei 12 el. per plan : ;��° ° ;;�.;:.:o°�, el. ser •la @ 12"oc HORIZ. �'%��•�o:° REINF. PER 13/53.2 EMBED %2"x6"x1'_01' II 11 Zo •�a8 N cV N II 114"I II IEZ �-- w -1-1-1-1 IN/ (4)#5 x L D2L's @ 4"/6"oc 10 imEii iii == El111 FOOTING D'` IN P R TOP REINF. PER SCHEDULE �, = _ _(L.,--= • • . ,°„- m Ek .L= CIVIL WHERE OCCURS • �`- (3)#4 CONT. W/ #4 TRANSVE - FOR GALL -OUTS - [i WIDTH ♦ ♦ 3702 3706 1 8 u.j � ��'�°� A$9}AryLfr T BARS @ 12 oc� �` EQ.Q• FOOTING � 3012 IN COMMON SEE c, DETAIL 20/53.2 -1 v PER PLAN BOT. REINF B2 19 A5 / / SKEW REGD.0 MAINTAIN REX. n G PER SGHED. REMARKS T.I. PERMIT SUBMITTAL 11 I I 1 DATE 4/8/2016 I I 1 1 N d z 1411 Kurth Are., Suite 130f Seattle,llashiigtenl0101 TeI.2K.N2.f170 Fu.2l.612.14E0 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P.206/343-0460 SEATTLE, WA 98104 F. 2061343-5691 asp M Ism D22221 Dumi RC1 = CO Deism 441 Tam 161 Job Number: S101203-02 Dote: APRIL 8, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: CONCRETE DETAILS Sheet Number: S3.2 © 2010 FULLER•SEARS ARCHITECTS STOP HORIZ. WALL REINF. AT JOINT (EXCEPT AT TOP OF WALLS AND ELEVATED FLOOR OR ROOF LEVELS WHERE REINF. PER GENERAL STRUCTURAL NOTES CONTINUES) NO EXPANSION BOLT INSTALLATION THIS AREA, TYP. SOLID MORTAR KEY WHERE LINTEL ABUTS PERPENDICULAR WALL, USE OPEN ENDED UNITS $ INSTALL CORNER BARS PER 15/54.1 5PL/C/N6 $ DEVELOPMENT OF REINFORCING IN GROUTED MA5ONRY CONSTRUCT/ON t. ///////////////////////// BAR TO MATCH TYP. VERT. USING HALF-LENGTH BLOCK 30 #4x C W/ ///. // /////////////i////// //, //////////////////////////// //////////////////////////. LINTEL 'L -I' PER q/54.1 , U.O.N. 180° STD. HOOK AT EA. HORIZ. BAR MASONRY WALL PER PLAN im=mi •�_I um II mum ILII min u u 1m --1■ meow RAKE BACK MORTAR " EXTERIOR FACE PLAN VIEYY HEAD JOINT MORTAR JOINT GMU WALL CREATE VERTICAL JOINT BY USING HALF-LENGTH BLOCK UNITS NOTE: NOTIFY ENGINEER FOR DIRECTION PRIOR TO INSTALLATION IF EXPANSION BOLT LOCATIONS FALL WITHIN RESTRICTED ZONES. Expansion Solt Restrictions At GMU WAII 2 .0111r " A irrAl 4 vr NOTE: SEE PLAN FOR JOINT LOCATIONS. ELEVATION 4001 3 (I) BAR TO MATCH TYP. VERT. REINF. IN CELL ADJACENT TO OPENING - EXTEND TO FLOOR OR ROOF ABOVE - GROUT SOLID (2) BARS TO MATCH TYP. HORIZ. REINF. WHERE MASONRY BELOW OPENING * WHERE 2'-0" NOT AVAILABLE, EXTEND A5 FAR A5 POSSIBLE AND PROVIDE STD. HOOK OR MATCHING CORNER BARS 21_011 MIN.* SPAN OF OPENING BAR 5/ZE LENGTH .#4 25" #55' 4011 54" 63" #8 12" 21_011 MIN.* i i NOTE: SEE GENERAL STRUCTURAL NOTES FOR REQUIREMENTS OF GROUT POURS EXCEEDING 5'-0" IN HEIGHT. 4003 NOTE: REINFORCING RUNS 24" PAST ROUGH OPENING, EACH SIDE TYP., U.O.N. SEE 4/54.1 SOLIDLY 0 z w 0 0 i r / i i i 0 VERT. REINF. PER PLAN, ELEVATIONS, GENERAL STRUGT. NOTES OR DETAILS TOP HOOK OF SHEAR REINF. MAY BE OMITTED IF BAR 15 EXTENDED 24" MIN. ABOVE LINTEL (GROUT SOLID) (I)#4 CONT. TOP WHERE "D" OVER 8" 5HEAR REINF. PER SCHEDULE BOTTOM REINF. PER SCHEDULE LINTEL BOTTOM RE/NF. 5HEAR REINF P L -I #5 8" * SHEAR REINF. NOT REQ'D. HOOK VERT. REINF AROUND BOTTOM REINF. SCHEDULE NOTES: I. SEE 4/54.1 FOR TYPICAL REINFORCING AT OPENINGS. 2. WHERE SHEAR REINFORCING REQUIRED, PLACE FIRST BAR HALF THE GIVEN SPACING ORI4 OF 'D' FROM FACE OF SUPPORT, WHICHEVER 15 LESS 4004 9 TYPE THICKNESS HORIZ. REINF. VERT. REINF. 13", 7YP. U.O.N. S" (2)#5 @ 48"oc #5 ® 32"oc IO", 7YP. U.O.N. 10" (2)#5 @ 48"oc #5 @ I6"oc E.F. ** NH 8" (2)4t5 @ 24"oc #5 @ 16"oc NI2 8" (2)#5 @ 48"oc 4t5 @ 24"oc E.F. "" NOTE: EXTEND REINFORCING TO FULL HEIGHT OF WALL, U.O.N. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL HORIZ. BOND BEAMS REQUIRED AT FLOOR $ ROOF LEVELS. ALL WALLS SOLIDLY GROUTED PER GENERAL STRUCTURAL NOTE 31. RECESS AT OVERHEAD TRUCK DOORS PER ARCH'L DRAWINGS WHERE OCCURS EXTERIOR PAVING PER • RCH'L/CIVIL SPLICE PER 5/54.1 , TYP. (I) BAR TO MATCH SIZE OF TYP. VERT. REINF. AT INTERSECTION CELL HORIZ. REINF. CONT. i f STOP HORIZONTAL REINF. SHORT OF CORNER CELLS / r ///////////////////////////// SPLICE PER 5/54.1 STOP HORIZONTAL REINF. SHORT OF CORNER CELLS /////////////////////////// e1. per plan CORNER BARS SHALL MATCH HORIZ. REINF. OF WALL W/ LESSER REINFORCEMENT (I) BAR TO MATCH SIZE OF TYP. VERT. REINF. IN FULLY GROUTED CELL CORNER BARS SHALL MATCH HORIZ. REINF. OF WALL WITH LESSER REINFORCEMENT FOR CALL -OUTS IN COMMON SEE DETAIL 20/54.1 (6)#5 VERT. PROVIDE STD. 180° HOOKS ON HORIZ. REINF. VERT. REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES WALL REINF. PER 16/54.1 OR GENERAL STRUCTURAL NOTES _. AMI ��0 0 PLAN PLAN VIE V %4"P TIES AND CROSS -TIES Woo (WHEN PIER WIDTH EXCEEDS 36" USE TYP. HORIZ. REINFORCING) A ADDL. VERT. BAR TO MATCH MASONRY WALL VERTS. - INSTALL MATCHING DOWEL TO FTG. BELOW W/ STD. HOOK AT BOTTOM 16 4703 17 PLAN IN/ VERT. REINF. EACH FACE 4702 18 NOTE: SLAB ELEVATIONS VARY AT SOME LOCATIONS " EXP. JOINT OR MEMBRANE BOND - BREAKER AT WALLS SLAB -ON -GRADE PER PLAN 1 • • 111 11=11= 11=11 FOOTING PER 20/54.1 / / / / 5" MASONRY WALL PER PLAN IN/ REINF. PER PLAN it 16/54.1 DOWELS TO MATCH MASONRY WALL VERTS. (ALT. HOOKS) ° =11=II111 11-11- 3028 19 "PLAN .V/ VERT. REINF. EACH FACE PLAN W/ VERT. REINF. CTRL2. REMARKS T.I. PERMIT SUBMITTAL I a a a a DATE 4/8/2016 I a I a a 6 z 30" (6)#5 #5 @ I4"oc (615, F#ten14"oc 1411 Fourth Ave., Slits 1344 Seattle,lilzehingtu+41141 T,I.2II.112.4I19 Fea.2 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE-SUITE900 P.206/343-0460 SEATTLE. WA 98104 F. 206/343-5691 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 052 I CiroTu.wit BUILDING O tit S l OI 4701 16 i�VIDTH DEPTH BOT. REINF. TOP RE/NF. LONG. TRANSV. LONG. TRANSV. 3'-0" 16" (5)4t5 #4 @ 12"oc -- -- 51-01' 30" (6)#5 #5 @ I4"oc (615, F#ten14"oc 1" EXPANSION JT. OR MEMBRANE BOND - BREAKER AT WALLS SLAB ON GRADE PER PLAN CITY OF TUKWILA 1 3 8" ORgb/VM , # 1.L PER PLAN W/ REINF. PER PLAN $ 16/54.1 bisn CI.f Idol fa II - • CA C▪ O C ILI! lerCD Lam= 11 DOWELS TO MATCH MASONRY WALL VERTS. (ALT. HOOKS) TOP REINF. PER SCHEDULE BOT. REINF. PER SCHEDULE Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: TYPICAL MASONRY DETAILS Sheet Number. S4 .1 ® 2010 FULLER'SEARS ARCHITECTS 12 I I DEGK SPAN ' / DIREGTION I -�� PUDDLE WELD I I. MAXIMUM DEGK SPAN = 8'-6" c. to c. (TWO OR MORE CONTINUOUS SPANS). LOCATIONS USE HEAVIER 18 GAGE WHERE DEGK REO'D FOR SINGLE SPAN CONDITIONS OVER 6-6" c. to c. 2. PROVIDE (2) ROWS OF (1) l" l) EFFEGTIVE PUDDLE WELDS PER SHEET TO -- D DEGK SPAN /0 DIRECTION - , I / 4 bx4x3/16 (LLV) 0 z 4 5x3x14• - Zo r 4x3x14 (LLV) ODI zo 4 bx4x546 (LLV) J 4 6x4x546 (LLV) PLAN VEIN 0 5x3x% EACH SIDE ALL IN STEEL STRUT $ BRACED FRAME BEAMS AND INTERIOR GMU WALLS 3 PERPENDICULAR TO DEGK FLUTES. PROVIDE (1) "� EFFECTIVE PUDDLE WELDS 14" MIN. PER SHEET TO ALL OTHER SUPPORTS PERPENDICULAR TO DEGK FLUTES. `f' o i Sx3x4 `j' PLAN V/EJN 0 TYPE = A5C 065 -36 FOLLOYV/NG MIN. PROPERT/E5: PANEL WIDTH = 36" ALLOWABLE SHEAR CAPACITY (1362 plf ISGA DECK PER 22GA. II 3. PROVIDE /2 P EFFECTIVE PUDDLE WELDS AT II oc TO ALL STRUTS AND BRACED FRAME BEAMS PARALLEL TO DEGK FLUTES AND WHERE DEGK OR VERGO PLB-36, 660 GALVANIZE!' GRANGES. PROVIDE 1/2"0 EFFECTIVE PUDDLE WELDS ®16"oc TO OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT ALL DECK SEAMS @ 24"oc W/ PUNGHLOK SYSTEM FROM VERGO REQUIRED = 512 DECK OR THE DELTAGRIP SYSTEM FROM ASG, U.O.N. PER PLAN. If P 5. DECK MUST STRICTLY MEET CRITERIA LISTED, INCLUDING IGC -ES PLAN) RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK ISGA. INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. - \X 43x3x� m l ED ED O (i>� (� EACH SIDE \ 4 5x3x1/4 typ' . 