ICC-ES Evaluation Report Reissued April 1, 2011 This report is subject to renewal in two years.

Transcription

1 ICC-ES Evaluation Report (800) (56) ESR-0 Reissued April, 0 This report is subject to renewal in two years. A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors REPORT HOLDER: HILTI, INC SOUTH ND EAST AVENUE TULSA, OKLAHOMA 7446 (800) HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HIT-HY 50 MAX-SD ADHESIVE ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliance with the following codes: 009 International Building Code (009 IBC) 009 International Residential Code (009 IRC) 006 International Building Code (006 IBC) 006 International Residential Code (006 IRC) 00 International Building Code (00 IBC) 00 International Residential Code (00 IRC) 000 International Building Code (000 IBC) 000 International Residential Code (000 IRC) Property evaluated: Structural.0 USES The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System is used to resist static, wind, or earthquake (Seismic Design Categories A through F) tension and shear loads in cracked or uncracked normal-weight having a specified compressive strength, f c, of,500 psi to 8,500 psi (7. MPa to 58.6 MPa). The anchor system is an alternative to anchors described in Sections 9 and 9 of the 009 and 006 IBC and Sections 9 and 9 of the 00 and 000 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R0.. of the 009, 006 and 00 IRC, or Section R0.. of the 000 IRC..0 DESCRIPTION. General: The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System is comprised of the following components: Hilti HIT-HY 50 MAX-SD adhesive, packaged in foil packs. Adhesive mixing and dispensing equipment. Hole cleaning equipment. The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System may be used with continuously threaded steel rods, or deformed steel reinforcing bars. The primary components of the Hilti Adhesive Anchoring System are shown in Figure of this report. Installation information and parameters, as included with each adhesive unit package, are shown in Figure 5 of this report.. Materials:.. Hilti HIT-HY 50 MAX-SD Adhesive: Hilti HIT-HY 50 MAX-SD Adhesive is an injectable hybrid adhesive combining urethane methacrylate resin, hardener, cement and water. The resin and cement are kept separate from the hardener and water by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-HY 50 MAX-SD is available in.-ounce (0 ml), 6.9-ounce (500 ml), and 47.-ounce (400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to unopened foil packs that are stored in accordance with the Instructions for Use, as illustrated in Figure 5 of this report... Hole Cleaning Equipment: Hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 5 of this report... Dispensers: Hilti HIT-HY 50 MAX-SD must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti...4 Anchor Elements:..4. Threaded Steel Rods: The threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables and of this report. Steel design information for common grades of threaded rod and associated nuts are provided in Tables 5 and 8 of this report, and instructions for use are shown in Figure 5. Carbon steel threaded rods must be furnished with a inch-thick (0.005 mm) zinc electroplated coating in accordance with ASTM B 6 SC ; or must be hot-dipped galvanized in accordance with ASTM A 5, Class C or D. Threaded rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias (chisel point). 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 0 Page of 9

