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) (62) es.org ESR 067 Reissued 06/208 This report is subject to renewal 06/209. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT EVALUATION SUBJECT: ATOMIC+ UNDERCUT ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 20 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 208 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-067 Reissued June 208 This report is subject to renewal June (800) (62) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: DEWALT ADDITIONAL LISTEE: POWERS FASTENERS EVALUATION SUBJECT: ATOMIC+ UNDERCUT ANCHORS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS).0 EVALUATION SCOPE Compliance with the following codes: 20, 202, 2009, and 2006 International Building Code (IBC) 20, 202, 2009, and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Atomic+ Undercut Anchors is used to resist static, wind, and seismic tension and shear loads in cracked and uncracked normal-weight and lightweight concrete having a specified compressive strength, f c, of 2,00 psi to 8,00 psi (7.2 MPa to 8.6 MPa). The Atomic+ anchors comply as anchors installed in hardened concrete as described in Section 90. of the 20 IBC, Section 909 of the 202 IBC, and Section 92 of the 2009 and 2006 IBC. The anchors are an alternative to cast-in-place anchors described in Section 908 of the 202 IBC, and Section 9 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R0.. of the IRC..0 DESCRIPTION. General: The Atomic+ Undercut Anchors are displacement controlled undercut anchors. The Atomic+ Undercut Anchors are comprised of five components as shown in Figure. The expanded anchor sleeve creates a mechanical interlock with the surrounding concrete. The Atomic+ Undercut Anchors are available in standard (A6 and A9 designations) and through-bolted (A6-TB and A9-TB designations) versions with component dimensions as listed in Table. Sizes available include / 8 -inch (9. mm), / 2 -inch (2.7 mm), / 8 -inch (.9 mm), and -inch (9. mm) diameters and various lengths. Table shows anchor dimensions..2 Anchor Materials:.2. Threaded Rods: The steel threaded rods used with the low-strength (A6 designation) anchors are ASTM A6 (F Grade 6) low carbon steel and have a minimum inch ( µm) zinc plating in accordance with ASTM B6, Type I. The steel threaded rods used with the high-strength (A9 designation) anchors comply with ASTM A9 Grade B7 and have a minimum inch ( µm) yellow zinc plating in accordance with ASTM B6, Type II. A painted red setting mark (used for visual setting control) is provided on the threaded rod of both the low- and high-strength anchors..2.2 Sleeves: The steel expansion sleeves comply with ASTM A Type ERW DOM, with a minimum yield strength of 70,000 psi (8 MPa) and a minimum tensile strength of 80,000 psi (2 MPa). The sleeves have a minimum inch-thick ( µm) yellow zinc plating in accordance with ASTM B6, Type II..2. Coupling: The steel expansion couplings comply with ASTM A08 Type 2L..2. Nut and Washer: The hex nuts comply with ASTM A6, Grade A. The washers comply with ASTM F8.. Concrete: Normal-weight and lightweight concrete must conform to Sections 90 and 90 of the IBC, as applicable..0 DESIGN AND INSTALLATION. Strength Design:.. Design strength of anchors complying with the 20 IBC, as well as Section R0.. of the 20 IRC must be determined in accordance with ACI 8- Chapter 7 and this report. Design strength of anchors complying with the 202 IBC and Section R0.. of the 202 IRC, must be determined in accordance with ACI 8- 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, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 208 ICC Evaluation Service, LLC. All rights reserved. Page of

3 ESR-067 Most Widely Accepted and Trusted Page 2 of Design strength of anchors complying with the 2009 IBC and Section R0.. of 2009 IRC must be in accordance with ACI 8-08 Appendix D and this report. Design strength of anchors complying with the 2006 IBC and Section R0.. of 2006 IRC must be in accordance with ACI 8-0 Appendix D and this report. Design examples according to the 20 IBC and 202 IBC are given in Figures, 6, and 7 of this report. Design parameters are described in Tables and of this report and are based on the 20 IBC (ACI 8-) and 202 IBC (ACI 8-) unless noted otherwise in Sections.. through..2. The strength design of anchors must comply with ACI or ACI 8- D.., except