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Permit D15-0131 - KEY BANK - REMODEL VESTIBULE
KEY BANK 275 ANDOVER PARK W EXPIRED 01131116 D15-0131 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.Rov DEVELOPMENT PERMIT Parcel No: 9202470010 Address: 275 ANDOVER PARK W Project Name: KEY BANK Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940, CARLSBAD, CA, 92013 Contact Person: Name: TOM BELL Address: 950 W LAMBERT RD, UNIT 14, LA HABRA, CA, 90631 Contractor: Name: ELITE COMMERCIAL CONTRACTING I Address: 804 W MEEKER ST STE 201, KENT, WA, 98032 License No: ELITECCO20CD Lender: Name: Address: , Permit Number: D15-0131 Issue Date: 8/4/2015 Permit Expires On: 1/31/2016 Phone: (562) 686-7202 Phone: Expiration Date: DESCRIPTION OF WORK: TENANT IMPROVEMENT Project Valuation: $16,370.00 Fees Collected: $724.46 Type of Fire Protection: Sprinklers: YES Fire Alarm: YES Type of Construction: VA Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE 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 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: 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 Signature: / C/, tC//./Date: Dj_ ,CS 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 rmit agree to the conditions attached to this permit. Signature: Date:6 4� djkr� Print Name: 0 Ff log 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: 4: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 1: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 2: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 5: Fire protection systems shall be maintained in accordance with the original installation standards for that system. Required systems shall be extended, altered or augmented as necessary to maintain and continue protection whenever the building is altered, remodeled or added to. Alterations to fire protection systems shall be done in accordance with applicable standards. (IFC 901.4) 3: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 7: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 11: Ensure manual fire alarm pull station installed within 5 ft. of the exit. 6: 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)(INCLUDING THE TIE-IN OF DOOR LOCKS TO THE FIRE ALARM SYSTEM.) 8: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 9: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 10: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 12: ***BUILDING PERMIT CONDITIONS*** 13: 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. 14: 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. 15: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 16: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 18: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 19: 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. 20: ***PUBLIC WORKS PERMIT CONDITIONS*** 21: Applicant shall apply for a separate Public Works Type C Construction Permit to install a Reduced Pressure Principle Assembly and submit irrigation DCVA backflow test report. If DCVA test fails, DCVA shall be replaced. This work shall be completed within 120 days from July 08, 2015 Public Works email sent to Mr. Mike Hackel, Key Bank Facilities Manager. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 0606 GLAZING CITY OF TUK LA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ft://www.TukwilaWA.gov 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" King Co Assessor's Tax No.: 9202470010 Site Address: 275 Andover Park W 1 Suite Number: Floor: Tenant Name: Key Bank New Tenant: ❑ .....Yes ®.,No Name: WEA, WESTFIELD CORP Address: 11601 WILSHIRE BLVD City: LOS ANGELES State: CA Zip: 90025 Name: TOM BELL I Address: 950 W LAMBERT RD, UNIT 14 City: LA HABRA State: CA Zip: 90631 Phone: (562) 686-7202 Fax: (800) 693-3959 Email: TOM @HTJGLOBAL.COM Company Name: ELITE COMM. CONTRACT INC I Address: 804 W MEEKER ST City: KENT State: WA Zip: 98032 Phone: (253) 893-3100 Fax: (253) 893-3101 Contr Reg No.: ELITECCO20CD Exp Date: 02/06/2017 Tukwila Business License No.: 0996291 Company Name: Double Arch Design Architect Name: Kurt Dittmar Address: 23827 Sofie Rd -- I City: Monroe State: WA Zip: 98272 Phone: (425) 327-4569 Fax: , Email: dit88x@wildblue.net Name: "ro in W I - - AddressD,0 W • MtT � ! City PAbtA State:CA r Zip: 3 FL1Awlications'Yorms-Applications On LineWl l ApplieationsTertnit Application Revised. 8-4.11.dom Revised: August 2011 bb Page 1 of 4 Valuation of Project (contractor's bid price): $ 16,370 Existing Building Valuation: $ Describe the scope of work (please provide detai_j{red information): 1 Q p {{s R\ %uJ tlA o L/')�J! 1�iq eVl JY y �(e s ! �(�! 1 'P � F' c'nt dve C.7i t `J Iln r� - iov' O'oo ir5 f� J. Kew o/lIt, e)(+, 5k55 'i7oo r et4 Tr� �}!, tp:5 .L N&� GLA,3 LV4-i- �c-r�bvtz @ CnT11y5, `N5i A1-L. �v w lNT&-Tz,oR VO4.,IA e w- ��S T)opY5 /✓^if -a � � C df 4Ccc° s 5 � �l'�ir y� � � lG i h ac> S C c � r� 4 Will th/re be new rack storage? ..... Yes ®.. No If yes, a separate permit and plan submittal will be required. _ "' Addition to Existing Type of Conshalch n per T e of Yp, ()cctrpar cy per 1� Floor Exlshn . IntencirReitlodei ... .. $fracture New. IBC . 5,476 90 0 0 V BG 2° oor 0 3 Floot 0 Floors thru Basement 0 Accessory Structure* 0 Attached Garage 0 Detached Garage 0 Attached Carport 0 Detached Carport 0 Covered Deck 0 Uncovered Deck 0 PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑....... Yes ❑....... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ® ....... Sprinklers ® ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes V1 .......No If `yes', attach list of materials and storage locations on a separate 8-112"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ ....... On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:Wpplications\Fomis•Applications On Line12011 Appfications\Peamit Application Revised - 9-9.1U= Revised: August 2011 bh Page 2 of 4 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer.to Public Works'Bulletin #1 for f es.and estlmate sheet. Water District ❑ ...Tukwila ❑ ... Water District # 125 ❑ .. Highline ❑ .. Renton ❑ ...Water Availability Provided Sewer District ..Tukwila ❑ ... Valley View ❑ . Renton ❑ .. Seattle ❑ ...Sewer Use Certificate ❑ ... Sewer Availability Provided Septic Svstem• ❑ On -site Septic -,System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which ap ❑ ...Civil Plans (Maximum Paper Size — 22" x 3411 ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance ❑ .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way ❑ Non Right-of-way ❑ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line ff ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. " ❑ ... Water Only Meter Size............ " ❑ ...Sewer Main Extension.............Public ❑ ❑ ...Water Main Extension.............Public ❑ FINANCE INFORMATION Fire Line Size at Property Line ❑... Water - ❑... Sewer Monthly Service Billing to: WO# WO# WO# Private ❑ Private ❑ ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ... Deduct Water Meter Size Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Name: Day Telephone: Mailing Address: City State zap Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line12011 ApplicationsTernut Application Revised- 8A-11_docx Revised: August 2011 Page 3 of 4 bh PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR Date: 5-27-2015 Print Name: Thomas J. Bell Day Telephone: (562) 686-7202 Mailing Address: 950 W Lambert Road Unit 14 La Habra CA 90631 City State Zip H:lApplications\Fonw,Applications On Line\201 I ApplicationsTermit Application Revised - 8-9-1 Ldoex Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $449.18 D15-0131 Address: 275 ANDOVER PARK W Apn: 9202470010 $449.18 DEVELOPMENT $428.00 PERMIT FEE R000.322.100.00.00 0.00 $423.50 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $21.18 TECHNOLOGY FEE • 1 R000.322.900.04.00 0.00 $21.18 $449.18 Date Paid: Tuesday, August 04, 2015 Paid By: MTJ GLOBAL INC Pay Method: CREDIT CARD 06759G Printed: Tuesday, August 04, 2015 1:56 PM 1 of 1 SYSTEMS Date Paid: Monday, June 08, 2015 Paid By: KURT V DITTMAR Pay Method: CHECK 6089 Printed: Monday, June 08, 2015 3:11 PM 1 of 1 SYSTEMS 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 & R3 over 3 stories and all R1 RevisedOct 2013 Project Info Project Address ass Andover Park w Date 5/21/2013 Use For Building Department Tukwllla, wa Compliance forms do not require a password t0 use. Instructional and Applicant Name: Tom Bell ]FILE calculating cells are Applicant Address: 9906 clenshee dr, Rowlett Ts write -protected. Applicant Phone: 562-686-7202 Project Description New Building El Addition Alteration ❑ Change of Occupancy/Conditioning Compliance Path Prescriptive O Component Performance O Total Building Performance Selection required to enable forms. Q Commercial O Group R - R2 & R3 over 3 stories and all R1 Occupancy Group Selection required to enable forms. Vertical Fenestration and Total Vertical Gross Exterior % Vertical Skylight Area Calculation Fenestration (rough opening) Above Grade divided by Wall Area times 100 equals Fenestration If complying via the Prescriptive path, enter values for vertical fenestration, 69.0 — 1050.0 X 00 = 6. 6$ skylights, gross walls and roof on this ENV -SUM worksheet. If complying via Gross Exterior the Component Performance path, enter these values In the ENV-UA worksheet Skylight Total divided by Roof Area times 100 equals % Skylight These values auto -fill from ENV-UA and 0.0 0.0 X 100 are write -protected on ENV -SUM. - Vertical VERTICAL FENESTRATION AREA COMPLIES Fenestration Area Fenestration Area Area Vertical Fenestration O 50% or more of the floor area is within a daylight zone per C402.3.1.1 Alternates O High Performance Fenestration U-factors and SHGC per C402A.0 E d V E D Compliance Method n A [3 Skylight area 3% or greater, VT-0.40 or greater �1 IA1 1 t) 2015 Single Story Spaces ❑ Skylight effective aperture 1% or greater, provide calculation UN Requiring Skylights ❑ Space eligible for exception p Requires a minimum of 50% of floor area to be within a skyli h on C space types. Refer to C402.3.2 for requirements. ❑ Project has semi -heated spaces as defined per C402.1.4 ❑ Applying wall exception to semi -heated spaces 1. Semi -heated spaces may comply under Prescriptive or Component Performance compliance Semi -Heated Spaces path. 2. Semi -heated spaces shall be documented separately from other conditioned spaces - provide separate compliance forms for each conditioned space type. 3. Envelope elements separating semi -heated from other conditioned spaces shall comply with E . WEED FOR exterior thermal envelope requirements. BODE ❑ Walk-in Cooler ElWalk-inFreezer A P OVED ❑ Refrigerated Warehouse Cooler ❑Refrigerated Warehouse Freezer jU Rf i ted S aces Refrigerated spaces shall comply under the Prescriptive Path only. Compliance documentation for II these areas may be combined with non -refrigerated areas in the ENV -PRESCRIPTIVE form. Refer to C402.5 and C402.6 for requirements. Project includes more than one occupancy type and/or level of space conditioning. Multiple cy and/or compliance forms may be required. Select all that apply to scope of project: E Commercial ❑ R2 & R3 over 3 stories and all R1 ❑ Refrigerated Space ❑ Fully Conditioned ❑ Semi -Heated ❑ Low Energy* ❑ R2 & R3 - 3 stories or less 16 *Low energy areas are exempt from all thermal envelope provislo o these areas are not required. Refer to C101.5.2 for exemption. 