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HomeMy WebLinkAboutPermit D15-0227 - YGS WEST - SEISMIC UPGRADEYGS NVEST 6700 S GIACIER ST D15-0227 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 Parcel No: 7888900080 Address: 6700 S GLACIER ST Project Name: YGS WEST DEVELOPMENT PERMIT Permit Number: D15-0227 Issue Date: 9/30/2015 Permit Expires On: 3/28/2016 Owner: Name: PROLOGIS TAX COORDINATOR Address: 60 STATE ST #1200, BOSTON, WA, 02109 Contact Person: Name: ELEANOR RONERO Phone: (206) 414-7613 Address: 12720 GATEWAY DR #110, TUKWILA, WA, 98168 Contractor: Name: SAUNDERS CONSTRUCTION INC Phone: Address: 1760 MONROVIA AVE #A-1, COSTA MESA, CA, 92627-4420 License No: SAUNDC1953ND Expiration Date: 8/4/2017 Lender: Name: PROLOGIS Address: 12720 GATEWAY DR #110, TUKWILA, WA, 98168 DESCRIPTION OF WORK: VOLUNTARY SEISMIC WORK Project Valuation: $94,000.00 Fees Collected: $2,468.90 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: Occupancy per IBC: Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA SewerDistrict: TUKWILA SEWER SERVICE I Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-4613: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Ch an nel izati on/Strip i ng: 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 V; Permit Center Authorized Signature: N14tk-M D ate: 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: 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: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 9: 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. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0603 ROOF/CEILING INSUL 4046 SI-EPDXY/EXP CONC 4004 SI-WELDING CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, IVA 98188 http:Hwww.TukwilaWA.V, v SITE LOCATION Building Permit No. Project No. Date Application Accepted: Date Application Expires: _ 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 Address: vfo 0 3. 6 Tenant Name:"*-/ 6d �11A PROPERTY OWNER Name: WOL-01AIX 7"-6n-V-0 ats Address: City: —M J<14JI Lit State: Wr- Zip: 90VI&� CONTACT PERSON - person receiving all project communication Name: Address: --lay ftftvwl,/ Df- City: State: p:Q J Phone: wib)-Yax: QW 14 Email: ERDRAf/guo, Ma&4 -t,.DAI GENERAL CONTRACTOR INFORMATION Company Name: 64A,000-4 MQW" Address: 1-%0 Mai W1 j9-- Alo., "4T h:�J City: eA,* State: oA Zip: Phone: I.LJ�G, O-D3 ax: rT- - bt� WIF Contr Reg No.:,-,,,j J+ I I:T �q,5,3 4&.xp Date: Tukwila Business License No.: YUS - 0 q% 5' 6 6, a 0 6 King Co Assessor's Tax No.: 9 17 0 0 0 y too Suite Number: Floor: New Tenant: El ..... Yes WNo ARCHITECT OF RECORD Company Name: Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: q4- 4DYW -4 EngineerName: xm -T> ok-vq Address: 3911 PO City: State: Zip: 61- q0 all, Phone: N11Nzot X: Lt�q) -n -7) , - 9hy Email: \IrfF - D kv-w 01 U&01 Yu - am LENDER[ROND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: WD "6 ( s Address: aRTM94-/ City: cp State: sw 'Zip:qla li:\Applications\Fornis-Ai)plications On Line\2011 Applimions\Pcrenn Application Revised - 8-IM Ldoc\ Re%ised: August 2011 Page I of 4 bh BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ C14 10" Existing Building Valuation: Describe the scope of work (please provide detailed information): VOL'a WOW 5 M, 1A 1611 Will there be new rack storage? El ..... Yes No 1/4-b PI<. If yes.. a separate permit and plan submittal will be required. IProvide All Building Areas in Square Footage Below I Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC V Floor 2 ad Floor 3 Id 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? El ....... Yes ....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 1P ....... Sprinklers *0 ...... Automatic Fire Alarm [-I ....... None El ....... Other (specify) Will there be storage or use of flammable, combustible or ha7ardous materials in the building? El ....... Yes ....... No If "yes, attach list oftnaterials and storage locations at? a separate 8-112 " x I I" paper including quantities and Material Sqfe�v Data Sheets. SEPTIC SVSTEM E] ....... 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\Fornr-Appliutioiis On Line\2011 ApplicationsTermit Application Revised - 8-9-1 l.docx Re\ ised: August 2011 Page 2 of 4 bh I PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 1 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. d I A - Water District n...Tukwila El ... Water District # 125 Ej.. Highline El.. Renton n ... Water Availability Provided Sewer District F1 ... Tukwila ... Valley View Renton El .. Seattle E] ... Sewer Use Certificate ... Sewer Availability Provided SeWic System: El 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 ApOication (mark boxes which app - y): ... Civil Plans (Maximum Paper Size - 22" x 34") ... Technical Information Report (Storm Drainage) Geotechnical Report E] ... Traffic Impact Analysis ... Bond F Maintenance Agreement(s) ... Hold Harmless - (SAO) ]..Insurance E] .. Easement(s) F El... Hold Harmless -(ROW) PrODOSed Activities (mark boxes that apply): E] ... Right-of-way Use - Nonprofit for less than 72 hours ... Right-of-way Use - No Disturbance ... Construction/Excavation/Fill - Right-of-way R Non Right-of-way El F-1 ...Total Cut_ cubic yards n ... Total Fill_ cubic yards [] .. Right-of-way Use - Profit for less than 72 hours E] .. Right-of-way Use - Potential Disturbance F� Work in Flood Zone El Storm Drainage E] ... Sanitary Side Sewer Abandon Septic Tank E] Grease Interceptor F1 ...Cap or Remove Uti I ities Curb Cut E] Channelization E] ... Frontage Improvements Pavement Cut E] Trench Excavation Fj ... Traffic Control Looped Fire Line Utility Undergrounding E] ... Backflow Prevention - Fire Protection Irrigation Domestic Water F1 ... Permanent Water Meter Size... wo # F]...Temporary Water Meter Size.. WO 4 f-I ... Water Only Meter Size ............ Wo #_ It Deduct Water Meter Size F1 ...Sewer Main Extension ............. Public Private El 1­1 ... Water Main Extension ............. Public Private F� FINANCE INFORMATION Fire Line Size at Property Line r-1 ... Water El ... Sewer Monthly Service Billing to: Mailing Water Meter Refund/Billing: Name - Mailing Address: Number of Pub] ic 1, ire Hydrant(s) R ... Sewage Treatment H:\Applications\Forrns-Applicalions On Linek201 I ApplicationsTermit Application Revised - 8-9-1 Ldoax Re% ised: August 2011 bh Day Telephone: City State Zip Day Telephone: City 13 State Zip 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 figurewill be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW T14E SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING O"EV OR Signature: Print Mailing AGENT: f2-4,x &ft71>VW Pf- , '-Ok-116 Date: P 611 r Day Telephone:— 14 --7t 13 q11(10 Lp wn- qell..p City State Zip H:\Applicalions\Fornis-Applications On Line\2011 ApplicationsWerrnit Application Revised - 8-9-1 l.doc.\ Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS PermlitTRAK ACCOUNT QUANTITY PAID $2,468.90 D15-0227 Address: 6700 S GLACIER ST Apn:7888900080 $2,468.90 DEVELOPMENT $2,396.42 PERMIT FEE ROOO.322.100.00.00 0.00 $1,449.65 PLAN CHECK FEE ROOO.345.830.00.00 0.00 $942.27 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $72.48 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R6060 ROOO.322.900.04.00 0.00 $72.48 $2,468.90 Date Paid: Tuesday, September 01, 2015 Paid By: PROLOGIS Pay Method: CREDIT CARD 078914 Printed: Tuesday, September 01, 2015 12:50 PM 1 of 1 OWSYSTEMS INSPECTION RECORD. Jbi 5--, OZZ-71 Retain a copy with permit INS'PKTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Project* Y6 � WC-5-r Tge of Inspection: . U jj—bjAf& rl L Address: Is 1700 -S Date Called: Special Instructions: Date Wante (:aLm, p.m. lRequesteir: 4LL IPhone No: 5n -206 - &-2412 KApproved per applicable codes. E I Corrections required prior to approval. COMMENTS: IWAL- Inspector: Date: Ary-im 1 111'7114� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. MAYES TESTING ENGINEERS,, WC Project No. T1 5237 Project Tukwila 6 Glacier Building Address 6700 South Glacier Street, Tukwila, WA Permit No. D 15-0227 Bldg Dept. City of Tukwila Owner ProLogis Engineer JS Dyer & Associates Contractor Saunders Construction, Inc Record No. 003 Date 12-2-15 Weather Cloudy Inspection Lateral Framing and Proprietary Anchors Seaftofte 20225CedarValey Road SURB110 LWnwood,VVA98036 ph 425.742—cM fax425.746.1737 Tacofnaofte 10029S.TacamWay SLile E-2 Taomia,VVA98499 ph 253 5843720 fax 253 584 3M7 Fbr#aWOKce 7911 NE Dd Dive suile 190 PaW OR 97211 ph 503281.7515 kx 503281.7579 Inspected placement of epoxied threaded rod anchors for conformance with the plans and per the manufacturer's requirements. Epoxy used was Simpson AT-XP; expiration date of 08/25/2016 and batch number 243W634W. Inspected placement of epoxied 5/8" diameter threaded rods for seismic connections on gridlines — 1/A to D and A/1 to 6.8 (Roof Level). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Jim R. Kay Reviewed By: RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER IrWonnallon in this report applies only to ft actual Rem inspecteci or testedard shall nd be repmluced except in full, "houtft approval of Mayes Testing Engineers, Inc Page I of 1 MAYES TESTING ENGINEERS., INC Project No. T1 5237 Project Tukwila 6 Glacier Building Address 6700 South Glacier Street, Tukwila, WA Permit No. D15-0227 Bldg Dept. City of Tukwila Owner ProLogis Contractor Saunders Construction, Inc Record No. 002 Date 11-19-15 Weather Overcast Inspection Lateral Framing, Proprietary Anchors sea* office MZCedarValey Road S&110 LWwvoockV%A98036 ph 425 742-9M fax 425.745.1737 Taccins Office 10029S.TawmWay Suile E-2 Taomia,VMM ph 253 584 3720 lax 253 584.3M7 FbrdandOffbe 7911 NE 33rd Drive SLAe 190 kylanck OR 9M 1 ph 503281.7515 W5=81.7579 Inspected placement of epoxied threaded rod anchors for conformance with the plans and per the manufacturers requirements. Simpson AT-XP Epoxy (Batch #243W634W, expiring 8/25/2016) was used. Inspected placement of epoxied 5/8" diameter threaded rods for seismic connections on gridlines 8/D.3 to DA 8/A to DA (north side), A/7 to 8 and D/7 to 8 (Roof Level). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Jim R. Kay Reviewed By: RECEIVED C97Y OF T-UMILA NOV 0 9 2016 pliRa'rnc CaNTEcm Iftrmabon in this report applies only to Uw actual items inspected or tested and stwil not be reproduced except in full, without the approval of Mayes Testmg Engir�eem, Inc. Page 1 of 1 MAYES TESTING ENGINEERS, INC Project No. T1 5237 Project Tukwila 6 Glacier Building Address 6700 South Glacier Street, Tukwila, WA Permit No. D15-0227 Bldg Dept. City of Tukwila Owner ProLogis Contractor Saunders Construction, Inc Record No. 001 Date 11-11-15 Weather Overcast Inspection Lateral Framing, Proprietary Anchors Seadeoffice 20225CedarValey Road suite 110 Lyymvoc1,WA98036 ph425742M ft(425.745.1737 Taccna Ofike 10029S.Ta=mWay Suite E-2 Tamm,VVA98499 ph 253 684 372D UK 253 584 3707 Fbt9wdOffire 7911 NE 33rd Drive Suite 190 Paffand, OR 97211 ph 503281.7515 W5M281 7579 Inspected placement of epoxied threaded rod anchors for conformance with the plans and per the manufacturer's requirements. Simpson AT-XP Epoxy (Batch #243W634W, expiring 8/25/2016) was used. Inspected placement of epoxied 5/8" diameter threaded rods for seismic connections on gridlines 8/D to D. 3, F/3 to 7, 1 /D. 1 to D. 9 and 1 O/A. 9 to DA (Roof Level). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Jim R. Kay Reviewed By: RECEIVED CITY OF TUKWILA NOV 0 9 2016 PERMIT CENTER Infonnation in this reportappies only to the actual fteinsinspecW or testedarxi shall not be reproduced except in full, without the approval of Mayes Testing Engineers, Inc Page 1 of 1 MAYES TESTING ENGINEERS., INC Project No. T1 5237 Project Tukwila 6 Glacier Building Address 6700 South Glacier Street, Tukwila, WA Permit No. D1 5-0227 Bldg Dept. City of Tukwila Owner ProLogis Engineer JS Dyer & Associates Contractor Saunders Construction, Inc I Record No. 004 Date 12-7-15 Weather Showers Inspection Lateral Framing, Proprietary Anchors See0ofike 20225CedEFValey Road SLite 110 LyTmoockWA98036 ph 425 742M fm 425.745.1737 Tacorm Office 10029S.Taoomafty Suke E-2 Taconia,VVA98499 ph 253 584.3720 W253 584 3707 Porfirwoffice 7911 NE 33Fd Orhie suite 190 PorlwcLOR9721i ph 503281.7515 fax 5032817579 Inspected placement of epoxied threaded rod anchors for conformance with the plans and per the manufacturer's requirements. Simpson AT-XP Epoxy (Batch #243W634W, expiring 8/25/2016) was used. Inspected placement of epoxied 5/8" diameter threaded rods for seismic connections at gridlines F/4, 5, 6 and 7 (Roof Level). To the best of our knowledge, all items inspected today are in conformance with approved plans and specifications. Inspector: Jim R. Kay Reviewed By: FIECEIM-0 C711 07, —5 UKMLA Roy 0 9 2016 F 71-- R H Z' C C 7- K C IE R Infonnation in this reywt applies only to U)e actual item inspected or tested and shall not be reprodiced except in full, without the approval of Mayes Testing Engineers, Inc, Page 1 of I T� U. R A L:- E'N':�G I.N E E R S —REAVED FOR G0VJE,CQMFFL1A1N0E APPROVED SEP 2 4 2015 4 City of TukvAla WILDING DIVISIO14 8891 Research Drive, Irvine, California 92618 (949) 296-8858 Voice (949) 296-0766 Fax www.jsdyer.com ''no Structural Calculations for Project 2015.180.00 Voluntary Seismic Retrofit Tukwila 6 Tukwila, Washington —X.PIRES 8/19,1 ISE_ Attn: Eleanor Romero Prologis REC�IVED CITY OF TUrKWILA SEP 0 12015 PERMIT CENTER Rev No. Description Date Engr. A Building Department Submittal 19-Jun-15 A Runnoe, P.E. �� - D��-1 ,T U R, A L E N G� IN E E R S7 8891 Research Drive, Irvine, California 92618 (949) 296-8858 Voice (949) 296-0766 Fax www.jsdyer.com Structural Calculation Index 1-2 Seismic Design Values 3-4 Paired Hardware Anchorage 5-7 Single Rod Wall Anchorage 8 Continuity Design Design Maps Summary Report Page I of I IM Ul SGS Design Maps Summary Report W User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 47.434870N, 122.2515OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 1.418 g Sms = 1.418 g SDs = 0.945 g S, = 0.529 g Sm, = 0.794 g SD, = 0.529 g For information on how the SS and S1 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. bb 1.50 1.35 1.20 1.05 0 0.90 W 0 0.75 0. GO 0.45 0.20 0.15 0.00 C MCER Response Spectrum Period, T (sac) 00 Design Response Spectrum 1.10 1.00- 6.30-1 0.90- 0.70-- tP 0.60-- M 0.50 Ln 0.40- 0.30 - F-\ 0.20-- 0.10.- 0.00- 1- 1- F F I- F 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sac) 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. http:llehp2-earthquake.wr.usgs.govldesignmapsluslsummary.php?template=minimal&latitu... 