3 3 `i' 4 bx4x% (LLV) 11 ink _ r r JOIST MFR. SHALL RESIGN JOIST FOR 0.1k TL POINT LOAD 3,16 rk NOTES. J I. WELD DECK 2. NO REINF. 3. LARGER OPENINGS L TO ANGLES REQUIRED MUST • IN/ FOR SINGLE BE J "(I) PUDDLE WELDS @ 6"oc �I 11 OPENINGS 4 or 4 COORDINATED W/ ARCHITECT SECT/ON L ALL AROUND OPNG. or LE55. 50031 ENGINEER. -IrlIlli �� -- r typ. SECT/ON 4 4 I = 0.115 in. I = 0302 in. 5 = +0.180/-0.115 in.3 5 = +0.321/-0.335 in.3 6. REINFORCE DEGK OPENINGS PER 3/55.1 , U.O.N. DEGK OPENINGS F 38 ksi F 38 ksi MAY NOT BE SHOWN ON PLAN - SEE ARGH'L 4 MEGH'L FOR ADDITIONAL 5000 y y INFO. 5 IL NOTES: I. WELD DECK ALL AROUND IL 346 I TO ANGLES W/ l" PUDDLE WELDS (4 6"oc OPNG. Sk I I ht support � 9 pp 5113 Framing g 6 7 el. per arch'I attach per deck notes DECK PER PLAN i ..0 CONT. 4 4x4x14 W/ 1/2"4, EXP. BOLTS PANEL PER ELEVATION 24"oc (EMBED 349 MIN. OF (3) BOLTS PER PIECE NOTES: I. 1/2" A301 ANCHOR BOLTS MAY BE SUBSTITUTED ON AN EQUAL BASIS WITH EXP. BOLTS. 2. LEDGER SHALL OGGUR 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 1 1 1 2 1 1 T___J., SECTION1- R 3/8"x3"xI'-OII LEDGER 4 ,r- per deck PER DETAILS PANEL JOINT 3,16 V ___i____ PLAN VON welding notes �v SECTION ROOF DECK PER PLAN EXTEND TOP LEG 2" MIN. OVER SUPPORTING MEMBER • ill TYP. 16- ....., /t-- MAX. SPLICE T.4"x5"I" ANGLE STRUT PER j PLAN L strut ANCHOR BOLTS DETAILS l—/" MAX. l' -b" I'-6" MAX. 7PER �--► 3x16 / 2 to joist / �� • 1'-0" MIN. I' -O" MIN. PROVIDE SPLICE s IN SIMILAR MANNER TO CONNECT WF STRUTS TO ANGLE STRUTS JOIST PER PLAN 5105 14APPROVED REVIEWED FOR CODE COMPLIANCE 201C, 501 1 N.T.S. 1 5 —' 1 7 ►" deck rirtii v U 1 0 per notes DECK PER PLAN - ORIENTATION VARIES PLAGE ADDITIONAL SET OF HOLES 4" OFFSET FROM OTHER HOLES TO ALLOW PLACEMENT City of Tukwila BUILDING DIVISION RECEIVED OF BOLTS IN WHICHEVER SET COMPLIES W/ CITY OF TUKWILA r RESTRICTIONS SHOWN ON 2/54.1 WELD PER DECK NOTES r „7 .., TYP. BOLT SPACING a I CEt TEl (DECK DIRECTION VARIES) X ali V, t 0 el. varies4" SECT/ON NOTES: TYP. -4- / . ® 1 ' ` I ® 3/s"x6" 34"4) ` I. A301 ANCHOR BOLTS MAY BE SUBSTITUTED LEDGER 4 4x4x% CONT. W/ ON AN EQUAL BASIS WITH EXPANSION BOLTS. 34"cP EXP. BOLTS @ 24"oc SECTION TYP. W/ 434" EMBED. (MIN. 3 2. LEDGERS TO OCCUR @ ALL INTERSECTIONS PER PIECE)- SEE 5/55.4kn OF DEGK 4 MASONRY WALLS, U.O.N. FOR ANCHOR BOLTS REGD. AT JOISTS 3. WHERE DISTANCE FROM EXP. BOLT TO T.O. WALL AT _:,..; w : _ z _ ,Q W 0 z w .; 1 EMBED � CONT. i �� W/ /2 x 6"STUDS II ®24 oc, TYP. MIN. 5" BOND BEAM PER - GENERAL STRUCTURAL NOTES, U.O.N. -BOLTS / / / WALL WOULD OTHERWISE BE LESS THAN 41/2", USE REINF. PER GENERAL LEDGER W/ LONGER VERT. LEG. STRUCTURAL NOTES NOTE: %A < MASONRY PER PLAN 4. EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE INS SOLID GROUTING ON ALL SIDES. GROUT SHALL ACHIEVE MIN. 2000 P51 STRENGTH PRIOR TO BOLT INSTALLATION. I 4005 0 GUT BLOCKS AT TOP OF WALLS TO MATCH ROOF SLOPE. 