as required in ACI or ACI 8- D.., as applicable. Strength reduction factors,, as given in ACI or ACI 8- D.., as applicable, and Table must be used for load combinations calculated in accordance with Section 60.2 of the IBC and Section. of ACI 8- or Section 9.2 of ACI 8-, as applicable. Strength reduction factors,, as given in ACI 8- D.. must be used for load combinations calculated in accordance with ACI 8- Appendix C. The value of f c used in the calculations must be limited to a maximum of 8,000 psi (.2 MPa), in accordance with ACI or ACI 8- D..7, as applicable...2 Requirements for Static Steel Strength in Tension, N sa : The nominal steel strength of a single anchor in tension, N sa, must be calculated in accordance with ACI or ACI 8- D...2, as applicable. The resulting values of N sa are described in Table of this report. Strength reduction factors,, corresponding to ductile steel elements may be used... Requirements for Static Concrete Breakout Strength in Tension, N cb or N cbg : The nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb and N cbg, respectively, must be calculated in accordance with ACI or ACI 8- D..2, as applicable, and modifications as described in this section. The basic concrete breakout strength of a single anchor in tension in regions where analysis indicates cracking, N b, must be calculated according to ACI or ACI 8- D..2.2, as applicable, using the values of h ef and k cr as described in Table of this report. Concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI or ACI 8- D..2.6, as applicable, must be calculated with Ψ c,n =.0 and using the value of k uncr as given in Table of this report... Requirements for Static Pullout Strength in Tension, N pn : The nominal pullout strength of a single anchor or a group of anchors in tension, in accordance with ACI or ACI 8- D.., as applicable, in cracked concrete, N p,cr, is given in Table of this report. For all design cases, Ψ c,p =.0. In accordance with ACI or ACI 8- D...2, as applicable, the nominal pullout strength in cracked concrete must be adjusted by calculation according to Eq-:,,,,,. (lb, psi) (Eq-) (N, MPa) In uncracked concrete, pullout strength does not control and therefore need not be evaluated... Requirements for Static Steel Strength in Shear, V sa : The nominal steel strength in shear, V sa, of a single anchor in accordance with ACI or ACI 8- D.6..2, as applicable, is given in Table for the standard type and through-bolt type anchors and must be used in lieu of the values derived by calculation from ACI 8- Eq b or ACI 8- Eq. D-29, as applicable. Strength reduction factors,, corresponding to ductile steel elements must be used...6 Requirements for Static Concrete Breakout Strength in Shear, V cb or V cbg : The nominal static concrete breakout strength of a single anchor or a group of anchors in shear, V cb or V cbg, respectively, must be calculated in accordance with ACI or ACI 8- D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in shear must be calculated in accordance with ACI or ACI 8- D.6.2.2, as applicable, where the value of l e used in ACI 8- Eq a or ACI 8- Eq. D-, as applicable, must be taken as h ef, but no greater than 8d a, for the anchors with one tubular shell over full length of the embedment depth; or the value of l e used in ACI 8- Eq a or ACI 8- Eq. D-, as applicable, must be taken as 2d a for the anchors with a distance sleeve separated from the expansion sleeve...7 Requirements for Static Concrete Pryout Strength in Shear, V cp or V cpg : The nominal static concrete pryout strength of a single anchor or a group of anchors in shear, V cp or V cpg, respectively, must be calculated in accordance with ACI or ACI 8- D.6., as applicable, modified by using the value k cp provided in Table and the value N cb and N cbg as calculated in Section.. of this report...8 Requirements for Seismic Design: General: For load combinations including seismic, the design must be performed in accordance with ACi or ACI 8- D.., as applicable. Modifications to ACI shall be applied under Section of the 20 IBC. For the 202 IBC, Section shall be omitted. Modifications to ACI 8 D.. must be applied under Section of the 2009 IBC or Section of the 2006 IBC, as applicable. The A6, A6-TB, A9, and A9-TB designated anchors comply with ACI 8-2. or ACI 8- D., as applicable, as ductile steel elements and must be designed in accordance with ACI 8-, 7.2.., 7.2.., or ; ACI 8- D..., D..., D...6, and D...7; ACI 8-08 D..., D..., or D...6; or ACI 8-0 D... or D..., as applicable...8. Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI and 7..2 or ACI 8- D.. and D..2, respectively, as applicable, as described in Sections..2 and.. of this report. In accordance with ACI or ACI 8- D...2, as applicable, the appropriate value for pullout strength in tension for seismic loads, N p,eq, described in Table of this report must be used in lieu of N p. N p,eq may be adjusted by calculations for concrete compressive strength in accordance with Eq- of this report Seismic Shear: The nominal concrete breakout strength and pryout strength for anchors in shear must be calculated according to ACI and 7.. or ACI 8- D.6.2 and D.6., respectively, as applicable, as described in Sections..6 and..7 of this report. In

4 ESR-067 Most Widely Accepted and Trusted Page of accordance with ACI or ACI 8 D.6..2, as applicable, the appropriate value for nominal steel strength in shear for seismic loads V sa,eq, described in Table must be used in lieu of V sa...9 Requirements for Interaction of Tensile and Shear Forces: The effects of combined tensile and shear forces must be determined in accordance with ACI or ACI 8- D.7, as applicable...0 Requirements for Critical Edge Distance: In applications where c < c ac 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..2, as applicable, must be further multiplied by the factor ψ cp,n given in the following equation: Ψ cp,n = c (Eq-2) c ac whereby the factor ψ cp,n need not be taken as less than.h ef. For all other cases ψ cp,n =.0. In lieu of ACI 8- c ac or ACI 8- D.8.6, as applicable, values of c ac critical edge distance must be in accordance with Table of this report... Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI and 7.7. or ACI 8- D.8. and D.8., respectively, as applicable, values of s min and c min provided in Table of this report must be used. In lieu of ACI or ACI 8- D.8., as applicable, minimum member thickness, h min, must be in accordance with Table of this report...2 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor λ a equal to.0λ is applied to all values of c f affecting N n and V n. For ACI 8- (20 IBC), ACI 8- (202 IBC) and ACI 8-08 (2009 IBC), λ shall be determined in accordance with the corresponding version of ACI 8. For ACI 8-0 (2006 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,cr and N eq shall be multiplied by the modification factor, λ a, as applicable..2 Allowable Stress Design:.2. General: For anchors designed using load combinations in accordance with IBC Section 60. (Allowable Stress Design), allowable loads must be established using the equations below: T allowable,asd = ϕn n α V allowable,asd = ϕv n α where: T allowable,asd = Allowable tension load (lb or N). V allowable, ASD = Allowable shear load (lb or N). (Eq-) (Eq-) N n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 8- Chapter 7 and 20 IBC Section 90..8, ACI 8- Appendix D, ACI 8-08 Appendix D and 2009 IBC Section , ACI 8-0 Appendix D and 2006 IBC Section , and Section. of this report, as applicable (lb or N). V n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 8- Chapter 7 and 20 IBC Section 90..8, ACI 8- Appendix D, ACI 8-08 Appendix D and 2009 IBC Section , ACI 8-0 Appendix D and 2006 IBC Section , and Section. of this report, as applicable (lb or N). 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 non-ductile failure modes and required over-strength. Limits on edge distance, anchor spacing, and member thickness as given in Table must apply. An example of Allowable Stress Design tension values is given in Table..2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI or ACI 8 (-, -08, -0) D.7, as applicable, as follows: For shear loads V 0.2 V allowable, ASD, the full allowable load in tension must be permitted. For tension loads T 0.2 T allowable,asd, the full allowable load in shear must be permitted. For all other cases: T + T allowable V V allowable.2 (Eq-). Installation: Installation parameters are described in Tables through and Figures 2 through of this report. Anchor locations must comply with the plans and specifications approved by the code official and this report. Anchors must be installed in accordance with the manufacturer s instructions and this report. Holes must be drilled normal to the concrete surface