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

Transcription

1 0 Most Widely Accepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) (2) ESR-301 Issued 08/2018 This report is subject to renewal 08/2019. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: BRIGHTON-BEST INTERNATIONAL, INC. EVALUATION SUBJECT: ULTRAWEDGE HD WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 201 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award Excellence A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representg 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 fdg or other matter this report, or as to any product covered by the report. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-301 Issued August 2018 This report is subject to renewal August (800) (2) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: BRIGHTON-BEST INTERNATIONAL, INC. EVALUATION SUBJECT: ULTRAWEDGE HD WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the followg codes: 201, 2012, 2009 and 200 International Buildg Code (IBC) 201, 2012, 2009 and 200 International Residential Code (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Buildg and Safety (LADBS), see ESR-301 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Ultrawedge HD Wedge Anchor is used as anchorage to resist static, wd and seismic tension and shear loads cracked and uncracked normal-weight and lightweight concrete havg a specified compressive strength, f' c, of 2,00 psi to 8,00 psi (17.2 MPa to 8. MPa). The Ultrawedge HD Wedge Anchors comply with Section of the 201 IBC, Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 200 IBC. The anchor system is an alternative to cast--place anchors described Section of the 201 IBC, Section 1908 of the 2012 IBC, and Section 1911 of the 2009 and 200 IBC. The anchors may also be used where an engeered design is submitted accordance with Section R of the IRC. 3.0 DESCRIPTION 3.1 General: Ultrawedge HD Wedge Anchors are torque-controlled, mechanical expansion anchors consistg of an anchor body, expansion clip, nut and washer. A typical anchor is shown Figure 3 of this report. The anchor body has a tapered mandrel formed on the stalled end of the anchor and a threaded section at the opposite end. The taper of the mandrel creases diameter towards the stalled end of the anchor. The three-segment expansion clip wraps around the tapered mandrel. Before stallation, this expansion clip is free to rotate about the mandrel. The anchor is set by applyg torque to the hex nut; the mandrel is drawn to the expansion clip, which engages the drilled hole and transfers the load to the base material. Pertent dimensions are given Table 1 of this report. 3.2 Ultrawedge HD Wedge Anchor, Carbon Steel: The anchor bodies are manufactured by cold formg from carbon steel materials conformg to JIS G 307. The zc platg on the anchor body complies with ASTM B33 SC1 type III, with a mimum ch ( µm) thickness. The expansion clip is fabricated from low carbon steel conformg to JIS G 311. The sherardized coatg of the clips complies with EN Class 1 with a mimum ch (1 µm) thickness. The hex nut for the carbon steel Ultrawedge HD Wedge Anchor conforms to ASME B The washer for the carbon steel Ultrawedge HD Wedge Anchor conforms to ASME B The available anchor diameters under this report are: 3 / 8 ch, 1 / 2 ch, / 8 ch, and 3 / ch. 3.3 Concrete: Normalweight and lightweight concrete must conform to Sections 1903 and 190 of the IBC, as applicable..0 DESIGN AND INSTALLATION.1 Strength Design:.1.1 General: Design strength of anchors complyg with the 201 IBC, as well as Section R of the 201 IRC must be determed accordance with ACI Chapter 17 and this report. Design strength of anchors complyg with the 2012 IBC, and the 2012 IRC, must be accordance with ACI Appendix D and this report. Design strength of anchors complyg with the 2009 IBC and 2009 IRC must be accordance with ACI Appendix D and this report. Design strength of anchors complyg with the 200 IBC and 200 IRC must be accordance with ACI318-0 Appendix D and this report. Design parameters are based on the 201 IBC (ACI 318-1) and the 2012 IBC (ACI ) unless noted ICC-ES Evaluation Reports are not to be construed as representg 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 fdg or other matter this report, or as to any product covered by the report. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11

