DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS

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1 0 ICC-ES Report ICC-ES (800) -687 (6) Most Widely Accepted and Trusted ESR- Reissued 09/0 This report is subject to renewal 09/07. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: ITW RED HEAD 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 609 EVALUATION SUBJECT: ITW RED HEAD TRUBOLT CARBON STEEL WEDGE ANCHORS IN CONCRETE Look for the trusted marks of Conformity! 0 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 06 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR- Reissued September 0 Revised February 06 This report is subject to renewal September (800) -687 (6) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-installed Concrete Anchors REPORT HOLDER: ITW RED HEAD 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 609 (800) ADDITIONAL LISTEE: ITW BRANDS 9 NATIONAL PARKWAY, SUITE 900 SCHAUMBURG, ILLINOIS 607 (877) EVALUATION SUBJECT: ITW RED HEAD TRUBOLT CARBON STEEL WEDGE ANCHORS IN CONCRETE.0 EVALUATION SCOPE Compliance with the following codes: 0, 0, 009, and 006 International Building Code (IBC) 0, 0, 009, and 006 International Residential Code (IRC) Property evaluated: Structural.0 USES The RED HEAD Trubolt Wedge Anchors are used to resist static, wind, and earthquake (Seismic Design Categories A and B only) tension and shear loads in uncracked normalweight concrete and lightweight concrete having a specified compressive strength, f c, ranging from,00 psi to 8,00 psi (7. MPa to 8.6 MPa). The anchoring system complies with anchors as described in Section 90. of the 0 IBC, Section 909 of the 0 IBC, and Section 9 of the 009 and 006 IBC. The anchors are an alternative to cast-in-place anchors described in Section 908 of the 0 IBC, and Section 9 of the 009 and 006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R0.. of the IRC..0 DESCRIPTION. RED HEAD Carbon Steel Trubolt Wedge Anchor: The RED HEAD Trubolt wedge anchor is a zinc plated, torque-controlled expansion anchor, available in / -inch, / 8 -inch and / -inch diameters (6., 9. and.7 mm). The Trubolt wedge anchor consists of a fully threaded stud, expansion clip, nut and washer. The anchor stud is coldformed from carbon steel materials. The zinc plating on the anchor body complies with ASTM B6 SC, Type III, with a minimum inch ( μm) thickness. The expansion clip is fabricated from Type 0 or Type 0 stainless steels. The standard hexagonal nut conforms to ANSI B8..-6, and the washer conforms to ANSI/ASME B (R98). The anchor stud is threaded throughout the majority of its length and has a wedge section at the far end, around which the expansion clip is formed. The expansion clip, consisting of a split-ring element with a coined groove at each end, is shown in Figure. During installation of the anchor, the expansion clip engages the walls of the concrete as the wedge portion of the stud is forced upward against the interior of the clip.. Concrete: Normal-weight and lightweight concrete must comply with Sections 90 and 90 of the IBC..0 DESIGN AND INSTALLATION. Strength Design:.. General: Design strength of anchors in accordance with the 0 IBC, as well as Section R0.. of the 0 IRC must be determined in accordance with ACI 8- Chapter 7 and this report. Design strength of anchors in accordance with the 0 IBC, as well as Section R0.. of the 0 IRC, must be determined in accordance with ACI 8- Appendix D and this report. Design strength of anchors in accordance with the 009 IBC and Section R0.. of the 009 IRC must be in accordance with ACI 8-08 Appendix D and this report. Design strength of anchors in accordance with the 006 IBC and Section R0.. of the 006 IRC must be in accordance with ACI 8-0 Appendix D and this report. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 06 ICC Evaluation Service, LLC. All rights reserved. Page of 8

3 ESR- Most Widely Accepted and Trusted Page of 8 Design parameters and references to ACI 8 are based on the 0 IBC (ACI 8-) and on the 0 IBC (ACI 8-) unless noted otherwise in Sections.. through.. of this report. The strength design of anchors must comply with ACI or ACI 8- D.., as applicable, except as required in ACI or ACI 8- D.., as applicable. A design example in accordance with the 0 IBC is provided in Figure of this report. Strength reduction factors,, as given in ACI or ACI 8- D.. (ACI 8-08 and -0 D..) must be used for load combinations calculated in accordance with Section 60. of the IBC, Section. of ACI 8-, and Section 9. of ACI 8-, as applicable. Strength reduction factors,, as given in ACI 8- D.. (ACI 8-08 and -0 D..) must be used for load combinations calculated in accordance with