*Revised September 2012

Transcription

1 ICC-ES Evaluation Report (800) (56) ESR-6* Reissued July, 0 This report is subject to renewal August, 04. 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 ADHESIVE ANCHORING SYSTEM IN 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 Adhesive Anchoring System is used to resist static, wind, or earthquake (Seismic Design Categories A and B only) tension and shear loads in..4 Anchor Elements: uncracked normal-weight concrete having a specified compressive, 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 Adhesive Anchoring System is comprised of the following components: *Revised September 0 Hilti HIT-HY 50 MAX adhesive packaged in foil packs. Adhesive mixing and dispensing equipment. Hole cleaning equipment. The Hilti HIT-HY 50 MAX Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIS-N and HIS-RN internally-threaded inserts or deformed reinforcing bar. 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 Adhesive: Hilti HIT-HY 50 MAX 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 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 illustrated in Figure 5 of this report... Dispensers: Hilti HIT-HY 50 MAX must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti...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 7 and 0, and instructions for use are shown in Figure 5. Carbon steel threaded rods must be furnished with a inchthick (0.005 mm) zinc electroplate 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 8 000

2 ESR-6 Most Widely Accepted and Trusted Page of Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars. Table 9, Table and Table 5, along with the instructions for use shown in Figure 5 of this report, summarize reinforcing bar size ranges. Table 6 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 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. HIS-N and HIS-RN Inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and are internally threaded. Tensile properties for HIS-N and HIS-RN inserts are provided in Table 4 of this report. The inserts are available in diameters as shown in Table and Table 6, and the instructions for use are shown in Figure 5 of this report. HIS-N inserts are produced from carbon steel and furnished either with a inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B 6 SC, or a hot-dipped galvanized coating complying with ASTM A 5, Class C or D. The stainless steel HIS-RN inserts are fabricated from X5CrNiMo7 K700 steel complying with DIN 7440 (EN 0088). Specifications for common bolt types that may be used in conjunction with HIS-N and HIS-RN inserts are provided in Table 5. Bolt grade and material type (carbon, stainless) must be matched to the insert. s, φ, corresponding to brittle steel elements must be used for HIS-N and HIS-RN inserts 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 less than 0 percent, or both, are considered brittle. Values for various steel materials are provided in Tables through 6 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.. Concrete: Normal-weight concrete must comply with Sections 90 and 905 of the IBC. The specified compressive of the concrete 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 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. The design of anchors under the 006 IBC and 006 IRC must be determined in accordance with ACI 8-05 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 Sections 4.. through 4.. of this report. The design of anchors must comply with ACI 8 D.4., except as required in ACI 8 D... Design parameters are provided in Table 7 through Table 7. s, φ, as given in ACI 8 D.4.4 must be used for load combinations calculated in accordance with Section of the IBC or ACI 8. s, 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 design of adhesive anchors. In conformance with ACI 8, all equations are expressed in inch-pound units. Modify ACI 8 D.4.. as follows: D.4.. In Eq. (D-) and (D-), φn n and φv n are the lowest design s determined from all appropriate failure modes. φn n is the lowest design in tension of an anchor or group of anchors as determined from consideration of φ, either φn a or φn ag and either φn cb or φn cbg. φv n is the lowest design 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 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 concrete breakout requirements for anchors in tension shall be considered satisfied by the design procedure of D.5. provided Equation D-8 is not used for the anchor embedments exceeding 5 inches. The concrete breakout 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 procedure of D Static Steel Strength in Tension: The nominal static steel of a single anchor in tension,, in accordance with ACI 8 D.5.. and 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 concrete breakout 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 concrete of adhesive anchors in tension shall be calculated in accordance with D.5.. to D.5..9 under the

3 ESR-6 Most Widely Accepted and Trusted Page of 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,uncr where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked concrete). The values of k c,uncr are given in the tables of this report. The basic concrete breakout of a single anchor in tension, N b, must be calculated in accordance with ACI 8 D.5.. using the values of h ef and k c,uncr as given in Tables 8, 9,,, 4, 5, 7, 8, 0,,, 4, 6, and 7, as applicable for the corresponding steel element, of this report. The modification factor λ shall be taken as.0. Anchors shall not be installed in lightweight concrete. The value of f c must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 8 D..5. Additional information for the determination of the nominal concrete breakout (N cb or N cbg ) is given in the tables outlined in Table a for the corresponding anchor steel Static Pullout Strength in Tension: In lieu of determining the nominal static pullout in accordance with ACI 8 D.5., nominal bond in tension must be calculated in accordance with the following sections added to ACI 8: D.5..7 The nominal bond of an 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,450 h ef (D-6d) c cr,na = S cr,na (D-6e) D.5..9 The basic of a single adhesive anchor in tension in uncracked concrete shall not exceed: N a0 = π d h ef (D-6f) 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,uncr.0 τ k,max,uncr (D-6h) where n = the number of tension-loaded adhesive anchors in a group. τ k,max,uncr = k c,uncr h π d ef f' c (D-6i) The value of f c must 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' N s 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 a,min < c cr,na (D-6l) (D-6m) D.5..4 When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete 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 = max c a,min; c cr,na when c a,min < c ac (D-6p) c ac where c ac shall be determined in accordance with Section 4..0 of this report. Additional information for the determination of nominal bond in tension is given in Section 4..8 of this report Static Steel Strength in Shear: The nominal static steel of a single anchor in shear as governed by the steel, V sa, in accordance with ACI 8 D.6.. and 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 Static Concrete Breakout Strength in Shear: The nominal static concrete breakout 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