3 ESR-301 Most Widely Accepted and Trusted Page 2 of 11 otherwise Sections.1.1 through.1.12 of this report. The strength design of anchors must comply with ACI or ACI D..1, as applicable, except as required ACI or ACI D.3.3, as applicable. Strength reduction factors, ϕ, as given ACI or ACI D..3, as applicable, must be used for load combations calculated accordance with Section 10.2 of the IBC and Section.3 of ACI or Section 9.2 of ACI , as applicable. Strength reduction factors, ϕ, as given ACI D.. must be used for load combations calculated accordance with ACI Appendix C. The value of f c used the calculations must be limited to a maximum of 8,000 psi (.2 MPa), accordance with ACI or ACI D.3.7, as applicable..1.2 Requirements for Static Steel Strength Tension, N sa : The nomal static steel strength tension must be calculated accordance with ACI or ACI D..1.2, as applicable. The values for N sa are given Table 3 of this report. Strength reduction factors, ϕ, correspondg to ductile steel elements may be used for Ultrawedge HD Wedge Anchor..1.3 Requirements for Static Concrete Breakout Strength Tension, N cb and N cbg : The nomal concrete breakout strength of a sgle anchor or group of anchors tension, N cb and N cbg, respectively, must be calculated accordance with ACI or ACI D..2, as applicable, with modifications as described this section. The basic concrete breakout strength of a sgle anchor tension, N b, must be calculated accordance with ACI or ACI D..2.2, as applicable, usg the values of h ef and k cr as given Table 3 of this report. The nomal concrete breakout strength tension, regions where analysis dicates no crackg accordance with ACI or ACI D..2., as applicable, must be calculated with ψ c,n = 1.0 and usg the value of k uncr as given Table 3 of this report..1. Requirements for Static Pullout Strength Tension, N p : The nomal pullout strength of a sgle anchor, accordance with ACI and or ACI D..3.1 and D..3.2, as applicable, cracked and uncracked concrete, N p,cr and N p,uncr, respectively, is given Table 3 of this report. In lieu of ACI or ACI D..3., as applicable, ψ c,p = 1.0 for all design cases. In accordance with ACI or ACI D..3.2, as applicable, the nomal pullout strength cracked concrete must be adjusted by calculation accordg to the followg equation: N p,f c = N p,cr f c 2,00 n (lb, psi) (Eq-1) N p,f c = N p,cr f c 17.2 n (N, MPa) In regions where analysis dicates no crackg accordance with ACI or ACI D..3., as applicable, the nomal pullout strength tension must be calculated accordg to the followg equation: N p,f c = N p,uncr f c 2,00 n (lb, psi) (Eq-2) N p,f c = N p,uncr f c 17.2 n (N, MPa) n = normalization exponent given Table 3. Where values for N p,cr or N p,uncr are not provided Table 3, the pullout strength tension need not be evaluated..1. Requirements for Static Steel Strength Shear, V sa : The nomal steel strength shear, V sa, accordance with ACI or ACI D..1.2, as applicable, is given Table 3 of this report and must be used lieu of the value derived by calculation from ACI Eq b or ACI Eq D-29, as applicable. Strength reduction factors, ϕ, correspondg to ductile steel elements may be used for the Ultrawedge HD Wedge Anchor..1. Requirements for Static Concrete Breakout Strength Shear, V cb or V cbg : The nomal concrete breakout strength shear of a sgle anchor or group of anchors, V cb or V cbg, respectively, must be