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

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1 0 Most Widely ccepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) (562) ESR-3304 Reissued 12/2018 This report is subject to renewal 12/2019. DIVISION: CONCRETE SECTION: CONCRETE NCHOR DIVISION: METLS SECTION: POST-INSTLLED CONCRETE NCHORS REPORT HOLDER: UCN FSTENING PRODUCTS, DIVISION OF BRITISH FSTENING SYSTEMS LIMITED 155 CHMPGNE DRIVE, UNIT 10 TORONTO, ONTRIO M3J 2C6 CND EVLUTION SUBJECT: UCN SZ HEVY LOD NCHORS FOR CRCKED ND UNCRCKED CONCRETE Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) ward in Excellence 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 2018 ICC Evaluation Service, LLC. ll rights reserved.

2 ICC-ES Evaluation Report (800) (562) ESR-3304 Reissued December 2018 This report is subject to renewal December Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete nchors DIVISION: METLS Section: Post-Installed Concrete nchors REPORT HOLDER: UCN FSTENING PRODUCTS, DIVISION OF BRITISH FSTENING SYSTEMS LIMITED 155 CHMPGNE DRIVE, UNIT 10 TORONTO, ONTRIO M3J 2C6 CND (416) EVLUTION SUBJECT: UCN SZ HEVY LOD NCHORS FOR CRCKED ND UNCRCKED CONCRETE 1.0 EVLUTION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code (IBC) 2015, 2012, 2009 and 2006 International Residential Code (IRC) 2013 bu Dhabi International Building Code (DIBC) The DIBC is based on the 2009 IBC IBC code sections referenced in this report are the same sections in the DIBC. Property evaluated: Structural 2.0 USES The UCN SZ Heavy Load nchor is used to resist static, wind, or seismic tension and shear loads in cracked and uncracked normal-weight or lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under DIBC ppendix L, Section 5.1.1]. The anchoring system complies with Section of the 2015 IBC, Section 1909 of the 2012 IBC and Section 1912 of the 2009 and 2006 IBC. The anchoring system is an alternative to cast-in-place anchors described in Section 1908 of the 2012 IBC and Section 1911 of the 2009 and 2006 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R of the IRC. 3.0 DESCRIPTION 3.1 UCN SZ: General: The UCN SZ Heavy Load nchor, designated as the SZ, is a torque-set, sleeve-type mechanical expansion anchor. The SZ is comprised of seven components which vary slightly according to anchor diameter, as shown in Figures 1 and 1B of this report. It is available in two head configurations, illustrated in Figures 1 and 1B. ll carbon steel parts receive a minimum inchthick (5 μm) galvanized zinc coating according to EN ISO Dimensions and installation criteria are set forth in Table 1. This anchor is manufactured using metric units SZ-B (Stud Style, Figure 1): The anchor consists of a threaded rod, hexagon nut, steel washer, distance sleeve, collapsible ring, steel expansion sleeve and threaded cone. This anchor is available in carbon steel only. The material specifications are as follows: Threaded rod: steel, strength class 8.8, EN ISO Hexagon nut: steel, strength class 8, EN Washer: steel, EN Distance sleeve: precision steel tubes DIN 2394/2393 Ring: polyethylene Expansion sleeve: steel, EN Threaded cone: steel, strength class 8, EN pplication of torque at the head of the anchor causes the cone to be drawn into the expansion sleeve. This in turn causes the sleeve to expand against the wall of the drilled hole. pplication of the specified installation torque induces a tension force in the stud that is equilibrated by a precompression force in the concrete acting through the component being fastened. Deformation of the collapsible ring prevents buildup of precompression in the distance sleeve in cases where the sleeve is in contact with the washer, and permits the closure of gaps between the concrete and the component being fastened. pplication of tension loads that exceed the precompression force in the bolt will cause the cone to displace further into the expansion sleeve (follow-up expansion), generating additional expansion force SZ-S (Bolt Style, Figure 1B): The anchor has the same components and material specifications as the SZ-B with the exception that the threaded rod and hexagonal nut are replaced by a hexagon head screw made of carbon steel per EN ISO 898-1, strength class 8.8. 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 2018 ICC Evaluation Service, LLC. ll rights reserved. Page 1 of 10