2 ESR-0 Most Widely Accepted and Trusted Page of Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars. Table, Table 4 and Table 7, along with the instructions for use shown in Figure 5 of this report, summarize reinforcing bar size ranges. Table 4 provides properties of common reinforcing bar types and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in Section 7.. of ACI 8 with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted...4. Ductility: In accordance with ACI 8 Appendix D, in order for a steel element to be considered ductile, the tested elongation must be at least 4 percent and reduction of area must be at least 0 percent. Steel elements with a tested elongation of less than 4 percent or a reduction of area of less than 0 percent, or both, are considered brittle. Values for various steel materials are provided in Tables through 4 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.. Concrete: Normal-weight must comply with Sections 90 and 905 of the IBC. The specified compressive strength of the must be from,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 4.0 DESIGN AND INSTALLATION 4. Strength Design: 4.. General: The design strength of anchors under the 006 IBC and 006 IRC must be determined in accordance with ACI 8-05 Appendix D and this report. The design strength of anchors under the 009, 00, and 000 IBC as well as Section 0.. of the 000 IRC and Section 0.. of the 009 and 00 IRC, must be determined in accordance with ACI 8-08 Appendix D and this report. A design example according to the 006 IBC is given in Figure 4 of this report. Design parameters are based on the 009 IBC (ACI 8-08) unless noted otherwise in Section 4.. through 4.. of this report. The strength design of anchors must comply with ACI 8 D.4., except as required in ACI 8 D... Design parameters are provided in Tables 5 through Table 9. Strength reduction factors, φ, as given in ACI 8 D.4.4 must be used for load combinations calculated in accordance with Section of the IBC or Section 9. of ACI 8. Strength reduction factors, φ, as given in ACI 8 D.4.5 must be used for load combinations calculated in accordance with ACI 8 Appendix C. The following amendments to ACI 8 Appendix D must be used as required for the strength design of adhesive anchors. In conformance with ACI 8, all equations are expressed in inch-pound units. Modify ACI 8 Section D.4.. as follows: D.4.. In Eq. (D-) and (D-), φn n and φv n are the lowest design strengths determined from all appropriate failure modes. φn n is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of φn sa, either φn a or φn ag and either φn cb or φn cbg. φv n is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of: φv sa, either φv cb or φv cbg, and either φv cp or φv cpg. For adhesive anchors subjected to tension resulting from sustained loading, refer to D.4..4 for additional requirements. Add ACI 8 Section D.4..4 as follows: D.4..4 For adhesive anchors subjected to tension resulting from sustained loading, a supplementary check shall be performed using Eq. (D-), whereby N ua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained and φn n is determined as follows: D For single anchors, φn n 0.75φN a0 D For anchor groups, Eq. (D-) shall be satisfied by taking φn n 0.75φN a0 for that anchor in an anchor group that resists the highest tension load. D Where shear loads act concurrently with the sustained tension load, the interaction of tension and shear shall be analyzed in accordance with D.4... Modify ACI 8 D.4.. in accordance with 009 IBC section as follows: D.4.. The breakout strength requirements for anchors in tension shall be considered satisfied by the design procedure of D.5. provided Equation D-8 is not used for anchor embedments exceeding 5 inches. The breakout strength requirements for anchors in shear with diameters not exceeding inches shall be considered satisfied by the design procedure of D.6.. For anchors in shear with diameters exceeding inches, shear anchor reinforcement shall be provided in accordance with the procedures of D Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N sa, in accordance with ACI 8 D.5.. and strength reduction factor, φ, in accordance with ACI D.4.4 are given in the tables outlined in Table a for the corresponding anchor steel. 4.. Static Concrete Breakout Strength in Tension: The nominal static breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with ACI 8 D.5. with the following addition: D 5..0 (009 IBC) or D 5..9 (006 IBC) The limiting strength of adhesive anchors in tension shall be calculated in accordance with D.5.. to D.5..9 under the 009 IBC or D.5.. to D.5..8 under the 006 IBC where the value of k c to be used in Eq. (D-7) shall be: k c,cr where analysis indicates cracking at service load levels in the anchor vicinity (cracked ). The values of k c,cr are given in the Tables 6, 9,, 5, and 8 of this report. k c,uncr where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked ). The values of k c,uncr are given in the Tables 6, 9,, 5, and 8 of this report. The basic breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI D.5.. using the values of h ef, k c,cr, and k c,uncr as described in the tables of this report. The modification factor λ shall be taken as.0. Anchors shall not be installed in lightweight. The value of f c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 8 D..5.

