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Permit D15-0152 - KEY BANK - INTERIOR REMODEL
3434SI52 ND ST EXPIRED 01111116 D15-0152 City of Tukwila ' r Department of Community Development + 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone:206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov Parcel No: 0041000495 Address: 3434 S 152ND ST Project Name: KEY BANK DEVELOPMENT PERMIT Permit Number: D15-0152 Issue Date: 7/15/2015 Permit Expires On: 1/11/2016 Owner: Name: KEY BANK OF WASHINGTON Address: PO BOX 560807 C/O FIRST AMER TAX VALUATN, DALLAS, CA, 75356 Contact Person: Name: THOMAS BELL Phone: (562) 686-7202 Address: 950 W LAMBERT ROAD UNIT 14, LA HABRA, CA, 90631 Contractor: Name: ELITE COMMERCIAL CONTRACTING Phone: Address: 804 W MEEKER ST STE 201, KENT, WA, 98032 License No: ELITECCO20CD Expiration Date: 2/6/2017 Lender: Name: Address: , DESCRIPTION OF WORK: INTERIOR REMODEL TO INCLUDE GLASS DOORS AND CONTROLLED ACCESS Project Valuation: $16,370.00 Fees Collected: $724.46 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VA Occupancy per IBC: B Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW 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: Date: / I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local las regulating construction or the performance of work. I am authorized to sign and obtain this development p rmit nd gree to the conditions attached to this permit. Date:-7 —OL � Print This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 5: 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. 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 7: 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. 17: 1008.1.9.7 Delayed egress locks. Approved , listed , delayed egress locks shall be permitted to be installed on doors serving any occupancy except Group A, E and H occupancies in buildings that are equipped throughout with an automatic sprinkler system in accordance with Section 903.3.1.1 or an approved automatic smoke or heat detection system installed in accordance with Section 907, provided that the doors unlock in accordance with Items 1 through 6 below. A building occupant shall not be required to pass through more than one door equipped with a delayed egress lock before entering an exit. 1. The doors unlock upon actuation of the automatic sprinkler system or automatic fire detection system. 2. The doors unlock upon loss of power controlling the lock or lock mechanism. 3. The door locks shall have the capability of being unlocked by a signal from the fire command center. 4. The initiation of an irreversible process which will release the latch in not more than 15 seconds when a force of not more than 15 pounds (67 N) is applied for 1 second to the release device. Initiation of the irreversible process shall activate an audible signal in the vicinity of the door. Once the door lock has been released by the application of force to the releasing device, relocking shall be by manual means only. Exception: Where approved, a delay of not more than 30 seconds is permitted. 5. A sign shall be provided on the door located above and within 12 inches (305 mm) of the release device reading: PUSH UNTIL ALARM SOUNDS. DOOR CAN BE OPENED IN 15 [30) SECONDS. 6. Emergency lighting shall be provided at the door. 1008.1.9.8 Access -controlled egress doors. The entrance doors in a means of egress in buildings with an occupancy in Groups A, B, E, 1-2, M, R-1 or R-2, and entrance doors to tenant spaces in occupancies in Groups A, B, E, 1-2, M, R-1 or R-2, are permitted to be equipped with an approved entrance and egress access control system, listed in accordance with UL 294, which shall be installed in accordance with all of the following criteria: 1. A sensor shall be provided on the egress side arranged to detect an occupant approaching the doors. The doors shall be arranged to unlock by a signal from or loss of power to the sensor. 2. Loss of power to that part of the access control system which locks the doors shall automatically unlock the doors. 3. The doors shall be arranged to unlock from a manual unlocking device located 40 inches to 48 inches (1016 mm to 1219 mm) vertically above the floor and within 5 feet (1524 mm) of the secured doors. Ready access shall be provided to the manual unlocking device and the device shall be clearly identified by a sign that reads "PUSH TO EXIT." When operated, the manual unlocking device shall result in direct interruption of power to the lock —independent of the access control system electronics —and the doors shall remain unlocked for a minimum of 30 seconds. 4. Activation of the building fire alarm system, if provided, shall automatically unlock the doors, and the doors shall remain unlocked until the fire alarm system has been reset. 5. Activation of the building automatic sprinkler or fire detection system, if provided, shall automatically unlock the doors. The doors shall remain unlocked until the fire alarm system has been reset. 6. Entrance doors in buildings with an occupancy in Group A, B, E or M shall not be secured from the egress side during periods that the building is open to the general public. 8: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 9: 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). 11: 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) 13: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 14: 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) 12: 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 A FIRE ALARM MANUAL PULL STATION WITHIN 5 FT. OF THE EXIT DOOR.) 10: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 15: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 16: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL" 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 0409 FRAMING 0606 GLAZING 4046 SI-EPDXY/EXP CONC CITY OF TUKff I Community Development Department Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.Tukwi]aWA.gov SITE LOCATION Building Per o. LL5 Q `;/ /i Project No. Date Application Accepted: Date Application Expires: or office use only) CONSTRUCTION PERNUT 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.: 6 01- 100 - 0415 Site Address: 3434 S 152nd Street Tukwila, WA 98188 Suite Number: Floor: Tenant Name: KeyBank New Tenant: ❑..... Yes ®..No (P,tdCtzr0 a PROPERTY OWNER Name: KeyBank Corp Address: 3434 mS 152nd Street WA City: Tukwila State: WA Zip: 98188 CONTACT PERSON — person receiving all project communication Name: Thomas Bell Address: 950 W Lambert Road Unit 14 City: La Habra State: CA Zip: 90631 Phone: 562.686.7202 Fax:800.693.3959 Email: Tom@htjglobal.com GENERAL CONTRACTOR INFORMATION Company Name: Elite Commercial Contracting Address: 804 West Meeker Street Suite 201 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 ARCHITECT OF RECORD Company Name: Double Arch Design Architect Name: Kurt Dittmar Address: 23827 Sofle Road City: Monroe State: WA Zip:98272 Phone425.327.4569 Fax: Emailb-f88x@wildblue.net ENGINEER OF RECORD Company Name: Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: City: State: Zip: H:1Applications\Forms-Applications On Line12011 ApplicationsTermit Application Revised - 8-9-ll.docx Revised: August 2011 bh Page t of 4 BUILDING PERMIT INFORMATIOF 06431-3670 Valuation of Project (contractor's bid price): $ P (9 3 0Existing Building Valuation: $ 1 j ©3a 9 Describe the scope of work (please provide detailed information): (�1r�vu�z ei` a=Xtsi-��� ��i t2Y VESTt�UL �o9 e V IA/�2IdR v9- 2rO� VE,TI &L+LE C-LA-SS -i- 1�o ea 01~'W V�TTZuL F— iksS C4—'bd e KSJV t �t METAL A-A/'10 LAN n v Lt_� ?rc�c3 S E11 ; I:-Y L d GK I AlL,— 'bv © � 5U ci—%? i T s Ti~ M, A-bC> 10TE _C,LNIJIJ t�__L-77E n� 1'GIZC-F A L At R_ —A Will there be new rack storage? [].....Yes .. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1' Floor V 2 Floor 3'd Floor Floors thru Basement 3 '4-$ -7 Accessory Structure' Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 'For an Accessory dwelling, provide the following: Lot Area (sq fl): 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: Will there be a change in use? ❑....... Yes �...... No FIRE PROTECTION/HAZARDOUS MATERIALS: Compact: Handicap: If "yes", explain: ❑ ....... Sprinklers ❑ ....... Automatic Fire Alarm ❑ .......None ❑ .......Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ ....... Yes ❑ .......No If "yes, , attach list of materials and storage locations on a separate 8-112 " 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\Fmms-Applications On r.ine\2011 ApplicationsTemrit Application Revised . 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERNUT INFWTION — 206-433-0179 1 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. 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 System: ❑ On -site Septic System —For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Annlication (mark boxes which annl ❑ ...Civil Plans (Maximum Paper Size — 22" x 34") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) D... 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 ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ ._ Utility Undergrounding ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size.. WO # ❑ ...Water Only Meter Size............ WO # ❑... Deduct Water Meter Size ❑ ...Sewer Main Extension ............. Public ❑ Private ❑ ❑ ...Water Main Extension.............Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State Zip H:\Applimtions\Fotms-Applications On Line\2011 ApplicationsTetmit Application Revised - 8-4-11.dom Revised: August 2011 Page 3 of 4 bb 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 PERJUR, Y BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date:5-27-2015 Print Name: Thomas J. Bell Day Telephone: (562) 686-7202 Mailing Address: 950 VV Lambert Road Unit 14 La Habra CA 90631 City State Zip H:\Applications\Ports-Applications on r ine\2011 Applications\Pennit Application Revised - 8-9-1 i.doca Revised: August 2011 - Page 4 of 4 bh DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $449.18 D15-0152 Address: 3434 S 152ND ST Apn: 0041000495 $449.18 DEVELOPMENT $428.00 PERMIT FEE R000.322.100.00.00 0.00 $423.50 WASHINGTON STATE SURCHARGE 6640.237.114 0.00 $4.50 TECHNOLOGY FEE $21.18 TECHNOLOGY FEE RECEIPT:TOTAL FEES PAID BY R000.322.900.04.00 0.00 $21.18 $44. .18 Date Paid: Wednesday, July 15, 2015 Paid By: HTJ GLOBAL Pay Method: CHECK 1004 Printed: Wednesday, July 15, 2015 12:53 PM 1 of 1 §?-wY57EM5 Date Paid: Thursday, June 18, 2015 Paid By: KURT DITTMAR Pay Method: CHECK 6091 Printed: Thursday, June 18, 2015 4:12 PM 1 of 1 SYSTEMS IMES Evaluation Report r_0M-A '" Reissued August 2014 This report is subject to renewal November 1, 2015, Www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemationa/ Code Council® DIVISION: 03 00 00--CONCRETE Section: 0316 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 1 9—Post-Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 60139 (800) 848-6611 E 11 www.itw-redhead.com techsuvPort(_itwccna.com CITY OF T J K W I L A ADDITIONAL LISTEE: JUN 18 2015 ITW BRANDS 965 NATIONAL PARKWAY, SiRfERM61 C E N T E R 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) ■ 2012, 2009, and 2006 International Residential Code® (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, VC, ranging from 2,500 psi to 8,500 psi (17.2 MPa to 68.6 MPa). 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, fC, 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), 5/8-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 clip, 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 618.2.2-65 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 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 Gip (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, I ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specs, fically 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 to anv finding or other Matter in this report, or as to arty product covered by the report. Copyright© 2014 Page 1 of 18 ESR-2427 I Most Widely Accepted and Trusted Page 2 of 15 available in 1/2-inch (12.7 mm) and 5/s-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 B18.2.2-65 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/a-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 um) 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 B18.22.1 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 Gip Is formed around the anchor, just above the wedge. The expansion Gip consists of a split cylindrical ring with undercutting grooves at the bottom end. During torquing of the anchor (using coupling nut), the grooves in the expansion clip are designed to cut into the walls of the concrete hole as the wedge portion of the anchor body is forced upward against the interior of the clip (U.S. patent nos. 7,744,320 and 7,811,037). The OVERHEAD Trubolt+ Wedge anchor is illustrated in Figure 2 of this report. 3.4 Concrete: Normal -weight and sand -lightweight concrete must comply with Sections 1903 and 1905 of the IBC. 3.5 Steel Deck Panels: Steel deck 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'c 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 3/8-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, Nsa: 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, Ncb, Nebg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, NCb or Nc,g respectively, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The values of f'o 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 ho and kc, 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 wc,N = 1.0 and using the value of k,,,,, 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,c, or Np,,,mr, respectively, is given in Tables 3 or 5 of this report. For all design cases, WaP = 1.0. In accordance with ACI 318 D.5.3.2, the nominal pullout strength in tension must be calculated according to Eq-1. f�c Np,f'c — Np,cr 2,500 (lb, psi) (Eq-1) NA f c = Np,cr 7 22 (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: f� NA f•c = Np,uncr c 2,500 (lb, psi) (Eq-2) ESR-2427 j Most Widely Accepted and Trusted Page 3 of 15 N - N n f c (N, MPa) p,fc- pu cr 17.2 where values for Np,cr 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 nominal -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 Np,deck,cr must be substituted for Np,cr 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,deek,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, V,,: 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, Veb 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 le, given in Tables 4 or 6, must be taken no greater than har. In no cases must le exceed 8da, 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 Ncbg 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 srnin and cmin 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, hwn, 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 3h9f or 1.5 times the flute width. 