4 ESR-6 Most Widely Accepted and Trusted Page 4 of 8 concrete breakout of a single anchor in shear, V b, must be calculated in accordance with ACI 8 D.6.. using the values of d and h ef given in the tables outlined in Table a for the corresponding anchor steel in lieu of d a (009 IBC) and d o (006 IBC). In addition, h ef must be substituted for l e. In no case must h ef exceed 8d. The value of f c must 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 in accordance with ACI 8 D.6.., the nominal pryout in shear must be calculated in accordance with the following sections added to ACI 8: D.6.. The nominal pryout of an adhesive anchor or group of adhesive anchors shall not exceed: (a) for single anchors: V cp = min k cp N a ; k cp N cb (D-0a) (b) for groups: 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) N cb and N cbg shall be determined in accordance with D Bond Strength Determination: Bond values are a function of installation conditions (dry, watersaturated concrete). The resulting characteristic bond must be multiplied by the associated reduction factor φ nn as follows: CONCRETE TYPE Uncracked PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Dry concrete φ d Water-saturated φ ws Figure of this report presents a bond design selection flowchart. s for determination of the bond are given in the tables outlined in Table a of this report. Adjustments to the bond may also be taken for increased concrete compressive. 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. Likewise, in lieu of ACI 8 D.8.5, the minimum member thicknesses, h min, described in this report must be observed for anchor 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 the Tables 8,, 4, 7, 0,, and 6 of this report. For the edge distance c ai and anchor spacing, s ai, and maximum torque, T max shall comply with the following requirements: Edge Distance c ai.75 in. (45 mm) c ai < 5 x d Reduced Installation Torque T max for Edge Distances 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 D.5..7 and Section 4..4 of this report, the critical edge distance, c ac, must be taken as follows: i. c ac =.5 h ef for h/h ef ii. c ac =.5h ef for h/h ef. For definition of h and h ef, see Figure of this report. Linear interpolation is permitted to determine the ratio c ac /h ef for values of h/h ef between and. as illustrated in the preceding graph. 4.. Requirements for Seismic Design: The anchors may be used to resist seismic loads for structures classified as Seismic Design Categories A and B under the IBC or IRC only. 4.. 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-) and Eq. (4-): T allowable,asd = ϕn n α and Eq. (4-) 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 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 of an anchor or anchor group in shear as determined in accordance with ACI 8 Appendix D with amendments in Section. of this criteria

5 ESR-6 Most Widely Accepted and Trusted Page 5 of 8 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. 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 Tension 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 allowable,asd, the full allowable load in tension T allowable,asd may be taken. For tension loads T 0. T allowable,asd, the full allowable load in shear V allowable,asd may be taken. For all other cases: 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 Adhesive Anchor System must conform to the manufacturer s published installation instructions (IFU) 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, adhesive identification and expiration date, concrete type, concrete compressive, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer s printed installation instructions. 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 Adhesive Anchoring System described in this report 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 Adhesive Anchoring System must be installed in accordance with the manufacturer s published installation instructions as included in the adhesive packaging and illustrated in Figure 5 of this report. 5. Anchors are limited to installation in concrete that is uncracked and may be expected to remain uncracked for the service life of the anchor. The anchors must be installed in uncracked normal-weight concrete having a specified compressive 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 concrete 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 design and in accordance with Section 605. of the IBC for allowable stress design. 5.6 Hilti HIT-HY 50 MAX adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake (Seismic Design Categories A and B only), subject to the conditions of this report. 5.7 Strength design values must be established in accordance with Section 4. of this report. 5.8 Allowable stress design values must be established in accordance with Section Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values given in this report. 5.0 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 Adhesive Anchoring System is permitted for installation in fire-resistive 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. Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is