3 ESR-0 Most Widely Accepted and Trusted Page of Static Pullout Strength in Tension: In lieu of determining the nominal static pullout strength in accordance with ACI 8 D.5., nominal bond strength in tension must be calculated in accordance with the following sections added to ACI 8: D.5..7 The nominal bond strength of a single adhesive anchor, N a, or group of adhesive anchors, N ag, in tension shall not exceed (a) for a single anchor N a A Na ψ A Na0 ed,na ψ p,na N a0 (b) for a group of anchors (D-6a) N ag A Na ψ A Na0 ed,na ψ g,na ψ ec,na ψ p,na N a0 (D-6b) where: A Na is the projected area of the failure surface for the single anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance, c cr,na, from the centerline of the anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. A Na shall not exceed na Na0 where n is the number of anchors in tension in the group. In ACI 8 Figures RD.5..a and RD.5..b, the terms.5h ef and.0h ef shall be replaced with c cr,na and s cr,na respectively. A Na0 is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D-6c): A Na0 (s cr,na ) (D-6c) with s cr,na as given by Eq. (D-6d). D.5..8 The critical spacing s cr,na and critical edge distance c cr,na shall be calculated as follows: s cr,na 0 d τ k,uncr,450 h ef (D-6d) c cr,na S cr,na (D-6e) D.5..9 The basic strength of a single adhesive anchor in tension in cracked shall not exceed: N a0 τ k,cr π d h ef (D-6f) where: τ k,cr is the bond strength in cracked D.5..0 The modification factor for the influence of the failure surface of a group of adhesive anchors is: ψ g,na ψ g,na0 + s 0.5 -ψg,na0 (D-6g) s cr,na where ψ g,na0 n- n- τ.5 k,cr.0 τ k,max,cr (D-6h) where n the number of tension-loaded adhesive anchors in a group. τ k,max,cr k c,cr π d h ef f' c (D-6i) The value of f c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 8 D..5. D.5.. The modification factor for eccentrically loaded adhesive anchor groups is: ψ ec,na + e' N s cr,na.0 (D-6j) Eq. (D-6j) is valid for e' s N If the loading on an anchor group is such that only certain anchors are in tension, only those anchors that are in tension shall be considered when determining the eccentricity e N for use in Eq. (D-6j). In the case where eccentric loading exists about two orthogonal axes, the modification factor ψ ec,na shall be computed for each axis individually and the product of these factors used as ψ ec,na in Eq. (D-6b). D.5.. The modification factor for the edge effects for a single adhesive anchor or anchor groups loaded in tension is: ψ ed,na.0 when c a,min c cr,na or ψ ed,na c a,min c cr,na.0 when c amin < c cr,na (D-6l) (D-6m) D.5.. When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the nominal strength, N a or N ag, of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D-6a) and Eq. (D-6b) with τ k,uncr substituted for τ k,cr in the calculation of the basic strength N ao in accordance with Eq. (D-6f). The factor Ψ g,na0 shall be calculated in accordance with Eq. (D-6h) whereby the value of τ k,max,uncr shall be calculated in accordance with Eq. (D-6n) and substituted for τ k,max,cr in Eq. (D-6h). τ k,max,uncr k c,uncr h π d ef f' c (D-6n) D.5..4 When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the modification factor ψ p,na shall be taken as: ψ p,na.0 when c a,min c ac (D-6o) ψ p,na maxc a,min; c cr,na when c a,min < c ac c ac (D-6p) where: c ac shall be determined in accordance with Section 4..0 of this report. For all other cases: ψ p,na.0 (e.g. when cracked is considered). Additional information for the determination of nominal bond strength in tension is given in Section 4..8 of this report Static Steel Strength in Shear: The nominal static steel strength of a single anchor in shear as governed by the steel, V sa, in accordance with ACI 8 D.6.. and strength reduction factor, φ, in accordance with ACI 8 D.4.4 are given in the tables outlined in Table a of this report for the corresponding anchor steel.