4007 11/2°=1'-011 1 � REMARKS T.I. PERMIT SUBMITTAL I I I I I DATE 4/8/2016 I I , I I 0 z 1411 Furth Ave., Suite 1364 Scut le,ltsshigtuBIC Tel Fu.2Oi. $2.N06 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION B01 SECOND AVENUE -SURE 900 P.206/343-0460 SEATTLE, WA 98104 N 2061343-5691 :114ad toom L. Q m = CC " W CZ DMo N werLO Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: TYPICAL METAL DECK DETAILS Sheet Number. S5.1 ® 2010 FULLER•SEARS ARCHITECTS Wod. 13 Apr 2016 - 11:56am REMARKS I I 2 I I i 0 1 DATE 1. I 1 1 I 1 0 z 346 H55 FRAMING PER 20/55.1 FACE OF GONRETE 3/s"x12"xI'-0" OR GMU WALL EMBED W/ (4)3/"cP x b" STUDS S"oc EA. WAY O grind smooth _ PLAN FOR GALL -OUTS IN COMMON SEE DETAIL 1/551 5708 4 5706 T ical H55 to H55 Connection 5 �p 7TypiCONT. FE 4" 3/s" GAP JOIST PER PLAN t - DIM. PER ARGH'L W/ WEB FILLER AT I 1LONG) H55 5x5x4 HANGERS (I'-0" MIN. /7/eI. per arch'I \} . 1 I I I GM5TGI6 STRAP x 4'-0" * I I i <weld to hss /b V AT HANGERS W/ NAILS grind smooth 3" MIN. ) I I AT 3"oc 18" It TIE -ROD I/ ••--� fi fi 1 �, -_,i 1 i,s i L5L 3%2" BLKG. x (3) 0W/1"c1) #2/2 GLEVIS PIN (/ N J015T5 BAYS (4' LONG MINIMUM) '_ \ l z- \ PER 20/55.7 HSS11P. < '�� q H55 —o , 3� it 343" !�� 3jy HU HANGERS 346 - DIM. el. •er .Ian PER ARCHIL �� BEAM PER PLAN .I \ r1 — — _ _ 1 PER 20/55.1 '� DECK - ,'4 — — —MA SLOPE PER ARCHIL H55 PER 20/55.1 , TY INHERE HS5 DOES NOT H55 PER PLAN OCCUR EXTEND DOWN 54 r2 -I2 12" 12" W/ NOTE: 5707 5705 A5 SHOWN \ t 3/6"x6" NOT ALL FRAMING 2 t yp. 14 pr (2)54"(1) BOLTS SHOWN FOR CLARITY HSS Corner Connection 10 BENT %" x 3 ®3 oc �p cal 11 12 NOTE: ALL EXTERIOR CANOPY STEEL SHALL WHERE FIELD WELDING OCCURS APPLY PAINT ON GALVANIZING AFTER ARE MADE. BE GALVANIZED. OMIT GALVANIZING AND FIELD WELDED GONN'S. PER ARGH'L w o nc ce H55 IOx3Of6 [II' W -10"] • 10/551 �\ TYP. AT 5HEAR TABS = PER a/S5.1 CORNERS , --I REVIEWED FOR CODE�9COMPLIANCE :° TYP m ac " X Q APPROVE rz o_ MAY 0 5 2016 5/55.1 TYP. City of Tukwila H55 6x2x 'f6 [II' -b"] - BUILDII DIVISION • ? -' -'; i 1 1 �, _ _ 20 GAGE ROOF DECK PER 5/55.1 1 7 X Col ,?Fj1 ca I1 X X? X XI `1� 0- w < QC 111 1 6 STEEL COLUMN `n° -><----r;° TIE -ROD PER PLAN '�� 3 PER x/55.7 TYP. H55 bx2x 46 , •.-[II'-b"]y > �4 A %i/ x/55.1 AT STEEL GAP E. 14" CONDITIONS _' 4/55.1 AT CONCRETE el. OR GMU CONDITIONS < per plangy=m= CI LU / Iii,, n - 1/4"x4"x01-811 ' Y 12 - T. N Y L (ONE 510E) RECEIVED _ I GAP R AT 14" L--- CITY OF TUKWILA -- _ H55 ENDS, - --- -- l TYP. : -`r1; ► V f'155 I0x3x% EA. SIDE6 hss WHERE OCCURS I 546 V <typ. 4 to [I I'-10 "]P E R M i 1 CENTER N Q �^ '^ %4 4 4x4x3/s x 0'-5" TOP 4 BOT. FACE OF BUILDINGrz w H55 BEAM OR GONG. n-- WALL PER P 1 8 5 5709 1 9 �'� :. E:a>u �' 5704 'll 20 Wod. 13 Apr 2016 - 11:56am REMARKS T.I. PERMIT SUBMITTAL I I i I 1 DATE 4/8/2016 I 1 1 I 1 0 z f v W F V rg 4 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION B01 SECOND AVENUE -SURE 900 P.206/343-0460 SEATTLE WA 98104 F. 206/343-5691 W Z O 1...Dim Max _ limy Pm 00 = CA cc3 M mu me op N wrill a Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager. Drawn By. MRM Sheet Title: CANOPY PLAN & DETALS Sheet Number. S5.7 ® 2010 FULLER•SEARS ARCHITECTS I I I I 4 5 TO PAI23 ® 4'-0"oc (BLKG. SHALL ALIGN WITH EMBEDDED ANCHORS AND ___ __ _ (8) I6d ® 4"oc I6d ® 12"oc STAGGERED AT STAGGERED EA. SIDE OF SPLICE ELSEWHERE SHEATHING AND TOPPING 3x PLATE RIPPED PER PLAN MATCH FLANGE WIDTH ANCHORS SHALL ENGAGE HORIZ. REINF) i 2x BLOCKING ® 48"oc SHEATHING AND NAIL SHEATHING TO BLOCKING IN/ (STAGGER EA. SIDE OF WF BEAM) TOPPING PER PLAN f IIIIIIIIIMEM1111111111111MIMM�� IIMMIIIII IIIIMMINIMIll NM TOP CHORD IOd ®4"oc G516x4'-0" (ADJACENT TO PAI23) SPLICE CHORD REINF. PER GENERAL S i= L -J 4 L -J L- 1 ► STRUCTURAL NOTES 6_. ,, cc>,\.) ((2) *5 MIN. CONT Li /E.i --�BOTTOM / / SPLICE 6'-0" MIN. BETWEEN SPLICES i i JOISTS PER MASONRY WALL SPLICE TO OCCUR JOISTS PER PLAN STEEL BEAM PER PLAN s/8" PLAN < PER PLAN < AT OF VERT. STUD, TYP. 6000 3 IN/ 0 GPL STUDS ® 32"oc (COUNTERSINK NUTS) 2x6 FLAT BLKG ((3) JOIST BAYS - 4'-0" MIN) % f �r 6720 1 3x12 P.T. LEDGER W/ (2) ROWS OF 3/4"0 ANCHOR BOLTS ® 16"oc, EA. ROW, STAGGERED (EMBED 5" AND ENGAGE HORIZ. REINF.) 