3 ESR-3304 Most Widely ccepted and Trusted Page 2 of Concrete: Normal-weight and lightweight concrete must comply with Sections 1903 and 1905 of the IBC. 4.0 DESIGN ND INSTLLTION: 4.1 Strength Design: Design strength of anchors complying with the 2015 IBC, as well as Sectin R of the 2015 IRC must be determined in accordance with CI Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC, as well as Section R of the 2012 IRC must be determined in accordance with CI ppendix D and this report. Design strength of anchors complying with the 2009 IBC, as well as Section R of the 2009 IRC, must be determined in accordance with CI ppendix D and this report. Design strength of anchors complying with the 2006 IBC as well as Section R of the 2006 IRC must be determined in accordance with CI ppendix D and this report. Design parameters provided in Tables 2 and 3 are based on the 2015 IBC (CI ) and the 2012 IBC (CI ) unless noted otherwise in Sections through and in Tables 2 and 3 of this report. The anchor design must satisfy the requirements in CI or CI D.4.1, as applicable, except as required in CI or CI D.3.3, as applicable. Strength reduction factors, φ, as given in CI or CI D.4.3 (CI and -05 D.4.4), as applicable, must be used for load combinations calculated in accordance with Section of the IBC, Section 5.3 of CI or Section 9.2 of CI , as applicable. Strength reduction factors, φ, as given in CI D.4.4 (CI and -05 D.4.5) must be used for load combinations calculated in accordance with CI ppendix C. Strength reduction factors, φ, corresponding to brittle steel elements must be used. n example calculation in accordance with the 2012 IBC is provided in Figure 3 of this report Requirements for Static Steel Strength in Tension: The nominal steel strength of a single anchor in tension, N sa, in accordance with CI or CI D.5.1.2, as applicable, is provided in Table 2 of this report. Strength reduction factors, φ sa, corresponding to brittle steel elements as described in Table 2 must be used Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, N cb and N cbg, respectively, must be calculated according to CI CI D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, N b, must be calculated according to CI or CI D.5.2.2, as applicable, using the values of h ef and k cr as given in Table 2. The value of f c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with CI or CI D.3.7, as applicable. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking at service loads in accordance with CI or CI D.5.2.6, as applicable, must be calculated with ψ c,n = 1.0 and using the value of k uncr as given in Table Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with CI and or CI D and D.5.3.2, as applicable, in cracked and uncracked concrete, N p,cr and N p,uncr, respectively, is given in Table 2. For all design cases Ψ c,p = 1.0. In accordance with CI or CI D.5.3.2, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: N pp,ffcc = NN pp,cccc ff cc 2,500 N pp,ffcc = NN pp,cccc ff cc 17.2 (lb, psi) (N, MPa) (Eq-1) In regions where analysis indicates no cracking in accordance with CI or CI D.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: N pp,ffcc = NN pp,uuuuuuuu ff cc 2,500 N pp,ffcc = NN pp,uuuuuuuu ff cc 17.2 (lb, psi) (N, MPa) (Eq-2) Where values for N p,cr or N p,uncr are not provided in Table 2, the pullout strength in tension need not be evaluated Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V sa, of a single anchor in accordance with CI or CI D.6.1.2, as applicable, is given in Table 3 of this report and must be used in lieu of values derived by calculation from CI Eq b or CI Eq. D-29 (CI and -05 Eq. D-20), as applicable. Strength reduction factors, φ sa, corresponding to brittle steel elements as described in Table 3 must be used Requirements for Static Concrete Breakout Strength of nchors in Shear, V cb or V cbg: The nominal concrete breakout strength for a single anchor or group of anchors in shear, V cb and V cbg, respectively, must be calculated in accordance with CI or CI D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, V b, must be calculated in accordance with CI or CI D.6.2.2, as applicable, using the values of l e and d a described in Table 3 of this report. The value of l e used in CI Eq a or CI Eq. D-3, as applicable, must be taken as no greater than 8 d a. The value of f c used for calculation purposes must not exceed 8,000 psi (55.2 MPa) in accordance with CI or CI D.3.7, as applicable Requirements for Static Concrete Pryout Strength of nchor in Shear, V cp or V cpg: Static nominal concrete pryout shear strength for a single anchor or group of anchors, V cp and V cpg, respectively, must be calculated in accordance with CI or CI D.6.3, as applicable, modified by using the value of k cp described in Table 3 of this report and the value of N cb or N cbg as calculated in accordance with Section of this report Requirements for Minimum Member Thickness, Minimum nchor Spacing, and Minimum Edge Distance: In lieu of CI and or CI D.8.1 and D.8.3, as applicable, values of c min and s min as given in Table 1 of this report must be used. In lieu of CI or CI D.8.5, as applicable, minimum member thicknesses, h min, as given in Table 1 of