ACI 8-, -08, and -0 Appendix C. The value of f c used in calculations must be limited to 8,000 psi (. MPa), maximum, in accordance with ACI or ACI 8- D..7, as applicable. Strength reduction factors,, corresponding to ductile steel elements may be used... Requirements for Static Steel Strength in Tension, N sa : The nominal static steel strength of a single anchor in tension, N sa, calculated in accordance with ACI or ACI 8- D..., as applicable, is given in Table of this report... Requirements for Static Concrete Breakout Strength in Tension, N cb, N cbg : The nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg respectively, must be calculated in accordance with ACI or ACI 8- D.., as applicable, with modifications as described in this section. The values of f c used for calculation purposes must not exceed 8,000 psi (. MPa). The basic concrete breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI or ACI 8- D..., using the values of h ef and k uncr as given in Table of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI or ACI 8- D...6 must be calculated with ψ c,n =.0... Requirements for Static Pullout Strength in Tension, N pn : The pullout nominal strength in tension for a single anchor in accordance with ACI and 7... or ACI 8- D... and D..., respectively, as applicable, in uncracked concrete, N p,uncr, is given in Table of this report. For all design cases Ψ c,p =.0... Requirements for Static Steel Strength in Shear, V sa : The values of V sa for a single anchor given in Table of this report must be used In lieu of the values of V sa as derived by calculation according to ACI or ACI 8- D.6.., as applicable. The strength reduction factor,, corresponding to a ductile steel element must be used for the Trubolt anchors as described in Table of this report...6 Requirements for Static Concrete Breakout Strength in Shear, V cb or V cbg : The nominal static concrete breakout strength in shear of a single anchor or a group of anchors, V cb or V cbg, respectively, must be calculated in accordance with ACI or ACI 8- D.6., as applicable, with modifications as described in this section. The basic concrete breakout strength in shear of a single anchor in cracked concrete, V b, must be calculated in accordance with ACI or ACI 8- D.6.., as applicable, using the value of d a, given in Table of this report, and the value h ef, given in Table. l e must be taken as no greater than h ef and in no case must l e exceed 8d a...7 Requirements for Static Concrete Pryout Strength of Anchor in Shear, V cp or V cpg : The nominal static concrete pryout strength in shear of a single anchor or groups of anchors, V cp or V cpg, must be calculated in accordance with ACI or ACI 8- D.6., as applicable, modified by using the value of k cp provided in Table of this report and the value of N cb or N cbg as calculated in Section.. of this report..8 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: Values of s min and c min as given in Table of this report must be used in lieu of ACI and 7.7. or ACI 8- D.8. and D.8., respectively, as applicable. Minimum member thicknesses, h min, as given in Table of this report, must be used in lieu of ACI or ACI 8- D.8., as applicable..9 Requirements for Critical Edge Distance: In applications where c < c cr 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 or ACI 8- D.., as applicable, must be further multiplied by the factor ψ cp,n, as given by the following equation: Ψ cp,n = c / c ac (Eq-) where c c min from Table, and whereby the factor ψ cp,n need not be taken as less than.h ef / c ac. For all other cases, ψ cp,n =.0. In lieu of ACI or ACI 8- D.8.6, as applicable, values for c ac must be taken from Table of this report...0 Interaction of Tensile and Shear forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI or ACI 8- D.7, as applicable... Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λ a equal to 0.8λ is applied to all values of c f affecting N n and V n. For ACI 8- (0 IBC), ACI 8- (0 IBC) and ACI 8-08 (009 IBC), λ shall be determined in accordance with the corresponding version of ACI 8. For ACI 8-0 (006 IBC), λ shall be taken as 0.7 for all lightweight concrete and 0.8 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths N p,uncr shall be multiplied by the modification factor, λ a, as applicable.. Allowable Stress Design (ASD):.. General: For anchors designed using the allowable stress design load combinations in accordance with IBC Section 60., allowable loads must be established using Eq- and Eq-: T allowable,asd = N n / α (Eq-) and V allowable,asd = V n / α (Eq-) where T allowable,asd = V allowable,asd = Allowable tension load (lbf or kn). Allowable shear load (lbf or kn).