calculated accordance with ACI or ACI D..2, as applicable, with modifications as provided this section. The basic concrete breakout strength of a sgle anchor shear, V b, must be calculated accordance with ACI or ACI D..2.2, as applicable, usg values of l e and d a (d o ) given Table 3 of this report..1.7 Requirements for Static Concrete Pryout Strength Shear, V cp or V cpg : The nomal static concrete pryout strength of a sgle anchor or group of anchors shear, V cp or V cpg, must be calculated accordance with ACI or ACI D..3, as applicable, modified by usg the value of k cp provided Table 3 of this report and the value of N cb or N cbg as calculated accordance with Section.1.3 of this report..1.8 Requirements for Seismic Design: General: For load combations cludg seismic, the design must be performed accordance with ACI or ACI D.3.3, as applicable. Modifications to ACI shall be applied under Section of the 201 IBC. For the 2012 IBC, Section shall be omitted. Modifications to ACI 318 (-08, -0) D.3.3 shall be applied under Section of the 2009 IBC, or Section of the 200 IBC as applicable Seismic Tension: The nomal steel strength and the nomal concrete breakout strength for anchors tension must be calculated accordg to ACI and or ACI D..1 and D..2, respectively, as applicable, as described Sections.1.2 and.1.3 of this report. In accordance with ACI or ACI D..3.2, as applicable, the appropriate pullout strength tension for seismic loads, N p,eq may be adjusted by calculation for concrete strength accordance with Eq-1 and section.1. whereby the value of N p,eq must be substituted for N p,cr. If no values for N p,eq are given Table 3, the static design values govern Seismic Shear: The nomal concrete breakout strength and pryout strength for anchors shear must be calculated accordg to AC and or ACI D..2 and D..3, respectively, as applicable, as described Sections.1. and.1.7 of this report. In accordance with ACI or ACI D..1.2, as applicable, the appropriate value for nomal steel strength for seismic loads, V sa,eq described Table 3 must be used lieu of V sa..1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combed tensile and shear forces, the design must be performed accordance with ACI or ACI D.7, as applicable Requirements for Critical Edge Distance: In applications where c < c ac and supplemental reforcement to control splittg of the concrete is not present, the concrete breakout strength tension for uncracked

4 ESR-301 Most Widely Accepted and Trusted Page 3 of 11 concrete, calculated accordg to ACI or ACI D..2, as applicable, must be further multiplied by factor ψ cp,n as given by the followg equation: ψ cp,n = c c ac (Eq-3) where the factor ψ cp,n need not be taken as less than 1.h ef / c ac. For all other cases, ψ cp,n = 1.0. In lieu of ACI or ACI D.8., as applicable, values for the critical edge distance c ac must be taken from Table 1 of this report Requirements for Mimum Member Thickness, Mimum Anchor Spacg and Mimum Edge Distance: In lieu of ACI and or ACI D.8.1 and D.8.3, respectively, as applicable, values of s m and c m as given Table 1 of this report must be used. In lieu of ACI or ACI D.8., as applicable, mimum member thickness h m as given Table 1 of this report must be used. Additional combations for mimum edge distance (c m ) and spacg (s m ) may be derived by lear terpolation between the given boundary values as shown the followg figures Lightweight Concrete: For the use of anchors lightweight concrete, the modification factor λ a equal to 0.8λ is applied to all values of f c affectg N n and V n. For ACI (201 IBC), ACI (2012 IBC) and ACI (2009 IBC), λ shall be determed accordance with the correspondg version of ACI 318. For ACI (200 IBC), λ shall be taken as 0.7 for all lightweight concrete and 0.8 for sand-lightweight concrete. Lear terpolation shall be permitted if partial sand replacement is used. In addition, the