using carbide-tipped masonry stop drill bits complying with ANSI B supplied by DEWALT / Powers. Remove dust and debris from the hole using a hand pump, compressed air or a vacuum. The undercut drill bit must then be inserted into the hole and drilled until the stopper sleeve is fully compressed and the gap is closed. Again, remove dust and debris from the hole using a hand pump, compressed air or a vacuum. The Atomic+ anchors must be inserted into the holes without nut and washer and the setting sleeve must be placed on the anchor and hammered to drive the expansion sleeve over the expansion coupling. Proper setting requires the red setting mark on the threaded rod to be visible above the expansion sleeve. The setting sleeve must be removed and the attachment must then be placed over the threaded rod and secured by the nut and washer. The maximum applied torque, T max, must not exceed the values given in Table. Undercut drill bits and setting tools used are provided by DEWALT / Powers.. Special Inspection: Periodic special inspection is required, in accordance with Section 70.. and Table 70. of the 20 IBC and 202 IBC; Section 70. and Table 70. of the 2009 IBC; or Section 70. of the 2006 IBC, as applicable. The special inspector must make periodic inspections

5 ESR-067 Most Widely Accepted and Trusted Page of during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedure, anchor spacing, edge distances, concrete 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 Chapter 7 must be observed, where applicable..0 CONDITIONS OF USE The Atomic+ Undercut Anchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions:. Anchor sizes, dimensions, and minimum embedment depths are as set forth in the tables of this report..2 The anchors must be installed in accordance with the manufacturer s published installation instructions and this report. In cases of a conflict, this report governs.. Anchors must be limited to use in concrete with a specified strength, f c, from 2,00 to 8,00 psi (7.2 to 8.6 MPa).. The values of f c used for calculation purposes must not exceed 8,000 psi (. MPa).. Strength design values must be established in accordance with Section. of this report..6 Allowable stress design values must be established in accordance with Section.2 of this report..7 Anchor spacing and edge distance, as well as minimum member thickness, must comply with Table of this report..8 Prior to installation, calculations and details demonstrating compliance 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..9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of undercut anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of the report..0 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (f t > f r ), subject to the conditions of this report.. Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report..2 Where not otherwise prohibited in the code, anchors are permitted for installation in fire-resistance rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements.. Use of zinc-coated carbon steel anchors must be limited to dry, interior locations.. Special inspection must be provided in accordance with Section... Anchors are manufactured under an approved quality control program with inspections by ICC-ES..6 Axial stiffness values are shown in Table A. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC9), dated October 20, which incorporates requirements in ACI.2-07 /.2-0, for use in cracked and uncracked concrete; including optional suitability tests for seismic tension and shear; and quality control documentation. 7.0 IDENTIFICATION 7. The anchors are identified by a length letter code head marking stamped on the exposed end of the rod, and packaging labeled with the company name and address, anchor name (Atomic+ Undercut), anchor size, and evaluation report number (ESR- 067). 7.2 The report holder s contact information is the following: DEWALT 70 EAST JOPPA ROAD TOWSON, MARYLAND 2286 (800) anchors@dewalt.com 7. The Additional Listee s contact information is the following: POWERS FASTENERS 70 EAST JOPPA ROAD TOWSON, MARYLAND 2286 (800) engineering@powers.com