4 ESR-0 Most Widely Accepted and Trusted Page 4 of Static Concrete Breakout Strength in Shear: The nominal static breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with ACI 8 D.6. based on information given in the tables outlined in Table a of this report for the corresponding anchor steel. The basic breakout strength of a single anchor in shear, V b, must be calculated in accordance with ACI 8 D.6.. using the values of d given in the tables outlined in Table a for the corresponding anchor steel in lieu of d a (IBC 009) and d o (IBC 006). In addition, h ef must be substituted for l e. In no case shall h ef exceed 8d. The value of f c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 8 D Static Concrete Pryout Strength in Shear: In lieu of determining the nominal static pryout strength in accordance with ACI 8 D.6.., the nominal pryout strength in shear must be calculated in accordance with the following sections added to ACI 8: D.6.. The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed: (a) for a single adhesive anchor: V cp min/k cp N a ; k cp N cb / (D-0a) (b) for a group of adhesive anchors: V cpg min/k cp N ag ; k cp N cbg / (D-0b) where k cp.0 for h ef <.5 inches (64 mm) k cp.0 for h ef.5 inches (64 mm) N a shall be calculated in accordance with Eq. (D-6a) N ag shall be calculated in accordance with Eq. (D-6b) design and installation. In determining minimum edge distance, c min, the following section must be added to ACI 8: D.8.8 For adhesive anchors that will remain untorqued, the minimum edge distance shall be based on minimum cover requirements for reinforcement in 7.7. For adhesive anchors that will be torqued, the minimum edge distance and spacing are given in Tables 6, 9,, 5, and 8 of this report. For edge distances c ai and anchor spacing s ai the maximum torque T max shall comply with the following requirements: REDUCED INSTALLATION TORQUE T max FOR EDGE DISTANCES c ai < (5 x d) EDGE DISTANCE, c ai.75 in. (45 mm) c ai < 5 x d MINIMUM ANCHOR SPACING, s ai > MAXIMUM TORQUE, T max 5 x d s ai < 6 in. 0. x T max s ai 6 in. (406 mm) 0.5 x T max 4..0 Critical Edge Distance, c ac : For the calculation of N cb, N cbg, N a and N ag in accordance with ACI 8 Section D.5..7 and Section 4..4 of this report, the critical edge distance, c ac, must be determined as follows: i. c ac.5 h ef for h/h ef ii. c ac.5h ef for h/h ef. For definitions of h and h ef, see Figure of this report. For definitions of h and h ef, see Figure of this report. N cb and N cbg shall be determined in accordance with D Bond Strength Determination: Bond strength values are a function of the compressive strength, whether the is cracked or uncracked and the installation conditions (dry, water-saturated ). The resulting characteristic bond strength must be multiplied by the associated strength reduction factor φ nn as follows: CONCRETE TYPE PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Uncracked Cracked Dry τ k,uncr φ d Water-saturated τ k,uncr φ ws Dry τ k,cr φ d Water-saturated τ k,cr φ ws Figure of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in the tables outlined in Table a of this report. Adjustments to the bond strength may also be taken for increased compressive strength. These factors are given in the corresponding tables as well Minimum Member Thickness, h min, Anchor spacing, s min, and Edge Distance, c min : In lieu of ACI 8 D.8., values of c min and s min described in this report must be observed for anchor design and installation. In lieu of ACI 8 D.8.5, the minimum member thicknesses, h min, described in this report must be observed for anchor Linear interpolation is permitted to determine the ratio c ac /h ef for values of h/h ef between and. as illustrated in the graph above. 4.. Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, the design must be performed according to ACI 8 Section D.., and the anchor strength must be adjusted in accordance with 009 IBC Section or 006 IBC Section For brittle steel elements, the anchor strength must be adjusted in accordance with ACI 8-05 D...5 or ACI 8-08 D...5 or D...6. The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in the tables summarized in Table a for the corresponding anchor steel. An adjustment of the nominal bond strength τ k,cr by α N,seis is not necessary since α N,seis.0 in all cases.

5 ESR-0 Most Widely Accepted and Trusted Page 5 of Interaction of Tensile and Shear Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 8 D Allowable Stress Design: 4.. General: For anchors designed using load combinations in accordance with IBC Section 605. (Allowable Stress Design), allowable loads must be established using Eq. (4-) or Eq. (4-): T allowable,asd ϕn n Eq. (4-) α and V allowable,asd ϕv n Eq. (4-) 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 in tension as determined in accordance with ACI 8 Appendix D with amendments in this report and 009 IBC Sections and or 006 IBC Section , as applicable. φv n Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 8 Appendix D with amendments in Section. of this criteria and 009 IBC Sections and or 006 IBC Section , as applicable. 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 described in this report must apply. Example calculations for derivation of T allowable,asd are provided in Table b. 4.. Interaction of Tensile and Shear Forces: In lieu of ACI 8 D.7., D.7. and D.7., interaction must be calculated as follows: For shear loads V 0. V allow,asd, the full allowable load in tension T allow,asd may be taken. For tension loads T 0. T allow,asd, the full allowable load in shear V allow,asd may be taken. For all other cases: T V +. Eq. (4-) T allowable,asd V allowable,asd 4. Installation: Installation parameters are illustrated in Figure of this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HIT-HY 50 MAX-SD Adhesive Anchor System must conform to the manufacturer s published installation instructions included in each unit package, as provided in Figure 5 of this report. 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Sections and of the 009 IBC or Section 704. of the 006, 00 and 000 IBC, whereby periodic special inspection is defined in Section 70. of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, type, compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, thickness, anchor embedment, and tightening torque. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on the site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. Continuous special inspection is required for all cases where anchors installed overhead (vertical up) are designed to resist sustained tension loads. Under the IBC, additional requirements as set forth in Sections 705, 706 or 707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions: 5. The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System must be installed in accordance with the manufacturer s published installation instructions, as included in the adhesive packaging and described in Figure 5 of this report. 5. The anchors must be installed in cracked or uncracked normal-weight having a specified compressive strength f c,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 5. The values of f c used for calculation purposes must not exceed 8,000 psi (55 MPa). 5.4 Anchors must be installed in base materials in holes predrilled in accordance with the instructions provided in Figure 5 of this report. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 605. of the IBC for strength design and in accordance with Section 605. of the IBC for allowable stress design. 5.6 Hilti HIT-HY 50 MAX-SD adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with 009 IBC Section or 006 IBC Section Hilti HIT-HY 50 MAX-SD adhesive anchors are permitted to be installed in that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values must be established in accordance with Section 4. of this report. 5.0 Allowable stress design values must be established in accordance with Section 4. of this report. 5. Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values given in this report.

