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Permit D16-0148 - KEY BANK - REMODEL VESTIBULE
KEY BANK 275 ANDOVER PARK W D16-0148 � � City of Tukwila • ��'" Department of Community Development • 6300 Southcenter Boulevard, Suite #S00 Tukwila, Washington 98188 '" Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov �� � DEVELOPMENT pERMIT Parcel No: 9202470010 ' ^ Permit Number: D16-0148 Address: 275 ANDOVER PARK W Issue Date: 7/28/2016 � Permit Expires On: 1/24/2017 Project Name: KEY BANK , � � ' . �� � Owner: • , . . , ', , � �.. Name; WESTFIELD PROPERTYTFIX DEPT , � Address: PO BOX 130940 , CARLSBAD, CA, 92013 Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: TOM BELL � 950 W LAMBERT RD, uNIT 14 , LA HABRA, CA, g0631 ELITE COMMERCIAL CONTRACTING INC 804 W MEEKER ST STE 201, KENT, WA, 98032 ELITECCO20CD � Phone: (562) 686-7202 Phone: Expiration Date: DESCRIPTION OF WORK: REMODEL OF ENTRY VESTIBULE TO "SECURITY ENTRANCE". Project Valuation: $11,990.00 Fees Collected: $557.86 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VB Occupancy per IBC: B Electrical Service Provided by: TUKWILA Water District: TUKWILA ,. Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: . 2015 National Electricai Code: International Residential Code Edition: . �2015 WA Cities Electrical Code: International Mechanical Code Editiori: . 2015 WAC 296-46B: Uniform Plumbing Code Edition: . 2015 WA State Energy Code: International Fuel Gas Code: 2015 Public Works Activities: � m 2014 2014 2014 2015 Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: � � Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: No Permit Center Authorized Signatur l:l/ � 1 Date: � I hearby certify that I have read and examined this permit an 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: Date: ` ��' C `-� Print Name: ����- This permit shall become nuil 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: When special inspection is required, either the owner or the registered design professional in responsible charge, shall empioy 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. .. 5: 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. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: 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, welis, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. . 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 cancei 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 shali not prevent the Building Official from requiring the correction of errors in the construction documents and other data. . 12: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 13: Maintain fire alarm system audible/visual notification. Addition/relocation of walis or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 11: 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) 14: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 10: Contact The Tukwila Fire Prevention Qureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) . 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: 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 4046 SI-EPDXY/EXP GONC CITY OF ; Community D Public Wo�ks Permit Center 6300 Southcer Tukwila, WA �� ll.A �ent Department Blvc�, Suite 100 88 .�Building Permit No. . ���� �� Project No: - : _ ` `. ; _ . .:; . �Dafe Application Accepted. � � � 'Date App�ication Expires � � ` _ (For'off'ice use �onlv) _ TRUCTION PERMIT APPLICATION �ns and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fa�c. # *Please Print* "` SITE;LOCATION � . . - Site Address: 2�5 Andover Tenant Name: Key Bank PROPERTY OWNER � ` Name: �A? WESTFIELD Address: 11601 WILSHIRE ciry: LOS ANGELES st CONTACT PERSON ,- person t� communication: Name: TOM BELL Address: 950 W LAMBERT Ciry: LA HABRA St Phone: �562) 686-7202 Fa Emait: TOM �HTJGLOBA Company Name: ELITE CO: Address: g04 W MEEKER City: �NT ' Phone: �253) 893-3100 � Contr Reg No.: ELITECCO20( Tukwila Business License No.: W VD CA z'p� 90025 �ivmg all pro�ecf' _ tD., iJNIT 14 e' CA Z'p' 90631 � (800) 693-3959 RNiATION . ,:`'�' ;; . . ::: �:::. CONTRACT 1NC e: WA Z'p' 98032 � (253) 893-3101 Exp Date: 02/06/2017 1 ICing Co Assessor's Tax No.: 920247001 � Suite Number: Floor: 1 New Tenant: ❑ .....Yes � ..No H:�ApplicetiomlFortns-Applicatiore On Line�20t 1 Appfii�stions�permit ppplicatpon Revi�d _ g.g.tl.doac � sea: a„�,ss xoi � , Page 1 of 4 BUILDING PERMLT INFO Valuation of Project (contractor's Describe the scope of work (pleas � � ���z v� Will there be new rack storage? � ►TIO�..-. �,206=431-3570 . ` . -' id price): $ ����� Q Existing Building Valuation: $ provide detailed information): �� i � L--, i�.! i� V G� 5T; b� 1- l� �t o r�� C t,► r�� � e Yt r�� C�', ❑.....Yes m.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Foofage Below" _ - Additi :' ; ': • Exis �iustin • Inferior Remodel Stru< 1��loor �..;: ':: � 5,476 �� Q. � 0 2°. Floor � 3 . �loor ' � � Floors thru j � Basement . � � r��a.c��viy auu��urc Aitached Garage .; : : . . . Detached Garage . ": Attached Carport . Detached Carporf , .•. : Covered Deck ' - UncoVered Deck .. � �� 11J ■ G � � � o Type of Type'of Construction per Occupancy per; •`New . .., IBC' IB'C ' 0 � V I B PLANNING DIVISIDN• 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" ex lain: ..... , P � ....... Sprinklers � Wil] there be storage or use of flamn If "yes', attach list of materials SEPTIC SYSTEM ❑.......On-site Septic Systen Department. Automatic Fire Alarm ❑ .......None , ❑ .......Other (specify) :, combustible or hazardous materiais in the building? ❑....... Yes �.......No storage locations on a separate 8-1/2" x 11 " paper including quantities and Material Safety Data Sheets. For on-site septic system, provide 2 copies of a current septic design approved by King County Health H:�AppticarionslForms�Applicatiore On Line1201 I Applicarion5lPamit Applicetion Revised - 8-4-i t.dooc Revised: August 201 I � Page 2 of 4 Ah ! PUBI.IC WORKS PERMIT �fiNFO� .�ATIC)N 2Q6-433-017$ ; .} .� : t _ . . :. , , . �. - , , ,,� , ,.., ,. :, ; .. _.. __.. . :: Scope of Work (please provide detailed information): Call before you Dig: 811 . Pli,a�.ase refer to Public Works Builetin.#l. for fees and,estimate,shee� ' Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline ❑ .. Renton ❑ ... Water Availability Provided Sewer District ❑ ...Tukwila ❑... Vailey View ❑ .. Renton ❑ .. Seattle ❑...Sewer Use Certificate ❑.�. Sewer Availability Provided Seatic Svstem• ❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. ❑...Civil Plans (Maximum Paper 5ize — 22" x 34") ❑ ...Technical Information Report (S#orm Drainage) ❑ ...Bond ❑ .. Insurance I ❑ .. Easement(s) U...Right-of-way Use - IVonprofit fo'r less than 72 hours ❑ ...Right-of-way Use - No Disturbailce ❑ ...Conshuction/ExcavationlFill - R�ght-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic ❑ ...Total Fill cubic ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Prob ❑ ...Permanent Water Meter Size..._ ❑ ...Temporary Water Meter Size.._ ❑ ...Water Oniy Meter Size............_ ❑ ...Sewer Main E�ctension .............P ❑ ...Water Main Extension .............P FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ... Water ❑ ... Sewer Monthlv Service Bitlin�to: Mailing Address: Water Meter Refund/Billine: Mailing ❑ .. Geotechnical Report ❑ ...Tr�c Impact Analysis ❑ .. Maintenance Agreement(s} ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑.. Right-of-way Use - Profii for less than 72 hours ❑ .. Right-of-way Use — Potenrial Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑.. Abandon Septic Tank ❑.. Grease Interceptor ❑ .. Curb Cut ❑ .. Channelization ❑ .. Pavement Cut ❑ .. Trench Excavation ❑.. Looped Fire Line ❑.. Utility LJndergrounding Water _ „ ,> iblic ❑ iblic ❑ � WO# WO# WO# Private ❑ Private ❑ ❑ ... Deduct Water Meter Size " Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone:. City Day Telephone: Ciry State Zrp State Zip H:�Applications�Fo�ms-App6cations On Line12011 ApplicationslFe`mi[ App6cation Revised - 8-9-tl.dces Revised: August 2011 � Page 3 of 4 bh , Y } Vaine of Co�struetion — In all cases, a` aatue of construction amount should be entered by the applicant. 