6715 2 EMBED ft. 3 /aI xb11 x0I -8 IN/ (2)I/2"0 x 24" D2L's ® 4"oc (EMBEDS PER 12/55.3 AT 5IM) NAILING 9 SHEATHING 4 PER SHEAR WALL SCHEDULE ABOVE $ BELOW OPENING SHEAR WALL PER PLAN PROVIDE 2x BLKG BEHIND 0 WEB STIFFNER e0 741, MARK HOEDOWN MIN. STUDS NUMBER U.O.N. LOAD DETAIL REF. ALL STRAPS WHERE MEMBERS 111 111 III ll� 5HEAR WALL PER PLAN r– ANCHOR BOLT SIZE 4 SPACING PER 20/56.1 DD NOT OTHERWISE OGGUR ll, ,,, �" II II DOUBLE STUD (FULL HEIGHT) EA. SIDE OF OPENING. NAIL SHEATHING PER 'PANEL NAILING' COLUMN OF ' �� fr SIMPSON � HDA 2(18GA) b.lk 12/56.1 i' Wb"x2"x0'_2" W/ STD. HOLE -WELD TO TRACK ON AT LEAST (2) SIDES W/ I6GA x 2" FILLET WELD }� PER 15/57.1 #10 SCREWS EA. STUD EA. SIDE 5/HDUb 11u SEE SEE SEE SHEAR WALL SCHEDULE HOB 11/56.1 DETAIL DETAIL DETAIL I I I _ G516 STRAPS ABOVE BELOW OPENING OVER SHEATHING II III III "' i i III II HOEDOWN SCHEDULE NOTES: II II , O NAIL PLYWOOD SHEATHING TO STUDS RECEIVING HOEDOWN W/ 1 i PANEL EMBED IS „ IS „ PER DETAILS STEM WALL $ REINF. > DOUBLE JOIST .,a SCHEDULED EDGE NAILING. STAGGER NAILS 50 THAT EACH PER PLAN / STUD 15 NAILED.o ,l' „xb„xO,-a„ 34r, FULLY NAIL STRAP EXTENSIONS NOTE: NAIL STRAP THIS DETAIL APPLIES WHERE SPECIFICALLY CALLED OUT ON PLAN. Shear Wall HALF HOLES Opening OF 6502 ' 4 EA. SIDE IN/ (2)3/ °� BOLTS ® 3"oc 6716 6702 6733 1 0 MASONRY WALL 6 PER PLAN Hold own Schedule8 d 7 CONT. ADD'L STUD A5 mY COLUMN il- READ. AT WALL ENDS i WHERE OCCURS I (2) STUDS MIN. PLACED BACK TO BACK AND t , I KERF fE. % "x6"x0'-01" W/ (2)54"0 BOLTS 1" I , WELDED TOGETHER 13/51.1 r� it— 11 PER KERF WIDTH - AMAX. /e CAP AX•� 4 (I ^, t SHEAR WALL SCHEDULE SIMPSON I HOEDOWN �� SCREW CONNECTION OF DRIVE PIN CONNECTION CONNECTION OF CAPACITY —IN 0 S/HDUG SPACING AT RIM JOISTS, OR STRUT OF TRACK TO TRACK TO TRACK ANCHOR BOLTING (ASD) ' ' CONT. REINF. PER DETAIL - i 1� I i MARK SHEATHING PANEL EDGES TO TOP PLATE STRUCTURAL STEEL OR WOOD PLATE TO CONCRETE ISGA. f 3�f6 ----' ` I I OO ® OO BEAM PER PLAN j1 I I ' %” PLYWOOD b"oc ASS ®14"oc 0.145 ®8"oc #12 ®6"oc %." 47 ®60"oc 330 ) II t �p SW -I „ (2)#5x61-0"CENTERED ON —� o FRAMING CONT. / , I I o 5W-2 h PLYWOOD 4 oc ASS ®10 oc " 0.145 ®5 oc 11 #12 ®4 oc 3/4"� ®48"oc 4a5 BEARING xb x BEAM WIDTH HOEDOWN ANCHOR AT II -� WHERE OCCURS (DAP BEAM AT MID-YVALL CONDITION - (2)#5 x 48 AT END OR %4"xl%2"x0'-I��" I I CV PANEL EDGE 1 I , " 3"oc A35 0.145 0 #12 3/4"0 620 FASTENING PER \ ., I I 5W-3 PLYWOOD ®8"oc ®4"oc ®3"oc ®36"oc BEARING NOTE: 6718 INCOMING BEAMS NOT SHOWN FOR CLARITY 1 1 —1 is CORNER CONDITION ANCHOR BOLT SIZE PER SIMPSON CATALOG ' WASHER W/ NUT EA. SIDE 6701 12111111Wialk ' �__ A35 ®12"oc(2)ROWS OF 0.145 ®6" 5W SCHEDULE • • \ i 11 2 �� #12 ®2"oc 3/4"0 ®28"oc 825 ` 5W-4 /� PLYWOOD oc LTP4 ®12"oc STAGGERED _ 4"x4"x0'-4" - TOP I ' INSTALL BLOCKING AT PANEL JOINTS - GAGE SHALL MATCH GAGE OF SHEAR WALL SCHEDULE NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED STUD WALL CI SHEATHING SCREWS SHALL BE THE FOLLOWING: FOR FRAMING MEMBERS I6 GAGE * THINNER, USE #Bxl FLAT HEAD SCREWS MAY 0 5 