6 ESR-067 Most Widely Accepted and Trusted Page of TABLE A AXIAL STIFFNESS VALUES,, FOR ATOMIC+ UNDERCUT ANCHORS IN NORMAL-WEIGHT CONCRETE Concrete State Notation Units / 8 Nominal Anchor Size / Rod Diameter (inch) / 2 / 8 Uncracked concrete Cracked concrete β min β m β max β min β m β max 0 lbf/ (kn/mm) 0 lbf/ (kn/mm) 0 lbf/ (kn/mm) 0 lbf/ (kn/mm) 0 lbf/ (kn/mm) 0 lbf/ (kn/mm) Valid for anchors with high strength threaded rod (A 9 Grade B7). For anchors with low strength threaded rod (A6) values must be multiplied by 0.7. (2) 90 (6), (2) 9 (6) 9 (69),72 (02) TABLE ATOMIC+ UNDERCUT ANCHOR DIMENSIONAL CHARACTERISTICS Anchor Designation Anchor Type Anchor Rod ASTM Designation 000SD Standard A6 002SD Through bolt (TB) A6 00SD Standard A9, Grade B7 006SD Through bolt (TB) A9, Grade B7 008SD Standard A6 00SD Through bolt (TB) A6 02SD Standard A9, Grade B7 0SD Through bolt (TB) A9, Grade B7 06SD Standard A9, Grade B7 08SD Through bolt (TB) A9, Grade B7 020SD Standard A6 022SD Through bolt (TB) A6 02SD Standard A9, Grade B7 026SD Through bolt (TB) A9, Grade B7 028SD Standard A9, Grade B7 00SD Through bolt (TB) A9, Grade B7 02SD Standard A6 0SD Through bolt (TB) A6 06SD Standard A9, Grade B7 08SD Through bolt (TB) A9, Grade B7 For SI: inch = 2. mm. Rod Diameter, d b (inch) Anchor Length, l b (inches) Sleeve Length, l s (inches) / 8 / 2 2 / 8 / 2 / 2 / 8 6 / 8 6 / 2 7 / 2 7 / 2 8 / / / / 2 Sleeve Diameter, d s (inch) / 8 / 8 / 8 / 8 Expansion Coupling Dia., d c (inch) Max. Fixture Thickness, t (inches) / 8 / 8 / 8 / 8 / 8 7 / 2 / / / 2 / / / / 8 / 8 / 8 8 / 8 6 / 8 / 8 / 8 0 / 8 / 8 / 8 / 8 / 8 Threaded anchor rod conforming to ASTM F, Grade 6 is equivalent to threaded anchor rod with ASTM A6 designation. FIGURE ATOMIC+ UNDERCUT ANCHOR ASSEMBLY

7 ESR-067 Most Widely Accepted and Trusted Page 6 of Length ID marking on anchor rod head Anchor length, l b, (inches) TABLE 2 ANCHOR LENGTH CODE IDENTIFICATION SYSTEM A B C D E F G H I J K L M N O P Q R S T U From / / 2 / 2 / 2 / / / / / Up to but not including For SI: inch = 2. mm. 2 2 / 2 / 2 / 2 / / / / / Remove dust and debris from the hole using a hand pump, compressed air or a vacuum. Remove dust and debris again from the hole using a hand pump, compressed air or a vacuum. FIGURE 2 INSTALLATION OF ATOMIC+ UNDERCUT ANCHOR Before After Before After Standard Type (Pre-set Version) Through Bolt Type FIGURE ATOMIC+ UNDERCUT ANCHOR DETAIL BEFORE AND AFTER APPLICATION OF SETTING SLEEVE AND ATTACHMENT

8 ESR-067 Most Widely Accepted and Trusted Page 7 of Anchor Property / Setting Information TABLE ATOMIC+ UNDERCUT ANCHOR INSTALLATION SPECIFICATIONS Notation Units Outside anchor diameter d a [d o ] Anchor rod designation ASTM - A6 Nominal embedment depth Effective embedment depth Minimum hole depth Minimum diameter of hole clearance in fixture 2 Maximum thickness of fixture h nom h ef h o d h t / 8 (79) 2 (70) / 8 (79) Nominal Anchor Size / Rod Diameter (inch) / 8 / 2 / (.9) A9, Gr. B7 7 / 6 (.) () / 8 () (02) / 8 () 0.70 (9.).000 (2.) A6 A9, Grade B7 A6 A9, Grade B7 A6 (08) (02) (08) () (27) () 9 / 6 (.) () 7 (78) 6 (7) 7 (78) (27) / 2 () (27) 8 (20) 7 / 2 (90) 8 (20) / 6 (7.) Maximum torque T max ft.-lbf Torque wrench / socket size - 9 / 6 / 6 / 8 Nut height - 2 / 6 7 / 6 / 6 / 6 Stop Drill Bit Nominal stop drill bit diameter d bit / 8 ANSI ANSI () ANSI 9 / 2 (2) 9 (229) 9 / 2 (2) 7 / 8 (9) (27) 7 / 8 (9).2 (28.6) A9, Gr. B7 Stop drill bit for anchor installation SD 22SD 222SD 22SD 22SD 22SD 226SD 227SD 228SD 229SD Drilled hole depth of stop bit - / 8 (79) / 8 () Stop drill bit shank type - - SDS SDS SDS-Max SDS-Max Undercut Drill Bit Nominal undercut drill bit diameter d uc / 8 / 8 Undercut drill bit designation SD 20SD 202SD 20SD Maximum depth of hole for undercut drill bit - 9 (229) Undercut drill bit shank type - - SDS SDS SDS-Max SDS-Max Required impact drill energy - ft.-lbf Setting Sleeve Recommended setting sleeve SD 2SD 22SD 2SD For SI: inch = 2. mm, ft-lbf =.6 N-m. For through bolt applications the actual hole depth is given by the minimum hole depth plus the maximum thickness of fixture less the thickness of the actual part(s) being fastened to the base material (h o, act = h o + t t pl ). Figure. 2 For through bolt applications the minimum diameter of hole clearance in fixture is / 6 -inch larger than the nominal outside anchor diameter. The notation in brackets is for the 2006 IBC. (08) () 0 (260) 7 (78) (27) 8 (20) 2 () 9 / 2 (2) 7 / 8 (9) / 6 (20.6) () / 8 ANSI / 2 () 0 7 / 8 (276) 0 (2) 0 7 / 8 (276) 0 7 / 8 (276) Stop Stop Drill Bit Undercut Drill Bit Stetting Sleeve FIGURE STOP DRILL BIT, UNDERCUT DRILL BIT AND SETTING SLEEVE