'Fhis figure will be reviewed and is subject to possible revision by the Peimit Cent�r to cottiply with ceurent fee schedules. Eapiration of Plan Review — Applications for w$ich no gernnt is issued within 180 days following the date of application shall expire by Iimitation_ 'The Building Qffieial may g�ant one or more e�ctensions of time for additionai }�eriods not exceeding 90 days eaeh. The extension shall be requested in �vriting and justifiable cause demonstrated. S�tion 105.3.2 Intematioual Building Code {current edition}. i HEREBY GERTff�'Y THAT I HA.VE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE 'fRUE UNDER PENALTY OF PERJLTiiS' BY TH� �AWS QF "THE STATE OF WASHINGT(3N, AND I AM AUTHORiZED TO AI'PLY FOR THIS PERMIT. BIIII.DING R.OR AUTHO ZE AGENT: �'" 2"' �� Signahzre: ��'�� Date:'' ���._ Thomas J. Sell Day i'eiephone: t�2� 686-7202 MailingAddress: 950 V1l Lam�ert Road Uni# 14 La Ha�ra CA 9Q631 � k -. H:1A�plications\Fornxs-Applisarions On L'me520d I Revised: Anguet ZOt 1 bh � � - 8A-Il.da� City State 2ip S� Page 4 of 4 �ALUATION FOR ADDING (t) SAFETY ENTRANeE Location Name KeyBank - Andover Park Construction Company - HTJ Global, Inc. Location Address 275 Andover Park W Prepared By Tom Bell Location City, State, Zip Tukwila, WA 98188 Phone 562.686.7202 CONSTRUCTION COMMENTS: Valuation of installing (1) Safety Entrance Amount Code Description $750 1000 Pre-Construction Work $0 2000 Site Work $10,200 3000 General Construction $0 4000 Marketing / Signage $0 5000 Bank / Security Equipment $0 6000 ATM Installation $0 7000 Office Equipment $0 8000 Furniture/Acessories $0 8500 Furnishings $0 9000 Telecommunications $0 9500 Contigency / Logistics $10,950 PROJECT SUB-TOTAL $1,040.25 PLUS 9.50% Tukwila WA SALES TAX $11,990.25 PROJECT BUDGET TOTAL Date Paid: Wednesday, July 27, 2016 Paid By: TOM BELL Pay Method: CREDIT CARD 07104G Printed: Wednesday, July 27, 2016 2:22 PM 1 of 1 ���� SY57EM5 Date Paid: Wednesday, June 08, 2016 Paid By: THOMAS BELL Pay Method: CREDIT CARD 010131 Printed: Wednesday, June 08, 2016 11:04 AM 1 of 1 ���'�� SYS7EM5 INSPECTI(�N RECORD �/ Retain a copy wii�h permit �� b��l y�5 INSPECTION N0. PERMIT N0. �°' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 9818$ (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per appiicable codes. � Corrections required prior to approvai. COMMENTS: . � � � i9'�-- nspector: _�Z- � REINSPECTION FEE REQUIREQ. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedute reinspection. lNSPECTION RECORD Retain a copy with permit ' �� INSPECTION N0. PERMIT N0. CITY OF TUKWIl.A BUILDING DIVISION 6300 5outhcenter 81vd., #100, Tukwila. WA 98188 (Z06) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicable codes. � Corrections reyuired prior to approval. COMMENTS: �- — � ' � i r o,� s pector: I/Cl� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 10Q. Catl to schedute reinspection. 1NSPECTI4N RECORD Retain a copy with permit ���! �1� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila. WA 9818$ (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 5outhcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD �� � Retain a copy with permit ������� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 � Approved per applicabte codes. � Corrections required prior to approvai. COM MENTS: pector: Date: �/� /� � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedute reinspection. INSPECTION RECORD � � Retain a copy with permit �� ��y� INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 �Approved per applicable Codes. i�Gorrections required prior to approval. � REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Calt to schedute reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER ".. , t��!., �' � I � � �, PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /�'.. p ; Type of Inspection: �� t�---C-�O � r/1 �'� P,vt%a� �� � �t Address: ` Suite #: �� Special Instructions: ` Approved per applicable codes. Contact Person: Phone No.: � Corrections required prior to approval. COMMENTS: , , 4-- �.- { ,��� �- � rJ� � Go�vr� � f� o� vr a f� �.� Govr� t�{� � w�a � t� vy�c �.a rr "'" f.� �-,� fOV��� . : - Needs Shift Ins Fire Alarm: Monitor: �l/� Permits: � � � Sprinklers: -'� Hood & Duct: Pre-Fire: Occuqancv Tvpe: Inspector: �ry� ��"' - � Date: �l�y�/� � 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: Address: Companv Name: State: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 PROFESSIONAL SERVICE INDUSTRIES, INC. Special inspection Daily Fieid Report CUENT: (�J Frt j G lJ � I PROJECT: (/P.�/ E� awi'L. '� �-� C;�Gt�n'✓ (�.. ✓�L ❑ Professional Service Industries, Inc. 1�J_ Professional Service Industries, Inc. 24113 56th Avenue W. � 10025 South Tacoma Way, #H1 Mountlake Terrace, WA 98043 Tacoma, WA 98499 Phone: (425) 248-240D Fax:(425)248-2401 ORDER NO.: DATE U-1_?,(� ���y Phone:(253)589-1804 Fax:(253)589-2136 ���.� � t:�a_�, These test results apply onty to the specific locations and materials noted and may not represent any other locations or ele�ations. This report may no[ be reproduced, except in futl, without written permission by Protessional Service Industries, Inc. ICC SP, Rev. 01126/10 PROFESSIONAL SERVICE INDUSTRIES, INC. Special Inspection Daily Field Report CLIENT: ��% <<� C� 1�� �, r, j PROJECT: i Cc �� I;.,� t= r=, n c1 c v t� �' r<_ Y k_ ❑ Professional Service Industries, Inc. � Professional Service Ind�sfries, Inc. 24113 56th Avenue W. 10025 South Tacoma Way, #Ht Mountlake Terrace, WA 98043 Tacoma, WA 98.499 Phone:(425)248-2400 Phone:(253)589-1804 Fax:(425)248-24D1 Fax:(253)589-2136 VVVRI� IJRUCK IVV.: ��(,1 ? ��-� �,' p,� _ L � DATE: 0 -�- - �_ �1 - I in General Contractor: �-� 1� G-� 1e �^-°� Permits: Weather: , ; ����,✓ T e of Inspection Performed ❑ Reinforced Concrete ❑ Structural Masonr �� y❑ High Strength Bolting ❑ Fireproofing �� New Inspection ❑ Re-Inspection ❑ Reinforcing Steel ❑ Soils ❑ Welding Q'� Other Standby Time: Fieid Observations 8� Comments $,� Special Inspection ❑ Continuous ❑ Periodic Location�s)/ltem(s): � Afl('�;Cv�� �,\cw' �c, � , 4�Y � P ��'c���tiGP Referenced DetailslDrawings: � ,� CC. j» C��,c Y-� {=C�r U �I � �" .�l e U ,c �. ��C �-�r � . Remarks: �t1 1�e G.��k G��c,v� � � ��1 U�"�'�' �7� n��"�'7iv�1 +Or t�c wiunC�'1 �C`} �a Gro..L a,,nc �1cr •- J ��'��"). `:�1 /C' Q; e%•YICj/H'"�Y', ll�7C(� 1..._iCY� I�I' j J�y't t�.1PC'��; `'�LiC%�C.Y) rnL��C�cC�S W e; e �1.�� {�,\Ie c� �,'��r 3�� �-� � iv r�-��. .� -�P ^, `� �..� c., � �-�.:k� � t 1 �;� � s` e c� i-�-ze S�;ec Cj-� 2a F�t 1b5 ��' i�,�.�.t1-'�icv� ra �r. , To the best of PSPs knowledge, the work inspected to the approved construction documents aire: � Conforming ❑ Non-Conforming Inspector: �-y-� G,.-� �,� Inspector Cert No.: � Jobsite Representative: These test results apply only to the speci(ic locations and materials noted and may not represent any other locations or elevations. This report may not be reproduced, except in full, wi�houi written permission by Professional Service Intlustries, Inc. ICC SP, Rev. 01l26110 � Double Arch Design Kurt Ditt�nar, architect 23827 Sof'ie Rd Monroe, WA 98272 � Tel: 425�327-4�59 Email: Dit88x�,�,v►�ildblue.net .11nr�) 1 � �n� c i �$'�s c�� �`Z 1 �, c� 1 � .l^°�%d. ' • .. ' F�.::e>'�1'' . Proj�ct: Key B�,an�C; "=�enant improvement. 275 Andover �ark W Renton WA �� .. , ER Report CITY C�� ����ILA JUN 0 91016 PERMtI' CENTER /! . tcc-Es Eva�uation Report ESR-2427 Reissued Augusf 2014 This report is subject to renewal IVovember 1, 2015. www.icc�s.ora �(800) 423-6587 �(562) 699-0543 A Subsidiary of the /nterrrationa/ Code Council� D{VlSION: 03 00 00—CONCRETE Sectian: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 0519—Post-installed Concrete Anchors REPORT HOLDER: ITW RED HEAD ° 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 www.itw-redhead.com techsuaqort[�itwccna. cam ADDITIONAL LISTEE: ITW BRAPIDS 955 NATIONAL PARKVUAY, SUITE 95500 SCHAUMBURG, IILINOIS 60173 (877)489-2726 www.itwbrands.com EVALUATION SUBJECT: ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHORS, STAtNLESS STEEL TRUBOLT+ WEDGE ANCHORS AND CARBON STEEL OVERHEAD TRUB�LT+ WEDGE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, and 2006 International Building Code� (IBC) ■ 2012, 2009, and 2006 lnternational Residential Code� (1 RC) Prop�rty evaluated: Structural 2.0 USES The carbon steel and stainless steel Trubolt+ Wedge Anchors and 3/s-inch-diameter (9.5 mm} carbon steel OVERHEAD Trubolt+ Wedge Anchor are used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight and sand- lightweight concrete having a specified compressive strength, f�, ranging from 2,500 psi to 8,5d0 psi (97.2 MPa to 58.6 MPa}. The carbon steel Trubo9t+ Wedge Anchors with diameters of 3/s inch (9.5 mm), '/2 inch {12.7 mm) and 5/s-inch (15.9 mm) and the carbon steel OVERHEAD ala-inch-diameter (9.5 mm) are used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight or sand-lightweight concrete over steel deck having a minimum specified compressive strength, f �, of 3,000 psi (20.7 MPa). The Trubolt+ Wedge anchors comply with anchors as described in Section 1909 of� the 2012 IBC, and Section 1912 of fhe 