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including Runl 2& R3 over 3 stories and all R1 Revised Oct 2U13 Project Address 275 Andover Park W Occupancy Group 0 Commercial O Group R Date 05/21/2013 For Building Department Use Cha�ean occ a-ztcy or -space conditioning Q Note - rouosed let UA, xceed Ta UA by 10% per C101.4.4 and C101.4.5 Fene ;trati�i�t,Are -as % grbs5 above -grade 6.6% wall area Max. Target: 30.0% Skylight Area as % gross roof area Max. Target: 5. 0% Vertical Fenestration Alternates: None Selected on ENV -SUM Notes: 1: If vertical fenestration orskylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2. U-factors shall come from Appendix A, Chapter C303, or calculated per approved method as specified in 0402.1.2. Building Component Proposed UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor x Area (A) = UA (U x A Target UA U-factor -6 R= iD• x Area A = UA U x A R= ID: 0.034 o R= ID: Above Deck Insulation U-0.034 R= ID: _ _ o m R ID. 0.031 R= ID: Metal Building U-0.031 R= ID: � R= ID: 0.021 0 R= ID: Single raft, attic, other U-0.021 R= ID: u- R= ID: 0.055 Steel/metal frame U-0.055 S R= ID: m o v R= ID: 0.052 0° R= ID: Metal Building U-0.052 � R= ID• 0 R= c R= ID` � o S R= ID: 0 R= ID: in m R= ID: R= ID: y R= ID: c R= ID: m in R= ID: R= ID: y R= ID: cco R= ID: c o R= ID: LL 0 R= ID: E T R= ID: LL R= ID: F-factor x Perimeter = UA(U x y R= ID: Cc o R= ID: c m R= ID: Q 3 R= ID: cc m R= ID: = R= ID: Proposed non-rasidentia/ CMU walls meeting Table C402.1.2 Area U Footnote D requirements can use the target U-value of 0,104 rather Page 1 than Appendix A values. Show footnote requirements in plans. Subtotal e Component P&formance Compliance (UA) • � N 0.054 ( 1 ood Frame, other U-0.054 0.104 I 1 ass Wail U-0.104 0.104 sumed to be Mass Wall U-0.104 0.031 ass Floor 0.029 U-0.031 F-factor x Perimeter = UA (U x A) 0.540 ab-On-Grade U-0.54 0.550 sated Slab -On -Grade U-0.55 Area UA L-- UA COMPLIES 2012 Washington State Energy Code Compliance Forms for Commercial Buildings including R2 • , , • , Project Address & R3 over 275 Andover Park w ,, Revise" oa .Fenestration Area as % gross above Date OS/21/2013 -grade wall area 6. 6% Max. Target: 30. 0% For Building Department Use Skylight Area as % gross roof area Max. Target 5.0% Notes: 1: If vertical fenestration or skylight area exceeds maximum allowed per C402.3.1, then Target Area Adjustment of all applicable envelope elements will be calculated by the compliance form. Refer to Target Area Adjustments worksheet for this calculation. 2: Provide NFRC rated U-factor or default U-factor from Appendix A for the fenestration assembly thermal performance (combination of frame and glazing). 3: Fenestration that separates conditioned space from a non -conditioned or semi -conditioned Building Component Proposed UA Provide source of U-factor, page/plan # of assembly detail & ID U-factor Target UA x Area (A) = UA (U x A U= ID: U-factor x Area (A) = UA (U x o 0.036 21 o U= 1D: 0.37 21 7.8 co a U= ID: L Opaque Swing Doors U-0.37 C �, U= ID: _ - ° U= ID: -50 0.37 X o U= ID: Opaque rolfup &sliding U-0.37 U= ID: 0.30 g U= ID: o U= ID: Non -Metal Frame U-0.30 Z U= ID: m U= ID: _ 0.04 59 2.1 0.38 3 U= ID: Metal Frame, Fixed U-0.38 U= ID: - c U= ID: d U= ID: 2 Metal Frame, Operable --�U-0..400 U= ID: U= ID: 2 U= ID: 0.60 Z U= ID: Metal Entrance Door _ U-0.60 U= ID: 0.50 w 8 T U= ID: U= ID: U= ID: All types U-0.50 U= ID: Page 2 Subtotal To comply: Page 1 Subtotal 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. Total Component Performance Compliance (UA) Area UA Area UA 80 3 45 17 1 80 1 3 1 45 1 17 UA COMPLIES J Double Arch Design Kurt Dittmar, architect 23827 Sofie Rd Monroe, WA 98272 Tel: 425-327-4569 Email: Dit88x@wildblue.net wildblue.net April 15, 2015 Project: Key Bank, tenant improvement. 275 Andover Park W Renton WA ER Report RE WEED FOR ;BODE CQMPL ANCE APPROVED ' . JUL 17 2015 City of Tukwila ®IJILDING DIVISION FILE RECEIVED CITY OF TUKWILA JUN 10 2015 PERMIT CENTER D1 401- 01, 1 I %`iWAL#UU Jn L1VUQL GV I Y This report is subject to renewal November 1, 2015. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the /ntemationa/ Code Council® DIVISION: 03 00 00—CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: ITW RED HEAD 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-5611 www.itw-redhead.com techsupportO-Itwccna. com ADDITIONAL LISTEE: ITW BRANDS 965 NATIONAL PARKWAY, SUITE 96600 SCHAUMBURG, ILLINOIS 60173 (877) 489-2726 www.itwbrands.com EVALUATION SUBJECT: ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHORS, STAINLESS STEEL TRUBOLT+ WEDGE ANCHORS AND CARBON STEEL OVERHEAD TRUBOLT+ WEDGE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009, � and 2006� International Building Code® (IBC) .. L .. , , ■ 2012, 2009, and 2006 International Residential Codee (IRC) Property evaluated: Structural 2.0 USES The carbon steel and stainless steel Trubolt+ Wedge Anchors and 3/8-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'e, ranging from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). p % The carbon steel Trubolt+ Wedge Anchors with diameters of 3/8 inch (9.5 mm), 1/2 inch (12.7 mm) and 5/8-inch (15.9 mm) and the carbon steel OVERHEAD 3/8-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'c, 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 the 2009 and 2006 IBC. The anchors are alternatives to cast -in -place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 RED HEAD Carbon Steel 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), 1/2-inch (12.7 mm), 5/,inch (15.9 mm) and 3/4-inch (19.1 mm) diameters. The Trubolt+ Wedge Anchor consists of a high -strength threaded anchor body, expansion dip, hex nut and washer. The anchor body is cold -formed from low carbon steel materials conforming to AISI 1015 or AISI 1018 with mechanical properties (yield and ultimate strengths) as described in Tables 3 and 4 of this report. The zinc plating on the anchor body complies with ASTM B633 SC1, Type 111, with a minimum 0.0002-inch (5 um) thickness. The expansion clip is fabricated from low carbon steel materials conforming to AISI 1020. The standard hexagonal steel nut conforms to ANSI 1318.2.2-65 and the washer conforms to ANSI/ASME 1318.22.1 1965 (R1981). The Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at the far end. The expansion clip is formed around the anchor, just above the wedge. The expansion dip consists of a split cylindrical ring with undercutting grooves at the bottom end. During torquing of the anchor, the grooves 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 (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 Stainless Steel Trubolt+ Wedge Anchor: The RED HEAD Trubolt+ Wedge Anchor is a torque - controlled, wedge -type mechanical expansion anchor, iCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as "W11 (® to any finding or other matter in this report, or as to any product covered by the report. 2° , C',nnvrinhf n 9r114 n--- . -6 4. ESR-2427 I Most Widely Accepted and Trusted Page 2 of 15 available in '/2-inch (12.7 mm) and 5/$-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 Type 316 stainless steel materials with mechanical properties (yield and ultimate strengths) as described in Tables 5 and 6 of this report. The expansion clip is fabricated from Type 316 stainless steel materials. The Type 316 stainless steel hexagonal steel nut conforms to ANSI 1318.2.2-65 and the AISI Type 316 stainless steel washer conforms to ANSI/ASME B18.22.1 1965 (R1981). The Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at the far end. The expansion clip is formed around the anchor, just above the wedge. The expansion clip consists of a split cylindrical ring with undercutting grooves at the bottom end. During torquing of the anchor, the grooves 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+ Wedge Anchor: The OVERHEAD Trubolt+ Wedge Anchor is a torque - controlled, 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 body, expansion clip, coupling nut and washer. The anchor body is cold -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 zinc plating on the anchor body complies with ASTM B633 SC1, Type III, with a minimum 0.0002 inch (5 pm) thickness. The expansion dip 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 1318.22.1 1965 (R1981). The OVERHEAD Trubolt+ Wedge anchor body consists of a threaded section throughout the majority of its length and a wedge section at the far end. The expansion clip is formed around the anchor, just above the wedge. The expansion dip 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 dip (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. 3.6 Steel Deck Panels: Steel deck panels must comply with ASTM A653, SS Grade 40 (minimum), and must have a minimum 0.034-inch (0.864 mm) base -metal thickness (No. 20 gage). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors in accordance with the 2012 IBC, as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors in accordance with the 2009 IBC and Section R301.1.3 of the 2009 IRC 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 of the 2006 IRC must be in accordance with ACI 318-05 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, except as required in ACI 318 D.3.3. Strength reduction factors, 0, as given in ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4) must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318-11 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 8,000 psi (55.2 MPa), maximum, in accordance with ACI 318-11 D.3.7. Strength reduction factors, 0, corresponding to ductile steel elements may be used except for the carbon steel 3/,-inch-diameter (9.5 mm) anchors loaded in shear, which have a strength reduction 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 anchor in tension, Nsa, calculated in accordance with ACI 318, Section D.5.1.2, is given in Tables 3 or 5 of this report. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, Nib, Ncbg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Nib or N�bg respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The values of f " used for calculation purposes must not exceed 8,000 psi (55.0 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 values of her and kcr as given in Tables 3 or 5 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with We N = 1.0 and using the value of k„„cr as given in Tables 3 or 5 of this report. For anchors installed in the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 7, calculation 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 single anchor in tension in accordance with ACI 318 D.5.3 in cracked and uncracked concrete, Np,,r or Np,uncr, 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. &500 Np,f'c - Np,cr (lb, psi) (Eq-1) NPlf'c ' Np,cr 2 (N, MPa) In regions where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension must be calculated according to Eq-2: Np f'c = Np,uncr 2,500 (lb, psi) (Eq-2) ESR-2427 I Most Widely Accepted and Trusted Page 3 of 15 f�c Np,fc =Np,uncr 17 22 (N, MPa) where values for Np,, or Np,uncr are not provided in Tables 3 or 5 of this report, the pullout strength in tension need not be evaluated. The nominal pullout strength in tension of the 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. 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 Npdeckcr must be substituted for Np,,r 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 indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in tension must be calculated according to Eq-2, whereby the value of Np,deck,uncr must be substituted for Np,uncr and the value 3,000 psi or 20.7 MPa must be substituted for 2,500 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 Vsa derived by calculation according to ACI 318 D.6.1.2. The shear strength, Vsa,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, Vcb or Vcbg: The nominal static concrete breakout strength in shear of a single anchor or a group of anchors, Vcb or Vcbg, 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.6.2.2 using the value of da, given in Table 2 of this report, and the value /ei given in Tables 4 or 6, must be taken no greater than hef• In no cases must /e 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, Vcp or Vcpg: The nominal static concrete pryout strength in shear of a single anchor or groups of anchors, Vcp or Vcpg, must be calculated in accordance with ACI 318 D.6.3, modified by using the value of kcp provided in Tables 4 and 6 of this report and the value of Ncb or Nc,g 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, calculation of the concrete pryout strength in accordance with ACI 318 D.6.3 is not required. 4.1.8 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Values of smin and crn;n 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, hmin, as given in Tables 2 through 6 of this report, must be used in lieu of ACI 318 D.8.5. assemblies, the anchors must be installed in accordance with Figure 7 of this report and the minimum anchor spacing along the flute must be the greater of 3hef or 1.5 times the flute width. 4.1.9 Requirements for Critical Edge Distance and Splitting: In applications where c < cec and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor (Pcp N given by Eq-3: Wcp,N = C /Cac (Eq-3) whereby the factor Wcp,N need not be taken as less than 1.5hef / cac. For all other cases (Pcp N = 1.0. Values for the critical edge distance cac must be taken from Tables 3 or 5 of this report. 4.1.10 Requirements for Seismic Design: 4.1.10.1 General: For load combinations including earthquake, the design must be performed according to ACI 318 D.3.3. For the 2012 IBC, Section 1905.1.9 is omitted. Modifications to ACI 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 steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strength for anchors in shear, must be calculated according to ACI 318 D.5 and D.6, respectively, taking into account the corresponding values given in Tables 3 and 4 or Tables 5 and 6 of this report. The carbon steel 1/2-inch- 5/8-inch- and 3/4-inch-diameter (12.7, 15.9 and 19.1 mm) anchors, along with the 3/8-inch- diameter (9.5 mm) anchor loaded in tension, 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 ACI 318-05 D.3.3.4 or D.3.3.5, as applicable. The carbon steel 3/e-inch-diameter (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 1/2-inch (12.7 mm) and 5/8-inch (15.9 mm) 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 ACI 318-05 D.3.3.4 or D.3.3.5. 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 D.5.3.2, the value for nominal pullout strength tension for seismic loads, Neq or Np,deck,cr, given in Table 3, 5 or 9 of this report, must be used in lieu of Np. The values of Neq must be adjusted for the concrete strength in accordance with Eq-4: Neq,f C =Neq 2 500 (Ib, psi) (Eq-4) Neq,f�C = Neq ] 7 22 (N, MPa) The value of Np,deck,cr must be calculated according to Eq-4, whereby the value 3,000 psi or 20.7 MPa must be substituted for 2,500 psi or 17.2 MPa. For anchors installed in the soffit of sand -lightweight or normal -weight concrete on steel deck floor and roof ZSR-2427 I Most Widely Accepted and Trusted Page 4 of 15 If no values for Neq are given in Tables 3 or 5, the static design strength values govern. Section 4.1.4 provides additional requirements. 4.1.10.3 Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the value for nominal steel strength in shear for seismic loads, Veq, or Vsa,deck, given in Tables 4, 6 or 9 of this report, must be used in lieu Of Vsa. 4.1.11 Interaction of Tensile 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 ACI 318-11 and ACI 318-08, when anchors are used in sand -lightweight concrete, the modification factor as or A, respectively, 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 Naq must be multiplied by 0.60, as applicable. For ACI 318-05, the values Nb, Naq, Np,uncr, and Vb determined in accordance with this report must be multiplied by 0.60, in lieu 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 established using Eq-5 and Eq-6: Talloweble,ASD = ONnl a (Eq-5) and Vallowable,ASD = ovnl a (Eq-6) where Tallowable,ASD = Allowable tension load (Ibf or M). Valfowabfe,ASD = Allowable shear load (Ibf or M). 0/vn = 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. oVn = Lowest design strength of an anchor or anchor group in shear 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. a = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over -strength. An example of allowable stress design values for illustrative purposes is shown in Table 7 of this report. 4.2.2 Interaction of Tensile and Shear Forces: In lieu of ACI 318 D.7.1, D.7.2 and D.7.3, interaction must be calculated as follows: For shear loads V <_ 0.2 Vallowable, ASD, the full allowable load in tension, Tallowable, ASD, may be taken. For tension loads T 5 0.2 Tallowable, ASD, the full allowable load in shear, Vallowable, ASD, may be taken. For all other cases, Eq-7 applies: TlTaflowable, ASD + VlVallowable, ASD:5 1.2 (Eq-7) For the OVERHEAD Trubolt+ Wedge Anchor, the influence of bending on the tension capacity when loaded in shear must be considered. 4.3 Installation: Installation 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 the plans and specifications approved by the code official. The Trubolt+ Wedge Anchors must be installed according to ITW's published instructions and this report. Holes must be predrilled in concrete with a compressive strength from 2,500 to 8,500 psi (17.2 to 58.6 MPa) at time of installation, using carbide -tipped masonry drill bits manufactured within the range of the maximum and minimum drill tip dimensions of ANSI Standard B212.15-1994. The nominal drill bit diameter must be equal to that of the anchor size. The minimum drilled hole depth, tio, must comply with Table 2 of this report. Embedment, spacing, edge distance, and minimum concrete thickness must comply with Table 2. The predrilled holes must be cleaned to remove loose particles, using pressurized air or a vacuum. For the RED HEAD Trubolt+ Wedge Anchor, the 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 '/p inch (12.7 mm) thread engagement on the anchor). The anchors must be hammered into the predrilled hole to the required embedment depth in concrete. Where a fixture is installed, the anchors must be hammered through the fixture into the predrilled hole to the required embedment depth into the concrete. The nut must be tightened 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 concrete on steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness, edge distance, spacing restrictions, and installations 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 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC; or Section 1704.13 of the 2006 IBC. The special inspector must make periodic inspections during anchor installation 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 instructions. The special inspector must be present as often as required in ESR-2427 ( Most Widely Accepted and Trusted Page 5 of 15 accordance with the statement of special 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 alternatives 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 ITW'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 installation in cracked and uncracked, normal -weight or sand -lightweight concrete having a specified compressive strength, VC, 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, VC, of 3,000 psi (20.7 MPa). 5.4 The values of VC used for calculation purposes must not exceed 8,000 psi (55.0 MPa). 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable design values must be established in accordance with Section 4.2 of this 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 installation, 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 subjected 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 installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fr), subject to the conditions of this report. 5.11 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.12 Where not otherwise prohibited in the code, Trubolt+ Wedge Anchors are permitted for use with fire - resistance -rated construction provided that at least one of the following conditions is fulfilled: ■ Anchors are used to resist wind or seismic forces only. ■ Anchors that support a fire -resistance -rated envelope or a fire -resistance -rated membrane are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. ■ Anchors are used to support nonstructural elements. 