9 ESR-067 Most Widely Accepted and Trusted Page 8 of TABLE ATOMIC+ UNDERCUT ANCHOR DESIGN INFORMATION (For use with load combinations taken from ACI 8- Section. or ACI 8- Section 9.2) Anchor Property / Nominal Anchor Size / Rod Diameter (inch) Notation Units Setting Information / 8 / 2 / 8 Anchor category, 2, or - Outside diameter of anchor d a [d o ] 8 Anchor rod designation ASTM - A6 Effective embedment depth Minimum concrete member thickness Minimum edge distance Minimum spacing distance Minimum specified yield strength of anchor rod Minimum specified ultimate tensile strength of anchor rod Tensile stress area of anchor rod steel Steel strength in tension, static Steel strength in shear, static 9 Steel strength in shear, seismic 9 h ef for h min, c ac, for h min,2 c ac,2 c min s min f y f uta A se,n [A se] 8 N sa V sa V sa,eq 0.62 (.9) A9, Gr. B7 2 (70) (02) / 2 8 (0) (20) / 8 6 (0) (2) / 8 6 (0) (2) / 2 0 (0) (260) 2 (7) (82) 2 (70) (02) 0.70 (9.).000 (2.) A6 A9, Grade B7 A6 A9, Grade B7 A6 (02) 8 (20) 6 (2) 6 (2) 9 (2) (82) (02) (27) 0 (2) 7 / 2 (90) 7 / 2 (90) (0) (02) (27) STEEL STRENGTH IN TENSION AND SHEAR ksi (N/mm 2 ) (28) (72) (28) (72) ksi (N/mm 2 ) (00) (860) (00) (860) (mm 2 ) (0) (9) lb.,9 9,68 8,20 7,7 (kn) (20.) (.2) (6.7) (79.) lb. 2,2,8,0 8,8 (kn) (0.0) (2.7) (8.) (9.) lb. (kn) 2,2 (0),8 (2.7),0 (8.) 8,8 (9.) 6 (7) / 2 () 0 / 8 (27) 0 / 8 (27) 20 () / 8 (7) 6 (7) 0 (72) 2 (860) 7,7 (79.) 8,8 (9.) 8,8 (9.) / 2 () 9 (229) 6 (7) 6 (7) 9 / 2 (2) / 8 (92) / 2 () 6 (28) 8 (00),00 (8.) 6,60 (29.) 6,60 (29.) 7 / 2 (90) (8) (286) (286) 2 () 6 (2) 7 / 2 (90) 0 (72) 2 (860) (6) 28,20 (26.),0 (6.0),0 (6) 9 (229) 8 (7) / 2 () / 2 () 27 (686) 7 (8) 9 (229) 0 (72) 2 (860) 28,20 (26.),0 (6.0),0 (6) (27) 0 (2) 7 / 2 (90) 7 / 2 (90) 0 / 2 (267) (02) (27) 6 (28) 8 (00) 9,00 (86.) 9,68 (.2) 9,68 (.2) Reduction factor for steel strength in tension Reduction factor for steel strength in shear CONCRETE BREAKOUT STRENGTH IN TENSION 7 Effectiveness factor uncracked concrete k uncr Effectiveness factor cracked concrete k cr Modification factor for cracked and uncracked concrete ψ c,n -.0 (see note ).0 (see note ) Reduction factor for concrete 2 breakout strength in tension (Condition B) Reduction factor for concrete 2 breakout strength in shear (Condition B) PULLOUT STRENGTH IN TENSION 7 Characteristic pullout strength, uncracked concrete (2,00 psi) Characteristic pullout strength, cracked concrete (2,00 psi) Characteristic pullout strength, seismic (2,00 psi) N p,uncr N p,cr N p,eq lb. (kn) lb. (kn) lb. (kn).0 (see note ).2 (28.6) A9, Gr. B7 0. (2) 0 (2) 20 (08) (8) (8) 0 (762) 8 (20) 0 (2) 0 (72) 2 (860),80 (86.0) 20,87 (9.2) 20,87 (9.).0 (see note ) 9,000 (0.2) 9,000 (0.2),00 (.),00 (.),000 (67.0),000 (67.0) Reduction factor for pullout strength 2 in tension (Condition B) PRYOUT STRENGTH IN SHEAR 7 Coefficient for pryout strength k cp Reduction factor for pryout strength 2 in shear (Condition B) For SI: inch = 2. mm, ksi = 6.89 MPa (N/mm 2 ), lbf = 0.00 kn, in 2 = 6 mm 2. 22,000 (98.2) 22,000 (98.2) 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; for anchors resisting seismic load combinations the additional requirements of ACI or ACI 8- D.., as applicable, shall apply. 2 All values of were determined from the load combinations of IBC Section 60.2, ACI 8- Section. or ACI 8- Section 9.2, 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... For reinforcement that meets ACI 8- Chapter 7 or ACI 8- Appendix D, as applicable, requirements for Condition A, see ACI 8-7..(c) or ACI 8- D..(c), as applicable, for the appropriate factor when the load combinations of IBC Section 60.2, ACI 8- Section. or ACI 8- Section 9.2, as applicable, are used. Anchors are considered a ductile steel element as defined by ACI 8-2. or ACI 8- D., as applicable. 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. For all design cases Ψ c,p =.0. For the calculation of N pn, see Section.. of this report. 6 Pullout strength does not control design of indicated anchors. Do not calculate pullout strength for indicated anchor size and embedment. 7 Anchors are permitted to be used in lightweight concrete in accordance with Section..2 of this report. 8 The notation in brackets is for the 2006 IBC. 9 Shear strength values are based on standard (pre-set) installation, and must be used for both standard (pre-set) and through-bolt installations.