6 ESR-6 Most Widely Accepted and Trusted Page 6 of 8 unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5. Use of zinc-plated carbon steel threaded rods, zinc-plated HIS-N inserts, or steel reinforcing bars is limited to dry, interior locations. 5.4 Use of hot-dipped galvanized carbon steel rods, or hot-dipped galvanized carbon steel or stainless steel HIS-RN inserts, is permitted for exterior exposure or damp environments. 5.5 Steel anchoring materials in contact with preservative-treated 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. 5.7 Hilti HIT-HY 50 MAX adhesive is manufactured by Hilti GmbH, Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc. (AA-668). 5.8 Hilti HIS-N and HIS-RN inserts are manufactured by Hilti (China) Ltd., Guangdong, China, 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 Elements (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, Inc.) and address, anchor name, anchor size, evaluation report number (ICC-ES ESR-6), and the name of the inspection agency (Underwriters Laboratories Inc). 7. HIS-N and HIS-RN inserts are identified by packaging labeled with the manufacturer s name (Hilti, Inc.) and address, anchor name, evaluation report number (ICC-ES ESR-6), and the name of the inspection agency (Underwriters Laboratories Inc.). 7. Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications as set forth in Tables through 6. ALL-THREAD OR REBAR c T max s BOLT OR STUD T max HILTI HIS-N/HIS-RN INTERNALLY THREADED INSERT c d h ef d h s h ef h h d o d o THREADED ROD / REINFORCING BAR FIGURE INSTALLATION PARAMETERS HIS-N AND HIS-RN INSERTS TABLE a DESIGN TABLE INDEX DESIGN STRENGTH THREADED ROD HILTI HIS INTERNALLY THREADED INSERT DEFORMED REINFORCEMENT Fractional Metric Fractional Metric USA EU Canadian Steel, V sa Table 7 Table 0 Table Table 6 Table 9 Table Table 5 Concrete N cb, N cbg, V cb, V cbg, V cp, V cpg Table 8 Table Table 4 Table 7 Table 0 Table Table 6 Bond N a, N ag Table 9 Table Table 5 Table 8 Table 0 Table 4 Table 7 Design s are as set forth in ACI 8 D.4... See Section 4. of this report for bond information.

7 ESR-6 Most Widely Accepted and Trusted Page 7 of 8 FIGURE FLOWCHART FOR ESTABLISHMENT OF DESIGN BOND STRENGTH TABLE b EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES NOMINAL ANCHOR DIAMETER EFFECTIVE EMBEDMENT DEPTH f c k c,uncr α φ N n ALLOWABLE TENSION LOAD φn n /α d o h ef (in.) (in.) (psi) (-) (-) (-) (lb) (lb) / 8 / 8, ,9,99 / / 4, ,47,40 5 / 8 / 8, ,69,9 / 4 /, ,857,45* 7 / 8 /, ,840,88 4, ,800 4,74 / 4 5, ,77 7,65 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.. Vertical downward installation direction.. Inspection Regimen = Periodic. 4. Installation temperature = 4 04 o F. 5. Long term temperature = 80 o F. 6. Short term temperature = 0 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 concrete: f c =,500 psi 4. Edge distance: c a = c a > c ac 5. Member thickness: h h min. * Verify capacity Capacity ACI 8 reference Formula Calculation φ φn n Steel D.5. = na se, N f uta = , ,60 lb Concrete D.5. N cb = k c,uncr (f c ) h ef N cb = 4 (,500) / ,07 lb Bond D.5.** N a = π d h ef N a = π /4 /, ,66 lb 5,07 lb concrete breakout is decisive; hence the ASD value will be calculated as =,45 lb.48 ** Design equation provided in Section 4..4 as new section ACI 8 D.5..9, Eq. (D-6f).

8 ESR-6 Most Widely Accepted and Trusted Page 8 of 8 TABLE TENSILE PROPERTIES OF COMMON CARBON 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 MINMUM ELONGATION, PERCENT 5 MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS 6 ASTM A 9 Grade B7 -/ in. ( 64 mm) psi (MPa) 5,000 (860) 05,000 (75) ASTM A 56 Grade DH ASTM F 568M Class 5.8 M5 (/4 in.) to M4 ( in.) (equivalent to ISO 898-) MPa (psi) 500 (7,500) 400 (58,000) DIN 94 (8-AK) ASTM A 56 Grade DH 7 ISO Class 5.8 MPa (psi) 500 7,500) 400 (58,000).5 - DIN 94 (8-AK) ISO Class 8.8 MPa (psi) 800 (6,000) 640 (9,800).5 5 DIN 94 (8-AK) Hilti HIT-HY 50 MAX 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 of the specified threaded rod. 7 Nuts for fractional rods. TABLE TENSILE PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION ASTM F 59 CW (6) /4 to 5/8 in. ASTM F 59 CW (6) /4 to -/ in. ISO 506- A4-70 M8 M4 ISO 506- A4-50 M7 M0 MINIMUM SPECIFIED ULTIMATE STRENGTH f UTA MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f YA psi 00,000 65,000 (MPa) (690) (450) psi 85,000 45,000 (MPa) (585) (0) MPa (psi) (0,500) (65,50) MPa (psi) (7,500) (0,450) f UTA /f YA MINIMUM ELONGATION, PERCENT MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS F F ISO ISO 40 Hilti HIT-HY 50 MAX 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 of the specified threaded rod. TABLE 4 TENSILE PROPERTIES OF FRACTIONAL AND METRIC HIS-N AND HIS-RN INSERTS HILTI HIS-N AND HIS-RN INSERTS Carbon Steel DIN EN 077- SMnPb0+c or DIN 56 9SMnPb8K / 8 and M8 to M0 Carbon Steel DIN EN 077- SMnPb0+c or DIN 56 9SMnPb8K / to / 4 and M to M0 Stainless Steel DIN 7440 (EN 0088-) X5CrNiMo 7-- MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya MPa (psi) (7,050) (59,450) MPa (psi) (66,700) (54,75) MPa (psi) (0,500) (50,750)