4 ESR-3304 Most Widely ccepted and Trusted Page 3 of 10 this report must be used. Intermediate values between s min and c min can be calculated by linear interpolation. Figure of this report provides more detail 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 CI or CI D.5.2, as applicable, must be further multiplied by the factor ψ cp,n given by Eq-1: Ψ cp,n = c (Eq-3) c ac whereby the factor ψ cp,n need not be taken as less than 1.5h ef. For all other cases, ψ cp,n = 1.0. c ac In lieu of CI or CI D.8.6, as applicable, the critical edge distance, c ac, required to develop the basic concrete breakout strength of a post-installed anchor in uncracked concrete without supplementary reinforcement, given in Table 2, must be used Requirements for Seismic Design: For load combinations including seismic, the design must be performed according to CI or CI D.3.3, as applicable. Modifications to CI shall be applied under Section of the 2015 IBC. For the 2012 IBC, Section shall be omitted. Modifications to CI 318 (-08, -05) D.3.3 shall be applied in accordance with Section of the 2009 IBC, Section of the 2006 IBC, as applicable. The nominal steel strength and the nominal concrete breakout strength for anchors in tension, and the nominal concrete breakout strength and pryout strengths for anchors in shear, must be calculated according to CI and 17.5 or CI D.5 and D.6, respectively, as applicable, taking into account the corresponding values given in Table 2 or 3 of this report. The nominal steel strength for anchors in shear for seismic loads, V sa,eq, must be evaluated with the values given in Table 3 in lieu of V sa, as applicable. If no values for N p,eq are given in Table 2, the static design strength values govern and the pullout strength in tension does not need to be considered. The anchors comply with CI or CI D.1, as applicable, as brittle steel elements and must be designed in accordance with CI , , , or ; CI D.3.3.4, D.3.3.5, D or D.3.3.7; CI D or D.3.3.6; or CI D.3.3.5, as applicable. If no values for N pn,eq are given in Table 2, the static design strength values govern. (See Section of this report.) 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 CI (2015 IBC), CI (2012 IBC) and CI (2009 IBC), λ shall be determined in accordance with the corresponding version of CI 318. For CI (2006 IBC), λ shall be taken as 0.75 for all lightweight concrete and 0.85 for sand-lightweight concrete. Linear interpolation shall be permitted if partial sand replacement is used Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be calculated in accordance with CI or CI D.7, as applicable. 4.2 llowable Stress Design (SD): General: Design values for use with allowable stress design load combinations calculated in accordance with Section of the IBC must be established using the following relationships: T allowable,sd = φn n α and V allowable,sd = φv n α where: T allowable, SD = llowable tension load (lbf or N). V allowable,sd = llowable shear load (lbf or N). (Eq-4) (Eq-5) φn n = The lowest design strength of an anchor or anchor group in tension as determined in accordance with CI Chapter 17 and 2015 IBC Section , CI ppendix D, CI ppendix D and 2009 IBC Section , CI ppendix D and 2006 IBC Section , and Section 4.1 of this report, as applicable (lbf or kn). φv n = The lowest design strength of an anchor or anchor group in shear as determined in accordance with CI Chapter 17 and 2015 IBC Section , CI ppendix D, CI ppendix D and 2009 IBC Section , CI ppendix D and 2006 IBC Section , and Section 4.1 of this report, as applicable (lbf 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. llowable stress design loads for selected cases are provided in Table Interaction of Tensile and Shear Forces: Interaction of tensile and shear loads must be calculated and consistent with CI or CI D.7, as applicable, as follows: If T applied 0.2T allowable,sd, then the full allowable strength in shear, V allowable,sd, is permitted. If V applied 0.2V allowable,sd, then the full allowable strength in tension, T allowable,sd, is permitted. For all other cases: T applied + V applied 1.2 T allowable,sd V allowable,sd 4.3 Installation: (Eq-6) Installation parameters are provided in Table 1 and in Figure 2 of this report. nchors must be installed per the manufacturer s published instructions and this report. nchor locations must comply with this report and plans and specifications approved by the code official. nchors must be installed in holes drilled using carbide-tipped drill bits conforming to NSI B as given in Table 1.