10 ESR-067 Most Widely Accepted and Trusted Page 9 of Nominal Anchor Size (inch) / 8 / 2 / 8 TABLE EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES,2,,,,6,7,8,9 Nominal Embedment Depth (inches) For SI: inch = 2. mm, lbf = 0.00 kn. Effective Embedment (inches) Anchor Rod Designation (ASTM) Allowable Tension Load (pounds) / 8 2 A6 2,280 / 8 A9, Grade B7,90 A6,70 A9, Grade B7 7,6 7 6 A9, Grade B7 8,990 / 2 A6 6, / 2 A9, Grade B7,0 9 / 2 9 A9, Grade B7, 7 / 8 A6 7,6 0 7 / 8 0 A9, Grade B7 20,80 Single anchor with static tension load only. 2 Concrete determined to remain uncracked for the life of the anchorage. Load combinations from ACI 8- Section. or ACI 8- Section 9.2, as applicable (no seismic loading considered). 0% dead load and 70% live load, controlling load combination.2d +.6L. Calculation of weighted average for α =.2(0.) +.6(0.7) =.8. 6 f c = 2,00 psi (normal weight concrete). 7 c a = c a2 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. Given: Calculate the factored resistance strength,, and the allowable stress design value, T allowable,asd, for a / 8 -inch undercut anchor with ASTM A9, Grade B7 anchor rod designation assuming the given conditions in Table. Calculation in accordance with ACI 8- Chapter 7, ACI 8- Appendix D and this report: Step. Calculate steel strength of a single anchor in tension: 0.79,68 7,26. ACI 8- Ref. ACI 8- Ref. Report Ref D...2 Table Step 2. Calculate concrete breakout strength of a single anchor in tension:,,,. 0.02, , ,000 7, Step. Calculate pullout strength of a single anchor:,,., 2,00 N/A, pullout strength does not control Step. Determine controlling factored resistance strength in tension: min,, 7,26. Step. Calculate allowable stress design conversion factor for loading condition: Controlling load combination:.2d +.6L =.2(0%) +.6(70%) =.8 Step 6. Calculate the converted allowable stress design value:, D..2. Table D..2.2 Table 7... D ,.,. - - Section.2 FIGURE ATOMIC+ UNDERCUT ANCHOR EXAMPLE STRENGTH DESIGN CALCULATION INCLUDING ASD CONVERSION FOR ILLUSTRATIVE PURPOSES

11 ESR-067 Most Widely Accepted and Trusted Page 0 of Given: Two / 8 " undercut anchors A 9, Grade B7 designation Concrete compressive strength: (f c ) =,000 psi No supplemental reinforcement: (Condition B per ACI 8 7..(c) or ACI 8 D..(c)) Assume uncracked concrete, no seismic, no loading eccentricity and a rigid plate h a = 8.0 h ef =.0 s a =.0 c a = c a,min =.0 c a2.c a Calculate the factored resistance design strength in tension and equivalent allowable stress design load for the configuration. Calculation in accordance with ACI 8 Chapter 7, ACI 8 Appendix D and this report: ACI 8 ACI 8 Report Ref. Ref. Ref. Step. Verify minimum member thickness, spacing and edge distance: h a = 8.0 h min = 8.0 OK s a =.0 s min =.0 OK 7.7 D.8 Table c a,min =.0 c min =.2 OK Step 2. Calculate steel strength of anchor group in tension: N sag = nn sa = (2)(9,68) = 9,70 lbs D...2 Table Calculate steel capacity: N sag = 0.7 9,70 lbs. =,2 lbs. Step. Calculate concrete breakout strength of anchor group in tension: 7..2.(b) D..2.(b),,,, Step a. Calculate A Nco and A Nc A Nco = 9h 2 ef = 9 (.0) 2 = (b) D..2.