4 ESR- Most Widely Accepted and Trusted Page of 8 N n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 8- Chapter 7 and 0 IBC Section 90..8, ACI 8- Appendix D, ACI 8-08 Appendix D and 009 IBC Section , and ACI 8-0 Appendix D and 006 IBC Section , with amendments in Section. of this report, as applicable (lb or kn). V n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 8- Chapter 7 and 0 IBC Section 90..8, ACI 8- Appendix D, ACI 8-08 Appendix D and 009 IBC Section , ACI 8-0 Appendix D and 006 IBC Section , and Section. of this report as applicable. (lb or kn). α = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for nonductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacing, as described in this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Table of this report... Interaction of Tensile and Shear Forces: In lieu of ACI or ACI 8- D.7, interaction must be calculated as follows: For shear loads V 0. V allowable, ASD, the full allowable load in tension T allowable, ASD may be taken. For tension loads T 0. T allowable, ASD, the full allowable load in shear V allowable, ASD may be taken. For all other cases, Eq- applies: T/T allowable, ASD + V/V allowable, ASD. (Eq-). Installation: The anchors must be installed in accordance with the manufacturer s printed installation instructions (MPII) as depicted in Figure, and this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. Embedment, spacing, edge distance, and concrete thickness are shown in Figure, and Tables and. Holes must be predrilled in concrete with a compressive strength from,00 to 8,00 psi (7. to 8.6 MPa), using carbide-tipped masonry drill bits complying with ANSI B.-99. The nominal drill bit diameter must be equal to the anchor diameter. The drilled hole depth, h o, must exceed the required embedment in concrete as noted in Table. The hole must be cleaned with pressurized air or vacuum prior to installation of the anchor. The anchors must be hammered into the predrilled hole to the required embedment depth in concrete. A standard hexagonal nut and washer must be used over the material being fastened and the nut tightened (three to five turns) until the minimum installation torque, as specified in Table, is reached.. Special Inspection: Periodic special inspection is required, in accordance with Section 70.. and Table 70. of the 0 IBC and 0 IBC; Section 70. and Table 70. of the 009 IBC; or Section 70. of the 006 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distance, concrete member thickness, anchor embedment, tightening torque. And adherence to the manufacturer s printed installation instructions. The special inspector must be present as often as required in accordance with the statement of special inspection. Under the IBC, additional requirements as set forth in Sections 70, 706, and 707 must be observed, where applicable..0 CONDITIONS OF USE The Trubolt Wedge Anchors described in this report comply with or are suitable alternatives to shat is specified in the codes listed in Section.0 of this report, subject to the following conditions:. Anchor sizes, dimensions, and installation are as set forth in this report.. The anchors must be installed in accordance with the manufacturer s printed installation instructions and this report in uncracked normal-weight or lightweight concrete having a specified compressive strength, f c, of,00 psi to 8,00 psi (7. MPa to 8.6 MPa). In case of conflict, this report