4.1.9 Requirements for Critical Edge Distance and Splitting: In applications where c < cac 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 tPcp,N given by Eq-3: Wcp,N = c / cac (Eq-3) whereby the factor qjcp,N need not be taken as less than 1.5h,r / cac. For all other cases tcp,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/s-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 3/8-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 '/z-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,,r, given in Table 3, 5 or 9 of this report, must be used in lieu of Np. The values of Naq must be adjusted for the concrete strength in accordance with Eq-4: Neq,f'c - Neq f 00 (lb, psi) (Eq-4) Neq,f'c - Neq N (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 ESR-2427 1 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, V q, or Vsa,deck, given in Tables 4, 6 or 9 of this report, must be used in lieu Of Vsa. 4.1.11Interaction 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 Aa 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 Neq must be multiplied by 0.60, as applicable. For ACI 318-05, the values Nb, Neq, Np,unor, 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: Tanowable,ASD = ONnl a (Eq-5) and Valbwable,ASD - OW a (Eq-6) where Tallowab/e,ASD = Allowable tension load (Ibf or kN). Valrowable,ASD = Allowable shear load (Ibf or kN). On = 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 s 0.2 Vallowable, ASD, the full allowable load in tension, Telbmble, ASD, may be taken. For tension loads T 5 0.2 Taltowable, ASD, the full allowable load in shear, Vallowable, ASD, may be taken. For all other cases, Eq-7 applies: T/Tallowable, ASD + WVellowable, 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, ho, 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 1/2 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 118 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 I Most widely Accepted and Trusted Page 5 of 15 accordance iwith the statement of special inspection. Under 6.11 Anchors may be used to resist short-term loading due the IBC, additional requirements as set forth in Sections to wind or seismic forces, subject to the conditions of 1705 1706 land 1707 must be observed, where applicable. this report. 6.0 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 ipublished 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. 6.3 The anchors are limited to installation in cracked and uncracked, normal -weight or sand -lightweight concrete having a specified compressive strength, f'c, 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, f1c, of 3,000 psi (20.7 MPa). 6.4 The values of f � used for calculation purposes must not exceed 8,000 psi (55.0 MPa). 6.5 Strength design values must be established in accordancewith 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. 5.12 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. IN 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. 6.13 Use of the zinc plated, carbon steel anchors is limited to dry, interior locations. 6.14 Special inspections are provided in accordance with Section 4.4 of this report. 6.15 The anchors are manufactured in the USA; under a quality control program with inspections by [CC -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). ESR-2427 1 Most Widely Accepted and Trusted Page 6 of 16 hex nut length wedge fully threa1 1-1ded stud (code expansion clip paint washer FIGURE 1--ITW RED HEAD TRUBOLT+ WEDGE ANCHOR (Carbon and Stainless Steel) nut fully threaded stud I expansion clip 4waser 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 I N 1 O From 2 /2 3 3 /2 4 4 /2 5 5 /2 6 6 /2 7 1 7 /2 8 8 l2 Up to, but not including 3 3 /2 4 1 4 /z J 5 el, 6 1 02 J 7 1 7 /2 1 8 8 /2 9 For SI: 1 inch = 25.4 mm. 'Figure 3 shows a typical marking. fii MY 3 FIGURE 3—TRUBOLT+ WEDGE ANCHOR LENGTH IDENTIFICATION MARKING ESR-2427 I Most Widely Accepted and Trusted Page 7 of 15 TABLE. 2 4TW 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 1/2 5/9 3/4 Anchor outer diameter de[d f inches 0.361 0.5 0.615 0.7482 Nominal carbide bit dbft inches 3/8 1/2 51. 3/4 diameter Effective embedment hef inches 15/a 2 3114 23/4 41/4 3314 depth Minimum anchor hnw„ inches 2 21/2 3314 31/4 43/4 43/a embedment depth Minimum hole depth' ho inches 21/4 23/4 4 31/2 5 4% Minimum concrete hmn inches 4 5 4 6 6 8 6 61/4 7 8 member thickness Critical edge distance' c8c In. 5 3 6 6 7% 6 71/2 6'/2 12 10 Minimum anchor Ismin In. 31/2 2'l2 6 53/4 4 53/4 8 6 6 6 spacing Minimum edge cmrn In. 3 6 71/2 5 71/2 71/2 distance2 Minimum overall anchor lo. inches 21/2 33/4 41/2 41/4 6 51/2 length Installation torque TRW ft-lb 30 45 90 110 Minimum diameter of do inches 1/2 5/8 314 7/8 hole in fastened part For Si: 1 inch = 25.4 mm, 1 ft-lb = 1.356 N-m. 'Stainless steel anchors are available in and 5/a-inch-diameters. The OVERHEAD version is available in a carbon steel 3/a-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 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 3h,f or 1.5 times the flute width. 3The notation in brackets is for the 2006 IBC. torque= Tinst (approx. 3 to 5 tums) dot o4�040 fully threaded' stud( het 0 O r 0 0. C 0 dbit 0 b O d t o D( 0 d C 0.� � n n a a o o d c c ti hQ FIGURE 4-4TW RED HEAD TRUBOLT+ WEDGE ANCHOR (INSTALLED) ESR-2427 I Most Widely Accepted and Trusted Page 8 of 15 0 o a c r a s a o b b c a o b o a o Opa f q0 dG_O a o b o 0 0 d 0 9 •- N II 6.q q0 dbit 06 qq. c V O 4 n O O g n 6q q0 q0 °r V � a qaa qoa oa f0 p 0 0 0 O< n c V torque= Tinst (approx. 3 to 5 turns) FIGURE 5—OVERHEAD TRUBOLT+ WEDGE ANCHOR (INSTALLED), 31e INCH NOMINAL ANCHOR DIAMETER (d,) -1Y QYc-7.O:c•�t5; :Ooip.O 1'.7 or:0�01 < Oe -- R 0o 4 4d,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. Glean 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 Widely Accepted and Trusted Page 9 of 15 TABLE 3-4TW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBOLT+ WEDGE ANCHOR TENSION DESIGN INFORMATION"""' NOMINAL ANCHOR DIAMETER (Inch)' CHARACTERISTIC SYMBOL UNITS s/e +/2 5/e 314 Anchor category 1, 2 or 3 — 1 1 1 1 Minimum effective her In 15/s 2 31/4 23/4 41/4 33/4 embedment depth Minimum concrete member hmm In. 4 5 4 6 6 8 6 61/4 7 8 thickness Critical edge distance In. 5 3 1 6 6 71/2 6 1 71/2 61/2 12 1 10 Data for Steel Strengths - Tension Minimum specified yield fy psi 60,000 55,000 55,000 55,000 strength Minimum specified ultimate fure psi 75,000 75,000 75,000 75,000 strength Effective tensile stress area Aae,N (Aj in? 0.056 0.119 0.183 0.266 neck Steel strength in tension Nse Ibf 4,200 8,925 13,725 19,950 Strength reduction factor ¢ for tension, steel failure I 0 — 0.75 I 0.75 T 0.75 0.75 modes" Data for Concrete Breakout Strengths In Tension Effectiveness factor - k „a — 24 24 24 24 uncracked concrete Effectiveness factor - ka — 17 17 17 17 cracked concrete Modification factor for cracked and uncracked 44N — 1.0 1.0 1.0 1.0 concretes Strength reduction factor for tension, concrete failure — 0.65 0.65 0.65 0.65 modes, Condition B4 Data for Pullout Strengths Pullout strength, uncracked No,. Ibf See Footnote 7 See Footnote 7 6,540 5,430 8,900 See Footnote 7 concrete Pullout strength, cracked Np,cr Ibf See Footnote 7 See Footnote 7 See Footnote 7 See Footnote 7 concrete Pullout strength for seismic loads NeQ Ibf See Footnote 7 See Footnote 7 5 0T15 Footnot See Footnote 7 Strength reduction factor for tension, pullout failure 0 — See Footnote 7 0.65 0.65 See Footnote 7 modes, Condition 134 Additional Anchor Data Axial stiffness in service load range in uncracked Flung ibf /in 100,000 250,000 260,000 250,000 concrete Axial stiffness in service load range in cracked ibf /in 40,000 20,000 20,000 20,000 concrete For SI: 1 inch = 25.4 mm, 1 in` = 645.16 mm`, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf • 10?rn = 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. ?Installation must comly with the manufacturers printed installation instructions and details. 