pullout strengths N p,uncr, N p,cr and N p,eq shall be multiplied by the modification factor, λ a, as applicable..2 Allowable Stress Design (ASD):.2.1 General: Design values for use with allowable stress design load combations calculated accordance with Section 10.3 of the IBC shall be established as follows: T allowable,asd = φn n α (Eq-) V allowable,asd = φv n (Eq-) α where, T allowable,asd = Allowable tension load (lbf or kn) V allowable,asd = Allowable shear load (lbf or kn) ϕn n = Lowest design strength of an anchor or anchor group tension as determed accordance with ACI Chapter 17 and 201 IBC Section , ACI Appendix D, ACI Appendix D and 2009 IBC Section , ACI Appendix D and 200 IBC Section , and Section.1 of this report, as applicable. ϕv n = Lowest design strength of an anchor or anchor group shear as determed accordance with ACI Chapter 17 and 201 IBC Section , ACI Appendix D, ACI Appendix D and 2009 IBC Section , ACI Appendix D and 200 IBC Section , and Section.1 of this report, as applicable. α = Conversion factor calculated as a weighted average of the load factors for the controllg load combation. In addition, α shall clude all appropriate factors to account for nonductile failure modes and required over-strength. The requirements for member thickness, edge distance and spacg, described this report, must apply. An example of allowable stress design values for illustrative purposes is shown Table..2.2 Requirements for Interaction of Tensile and Shear Forces: The teraction must be calculated and consistent with ACI or ACI 318 (-11, -08, -0) D.7, as applicable, as follows: For shear loads V applied 0.2V allowable,asd, the full allowable load tension T allowable,asd may be taken. For tension loads T applied 0.2T allowable,asd, the full allowable load shear V allowable,asd may be taken. For all other cases: T applied T allowable,asd + V applied V allowable,asd 1.2 (Eq-).3 Installation: Installation parameters are provided Table 1 and Figures 1 and 2 of this report. Anchors must be stalled per the manufacturer s published structions and this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. Anchors must be stalled holes drilled to concrete usg carbide-tipped drill bits complyg with ANSI B The nomal drill diameter must be equal to the nomal diameter of the anchor. Prior to anchor stallation, the hole must be cleaned accordance with the manufacturer s published stallation structions. The anchor must be hammered to the predrilled hole until the embedment depth rg mark flushes with the concrete surface. The nut must be tightened agast the washer until the torque value, T st, specified Table 1, is achieved.. Special Inspection: Periodic special spection is required, accordance with Section and Table of the 201 IBC and 2012 IBC; Section and Table 170. of the 2009 IBC; or Section of the 200 IBC, as applicable. The special spector must make periodic spections durg anchor stallation to verify anchor type, anchor

5 ESR-301 Most Widely Accepted and Trusted Page of 11 dimensions, concrete type, concrete compressive strength, hole dimensions, anchor spacg, edge distances, concrete thickness, anchor embedment, stallation torque, and adherence to the manufacturer s published stallation structions. The special spector must be present as often as required accordance with the statement of special spection. Under the IBC, additional requirements as set forth Sections 170, 170 and 1707 must be observed, where applicable..0 CONDITIONS OF USE The Ultrawedge HD Wedge Anchor described this report complies with, or is a suitable alternative to what is specified, those codes listed Section 1.0 of this report, subject to the followg conditions:.1 Anchor sizes, dimensions and mimum embedment depths are as set forth the tables of this report..2 The anchors must be stalled accordance with the manufacturer s published stallation structions and this