5.13 Use of the zinc plated, carbon steel anchors is limited to dry, interior locations. 5.14 Special inspections are provided in accordance with Section 4.4 of this report. 5.15 The anchors are manufactured in the USA; under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data complying with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated June 2012, editorially revised April 2014, for use in cracked and uncracked concrete, including optional tests for seismic tension and shear; profile steel deck soffit tests; and quality control documentation. 7.0 IDENTIFICATION The anchors are identified by their dimensional characteristics and the anchor size, and by a length identification marking stamped on the anchor, as indicated in Table 1 of this report. The anchors have the length identification marking underlined on the anchor head, as illustrated in Figure 3 of this report, and this is visible after installation for verification. Packages are identified with the anchor name, material (carbon or stainless) type and size; the manufacturer's name (ITW Red Head, ITW Brands, or ITW Buildex) and address; and the evaluation report number (ESR-2427). r ESR-2427 I Most Widely Accepted and Trusted Page 6 of 15 length wedge fully threaded stud hex nut len —� g —� code to, M" I JJI7JI pMJUII N 1'r 11.rrAlw IINiYM! expansion clip � dog point washer FIGURE 1—ITW RED HEAD TRUBOLT+ WEDGE ANCHOR (Carbon and Stainless Steel) wedge fully threaded stud � __�lllt�' I_ tiEeat�rr; expansion clip coupling nut FIGURE 2—OVERHEAD TRUBOLT+ WEDGE ANCHOR TABLE 1—LENGTH IDENTIFICATION MARKINGS' LENGTH (inches) ID MARKING ON ANCHOR HEAD C D E F G H I J K L M N O From 2 /p 3 312 4 41/2 5 5 /2 6 6 /2 7 7 /2 8 8 /2 Up to, but not including 3 3 /2 4 4 /2 5 5'/2 6 6'/2 7 7'/2 8 02 9 ror 51: 1 inch = 25.4 MM. 'Figure 3 shows a typical marking. FIGURE 3—TRUBOLT+ WEDGE ANCHOR LENGTH IDENTIFICATION MARKING .ESR-2427 f Most Widely Accepted and Trusted Page 7 of 15 TABLE 2—ITW RED HEAD TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR INSTALLATION INFORMATION (CARBON STEEL AND STAINLESS STEEL)' NOMINAL ANCHOR DIAMETER (inch) PARAMETER NOTATION UNITS 3/8 112 5/1 3/4 Anchor outer diameter da(dof inches 0.361 0.5 0.615 0.7482 Nominal carbide bit dbir inches 3/8 1/2 5/a 3/4 diameter Effective embedment he, inches 15/8 2 3/4 ' 23/4 41/4 33/4 depth Minimum anchor hnom inches 2 21/2 3314 3114 43/4 431, embedment depth Minimum hole depth' ho inches 21 /4 23/4 4 31/2 5 45/8 Minimum concretes hmin inches 4 5 4 6 6 8 6 61/4 7 8 member thickness Critical edge distance' cac In. 5 3 6 6 7'/2 6 71/2 6'/2 12 10 Minimum anchor Smin In. 3' /2 21/2 6 53/4 4 53/4 8 6 6 6 spacing Minimum edge Cmin In. 3 6 7'/2 5 7'!2 7' /2 distance2 Minimum overall anchor /anchor inches 2112 33/4 41/2 41/4 6 51/2 length Installation torque Tme ft-lb 30 45 1 90 110 Minimum diameter of dh inches 1/2 5/9 314 hole in fastened part For SI: 1 inch = 25.4 mm, 1 ft-lb = 1.356 N-m. 'Stainless steel anchors are available in'/2-inch and 5/8-inch-diameters. The OVERHEAD version is available in a carbon steel 3/8-inch- diameter. 2For installation of the carbon steel anchors in the soffit of concrete on steel deck floor or roof assemblies, see Figure 7. Anchors in the lower and in the upper flute maybe installed with a maximum 1-inch offset in either direction from the center of the flute. In addition, anchors must have an axial spacing along the flute equal to the greater of 3ha, or 1.5 times the flute width. 3The notation in brackets is for the 2006 IBC. FIGURE 4—ITW RED HEAD TRUBOLT+ WEDGE ANCHOR (INSTALLED) ESR-2427 I Most Widely Accepted and Trusted Page 8 of 15 11 �i s d dbit .. E.. �l 1 torque=Tinst (approx. 3 to 5 turns) FIGURE 6—OVERHEAD TRUBOLT+ WEDGE ANCHOR (INSTALLED), 3/e INCH NOMINAL ANCHOR DIAMETER (do) 00 0•-.00•. o .o� o•.o• o •.p0 0: °'oCe ••00 o; .. o,....o o, . 0.o. o.9p :�,0 G{q' •��O amp C:O.p o;p0 ..oho -0e� o<aD oo • a4 'o:. 0. j oe.o o...0 2 a o-0 o ••o oo;0 3 0':0 .oa:fl 4 1. Select a carbide drill bit with a diameter equal to the anchor diameter. Drill hole 1/4" deeper than anchor embedment. 2. Clean hole with pressurized air or vacuum to remove any excess dust/debris. 3. Using the washer and nut provided, assemble the anchor, leaving nut one half turn from the end of anchor to protect threads. Drive anchor through fixture to be fastened until washer is flush to surface of fixture. 4. Expand anchor by tightening nut to the specified setting torque (approx 3-5 turns). FIGURE 6—INSTALLATION INSTRUCTIONS ,ESR-2427 I Most Wide/yAccepted and Trusted Page 9 of 15 TABLE 3—ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR TENSION DESIGN INFORMATION'-�'" NOMINAL ANCHOR DIAMETER (Inch)6 CHARACTERISTIC SYMBOL UNITS 3/8 1/2 5/1 3/4 Anchor category 1, 2 or 3 — 1 1 1 1 Minimum effective embedment depth he, In. 15/8 2 31/4 23/4 41/4 33/4 Minimum concrete member hmn In. 4 5 4 6 6 8 6 61/4 7 8 thickness Critical edge distance cec In. 5 3 6 6 7% 6 71/2 61/2 12 10 Data for Steel Strengths — Tension Minimum specified yield strength fy psi 60,000 55,000 55,000 55,000 Minimum specified ultimate strength fore psi 76,000 75,000 75,000 75,000 Effective tensile stress area Ase,N (Ase/ in 0.056 0.119 0.183 0.266 neck Steel strength in tension Nsa Ibf 4,200 8,925 13,725 19,950 Strength reduction factor 0 for tension, steel failure 0 — 0.75 0.75 0.75 0.75 modes" Data for Concrete Breakout Strengths in Tension Effectiveness factor - kuncr — 24 24 24 24 uncracked concrete Effectiveness factor k0' — 17 17 17 17 cracked concrete Modification factor for cracked and uncracked Wc,N — 1.0 1.0 1.0 1.0 concretes Strength reduction factor 0 for tension, concrete failure — 0.65 0.65 0.65 0.65 modes, Condition B4 Data for Pullout Strengths Pullout strength, uncracked concrete Npuncr Ibf See Footnote 7 See Footnote 7 6,540 5,430 8,900 See Footnote 7 Pullout strength, cracked concrete Np,c, Ibf See Footnote 7 See Footnote 7 See Footnote 7 See Footnote 7 Pullout strength for seismic loads N Ibf See Footnote 7 See Footnote 7 See 6,715 See Footnote 7 Footnote 7 Strength reduction factor 0 for tension, pullout failure 0 — See Footnote 7 0.65 0,65 See Footnote 7 modes, Condition 84 Additional Anchor Data Axial stiffness in service load range in uncracked Am, Ibf An 100,000 250,000 250,000 250,000 concrete Axial stiffness in service load range in cracked /30, Ibf /in 40,000 20,000 20,000 20,000 concrete For SI: 1 inch = 25.4 mm, 1 in = 645.16 mm2, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 1021in = 17,500 N/m. 'The data in this table is intended to be used with the design provisions of AC! 318 Appendix D; for anchors resisting seismic load combinations, the additional requirements of ACI 318 D.3.3 shall apply. 2Installation 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.I. 4AII values of 0 apply to the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. If 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 installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate o factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). SFor all design cases 'P. N = 1.0. The appropriate effectiveness factor for cracked concrete (kc,) or uncracked concrete (kuec,) must be used. 6The actual diameter for the 3/8-inch diameter anchor is 0.361 inch, for the 5/,inch diameter anchor is 0.615-inch, and for the 3/4-inch diameter anchor is 0.7482-inch. 'Anchor pullout strength does not control anchor design. Determine steel and concrete capacities only. 8The notation in brackets is for the 2006 tBC. 9The OVERHEAD version is available in a carbon steel 3/8-inch-diameter only. ESR-2427 I Most Widely Accepted and Trusted Page 10 of 15 TABLE 4— TW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR SHEAR DESIGN INFORMATION'.2,3,8 NOMINAL ANCHOR DIAMETER (inch)s CHARACTERISTIC SYMBOL UNITS 3/8 1/2 8/8 3/4 Anchor category 1, 2 or 3 — 1 1 1 1 Minimum effective embedment depth hey In 15/e 2 31/4 23/4 41/4 33/4 Minimum concrete member hm,,, In. 4 5 4 6 6 8 6 6'/4 7 8 thickness Critical edge distance cat In. 5 3 6 6 7112 6 7'/2 1 6'/2 12 10 Data for Steel Strengths — Shear Minimum specified yield f,, 60,000 strength psi 55,000 55,000 55,000 Minimum specified ultimate strength Ga psi 75,000 75,000 75,000 75,000 Effective shear stress area (thread) ASe,v[A547 in 0,075 0.142 0.217 0.332 Steel strength in shear, uncracked or cracked VS. Ibf 1,830 5,175 8,955 14,970 concretes Steel strength in shear- seismic loads Vav Ibf 1,545 5,175 8,955 11,775 Strength reduction factor 0 for shear, steel failure 0 — 0.60 0.65 0.65 0.65 modes° Data for Concrete Breakout and Concrete Pryout Strengths — Shear Coefficient for pryout strength k, — 1.0 1.0 2.0 2.0 2.0 length of Load-banchor le in in 15/6 2 31/4 23/4 4'/4 33/4 Strength reduction factor 0 for shear, concrete failure 0 — 0.70 0.70 0.70 0.70 modes, Condition B4 ror be 1 incn = 25.4 mm, 1 in = 645.16 mm`, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 10`fin = 17,500 N/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. 2Installation must comply with the manufacturers printed installation instructions and details. 3The'/r, %-, and 3/4-inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D.I. The 3/8' diameter Trubolt + is considered brittle under shear loading. 4AII values of 0 apply to the load combinations of IBC Section 1605.2, ACI 318 Section 9.2. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 DAA (ACI 318-08 and -05 D.4.5). For installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate 0 factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). 5The actual diameter for the 318' diameter anchor is 0.361-inch, for the 5/8' diameter anchor is 0.615-inch, and for the 3/4" diameter anchor is 0.7482". 5 Steel strength inshear 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. 