9 ESR-6 Most Widely Accepted and Trusted Page 9 of 8 TABLE 5 TENSILE PROPERTIES OF COMMON BOLTS, CAP SCREWS AND STUDS FOR USE WITH HIS-N AND HIS-RN INSERTS, BOLT, CAP SCREW OR STUD SPECIFICATION SAE J49 Grade 5 ASTM A 5 4 / to -in. ASTM A9 5 Grade B8M (AISI 6) for use with HIS-RN ASTM A9 5 Grade B8T (AISI ) for use with HIS-RN MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f ya psi 0,000 9,000 (MPa) (80) (65) psi 0,000 9,000 (MPa) (80) (65) psi 0,000 95,000 (MPa) (760) (655) psi 5,000 00,000 (MPa) (860) (690) f uta /f ya MINIMUM ELONGATION, PERCENT MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS SAE J A 56 C, C, D, DH, DH Heavy Hex F F Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts. Only stainless steel bolts, cap screws or studs are permitted with HIS-RN inserts. Mechanical and Material Requirements for Externally Threaded Fasteners 4 Standard Specification for Structural Bolts, Steel, Heat Treated, 0/05 ksi Minimum Tensile Strength 5 Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High-Temperature Service 6 Nuts must have specified minimum proof load stresses equal to or greater than the specified minimum full-size tensile of the specified stud. 7 Nuts for stainless steel studs must be of the same alloy group as the specified stud. TABLE 6 TENSILE PROPERTIES OF COMMON REINFORCING BARS REINFORCING BAR SPECIFICATION ASTM A 65 Gr. 60 ASTM A 65 Gr. 40 DIN 488 BSt 500 CAN/CSA-G0.8 Gr. 400 MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya 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

10 ESR-6 Most Widely Accepted and Trusted Page 0 of 8 TABLE 7 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (inches) / 8 / 5 / 8 / 4 7 / 8 / 4 Rod O.D. Rod effective cross-sectional area ISO 898- Class 5.8 ASTM A 9 B7 ASTM F 59, CW Stainless Nominal as d A se V sa in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (.8) in (mm ) (50) (9) (46) (6) (98) (9) (65) lbf 5,60 0,90 6,85 4,50,470 4,90 70,60 (kn) (5.0) (45.8) (7.9) (07.9) (48.9) (95.) (.5) lbf,80 6,75 9,80 4,550 0,085 6,45 4,55 (kn) (.5) (7.5) (4.7) (64.7) (89.) (7.) (87.5) Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal as V sa lbf 9,690 7,740 8,50 4,80 57,70 75,70,5 (kn) (4.) (78.9) (5.7) (86.0) (56.7) (6.8) (58.8) lbf 4,845 0,640 6,950 5,090 4,60 45,45 7,680 (kn) (.5) (47.) (75.4) (.6) (54.0) (0.) (.) Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ Nominal as V sa lbf 7,750 4,90,600 8,40 9,45 5,485 8,70 (kn) (4.5) (6.) (00.5) (6.5) (74.6) (9.0) (66.4) lb,875 8,55,560 7,060,545 0,890 49,45 (kn) (7.) (.7.9) (60.) (75.9) (04.7) (7.4) (9.8) 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 s 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. 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.

11 ESR-6 Most Widely Accepted and Trusted Page of 8 TABLE 8 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (inches) / 8 / 5 / 8 / 4 7 / 8 / 4 Effectiveness factor for uncracked concrete k c,uncr in-lb (SI) (0) (0) (0) (0) (.) (.6) (.6) Min. anchor spacing 4 Min. edge distance 4 s min c min in. 7 / 8 / / 8 / 4 4 / / 4 (mm) (48) (64) (79) (95) () (7) (59) in. 7 / 8 / / 8 / 4 4 / / 4 (mm) (48) (64) (79) (95) () (7) (59) Minimum member thickness h min in. h ef + / 4 (mm) (h ef + 0) () h ef + d 0 Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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 Care used, the appropriate value ofφ 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. TABLE 9 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (IN.) / 8 / 5 / 8 / 4 7 / 8 / 4 Temperature Range A B C Minimum anchor embedment depth Maximum anchor embedment depth psi,985,985,850,70,575,440,75 (MPa) (.7) (.7) (.7) (.8) (0.9) (9.9) (8.) psi,60,60,495,85,75, (MPa) (.) (.) (0.) (9.6) (8.8) (8.) (6.6) psi (MPa) (6.4) (6.4) (6.0) (5.5) (5.) (4.7) (.8) in. / 8 / 4 / 8 / / 4 5 h ef,min (mm) (60) (70) (80) (89) (89) (0) (7) in. 7 / 0 / 5 7 / 0 5 h ef,max (mm) (9) (54) (8) (8) (445) (508) (65) Permissible Installation Conditions Dry concrete & Watersaturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