6/8/2015 JS. DYER &ASSOMTESINC. JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET NO: 2- ENGINEER: A Runnoe, P.E. DATE: 06.19.2015 IANALYSIS: Seismic Lateral I Seismic Load Effect Calculation In Accordance with 2012 International Building Code Section 1613 & ASCE 7-10, Section 12.8, Equivalent Lateral Force Procedure Project Location 6700 Glacier St Tukwila, WA Latitude, 47.434868 deg Longitude, -122.251504 deg Site Class per Table 1613.5.2, D Stiff Soil Profile From USGS Website Mapped Spectral Acceleration, SS = 1.418 Mapped Spectral Acceleration, S, = 0.529 Adjustment Factor, F. = 1.000 Adjustment Factor, F, = 1.500 Adj. Mapped Spectral Acceleration, S,,,, = 1.418 g's Adj. Mapped Spectral Acceleration, SM, = 0.794 g's Design Spectral Acceleration, SDS = 0.945 g's Design Spectral Accelration, SD1 = 0.529 g's Occupancy Category, Table 1604.5, 11 Seismic Design Category, ASCE Ch 20, D importance Factor, ASCE 7 Table 1.5-2, IE= 1.000 Mup I N E E R S S T R U C T U R A L E N G !!!!� JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET NO: 3 ENGINEER: A Runnoe, P.E. DATE: 06.19.2015 ANALYSIS: Seismic Lateral Wall Anchorage Paired Hardware Wall Anchorage Design to Flexible Diaphragms In Accordance with the 2012 International Building Code Location Anchorage Hardware Ref: Detals 2&3/SD1.1 Manufacturer, Zone Four Anchor Hardware Each Side of Wood Member, T2-44-5 with (4) 1/2" Bolts Number of Paired Assemblies, 1 Wall Properties Wood Member Thickness, 3.500 in Wood Shim Thickness Each Side, 0.000 in Roof Diaphragm Height Above Floor, 25.000 ft Anchor Rod Diameter, 0.625 Top of Parapet Above Floor, 25.000 ft Number of Anchor Rods, n 2 Rod Material, ASTM A307 Concrete 28 Day Comp. Strength, V, 2,500 psi Rod Steel Yield Stress, Fy = 36.000 ksi Rod Steel Ultimate Tensile Stress, Fu = 58.000 ksi Wall Thickness, 6.000 in Hardware Anchor Offset Dimension, 1.500 in Concrete Unit Weight, 145 pcf Center to Center of Anchor Rods, 6.500 in OK Wall Unit Weight, 72.500 psf Minimum Anchor Rod Spacing, 3.125 in Wall Anchor Spacing, 8.333 ft Anchor to Wood Connection Capacity Check Anchorage Force Calculation Per ASCE 7-10 Section 12.11.2 Wood Connection Demand, 4,078 lbs Wood Connection Capacity, 12,405 lbs Design Spectral Acceleration, SDS= 0.945 g-S Demand / Capacity Ratio, 0.329 OK Importance Factor, IE= 1.000 Seismic Design Category, D Wood Shim Conn Shear Capacity Req'd, 0 lbs Tributary Wall Height to Roof, 12.500 ft Tributary Wall Weight to Roof, Wp= 906 pif Wood Member Tension Capacity Check (Full Demand) Flexible Diaphragm Span, 150 ft Wood Member Type, DF-L No. 1 ka, 2.0 Member Size, 4 x 12 0.4*SDS*ka*IE*Wp, 685 plf Net Area, 37.406 in A2 0.4'S,s'IE'Wp, 343 plf Adjusted Allowable Tensile Stress, 1,080 psi 0.2*ka*[E*WPI 363 pif Member Tension Demand, 4,078 lbs Governing Strength Level Wall Force, 685 plf Member Tension Capacity, 40,399 lbs Demand / Capacity Ratio, 0.101 OK Wall Anchor Demand Summary Anchor Rod Tension Streng h Per ACI 318-08, Appendix D.5.1 Exist Hardware ASD Wood Conn Capacity, 0 lbs Gross Tensile Area Each Rod, Ag = 0.226 in A 2 Reduced Demands Due to Exist Hardware Ult. Tensile Allowable per D.5.1.2, f,,t,, = 58.000 ksi Steel Elements Strength Level Demand, 7,993 lbs Seismic Factor per D.3.3.3, F. = 0.750 Epoxy Anchorage Strength Level Demand, 5,709 lbs Strength Reduction Factor, = 0.900 Wood Connection ASD Level Demand, 4,078 lbs Rod Tension Demand, 7.993 k Rod Tension Capacity, F� n Ag fut� = 17.696 k Full Demands (Exist Hardware Does Not Reduce Demand / Capacity Ratio, 0.452 OK Steel Elements Strength Level Demand, 7,993 lbs Epoxy Anchorage Strength Level Demand, 5,709 lbs Wood Connection ASD Level Demand, 4,078 lbs JS. DYER &ASSOCLUESINC. JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET ENGINEER: A Runnoe, P.E. DATE: Jun-15 ANALYSIS: Seismic Lateral Wall Anchorage I Paired Hardware Wall Anchorage Design to Flexible Diaphragms In Accordance with the 2012 International Building Code Concrete Breakout Strength Per ACI 318-08, Section D.5.2 & Hilti HIT -RE 500-SD Adhesive ICC Report ESR-2322 Type of Concrete Uncracked Concrete 28 Day Comp. Strength, V� = 2,500 psi Anchor Rod Diameter, Drilled Hole Diameter, Wall Thickness, Minimum Wall Thickness, Maximum Embedment Depth, Embedment Depth, Minimum Embedment Depth, d = 0.625 in do = 0.750 in h = 6.000 in hmin = 6.000 in h.fr,.,, = 4.500 in hef = 4.500 in OK h."in = 3.140 in Min Center to Center of Anchor Rods, s,,,, = 3.125 in Center to Center of Anchor Rods, s = 6.500 in OK Concrete Bond Strength Per Hilti HIT -RE 500-SD Adhesive ICC Report ESR-2322 Bond Str. Per ESR-2322, Table 9, TKXp = 2,140 psi Bond Str. Per ESR-2322, Table 9, TKUVXP= 2,140 psi Critical Spacing, scrNa = 13.500 in Critical Edge Distance, ccrN. = 6.750 in Tqvx�Xp 1,296 psi Factor Per D.5.3.1 0, ylyNaO 1.000 Projected Failure Area Per D.5.2. 1, AN. = 270 in A 2 Single Anchor Failure Area, ANao = 182 in A 2 Factor Per D.5.3.12, yleWbt = 1.000 Factor Per D. 5.3.10, ylyNa = 1.000 Factor Per D.5.3.1 1, VI.-ZNd = 1.000 Factor Per D.5.3.14, yl;rN= 0.816 Min. Distance CL Purlin to CL Panel Joint, 12.500 in Strength of Single Anchor Per D.5.3.9, N,0 = 18,908 lbs Minimum Edge Distance, Cin = 3.125 Pullout. Str. of Anchors Per D.5.3.7, N.g = 22,846 lbs Minimum Distance to Panel Joint, Cmin = 9.000 in OK Critical Edge Distance, c,,,, = 11.035 in Seismic Factor Per D.3.3.3, F, = 0.750 Str. Red. Factor Per ESR-2322, Table 9, .650 Projected Failure Area Per D.5.2. 1, ANc = 270 inA2 Ajustment for SDC, aNama 0.650 Single Anchor Failure Area, ANco = 182 inA2 Factor Per D.5.2.4, Factor Per D.5.2.5, Factor Per D.5.2.6, Factor Per D.5.2.7, Effectiveness Factor, Concrete Breakout Str. Per D.5.2.2, Nom. Str. of Anchors Per D.5.2.1, Seismic Factor Per D.3.3.3, Strength Reduction Factor Per D.4.4, Breakout Strength Demand, Breakout Strength Capacity, Demand / Capacity Ratio, VI.-XN= 1.000 Vc,5N= 1.000 VXN= 1.000 y/;rzN= 0.816 k,, = 24 Nb = 11,455 lbs Ncbg = 13,841 lbs Fs = 0.750 � = 0.650 5,709 lbs F., � Ncbg = 6,747 lbs 0.846 OK Bond Strength Demand, 5,709 lbs Bond Strength Capacity, Fr � N.g = 7,239 lbs Demand / Capacity Ratio, 0.789 OK carnin s (E X ca2 I ca2 4" ,4amin ,, Diagram for one pair of anchors Diagram for two pairs of anchors, sim for more than two pairs JS. DYER &ASSOMTES INC. JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET NO: '5 ENGINEER: A Runnoe, P.E. DATE: 06.19.2015 ANALYSIS: Seismic Lateral Wall Anchorage I Location Ref Detail 7/SD1.1 Single Rod Wall Anchorage to Flexible Diaphragms In Accordance with the 2012 International Building Code - Anchor Rod Tension Strength Per ACI 318-08, Appendix D.5.1 Rod Diameter, d = 5/8 in Rod Material, ASTM A307 Rod Steel Yield Stress, Fy = 36.000 ksi Wall Properties Rod Steel Ultimate Tensile Stress, F,, = 58.000 ksi Roof Diaphragm Height Above Floor, 25.000 ft Gross Tensile Area Each Rod, N = 0.226 in A 2 Top of Parapet Above Floor, 25.000 ft Ult. Tensile Allowable per D.5.1.2, f., = 58.000 ksi Seismic Factor per D.3.3.3, F, = 0.750 Concrete 28 Day Comp. Strength, V, 2,500 psi Strength Reduction Factor, 0.900 Wall Thickness, 6.000 in Rod Tension Demand, F,, � n A, f.t, = 7.990 k Concrete Unit Weight, 145 pcf Rod Tension Capacity, Fs 0 Ase futa = 8.848 k Wall Unit Weight, 72.500 psf Demand / Capacity Ratio, 0.903 OK Wall Anchor Spacing, 8.330 ft Anchorage Force Calculation Per ASCE 7-10 Section 12.11.2 Design Spectral Acceleration, sc)s= 0.9459 S Importance Factor, - IE = 1.000 Seismic Design Category, D Tributary Wall Height to Roof, 