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Permit D16-0069 - MACADAM FLOOR & DESIGN - TENANT IMPROVEMENT
MACADAM FLOOR & DESIGN 14570 INTERURBAN AVE S UNIT 150 D16-0069 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: D16-0069 14570 INTERURBAN AVE S Unit150 Issue Date: 4/12/2016 Permit Expires On: 10/9/2016 Project Name: MACADAM FLOOR & DESIGN Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: SANFT LOUIE 6120 52ND AVE S , SEATTLE, WA, 98118 LOUIE SANFT 6120 52 AVENUE S , SEATTLE, WA, 98118 UNIVERSAL BUILDING SYSTEMS 27565 265TH CT SE , RAVENSDALE, WA, 98051-8209 UNIVEBS863PM A 7 B PROPERTIES 6120 52ND AVE S , SEATTLE, WA, 98118 Phone: (206) 930-9324 Phone: (425) 736-5258 Expiration Date: 10/14/2016 DESCRIPTION OF WORK: TI CONSISTING OF UNHEATED WAREHOUSE SPACE, HEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES A FOYER WITH A MEETING ROOM, RESTROOMS AND A MEZZANINE WITH 4 OFFICES. Project Valuation: $89,459.00 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA FIRE SERVICE Fees Collected: $2,396.82 Occupancy per IBC: B Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2012 2012 2012 2012 2012 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 0 Fill: 0 Number: 0 No Permit Center Authorized Signature: n 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: 1,t)( [� r,�,►-� i -F-- Date: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: New suspended ceiling grid and light fixture installations shall meet the seismic design requirements for nonstructural components. ASCE 7, Chapter 13. 8: Partition walls shall not be tied to a suspended ceiling grid. All partitions greater than 6 feet in height shall be laterially braced to the building structure. Such bracing shall be independent of any ceiling splay bracing. 9: All 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. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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. 12: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 16: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 21: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 17: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 18: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 19: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 22: Maintain fire extinguisher coverage throughout. 23: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 24: 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) 25: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 26: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.9.1) 27: 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) 31: 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) 29: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 28: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 33: 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. 34: 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) 32: 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) 39: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 35: 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. 36: 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. 30: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 37: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 38: 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** 1400 FIRE FINAL 0409 FRAMING 0606 GLAZING 0502 LATH & GYPSUM 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4034 SI -METAL PLATE CONN 4025 SI -STEEL CONST 4004 SI -WELDING 4032 SI -WOOD CONST 0602 SLAB/FLOOR INSUL 0406 SUSPENDED CEILING 0601 WALL INSULATION 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. ) 4 • W((/ c( Project No. Date Application Accepted: Date Application Expires: ql (For office use only) (0. 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: 14570 Interurban Ave. South King Co Assessor's Tax No.: 3365901605,3365901630,3365901570 Suite Number: C2 Floor: 1 &2 Tenant Name: N/A M ACA- .An "Pi 2 E' PE)6k) New Tenant: ® Yes ❑ ..No PROPERTY OWNER Name: Louie Sanft Address: 6102 52nd Ave S Name: A&B Properties Phone: (206) 930-9324 Fax: Email: louie.sanft@att.net Address: 6102 52nd Ave S Phone: (425) 450-4075 Fax: (425) 450-4076 City: Seattle State: WA Zip: 98118 CONTACT PERSON — person receiving all project communication Name: Louie Sanft Address: 6102 52nd Ave S City: Seattle State: WA zip: 98118 Phone: (206) 930-9324 Fax: Email: louie.sanft@att.net GENERAL CONTRACTOR INFORMATION Company Name: Universal Building System LLC Address: 14520 Interurban Ave South City: Tukwila State: WA Zip: 98168 Phone: (425) 633-8010 Fax: Contr Reg No.: UNIVEBS863PM Exp Date: 10/01/2016 Tukwila Business License No.: BUS -0996542 H:\ApplicationsWorms-Applications On Line \2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh 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 Company Name: Shutler Consulting Engineers, Inc. Engineer Name: John Headland, P.E. City: A I 1 tState: `,�Ziip✓: oi g i, w.. Address: 12503 Bel -Red Road, Suite 100 City: Bellevue State: WA Zip: 98005 Phone: (425) 450-4075 Fax: (425) 450-4076 Email: johnh@shutler.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: ilk 41 , l 1 Address: (0 12_0" 600---_-m. ,'e- ['o City: A I 1 tState: `,�Ziip✓: oi g i, w.. Page 1 of 4 BUILDING PERMIT INFORMATIC 206-431-3670 Valuation of Project (contractor's bid price): $ vt / Li Sol' Describe the scope of work (please provide detailed information): A tenant improvement consisting of unheated warehouse space, heated warehouse space and office space. The office space includes a foyer with a meeting room, restrooms and a mezzanine with 4 offices. Existing Building Valuation: $ Will there be new rack storage? ❑ Yes J.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 1Z1 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line\201 ! 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 15` Floor 0 5,201 0 0 VB B 2"d Floor 0 939 0 0 VB B 3rd Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If"yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 1Z1 Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H: Applications\Forms-Applications On Line\201 ! ApplicationsWermit Application Revised - 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFO IATION — 206-433-0179 Scope of Work (please provide detailed information): N/A Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑... Water District #125 ❑ ...Water Availability Provided Sewer District ❑ ...Tukwila ❑ ...Sewer Use Certificate ❑ .. Highline ❑... Vali ey View ❑ .. Renton ❑...Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size —22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ...Total Cut ❑ ...Total Fill cubic yards cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑. ❑. ❑• ❑• ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ ...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size .. 0 ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public WO # WO # WO # Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Number of Public Fire Hydrant(s) Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Permit Application Revised - 8-9-11.does Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: Loud -e} so--ry Mailing Address: 12_t;) �Q-11/4.12 Avonvt.e. so H:\Applications\Forms-Applications On Line'2011 Applications\Permit Application Revised - 8-9-11.docx Revised: August 2011 bh Date: Day Telephone: 20(0 eaWA. qgg City State Zip Page 4 of 4 Cash Register Receipt City of Tukwila DESCRIPTIONS ( ACCOUNT PermitTRAK QUANTITY I PAID $1,482.11 D16-0069 Address: 14570 INTERURBAN AVE S Unit150 Apn: 3365901630 $1,482.11 DEVELOPMENT $1,411.75 PERMIT FEE R000.322.100.00.00 0.00 $1,407.25 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $70.36 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R8180 R000.322.900.04.00 0.00 $70.36 $1,482.11 Date Paid: Tuesday, April 12, 2016 Paid By: LOUIE SANFT Pay Method: CREDIT CARD 07785D Printed: Tuesday, April 12, 2016 2:25 PM 1 of 1 �L9SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $914.71 D16-0069 Address: 14570 INTERURBAN AVE S Apn: 3365901630 $914.71 DEVELOPMENT $914.71 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R7926 R000.345.830.00.00 0.00 $914.71 $914.71 Date Paid: Tuesday, March 15, 2016 Paid By: SANFT LOUIE Pay Method: CREDIT CARD 03292D Printed: Tuesday, March 15, 2016 2:03 PM 1 of 1 CRWSYSTEMS SP 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 SP C INSPECTION RECORD Retain a copy with permit IN Project: ni4C�AAv1 e Tyke, of Inspection: du i L tl il.r1r t-/i✓A L. Address: 1670 M1 (t ALE S Date Called: Special Instructions:Date liAdir /0 Wanted:/ / //IC /6 a.m p.m. Requester: '. A EA9/ Phone No: 42 736 S2S b Approved per applicable codes. Ll Corrections required prior to approval. COMMENTS: d�Z Inspector: /4 " 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 SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 R(6-0069' Project: itt a wt Floor Type of Ins ection: , ►jl h f tc i <t Fre- feept g I Ito -fp 4/ rdin. / Address: IVS70. - kcal ,4'eSo, Date Calle : ¥/5° Special Instructions: 3) dbl. Q e- c A51A(a 4i aw)s-C F f( Date Wanted: /1 /`//C: a.m. Requester: f �l/C�.� 0 3� cr w� Ut /-A �'l-- z (gyp- .S Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: V , rt vI hot 'W- Erb�`cie <t Fre- feept g I Ito -fp 4/ rdin. / qt- Q --1 a r GZ'0 e i Ore- & kwetts Wo EG (71-L--q114-1o2 L10 (g" to c (e -t- c/ . - f 0 3) dbl. Q e- c A51A(a 4i aw)s-C F f( S It' cl) Q(( ✓% fr-Sv-k- y(cz- ILC1 a d c e- C d T (it 2t Q � GSC �'S 7[��j� �Z � f �l/C�.� 0 3� cr w� Ut /-A �'l-- z (gyp- .S Cciir r Ve / cts,ge tOh Inspector: (c, Date://- ij `. n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. o (2 „ C.Ce ruts' I,€%(Gie-'ek 41? Olf /7L /fief INSPE TION N0. INSPECTION RECORD Retain a copy with permit b/6 - cctsq 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:,00-. /14ACAbRui rare- ? 437 61,1 Tye of Inspection: S U P CAUA.16,- Address: /1/. 00 4/M02. e Aver S Date Called: Special Instructions: ti/u� , Date Want //� . Requester: airAH Phone No: 2o6-S--/ Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 1??1/6 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 - -c06q 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /41A A 1 J 2 CJIC Type of Inspection: S'o PEVA COO/Lk,- M Address: 14S 7 0 burrealAeakki Ayr S Date Called: Special Instructions: �jz p 119 / Date Wante¢¢,' i /5 �p m m Requester: k(: 0l1/v /�/ Phone No: 2cO-- %C-7 - C?Gs ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: CAS 7bleb piogaC T - ��rf 1Gi'�1-1 �l Inspector: % M Date: 9/JS /0 s / i F-7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD _ Retain a copy with permit INSP ION 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 Pr'ec�h gj F dot Insp Type etion: Y Address: e W510 Q urrrri Al/e.- Date Call 5o • f re0 Special Instructions: ,_,qt vt i /�(� r7i21—N-A-C A� Date Wanted: _r% "I - t an p.m. Relq�ue�s er. t I �� i /rQ 11 j� L P one No: ( ----55-/S7,Cs, ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: c/A Inspector: Date: 9/17//, 9 /. 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 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 91.6- 6)66 Project:..Type Aty of Inspection: Si< PeitibEo ',r i I6 A dr ss:. 11570 t�-� -►� Leve ct, , Date Call3d: j®. - Special Instructions: .-5� 7f Yrr O-FC42' o t Date Wantey l6 / a:m: ,v //6 rC Requester: Phone No: FApproved per applicable codes. OMMENTS: rrections required prior to approval. .444:# t. 44:4 4,41, li �r� ilk P14 Inspector: K -C Date: —16 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 INSPEC ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: 1/1AACAllo hag COO71A-Vtt Ty Inspection: lll16- Address: ,q V70 buretAirepmmlic Date Called: Special Instructions: (Aim—Date (,IDS / M & i S y$J y Want g `2 %/ / a:fl. m. Requester: Phone No: LIApproved per applicable codes. E Corrections required prior to approval. \61 - COMMENTS: Inspector: D,Ii A Date: g j/6 n 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 V6- 0669 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: MACAbA it 1e. 0 btri6d Type of Inspection: SU •PE..11)(E,w rT - Address: >#670 I &J r S Date Called: Special Instructions: (bar Date Wanted) / Vi 2 //4 a.m p.m. Request Kc/ Phone No: 0o6 - “--7 - 5-76 Approved per applicable codes. Corrections required prior to approval. COMMENTS: iviisc, tins t �iefFree &)l r& Inspector Date: g /06 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP ION NO. INSPECTION RECORD Retain a copy with permit 'bo -00-49 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projje,,ct: � �rl/-4(1� 'wl 1'LCt Type of Inspection: IAA LI-- /jJ[ILA'770T/ Address: 1457t /ilirecNia4AlA✓es Date Called: Special Instructions: UN 1i— /0 Date Wanted• J/ /1� 6///16, a m p.m. Reques er: Phone No: 006 -80- 5.-76r Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector:AAvvI Date: .6///, 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 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type Inspection: Address: PVC Aril'fet42R,,J A7( s Date Called: Special Instructions: Date Wan 6/ ///6 t p.m. Requester: Phone No: ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: ncrier- riVerocc-- 64 - Inspector: Date: , REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ECTION 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 P16-0 061 Prosect: 4acao'a � r(c6e* Type of nspection: i Cd( Address: rte, (s7 0 CY 4(e-'j� DDate alled: ` f7' 1 _ Special Instructions: M �C �ka '� - r ( «pey( fe4 e.eu `, f I� l S `� f 0 Date Wanted: 5 —�— a.m. p.m. Retire,er: u evS Phone No: ' -r (- Y7 6 I aApproved per applicable codes Corrections required prior to approval. COMMENTS: Inspector: r_ - Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit X1(0- UO(og Ito -F_ l�(O PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 4/7,1,7 Sprinklers: Type of Inspection: Address: 4:k S7) Contact Person: Suite #: //s 7Co :1 ,\s / Special Instructions: t Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: t W Ai/ t , G �- c. /(S /7`r — /14,-.474-- �%".s1R ! 'A -A/— t51 -S'S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: 'c% ,i74,/( c3 Date: / // KM Hrs.: /, $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit W4-- LOG t /% - 5 -- //0 Address: 1ct5-7 o Suite #: ''— ..r: S Contact Person: Special Instructions: PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: n'►AcAdA-".. S7100 R___ Type of Inspection: __C—A.- Address: 1ct5-7 o Suite #: ''— ..r: S Contact Person: Special Instructions: Occupancy Type: Phone No.: !Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -. PJ %//f- - 0 • (0.6 1.e Pr o i i c)v• .1,-(7)- E LA t'i-s --t C, r'112 k i..i. % .-..-1/--. /'.. Z. r -e- \ t A,4 1_, r N rir c % v--, t k -c-- f / ' Rel—vv-,t. i 4-1) OPiNe; -b-,‘ 1 •'C CIti -;4GL en S P L.ki vGk I, 1-,c,/- r-,-e.-e4 .5 -.2 rVk c_,P._ • w ►,.., A./L.11,1Dkc _-E---'1, c'fJ$u,s4 N_P eel --c% I) c) \I- , -A . Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: (X -N, .c Date: / / /, /1 6 Hrs.: 1 r $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: (v/fi-c-e 4Qr c S c /Tc _4../ —71=._-z ,-t,1 4-7AC Type of Ispection: FM- — '/",q / Address: d4 -, /Sa Contact Person: Suite #: /c/S 70 ._LA S Special Instructions: Phone No.: Approved per applicable codes. rgCorrections required prior to approval. COMMENTS: /Tc _4../ —71=._-z ,-t,1 4-7AC i --&-.7 /(% / 8 A a ' /1/5- /ti ,.,.... s 7 ""2' . Permits: Occupancy Type: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:- ,,,C--",-01 c Date: /c5/5V/ Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Th// — me S— PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:Type Pi i4ciw Pcr-,--700x- ) e9 i) of Inspection: 5r S- c o'Z., Address: ps--2 0 Suite #: Contact Person: Special Instructions: Phone No.: -Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $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: 7/277/h' Hrs.: Inspector: L,. e $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 \-)it (r)9 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /A r v ice? 44 s e Sprinklers: Type of Inspection: 6))/a +c. Address:_ Suite #: /5 7Ci JAS _I .1S v --/-4-„7,-,— Contact Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: `;IZ ( Nsz.r" 27-R', F-foci(a_ �4C A ( f..�A/ jr, vi q�/�' l� A-�� c) _ Z// h /".d k„ µ -f7 ) ,,u Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: it, 3 Date: ,//‘ /". 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 D/,- 66 6r /4 - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: . 1 r (c ' `+A t,J -e. r(1-4ZI. CMA, .5 Type of Inspection: , e ' .. , er-- \:: Address: l z/.5"-')(/ Suite #: ?, S Contact Person: Special Instructions: Occupancy Type: Phone No.: -Approved per applicable codes. Corrections required prior to approval. COMMENTS: /-4.1' /I dc 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /AA s -----z__ Date: Sd/w/ 2. Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /b —5- 7S 1"l(-' - no 49 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: "TtAKjk \\ I /t)1"-ef, Sprinklers: Fire Alarm: Type of Inspection: s'j ) oro Address: / 45-70 Suite #: 15-0 5 Permits: Contact Person: Special Instructions: / Sde4 Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: r 'Th Permits: Occupancy Type: l CO 1300 / Sde4 gto Osc gIO f.Y— lir Dr o - D l� 1L) 0 C-°. o -e r -Y‘')(S — 3Ci c-)8\ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: D-> 5.-"Z____ Date: G/ //b 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 SHUTLER CONSULTING © ENGINEERS, INC. 12503 Bet -Red Road, Suite 100, Believe, WA, 9800S* (425) 4504075 • FAX (425) 450.4076 6-8-2016 Ken Lorenz Universal Building Systems 14520 Interurban Ave. South, Suite D-100 Tukwila, WA RE: Interurban Building C200, T.I. Tukwila, WA Ken, Per your request we have evaluated the information provided regarding the field conditions at the site. First, during the process of attaching the tube steel that will support the rolling door, it was found that some of the holes drilled could not make the called for embedment depth from the permit drawings. Some of the holes could only be drilled 3" deep. Instead of the four attachments called for on the drawings there are six in the field, so with I/z" expansion bolts in each location, with at least 3" embedment, the door supports are structurally adequate. Second, a column which serves as part of the mezzanine support was weld spliced. Without special inspection, we assume that the welding process conformed to AWS standards, In this case, the splice is structurally adequate. If there are any more questions, or you need more information, please call Regards, A '00" AndyAiman, E.I.T f W t J Headland, P.E. H 31757 1.' SZOM& RECOVED 067Y OV:-IUKWILA AUG 012% PUSR ii IT CENTER M M SHUTLER CONSULTING ® ENGINEERS, INC. 