12 ESR-6 Most Widely Accepted and Trusted Page of 8 TABLE 0 STEEL DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) Rod O.D. Rod effective cross-sectional area ISO 898- Class 5.8 ISO 898- Class. 8.8 ISO 506- Class A4 SS Nominal as d A se V sa mm (in.) (0.) (0.9) (0.47) (0.6) (0.79) (0.94) (.06) (.8) mm (in. ) (0.057) (0.090) (0.) (0.4) (0.80) (0.547) (0.7) (0.870) kn (lb) (4,5) (6,50) (9,475) (7,650) (7,540) (9,680) (5,595) (6,060) kn (lb) (,060) (,60) (5,685) (0,590) (6,55) (,80) (0,955) (7,85) φ for tension φ φ for shear φ Nominal as V sa kn (lb) (6,580) (0,40) (5,60) (8,5) (44,065) (6,485) (8,550) (00,895) kn (lb) (,90) (5,5) (9,00) (6,940) (6,440) (8,090) (49,50) (60,540) φ for tension φ φ for shear φ Nominal as V sa kn (lb) (5,760) (9,0) (,6) (4,70) (8,555) (55,550) (4,5) (50,5) kn (lb) (,880) (4,565) (7,960) (4,85) (,5) (,0) (4,680) (0,00) φ for tension φ 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 s 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. 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 (M8 - M4 diameters); A4-50 Stainless (M7 - M0 diameters)

13 ESR-6 Most Widely Accepted and Trusted Page of 8 TABLE CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) Effectiveness factor for uncracked concrete Min. anchor spacing 4 Min. edge distance 4 Minimum member thickness SI k c,uncr (in-lb) (4) (4) (4) (4) (4) (7) (7) (0) s min mm (in.) (.6) (.0) (.4) (.) (.9) (4.7) (5.) (5.9) c min mm (in.) (.6) (.0) (.4) (.) (.9) (4.7) (5.) (5.9) h min mm h ef + 0 (in.) (h ef + ¼) () h ef + d 0 Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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. Temperature Range TABLE BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) A B C Minimum anchor embedment depth Maximum anchor embedment depth MPa (psi) (,985) (,985) (,985) (,850) (,70) (,575) (,440) (,75) MPa (psi) (,60) (,60) (,60) (,500) (,90) (,75) (,70) (950) MPa (psi) (90) (90) (90) (865) (805) (740) (675) (550) mm h ef,min (in.) (.4) (.4) (.8) (.) (.5) (.8) (4.) (4.7) mm h ef,max (in.) (6.) (7.9) (9.4) (.6) (5.7) (8.9) (.) (.6) Permissible Installation Conditions Dry concrete & Watersaturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

14 ESR-6 Most Widely Accepted and Trusted Page 4 of 8 TABLE STEEL DESIGN INFORMATION FOR FRACTIONAL HILTI HIS-N AND HIS-RN INSERTS DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (inch) / 8 / 5 / 8 / 4 HIS insert O.D. Bolt effective cross-sectional area HIS insert effective crosssectional area ASTM A 9 B7 ASTM A 9 Gr. B8M SS Nominal as ASTM A9 B7 bolt/cap screw Nominal as HIS-N insert d in (mm) (6.5) (0.5) (5.4) (7.6) A se in (mm ) (50) (9) (46) (6) in A insert (mm ) (5) (57) (60) (65) lb 9,690 7,007,740 8,50 4,85 (kn) (4.) (78.9) (5.7) (86.0) V sa lb 5,85 0,645 6,950 5,090 (kn) (5.9) (47.) (75.4) (.6) lb,650 6,95 6,95 7,60 (kn) (56.) (7.0) (9.8) (.7) φ for tension φ φ for shear φ Nominal as lb 8,55 5,60 4,860 6,795 (kn) (7.9) (69.4) (0.6) (6.7) ASTM A9 Grade B8M SS bolt/cap lb 5,5 9,65 4,95,075 V sa screw (kn) (.8) (4.7) (66.) (98.) Nominal as lb 7,65,40 8,955 9,55 HIS-RN insert (kn) (76.) (04.) (7.) (75.9) φ for tension φ 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 s 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. 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 the calculation of the design steel in tension and shear for the bolt or screw, the φ factor for ductile steel failure according to ACI 8 D4.4 may be used.

15 ESR-6 Most Widely Accepted and Trusted Page 5 of 8 TABLE 4 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL HILTI HIS-N AND HIS-RN INSERTS DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (inch) / 8 / 5 / 8 ¾ Effective embedment depth Effectiveness factor for uncracked concrete h ef in. 4 / 8 5 6¾ 8 / 8 (mm) (0) (5) (70) (05) in-lb 4 k c,uncr (SI) (0) Min. anchor spacing s min in. / / (mm) (8) (0) (7) (40) Min. edge distance c min in. / / (mm) (8) (0) (7) (40) Minimum member thickness h min in (mm) (50) (70) (0) (70) Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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. For installations with / 4 inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements. TABLE 5 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (inch) 5 / 8 ¾ / 8 / Effective embedment depth HIS insert O.D. Temperature range A B C in. 4 / / 4 8 / 8 h ef (mm) (0) (5) (70) (05) in d (mm) (6.5) (0.5) (5.4) (7.6) psi,565,440,55,70 (MPa) (0.8) (9.9) (8.7) (8.) psi,70,70, (MPa) (8.7) (8.) (7.0) (6.5) psi (MPa) (5.) (4.7) (4.) (.8) Permissible Installation Conditions Dry concrete & Watersaturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