report, cracked and uncracked normalweight and lightweight concrete havg a specified compressive strength of f' c = 2,00 psi to 8,00 psi (17.2 MPa to 8. MPa). In case of conflict between this report and the manufacturer s structions, this report governs..3 The values of f' c used for calculation purposes must not exceed 8,000 psi (.1 MPa).. The concrete shall have attaed its mimum design strength prior to stallation of the anchors.. Strength design values are established accordance with Section.1 of this report.. Allowable stress design values are established accordance with Section.2 of this report..7 Anchor spacg and edge distance as well as mimum member thickness must comply with Table 1 of this report..8 Prior to stallation, calculations and details demonstratg compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction which the project is to be constructed..9 Sce an ICC-ES acceptance criteria for evaluatg data to determe the performance of anchors subjected to fatigue or shock load is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report..10 Anchors may be stalled regions of concrete where crackg has occurred or where analysis dicates crackg may occur (f t > f r ), subject to the conditions of this report..11 Anchors may be used to resist short-term loadg due to wd or seismic forces, subject to the conditions of this report..12 Where not otherwise prohibited the code, anchors are permitted for use with fire-resistance-rated construction provided that at least one of the followg conditions is fulfilled: Anchors are used to resist wd or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane, are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure accordance with recognized standards. Anchors are used to support nonstructural elements..13 Use of zc-coated carbon steel anchors is limited to dry, terior locations..1 Special spection must be provided accordance with Section. of this report..1 Anchors are manufactured under an approved quality control program with spections by ICC-ES..0 EVIDENCE SUBMITTED Data accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors Concrete Elements (AC193), dated October 2017, which corporates requirements ACI , for use cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION 7.1 The anchors are identified by packagg labeled with the evaluation report holder s name (Brighton-Best International Inc.) and address, anchor name, anchor size, and evaluation report number (ESR-301). The anchors have the letters UW HD and the anchor size embossed on the sleeve. 7.2 The report holder s contact formation is the followg: BRIGHTON-BEST INTERNATIONAL INC. 8 OBISPO AVE. LONG BEACH, CALIFORNIA 9080 (2)

6 ESR-301 Most Widely Accepted and Trusted Page of 11 TABLE 1 ANCHOR INSTALLATION PARAMETERS 1 Characteristic Symbol Unit 3 / 8 1 / 2 " Nomal Anchor Diameter / 8 3 / " Outside Diameter d o 2 Nomal Embedment Depth Effective Embedment Depth Mimum Hole Depth Clearance Hole Diameter Recommended Installation Torque Mimum Concrete Thickness Critical Edge Distance Mimum Edge Distance (c m ) for Spacg (s ) Mimum Spacg (s m ) for Edge Distance (c ) Mimum Overall Anchor Length h nom h ef h hole d f T st h m c ac c m s s m c l anch ft.lb (Nm) 3 / 8 (9.) 2.33 (9) 2 (1) 2 / 8 (7) 7 / 1 (11.1) 30 (1) 2 1 / 2 () 1 / 2 (1) 2 1 / 2 () 3 (7) 1 / (9) 2 (1) 2 / 8 (7) (1) 3 (7) 2 3 / (70) 3 ½ (89) 9 / 1 (1.3) 1 / (91) 3 1 / (83) (1) 7 1 / 2 (191) 2 1 / 2 () 2 1 / 2 () ½ (11) / 8 (1.9) 3.23 (82) 2 3 / (70) 3 1 / 2 (89) 7 1 / 2 (10) 7 (178) 3 1 / 2 (89) 8 (203) 1 / 2 (11) ¼ (108) 11 / 1 (17.) / 8 (1.9).9 (11) 3 / (121) 7 1 / 2 (1) 8 1 / 2 (21) 3 1 / 2 (89) (127) ½ (10) 3 / (19.1) 3.7 (9) 3 1 / (83) 10 (203) 9 (229) (127) 10 1 / 2 (27) (127) 10 1 / 2 (27) (127) 7 / 8 (22.2) 3 / (19.1).2 (13) 3 / (121) 3 / (1) 10 (203) 8 (203) 12 (30) 1 / 2 (11) 9 1 / 2 (21) 8 1 / 2 (21) ½ (1) Torque Wrench Socket Size - 9 / 1 3 / 1 / / 8 1. The tabulated data is to be used conjunction with the design criteria given ACI Chapter 17 or ACI Appendix D. 2. For the 200 IBC: d o replaces d a and A se,n replaces A se. TABLE 2 ULTRAWEDGE HD WEDGE ANCHOR LENGTH CODE IDENTIFICATION SYSTEM Length ID markg on threaded stud head From Overall anchor Up to, but not length (.) cludg A B C D E F G H I J K L M N O P Q 1½ 2 2½ 3 3½ ½ ½ ½ 7 7½ 8 8½ 9 9½ 2 2½ 3 3½ ½ ½ ½ 7 7½ 8 8½ 9 9½ 10 FIGURE 1 ANCHOR DIMENSIONS