6 ESR-0 Most Widely Accepted and Trusted Page 6 of 9 5. Prior to anchor installation, calculations and details demonstrating compliance with this report shall 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 in which the project is to be constructed. 5. Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, the Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System is permitted for installation in fireresistive 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 gravity load bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.4 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.5 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.6 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.7 Steel anchoring materials in contact with preservativetreated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5.9 Hilti HIT-HY 50 MAX-SD adhesive is manufactured by Hilti GmbH, Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc. (AA-668). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC08), dated November 009, including but not limited to tests under freeze/thaw conditions (Table 4., test series 6). 7.0 IDENTIFICATION 7. The adhesives are identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, product name, a lot number, the expiration date, the evaluation report number (ICC-ES ESR- 0), and the name of the inspection agency (Underwriters Laboratories Inc). 7. Threaded rods, nuts, washers, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications as set forth in Tables, and 4 of this report.

7 ESR-0 Most Widely Accepted and Trusted Page 7 of 9 c ALL-THREAD OR REBAR T max s d d d c h ef h d o d bit THREADED ROD / REINFORCING BAR FIGURE INSTALLATION PARAMETERS TABLE a DESIGN TABLE INDEX THREADED ROD DEFORMED REINFORCEMENT DESIGN STRENGTH U.S. EU Canadian Fractional Metric (imperial) (metric) (metric) Steel N sa, V sa Table 5 Table 8 Table Table 4 Table 7 Concrete N cb, N cbg, V cb, V cbg, V cp, V cpg Table 6 Table 9 Table Table 5 Table 8 Bond N a, N ag Table 7 Table 0 Table Table 6 Table 9 Design strengths are as set forth in ACI 8 D.4... See Section 4. of this report for bond strength information. Cracked / Uncracked Concrete Hammer Drilled Dry (D) Water Saturated (WS) Φ D (D) Φ WS (WS) τ k,uncr or τ k,cr FIGURE FLOWCHART FOR ESTABLISHMENT OF DESIGN BOND STRENGTH

8 ESR-0 Most Widely Accepted and Trusted Page 8 of 9 NOMINAL ANCHOR DIAMETER d TABLE b EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES EFFECTIVE EMBEDMENT DEPTH f c k c,uncr α φ N n h ef ALLOWABLE TENSION LOAD φn n /α (in.) (in.) (psi) (-) (-) (-) (lb) (lb) / 8 / 8, ,9,98 / / 4, ,47,40 5 / 8 / 8, ,69,9 / 4 /, ,857,450* 7 / 8 /, ,89,88 4, ,800 4,74 For SI: lb 4.45 kn, psi MPa, in. 5.4 mm, o C [( o F) ]/.8 Design Assumptions:. Single anchor with static tension load only; ASTM A 9 Grade B7 threaded rod, ductile.. Vertical downward installation direction.. Inspection Regimen Periodic. 4. Installation temperature 4 04 o F. 5. Long term temperature 75 o F. 6. Short term temperature 04 o F. 7. Dry hole condition carbide drilled hole. 8. Embedment depth h ef min. 9. Concrete determined to remain uncracked for the life of the anchorage. 0. Load combination from ACI 8 Section 9. (no seismic loading).. 0 percent Dead Load (D) and 70 percent Live Load (L); Controlling load combination. D +.6 L.. Calculation of α based on weighted average: α. D +.6 L. (0.0) +.6 (0.70).48.. Normal weight : f c,500 psi 4. Edge distance: c a c a > c ac 5. Member thickness: h h min. Capacity ACI 8 reference * Verify capacity Formula Calculation φ φn n Steel D.5. N sa na se, N f uta N sa , ,60 lb Concrete D.5. N cb k c,uncr (f c ) 0. 5 h ef. 5 N cb 4 (,500) ,07 lb Bond D.5.** N a π d h ef τ k,uncr N a π /4.5, ,66 lb 507, lb breakout is decisive; hence the ASD value will be calculated as,450 lb. 48 ** Design equation provided in Section 4..4 as new section ACI 8 D.5..9, Eq. (D-6f).