2009 and 2006 IBC. The anchors are aiternatives to cast-in-place anchors described in Section 1908 of the 201� BC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitte;d in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 RED HEAD Carbon Ste��l Trubolt+ Wedge Anchor: The RED HEAD Trubolt+ Wedge Anchor is a torque- controlled, wedge-type mechanical expansion anchor, available in 3/8-inch (9.5 mm), '/Z-inch (12.7 mm), 51$-inch (15.9 mm) and 3/4-inch (19.1 Inm) diameters. The Trubolt+ Wedge Anchor consists of a high-strength threaded anchor body, expansion clip, hex nut and washer. The anchor body is cold-formed from low carbon steei materials conforming to AtSI 1015 or AISI 1018 with mechanicai properties (yietd and ultimate strengths) as described in Tables 3 and 4 of this report. The zinc plating on the anchor body complies with AJTM B633 SC1, Type III, with a minimum 0.0002-inch (5 �m) thickness. The expansion clip is fabricated from low carbon steel materials conforming to AISI 1020. The standard hexagonal steel nut conforms to ANSI B18.2.2-6a and the washer conforms to ANSf/ASME B18.22.1 1965 (R9981). The Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at the far end. The expansion clip is fo�rr►ed around the anchor, just above the wedge. The exp�nsion clip consists of a sptit cylindrical ring with underc�atting grooves at the bottom end. During torquing of th� anchor, the grooves in the expansion clip are designeci to cut into the walls of the concrete hole as the wedge portion of the stud is forced upward against the interiar of the clip (U.S. patent nos. 7,744,320 and 7,811,037). The Trubolt+ Wedge anchor is illustrated in Figure 1 of this report. 3.2 RED HEAD Stainle�s Steel Trubolt+ Wedge Anchor: The RED HEAD Truboli+ Wedge Anchor is a torque- controiled, wedge-type mechanical expansion anchor, ICC-ES Evaluation Reparts are not to be construed as representing aesihetics or any od�er attributes nor specffically addressed nor are they to be constnted as an endorsement of the subject of the repon or a recommendation for its use. There is no warr¢nty by ICC Eraluadon Service, LLC, e�cpress or implied as to any finding or other �saner in thrs report, or as to urrv praduct cwered by the report. Copyright O 2014 ��riiii� m�m� ""'"� Page 9 of 15 ESR-2427 I Most Wide/y Accepted and Trusted Page 2 of 15 available in 'h-inch (12.7 mm) and 5/8-inch (15.9 mm) diameters. The Trubolt+ Wedge Anchor consists of a high- strength threaded anchor body, expansion clip, hex nut and washer. The anchor body is cold-formed from AISI 7ype 316 stainless steel materiais with mechanical properties (yield and ultimate strengths) as described in Tables 5 and 6 of this report. The expansion ctip is fabricated from Type 316 stainless steel materials. The Type 318 stainless steel hexagonal steel nut conforms to ANSI B18.2.2-65 and the AISI Type 316 stainless steel washer conforms to ANSI/ASME 618.22.1 1965 (R1981). The Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at fhe far end. The expansion clip is formed around the anchor, just above the wedge. The expansion clip consists of a split cy(indrical ring with undercutting grooves at the bottom end. During torquing of the anchor, the gro�ves in the expansion clip are designed to cut into the walls of the concrete hole as the wedge portion of the stud is forced upward against the interior of the clip. The Trubolt+ Wedge anchor is illustrated in Figure 1 of this report. 3.3 OVERHEAD Trubolt+ Wetlge Anchor: The OVERHEAD Trubolt+ Wedge Anchor is a torque- control{ed, wedge-type mechanical expansion anchor, available in 3/8-inch (9.5 mm) diameter. The OVERHEAD Trubolt+ Wedge Anchor consists of a high-strength threaded anchor bady, expansion clip, coupling nut and washer. The anchor body is coid-formed from low carbon steel materials with the mechanical properties (yield and ultimate strengths) as described in Tables 3 and 4 of this report. The zine plating on the anchor body complies with ASTM B633 SC1, Type III, with a minimum 0.0002 inch (5 Nm) tttickness. The expansion clip is fabricated from low carbon steel materials. The coupling nut consists of Grade 2 steel with 3/8" -16 threads throughout the length of the nut. The washer complies with ANSI/ASME 618.22.1 1965 (R1981). The OVERHEAD Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at ihe far end. The expansion clip is formed around the anchor, just above the wedge. The expansion Gip consists of a split cylindrical ring with undercutting grooves at the bottom end. During torquing of the anchor (using coupling nut), the grooves in the expansion clip are designed to cut into the walls of the concrete hole as the wedge portion of the anchor body is forced upward against the interior of the clip (U.S. patent nos. 7,744,320 and 7,811,037). The OVERHEAD Trubolt+ Wedge anchor is illustrated in Figure 2 of this report. 3.4 Concrete: Normal-weight and sand-lightweight concrete must comply with Sections 1903 and 1905 of the IBC. 3.5 Steel Deck Panels: Steel deck pane{s must comply with ASTM A653, SS Grade 40 (minimum), and must have a minimum 0.034inch (0.864 mm) base-metal thickness (No. 20 gage). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 Generaf: Design strength of anchors in accordance with the 2012 IBC, as well as Se�tion R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report, Design sfrength of anchors in accordance with the 2009 !BC and Section R301.9.3 of the 2009 tRC must be in accordance with ACI 318-08 Appendix D and this report. Design strength of anchors in accordance with the 2006 IBC and Section R301.1.3 o;F the 2Q06 IRC must be in accordance with AC1318-05 Appendix D and this report. Design parameters are based on the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, eaccept as required in ACi 318 D.3.3. Strength reduction factprs, �, as given in ACI 398-11 D.4.3 (ACI 318-08 and -05 D.4.4) must be used for load combinations calculated in accordance with Section 16052 of the IBC and Section 9.2 of ACI 318. Strength reduction . factars, �, as given in ACI 31'8-11 D.4.4 (ACI 318-08 and -05 D.4.5) must be used for load combinations calculated in accordance with ACI 318 Appendix C. The value of f � used in calculations must; be limited to 8,a00 psi (55.2 MPa), maximum, in accordance with ACI 318-11 D.3.7. Strength reduction f�ctors, �, corresponding to ductile steel elements may be used except for the carbon steel 3/a-inch-diameter (9.5 rrfm) anchors loaded in shear, which have a strength reduG�tion factor corresponding to brittle steel elements. 4.1.2 Requirements for Static Steel Strength in Tension, Nse: The nominal static steel strength of a single ancho� in tension, NSe, calculated in accordance with ACI 318, Section D.5.1.2, is giv�n in Tables 3 or 5 of this report. 4.1.3 Requirements for �tatic Concrete Breakout Strength in Tension, N�,, 'N�by: The nominal conccete breakout strength of a single �anchor or a group of anchors in tension, N�b or N� respectively, must be calculated in accordance with ACI 318 �.5.2, wifh modifications as described in this section. The values of f� used for calculation purposes must not exceed 8,000 psi (55A MPa). The basic concrete breakout strength of a single anchor in tension, :Nb, must be calculated in accordance with ACI 318 D.5.2.2, using the vafues of he� and k�� as given in Tables 3 ar 5 of this report. The nominal concrete breakout strength � in tension in regions where analysis indicates no cracking �n accordance with ACI 318 D.5.2.6 must be calculated with w�,N = 1.0 and using the value of k,,,,�, as given in Tables 3 or 5 of this report. For anchors installed in tt�e so�t of sand-lightweight or nom'�al-weight concrete-fiNed steel deck floor and roof assemblies, as shown in Figure 7, catculation of the concrete breakout strength : in accordance with ACI 318 D.5.2 is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Npn: The nominal pullout strength of a singte anchor in tension in accordance with ACI 318 D.5.3 in cracked and uncracked � conerete, Np,G or NA,,,,,�,, respectively, is given in Tables 3 or 5 of this report. For all design cases, w�,P = 1.0. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in tension must be calculated according to Eq-1,. Np, f•� = Np,cr 2,500 ilb, I' Psi) (Eq-� ) f�c Np,f•� = Np,cr 17.2 �N, I�APa) In regions where analysis indicates no cracking in accordance with ACI 318: D.5.3.6, the nominal pu0out strength in tension must be �atculated according to Eq-2: Np��-� = Np,uncr 2,500 (!b, psi) (EQ-2) ESR-2427 I Mosf Widely Accepted and Trusted Page 3 of 15 f_� assembiies, ihe ancf�ors mas�t be installed in accordance Np,f� -Np,uncr �� 2(�1, MPa) with Figure 7 of this report and tfie minimum anchor spacing along the flute must be the greater of 3hef or 1.5 where values for Np,�� or NP,,,,,�, are not provided in Tabfes 3 times the flute width. � or 5 of this report, the pullout strength in tension need not 4.1.9 Requirements for Cpitical Edge Distance and be evatuated. Splitting: In applications where c< c�� and suppiemental The nominal puliout strength in tension of the anchors instailed in the soffit of sand lightw�ight or normal-weight concrete on steel deck floor and roaf assemblies, as shov+m in Figure 7 of this report, is given in Table 9. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of Np,d�,�� must be substituted for IUP,a and the value 3,000 psi or 20.7 MPa must be substituted for 2,500 psi or 17.2 MPa. in regions where analysis i�dicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension must be calcutated according to Eq-2, whereby the value of Np,aeck,uncr must be substituted for NP,unc� and fhe value 3,000 psi or 20.7 MPa must be substituted for 2,50Q psi or 17.2 MPa. 4.1.5 Requirements for Static Steel in Shear, Vsa: The values of Vsa for a single anchor given in Tables 4 or 6 of this report must be used in lieu of the values of Vs� derived by calculation according to ACI 318 D.6.1.2. The shear strength, Vse,deck, of anchors installed in the soffit of sand lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 7 of this report, is given in Table 9 of this report. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, V�b or V�ay: The nominal static concrete breakout strength in shear of a single anchor or a group of anchors, V�b or V�v�, must be calculated in accordance with ACI 318 D.6.2. The basic concrete breakout strength in shear of a single anchor in cracked concrete, Vb, must be calculated in accordance with ACI 318 D.62.2 using the value of d8, given in Table 2 of this report, and the value le, given in Tables 4 or 6, must be taken no greater than he� In no cases must le exceed 8de. For anchors installed in the soffit of sand lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 7, calculation of the concrete breakout strength in accordance with ACI 318 D.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength of Anchor in Shear, V�p or V�pg: The nominal static concrete pryout strength in shear of a single anchor or groups of anchors, V�P or V�py, must be calculated in accordance with ACI 318 D.6.3, modified by using ihe value of k�P provided in Tables 4 and 6 of this report and the valus of IV�b or N�ny as calculated in Section 4.1.3 of this report. For anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figure 7 of this report, catculation of the concrete pryout strength in accordance with ACI 318 D.6.3 is not required. 4.9.8 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Values of s,„�„ and cmrn as given in Table 2 of this report must be used in lieu of ACI 318 D.8.1 and D.8.3. Minimum member thicknesses, hm�n, as given in Tabtes 2 through 6 of this report, must be used in lieu of ACI 318 D.8.5. For anchors installed in the so�t ot` sand-lightweight or normal-weight concrete on steel deck floor and roof reinforcement to control spiititing of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, caiculated according to AGI 318 D.5.2, must be further muftiplied by the factor 4��,,N given by Eq-3: ; ��R,N = C / Ca� (Eq-3) whereby the factor 4��,nr need not be taken as less than 1.5het � Cac� For all other cas�s ��A,rv = 1.0. Values for the critical edge distance ca� musfi be taken from Tables 3 or 5 of this report. � I 4.1.10 Requirements for Sei�mic Design: 4.1.10.1 General: For loald combinations including earthquake, the design mus� be performed according to ACt 318 D.3.3. For the 20N2 IBC, Section 1905.1.9 is omitted. Modifications to ACk 318 D.3.3 must be applied under Section 1908.1.9 of' the 2009 IBC or Section 1908.1.16 of the 2006 IBC, as applicable. The nominal steef strength and the nominal concrete breakout strength for anchor� in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated �ccording to ACI 318 D.5 and D.6, respectively, taking int� account the corresponding values given in Tables 3 and 4 or Tables 5 and 6 of this report. The carbon steel '/rinch- 5/s-inch- and 3/a-�nch-diameter (12.7, 15.9 and 19.1 mm) anchors, along with the 3/e-inch- diarneter (9.5 mm) anchor laaded in tension, camply with ACI 318 D.1 as ductile s;teel elemerrts and must be designed in accordance withi ACI 31 &11 D.3.3.4, D.3.3.5, D.3.3.6, or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5, or D.3.3.6; or AC1 318-05 D.3;3.4 or D.3.3.5, as applicable. The carbon steel 3!$-inch-diaeneter (9.5 mm) anchor loaded in shear must be designed in accordance with ACI 318-11 D.3.3.5.3, ACI 318-08 D;3.3.5 or D.3.3.6 as brittle elements, or ACI 318-05 D.3�.3.6 as brittle steel elements. The stainless steel 'Iz-inch (12.7 mm) and �/s-inch (15.9 rnm) anchors comply'� with ACI 318 D.1 as ductile steel elements and must be designed in accordance with ACI 318-11 D.3.3.4, D.3.3.5:, D.3.3.6, or D.3.3.7; ACI 318- 08 D.3.3.4, D.3.3.5, or D.3;3.6; or AGI 318-05 D.3.3.4 or D.3.3.5, j 4.1.10.2 Seismic Tension: ;The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated according to ACI 318 D.5.1 and D.5.2, as described in Sections 4.'1.2 and 4.1.3 of this report. In accordance with ACI 318 �.5.3.2, the value for nominal putlout strength tension for!seismic loads, Ney or NP,dec�c,cr, given in Table 3, 5 or 9 of this report, must be used in lieu of Np. The values of Ne4 must be adjusted for the concrete strength in accordance with,Eq-4: Ne4,f�� — Neq �00 (Ib, Psi) �Eq-`�) �e9',f�� Nep 17.2 �N, MPa) The value of NP,d�a must be calculated accoMing to EQ-4, whereby the value 3,000 psi or 20.7 MPa must be substituted for 2,500 psi or 17.2 MPa. �ESR-2427 I Most �delyAccepted and Trusted i Page 4 of 15 If no values for Neq are given in Tables 3 or 5, the static design strength values govern. Section 4.9.4 provides additional requirements. 4,1.10.3 Seismic Shear. The nominal concrete breakout strength and pryaut strength for anchors in shear must be calculated according to ACI 31$ D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance witM ACI 318 D.6.1.2, the value for nominal steel strength in shear for seismic loads, Vep, or VSe,deck� given in Tabies 4, 6 or 9 of this report, must be used in lieu of Vsa. 4.1.111nteraction of Tensite and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 D.7. 4.1.12 Requirements for Sand Lightweight Concrete: For ACt 31&11 and ACf 318-08, when anchors are used in sand-lightweight concrete, the modification factor aQ or A, respectivety, for concrete breakout strength must be taken as 0.6 in lieu of ACI 318-11 D.3.6 (2012 IBC) or ACI 318-08 D.3.4 (2009 IBC). In addition, the pullout strength NP,uncr, and Neq must be multiplied by 0.60, as applicable. For ACI 318-05, the values Nb, N�, NP,uncn and Vb determined in accordanee with this report must be multiplied by 0.60, in iieu of ACI 318 D.3.4. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck floor and roof assemblies, this reduction is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: For anchors designed using load combinations in accordance with IBC Section 1605.3, allowable loads must be estabtished using Eq-5 and Eq-6: Tairowed�,aso = �Nn� � iEQ-5) and Vai�owaar�.aso = �V,J p (Eq-6) where T��are,nso = Allowable tension toad (Ibf or kN). Vanowaar�,aso = Allowable shear load (Ibf or kN). �INr, = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D with amendments in Section 4.1 of this report, or Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. �V„ = Lowest design strength of an anchor or anchor group in snear as determined in accordance with AC! 318 Appendix D with amendments in Section 4.1 of this report, or Section 1908.1.9 of the 2009 IBC, or Section 1908.1.16 of the 2006 IBC, as applicable. a = Conversion factor calculated as a weighted average of the (oad factors for the controlling load combination. In addition, a must inGude all applicable factors to account for nonductile failure modes and required over-strength. An example of altowabte stress design values for illustrative purposes is shown in Table 7 of this report. 