16 ESR-6 Most Widely Accepted and Trusted Page 6 of 8 TABLE 6 STEEL DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (mm) HIS insert O.D. Bolt effective cross-sectional area HIS insert effective crosssectional area ISO 898- Class 8.8 ISO 506- Class A4-70 Stainless Nominal as ISO 898- Class 8.8 bolt/cap screw Nominal as HIS-N insert d mm (in.) (0.49) (0.65) (0.8) (.00) (.09) A se mm (in. ) (0.057) (0.090) (0.) (0.4) (0.80) mm A insert (in. ) (0.080) (0.67) (0.6) (0.97) (0.68) kn (lb) (6,580) (0,40) (5,60) (8,5) (44,065) V sa kn (lb) (,950) (6,60) (9,00) (6,940) (6,440) kn (lb) (5,670) (,895) (7,490) (6,485) (4,575) φ for tension φ φ for shear φ Nominal as ISO 506- Class A4-70 Stainless bolt/cap screw Nominal as HIS-RN insert V sa kn (lb) (5,760) (9,0) (,65) (4,705) (8,555) kn (lb) (,455) (5,475) (7,960) (4,85) (,5) kn (lb) (8,00) (6,990) (6,60) (40,00) (7,95) φ for tension φ 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 s 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. 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.

17 ESR-6 Most Widely Accepted and Trusted Page 7 of 8 TABLE 7 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (inches) Effective embedment depth Effectiveness factor for uncracked concrete Min. anchor spacing Min. edge distance Minimum member thickness h ef mm (in.) (.5) (4.) (4.9) (6.7) (8.) SI 0 k c,uncr (in-lb) (4) s min mm (in.) (.5) (.5) (4.0) (5.0) (5.5) c min mm (in.) (.5) (.5) (4.0) (5.0) (5.5) h min mm (in.) (4.7) (5.9) (6.7) (9.) (0.6) Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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. For installations with / 4 inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements. TABLE 8 BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS NOMINAL BOLT/CAP SCREW DIAMETER (inches) Effective embedment depth h ef mm (in.) (.5) (4.) (4.9) (6.7) (8.) HIS insert O.D. d mm (in.) (0.49) (0.65) (0.8) (.00) (.09) Temperature Range A B C MPa (psi) (,565) (,565) (,440) (.55) (,70) MPa (psi) (,70) (,70) (,70) (,00) (950) MPa (psi) (75) (75) (675) (590) (550) Permissible Installation Conditions Dry concrete & Watersaturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

18 ESR-6 Most Widely Accepted and Trusted Page 8 of 8 TABLE 9 STEEL DESIGN INFORMATION FOR USA REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter Bar effective cross-sectional area ASTM A 65 Gr. 40 ASTM A 65 Gr. 60 Nominal as d A se V sa in. No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 0 / 8 / 5 / 8 / 4 7 / 8 / 8 / 4 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (8.6) (.8) in (mm ) (7) (9) (00) (84) (87) (50) (645) (89) lb 6,600,000 8,600 6,400 6,000 47,400 60,000 76,00 (kn) (9.4) (5.4) (8.7) (7.4) (60.) (0.9) (66.9) (9.0) lb,960 7,00,60 5,840,600 8,440 6,000 45,70 (kn) (7.6) (.0) (49.6) (70.5) (96.) (6.5) (60.) (0.4) φ for tension φ φ for shear φ Nominal as V sa lb 9,900 8,000 7,900 9,600 54,000 7,00 90,000 4,00 (kn) (44.0) (80.) (4.) (76.) (40.) (6.) (400.4) (508.5) lb 5,940 0,800 6,740,760,400 4,660 54,000 68,580 (kn) (6.4) (48.0) (74.5) (05.7) (44.) (89.8) (40.) (05.) φ for tension φ 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 s 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. 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. TABLE 0 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 0 Effectiveness factor for uncracked concrete k c,uncr in-lb (SI) (0) (0) (0) (0) (0) (0) (.) (.6) Min. bar spacing 4 s min in. 7 / 8 / / 8 / 4 4 / / 8 6 / 4 (mm) (48) (64) (79) (95) () (7) (4) (59) Min. edge distance 4 c min in. 7 / 8 / / 8 / 4 4 / / 8 6 / 4 (mm) (48) (64) (79) (95) () (7) (4) (59) Minimum member thickness h min in. h ef + ¼ (mm) (h ef + 0) () h ef + d 0 Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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.

19 ESR-6 Most Widely Accepted and Trusted Page 9 of 8 TABLE BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE Temperature Range A B C Minimum anchor embedment depth Maximum anchor embedment depth No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No. 0 psi,90 MPa (8.9) psi,045 MPa (7.) psi 605 MPa (4.) h ef,min in. / 8 / 4 / 8 / / 4 4 / 5 (mm) (60) (70) (80) (89) (89) (0) (4) (7) h ef,max in. 7 / 0 / 5 7 / 0 / 5 (mm) (9) (54) (8) (8) (445) (508) (57) (65) Permissible Installation Conditions Dry concrete & Water-saturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. TABLE STEEL DESIGN INFORMATION FOR EU METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter d mm (in.) (0.5) (0.94) (0.47) (0.55) (0.60) (0.787) (0.984) (.0) (.60) Bar effective cross-sectional mm A area se (in. ) (0.078) (0.) (0.75) (0.9) (0.) (0.487) (0.76) (0.954) (.47) kn Nominal as (lb) (6,5) (9,70) (,985) (9,05) (4,860) (8,845) (60,695) (76,5) (99,440) kn V sa (lb) (,70) (5,80) (8,90) (,40) (4,95) (,0) (6,45) (45,680) (59,665) φ for tension φ φ for shear φ DIN 488 BSt 550/500 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 s 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. 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.