8The OVERHEAD version is available in a carbon steel Yo-inch-diameter only. ,ESR-2427 I Most Widely Accepted and Trusted Page 11 of 15 TABLE 5—ITW RED HEAD STAINLESS STEEL TRUBOLT+ WEDGE ANCHOR TENSION DESIGN INFORMATION"" CHARACTERISTIC NOMINAL ANCHOR DIAMETER (inch)6 SYMBOL UNITS '/z 6/ 8 Anchor category 1, 2 or 3 — 1 1 Minimum effective embedment depth her In. 2 31/4 23/4 41/4 Minimum concrete member thickness hmin In. 4 6 6 8 6 61/4 Critical edge distance c"c In. 6 6 71/2 6 71/2 6'/ z Data for Steel Strengths — Tension Minimum specified yield strength fy psi 65,000 65,000 Minimum specified ultimate stren th fore psi 100,000 100,000 Effective tensile stress Ase.N (A,,,f inz 0.119 area neck 0.183 Steel strength in tension N. Ibf 11,900 18,300 Strength reduction factor 0 for tension, steel 0 — 0.75 0.75 failure modes° Data for Concrete Breakout Strengths in Tension Effectiveness factor - uncracked concrete k""°' — 24 24 Effectiveness factor - cracked concrete k°' — 17 17 Modification factor for cracked and uncracked W�,N — 1.0 1.0 concretes Strength reduction factor 0 for tension, concrete failure modes, Condition 0 — 0.65 0.65 B4 Data for Pullout Strengths Pullout strength, uncracked concrete Np.uncr Ibf See Footnote 7 6,540 5,430 8,900 Pullout strength, cracked concrete N ,u v lbf See Footnote 7 See Footnote 7 Pullout strength for seismic loads Neq lbf 2,345 See Footnote 7 See Footnote 7 Strength reduction factor 0 for tension, pullout failure modes, Condition — 0.65 0.65 B4 Additional Anchor Data Axial stiffness in service load range in uncracked Qu Ibf /in 250,000 250,000 concrete Axial stiffness in service load range in cracked Ar Ibf/in 20,000 20,000 concrete r-or ai:.i incn = /o.4 mm, i in- = b4b.1b mm`, 1 Ibt = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 10`/in = 17,500 N/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. 2Installation must comply with the manufacturers printed installation instructions and details. 3The '/z- and 5/8-,inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D. 1. 'All values of 0 apply to the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. If the load combinations of Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4 (ACI 318-08 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). SFor all design cases W,,N = 1.0. The appropriate effectiveness factor for cracked concrete (k�,) or uncracked concrete (ku"�,) must be used. 6The actual diameter for the s/e-inch diameter anchor is 0.615-inch. 'Anchor pullout strength does not control anchor design. Determine steel and concrete capacities only. 8The notation in brackets is for the 2006 IBC. ESR-2427 I Most Widely Accepted and Trusted Page 12 of 15 TABLE 6—ITW RED HEAD STAINLESS STEEL TRUBOLT+ WEDGE ANCHOR SHEAR DESIGN INFORMATION"?-3 NOMINAL ANCHOR DIAMETER (inch)5 CHARACTERISTIC SYMBOL UNITS /q 6/8 Anchor category 1, 2 or 3 — 1 1 Minimum effective her In 2 3'/a 23/a 4'la embedment depth Minimum concrete h.je In. 4 6 6 8 6 61/4 member thickness Critical edge distance cep In. 6 6 71/2 6 71/2 61/2 Data for Steel Strengths - Shear Minimum specified yield strength f, psi 65,000 65,000 Minimum specified ultimate strength fie psi 100,000 100,000 Effective shear stress Aso,v (Aj in 0.142 0.217 area (thread) Steel strength in shear, uncracked or cracked V58 Ibf 7,265 10,215 concrete6 Steel strength in shear- VBq Ibf 5,805 8,105 seismic loads Strength reduction factor 0 for shear, steel failure 0 — 0.65 0.65 modes" Data for Concrete Breakout and Concrete Pryout Strengths - Shear Coefficient for pryout k p — 1.0 2.0 2.0 strength Load -bearing length of /e in 2 31/4 23/a 41/4 anchor Strength reduction factor 0 for shear, concrete 0 — 0.70 0.70 failure modes, Condition Ba t-or st: 1 Inch = Z5.4 mm, 1 in- = 645.16 mm`, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa, 1 IV • 10`/in = 17,500 N/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. 2Installation must comply with the manufacturers printed installation instructions and details. 3The 1/2- and 5/8-inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D. 1. "All values of 0 apply to the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. If the load combinations of Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4 (ACI 318-08 and -05 D.4.5). For installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate 0 factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). 5The actual diameter for the 5/g' diameter anchor is 0.615-inch. 6Steel 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. ESR-2427 ( Most Widely Accepted and Trusted Page 13 of 15 TABLE 7—EXAMPLE ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR ALLOWABLE STRESS DESIGN (ASO) VALUES FOR ILLUSTRATIVE PURPOSES''2,3,4,s,V,aA9,10 ANCHOR EMBEDMENT EFFECTIVE EMBEDMENT ANCHOR NOTATION DEPTH DEPTH ALLOWABLE TENSION LOAD (inches), h„bm (Inches), ha, (Ibs) 3/a 2 15/8 1,090 '/z 21/2 2 1,490 33/4 31/4 2,870 5I8 31/4 23/4 2,385 43/4 41/4 3,910 3/4 43/8 33/4 3,825 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. Design assumptions: 'Single anchor with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations are in accordance with ACI 318 Section 9.2 and no seismic loading. 4Thirty percent dead load and 70 percent live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for a: 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48. efo = 2,500 psi (normal -weight concrete). 7Cal = C82 = Cac, 8h > hm,. 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. 1'The Overhead Trubolt+ Wedge version is available in a carbon steel 3/8-inch-diameter only. Illustrative Procedure to Calculate Allowable Stress Design Tension Value: RED HEAD Carbon Steel Trubolt+ Wedge Anchor'/2 inch diameter using an effective embedment of 31/4 inches, assuming .the given conditions in Table 3, in accordance with ACI 318-11 Appendix D and this report. PROCEDURE CALCULATION Step 1 Calculate steel strength of a single anchor in tension ¢Nse = ¢ Nsa per ACI 318 D 5.1.2, Table 3 of this report =0.75*8,925 =6,694 Ibs steel strength Step 2 Calculate concrete breakout strength of a single anchor in Nb = ku,« * A. * f,' * haf1-5 tension per ACI 318 D 5.2.1, Table 3 of this report = 24 * 1.0 * 2,500 * 3.251-1 = 7,031 Ibs ¢Ncb =¢ ANCIANCO Wed,N WC,N wap,N Nb = 0.65*(95/95)/1.0*1.0*1.0*7,031 = 0.65*7,031 = 4,570 Ibs concrete breakout strength Step 3 Calculate pullout strength in tension ¢NP = ¢ Np,..Wc,P (f c,a0/2,500)" per ACI 318 D 5.3.2 and Table 3 of this report = 0.65*6,540*1.0*1.005 = 4,251 Ibs pullout strength Step 4 Determine controlling resistance strength in tension = 4,261 Ibs controlling resistance per ACI 318 D 4.1.1 Step 5 Calculate allowable stress design conversion factor for loading a =1.2D + 1.6L condition per ACI 318 Section 9.2: =1.2(0.3) + 1.6(0.7) =1.48 Step 6 Calculate allowable stress design value per Taoowable,ASD = ¢ N,,is Section 4.2 of this report = 4,251 / 1.48 = 2,870 Ibs allowable stress design ESR-2427 I Most Widely Accepted and Trusted Page 14 of IS TABLE 8— 7W RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR INSTALLATION INFORMATION FOR ANCHORS LOCATED IN THE SOFFIT OF CONCRETE FILL ON METAL DECK FLOOR AND ROOF ASSEMBLIES',3 NOMINAL ANCHOR DIAMETER (inch) PARAMETER SYMBOL UNITS 31. 1/2 5/8 Anchor outer diameter Qdo]2 inches 0.361 0.5 0.615 Nominal carbide bit diameter dm inches 31. 1/2 5/8 Location of Installation - upper and lower flute upper and lower lower lower flute flute flute Minimum effective embedment depth he, Inches 15/5 2 31/4 2314 41/4 Anchor embedment depth hno,,, Inches 2 21/2 33/4 31/4 43/4 Minimum hole depth he Inches 21/4 23/4 4 31/2 5 Minimum overall anchor length 'anchor Inches 21/2 33/4 41/2 41/4 6 Installation torque Tme ft-lb 30 45 90 Minimum diameter of hole in 1/2 5/8 3/4 fastened part dh inches For SI: 1 inch = 25.4 mm, 1 ft-lb = 1.356 N-m. 'Anchors in the lower and 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 axial spacing along the flute equal to the greater of 3he, or 1.5 times the flute width. 2The notation in brackets is for the 2006 IBC. 3The Overhead Trubolt+ Wedge version is available in a carbon steel 3/8-inch-diameter only. TABLE 9—17W RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR DESIGN INFORMATION FOR ANCHORS LOCATED IN THE SOFFIT OF CONCRETE FILL ON METAL DECK FLOOR AND ROOF ASSEMBLIES' .2 NOMINAL ANCHOR DIAMETER (inch) CHARACTERISTIC SYMBOL UNITS 3/8 1/2 5/s Location of Installation - - upper and lower flute upper and lower lower lower flute flute flute Minimum effective embedment depth ha, inches 15/, 2 31/4 23/4 41/4 Characteristic pullout strength, uncracked concrete over metal deck , /�p•deck,uncr Ibf 2,170 2,515 5,285 3,365 6,005 Characteristic pullout strength, cracked concrete over metal deck /`/P.deck,Cr Ibf 1,650 1,780 4,025 2,405 5,025 Characteristic shear strength, concrete over metal deck Vsa, deck' Ibf 1,6403 2,200 3,790 2,890 6,560 Reduction factor for pullout strength in tension, Condition B _ 0.65 0.65 0.65 Reduction factor for steel strength in shear, Condition B T� - 0.60 0.65 0.65 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Values for kdeok and Vsa,deck apply to sand -lightweight concrete having a minimum concrete compressive strength, fc , of 3,000 psi. 2AII values of 0 apply to the load combinations of IBC Section 1605.2 or ACI 318 Section 9.2. If the load combinations of Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4 (ACI 318-08 and -05 D.4.5). For installations where reinforcement that complies with ACI 318 Appendix D requirements for Condition A is present, the appropriate 0 factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -05 D.4.4). 3For seismic applications according to Section 4.10.3 of this report multiply the value of Vsa,deck by 0.84. ESR-2427 I Most Widely Accepted and Trusted Page 15 of 15 Min.1-1/2" Max. 3" Min.1-1/2" Max. 3" Min.1-t/2„ Max. 3" Min. 1"Typ Lower Flute Min. 4-1/2" Min. 1"Typ. Nominal Anchor Diameter = 3/8" Sand -lightweight or Normal Weight Concrete hnom = 2" hnom = 2" (Min. f'c=3,000 PSI) upper flute Flower flute t I )L�Thi(kness Min.0.034" Metal Deck Max. I" 1 1 1 Offset, Typ. I I j I• Min.12" Typ. Upper Flute i.�- Max." Offset T Min. 4- /2 f YP• Nominal Anchor Diameter = 1 /2" hnom = 2-t/2" hnom = 2-1/2" or upper flute F 3-3/4" lower flute Sand -Lightweight or Normal Weight Concrete (Min. f'c=3,000 PSI) I�----�� Max. 1" Lower Flute Offset, Typ. Min.12" Typ. —► Min. 4/2" Upper Flute j ' Min. 4.1/2" —_ �-�-- Max. I" Offset, Typ. Nominal Anchor Diameter = 5/8" Min. 0.034" Thickness Metal Deck Sand -Lightweight or F hnom = 3-t/4" or Normal Weight Concrete Min.1" Typ. 4-3/4" lower flute (Min. f'c=3,000 PSI) 17ower flute j�s Min.12" Typ. ----.� Min. 4-1/2 Upper Flute Min. 4-1/2" Max.1" Offset, Typ. Min. 0.034" Thickness Metal Deck FIGURE 7—ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD' TRUBOLT+ WEDGE ANCHOR LOCATED IN THE SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 inch = 25.4 mm) City of Tukwila Jim Ha Department of Community Development Jack Pace, Director 12/1/2015 TOM BELL 950 W LAMBERT RD, UNIT 14 LA HABRA, CA 90631 RE: Permit No. D15-0131 KEY BANK 275 ANDOVER PARK 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 1/31/2016. 