3The 3/e-, '/2-, 5/8-, and -3/4-inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D. 1. 4A11 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 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). 5For all design cases W..N =1.0. The appropriate effectiveness factor for cracked concrete (kd) or uncracked concrete (k„ r) must be used. 6The actual diameter for the 3/s-inch diameter anchor is 0.361 inch, for the 5/5-inch diameter anchor is 0.615-Inch, and for the 31rinch diameter anchor is 0.7482-inch. 'Anchor pullout strength does not control anchor design. Determine steel and concrete capacities only, 'The notation in brackets is for the 2006 IBC. sThe OVERHEAD version is available in a carbon steel 3/g-inch-diameter only. ESR-A27 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,s,8 NOMINAL ANCHOR DIAMETER (inch)$ CHARACTERISTIC SYMBOL UNITS Sl$ 112 "is 314 Anchor category 1, 2 or 3 — 1 1 1 1 Minimum effective hef In 15/8 2 31/4 23/a 41/a 33/a embedment depth Minimum concrete member h,,,,,, In. 4 5 4 6 6 8 6 6'/4 7 8 thickness Critical edge distance Coe In. 5 3 6 6 7'/2 6 71/2 61/2 12 10. Data for Steel Strengths — Shear Minimum specified yield fy psi 60,000 55,000 55,000 55,000 strength Minimum specified ultimate ire psi 75,000 75,000 75,000 75,000 strength Effective shear stress area Amy (A..f in2 0.075 0.142 0.217 0.332 (thread) Steel strength in shear, uncracked or cracked VW Ibf 1,830 5,175 8,955 14,970 concretes Steel strength in shear- seismic loads Vq 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 p — 1.0 1.0 2.0 2.0 2.0 Load -bearing length of /� in 15/e 2 3'/4 23/a 4'/4 33/a anchor Strength reduction factor for shear, concrete failure — 0.70 0.70 0.70 0.70 modes, Condition 84 rur oi: i incn = zo.a mm, -i in- = b45.1 b mm-, 1 IDT = 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'/2-, $/8-, and 3/4-inch diameter Trubok + Wedge Anchors are ductile steel elements as defined by ACI 318 D. 1. The 3/6" 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 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 3/8" diameter anchor is 0.361-inch, for the 5/8" diameter anchor is 0.615-inch, and for the 3/4" diameter anchor is 11 0.7482 . $Steel 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 20061BC. 8The OVERHEAD version is available in a carbon steel %-inch-diameter only. I ESR.2427 I Most Widely Accepted and Trusted Page 11 of 15 TABLE 5—ITW RED BEAD STAINLEWT—EEL TRUBOLT+ WEDGE ANCHOR TENSION DESIGN INFORMATION''z'' CHARACTERISTIC NOMINAL ANCHOR, DIAMETER {inch)e SYMBOL I JNRS a t !l2 fg Anchor category 1, 1 "SMmimurn effective he, In 2 3'/4 231a 4'la embedment da th Minimum concrete fimm r In 4 6• ` 6 8 fi 6'I" memberthickness - , 6 TIz fit/z Cntical,edge.distance PRO In Data:#or Steel'Strengths Tension Mimmum'specifled yield ti5 000 65,000 stre th fr psi Mmimum specified f psi 100 000 ' 100 000 ultimate stren ' h - Effective tensilestress inz 0119 area neck , Steel strength in Pension N,� ibf 11 900 ; 18,300 Strength-'reducbon factor 0 75 0:75 for tension,steel failure modes° ' Data for Concrete Breakout Strengths irrTension Effectiveness factor 24 24 uncracked:Concrete k""� Effectiveness factor ka 17 17 cracked concrete , Modifi¢atiorti factor for 1 0 1 0' cradced.and uncracked_ Weft/ concretes Strength . uetion factor:: for tension concrete 0 65 0 65 failure modes Conddion ' '4 r Data,for RulloutStrengths , Pullout strength Naun�. !bf See Footnote 7 6;li40 5 430 8,900 uncracked concrete Pullout strength;cxacketl; Npa Ibf See Footnote 7 See Footnote 7 °.concrete _ Pullout strength for - N� . Ibf 2 345 See Footnote 7> See Footnote seism�cloads SUength reduction factor, ¢ f6'r tensi0n;tpullout>• ` 0 65 U 65 failure'modes, .condition' ._ '., Additional Anchor. Data Axial;stiffness in service load range in ncracked Ibffin 250 boo 250000 concrete, r; Axial stiffness.in service. toad range rn.cracked ; %3� Ibf M 20 000 20;000 concrete For SI: 1 Inch 25 - .4 mm, 1 m 645.16 mm , 1 Ibf = 4.45 _ z z N, 1 psi = 0.006895 MPa, 1 Ibf • 10zfin = 17,500 Nlm. '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'Ir and a/ -,inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D.1. °AII values of 0 apply to the load combinations of 18C 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 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 Yj,,N = 1.0. The appropriate effectiveness factor for cracked concrete (k,,) or uncracked concrete (k,e,a) must be used. BThe actual diameter for the 8li-inch diameter anchor is 0.615-inch. 'Anchor pullout strength does not control anchor design. Determine steel and concrete capacities only. BThe notation in brackets is for the 2006 IBC. i, Page 12 of 15 ESR-2427 I Most Widely Accepted and Trusted TABLE 6—ITW RED HEAD STAiNLESSSTEEL TRtIBOLT+WEDGE ANCHOR SHEAR DESIGN INFORMATiON''2'3 :., : NOMINAL ANCHOR DIAMETER (,nh)6 CHARACTERISTIC - SYMBOL UNITS �/z file _, 1 , Anchor category 1 2•or3 1 Minimum effective ha in .'' ,. `emtiedment`tlepth ' Minimum concrete Rmm• In 4 t .:; 8 8 6 6'/q member thickness In. 6 '6: ; 1'/2 6 TIz 6'/z CrrtiCal edgedistance` c Data'for Steel. 8trangths = Shear. Minmum specifiedfy, , psi 65 000' strength Minimum specified psi 100 000 100 000 _ . ultimetestfength Effective shears tress q� v tAse]' inz 0 142 , ' 0.217 area (thread) -0 Steel strength in shear, °° • 7 285 10 21.5 uhtracked or cracked 1/Se Ibf concreteb Steel strength in shear.= ' � ibf ' 5 805:, 8105 .ae�smic toads � • , .. , Strength reduction factor :� 0 65 .for sliea'r,,steel failure modes4 Data for Concrete Breakout.and Concrete Pryout Strengths - Shear Coefficient;for pryouf ;' k� 1 0 2.6 2:0; strength ' Load -bear ing,length of • Ia ;• m .. 2 3'lq 23/q 4'/a anchor Strength reduction factor , 0. for shear concrete " 0 7Q, 0.7 failure modes, _Cohdkion B For Sl: 1 inch = 25.4 mm, 1 inz = 645.16 mmz, 1 Ibf = 4.45 N, 1 psi = 0.006895 MPa, 1 Ibf 102/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 516-inch diameter Trubolt + Wedge Anchors are ductile steel elements as defined by ACI 318 D. I. 4All 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 o factor must be determined in accordance with ACI 318-11 D.4.3 (ACI 318-08 and -06 D.4.4). 6The actual diameter for the 6/8' 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 i Most Widely Accepted and Trusted Page 13 of 15 TABLE 7--EXAMPLE ITW RED HEAD CARBON STEEL TRUBOLT+ WEDGE ANCHOR AND OVERHEAD TRUBO oT+ WEDGE ANCHOR ' ALLOWABLE STRESS DESIGN (ASD) VALUES FOR ILLUSTRATIVE PURPOSES ' ' ' ' ' ' ANCHOR EMBEDMENT EFFECTIVE EMBEDMENT ALLOWABLE TENSION LOAD ANCHOR NOTATION DEPTH DEPTH (inches), h„ae, (inches), hr (Ibs) 3/8 2 15/8 1,090 21/2 2 1,490 1/2 33/4 31/4 2,870 31/4 2% 2,385 1/8 43/4 41/4 3,910 3 /4 43/8 33/4 3,826 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. "Thirty 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. ePo = 2,500 psi (normal -weight concrete). 