12.500 ft Tributary Wall Weight to Roof, WP = 906 pif Flexible Diaphragm Span, 500 ft ka, 2.0 0.4-SDS-ka-IE-Wp, 685 plf 0.4-S,s'IE.Wp, 343 plf 0.2*k,*IE*WPI 363 plf Governing Strength Level Wall Force, 685 pif Wall Anchor Demand Summary Steel Elements Strength Level Demand, 7,990 lbs Epoxy Anchorage Strength Level Demand, 5,707 lbs Wood Connection ASD Level Demand, 4,076 lbs JS. DYER &ASSotf- SI ,,TnATE NC. JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET NO: ENGINEER: A Runnoe, P.E. DATE: Jun-15 ANALYSIS: Seismic Lateral Wall Anchorage Single Rod Wall Anchorage to Flexible Diaphragms In Accordance with the 2012 International Building Code Concrete Breakout Strength Per ACI 318-08, Section D.5.2 Concrete Bond Strength Per & Hilti HIT -RE 500-SD Adhesive ICC Report ESR-2322 Hilti HIT -RE 500-SD Adhesive ICC Report ESR-2322 Type of Concrete Uncracked Bond Str. Per ESR-2322, Table 9, TKXP = 2,140 psi Bond Str. Per ESR-2322, Table 9, TKUVXP= 2,140 psi Concrete 28 Day Comp. Strength, Vc = 2,500 psi Critical Spacing, scrN, = 13.500 in Anchor Rod Diameter, d = 0.625 in Critical Edge Distance, ccrN, = 6.750 in Drilled Hole Diameter, do = 0.750 in Ticg(x�Xp = 1,296 psi Factor Per D.5.3.10, "NaO = 1.000 Wall Thickness, h = 6.000 in Minimum Wall Thickness, h,in = 6.000 in Projected Failure Area Per D.5.2.1, AN. = 182 in A 2 Maximum Embedment Depth, hfmax = 4.500 in Single Anchor Failure Area, AN.0 = 182 in A 2 Embedment Depth, hef = 4.500 in OK Minimum Embedment Depth, heftin = 3.140 in Factor Per D.5.3.12, qxdNa = 1.000 Factor Per D. 5.3.10, qlyNa = 1.000 Min Center to Center of Anchor Rods, Smin = 3.125 in Factor Per D.5.3.1 1, y1exNce = 1.000 Center to Center of Anchor Rods, s = 99.960 in OK Factor Per D.5.3.14, V11TN = 1.000 Minimum Edge Distance, Cmin = 3.125 Strength of Single Anchor Per D.5.3.9, Nao = 18,908 lbs Minimum Distance to Panel Joint, Camin = 12.000 in OK Pullout. Str. of Anchor Per D.5.3.7, Nag = 18,908 lbs Critical Edge Distance, ca. = 11.035 in Seismic Factor Per D.3.3.3, Fr, = 0.750 Projected Failure Area Per D.5.2.1, AN, = 182 in A 2 Str. Red. Factor Per ESR-2322, Table 9, � = 0.650 Single Anchor Failure Area, AN,0 = 182 in A2 Ajustment for SDC, aNcystcy = 0.650 Factor Per D.5.2.4, yleXN= 1.000 Bond Strength Demand, 6,707 lbs Factor Per D.5.2.5, yx.W = 1.000 Bond Strength Capacity, F. � Nag 5,992 lbs Factor Per D.5.2.6 VXN = 1.000 Demand / Capacity Ratio, 0.953 OK I Factor Per D.5.2.7, VX)rN= 1.000 Effectiveness Factor, kc = 24 Concrete Breakout Str. Per D.5.2.2, Nb = 11,455 lbs Nom. Str. of Anchors Per D.5.2.1, N,,bg = 11,455 lbs call Seismic Factor Per D.3.3.3, Fr, = 0.750 Strength Reduction Factor Per D.4.4, 0.650 Breakout Strength Demand, 5,707 lbs Breakout Strength Capacity, F� � Ncbg = 5,584 lbs Demand / Capacity Ratio, 1.022 OK < camin > 0 9mo ffil I STRUCTURAL ENGIN!!E �6RS JOB NAIVIE� �JV,, I �,,- 6 wA JOBNO: j'Rq,0C> ISHEET NO: ENGINEER: A Runnoe IDATE: ANALYSIS: Tle- ?-o � L-,-+ FF ;� 4 ss I N3k, (Fel ir e aa 2- JS. DYER &ASSOMTESINC. JOB NAME: Tukwila 6 Tukwila, WA JOB NO: 2015.180.00 SHEET NO: S ENGINEER: A Runnoe, P.E. DATE: 06.19.2015 ANALYSIS: Seismic Lateral I Flexible Diaphragm Continuity Tie Design In Accordance with the ASCE 7-10, Section 12.11.2.2.1 Location Ref Details 1&2/SDI.1 Wall Properties Roof Diaphragm Height Above Floor, 25.000 ft Top of Parapet Above Floor, 25.000 ft Wall Thickness, 6.000 in Concrete Unit Weight, 145 pcf Wall Unit Weight, 72.500 psf Building Width Tributary to Continuity Tie, 25.000 ft Tie Force Calculation Per ASCE 7-10 Section 12.11.2 Design Spectral Acceleration, SDe 0.945 g's Importance Factor, IE= 1.000 Seismic Design Category, D Tributary Wall Height to Roof, 12.500 ft Tributary Wall Weight to Roof, WP 906 pif Flexible Diaphragm Span, 500 ft k., 2.0 0.4'S,s-k,-IE-Wp, 685 plf 0.4*SDS*IE*Wp, 343 plf 0.2-k.-IE-Wp, 363 plf Governing Strength Level Wall Force, 685 plf Roof Tributary Roof Dead Load, 10.500 psf Max Tributary Roof Length, 180.000 ft Continuity Tie Load Cases Tributary Wall & Roof Weight, W= 69,906 lbs Per Section 12.1.3, 0.133 SDs W 8,786 lbs Based on Strength Level Wall Anchor Force, 17,128 lbs Use Strength Level Continuity Tie Force, 17,128 lbs Continunity Tie Demand Summary Exist Hardware ASD Wood Conn Capacity, 0 lbs Reduced Demands Due to Exist Hardware Steel Elements Strength Level Demand, 23,979 lbs Wood Connection ASD Level Demand, 12,234 lbs Full Demands (Exist Hardware Does Not Reduce Steel Elements Strength Level Demand, 23,979 lbs Wood Connection ASD Level Demand, 12,234 lbs Anchorage Hardware Manufacturer, Zone Four Anchor Hardware Each Side of Wood Member, T2-64-6 with (6) 1/2" Bolts Number of Anchors on Each End of Rod, 1 Number of Paired Assemblies, 1 Wood Member Thickness, 3.500 in Wood Shim Thickness Each Side, 0.000 in Anchor Rod Diameter, 0.750 Number of Anchor Rods, n 2 Hardware Anchor Offset Dimension, 1.500 in Center to Center of Anchor Rods, 6.500 in Anchor to Wood Connection Capacity Check Wood Connection Demand, 12,234 lbs Wood Connection Capacity, 18,383 lbs Demand / Capacity Ratio, 0.666 OK Wood Shim Conn Shear Capacity Req'd, 0 lbs Wood Member Tension Capacity Check (Full Demand) Wood Member Type, DF-L No. 1 Member Size, 4 x 12 Net Area, 37.406 inA2 Adjusted Allowable Tensile Stress, .1,080 psi Member Tension Demand, 12,234 lbs Member Tension Capacity, 40,399 lbs Demand / Capacity Ratio, 0.303 OK Tie Rod Tension Strength Per AISC LRFD Specifications Rod Material, Gross Area Each Rod, Nom Tensile Stress Per Table J3.2, Strength Reduction Factor, Rod Tension Demand, Rod Tension Capacity, Demand / Capacity Ratio, ASTM A307 A, = 0.442 in A 2 Fnt = 45.000 ksi = 0.750 23.979 k 0 Ag Fnt = 29.821 k 0.804 OK ON of Tukwila Allan Mayor Department of Community Development Jack Pace, Director 2/2/2016 ELEANOR ROM RE: Permit No. D15-0227 YGS WEST 6700 S GLACIER ST Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/28/2016. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/28/2016, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Ll Rachelle Ripley Permit Technician File No- D 15-0227 6300 Southcenter BoulevardSuile 4100 0 Tukwila, Washington 98188 a Phone 206-431-3670 s Fax M6431-3665 - PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0227 DATE: 09/03/15 PROJECT NAME: YGS WEST SITE ADDRESS: 6700 S GLACIER ST X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: M/ M 611� Building Division IN by� /Vm- Public Works PRELIMINARY REVIEW: Not Applicable F-1 (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved El Corrections Required F] (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Revision # before Permit Issued Revision # AM IJ14- Fire Prevention Structural F-1 after Permit Issued V L- A)//4- q-,Lf-f Planning Division Im Permit Coordinator 1:1 DATE: 09/08/15 Structural Review Required F-1 10.11% 0-3 DUE DATE: 10/06/15 Approved with Conditions W Denied F-1 (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg E] Fire Ej Plng El PW 0 Staff Initials: 12/18/2013 SAUNDERS CONSTRUCTION INC Page I of 2 Hoine Inic-io en Espafiol Contact Safety Washington State Department of Labor & Industries Claims & Insurance ISearch L&I --i 1 A-7 Index Help MY Secure LM Workplace Rights Trades & Licensing I SAUNDERS CONSTRUCTION INC I Owner or tradesperson Principals SAUNDERS, STEVEN W, PRESIDENT ZAMORA, AMBER MARIE, SECRETARY HILL, SUSAN JOAN, TREASURER