7 ESR-301 Most Widely Accepted and Trusted Page of 11 TABLE 3 ANCHOR DESIGN INFORMATION 1,3,, Characteristic Symbol Unit Outside Diameter d o 2 Nomal Embedment Depth Effective Embedment Depth Effective Steel Stress Area (Threads) Effective Steel Stress Area (Neck) h nom h ef 2 2 A se (mm 2 ) 2 2 A se (mm 2 ) Nomal Anchor Diameter 3/8 1/2" /8 3/" 3/8 (9.) 2.33 (9) 2 (1) (9.7) 0.02 (3.3) 1/ (9) 2 (1) 0.11 (91.0) (.) 1/2 3.9 (91) 3 1/ (83) 0.11 (91.0) (.) Steel Strength Tension and Shear /8 (1.9) 3.23 (82) 2 3/ (70) 0.22 (1.8) 0.10 (103.2) /8 (1.9).9 (11) 0.22 (1.8) 0.10 (103.2) 3/ (19.1) 3.7 (9) 3 1/ (83) 0.33 (21.) (13.) 3/ (19.1).2 (13) 3/ (121) 0.33 (21.) (13.) Mimum Specified Yield Strength (Threads) Mimum Specified Yield Strength (Neck) Mimum Specified Ultimate Strength Steel Strength Tension Strength Reduction Factor for Steel Failure Tension Steel Strength Shear Steel Strength Shear, Seismic Strength Reduction Factor for Steel Failure Shear Pullout Strength Uncracked Concrete Pullout Strength Cracked Concrete Pullout Strength Cracked Concrete, Seismic f y f y f ut N sa psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) lb (kn),12 (27.2) 8,000 (8) 10,00 (7.2) 10,00 (7.2) 9,00 (80) 87,000 (00) 1,20 (72.2) ϕ sa V sa V sa,eq lb (kn) lb (kn) 2,80 2,720 (12.1),820 (21.),0 (17.9),820 (21.),0 (17.9) ϕ sa - 0. N p,uncr N p,cr N eq lb (kn) lb (kn) lb (kn) 3,32 (1.79) 2,13 (9.2) 2,11 (9.1) Pullout Strength Tension 3,39 (1.10) - -,723 (2.),22 (18.91),22 (18.91) 9,00 (0.2) 7,700 (3.2) 81,000 (0) 1,20 (72.2) 9,00 (0.2) 7,700 (3.2) 22,730 (101.1) 12,300 (.7) 8,870 (39.) 77,000 (30) 22,730 (101.1) 1,280 (3.) 8,870 (39.) Anchor Category 1, 2 or Strength Reduction Factor for Pullout Strength Tension ϕ p - 0. Concrete Breakout Strength Tension Effectiveness Factor for Uncracked Concrete k uncr Effectiveness Factor for Cracked Concrete k cr Strength Reduction Factor for Concrete Breakout Strength Tension ϕ cb - 0. Axial stiffness service load range uncracked concrete Axial stiffness service load range cracked concrete Normalization Exponent, Uncracked Concrete Normalization Exponent, Cracked Concrete β uncr β cr lb/ch (N/mm) lb/ch (N/mm) 2 Nomal Diameter d o Load Bearg Length of Anchor e l Reduction Factor for Concrete Breakout Strength Shear 19,0 (29,90) 7,20 (13,001) 29,770 (1,972) 7,28 (13,39) 129,020 (22,9) 2,80 (9,22) 13,210 (23,03) 8,90 (8,70) 88,970 (1,80) 1,30 (10,78) 1,900 (29,03) 7,10 (13,21) 138,30 (2,22) 90,00 (1,830) n n /8 (9.) 2 (1) Concrete Breakout Strength Shear 1/2 2 (1) 1/2 3 1/ (83) ϕ cb Concrete Pryout Strength Shear Coefficient for Pryout Strength k cp Reduction Factor for Pryout Strength Shear ϕ cp The tabulated data is to be used conjunction with the design criteria given ACI Chapter 17 or ACI Appendix D. 2. For the 200 IBC: d o replaces d a and A se,n replaces A se. 3. The tabulated values of ϕ sa are applicable when the load combations of Section 10.2 of the IBC, ACI Section.3 or ACI Section 9.2 are used. If the load combations of ACI Appendix C are used, the appropriate value of ϕ sa must be determed accordance with ACI D.... The tabulated values of ϕ sa are applicable when the load combations of Section 10.2 of the IBC, ACI Section.3 or ACI Section 9.2 are used and the requirements of ACI (c) or ACI D..3(c), as applicable, for Condition B are met. Condition B applies where supplementary reforcement is not supplied.. Where no value is reported for pullout strength, this resistance does not need to be considered. /8 (1.9) 2 3/ (70) /8 (1.9) 3/ (19.1) 3 1/ (83) 3/ (19.1) 3/ (121)