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005' (425) 450-4075' FAX (425) 4504076 3-29-2016 Ken Lorenz Universal Building Systems 27565 256" CT, SE Ravensdale, WA 98051 RE: Interurban Building C200, T.I. Tukwila, WA Ken, Per your request, since the 51/" LVL is not readily available, you can use a 5'/B" x 221/2", 24F -V4 glulam beam If there are any more questions, or you need more information, please call Regards,, "V* Andy ardman, E.I.T J Headland, P.E. G• H RECEIVED CITY OF TUKWILA AUG 012016 PERMIT CENTER OTTO ROSENAU & ASSOCIATES, INC. PROPRIETARY ANCHOR ADHESIVE INSPECTION REPORT ef, Job Number: "" 68' 1--( ( Permit Number: 1 Project: -rt\t tf(1 rinfr1-v'► 0 l' Ge., ' tUhi .,VisU, '.,. Client: Address: / Altircts, TN t( 1),4,, ��O --s Mi -L1/214, Contractor: Inspector: iU66`Cir- Date:I i. x DESCRIPTION/LO.CATION ( lis. ->e 11 _d t r,/,,Yece - ( ; i -,4„/• 0 Ci* 0 4},1 // /3,4 /...� c (F -e- V ,• ;ii22 010e leve,( ," 6r r-3 -3/Ff /l 1 C zoo / ._I i'5fe1c.ile.d cP f Ppro�, es Pro, ec.4i- cv c,,,,e,7e.--. Intended Use: /r41�f 1TE11/611 7!0 e`...."0/ 6,2 &'°4 /./ 61.4 t•9/-'/e6:f,� r 58uilding Code & Year: -2.`..,,(z- T71-,,,.._ ® Reinforcing Steel w ?EIAIt Anchor Size & Quantity: Type of Steel (ASTM): Grade: tta36 Thread; , 78. ' A-36 ■ ('I ■ 50 "' F-1554 ■ Q 75 ■ ■ Other: A-307 Bar/Dowel Size & Quantity: Rebar Manufacturer: Rebar Grade: IN 40 ■ 60 ■ Other: Type of Bar: ■ A-615 ■ A-706 ■ A-775 ■ Other: Special Ductile Quality (SDQ): IN Yes ■ No Anchor Length: Hole Depth: 6g/47/Required Embedment: ,t4 Hole Diameter: 3,41 ' Concrete Thickness: 7 ?//,y .,F ` ((d� Concrete Strength: A c S ,-1 �'XJ Hole Orientation: ■ , Vertical Down 0 Vertical Up Q»Horizontal Base Material: IN Normal Weight Concrete ■ Light Weight Concrete :ICMU ■ Brick ■ Composite Deck Hole Cleaning: "ilCompressed Air • Hand Pump ■ Other: Compressed Air PSI: /00- / / D Brushed: 8 Yes ■ No Hole Condition: [g; Dry ■ Damp ■ Water Saturated ■ Submerged Drill Bit (ANSI B212.15): ,©:Yes ■ No Approved Diamond Cored Hole: ■ Yes `J,'No Adhesive Manufacturer/Type:5-76,14/4,5•6 �P-.- rky, Expiration Date: `, /, /. ;0 ICC ESR #: 02 Weather:Ai �� % ` �/ Ambient Temperature: y or Substrate Temperature: 5o -f Comments; RefereneStadad(sUed/CC co •Confoms Does -Not Coform'• Is this a re -inspection? ,LlJo 0 Yes - Original inspection date: Inspected by: /�.,�'- Reviewed by: Start Time: Finish Time: ECEIVED CITY OF TUKWILA AU This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, PERMtirceSNEERrt, 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 Na: INSP-86-02 (Rev 05/13) Report Number: 332601 OTTO ROSENA U & ASSOCIATES, INC. LATERAL FRAMING INSPECTION FIELD REPORT Project: Interurban Office & Warehouses -#C200 Address: Client: 14600 Interurban Ave S -Tukwila Permit Number: Job Number: Client Address: 6468540 15-08 1. ti Nail / Screw Size and Spacing Anchor Bolt Blocking X Bottom Plate Nailing Sheathing Nailing/Screws Installation of Holdown System Clips ❑ Straps 0 Hardware Manufacturer: inspector and tate Diaphragm Nailing/Screws Sheathing Rating: Light Gauge Fra Light Gauge Yield: Light Gauge Welding UVe.ider's Name: si ❑ 50ksi ❑ Sheathing Type: 7/16 OSB Other (specify : Number: WABb Gard Exp.: Stephen Ramos 4-26-2016 Arrived on site to perform:lateral framing inspections in accordance *ifh project plans and specifications as follows: 1. Inspected Meizantne diaphragm InMilk),in grid F to J "hfleij.8 to 4 line as per plan note 3/S2.0. r,. Work founds o be in confer CONFORM; Start Time: Finish Time Is this a re -inspection? 0 Yes ® No Original Inspection Date: Inspected by: - Reviewed by: RECEIVED CITY OF TUKWILA AUG 012016 SERB/JIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-84-02 LT (Rev 02/09) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION FIELD REPORT Job Number: 15-0636 332592A Permit Number: Project: Interurban Office & Warehouses TI Client: Address: 14520 Interurban Ave S, #C200 -Tukwila Address: Inspector: Stephen Ramos Date:4-2 Description/Location: 1. Wall bottom track per detail A/S2.0; grid line F/2 to 4 line;& 1 8 line/F to G line {qty. 48 (1/2x4")). 2. Column anchors per D & E on S2.0: Grids H & F.7 on 2 line 8t G id F.5-3.8 {qty. 6 (14°x4")). 3. 1 3/4' LVL Ledger adjacent to 3 Ilne/F to F.8 line, as per detail J/8i3 {qty. 15(3/4"x6)}. 4. 4"x6" ledger on G line/2 to 2 8 tine, as per detail F/S3.0 {qty. 9 (3/A"X Report Number: D16-0069 Intended Use: Column, wall track, & ledger anchors Anchor Type: ❑ Expansion ® Screw Building Code &-=Year: leeve ❑ Drop In ESR Number: 2713 BC 2012 Anchor Size &Quantity: 1/2" (qty. 46), 3/4 (qty.30) '..Anchor Manufacturer: Simpson Titen HD Hole Diameter: %2" & 3/° Hole Depth: 3.",to 6" Required Embedment: 2 /2" to 6" Anchor Length: 4" & 8 %2" ncrete Thickness` 3 Concrete Strength: Base Material: ® Normal Weight Concrete Light Weight Concrete ❑ CMU ❑ Brick ❑ Composite Deck Hole Cleaning: ® Compressed Air ❑ Hand'Purtip ❑ Other: Drill Bit (ANSI B212.15):, ® Yes 0 ORA Torque Wrrench ID 6055 Tor Ue: Maximum torque not exceeded q per ESR 2713 Ft. -lbs. Weather: Indodh Ambient Temp 65 °F ReferenceeStandard(s) Used Start Time: Finish Time: Conforms X Does Not Conform Is this a re -inspection? ❑ Yes ® No Original Inspection Date: Inspected by: Reviewed by: RECEIVED CITY OF TUKWILA AUG 012016 RMIT CENTER 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 2 of 2 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-87-01 LT (Rev 7/09) OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION FIELD REPORT Report Number: 332592 Project: Interurban Office & Warehouses -C200 Address: 14520 Interurban Ave S, #C200 -Tukwila Client: Permit Number: Job Number: Client Address: D16-0069 15-0636 Stephen Ramos 4/19/2016 j _ . Arrived on site to perform special inspections, in accordance with,P rii ect plans and` specifications as follows: 1. Performed final visual inspection of field welded 4"x4"x1/4" ledger;angle to existing beams as per detail A/S3.0 Work found'�in conformance with AWSSDI.1 wilding code and detail; grid line 4/G to J line, glidsline 2/H to J Ilnegrid line J/2 to 4 line, Welding performed by WABO .: ,. certified personnel, previously verified; 2. Inspected Installation of Simson Titen HD anchors (ESR 2713) for ledger, column, and cold - formed wall bottom tracks\Reference mechanical anchor report 332592A for locations and • other information, Conforms Start Time: ,r,0n site Finish Time;,a Off site Inspected by: Is this a re -inspection? ❑ Yes Z No Original inspection date: Reviewed by: RECEIVED CITY OF TUKWILA AUG 01 2015 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: INSP-63a-05 LT (Rev 10/10) :, " i'spectjotts.P.erformed'�;u , ,� Steel Decking Other (specify): ,ar, vr ' ''" Other (specify) 1 Structural Steel Fabrication Structural Steel Erection X Stephen Ramos 4/19/2016 j _ . Arrived on site to perform special inspections, in accordance with,P rii ect plans and` specifications as follows: 1. Performed final visual inspection of field welded 4"x4"x1/4" ledger;angle to existing beams as per detail A/S3.0 Work found'�in conformance with AWSSDI.1 wilding code and detail; grid line 4/G to J line, glidsline 2/H to J Ilnegrid line J/2 to 4 line, Welding performed by WABO .: ,. certified personnel, previously verified; 2. Inspected Installation of Simson Titen HD anchors (ESR 2713) for ledger, column, and cold - formed wall bottom tracks\Reference mechanical anchor report 332592A for locations and • other information, Conforms Start Time: ,r,0n site Finish Time;,a Off site Inspected by: Is this a re -inspection? ❑ Yes Z No Original inspection date: Reviewed by: RECEIVED CITY OF TUKWILA AUG 01 2015 PERMIT CENTER This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: INSP-63a-05 LT (Rev 10/10) OTTO ROSENAU & ASSOCIATES, INC. Engineering, Construction Inspection &Materials Testing . Job Number: Fi75.6, Project: Address: Inspector: J. Graham PROPRIETARY ANCHOR MECHANICAL INSPECTION FIELD REPORT 15-0841 Report Number: 334306 Interurban Office and Warehouses- Tenant TI Yr+ Client: Address: Date: Permit Number: D16-0069 6 Description/Location: Vertical Door attachment tube steel anchors Intended Use: Tube steel anchors Anchor Style: ® Expansion 0 Screw ESR Number: 3037 Hole Diameter: is Building Coag &&Year: o Sleeve ff .Drop In ) Anchor Size & Quant,ty ` Anchor Mantfactfrer ,, Simpson e' Anchor Length: 5.5" Hole Depth: Con rete Thickness: Base Material®Normal Weight Concrete' ` 0 Light Weight Concrete Hole Cleaning: ® Compressed Air/0 Hand Pump Other: Drill Bit (ANSI B212.15): ®Yes Weather: Inside, dry AVchor Ty Strong Bolt 2 Re Vuired ''mbedment: 3" Concrete Strength: 4000 'CMU Dick 0 Composite Deck ORA Torque: rerch,ID: 6048 �A�mbentTemperature: 62 3" embedment appro Comments' ohn (Headland of Shutler Consulting Engineers, (letter on 6-8) Reference Standard(s) Use Start Time: Finish Time: Torque: 150 RECEIVED CITY OF TUKWILA AUG 012016 ft -lbs PERMIT CENTER Conforms X Does Not Conform Is this a re -inspection? ® Yes 0 No Original Inspection Date: 6-5-16 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 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: /NSP -87-02L T (Rev 05/13) Report Number: 330174 Project: Address: Client: Steel Decking OTTO ROSENA U & ASSOCIATES, INC. CONSTRUCTION INSPECTION FIELD REPORT Interurban Office & Warehouse TI 200 14600 Interurban Avenue South C200, Tukwila A&B Properties Structural Steel Fabrication Structural Steel Erection Permit Number: Job Number: Client Address: nspections Perfon . ec Other (specify): Visual weld inspection D16-0069 15-084x1:4, Battle Other (specify): A'1"ni �y�� '4` y X George Naill 5-20-16 Revised on 4-1-16 Arrived on site to perform structurals#eel inspection as requested) to project plans and specs. ae contract'of, in conformance 1) Met with contractor to verify\location of items to be inspected and reiew plans. 2) Welder certifications previously verified. ` i." j , 3) Performed visual Inspection of new HSS Strong Back cgiumns at Roll up doors on line H/1- 1.8. Visual In pection of Strong back angles, column t fease plate and column to cap plate revealed welding to be omplete per detail H/S2 0 andwelding to be visually acceptable per AWS 1110 4) 6 Additional HSS pieceswere inspected and)rfound to be fabricated with Stong back angles Similar tovDetailAH/S2 ldi'ng wa found to be visually acceptable per AWS D1.1-10, However t ere,is r o0 .:Wedetailing available at this time for the fabrication nor installation sof these items.1•;'','-, ewe report 330174 for. inspection of the;i'nstallation of 12 of the 16 column strong back anchors per detail H/02' 0,,, Conforms: X Conform: Work In Progress Start Time: 0730 Finish Time: 1030 Inspected by: George'Nail: , RECEIVED CITY OF TUKWILA AUG 01 2016 PERMIT CENTER Is this a re -inspection? D Yes ® No Original inspection date: 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 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: INSP-63a-07LT (Rev 12/13) a OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Materials Inspection & P Testing PROPRIETARY ANCHOR MECHANICAL INSPECTION FIELD REPORT Job Number: 15-0841 Report Number: 330174A Project: Interurban Office & Warehouse TI C200 Permit.Number. D16-0069 Client: A&B Properties Address: 14600 Interurban Avenue South, Tukwila Address: 6120„5.2" Av e, S, Seattle Inspector: George Naill r77,"7"— TTM' W Date: 5 20 16 Description/Location: Line H/1-1.8 4 strong back columns for new rollup doors per detail H/S2.0 1 Intended Use: Anchors Building Code Year: Anchor Style: ® Expansion ® Screw 0 Sleeve , ESR Number: 3037 / 2713 Hole Diameter: %" Anchor Length: 5 %" / 4" 2012 IB ;Drop In I Anchor Size &Quantity 12 of 16 3/" Exp/ 8'/4" scr. ti Anc�hdr4Manufacturer\' Simpson ,,Hole Depth: 4" Concrete Thickness: Anchor Type: Required. E`m bedment: Concrete Strength: Strong 'B 2 / Titan 4" Base Material: ® Normal Weight Co ncrete, ❑ Lig,t eighConcrete 0 yu 0 Brick 0 Composite Deck Hole Cleaning: ® Compressed Air []NH, andrPump 0 Other: Drill Bit (ANSI B212.15): Weather: Indo9-`s es\ 0 No • OR,A•Torque Wrench ID: 082 Am bientfiemperate 70F ITorque: 150 / 150 max ft -lbs additionEto,' � ...z.....,,,:,..—.4i- In inspection above verified hole depth for an additional 24 1/2" dia. Strong bolt 2 anchors for additional HSS framing above th�`;'doors. Depth was found to be 4Nand 'was blown clean with compressed Air. This is for informational purposes at this time as they is not currently a i''ettachment detail for these,m tubers. ir �,`R Reference' Standards Used ' Comments :•M Start Time: 0730 Finish Time: 1030 Inspected by: Geore,Notali RECEIVED Original Inspection Date: Conforms X Does Not Conform Is this a re -inspection? CITY OF TUKWILA AUG 012016 PEPIMCT CENTel iewed by ❑ Yes ® No This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118.- Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: INSP-87-02LT (Rev 05/13) SHUTLER CONSULTING JOB INTERURBAN SUITE C200 ENGINEERS, Inc. SHEET NO. COVER OF DATE 3/9/2016 DATE 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 450-4076 CALCULATED BY AH CHECKED BY JH SCALE JOB NUMBER 16-29 STRUCTURAL CALCULATIONS FOR: UBS T.I. INTERURBAN SUITE C200 14600 INTERURBAN AVENUE SOUTH TUKWILA, WASHINGTON ARCHITECT: FULLER/SEARS ARCHITE 1411 FOURTH AVENUE, S SEATTLE, WASHINGTON PHONE (206) 682-6170 FAX (206) 682-6480 DESIGN CRITERIA: REV tWED FOR CODE COMPLIANCE APPROVED APR 0 7 2016 City of Tukwila 4NC DIVISION RECEIVED CITY OF TUKWILA MAR 152016 PERMIT CENTER CODE ROOF LIVE LOAD FLOOR LIVE LOAD WIND LOAD SEISMIC ZONE 010 INTERNATIONAL BUILDING CODE, 2012 EDITION 25 PSF SNOW LOAD 50 PSF PLUS 15 PSF — OFFICE 125 PSF - LIGHT STORAGE 110 MPH ZONE, EXPOSURE 'B' SITE CLASS 'E', Sds=.977, Sd1=.547 DESIGN CATEGORY 'D', R=5.0, Ie=1.0 ALLOWABLE SOIL BEARING IS 2500 PSF, PER THE ORIGINAL STRUCTURAL DRAWINGS DATED MARCH 27, 2014 AND REPORT JN10208, DATED SEPTEMBER 1, 2010 BY GEOTECH CONSULTANTS, INC. SHUTLER �- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 JOB INTt-RuR 1 g1 -bb C) y U)f SHEET NO. PA — CALCULATED BY 1 I6 -a9 OF DATE O3/o /Q lb FAX (425) 450-4076 SCALE c6 6. CO m ' 1'O '1 cr 92 Id � 49Iit 1 III 11 -1, NIP I it - 1 iiiiiiiiiiI1Il1 1 !IN. ,,, a __ SHUTLER JOB II\STERMA• i %LO% C, TUKIL9 I -9 \b - otiq CONSULTING __ ENGINEERS, INC SHEET NO(v�- CALCULATED BY A 12503 Bel -Red Rd., Suite 100)1 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 OF DATE Oaf 03/ &O N) SCALE Ili, L -i -Ic© 0\16- , ; p I -- - - " 7,.:l ; i 1 i { 1 i i -z - 1 -wee L �_...._. 131 1...._... 1 L. I T , i .__... ' (S'.Pk f nkt�.l R_ -1 i -L--------.t-1---1- } iVt_c �4 rr - — — — — i. 1 . i .... -- —. — — ..... j i — .._._. __. is ! i Ps —1 I I 1.f0 r ;M I� I i � I i ' i I i bFc-'14V.,._ A -4744L; _ + L I Ia -vF.P L ___._ 1s ,-ro 4.3.a r il 6 LaA i 1 � ' 1 " -!- + i I i ! ! 1 1 t— I � 7 -`j' ' i i 1 SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INT6RvRtAA $fib C , TOV-u)IUj SHEET NO (4\ - CALCULATED BY P5 H b -a9 OF DATE 4a.laa4tob SCALE f I I I I isots-T-s 1-i �e�i }} I lD � 3() 1 ■ ■ i i I' �L� 1 If 1—.a ...._. - 97 .___-.. ,`�; i(IRD15 _._....- � _ .._ 1 M = L ii -' 15 b 0- - , o 0 15 4 1 605 I...-. L 1 �\14 1 1M_____ IIl !1 - i .....,__a4. ,._.f pt , i .--i— I Ij' i 1 ..i7:p$ ie , CLob I, + .0 ,-,1 'r-4 __,.......„._I I v -ST' 0\1,_,_:::- rbi.e. SPS') I_i- ~ l °o—(6Q lI i- 1 T P -s lio1 Ii'I ' H.'64... 15 -1. L-L -36 DI °�®` o• i , bob► 0,63.§_y..1110. _.. {- - _ L f- y- 1_ 11, It.: 0. IOSCI �! -�_ u� J t 0.16 i` O.l -> LL31L l I ! —( j I ij i -I i I i � i -_ SHUTLER •- CONSULTING _ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INTERLAR' BL -bb c, rUi u1i tb-o1 SHEET NO N\ I OF CALCULATED BYAl4 DATE' Oat a3/ 62016 SCALE i I 1 ( 1.2-6s-rs !�y , 44, --j— Lf= 1-_-7 ho:'_(, --I I �' 1.b v- -- PLj - t.3'3'' c '! '7 Lu = I� 3 (las e� � tb___ ii i j, L 1 r I J M. G,q7�/ • L � , j I I .${fib x t I I }. 5 � � + i H3 Q Sot -11---1 I: j T L 4T i 1 ar I i t I � I --- i — j-- ._�..._.__ 1 - i 1 i i ! - _... -- . - .._ L _.._.._._ ._........... I ....... __.._....1 I ._........... ! I I — — —I.! j._. — ' I I 1-- -t — � — ._.. i t ; . -t- -1 I 1. ! 1 r I I I } i i I i aRa PRODUCT REP•RT® www.apawood.org LP® SolidStart® I -Joists Louisiana-Pacific Corporation PR -L238 Revised November 1, 2015 Products: LP® SolidStart® and FlameBlock® I -Joists (LPI® series) LP Building Products, Louisiana-Pacific Corporation, 414 Union Street, Suite 2000, Nashville, --Tennessee-37219------- (615) 986-5600 www.Ipcorp.com 1. Basis of the product report: • 2015, 2012, 2009 and 2006 International Building Code (IBC): Sections 104.11 Alternative materials and 2303.1.2 Prefabricated wood I -joists • 2015 International Residential Code (IRC): Sections 104.11 Alternative materials and R502.1.2 Prefabricated wood I -joists • 2012, 2009 and 2006 IRC: Sections RI04.11 Alternative materials and R502.1.4 Prefabricated wood I -joists • ASTM D5055-13, D5055-09, D5055-05, and D5055-04 recognized by the 2015 IBC and IRC, 2012 IBC and IRC, 2009 IBC and IRC, and 2006 IBC and IRC, respectively • ICC -ES Acceptance Criteria for Prefabricated Wood I -Joists, AC14, approved October 2013 • Fire test report and durability test report in accordance with ICC -ES AC14 • Intertek LPI 20, LPI 20X1.7 and LPI 32 Test Report, Intertek LPI 20X1.5 Test Report, PFS LPI 23 (a.k.a. LPI 32) Test Report, APA Reports T2005M-21, T2005M-52, T2006M- 03, T2006M-07, T2008P-42, T2008P-45, T2008P-69, T2008P-97, T2008P-111, T2009P- 03, T2009P-14, T2009P-21, T2009P-38, T2009P-47, T2009P-60, T2009P-61, T2009P- 82, T2010P-36, T2010P-39, T2010P-52A, T2010P-58, T2010P-59, T2011 P-08, T2011 P - 53A, T2011 P-61, T2012P-25A, T2013P-30, T2013P-38, T2014P-03, T2014P-18, T2014P-29, T2014P-36, T2015P-10A, T2015P-11A, and T2015P-30, and other qualification data 2. Product description: LPI series I -joists are described in Table 1 in accordance with the in -plant manufacturing standard approved by APA. LPI 18FB and LPI 20FB series I -joists are made of OSB webs that are factory -coated with FlameBlock®on both faces in accordance with the FlameBlock specification, as documented in the I -joist manufacturing standard. 3. Design properties: Tables 2 and 3 list the design properties for the LPI series I -joists covered by this report. The allowable spans for LPI series I -joists shall be in accordance with the recommendations provided by the manufacturer (contact the manufacturer for information or refer to the Technical Guide for Residential Construction, Lit. Item LPEW0357, Technical Guide for Light -Frame Commercial and Multifamily Construction, Lit. Item LPEW0325, LPI 450 Technical Guide, Lit Item LPEW0421, or LPI 530 Technical Guide, Lit Item LPEW0416 (www.Ipcorp.com/resources/literature). The allowable spans for LPI series I -joists qualified as the PRI series shall be permitted to be in accordance with the APA Performance Rated (- Joists, Form Z725 (www.apawood.oro/resource-library). 