CASILLAS, PATRICIA, AGENT Doing business as SAUNDERS CONSTRUCTION INC 1760 MONROVIA AVE UNIT A-1 COSTA MESA, CA92627 949-646-0034 WA UBI No. Business type 602518261 Corporation License I Verify the contractor's active registration / license / certification (depending on trade) and any past violations. ,C..o..n.s.t.,r.u,.c.t..i.o.n..,C.o.n.t..r.a.q.t.o.r Active. .. .. . ... ... .. ... ... . . .. Meets current requirements. License specialties GENERAL License no. SAUNDC1953ND Effective — expiration 0810412005— 0810412017 Bond American Contractors Indem CO $12,000.00 Bond account no. 100090721 Received by L&I Effective date 0712012009 08/0112009 Expiration date Until Canceled Insurance Zurich American Ins Co $1,000,000.00 Policy no. GL09184876 Received by L&I Effective date 04123/2015 04/01/2015 Expiration date 04/0112016 Zurich American Ins Co $1,000,000.00 Policy no. GL09184876 Received by L&I Effective date https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=60251826I&LIC=SAUNDCI953ND&SAW= 10/2/2015 Jun 18, 2015-11:42am \ysdyerdc\2015 projects\Retrofits\2015.180.00 6700 S Glacier St, Tukwta, M \Drawings\Sttuctura]kCurrent\2015.180.00.T1:dwg BUILDING CODE DATA TYPE APPLICABLE CODE FIRE PROTECTION N/A BUILDING 2012 INTERNATIONAL BUILDING CODE PLUMBING N/A MECHANICAL N/A ELECTRICAL N/A HANDICAPPED N/A OCCUPANCY GROUP UNCHANCED TYPE OF CONSTRUCTION TYPE 111-B BUILDING USE UNCHANGED ALLOWABLE FLOOR AREA CALCULATIONS UNCHANGED BUILDING ADDRESS ADDRESS TUKWILA 6 (GLACIER BUILDING) SEA02102 6700 SOUTH GLACIER STREET TUKWILA, WASHINGTON 98188 BUILDING OWNER NAME PROLOGIS ADDRESS PIER ONE, BAY ONE SAN FRANCISCO, CALIFORNIA 94111 SR. PROJECT MANAGER NAME PROLOGIS ADDRESS 12720 GATEWAY DRIVE, SUITE 110 TUKWILA, WASHINGTON 98168 CONTACT El EANOR ROMERO PHONE (206) 414-7600 BUILDING DEPARTMENT NAME CITY OF TUKWILA BUILDING DIVISION/PERMIT CENTER ADDRESS 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WASHINGTON 98188 PHONE (206) 431-3670 STRUCT ENGINEER NAME J.S. DYER AND ASSOCIATES, INC. ADDRESS 8891 RESEARCH DRIVE IRVINE, CALIFORNIA 92618 CONTACT ANDREW RUNNOE, P.E. PHONE (949) 296-8858 1 L. I � ;{ YL. ll� ,. C{ Stview I[,. -. II_ u71 1 kI_ tr �v�-��t , ! II _ ii !I ttl4 , r �11"F� �� !I� �(, traner SIv---,I- Sv1 —1�- - S1166=1-=-=,_ tth , J C' i Q dP �I�n� i + STRUCTURAL DRAWING INDEX DWG NO DRAWING TITLE T1 TITLE SHEET SN1.1 GENERAL NOTES S1.1 ROOF FRAMING PLAN SD1.1 ZONE FOUR DETAILS SD1.2 HANGER REPAIR DETAILS SP1.1 I HANGER CORROSION PHOTOS PROJECT SCOPE THE SCOPE OF WORK PROVIDED IN THESE DOCUMENTS SHALL BE CONSIDERED AS A PARTIAL AND VOLUNTARY SEISMIC STRENGTHENING, INTENDED TO IMPROVE THE SEISMIC PERFORMANCE OF THE STRUCTURE. THE SCOPE IS LIMITED TO DESIGN OF NEW WALL ANCHORAGE CONNECTIONS AND DESIGN OF CONTINUITY TIES ACROSS ROOF DIAPHRAGM WHICH MEET THE REQUIREMENTSOF THE 2012 IBC. THE DESIGN OF EPDXY ADHESIVE CONNECTIONS FOR NEW WALL ANCHORAGE TO THE EXISTING CONCRETE WALLS HAS CONSIDERED THE EXISTING CONCRETE WALL TO BE UNCRACKED IN THE VACINITY OF THE ANCHORAGE CONNECTION. DESIGN OF CONNECTIONS FOR COLLECTORS, WHERE PRESENT, USES A SYSTEM OVERSTRENGTH FACTOR (OMEGA) OF 1.00. SOLID SAWN WOOD MEMBERS ARE ASSUMED TO BE DF #1 GRADE. THIS STRENGTHENING SHOULD NOT BE INTERPRETED TO MEAN THAT EVERY ELEMENT OF THE BUILDING NOW COMPLIES WITH THE SEISMIC DESIGN REQUIREMENTS OF THE 2012 IBC_ ADDITIONALLY WE HAVE PROVIDED DOCUMENTS THAT SHALL BE CONSIDERED AS A REPAIR TO THE ROOF HARDWARE THAT HAS BEEN DAMAGED BY MOISTURE TO THE EXTENT IT HAS BEEN COMPROMISED. WE HAVE INCLUDED DETAILING TO PROVIDE ADDITIONAL SUPPORT TO SUPPLEMENT THE ORIGINAL CONNECTIONS. !if I Teasdale t� - 11521dr' � ! j( { 1 II _.:SEM, 74th= Y nton SEPAPIATE PEE PMIT PEQ, UUIRED FOR: E edwica! 81- ectricat 63*111M it Cfly ofTI REVISIONS No changes shall be made to the scope of work without prior approval of TulwAla Building Division. NOTE: i .vision u61iiI require a new plan submittal and may Irdude additional an review fees i i I� IUk_ _,T_ ——_ --- _ I-�—_-� ;I •;C Lj- �fr =- r,� ,I .�, , I I tl �s 1 , -I{ I � - .; - T -,�� J �''— . 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"'.—_.+.-. _. ..' .. 1 ' :.� I •'�V� ,. i.. ,-.-...-.WJ Ta._ y _ r r — � = Ig2rrd�- t--1 � i�! Stf. +asp =.tl,� o�`' �, tt { 11 _fit I II h 1 W, S r rf _ _ _ _- - - —,J,II r . - tr,-sue- w : -- 1=' ,- BUILDING DIVISION I 441 i 1" II It " ;..i,' � Ill li T'I I � ,�� , (f �? --- ! t ! t[�_�_ tfa tl ,F- - •r ''r CIS / - ."� — - I� 1 i I �, I . �;� ii j; i� � `�- e i'-_' �I .,_,, IL:dL. :.`. l•' v 1' _ ., •..-�..-�:�...:/. 11 ._.�.v t, =2000-f-3E . -- �. - ` 2q� F ` ...'l' <<=- (',I S =200t- I �! ]-/'�-' Y.i+l. II Ii 1 S3 _ ( r I _ _ li �I -�--- it p 'p .rl '14 ,rj• .r {G5 :.a �, ,"�.'' i, !- �U._ �j II. I ,, v It J� ge ' . The ? �i c17 --- �,r MiifY S? v j i k - -St . lgk'1_ c+�. �, , 2-. _ �. 7 -204tr bt 3+t ' �1 I - - fik}$i-S� v` _. Boeing 4 _ I J! r r f.%ji,l;la t fw ill C II s Il Ke c'�Ciil i —1 a� .,}� �i IF II -;I =11 -- — �r ! g t�.Comp'arry :i II �� I l'-i ! - ,� �) i°IaiIS . t 1 1 , a I = i. ft`1 y III =i i 1 {jk = I m 85 2 _ t - t38th =08ta=�1^ S-2U, i V 1 00. 7 !I �1! 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W- Wzz0Uj -J J Q t- Q fn 0 -i U z Z�Z U Z 0 p w z W Q J (� t- W Q z U O z o W p W U z Q In z ¢ a (A t- U U H o z � Q rf i- W W w U W z 0 m Q to o -JO0iOX < U � z WO N 00 to CD �--i � w w Q N Z t11 d' o z W - L �1 �yw Q IX U 00 [� F- � `SLU oho va a� �U) o w i-- 7 i (9 ILL 0 z p W J � D U m U) W LL{ ao U) — U 0 7 .J W L 0 III- z W (9 D J W N Q o o 3. = I- �WA �/ ) R EV IS IONS BLDG DEPT SUBMITTAL 06/19115 F.EC Ei E0 CITY OF Tur.WILA DRAWN: MT DATE: 05/09/15 SCALE: AS NOTED JOB NO.: 2015.180.00 SHEET T 1 Jun 18, 2015-11:42am 1**ev-dct2015 pmjectslRetrafitA2015.180.00 6700 S Glacier St, Tukwila, WAOrawingslSbuctura4Currentk2015.180.10.SN1.i.dwg STRUCTURAL ABBREVIATIONS @ AT AB ANCHOR BOLTS ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECTURAL BN BOUNDARY NAILING BLDG BUILDING BLKG BLOCKING BM BEAM BTW BETWEEN BOT BOTTOM CL CENTER LINE CLR CLEAR CMU CONCRETE MASONRY UNIT CNTR CENTER COL - COLUMN CONC CONCRETE CONT CONTINUOUS DBL DOUBLE DF DOUGLAS FIR DIA DIAMETER DIM DIMENSION DL DEAD LOAD DWG DRAWING (E) EXISTING EA EACH EF EACH FACE EW EACH WAY EL ELEVATION EN EDGE NAILING EQ EQUAL FF FINISH FLOOR FG FINISH GRADE FN FIELD NAILING FND FOUNDATION FT (') FEET FTG FOOTING GA GAUGE GALV GALVANIZED GB GRADE BEAM GLB GLUE LAMINATED BEAM HD HOLDOWN HDR HEADER IN (") INCH LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MEZZ MEZZANINE MISC MISCELLANEOUS (N) NEW NO NUMBER NTS NOT TO SCALE OC ON CENTER PERP PERPENDICULAR PL PLATE PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH REINF REINFORCING SIM SIMILAR STAG STAGGER STD STANDARD STIFF STIFFENER STL STEEL STRUCT STRUCTURAL THK THICK TOS TOP OF SHEATHING TOP TOP OF PARAPET TOW TOP OF WALL TS TUBE STEEL TYP TYPICAL T&B TOP AND BOTTOM UNO UNLESS NOTED OTHERWISE WP WORKING POINT ALL -THREAD ROD EPDXY ANCHORAGE NOTES 1. ROD EMBEDMENT AND DIAMETER SHALL BE AS SHOWN ON DRAWINGS. 2. ALL THREAD ROD ANCHOR ASSEMBLIES SHALL CONSIST OF AN ALL -THREADED ROD, AND A HEX NUT WITH EITHER A FLAT WASHER, OR PLATE WASHER. A LEVELING NUT IS OPTIONAL WHERE GROUT IS CALLED FOR. PLATE WASHERS, WHEN REQUIRED, ARE CALLED FOR ON THE BASE PLATE DETAILS. 