8 ESR-301 Most Widely Accepted and Trusted Page 7 of DRILL Drill a hole to the base material of the correct diameter and depth usg a drill bit that meets the requirements of ANSI B BLOW AND CLEAR Remove dust and debris from hole usg a hand pump, compressed air or a vacuum to remove loose particles left from drillg. 3. INSTALL Position the washer on the anchor and thread on the nut. If stallg through a fixture drive the anchor through the fixture to the hole. Be sure the anchor is driven until the correspondg green mark depth is leveled with the base material surface. Use a hammer if necessary.. APPLY TORQUE Tighten the anchor with a torque wrench by applyg the required stallation torque, T s. Note: the threaded stud will draw up durg tighteng of the nut; the expansion wedge (clip) remas the origal position. Once stalled, the total length of the anchor may be checked usg the letter on the head. FIGURE 2 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS

9 ESR-301 Most Widely Accepted and Trusted Page 8 of 11 TABLE EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES 1,2,3,,,,7,8,9,10 Nomal Anchor Diameter d o (ch) Effective Embedment Depth h ef (ch) T allowable,asd 3 / 8 2 1,0 1 / 2 2 1,91 1 / / 2,13 / / 2,03 / 8,21 3 / 3 1 / 3,7 3 / 3 /, 1. Sgle anchor. 2. Static tension loadg only. 3. Concrete determed to rema uncracked for the life of the anchorage.. Load combations taken from ACI Section.3 or ACI Section 9.2, as applicable with no seismic loadg.. 30% Dead Load (D) and 70% Live Load (L), controllg load combation 1.2D + 1.L.. Calculation of the weighted average for α = 1.2 x x 0.7 = Normal weight concrete, f c = 2,00 psi. 8. c a1 = c a2 c ac 9. Concrete thickness h h m. 10. Values are for Condition B (supplementary reforcement accordance with ACI or ACI D..3 is not provided). (lb) Illustrative Procedure: 1/2" diameter Ultrawedge HD Wedge Anchor with effective embedment depth, h ef = 3 1/". Step 1 Calculate steel strength tension accordg to ACI or ACI D..1, as applicable. Step 2 Calculate concrete breakout strength tension accordg to ACI or ACI D..2, as applicable. Step 3 Calculate pullout strength tension accordg to ACI or ACI D..3, as applicable. ϕ sa.n sa = 0.7 x 10,00 = 7,90 lb ϕ cb.n cb = 0. x 7,031 = 70 lb ϕ p.n p,uncr = 0. x,723 = 3,719 lb Step Controllg value from steps 1, 2 and 3 above: ϕn n = 3,719 lb Step Divide the controllg value by the conversion factor, α, as determed design assumption and accordance with Section.2.1 of this report. T allowable,asd = 3719 / 1.8 = 2,13 lb FIGURE 3 ULTRAWEDGE HD WEDGE ANCHOR

10 ICC-ES Evaluation Report ESR-301 LABC and LARC Supplement Issued August 2018 This report is subject to renewal August (800) (2) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: BRIGHTON-BEST INTERNATIONAL INC. EVALUATION SUBJECT: ULTRAWEDGE HD WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to dicate that the Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, described ICC-ES master evaluation report ESR-301, has also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Buildg and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Buildg Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, described Sections 2.0 through 7.0 of the master evaluation report ESR-301, complies with the LABC Chapter 19, and the LARC, and is subject to the conditions of use described this supplement. 