7Cet = Ca2 = CW- 8h z hmM• eValues are for Condition B where supplementary reinforcement in accordance with ACI 318-11 D.4.3 is not provided. tOThe 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 Truboit+ Wedge Anchor'/2 inch diameter using an effective embedment of 314 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 dNaa = ON.. 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,«. * AQ * f,' * hafl.s tension per ACI 318 D 5.2.1, Table 3 of this report = 24 * 1.0 * 2,500 * 3.251-5 = 7,031 Ibs ON, =O ANCIANCO WeoW Wc,N WCp,N Nb = 0.65*(95/95)/1.0*1.0*1.0*7,031 = 0.65*7,031 = 4,670 Ibs concrete breakout strength Step 3 Calculate pullout strength in tension O Np,uncryfc,P(fc,act/2,500)n per ACI 318 D 5.3.2 and Table 3 of this report = 0.65*6,540*1.0*1.&5 = 4,251 Ibs pullout strength Step 4 Determine controlling resistance strength in tension = 4,261 We controlling resistance per ACI 318 D 4.1.1 Step 5 Calculate allowable stress design conversion factor for loading a =1.2D + I AL 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 Tailowable.ASD = 0 Nn1a Section 4.2 of this report = 4,251 / 1.48 = 2,870 Ibs allowable stress design City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 12/1/2015 THOMAS BELL 950 W LAMBERT ROAD UNIT 14 LA HABRA, CA 90631 RE: Permit No. D15-0152 KEY BANK 3434 S 152ND ST Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 1/11/2016. 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 1/11/2016, 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, Q Rachelle ipley Permit Technician File No: D15-0152 6300 Southcenter Boulevard Suite 4100 • Tukwila, Washington 98188 * Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0152 PROJECT NAME: 3434 S 152ND ST SITE ADDRESS: KEY BANK X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Building Division IN �// 3-f S' h lic Wot�k PRELIMINARY REVIEW: Not Applicable ❑ (no approvallreview required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: S`}- CL-e 1r 4 REVIEWER'S INITIALS: DATE: 06/22/15 1 Revision # before Permit Issued Revision # after Permit Issued km kw(/ VIm Fire Prevention IN Structural ❑ Planning D/sion Permit Coordinator ❑ DATE: 06/23/15 Structural Review Required ❑ DATE: DUE DATE: 07/21/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 ELITE COMMERCIAL CONTRACTING Page 1 of 3 Washington State Department of Labor & Industries Home : lnicio en Espanol Contact Search L&I A-L Index _ Help hay Secure L&1 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 253-893-3100 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 Insurance .............................. AMCO Ins Co $1,000,000.00 Policy no. ACP3006526489 https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=601850696&LIC=ELITECCO20CD&SAW= 7/16/2015 USE GROUP B (BANK) STA7EOFWASHI REVIEWED FOR CODE COMPLIANCE JUL 01 2015 %-ALY 01 I-LikWtid BUILDING 21VISION PERMIT APPLICANT CONTACT PER SON T MBELL_HTJCL GLOBAL 1 S7 FLOOR LAN (EXISTING IN AND PROPOSED) 562- 686-72 02 ` 3 _ ST FLOOR PL AN, LAELEVATIONS, N T DETAIL, 4T SHEET GLAZING EXISTING FLOOR PLAN D-DOOR DOOR OPEN METAL DETECTORS EXTERIOR ENTRY ELEVATION INTERIM EXIT ELEVATION METAL DETECTOR ELEVATIONU5 INTERICJR ..::EXIT ELEVATICJN W W /' I m , TRAVEL DIRECTION MANEUVERING CLEARANCES EXISTING MASONRY FACADE ZONED EXISTING MASONRY FACADE C) REVEWED FOR 33 35 3ti EXISTING GLASS ENTRY DOOR A .. IS BEING REPLACED. DOOR B A -DOOR NO INCREASE IN FLOOR AREA D-DOOR WNSLATE ENERG C303.1.3 FENESTRATION PRODUCT RATING r . - GLAZING,SCHEDULE FACTORS OF FENESTRATION PRODUCTS SHALL BE biTERMINED IN I I I I I _ CKS, AND LATCHES SHA' I L'BE PERMITTED TO PREVENT I ACCORDANCE WITH NFRC 100 BY AN ACCREDITED i INDEPENDENT OP ON OF DOORS WHERE ANY OF THE FOLLOWING E I I I ANDLABELED AND'C'ERTIFIED BY THE MANUFACTURER. PRODUCTS LACKING SUCH ' I A LABELED U-FACTOR SHALL BE ASSIGNED A DEFAULT U-FACTO R FROM TABLE 6303-1.3(1), IN GROUP. 8, THE MAIN EXTERIOR DOOR OR DOORS, - I LOCATION SIZE APPROX.ONLY '' MANUF. , FRAME . MOD t AIR GAS LOW-E C303.1.3(2) OR C 303.1.3(4) : I I ARE'PERMITTED Tb:'I§E I EQUIPPED WITH KEY-OPORATED LOCKING- . QNTYL GLASS FIXE BULLET I AREA THE SOLAR HEAT GAIN,COEFFICIENT (SGHC TRANSMITTA ' AND VISIBLE NCE OF DEVICES'FROM- THEEGRESS-SIDE,(INSI,DE),PROV'IDED: ' I I SPACELEVEL NOTE GLAZED FENESTRATION PRODUCTS SHALL BE DETERMINED IN ACCORDANCE WITH NFRC 206 THE LOCKING, DEVICE IS READILY-DiSTINGU '.I EXTERIOR 36 X 84 LTI SMART GLASS METAL' 0.18F ARG Y " PROOF BY AN ACCREDITED,. INDEPENDENT LABORATORY, AND LABELED AND CERTIFIED BY THE I ,. '' . A READILY, VISIBLE,QURASLE SIQN.'IS POSTED ON THE EGRESS - .: MANUPAbTURER. PRODUCTS LACKING SUCH A LABLE SHALL BE ASSIGNED A DEFAULT VGC 1. I JAC NT TO THE DOORATATING,. I - . I I I I SIDE ONOR AD FROWFABLE C303,1.3 3) ,', I I . , ,.- "THIS DOOR TO REMAIN UNLOCKED DURING BUSINE Ab URS' BULLET_'PROOF TOTAL EXTERIOR EXCEPTION: UNITS WITHOUT NFRC RATINGS PRODUCED BY A SMALL THE SIGN.SHALL BE IN LETT I , ERS I INCH HIGH ON A CONTRASTING , BULLETPROOF BUSINESS MAYBE ASSIGNED DEFAULT U-FACTORS FROM TABLE C303.1.3(5) I .. I 1. COLO'R6ACKGkbUND ,DOOR 36 X 84 .1 BULLET PROOF 21 SOFT DOORS DEF:. 50 OR FEWER EMPLOYEES AND LESS'THAN I MILLION . . I I DOLLARS YEAR IN WINDOW SALES 36 X 275 TABLE L DEFAULT GLAZED FENETRATION U- ACTOR (INCLUDING DOORS WITH MORE THAN 50 GLASS - , ENTRANCE DOORS WITH AN OCCUPANCY OF GROUP 13 ARE PERMITTED. 16.38 X 27.5 TRANS RIOT I GLASS FRAME TYPE SINGLE PANE DBLPANE METAL METAL W/ THERMAL BREAK NON-METAL OR METAL CLAD I GLASS BLOCK IPPED.WITH AN APPROVED -ENTRANCE AND EGRESS ACCESS CONTROL SYSTEM, LISTED -IN ACCORDANCE WITH UL 294, INSTALI D PER: , . I . A SENSOR SHALL BE PROVIDED ON THE EGRESS SIDE ARRANGED . I 36 X 27.5" TRANS RIOTGLASS BULLET PROOF 37.5" X 27.5" TRANS RIOT GLASS TO DETECT AN OCCUPANT APPROACHING THE DOORS. THE DOORS SHALL 1 BE ARRANGED TO UNLOCK BY A SIGNAL FROM OR LOSS OF POWER TO THE I SENSOR 1 2'. LOSS OF PbwE'RT0 THAT PART OF THE ACCESS -CONTROL SYSTEM . WHICH LOCKS THE DOORS SHALL AUTOMATICALLY UNLOCK THE DOORS. I THE DOORS SHALL BP ARRAMt-Zf=n Tn HKfI r)i-'Ie COn A KAAKII'IAI BU4LET PROOF 37.5 X 27.5 , TRANS YES , RIOT GLASS INTERIOR EXIT WALL DOOR 11 36 X 84 YES THERMAL BREAK SHALL HAVE THE FOLLOWING MINIMUM: . UNLOCKING DEVICE, LOCATED 40, INCHES TO 48 INCHES VERTICALLY ABOVE' A) THE THERMAL CONDUCTIVITY OF THE THERMAL BREAK MAYERIAL SHALL " . THE FLOOR AND WITHIN 5 FEET OF THE SECURED DOORS'. ,READYAC,CfiSS- I BE NOT MORE THAN 3.6 Btu-in/h/FT2/F I I I I . SHALL-bE PROVIDED TO THE MANuAL'UNLOCKING DEVICE AND THE DEVICE I B) THE THERMAL BREAK MATERIAL MUST PROPUCE A GAP IN THE FRAME I SHALL BE CLEARLY IDENTIFIED ,BY A ,SIGN THAT READS: "PUSH TO EXIT' . I MATERIAL OF, NOT LESS THAN 0.21 INCHES; AND I I WHEN OPERATED,, THE MANUAL UNLOCKING DEVIC E SHALL RESULT IN . . . C) ALL, METAL FRAMING MEMBERS OF THE PRODUCTS EXPOSED TO INTERIOR ; DIRECT INTERRUPTION OFPOWER ITO THE LOCK- INDEPENDENT OF THE I I .AND EXTERIOR AIR SHALL INCORPORATE A THERMAL BREAK MEETING THE ACCESS CONTROL,SYSTEM FLECTRONICS-AND THE DOORS SHALL REMAIN CRI-PERIA IN A) AND B) ABOVE. I I I . I I FOR A MINIMUM OF O SECONDS. I BULLET PROOF DOOR . 36 X $4 BULLET PROOF RIOT GLASS 17 X 22.63 TRANS . YIAES RIOT GLASS TRANS 1 36 X 22.63 YES RIOT GLASS ACTIVATION:OF THE BUILDING FIRE ALARM SYSTEM,,IF ' I PROVIDED, SHALL. AUTOMATICALLY UNLOCK THE DOORSi AND THE DOORS ' I . SHALL REMAIN UNLOCKED, UNTIL'THE FIRE ALARM SYSTEM HAS BELN RESET. 