3. ALL -THREAD ROD MATERIAL SHALL CONFORM TO ASTM A307, GRADE C OR ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE. 4. NUTS SHALL CONFORM TO ASTM A563, AMERICAN STANDARD HEAVY HEX. 5. FLAT WASHERS SHALL CONFORM TO ASTM F436. 6. GALVANIZED ALL -THREAD ROD ANCHOR ASSEMBLIES, WHERE CALLED FOR, SHALL UTILIZE C HAS BEEN HOT GALVANIZED IN ACCORDANCE WITH ASTM A123. ALL THREAD ROD WHICH A DIP NUTS AND WASHERS SHALL BE SUPPLIED WITH A HOT DIP GALVANIZED FINISH. THREADS SHALL BE CHASED AFTER GALVANIZING. 7. LENGTH OF ROD PROJECTION FROM THE FACE OF CONCRETE SHALL BE DETERMINED BY THE CONTRACTOR, CONSIDERING THE THICKNESS OF THE GROUT, THICKNESS OF THE MATERIAL THROUGH WHICH THE ANCHOR MUST PROJECT, WASHER THICKNESS, NUT THICKNESS, PLUS A MINIMUM OF 1/2" ROD PROJECTION BEYOND THE FACE OF THE NUT. 8. ALL -THREAD RODS SHALL BE ANCHORED INTO CONCRETE WITH ONE OF THE FOLLOWING EPDXY ADHESIVE SYSTEMS: SIMPSON SET-XP, INSTALLED IN ACCORDANCE WITH ICC REPORT ESR-2508 HILTI RE 500-SD, INSTALLED IN ACCORDANCE WITH ICC REPORT ESR-2322 OTHER EPDXY ADHESIVE ANCHORING SYSTEMS SHALL ONLY BE USED WITH THE APPROVAL OF THE ENGINEER. 9. DRILL TYPE, HOLE DIAMETER AND PREPARATION SHALL BE AS REQUIRED BY THE ICC REPORT. 10. SPECIAL INSPECTION, IN ACCORDANCE WITH CBC CHAPTER 17, IS REQUIRED DURING INSTALLATION OF ALL EPDXY ANCHORS. 11. ALL -THREAD RODS ANCHORED WITH EPDXY ADHESIVE SHALL NOT BE USED IN THE UNDERSIDE OF ROOF SLABS, OR ELEVATED FLOOR SLABS. ANCHOR EMBEDMENT PER DRAWINGS ALL -THREAD ROD DRILLED HOLE IN CONCRETE W w 2 z z O 0 Q 0 o _ O W a z ¢ WALL ANCHOR TYPICAL WALL ANCHOR EPDXY ANCHORAGE a z I NUT i p IFLAT WASHER OR PLATE WASHER i LU D_ Y a. 1 TOP OF CONCRETE ANCHOR DIAMETER PER DRAWINGS z 1 LU o co m z I w ¢ o ALL -THREAD ROD O w 1 c� a z 1 i �--- DRILLED HOLE I IN CONCRETE TYPICAL STEEL PLATE EPDXY ANCHORAGE 121 RETROFIT HARDWARE INSTALLATION 1. RETROFIT HARDWARE SHALL BE INSTALLED PER THE MANUFACTURERS SPECIFICATIONS. 2. ONE (1) PIECE OF RETROFIT HARDWARE (ZONE FOUR OR SIMPSON) SHALL BE DEFINED AS ONE (1) HOLDOWN AND ASSOCIATED CONNECTOR ELEMENTS. 3. RETROFIT HARDWARE SHALL BE INSTALLED IN PAIRS WITH ONE (1) PIECE ON THE FRONT (NEAR) SIDE AND ONE (1) PIECE ON THE BACK (FAR) SIDE OF THE SAME FRAMING MEMBER. A PAIR CONSISTS OF TWO (2) PIECES. 4. HOLES DRILLED IN WOOD MEMBERS SHALL BE BORED SMOOTH USING SHARP DRILL BITS, A PROPER DRILL SPEED, AND AN APPROPRIATE RATE OF FEED. DRILLING THAT PRODUCES A ROUGH BORE SURFACE IS NOT ACCEPTABLE. 5. HOLES IN WOOD MEMBERS FOR HARDWARE MOUNTING SHALL BE 1/32" TO 1/15' LARGER THAN THE BOLT DIAMETER. HOLES SHALL BE DRILLED SUCH THAT ONLY LIGHT TAPPING IS REQUIRED TO INSERT THE MOUNTING BOLTS. BOLTS THAT REQUIRE EXCESSIVE DRIVING IN ORDER TO INSTALL MAY SPLIT THE WOOD MEMBER. 6. HARDWARE MOUNTING HOLES IN WOOD MEMBERS THAT ARE OVERSIZED BY MORE THAN 1/8" ARE NOT ACCEPTABLE. 7. HOLES FOR HARDWARE MOUNTING SHALL BE DRILLED PERPENDICULAR TO THE FACE OF THE WOOD MEMBER AND MAY REQUIRE A JIG WHERE HARDWARE MOUNTS EACH SIDE OF A WOOD MEMBER WITH COMMON BOLTS. 8. ZONE FOUR T2 SERIES HARDWARE IS SELF -JIGGING. THE T2 HARDWARE SHOULD BE NAILED TO THE WOOD MEMBER WITH (2) 20d NAILS THROUGH THE HOLES PROVIDED AT EACH END OF THE HARDWARE UNIT. 9. HOLES IN WOOD MEMBERS THAT ARE FOR THE PURPOSE OF ALLOWING A TIE ROD TO PASS THROUGH THE MEMBER, AND NOT FOR MOUNTING HARDWARE, MAY BE OVERSIZED BY NO MORE THAN 3116" AND SHOULD ALIGN WITH THE AXIS OF THE TIE ROD. 10. TIE -ROD ANCHOR HARDWARE SHALL BE LOCATED ON THE WOOD MEMBERS SUCH THAT THERE ARE AT LEAST 8 MOUNTING BOLT DIAMETERS FROM THE END OF THE WOOD MEMBER TO THE CENTER OF THE MOUNTING BOLT CLOSEST TO THE MEMBER END. 11. TIE -ROD ANCHOR HARDWARE SHALL BE LOCATED ON THE WOOD MEMBERS SUCH THAT THERE ARE AT LEAST 4 MOUNTING BOLT DIAMETERS FROM THE EDGE OF THE WOOD MEMBER TO THE CENTER OF THE MOUNTING BOLT CLOSEST TO THE MEMBER EDGE. 12. TIE -ROD ANCHOR HARDWARE SHALL BE INSTALLED IN THE MIDDLE THIRD OF THE WOOD MEMBER DEPTH WHERE POSSIBLE. 13. TIE RODS SHALL BE INSTALLED STRAIGHT. BENT RODS ARE NOT ACCEPTABLE, UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS. 14. TIE RODS SHALL NOT BE DRILLED THROUGH EXISTING WOOD MEMBER HANGERS OR OTHER STEEL HARDWARE, UNLESS SPECIFICALLY SHOWN ON THE DRAWINGS, OR UNLESS APPROVED IN WRITING BY THE ENGINEER. 15. TIE RODS MAY BE SKEWED AT A MAXIMUM 1:12 SLOPE RELATIVE TO THE AXIS OF THE ANCHOR HARDWARE. TIE ROD ANCHOR HARDWARE MAY BE LOCATED ALONG THE MEMBER LENGTH AS REQUIRED TO GET THE CLEARANCE SHOWN ON DRAWINGS FROM WALL EDGES AND PANEL JOINTS. 16. TIE RODS SHALL BE SUPPORTED AT A MAXIMUM SPACING OF 8 FEET ON CENTER, BY PASSING THROUGH A WOOD MEMBER, OR WITH SUPPLEMENTAL SUPPORTS. 17. TIE RODS SHALL BE CONNECTED TO THE ANCHOR HARDWARE WITH A NUT AND LOCK WASHER. NUTS SHALL BE FINGER -TIGHT PLUS 1/3 TO 1/2 TURN WITH A HAND WRENCH. 18. NUTS SHALL BE INSTALLED SUCH THAT THE END OF THE THREADED ROD OR BOLT IS AT LEAST FLUSH WITH THE FACE OF THE NUT. 19. FLAT WASHERS ARE REQUIRED UNDER NUTS ATALL LOCATIONS WHERE THE NUT WOULD BEAR AGAINST WOOD. 20. TIE -RODS MAY BE SPLICED AS REQUIRED WITH COUPLER NUTS. COUPLER NUTS SHOULD BE THREADED OVER THE RODS AT EACH END UNTIL THE END OF THE ROD IS VISIBLE WITHIN THE COUPLER NUT WITNESS HOLES. 21. HOLES DRILLED IN CONCRETE OR MASONRY WALLS FOR TIE -ROD EPDXY ADHESIVE CONNECTIONS SHALL HAVE THE DEPTH AND EDGE DISTANCES SHOWN ON THE DRAWINGS. HOLE DIAMETER, CLEANOUT AND ALL INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH THE EPDXY MANUFACTURERS ICC REPORT. 22. EXISTING RETROFIT HARDWARE, WHERE PRESENT, SHALL NOT BE REMOVED UNLESS SHOWN TO BE REMOVED ON THE DRAWINGS. 23. ZONE FOUR "CINCH NUT' TAKE-UP DEVICE AT END OF SINGLE ROD WALL TIES SHALL BE INSTALLED AS FOLLOWS: A. PLACE "CINCH NUT' OVER THREADED ROD WITH WING SHAPED BEARING PLATE AGAINST WOOD PURLIN B. ENSURE THAT THREADED ROD EXTENDS THROUGH "CINCH NUT" AND AT LEAST TWO FULL ROD THREADS ARE EXPOSED BEYOND THE END OF THE NUT C. FASTEN BEARING PLATE TO WOOD MEMBER WITH (2) 1/2" x 5" LONG LAG SCREWS STRUCTURAL LUMBER 1. ALL STRUCTURAL LUMBER SHALL BE DOUGLAS FIR -LARCH AND SHALL BE IDENTIFIED, AS REQUIRED BY PS 20-70, BY A GRADE MARK OF A LUMBER GRADING AGENCY APPROVED BY THE BOARD OF REVIEW OF THE AMERICAN LUMBER STANDARDS COMMITTEE. GRADING SHALL BE IN ACCORDANCE WITH THE WWPA OR THE WCLIB. 2. ALL FRAMING MEMBERS SHALL BE AS FOLLOWS EXCEPT AS NOTED ON THE PLANS. SEE ARCHITECTURAL FOR SPECIAL S4S SELECTED APPEARANCE CONDITIONS. HORIZONTAL MEMBERS JOISTS AND BEAMS DF #1 VERTICAL MEMBERS POSTS AND COLUMNS DF #1 2 X 4 STUDS AND LARGER DF #2 3 X 4 STUDS AND LARGER DF #2 MISC & BLOCKING DF #1 3. FRAMING ANCHORS, HANGERS, STRAPS, COLUMN CAPS AND BASES, HOLDOWNS, AND OTHER FRAMING HARDWARE SHALL BE MANUFACTURED BY SIMPSON STRONG -TIE CO., INC. DESIGNATIONS SHOWN ON THE DRAWINGS ARE FROM THE SIMPSON CATALOG. FILL ALL ROUND AND TRIANGLE NAIL HOLES WITH NAILS TYPICAL. CONNECTORS USED OTHER THAN SIMPSON STRONG -TIE PRODUCTS SHALL BE AT THE RISK OF THE CONTRACTOR. THE STRUCTURAL ENGINEER DOES NOT ACCEPT ANY RESPONSIBILITY NOR GUARANTEE THAT OTHER CONNECTORS ARE EQUIVALENT IN ALL RESPECTS INCLUDING LOAD CAPACITY, QUALITY AND/OR PERFORMANCE. 4. PLYWOOD SHALL CONFORM TO THE STANDARDS SET FORTH IN PS 1-04 or PS2-10. ALL PANELS TO BE IDENTIFIED WITH A GRADE MARK OF AN APPROVED TESTING AND GRADING AGENCY. EXTERIOR GLUE SHALL BE USED. NAILING OF PLYWOOD SHALL BE APPROVED PRIOR TO COVERING OF PLYWOOD. 