9 ESR-0 Most Widely Accepted and Trusted Page 9 of 9 TABLE TENSILE PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION ASTM A 9 Grade B7 / in. ( 64 mm) MINIMUM SPECIFIED ULTIMATE STRENGTH f UTA MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f YA psi 5,000 05,000 (MPa) (860) (75) f UTA /f YA MINMUM ELONGATION, PERCENT 5 MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS ASTM A94 ASTM F 568M Class 5.8 M5 ( / 4 in.) to M4 ( in.) (equivalent to ISO 898-) ISO Class 5.8 MPa (psi) (7,500) (58,000) MPa (psi) (7,500) (58,000) DIN 94 (8-AK) ASTM A56 Grade DH DIN 94 (Grade 6) ISO Class 8.8 MPa (psi) 800 (6,000) 640 (9,800).5 5 DIN 94 (Grade 8) Hilti HIT-HY 50 MAX-SD adhesive may be used in conjunction with all grades of continuously threaded carbon steel rod (all-thread) that comply with the code reference standards and that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hilti are provided here. Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners 4 Mechanical properties of fasteners made of carbon steel and alloy steel Part : Bolts, screws and studs 5 Based on -in. (50 mm) gauge length except ASTM A 9, which are based on a gauge length of 4d and ISO 898 which is based on 5d. 6 Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. 7 Nuts for fractional rods. TABLE TENSILE PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION MINIMUM SPECIFIED ULTIMATE STRENGTH f UTA MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f YA f UTA /f YA MINIMUM ELONGATION, PERCENT MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS 4 ASTM F 59 CW (6) / 4 to 5 / 8 in. ASTM F 59 CW (6) / 4 to / in. ISO 506- A4-70 M8 M4 psi 00,000 65,000 (MPa) (690) (450) psi 85,000 45,000 (MPa) (585) (0) MPa (psi) (0,500) (65,50).54 0 F F ISO 40 Hilti HIT-HY 50 MAX-SD may be used in conjunction with all grades of continuously threaded stainless steel rod (all-thread) that comply with the code reference standards and that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hilti are provided here. Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs Mechanical properties of corrosion-resistant stainless steel fasteners Part : Bolts, screws and studs 4 Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod.

10 ESR-0 Most Widely Accepted and Trusted Page 0 of 9 TABLE 4 TENSILE PROPERTIES OF COMMON REINFORCING BARS REINFORCING BAR SPECIFICATION MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya ASTM A 65 Gr. 60 ASTM A 65 Gr. 40 DIN 488 BSt 500 CAN/CSA-G0.8 Gr. 400 psi 90,000 60,000 (MPa) (60) (45) psi 60,000 40,000 (MPa) (45) (75) MPa (psi) (79,750) (7,500) MPa (psi) (78,00) (58,000) Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement Reinforcing steel; reinforcing steel bars; dimensions and masses Billet-Steel Bars for Concrete Reinforcement

11 ESR-0 Most Widely Accepted and Trusted Page of 9 TABLE 5 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS / 8 NOMINAL ROD DIAMETER (inches) / 5 / 8 / 4 7 / 8 Rod O.D. Rod effective cross-sectional area d A se in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) in (mm ) (50) (9) (46) (6) (98) (9) ISO 898- Class 5.8 ASTM A 9 B7 Nominal strength as governed by steel strength N sa V sa lbf 5,60 0,90 6,85 4,50,470 4,90 (kn) (5.0) (45.8) (7.9) (07.9) (48.9) (95.) lbf,80 6,75 9,80 4,550 0,085 6,45 (kn) (.5) (7.5) (4.7) (64.7) (89.) (7.) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal strength as governed by steel strength N sa V sa lbf 9,690 7,740 8,50 4,80 57,70 75,70 (kn) (4.) (78.9) (5.7) (86.0) (56.7) (6.8) lbf 4,845 0,640 6,950 5,090 4,60 45,45 (kn) (.5) (47.) (75.4) (.6) (54.0) (0.) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ ASTM F 59, CW Stainless Nominal strength as governed by steel strength N sa V sa lbf 7,750 4,90,600 8,40 9,45 5,485 (kn) (4.5) (6.) (00.5) (6.5) (74.6) (9.0) lbf,875 8,55,560 7,060,545 0,890 (kn) (7.) (7.9) (60.) (75.9) (04.7) (7.4) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 8 Eq. (D- ) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. Values correspond to a brittle steel element. For use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. Values correspond to a ductile steel element.