5 ESR-3304 Most Widely ccepted and Trusted Page 4 of 10 The nominal bit diameter must be equal to the nominal anchor size. The minimum drilled hole depth is given in Table 1. Prior to anchor installation, dust and debris must be removed from the hole using a hand pump, compressed air or a vacuum. The anchor must be driven into the predrilled hole using a hammer until the proper nominal embedment depth is achieved. The anchor is tightened until the installation torque, T inst, specified in Table 1 is achieved. 4.4 Special Inspection: Special inspection is required in accordance with Section and Table of the 2015 IBC and 2012 IBC; Section and Table of the 2009 IBC; or Section of the 2006, 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, edge distance(s), anchor spacing(s), concrete thickness, embedment depth, tightening torque and adherence to the manufacturer s 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 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The UCN SZ Heavy Load nchors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 nchor sizes, dimensions, and installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer s published instructions and this report. In case of conflicts, this report governs. 5.3 The anchors must be installed in cracked and uncracked, normal-weight or lightweight concrete having a specified compressive strength, f c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under DIBC ppendix L, Section 5.1.1]. 5.4 The values of f c used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 llowable stress design values must be established in accordance with Section 4.2 of this report. 5.7 nchor spacing, edge distance, and minimum member thickness must comply with Table 1 and Figure. 5.8 Prior to installation, calculations and details justifying that the applied loads comply with this report must be submitted to the code official for approval. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.9 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report nchors 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 nchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report Where not otherwise prohibited in the code, UCN SZ anchors are permitted for use with fire-resistancerated construction provided that at least one of the following conditions is fulfilled: nchors are used to resist wind or seismic forces only. nchors 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. nchors 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 4.4 of this report nchors are manufactured under an approved qualitycontrol program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES cceptance Criteria for Mechanical nchors in Concrete Elements (C193), dated October 2015, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICTION nchors are identified by packaging labeled with the anchor name and size, the manufacturer s name (UCN) and contact information, the evaluation report number (ESR-3304). The UCN SZ anchors have the letters SZ embossed on the distance sleeve.

6 ESR-3304 Most Widely ccepted and Trusted Page 5 of 10 SETTING INFORMTION SYMBOL UNITS TBLE 1 SZ INSTLLTION INFORMTION 1 NOMINL NCHOR DIMETER M8 M10 M12 M16 M20 nchor Outside Diameter d a(d o) 5 in. (mm) 0.45 (11.5) 0.57 (14.5) 0.69 (17.5) 0.93 (23,5) 1.08 (27,5) Drill Bit Diameter d bit in. (mm) (24) 1.10 (28) Cutting Diameter of Drill Bit d bit,min d bit,max in. (mm) in. (mm) (12.10) (12.50) (15.10) (15.50) (18.10) (18.50) (24.10) (24.55) (28.10) (28.55) Minimum Hole Depth h 0 in. (mm) 3.15 (80) 3.74 (95) 4.13 (105) 5.12 (130) 6.3 (160) Minimum Base Plate Clearance Hole 2 dc in. (mm) 0.55 (14) 0.67 (17) 0.79 (20) 1.02 (26) 1.22 (31) Diameter Installation Torque (Carbon Steel) T inst ft-lbf (N-m) 22.1 (3) 36.8 (50) 59 (80) 118 (160) 207 (280) Embedment Depth h nom in. (mm) 2.72 (69) 3.25 (82.5) 3.72 (94.5) 4.65 (118) 5.83 (148) Effective Embedment Depth h ef in. (mm) 2.4 (60) 2.8 (71) 3.1 (80) 3.94 (100) 4.92 (125) Minimum Edge Distance c min1 in. (mm) 2.4 (60) 2.8 (70) 3.5 (90) 4.7 (120) 7.1 (180) Minimum Spacing 3 s min1 in. (mm) 4.9 (125) 6.9 (175) 7.9 (200) 12.6 (320) 21.3 (540) Minimum Edge Distance c min2 in. (mm) 3.9 (100) 5.1 (130) 6.3 (160) 7.1 (180) 11.8 (300) Minimum Spacing 4 s min2 in. (mm) 2.4 (60) 3.1 (80) 3.1 (80) 3.9 (100) 4.9 (125) Minimum Concrete Thickness h min in. (mm) 4.7 (120) 5.5 (140) 6.3 (160) 7.9 (200) 9.8 (250) For Sl: 1 inch = 25.4 mm, 1 ft-lbf = N-m. 1 The information presented in this table must be used in conjunction with the design requirements of CI Chapter 17 or CI ppendix D, as applicable. 2 The clearance must comply with applicable code requirements for the connected element. 3 s min1 applies when c min1 is provided. 4 s min2 applies when c min2 is provided. 5 The notation in parenthesis is for the 2006 IBC.