5. DO NOT NOTCH JOISTS, RAFTERS OR BEAMS EXCEPT WHERE SHOWN ON THE DETAILS. HOLES THROUGH SILLS, PLATES, STUDS AND DOUBLE PLATES IN WALLS SHALL NOT EXCEED 1/3 OF THE PLATE WIDTH. USE BORED HOLES LOCATED IN CENTER OF MEMBER OR USE METAL STRAP ON NEAR SIDE. 6. BOLTS IN WOOD SHALL BE NOT LESS THAN 7 BOLT DIAMETERS FROM ENDS AND 4 BOLT DIAMETERS FROM EDGES UNLESS NOTED. BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER THAN THE BOLT SIZE. 7. LAG BOLTS SHALL HAVE LEAD HOLES BORED. HOLE DIAMETER SHALL BE AS FOLLOWS: A. SHANK: SAME DIAMETER AND LENGTH AS SHANK B. THREADS: 0.6-0.75 TIMES DIAMETER OF THREAD. 8. HOLES FOR NAILS, WHERE NECESSARY TO PREVENT SPLITTING SHALL BE PREDRILLED AT A SMALLER DIAMETER THAN NAIL. 9. EXPOSED EXTERIOR NAILS AND HARDWARE SHALL BE GALVANIZED. DIMENSIONS 1. DIMENSIONS SHALL BE DEFINED TO INCLUDE BOTH HORIZONTAL DIMENSIONS AND VERTICAL DIMENSIONS (ELEVATIONS). 2. WRITTEN DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALED DRAWINGS. SUBSTITUTIONS 1. BEFORE SUBSTITUTIONS FOR ANY MATERIALS OR SYSTEMS SHOWN ON THE DRAWINGS, OR CALLED OUT IN THE SPECIFICATIONS, WILL BE CONSIDERED, THE PERSON PROPOSING THE SUBSTITUTION WILL BE REQUIRED TO SUBMIT A LETTER TO THE STRUCTURAL ENGINEER STATING THE FOLLOWING: A. THE PROPOSER AGREES TO PAY THE ENGINEER FOR THE COST OF EVALUATING THE PROPOSED CHANGE. B. THE PROPOSER AGREES TO PAY THE ENGINEER FOR THE COSTS OF CHANGING THE DRAWINGS AND DETAILS SHOULD THIS BE REQUIRED BY THE BUILDING DEPARTMENT OR SHOULD THE ENGINEER DECIDE IT IS NECESSARY FOR CLARITY. C. NET SAVINGS SHALL ACCRUE TO THE OWNER SHOULD THE SUBSTITUTION BE APPROVED. (NET AFTER ALL COSTS). GENERAL 1. THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION, INCLUDING THE SAFETY OF ALL PERSONS AND PROPERTY, AND THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL MEANS AND METHODS OF CONSTRUCTION AND SHALL TAKE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. INCLUDING, BUT NOT LIMITED TO, SHORING, BRACING, AND TEMPORARY EXCAVATIONS, AND SHALL BE IN ACCORDANCE WITH ALL STATE AND FEDERAL SAFETY REQUIREMENTS. 3. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK AND SHALL NOTIFY THE ARCHITECT AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL CLEANUP AND RETURNING THE SITE TO THE CONDITION FOUND PRIOR TO CONSTRUCTION. 5. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS BEST AS POSSIBLE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS THEY SHALL BE REPORTED TO THE ENGINEER SO THAT THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS OF DETAILS OF CONSTRUCTION SHALL NOT BE MADE WITHOUT WRITTEN APPROVAL FROM THE ENGINEER. 6. RESOLVE ANY CONFLICTS ON THE DRAWINGS WITH THE ENGINEER BEFORE PROCEEDING WITH CONSTRUCTION. 7. ALL MATERIAL AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2012 INTERNATIONAL BUILDING CODE (I.B.C.) AND SHALL COMPLY WITH AND BE INSTALLED IN ACCORDANCE WITH ALL THE REQUIREMENTS OF ALL LEGALLY CONSTITUTED PUBLIC AUTHORITIES HAVING JURISDICTION, INCLUDING ALL COUNTY AND LOCAL ORDINANCES, AND THE SAFETY ORDERS OF THE STATE INDUSTRIAL ACCIDENT COMMISSION, OSHA. 8. WHERE A SECTION OR TYPICAL DETAIL IS SHOWN FOR ONE CONDITION IT SHALL APPLY FOR ALL LIKE OR SIMILAR CONDITIONS UNLESS OTHERWISE NOTED. 9. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE AND WRITTEN CONSENT OF J.S. DYER & ASSOCIATES INC. STRUCTURAL ENGINEERS. 10. ANY REFERENCE TO THE WORDS APPROVED, OR APPROVAL IN THESE DOCUMENTS SHALL BE HERE DEFINED TO MEAN GENERAL ACCEPTANCE OR REVIEW AND SHALL NOT RELIEVE THE CONTRACTOR AND/OR HIS SUB -CONTRACTORS OF ANY LIABILITY IN FURNISHING THE REQUIRED MATERIALS OR LABOR SPECIFIED. 11. CONNECTIONS OF ALL ITEMS SUPPORTED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE DISCIPLINES WHO ARE MAKING THESE ATTACHMENTS. THESE ATTACHMENTS SHALL BE DESIGNED TO RESIST ALL GRAVITY, WIND, SEISMIC, THERMAL LOADS, ETC. IN ACCORDANCE WITH THE PROJECT DESIGN CRITERIA, SPRINKLER PIPING SHALL BE SUPPORTED AND BRACED PER NFPA-13. SUSPENDED CEILING SYSTEMS OF ACOUSTICAL TILE OR LAY -IN PANELS SHALL BE SUPPORTED AND BRACED PER ASTM C635 AND C636. 12. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE OBSERVATION OF SAFETY METHODS, BRACING OR SUPPORT AND SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION. STRUCTURAL STEEL 1. PROVIDE STRUCTURAL STEEL IN ACCORDANCE WITH THE FOLLOWING MATERIAL SPECIFICATIONS, UNLESS NOTED OTHERWISE: W AND WT-SHAPES: ASTM A992 C-, S-, M-, HP-, AND ANGLE SHAPES: ASTM A36 BARS AND PLATES: ASTM A572, GRADE 50 COMMON BOLTS: ASTM A307 HIGH STRENGTH BOLTS: ASTM A325, UNLESS NOTED OTHERWISE. HOLLOW STRUCTURAL SECTIONS (RECTANGULAR): ASTM A500, GRADE B HOLLOW STRUCTURAL SECTIONS (PIPE): ASTM A53, GRADE B 2. FOR ANCHOR BOLTS SEE DRAWING SN2.2. 3. ALL STRUCTURAL STEEL FABRICATION SHALL BE DONE IN A CITY APPROVED SHOP. 4. FABRICATE AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH ANSI/AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". 5. PRIOR TO FABRICATION OF STRUCTURAL STEEL, FURNISH SHOP DRAWINGS FOR REVIEW BY THE STRUCTURAL ENGINEER. 6. BEFORE SHIPMENT TO THE PROJECT SITE, PRIME ALL STRUCTURAL STEEL SHAPES WITH A RUST RESISTANT PRIMER. 7. AFTER ERECTION IS COMPLETE, TOUCH-UP ALL SHOP PRIMING COATS DAMAGED DURING TRANSPORTATION AND ERECTION. 8. INSTALL ALL COMMON BOLTS AND ANCHOR BOLTS AS SNUG TIGHTENED, THE TIGHTNESS THAT IS ATTAINED WITH A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF AN IRONWORKER USING AN ORDINARY SPUD WRENCH TO BRING THE PLIES INTO FULL CONTACT, UNLESS NOTED OTHERWISE. 9. ALL STRUCTURAL STEEL EXPOSED TO EARTH SHALL HAVE 3" CONCRETE COVER. RETROFIT HARDWARE AND MATERIALS 1. ALL -THREAD ROD USED AS WALLANCHOR TIES, AND ROOF CONTINUITY TIES AND STUD BOLTS SHALL CONFORM TO ASTM A307, GRADE A, OR F1554, GRADE 36. 2. HEADED BOLTS SHALL CONFORM TO ASTM A307, GRADE A. ALL -THREAD ROD WITH NUTS AND WASHERS (WHERE REQUIRED) EACH END MAY BE SUBSTITUTED FOR HEADED BOLTS. 3. NUTS SHALL CONFORM TO ASTM A563, GRADE A, AMERICAN STANDARD HEX. 4. FLAT WASHERS SHALL CONFORM TO ASTM F844. 5. CIRCULAR LOCK WASHERS SHALL CONFORM TO ASTM F844. 6. COUPLER NUTS USED TO CONNECT ALL -THREAD RODS SHALL CONFORM TO ASTM A563, GRADE A. COUPLERS SHALL HAVE WITNESS HOLES TO VERIFY THAT THE THREADS ARE FULLY ENGAGED. SIMPSON CNW SERIES COUPLER NUTS ARE AN ACCEPTABLE PRODUCT CHOICE. 7. TAKE-UP DEVICE AT THE END OF SINGLE ROD WALL ANCHORS SHALL BE ZONE FOUR CINCH NUT, SIZED TO MATCH THE ROD DIAMETER, AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS INSTRUCTIONS. BEARING PLATES FOR CINCH NUTS SHALL BE MODEL PW6 (RED) MINIMUM. 8. EPDXY ADHESIVE USED TO ANCHOR ALL -THREAD RODS TO CONCRETE SHALL BE ONE OF THE FOLLOWING EPDXY ADHESIVE SYSTEMS: SIMPSON SET-XP, INSTALLED IN ACCORDANCE WITH ICC REPORT ESR-2508. HILTI RE 500-SD, INSTALLED IN ACCORDANCE WITH ICC REPORT ESR-2322. OTHER EPDXY ADHESIVE ANCHORING SYSTEMS SHALL ONLY BE USED WITH THE APPROVAL OF THE ENGINEER. 