20 ESR-6 Most Widely Accepted and Trusted Page 0 of 8 TABLE CONCRETE BREAKOUT DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE Effectiveness factor for uncracked concrete Min. bar spacing 4 Min. edge distance 4 Minimum member thickness SI 0.6 k c,uncr (in-lb) (4) (0) s min mm (in.) (.6) () (.4) (.8) (.) (.9) (4.9) (5.5) (6.) c min mm (in.) (.6) () (.4) (.8) (.) (.9) (4.9) (5.5) (6.) h min mm h ef + 0 (in.) (h ef + ¼) () h ef + d 0 Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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. Temperature Range TABLE 4 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE A B C Minimum anchor embedment depth Maximum anchor embedment depth MPa 8.9 (psi) (,90) MPa 7. (psi) (,045) MPa 4. (psi) (605) mm h ef,min (in.) (.4) (.4) (.8) (.9) (.) (.5) (.9) (4.4) (5.0) mm h ef,max (in.) (6.) (7.9) (9.4) (.6) (5.7) (7.) (9.7) (.0) (5) Permissible Installation Conditions Dry concrete & Water-saturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time.

21 ESR-6 Most Widely Accepted and Trusted Page of 8 TABLE 5 STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter Bar effective cross-sectional area G0CSA Nominal as d A se V sa 0 M 5 M 0 M 5 M 0 M mm (in.) (0.445) (0.60) (0.768) (0.99) (.77) mm (in. ) (0.55) (0.) (0.46) (0.77) (.088) kn (lb) (,75) (4,40) (6,55) (60,550) (85,40) kn (lb) (7,05) (4,645) (,755) (6,0) (5,45) φ for tension φ 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 s 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. For use with the load combinations of IBC Section 605..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. TABLE 6 CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE 0 M 5 M 0 M 5 M 0 M Effectiveness factor for uncracked concrete Min. bar spacing 4 Min. edge distance 4 Minimum member thickness SI k c,uncr (in-lb) (4) (4) (4) (7) (0) s min mm (in.) (.) (.) (.8) (5.0) (5.9) c min mm (in.) (.) (.) (.8) (5.0) (5.9) h min mm h ef + 0 (in.) (h ef + ¼) () h ef + d 0 Critical edge distance splitting c ac - See Section 4..0 of this report. (for uncracked concrete) for tension, concrete failure φ modes, Condition B for shear, concrete 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.

22 ESR-6 Most Widely Accepted and Trusted Page of 8 Temperature Range TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION SYMBOL UNITS BAR SIZE A B C Minimum anchor embedment depth Maximum anchor embedment depth 0 M 5 M 0 M 5 M 0 M MPa 8.9 (psi) (,90) MPa 7. (psi) (,045) MPa 4. (psi) (605) h ef,min mm (in.) (.4) (.) (.5) (4.0) (4.7) h ef,max mm (in.) (8.9) (.6) (5.4) (9.8) (.5) Permissible Installation Conditions Dry concrete & Water-saturated concrete 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 values correspond to concrete compressive range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond s may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond s 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 concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. FIGURE HILTI HIT-HY 50 MAX ANCHORING SYSTEM AND ANCHOR ELEMENTS

23 ESR-6 Most Widely Accepted and Trusted Page of 8 Given: () / inch diameter HIT-HY 50 MAX adhesive anchors subjected to a tension load as shown. Design objective: Calculate the design tension resistance for this configuration in accordance with the 006 IBC. Dimensional Parameters: Specifications / Assumptions: ASTM A 9 B7 all-thread rods, UNC thread, A 56 Grade HD hex nuts; n = h ef = 9 in. Normal weight concrete, f c = 4,000 psi s = 4 in. Seismic Design Category (SDC) B c a,min =.5 in. No supplementary reinforcing in accordance with ACI 8-05 D. h = in. Assume maximum short term (diurnal) base material temperature 00 0 F d = / in. Assume maximum long term base material temperature 75 0 F Assume installation in dry concrete and hammer-drilled holes Assume concrete will remain uncracked for service life of anchorage Calculation per ACI 8 Appendix D and this report ACI 8 Code Ref. Report Ref. Step. Check minimum edge distance, anchor spacing and member thickness: - - c min =.5 in. c a,min =.5 in. ok - Table 8 s min =.5 in. s = 4 in. ok - Table 8 h min = h ef +.5 in. = 9 in. +.5 in. = 0.5 in. h = in. ok - Table 8 h ef,min h ef h ef,max / 4 in. 9 in. 0 in, ok - Table 9 Step. Calculate steel : Nsa = n Ase f D.5.. uta Eq. (D-) A9 B7 rods are considered ductile in accordance with ACI 8-05 D.. φ = 0.75 ϕ =ϕ n A se f uta = in 5,000 psi = 6,606 lb Eq. (D-) Or, using Table 7, ϕ = ,740 lb = 6,60 lb Table Table 7 Step. Determine concrete breakout : A Nc = ( h + s) (.5 h + c ) = ef ef a,min ( 7 in.+ 4 in. ) (.5 in.+.5 in. ) = 496 in N A Nc cbg = ψec, N ψed, N ψc, N ψcp, N ANco N b D.5.. Eq. (D-5) FIGURE 4 SAMPLE CALCULATION