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 1 /31 /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, 04 Rachelle Ripley Q Permit Technician File No: D 15-0131 6300 Southcenter Boulevard Suite 9100 • Tukwila, Washington 98188 0 Phone 206-431-3670 e Fax 206-431-3665 Joanna Spencer From: Hackel, Michael <Michael_Hackel@KeyBank.com> Sent: Wednesday, July 08, 2015 11:11 AM To: Joanna Spencer Subject: Andover Park KeyBank RPPA Joanna, Regarding the Andover Park KeyBank branch and the notification of the need to perform the annual backflow test on the DCVA for the irrigation system, and the need to install an RPPA on the building water supply, I have initiated a work order SR623263 with our technical maintenance company, Johnson Controls, Inc. to have both projects performed. They fully understand the need to obtain a type "C" permit to perform the installation, and will do so as soon as possible. This work will be scheduled to occur and completed in less than 120 days from today. Please let me know if you have any questions or comments in this regard. Thank you. Michael Hackel Corporate Real Estate Solutions, KeyBank Facilities Manager 2707 Colby Avenue Everett, WA 98201 Work: 425-789-2832 Cell: 425-766-3006 Fax: 425-252-9451 www.keybank.com � p-Rnd budding the ioundelron of tomorrow RECE3VE0 CITY OF TUKWILA JUL 1:5 2015 PERMIT CENTER This communication may contain privileged and/or confidential information. It is intended solely for the use of the addressee. If you are not the intended recipient, you are strictly prohibited from disclosing, copying, distributing or using any of this information. If you received this communication in error, please contact the sender immediately and destroy the material in its entirety, whether electronic or hard copy. This communication may contain nonpublic personal information about consumers subject to the restrictions of the Gramm -Leach -Bliley Act. You may not directly or indirectly reuse or redisclose such information for any purpose other than to provide the services for which you are receiving the information. 127 Public Square, Cleveland, OH 44114 If you prefer not to receive future e-mail offers for products or services from Key CORRECTION send an e-mail to mailto:DNEReouests@key.com with 'No Promotional E-mails' in the SUBJECT line. LTR#____J CORRECTION LTR#J._ D15 a. o v"61 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director June 30, 2015 TOM BELL 950 W LAMBERT RD, UNIT 14 LA HABRA, CA 90631 RE: Correction Letter # 1 DEVELOPMENT Permit Application Number D15-0131 KEY BANK - 275 ANDOVER PARK Dear TOM BELL, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. The turning space for the vestibule does not comply with turning space clearance as required in the 2009 ANSI. Both sides shall require a clear 60 inch radius turning space. Provide a revised drawing where the vestibule shall meet the 60 inch turning space requirements. (2009 ANSI section 404.2.5) PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) In accordance with Washington State Dept of Health guidelines for Group A Public Water system, Public Works has implemented a cross -connection control program to protect the public water system from contamination via cross -connection. The program requires elimination or control of any cross -connection between the distribution system and a consumer's water system by the installation of an approved backflow devise. The City has determined that the Key Bank building has deficiencies on the domestic water and landscape irrigation service. a) Domestic Water Service A reduced Pressure Principle Assembly (RPPA) shall be installed immediately downstream of the existing 2" permanent water meter. Installation in another location requires the Public Works Director's approval. The RPPA shall be installed in a Hot Box/Rock or equal freeze protection enclosure anchored into a minimum 4" thick concrete pad. On your site plan show the property lines, street name(s), building foot print, north arrow, location of the existing 2" water meter and proposed RPPA. Submit RPPA cut sheet and circle backflow to be installed. b) Landscape Irrigation There is a 1" Double Check Valve Assembly (DCVA) that is overdue for the required annual testing. The last test report was received in September 2012. Please have the DCVA tested and submit passing test report to Public Works. A separate letter addressing these backflow deficiencies was mailed to Westfield Property in Carlsbad, CA, property owner. If you opt to install, it can be done under a separate Public Works permit or under a revision to this Tenant Improvement permit. You have also an option to post a bond for 150% of RPPA design and installation cost together with a letter stating RPPA installation within 120 days. 6300,S/n/thrPntPr Rnulavnrd ,6iity #lnn • Tukm iln Wn.chinotnn OR1RR • Phnno m6_431.367n • Fnr 906-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D15-0131 6_300.Southcenter Boulevard .Suite #100 9 Tukwila. Washington 98188 • Phone 206-4.31-3670 • Fax 206-437-3665 Joanna Spencer From: Todd Reedy Sent: Monday, June 15, 2015 3:40 PM To: Joanna Spencer Subject: RE: Key Bank @ 275 APW D15-0131 Hello Joanna, Regarding Key Bank at 275 APW: -No RPPA installed on 2" domestic service for premise isolation. -No fireline connection to this property. -There is a 1" DCVA installed on the irrigation connection that is overdue for testing. September. The last test report we received was done in September 2012. Let me know if you need any additional info, Todd From: Joanna Spencer Sent: Friday, June 12, 2015 8:57 AM To: Todd Reedy Cc: David McPherson; Joanna Spencer Subject: Key Bank @ 275 APW D15-0131 Good MorningTodd, Are their backflows up to date? The test month for this property is Joanna PERMANENT FILE COPY D15-oi3► PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0131 PROJECT NAME: KEY BANK SITE ADDRESS: 275 ANDOVER PARK Original Plan Submittal X Response to Correction Letter # 1 DATE: 07/16/15 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ® Fire Prevention ❑ Planning Division ❑ A�is Works M� Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 07/16/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/13/15 Approved ❑ Approved with Conditions Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Plug ❑ PW ❑ Staff Initials: 12/18/2013 uty ®f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.p-ov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. -o13,gDateo -7" i ��" " o Plan Check/Permit Number.-D ❑ Response to Incomplete Letter # Response to Correction Letter # VOf—r- W� p �t�� �'t114V" ❑ Revision # after Permit is Issued I JUL 1162015 ❑ Revision requested by a City Building Inspector or Plans Examiner PERM IT OENTEF Project Name: KF JAA/4/ Project Address: ��Contact Persona / Phone Number: LT Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in TRAMT on City ®f Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �/�Q /�s Plan Check/Permit, Number: ❑ Response to Incomplete Letter # I( Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: Summary of Revision: IA- Sn60CICIp- N ot"Leb � RECEIVED CITY OF TUKWILA JUL 15 2015 PERMIT CENTER Phone Number: �Z� 789 "283Z _CORRECTION LTR#- I� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision„ 4 Received at the City of Tukwila Permit Center by: N— Entered in TRAICiT on PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0131 PROJECT NAME: KEY BANK SITE ADDRESS: 275 ANDOVER PARK W X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: AIN- . "j ce'vy ?, 6 Building Division DATE: 06/11/15 Revision # before Permit Issued Revision # after Permit Issued l & 14wc Fire Prevention Cow . ��`7-fS- Ic Works Structural Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: DATE: 06/16/15 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: Structural Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/13/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: ' Departments issued corrections: Bldg 1:j— Fire ❑ Ping ❑ PW Staff Initials: 12118/2013 ELITE COMMERCIAL CONTRAWNG Page 1 of 3 inWashington State Department of Labor & Industries Home Inicio en Espanol Contuet Search L&I A-L Index Help I41p Secure. L&I Safety Claims & Insurance Workplace Rights Trades & Licensing ELITE COMMERCIAL CONTRACTING Owner or tradesperson 804 WEST MEEKER STREET Suite 201 Principals KENT, WA98032 YORK, TAMMIE JO, PRESIDENT 253-8933100 KING County 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. Business type 601 850 696 Corporation Governing persons JOE 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 specialties GENERAL License no. ELITECCO20CD Effective — expiration 02/04/1998— 02/06/2017 Bond ................ CBIC $12,000.00 Bond account no. SB3377 Received by L&I Effective date 12/20/2001 02/04/2002 Expiration date Until Canceled Insa ...........ur.................nce... AMCO Ins Co $1,000,000.00 Policy no. ACP3006526489 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601850696&LIC=ELITECCO20CD&SAW= 8/4/2015 x i c - 0 N m U BTR NDER BLVD ; DESCRIPTION OF WORK: 1. 'REMODEL OF EXISTING ENTRY VESTIBULE. 2. REMOVE INTERIOR. VESTIBULE DO o OR GLASS AND DOOR AT ENTRY. 3. INSTALL NEW GLASS WALL AND DOOR AT ENTRY. 3. REMOVE EXTERIOR . 4. INSTALL NEW INTERIOR VESTISLE WALLS AND DOORS WITH METAL DETECTOR AND CONTROLLED ACCESS ENTRY LOCKING DOOR SECURITY SYSTEM. m m m N O 0 U S 0 W ©w�'flo co a) p �C h N 00 0 L co N O D 0 n E U. BANK INTERIOR 9 1-1 ill 60" RAD TURN AROUND EXIT 119• EXIST ALARM INSTALL NEW DOOR._. ' DOOR � ut C LloobOR M 41_81' i ' ! I 1� REMOVE DOOR TO NIGHT DROP ROOM ! / i INFILL 2X4 WOOD STUDS, 16" OC 5/8" GYP BD EA SIDE. THRESHOLD 0) � �-._..-----; `� ,-` I ! - ,� � BEVELED CHANGES IN LEVEL _. _._ __ -- _ 1 I I ' CLEAR SPACE 32 X 48 2r_$EF I EXISTING NIGHT DROP ROOM ! ! i ! D DOOR o 10 2 2 i exit Y entry 101-011 r ALL DOORS WITH CLOSERS, BUT NO LATCHES (THIS ALLOWS THE 32" WIDE CLEAR SPACE) ICC A117.1-2009 TABLE 404.2.3.2 jQ10,<.. EMOVE EXIST VESTIBULE WALL '"----EXISTING EXIT #2 .� rluraa5 El METAL DETECTOR � 0\b . XTSOFFIT j, E IE3Y i ' T I I i EXTERIOR j I I INTE Eli J ID NEW SECUR11Y ENTRY "" ---EXISTING NIGHT -DROP ROOM i VESTIBULE' i I l MAIN ENTRYI je . AREA OF WORK \.�;; ..� ✓ E. o ! 1 " EXISTING FIRST FLOOR PLAN SCALE: 1/8" = V-0" 0 10 20 ONE STORY,- SINGLE TENANT BUILDING 5476 SOFT GROSS AREA OCCUPANCY USE GROUP: B (NO CHANGE) OCCUPANCY LOAD:.•55 PERSONS (NO CHANGE) TWO EXITS REQUIRED (NO CHANGE) SECTION SYMBOL QNT DESCRIP 0 PENDANT LIGHT FIXTURE EMERGENCY LIGHTING 1 EXIT SIGN WALL MOUNTED SINGLE SIDED, 5 W HARD WIRED WITH 90 MIN BATTERY BACKUP EXIT SIGN CEILING MOUNTED DOUBLE SIDED, 5 W HARD WIRED �- WITH 90 MIN BATTERY BACKUP FE FIRE EXTINGUISHER . � a FIRE STROBE AUTO AUTOMATIC TIMER SWITCH OV OVERRIDE SWITCH FIRE FIRE ALARM BOX S i 4 CAULK ALL EDGES AT EXTERIOR AU4 A _L FACADE .,• . is - � 15 16 1 18_ 7 8 9 +r+ OPEN' /.. / / \ 14 METAL DETECTORS C DOOR` \ \ \ / , +w B DOOR, / .