governs.. The values of f c used for calculation purposes must not exceed 8,000 psi (. MPa).. Loads applied to the anchors must be adjusted in accordance with Section 60. of the IBC for strength design, and in accordance with Section 60. of the IBC for allowable stress design.. Strength design values must be established in accordance with Section. of this report..6 Allowable design values are established in accordance with Section. of this report..7 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Table and Table of this report..8 Prior to installation, calculations and details justifying that the applied loads comply with this report must be submitted to the building 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.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..0 The use of Trubolt anchors is limited to installation in uncracked normal-weight and lightweight concrete. Anchors may not be installed in regions of a concrete member where cracking has occurred or where analysis indicates cracking may occur at service load levels, subject to the conditions of this report.. Anchors used to resist seismic loads are limited to locations designated as Seismic Design Categories A and B.. Anchors may be used to resist short-term loading due to wind forces, subject to the conditions of this report.. Where not otherwise prohibited in the code, Trubolt wedge anchors are permitted for use with fire-

5 ESR- Most Widely Accepted and Trusted resistance-rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistancee to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements.. Use of zinc-coated carbon steel anchors is limited to dry, interior locations.. Special inspections are provided in accordance with Section. of this report. Page of 8.6 Anchors are manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC9), datedd October 0 for use in uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION The concrete anchors are identified by their dimensional characteristics, the anchor size, and by the length code stamped on the anchor, as indicated in Table. Packages are identified with the anchor type and size, the manufacturer s name and address, and the evaluation reportrt number (ESR-). FIGURE ITW RED HEAD TRUBOLT WEDGE ANCHOR TABLE LENGTH IDENTIFICATION SYSTEM LENGTH ID MARKING ON ANCHOR HEAD UNITS A B C D E F G H I J Length of From / (8.) (0.8) / (6. ) (76.) / (88.9) (0.6) / (.) (7.0) / (9.7) 6 (.) anchor, l anch Up to, but not including (0.8) / (6.) (76. ) / (88.9) (0.6) / (.) (7.0) / (9.7) 6 (.) 6 / (6.) FIGURE ITW RED HEAD TRUBOLT WEDGE ANCHOR (INSTALLED)

6 ESR- Most Widely Accepted and Trusted Page of 8 FIGURE INSTALLATION INSTRUCTIONS TABLE ITW TRUBOLT WEDGEE ANCHOR INSTALLATION INFORMATION SYMBOL UNITS / NOMINAL ANCHOR DIAMETER () / 8 / Anchor outer diameter d a 0. (6.) 0.7 (9.) 0. (.7) Nominal carbide bit diameter d bit / / 8 / Effective embedment depth h ef / (8) () / () / 8 (67) 7 / 8 (8) / 8 (86) Nominal Embedment depth h nom / () / (7) / (7) / 8 (79) / (6) (0) Minimum hole depth h o () / (6) / (6) / 8 (86) / (70) / (08) Minimum concrete member thickness h min (0) (0) (7) (7) 6 () Critcial edge distance c ac / 8 (67) (76) / 8 (67) / () / (9) 6 / (7) Minimum edge distance c min / () / (8) / (7) () / (9) / (9) Minimum anchor spacing s min / () / (8) / (7) () / (9) / (9) Installation torque T inst ft-lb (N-m) () () (7) Reference (attachment) hole diameter d h / 6 (7.9) 7 / 6 (.) 9 / 6 (.)