1 5. AC ' TIVATION OF THE BUILDING AuT6mATIC SPRINKLER OR FIRE DETECTION, SYSTEM, PROVIDED, SHALL AUTOMATICALLY UNLOCK THE DIVIDER WALL ,.BULLET PROOF I BULLET PROOF THE DOORS, SHALL REMAIN UNLOCKED UNTIL THE FIRE ALARM: HAS BEEN'RESET ENTRANCE DOOA SHALL NOT BE SECURED FROM THE EGRESS I I BULLET PROOF 2 I I I 1 29. , 1 20,5 X 78 TRANS I . I . . . . . . I I , I . I I YES , X - RIOT GLASS I . I I I SIDE DURING PERIODSTHAT THE BUILDING IS OPEN'TOTIE GENERAL PUBLIC. , . 11 I I I . 41 . . I ; I'll . I . . I I I ,in 4 I 1 I I I . . 11 I I I I I : ,5.tj 51 VANIt'l Z/f- 2. THICKNESS OF THERMAL BREAK: 0.21 IN. MIN. I . THE EGRESS, DOOR MUST ALLOW EGRESS'WHETHER POWER IS PRESENT ' .1 I I i 20.5 X 78 TRANS I . , I . . 1. . I " . . YES ' X' RIOT GLASS I . I I I I I I i I . . I I . 3. ALL METAL FRAMING MEMBERS OF THE PRODUCTS . OR NOT.. PEOPLE. MUST BE KEPT- FROM BEING, INVOLUNTARILY LOCKED , I , 11 11 3 1 I 1 . 23.5 X 78 I I TRAN S I I .. I . . I . I . I , , ... . 11 YES I I I I I . . I i I I EXPOSED TO INTERIOR AND EXTERIOR AIR SHALL INCORPORATE A INSIDE THE,BUIL DING,- . . .1 . I I I jr_ I I . 1 1 1, 1. . . I - "I i Ix I RIOT GLASS 1 . I . (A . ; . THERMAL BREAK PER ONE AND TWO ABOVE. I I I 1 I . .. I . I . - I , . I . . - . 32 - I I . I . . . . 23,5 X 78 - . TRANS I . k . . I I I . . I . YES X . I RIOT GLASS I I 2 0 I A I I I . 1. MINIMUM AIR SPACE OF 0.375"FOR DOUBLE PANE. .. . I - I 1, I . I I I I I . I . - . . . I I I I ELECTRICALLY LOCKED EORESS DOORS SEC. 1008.1.9.9 2012 IBC I . . MIDDLE WALL - . ' ,16 . I I I , 1 , I - 59'X2,2.63. I . I I I I . . ... I . I I I . . I . I I YES . I X I I RIOT GLASS I 1 . I I I 4 z 4) = : I . I I . I - C402A AIR L96L(6GE I . THE THERMAL ENVELOPE TO COMPLY WITH SEC C402.1 - C402.4.1.2 . I I _ I I DOORS IN MEANS OF EGRESS IN,BUILD'INGS WITH AN OCCUPANCY IN ' . I I . I I I . I ' LEFT SIDE WALL I 1 19 I I I I I I 1, I 11-11 I 1 I 11, 25X 78 I I I 1 . 11 1. - _ 1, - a I I . . . YES , I I I X I .BULLET PROOF . I 10 I I . 2 . . . W M . I ; . I , % C192.4.1 AJR MR_RIER5 . . I ) . I I I . .1 p ., . GROU ,B,-S,HALLSE,PIE,RK41,T.*,fED,TO;BE ELECT MAGNETICALLY LOCKED IF,, - ,- I '' , . I I I , 10 . I i1% , . ' . I ' I I .. 20 I I 1, I : " I . '78. ." 25, I I - I . I 1 . I . "C I . . w , I I I . 11 . 11 11 I I . I . ... Y gs : X, BULLET PROOF I 2 ' I I , 1 I . Z il . I : . I . . . I I I A CONTIAUOUS AIR BARRIER SHALL BE PROVIDED THROUGHOUTTHE I . t, I I . I . I I LISTEO HARDWARE AT ' " . I I 11- 1 I I :, EQUIPPEDWITH, _JH .INCORPbRATtSA,BUILT-If4 I - I ' I , - , - '' l, ", 11 I I I I.: ' . I : I I 1 21 .. . I 25 X 22.63 I .., I I I I t' , I , TRAN . I I 1 v- I . I I . I - , I I ". . . - I I ' ic . ' .* I 11 I .-A , . I . I I I THERMAL ENVELOPE. AIR BARRIER SHALL COMPLY WITH C 402.4,1.1 , 1 I I . I I CH AND, MEET TH I I ... SWIT E REQUIREMENTS B L E OW: . '' ''I I 1. , I , I I , 1 I I *1 , - . 11 1. I I I I I I . I . I I I I . . I YES . X RIOT GLASS I I . - . 0 1 1 1 . I I I . . I I I AND C402A.1.2 I . - I I I I I I I . I I , 2 I v I . 1 : " ''I " 'k " ' , _ I - . I ' ' , 'E p 1: - ".. 1'. THE- IST ADWAR, T4 -IS AFFIXED'TO THE DOOR HAS' ' ' ' I L -,,E-D;HA AT i 1 1 I . I . I I I . 11 . .11 . : I .. . . ' ' " '. I I ., I , 12" . 1 . I I 26 X 22.63' . ' ' - ' TRANS,- I" I I I : _e , 11 . , I I . , I :1 . .11 . I I a I I 0 .. I I I I , .. I I I I ,, I . . I I I - I . . . I , -AIR §6RRIEB CQNSTRUCTION I , " C40,Z.4j.1 I I I I I,, f. ., I -1 I— I , - ' .1 I I I I AN OBVIO,US,METHOD ,O , 60E'RA iOiN, tH1Af)'SR'EADILY 6PEI'TED UNDER,: - ' . I I I . ,: , I :, 11 . I I 11, . I I I . RIDE SIDEWALL , . , I I I I I - I , I . I - I . : ,. I ,ill., 1% . . I . I I . YES I I I I I I I . .1 I . . . 11 X ,, :, ss RIOT GLA I I .1 1, I I I I 1 1 1 1 . I 11 I . : ; I I i . . I I , .1 . .. I . _ I I I . I I . I - I 1-1 . I I . I I I I , , '- . I I I I . 1. THE AIR BARRIER SHALL BE CONTINUOUS FOR ALL ASSEMBLIES THAT . I - I ,r 1 I ALL LIGHTING CONDfTtONS'." ,'.' , I_ I , , '' , I I I I I '' I . I I , I. . I I . 1. I . I - , " . 1' , I 1.1 I 11 11 1). _ .1 . 1. . I I ,_, 1 1 4 1 1. 1, v: . 26 X 18 , t , ': : - l-, I ., , _ : " I I 11. ' I 1, I I 11 I , I - T . I . I I I 2 I I I I . . - I . I I . ' r . . I YES X BULLET PROOF '2, : `THF i I " I - : I I I I I I . I , ,ARE THE THERMAL ENVELOPE OF THE BUILDING AND ACROSS THE - . I . I , I I JOINTS ANDASSEMBLIES. , I I . . I i 1, ' , , 11 I . I . , ' 1: 2 - I- I , . , . . , RE L'ISTtb ' i ' I ., ' ' L , , HARDWA IS'CAPABLE OF BEING,OP RATED WITH 1. I . r - :1 - , I I . . I I I I , !, I . _ , . ' I . I ' , 4,,' , ' , I : 1". l- I , . , " I I , , ' , 25 X 78, . I - , .1 1 n ,1. I I . 1 ! . I I I . I I . , I '. 1 . . . I , . I I , I - , I 11 , I - ` I . . , - .. I I - : . . - , Z., I . X I . I BULLET PROOF 11 I 11 I 11 2 . I , I , I I - . I - I I I I - - I .. I $? m a I i t . I I , 11 I . . I 1. I I I . . , I .1 I I ''I I r 11 1. .1 . I I 2, AIR BARRIER JOINTS AND SEAMS SHALL BE SEALED. THE JOINTS , ', ; , ' - -, AND SEALS: SHALL BE SECURELY INSTALLED IN OR ON THE,JOINT FOR' , ,, , I , I I ,_ , I . 1: I ''I " , , , , Z_ ,. . ". :, " , ', , _ , . I ,r ,1 , I . . 11 ONE HAND. : , L` . . - I I , I , 4 , 1, 11 I ; I , r I ' - . I I I , I , I I I , I i 1 1 . 1. $.OPEkA .i6k'.100 , H#.,LISTEQ,HARDWAREbiik 6. Lyi ' ' : . I I . _ I . I I . . - I I . I , r: , I , I 11 11 . , , , , I 11. I . I , . . I "I . I . I ., , . ,l - " - - I 11..: 261 : _, , , I I'll, I :i - I 11 :f , . . I . I I - . I I I r ; I ' , 1 95 X 22.63 , I - 11 1. I I . . 11 I I I , . . I , , TRANS, .I '. - . '' , .1 '.: - ` I I I _ , , I ' I . I I I I . I I , I I ;, . , 'YES I 1. K . I " , , l . . f, 1 1 . . -I I '" ". I , , i I 11 " I , . I I . I I 1 , 11 I "'r' I , : , ' . I I 1 YES; ' I I - .. ".. . I : : RIO T GLASS - . . I , I I I 11 I I 0 I I . I .1 I I . , "I 11 .1", I . . I . - I . I I I I I I . . I 7 . . 11 I I I I ; I . ; - I I I 11 I , '' I 6 ! I 1, . .1, ,r .- , i " 1, , . , -1 I X I . . I I I I ." : - 1 . , , 1 , . I ' . r I .1. . I . I., `7- 1 . I ' I I I I - ;;;-; , ., I . , . , I".. I I r I I . . I . I I I I , ,ENGTH $0 AS NOT TO DISLOIJGe LOOSEN OR OTHERWISE . I . - , 1, - U" i I . I I I I .- ;'r . I., . . I I I I I ! I " ITS ENTIRE L I , I I I '' 1: , -.1, THE POWE TOT: '- LE ` , ", . I . 0, HE E ECTROMAGNETIC LOC N" . : , K A D, CKSTHt DOOR :"' L , 1 1 , , , I I 1, 11 .1. . I IMPAIR11r$ ABILITY TPAESIST POSITIVE AND NEGATIVE PRESSURE I I I , , .1. I I I ,NLO " I - ", I I ". 4 ; - I .111 .. I I . I I . 1 I I . ; ' ", , : I " ". IMMEDIATE . .f; ! I , . "I'd, . . .", _'X, 1 1- I _ I , , % I , i , _'; * Ly. 11 I., : , . I : : I - , .. . - I , , ', , __ , ., I I . , 27" , ' '', . , , -.1:, 1, I 26X , I I I 22.63 I . AN I 11 TR S, , I . ".., I . . I , " , . I ,, ..", I I I , I I',,- _ . . I '. , , I .1. , - .'YE - . S, I I'— , I I l'! I , , . I .. , I 6 .'' , I X I I I I s 0 . . . . I . '. .1 . I 1 . I . z I . I I - I I I I I I FROMWtN ,STACK EFFECT AND MECHANICAL VIE I I 0 NTILATION. 1z . I I I" I , . I , I 1 2 . , "I I r . I . .1 , , ,'I - , I , I I I I , '' . _ , , I' , I 11 . ,., I 11 11 ",',,I 11 I , '' I . 11 I I I I :, I . . , . - ' 11, 11 , _ I I -, , , 1 , . , I - I , , , , 4 ... _ "j, - A 'I, , " ;, 4'LOSS:OFPOWER " ,, I TO THE -LISTtb HAR DW E UTOMATf,07 ALLY' - I I I I .. I - I I _ I . I . , ''., _ I , I . I . . :, . . " . 11 , 'T . I I . 1 1j, 1, , r . . . , , , 11 I , I I I I., , 4 - .1-1 I I I , . I I I 11 I I I I I . I r I . 11 , , . I 11 . I I ! " ' I 1 , ,"r., _ I r . . I I , 11 I 1, I , I I I I I 1 I I I - " ,,,,, . . , - ,, ,. 