2016 E. I6GA. TRACK W/ i LSL 3h"x16" BLKG. STRAP PER -� 4 BOT. 3 " " 1 " f� /8 -b I%" MIN. LEGS - CONNECT�� TO COLUMN IN/ 0.145"eP STEEL COLUMN PER PLAN SHEATHING PER 5W SCHEDULE LAID UP HORIZONTAL OR ., , I I OO REFER TO 20/51.1 FOR FRAMING SCREW REQUIREMENTS. Cif} of Tukwila BUILDING DIVISION 14" MIN. V� EMBED x6 x0 DRIVE PINS ®4"oc PLAN �� ` W/ (2)/z"Q� x 24" D2L's• ® 4"oc, TYP. STAGGERED VERTICAL (BOTH 5IDE5 WHERE NOTED) \ .. Al i Iill ® ANCHOR BOLTS SHALL HAVE 2"x2"x3�b" 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. OAT SHEAR WALLS THAT REQUIRE A35 FRAMING ANCHORS FOR CONNECTION TO TOP PLATE, PROVIDE MINIMUM RECEIVED OF (2) A35 AT EACH 5HEAR WALL. LTP4 MAY BE USED IN LIEU OF A35 FOR FLAT NAILING CONDITIONS. CITY O; TUKWILA v �I o AT STEEL COLUMN jos , STIFF 14"x21/2"P �� © PANEL SCREWS APPLIES TO ALL SHEATHING PANEL EDGES. SCREW SHEATHING TO INTERMEDIATE FRAMING W/ ;i , `u JOIST BLKG. _ '" �� 4_,,,e,"14. II I 1 i IIL +,: i PANEL SCREWS ®12"oc. ` . V PER PLAN�/.'L, I _., PERMIT CENTER FACE OF CONCRETE • If. ` 34 WALL EDGE FASTENING PER ANCHOR BOLT $ CONN.PANEL PER 6/56.1 v 3, > 5461/ 5W SCHEDULE SPACING PER SCHEDULE PI o yw t 6500 S edule 20 I6GA. TRACK W/ %" MIN. LEGS - CONNECT TO GONG. FOR GALL -OUTS 6719 W/ O.I45" DRIVE 6703 IN COMMON SEE DETAIL 4/56.3 1 PINS ® 4"oc STAGGERED AT CONCRETE J"IALL 17 I I Wed, 13 Apr 2016 - 11:56am REMARKS T.I. PERMIT SUBMITTAL 1 1 1 1 1 DATE Co N OD 411111 0 z COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE - SURE 900 P. 206/343-0460 SEATTLE. WA 98104 F. 206/343-5691 z CC C CCZ Imm MC CM isms MA ea MI C CZ In C CC S ® w O Job Number. S101203-02 Date: APRIL 8, 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 I FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 i a P.T. 2x PLATE W/ 3/4" ANCHOR BOLTS @ I6 "oc - COUNTERSINK BOLTS 4/8/2016 I I a a a 6 z H2.5 45"oc NAIL SHEATHING TO BLKG. W/ I0d @ 4"oc ® (ALIGN VV FLAT BLKG.) I0d @ 4"oc, TYP. SHEATHING AND SHEATHING PER ARGH'L ter% Ibd @ S"oc ,s 1LJ s- TOPPING PER PLAN OR SPECS. tJ' = STRINGERS PER �m 3/56.2 ,TYP�s )1*- TT, . ra 1 III/ 1►.. 4x12 I -- A 04- 2x BLKG. I I'1 -! ' ; ., �' ` I I 1 1 1 1 1 1 1 ,,. / D 18/56.2 �dgak -� I I ► 1 1111 / JOISTS PER -; `X NV .-' / 2x12 STEP I - e I I I ; % BLKG. STRAPI AT •_� 2/_6� I 20/56.2 �' .� e - 2x12 LEDGER (3)16d EA. STUD Ibd @ S"oc INTO BOARD, TYP. (2)2x5 GOVT. J _ ! �- L , / MMMNMMMMM, _ _L i PER 2/56.1 CENTER CONDITION I I -' ii ii 34%7 i j 2x8 CONT. AT 2x4 FLAT BLKG. 45"oc (ALIGN W/ STUD) BLKG. P.T. 3x12 LEDGER W/ 2x12 I b"oc �� ANCHOR BOLTS @ 12 oc - (3) ; / JOISTS PER PLAN EDGE CONDITION i 1HE 3/" % THICKENED SLAB �g FLOOR SYSTEM CONSISTS OF T$G BOLTS MIN. IN/ (I) BOLT WITHIN P.T. LEDGER BELOW PER 10/53.2 SHEATHING 45/24). FOR GALL -OUTS IN COMMON SEE ___1-_,_ DETAIL 6/56.2 DROPPED HEADER WHERE OCCURS 6710 1 6" OF EA. END OF LEDGER % ; CONTINUE PER 2/56.1 6714 6705 NAIL SHEATHING AT ALL FRAMED PANEL / EDGES NV IOd b"oc. NAIL SHEATHING AT MASONRY WALL PER PLAN 2 T3 Typical Stir Strin gers ALL INTERMEDIATE GLUE SHEATHING SUPPORTS W/ IOd (4,12"oc. AT ALL SUPPORTS IN/ _ DIAPHRAGM BOUNDARY el. per arch'I ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG-01. I AGE POST GAP NAILING .,EA. CONT. TOP PLATE- SIDE SUILINE3UILDIN6 E STAIR FOUNL7ATION $ FRAMIM 6 FLAN SPLICE PER 3/56.1 WM412 HANGER - FLANGE OFFSET TO INSIDE OF BEAM AT COLUMN LB HANGERS H2.5 45"oc SHEATHING PER 20/56.2 ( 2x BLKG. LU2S HANGER (LU52S-2 '1. • HANGER AT DOUBLE- SHEATHING PER STRINGERS) - NAIL ; -J L DIAPHRAGM BOUNDARY • OVER WALL SHEATHING 20/56.2 NAILING -1L- Ii j� I bd 8"oc '' TYPICAL LANDING FRAMING STUD WALL PER 20/56.2 w. _7 JOISTS PER 20/56.2 PER 20/56.1 ,.''