7 ESR- Most Widely Accepted and Trusted Page 6 of 8 TABLE ITW TRUBOLT WEDGE ANCHOR DESIGN INFORMATION,, DESIGN INFORMATION SYMBOL UNITS / NOMINAL ANCHOR DIAMETER / 8 / Anchor O.D. Effective m embedment Minimum member thickness Installation Torque Critcial edge distance Minimum edge distance Minimum anchor spacing d o h ef h min T inst c ac c min s min in mm in / / / 8 7 / 8 / 8 mm in 6 mm ft-lb N-m 7 in / 8 / 8 / / 6 / mm in / / / / / mm in / / / / / mm M hole depth in concrete M Specified Yield Strength M Specified Ultimate Strength Effective tensile stress area Effective shear stress area Steel strength in tension Steel strength in shear Pullout strength, uncracked concrete h o f ya f uta A se,n A se,v N sa V sa N p,uncr in / / / 8 / / mm lb/in,000 N/mm 79 lb/in 7,000 N/mm 7 in mm in mm lb kn lb kn lb kn See Table Anchor Category Effectiveness factor k uncr uncracked concrete Coefficient for pryout strength k cp Axial stiffness in service load range β lb/in,6 9,8 7, 6,,8 6,6 kn/mm Coefficient of variation for axial stiffness in service load range Strength reduction factor for tension, steel failure modes Strength reduction factor for shear, steel failure modes Strength reduction factor for tension, concrete failure modes, Condition B 0.6 Strength reduction factor for shear, concrete failure modes, Condition B 0.70 For SI: inch =. mm, lbf =. N, psi = Mpa. For pound-inch units: mm = inch. The data in this table is intended to be used with the design provisions of ACI 8- Chapter 7 or ACI 8- Appendix D, as applicable. Installation must comply with the manufacturers printed installation instructions and details, and this report. The Trubolt Wedge Anchors are ductile steel elements as defined by ACI 8-. or ACI 8- D., as applicable. All values of apply to the load combinations of IBC Section 60., ACI 8- Section., or ACI 8- Section 9., as applicable. If the load combinations of ACI 8- Appendix C are used, then the appropriate value of must be determined in accordance with ACI 8- D..(c) (ACI 8-08 and -0 D..(c)). For installations where reinforcement that complies with ACI 8- Chapter 7 or ACI 8- Appendix D requirements for Condition A is present, the appropriate factor must be determined in accordance with ACI 8-7..(c) or ACI 8- D..(c) (ACI 8-08 and -0 D..(c)). For all design cases Ψ c,n =.0. The appropriate effectiveness factor for cracked concrete (k cr ) or uncracked concrete (k uncr ) must be used.

8 ESR- Most Widely Accepted and Trusted Page 7 of 8 NOMINAL ANCHOR DIAMETER () / / 8 / TABLE ITW TRUBOLT WEDGE ANCHOR PULLOUT STRENGTH, N p,uncr, EFFECTIVE EMBEDMENT DEPTH () For SI: inch =. mm, lbf =. N, psi = MPa. CONCRETE COMPRESSIVE STRENGTH f'c =,00 psi f'c =,000 psi f'c =,000 psi f'c = 6,00 psi /,9,,60,8,706,869,97, /,98,08,6, / 8,69,800,96,7 7 / 8,00,69,7,0 / 8,68,0,0,0 Values are for single anchors with no edge distance or spacing reduction. Condition B applies where supplementary reinforcement in conformance with ACI 8- Chapter 7 or ACI 8- Appendix D is present, or where product pullout or pryout strength governs. For installations where reinforcement that complies with ACI 8- Chapter 7 or ACI 8- Appendix D requirements for Condition A is present, the appropriate factor must be determined in accordance with ACI 8-7..(c) or ACI 8- D..(c) (ACI 8-08 and -0 D..(c)). TABLE EXAMPLE RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE STRESS DESIGN (ASD) VALUES FOR ILLUSTRATIVE PURPOSES,,,,,6,7,8,9 NOMINAL ANCHOR DIAMETER () EFFECTIVE EMBEDMENT CONCRETE COMPRESSIVE STRENGTH DEPTH () f'c =,00 psi f'c =,000 psi f'c =,000 psi f'c = 6,00 psi / / / 8 / 96,060,0,8 / 8,,670,70,880 / 7 / 8,0,,9,98 / 8,80,98,98,98 For SI: inch =. mm, lbf =. N, psi = MPa. Design assumptions: Single anchor with static tension load only. Concrete determined to remain uncracked for the life of the anchorage. Load combinations are in accordance with ACI 8- Section. or ACI 8- Section 9., as applicable, and no seismic loading. 0 percent dead load and 70 percent live load, controlling load combination.d +.6L. Calculation of weighted average for α:.d +.6L =.(0.) +.6(0.7) =.8. 6 f c =,00 psi (normal-weight concrete). 7 c a = c a > = c ac. 8 h h min. 9 Values are for Condition B where supplementary reinforcement in accordance with ACI 8-7..(c) or ACI 8- D..(c), as applicable, is not provided.