4. Product installation: The LPI series I -joists covered by this report shall be installed in accordance with the recommendations provided by the manufacturer (see link above) or the APA I -Joist Construction Details, Form D710 (see Zink above) for products qualified as the PRI Series. Permissible web holes and cantilever Minforcements shall be in accordance with the recommendations provided by the manufacturer or with the APA D710 for products qualified as the PRI Series. © 2015 APA - The Engineered Wood Association 11-01 APA Product Report® PR -L238 Revised November 1, 2015 Page 2 of 10 5. Fire -rated assemblies: Fire -rated assemblies shall be constructed in accordance with the recommendations provided by the manufacturer, APA Product Report PR -S238, or APA Fire -Rated Systems, Form W305 (see link above) for products qualified as the PRI Series. LPI 18FB and LPI 20FB series I -joists have demonstrated equivalent fire performance through fire tests in accordance with ICC -ES AC14 and are in compliance with Exception 4 to Section R302.13 of the 2015 IRC and Section R501.3 of the 2012 IRC. 6. Limitations: a) LPI series I -joists shall be designed in accordance with the code using the design properties specified in this report. b) LPI series I -joists are limited to dry service conditions where the average equilibrium moisture content of solid -sawn lumber is less than 16 percent. c) LPI series I -joists are produced at Red Bluff, California, Larouche, Quebec, and St. Prime, Quebec under a quality assurance program audited by APA. A list of I -joists manufactured at different LP facilities is documented and audited by APA. d) LPI 18FB and LPI 20FB are produced at Abitibi - LP Engineered Wood Inc., Larouche, Quebec, under a quality assurance program audited by APA except that the FlameBlock-coated webs are certified by the coating company and third -party inspection by the Underwriter Laboratories and Intertek Testing Services NA, Inc. e) This report is subject to re-examination in one year. 7. Identification: The LPI series I -joists described in this report are identified by a label bearing the manufacturer's name (Louisiana-Pacific Corporation or Abitibi — LP Engineered Wood Inc.) and/or trademark, the APA assigned plant number (1069 for the Red Bluff plant, 1068 for the Larouche plant, and 1077 for the St. Prime plant), the I -joist series designation and depth, the APA logo, the report number PR -L238, and a means of identifying the date of manufacture. © 2015 APA — The Engineered Wood Association 11-01 APA Product Report® PR -L238 Revised November 1, 2015 Page 3 of 10 Table 1. Description of LPI Series l-Jois i(a) Joist Series Joist DepthsDimension (in.) Flanges Web Material Material Thickness(b) (in.) Depth (in.) Width (in.) LPI 18 7-7/8 -16 Proprietary SPF 1-1/2 2-1/2 OSB 3/8 LPI 18FB 9-1/2 —16 Proprietary SPF 1-1/2 2-1/2 OSB 23/32 LPI 20PIus 7-7/8 -16 Proprietary SPF 1-1/2 2-1/2 OSB , 3/8 LPI 20FB X72 2-1/2 OSB 9-1/2 —16 MSR SPF 23/32 LPI 32Plus 7-7/8 -16 MSR SPF 1-1/2 2-1/2 OSB 3/8 LPI 42Plus 7-7/8 - 24 Proprietary SPF 1-1/2 3-1/2 OSB 3/8(°) LPI 52Plus 9-1/4 - 24 MSR SPF 1-1/2 3-1/2 OSB 7/16 LPI 36 11-7/8 - 24 LVL 1-1/2 2-1/4 OSB 3/8 LPI 56 11-7/8 - 24 LVL 1-1/2 3-1/2 OSB 7/16 LPI 450 9-1/2 - 16 LVL 1-5/16 1-3/4 OSB 3/8 LPI 530 9-1/2 -16 LVL 1-5/16 2-1/16 OSB 3/8 LPI 53 7-7/8 -16 LVL 1-5/16 2-1/16 OSB 3/8 LPI 70 7-7/8 -16 LVL 1-5/16 2-3/4 OSB 3/8 (a) Referenced dimensions are nominal. Tolerances are as specified in the in -plant quality manual. ro® 7/16 inch webs shall be permitted to substitute for 3/8 inch webs. (C) 7/16 inch webs for joist depths exceeding 16 inches. © 2015 APA — The Engineered Wood Association 11-01 APA Product Report® PR -L238 Revised November 1, 2015 NV? Page 5 of 10 Table 2. Design Properties (Allowable Stress Design) for LPI Series I-Joist5(8) (Continued) Joist Series Joist Depth (inches, unless otherwise noted) Elroy (108 lbf-in.2) NiroV�d� (Ibf ft) (1b0 VLC�e� (lbf/ft) 10Designation (108 Ibf ft/in.) 9-1/4 334 6,340 1,715 2,400 0.493 9-1/2 356 6,540 1,745 2,400 0.507 11-1/4 529 7,965 1,975 2,400 0.600 11-7/8 600 8,475 2,055 2,400 0.633 LPI52PIus - 14 --16-_-_-___1,183- 874 - 10,205 - 11;835 2,330 - 2;585,----1;900-- 2,200 0.747 -0-853 18 1,540 13,380 2,845 1,700 0.960 20 1,948 14,810 3,105 1,580 1.067 22 2,408 16,220 3,360 1,300 1.173 24 2,919 17,615 3,620 1,100 1.280 11-7/8 429 6,445 1,615 1,800 0.468 14 622 7,755 1,830 1,800 0.550 16 836 8,995 2,020 1,800 0.625 LPI 36 18 1,082 10,135 2,185 1,300 0.700 20 1,360 11,270 2,320 1,300 0.774 22 1,669 12,390 2,435 1,200 0.850 24 2,010 13,505 2,525 1,100 0.922 11-7/8 668 10,170 2,055 2,400 0.549 14 .)968 12,250 2,330 2,200 0.641 16 1,301 14,205 2,585 1,900 0.729 LPI 56 18 1,684 16,010 2,845 1,700 0.817 20 2,115 17,800 3,105 1,580 0.905 22 2,597 19,575 3,360 1,300 0.993 24 3,127 21,340 3,620 1,100 1.081 9-1/2 170 3,350 1,230 2,000 0.473 LPI450 11-7/8 286 4,320 1,430 2,000 0.585 14 419 5,120 1,605 1,100 0.686 16 569 5,860 1,775 1,100 0.782 9-1/2 200 4,000 1,340 2,000 0.478 LPI 530 11-7/8 337 5,150 1,565 2,000 0.591 14 492 6,110 1,765 1,100 0.693 16 666 6,990 1,955 1,100 0.789 7-7/8 128 3,210 1,045 2,000 0.402 8-7/8 170 3,690 1,175 2,000 0.448 9-1/4 188 3,880 1,225 2,000 0.466 LPI 53 9-1/2 200 4,000 1,260 2,000 0.478 11-1/4 297 4,850 1,425 2,000 0.561 11-7/8 337 5,150 1,485 2,000 0.591 14 492 6,110 1,680 1,100 0.693 16 666 6,990 1,870 1,100 0.789 7-7/8 172 4,340 1,045 2,000 0.410 8-7/8 227 4,990 1,175 2,000 0.455 9-1/4 251 5,250 1,225 2,000 0.474 LPI 70 9-1/2 268 5,410 1,260 2,000 0.486 11-1/4 396 6,560 1,425 2,000 0.569 11-7/8 448 6,980 1,485 2,000 0.599 • 14 652 8,280 1,680 1,100 0.703 16 881 9,480 1,870 1,100 0.800 (Footnotes on Page 6) © 2015 APA - The Engineered Wood Association 11-01 APA Product Report® PR -L238 Revised November 1, 2015 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 -mm, 1 lbf = 4.448 N. (a) (b) (C) (c) (e) (t) (9) ii The tabulated values are design values for normal duration of load. All values, except for El, VLC, and K, shall be adjusted for other load durations in accordance with the code. Bending stiffness (El) of the I -joist. Moment capacity (M) of the I -joist, which shall not be increased by any repetitive member factor. Shear capacity (V) of the I -joist. Uniform vertical load capacity of the I -joist. Coefficient of shear deflection (K). For calculating uniform load and center -point load deflections of the I -joist in a simple -span application, use Eqs. 2 and 3. Page 6 of 10 Uniform Load: $ = 5w24 + w22— — - ---- 384E1 12K [2I P2 3 Center -Point Load: S = + Pt [3] 48E1 6K Where: 8 = calculated deflection (in.), = uniform load (lbf/in.), 2 = design span (in.), P = concentrated load (lbf), El = bending stiffness of the I -joist (lbf-in.2), and K = coefficient of shear deflection (lbf-ft/in.). Also recognized as PRI -80 series I -joists. © 2015 APA — The Engineered Wood Association 11-01 LL CV e0- 0 0 YVY/ End Reaction(d) (lbf) 1-1/2 in. Brg. Length 4 in. Brg.!Length With Brg. Stiffeners With Brg. Stiffeners No I Yes No I ! Yes 000000000000000000000000000000000 V o C') v W N h O) W r to O) M h N M M f+) tL) (O (O W W O r W h O N N N N N M M V h to M W V O (O N h h O) O M to W r M fO r r r N N N N M M M M N W N M N (O W O r M V to r r N N N N N M O O to W W u) to u) to u) to 0 0 0 0 V V W 6) O r in O) O O) O) O) O O) O) O) r N N N M u) In to W to W to W (O (O (D r r r r r r r r r r r r r r r r 0 0 W O to to O O O O O) O (O a V W M M M M to (O (O (O 00 O) r r r r r r r r r r N N N N O to O (f) O W O O) N (O O) M W O N M M 000000000000 VW M V W O (O h 00 O W O to to T- e- r- r n r e- r t� i N W M MV O h T- N N N N O O to O O O 9 9 (vM to h N h r 0 W in to in W N ap O) O) h W In r r r V CO W O `- N N N'N M O to i 9 9° O O W O tOo to O 000 co_ W W r r r r r r n O O W W O (n to O to to 0"O 0 0 0 V r r h W W W M V V O O V W r r N N N M M M M O o 0 o r r r r 0 in O 01.0 O °1 9 9 9 M M W h W O O O O O M M M M V h h h h r r r r r r to W to 9 9 9 3 N N N^ in O W M 0 0 0 r N N r r r r r r Reaction(e) (Ibf) 5-1/2 in. Brg. Length With Brg. Stiffeners Yes O to O in to O to to tf) O to O u) to 0 0 N- O (O W O) M O O C') V W N M M r r r r V to in W W o O W W o N N cM M M M M M M M 0') W V V V V to 0 0 0 0 0 to t() W O O O V r V to W h O) O W W r N to W r r h r M M V V V V to to to (O D to to O O O to h W to to V M N r to W N W O) O 0') M M M M M V O Z to 0 0 n 0 to to 0 0 o 0) n 0 0 0 0 O) N M V h r N W m M to to W to W W O) M M O r r N N V V W W W W N N N N N (') (') c') (+) (+) 0 n in U) 1 0 0 0 0 0 O r o (') V U) to to W to to W W f0 h W W W W W M (+) M M M M M M M M to to to to to (n to M M M 'M M M M W W W W W W W N N N N N N N Intermediate 3-1/2 in. Brg. Length With Brg. Stiffeners Yes O W to to to O W O to O O u) to O O O N N (O W O h M V (O W to h W M V M O O O O N M M to W h h N W (O N M M (h M M (+) M M M (+) M 'd' V V %1 O O to O O to O O to O W N O W O to O) 0') W (O N- 0) O N to h O) N V M M M V V V V V to W to to to to O O O 0 0 0 0 0 0 0 r N M V to W h M (+i M M M M M O Z to O O to O W O u) O O O to 0 0 0 0 h 0) O) O O) N N V to M V to to (n to 00 W W W O) O) O O r r N N V V V V N N N N N N M M M M M M M M M M 0 0 to O to O O O O O O ON M to to to to to0 V- V' V-' - V V M M M M M M M M M M O O O O O O O 0 0 0 0 0 0 to to to u) to to u) N N N N N N N Joist Depth (inches, unless otherwise noted) E �Ee EE 0\0 0\0 - O r E V O O W W N N N h h t t i h W O) N O) , M, r M o r vW i ii N V W W N N N O) O) r., r r CO W W N N N r r r 1 Joist Series Designation 0 N V F. j a) - d tN a J I co 3 _ — d a) a) c O aa)) 0 co 0 © 2015 APA — The Engineered Wood Association APA Product Report® PR -L238 Revised November 1, 2015 Page 10 of 10 For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 lbf = 4.448 N, 1 psi =6.895 kPa. (a) Reaction capacity shall be limited by the tabulated I -joist reaction capacity, flange bearing capacity, or the bearing capacity of the support material, whichever is less. The flange bearing capacity is based on the allowable compressive stress perpendicular to grain of the I -joist flange, the net flange width, and the bearing length, and may be further limited by the bearing capacity of the support material. To calculate the net flange width, subtract 0.25 inch from the flange width (see Table 1) of the LPI 18, LPI 18FB, LPI 20PIus, LPI 20FB, LPI 32Plus, LPI 42Plus, and LPI 52Plus series I -joists, or subtract 0.10 inch from the flange width (see Table 1) of the LPI 36, LPI 56, LPI 450, LPI 530, LPI 53, and LPI 70 series I -joists. - Reaction capacity is for normal duration of load and shall be adjusted for other load durations provided that the adjusted reaction design value is not greater than the flange bearing capacity or the bearing capacity of the support material -Flange bearing-capacityandthe bearing capacity of a Ty wood support shallnotbe djusted-fof load duration. Reaction capacity and flange bearing capacity shall be permitted to be increased over that tabulated for the minimum bearing length. Linear interpolation of the reaction capacity between the minimum and maximum bearing length is permitted. Bearing lengths longer than the maximum do not further increase the reaction capacity. Flange bearing capacity and that of a wood support will increase with additional bearing length. The minimum bearing length for end reactions is 1-1/2 inches, unless otherwise. For all depths of 9-1/2 inches and greater, the intermediate reaction with a minimum bearing length of 3 inches shall be permitted to be determined based on the intermediate reaction values with a bearing length of 3-1/2 inches and 5- 1/2 inches. Also recognized as PRI -80 series I -joists. Minimum bearing length is 2-1/2 inches. APA — The Engineered Wood Association is an approved national standards developer accredited by American National Standards Institute (ANSI). APA publishes ANSI standards and Voluntary Product Standards for wood structural panels and engineered wood products. APA is an accredited certification body under ISO/IEC 17065 by Standards Council of Canada (SCC), an accredited inspection agency under ISO/IEC 17020 by International Code Council (ICC) International Accreditation Service (IAS), and an accredited testing organization under ISO/IEC 17025 by IAS. APA is also an approved Product Certification Agency, Testing Laboratory, Quality Assurance Entity, and Validation Entity by the State of Florida, and an approved testing laboratory by City of Los Angeles and Miami -Dade County. APA — THE ENGINEERED WOOD ASSOCIATION HEADQUARTERS 7011 So. 19th St. • Tacoma, Washington 98466 Phone: (253) 565-6600 • Fax: (253) 565-7265 • Internet Address: www.aoawood.oro PRODUCT SUPPORT HELP DESK (253) 620-7400 • E-mail Address: help@apawood.org DISCLAIMER APA Product Report® is a trademark of APA — The Engineered Wood Association, Tacoma, Washington. The information contained herein is based on the product evaluation in accordance with the references noted in this report. Neither APA, nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this report. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility for product performance or designs as actually constructed. © 2015 APA — The Engineered Wood Association 11-01 assi SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INTrRt1Rb(1 1)I3\Lb\t`lb C , -rWc.u9Ib-ail SHEET NO Al - `a. OF CALCULATED BY DATE O /3 3/006 SCALE _....___...._......__.-1.....__ I , __.._ !Y.._._ (As 1 01(-,E.- 10(4q5=t) — ! - - 73► -- 1- ,I I- 7il i ; - - - - --� - ,L- -- - '� _ 11 1 I j �.._ _. F I __ 4 S Ibx(x . 1 Si -_i191 -y 1.y_ F )7.314 3,SYsL 1 fix= 19b19 i _ p.3?-". .,.:' a4 " i 1 � 1..._ � I _ - ' (t�2� Iia 3 - � � +i '1TiTiTTL y 0 + 151(1a(?) _- _ r..0, a37 y,' 3 . 6 V1 II K I ±111 -.. _ ... - 1 - TT±: i { 14 ►a X X 3 s 351 Zoll& 4 F 7 v o3 y=•/•0 ------ —1 1 : i ! t--t I 1 I I I i I- ... � I 1� I i i I � II _i! i I } ili jI I � 11 i ! I I I I l i , SHUTLER _N— CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB OYER uSP %J . g1 -b C , Tu PALA- - A- I b -0-9 SHEET NO CALCULATED BY PI 0 OF DATE 19A I.ez a®tb SCALE i I — 1i If a —: _� 1)1_ il ' a(a0i 5) a +V —- -1. 65. }. I Ri _► M-1%), . � 0 6 a LI— p, II II i4ssia)(cox r $_36. i t , i 4 0,(00I• b V � � ' I �.� C _ << i b h-5! X �! I 1 a3 r-su -+- -r- 712,,,c1- 0, 15 ; i ' J Q ' colt" _ � i t I ! �.-... L, L 1 ao;�r r t is 14f� � t +r5 ,� - it ! i 16R i jf 'ia!, K5i P Li/41:13._.. i o. 1 i I i - ,____4_ h i.— --1— - — .__ - AIM INN SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB \ N-TV.RNMPANt ©L LI G , 'N+*- ,1) IO & SHEET NO. ( �I OF CALCULATED BY DATE Q3ioa Iawci SCALE Pbmir m %EAM sysi -M gRawor, I'gIRS 'ii) 'f �o�:(,�)c ao + an — "10 >r ti 1.' F (.)i.t, _„ , (15) = 313 A 583// ..-- lbs o„ pbL .,5�ay i ) (alb) = ads 4.as 3. Z?� p„4 : , ,, ,„ (1a5) = ra20 IA a3,6V-- ,5w- t)$�. 3I/ax lbs L'lL R- so FE ' I19111,sL SF141.3 Fv=160psL 1 11/5 = 0.506+0.65 => t/3Gia. Pz, a L.: 6 �� t1 5�u ,{ ti.ai514- >x ,qr- �aac ,( � } a\o = 5o a i, _ "3?' � /, a44...= „(las) _� a le r1 -3$/2' a ,....6 F%1 R oci,m4 ._, 4, 1. s.) 1- FtL. _ , .aSK� = c. 5° Y.- 3.37 V. 3.14 p„ --. (1-45-5 q .asy.,),:: !,., 66v- 11,5 le— o _ 31/." Y, 16" L_v �. q = 56 Fb = lOa© s1-5 ('5.1- 5 = 1t{q.3 Fv = 60 4si. Ts.-.-- 1195 A = 0.053 +0.b lb �> ':/1 50 5.=a;oxi6'.: SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB I f`i ra-Nt441014 bLzti C , W1J t 4A `tl - a SHEET NO. IA 15 OF CALCULATED BY Atk' DATE o 3/0 al 9-0 b SCALE r s•ii. I, i 3. - 111111E111111111111EPIAN MIMI I.L., "(a.) = a' II ,I' &6-r .:(ia)aot.. = so IIIv- Iy,'` �k 1I A go .if Pit 3 37 r-- us- 5%; y X10 V 19 io Fv 6a PS 4- a 5.s' 5 : 35 Fb c26 TO P 00 (.1, yY' = a7 5 ,s1 I 3500 A 0 5& t, r 753 _ L/:a ,. e._ a, 'x 10 �jr LI . L - ifs'' g Gin_- a ►o - .• . d.58 ri -= "ESE MEM illEirli g 111 Ir b=II S � t i.. F'v = 6 Qs fr S c. a, xi lb SH UTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 OB 101-e- $ 61 Xb G SHEET NO IN - ' p. CALCULATED BY 1 44- ¶UKuJ Its IV _dc OF DATE o&1aS/aolb SCALE FI:s•r- fitsi1 s Si- cI,Nr N- � I ?Pi 5- a - Q,-1 KI _ 11 is ( as �1A- _► _:_ —_....-.. —_. ! I i......-_�........ _ : _- _.. .......__ — __ .............-_..........__..._._. . -Use _ Z�1g — pi _ViaX 5 1 _._.. Fce- i,AM IA - t, �_ I —e 91 611 9.014 i j . i i 1L I.,5' o 4- - �-1- t' " 1 a.) ' I T _ , T. i ! ;Use 3114u x i 4" 6.3)tAM 1-v L1 f i I ILII. Fes:- I-15 ¢sI 111 -.._. ........___.-_.__.........i-._......-.-_' ..._.._. 1 _..._ i-___ _ __-.__....-__ ..._..._.. 1,- , _� L____ I � I SHUTLER _N- COI IISULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005. (425) 450-4075 FAX (425) 450-4076 JOB I NTEKO,K3R0 C , 'f� tko ILA t aCk SHEET NO I v \ -1 ` -'_, f OF CALCULATED BY A DATE oaI(90110 SCALE o8t3- S1 ') 3.11�- I I Q X55 t-1,1 4 0 ■ a.6 SHUTLER CONSULTING _■ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB I T v %LW, C ,T4kt4411-Pt SHEET NO. 6/\.-1,a CALCULATED BY 40 OF DATE 01 / \ ZQk SCALE Co UMOS - _ Q 10"- t, m' ■■■■■■ T- ZUMEZION111110 ' ■■■■■■■■■■■■■ iiiiii:ii:ix3/A. IP i 111:11 ■■■■■■ D L. Z 1(1( 1' 11 31-1-1- o IIIIIMIIIIIIEM - ran Nil U 6- 4+-s x x A. pv. Rx u I z A LO - 3' ,: SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 10- e,LD17 C.., I v1'41L SHEET NO. 1 n OF CALCULATED BY f\-kk DATE O ) I aoi SCALE C.01-010 CRP Ass1k\ i r 7,...' P- 1 •'-1 v— [ ./' UJ z %I/$(4= Q, � 3q v-4 L c. . r ('"?'/a t = \I e `sAiet = 0, Q ti 5 " _ "› 9/3" PUTS SI b ._ ?(PfrES USE. 3 _9 , um._ ALD) ?1,PITeS Ch1 @JTSit15.. v 1114 >1/5; F!€ Lir tA. L INA SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Fuite 100 Bellevue, WA 96005 (425) 450-4075 FAX (425) 450-4076 JOB NtU-KUMXJguaFJ ej 4V-\ 1b ^� 1 SHEET NO. M _ at CALCULATED BY RW OF DATE 03 / ` I ao' o SCALE IIIIIIIIIIII 4r ill! um impin menoui °lil mow I M II', 5S I 1111111 uIflhIflhIIflhIIIflNhi �h al z) II II : 191i t o.•a " WEE SH UTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INTMOklgit4 %I.-1)13 SHEET NO. PA — 3\ OF CALCULATED BY A4 DATE oaf ao SCALE 7 q 6 , E4otsi aFF____e,g1 I-- Z.L.__4. • _, 11 , [ 4.1) yr- —t- i sfOc..ttii 6 i g tb . ...• I .1- 01) _ _...._ flic_.,A C416 kr:44T , ,, 1 * • ....... 7 -7- ..`TOt_ • ---1. 1-- . — c T ____L_ 1 i --1' r . 0 Se WO iS 1oa_- .4 .___ 1 VOLLEAD. 4- 1 I Li Noit..._i_ -.1.- -1----1 ?` '1 . 3Z, Y. . 1 -c 4 1 i 1 sTu L P S _ ___. 1 -- - r- r 1-- 1 • _. c0 -0y- spiL. --,- 7 ----- . , , 1 — I ..... _t_ , ---1 -+ -•+-.1,. i 1 1 I i , , . 1 !