9. "SIMPSON" PRODUCTS SHALL REFER TO: SIMPSON STRONG -TIE 5956 W. LAS POSITAS BLVD. PLEASANTON, CA 94588 (800)925-5099 10. "ZONE FOUR" PRODUCTS SHALL REFER TO: ZONE FOUR HARDY FRAME 789 SOUTH VICTORIA, SUITE 200 VENTURA, CA 93003 (951)212-3534 11. "HILTI" PRODUCTS SHALL REFER TO: HILTI, INC. 5400 SOUTH 122nd EAST AVENUE TULSA, OK 74146 (800)879-8000 PROJECT DESIGN CRITERIA 1. BUILDING CODE: DESIGN BASED ON THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE. 2. GENERAL: OCCUPANCY CATEGORY: II 3. ROOF LIVE LOADS: UNIFORM: 20 PSF (REDUCIBLE) CONCENTRATED: NONE 4. EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR, I: 1.00 MAPPED SPECTRAL ACCELERATION, Ss: 1.418 MAPPED SPECTRAL ACCELERATION, S 1: 0.529 SITE CLASS: D SPECTRAL RESPONSE COEFFICIENT, S Ds: 0.945 SPECTRAL RESPONSE COEFFICIENT, SDI: 0.529 SEISMIC DESIGN CATEGORY: D EAST -WEST SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE PRECAST CONCRETE SHEAR WALLS RESPONSE MODIFICATION FACTORS, R: 4.0 SYSTEM OVERSTRENGTH FACTOR, Qo: 1.0 REDUNDANCY FACTOR, p: 1.0 DESIGN BASE SHEAR, V: 0.236 W NORTH -SOUTH SEISMIC FORCE RESISTING SYSTEM: INTERMEDIATE PRECAST CONCRETE SHEAR WALLS RESPONSE MODIFICATION FACTORS, R: 4.0 SYSTEM OVERSTRENGTH FACTOR, Qo: 1.0 REDUNDANCY FACTOR, p: 1.0 DESIGN BASE SHEAR, V: 0.236 W ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE SPECIAL INSPECTION NOTES 1. THESE DRAWINGS HAVE BEEN PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OF THE STRUCTURAL WORK IN ACCORDANCE WITH SECTION 1705 OF THE INTERNATIONAL BUILDING CODE (IBC). 2. SPECIAL INSPECTION IS THE INSPECTION AND TESTING REQUIRED OF THE MATERIALS, INSTALLATION, FABRICATION, ERECTION, OR PLACEMENT OF COMPONENTS AND CONNECTIONS REQUIRING SPECIAL EXPERTISE TO ENSURE COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. SPECIAL INSPECTION DOES NOT INCLUDE THE STRUCTURAL OBSERVATION PERFORMED BY A REGISTERED DESIGN PROFESSIONAL REQUIRED BY IBC SECTION 1709. 3. SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THIS DRAWING AND IBC SECTION 1704, 1705, 1707, AND 1708. 4. SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION AGENCY EMPLOYED BY THE OWNER, AND NOT THE CONTRACTOR. CONTRACTOR SHALL COORDINATE HIRING THE INSPECTOR WITH THE OWNER. JOB SITE VISITS BY THE STRUCTURAL ENGINEER DO NOT CONSTITUTE A SPECIAL INSPECTION. 5. COPIES OF TEST RESULTS AND FINAL INSPECTION REPORTS SHALL BE FURNISHED TO THE STRUCTURAL ENGINEER OF RECORD IN ADDITION TO OTHER NORMAL DISTRIBUTIONS WITHIN ONE WEEK OF THE TEST OR INSPECTION. 6. THE CONTRACTOR SHALL PROVIDE THE TEST AND INSPECTION FIRM WITH A SCHEDULE TO FACILITATE THE PROPER COORDINATION OF WORK. SPECIAL INSPECTION THE FOLLOWING IS A LISTING OF THE ITEMS THAT WILL REQUIRE SPECIAL INSPECTION: REQUIRED ITEMS IF MARKED INSPECTION DURING FIELD WELDING OF SINGLE -PASS FILLET WELDS LESS THAN 5/16" LEG SIZE IN ACCORDANCE WITH AWS D1.1 AND IBC 1704.3.1. INSPECTION DURING INSTALLATION OF POST -INSTALLED ANCHORS TO HARDENED CONCRETE OR CMU IN ACCORDANCE WITH ICC REPORT REQUIREMENTS. : %VED FOR )E,P..IANCE APF GD SEP 2 4 2015 �UCZD%NG of T ukwila DIVISION I EXPIRES 8/19/1LQ 1 U ZLU LU O FZ- U W X. O 0�O z� Q uwi m 0 w- M Ca ¢ -Www a ��oov W ZZUcn 1Q- =) Q d3 -a U g z z W 0 Z c z< -pl- w U)Z rZQw0wcA ¢_ 0 0 O co W z �d=aa� 0 a Ft Z 0 F- Q _ o fn cd w w cl Z m it CO) cd Z N REVISIONS BLDG DEFT SUBMITTAL 06/19/15 LI�F:i'r SEP 01 2015 DRAWN: MT DATE: OSM15 SCALE: AS NOTED JOB NO.: 2015.180.00 SHEET SN1.1 . � i co qn i one o�i.. ii W tw co nv u u '^ w1/ LU w U Z — w� W v Z VJ c)LU -LjL: �y� Q co V 00 � Q CO (:0':) F- r- co F- 0000%% 0 LL Q z w Q W J w D U — m � OC w W co U) <C z Q _J w O F- z LU .D D ct� �_ o _O J N D f '- © co Ff Q W U) BLDG DEPT SUBMITTAL 06/19/15 �a J . Eei! CITY OFee, PERMIT CENTEB— Z-1 Q DRAWN: MT ® DATE: 0519/15 SCALE: AS NOTED 1 ■ 1•0 JOB NO.: 2015.180.00 SHEET 0 sti Jun 18, 2015-11:43am X4s*W-dc12015 pro}eG Mehofits12015.180.00 UM S Glacier St, Tukwila, WAXDrawtngsWm c r ACurrenfl2015.180.30.SP1.1.dwg z V Z U = Y ~ U' DC z 0 > w 0 0 H O p ujIL U) W Q y �aJ=WW a 0 0 Q J IR IL FW-Z¢fq � U ovaLL 0 z z z¢-0�-- W W U) c6 U �O¢D0 � tY o d cn ¢ o O(a W z w o 0 H U re Z_ Q 0co F- m CO vi 0Zp1--� v � z o N 1 r J Jun 18. 2015-11.43am X4sdyer-dc12015 prrsjec tsWWbm ts12015.180.00 6700 S Glacier St, Tukwila, WA1DraMngslShicturaltCurren92015.180.40.Sa1.2.dwg (E) PLYWOOD SHTG. X (E) GLU4 AM FOR ALTERNATE DETAIL SEE 5 (E) PURLIN ADD (N) SIMPSON HU HANGER, LEAVE (E) HANGER IN PLACE & WRAP WITH VISQUEEN AND DUCT TAPE TO PREVENT CONTACT BETWEEN THE (E) AND (N) HANGERS (PRIM TO WRAPPING (E) HANGER CLEAN AND PRIME) PURLIN HANGER CORROSION REPAIR DETAIL 3/4" = 1'-0" 141 (E) ROOF SHEATHING I (E)21/2 GLB PURLIN III II V 1 1111 , II z z t� 1 1/2-1 i ! 1 2" 4 1/2" ANGLE 3x3x112 x V-0" LG. W/ (2) 314'0 M. BOLTS BOTTOM OF (E) GLB ' WHERE REPAIR ALSO OCCURS ON THE OPPOSITE SIDE, PROVIDE ANGLE BOTH SIDES PURLIN HANGER ALTERNATE CORROSION REPAIR DETAIL 3/4"= 1'-0115 a 4" A i 2-314"0 EPDXY ANCHORS W/4" MIN EMBEDMENT --J CONCRETE WALL PANEL (E) ROOF SHEATHING (E) 4x PURLIN ,jF F_- W'I 1 V 1 1 A 1 1 1/2 ANGLE 6x4x318 x l'-W LG. W/ (2) 314'0 EPDXY ANCHORS SECTION A —A PERIMETER PURLIN HANGER CORROSION REPAIR DETAIL 3/4" = 1'-0" REPAIR PROCEDURES VENT OR REMOVE THE EXISTING FOIL INSULATION TO ARREST THE HARDWARE CORROSION, PER THE BUILDING OWNERS INSTRUCTIONS. MEMBERS AND HANGERS THAT HAVE MODERATE TO NO CORROSION REQUIRE NO REPAIR. MEMBERS AND HANGERS THAT HAVE HEAVY OXIDATION OR SEVERE CORROSION OR RUST SHALL BE REPAIRED AS INDICATED IN THE FOLLOWING NOTES. 1. SUBPURLIN HANGERS THAT HAVE HEAVY CORROSION (WHERE THE OXIDATION CAN NOT BE RUBBED OFF THE HANGER) SHALL BE REPAIRED PER DETAIL 2/SD1.2 OR ONE OF THE ASSOCIATED ALTERNATE DETAILS. 2. SUBPURLIN HANGERS THAT HAVE SEVERE CORROSION (WHERE THE OXIDATION COMPLETELY COVERS THE SURFACE OF THE HANGER) OR RUST SHALL BE REPAIRED PER DETAIL 2/SD1.2 OR ONE OF THE ASSOCIATED ALTERNATE DETAILS. 3. LIGHT GAGE STEEL PURLIN HANGERS THAT HAVE ANY RUST SHALL BE REPAIRED PER DETAIL 4/SD1.2 OR ONE OF THE ASSOCIATED ALTERNATE DETAILS. 4. HEAVY GAGE STEEL PURLIN HANGERS THAT HAVE SURFACE RUST DO NOT REQUIRE REPAIRS, CLEANING AND PAINTING IS AT THE OWNERS DISCRETION. 5. HEAVY GAGE STEEL GLB HINGES THAT HAVE SURFACE RUST DO NOT REQUIRE R PAIRS, CLEANING AND PAINTING IS AT THE OWNERS DISCRETION. 6. S B-PURLIN MEMBERS THAT HAVE BEEN DAMAGED SHALL BE REPAIRED PER DETAIL 3/SD1.2. 7. PURLIN MEMBERS THAT HAVE BEEN DAMAGED SHALL BE BROUGHT TO THE ATTENTION TO THE ENGINEER OF RECORD WHO WILL SUPPLY REPAIR DETAILING. 8.8 SEE SHEET SP1.1 FOR EXAMPLES OF REQUIRED REPAIRS. REPAIR NOTES I 1 14" (E) 2x SUBPURLIN $" �8" $" 2" @24'OC _—___________ _-__________-ttx V V V I I 1 1 1 I 1 O O O O O O O } ----t ---- (N) 2x4 CONT. LEDGER AT (E) PURLIN OR GLU-LAM MULTIPLE HANGERS W/ 16d NAILS @ 8' OC 3' LG. MINIMUM TIGHT FIT UNDER (E) HANGERS 4". 4" , , 2" (E) 2x SUBPURLIN @ 24' OC 1 REPAIR DETAIL AT SINGLE HANGER (N) 2x4 LEDGER W/ 3-16d NAILS 3' LG. MINIMUM, TIGHT FIT UNDER (E) HANGER I , / 1 IX (E) 2x SUBPURLIN 1/ It(N) 2x4 CONT. AT RUSTED HANGERS W/ 16d NAILS (E) PURLIN OR GLU-LAM 3' LG. MINIMUM, TIGHT FIT UNDER (E) HANGERS NOTE: INSTALL SNUG UNDER (E) HANGER, W/ 16d NAILS 3' LG. MIN. TO SIDE OF (E) PURLIN OR GLU-LAM. NOTE: IN LIEU OF THE (N) 2x4 LEDGER, ADD (N) SIMPSON U24R HANGER SUB—PURLIN HANGER CORROSION REPAIR DETAIL 121 3/411= 1'-0" A my OT II s --- -----------_----------------------------:--__ _BUNG c A1/ A34 EACH END (E) PURLIN (E) 2x SUBPURLIN -rc—_= (N)2x SUBPURLIN TO MATCH (E} SUBPURLIN DEPTH. ATTACH SNUG TO (E) 2x SUBPURLIN W/GLUE AND W/16d NAILS AT 4- O.C. STAGGERED SECTION A -A BROKEN SUB—PURLIN F;EPAIR DETAIL SCALE: NTS 3 U zru _ F. U o w > z 0 2 Lu 0 ¢ uat �2�_ w ¢ v� =WW it co D a W Z Z U i-�¢u�� [i z zzw0 vi za -pt— w W y U ¢:5O V p U ¢ zd0 ca¢Z wF- _¢ zd' 0 J � z W2 CL ce g��LL'Oco co Q Z Q ~ N V z REVISIONS BLDG DEPT SUBMITTAL 06/19/15 RECei;L�� r ur.11tiI A DRAWN: MT DATE: 0510 116 SCALE: AS NOTED JOB NO.: 2015.180.00 SHEET Sov D 1. 2