>, . .. / A -DOOR / / / / D-DOOR \ I c 0 � fl U rn }} c tp a) Q n a a o m c 03 ro zrn V CV 00 m wcs,(o p `'�' W NLLc`�v ca 04 O 0 po®r ` .r BACKER ROD PLASTIC SHIM FEBEMERGENCY OPERATION. rr 0 21M 1. ISOTEC,SAFETY ENTRANCE SYSTEM CAN BE OVERRIDDEN TO ALLOW ALL DOORS TO UNLOCK, THIS CONDITION IS CALLED SYSTEM OVERIDE CAULK L AND CAN $$ !N{TiATE© $Y ©PERATtON:Ot= THE SYSTEM fUERRti3E SWITCH N THE (1PERAT(7R C(7t lSOLE (1Ft L1SCr (7E THE KFY RFSET'SWITCH ON TFtE EXTERIOR SIDE OF THE ENTRANCE SYSTEtvt- THIS � I . I I � I I I � THE 40LAR HEAT . GAIN I COEFFICIENT (sGH I C) AND VISIS I LE TRANSMITTANCE OF I I I DEVICE5.FROM;THE EG13ESS SIDE (INSIDE)�PROVIDEO:_ ' I 11 . I I GLAZED PP-Ne$TRATION'PRODUCTS SHALL BE DETERMINED IN ACCORDANCE WITH N�RC 200 1 1 A) THE LOCKING DEVICE IS READILY DISTINGUISHABLE AS LOCKED I I I � BY AN ACCREDITED, INDEPENDENT LABORATORY, AND LABELED AND CERTIFIED BYtH`E � I I I B) A READILY VISIBLE IJUAABLE'SIGN IS POSTED ON THE EGRESS, L I � I I � 11 ' .- I � f , . I . MANUFACTURER. PRODUCTS LACKING SUCH A LABLE SHALL BE ASSIGNED.A DEFAULT SHGC, . . SIDE ON OR ADJACENT TO THE DOOR STATING* I I I I A 1. � � I I - . I � I OR VT FROM TABLE C303. I' .3(3) 1 1 � I I . .1 I I . � . � "THIS D60R TO REMAIN UNLOCKED DURING 13USINESS HOURS" I I I : I � � . I � I .1, I � ' ' , I ,,EXCEPTION: UNITS WITHOUT NFRC RATINGS PRODUCED BY A SMALL � ��, I I . I I . - . THE SIGN.SHALLI BE IN LETTERS 1 INCH HIGH ON A,CONTRASTING I � I I � , 4 1 . I . I I BUSINESS MAY BE ASSIGNED D15FAULT U-FACTORS FROM TABLE C303,1,3(6) I I - I I 'COLORBACKGROUND . . I � I I � � � DEF: 50 OR FEWER EMPLOYEES AND LESS THAN I MILLION I I I I . I I I I .1 " 11 I ,� I I I . I I I . I � I I � � I 1 il � I � k , I I .11 I I . I . . I - DOLLARS / YEAR IN WINDOW SALES I I I I I � I I I I I I I I I I I � I � I � .. ACCESS CONTROLLED'EGRESS DOORS. SEC 1008.1.9.8 2012'IBC I I 1� I I � I a . . I TABLE C303,13(l) I I I � . I I . I I I ENTRANCE DOORS, WITH, AN I OCCUPAN I CY OF GROUP b ARE PERMITTED 1. r DEFAULT GLAZED FENETRATION U ACTOR QNCLV G DOORS ITH MORE'THAN 50% GLASS) I I I I � I FRAMEITYPE I . I - . SINGLE PAN I E DBL PANE I ' SKYLIGHT : ,-.- I I . _M9TAL 1.20 � 0.80 I I I I . SEE I . I 'C303.1.3(4) I I , ' METAL,W/ THERMAL BREAK I � I .1 I . I I & I 1.10 . I 0.65 I . NON-METAL ORMETAL CLA6____1 -0-95 1 om I I I GLASS BLOCK I 1 ..- ,, 0.60 � .� , 1 . I � . . TO BE EQUIPPED WITH AN APPROVED ENTRANCE AND EGRESS ACCESS � I � I 11 . . I � CONTROL SYSTEM, LISTED IN ACCORDANCE WITH UL 294, INSTALLED PER: I I I � -1. A SENSOR SHALL., BE PROVIDED: ON THE EGRESS SIDE ARRANGED I I I I TO, DETECT AN OCCUPANT APPROACHING THE DOORS. THE DOORS SHALL . . I BE ARRANGED TO UNLOCK BY A SIGNAL FROM OR LOSS OF POWER TO THE I . I I I � . . .. SENSOR. , I ., � . . I IL . I � 11 � . I . . jl� LOSS OF POWER TO THAT PART OF THE ACCESS CONTROL SYSTEM 4. . ' ' . � VHICH LOCKS THE DOORS, SHALL AUTOMATICALLY, UNLOCK THE DOORS, -k � I I . . I , 3. THE DOORS SHALL BE ARRANGED TO UNLOCK FROM A MANUAL I I ' I I I I r I . I I I THERMAL BREAK SHALL HAVE THE FOLLOWING MINIMUM: ' �, I � I I � . ' 11 UNLOCKING DEVICE, LO,bATED'4O INCHES TO, 48 INCHES VERTICALLY ABOVE .� � I I � I I . I I � . A) THE THERMAL CONDUCTIVITY OF THE THERMAL BREAK MATERIAL, SHALL I I THE FLOOR AND WITHIN 6F,EET OF THE SECURED DOORS. READY ACCESS - I . I I BE NOT MORE THAN 3.6 Btu-In/h/FT2/F ! I ' r . � I -SHALL BE PROVIDED,TO, THt MANUAL, UNLOCKING DEVICE AND THE DEVICE � . : . I I I I* I Ell THE THERMAL BREAK MATERIAL MUST PRODUCE A GAP IN THE FRAME ' I . � I SHALL BE CLEARLY IDENTIFIED BY A SIGN THAT'AEADS' 'PUSH TO EXIT' I . � ! I I , I I MATERIAL OF,NOT LESS THAN 0.21 INCHES;,AND . I , � i I WHEN OPERATED, THE MANUAL UNLOCKING DEVICE SHALL RESULT IN' I I : I C) ALL METAL FRAMING MEMBERS OF THE PRODUCTS EXPOSED TO INTERIOR I , I DIRECT INTERRUPTION OF POWER TO THE'LOCK. INDEPENDENT OF THE I � I � AND EXTERIOR AIR SHALL INCORPORATE A THERMAL BREAK MEETING THE � I - . *CRITERIA . I I I I ACCESS CONTROL SYSTEM ELECTRONICS -AND THEDOO RS SHALL REMAIN � I . I IN A) AND B) ABOVE. � I I I I . I I UNLOCKED FORAWINIMUM OF 30 SECONDS. , �,' - I , I , � I i ,� I I � I I I I � , � I - . � I . - I . I �.AqjiVAT116N OF THE BUILDING FIRE ALARM SYSTEM, IF � I ' � I ! . I � I I I TABLE R-303,1.3(5) SMALL BUSINESS COMPLIANCE TABLE . . � PROVIDED, SHALL'AUTOMATIOALLY UNLOCK THE DOORS, AND THE DOORS . , . I . P-EMLI U:LACTOR LQ VERT19& FENgSTRATION . I I SHALL REMAIN UNLOCKED UNTIL THE'FIRF_ ALARM SYSTEM HAS BEEN RESET. I I I I I I I I I � PANES I LOW-E I I I . , ,. I SPACER I FILL TRAME TYPE I � _ . I . � I I .1 I 5. ACTIVAT16N OF THE BUILDING AUTO . I MATIC SPRINKLER OR FIRE p � I I I I ALUM. WITH THERMAL BREAK - I . �� . . DETECTION SYSTEM, iFPROVIDED, .SHALL AUTOMATICALLY UNLOCK THE . . , i I I � I � DOORS. THE DOORS SHALL REMAIN UNLOCKED UNTIL THE FIRE ALARM i I 1 2 0.07 MAX ANY _F I ARGON I I I I I I 'SYSTEM HAS BEEN RESET. I I I I I I : I I . I 1 I I . 6'. ENTRANCE DOORS SHALL'NOT 6E�SECURED FROM THE EGRESS - . ; , I . I I I SIDE DURING PERIODS THAT THE BUILDING IS OPEN TO THE GENERAL PUBLIC4 I I ) . THERMAL BREAK: 1. THERMAL BREAK MATERIAL CONDUCTIVITY SHALL 13E . . I I I I . . 11 . 11 . I . . I I . � I I I � � I � . I I �. 1 3.6 BTU-INIFT2tF I -FHERMAL . � . � .1 EGRESS DOOR MUST ALLOW EGRESS WHETHER POWER IS PRESENT - I : . . I I I . I � 2. THICKNESS OF . � � BREAK: 0.21 IN, MIN. I . 3. ALL METAL FRAMING MEMBERS OF THE PRODUCTS � .� .THE . , 1. OR NOT-, PEOPLE MUST BE KEPT FROM,BEING INVOLUNTARILY LOCKED - 1, . I I � . II . I EXPOSED TO INTERIOR AND EXTERIOR AIR SHALL INCORPORATE A I . I I I I I . INSIDE THE BUILDING. I I I I . . : � I � I I THERMAL BREAK PER ONE AND TWO ABOVE, - , . - . . 11 I I I I � I I I I I I � � I I . , I I , . . 1, I .1 . I . � 11 : . I I I I .1 � I , I I . I MINIMUM AIR SPACE OF 0,315"FOR DOUBLE PANE, I �� I I . . . 11 . L I I I .1 I ' I 11 I I I ' - � 4 � I I - I . . "' LOCKED-EG'RESS DOORS SEC. 1008.1.9.9,2012 IBC , . ELECTRICALLY 1. � � 1 I C402.4 AIR LEAKAGE . I I . - � THE THERMAL ENVELOPE TO COMPLY WITH SEC 10402� I- - C402.4.1.2 I I . I � I I I . I I I I . 11 I .. I � I I DOORS IN MEANS OF EGRESS IN'BUILDINGS WITH -AN OCCUPANCY IN I 1. 11 . I I . - I , � 1. GROUP B, SHALL BE PERMITTED'TO, BE ELECTOMAGNETICALLY LOCKED IF I I I IRIERS . I - I EQUIPPED WITH LISTED HARDWARE THAT, INCORPORATES A BUILT4N � I � I I I A CONTINUOUS I - THERMAL AIR BARRIER SHALL BE PROVIDED THROUGHOUT THE . ENVELOPE. AIR BARRIER SHALL COMPLY WITH C 402.4,1.1 . . I . I . SWITCH AND MEET THE REQUIREMENTS BELOW: .1 � I I , 1i . . AND C402A.1.2 I I . I I : . 1. THE -LISTED'HARDWARE THAT"IS 011FIXED TO THE DOOR HAS . I � � . I I � I � C492,4J.1 AIR66 im . ' I I AN OBVIOUS METHOD OF OPERATION THAT, IS READILY OPERATED UNDER I ' � � I . I � 1, THE AIR BARRIER SHALL BE CONTINUOUS FOR ALL ASSEMBLIES THAT . I I � I 11 I I � I I - ALL LIGHTING CON ItIONS. � . I � 1, . . I I I . I t - I I ARE THE THERMAL ENVELOPE OF THE BUILDING AND ACROSS THE . I 1 JOINTS AND ASSEMBLIES. ,,. � . � I I I., � � I I � � LISTED HARDWARE IS CAPABLE OF BEING OPERATEDWITH - . 2. THE I . .11 i I � t ! I I . � 1. � � , I . ! I - 2. AIR BARRIER JOINT$ AND SEAMS SHALL BE SEALED. THE JOINTS I ANDSEALS . : I I I . I ONE HAND 1 1 .,.� , � . , I I . I I � I � 1 3.-, 0'PEkATION OF THE- LISTED HARDWARE DIRECTLY INTERRUPTS i � I . SHALL'BE SECURELY INSTALLED IN OR ON THE JOINT FOR I ITS ENTIRE LENGTH SO AS NOT TO DISLODGE, LOOSEN OR OT149RWISE ,� � I I . I � 15, 11 I I I .. . .. THE.POWER TO THE ELECTROMAGNETIC LOCK AND UNLOCKS THE DOOR t ! I I � I . � . I IMPAIR ITSABILITY TO RESIST POSITIVE AND NEGATIVE PRESSURE I I FROM WIND, STACK EFFECT AND MECHANICAL VENTILATION. , I ' I � 1, I . � I . � 11 . . IMMEDIAtELY.. , � �, . I I � I . I I I I .1 I ' . I I - I I ,. � I � � � I I � . I �,- 4. LOSS OF POWER TO THE LISTED 1Y ,, I I � ,� ,HARDWARE AUTOMATICAL I il I I I I I I I I � I . . . I � ' � I I � I . . UNLOCKS THE DOOR. I � � � I . � � . I � � � C4W41AIA I PAKArg of: I:PNrqTQA,TInM . � I . - .. . . I I I I � � � � I . .. . . .. . . I . � I I .1 � DOORA2 SQFT EXT. AREA I . WINDOW: 27 SQFT @ EXT, I 1 4 . . , . . . . & . . .. . I I I I I I � �, I 1 1/8"+1/16"+ 1/81, 1 1 1 . . . . I I I I . I . . � I I I . I . . � . � . . � I . I I . - . . . I . - I I . I . I . I . . . . .1 .1. . . � I . I . 0 1 a I . z I 11 . a) - . :3 1 1 . Q) I 1 2 . . : I I I I I . I . I . I . I ! . . . . . I I i I I � I . � It I I I 5. Wrictic PANIG OR FIREEXI I HARDWARE IS REQUIRED BY � I I . � r It � I I I I . . I � � " - . � li ' � . I . I . � FIELD -FABRICATED FENESTRATION ASSEMBLIES THAT ARE SEALED IN I I . ,SEC'.. 1008.1,10ti.(THIS GROURB USE DOES N I OT REQUIRE PANIC HARDWARE) � . It � I .1 I �t I I . � . I I It I 1* I . I I � . . I I I I I I r 0 1 - ACCORDANCE WITH C402A.1 , � I . I . . I � . I I . . � . � . I � I I i I I I � I I I I I ,, OPERATION OF, THE, LISTED PANIC OR FIRtEXIT HARDWARE . I I . I . I I ! I I I ; I � I I I - - � I � I I � I I T . I I I : . I ALSO RELEASES THE ELECTROMAGNETIC�LIJCK;, . I I I . . I . I . I � 1 1 � 11 I I . � -1 ''I .1 � I 1. . I I � I I �. 11 ,� - LT1 SMART GLASS INC. , 11 I . . 6 1 I . I I I I I . � I i I � � . I I I I � I .1 I I . r I I I I � � � . ., z 3 1 MOLE 02A 3 -11 � I . I I I - I . I I I I I I I I . I - ./ LTI BR1 LAMINATED GLASS LEVEL 1 9. MM . j, r I I AI . � I I I '� " " � I �-� , I - I ! I , I I ; I , , :1� I I I , 1 4 , , I I , I I I I I . ; � ., . -I' � . � , � * :i '' 11 I , ! I . , - f , , , �,e � I I , I , , - , , , � I � � I I � � , � . I I I I , I I I I I . � I I 1: ��. � I , , 11 , , I , , " , , � I . , I � I � I , � I I . � . I I "I �:",; � � � I � _i I I I I I , I I , I I � - I I I I - MAXIMUM AIR INFILTRATION RATE FOR PENSTRATION ASSEMBLIES I ASSEMBLY: MAX, RATE ' ' I I I I . � CFMISQUARE FT TEST I I . I I . I I I � 11 I I _ I - " I - OFAREA I I � I � ; I 11 "I I I I - , , PROCEDURE, � I � � I 11 I I I I � I � �. i FRONT , I . -* , � 6.0�6 � � � I I I 11 I � GLAZING , I 11, �� I , I . / ,,, -, - NFRC 400 OR ' ' , ASTth E 283 AT 1,57 PSF I . 11 , COMMEACIALOLAZED , I ,., ", "I � , I I , SWINGING ENTRANCE I I � I 1100' I �.��, I - I I � I "I �OOORS' I , - I- I �A I - . I I , I .� .1 I . I I LOCATION ,' . I I � I � NO� I I I ' QNTY � I SIZE 1. APPROX.ONLY WXH ., I . � � ' � MANUR I . I I I FRAME I I . I MODEL AIRJGAS SPAC � - . LOW-E , I ,�. U VAL I I � I . I ` SHGC I I . 11 I . I ' SAFETY GLASS, FIXE . � . 