------------------------------ k 1 () " + -1 - --, - -0/ - ' 5 , - --r- -,- .J___ 1 I I , '-• V 1 I , • 1 --1 L -1. L _I _i__ --- I 1 Combined Axial and Lateral Loads nnra Wall "lht S Ina acing 350S162 33 ksi 33 43 33 ksi 600S137 50 ksl 5 psf Lateral Load (Interior Walls) 50 ksl 33 Wall Height (ft) 33 ksl 600S200 50 ksl. 800S137 50 ksl 33 ks1 100S162 j 800S162 50 ksi 33 43 54 68 97 33 43 54 68 97 33 43 54 68 97 97 12 1.77 2.51 3.81 5.05 7.54 2.42 3.40 5.61 7.45 11,39 2.86 4.31 7.46 9.97 15.65 8 16 1.73 2.47 3.78 5.02 7.52 2.37 3.35 5.57 7.41 11.35 2.81 4.26 7.41 9.93 15.60 4.44 24 1.65 2.39 3.72 4.96 7.46 2.28 3.27 5.49 7.33 11.28 2.72 4.16 7.31 9.83 15.51 7.64 12 1.74 2.47 3.78 5.02 7.52 2.38 3.36 5.57 7.41 11.35 2.80 4.23 7.31 9.79 15.39 9 16 1.69 2.43 3.74 4.98 7.48 2.32 3.30 5.52 7.36 11.31 2.74 4.16 7.25 9.73 15.33 15.91 24 1.59 2.33 3.66 4.90 7.41 2.20 3.19 5.42 7.26 11.21 2.62 4.03 7.12 9.61 15.20 20.31 12 1.70 2.44 3.75 4.99 7.49 2.33 3.31 5.53 7.37 11.31 2.73 4.13 7.14 9.58 15.07 10 - - 16 1.63 2.37 3.70 4.94- 7.44 2.25 - • 3.24 5.46 7.30 11.25 2.65 - 4,05 - 7.05 9.50 14.99 24 24 1.51 2.25 3.59 4.83 7.36 2.10 3.11 5.33 7.17 11.12 2.50 3.88 6.89 9.35 14.83 2.32 12 1.60 2.34 3.66 4.90 7.41 2.17 3.15 5.35 7.25 11.19 2.55 3.88 6.67 9.00 14.21 12 16 1.51 2.25 3.59 4.82 7.34 2.06 3.05 5.25 7.15 11.09 2.44 3.76 6.55 8.89 14.09 4.51 24 1.33 2.07 3.43 4.67 7.21 1.85 2.85 5.05 6.95 10.89 2.22 3.53 6.31 8.66 13.85 7.08 12 1.48 2.22 3.55 4.79 7.31 1.95 2.91 4.93 6.77 10.96 2.32 3.56 6.07 8.26 13.08 14 16 1.36 2.09 3.44 4.67 7.20 1.81 2.78. 4.80 6.63 10.80 2.17 3.40 5.91 8.10 12.91 4.94 24 1.11 1.85 3.21 4.45 7.00 1.54 2.51. 4.53 6.35 10.49 1.89 3.09 5.59 7.79 12.58 6.93 12 1.34 2.07 3.40 4.63 7.15 1.71 2.62 4.41 6.10 ' 9.89 2.05 3.18 5.38 7.38 11.74 16 16 1.18 1.90 3.24 4.46 7.00 1.53 2.45 4.24 5.91 9.68 1.87 2.98 5.18 7.17 11.52 13,66 24 0.87 3 1.59 2.95 4.16 6.71 1.20' 2.12 3.91 5.57 9.28 1.52 2.61 4.79 6.79 11.09 Wall Height. fft) Spacing (in) oc 350S162 33 ksi 33 43 54 50 ksi 68 5 psf Lateral Load (Interior Walls) psf Lateral Load 50 ksi 54 68 3625162362S200 33 ksi 33 43 54 50 ksi 68 33 Wall Height (ft) S acing In 0, ) 33 ksi 800S137 50 ksl 1.37 33 ksi 3.56 800S162 50 ksi 1.09 33 ksl 2.95 800S200 50 ksi 2.20 3.74 4.96 43 54 68 97 43 54 68 97 118 43 54 68 97 118 1.23 12 2.43 3.57 4.74 7.21 3.35 5.43 7.25 11.25 14.30 4.47 7.74 10.29 15.98 20.46 8 16 2.40 3.55 4.72 7.19 3.32 5.40 7.22 11.23 14.28 4.44 7.71 10.25 15.95 20.43 - 24 2.35 3.50 4.68 7.16 3.26 5.35 7.16 11.17 14.23 4.36 7.64 10.19 15,88 20.37 2.91 12 2.40 3.55 4.73 7.20 3.33 5.41 7.22 11.23 14.28 4.44 7.71 10.26 15.95 20.43 9 16 2.37 3.52 4.70 7.17 3.29 5.37 7,19 11.20 14.25 .4.39 7.67 10.21 15.91 20.39 24 2.30 3,47 4.65 7.12 3.21 5.30 7.12 11.13 14.19 4.30 7.57 10.13 15.83 20.31 3.69 12 2.38 3,53 4.71 7.18 3.30 5.38 7.19 11.20 14.26 4.41 7.68 10.22 15.92 20.40 J 16 2.34 3.49 4.67 7.15 3.25 5.33 7.15 11.16 14.22 4.35 7.62 10.17 15.87 20.35 2.18' 24 2.26 3.43 4.61 7.09 3.15 5.24 7.06 11.07 14.14 4.23 7.50 10.06 15.76 20.25 0.53 3 12 2.32 3.48 4.66 7.13 3.22 5.31 7.13 11,14 14.20 4.32 7.59 10.14 15.84 20.32 12. 16 2.26 3.43 4.61 7.09 3.15 5.24 7.06 11.07 14.14 4.23 7.50 10.06 15.76 20.24 - 24 2.14 3.33 4.51 7.00 3.00 5M 6.93 10.94 14.03 4.06 7.32 9.90 ' 15,60 20.08 1.27' 12 2.25 3.42 4.60 7.08 3.13 5.22 7.04 11.05 14.12 4.16 7.36 9.96 15.72 20.20 14 16 2,16 3.35 4.53 7.01 3.03 5.13 6.94 10.95 14.03 4.04 7,24 9.84 15.61 20.09 24 2.00 3.21 4.40 6.88 2.83 4.94 6.76 10.76 13.87 3.80 6.99 9.61 15.38 19.86 0.922 12 2.16 3.34 4.52 7.00 3.02 5.11 6.93 10.93 14.01 3.93 6.95 9.45 15,15 1,9.78 16 16 2,05 3.25 4.43 6.91 2.89 4.98 6.80 10.80 13.89 3.77 6.78 9.30 15.00 19.62 0.66' 24 1.83 3.06 4.25 6.74 2.62 4.72 6.54 10.53 13,66 3.46 6.46 9.00 14.68 19.29 Wall Height. fft) Spacing (in) oc 350S162 33 ksi 33 43 54 50 ksi 68 15 362S137 33 ksl 33 43 psf Lateral Load 50 ksi 54 68 3625162362S200 33 ksi 33 43 54 50 ksi 68 33 33 ksl 43 54 50 ksl 68 12 1.37 2.10 3.56 4.66 1.09 1.72 2.95 3.98 1.44 2.20 3.74 4.96 1.77 2.79 4.71 6.22 8 16 1.16 1.89 3.36 4.46 0.91 1.53 2.77 3.80 1.23 1.99 3.55 4.76 1.55 2.56 4.49 6.01 24 0.78 1.49 2.99 4.08 0.56' 1.16 2.43 3.44 0.85 1.59 3.17 4.38 1.13 2.13 4.06 5.58 12 1.13 1.82 3.14 4.16 0.90 1.49 2.64 3.59 1.21 1.93 3.35 4.47 1.51 2.47 4.21 5.60 9 16 0.90 1.57 2.91 3.92 0.68 1.26 2.43 3.37 0.97 1.68 3.12 4.23 1.25 2.19 3.94 5.34 24 0.46' 1.11' 2.48 3.48 0.28' 0.83' 2.03 2.94 0.533 1.21 2.68 3.77 0.77' 1.68 3.44 4.84 12 0.90 1.53 2.71 3.63 0.70' 1.25 2.31 3.16 0.97 1,64 2.94 3.94 1.25 2.13 3.69 4.95 10 16 0.64 3 1.25 2.45 3.37 0.46 3 0.99' 2.07 2.91 0.71 ' 1.36 2.67 3.66 0.95 1.82 3.38 4.65 24 0.17' 0.74' 1.99' 2.88 - 0.51' 1.62' 2.44' 0.233 0.84' 2.18' 3.15 0.423 1.25' 2.83 4.09 12 0.47 3 0.98' 1.90' 2.62 0.33' 0.78 3 1.63 4 2.30 0.53 3 1.08' 2.10 2.88 0.74' 1.46 2.65 '3.66 12 16 0.182 0.673 1.62' 2.33' - 0.48' 1.363 2.02' 0.242 0.763 1.81' 2.58' 0.413 1.11' 2.32' 3.32 24 - 0.13 2 1.13 2 1.813 - - 0.89 2 1.513 - 0.20 2 1.29' 2.03' - 0.49 3 1.73' 2.72 3 12 0.132 0.532 1.27' 1.833 - 0.382 1.083 1.603 0.182 0.61' 1.42' 2.03' 0.322 0.90' 1.82' 2.61' 14 16 - 0.22 2 1.00 2 1.54' - - 0.82 2 1.31 ' - 0.29 2 1.14 2 1.73 3 - 0.54 2 1.49' 2.28 3 24 - - 0.53' 1.042 - - 0.35' 0.822 - - 0.64' 1.192 - - 0.922 1.692 12 • - 0.20' 0.822 1.26' - - 0.682' 1.07' - 0.262 0.932 1.41' - 0.462 1.22' 1.853 16 16 - - 0.57' 0.982 - - 0.42' 0.802 - - 0.66' 1.122 - 0.12' 0.912 1.532 24 - - 0.13' 0.51' - - - 0.34' - - 0,19' 0.62' - - 0.38' 0.97' o note, o'eflect/on mee Defect/on meets 1/120 See Table Notes on page 31. Deflection meets 1/240 Deflect/on meets 1/360 Deflect/on meets 1/600 ..1 SHUTLER �- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB l NITFAUNaM 6LD b G , Tiw-w kL? l b-1),9 SHEET NO. (1, OF CALCULATED BY A l+ DATE oa j aokb SCALE CoLu \I FoS 0) ib x 13L`�a — G :� 16,&3 ' �- (a0 + 5) + i'D1(0) -I• ab - W : t7 K, . LL= " „ '\ ' (SO) =-.L1 q0 11- 9.77+. El Ss 9 -x 3/4,, r= t,55 PRS = Sb V-- CoL \1 CFP ?1-1):1 pT ,17K LO- ?604(S.") • C, a.O'� 1-S'\. IzLo(3.1)47a - 0Q!b k"/l, -b {,f,M/a7 t - © 4 S i " �) 1/61" O 1 5._ INN SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB wreRUsRaM V•D6 C , TU4'1 (LA- (b `029 SHEET NO. CALCULATED BY OF DATE 0 ®'`) 90 b SCALE 5, 1\15-113L STO- •( f 3RS; &caul. O : _ — — — LENbrif SLO" 't-t,Dt-t, fil `(RmPsP) = a7 L.L.- `\ " ‘ 1a5p) x ► bb _ tc 3'''r - 55(44 ti_uou.b6L . v, JWPQAN\ -111.3t(u4V -• ,tp Wag 3r1 . 5) — C 15 LQN b -S f vEsz, W MM`A SAILAA L »41) • Ite A L sf D - t PERS ui iS ":. r Y gm_ mut . SHUTLER • CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite1100 Bellevue, WA 98005,0 (425) 450-4075 FAX (425) 450-4076 JOB Ti.-RU.R6A1\1 Qi• -bb , T.0.)(1).h ILA- I Ip SHEET NO OF CALCULATED BY A* DATE 0Q]all a0)b SCALE i I 1 16$ h �,:a5. -1-..........._�...... p _..._._._-.- 1 31 11 - 16314-/, - 1 - 310' VS (0 fl 111'-- I - -- :: i . _ — — - 1 I 1 1 Ii 1 __-i.. __. .._ L._ _._ I, — — L 1 1 1 { i ii11 ! I , I i L I -� 1 f ! T I ... i 1 IBM II= SHUTLER • CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 * FAX (425) 450-4076 JOB It•rrEc, -rwuai�.Pt Ito-aat SHEET No. �— - a. OF CALCULATED BYP)- 1 DATE bt�. Iae�b SCALE CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON SECTION 12.8 OF ASCE 7-10 Seismic Criteria: Risk Category, I, II, III or IV (Table 1.5-1 of ASCE 7-10) Seismic importance factor, Ie (Table 1.5-2 of ASCE 7-10) _ Mapped spectral response for short periods, Ss (Site specific) _ Mapped spectral response acceleration at a period of 1 second, Si (Site specific) _ Site soil class (From soils report) Response modification factor, R (Table 12.2-1 of ASCE 7-10) _ 00 (Table 12.2-1 of ASCE 7-10, footnote g for flexible diaphragms) _ Ct (Table 12.8-2 of ASCE 7-10) _ Average roof height Long period transition period, TL (Figure 22-12 of ASCE 7-10) _ Ta = Ct * (ha)x, x = 0.75 1J = 1.00 ft. = 0.256 Sec. Fa (Table 11.4-1 of ASCE 7-10) _ . 1.000 F„ (Table 11.4-2 of ASCE 7-10) = 1.500 Maximum spectral response acceleration at short periods, SMS = Fa * Ss = 1.467 Maximum spectral response acceleration at 1 -second,. SM1 = F„ * Si = 0.822 Design spectral response acceleration at short periods, SDs = 2/3 * SMS = 0.978 Design spectral response acceleration at 1 -second, SD1 = 2/3 * SM1 = 0.548 Seismic Design Category based on short period response acceleration = D Seismic Design Category based on 1 -second period response acceleration = D Seismic Design Category, choose most severe of above two. Cs=SDS/(R/le) If T < TL then CS(max) = SD1 / ( T * (R/I)) IfT>TLthen Cs(max)= Sol *TL /(T`*(R/I)) CS(min) = 0.044 * SDS * Ie => 0.01 If Si is equal to or greater than 0.6g, then CS(min) = 0.50 * S1 / ( R/I ) Seismic Design Force V=Cs*W = 0.196 W Diaphragm Shear force Fe, (min)=0.2*SDS *le*WPX Fax(max) = 0.4 * SDs * le * WPX ASCE 7-10 section 12.10.1.1 = 0.196 WPX = 0.391 WPx File:Seismic cover ASCE 7-10.xls, modified 7-25-13 50\t,S t)5 - IP) = 0.196 Controls = 0.428 = N.A. = 0.043 = N.A. SHUTLER CONSULTING ENGINEERS, INC. 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 (425) 450-4075 * FAX (425) 450-4076 JOB I n)TRUfk% b Ci , TU1LuJ 1(-R lb -aq SHEET No.L - ~ 13 OF CALCULATED BY p� 14. /_ DATE ma 1 1 21 a 0 I(0 SCALE CALCULATION OF SEISMIC DESIGN PARAMETERS BASED ON SECTION 12.8 OF ASCE 7-10 Seismic Criteria: Risk Category, I, II, III or IV (Table 1.5-1 of ASCE 7-10) Seismic importance factor, Ie (Table 1.5-2 of ASCE 7-10) Mapped spectral response for short periods, Ss (Site specific) Mapped spectral response acceleration at a period of 1 second, Si (Site specific) _ Site soil class (From soils report) JJ = 1.00 Response modification factor, R (Table 12.2-1 of ASCE 7-10) 00 (Table 12.2-1 of ASCE 7-10, footnote g for flexible diaphragms) Ct (Table 12.8-2 of ASCE 7-10) Average roof height Long period transition period, TL (Figure 22-12 of ASCE 7-10) Ta=Ct*(hn)x,X=0.75 0/0 ft. = 0.256 Sec. Fa (Table 11.4-1 of ASCE 7-10) = 0.900 F„ (Table 11.4-2 of ASCE 7-10) = 2.400 Maximum spectral response acceleration at short periods, SMS = Fa * Ss = 1.320 Maximum spectral response acceleration at 1 -second, SM1 = F„ * Si = 1.315 Design spectral response acceleration at short periods, SDS = 2/3 * SMS = 0.880 Design spectral response acceleration at 1 -second, SD1 = 2/3 *.SM1 = Seismic Design Category based on short period response acceleration = Seismic Design Category based on 1 -second period response acceleration = Seismic Design Category, choose most severe of above two. _ Cs=SDS/(R/le) If T < TL then Cs(max) = S01 / ( T * (R/I)) IfT>TLthen Cs(max)= Sol *TL /(T`*(R/I)) Cs(min) = 0.044 * SDs * Ie => 0.01 If Si is equal to or greater than 0.6g, then Cs(min) = 0.50 * S1 / ( R/I ) Seismic Design Force V=Cs*W = 0.176 W Diaphragm Shear force Fpx(min) = 0.2 * SDS * le * WPX Fpx(max)=0.4*SDs *le*WPx ASCE 7-10 section 12.10.1.1 = 0.176 WPx = 0.352 WPx File:Seismic cover ASCE 7-10.xls, modified 7-25-13 0.877 D D D = 0.176 Controls = 0.684 = N.A. = 0.039 = N.A. Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47161°N, 122.25396°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.466 g S1 = 0.547 g SMs = 1.466 g SM1 = 0.821 g Sps = 0.977 g SDI = 0.547 g For information on how the SS and SI. values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. TAPER Response. Spectrum L65 1.1 D 1.50 _- LOG 1.35 0.50 1.20 0.00 Lin 0.70 0.50 t 0.60 0.$ 0.54 0.60 0.40 0,45 0.30 0.30 0.20 0.1S 0.10 0.00 0.00 0.00 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 LOG 2.00 0.00 Period, T (sec) Design Response Spectrum 0.20 0.40 0.60 0.00 1.00 1.20 1.40 1.60 1.00 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute 'for technical subject -matter knowledge. SHUTLER •— CONSULTING _ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450.4075 FAX (425) 450-4076 JOB I NT`,zRU,R $L1tsi C , 'rum I I -Ft Ifo - a9 SHEET NO L- OF CALCULATED BY Pt DATE 0041C1 '&616 SCALE J- I! i l— :I r 1 i `ii-lss t i ' 1 I l 1 j I I : --- 1 i -I i 1 1 1 1 I--- — {l ! I !tn,L z.: -.J.11,15` ?UJ sI aI' .)_- 3./;a) 4' )i= -3b i-- r a,H u- I I ! 1 ! 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CALCULATED BY A1+ OF DATE oa all Iaotip SCALE 5t- whit = S r- gag 44// `" FROM CR\. ► L 5, 5 G VERS` Lan W tW LL (.6= 520. 0 it)- ILI' W= ►?84/, caiiwR N osALL V = s.5tI34, It:,P'4 p y' CAP6r IT\ cF SA ` ' VAtc VP1.zo v- ,s- -. 3S, ' 0/ 1\1Q a Sees C. b'eacci- `6,1 Cb/ la7 ' FI ELP AkfLb 'bGu4N c- cat. Wtar % 5.5v -(i4) x 77 v.! (\Ak - ©,ia it/'(V, Li �/ 3 (' / 3q' 1 884 p)i sax*. riEi) iv IAA S, W LL PigOvICS AtQ-Q+JAT . 'rk L tct& tJ C.fi '4CIT , MEI _ SHUTLER CONSULTING _ ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB (KIVA MVO R A% C -T'oN=vo t-Fi I6 - RC\ SHEET NO l 1 ` OF CALCULATED BY AR DATE a/ a -N I auto SCALE I 1 { -I � �0\ W JL {c s i ! I , +Lkt#". 0 f IN'E{ '(' f.ulat iN Itopti.,L L { to- 1,13 of :) 14 ! ►o} (1.\= ads I I I q' ' ,, I i ' i .4,, blv-1 �10„ 1,...- 3 -/ I— a.'1 --pt : G ' �l e*� I vR : u-eu) -'"` l _- 3 - S b /i. —'- _ . _ Wl . _00 8 �c eu3 S Q u I Iy I a al b .tXt) N1 Cti. V- , j I �I 1 1 7 yb. Y-1 a I- FA 'il) I I i I j I I 1 t 1 I i : I i 1 1, I 1 ; i .-a 07I1.1 -1g '11\1-1L I j q�T 1 _> 0S- MI \N\44\oF -- -- —11- - a - - - ------- uto -1 -- — __---- I ; 1 _._^___ .___ _ 1---I V • I_ ► ! 9701 ```% u- e M I N t J1(/"' 1 �.f I'' 1 C I I ; f I 1 � ESR -2138 I Most Widely Accepted and Trusted TABLE 3 -ALLOWABLE LOADS IN STEEL (lbf)1 _` Page 6 of 12 FASTENER MODEL NUMBER SHANK DIAMETER (inch) MINIMUM EDGE DISTANCE (inch) MINIMUM SPACING (inches) STEEL THICKNESS (inches) 3/18 1/4 3/8 1/2 3/4 Load Direction for Fasteners and Threaded Studs: Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear FASTENERS IN A36 STEEL PDP - XX PDP-XXK 0.145 0.5 1.0 155 395 - - -- Angle clip2 - - - - PHN - YY PHN-YYK 0.145 0.5 1.0 155 395 - - -- No. 20 gage3 steel channel - - - - PDPT - XX PDPT-XXK 0.145 0.5 1.0 290 660 340 700 -- No. 18 gage3 steel channel - - - - PHNT - YY PHNT-YYK 0.145 0.5 1.0 50 620 250 620 -- - - - - PDPA-XX PDPA-XXK PDPAT-XX PDPAT-XXK PDPAW-XX PDPAWL-XX 0.157 0.5 1.0 260 410 370 365 3806 3856 5308 3856 1953 3253 PDPH - XX PDPH-XXK 0.177 0.5 1.0 340 790 520 870 -- - - - - FASTENERS IN A572 OR A992 STEEL PDPA-XX PDPA-XXK PDPAT-XX PDPAT-XXK PDPAW-XX PDPAWL-XX 0.157 0.5 1.0 305 420 335 365 3556 2906 4854 2754 1705 2755 THREADED STUDS IN A36 STEEL2 PSLV3-XXZZ 0.205 1.0 1.5 270 770 680 1120 - - - -- - PSLV3 -12575 K 0.205 1.0 1.5 270 930 870 1130 - - - -- - PSLV4 - XXZZ 0.150 0.5 1.0 200 630 420 690 -- - - - - For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1The entire pointed portion of the fastener must penetrate through the steel to obtain the tabulated values, unless otherwise noted. 2The shank diameters are of the smooth or knurled shank portion of the threaded fastener. The smooth shank portion must be long enough to provide for the minimum penetration. Based upon a minimum penetration depth of 0.46 inch (11.7 mm). 4Based upon a minimum penetration depth of 0.58 inch (14.7 mm), which can be achieved due to deformation of the steel base material. 5Based upon a minimum penetration depth of 0.36 inch (9.1 mm). 6The fastener must be driven to where at least some of the point of the fastener penetrates through the steel. TABLE 4 -ALLOWABLE LOADS WHEN ATTACHING STEEL ANGLES AND CHANNELS TO NORMAL -WEIGHT CONCRETE (Ibf)1 FASTENER MODEL NUMBER SHANK DIAMETER (inch) PENETRATION (inches) ATTACHED ITEM CONCRETE COMPRESSIVE STRENGTH (psi) TYPE OF LOAD ALLOWABLE LOAD PDP -125 0.145 11/8 Angle clip2 2,000 Tension 25 PHN-32 0.145 11/8 Angle clip2 2,000 Tension 25 PDP -150 0.145 11/4 Angle clip2 2,000 Tension 85 PHN-32 0.145 11/4 Angle clip2 2,000 Tension 85 PDP -100 0.145 7/8 No. 20 gage3 steel channel 2,000 Shear 160 PHN-22 0.145 7/3 No. 20 gage3 steel channel 2,000 Shear 160 PDP -100 0.145 7/8 No. 18 gage3 steel channel 2,000 Shear 135 PHN-22 0.145 7/3 No. 18 gage3 steel channel 2,000 Shear 135 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 lbf = 4.45 N. The fasteners must not be driven until the concrete has reached the designated minimum compressive strength, or the minimum compressive strength specified in the applicable code, whichever is greater. 2The angle clip is used to attach wire to the supporting concrete. The angle clip must be formed from steel having a minimum base metal thickness of 0.080 inch, and must have a dimension from he center of the hole through which the fastener is installed to the outstanding leg of the angle of 1 inch or less. Values in the table are for the fastener only. Capacity of the angle clip is outside the scope of this report. 3The Nos. 18 and 20 gage steel channels (drywall tracks) must have minimum base -metal thicknesses of 0.0478 and 0.0377 inch, respectively, and must be formed from steel having a minimum specifiedyield stress of 33 ksi. Values in the table are for the fastener installed in concrete only. Capacity of the channels is outside the scope of this report. C -A-2016 02015 SIMPSON STRONG -TIE COMPANY INC. Simpson Strong -Tie ' Anchoring and Fastening Systems for Concrete and Masonry Titen HD® Design Information - Masonry Titen HD® Allowable Tension and Shear Loads in 8" Lightweight, Medium -Weight and Normal -Weight Grout -Filled CMU Size in. (mm) Drill Bit Dia. in. Min. Critical Critical Critical Embed. Edge End Spacing Depth Dist. Dist. Dist. in. in. in. in. (mm) (mm) (mm) (mm) Anchor In IBC EJ Values for 8 -inch Lightweight, Medium -Weight or Normal -Weight Grout -Filled CMU Tension Load Ultimate Allowable lb. (kN) lb. (kN) Shear Load Ultimate lb. (kN) Allowable lb. (kN) 3/a 3/3 23/4 12 12 6 2,390 480 4,340 870 (9.5) (70) (305) (305) (152) (10.6) (2.1) (19.3) (3.9) 'A to 31/2 12 12 8 3,440 690 6,920 1,385 (12.7) (89) (305) (305) (203) (15.3) (3.1) (30.8) (6.2) (155..9) 5/B 41/2 (114) 12 (305) 12 (305) 10 (254) ( 23 6) 300 1(47) 060 1(46 4) (9.3)420 3/4 3/4 51/2 12 12 12 7,990 1,600 15,000 3,000 (19.1) (140) (305) (305) (305) i (35.5) (7.1) (66.7) (13.3) 1. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. 2. Values for 8 -inch -wide, lightweight, medium -weight and normal -weight concrete masonry units. 3.The masonry units must be fully grouted. 4. The minimum specified compressive strength of masonry, f'm, at 28 days is 1,500 psi. 5. Embedment depth is measured from the outside face of the concrete masonry unit. 6. Allowable loads may be increased 331/2%o for short-term loading due to wind or seismic forces where permitted by code. 7. Grout -filled CMU wall design must satisfy applicable design standards and be capable of withstanding ci applied loads. f G) 8. Refer to allowable load -adjustment factors for spacing and edge distance on page 200. C 4' minimum r edge distance SIMPSON Strong -Tie Critical edge distance (see load table) Installations in this area for full allowable load capacity Installation In this area for reduced allowable load capacity 4' minimum end distance Critical end distance (see load table) No installation within 114' of head joint Figure 4. Shaded Area = Placement for Full and Reduced Allowable Load Capacity in Grout -Filled CMU i C C5 V III Titen HD® Allowable Tension and Shear Loads in 8" Lightweight, Medium -Weight and Normal -Weight Hollow CMU Size in. (mm) Drill Embed. Bit Depth' Dia, in. in. (mm) Min. Min. Edge End Dist. Dist. in. in. (mm) (mm) IBC M L_•.' 