7 ESR-3304 Most Widely ccepted and Trusted Page 6 of 10 s design c design spacing s s design c min1; s min1 h min h h min c min2; s min2 FIGURE EXMPLE OF LLOWBLE INTERPOLTION OF MINIMUM EDGE DISTNCE ND MINIMUM SPCING c design edge distance c Expansion sleeve Distance sleeve Hexagon nut Threaded cone Ring Washer Threaded rod h 0 h nom h ef t 1 FIGURE 1 UCN SZ-B dc 1 Thickness of base plate h h min Concrete Hexagon head screw FIGURE 1B UCN SZ-S FIGURE 2 UCN SZ NCHOR (INSTLLED)

8 ESR-3304 Most Widely ccepted and Trusted Page 7 of 10 TBLE 2 SZ CHRCTERISTIC TENSION STRENGTH DESIGN INFORMTION 1 CHRCTERISTIC SYMBO L UNITS NOMINL NCHOR DIMETER M8 M10 M12 M16 M20 nchor Category 1,2 or Embedment Depth h nom in. (mm) 2.76 (70) 3.31 (84) 3.74 (95) 4.65 (118) 5.83 (148) Specified Yield Strength Specified Tensile Strength Effective Tensile Stress rea Steel Strength in Tension f ya f uta psi (N/mm²) psi (N/mm²) se,n in 2 ( se) 7 (mm²) Tension Resistance of Steel N sa lbf (kn) 92,888 (640) 116,110 (800) 0.06 (36.6) 6,580 (29.3) 92,888 (640) 116,110 (800) 0.09 (58) 10,427 (46.4) 92,888 (640) 116,110 (800) 0.13 (84.3) 15,155 (67.4) 92,888 (640) 116,110 (800) (156,7) 28,171 (125.4) 92,888 (640) 116,110 (800) (244,8) 44,009 (195,8) Strength Reduction Factor-Steel 2 φsa Failure Concrete Breakout Strength in Tension Effective Embedment Depth h ef in. (mm) 2.4 (60) 2.8 (71) 3.1 (80) 3.94 (100) 4.92 (125) Critical Edge Distance c ac in. (mm) 5.2 (132) 7.0 (178) 6.3 (160) 9.1 (230) 11.3 (288) Effectiveness Factor-Uncracked concrete k uncr - 24 (10) 24 (10) 24 (10) 27 (11.3) 27 (11.3) Effectiveness Factor-Cracked Concrete k cr - 17 (7.1) 17 (7.1) 17 (7.1) 21 (8.8) 21 (8.8) Modification Factor for Cracked and Uncracked Concrete Ψ c,n Strength Reduction Factor-Concrete 3 φcb Breakout Failure Pull-Out Resistance Cracked Concrete (f c = 2,500 psi) Pull-Out Resistance Uncracked Concrete (f c = 2,500 psi) Pull-Out Strength in Tension N pn,cr N pn,uncr lbf (kn) lbf (kn) 2,911 (12.9) 3, ) N/ 4 N/ 4 N/ 4 N/ 4 4,734 (21.1) N/ 4 N/ 4 N/ 4 Strength Reduction Factor-Pullout Failure φ p Tension Resistance of Single nchor for Seismic Loads (f c = 2,500 psi) Tension Strength for Seismic pplications N pn,eq lbf (kn) 2,911 (12.9) N/ 4 N/ 4 N/ 4 N/ 4 Strength Reduction Factor-Pullout Failure φ eq xial Stiffness in Service Load Range, lb/in. Cracked Concrete 5 βcr (kn/mm) xial Stiffness in Service Load Range, lb/in. Uncracked Concrete 5 βuncr (kn/mm) 145,923 (25.6) 386,670 (67.7) 229,946 (40.3) 455,987 (80.0) For Sl: 1 inch = 25.4mm, 1lbf = kN, 1 lb/in = N/mm, 1 psi = N/mm², 1 in 2 = 645 mm ,155 (25.1) 483,412 (84.7) 57,102 (10) 114,203 (20) 142,754 (25) 485,364 (85) 1 The information presented in this table must be used in conjunction with the design requirements of CI Chapter 17 or CI ppendix D, as applicable. 2 The tabulated value of φ sa applies when the load combinations of Section of the IBC, CI , or CI , as applicable, are used. If the load combinations of CI ppendix C are used, the appropriate value of φ sa must be determined in accordance with CI D.4.4 (CI and -05 D.4.5). The anchors are brittle steel elements as defined in CI or CI D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section of the IBC, CI , or CI , as applicable, are used and the requirements of CI (c) or CI D.4.3(c), (CI and -05 D.4.4(c)), as applicable, for Condition B are satisfied. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in CI (c) or CI D.4.3(c) (CI and -05 D.4.4(c)), as applicable, for Condition are allowed. If the load combinations of CI 318 ppendix C are used, the appropriate value of φ cb must be determined in accordance with CI D.4.4 (CI and -05 D.4.5), as applicable. 4 s described in Section of this report, N/ (Not pplicable) denotes that pullout resistance is not critical and does not need to be considered. 5 Minimum axial stiffness value, maximum values may be larger (e.g., due to high-strength concrete). 6 For all design cases Ψ c,n =1.0. The appropriate effectiveness factor for cracked concrete (k cr) or uncracked concrete (k uncr) must be used. 7 The notation in parentheses is for the 2006 IBC.

9 ESR-3304 Most Widely ccepted and Trusted Page 8 of 10 TBLE 3 SZ CHRCTERISTIC SHER STRENGTH DESIGN INFORMTION 1 CHRCTERISTIC SYMBOL UNITS NOMINL NCHOR DIMETER M8 M10 M12 M16 M20 nchor type SZ-B SZ-S SZ-B SZ-S nchor Category 1,2 or Embedment Depth h nom in. (mm) 2.76 (70) 3.31 (84) 3.74 (95) 4.65 (118) 5.83 (148) Shear Resistance of Steel Steel Strength in Shear V sa lb (kn) 5,457 (24.3) 8,793 (39.1) 13,037 (58.0) 19,100 (85) 21,600 (96) 22,400 (100) Strength Reduction Factor-Steel Failure 2 φ sa Concrete Breakout Strength in Shear nchor Outside Diameter d a in. (mm) 0.45 (11.5) 0.57 (14.5) 0.69 (17.5) 27,600 (123) 0.93 (23.5) 1.08 (27.5) Load Bearing Length of nchor in Shear l e in. (mm) 0.91 (23) 1.14 (29) 1.38 (35) 1.85 (47) 2.17 (55) Strength Reduction Factor-Concrete Breakout Failure 3 φ cb Concrete Pryout Strength in Shear Coefficient for Pryout Strength k cp Strength Reduction Factor-Concrete Pryout Failure 4 φ cp Shear Resistance of Single nchor for Seismic Loads (f c = 2,500 psi) Shear Strength for Seismic pplications V sa,eq lb (kn) 3,934 (17.5) 6,627 (29.5) 8,977 (39.9) 13,488 (60) 22,480 (100) Strength Reduction Factor-Steel Failure φ eq For Sl: 1 inch = 25.4mm, 1 lbf = kn, 1 psi = N/mm², 1 in 2 = 645 mm 2. 1 The information presented in this table must be used in conjunction with the design criteria of CI Chapter 17 or CI ppendix D, as applicable. 2 The tabulated value of φ sa applies when the load combinations of Section of the IBC, CI , or CI , as applicable, are used. If the load combinations of CI ppendix C are used, the appropriate value of φ sa must be determined in accordance with CI D.4.4 (CI and -05 D.4.5). The anchors are brittle steel elements as defined in CI or CI 318 D.1, as applicable. 3 The tabulated value of φ cb applies when both the load combinations of Section of the IBC, CI or CI , as applicable, are used and the requirements of CI (c) or CI D.4.3(c) (CI and -05 D.4.4(c)), as applicable, for Condition B are satisfied. For installations where complying supplementary reinforcement can be verified, the φ cb factors described in CI (c) or CI D.4.3(c) (CI and -05 D.4.4(c)), as applicable, for Condition are allowed. If the load combinations of CI ppendix C are used, the appropriate value of φ cb must be determined in accordance with CI D.4.4 (CI and -05 D.4.5). 