� �_. � ► ,-'-IL STRINGERS PER 3/56.2 , TYP. SHEATHING 2x LEDGER IN/ (3)16d EA. STUD AND I6d @ Woo INTO BLKG. r 1 AT SHEAR WALLS I u I v'v Q JOISTS PER 20/56.2 5/56.2 ��4x12 WS HANGERS AT JOISTS BEYOND �`- STAIR STRINGER LJ WHERE OCCURS 6709 6 COLUMN _ -_ _a ,-r FOR GALL -OUTS -� PER 20/56.2 I I I I I I I I 6713 BEAM PER 20/56.2 6708 6/56.2 IN COMMON SEE -u-1--1-- �_ I I I = .� 8 I DETAIL S/56.3 $ 13/56.2 7 1_ 1, ' 2 L + `x12 @ 16II oc 1/56.2 _ _ - CMU WALL PER - r 3/4" PLAN/DETAILS p I . L - (-N Q w X `N _ - THE FLOOR SYSTEM CONSISTS OF TSG SHEATHING (PANEL SPAN RATING 45/24). / = SHEATHING PER 20/56.2 N AT ALL FRAMED PANEL BRIDGING PER 15/5.1 .0 Jfr �� - - _1IO ---EDESW/10d®/nOG SCES @ CJ / / JOIST PER 20/56.2 EDISUPP S15 d ®12 oc. UPPORTS � � (ORIENTATION VARIES) u �'u GALL LUESHEATHING LAT ALL PP RT W/ ADHESIVE CONFORMING TO A.P.A. LB HANGERS - ATTACH IN/ (4)#S SCREWS CONT. 16GA. TRACK IV V2" LEGS - ATTACH ' S 11/56.2 1/56.2 AT WOOD FRAMING SPECIFICATION AFG-01. FLOOR SYSTEM ' NAILING PER 3/56.2 I 2/56.2 AT GMU WALL DESIGNED FOR 125 P5F SUPERIMPOSED LIGHT SHEATHING PER 20/56.2 Q W/ (2) ROWS OF 5/b" EXPANSION BOLTS @I I6"oc STAGGERED ,,'-'� TA . '" STORAGE. IL -1L y mi, 11111 AT GMU WALL SEE STEEL CONDITION GALL -OUTS IN COMMON JOIST PER 20/56.2 e �'.- BEAM PER PLAN OR 20/56.2 Ti' IC AL. STAIR FRAMING ALAN LU52S-2 LU2S HANGER - HANGER AT HANGER AT DOUBLE THA2I3 CONT. 2x FILL PIECE BEAM PER 20/56.2 STRINGERS (HUG HANGERS SINGLE 2x5 STRINGER - THA218-2 AT DOUBLE JOIST PER 20/56.2 #5 CONT. I6GA. TRACK "LEGS INHERE READ) STEP BOARD PER 3/56.2 2x5 STRINGERS (THAC HANGERS WHERE REX) vv 10/53.2 p+t` SCREWS @ 12"oc /kW I -ATTACH OVER SHEATHING NV SHEATHING PER 20/56.1 AT SHEAR WALLS u-+-1- (3)#10 SCREWS EA. STUD 6712 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.2 6717 1 2 STRINGER PER 3/56.2 6706 1 3 r -1 51M. - - STUDS PER DETAILS OF LEVEL BELOW �T STEEL STUD {NALL5 11 1 s 1 i-,--1-1--1 - - 1 I I I I I I I I --I --- -I� 16 IS/56.2 I REVIEWED FORS i S , 110/p3.p I I I I I I . CODE COMPLIANCE u = =u5 APPROVEDu. 10/53.2 (- iT- MAY 0 5 2016 I V ± li STRINGER PER 3/56.2 Ir - - - I1-- - - city of Tukwila BUILDING DIVISION jK411- II u A35 CLIP EA. --- • - STRINGER I I .- u u iq -' ,' P.T. 2x10 W/ %2"d) ANCHOR RECEIVED ,''' ' 1 BOLTS ®I6 "oc I CITY OF TUKWILA .'' SLAB -ON -GRADE PER PLAN i ,. ro a3 I •_ �. PERMIT CENTER JOIST PER 20/56.2 I „ NAILS II LU28 HANGER W/ I0d x I/2 , l_3 �� o - LU525-2 HANGER AT DOUBLE 2x RIM BOARD STRINGERS (HUG HANGER WHERE •►1= TY ' I GAL. STAIR FOUNDATION 'L AN III ii= I►= II• III CONT. TOP PLATE - SPLICE PER 3/56.1 REGO) - ll = ll =11= R WALL PER PLAN THICKENED SLAB PER 10/53.2 FOR GALL -OUTS IN COMMON SEE DETAIL 13/56.217 �`\ STUD 6711 6707 18 � �I� � � a � _ I1�1 6704 20 Wed. 13 Apr 2016 - I I:56am REMARKS T.I. PERMIT SUBMITTAL I a a i a DATE 4/8/2016 I I a a a 6 z 1411 Fourth Are., Suite 1314 Seettle,fnfsshiostoo11101 Ta1.216.02.4170 Fu.2H.I$I.1400 COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION 801 SECOND AVENUE - SUITE 900 P.206/343-0460 SEATTLE. WA 98104 F..206/343-5691 C/1 W � eltei a= OC7 E OC GO Pm fW oa Ns M Job Number. S101203-02 Date: APRIL 8, 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. IN/10d ® 4"oc JOIST BLKG. 48"oc JOISTS PER PLAN U 3x PAD x 11-0" TO ALIGN W/ JOIST BLKG. CONN. TO BEAM IN/ (2) ROWS OF O.I4" ) 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 