8 -inch Hollow CMU Loads Based on CMU Strength Tension Load Ultimate lb. (kN) Allowable lb. (kN) Anchor Installed in Face Shell (See Figure 5) Shear Load Ultimate lb. (kN) Alowatle 6. (kN) 3/3 (9.5) 3/a 13/4 (45) 4 (102) 4% (117) 720 (3.2) 145 (0.6) 1,240 (5.5) 250 'A (12.7) ' 'A 13'4 (45) 4 (102) 4% (117) 760 (3.4) 150 (0.7) 1,240 (5.5) 250 (15.9) s/s 13/4 (45) 4 (102) 4% (117) 800 (3.6) 160 (0.7) 1,240 (5.5) 250 3/4 (19.1) 3i4 19'4 (45) 4 (102) 4% (117) 880 (3.9) 175 (0.8) 1,240 (5.5) 250 (1.1) 1. The tabulated allowable loads are based on a safety factor of 5.0 for installations under the IBC and IRC. 2. Values for 8 -inch -wide, lightweight, medium -weight and normal -weight concrete masonry units. 3.The minimum specified compressive strength of masonry, fm, at 28 days is 1500 psi. 4. Embedment depth is measured from the outside face of the concrete masonry unit and is based on the anchor being embedded an additional W through 11/4' thick face shell. 5. Allowable loads may not be increased for short-term loading due to wind or seismic forces. CMU wall design must satisfy applicable design standards and be capable of withstanding applied loads. 6. Do not use impact wrenches to install in hollow CMU. 7. Set drill to rotation -only mode when drilling into hollow CMU. See page 12 for an explanation of the load table icons. Figure 5 1195 Shutler Consulting Engineers 12503 Bel -Red Road, Suite 100 Bellevue, WA 98005 425-450-4075 Project INS0141011100104 Engineer: Project Descr: atceptfOrnifirdeagfaiSitt Description : ide Reference 410/0- D&(, STRUT' Project ID: 1'ib► Printed: 24 FEB 2016, 1:17PM ile tilt13_06§ goCUME=IIENERCA=1 ENERCALG 110583-2016 Build 16 6218 Ve 6 -6218. Licensee : SHUTLER CONSULTING ENGINEERS Calculations per Load Combinations Used : IBC 2015 eraeral Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus W14x22 Allowable Strength 50.0 ksi 29,000.0 ksi ppiik 'oads si Column self weight included : 513.33 lbs * Dead Load Factor AXIAL LOADS .. Em: Axial Load at 23.333 ft, E = 25.90 k BENDING LOADS,,. Service: Lat, Uniform Load creating Mx -x, D = 0.0460, L = 0.0660 k/ft ESIGN SUMMA`; Overall Column Height 23.333 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 7.778 ft, K = 1.0 Y -Y (depth) axis : -11AwID po1NT Fully braced against buckling along Y -Y Axis UgC,1 N b Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn I Omega : Allowable Ma -x : Applied Mn -x / Omega : Allowable Ma -y : Applied Mn -y / Omega : Allowable PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are . Va : Applied Vn / Omega : Allowable ad Combination Result 0.1729 :1 +D+0.70E+H 0.0 ft 18.643 k 107.829 k 0.0 k -ft 72.053 k -ft 0.0 k -ft 10.953 k -ft 0.02073 :1 +D+L+H 0.0 ft 1.307 k 63.020 k Maximum SERVICE Load Reactions .. Top along X -X Bottom along X -X Top along Y -Y Bottom along Y -Y Maximum SERVICE Load Deflections... Along Y -Y 0.1308 in at for load combination :+D+L+H Along X -X 0.0 in at for load combination : 0.0 k 0.0 k 1.307 k 1.307 k 11.745ft above base 0.0ft above base Load Combination Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0,60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +D+0.750 L+0.7505+0.5250 E+H +0.60D+0.60W+0.60H +0t30D+0.70E+0.60H 0.046 0.108 0.046 0.046 0.093 0.093 0.046 0.173 0.093 0.093 0.156 0.027 0.171 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 11.74 ft 11.59 ft 11.74 ft 11.74 ft 11.59 ft 11.59 ft 11.74 ft 0.00 ft 11.59 ft 11.59 ft 11.59 ft 11.59 ft 0.00 ft 0.009 0.021 0.009 0.009 0.018 0.018 0.009 0.009 0.018 0.018 0.018 0.005 0.005 PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft •INN - SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INT U(43E Bt.bb (, , To.ku9lL ib-o1q SHEET NO. L .. I J OF CALCULATED BY I DATE Oa la Lii aub SCALE P' P16, '.TR T `„ - 3' I. „ I, e P =1 lb (I,35 d Ist5.��•' aI o `If Px` -I0 „ a a, q +� JIi I it OO --i 3 3 y''Qt *'JJ 61). :. 3111,' icl - 5,.1 a• .9 w.. E8ir 1 64 - 3. •-1 ' • IN + Fy — " 3.3 S " °' ' D S= 5.'b F. - fk50 ti I.lct s% T = a5. '73 3'15 - 7 b? Is.L < 01 (3 . K L} Cil.► ('6R 10 t-\ QF , LI) ii -1 CS • A • ,0Fv r a' " 9„ _ p �a +''-/ I ,,rJ Fb, - t 13.5 1 m. iI s.q .. S. -t'f v4 ( ; o. Baa (0 9q a.$ .)a — 3. 1.1 r (1,-st, ,,1 1,, 0 . . (l P• _ -lum SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB 1WTRUCk e-rq ii?J.06 C , Tr) IA) tu9 tb-a9 SHEET NO. 1,- 4y OF CALCULATEDEM1BY A '+ DATE 04' o LtI ati b SCALE ^DRR(0 S- 4 (NI ribrrut t4At_ of ,T., EM= IL( 914. ; 3i -i, 5' _ ' I u . 1' W Da ./ I GAtU 9E. STS 1 ",1 STRAP 01',_ 4 Ix A•- x 5 L LTNFT9_ A Ci )C(0,1411\04") : sb KS L 0Pel?. -t\IAlu Kt (0 TO ,bt 9 P 6 z,t_o • : - a aon7S t Od 00-11.s 0 19" o c C-rh b7, ' ' n OPS (AILS/ nor s+CP•VI xikt VsrM NT- caellermfrs, et a(a) x \ar x i.b os IIP tC, ca'n = 8134-6 _U- SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INTGF,U.R1N-Db C. , ib_aci SHEET NO. L _ i-1 OF CALCULATED BY DATE off -/at (aoib SCALE W fiL -rrE Tb , CMV i.UR(-LS. SkSM IC = 0.80 SDS %E °It 0-$0 (o. • 77)(E .n) t0,6 = 0,78a 6 10?' CNI U (.0 0, 7$a (a )(loL)(C.7o) = 7,•9 4// S°uvIU " GO 0 '7$a( 1(..&1-1)(0.16) = 6& ItVi „ .\/ V eT - ' so l S -*- P REG. - a e7 (1 bl 4/1 I = ao 53 4 4ri5 f 1-Od I'Ja' NAILs PAIS 35,O x(`:%Ae) - a 3y0 ' > Das3 , 5/g" 0 ' TIP E-) `iI 6.5g ; IT3 U P)W = a.0140 -4t — bavt 5 :704- - srrzl. a sl 04 (9,33 x Ft.( /).A) au, U ,... ,),,,,k WJ P• GS r.„ r = a . o' 16a l'6) - i# LTT 19 tAY s - 16 x I `ia LS Qeil,.LOu) = ' 310 > Ia.(' „ SPS ,,.1o7 LQeCx t ` 0 RS P-Sco C -C-2015 © 2015 SIMPSON STRONG -TIE COMPANY INC. PRINTED 12/14 ! .fHoldowns&Te-ainn Ties .:a. LTT/HTT Tension Ties Tension ties offer a solution for resisting tension loads that are fastened with nails. The HTT4 and HTT5 are the latest generation of tension ties. They feature an optimized nailing pattern which results in better performance with less deflection. Designed to meet new code standards, the HTT4 and HTT5 offer higher loads than their predecessors. HTT5KT is sold as a kit with the holdown, bearing plate washer and Strong -Drive° SD Connector screws. The HTT5-3/ is designed to use a 3/" diameter anchor bolt. 3/" epoxied anchor bolts are commonly used when retrofitting tension ties to horizontal wood members. The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT2OB is for nail- or bolt -on applications. The 3' nail spacing makes the LTT2OB suitable for wood I -joists with 10dx1'/. The LTTI31 is -designed for wood chord open web truss attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. MATERIAL: See table FINISH: Galvanized. May be ordered HDG; contact Simpson Strong -Tie. INSTALLATION: • See General Notes on page 45. • A standard cut washer is required for LTT19 and LTT2OB when using W or 5/a anchor bolts. No additional washer is required when using 3/' anchor bolt. CODES: See page 12 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. Load transfer plate washer not required 3114• LTT2OB (LTT19 similar) L --13 SIMPSON Strong -Tie HTT5 (HTT4 similar) Er © These products are approved for installation with the Strong -Drive® SD Connector screw. See page 27 for more information. Modelo . No. Strap Mat Ga (Ga) ; Dimensions • :` .Seatl Thick- ness Fasteners, ° Minimum' Wood, Member . Size Allowable Tension Loads (160): • Deflection at Highest Loads • Code ; ,Report ,. _ _ W1 _. L . Anchor Bolts. _ Fasteners . : __ _,: _ .4--"-----' --Allowable DF/SP'' ti ri !UHF LTT19 16 13/a 191/ 13/6 5/ 6 '/z, /6 or /4 8-10dx1'/z 3 x 3'/z 1310" 1125 0.180 L19, IF4 8-10d 3 x 31/2 1340 1150 0.157 LTT2OB 12 2 19% 11/2 6/16 o % 10-10dx11/2 3 x 31/2• 1355 , 1165 0.195 1071Od. . 3 x 3'/z _.1500.,, , 1290 0.185 .. 2-Yi . Bolt ' 3 x 31/2 { 1625.` 1400. ' 0.183 LTTI31 18 3% 31 1% '/ 5/e 18-1 Odxl 1/2 3 x 31/2 1350 1160 0.193 ' HTT4 ' ,11 : ' 21/2 ',123/6 , . 15/16 ' 7/56 % . ' 18:10dx1' 11/X5'/ Ln30003;a. 2580 _ 0.090,. 160 18:10dx1 Ya 3 x 31/2 1 .? �` 361.0,, : 3105: 0.0861- L19, IP2, F4 : 18=16dz21/2 . - 3 x 31/2 ' ' [,_ 42351 ; ; 3640! 0:123:.''.', 18 -SD #10x1 Yz ;11/2 z 51/2: 1'4455 J ` 3830 0.112' `-,, 160 1,18=SD #10x1'/z 3 x 3'/z ) 4455u - 3830 ;' 0.112 HTT5 11 21/2 16 15/,6 '/6 % 26-10dx1 Y 3 x 31/2 4350 3740 0.120 1P2 F4 26 10d 3 x 3%z 4670 4015 0.116 26-16dx21/2 3 x 31/2 50903 43753 0.135 26 -SD #10x11/2 11/2 x 51/2 4555 3915 0.114 160 F:HTT5KT ,'11" 21/2 .16," 15/16 ,7/is,' ' 5/6 ` `26 -SD 810x21/2. =.3 z 3'/z'.` 254451_ r 5360; :;:.0.103' _:, 160 HTT5-% 11 21/2 16 15/16 7/%6 3/4 26-1 odx1'/2 11/2 x 51/2 4065 3495 0.103 160 26 -SD €10x1'/2 11/2 x 71/4 4830 4155 0.100 26-16dx21/2 3 x 31/2 5090 4275 0.121 1. LTT holdowns may not be installed more than 4W above the top of conc ete. 2. LTTI31 installed flush with concrete or masonry has an allowable load of 2285 lbs. 3. Allowable load for HTT5 with a BP% -2 bearing plate washer installed in the seat of the holdown is 5295 lbs. for OF/SP and 4555 lbs. for SPF/HF. 4. FASTENERS: 10dx1'% = 0.148 dia. x 1W long, l0d = 0.148' dia. x 3' long, 16dx21/ = 0.162' dia. x 2W long, SD #10x1Yz = 0.161' dia. x 1W, SD#10x21/s = 0.161' dia. x 2W. Hanger not shown for clarity 11111-r' Horizontal HTT Installation Horizontal LTTI31 Installation Preservative - treated barrier may be required Vertical HTT4 Installation Horizontal LTT19 Installation (LTT20B similar) 49 ESR -2682 I Most Widely Accepted and Trusted Page 7 of 15 TABLE 3A -ALLOWABLE ADHESIVE BOND TENSION LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT -FILLED CONCRETE MASONRY UNITS (POUNDS)1'2'7'8'9'11'12,13 Anchor Diameter (inches), or Rebar Size Embedment (inches)3 Load,@ ccr and s°f 1240 Spacing4 Edge Distance6 cr Critical, s (inches) 13.5 Minimum, s min (inches) 4 Load Reduction 8 Factor at s min 0.70 Critical, CC( (inches) 12 Minimum, Cmfn (inches) 4 Load Reduction Factor at cmin8 0.80 3/8 or No. 3 33/8 1/2 or No. 4 41/2 2035 18 4 0.70 20 4 0.76 5/8 or No. 5 55/8 2840 22.5 4 0.50 20 4 0.71 3/4 or No. 6 63/4 3810 27 4 0.50 20 4 0.66 TABLE 3B -ALLOWABLE ADHESIVE BOND SHEAR LOADS FOR THREADED RODS AND REINFORCING BARS IN THE FACE OF GROUT -FILLED CONCRETE MASONRY UNITS (POUNDS)1'2,7,8'9'10,11,12'13 Anchor Diameter (inches) Embedment (inches)3 Load @ ccr and scr Spacing4 Edge Distancee Critical, Scr (inches) Minimum, smin (inches) Load Reduction Factor at 6 smin Critical, Ccr (inches) Minimum, Cmin (inches)Load Load Reduction Factor at Imine Perpendicular to Edge Load Parallel to Edge 3/8 or No. 3 33/8 850 13.5 4 1.00 12 4 0.88 1.00 1/2 or No. 4 41/2 1495 18 4 1.00 12 4 0.49 1.00 5/8 or No. 5 55/5 2615 22.5 4 0.50 20 4 0.40 0.78 3/4 or No. 6 63/4 4090 27 4 0.50 20 4 0.26 0.60 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 6.89 kPa The following footnotes apply to both Tables 3A and 3B: 1 All values are for anchors installed in fully grouted concrete masonry with minimum masonry strength of 1500 psi. Concrete masonry units must be light-, medium-, or normal -weight conforming to ASTM C90. Allowable loads have been calculated using a safety factor of 5. 2 Anchors may be installed in any location in the face of the masonry wall (cell, web, joints). Anchors are limited to one per masonry cell. 3 Embedment depth is measured from the outside face of the concrete masonry unit. 4 The critical spacing, scr, is the anchor spacing where full load values in the table may be used. The minimum spacing, Smin, is the minimum anchor spacing for which values are available and installation is recommended. Spacing is measured from the center of one anchor to the center of an adjacent anchor. 5 The critical edge distance, ccr, is the edge distance where full load values in the table may be used. The minimum edge distance, c,,,, is the minimum edge distance for which values are available and installation is permitted. Edge distance is measured from the center of the anchor to the closest edge (See Figure 2). 8 Load reduction factors are multiplicative; both spacing and edge distance load reduction factors must be considered. ' Load values for anchors installed at less than scr and ccr must be multiplied by the appropriate load reduction factor based on actual edge distance (c) or spacing (s). 8 Linear interpolation of load values between minimum spacing (sm;n) and critical spacing (scr) and between minimum edge distance (cm;,) and critical edge distance (cc) is permitted. 9 Concrete masonry thickness must be equal to or greater than 1.5 times the anchor embedment depth. EXCEPTION: the 5/8 -inch- and the 3/4 - inch -diameter anchors and No.5 and No. 6 reinforcing bars may be installed in minimum nominally 8 -inch -thick concrete masonry. 10When using the basic load combinations in accordance with IBC Section 1605.3.1, tabulated allowable loads must not be increased for seismic or wind loading. When using the alternative basic load combinations in the 2009 or 2006 IBC Section 1605.3.2 that include seismic or wind loads, tabulated allowable loads may be increased, or the alternative basic load combinations may be reduced according to Table 2. For the 2012 IBC, the allowable loads or load combinations must not be adjusted. 11Allowable loads must be the lesser of the adjusted masonry or bond values tabulated above and the steel values given in Table 10. 12Tabulated allowable bond loads must be adjusted for increased base material temperatures in accordance with Figure 1, as applicable. 13For combined loading, see Section 4.1.2. __ SHUTLER • CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INTGRUR. $I --Db ?UJ UJIL \"9 SHEET NO. a© CALCULATED BY Ate OF DATE 19,.y 0I6 SCALE LF-D(,EA. - PP1kPrLLE!✓ 0 A-0\ STS (Ir 2" CMU) VO6lriCq L, LW) 3`y #✓t 4L. - 1.33 (cops) = %`131.1° L L = I.. 33' (tis F) = 166 \cr.,4it t 9 3 it 3q#'/ 1....-L LSD iis Sty *Sit pix CO DF 4 a ti,f 5/,1 111-P tt D IWCRIQRS LOgb ob or 04 o o\--. CAPS"iT'f co come."-rvi Fss = 11Q0 (`c,L(l . b) �. a";(00 No s iJ -r to cosi' cwvhi ' F _ `QO Sv)ec 0 (9 OP ft,tTS 5_ aao _. 7 l. S' I 3 q 3 4 93 4- _N- SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB INT O i ti_D6 at SHEET NO. , TOKwlLpt 16 -al CALCULATED BY Fig+ OF DATE 9-Ial/ Ib SCALE i_EDk g PER P M W CU LA lb Sc515T'S (lo" c -MU) (-MTP L Loki) L V: 'y•(1)`/53' Lisa "" 3/y' 0 r“ 0" S 1140r 04 13A (-Ail.- LF,,= Fu, - L'YO 4),. =G ,1'o4 5Ri)csNb 1 Li .. )". ` Eb" x =7 t'sl '30." o,c.. VIM'IONto N4\kL\.b •0 106, .. (A rytj\LS P„ = I0S. x .b = lb$ __ SHUTLER _. CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB t 1417 -NAVA gLDb e-, W- 3l Lk SHEET NO. -1 I I CALCULATED BY A 14 OF DATE 6Siozia016 SCALE G: ._._:. Ji 1 ; l,,c�".ii,x, r Fi ( ) .) I @3 e__(gatt ,170/ -----; Q 1f 1.ufiC ung T 1 • ,. . POD uR$ - %�{llv %' raj crib le- (a30 .1 70) //4j'i i47/ / (/(fu -r, a !� - 8 „ b I $ �� 5-� ,, -1 I' OBI _0� SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB OT6RO B Lt&, C , 1-IA4,U3I 1 b --o2,9 SHEET NO. $ - a. CALCULATED BY anti OF DATE 03103' 0..0)(0 SCALE NismJ R 1 4r "D- r cl sla -: ti511 x ga" x 53' , + Ry OsIbH1 : b c + Inp* C.URG = sr SOSA AC O. `i$$5 .X W,L x 0,7 •- a50 Er (4b.' I's) = 43 4 1-wa6' -___, ft e (56a) 33 tr. . d 45' - iia# - �1s6 SHUTLER JOB INITC2:RURIAA _N- CONSULTING SHEET NO. 5 ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005_ (425) 450-4075 FAX (425) 450-4076 %LA* e ,-runt} 1b -)-q CALCULATED BY Tl OF DATE 03/03 / 9-0)b SCALE St Q 1 u1/t NZ5 " w- 6_2.67 '.(10 +arc) z 117 M = i. i v.' ysb,/..,-o - 65 ISR 4. 5x 5 ).% 5- R..9 F= 5. b Y -s i_. T=2:76 o.o.o39u L = b'`g' ©.Lti� P = O,oti ii 4 b%sx3/s SHUTLER _�- CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450-4076 JOB I NTERUR 1 Bl- t1 e, TWA) I I b 0.4 SHEET NO. 5 - 1 CALCULATED BY R i} DATE 43/03 &Ol, SCALE OF C6 TO �= SR 5b9, -r= yup suieWs 0. (4 aM Lis( taz.5 a ltrt v �LL0uJ "—Fru -am 8'k 5 0 8( al) 9( 24!) 0. ,0 •.INN SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 JOB Kt1 .exM'I %UN, G PI -WI b-�� SHEET NO. �7 CALCULATED BY R11 ATE OS/0319-016 OF FAX (425) 450-4076 SUALE c Y- 7iTX S STO6 rc1ST c9\bl(AL t-QAD CB is L- = 31, 9-5' ate, 9 DL = HOF -1-7-7-7-7-7-7—/ s o-E04/i 5.cel. K- 5- &l - V\ z L-18../ win -1 VA C, UN 1 r ,t I L m 11,4 , ; r , I , 1,1- aOt ' ,9-5' -7' �. t a 1,-- 5, 1/.)- /42d 514,i 5.114- M-50.,.ok sc — is —5619- tquivA - — & = 7 MIMS Design Maps Summary Report User-Specifirl Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.47161°N, 122.25396°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.466 g Si= 0.547g SMS = 1.466 g SMl = 0.821 g Sos = 0.977 g S01 = 0.547 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.65 LSO 1.35 1.20 1.05 COO 0.75 •0.60 0,45 0.30 0.15 0,00 0.00 0.20 MCIEA Response Spectrum 0.40 0.60 0.60 1.00 1.20 Period, T (sec) 1.40 1.60 1.00 2.00 1.10 1,00 0,50 0.9 0.70 0. Li0 0.20 0.00 0.00 Design Response Spectrum 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 140 Period, T (sec) 2.00 Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knc{wledge. Rooftop HVAC Wind and Seismic Parameters Seismic Wind #v 4 Site Specific Sds I0.9 77 ap `0472r. Sd1 �5471 Rp 1p 44 Fp 0.4885 wt MIN Fp 0.29 MAX Fp 1.56 Table 13.6-1 ASCE 7 Site Specific Speed Exposure qz 18.43 psf Chapter 26 ASCE 7 Kz Kzt Kd Chapter 29.5 ASCE 7 • Fh 21.0 psf GCr-horiz 1.9 Fv 16.6 psf GCr - vert 1.5 " - PERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0069 DATE: 03/21/16 PROJECT NAME: MACADAM FLOOR & DESIGN SITE ADDRESS: 14570 INTERURBAN AVE S X Original Plan Submittal Response to Correction Letter # Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: \Q*Bu�J kWC )112'11- Building ilding Division 111 DOA NjP( Public Wor s g- 4u) c 3 xa-cco i)67- 49\V - Planning Division NE Fire Prevention Structural I! I .. ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/22/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: 04/19/16 ❑ Approved with Conditions Corrections Required (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: 12)18/2013 Universal Building Systems Washington State Department of Labor & Industries Home Espafiol Contact. Safety & Health Claims & Insurance Search L&I Page 1 of 2 Index Help My 1.,Q.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 Received by L&I 09/24/2015 Great American Ins Co Bond account no. 3036307 Received by L&I 01/06/2015 Bond history Insurance .............................. Ohio Security Ins Co Policy no. BKS56367000 Active. Meets current requirements. $12,000.00 Effective date 10/09/2015 Expiration date Until Canceled $12,000.00 Effective date 12/17/2014 Expiration date Until Canceled $1,000,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603442799&LIC=UNIVEBS863PM&SAW= 4/12/2016 IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. GENERAL NOTES 1. POST BUILDING ADDRESS SIGN ON FRONT OF BUILDING AS REQUIRED BY BUILDING OFFICIAL. COORDINATE WITH ARCHITECT. 2. CONTRACTOR IS SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY, PROTECTION OF PROPERTY AND THE LIKE DURING THE PERFORMANCE OF THE WORK. 3. THE CONTRACTOR IS REQUIRED TO COMPLY WITH ALL APPLICABLE REGULATIONS AND CODES OF THE GOVERNING AUTHORITIES AND OWNERS. 4. PROVIDE METHODS, MEANS AND FACILITIES REQUIRED TO PREVENT CONTAMINATION OF SOIL, WATER OR ATMOSPHERE. 