4.2.2 Interac#ion of Tensit� and Shear Forces: in lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction must be calculated as foliows: i For shear loads V 5 0.2 V�rawan�a, ASD� the fuli allowable load in tension, Ten�,�,1e, ASD, �nay be taken. For tension loads T 5 0.2 T8„oWaa�a, ,aso, the full allowable load in shear, Ve,�W�,�, qSD, may be taken. For all other cases, Eq-7 ap�plies: I TlTauowab�e, aso + V1Venowa,n�, nsti � 1.2 (Eq-7) For the OVERHEAD Triabott+ Wedge Anchor, the influence of bending on the tension capacity when loaded in shear must be considered. � � 4.3 InstaNation: Instaliation parameters are provided in Tables 2 and 8 and Figures 4, 5, and 6 of this report. Anchor locations must comply with this report and Ithe plans and specifications approved by the code oKcial. The Trubolt+ Wedge Anchors must be installed according to Il1Ms published instructions and this report. i Holes must be predri�led in concrete with a compressi;ve strength from 2,500 to 8,500 psi (17,2 to 58.6 MPa) at tirne of installation, using carbide-tipped masonry drill �bits manufactured within the range of the maximum and rr�inimum drill tip dimensions of ANSI Standard B212.15-1994. The nominai drill bit diameter must be equal to ihat of the anchor size. The minimum drilled hole depth, ho, must comply with Tabte 2 of this report. Embedment, spacing, edge distance, and minimum concrete thickness must comply with Table 2. The predrilled holes must i�e Geaned to remove laose particles, using pressurized �ir or a vacuum. For the RED HEAD Trubolt+ Wedge Anchor, #he hex nut and washer must be assembled on the end of the anchor, leaving the nut flush with the end of the', anchor. For the OVERHEAD Trubolt+ Wedge Anchor, the coupling nut and washer must be assembled on the end of, the anchor to obtain at least '/z inch (12.7 mm) thread engagement on the anchor). The anchors must be hammered ! into the predrilled hote to the required embedment depth ih concrete. Where a fixture is installed, the anchors must be hammered through the fixture into the predrilled hoCs to the required embedment depth irrto the concrete. The;nut must be fightened against the washer until the specified torque values listed in Table 2 are achieved. For installation in the soffit'�of sand-lightweight or normal- weight concrefe on steel de,ck floor and roof assemblies, the hole diameter in the st�el dedc must not exceed the diameter of the hole in the concrete by more than '!a inch (3.2 mm). For member thickness, edge distance, spacing restrictions, and installation5 torque values for installation into the soffit of sand lightweight or normal-weight concrete on steel deck floor and roof assemblies, see Figure 7, Table 8, and Section 4.1.8 of this report. 4.4 Speciallnspection: , Periodic special inspection is required, in accordance with Section 1705.9.1 and TabEe 1705.3 of tne 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 20Q6 IBC. The special inspector must make periodic inspectaons during anchor instaHation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, drill bit type, hole dimensions, hole cleaning' procedures, edge distance, anchor spacing, concrete , member thickness, anchor embedment, tightening torque, and adherence to the manufacturer's published installation instructiorts. The special inspector must be present as often as required in 'ESR-2427 � Most WidelyAccepted and Trusted Page 5 of 15 i accordance with the statement of speciai inspection. Under the IBC, additional requirements as set forth in Sections 1705, 1706, and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Trubolt+ Wedge Anchors described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions. 5.1 The anchors must be installed in accordance with !TW's published instructions and this report. In case of conflicts, this report governs. 5.2 Anchor sizes, dimensions, and installation parameters are as set forth in this report. 5.3 The anchors are limited to ins#allation in cracked and uncracked, normal-weight or sand-lightweight concrete having a specified compressive strength, f �, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchors may also be installed in cracked and uncracked normal-weight or sand-lightweight concrete over profile steel deck having a minimum specified compressive strength, f�, of 3,000 psi (20.7 MPa). 5.4 The values of f� used for calculation purposes must not exceed 8,000 psi (55.0 MPa). 5.5 SVength design values must be established in accordance wi#h Section 4.1 of this report. 5.6 Allowable design values must be established in accordance with Section 4.2 of #his report. 5.7 Anchor spacing, edge distance, and minimum member thickness must comply with Tables 2 and 8 and Figures 4, 5, and 6 of this report. 5.8 Prior to instaltation, calculations and details justifying that the applied loads comply with this report must be submitted to the code official for approval. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjeeted to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.10 Anchors may be instat[ed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fr > f�), subject to the conditions of this report. 5.91 Anchors may be used to wind or seismic fon this report. 5.12 Where not otherwise Wedge Anchors are resistance-rated cons ane of the following cc ■ Anchors are used � only. ■ Anchors that su envelope or a fire-� protected by � materials, or have t fire exposure in standards. ■ Anchors are elements. 5.13 Use of the zinc plated, � to dry, interior locations. resist short-term loading due , subject to the contiitions af d in the code, Trubolt+ ed for use with fire- provided that af least is fulfilled: resist wind or seismic forces t a fire-resistance-rated ance-rated membrane are ved fire-resistance-rated evaluated for resistance to �rdance with recognized to support nonstructural steel anchors is limited 5.14 Special inspections are'', provided in accordance with Section 4.4 of this reaort. 5.15 The anchors are manufactured in the USA; under a quality control program VNith inspections by ICGES. 6.0 EVIDENCE SUBMITTED ; Data comptying with the ICC-ES Acceptance Criteria for Mechanical Anchors in Conc�ete Elements (AC193), dated June 2012, editorially revised Apri12014, for use in cracked and uncracked concrete, �inGuding optional tests for seismic tension and shear; profile steel deck soffit tests; and quality control documentaUon_ 7.0 IDEPITIFICATION The anchors are identi characteristics and the an identification marking stamp in Table 1 of this report. ' identification marking under illustrated in Figure 3 of this installation for verification. P anchor name, material (cart the manufacturer's name (11 ITW Bui�dex) and addres: number (ESR-2427). d by their dimensional or size, and by a length on the anchor, as indicated : anchors have the length :d on the anchor head, as port, and this is visible after cages are identified with the or stainless) type and size; Red Head, ITW Brands, or and the evaluation report � ESR-2a27 I Mosr wedge and Trusted hex nut fuily threaded stud __ ___.. __-1 .� .i} �, � S`,+,;�3 S�a " .'f.. '_" i"r +u s'�5�.:` �t T"r"9$*� �S'e?:t'Ea�'�v��F�,!A�'�§' ,� .* expansion clip t washer FIGURE 1—ITW RED HEAD TRUBOLT+ WEDGE ANCHOR {Carbon and Stainless Steel) � �expansion clip washer FIGURE 2—OVERHEAD TRUBOLT+ WEOGE ANCHOR tength code �;: �> �Ji�� �'dog point TABLE 1—LENGTH IDEPITIFICATION MARKINGS� j LENGTH ID MARKING ON ANCHOR HEAD j (inches) C D E F G H I J K ' L M From 2/2 3 3/Z 4 4/2 5 5/Z 6 6'!Z 7 7/ Up to, but not including 3 3'/2 4 4'/2 5 5/z 6 6/Z 7 7 Iz 8 For SI: 1 inch = 25.4 mm. 'Figure 3 shows a typical marking. � �� . � ,� �-�,.���.���_� � �' � � �� ��rt��� � ��r'� � � "s.,;: ��;>,,�^. i :• r •- � • 6of15 8 $'/z � /� 9 ESR-2427 ( Most Widel and Trusted I TABLE 2-1TW RED HEAD TRUBOLT+ WEDGE ANCHOR AND OVERHEAU'TRUBOLT+ WEDGE ANCHOR INSTALLATION INFORMATION (CARBON STEEL AND STAINLESS STEEL�' I NOMINAL ANCHOR DIAMETE� (inch) 7of15 PARAMETER NOTATION UNITS 31g ��y I 5�g 3�4 Anchor outer diameter de[do]3 inches 0.361 0.5 �1.615 0.7482 Plominal carhide bit d� inches 3/s '/z I 5�8 3�4 diameter Effective embedmerrt p�B� inches 15/8 2 3'l4 231a 4'�a 33�4 depth Minimum anchor h�� inches 2 2'/2 331a 3'�a 43�4 43�e embedment depth Minimum hole depth' ho inches 2'la 23/a 4 3'lx�, 5 45Ig Minimum concrete1 hmrn inches 4 5 4 6 6 8 6� 6'la 7 8 member thickness Critical edge distance' ce� In. 5 3 6 6 7'/Z 6 7'/Z� 6'/: 12 10 Minimum anchor In. 3'/z 2'/2 6 53/4 4 5'/4 8 6 6 6 spacing' Smfi Minimum edge �n, 3 6 7'!z 5 7'IZ 7'/Z distance2 Cmin Minimum averail anchor �a� inches 2'/Z .33Iq 4'/Z 4'/:, 6 5'!Z length Installation torque T,�n ft-Ib 30 45 ; 90 110 Minimum diameter of dh inches 'Iz I 5�g 3%q ��8 hole in fastened part For SI: 1 inch = 25.4 mm, 1 ft-tb = 1.356 N-m. � 'Siainless steel anchors are available in'/Z-inch and 518-inch-diameters. The OVERHEAD version is available' in a carbon steei 3/e-inch- d'�ameter. ZFor installation of the carbon steel anchors in the soffit of concrete on sieel deck floor or roof assemblies, se�e Figure 7. Anchors in the lower and in the upper flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. In addition, anchors must have an �ial spacing aiong the flute equal to the greater af 3ha, or 1.5 times the flute width. 