4 The tabulated value of φ cp applies when both the load combinations of Section of the IBC, CI or CI , as applicable, are used and the requirements of CI (c) or CI D.4.3(c) (CI and -05 D.4.4(c)), as applicable, for Condition B are satisfied. Condition B applies where supplementary reinforcement is not provided or where pryout strength governs. For installations where complying supplementary reinforcement can be verified, the φ cp factors described in CI (c) or CI D.4.3(c) (CI and -05 D.4.4), as applicable, for Condition are allowed. If the load combinations of CI ppendix C are used, the appropriate value of φ must be determined in accordance with CI D.4.4 (CI and -05 D.4.5), as applicable. TBLE 4 EXMPLE LLOWBLE STRESS DESIGN VLUES FOR ILLUSTRTIVE PURPOSES 1,2,3,4,5,6,7 Nominal nchor Diameter Nominal Embedment Depth, h nom Effective Embedment Depth, h ef llowable Tension Load, φ N n / α in (mm) in (mm) lbf (kn) M (69) 2.4 (60) 1,182 (5.3) M (82.5) 2.8 (71) 2,079 (9.3) M (94.5) 3.1 (80) 2,877 (12.8) M (118) 3.94 (100) 4,637 (20.6) M (148) 4.92 (125) 6,470 (28.8) For Sl: 1 inch = 25.4 mm, 1 lbf = kn. 1 Single anchor with static tension load only 2 Concrete determined to remain uncracked for the life of the anchorage 3 Load combination from CI or CI , as applicable, (no seismic loading) with φ sa = 0.65, φ cb = 0.45, and φ p = 0.45 (M8) and φ sa = 0.65, φ cb = 0.65, and φ p = 0.65 (M10-M12). 4 30% dead load and 70 % live load. Controlling load combination is 1.2D + 1.6L. Calculation of α based on weighted average: α = 0.3* *1.6 = f c = 2,500 psi (normal weight concrete) 6 c a1 = c a2 c ac 7 h h min

10 ESR-3304 Most Widely ccepted and Trusted Page 9 of 10 INSTLLTION INSTRUCTIONS Step1: Select the correct diameter Metric bit, drill hole to minimum required hole depth or deeper. Step 2: Remove drilling debris with a blowout bulb or with compressed air. Step 3: Using a hammer, tap the anchor through the part being fastened into the drilled hole until the washer is in contact with the fastened part. Do not expand nchor by hand prior to installation. Step 4: Using a torque wrench, apply the specified installation torque. Determine if two M16 diameter SZ-B (Stud) carbon steel High Load anchors with an effective embedment depth h ef = 3.94 inches installed 13 inches from center to center and 5 inches from the edge of a 9 inch deep slab is adequate for a service tension load of 4,000 lb. (live load) and a reversible service shear load of 2,000 lb. (live load). The anchor group will be in the tension zone, away from other anchors in f c = 3,000 psi normal weight concrete. CI Code Ref. Report Ref. CI Code Ref. Report Ref. 1. Verify minimum Member Thickness, Spacing and Edge Distance: h = 9 in. h min = 7.9 in. o.k. Table 1 s = 13 in. s min = 12.6 in. o.k. Table 1 c a, min = 5 in. c min = 4.7 in. o.k. Table 1 where: with k c = k cr = 21 N b =k c λ f ' 1.5 c h ef Eq.(D-6) λλ = 1.0 for normal-weight concrete Table 2 2. Determine the Factored Tension and Shear Design Loads: N ua = 1.6 L = 1.6 x 4,000 = 6,400 lb. V ua = 1.6 L = 1.6 x 2,000 = 3,200 lb. 3. Steel Capacity under Tension Loading: D.5.1 N sa = 28,171 Table 2 φ = 0.65 Table 2 n = 2 (double anchor group ) Calculating for φ N sa : φ N sa = 0.65 x 2 x 28,171 = 36,622 lb. 4. Concrete Breakout Capacity under Tension Loading D.5.2 N cbg = Nc Ψ ec,n Ψ ed,n Ψ c,n Ψ cp,n N b Nco Eq.(D-4) Ψ Ψ ec,n =1.0 since eccentrically e N= 0 C a,min ed, N = when C a,min 1.5h ef 1.5h ef Ψ ed,n = c a,min 1.5h ef when c a,min 1.5h ef by observation c a,min=3<1.5h ef = 5.91 in. (5) Ψ ed,n = = (3.94) Ψ c,n = 1.0 assuming cracking at service loads (f t > f r) Ψ cp,n = 1.0 designed for cracked concrete Nc calculating for Nco Nco = 9h ef 2 = 9(3.94) 2 = ln. 2 Eq.(D-8) Eq.(D-10) D D Eq. (D-5) Nc = (c a1+1.5 h ef) (2x 1.5 h ef + s 1) = ( x 3.94) (2x 1.5 x ) = in. 2 Fig. RD b Nc in.2 = Nco in. 2 =1.94 FIGURE 3 SZ EXMPLE CLCULTION

11 ESR-3304 Most Widely ccepted and Trusted Page 10 of 10 CI Code Ref. Report Ref. CI Code Ref. Report Ref. Calculating for N b and N cbg: N b = ,000 (3.94) 1.5 = 8,995 lb. N cbg = ,995 = 16,579 lb. Vc 210 = = 1.87 Vc D calculating for V b and φ V cbg d a = 0.93 in. Table 3 φ = 0.65 for Condition B (no supplementary reinforcement provided) Table 2 l e = 2d a = 1.85 in. c a1 = 5 in. D ϕn cb = ,579=10,776 lb. φ = 0.70 for Condition B Table 3 5. Pullout Capacity D.5.3 not decisive Table 2 6. Check all Failure Modes under Tension Loading: D Summary: Steel Capacity Concrete Breakout Capacity Pullout Capacity = 36,622 lb = 10,776 lb. Controls = not decisive φ N n = 10,776 lb. as Concrete Breakout Capacity controls > N ua = 6,400 lb. - OK (no supplementary reinforcement provided) V b = , = 4,749lb. ϕv cbg = ,479 = 66, llll 9. Concrete Pryout Strength: D.6.3 V cpg =k cp N cbg Where: k cp =2.0 for h ef 2.0 ϕ=0.70 for condition B ϕv cpg = ,579=23,211 lb. Eq. (D-40) Table 3 7. Steel Capacity under Shear Loading: D.6.1 Calculating for φv sa: V sa = 2 x 19,100= 38,200 lb. Table 3 φ = 0.65 Table 3 φ V sa = 0.65 x 38,200 = 24,830 lb. 10. Check all Failure Modes under Shear Loading: D Summary: Steel Capacity = 24,830 lb. Concrete Breakout Capacity = 6,216 lb. Controls Pryout Capacity = 23,211 lb. 8. Concrete Breakout Capacity under Shear Loading: D.6.2 Vc V cbg = Ψec,VΨed,VΨc,VVb Vco Eq. (D-31) where: V l 0.2 e 1.5 b = 7 da f' c ca1 d Eq. (D-33) a φ V n = 6,216 lb. as Concrete Breakout Capacity controls > V ua = 3,000 lb. OK 11. Check Interaction of Tension and Shear Forces D.7 If 0.2 φ V n V ua then the full tension design strength is permitted. D.7.1 By observation, this is not the case. Ψ ec,v = 1.0 since eccentricity e V = 0 Ψ ed,v = 1.0 since c a2 >1.5c a1 Ψ c,v = 1.0 assuming cracking at service loads (f t > f r ) Vc calculating for Vc0 h = 9 > 1.5 c a1 = 1.5 x 5 = 7.5 in. Vc = (2(1.5c a1) + s 1) 1.5c a1 = (2 x 1.5 x ) x 1.5 x 5 = 210 in. 2 Vc0 = 4.5 (c a1) 2 = 4.5 x 5 2 = in. 2 Eq. (D-36) Eq. (D-37) D Fig. RD b Eq. (D-32) If 0.2 φ N n N ua then the full shear design strength is permitted. By observation, this is not the case. Therefore Nua Vua ΦN ΦV n 6, ,200 10,776 6,216 n D.7.2 = = OK 12. Summary Two M16 diameter SZ High Load anchors at 3.94 in. effective embedment depth are adequate to resist the applied service tension and shear loads of 4,000 lb. and 2,000 lb., respectively. FIGURE 3 SZ EXMPLE CLCULTION (Continued)