5. INSURE MINIMUM INTERFERENCE WITH EXISTING ROADS, STREETS, SIDEWALKS, PARKING FACILITIES AND ADJACENT FACILITIES. DO NOT CLOSE OR OBSTRUCT WITHOUT PRIOR APPROVAL. 6. ALL SALVAGE WILL BECOME THE PROPERTY OF THE CONTRACTOR, UNLESS NOTED OTHERWISE (UNO). PROMPTLY REMOVE FROM SITE AND LEGALLY DISPOSE OF ALL SAID MATERIAL AT CONTRACTOR'S EXPENSE. 7. DIMENSIONS ARE TO: - FACE OF MASONRY OR CONCRETE, CENTER LINE OF COLUMNS, FACE OF STUD, OR FACE OF MULLION UNLESS NOTED OTHERWISE. - DIMENSIONS INDICATED CLEAR (CLR) ARE TO FINISH FACE. - DIMENSIONS TO DOOR AND WINDOW OPENINGS ARE ROUGH MASONRY OPENINGS UNO. - ALL MASONRY DIMENSIONS ARE NOMINAL. 8. SCRIBE GYPSUM BOARD OF WALLS AND PARTITIONS TO IRREGULARITIES OF STRUCTURE OR DECK ABOVE AND SEAL TIGHTLY AROUND ALL PENETRATIONS. 9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE OWNER'S WORK AND/OR SUPPLIED ITEMS THAT ARE "FURNISHED BY THE OWNER AND INSTALLED BY THE CONTRACTOR" OR "NOT IN CONTRACT" (NIC), BUT ARE ATTACHED TO CONTRACTOR'S WORK. 10. ALL RAMPS TO HAVE MAXIMUM 1:12 SLOPE. RAMPS WITH SLOPE OF 1:20 OR GREATER TO HAVE HANDRAILS PER WASHINGTON STATE HANDICAP CODE. 11. ALL STAIRS TO HAVE MINIMUM 11" TREADS AND MAXIMUM 7" RISERS, UNO. 12. MINIMUM ROOF SLOPE SHALL BE 1/4"=l' -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 SINGLED OOR OR PAIR OF DOORS IF THERE IS A READILY VISIBLE, DURABLE SIGN ON OR ADJACENT TO THE DOOR STATING "THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS." THE SIGN SHALL BE IN LETTERS NO LESS THAN 1 INCH HIGH ON CONTRASTING BACKGROUND. WHEN LOCKED, THE SINGLE DOOR OR BOTH LEAVES OF A PAIR OF DOORS MUST BE FREE TO SWING WITHOUT OPERATION OF ANY LATCHING DEVICE. 20. TRASH DUMPSTERS AND COMPACTORS SHALL BE PROVIDED WITH RUBBER WHEELS N.I.C. 21. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS AND ROOFS; AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. ABBREVIATIONS AC ADD ADD'N ABC AGG A/C AL ALT AB ABV ARCH ASP BSMT BM BEL B.M. BLKG BD BO BLDG ACCOUSTIC ADDENDUM ADDITION AGGREGATE BASE COURSE AGGREGATE AIR CONDITIONING ALUMINIUM ALTERNATE ANCHOR BOLT ABOVE AND ARCHITECT ASPHALT BASEMENT BEAM BELOW BENCHMARK BLOCKING BOARD BOTTOM OF BUILDING CABT CABINET C.I.P. CAST IN PLACE C.B. CATCH BASIN CLG CEILING CEM CEMENT CG CENTIGRAM CL CENTER LINE CER CERAMIC C.T. CERAMIC TILE CHAN. CHANNEL CLR CLEAR C.O. CLEAN OUT CLOS CLOSET COL COLUMN CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION _ CJ. CONTROL JOINT CONSTRUCTION JOINT CONT CONTINUOUS CONTR CONTRACTOR COR'G CORRUGATED CTR COUNTER CTSK COUNTERSINK CMU CONCRETE MASONRY UNIT CMS CORRUGATED METAL SIDING D.A. DI AG 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 FH C FV FIXTURE OD FLASHING OFS FLOOR FLOOR DRAIN OFD FLUORESCENT FOOTING FOUNDATION FRAME FIRE HOSE CABINET FIELD VERIFY GA GAUGE GI GALVANIZED IRON GL GLASS GD GRADE GYP GYPSUM GWB GYPSUM WALL BOARD GRND GROUND HR HDN HDW HDWD 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 M ATL MFR MAX MCJ MECH MET M TL ML MID MIN MLDG MULL NG NOM N.I.C. 0/ OBS OC OPG OA HANDRAIL HARDENER HARDWARE HARDWOOD HEATER HEIGHT HIGH POINT HOLLOW METAL HORIZONTAL HOSE BIB HOT WATER INCH INSIDE DIAMETER INSULATION INTERIOR INVERT JANITOR JOINT JOIST KICK PLATE LAMINATED LANDING LAVATORY LENGTH LOCATION LIGHT LIGHT WEIGHT CONCRETE LOUVER LOCATION MASONRY OPENING MATERIAL MANUFACTURER MAXIMUM MAS CNTRL JNT MECHANICAL METAL METAL METAL LATH MIDWAY / MIDDLE MINIMUM MOULDING MULLION NATURAL GRADE NOMINAL NOT IN CONTRACT OVER OBSERVE ON CENTER OPENING OVERALL PARA PTD PG PR PNL PTN d PL PLBG PLYWD PT PSI PSF PC PL R REG REQ'D REV RD RFG RM RGH RD SCR SECT SEL SHT SDG SIM SLDG SM SPEC SPL SQ STD SS STRUC SUSP SWBD TC TG T. 0. T. S. TSD TYP U.N.O. U.N.P. V VERT VEST VCT WWM WC WH WE 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 (i) NAME SCALE W1 INTERIOR ELEVATION KEY ENLARGED PLAN BUILDING SECTION WINDOW TYPE FINISH TAG SHEET # '/)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 I BC 2012 Edition 3.3 ACRES C/LI B Non Separated Uss Type VB SPRIIKLERED 32 ft +/- {highest point} Two N/A, Existing Structurs Proposed Building Uses'Exits Reouired Office Area Occ. Load Factor Occ. Load Exits required Exits Provided Warehouse 4,103 E03 9 5 STORAGE Office 1,114 100 12 1 1 Tctsl 1st floor 8,7 20.10 / 2= 21 1 2 Office 945 100 10 LOAD M/F WAREHOUSE Storage 993 200 3 5 STORAGE Total Mezzanine 1,833 2.98 / 2= 13 1 1 NOTAL 7,082 3d ELANN!iN i APPROVED I` r r ngos ' :en be made. to these i t ns without approval from the rft ening Division of DCD y „t rov 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 4152.0 500 SF 8.30 / 2= 1 5 STORAGE 893.0 300 SF 2.98 / 2= r 2 OFFICE 2010.0 100 SF 20.10 / 2= 11 TOTAL 18 PER TABLE 2902.1: WC (MALE & FEMALE): 1 PER 25 LAVATORIES: 1 PER 40 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. INTERURBAN UILDING C, TENANT 2 14600 INTERURBAN AVE. SOUTH, TUKWILA , WA 98188 PROJECT INFORMATION N 1/4, N.E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF UNHEATED WAREHOUSE SPACE, HEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES OPEN OFFICE AREA, RESTROOMS, AND A MEZZANINE WITH 4 OFFICES. SHEET INDEX SEPARATE PERMIT iiii=ett ED FOR: ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN A2.0 FLOOR PLAN & ROOF PLAN A2.1 ENLARGED FLOOR PLAN A2.2 ENLARGED MEZZANINE & REFLECTED CEILING PLANS A2.3 SCHEDULES & DETAILS A2.4 SECTIONS & INTERIOR ELEVATIONS PROJECT DIRECTORY Owner. Architect A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanftAatt.net FuIle rlSearsArchitects 1411 Fourth Avenuem, Suite 13.06 Seattle, WA 98101 206 682 6170 contact: Vahid Khastou VKhastou@fullersears.com Structural Engineer: MEP Engineer: General Contractor: Universal Building Systems 27565 265th CT SE Ravensdale, WA 98051 425 633 0119 contact: Ken Loemz ken.IorenzAuniversalbuildingsystemsllc.com DEFERRED SUBMITTALS PLUMBING ELECTRICAL CITY OFFICIAL USE laf lechanical rl3 i ctrical Le -Gas Piping City of Tukwila BUILD`NJG DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of T u!twila Building Division. NOT : a y'a cna will require a naw plan submittal tad may inaluda additional plan review fees. Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD FILE COPY P r?nit No.A).110.1_0_0_623. r;713‘,7 Pl n o :i provEl is subject to errors and omissions. I � rov i of ecr st : tion documents dogs not authors 3 t`:3 3., iy adopted coda or ordinance. Receipt of is r3,1.s. iO):i Copy and conditions is aclknowledood: 'y. Date: 4/ I2-�Jlv City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 7 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 5 KIS PERMIT CENTER REMARKS WATER CLOSETS LAVATORIES MALE FEMALE REQUIRED: 1 1 2 PROVIDED: 1 1 2 PARKING ANALYSIS EXISTING BUILDING- PARKING REVIEWED AS PART OF SHELL AND CORE PERMIT. INTERURBAN UILDING C, TENANT 2 14600 INTERURBAN AVE. SOUTH, TUKWILA , WA 98188 PROJECT INFORMATION N 1/4, N.E. 1/4, SEC. 23, T.23N, R.4E KING COUNTY TAX ID #3365901605, 3365901630, 3365901570 SCOPE OF WORK A TENANT IMPROVEMENT CONSISTING OF UNHEATED WAREHOUSE SPACE, HEATED WAREHOUSE SPACE AND OFFICE SPACE. THE OFFICE SPACE INCLUDES OPEN OFFICE AREA, RESTROOMS, AND A MEZZANINE WITH 4 OFFICES. SHEET INDEX SEPARATE PERMIT iiii=ett ED FOR: ARCHITECTURAL A0.1 COVER SHEET A1.0 SITE PLAN A2.0 FLOOR PLAN & ROOF PLAN A2.1 ENLARGED FLOOR PLAN A2.2 ENLARGED MEZZANINE & REFLECTED CEILING PLANS A2.3 SCHEDULES & DETAILS A2.4 SECTIONS & INTERIOR ELEVATIONS PROJECT DIRECTORY Owner. Architect A & B Properties 6102 52ND AVE S Seattle, WA - 98118 contact: Louie Sanft Louie.sanftAatt.net FuIle rlSearsArchitects 1411 Fourth Avenuem, Suite 13.06 Seattle, WA 98101 206 682 6170 contact: Vahid Khastou VKhastou@fullersears.com Structural Engineer: MEP Engineer: General Contractor: Universal Building Systems 27565 265th CT SE Ravensdale, WA 98051 425 633 0119 contact: Ken Loemz ken.IorenzAuniversalbuildingsystemsllc.com DEFERRED SUBMITTALS PLUMBING ELECTRICAL CITY OFFICIAL USE laf lechanical rl3 i ctrical Le -Gas Piping City of Tukwila BUILD`NJG DIVISION REVISIONS No changes shall be made to the scope of work without prior approval of T u!twila Building Division. NOT : a y'a cna will require a naw plan submittal tad may inaluda additional plan review fees. Coughlin Porter Lundeen 801 2nd Ave Suite 900 Seattle, WA 98104 206 343 0460 contact: Eric Lentz EricL@cplinc.com TBD FILE COPY P r?nit No.A).110.1_0_0_623. r;713‘,7 Pl n o :i provEl is subject to errors and omissions. I � rov i of ecr st : tion documents dogs not authors 3 t`:3 3., iy adopted coda or ordinance. Receipt of is r3,1.s. iO):i Copy and conditions is aclknowledood: 'y. Date: 4/ I2-�Jlv City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED APR 0 7 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 1 5 KIS PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE co T Q) 0 0 O Z r Fax 206.682.6480 [11-= ro- co Seattle, Washington 98101 1411 Fourth Avenue, Suite 1306 Job Number 1005-0.034 Date: MARCH 1, 2016 Principal in Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: COVER SHEET Sheet Number. A0.1 ARCHITECTS 0 C CC M X Z N CC 0 = tot Ol ik4/4" yo / / / / / p�pF�TY \NF TOP OF RIVER BANK 25 Too \ TRASH/RECYCLE ENCLOSURE 436) OUq EN RIVE Misr Rive'? HIGH W1 TER LINE TOP OF RIVER BANK CA pE " CONC. SIDEWALK TRASH/RECYCLE ENCLOSURE PARKING CALCULATIONS REQUIRED: ** WAREHOUSE: 56,990 SF @ 1:2000 = 28.5 STALLS OFFICE: 9,405 SF @ 3:1000 = 28.2 STALLS RETAIL: 2,342 SF @ 2.5:1000 = 5.8 STALLS PROVIDED: 58,737 SF 62.5 TOTAL 22 — LONG 10 x 30 27 — STANDARD (9' X 19') 4 — COMPACT STALLS (8' X 17' ANGLED) 10 — COMPACT STALLS (8' X 16') 63 TOTAL (INCL. 4 HC STALLS) (4) LOADING DOCKS (20' x 38') ER .84p1K ** NOT INCLUDING MECHANICAL ROOMS SITE AREA: 141,868 SF (3.3 ACRES) PICNIC TABLE AREA ❑ ❑ 02 E HYDRANT TRUNCATED DOMES AT PED CROSSINGS — TYP. 100.7' PROPERTY LINE 200' SETBACK PATH OF TRAVEL FROM ADA PARKING TO BUILDING ENTRANCE PATH OF TRAVEL FROM ADA PARKING TO BUILDING ENTRANCE BLDG B 2S 65' BUS SITE PLAN 1/32" = 1)_0» /— SIDEWALK PROVIDE TRUNCATED DOMES AT RAMP PER CHART ABOVE 000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000 0000 0 0000000000000 00000/0000000000000000000 RAMP PER PLAN r1 r1 MV Al r1 `V PLAN DETAIL 0 o ij- - ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE 2ADA CURB/RAMP - TYP. INTERURBAN AVENUE 0 TRUNCATED DOMES PER PLAN 1/4" DEEP TDOLED JOINTS @ 3/4" O.C., 1" WIDE BAND CURB & GUTTER CONDITION WHERE OCCURS TRANISITIONS FROM RAMP TO WALKS, GUTTERS, VECHICLAR WA'S SHALL BE FLUSH W/ NO ABRUPT CHANGES GREATER THAN 1/4" IN HEIGHT IF EITHER LANDING AREA IS LESS THAN 48" IN THE DIRECTION OF TRAVEL THE FLARED SIDE SLOPES SHALL BE REDUCED TO 1 TO 12 RISE TO RUN CURB RAMPS SHALL NOT BE POURED INTERGAL W/ SIDEWALKS AND SHALL BE ISOLATED BY 3/8" THICK EXPAN. JT. MATERIAL ON ALL SIDES ABUTTING THE SIDEWALK. ADA CURB/RAMP - TYP. WORK THIS AREA FOR THIS PERMIT CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ OF STALL 1'— EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 • 0 N) • ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN SOUTH 147TH ST civ—IEvuED FOR CODEGQMPLIANCE APPROVED APR 07 2016 City of Tukwila BUILDING DIVISION "SAFE—HIT" FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING 7 1'-0" RESERVED PARKING < 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 000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 0000000000000000000000000 00000 0000 0 0000000000000 00000/0000000000000000000 RAMP PER PLAN r1 r1 MV Al r1 `V PLAN DETAIL 0 o ij- - ELEVATION SETBACK TRUNCATED DOMES 6" TO 8" FROM CURB FACE 2ADA CURB/RAMP - TYP. INTERURBAN AVENUE 0 TRUNCATED DOMES PER PLAN 1/4" DEEP TDOLED JOINTS @ 3/4" O.C., 1" WIDE BAND CURB & GUTTER CONDITION WHERE OCCURS TRANISITIONS FROM RAMP TO WALKS, GUTTERS, VECHICLAR WA'S SHALL BE FLUSH W/ NO ABRUPT CHANGES GREATER THAN 1/4" IN HEIGHT IF EITHER LANDING AREA IS LESS THAN 48" IN THE DIRECTION OF TRAVEL THE FLARED SIDE SLOPES SHALL BE REDUCED TO 1 TO 12 RISE TO RUN CURB RAMPS SHALL NOT BE POURED INTERGAL W/ SIDEWALKS AND SHALL BE ISOLATED BY 3/8" THICK EXPAN. JT. MATERIAL ON ALL SIDES ABUTTING THE SIDEWALK. ADA CURB/RAMP - TYP. WORK THIS AREA FOR THIS PERMIT CONCRETE CURB OR STRIPING AS OCCURS 4" WIDE STRIPING PER SITE PLAN EQ OF STALL 1'— EQ BACKGROUND PAINT (2) COATS BLUE 3" WIDE PAINTED STRIPES, PAINT (2) COATS WHITE BEADED REFLECTIVE PAINT INTERNATIONAL SYMBOL OF ACCESSIBILITY COMPLYING WITH ICC/ ANSI A117.1-2003 SECTION 703.6.3.1 • 0 N) • ALIGN WITH END OF STALL STRIPING ACCESSIBLE PARKING SIGN SOUTH 147TH ST civ—IEvuED FOR CODEGQMPLIANCE APPROVED APR 07 2016 City of Tukwila BUILDING DIVISION "SAFE—HIT" FLEXIBLE POST W/ "SMT" TWIST LOCK BASE. BOLT TO CONCRETE WALKWAY OR ASPHALT SURFACE. LINE OF PAVING 7 1'-0" RESERVED PARKING < T.I. PERMIT SUBMITTAL CO i VAN ] . ACCESSIBLE `fl L RECEIVE REMARKS T.I. PERMIT SUBMITTAL DATE 03/09/16 o z r VAN ACCESSIBLE PARKING sorry _ 'T' U K SEE SITE PLAN FOR LOCATION(S) M..r.. NOTES: PERM 1. ACCESSIBLE PARKING SIGNS SHALL COMPLY WITH ICC/ANSI A117.1-2003. 2. BUILDING MOUNT (AS OCCURS): MOUNT SIGN ON WALL WITH (2) EXPANSION ANCHORS. ACCESS. PARKING SYMBOL 0 ACCESSIBLE PARKING SIGN NTS 5 NTS ax�r I 1 Tel 206.682.6170 6 6 0) C 0 17, 0' 0 3 a 1411 Fourth Avenue, Suite 1306 Job Number. 1005-0.034 )Date: 'WRCH 1, 2016 gylnc{pal in Charge: Project Manager. Drawn By. WWAM FULLER VAHID KHASTOU AMY MCCURDY II - Sheet Title: SITE PLAN � Cp�� pp (2(�015 FUUUERo ARCHITECTS LANDSCAPING HC 10 PARKING STALLS LANDSCAPING T I ASPHALT VAN HC CANOPY ABOVE T PEDESTRIAN CROSSING CONC. SIDEWALK (SEE CIVIL DWG - TYP.) REFERENCE SHT A1.0 FOR ADA SITE INFORMATION CONC. SIDEWALK 10 PARKING STALLS WHEEL STOPS I Iv. I ASPHALT LANDSCAPING SPRINKLER RSER ELECT. ROOM (115 SF) ROOF LADDER _ SKYLIGHT ABOVE - TYP. 3 PARKING STALLS HEATED WAREHOUSE I I I I I I UNHEATED WAREHOUSE TENANT C200 INSULATED GLASS ROLL -UP DOOR EXISTING CANOPY ABOVE INSULATED GLASS ROLL -UP DOOR 3 PARKING STALLS I ADJACENT TENANT DEMISING WALL UP c2) L ESTROOM IC RESTROOM OPEN OFFICE SPACE EXISTING CANOPY ABOVE REMARKS T.I. PERMIT SUBMITTAL DATE 03/09/16 O Z r 1 PROPERTY LINE OVERALL BUILDING C FLOOR PLAN 1/8" = 1'-0" LANDSCAPING II 0 II II NEW HVAC UNIT PLACE OPENING PER EXISTING STRUCTURAL JOISTS RE WED For CODE CQ PLIANCE APPROVED APR 0 7 2016 ±1'-2 3/8" NEW HVAC (UNIT PLACE OPENING PER EXISTING STRUCTURAL JOISTS CITY PE ECEIV OF TL ED KWILA 2016 ENTER Job Number: 1005-0.034 Date: MARCH 1, 2016 Principal In Charge: Project Manager: Drawn By: WWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: FLOOR PLAN & ROOF PLAN A DI CHIVECT3 IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. ADJACENT TENANT W5 DEMISING WALL H UNHEATED WAREHOUSE L____J 34'-0" W1 HEATED WAREHOUSE (ADD INSULATION TO UNDERSIDE OF ROOF DECK, SEE 1/A2.4) L____J 15'-5" W1 102 W3 9'-9" 8'-3" 3'-5" 4,-9" 7'-6" W3 W4 w U UP HEATED WAREHOUSE w L___� W3 103 RESTROOM SEE 5/A2.4 W 104 RESTROOM SEE 5/A2.4 H It i r7 0 • 33,-4" 26'-10" 0 EXISTING CMU WALL 7'-6" E/;> INSULATED GLASS ROLL -UP DOOR INSULATE IP GLASS ROLL -UP DOOR ALIGN OPEN OFFICE SPACE W1 A W1 A ENLARGED FIRST FLOOR PLAN 1 /4"=l'-0" I I I SEX W1 A El i I V WED FOR CODE OQMPLIANCE APPROVED APR 0 7 2016 City of Tukwila BJILDING DIVISION J CIT 1VED TUKWILA MAR 1 5 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE (0 0 0 M 0 T Fax 206.682.6480 Tel 206.682.6170 Seattle, Washington 98101 g col rus Dmin = Job Number. 1005-0.034 Date: MARCH 1, 2016 Principal in Charge: Project Manager. Drawn Hy. W WAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: ENLARGED FLOOR PLAN Sheet Number. A2. 02015 FULLER S ARCH9TIECT>3 IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. ADD INSULATION TO UNDERSIDE OF ROOF DECK, SEE 1/A2.4 ADD INSULATION TO UNDERSIDE OF ROOF DECK, SEE 1/A2.4 EXISTING CANOPY BELOW ENLARGED MEZZANINE PLAN 1 /4"=1'-0" 0 C4 0 C4 OPEN H=ATED WAREHOUSE 8'-0" A.F.F A.C.T. 0 C4 0 C4 O C4 O C4 0 C4 C6 RESTROOM 8;7(} A.F.F C3. C6 RESTROOM 8'—O" A.F.F C5 C5 C5 C5 C5 Cl OFFICE l'-0" A.F.F A.C.T. C5 C5 C5 C5 C5 0 FIRST FLOOR REFLECTED CEILING PLAN 1 /4"=1'-0" REFLECTED CEILING PLAN - KEY NOTES Cl 0 C2 WGB 2X4 SUSPENDED CEILING GRID AND TILES EXIT LIGHT PENDANT MOUNT FIXTURE C3 0 C4 C5 C6 RESTROOM SURFACE LIGHT — ABOVE MIRROR 4" RECESSED LIGHT 2' X 4' LED FIXTURE 1' X 4' LED FIXTURE C5 OFFICE 1 10'-0" A.F.F A.C.T. C5 C5 C5 OFFI. E 2 10'-0' A.F.F A.C.T. C5 0 C4 CORRIDOR 10'-0" A.F.F A.C.T. 0 C4C4 0 0 C4 0 C4 C5 OFFICE 4 10'-0" A.F.F A.C.T. C5 0 C4 CLOSET OPEN TO STRUCT.O C2 C5 OFFICE 3 10'-0' A.F.F A.C.T. C5 MEZZANINE REFLECTED CEILING PLAN 1 /4"=1'-0" REVIEWED FOR 90DE COMPLIANCE APP OVER APR 0 7 2016 City of Tukwila BUILDING DIVISION Utte RECEIVED CITY OF TUKWILA MP 1 5 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE co T co O M O O Z *- Seattle, Washington 98101 1411 Fourth Avenue, Suite 1306 Job Number. 1005-0.034 Date: MARCH 1, 2016 Principal in Charge: Project Manager. Drawn By. WIWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: ENLARGED MEZZ. & REFLECTED CEILING PLANS Sheet Number. Fairs ALICHOTLCT0 IF THIS DRAWING IS NOT 24" X 36" IT IS A REDUCED PRINT. 12'-0" f B INSULATED ROLL -UP DOOR DOOR TYPES DOOR / WINDOW TYPES 3'-1 3/4" 2'-O" t c N - WINDOW TYPES 1/4"=V-0" DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness CUUU Matl. Finish Color Matl. Finish Color Group # ry !'" 101 12'-0" x 14'-0" B By Manuf. - 6" INTERIOR PARTITION: HW- Insulated Roll -up Door B INSULATED ROLL -UP DOOR DOOR TYPES DOOR / WINDOW TYPES 3'-1 3/4" 2'-O" t c N - WINDOW TYPES 1/4"=V-0" DOOR FRAME HARDWARE REMARKS NOTES Door # Door Size (WxH) Type Thickness Label Matl. Finish Color Matl. Finish Color Group # ry !'" 101 12'-0" x 14'-0" B By Manuf. - 6" INTERIOR PARTITION: HW- Insulated Roll -up Door 102 12'-0" x 14'-0" B By Manuf. - W4 8" INTERIOR PARTITION: 1 LAYER 5/8" GWB 8" METAL STUDS PER STRUCTURAL .... . ..... .... ....._ R-21 BATT INSULATION 1 LAYER 5/8" GWB 1-W- Insulated Roll -up Door lW��Jl1UU 103 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 104 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8 105 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6,8,9 201 3'-0" x 7-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6 202 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6 203 3'-O" x 7'-O" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6 204 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2 205 3'-0" x 7'-0" A By Manuf. - Wood Paint Wood Paint HW- Solid core interior door 1,2,6 * Hardware to be coordinated by contractor DOOR AND FRAME REMARKS 1 Verify size/verify header 2 Hardware by manufacturer. 3 Provide closer to allow 3 seconds to close from open Measure from position of 70 degrees. 4 Floor mtd. door stop. 5 Pre -hung hollow core. C;) 6 Provide lock 7 Provide heavy gauge hinges position. 