1. d I BULLET AREA I I I -1 NOTE . I � " , LEVEL, I SAFETY I I � , EXTERIOR, . 11 I . I I I 11 I I 1 I - I I , I � DOOR ' I , 36 X 84 1 , � � I 1 LTI SMARr GLASS METAL alum. I r 0. 185' I ARG YES I �' - 0.36 0.48 . YES � I I I � BULLET PROOF I 1 - 1.2 :; - 21 IYES . . I . �, . 2 ' I 1, i . _� 15"X,78" I . 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ASTM C 1172 - STANDARD SPEC FOR LAMINATED ARCH FLAT GLASS - r � ASTM C 1048 ,STANDARD. SPEC, FOR ARCH FLAT GLASS CLAD PLYCARBONATYE . I . � - � . I a ,,, t i . � � � ,� - _ . .1 I . I � ", 11 I I I I WIT14 A SELF CLOSINGOMCE. I I I � I 11 I I . I " 1 I ''I . I I � . I I I I � , 11 � � I I .1 , , � i I I I � � r . � � . I � � � I � I � �- . I � I � . , , I I I . , I . I , I �, I I I I ,� .. � 11 11:1 �, . I .. 11, . I I : . � I I � . I I � I 1 . I . 'I, r I I . . I . I � . I I I , . , 11 I I . 1 I . ANSIZ97.1 SAFETY MATERIALS,jq8ED IN BUILDINGS � . . I I I I I I � � � ,� - i , A , , . 'JI'l 11 , . , , �� � I '' 1� " ��, �', r I , NVELOPE OF CON . THE ikT6161k E I I I DITIONED VESTIBULES SHALL COMPLY I , I � � � � I I WITH *e REQU,F, IREMENTS F09A CONDITIONED SPACE. I I 0 I , : 1, 1, ..'' � . I I � :1 �� 1 I , 1�.,., I �_ , I I 11 I .,A I : � �1 ". I I I I I "�: """ I 11 �. I I � #4, NSPECTION OF ANCH6` ' � -D IN,H "I R$IINSTALLE ARDENED CONCRETE, � ''I'll . 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I i : . � '. . I I .11 . I I I � . I I 1. I � I I . I I � . I I . 11 . � .. , 1� 'Ir 11 I . I . I I - . . I :� '' , , , ED, TO THE REGISTERED DESIGNPROFESSIONAL INRESPON$IBLE CHARGE AND TOTHE, . . I I I I � . . I .1 I � , � SQFT.IN AREA TO 85 SAFETY OW-IN6 TF-STEb AND APPROVED IN ACCORDANCE WITH. � .1 � I I I . � . I , HGQ 4DJUSIMENT., 40 . � . I 11 I I . I I , I I . . I : I I :, I S 2.3.1,1 � 11 . I I I I I I I ,� . � � I . I - " I 11 - �, -CPSC 16 CFR PART 1201. - -1 11 L : I . I .111, I � I I � I I I * I �, . CTION, THE R ' CTOR SHAL, ' I I � . .1 1 . , _ . I t I I I WINDOW PROJECTION,FACTOR,* , -, _ 1 '. I � � �� ;�, , � ., .1 I , I EdiOt ' ERtD'8Pet14L,,!N,SPE , IL SUB41T A REPORT TO THE REGISTERED DESIGN PROFESSIONAL. � � I � ''I I . , I . � ,� . I � . I I I I . I ' ' ' . I I I I ii� I I ` . � I . i', * 1,� , . , .� i7l � , � � I .1 I I , I � , I , � I .1i, �IPF-A/B I .1 � � I I ' , I OktIOt*OF THE WORK INSPECTED', STATING 3 WHETHER TH5,WORK.RP.QVIRINd SPECIAL4NSPECTION � '' . I I '. 11 I I i? � .. . 11 . . . � 1� I z *� � I � . � . I I . . I . 11 I I � I i . I I I . . I . ; I I r I . � 1, I I I 1� I I I I I .. . I I .. ' . � I I . � I I . I . I . I . . ANCt WITH THE APPROVED PLANS AND SPECIFICATIONS AN6 THE' APPLICABLE WORKMANSHIP I . I I I I . . NOT51 'RIOT GLAOSVIS PLEXIGLASS PLASTIC, 0.310- THftK ' I I I I I I . . � I 1F I i � I I I 1� 'A -PROJECTED DISTANCE OF SHADING DEVICE . I . I . . � I . � � . I � . . � I I , . I I . . . 0 � . I . I . I � B - VERTICAL DIST FROM BOTTOM OF GLAZING TO UNDERSIDE I I I � . HE AEOORt'SHALL BE SIGNED BY THE REGISTERED SPECIAL INSPECTOR. I I I . . I � r I . I I . . . � . %-4 . � I � J 17, 1 I . 11 I 1 1 I I � I 1 � - � I I I I , � 11 ",'"'I'll " L INGOFFICIAL BY THE APPROVED INSPECTION OR T5STINGAGENCY NO'LATER THAN' ONE WEEK I . I I � I OF SHADING DEVICE . . 11 "I'll'', "I'll ...... I'll, I'll , 11 "I'll", "I'll �� . . . . . . . . I I � . �, I � � I I I �. I , I I I I I . I I . � � I r I I I I . I r U) I- Cl ; � , I � � 1. I I � I , - * I . � � I I I � . FROM THE DATE OF THE INSPECTION ANDr SHALL BE FILE I i ; . 0 RECORDS, OF THE AGENCY'S O#FFICt. ONE 60P,Y'OF,THE REPORT SHALL BE LEFTAT THE jOB SITE BY THE SPECIAL INSPECTOR,.',THE SPECIAL 1. I PF = 878.831 - 0,9 " I I : , I I I ' ' . � r r � . � . I � � I . I - I . . - I . I Uj N C) O� 00 0) � � I � I I I I . � � � r INSPECTOR SHALL ALSO PROVIDE, AS �Ibjt ECTEb 13Y THE, I IN OFFICIAL OR BY THE REGISTERED OESIGN'PROFESSIONAL IN RESPONSIBLE CHARGE OR OWNER, SUCH OTHER INFORMATION AS IS REQUIRED DURING I . � 0 � � - I . . ., (3) (o I I r . I I i; . � I I . I I I r .1 I ,, L I I I 1.�� I .1 ,, I . � . . I I I IPGREATER THAN 0.2 (YES) THEN SEE ADJUSTMENT FACTOR: HIS/HER ASSIGNED, EMPLOYMENT I - � ��-; I I � I I I . I I . � I I . � I � I � I I I I � , I I I I I . . . I I I I I I 11 I : . I . . I I I � . � I I I , , 1, . _r LLI ,,. v) - _�, 17 U- i * I - I , . I � . . I I . I . %. I I I 1 .. . I � � I I . I I I PF0.2<&PF<G,6 NORTHERLY ORIENTATION MU � : I � I �, LTIPLY BY 1.j � FINAL REPORT . I I I . I I I . . I , - I I I � I � , . . . � I . � . � , I" � I �. 1. � I � 0 i� 0 I-- . ; � I ,� " FOR PF GREATER THAN 0.5 THEN MULTIPLY BY 11 � ., � 1, � . . . 1i I I I I I . � �, . I 11 I I I , I I I I I THEREFORE; FOR THIS PROJECT THE SHOO IS 0.4 X 11 1 . THE INSPECTION OR TESTING AGENCY SHALL SUBMIT A FINAL SIGNED REPORT LISTING THE SCOPE OF REQUIRED INSPECTION AND STATING WHETHER ALL WORK REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE * . I r I I - � I . . I I . I 1. I I . . . . I � � I I � I ry U) Uf N M < 1 . � " � : , 1, I I I . . A13EN CY'S KNOWLEDGE, INSPECTED AND REPORTED AS SPECIFIED ON CONSTRUCTION DOCUMENTS. I I . I I � I (ANDOVER PARK W.) I I I ; I I .1� I . . I I I I . I . . . � " � I I I . . . . I � I t�_ 0 U) I I : � I I . I I � I I . . . � . I � . � � I � . � I . I . I . I � I I I I I I I I I . I 11 I 1. � I . I I . . . � . . I . -, I . . I I , I . . I I . � I . . I . . I I . I I I � . I I . � . . I . w N w 04 00 _j M Z 't � I I I 1 . I I -1 �., iI I I - . . I I I I I , I . I I I - .� I . I . I I � r . I . 1 1 , I .1 NOTIFICATION I I . � . � . I I I i I I I � I I I I I I I I � . I - I � I I . � THE OWNER OR AN AUTHOR11kED AGENT IS RESPONSIBLE FORNOTIFYING THE SPECIAL INSPECTOR WHEN CONSTRUCTION ACTIVITY IS SCHEDULED.THAT REQUIRES SPECIAL IN8FECTION. . I �� I . I I . � � 1. I I � I I . I I . I . I � � I I I'll . I � � . . - � � . ... i ; 4 I I � I M N 0 4 ; 0 3 I 1 . . I I I tI � � I � . I I I � I . I I . � . I I I , I . I I I . . . I . I % I I . I I . I I � , . I I I . � I � . � I I I I I - � I . � I I I I I � I I . I � . � � I � I I � I - . . . I . I , , . � I I I I I .1 ., I � I I . I I � I 0 I � : � 1 . I I I I I I I I I I � � I - � I I . � . I . . � I I . � I I I I I I I � I � 1 � I 1� I I � . . . I � � � I � I I I . I 0 1 , , . I I I 1. I I 1 . I I I I - I I . I . I . ��, I . � I � I . I I I I . � I � . . I . I I I I I . , . � , . I ". . I DOORSCHEDULE " ' � . I - . I � . � I I I . � . I E I i � i�: � 11 I ), I . I I , I - I ! I I I I � I . � . I 1. .I I � 11 . I_— I 1. I I I I I I I 1. . � I . I . . � � I I—— 11 1_ . - � . . I I . I I I � I .11 I I . I � I I I I I . I I I I R I � � I I ''I I . I . I I I I I I I . I I .1 . . I I " � - . 1� .1 I I I . - I � � I I I I I 2012,WA STATE ENERGY CODE COMPLIANCE . . , I I � - I I I I I I 11 TARGETVS. PROPOSED � � i I , I . I � ! � I I I I I : I I �� . i . I r . . TARGET (TO BE MET I � I I I AREA UvAL I ARFA UA DOOR 0.6 1. . 42 25.2 FIXED . 0.34 � 2� : iO.26 , 4 . TOTAL I I - -1 I I , I I I I - ' I TSA; I x_____j , I I I I I I - , �- I I I . . . � I I I � r I . I I � I . I . I PROPOSED TOTAL UA TO BE 35.13 OR LESS � I . I I . i � I 1, I ! ''I I . I I r I I I I I � . , � 11" I . I � I I I . . I I . � � I I I II I . � : � � I � � ; � � I � I I . I I I I 1. - I . . . I I . . I I I I I I � I . . I . I ,":. , , � . , I . I I � . I I I - � I I � I I � I I I � . . I � . I . I - � I . . . I I I 11 _;11 AREA UVAL ARFA I UA I POOR 0.36 42 16.12 FIXED 0.36 1 1 �7 9.72 TOTAL I . - � I I I I I . � I . � � � NO. 1. I . I 4 I'll : I .� - , 'ROOM �� ,,, � I ,� I � I 1. , i. . 1:, I * ,�SIZE , I 11 - �, � MANUF,. I . , I I I '� FRAME ' I :1 i -1 DOOR, I -� U VAL r . I 1. I I I MODEL I I . I I FIRE RATING I I I � . � .1 I GLAZING AREA I 11 r � � . I � � SELF CLOSURE, SAFET Y GLASS I I , I I . I . � I , r . . 11 I I I 11 ''I I � . .1 I I I .. I I SEC"10,08,11.0.31OCK§'AND LATCHES . I I I � � �� I , I I I 1. 11 . I I ._ I I � I . .. � I I I . I SIGNAGE REQUIRED .1 I I i � I - I I , I . I I .. H&RDWARE I I I I I . . I I . I I . .- , , ,, � �, - I . I I 11 I . . _ I - 1: A L � 1� I EXTERIOR I . I T I I � I I � I 36 X88 . . I ISOTEC t - ' � I I � I � ALUM. 1, . I � 0.36 - I I , I I . r � � I I � - � I � I � . 15.43 SOFT t I . -1, � I 818, 1. I I � � . I . I I � I ' - - EXTERIOR DOOR.' FIXIED HANDLE.' NO LATCH. MAGNETIC LOCK I � * , -1 , � ' .-- . . I - ,� I T6'DOOR TO REMAIN UNLOCKED WHEN BUILDING � I I I , , . I � I I I I 1. I 1,1 , , � I I ,� I . I � I I I I 11 � I �, NONE . . ) YES FORC.F I YES I I I . I : 11 . . I KEY LOCKABLE FROM �OTH SIDES , . I . I I � I I 11 . I - IS OCCUPIED . - .1 -11 . . I I I I I I � I . I I "L � I . I . I I . .1 . I I r I I I I READILY DISTINGUISHABLE AS LOCKED., I � . . I I I I I . � I . � I . I � I � I - 1". 11 I � I � �_ ... I I . . * EXIT DOOR ON L � � . . � I I .1 . MOTEC , � I � . I I � I . . . I I . I I ., I . INTERIOR DOOR. FIXED HANDLE" NO, LATCH. MAGNETIC LOCK I '' I L I I . I z . I I I I - . 1. . . . � I I I 11 B I I INTERIOR OF Ill 36 X 88' ' ' - ,11,1 ALUM I., N/A . 1 NONE , 15.43 SOFT I I I 1 8 LB1 � YES . YES : KEY LOCKABLE FROM BOTH SIDES I I , 1. I I I I � I . - 1HI& DOOR TO REMAIN UNLOCKED WHEN BUILDING I I I I VESTIBULE-, , - I I., I � I I I - � I . I r . I I I , I I 1, I I I . I 1�� I I .1 'I', I . I . � I I � I . I I . � I I . . 1� I I FORCE I I I - � I . I I . ; I READILY DISTINGUISHABLE AS LOCKED. * � I I . � ' � I � I - I � � . I I � . I I . I I � IS OCCUPIED . . I I 1, ' EXIT DOOR ON' I I I I . . I I : � . � I I I I I I I 1. I I I INTERICRDOOR. ,FIXED. HANOLE.,NO LATCH. MAGNETIC LOCK. - 11 . I ' I .1 � I . .. � I I r I 11 I �, C' INTERIOR OF , " . - 36 X88 - I � ISOTEC . I 'ALUM - .� : N/A L NONE . 15.431SQFT 1 8 LB - , �. YES YES 1. 11 I 11 '. . , I KEY LOCKABLE FROM BOTH SIDES - . I 11 � . � . I I THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED � I I I I VESTIBULE � I . I ,_ I � I I .1 All' . I � � � . I ,r I . I *� - FORCE 11 - � r. I I I . READILY DISTINGUISHABLE AS LQCKED. -. . ' .-. I I � 11�;. � I � I I r � I I" - I I . I � . 1 . I I I I I . L �� I EXTERIOR . . . ,. I I I . I � - I � I., 1 I . 11 I , �. ,� I � I � � L 1. , . 1, � I I r . I I I 0.36 . .1 I ,� I I � I 1 8 LB I EXTERIOR DOOR, FIXED HANDLE. No LATCH. MAGNETIC LOCK I I � . � I I I '. . I . I . .1 .� 11 I I I D EXIT DOOR � 36 X as : . IISOTEC � . ALUM I � NONE, . 15.43 SQFT �YES FORCE I YES KEY LOCKABLE FROM BOTH SI DES I � � � . . 11 . I THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING I I . Al I � � � I I- I I I I . . . ,z I . I I I I , � . � I � . . I . I I � I I I I I .1 - I I 11 I I : . ' READILY DISTINGUISHABLE AS LOCKED. I I � . I � . I I I I I 11 � I I . I I I � I IS OCCUPIED I � � . I I . I � I �