6" STUDS PER 10/51.1 8" STUDS PER IO/51.1 AT SIM. BOTTOM TRACK PER 15/51.1 STEEL BEAM PER PLAN 55 WHERE OCCURS) IN/ 54 "0 CPL STUDS ® 32"oc OUNTERSINK NUTS) JOISTS PER PLAN WEB STIFFENERS PER JOIST MFR'S SPECIFICATIONS TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES NAIL SHEATHING TO BLKG. W/ IOd @ 4"oc JOIST BLKG. 48"oc 316" LSL RIM BOARD BLKG. SEAT STUDS TIGHT TO TRACK (NO GAP) STUDS $ TRACK PER 5/56.3 A35 @ i"oc SEAT STUDS TIGHT TO TRACK (NO GAP) NAIL SHEATHING TO BLKG. IN/10d @ 4"oc . H55 4" SHEATHING AND TOPPING PER PLAN 5711D5 TRACK PER 5/563 JOIST BLKG. ® 48"oc ►NT. 31/2" L5L M. BOARD DIAPHRAGM BOUNDARY EJ JOISTS PER PLAN SEAT STUDS TIGHT TO TRACK (NO GAP) JOISTS PER PLAN IOd EA. SIDE CONT. (2)2x6 TOP PLATE - SPLICE PER 3/56.1 (LING I6d ® 8"oc CONNECT TOP TRACK PER 15/51.1 TO TOP PLATE PER SCHEDULE OF 20/56.1 FOR GALL -OUTS IN COMMON SEE DETAIL x/56.3 FOR CALL -OUTS IN COMMON SEE DETAIL 5/56.3 SEAT STUDS TIGHT TO TRACK (NO GAP) SHEATHING PER 20/56.1 AT SHEAR WALLS 6101 INSTALL BOLTS MIN. Woo IN COMPLIANCE W/ RESTRICTIONS SHOWN ON 2/54.1 AT HEAD JOINTS 11 16 BEAM PER PLAN _rc,, ' 1"x6" x BEAM WIDTH MASONRY WALL PER PLAN NOTE: EXP. BOLTS SHALL HAVE MIN. 6" OF EDGE DISTANCE IN SOLID GROUTING ON ALL 510E5. GROUT SHALL ACHIEVE MIN. 2000 P51 STRENGTH PRIOR TO BOLT INSTALLATION. 1/2"x21 -3"x11-2" IN/ 4f6" x 3" HORIZ. SLOTTED HOLES FOR (4)3/"0 EXP. BOLTS (EMBED 434") 5ECTION TOP FLANGE JOIST HANGERS PER GENERAL STRUCTURAL NOTES FOR GALL -OUTS IN COMMON SEE DETAIL x/563 BEAM PER PLAN 6734 14 JOISTS PER PLAN FOR CALL -OUTS IN COMMON SEE DETAIL 20/56.3 SEAT STUDS TIGHT TO TRACK (NO GAP) FOR GALL -OUTS IN COMMON SEE DETAIL 20/563 DIAPHRAGM BOUNDARY NAILING SHEATHING 4 TOPPING PER PLAN DIAPHRAGM NAILING PER PLAN NOTES 3x PLATE RIPPED TO MATCH 4 WIDTH SHEATHING AND S O 4z-¢ H55 4" OP TRACK PER 5/51.1 3/4" DEFLECTION GAP ALLOWANCE BRIDGING PER I8/S1.I STUDS PER DETAILS OF LEVEL BELOW 6001 5 6" STUDS PER IO/51.1 (5" STUDS PER 10/511 AT SIM.) 6731 10 6" STUDS PER 10/51.1 (8" 5T05 PER IO/51.1 AT SIM.) CONN. TOP TRACK TO H55 PER SCHEDULE OF 20/56.1 SHEATHING PER 20/56.1 AT SHEAR WALLS REVIEWED FOR CODE COMPLIANCE APPROVED MAY 05 2016 City of Tukwila BUILDING DIVISION TOPPING PER PLAN WALL PER ARCM - BEAM PER PLAN CONT. I3/4" L5L CONT. 4 4x4x14 IN/ 1/2"0 BOLTS @ 12"oc (COUNTERSINK NUTS) - MAY BE OMITTED IF MEZZANINE IS NOT BUILT L J 6732 15 6" STUDS PER 10/51.1 (5" STUDS PER 10/51.1 AT SIM.) BOTTOM TRACK PER 15/51.1 STEEL -BE M EFER PLAN CITY OF TUKWILA JOIST PER PLAN - BEAM PER PLAN --/ 11-0" 17 L50 CLIPS WEB FILLER 114" L5L RIM BOARD BLKG. I6d ( 8"oc H55 3x3x14 i �II r V I 0 • r-� O —ICV W6 V 6736 18 FOR CALL -OUTS IN COMMON SEE DETAIL I/56.1 / / KERF R %4"x1%2" W/ (2)3/"cP BOLTS @ 3"oc R. 1/2" x BEAM 6735 WIDTH 19 JOISTS PER PLAN WEB STIFFENERS PER JOIST MFR's SPECIFICATIONS TOP FLANGE JOIST HANGS'. PER GE STRUC TOP' TRACK M RMENTER 3/" DEFLECTION GAP ALLOWANCE BRIDGING PER 18/51.1 STUDS PER DETAILS OF LEVEL BELOW 6730 20 Ved, 13 Apr 2016 - 11:56am REMARKS T.I. PERMIT SUBMITTAL I I 1 1 1 DATE 4/8/2016 1 1 1 d z 1411 Fourth Ave., Saito 130i Suttle,Wsshiogtom P110l T6I.214.112.6I10 Fu.211.112.4N® COUGHLIN PORTERLUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 801 SECOND AVENUE • SUITE 900 I'. 206!343-0460 SEATTLE, WA 98104 N 206/343-5691 Dimm CD DM M lam • !.ig ▪ aose 62N ▪ DMMI Job Number. S101203-02 Date: APRIL 8, 2016 Principal in Charge: JEC Project Manager: Drawn By. MRM Sheet Title: FRAMING DETAILS Sheet Number. S6.3 ® 2010 FUIIER•SEARS ARCHITECTS