3The notation in bradcets is for the 2006 IBC. 0 � U Qi torque= Tmst (approx. 3 ta 5 iurns} .1'` � � p �y .4 `%'' � .O � ` . ^ . Q 'G ^ .(�. �p � l�. ,��; C S+ FIGURE 4—ITW RED HEAD TRUBOLT+ WEDGE ANCHOR (INSTALLI:D) i ( ESR-2427 � Most WidelyAccepted and Trusted � p.� 9. U c. a r' �r n. q 0.9 -O D a� V O�b- O 1„ �_1° . _'. . 0 u. A t n P� q. � g�. .q a �' G' C+ o S% x 3 "p..� Q.; $;. �, r�y _ . 0 � q � � o ��.CI' p 0 G y p p � C+ . p O ' z� � aC� p�4 � 0 9 � N JO O o II �� ,.4 �o 0 4 :� ,� dbif --°-�-�. V p R1 n a C � d .�� '. p:.Q' � d� O �c 'J- .. o.op�a.p6 .. °� ��y ..° . C, . _ � '., J O O- G � 'n o � G�.a C�a '�.. , �'.�q o p� � O C�� Gl- G 4' s1' t� � It c tarque=T�nst � (appmx. 3 to 5 tums) o v a � .� '`V . CG'4 § o p �y n 4 D c G '�' 9 �- o , o�'.a.a �---�- � V d p � C . G � N b � II o� � �p L n Q 4v c N FIGURE 5-�OVERHEAD TRUBOLT+ WEDGE ANCHOR pNSTALLED), $�a ��CH NOMINAL ANCHOR �IAMETER (d,) �:,r;`=� .;,�•,•, � � ��. F,,. ` � � l'�' A;„ � , r.. ,r � v:o o . � a �� , � o. , a _ .� o a o.. aD-p o:. o,..o Q 4 '� o o., oa..o A oq o o: �po. o.rt O f' Q". 2S; �', : b; �' '. 2Y C�. D•, �Q�; '1 o- Q o ', o p, p,.o ; o p. o,:.° �j :° p; o:��!i a`sD � a'O.`� pO U�� b� p a�o0 '.O 9 4 4� -. � `� o� 'o.o' 1 'o�.a a o�e�� 2 a�'.o . �ci 3 � o. � :oa 1. Select alcarbide drill bi# with a diameter equal to the anchor diame� hole 114 deeper than �nchor embedment. ; 2. Clean hole with pressurized air or vacuum to remove any excess d i 3. t�sing the washer and nut provitled, assemble the anchor, leaving r� ha�f t�rn from the end af anchor ta protect ihreads. Qrive anchor th fixture to be fastened until washer is flush to surface of fi�ture. 4. Expand �nchor by tightening nut to the specified setting tor�ue (ap tums)• , FIGURE 6—INSTALLATION INSTRUCTIONS .�_,..,, , >oo;ri 4 : Driil /d�bris. one ugh �x 3-5 8of15 �SR-2427 I Most Widely Accepted and Trusted TABLE 3—ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE APICHOR APJD OVERHEAD TENSION DESIGN lNFORMATION''�'3�' NOMINAL ANCHOR DIA� CHARACTERISTIC SYMBOL UNITS 3�8 ��2 Anchor category 1, 2 or 3 — 1 1 Minimum effective embedment depth Minimum concrete mem thidcness Criticai edge distance Minimum s ec�ed ield hef Iil. �ISIg `Z 3��q hm�n �n. 4 5 4 6 6 c8� In. 5 3 6 6 7'/Z p y f strength Y Minimum speafied uiGmate f stren th "� Effective tensile stress area q58,N (Ase� neck Steel strength in tension N�, SA Strength reduction factor � for tension, steel fai4ure � Effectiveness factor - uncracked wncrete Effectiveness factor - crecked concrete Modification factor for cracked and uncracked concrefe5 Strength reduction faetor ¢ for tension, concrete failure modes, Condition B° Puflout strength, uncracked concrete Pullout strength, cracked concrete Puliout strength for seismic loads Strength reduction factor � for tension, pullout failure modes, Condition B° Auiai stiffness in service , load range in uncracked kuna �. w�,N � Na,a,k, Np,cr Nea � Q(/IICf Data for Steel Strengths – Tension psi 60,000 55,Q00 psi 75,000 75,000 in2 0.056 0.119 Ibf 4,200 8,925 — 0.75 0.75 Data for Concrete Breakout Strengths in Tension — 24 24 — 17 17 — � �.o ► �.o — � 0.65 I 0.65 Ibf See Footnote 7 See Footnote 7 6,540 Ibf See Footnote 7 See Footnote 7 Ibf ► See Footnote 7 I See Footnote 7 — I See Footnote 7 I 0.65 _ Additional Anchor Data __ Ibf /in 100,000 250,000 8 6 Page 9 of 15 IOLT+ WEDGE ANCHOR t (tnch)e g�8 ^3�4 1 1 i3�4 41�4 33�4 6 6'/4 7 8 �/z 6'/2 12 10 55,000 75,000 0.183 13,725 0.75 55,000 75,000 0.266 19,950 O.i5 24 24 17 17 �.o �.o 0.65 I 0.65 5,430 8,900 See Foatnate 7 See Footnote 7 See Footnote 7 See g,715 See Footnote 7 idtnote 7 � � 0.65 See Footnote 7 i ! 250,000 250,000 I load range in cracked I Q�, I Ibf /in I 40,000 I 20,000 I i 20,000 I 20,000 � concrete For SI: 1 inch = 25.4 mm, 1 inz = 645.16 mm2, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf � 102fin = 17,500 N/m. i 'The data in this tabie is intended to be used with the design provisions of ACI 318 Appendix �; for anchors resisting seismic load combinafiions, the additional requirements of ACI 318 D.3.3 shali appiy. Zinstailation must comply with the manufacturers printed installation instructions and details. 3The 3/8-,'/Z-, 5/8-, and 3/4-inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D.1. "All values of � apply to the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. tf the load combinations of Appendix C are used, then the appropriate value of q must be determined In accordance with ACI 318-11 D.4.4 (ACI 318-08 and -05 D.4.5). For insfallations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate � factor must be determined in accordance with AC1318-11 D.4.3 {ACI 318-08 and -05 D.4.4). SFor all design cases 4��,N = 1.0. The appropriate effectiveness factor for cracked concrete (4ca) or uncracked concrete (k„��,) must be used. BThe actual diameter for the 3/8-inch diameter anchor is 0.361 inch, for the 5/a-inch diameter anchor is 0.615-inch�, and for the 3/a-inch diameter anchor is 0.7482-inch. i �Anchor pullout strength does not control a�chor design. Determine steel and concrete capacities on►y. BThe notation in brackets is for the 200B IBC. sThe OVERHEAb version is available in a carbon steel3/�-inch-diameter only. � ,, , ESR-2427 I Mosf WidelyAccepted and Trusted Page 10 of 15 TABLE 4—ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD 1'RUgpLT+ WEDGE ANCHOR SHEAR DESIGN INFORMATION''�''� CNARACTERI3TIC SYMBOL UNITS NOMINAL ANCHOR DIAN@ETER (inch)$ 3/8 ',Z I 6�8 s�4 Artchor category 1, 2 or 3 — 1 1 � 1 Minimum effective embedment depth Minimum concrete member thickness Critical edge distance Minimum specified yieid strength Minimum spec'rfied ultimate strength Effective shear stress area (thread) Steel strength in shear, uncracked or cracked concretes Steel strength in shear - seismic loads Strength reduction factor � for shear, steel failUre modes° hef in. 15/a 2 3'/a flrmn Ifi. 4 5 4 6 6 $ c� In. 5 3 6 6 7'/2 6 Data for Steel Strengths – Shear fy psi 60,000 55,000 f�re psi 75,000 75,000 A�.vlA:sl' in2 0.075 0.142 V� Ibf 1,830 5,175 Veq I Ibf I 1,545 � 5,175 � I — I 0.60 I 0.65 Data for Concrete Breakout and Concrete Pryout Strengths – 1 23/a 4'/4 g3/4 6 6'/4 7 g 71�z 6�/z 12 10 55,000 55,000 75,000 75,000 0.217 0.332 8,955 14,970 8,955 11,775 0.65 � 0.65 Coefficient for --� pryout strength k°p '"" �•0 1•� 2.0 2.0 2.0 Load-bearing length of _ anChor �e in 15/e 2 3�/a 23t4 4�/4 33/4 Strength reduction factor ¢ for shear, concrete failure � — 0.7o Q.70 0.70 modes, Condftion B° ' 0.70 For Si: 1 inch = 25.4 mm, 1 in2 = 645.16 mm2, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 102fin = 17,500 Nfm. 'The data in this table is intended to Be used with the design provisions of ACI 318 Appendix D; for anchors resisting seismic load Zcombinations, the additionat requirements of ACI 318 D.3.3 shalt apply. installation must comply with the manufacturers printed installation instructions and details. 3The'1r, 5!�-, and 3/,-inch diameter Trubolt + Wedge Anchors are ductile steet elements as defined by AC1318 D.1. The 3!8' diameter TruboH + is considered brittle under shear toading. 9All values of � apply to the load combinations of IBC Section 1605.2, ACI 318 Section 9.2. if the load combi�ations of ACI 318 Appendix C are used, the appropriate value of ¢ must be determined in accordance with ACI 31 &11 D.4.4 (ACI 31 &08 �nd -05 D.4.5). For installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present; the ap�ropriate � factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). � SThe actual diameter for the 3/e' diameter anchor is 0.361-inch, for the 6/a' diameter anchor is 0.615-inch, and for the 3!a' diameter anchor is 0.7482". �Steei strength in shear values are based on test results per ACI 355.2, Section 9.4 and must be used for delsign. The notation in brackets is for the 2006 IBC. e'The OVERHEAD version is available in a carbon steel %-inch-diameter only. � . ESR-2427 I Most Widely Accepted and Trusted � Page 11 of 15 TABLE 5—iTW RED HEAD STAINLESS STEEL TRUBOI.T+ WEpGE TENSION DESIGN IIdFORMATiON''�'' CHARACiERISTfC • - ' .� , NOMINAL ANCHOR DIAMETER (inch)8 � SYMBOL UNITS � 'z �. � '/2 6/8. r - Mchor category 1 2 or 3 G . ` `51 _ .� `` � _ ° , ' .� Minimumeffective her `�In `�2 ` � 3'1, 23/a ' '4'�a � . ' ,embedmenf'de th : • :. � . _ : ..