(b) Table A Nc = (c a +.h ef ) (.0 h ef + s a ) = ( ) ( ) = 70 2 Step b. Calculate ψ ec,n =.0 ; e N = 0 ψ ec,n = D..2. Step c. Calculate ψ ed,n =.0 if c a,min.h ef ; ψ ed,n = , if c. a,min <.h ef c a,min =.0.h ef = 6.0 ψ ed,n = D..2. Table Step d. Calculate ψ c,n =.0 (uncracked concrete) D..2.6 Table Step e. Calculate ψ cp,n =.0 if c a,min c ac ; ψ cp,n =, c a,min =.0 < c ac = 6.0 ψ cp,n =,.. if c a,min < c ac =.. = D..2.7 Table.. Step f. Calculate N b =. = 0.0, =,80 lbs D..2.2 Table Step g. Calculate concrete breakout strength of anchor group in tension: N cbg = (70/) ,80 = 6,2 lbs (b) D..2.(b) Calculate concrete breakout capacity = N cbg = 0.6 6,2 = 0,80 lbs. Step. Calculate nominal pullout strength of a single anchor in tension: N pn = ψ c,p N pn,f c Pullout does not control; therefore it needs not be considered D... Step. Determine controlling resistance strength of the anchor group in tension: N n = min,,n = N cbg = 0,80 lbs D... Step 6. Calculate allowable stress design conversion factor for loading condition: Assume controlling load combination:.2d +.6L ; 0% Dead Load, 0% Live Load. 9.2 α =.2(0%) +.6(0%) =.0 Step 7. Calculate allowable stress design value:,, FIGURE 6 EXAMPLE CALCULATION FOR ATOMIC+ UNDERCUT ANCHORS

12 ESR-067 Most Widely Accepted and Trusted Page of Given: Two / 8 " undercut anchors A 9, Grade B7 designation Concrete compressive strength: (f c ) =,000 psi No supplemental reinforcement: (Condition B per ACI 8 7..(c) or ACI 8 D..(c)) Assume uncracked concrete, no seismic, no loading eccentricity and a rigid plate h a = 8.0 h ef =.0 s a =.0 c a = c a,min =.0 c a2.c a Calculate the factored resistance design strength in shear and equivalent allowable stress design load for the configuration. ACI 8 ACI 8 Calculation in accordance with ACI 8 Chapter 7, ACI 8 Appendix D and this report: Ref. Ref. Step. Verify minimum member thickness, spacing and edge distance: h a = 8.0 h min = 8.0 OK s a =.0 s min =.0 OK c a,min =.0 c min =.2 OK Step 2. Calculate steel strength of anchor group in shear: V sag = n V sa = 2,8 lbs. = 9,70 lbs. Calculate steel capacity: V sag = 0.6 9,70 lbs. = 6,0 lbs. Step. Calculate concrete breakout strength of anchor group in shear:,,,, Report Ref. 7.7 D.8 Table D.6..2 Table 7..2.(b) D.6.2.(b) Step a. Calculate A Vco and A Vc A Vco =. (c a ) 2 =. (.0) 2 = D.6.2. Table A Vc = (. c a ) (. c a + s a +. c a ) = (6.0)( ) = 08 2 Step b. Calculate ψ ec,v =.0 ; e V = 0 ψ ec,v =.0 Step c. Calculate ψ ed,v =.0 if c a2.c a ; ψ ed,v = c a2. c a ψ ed,v =.0 if c a2 <.c a D D Step d. Calculate ψ c,v =. (uncracked concrete) D Step e. Calculate ψ h,v =. ; for members where h a <.c a h a = 8.0.c a = 6.0 ψ h,v = D Step f. Calculate V b = =,80 lbs. Step g. Calculate concrete breakout strength of anchor group in shear: V cbg = (08/72) ,80 = 8,0 lbs. Calculate concrete breakout capacity = V cbg = ,0 =,60 lbs. Step. Calculate nominal pryout strength of an anchor group in shear: Vcpg = kcpncbg = 2.0 7, lbs =,9 lbs. Calculate pryout capacity: V cpg = 0.70,9 lbs. = 2,0 lbs. Step. Determine controlling resistance strength in shear: V n = min,, = V cbg =,60 lbs. Step 6. Calculate allowable stress design conversion factor for loading condition: Controlling load combination:.2d +.6L ; 0% Dead Load, 0% Live Load α =.2(0%) +.6(70%) =.0 Step 7. Calculate allowable stress design value:, D Table 7..2.(b) D.6.2.(b) 7...(b) D.6..(b) Table 7... D , =,020 lbs FIGURE 7 EXAMPLE CALCULATION FOR ATOMIC+ UNDERCUT ANCHORS