9 ESR- Most Widely Accepted and Trusted Page 8 of 8 Illustrative Procedure to Calculate Allowable Stress Design Tension Value: RED HEAD Trubolt Wedge Anchor / inch diameter using an effective embedment of / 8 inches, assuming the given conditions in Table for f c =,00 psi normal-weight concrete, in accordance with ACI 8- Appendix D and this report. PROCEDURE CALCULATION Step Calculate steel strength of a single anchor in tension N sa = N sa per ACI 8- D..., Table of this report =0.7*0,6 =7,98 lb (steel strength) Step Calculate concrete breakout strength of a single anchor in N b tension per ACI 8- D..., Table of this report = 7,0 lbs N cb = A NC /A NC0 ψ ed,n ψ c,n ψ cp,n N b = 0.6*(0/0)*.0*.0*.0*7,0 = 0.6*7,0 =,86 lb (concrete breakout strength) Step Calculate pullout strength in tension N pn = N p,uncr per ACI 8- D... and Table of this report = 0.6*,68 =,709 lb (pullout strength) Step Determine controlling resistance strength in tension =,709 lb (controlling resistance) per ACI 8 D.. Step Calculate allowable stress design conversion factor for loading condition per ACI 8- Section 9.: α =.D +.6L =.(0.) +.6(0.7) =.8 Step 6 Calculate allowable stress design value per T allowable,asd = N n / α Section. of this report =,709 /.8 =,80 lb (allowable stress design) FIGURE DESIGN EXAMPLE

10 ICC-ES Evaluation Report (800) -687 (6) ESR- FBC Supplement Reissued September 0 This report is subject to renewal September 07. A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: ITW RED HEAD 700 HIGH GROVE BOULEVARD GLENDALE HEIGHTS, ILLINOIS 609 (800) EVALUATION SUBJECT: ITW RED HEAD TRUBOLT CARBON STEEL WEDGE ANCHORS IN CONCRETE.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the RED HEAD Trubolt Wedge Anchors, recognized in ICC-ES master evaluation report ESR-, have also been evaluated for compliance with the codes noted below. Applicable code editions: 0 and 00 Florida Building Code Building 0 and 00 Florida Building Code Residential.0 CONCLUSIONS The RED HEAD Trubolt Wedge Anchors, described in master evaluation report ESR-, comply with the 0 and 00 Florida Building Code Building and the 0 and 00 Florida Building Code Residential, when designed and installed in accordance with the 0 International Building Code provisions noted in the master report, and under the following conditions: Design wind loads must be based on Section 609 of the 0 and 00 Florida Building Code Building or Section R0... of the 0 and 00 Florida Building Code Residential, as applicable. Load combinations must be in accordance with Section 60. or Section 60. of the 0 and 00 Florida Building Code Building, as applicable. Use of the RED HEAD Trubolt Wedge Anchors for compliance with the High-Velocity Hurricane Zone Provisions of the 0 and 00 Florida Building Code Building and the 0 and 00 Florida Building Code Residential has not been evaluated and is outside the scope of this supplement. For products falling under Florida Rule 9N-, verification that the report holder s quality-assurance program is audited by a quality-assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued September 0 and revised February 06. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 000 Copyright 06 ICC Evaluation Service, LLC. All rights reserved. Page of

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