� : .. ..: . . - - Mm�irium concrete • ��r ' � , i hmfi • In 4 6< 6 8 �6 6/e _ .. member thickiiess. , :'' : I •, Critical;edge tliStance = c� , `: In . .:..'' 6 :�. 6 .. . '7��2 .. 6 ���z ' 6��2. � Da#a for 5teel Strengths<- Tension � 1 : Minimum specifled y�eld �y�', ; ps� �` 65 000 `. � s 65 000 :stren th ; , , : Minimum spee�fied f�e '. psi ,100 000� � 100 U00 ", uitimate..stren th . . ;'; .... y . „ , , - .' .. ,.. ..: ,: ._ _.. ..,., : . .. _ . . . ..: . . �_. _ • . : - Effect�ve tensile stress A'R ` � m2 ` ' a, 0119 < , 0183 � a`'rea neck �"� `� ' _ _ � _ r, a - Steel strength in:'tension . N� � Ibf � b , `11,900 ' ` � 18;300 � ,. _,•. . : _ .,. �t_: ..�:.:. , ,_ . ,. , �, ; . ., :. Strength reduction factor � } � ¢ for'tension ,�steel �, 4� � 75 J 0 �5 � , , , " fiailure,modes" ` ' _ , �:. :- , �, ., _ . � • , �, .� � � .;. -„r ' �' ' - � : ,; r . ,_ .,� ; s . , . . �. . _ . , _.. . .. _ . _ . _ ` < �;- := ' rData;for Concrete Breakout Strengths in 7ension, � . �. � � � : � � ,. �- Effecfiveness factor ° ' ' � ku;,a ; ti - o uncr'�cked cgnarete ' 2q � 24 Effectideness fiactor k�� '� 17 ' + � � � y7 ` cracked concrete �, Modification factor for �, � 1 � ! c"racketl and uncracked : W�� � � � ' 1� ` ' r, �. -concretes y;` t _ Strength reduction fado,r � , � ¢ for;tensian, concrete'," 065�' _ A_65 , failure modes Gonddion � � � � � � .. : ,, , B ` " � . •. ; � � - � Data for Pullout Strengths � � Pullout strength ' ` ' � '' � _ t ,:. ,; IVp;,,,,� �: Ibf See: Footnote 7 6 540 `.. .� 430: =8 900 -- uncracked concrete : � Pullout-strength; cracked NP� ibf ' �, r "Se� Footnote 7 'Y � ,: See Footnote 7 concrete � ' .. -_ .: 3 ),' ',l f:� + ' .(: Pullout strength for `� .�N� ,• ibf :I ,: �•2 345 ? t ` See �ootnote 7 � . ` See Footnote 7 . ` seismic loads - { 5trength reduction facibr f ` for tension; ulloyf ; `K � 6:65 �� . . , P , ':� 0 65:� failure:modes, Condition � , , ; a B - << 7 Adtlitional Anchor Dafa ' - Axiaf sUffness•.in service ' ' � ` load range in uncracked Q,,,,�, ' Ibf rn , r' 250 000 � ` 250 000 :� concrete ' y Axial,"stiffness;:in service � , 20,000 load:range in: cracke8 �;�QG ibf /in ZO 000 , '; • concrete •, ; ,;;. � : ' ' ;� ,'' :' : '` . '' ' ,: _ -.. , . _ . p - . .:: . , ,... For Sf: 1 inch - 25.4 mm, 1 m2 - 645.16 mm2, 1 Ibf 4.45 N, 1 si - U.006895 MPa, 1 Ibf • 102fin 17,500 i!m. 'The data in this table fs intended to be used with the design provisions of ACI 318 Appendix D; for ancho � resisting seismic load combinations, the additional requirements of ACI 318 D.3.3 shail apply. Zlnstalla6on must compty with the manufacturers printed installation instructions and details. 'The'/r and 5/�-,inch dlameter Trubolt + Wedge Anchors are ductile steei elements as defined by ACI 318 D.1. "All values of �apply to the load combinations of IBC 5ection 1605.2 or ACI 318 Section 9.2. If the load combinations of Appendix C are used, the appropriate value of � must be determined in accordance with ACI 318-11 D.4.4 (ACI 318-OS and -05 D.4.5). For instaliations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate � factor must be determined in accordance with AC1318-11 D.4.3 (ACI 31&08 and -05 D.4.4). � SFor all design cases 4��,N =1.0. The appropriate effectiveness factor for cracked concxete (k«) or uncracke�N concrete (k,,,�) must be used. sThe actual diameter for the 5/�-inch diameter ancho� is 0.615-inCh. ' 'Anchor pullout strength does not control anchor design. Detertnine steei and concrete capacities onry. i 81'he notation in brackeis is for ihe 2006 IBC. j � ESR-2427 I Most �delyAccepted and Trusted � _ Page 72 of 15 TABLE 6—ITW RED HEAD S�'AINL"ESS SiE�I TRUBOLT+ WEDGE SHEAR OESIGN IMFORMATION''Z'' CFIARACTE�21S1'IC ;, r �SYAIIB�L�' =UNITS �" L '' � NOMINAL ANCHOR DIAME7�R (inch)5 S ,y , , �5,_ t l Ix; IB�. r,., < -� , , _.. < .: ,, , Rnchor cafegory 1�2 or 3 1 � 1 ' Miriimum effective `. � �,,h�, In `� 2 f� 3'l4 2�/4 �. � 4'/4 'embedment depth. � r � � � Mimmum concrete ` � • . + „ J '+ '' 'member ttiickness s hm'" �n 4 ; 6 8 8 �6 6/a , ; . . _ ', :. . , ,, _ � . . ,_ . ...., � � , , GMical edge`;tlistance �. � �<c� ln 6 ' '6 4 ;,� 7'/Z 6 '�'/a ', ':6'/Z � _ f ' � Data for Steef:.Strengths Sfiear Mirnmum specified y�eld , f,. ,� psi `� , ,65 OOQ a 65;000 'strength � . , �. , . . •. . : . ,; .. . . . _ , -:,_ . , _ � , Mirnmum speGfied ;' .'.�� , pSil , ` 100 000 `- 100;000 ' ultimete st�ength - f Effe"cbve shear stress '' qse,v IAae�'' �'inz � r t 0142� ` � � 0 217 , - area {thread) ? � � , � 3 ',. Steel.`strength in shear; • � 5 : _ unc�acked or.craciced' �VaB , Ibf `' j 7 265' t �I 10 2.15 conciete6 , � ? 3 , . = . , Steel :strength in shear'- .,VeQ Ibf '- ' S 805 8,105 � 5 ss seismic:loads r, : � ' } ; Strength reduction factor -' - ` �, fo�'shear,stee� failure � `s 0 65': " �:65 mod�$" ' r, E , �� , � ;.,. ,: , .: . � � . ,: „ r<,F � � Data for Concrete Breakout and Concrete PryouE Strengths Shear � Coeffiuent for pryout` '�� , 1 0 2.0 ( 2 0 suen'gth ° , , ,.: r.� � Loacl beanng°I�ngth of � '` ` ; �a . �� + ` anchor . le . m.: p 3:/a �/a .` d�a .� Strertgth reduetion factor ' ; • � .¢ for shear;�concrete '� � r� 0 70; 0 70 faifu�e modes;:Condition. �,. .. B4-:: � � �„ '�: �. � `, . �. � � � � .. : , ' � ;;, � ; �,." . , . .�.:.• � -, - _': � ; _ . �. ,,. ._ _'.. .��. �.. ` _._. . . . �_. .,..• - For SI: 1 inch = 25.4 mm, 1 in2 = 645.16 mm2, 1 Ibf 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 102fin 17,5a0 i/m. 'The data in this table is intended to be used with the design provisions of ACI 318 Appendix D; for anchors� resisting seismic load combinations, the additional requirements of ACI 318 D.3.3 shall apply. Zlnstallation must compty with the manufacturers printed installalion instructions and details. 3"fhe'/r and 5/�-inch diarrieter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D.1. °All values of � apply to the load combinations of IBC SecUon 1605.2 or ACI 318 Section 9.2. If the load combinations of Appendix C are used, the appropriate vatue of � must be determined in accordance with ACI 318-11 D.4.4 (ACI 31&08 and -05 D�.4.5). For installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate ¢ factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). I SThe actual diameter for the 5/a' diameter anchor is 0.615-inch. BSteel strength in shear values are based on test results per ACI 355.2, Section 9.4 and must be used for design. 'The notation in brackets is for the 2006 IBC. ( Cl�y Qf T�l��%r�El Allan Ekberg, Mayor Department of Community Qevelopment - Jack Pace, Director January 11, 2018 Tom Bell 950 W Lambert Rd, Unit 14 La Habra, CA 90631-8911 RE: Request for Extension #3 Permit Number D16-0148 Dear Mr. Bell, This letter is in response to your written request for an extension to Permit D 16-0148. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through July 28, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, � Rachelle Ripley Permit Technician File: Permit No. D 16-0148 Tukwila City Halt • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Websi#e: TukwilaWA.gov Thomas Bell 950 W Lambert Road Unit 14 La Habra, CA 90631-8911 Date: January 3, 2018 To: City of Tukwila — Ms. Rachelle Ripley Permit Technician From: Tom Bell 950 W Lambert Road # 14 La Habra, CA 90631 RE: Permit # D16-0148 - Permit Extension Request Ms. Rachelle Ripley, In response to your letter written on December 1, 2017 regarding the permit disposition of Permit # D16-0148, we would like to apply to have our permit extended for six months for the following KeyBank location. We anticipate getting ready for final inspection in early Spring 2018. KeyBank — Andover Park Branch 275 Andover Park W Tukwila, WA 98188 'PERMIT # D16-0148 Sincerely, i�vBank Locationc' yBank Andover Park 5 Andover Park'� kwila, WA rmit # D16-0148. Sincerely, Tom Bell Cell (562) 686-7202 Fax (800) 693-3959 Email: tom@issarausa.com FiECEIVED C1TY OF TUKWILA JAN 0 4 2018 PERMIT CENTER Requ�st for Extensio� _ # /,� �urrent Expiration 7ate: � �� I� Extension Request: �Approved for �_ days / ❑ Denied (pro��ide eaplanaticn) SignatureiI 'tials �J,�V�14LA �yq� o! y�1 ,�� �oJ a 1408 12/1/2017 City of Tukwila Depa�tment of Community Development TOM BELL 950 W LAMBERT RD, UNIT 14 LA HABRA, CA 90631 RE: Permit No. D16-0148 KEY BANK 275 ANDOVER PARK W Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director 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 1/28/2018. 