1 . I . -, I , . , - I .. I . - I .; I , I : 7 ,; . 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 . . , 11 . 1 ,,,, . . I I I . . I 11 , r . I - I 1, I 11 I . : , " I . "I I ., I r , lv 4 1 1 . I I I I ' l . _. , I I , , - . 1, " , ,."i , I I I I "' , '' I I 1, 11, .. ', I ,j ` I I I I , 2 1 1 . I - 1, . : . '' 11 - , I t 4, . I H " . I , I I 11 I : , ., . UNLOCKS'T, E,'DO( IR, ` , ,._ , , I - , ''I , . '' , I ,; . 1. :_ ' I I . 1, , . I I . I I - I , " , . .1 1. ". I I I I I . . q,,, '! : , .. ,! ; 11, .11 _ 1. , I I _ . ' , . , . 1 .4 ,: i . , , J, ,,,`, ` '' . . . .. I .1. I 1. - , I . . , I I I ': ' -. I ,. I . I I. r. . I , ., I ; I 1 1*1 . . . . I I I I 11 , " I .11 L I . - , I : .- 1. - - . ,; I . ,: " 1 .', I , I 1 .7 I I . I '. 11 , , I 1. , I I L . . . I . . 11, . f I I I I I I i I . i :1 . I I 11 I I I ! 402,43AI L I I , I I I " 1. , I ': - FAK&G-E QFqNMR_A_TlQN . . , I I ', , ' . _r '' 11 I I . . ". - i ' ' I , I - ", p", . . :- 5,VHI - 1, 11 R8 PANIC OR FIRE EXIT'HARDWARE IS REQUIRED by' 1 1- I Ip , 11 = - I I , 11 : I I I I , 1. , , , - . I ''I , " I , , , . I . . I 1. I 4 I , r, , 11 , . I "' 1, - - I . . , I . I I -::., - I . I . I . , . . I . .. :r' , . . I I . 'Ix , '. '' . I I -;? I 0 11 I I I I . I I I . . :,:% , r , , , - . _ ,:-* ''I , . :, I I . !. -, ,7 ,:, I I I 1, I I I . . . :w 1 1 . I . I I ". ., I I I . 10 . . I . I I . . I I _1 I I I . I I I I . I . FiELD-FABRICATED FENE THAT ARE SEALED IN . 11 , - . ., ' I .11 11 I I I , .. - 1, I - , I I I I 11 :,r , I " I - Z I SEC. 1008' , 16 - ffki§ GRO 0 6 I , -1 I I . , r UP. B, USE DOES NOT REQUIRE PANIC,HARbWARE) I I I I .11 . .1 . I I . , . I I I - I , I ;., '. " . I - I . , ''I - I:. ., . . I . - "I . I I ., . . I L. 1. , . I . ., . I I I . f - ,. I I . , .11 i I . - I I I _ I I . _ , . _ . . I . I 11 . I . . . 1, I I ,, I I 11 I ; . .- I . I . . I . I I . . a) 'D . i I t . I . I I ACCORDANCE WITH C402A.1 I . . . I . 1.11, " 1. I , 1. I 1 . -.11 1. I I OPERATION OF THt'LISTED PANIC OR FIRE,EXIT HARDWARE I . I I '' I I I , . r I I . I I 11 I I 1i I I I 1, .1 . . 1 . . . I I 1. I I 1. . . . . I I I I . . 11 . I I I I I .1, I I , . . I . I . I _. , I . .. . . I . C> !CR C .2 3 0 2 1 I ! I I I . . I I I I . ALSO RELEASES THE ELECTROMAGNETIC LOCK'. I I I . I . . .. I , I I I . 1. I I I . L I I I I . - _ I I I I .'. .1 I- . . ',, - _. . I I -1 .' I I . ... * , .;. .1 : '. .1 I - I I . U) 0) 0 ; . I I I 11 11 , .r I I I ,. i . I - I I I A— I . 1..1.1. 11, I I 1. I . I I., I I I I . I I I . - I . I . I .. 11 . : . 1: , . . . . . I I I I I - I . I . I . I . I ,. . . . -1 "I I I I I I ..- . I ., I - , ., I I I . Li - 0 . C : I I I i I I I I I . . I . I I I . r . I . , I : L I TABLE C402 4 3 1 1 11 .. . ;, " " - '. . I R , ,INFILTRATION RATE FOR FENSTRATION ASSEMBLIES MAXIMUM Al I , , . I I I Ir ASSEMBLY: ' I MAX.RATE ' e I ' I . I .1 CFMISQUARE FT TEST I I . I . I OF AREA . . I . I I GLAZING, 1, 1 0.06 . I 1 NFRC400 OR , I ASTM E 283 AT 1.57 PSF COMMERCIAL GLAZED I - - SWINGING ENTRANCE 1100 I I I DOORS - . I - I I . . I I I 1. . I . .! I I ,_ - r I . : , t, . I . I I I . I I . - . L , )'' . 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 I I . . I I I I . . - I . . I I I I I I .1 w I I I . - I " I I I I . . " I . I . I - . I : , , , , . I I I . . ,, 11 I - 1- 1 1. '. . ,.! , , . I . I I . I I ! I _ , , , . I . I . I 11, ., 11 . . I I . I I , I I . I : , . . . r . I I I . I I I I I . I I . . . I I I . I I . I . . q I I - . , I I I I I . I I . I I I 4 - c4O2.4,Z VESTIBUI,,ES . . I I . ALL DOORS OPENING INTO AND OUT OF THE VESTIBULE SHALL BE EQUIPPED I . I . I . WITH A SELF SLOSING DEVICE, -Z I I ... . I , . I I I . . I THE EXTERIOR ENVELOPE OF CONDITIONED VESTIBULES SHALL COMPLY . I I I I . . I WITH THE REQUIREMENTS FOR A CONDITIONED SPACE. I - I I . I . . I I I i I I I i I I I I : . . .1 . . . . . . I I I I I r I I . . ! I I I I C 46g.j'BUILj?ING 9NV9LOP9 RgQUI!JEMENTS-FENESTRA ION I . . I CLIMATE ZONE 4-MARINE . . " GLAZING (MAXIMUM) I U FACTOR - (MAXIMUM) SOLAR HEAT GAIN COEF. SHGC I METAL FRAMING (FIXED) 1. I 0.38 I 0.40 , , , METAL FRAMING (ENTRANCE DOOR) I I 0.6 I 0, o I _______ . - I I . SPECIAL , I . I I . . I I . I I . . ' . I , - - I I I - . I - I I ,,. I I . - I . , , , INSPECTIONS-,, I I 1. , - I ''I - - -11''. "I . I I I , 1-1 . , ,. .1 I - I I . I I , I I ll, I .. ., I -1 '. , , 91 I I I . ,.: '' '. . . . I , - . .. I , I I I . I zl_ . - I . " 1 I - 1 I I I 11 I I I 1 151 " I I 11 I I I ''I 1. .. I... , I I I- __ I _:_ I - 1 1 I I ; .;..' C _ _ z q * 11 I I I I 11 ., . . I . I . I ; . .'TA "I 705.3 2012.`113C :,, - ', r . . I I L 1 I I : , . I I 1. I . I , Bdt - . . I I I "I", r , ., I I I , .1 . I I . .; , ", j . I I I I I , I .11 , . .. I . "I " I I ,_ * I I .11 . I I I r . - ' ' I,- I 1:1 I I , " I . . '' :. ; ' ' '' I I I I 1 1 I - I I , . 1. 11 I I I . I 1. I REQUIRED VER kCAf OF GONdRETE cbNSTRUC, ION - - i, ; I I I I . ION,ANNNSPECT1W T, , " '' . . . ; . , I 11 I I . I- i . 1. ,, 1 . I % . I I ., . I I I I., - . ." . I . I I 1. .l . I 1 I i ,r 4:.., 1 . . , I I . - I I I , I . : - " I I I I I I - 1. I . - I I I I L'. '. - . I I _. I I I . . . . I - I VERIFICATION A140 INSPECTION ' . I -1 I I I I I 11 . I I I .. I I I I I I I I I 4 . 1. - 1. . . . . I I I FREQUENCY ;. I . ' I I I I 111 I . I . I I— . i "I 1 REF,- STANDARD , I . . . I I ,: . I I I I 1 11 I . IBC REFERENCE I , _., I . '_ . 1, I I I r I . I I I I I I. .. . . I . i : I I r I I I I I I .. . m 1 1. I . I I I I I I I I #4. INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE. , I I I . . PERIODIC I . I I -, . I . I I I I I AC1318,3.8.6,8.1.3, . . . I r I I . I . I , I I . I . 11 1. I I I I . . . I . 1909.1 1 I . I . I . I I I I I I - I r . I .1 . .. I . I . 21.2.8, , . 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 11 . . . I I I , I 1 .1 I . I I I 11 I .p . , X 1 I I I - I I I I I I I I I ', I I I I . . I I . I .p. I I I .1 SEE ICC EVALUATION REPORT ESR-2427 FOR HILTI EXPANDING SHIELD ANCHOR AND SEC44 SPECIAL INSPECTION OF THE REPORT. , ; , .. I . " I I I I I . . I I I . I I . I I I . I . . . I I I I . I . I I I REPORT REQUIREMENTS: I . . I . I I I . I I - - I I - ; I I . I . I . I I I I . . q . . . . I .., " 11 I - 1; I I 1, 1, . - I I . I 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 DAILY REPORTS: . 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 . THE REGISTERED SPECIAL INSPECTOR SHALL SIMMEbIATELY REPORT ALL IRREGULARITIES, SUBSTITUTION OF MATERIALS,AND ViOLATIONSTO I I _ . I I THE CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED, TOT'HE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE AND TO THE . . I . ;., , I . ''I I BUILDINGOFFICIAL, AT THE -CONCLUSION OF tACH:INSPECT'ION, THE REGISTERED SPECIAL INSPECTOR SHALL SUBMIT A REPORT70 THE REGISTERED DESIGN PROFESSIONAL I I . . - I I I I I . IN RESPONSIBLE'CHARGE AND OWNER RELATIVE TO, THEE PORTION OF THE WORK INSPECTED, STATING WHIETHER THE WORK REQUIRING SPECIAL INSPECTION I I I I I I WAS, TO THE BEST OF HIS/HER KNOWLEDGE, ,IN CONFORMANCE WITH THEAPPROVED. PLANS AND SPECIFICATIONS AND THEAPPLICABLE WORKMANSHIP, - - - . 11 ! . , - F - . I , I . 1. , , , PROVISIONS OF THIS CODE AND RELATED STANDARDS. THE REPORT SHALL BE SIGNED BY, THE REGISTERED SPECIAL INSPECTOR.