3.0 CONDITIONS OF USE The Ultrawedge HD Wedge Anchor for cracked and uncracked concrete described this evaluation report must comply with all of the followg conditions: All applicable sections the master evaluation report ESR-301. The design, stallation, conditions of use and identification of the anchors are accordance with the 201 International Buildg Code (201 IBC) provisions noted the master evaluation report ESR-301. The design, stallation and spection are accordance with additional requirements of LABC Chapters 1 and 17, as applicable. Under the LARC, an engeered design accordance with LARC Section R must be submitted. The allowable strength and design strength values listed the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, issued August ICC-ES Evaluation Reports are not to be construed as representg 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 fdg or other matter this report, or as to any product covered by the report. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved. Page 9 of 11

11 ICC-ES Evaluation Report ESR-301 CBC and CRC Supplement Issued August 2018 This report is subject to renewal August (800) (2) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: BRIGHTON-BEST INTERNATIONAL INC. EVALUATION SUBJECT: ULTRAWEDGE HD WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to dicate that the Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, recognized ICC-ES master evaluation report ESR-301, has also been evaluated for compliance with the codes noted below. Applicable code editions: 201 California Buildg Code (CBC) 201 California Residential Code (CRC) 2.0 CONCLUSIONS 2.1 CBC: The Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, described Sections 2.0 through 7.0 of the master evaluation report ESR-301, complies with CBC Chapters 19 and 19A, provided the design and stallation are accordance with the 201 International Buildg Code (IBC) provisions noted the master report and the additional requirements of CBC Chapters 1, 1A, 17, 17A, 19 and 19A, as applicable. 2.2 CRC: The Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, described Sections 2.0 through 7.0 of the master evaluation report ESR-301, complies with the CRC, provided the design and stallation are accordance with the 201 International Buildg Code (IBC) provisions noted the master report, and the additional requirements of CBC Chapters 1, 17 and 19, as applicable. This supplement expires concurrently with the master report, issued August ICC-ES Evaluation Reports are not to be construed as representg 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 fdg or other matter this report, or as to any product covered by the report. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved. Page 10 of 11

12 ICC-ES Evaluation Report (800) (2) ESR-301 FBC Supplement Issued August 2018 This report is subject to renewal August A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: BRIGHTON-BEST INTERNATIONAL EVALUATION SUBJECT: ULTRAWEDGE HD WEDGE ANCHOR FOR CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to dicate that the Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, recognized ICC-ES master evaluation report ESR-301, has also been evaluated for compliance with the codes noted below. Applicable code editions: 2017 Florida Buildg Code Buildg 2017 Florida Buildg Code Residential 2.0 CONCLUSIONS The Ultrawedge HD Wedge Anchor for cracked and uncracked concrete, described master evaluation report ESR-301, complies with the Florida Buildg Code Buildg and the Florida Buildg Code Residential, when designed and stalled accordance with the 201 International Buildg Code provisions noted the master report. Use of the Ultrawedge HD Wedge Anchor for cracked and uncracked concrete for compliance with the High-Velocity Hurricane Zone provisions of the Florida Buildg Code Buildg and Florida Buildg Code Residential has not been evaluated, and is outside the scope of this supplemental report. This supplement expires concurrently with the master report, issued August ICC-ES Evaluation Reports are not to be construed as representg 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 fdg or other matter this report, or as to any product covered by the report. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved. Page 11 of 11