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 neec� 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 1/28/2018, 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, W� achelle Ripley Permit Technician File No: D16-OI48 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 � Fax 206-431-3665 July 5, 2017 Tom Bell Citv of iukvu�la Department of Community Development - Jack Pace, Director 950 W Lambert Rd — Unit 14 La Habra, CA 90631-8911 RE: Request for Extension #2 Permit Number D16-0148 Dear Mr. Bell, Al(an Ekberg, Mayor This letter is in response to your written request for an extension to Permit D16-0148. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through January 28, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D16-0148 Tukwila City Ha(! • 6200 Southcenter Bou(evard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov n , Thomas Bell 950 W Lambert Road Unit 14 La Habra, CA 90631-8911 Date: June 26, 2017 To: City of Tukwila — Ms. Rachelle Ripley Permit Technician From: Tom Bell 950 W Lambert Road # 14 La Habra, CA 90631 RE: Permit # D16-0148 - Permit Extension Request Ms. Rachelle Ripley, In response to your letter written on June 5, 2017 regarding the permit disposition of Permit # D16- 0148, we would like to apply to have our permit extended for six months for the following KeyBank location. KeyBank—Andover Park Branch 275 Andover Park W Tukwila, WA 98188 PERMIT # D16-0148 Sincerely, KevBank �ocation: REC�IVED Cl�Y QF TUKWILA 5 Andover kwila, WA� rmit # D1E � Sincerely, JU�. ��� 2017 �'ERMiT CEtVTER Tom BeII Cell (562) 686-7202 � � Fax (800) 693-3959 �; Request for Extension #�. Email: tomCalissarausa.com �urrent Expiration Date: � Extension Request: � Approved for � days ❑ Denied (p-ovide explana:ion) �/ �'�, Signature/Initials ---��� � — - __— -- / i 6/5/2017 City of Tukwila Allan Ekberg, Mayor Department of Community Development �a�k Pa�e, Director TOM BELL 950 W LAMBERT RD, UNIT 14 LA HABRA, CA 90631 RE: Permit No. D16-0148 KEY BANK 275 ANDOVER PARK W Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspectio❑ 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 7/28/2017. 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. 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 7/2812017, your permit will become null and void and any further work on the project wil] require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, � ac elle Ripley Permit Technician File No: D16-0148 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 � Phone 206-431-3670 • Fax 206-431-3665 January 10, 2017 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Tom Bell 950 W Lambert Rd, Unit 14 La Habra, CA 90631 RE: Request for Extension #1 Permit Number D16-0148 Dear Mr. Bell, This letter is in response to your written request for an extension to Permit D16-0148. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through July 28, 2017. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ������ �' ����' �, � Rachelle Ripley Permit Technician File: Permit No. D16-0148 � 1 � W:�Pernzrt Center�Ekiensior2 Letters�Permits�2016�D16-0070 Perrnil Extension #l.dncx , 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT EXTENSION REQUEST Date: December 26, 2016 To: ity of Tukwila Dept. of Community Development 6300 Southcenter Blvd Suite 100 Tukwila, WA 98188 RE: Permit Extensions for ermit # D16-0148 ocation: KeyBank 275 Andover Park W Tukwila, WA 98188 Attention: s. Rachelle Ripley, Dear Ms. Ripley, I would like to submit this letter as our intent to seek an extension to our ermit # D16-0148 for another 6 Months. We are planning on getting this location ready for final inspections in early first quarter of 2017. We do understand that in order to receive an extension that our request must be provided in written form. Please accept this written form and confirmation of the extension for this KeyBank location in Tukwila. f � - - Requ�st i'or Exx�nsion # t , Current Expiration Date: � �! �'� Thank you! i i ,Extension Request: � ; �Approved for � days Sincerely, '��I u Denied (provide e�planation) i ' Signature/Initials / � _ } � Tom Bell 950 W Lambert Road Unit 14 La Habra, CA 90631 REC�IVED CITY O� TUKWILA DEC 2 8 2016 PERMIT CENTER J 12/1/2016 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director TOM BELL 950 W LAMBERT RD, uNIT 14 LA HABRA, CA 90631 RE: Permit No. D 16-0148 KEY BANK 275 ANDOVER PARK W 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 1/28/2017. 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 ] 80 day period, provided the inspection shows progress. -or- 2) Submit a writCen requesC 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 l/28/2017, 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, �� Rac elle Ripley Permit Technician File No: D16-0148 6300 Southcenter Boulevard Suite #]00 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMaT C�Of�D C0�'� PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D 16-0148 PROJECT NAME: KEY BANK SITE ADDRESS: 275 ANDOVER PARK W X Original Plan Submittal Response io Correction Letter #, Revision # Revision # DATE: 06/08/16 before Permit Issued after Permit Issued DEPARTMENTS: �i� A'�� U�IS - I�0 �NVI 1� �'22� k.o I,(3 1�'I° l!�! �• I(� Building Division � Fire Prevention � Planning Division � �Js � ����� � Public Works Structural � Permit Coordinator � PRELIMINARY REVIEW: DaTE: 06/14/16 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Structural Review Required � DATE: APPROVALS OR CORRECTIONS: DUE DATE: O7/IZ/16 Approved � Approved with Conditions � Corrections Required ❑ (cof�rectiotas entered in Reviews) N REVIEWER'S INITIALS: Denied ❑ (ie: Zo�zing Issues) DATE: Permit Ce�rter Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ELITE COMMERCIAL CONTRA "NG � Home i'::spanol C;ont;.ict. Safety & Health Ciaims & Insurance Washingtan State Department of' ,,� i.ab�r �c ��dus�r�es ELITE COMMERCIAL CONTRACTING Owner or tradesperson Principals YORK, TAMMIE J0, PRESIDENT LARSON, WILLIAM ROBERT, VICE PRESIDENT GALLAGHER, JEROME BYRON,SECRETARY BOONE, MICHAEL L (End: 07/18/2011) CHUTICH, ALAN M (End:07/18/2011) Doing business as ELITE COMMERCIAL CONTRACTING WA UBI No. 601 850 696 804 WEST MEEKER STREET Suite 201 KENT, WA 98032 253-893-3100 KING County Business type Corporation Goveming persons JOE Page 1 of 3 Search L&I � ,„ k�"��;_ A-Z Index 1-Ielp b9}� I.CI Workplace Rights Trades & Licensing GALLAGHER MIKE L BOONE; ROB LARSON; TAMMIE YORK; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ................................................. Meets current requirements. License speciaities GENERAL License no. ELITECCO20CD Effective — expiration 02/04/1998— 02/06/2017 Bond CBIC Bond account no. SB3377 Received by L&I 12/20/2001 Insurance ...................... AMCO Ins Co Policy no. ACP3006526489 $12,000.00 Effective date 02/04/2002 Expiration date Until Canceled $1,000,000.00 https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601850696&LIC=ELITECCO20CD&SAW= 6/27/2016 y - ,. _ � . _ ; , . _ . � , R ... , , , , . ,� . , , . . � .. ... . , ; . . , , . . , ., � , : . ;, ; . . , ; � � . , ;: . `� � � . � � ,� � , � �� �� . � � . , :� � ; � : � , .. ,� �; � � , . _ . . , � , , , , , , .: , . . . . , : , , , , , , ;, , : . .. , . ;i . , : : , �, , . . . . . ; �. _ ,,- , ,. ` . � _ , ,. , _ . , , . , � _ { _ _ ., ... : , , . ,, _ �. 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ENTRY L�CKfNG DOC?R S�CURITY SYST�M. � , (� ' : r..r.�...�.....�.....-�..... � �� � � �������� ��� � ..�.¢ . . . .,.� . .,.�.,. . ...._. . .,....,. . . .._,.. . .,..,.. . ....,.. . .�.. . ..._.. . ..�. . .�...,.. . .,.�..� . ....... . .....,.. ..�.,. . �,.. . .r..,,,. . ....,... . _.... . ...,... . .�....�. . ......,. . ....�. . .,...... . . ...... . ..,...... � . ...a. . _..... . ..�.+.,. . ;..�...�. ......., . ...�.,. .. ........ .,...... . ....... t,�Li C� N ,,,,.,.,, �'��ii�� �t��i�l�.1�4�C� � c� cs, � �''"' • ,,� . • '"r ; REVISIONS �����'3��� � � �s' � ; . . ._— � PAI�CEL : A /'r � • No changes shall be made to thP scope `:��� ���Q�G C,7 '�`-�` ��. ' � � � of work without prior approvai of . u� �� PARCE'L NUMBER: �24247-0010 � ,� _ Tul;�vila euilding Divis�on. � / � � � � NAME: WESTFlEt�q PROPE�TY TAX DEpT. ` � i�E ��..Q� AS�TE: �evisions will require a new pian submittal �✓ . • . . � � . , �i o� �"�tl<w'rt� -� � � �' _ . . �. � Scale: 1 �� �. 30 :� _ . and may incfud� additionai pfan review fees. �UIL �!G diVl�lO�! . � � � LECAL: � • . � . WEAS4UTHC�NTER LLC BSIP PER BSIP REC UC?L 256 PGS 1-9 �; 4 � ► ' ' 1NHlGH RE��CES BS1P REC VQL 249 PGS 77-84 ' ; _ 0 ,. 30 ';, �p ; .� ; �. � , (AKA PARCEI. A TUKW!l.L.A B5lP # L10-�32 REC # 20101(32�4t}�765 . ' NO GHANGE t0 EXTERIOR 51DEWALKS, PaRKtNG OF2 l.ANQSCAPE _ SUV QRT- S�C 23 TWN �� RANGE 4 , . : . ' DRAV1/ING INDEX LpT /�REA: 1,355„919 �1QFT �31.127 ACRES) � . . - ' 1 SITE PLAN _ . 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