- I . . I . I ' , - I . ., I . I . I I I I I ONE COPY OF THE REPORT ' SHALL BE SUBMITTED TO THE 13UILDING OFFICIAL BY THE APPROVED INSPECTION OR TESTING AGENCY NO LATER THAN ONE WEEK . FROM THE DATE . , OF THE INSPECTION AND,SHALL BE FILED IN THE RECORDS OF THE AGENCY'S OFPFICE.'ONECGPY OF THE REPORT SHALL BE LEFT AT7HEJOB SITE BY -THE SPECIAL INSPECTOR. THE SPE CIAL INSPECTOR SHALL ALSO ' PROVIDE, AsDIRECTED BY'THEI BUILDING OFFICIAL OR BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE OR OWNER,'SUCH OTHER INFORMATION AS IS REQUIRED DURING ' . HIS/HER ASSIGNED EMPLOYMENT. I I I . , 11 I I I I .,, . I . . . I I I I 1. " I I . . . I . I ., 1 .1 I . I I . . I . I I . I 6 .'', . . . I , - FINAL REPORT - I I . . " 1. I ' , . .. I I I ,- I'll . . I I I I I : I I I I ' . 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 AGENCY'S KNOWLEDGE, INSPECTED AND REPORTED AS SPECIFIED ON CONSTRUCTIOk.56CUMENTS, . 11 . 11 1, 11 I . . .1 .1 . 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 . 11 . I I . , I I . I I I . . I . I I . . - I NOTIFICATION:' I , . . 11 I I . 1. . "I . I 1. I , . . I '' I I . . . . I . I . . I . I .. . . 1. . I I THE OWNER OR AN AUTHORIZED AGENT 1$ RESPONSIBLE FOR NOTIFYING7HE SPECIAL INSPECTOR WHEN CONSTRUCTION ACTIVITY ISSCHEDULED THAT REQUIRES SPECIAL INSPECTION . I . I I . I _ I I I - I . I . I I . . . I I I . I . I I I I . . I 1. : 1. . I I I . I . . _. I I I . I I 1. . . I . . . I . . - I . I I . I . I .1 I - I I . . .. . I . . .. , l . fo 9 I ; I . I ... 1 : N, I . . I NOTE I - 1 , I I I " I . . I I I . I I * . I I I . I I I I I I I .11, ., I LTt SMART, GLASS INC. I I I I . . I , a . g I IQ , I .1 a 11 , 'L A 2 0 = u It a I ; , 1. . ! ; N , - i. I . , _., Ell . I . - - , , I I , .1 i k 2 I I . I I , 1 I I __ I :- . 1, 11 ., 1. , I I I I ' .0.,818"LTI BRI LAMINATED GLASS I I . I .// I . I . t 1: I I I ee . . . . A I I . . I I I I - e : - . - , I K_ I I . . . I I I / I I I w I . : . . , , .-V-- - __ I I 1. I - I >1 >1 Co >1 Co m : I I -0- 0. 1 851, ARGON GAS FILLED m "a 'a v r_ i ! ; 1 .w . / /0.25" C (1) -6 4) 9 .5 9 .- E a i i , ; CLEAR TEMPERED GLASS 0 0) = ID .0 m I i I . W/ HIGH PERFORMANCE SPUTTER COATED LOW-E #2 a 0 . O .0) J =) I I : . .1 i It I 3 J w '9 , w e , i , I . I . UL 752 LEVEL I . (9MM LUGER) - I I I a t 9 , &! i ts t L ASTM C 1036 STANDARD SPEC FOR FLAT GLASS . , , 0 i I I L ASTM C 1172 STANDARD SPEC FOR LAMINATED ARCH FLAT GLASS i I L ASTM C 1048 STANDARD SPEC FOR ARCH FLAT GLASS CLAD PLYCARBONATYE I . i t ANSI Z97.1 SAFETY MATERIALS USED IN BUILDINGS . i i I CPSC 16 CFR 1201 'CAT1 AN 2 M, SAFETY STANDARD FOR ARCCH GLAZING MATERIALS I ! L L . L I I z I TOTAL THICKNESS: 1.253" 1 . . 0 i . ; WEIGHT 14.8 PSF . L ' I (N U) I- I . I- (N W I ! ; , I - U-VALUE 0.36 . W 0 N 0 C co 0) 0) E 2 mu) w 2) i . ; ! SHGC 0.39 (o uj < 0 m , I 102 Z -0 -0 I . t . SC L 0.45 LT 0: i "I () 0 f-- 4-0 v v C < < I .0.65 r I L W U) - N uj C? < M .. -15 := C: m tt ; t i I I &. I I- 0 Lb N w 'o C\I =) E. -- w :3 =3 1 I : i I 00 _j C ) z mt Co N 0 r_ 0) 0) 0 a a I ! I I L I I L- ::) L5 u 0 0 0 0 . ! I . 0 Ilw I . I L . I . 0 , 4.1 y it, I , I t) n4vio now I - . I I . . . I . " Nwr N.o' w I ,% %wo w I I 16 Loor %..# I- &_ L L I . I I . I I . I I I I . . . , . I I I . I I L I . . . . . I I - I . . . . L I . I I OSED I r I L I I I I I . . I I I I . 1. . I I I.. r L L . . . . I 1, I I 1. . I - I .. I I I I I I I I.1 I I I I . I I I q : I L . NO. '; I '' SIZE ,DOOR MODEL .. ' FIRE RATING - I I .- L' SAFETY I "I I 1. -L I L . I . I . ROOM I . SEC 1008.1.9.3 LOCKS ANDLATCHES TARGET (TO Be MET) . I 1. I _ I L L I I , GLAZING AREA. SELF CLOSURE 1. I I . . I I , I . . . GLASS ' 1, L I - L , I I I I I I I I I I I I I - I I I . HARDWAPP . AREA Q-VAL ' ARFA UA DOOR 0.6 42 25.2 FIXED 0.38 89 3182 TOTAL - I I I I I I I I I . I ,L . I - I I , I L L I . I I I I L I I L I I - I I I I . I I . I . I I - I I .. L I I I I 1. . I I L. - I I I - I I 11 I I I 11. I I . I 1 . .. : I I Ir I . I I I . , I I I C I EXIT 'POOR ON, ' . . L I I I 1. IL L 1, . I "I INTERIOR DOOR. -FIXED HANDLE. NO LATCH. 'MAGNETIC LOCK - I . I I L 1. I L I I I I INTERIORQF.. L - 36 X 84 L ISOTEC 'ALUM I I NONE . 15 SQFT YES,,' :' 8 LB I I 1 . KEY LOCKABLE -FROM'BOTH SIDES', .. I I , - 1:, _," , L . I . . . I . I I . L L I . . . VESTIBULE I I . I L . L I I FORCE, L YES , , : 11 . . I I ,,, L I I ..'' .1 1 I I I 11. I I . 11 I ., - . . . . . I I I . I , I I I READILY DISTINGUISHABLE AS -LOCKED. - . I I I.L 111 I I I I I .1 ", L "I I., I L I 11 L I . . I I I - I ' I I I L , I I I . . I " N; r-,VT I =0 , Ino ;,'', I .. I . I -.; I L I I I I L ,,, I -, - FIXED HKNDLE.,NO LATCR' I . . I I I I I . r . I I - EXT RIOR'DOOR. AdNETIC LOCK I . I I , I . I I I L I I I I I . I I - I ' L 8 LB . I .1 I I I I . I 11 . . I I'll I % , I - I I I I . ' - D e I 1. I., 36 X 84 I,SOTEC " L 15 SOFT YES KEY LOC I I I , : - I . I I I . . . - I I I I . I I L I I EXIT DOOR . I I I I , . I ALUM I _. I I . 146NE I . YES ', FORCE I I . KABLE FROM BOTH,SIDES L 0 , .11 I I I I I I I I . I I 1, . , I . . I ; . . , : 1 47.12 < 59.02 OKI I . . I I I I _11 I I I 11 I . 11 . . I . I , I L I I I , . I I I I L - I L 11 . I , I , , I I . I .1 I . I L I I . . I READILY DIStNGUISHABLE AS LOCKED. ,: . I .. 11 I I I . I I . L I I I , . I I I 11 I I I --I- .. -, 'Ll L I I I I I I I I I - I I L I I I I I I I I .1 I ." 11 I I . . I . I I I I I L . I . I I,— . I - I I I I I I . L I i . . I I I I I . . I mr)TPq, 1 ;:yt r iinnp, -m. =v-moino T n LJA%11:.- a r. ,mnt m1M'^Mr7K11K1t ^M^f- &AAW#A&t #tA I I . I I I L I I .1 I I .1 . I I I I , L 1. I . I I I I I I L I I . I I . I . , L , I I I I 1 I . . I , EXTERIOR , I I ', L I . L . . I . .. I.. . 1.11 I I I . I I . "I 1 I L 1 I ' 1-1 11 I I I A . , ISOTEC ALUM. L .. . L I 1 18 LB , 1, - * - 'EXTERIOR'DOOk. FIXED H - ' I I L I I EXIT DOOR 36 X84 . I I 5'SQFT L I . I 111. 1. I ANDLE. NO LATCH, 'MAGN.ETIC.LOCK .. . . I , 1. L . . I L . 11 L . I .. .1. I I I NONE IL . I I I .. SL , ' I ' YES - I I , : , - I 'L I 1: _1 .1 1, I I I I I I , 11 I I I YE L FORCE I I I . I .. , I " !,. - . 1. 11 . I I " . . I I I I . I I KEY LOCKABLE FROM BOTH SIDES I I I I I I I I . , I i L . I , . I I . 1 L : . - I I - I I I I I . I . , I L o '. I I 11 L I . I I I . I I I . I L. . I L I I I . I I I I v , I , I I I I L 11 I . '. I , I READILY VSTINGUISHABLE AS LOCKED.. I I . 11 L 11 I - I . I . , . I . I I . : I I I I L . . I . I I L . 1. . I I , . I . I I L I ' I I I I I * I .1 B . ENTRY DOOR, ON -1 ISOTEC ALUM I L . I I . I L 1 I . . . 1. I 11 " L . L L 11 INTERIOR DOOR. 'FIXED HANDLE. NO LATCH. MAON[EtTIC'LOCI , , ' L ' , I * L INTERIOR OF - 36)484 . I . . I _. L , i I I * I PROPOSED TOTAL UA TO BE 36,13 OR LESS L . L , L .1 . .1 I . NONE 15'SQFT I 8LB ' - . L YES , KEY LOCKABLE FROM B6TH1,SIbEs - , - , , I . t . I I L 't I L' I L I VESTIBULE . I I IL 11 - ,.t I . I L YES L FORCE . I 'L . I 1. I . - I 11 - . I . . el I i 1 . .1 L - L . . I . .. . I I I . I . . . I I I I I I . I I . i I I I I . I , . READILY DISTINGUISHABLE AS LOCKED>. ll 11 : I I . I I . I I I I I . L . . I I . I . I I I L I AREA U-VAL APPA_ UA DOOR 0.36, 42 15.12 FIXED 0.36 , ' 89 1 32 1 1 TOTAL L I ' I 1, . . - , I I SIGNAGE REQUIRED L I I . I L 'L 11 THIS DOORLTO.REMAILN UNLOCKED DURING BUSINESS 1: I I . I . I . I L L L I. . I I I L , I I I , It THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS . . I . v . . I I I , -1 I I I I I . I I "I THIS DOOR TO REMAIN UNLOCKED DURING BUSINESS ,r I . HOURS 1. I . 'L . I . . , . I THIS,DOOR TO REMAIN UNLOCKED DURING BUSINESS I I I I . I HOURS , I , - I , I I . I I L I . . . . I I 1 . , I I I v F ,$ _iA-Afta I A . I . 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