12 ESR-0 Most Widely Accepted and Trusted Page of 9 TABLE 6 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS / 8 NOMINAL ROD DIAMETER (inches) / 5 / 8 / 4 7 / 8 Effectiveness factor for uncracked Effectiveness factor for cracked in-lb k c,uncr (SI) (0) (0) (0) (0) (.) (.) in-lb k c,cr (SI) (7) (7) (7) (7) (7) (7) Min. anchor spacing 4 Min. edge distance 4 s min c min in. 7 / 8 / / 8 / 4 4 / 8 5 (mm) (48) (64) (79) (95) () (7) in. 7 / 8 / / 8 / 4 4 / 8 5 (mm) (48) (64) (79) (95) () (7) Minimum member thickness h min in. h ef + / 4 h ef + d 0 () (mm) (h ef + 0) Critical edge distance splitting (for uncracked ) c ac - See Section 4..0 of this report. Strength reduction factor for tension, failure modes, φ Condition B Strength reduction factor for shear, failure modes, Condition φ B For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 55. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 8 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 8 D.4.5. d 0 hole diameter. 4 For installations with / 4 inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements.

13 ESR-0 Most Widely Accepted and Trusted Page of 9 TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS / 8 / NOMINAL ROD DIAMETER (IN.) 5 / 8 / 4 7 / 8 Temperature Range A B C strength in uncracked strength in cracked strength in uncracked strength in cracked strength in uncracked strength in cracked Minimum anchor embedment depth psi,985,985,850,70,575,440 τ k,uncr (MPa) (.7) (.7) (.7) (.8) (0.9) (9.9) τ k,cr psi (MPa) (4.8) (5.) (5.7) (6.) (6.) (6.) psi,60,60,495,85,75,70 τ k,uncr (MPa) (.) (.) (0.) (9.6) (8.8) (8.) τ k,cr psi (MPa) (.9) (4.) (4.6) (4.9) (4.9) (5.0) psi τ k,uncr (MPa) (6.4) (6.4) (6.0) (5.5) (5.) (4.7) τ k,cr h ef,min psi (MPa) (.) (.4) (.6) (.8) (.8) (.9) in. / 8 / 4 / 8 / / 4 (mm) (60) (70) (79) (89) (89) (0) Maximum anchor embedment depth h ef,max in. 7 / 0 / 5 7 / 0 (mm) (9) (54) (8) (8) (445) (508) Permissible Installation Conditions Dry & Watersaturated Anchor Category - φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

14 ESR-0 Most Widely Accepted and Trusted Page 4 of 9 Rod O.D. TABLE 8 STEEL DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS Rod effective cross-sectional area ISO 898- Class 5.8 ISO 898- Class 8.8 ISO 506- Class A4 SS Nominal strength as governed by steel strength d A se N sa V sa NOMINAL ROD DIAMETER (mm) mm (in.) (0.9) (0.47) (0.6) (0.79) (0.94) mm (in. ) (0.090) (0.) (0.4) (0.80) (0.547) kn (lb) (6,50) (9,475) (7,650) (7,540) (9,680) kn (lb) (,60) (5,685) (0,590) (6,55) (,80) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal strength as governed by steel strength N sa V sa kn (lb) (0,40) (5,60) (8,5) (44,065) (6,485) kn (lb) (5,5) (9,00) (6,940) (6,440) (8,090) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal strength as governed by steel strength N sa V sa kn (lb) (9,0) (,6) (4,70) (8,555) (55,550) kn (lb) (4,565) (7,960) (4,85) (,5) (,0) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 8 Eq. (D-) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. Values correspond to a brittle steel element. A4-70 Stainless (M0 - M4 diameters).