24 ESR-6 Most Widely Accepted and Trusted Page 4 of 8 Calculation in accordance with ACI 8 Appendix D and this report ACI 8 Code Ref. Report Ref. A Nco =9 h ef =9 9 in =79 in Eq. (D-6) - Ψ ec,n =.0 no eccentricity with respect to tension-loaded anchors D c a,min.5 h ef c a,min =.5 <.5 9 in. =.5 in. ψ ed,n = c a,min.5 in. = h ef.5 9 in. = D.5..5 Eq. (D-) - Ψ c,n =.0 uncracked concrete assumed, (k c,uncr = 4) D.5..6 Table 8 Determine c ac : h in. = h ef 9 in. =. Section 4..9 Interpolate between. and.0 to get value of multiplier =.45. c ac =.45 h ef =.45 9 in. =. in. For c a,min < c ac ψ cp,n = max c D.5..7 a,min;.5 h ef max.5 in.;.5 9 in. = = 0.6 Eq. (D-) c ac. in. - N b = k c,uncr f c ' h ef.5 =4 4,000 psi 9 in..5 = 40,98 lb D.5.. Eq. (D-7) 496 in N cbg = 79 in ,98 lb =,880 lb D Eq. (D-5) ϕ N cbg =0.65,880 lb = 8,7 lb D.4.4(c) - Step 4. Determine bond : N ag = A Na A Nao ψ ed,na ψ g,na ψ ec,na ψ p,na N ao S cr,na =min 0 d,450 psi ; h ef,985 psi =0 0.5 in. =.7 in.,450 psi h ef =7 in..7 in. S cr,na =.7 in. c cr,na = s cr,na.7 in. = =5.85 in Table 8 Section 4..4 Eq. (D-6b) D.5..8 Eq. (D-6d) Table 9 Section 4. D.5..8 Eq. (D-6e) A Na = c cr,na +s c cr,na +c a,min = 5.85 in. +4 in in. +.5 in. =. in - D.5..7 A Na0 = s cr,na =.7 in. =6.9 in - D.5..7 Eq. (D-6c) FIGURE 4 SAMPLE CALCULATION (Continued)

25 ESR-6 Most Widely Accepted and Trusted Page 5 of 8 Calculation in accordance with ACI 8 Appendix D and this report For c a,min < c cr.na ACI 8 Code Ref. ψ ed,n = c a,min.5 in. = c cr,na 5.85 in. = τ k,max,uncr = k c,uncr π d h ef k c,uncr = π 0.5 in. 9 in. 4,000 psi=,899 psi - Report Ref. D.5.. Eq. (D-6m) D.5..0 Eq. (D-6i) Table 8 ψ g,nao = n- n- τ k,max,uncr.5.5,985 psi = - -,899 psi =.8 - D.5..0 Eq. (D-6h) Table 9 ψ g,na =ψ g,nao + s s cr,na ψ g,nao =.8+ 4 in..7 in =.075 Ψ ec,na =.0 no eccentricity - loading is concentric - ψ p,na = max c a,min; c cr,na max.5 in.;5.85 in. = = c ac. in. N a0 = π d h ef =,985 psi π 0.5 in. 9 in.= 8,06 lb - - D.5..0 Eq. (D-6g) D.5.. Eq. (D-6j) D.5..4 Eq. (D-6p) D.5..9 Eq. (D-6f) N ag = A Na ψ A ed,na ψ g,na ψ ec,na ψ p,na N a0 Na0. in N ag = ,06 lb = 6,9 lb 6.9 in - Eq. (D-6b) φ = Table 7 φ N ag =0.65 6,9 lb = 4,0 lb - - Step 5. Determine controlling : D Steel Strength in Tension φ = 6,60 lb Concrete Breakout Strength in Tension φ N cbg = 8,7 lb Bond Strength in Tension φ N ag = 4,0 lb Controls = φn n Step 6. Convert to ASD using factor provided in Section 4.: - Section 4. N allow,asd = ϕ N n α = 4,0 lb.48 =,784 lb - Eq. () FIGURE 4 SAMPLE CALCULATION (Continued)

26 ESR-6 Most Widely Accepted and Trusted Page 6 of 8 FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING

27 ESR-6 Most Widely Accepted and Trusted Page 7 of 8 T max FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING (Continued)

28 ESR-6 Most Widely Accepted and Trusted Page 8 of 8 FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING (Continued)