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) DOOR SCHEDULE LINE OF UNDERSIDE OF ROOF C4) NTS CV 2" DEEP DEFLECTION CHANNEL CEILING PER TENANT. TYP. WALL CONDITION 1 /2"=1'-0" MECH. MECH UNIT BODY DAMPENING MATERIAL PER MANUF. FACTORY NAILER STRIP (2X) GALV. MTL FLASHING - TYP. ATTACH TO CURB AS REQ'D BY MANUF. GALV. MTL COUNTER FLASHING - TYP. FACTORY CURB ATTACH PER MANUFACTURER ROOFING MEMBRANE UP & OVER CURB ATTACH ROOF'G TO NAILER AT TOP OF CURB 18" OC, MIN 2 PLACES EA. SIDE SEE STRUCT. FOR TYP. OPENING SUPPORT AND ROOF PENETRATIONS ROOF STRUCTURE ROOF BLOCKING CURB DETAIL NOTES: 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 Mt 1 I I I I I I I I I I I I I I I I I I I I I l I l 1,.11111111111111111111111111111111111111111 $ /1, 2" LATERAL RESTRAINT 12 GAGE VERTICAL SUSPENSION WIRE @ MAIN & CROSS RUNNERS @ PERIMETER & NOT LESS THAN 1 IN 6 (10 DEGREES) OUT OF PLUMB ACOUSTICAL CEILING PANEL LATERAL RESTRAINT STABILIZER BAR @ MAIN & CROSS RUNNER ASSEMBLIES LATERAL RESTRAINT PERIMETER ANGLE ATTACHED TO MAIN & CROSS RUNNER ASSEMBLIES @ (2) ADJACENT WALLS W1 FURRING WALL: INTERIOR EXISTING CMU/TILT WALL l ... 1" AIR GAP 6" MTL STUDS PER STRUCT. .\\\\\\\\\\\\`\\\\�` R-21 BATT INSULATION EXTERIOR 1 LAYER 5/8" GWB W1 A"7 EXTERIOR EXTERIOR METAL SIDING: DATE EXISTING MTL SIDING/SHEATHING/STUDS iil liti i l i i R-21 BATT INSULATION INTERIOR 1 LAYER 5/8" GWB W2 3 5/8" INTERIOR PARTITION: O Z r ry !'" 1 LAYER 5/8" GWB �" 3-5/8" MTL STUD PER STRUCT. 1 LAYER 5/8" GWB W3 6" INTERIOR PARTITION: 1 LAYER 5/8" GWB 6" MTL STUDS PER STRUCT. " .......... j 1 LAYER 5/8" GWB ADD R-21 BATT INSULATION AT RESTROOMS W4 8" INTERIOR PARTITION: 1 LAYER 5/8" GWB 8" METAL STUDS PER STRUCTURAL .... . ..... .... ....._ R-21 BATT INSULATION 1 LAYER 5/8" GWB W5 lW��Jl1UU DEMISING WALL: �JUU 1 LAYER 5/8" TYPE "X" GWB R" MFTAI STUDS PER STRIICTIIRAI • - - SOUND BATT INSULATION 1 LAYER 5/8" TYPE "X" GWB FLOOR CEILING SECOND FLOOR ASSEMBLY: 3/4" PLYWOOD DECKING PER STRUCT. WOOD FLOOR TRUSSES PER STRUCT. R-21 BATT INSULATION LATERAL RESTRAINT, PERIMETER ASSEMBLY: SECTION LATERAL RESTRAINT VERTICAL STRUT (EMT OR METAL STUD) @ 12'-0" O.C. IN EACH DIREC110N 6 SUSPENDED CEILING DETAIL 1"=1'-0" WALL TYPES & FLOOR ASSEMBLY 1 /2"=1'-0" LATERAL RESTRAINT BRACING 12 GAGE SPLAY WIRE @ EACH VERTICAL STRUT, TYPICAL 'GB'''Technical Documen 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 his 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), Amercan Society of Testing Materials (ASTM C 635, ASTM C 636, ASTM E 580/E 580M), and Ceilings and Interio- Systems Construction Association (CISCA). • Partitions that are tiad to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the structure. Bracing call be independent of the ceiling splay bracing system. Source: ASCE 7-10 Section 13.5.8.1 • For further informaton 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 NWCB NV! WALL E. CEILING BUREAL NORTHWEST WALL AND CEILING BUREAU figure 5a figure 5b • Countersloping o a Hi 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 ;, 3/4' Structural concrete Ceiling clip 3 turns 518" max. Vertical hanger wire figure 6b Splayed seismic bracing wire atta:hment drill -in expansion anchor Structural concrete Steel strap 1" wide x 2" long x 12 gage minimum 3 turns Splayed seismic bracing wire Bui tl to a Higher,Sta curd' 45° maximum 3' (76mm) figure 1 OREGON tel 503-295-0333 email oregon@nwcb.org equivalent to walls. Source: State of Oregon, Building Codes Division, AS 5.2.3, Section 5.2.9.1 Spreader Bars (figure 4b) • Terminal ends of main runners and cross members shall b together or have some other approved means to prevent t spreading. Stabilizer bars, cross tees or other means to pr spreading shall occur within 8 in. of each wall. source: ASTM E • Spreader bars are not required at perimeters where runner attached directly to closure angles. PAGE 1 OF 4 figure 2 Lateral force Bracing 45° or less 45° or less 45° or less 45° or less 12 gage splayed brace wires Cross tee Main beam figure 3 Maximum Recommended Lengths for Vertical Struts :MTTCONDUIT Y2" EMT conduit %" EMT conduit up to 5'10" up to 7' 8" 1" EMT conduit ALSTUD S, up to 9'9" Single 15/2" metal stud (20 gage) up to 12'0" Back-to-back 15A" metal stud (20 gage) up to 15'0" Single 21/2" metal stud (20 gage) up to 13'6" Back-to-back 2 Y2" 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 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: AsrM 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: ASTM E580 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: ASTM E580 Section 5.2.8.2 • Seismic splay wires shall be attached to the grid and to the structure in such a manner that they can support a design load of not less than 200 pounds or the actual design load, with a safety factor of 2, whichever is greater (figure 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 E580 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 PAGE 2 OF 4 1 E5BRE N,1g ED FOR . CODEC MP IAWCE APP DYED tied APR 0'7 2016 it ent P,,r 0 Sectr ry 4O Tukwila WILDING MAStOt • Spreader bars are not required if a 90 degree intersecting cross or main is within 8 inches of the perimeter wall. • Where substantiating documentation has been provided to the local jurisdiction, perimeter clips may be used to satisfy the requirements for spreader bars. Source: State of Oregon, Building Codes Division Hanger (Suspension) Wires (figures 5a and 5b) • Hanger and perimeter wires must be plumb within 1 in 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: ASTM 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 E580 Section 5.3.7 • Tandem fixtures may utilize common wires. Mechanical Services • r Te minals or services weighing less than 20 lbs. shall be positivelyattached 9 9 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 PAGE 3 OF 4 c NORTHWEST WALL AND CEILING BUREAU gure 7 • 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 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, sheriff's office, or, emergency communication dispatch center. GRiD The main beams and cross tees of the suspension system. HANGER WIRE 10 or 12 gage soft annealed wire used, as pri- mary support for the grid system. Also called suspension wires. LATERAL FORCE BRACING The bracing method used to prevent ceiling uplift or restrict lateral movement during a seismic event. Lateral force bracing consists of vertical struts and splay wires. MAIN BEAM The primary suspension member supported by hanger wires, also known as the main runner, carrying tee, carrying runner or mains. MOLDING/CLOSURE ANGLE A light gauge metal angle or chan- nel fastened to the perimeter wall or partition to support the perimeter ends of an accoustical ceiling grid. PERIMETER CLIPS Proprietary angle bracket attached directly to the wall molding/closure angle which allows for 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 isnot 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 knownEC-, E I V E D compression posts, seismic pods, seismic struts. Co • „r .,., �„WIL A materials are electrical conduit (EMT), metal studs etary products. MAR 1 5 2016 The NWCB has been serving the construction industry for over forty years. It is recognized as a technical authority, educational body and spokesperson for I ll' industry. It provides services to architects and the construction community on all matters relating to the diversified wall and ceiling industry. As the industry's �L kI rC —NTE R and coordination organization, the NWCB saw the need to establish a document to provide clarification and the intent of NEHRP (National Earthquake Hazards Reduction Program) an agency of FEMA (Federal Emergency Management Agency). It is meant to serve as a set of recommendations and is not intended for any specific construction 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 warranty or guarantee of the techniques, construction methods or materials identified herein. PAGE 4 OF 4 uildld�toGa Higher Standar NORTHWEST WALL AND CEILING BUREAU REMARKS T.I. PERMIT SUBMITTAL DATE CO 0 07 0 O Z r 1 Fax 206.682.6480 Tel 206.682.6170 Seattle, Washington 98101 = ga Job Number. 1005-0.034 Date: MARCH 1, 2016 Principal in Charge: Project Manager. Drawn By. VAWAM FULLER VAHID KHASTOU AMY MCCURDY Sheet Title: SCHEDULES & DETAILS Sheet Number. A2D3 ci 2010 FUWER•S [4R'iCDA4LE©TS3 \ /\7 EXISING ROOF LADDER W/CAGE EXISTING MECH/ELECTRICAL ROOM BEYOND UNHEATED WAREHOUSE EXISTING LOADING BAY DOOR BEYOND ADD INSULATION TO UNDERSIDE OF ROOF DECK @ HEATED SPACES 11I \ II BUILDING SECTION III HEATED WAREHOUSE E 1 --WINDOWS BEYOND 111II RESTROOMS OFFICE 11111 I 1 1 1 1 1 OFFICE I H H 1 1 I 11 1 I I I! II FOYER EL. +32.-0" T.O. PARAPET EL. +30'-0" 06 T.O. PARAPET EL. +24'-0" A.C.T.11 EL. +14-0" 016 MEZZ. FIN. FLR. EL. +11'-0" di A.C.T. EL. +0' di T.O. CONC. SLAB 1/8"=V-0" ADD INSULATION TO UNDERSIDE OF ROOF DECK @ HEATED SPACES WALL OF OFFICE BEYOND GUARDRAIL, SEE 6/A2.4 MEZZANINE FLOOR / OPENING IN WALL BEYOND 3'-8" TOP OF PAINTED GUARDRAIL: 1-Y" x 1-Y2" x Y8" HSS 1-Y2" 0 PAINTED HANDRAIL. ENDS OF HANDRAIL TO TURN DOWN - HANDRAIL ENDS TO TURN DOWNWARD, TYP. 1 1/2" DIA HANDRAIL (2) RAILING 42" HIGH 1-Y2" x 1-Y2" x Y8" HSS PAINTED STANCHIONS N N EL. 14'-0" MEZZANINE 1-1 I 7 \ / / — STAIR ELEVATION 1/4"=V-0" (7) EQ. SPACED 1 "0 GALV PIPE RAILS GUARD RAIL EQ. SPACED VERT. 1 1/2"0 GALV. PIPE POSTS ATTACHED GUARDRAIL TO MEZZANINE TOP SILL PLATE PER STRUCTURAL DRAWING GUARD RAIL ALL PIPE RAIL'GS JOINTS TO BE WELDED ALL AROUND AND GROUND SMOOTH PRIOR TO HOT DIP GALVANIZING TYP. GUARDRAIL DETAIL 1/2"=V-0" EL. 8'-0" A.C.T. EL. 5'-10" T.O. LANDING IV EL. O'-0" di GROUND FLOOR IV 3/4" 0 PAINTED ROD WELDED TO STANCHIONS BOLTED CONNECTION TO STRINGER PER STRUCTURAL CENTER PLATE ON STAIR TREAD CLEAR DIMENSION BETWEEN RODS TO BE LESS THAN 4", TYP. TOP OF PAINTED GUARDRAIL TOP OF PAINTED HANDRAIL STAIR FRAMING PER STRUCTURAL NOSING CLOSED RISER $. • RAILING DETAIL 1/2"4-0" TYPICAL STAIR DTL. @ TOP OF RUN STAIR SECTION WALL OF OFFICE BEYOND GUARDRAIL, SEE 6/A2.4 MEZZANINE FLOOR STAIR LANDING STAIR FRAMING PER STRUCTURAL n ADD INSULATION TO UNDERSIDE OF ROOF DECK @ HEATED SPACES OPENING IN WALL BEYOND EL. 14'-0" aik MEZZANINEIV 1 1/2" DIA HANDRAIL. PAINT COLOR TO BE DETERMINED BY TENANT EL. 8'-0" A.C.T. EL. 0'-0" GROUND FLOOR 1 /4"=1'-0" VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR 7, - IP 1'-3"� 5' 0 TURNING CIRCLE 5'X5' TOILET CLEARANCE 30"X48" CLEAR FLOOR SPACE VINYL FLOOR W/ ADA TRANSITION STRIP AT DOOR PLAN 11 II CMU SHEAR WALL (f/ TOILET 0 D 0 4'-6" MIN/ . / 18" \ \ A ELEV 12" MAX COUNTERTOP C ELEV TOILET ROOM NOTES STANDARD LANDLORD PROVIDED FIXTURES: 1. FLOOR MTD. TOILET 2. WALL MTD. LAVATORY 3. EXHAUST FAN (75 CFM MIN. RATING) 4. LIGHTING PER ELECTRICAL DWG'S 5. NOT USED 6. 4" H COVED BASE 7. GRAB BARS - TO WITHSTAND 250# POINT LOAD 8. ADA REQ'D. DOOR SIGNAGE 9. TOILET PAPER DISPENSER 10. SANITARY NAPKIN DISPENSER 11. LIGHT FIXTURE W/ WALL SWITCH 12. INSULATE OR GUARD EXPOSED DRAIN AND HOT WATER PIPES UNDER THE LAVATORY. NOTE: TOILET FLR PLAN CONFIGURATIONS MAY VARY. COORD THIS TOILET AREA PLAN W/ FLR PLANS AND PROVIDE AT MIN CLR TYP DIMENSIONS AS SHOWN TOILET 0 2'-O" L N CD N B ELEV 8 ® D ELEV REVIEWED FOR IDE CQMPLIANCE APPROVED APR 01 2016 ! i� t wily BARRIER FREE GENERAL NOTES OLILDINGDIVISIoN 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. TOILET ROOv4 FINISHES 01 1/4" POLISHED PLATE GLASS MIRROR, MOUNT AT 3'-4" AFF TO BOTTOM. 02 PROVIDE PAPER TOWEL DISPENSER BY BOBRICK, #B 2620, MOUNT AT 3'-2" AFF. O TOILET PAPER DISPENSER BY BOBRICK, #B-2888, MOUNT AT 2'-0" AFF TO CENTERLINE, AND 2'-6" FROM REAR WALL. • 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) RECEIVED 3'-6" LONG BAR AT SIDE WALL - HOLD 12" FROM COIF. O F T U K W I (B490-36 AND 8490-42) © WALL & CEILING PAINT: BENJAMIN MOORE #2140-70 "WINTER WHITE" MAR 1 E 2016 PERMIT C =f. L 70 P -LAM WAINSCOTT TO 4'-0" AFF W/ POLISHED MTL. TRIM EDGE FORMICA #692-58 "FOLKSTONE CELESTA" MATTE FINISH ® SEAMLESS VINYL FLOORING W/ INTEGRAL COVE BASE 4" MIN: AZROCK MIPOLAM #4027 ENLARGED TYP. RESTROOM PLAN & E . ION REMARKS T.I. PERMIT SUBMITTAL DATE T 0 M 0 O z .,- Job Number: 1005-0.034 Date: MARCH 1, 2016 --Lcipal in Charge: Project Manager. Drawn By. WILLIAM FULLER VAHID KHASTOU AMY MCCURDY sheet Title: I, SECTIONS & INTERIOR ELEVATIONS Sheet Number. A2 2015 FR S [o RCHOTECT7ffi SYS IH11 AND MATERIAL SPECIAL INSPECTION PROGRAM IBC 2012 CODE CODE or STANDARD INSPECTION FREQUENCY REFERENCE REFERENCE CONTINUOUS PERIODIC RENIARKS TRUSSES CONTINUED: TRUSS SUPPLIERS NOTE: THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE. IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER, ARCHITECT AND ENGINEER. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE TRUSS MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. TRUSS SHOP DRAWINGS WILL NOT BE REVIEWED WITHOUT CALCULATIONS STAMPED BY A LICENSED STRUCTURAL ENGINEER. REDLAM LVL WOOD MEMBERS: 2.0E REDLAM LVL MEMBERS AS MANUFACTURED BY REDBUILT AND FABRICATED IN ACCORDANCE WITH THE ICC REPORT ESR -2993. THE MICROLLAM MEMBERS SUPPLIED SHALL PROVIDE STRESSES THAT MEET OR EXCEED THE FOLLOWING: BENDING Fb = 2900 psi HORIZONTAL SHEAR, Fv = 285 psi COMPRESSION PERPENDICULAR TO GRAIN PARALLEL TO GLUE LINE, Fc = 750 psi COMPRESSION PARALLEL TO GRAIN, Fc = 2635 psi TENSION PARALLEL TO GRAIN, Ft = 1660 psi MODULUS OF ELASTICITY, E = 2000 ksi SPECIAL INSPECTIONS: SPECIAL INSPECTIONS PER IBC SECTION 1705. A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE CONSTRUCTION AND OFF SITE FABRICATION . SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH. 1) STRUCTURAL STEEL ITEMS 2) PLYWOOD WEB TRUSSES THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS: IT SHALL BE THE GENERAL CONTRACTOR AND/OR SUB -CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEM. STAIRS: STAIRS TO BE DESIGNED BY OTHERS. SHOP DRAWINGS ALONG WITH STRUCTURAL CALCULATIONS STAMPED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. REVIEWED FOR CODECC� CE APPROVED APR 01 2016 City orruttwita DING DIVISI014 GENERAL NOTES CODE: INTERNATIONAL BUILDING CODE, 2012 EDITION BUILDING RISK CATEGORY = II LIVE LOADS: ROOF WIND OFFICE FLOOR STORAGE FLOOR 25 PSF SNOW LOAD WITHOUT DRIFT, IS = 1.0 110 MPH ZONE, EXPOSURE "B" 50 PSF PLUS 15 PSF PARTITION LOAD 125 PSF SEISMIC DESIGN INFORMATION: SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT LATERAL FORCE PROCEDURE. R=5.0 S2o=2.5 Ss = 146.6 % SDs = 0.977 Sr = 54.7% SDI = 0.547 Cs = 0.196 IE = 1.0 SITE SOIL CLASS = E SEISMIC DESIGN CATEGORY = D FOUNDATIONS: SOIL BEARING CAPACITY ASSUMED TO BE 2500 PSF PER ORIGINAL STRUCTURAL DRAWINGS DATED MARCH 27, 2014 AND REPORT JN10208, DATED SEPTEMBER, 2010 BY GEOTECH CONSULTANTS, INC. SOILS ENGINEER TO VERIFY IN FIELD ALL FOOTINGS SHALL BEAR ON UNDISTURBED EARTH OR SOIL COMPACTED TO 95% MODIFIED PROCTOR PER ASTM D-1557. ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOW LOWEST ADJACENT GRADE. ANCHORAGE TO CONCRETE: EXPANSION BOLTS INTO CONCRETE SHALL BE SIMPSON STRONG -BOLT 2 AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -3037. CONCRETE SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2713. EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE SIMPSON SET -XP EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2508. ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE PROVIDED WITH 3" X 3" X 0.229" THICK (MIN) PLATE WASHERS. ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. ANCHORAGE TO MASONRY: MASONRY SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -1056. EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING MASONRY TO BE HILTI HIT-HY-150-MAX ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION PER ICC -ES REPORT ESR -2682 ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE PROVIDED WITH 3" X 3" X 3/16" THICK (MIN) PLATE WASHERS. ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. STRUCTURAL STEEL: RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy = 46,000 psi). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO ASTM A992, GRADE 50 (Fy = 50,000 psi). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36,000 psi) OR ASTM A992 GRADE 50 (Fy = 50,000 psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D1.1 AND BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT DIPPED GALVANIZED. MACHINE BOLTS TO BE A307. HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3) OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL 1NSPECION PER AISC SPECIFICATIONS. ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1 UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT, CALIBRATED WRENCH, TWIST -OFF -TYPE (ASTM F1852), OR DIRECT -TENSION INDICATOR (ASTM F959) PER AISC SPECIFICATIONS. LIGHT GAGE STEEL FRAMING: ALL GALVANIZED 97, 68 AND 54 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CONFORMS TO ASTM A446, GRADE D WITH A MINIMUM YIELD OF 50,000 PSI. ALL GALVANIZED 43 AND 33 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE REQUIREMENTS OF ASTM A446, GRADE A WITH A MINIMUM YIELD OF 33,000 PSI. ALL GALVANIZED STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM 525. FRAMING LUMBER: REFERENCE DESIGN VALUES 2x, 3x, 4x MEMBERS D.F. #2 Fb = 900 psi LUMBER NOT NOTED SHALL BE D.F. #2 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA WESTERN LUMBER GRADING RULES -- 2011 EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL STEEL SECTION. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. WOOD SHEATHING: FLOOR SHEATHING....23/32 APA RATED STURD-I-FLOOR, T & G PLYWOOD W/ EXTERIOR GLUE INDEX 48/24 OR APA APPROVED EQUAL ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1-09. ALL O.S.B. SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 2-10. NAILING SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING SHEATHING. TRUSSES: FLOOR TRUSSES ARE TO BE LPI'S AS MANUFACTURED BY LOUISIANA PACIFIC CORPORATION. TRUSSES SHALL BE MANUFACTURED IN ACCORDANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION REPORT ESR -1153/ PR -L238. ALTERNATE TRUSSES ACCEPTED PROVIDED AN ICBO REPORT IS SUBMI1TED WITH THE BID. TRUSS FABRICATOR TO PRO'15 E I V E D ALL REQUIRED BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. DECOY OF T U K W I L A CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: OFFICE FLOOR TRUSSES LOADING -- TOP CHORD 65 PSF L.L. PLUMAR S 1 5 2016 15 PSF D.L. PERMIT CENTER -- BOTTOM CHORD 5 PSF D.L. STORAGE FLOOR TRUSSES .LOADING -- TOP CHORD 125 PSF L.L. PLUS 15 PSF D.L. -- BOTTOM CHORD 5 PSF D.L. FLOOR TRUSSES DEFLECTION -- LIVE LOAD L/360 -- TOTAL LOAD L/240 [NOTE: TOP CHORDS TO BE DOUGLAS F (TRUSSES CONTINUED ABOVE LEFT) DENSITY OF 0 REMARKS T.I. PERMIT SUBMITTAL IEEL Structural steelmembers, layout, and details Roof and floor steel deck 1705.2.1 AISC 360 -- X Verify member sizes, layout, and connection details_ Welder qualifications Review welder qualification card for each welder. Welding procedures 1705.2.2.1 AWS D1.3 -- X Verify on site welding procedures for each type of weld. Weld materials Verify manufacturers certificate of compliance. Complete and partial joint penetration groove weld s X -- Multi-pass fillet welds X -- Provide visual inspection for all field welds. Single -pass fillet welds greater than 5/16" 1705.2.2.1.1 AWS D1.3 X -- Ultra -sonic testing is required for complete and partial Plug and slot welds X -- penetration groove welds. Single -pass fillet welds less than or equal to 5/16" -- X WOOD Wood framing layout and details -- X Shearwalls and holdover' installation 1705.5 NDS -- X Verify that the member sizes and grades, structural panel -- X Roof and floor diaphragms SDPWS thickness and grades, nailing size and spacing, and all other Connections for collectors, chords, and bracing -- X connections confonnto the drawings POST -INSTALLED ANCHORS Post -installed anchors or rebar installed in hardened 1705.1 ICC Evaluation Report X -- Verify anchor product type, dimensions, hole preparation concrete or masonry 1703.4.2 and condition, adhesive expiration dates, installation procedures, Powder Driven Fasteners 1705.1 ICC Evaluaton Report -- X embedment, tightening torque, etc. comply with reports. FABRICATORS Approval fabricators 1704.2.5 Verify that the fabricator is approved by the building official to perform work without special inspection. If not approved, the special of -- X inspector shall review the shop's fabrication and quality control procedures for compliance with this section. Special Inspection/Testing ProgramNotes: 1. The special inspector shall be a qualified person who shall demonstrate competence to the satisfaction of the Building Official for the type of inspections listed. 2. Ifneces sary, the contractor shall arrange a pre -construction meeting with the Architect, Engineer, Building Official, Testing Agency to review the special inspection program. 3. Duties of the Special Inspector include, but are not limited to: A. Observe the work for conformance with the approved permit plans and specifications. Dis crepencies shall be brought to the attention of the Contractor for correction, if uncorrected, then to the attention of the Architect, Engineer, and Building Official B. Issue Inspection Reports for each inspection to the Contractor, Architect, Engineer, and Building Official as a minimum The reports shall be issued in a timely manner. C. The Special Inspector shall submit a final report stating whether the work requiring special inspection was inspected, whether the work was completed in conformance with the approved plans and specifications, and whether the work was in conformance with any applicable workmanship provisions of the applicable code or standard. 4: Special inspections and testing requirements apply equally to all bidder designed components. 5. Fabricators shall submit a certificate of compliance to the Building Official stating that work was completed in accordance with the approved construction documents. TRUSSES CONTINUED: TRUSS SUPPLIERS NOTE: THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATION AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE. IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL OR BID. IF A DIFFERENT SYSTEM IS PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER, ARCHITECT AND ENGINEER. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS. IT SHALL BE NOTED IN THE TRUSS MANUFACTURER'S BID WHETHER OR NOT AN ALLOWANCE HAS BEEN MADE FOR MECHANICAL UNITS. TRUSS SHOP DRAWINGS WILL NOT BE REVIEWED WITHOUT CALCULATIONS STAMPED BY A LICENSED STRUCTURAL ENGINEER. REDLAM LVL WOOD MEMBERS: 2.0E REDLAM LVL MEMBERS AS MANUFACTURED BY REDBUILT AND FABRICATED IN ACCORDANCE WITH THE ICC REPORT ESR -2993. THE MICROLLAM MEMBERS SUPPLIED SHALL PROVIDE STRESSES THAT MEET OR EXCEED THE FOLLOWING: BENDING Fb = 2900 psi HORIZONTAL SHEAR, Fv = 285 psi COMPRESSION PERPENDICULAR TO GRAIN PARALLEL TO GLUE LINE, Fc = 750 psi COMPRESSION PARALLEL TO GRAIN, Fc = 2635 psi TENSION PARALLEL TO GRAIN, Ft = 1660 psi MODULUS OF ELASTICITY, E = 2000 ksi SPECIAL INSPECTIONS: SPECIAL INSPECTIONS PER IBC SECTION 1705. A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTLER CONSULTING ENGINEERS, THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SEE SPECIAL INSPECTION FREQUENCY TABLE ON THIS SHEET FOR BOTH ON SITE CONSTRUCTION AND OFF SITE FABRICATION . SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH. 1) STRUCTURAL STEEL ITEMS 2) PLYWOOD WEB TRUSSES THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR A CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: THE DRAWINGS INDICATE THE STRUCTURE IN ITS FINAL CONDITION. DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS: IT SHALL BE THE GENERAL CONTRACTOR AND/OR SUB -CONTRACTOR'S RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK. THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEM. STAIRS: STAIRS TO BE DESIGNED BY OTHERS. SHOP DRAWINGS ALONG WITH STRUCTURAL CALCULATIONS STAMPED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER SHALL BE SUBMITTED FOR REVIEW PRIOR TO FABRICATION. REVIEWED FOR CODECC� CE APPROVED APR 01 2016 City orruttwita DING DIVISI014 GENERAL NOTES CODE: INTERNATIONAL BUILDING CODE, 2012 EDITION BUILDING RISK CATEGORY = II LIVE LOADS: ROOF WIND OFFICE FLOOR STORAGE FLOOR 25 PSF SNOW LOAD WITHOUT DRIFT, IS = 1.0 110 MPH ZONE, EXPOSURE "B" 50 PSF PLUS 15 PSF PARTITION LOAD 125 PSF SEISMIC DESIGN INFORMATION: SEISMIC FORCE RESISTING SYSTEM IS A BEARING WALL SYSTEM WITH SPECIAL REINFORCED CONCRETE SHEAR WALLS. THE STRUCTURE WAS ANALYZED USING THE EQUIVALENT LATERAL FORCE PROCEDURE. R=5.0 S2o=2.5 Ss = 146.6 % SDs = 0.977 Sr = 54.7% SDI = 0.547 Cs = 0.196 IE = 1.0 SITE SOIL CLASS = E SEISMIC DESIGN CATEGORY = D FOUNDATIONS: SOIL BEARING CAPACITY ASSUMED TO BE 2500 PSF PER ORIGINAL STRUCTURAL DRAWINGS DATED MARCH 27, 2014 AND REPORT JN10208, DATED SEPTEMBER, 2010 BY GEOTECH CONSULTANTS, INC. SOILS ENGINEER TO VERIFY IN FIELD ALL FOOTINGS SHALL BEAR ON UNDISTURBED EARTH OR SOIL COMPACTED TO 95% MODIFIED PROCTOR PER ASTM D-1557. ALL EXTERIOR FOOTINGS SHALL BE 18 INCHES MINIMUM BELOW LOWEST ADJACENT GRADE. ANCHORAGE TO CONCRETE: EXPANSION BOLTS INTO CONCRETE SHALL BE SIMPSON STRONG -BOLT 2 AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -3037. CONCRETE SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2713. EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE SIMPSON SET -XP EPDXY ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -2508. ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE PROVIDED WITH 3" X 3" X 0.229" THICK (MIN) PLATE WASHERS. ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. ANCHORAGE TO MASONRY: MASONRY SCREW ANCHORS SHALL BE SIMPSON TITEN HD SCREW ANCHORS AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. SPECIAL INSPECTION AND INSTALLATION PER ICC -ES REPORT ESR -1056. EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING MASONRY TO BE HILTI HIT-HY-150-MAX ADHESIVE AS MANUFACTURED BY HILTI, INC. SPECIAL INSPECTION PER ICC -ES REPORT ESR -2682 ALL ANCHOR BOLTS FOR SILL PLATES SHALL BE PROVIDED WITH 3" X 3" X 3/16" THICK (MIN) PLATE WASHERS. ANCHORAGE SUBSTITUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE SUBSTITUTION REQUESTS REQUIRE ADDITIONAL ENGINEERING SERVICES. STRUCTURAL STEEL: RECTANGULAR AND SQUARE HSS SECTIONS SHALL CONFORM TO ASTM A500, GRADE B (Fy = 46,000 psi). STRUCTURAL STEEL FOR WIDE FLANGE BEAMS SECTIONS SHALL CONFORM TO ASTM A992, GRADE 50 (Fy = 50,000 psi). ALL OTHER STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36,000 psi) OR ASTM A992 GRADE 50 (Fy = 50,000 psi). APPLY PRIMER COATS PER ARCHITECTURAL SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE WITH AWS D1.1 AND BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. MISCELLANEOUS STEEL CONNECTORS TO BE SIMPSON, OR APPROVED EQUAL. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. ALL NAILS ATTACHING TO PRESSURE TREATED WOOD MEMBERS SHALL BE HOT DIPPED GALVANIZED. MACHINE BOLTS TO BE A307. HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL BE ASTM A325N (TYPE 3) OR ASTM A490 (TYPE 3), INSTALLATION AND SPECIAL 1NSPECION PER AISC SPECIFICATIONS. ALL A325N OR A490 BOLTS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS NOTED OTHERWISE ON PLANS. MINIMUM BOLT PRETENSION PER AISC 16.1 TABLE J3.1 UNLESS NOTED OTHERWISE. ACCEPTABLE PRETENSIONING METHODS ARE TURN -OF -NUT, CALIBRATED WRENCH, TWIST -OFF -TYPE (ASTM F1852), OR DIRECT -TENSION INDICATOR (ASTM F959) PER AISC SPECIFICATIONS. LIGHT GAGE STEEL FRAMING: ALL GALVANIZED 97, 68 AND 54 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CONFORMS TO ASTM A446, GRADE D WITH A MINIMUM YIELD OF 50,000 PSI. ALL GALVANIZED 43 AND 33 MIL. STUDS, TRACK BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL THAT CORRESPONDS TO THE REQUIREMENTS OF ASTM A446, GRADE A WITH A MINIMUM YIELD OF 33,000 PSI. ALL GALVANIZED STUDS, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING MEETING THE REQUIREMENTS OF ASTM 525. FRAMING LUMBER: REFERENCE DESIGN VALUES 2x, 3x, 4x MEMBERS D.F. #2 Fb = 900 psi LUMBER NOT NOTED SHALL BE D.F. #2 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA WESTERN LUMBER GRADING RULES -- 2011 EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STD CUT WASHERS EXCEPT AS NOTED FOR ANCHOR BOLTS UNDER STRUCTURAL STEEL SECTION. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. WOOD SHEATHING: FLOOR SHEATHING....23/32 APA RATED STURD-I-FLOOR, T & G PLYWOOD W/ EXTERIOR GLUE INDEX 48/24 OR APA APPROVED EQUAL ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1-09. ALL O.S.B. SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 2-10. NAILING SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER TO SCHEDULE SITE VISIT PRIOR TO COVERING SHEATHING. TRUSSES: FLOOR TRUSSES ARE TO BE LPI'S AS MANUFACTURED BY LOUISIANA PACIFIC CORPORATION. TRUSSES SHALL BE MANUFACTURED IN ACCORDANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION REPORT ESR -1153/ PR -L238. ALTERNATE TRUSSES ACCEPTED PROVIDED AN ICBO REPORT IS SUBMI1TED WITH THE BID. TRUSS FABRICATOR TO PRO'15 E I V E D ALL REQUIRED BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. DECOY OF T U K W I L A CRITERIA SHALL MEET OR EXCEED THE FOLLOWING: OFFICE FLOOR TRUSSES LOADING -- TOP CHORD 65 PSF L.L. PLUMAR S 1 5 2016 15 PSF D.L. PERMIT CENTER -- BOTTOM CHORD 5 PSF D.L. STORAGE FLOOR TRUSSES .LOADING -- TOP CHORD 125 PSF L.L. PLUS 15 PSF D.L. -- BOTTOM CHORD 5 PSF D.L. FLOOR TRUSSES DEFLECTION -- LIVE LOAD L/360 -- TOTAL LOAD L/240 [NOTE: TOP CHORDS TO BE DOUGLAS F (TRUSSES CONTINUED ABOVE LEFT) DENSITY OF 0 REMARKS T.I. PERMIT SUBMITTAL DATE to M O z ‘_ 0 0 vi trr W r` Tr0 0 Job Number: 16-29 Date: 3-9-16 Checked By: Project Engineer: Drown By: JH AR Sheet Title: GENERAL NOTES SPECIAL INSPECTIONS Sheet Number: S1.0 1 OF 3 ed. No part of this document uced, in any form or by any t permission in writinfrom ulting Engineers, Inc. 2016 STEEL STUD PER PLAN Y2" PLYWOOD w(#8 SCREWS © 6'o.c. BLOCK ALL EDGES 600T150-43 w/ Y2" 0x4" SCREW ANCHOR © 24"o.c. (E) CONCRETE SLAB -III-Ill- 0'-0" SECTION A-2.0 SCALE: 3/4"=1 '-0" 1Y2" „1Y2„ M4 I %x5x0'- 10" BRG. IL w/2 -Y2" 0x4" z SCREW ANCHORS (E) 6" SLAB-\ I I (E) HSS COLUMN (E) CONCRETE SLAB III�IIIIIiIIII 0.148"0 PDF © 12"o.c. STAGGERED METAL STUD WALL PER PLAN (WHERE OCCURS) HSS COLUMN PER PLAN III�,IIllillll WALL ABOVE PER ARCH. 3x NAILER w/Y2" o M.B. © 24"o.c. STAGGERED & COUNTERSUNK SECTION D-2.0 SCALE: 3/4"=1'-0" SHEATHING PER PLAN JOIST PER PLAN BEAM PER PLAN IUS HANGER SECTION G-2.0 SCALE: 3/4"=1' -0" Ill�,llljj1111 LJ I I 0.145" % PDF 12"o.c. STAGGERED STUD WALL PER PLAN [-(E) FOOTING 111„1111 1111 - SECTION B-2.0 SCALE: 3/4"=1'-0" HSS COLUMN PER PLAN (E) 6" CONC. SLAB �4" TYP. Y2>, " TYr:1 I TYP 0 CU v I I1 �,I I I1 i I I I 0,-0" 3/4"IL w/2 -3/4"0x4" SCREW ANCHORS II11,IIIlillII- III�,IIIT-1-1 1I SECTION E-2.0 SCALE: 3/4"=1 '-0" 4 <EXISTING> [EXISTING] DET L3x3x%6x0'-3" w/Y2" 0 EXP. BOLTS (EMBED 4")(TYP.) TYP. DETAIL h EXISTING FOOTING PER ELEV (E) STEEL ROOF DECK 3/8" CAP it (SEAL WELD) HSS PER ELEV. MOUNT DOOR TRACK ONTO HSS 3�16� 3 SIDES Y2x6x0'-8Y2" BASE R w/2 -3/4"0x4" SCREW ANCHORS (E) SLAB :I I 1=771II,-- 1111,1111j11II- I I -,i_ 1111111 SECTION H-2.0 SCALE: 3/4"=1'-0" DETAIL hh (E) 10" CMU WALL (E) FOOTING III,IIII�IIII i 3/8"0x4" SCREW ANCHOR 48"o.c. (4 MIN.) STUD WALL PER PLAN (E) CONCRETE SLAB III„IIIli m II111IIIjj1111- SECTION C-2.0 SCALE: 3/4"=1 '-0" SHEATHING PER PLAN 3x NAILER ATTACH PER C-3.0 Y2x6x0'-8" BRG.FL w/2-3/4"0 M.B. HSS COLUMN PER PLAN STUD WALL PER PLAN (E) PC PANEL SECTION F-2.0 SCALE: V=1' -0" H-2.0 Ci C H-2.0 C a 20' -0' 0'-O" <PER PLAN> 16' Irl 4' 12'-0" VERIFY CONDITIONS & DIMENSIONS IN FIELD FOR PROPER ATTACHMENT ELEVATION FOR REVISED DOOR TRACK ATTACHMENT NOTES: 1) HVAC UNIT & CURB (749#) (LOCATE PER ARCH.) L5x5x3/8 PARTIAL ROOF FRAMING PLAN SCALE: Y8"=1 '-0" VERIFY EXISTING CONDITIONS AND DIMENSIONS IN FIELD. NOTIFY ARCHITECT AND ENGINEER OF DIFFERENCES. (E) GIRDER Lu m U - (E)'K' JOIST (TYP.) J 34,-4" (E)WF BEAM (E) SKYLIGHT L5x5x3/8 HVAC UNIT & CURB (749#) (LOCATE PER ARCH.) 41'-4" t 10' - PI STORAGE LIVE LOAD (125 PSF) 12'-0" 4'-0" 8'-3" OFFICE LIVE LOAD (50 SPF+15 PSF PARTITION) 16'-8" 24'-8" 600S162-43 HEADER G-3.0 N) #R-3.0 H-3.0 (CA. Nj 020 J © 5Y4x20 L - 13/4x16 I LVL) J-3.0 LEDGER Yx1 LVL P-3.0 I NII _7 16" LPI 36 © 16 o.c. W16x26 ,-(E) PC w 0 W J F-3.0 W 0 LU J N 12GAx4"x75'-0" STRAP w/2 ROWS 10d NAILS © 6"o.c., STAGGERED (G-2.0 F-2.0 - PANEL (E) HSS10x6xY4 (E) LL A-3.0 HSS10x6xYa D-3.0 (E) HSS10x6xY4 (E) L4x4x3 LEDGER (E) HSS12x6x�/8 C0 N•) 0 J (E) L4x4xY4 LEDGER O co 3/4" GYPCRETE ON 3/4" SHEATHING © 4icx�LEDG Lu w J x FI E-3.0 MEZZANINE FRAMING PLAN SCALE: Y8"=1'-0" NOTES: 1) VERIFY EXISTING CONDITIONS AND DIMENSIONS IN FIELD. NOTIFY ARCHITECT AND ENGINEER OF DIFFERENCES. E) HSS12x6xs/8 2) TOP OF FRAMING (BOTTOM OF PLYWOOD) IS 13'-10Y2" ABOVE REFERENCE DATUM. 3) SHEATH WITH 23/32" STURDI FLOOR AND NAIL w/10d COMMON (0.148"ox2Y4" MIN. LENGTH) AT 6"o.c. EDGES AND 12"o.c. FIELD. BLOCK ALL EDGES OF DIAPHRAGM. GLUE AND NAIL SHEATHING TO FRAMING. 4) COVER WITH 3/4" GYPCRETE MAX. 34'- 4" 16'-8" 24'-8" A-3.0 B-3.0 x N to fn 2 w REVIEWED FOR 0DE,CQ PLIANCE P OVED APR 0 7 2016 City of Tukwila MIMING DIVISION 18'-0Y2" A-2.0 Jp B 2.0-' A-2.0 (E) F5.0 10' - C-2.0 O O LU � 4'-0" 1 I tx D-2.0 SIM. P (E) CONT. I' NI d- I o N_ u) L (E) 5,-O" 0 CONT. © CD FTC. (E) 8" CMU A+ FTG. C/) LU !z0 0 .-� U W 1 1'-0" Sc: (E) F4.0 (E) F4.0 (E) 6" CONCRETE SLAB w/#4 © 16"o.c. EACH WAY L II (E) 81 CMU ,E, F, o PARTIAL FOUNDATION PLAN SCALE: Y8"=1' -O" NOTES: 1) VERIFY EXISTING CONDITIONS AND DIMENSIONS IN FIELD. NOTIFY ARCHITECT AND ENGINEER OF DIFFERENCES. 2) 3) TOP OF FINISHED FLOOR IS REFERENCE DATUM 0'-0" ALL EXISTING CMU WALLS ARE ASSUMED TO BE SOLID GROUTED. CITY OF TUKWILA MAR 1 5 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE CO c M o z F- O u) 0 �CV ¢z � D Ca °� W - WZ < W O H Job Number: 16-29 Date: 3-9-16 Checked By: Project Engineer: Drown By: JH AH Sheet Title: PLANS ELEVATION SECTIONS Sheet Number: S2.0 2 OF 3 All rights reserved. No part of this document may be reproduced, in any form or by any ans, without permission in writin from utter Consulting Engineers, Inc. C 2016 (E) HSS BEAM PER PLAN (E) STEEL STUDS (TYP.) (E) PAI23 @ 48"o.c. r r 2012"o.c. CS16x4'-0" ADJACENT TO PAI JOIST PER PLAN SHEATHING PER PLAN PER PLAN HANGER & WEB STIFFENER PER JOIST SUPPLIER 44x4xY4 w/3x NAILER w/Y2" 0 M.B. @ 12"o.c. COUNTERSUNK SECTION A-3.0 SCALE: V=1'-0" 2x6 FLAT BLKG. FIRST 3 BAYS (TYP.) 3x12 LEDGER w/2 ROWS (E) 3/4"� A.B. @ 16"o.c. (E) 8" CMU WALL RIM BOARD LVL BEAM PER PLAN = ) Y LTT19 @ 24"o.c. w/%"0 A36 ROD EPDXY 63/4" INTO (E) CMU PER PLAN E0 JOIST PER PLAN (TYP.) - 4x6 LEDGER w/3/4"x8" SCREW ANCHOR @ 48"o.c. SECTION F-3.0 SCALE: 3/4"=1'-0" SHEATHING PER PLAN K-3.0 LVL PER PLAN A34 HSS COLUMN PER PLAN SECTION L-3.0 SCALE: V=1'-0" (E) HSS BEAM PER PLAN BALANCE PER SECTION A-3.0 (E) STEEL STUDS (TYP.) GUARDRAIL PER ARCH. JOIST PER PLAN (TYP.) SECTION B-3.0 SCALE: 3/4"=1'-0" RIM BOARD SHEATHING PER PLAN JOIST OR LVL PER PLAN SHEATHING & ATTACHMENT PER SECTION A-2.0 PER PLAN PER PLAN 2x NAILER w/#10 SCREWS @ 8"o.c. 600T162-43 (TYP.) STUD WALL PER PLAN (DOUBLE STUD WHERE LVL OCCURS) SECTION G-3.0 SCALE: 3/4"=1 '—O" A34 EACH SIDE OF LVL SHEATHING PER PLAN LVL PER PLAN LVL BEAM PER PLAN JOIST PER PLAN BEYOND SECTION M-3.0 SCALE: 3/4"=1 '-0" 3x NAILER w/ 3c0 M.B. @ 24"o.c. STAGGERED & COUNTERSUNK 2x4 BLOCKING @ THIRD POINTS JOIST PER PLAN (TYP.) PER PLAN DRAG STRUT PER PLAN SECTION C-3.0 SCALE: V=1'-0" WALL PER ARCH. RIM BOARD SHEATHING & ATTACHMENT PER SECTION A-2.0 STUD WALL PER PLAN N SI-EATHING PER PLAN JOIST PER PLAN PER PLAN BLOCKING JOIST @ 48"o.c. 2x NAILER w/#10 SCREWS @ 8"o.c. SECTION H-3.0 SCALE: 3/4"=1'-0" GUARDRAIL PER ARCH. JOIST PER PLAN SHEATHING PER PLAN LVL PER PLAN—� IUS HANGER (TYP.) SECTION N-3.0 SCALE: V=1'-0" DRAG STRUT PER PLAN SHEATHING PER PLAN PER PLAN R3/8x4xO'-9" w/3-3/4"0 A325N BOLTS %"0 A36 ROD EPDXIED 6/4" INTO (E) CMU STEEL BEAM PER PLAN y2„_ MAX. (E) L8x8xYx1'-4" w(4 -#5x2'-6" @ 4'o.c. & 3-3/4"0x6" W.H.S. @ 4"o.c. (E) HSS OMITTED FOR CLARITY 2 SECTION D-3.0 SCALE: 3/4"=1'-0" 13/4"x16" LVL LEDGER w/3/4" 0x6" SCREW ANCHORS @ 32"o.c. PROVIDE BLDG PAPER BETWEEN CMU & LEDGER (E) 10" CMU WALL IUS HANGER HSS COL. PER PLAN BEYOND (E) P.C. PANEL HTT5 @ 32"o.c. w/12-10dx2Y4" NAILS JOIST PER PLAN PER PLAN HANGER & WEB STIFFENER PER JOIST SUPPLIER NAILER PER SECTION G-3.0 600S162-43 @ 16"o.c. (DOUBLE STUD WHERE LVL OCCURS) SECTION J-3.0 SCALE: 3/4"=1 '—O" JOIST PER PLAN (TYP.) SHEATHING PER PLAN LVL PER PLAN--" 1�3/6x6x0'-6" EA. SIDE w/3/4"0 M.B. 3/8x5x0'-6" BRG.t HSS PER PLAN 3"13" L ti- — — T SECTION P-3.0 SCALE: /4"=1 '-0" BLKG JOISTS ALIGN w/WALL NAILER PER SECTION G-3.0 (E) HSS BEAM PER PLAN (E) STEEL STUDS (TYP.) V'— BALANCE PER SECTION A-3.0 45x3xY4x0'-6" 3x NAILER PER PLAN DRAG STRUT PER PLAN SECTION E 1/4 3.0 SCALE: 3/4"=1 '-0" JOIST PER PLAN SHEATHING PER PLAN LVL BEAM PER PLAN 3/8x6x0'-6Y2" BRG.f. I I SECTION K-3 SCALE: 3/4"= WALL PER ARCH. RIM BOARD NAILER BEYOND PER SETION G-3.0 PL3/6x6x0'-6" EACH SIDE w/ 3/4"� M.B. SHEATHING & ATTACHMENT PER SECTION A-2.0 STUD WALL PER PLAN HSS COLUMN PER PLAN GUARDRAIL PER ARCH. LVL PER PLAN A34 IP-3/6x6x0'-6" EA. SIDE w/3/4" M.B. HSS COLUMN PER PLAN REVIEWED FOR CODE CQMPLIANCE APP OVED PR 0'7 2016 City of Tut to BUILDING DIVISION SHEATHING PER PLAN JOIST PER PLAN SECTION R 5Y4x20 LVL 3/Bx6x0'-6Y2" 3.0 PER PLAN RECEIVED CITY OF TUKWILA BRG. MAR 1 5 2016 PERMIT CENTER REMARKS T.I. PERMIT SUBMITTAL DATE CO M C; Z r 0 0 +43 b b a� i M 0 N tn 0 0 00 ON0 ai GQ 0 0 N 0 0 `4P t 0z (/) 0 Z LL!O CO NQz � � ~ (Pe 1-1 CO Iz O O Co Job Number: 16-29 Date: 3-9-16 Checked By: Project Engineer: Drown By: JH AH Sheet Title: MEZZANINE FRAMING SECTIONS Sheet Number: S3.0 3 OF 3 All rights reserved. No part of this document may be reproduced, in any form or by any means, without permission in writin from Shutler Consulting Engineers, Inc. 2016