15 ESR-0 Most Widely Accepted and Trusted Page 5 of 9 TABLE 9 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS Effectiveness factor for uncracked NOMINAL ROD DIAMETER (mm) k c,uncr SI (in-lb) (4) (4) (4) (4) (7) Effectiveness factor for cracked k c,cr SI (in-lb) (7) (7) (7) (7) (7) Min. anchor spacing 4 Min. edge distance 4 Minimum member thickness Critical edge distance splitting (for uncracked ) s min c min h min mm (in.) (.0) (.4) (.) (.9) (4.7) mm (in.) (.0) (.4) (.) (.9) (4.7) mm h ef + 0 (in.) (h ef + / 4 ) h ef + d 0 () c ac - See Section 4..0 of this report. Strength reduction factor for tension, failure modes, Condition B φ Strength reduction factor for shear, failure modes, Condition B φ For SI: inch 5.4 mm, lbf N, psi Mpa For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 55. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 8 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. d 0 drill bit diameter. 4 For installations with / 4 inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements.

16 ESR-0 Most Widely Accepted and Trusted Page 6 of 9 Temperature Range TABLE 0 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS A B C strength in uncracked strength in cracked strength in uncracked strength in cracked strength in uncracked strength in cracked Minimum anchor embedment depth Maximum anchor embedment depth NOMINAL ROD DIAMETER (mm) MPa τ k,uncr (psi) (,985) (,985) (,850) (,70) (,575) τ k,cr τ k,uncr τ k,cr MPa (psi) (705) (744) (8) (884) (89) MPa (psi) (,60) (,60) (,500) (,90) (,75) MPa (psi) (569) (600) (66) (7) (70) MPa τ k,uncr (psi) (90) (90) (865) (805) (740) τ k,cr h ef,min h ef,max MPa (psi) (6) (4) (79) (408) (4) mm (in.) (.4) (.8) (.) (.5) (.8) mm (in.) (7.9) (9.4) (.6) (5.7) (8.9) Permissible Installation Conditions Dry & Watersaturated Anchor Category - φ d & φ ws For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

17 ESR-0 Most Widely Accepted and Trusted Page 7 of 9 TABLE STEEL DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS Nominal bar diameter Bar effective cross-sectional area ASTM A 65 Gr. 40 ASTM A 65 Gr. 60 Nominal strength as governed by steel strength d A se N sa V sa in. BAR SIZE No. No. 4 No. 5 No. 6 No. 7 No. 8 / 8 / 5 / 8 / 4 7 / 8 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) in (mm ) (7) (9) (00) (84) (87) (50) lb 6,600,000 8,600 6,400 6,000 47,400 (kn) (9.4) (5.4) (8.7) (7.4) (60.) (0.9) lb,960 7,00,60 5,840,600 8,440 (kn) (7.6) (.0) (49.6) (70.5) (96.) (6.5) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal strength as governed by steel strength N sa V sa lb 9,900 8,000 7,900 9,600 54,000 7,00 (kn) (44.0) (80.) (4.) (76.) (40.) (6.) lb 5,940 0,800 6,740,760,400 4,660 (kn) (6.4) (48.0) (74.5) (05.7) (44.) (89.8) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 8 Eq. (D-) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. Values correspond to a brittle steel element.

18 ESR-0 Most Widely Accepted and Trusted Page 8 of 9 TABLE CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS Effectiveness factor for uncracked Effectiveness factor for cracked Min. bar spacing 4 Min. edge distance 4 Minimum member thickness Critical edge distance splitting (for uncracked ) BAR SIZE No. No. 4 No. 5 No. 6 No. 7 No. 8 k c,uncr in-lb (SI) (0) (0) (0) (0) (0) (0) k c,cr in-lb (SI) (7) (7) (7) (7) (7) (7) s min c min h min in. 7 / 8 / / 8 / 4 4 / 8 5 (mm) (48) (64) (79) (95) () (7) in. 7 / 8 / / 8 / 4 4 / 8 5 (mm) (48) (64) (79) (95) () (7) in. h ef + / 4 h ef + d 0 () (mm) (h ef + 0) c ac - See Section 4..0 of this report. Strength reduction factor for tension, failure modes, φ Condition B Strength reduction factor for shear, failure modes, Condition φ B For SI: inch 5.4 mm, lbf N, psi MPa. For pound-inch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 55. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 8 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or ACI 8 Section 9. as set forth in ACI 8 D.4.4. If the load combinations of ACI 8 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 8 D.4.5. d 0 drill bit diameter. 4 For installations with / 4 inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements.