ESR-2322 Issued November 1, 2007 This report is subject to re-examination in one year.

Transcription

1 ESR-3 Issued November, 007 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. Business/Regional Office 5360 Workman Mill Road, Whittier, California 9060 (56) Regional Office 900 Montclair Road, Suite A, Birmingham, Alabama 353 (05) Regional Office 450 West Flossmoor Road, Country Club Hills, Illinois (708) DIVISION: 5 CONCRETE Section: 035 Concrete Anchoring REPORT HOLDER: HILTI, INC SOUTH ND EAST AVENUE TULSA, OKLAHOMA 7446 (800) HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HIT-RE 500-SD ADHESIVE ANCHORS IN CONCRETE.0 EVALUATION SCOPE. Compliance with the following codes: 006 International Building Code (006 IBC) 006 International Residential Code (006 IRC) 003 International Building Code (003 IBC) 003 International Residential Code (003 IRC) 000 International Building Code (000 IBC) 000 International Residential Code (000 IRC) 997 Uniform Building Code (UBC). Property evaluated: Structural.0 USES Hilti HIT-RE 500-SD Adhesive Anchors are used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal-weight concrete 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 cast-in-place anchors described in Sections 9 and 9 of the 006 IBC, Sections 9 and 93 of the 000 or 003 IBC, and Section 93 of the 997 UBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R30..3 of the 006 IRC, Section R30..3 of the 003 IRC, or Section R30.. of the 000 IRC. 3.0 DESCRIPTION 3. General: The Hilti HIT-RE 500-SD Adhesive Anchor System is comprised of the following components: Hilti HIT-RE 500-SD adhesive packaged in foil packs Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection Hilti HIT-RE 500-SD adhesive may be used with continuously threaded rod, Hilti HIS-N and HIS-RN internally-threaded inserts or deformed steel reinforcing bars. The primary components of the Hilti Adhesive Anchor System, including the Hilti HIT-RE 500-SD Adhesive, HIT-RE-M static mixing nozzle and steelanchoring elements are shown in Figure of this report. Installation information and parameters, as included with each adhesive unit package, are replicated as Figure 5 of this report. 3. Materials: 3.. Hilti HIT-RE 500-SD Adhesive: Hilti HIT-RE 500- SD Adhesive is an injectable two-component epoxy adhesive. The two components are separated 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- RE 500-SD is available in. oz. (330 ml), 6.9 oz. (500 ml), and 47.3 oz. (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, corresponds to an unopened foil pack stored in a dry, dark environment. 3.. Hole cleaning equipment: Hole cleaning equipment is must be in accordance with Figure 5 of this report Dispensers: Hilti HIT-RE 500-SD adhesive must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti Anchor elements: Threaded steel rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 7 and and Figure 5 of this report. Specifications for grades of threaded rod and associated nuts included in the scope of the report are provided in TABLE and TABLE 3. Carbon steel threaded rods must be furnished with a 5 μm thick zinc electroplated coating complying with ASTM B 633 SC or must be hot-dipped galvanized in accordance with ASTM A 53, Class C or D. Threaded steel 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 flat cut or cut on the bias (chisel point) Steel reinforcing bars: Steel reinforcing bars are deformed bars (rebar). Tables 7 and 3 and Figure 5 summarize reinforcing bar size ranges. See Table 6 for specifications of permitted reinforcing bar types and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust and other coatings that impair the bond with the adhesive. Reinforcing bars must not be bent after installation.

2 Page of 4 ESR HIS-N and HIS-RN inserts: Hilti HIS-N and HIS- RN inserts have a profile on the external surface and are internally threaded. Mechanical properties for HIS-N and HIS-RN inserts are provided in Table 4. The inserts are available in diameters and lengths as shown in Tables 5 and 9 and Figure 5. HIS-N Inserts are produced from carbon steel and furnished either with a 5 μm zinc electroplated coating complying with ASTM B 633 SC or a hot dipped galvanized coating complying with ASTM A 53 Class C or D. The stainless steel HIS-RN inserts are fabricated from X5CrNiMo7 K700 steel conforming to DIN 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 (ACI 38) 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 30 percent. Steel elements with a tested elongation less than 4 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values for various common steel materials are provided in Tables, 3 and 5 of this report. 4.0 DESIGN AND INSTALLATION 4. Strength Design: 4.. General: Design strengths must be determined in accordance with ACI (ACI 38) Appendix D and this report. A design example is given in Figure 4. Design parameters including strength reduction factors,φ, corresponding to each limit state and anchor steel are provided in Table 7 through Table. Strength reduction factors, φ, as described in ACI 38 D.4.4 must be used for load combinations calculated in accordance with Section 605. of the 000, 003 or 006 IBC or Section 6. of the UBC. s φ as described in ACI 38 D.4.5 must be used for load combinations calculated in accordance with Section 909. of the UBC. This section provides amendments to ACI 38 Appendix D as required for the strength design of adhesive anchors. In conformance with ACI 38, all equations are expressed in inch-pound units. Modify ACI 38 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. Add ACI 38 D.4.. as follows: D.4..4 For adhesive anchors installed overhead and subjected to tension resulting from sustained loading, Eq. (D-) shall also be satisfied taking φn n = 0.75φN a for single anchors and φn n = 0.75φN ag for groups of anchors, 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. Where shear loads act concurrently with the sustained tension load, interaction of tension and shear shall be analyzed in accordance with D Static Steel Strength in Tension: The nominal strength of an anchor in tension as governed by the steel, N sa, in accordance with ACI 38 D.5.. is given in the tables outlined in Table for the corresponding anchor steel Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, N cb or N cbg, must be calculated in accordance with ACI 38 D.5. with the following addition: D.5..9 The limiting concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.. to D.5..7 where the value of k c to be used in Eq. (D-7) shall be: k c,cr k c,uncr where analysis indicates cracking at service load levels in the anchor vicinity (cracked concrete) where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked concrete) Additional information for the determination of the nominal concrete breakout strength is given in the tables outlined in Table for the corresponding anchor steel Static Pullout Strength in Tension: In lieu of determining the nominal pullout strength in accordance with ACI 38 D.5.3, nominal bond strength in tension must be calculated in accordance with the following sections added to ACI 38: D The nominal bond strength of an adhesive anchor N a or group of adhesive anchors N ag in tension shall not exceed (a) For a single anchor N (b) N A = ψ N Na a p,na a0 ANa0 For a group of anchors A Na ag = ed,na ψ g,na ψ ec,na ψ p,na ANa0 a0 (D-4a) ψ N (D-4b) 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 from the centerlines 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 38 Figures RD.5..a and RD.5..b, the terms.5h ef and 3.0h 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

3 Page 3 of 4 ESR-3 accordance with Eq. (D-4c): Na0 ( ) cr,na A = s (D-4c) With s cr,na = as given by Eq. (D-4h) D The critical spacing and critical edge distance shall be calculated as follows: τ k,uncr scr,na = 0 d 3 h, 450 s ef (D-4h) cr,na c cr,na= (D-4i) D The basic strength of a single adhesive anchor in tension in cracked concrete shall not exceed N = τ π d h (D-4j) a0 k,cr ef D The modification factor for the influence of the failure surface of a group of adhesive anchors is 0.5 s ψ,, 0 (, 0 ) g Na = ψ g Na +. 0 ψ g Na (D-4k), scr Na Where.5 τ k, cr ( n ). 0 ψ g, Na0 = n (D-4l),max, τ k cr Where n = the number of tension-loaded adhesive anchors in a group. τ kc, cr k, max, cr = hef f ' c π d (D-4m) D.5.3. The modification factor for eccentrically loaded adhesive anchor groups is ψ = ec,na.0 e' N + s cr,na Eq. (D-4n) is valid for e' N s (D-4n) 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-4n). 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-4b). D.5.3. The modification factor for the edge effects for single adhesive anchors or anchor groups loaded in tension is: for c c a,min ψ ed, Na =.0 cr,na c a, min < c cr, or for Na c a,min ψ, ed Na = +.0 ccr, Na (D-4o) (D-4p) D 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 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-4a) and Eq. (D-4b) with τ k,uncr substituted for τ k,cr in the calculation of the basic strength in accordance with Eq. (D-4j). The factor ψ g,na0 shall be calculated in accordance with Eq. (D-4l) whereby the value of τ k,max,uncr shall be calculated in accordance with Eq. (D-4q) and substituted for τ k,max,cr in Eq. (D-4l). τ kc,uncr = h f' π d k,max,uncr ef c (D-4q) D 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 shall be taken as ψ = when ca,min cac (D-4r) p,na.0 max c a,min;c ψ p,na = c cr cr,na when c < c (D-4s) a,min Additional information for the determination of nominal bond strength in tension is given in Section Static Steel Strength in Shear: The nominal static strength of an anchor in tension as governed by the steel, V sa, in accordance with ACI 38 D.6.. is given in the tables outlined in Table for the corresponding anchor steel Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, V cb or V cbg, must be calculated in accordance with ACI 38 D.6. based on information given in the tables outlined in Table for the corresponding anchor steel Static Concrete Pryout Strength in Shear: In lieu of determining the nominal pryout strength in accordance with ACI 38 D.6.3., nominal pryout strength in shear must be calculated in accordance with the following sections added to ACI 38: D.6.3. The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed ac

4 Page 4 of 4 ESR-3 (a) for a single adhesive anchor Vcp = min kcp N a ;k cp Ncb (D-8a) (b) for a group of adhesive anchors Vcpg = min kcp N ag ;k cp Ncbg (D-8b) where k cp =.0 for h ef <.5 in. (64 mm) k cp =.0 for h ef.5 in. (64 mm) N a shall be calculated in accordance with Eq. (D-4a) N ag shall be calculated in accordance with Eq. (D-4b) N cb, N cbg are determined in accordance with D Bond strength determination: Bond strength values are a function of concrete condition (cracked, uncracked), drilling method (hammer drill, core drill) and installation conditions (dry, water-saturated, etc.). Bond strength values must be modified with the factor κ nn for cases where holes are drilled in water-saturated concrete (κ ws ), where the holes are water-filled at the time of anchor installation (κ wf ), or where the anchor installation is conducted underwater (κ uw ) as follows: concrete cracked uncracked concrete Hole drilling method hammer drilled hammer drilled core drilled permissible installation conditions dry concrete water-saturated dry concrete water-saturated water-filled hole bond strength Associated strength reduction factor τ k,cr φ d τ k,cr κws φ ws τ k,uncr φ d τ τ k,uncr κws φ ws k,uncr κwf φ wf underwater τ k,uncr κuw application φ uw dry concrete water-saturated τ k,uncr φ d τ k,uncr κws φ ws Figure 3 presents a selection flow chart. Where applicable, the modified bond strength values must be used in lieu of τ k,cr and τ k,uncr in Equations (D-4d), (D-4f), (D-4j), (D- 4m), and (D-4o). The resulting nominal bond strength must be multiplied by the associated strength reduction factor φ nn Minimum member thickness h min, anchor spacing s min and edge distance c min : In lieu of ACI 38 D.8.3, values of c min and s min described in this report must be observed for anchor design and installation. Likewise, in lieu of ACI 38 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 38: 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 shall be taken as 6d o and 5d o, respectively Critical edge distance c ac : In lieu of ACI 38 Section D.8.6, c ac must be determined as follows: = : 3( h ) ef for h h min for ( ) 34 h h + 5 c ef hef hef a,min where 8d : for all other h h min : c ac ac = 3d c =.5h ef +.63h > 8d : ( h ) ef c ac = +.33h 48d c =.5h ac 4.. Design strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Categories C, D, E or F under the IBC or IRC, or Seismic Zones B, 3 or 4 under the UBC, the anchor strength must be adjusted in accordance with 006 IBC Section For brittle steel elements, the anchor strength must be adjusted in accordance with 006 IBC Section D The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in the tables summarized in Table for the corresponding anchor steel. The nominal bond strength τ k,cr must be adjusted by α N,seis as given in the tables summarized in Table for the corresponding anchor steel. 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 D Allowable Stress Design: Design values for use with allowable stress design load combinations (working stress design) calculated in accordance with Section 6.3 of the UBC or Section of the 000, 003 or 006 IBC must be established as follows: Rd R = () α where allow,asd R d = φ R represents the limiting design strength k ef ef ef

5 Page 5 of 4 ESR-3 in tension ( φ N n ) or shear ( φ V n ) as calculated according to ACI 38 D.4.. and D.4.. and Section 4. of this report. Limits on edge distance, anchor spacing and member thickness described in this report must apply. The value of α must be taken as follows: Reference for strength reduction factors Including Seismic α Excluding Seismic ACI 38 Section D ACI 38 Section D Interaction: In lieu of ACI 38 D.7., D.7. and D.7.3, the interaction of tension and shear loads must be calculated as follows: For shear loads V 0. V allow,asd, the full allowable load in tension T may be taken. allow,asd For tension loads T 0. T allow,asd, the full allowable load in shear V may be taken. allow,asd For all other cases: T V +. () T V allow,asd allow,asd 4.3 Installation: Installation parameters are illustrated in Figure. Installation of the Hilti HIT-RE 500-SD Adhesive Anchor System must conform to the manufacturer s published installation instructions included in each unit package as described in Figure 5 of this report. 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Sections 704.4, of the 000, 003 or 006 IBC; or Section 70.5 of the UBC, whereby periodic special inspection is defined in Section of the UBC or Section 70. of the 000, 003 and 006 IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete 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 site. Subsequent installations of the same anchor type and size by the same construction personnel must be 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 must require 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. 4.5 Jobsite Quality Assurance: Where anchors are used for seismic or wind load resistance, jobsite quality assurance must conform to Sections 705 or 706 of the IBC. 5.0 CONDITIONS OF USE The Hilti HIT-RE 500-SD Adhesive Anchor System described in this report complies with the codes specifically listed in Section.0 of this report, subject to the following conditions: 5. Hilti HIT-RE 500-SD adhesive anchors 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 and uncracked normal-weight concrete having a specified compressive strength f c =,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 5.3 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 with carbide-tipped drill bits complying with ANSI B Loads applied to the anchors must be adjusted in accordance with Section 605. of the 000, 003 or 006 IBC or Sections 6.3 or 909. of the UBC for strength design and in accordance with Section 6.3 of the UBC and Section of the 000, 003 or 006 IBC for allowable stress design. 5.6 Hilti HIT-RE 500-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 Categories C, D, E or F under the IBC or IRC, or Seismic Zones B, 3, or 4 under the UBC, anchor strength must be adjusted in accordance with 006 IBC Section Hilti HIT-RE 500-SD adhesive anchors are permitted to be installed in concrete that is cracked or may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values are established in accordance with Section 4. of this report. 5.0 Allowable design values are 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 described in this report. 5. Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the building 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. 5.3 Where not otherwise prohibited in the code, Hilti HIT- RE 500-SD adhesive anchors are permitted for use with fire-resistance rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind only. Anchors that support fire-resistance rated construction or gravity load bearing structural elements are within a fire resistance-rated envelope or a fire resistance-rated membrane, are protected by approved fire-resistance rated materials, or have been evaluated for resistance

6 Page 6 of 4 ESR-3 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 anchors is limited to dry, interior locations. 5.6 Special inspection and jobsite quality assurance must be provided in accordance with Sections 4.4 and 4.5, respectively. 5.7 Hilti HIT-RE 500-SD adhesive are manufactured by Hilti GmbH, Kaufering, Germany with quality control inspections by Underwriters Laboratories, Inc. (AA- 637). 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-637). 6.0 EVIDENCE SUBMITTED 6. Data in accordance with the ICC-ES Acceptance Criteria for Post-Installed Adhesive Anchors in Concrete (AC308), dated October IDENTIFICATION 7. Hilti HIT-RE 500-SD adhesive is identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, anchor name, evaluation report number (ICC-ES ESR-3), and the name of the quality control agency, Underwriters Laboratories Inc. 7. HIS-N and HIS-RN inserts are identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, anchor name, evaluation report number (ICC-ES ESR-3), and the name of the quality control agency, Underwriters Laboratories Inc. 7.3 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications. This report is subject to re-examination in one year.

7 Page 7 of 4 ESR-3 ALL-THREAD OR REBAR c T max c s BOLT OR STUD T max HILTI HIS/HIS-R INTERNALLY THREADED INSERT d h s h ef h d h ef h d bit d bit THREADED ROD/REINFORCING BAR HIS AND HIS-R INSERTS FIGURE INSTALLATION PARAMETERS TABLE DESIGN TABLE INDEX Hilti HIS internally Threaded rod Deformed reinforcement Design strength threaded insert fractional metric fractional metric Fractional metric Canadian Steel N sa, V sa TABLE Table Table 5 Table 9 Table 3 Table 7 Table 3 Concrete Bond N pn, N sb, N sbg, N cb, N cbg, V cb, V cbg, V cp, V cpg N a, N ag hammer-drilled holes diamond cored holes Table 8 Table Table 6 Table 0 Table 4 Table 8 Table 3 Table 9 Table 3 Table 7 Table Table 5 Table 9 Table 33 Table 0 Table 4 Table 8 Table Table 6 Table 30 Table 34 Ref. ACI D.4.. See Section 4. of this evaluation report

8 Page 8 of 4 ESR-3 THREADED ROD SPECIFICATION TABLE SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS Minimum specified ultimate strength, f uta Minimum specified yield strength 0. percent offset, f ya ASTM A 93 Grade B7 psi 5,000 05,000 -/ in. ( 64 mm) (MPa) (86) (74) f uta /f ya Elongation, min. percent 5 Reduction of Area, min. percent Specification for nuts ASTM A 563 Grade DH ASTM F 568M 3 Class 5.8 MPa DIN 934 (8-AK) M5 (/4 in.) to M4 ( in.) (equivalent to ISO 898-) (psi) (7,500) (58,000) ASTM A 563 Grade DH 7 ISO Class 8.8 MPa (psi) (6,000) (9,800).5 5 DIN 934 (8-AK) Hilti HIT-RE 500-SD must be used with continuously threaded carbon steel rod (all-thread) have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.3M 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 3 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 for A 93, 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 3 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION Minimum specified ultimate strength, f uta Minimum specified yield strength 0. percent offset, f ya f uta /f ya Elongation, min. percent Reduction of Area, min. percent Specification for nuts 4 ASTM F 593 CW (36) /4 to 5/8 in. psi 00,000 65,000 (MPa) (689) (448) ASTM F 594 Alloy group, or 3 ASTM F 593 CW (36) 3/4 to -/ in. psi 85,000 45,000 (MPa) (586) (30), ASTM F 594 Alloy group,, or 3 ISO A4-70 M8 M4 ISO A4-50 M7 M30 MPa (psi) (0,500) (65,50) MPa (psi) (7,500) (30,450) ISO ISO 403 Hilti HIT-RE 500-SD must be used with continuously threaded stainless steel rod (all-thread) that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.3M 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 3 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.

9 Page 9 of 4 ESR-3 TABLE 4 SPECIFICATIONS AND PHYSICAL PROPERTIES OF U.S. CUSTOMARY UNIT AND METRIC HIS-N AND HIS-RN INSERTS HILTI HIS-N AND HIS-RN INSERTS Carbon Steel DIN EN SMnPb30+c or DIN 56 9SMnPb8K 3/8 and M8 to M0 Carbon Steel DIN EN SMnPb30+c or DIN 56 9SMnPb8K / to 3/4 and M to M0 Stainless Steel EN X5CrNiMo 7-- Minimum specified ultimate strength, f uta Minimum specified yield strength, f ya MPa (psi) (7,050) (59,450) MPa (psi) (66,700) (54,375) MPa (psi) (0,500) (50,750) TABLE 5 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON BOLTS, CAP SCREWS AND STUDS FOR USE WITH HIS-N AND HIS-RN INSERTS, BOLT, CAP SCREW OR STUD SPECIFICATION Minimum specified ultimate strength f uta Minimum specified yield strength 0. percent offset f ya f uta/f ya Elongation, min. Reduction of Area, min. Specification for nuts 6 SAE J49 3 Grade 5 psi 0,000 9,000 (MPa) (88) (634) SAE J995 ASTM A 35 4 / to -in. psi 0,000 9,000 (MPa) (88) (634) A 563 C, C3, D, DH, DH3 Heavy Hex ASTM F A93 5 Grade B8M psi 0,000 95,000 (AISI 36) for use with HIS- RN (MPa) (759) (655) ASTM F A93 5 Grade B8M psi 5,000 00,000 (AISI 36) for use with HIS- RN (MPa) (86) (690) ASTM F Alloy Group, or 3 ASTM F Alloy Group, or 3 Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts. Only stainless steel bolts, cap screws or studs must be used with HIS-R inserts. 3 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 stress equal to or greater than the specified minimum full-size tensile strength of the specified stud. 7 Nuts for stainless steel studs must be of the same alloy group as the specified bolt, cap screw, or stud.

10 Page 0 of 4 ESR-3 TABLE 6 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS REINFORCING BAR SPECIFICATION ASTM A 65 Gr. 60 ASTM A 65 Gr. 40 DIN 488 BSt 500 CAN/CSA-G Gr. 400 Minimum specified ultimate strength, f uta Minimum specified yield strength, f ya psi 90,000 60,000 (MPa) (60) (44) psi 60,000 40,000 (MPa) (44) (76) MPa (psi) (79,750) (7,500) MPa (psi) (78,300) (58,000) Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement Reinforcing steel; reinforcing steel bars; dimensions and masses 3 Billet-Steel Bars for Concrete Reinforcement

11 Page of 4 ESR-3 TABLE 7 STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD Rod O.D. Rod effective cross-sectional area ISO 898- Class 5.8 Nominal strength as governed by steel strength Reduction for seismic shear d A se N sa V sa Nominal rod diameter (in.) 3/8 / 5/8 3/4 7/8 -/4 in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (3.8) in (mm ) (50) (9) (46) (6) (98) (39) (65) lb 5,60 0,90 6,385 4,50 33,470 43,90 70,60 (kn) (5.0) (45.8) (7.9) (07.9) (48.9) (95.3) (3.5) lb,80 6,75 9,830 4,550 0,085 6,345 4,55 (kn) (.5) (7.5) (43.7) (64.7) (89.3) (7.) (87.5) α V,seis φ for tension φ φ for shear φ ASTM A 93 B7 Nominal strength as governed by steel strength Reduction for seismic shear N sa V sa lb 9,685 7,735 8,50 4,80 57,70 75,70,35 (kn) (43.) (78.9) (5.7) (86.0) (56.7) (336.8) (538.8) lb 4,845 0,640 6,950 5,085 34,65 45,45 7,680 (kn) (.5) (47.3) (75.4) (.6) (54.0) (0.) (33.3) α V,seis φ for tension φ φ for shear φ ASTM F593, CW Stainless Nominal strength as governed by steel strength Reduction for seismic shear N sa V sa lb 7,750 4,90,600 8,430 39,45 5,485 8,370 (kn) (34.5) (63.) (00.5) (6.5) (74.6) (9.0) (366.4) lb 3,875 8,55 3,560 7,060 3,545 30,890 49,45 (kn) (7.) (.37.9) (60.3) (75.9) (04.7) (37.4) (9.8) α V,seis 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 are based on specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI , as set forth in ACI D.4.4.

12 Page of 4 ESR-3 Table 8 - CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT Effectiveness factor for cracked concrete Nominal rod diameter (in.) 3/8 / 5/8 3/4 7/8 -/4 k c,cr in-lb 7 (SI) (7.) Effectiveness factor for uncracked concrete k c,uncr in-lb 4 (SI) (0) Min. anchor spacing Min. edge distance Minimum member thickness s min c min h min in. -7/8 -/ 3-/8 3-3/4 4-3/8 5 6-/4 (mm) (48) (64) (79) (95) () (7) (59) in. -7/8 -/ 3-/8 3-3/4 4-3/8 5 6-/4 (mm) (48) (64) (79) (95) () (7) (59) in. h ef + -/4 (mm) (h ef + 30) 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors under Condition B without supplementary reinforcement as defined in ACI 38 Section D.4.4.

13 Page 3 of 4 ESR-3 Table 9 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Temperature range A 3 Temperature range B 3 Nominal rod diameter (in.) 3/8 / 5/8 3/4 7/8 -/4 τ k,cr psi,090,075,045, (N/mm ) (7.5) (7.4) (7.) (6.9) (6.3) (5.9) (5.0) cracked concrete h ef,min in (mm) (6) (7) (80) (87) (94) (0) (7) uncracked concrete cracked concrete uncracked concrete τ k,uncr psi,85,35,40,065,000,945,860 (N/mm ) (5.7) (5.4) (4.8) (4.3) (3.8) (3.4) (.8) h ef,min in (mm) (6) (7) (80) (87) (94) (0) (7) τ k,cr psi (N/mm ) (3.) (3.0) (.6) (.4) (.) (.0) (.8) h ef,min in (mm) (44) (56) (66) (76) (89) (0) (7) τ k,uncr psi (N/mm ) (5.4) (5.3) (5.) (4.9) (4.8) (4.6) (4.4) h ef,min in (mm) (44) (56) (66) (76) (89) (0) (7) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Bond strength values are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

14 Page 4 of 4 ESR-3 Table 0 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED ROD IN HOLES DRILLED WITH A CORE DRILL,4 Temperature range A 3 uncracked concrete Nominal rod diameter (in.) 3/8 / 5/8 3/4 7/8 -/4 τ k,uncr psi,740,705,555,440,355,80,70 (N/mm ) (.0) (.7) (0.7) (9.9) (9.4) (8.8) (8.) h ef,min in (mm) (6) (7) (80) (87) (94) (0) (7) Temperature range B 3 uncracked concrete τ k,uncr psi (N/mm ) (4.) (4.) (3.7) (3.4) (3.) (3.) (.8) h ef,min in (mm) (40) (5) (64) (76) (89) (0) (7) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the 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 the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only.

15 Page 5 of 4 ESR-3 Rod Outside Diameter Rod effective cross-sectional area ISO 898- Class 5.8 Nominal strength as governed by steel strength Reduction for seismic shear Table STEEL DESIGN INFORMATION FOR METRIC THREADED ROD d A se N sa V sa Nominal rod diameter (mm) mm (in.) (0.3) (0.39) (0.47) (0.63) (0.79) (0.94) (.06) (.8) mm (in. ) (0.057) (0.090) (0.3) (0.43) (0.380) (0.547) (0.7) (0.870) kn (lb) (4,4) (6,59) (9,476) (7,647) (7,539) (39,679) (5,594) (63,059) kn (lb) (,057) (3,60) (5,685) (0,588) (6,53) (3,807) (30,956) (37,835) α V,seis φ for tension φ φ for shear φ ISO 898- Class 8.8 Nominal strength as governed by steel strength Reduction for seismic shear N sa V sa kn (lb) (6,58) (0,43) (5,6) (8,36) (44,063) (63,486) (8,550) (00,894) kn (lb) (3,9) (5,6) (9,097) (6,94) (6,438) (38,09) (49,530) (60,537) α V,seis φ for tension φ φ for shear φ ISO Class A4 Stainless 3 Nominal strength as governed by steel strength Reduction for seismic shear N sa V sa kn (lb) (5,760) (9,7) (3,66) (4,706) (38,555) (55,550) (5,594) (63,059) kn (lb) (,880) (4,564) (7,960) (4,84) (3,33) (33,330) (30,956) (37,835) α V,seis 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 are based on specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI , as set forth in ACI D A4-70 Stainless (M8- M4); A4-50 Stainless (M7- M30)

16 Page 6 of 4 ESR-3 Table - CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT Effectiveness factor for cracked concrete Nominal rod diameter (mm) k c,cr SI 7. (in-lb) (7) Effectiveness factor for uncracked concrete k c,uncr SI 0 (in-lb) (4) Min. anchor spacing Min. edge distance Minimum member thickness s min c min h min mm (in.) (.6) (.0) (.4) (3.) (3.9) (4.7) (5.3) (5.9) mm (in.) (.6) (.0) (.4) (3.) (3.9) (4.7) (5.3) (5.9) mm h ef + 30 (in.) (h ef + -/4) h ef + d 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

17 Page 7 of 4 ESR-3 Table 3 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Temperature range A 3 Temperature range B 3 Nominal rod diameter (mm) τ k,cr N/mm (psi) (,09) (,09) (,09) (,044) (97) (877) (83) (768) cracked concrete h ef,min mm (in.) (.3) (.49) (.73) (3.5) (3.5) (3.86) (4.5) (4.7) uncracked concrete cracked concrete uncracked concrete τ k,uncr N/mm (psi) (,64) (,64) (,64) (,4) (,039) (,974) (,97) (,880) h ef,min mm (in.) (.3) (.49) (.73) (3.5) (3.5) (3.86) (4.5) (4.7) τ k,cr N/mm (psi) (444) (444) (444) (379) (336) (303) (87) (68) h ef,min mm (in.) (.57) (.80) (.0) (.6) (3.5) (3.78) (4.5) (4.7) τ k,uncr N/mm (psi) (78) (78) (78) (739) (704) (68) (665) (649) h ef,min mm (in.) (.57) (.80) (.0) (.6) (3.5) (3.78) (4.5) (4.7) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

18 Page 8 of 4 ESR-3 Table 4 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD IN HOLES DRILLED WITH A CORE DRILL,4 Temperature range A 3 Temperature range B 3 uncracked concrete uncracked concrete Nominal rod diameter (mm) τ k,uncr N/mm (psi) (,740) (,740) (,740) (,553) (,43) (,30) (,54) (,97) h ef,min mm (in.) (.9) (.49) (.73) (3.5) (3.5) (3.86) (4.5) (4.7) τ k,uncr N/mm (psi) (60) (60) (60) (536) (488) (45) (433) (43) h ef,min mm (in.) (.57) (.6) (.89) (.5) (3.5) (3.78) (4.5) (4.7) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For short-term loads including wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only.

19 Page 9 of 4 ESR-3 Table 5 STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS HIS insert O.D. HIS insert length Bolt effective cross-sectional area HIS insert effective crosssectional area d l A se Nominal bolt/cap screw diameter (in.) 3/8 / 5/8 3/4 in (mm) (6.5) (0.5) (5.4) (7.6) in mm) (0) (5) (70) (05) (mm) (mm ) (50) (9) (46) (6) A insert in (mm ) (5) (57) (60) (65) ASTM A 93 B7 Nominal strength as governed by steel strength A 93 B7 bolt/cap screw Nominal strength as governed by steel strength HIS-N insert Reduction for seismic shear N sa V sa N sa lb 9,95 7,00 7,0 40,0 (kn) (4.3) (75.7) (0.6) (78.5) lb 5,575 0,0 6,65 4,075 (kn) (4,8) (45.4) (7.3) (07.) lb,650 6,95 6,95 7,360 (kn) (56.3) (7.0) (9.8) (.7) α V,seis φ for tension φ φ for shear φ ASTM F A93 Grade B8M SS Nominal strength as governed by steel strength ASTM F A93 Grade B8M SS bolt/cap screw Nominal strength as governed by steel strength HIS-RN insert Reduction for seismic shear N sa V sa N sa lb 7,750 4,90,600 8,430 (kn) (34.5) (63.) (00.5) (6.5) lb 4,650 8,55 3,560 7,060 (kn) (0.7) (37.9) (60.3) (75.9) lb 8,070 4,645 40,975 4,640 (kn) (80.4) (09.6) (8.3) (85.) α V,seis 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 specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI , as set forth in ACI D.4.4. Values correspond to a ductile steel element.

20 Page 0 of 4 ESR-3 Table 6 - CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS Effective embedment depth h ef Nominal bolt/cap screw diameter (in.) 3/8 / 5/8 3/4 in. 4-3/ /4 8-/8 (mm) (0) (5) (70) (05) Effectiveness factor for cracked concrete Effectiveness factor for uncracked concrete k c,cr in-lb 7 (SI) (7.) k c,uncr in-lb 4 (SI) (0) Min. anchor spacing Min. edge distance Minimum member thickness s min c min h min in. 3-/ / (mm) (83) (0) (7) (40) in. 3-/ / (mm) (83) (0) (7) (40) in (mm) (50) (70) (30) (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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

21 Page of 4 ESR-3 Table 7 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Effective embedment depth HIS insert O.D. Temperature range A 3 Temperature range B 3 strength in cracked concrete strength in uncracked concrete strength in cracked h ef d Nominal bolt/cap screw diameter (in.) 3/8 / 5/8 3/4 in. 4-3/ /4 8-/8 (mm) (0) (5) (70) (05) in (mm) (6.5) (0.5) (5.4) (7.6) τ k,cr psi (N/mm ) (7.) (6.6) (5.8) (5.6) τ k,uncr psi (N/mm ) (4.6) (4.0) (3.4) (3.) psi τ k,cr concrete (N/mm ) (.6) (.3) (.0) (.9) psi strength in uncracked τ k,uncr concrete (N/mm ) (5.) (4.8) (4.6) (4.5) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

22 Page of 4 ESR-3 Table 8 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A CORE DRILL,4 Effective embedment depth HIS insert O.D. h ef d Nominal bolt/cap screw diameter (in.) 3/8 / 5/8 3/4 in. 4-3/ /4 8-/8 (mm) (0) (5) (70) (05) in (mm) (6.5) (0.5) (5.4) (7.6) Temperature range A 3 strength in uncracked concrete psi,535,405,80,35 τ k,uncr (N/mm ) (0.6) (9.7) (8.8) (8.5) Temperature range B 3 psi strength in uncracked τ k,uncr concrete (N/mm ) (3.7) (3.3) (3.) (.9) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only.

23 Page 3 of 4 ESR-3 Table 9 STEEL DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS HIS insert O.D. HIS insert length Bolt effective cross-sectional area HIS insert effective crosssectional area d l A se Nominal bolt/cap screw diameter (mm) mm (in.) (0.49) (0.65) (0.8) (.00) (.09) mm (in.) (3.54) (4.33) (4.9) (6.69) (8.07) mm (in. ) (0.057) (0.090) (0.3) (0.43) (0.380) A insert mm (in. ) (0.080) (0.67) (0.6) (0.397) (0.368) ISO 898- Class 8.8 Nominal strength as governed by steel strength ISO 898- Class 8.8 bolt/cap screw Nominal strength as governed by steel strength HIS-N insert Reduction for seismic shear N sa V sa N sa kn (lb) (6,58) (0,43) (5,6) (8,36) (44,063) kn (lb) (3,949) (6,59) (9,097) (6,94) (6,438) kn (lb) (5,669) (,894) (7,488) (6,483) (4,573) α V,seis φ for tension φ φ for shear φ ISO Class A4-70 Stainless Nominal strength as governed by steel strength ISO Class A4-70 Stainless bolt/cap screw Nominal strength as governed by steel strength HIS-RN insert Reduction for seismic shear N sa V sa N sa kn (lb) (5,760) (9,7) (3,66) (4,706) (38,555) kn (lb) (3,456) (5,476) (7,960) (4,84) (3,33) kn (lb) (8,099) (6,99) (6,6) (40,300) (37,394) α V,seis 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 specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI as set forth in ACI D.4.4. Values correspond to a ductile steel element.

24 Page 4 of 4 ESR-3 Table 0 - CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS Nominal bolt/cap screw diameter (in.) Effective embedment depth h ef mm (in.) (3.5) (4.3) (4.9) (6.7) (8.) Effectiveness factor for cracked concrete Effectiveness factor for uncracked concrete k c,cr SI 7. (in-lb) (7) k c,uncr SI 0 (in-lb) (4) Min. anchor spacing Min. edge distance Minimum member thickness s min c min h min mm (in.) (.5) (3.5) (4.0) (5.0) (5.5) mm (in.) (.5) (3.5) (4.0) (5.0) (5.5) 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

25 Page 5 of 4 ESR-3 Table BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Effective embedment depth HIS insert O.D. Temperature range A 3 Temperature range B 3 strength in cracked concrete strength in uncracked concrete strength in cracked h ef d Nominal bolt/cap screw diameter (in.) mm (in.) (3.5) (4.3) (4.9) (6.7) (8.) mm (in.) (0.49) (0.65) (0.8) (.00) (.09) τ k,cr N/mm (psi) (,080) (,040) (957) (845) (806) τ k,uncr N/mm (psi) (,45) (,4) (,030) (,946) (,908) N/mm τ k,cr concrete (psi) (433) (374) (330) (9) (78) N/mm strength in uncracked τ k,uncr concrete (psi) (775) (733) (70) (67) (659) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

26 Page 6 of 4 ESR-3 Table BOND STRENGTH DESIGN INFORMATION FOR METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A CORE DRILL,4 Effective embedment depth HIS insert O.D. h ef d Nominal bolt/cap screw diameter (in.) mm (in.) (3.5) (4.3) (4.9) (6.7) (8.) mm (in.) (0.49) (0.65) (0.8) (.00) (.09) Temperature range A 3 strength in uncracked concrete N/mm τ k,cr (psi) (,7) (,534) (,403) (,8) (,35) Temperature range B 3 N/mm strength in uncracked τ k,cr concrete (psi) (59) (530) (484) (44) (46) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

27 Page 7 of 4 ESR-3 Table 3 STEEL DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS Nominal bar diameter Bar effective cross-sectional area ASTM A 65 Gr. 40 Nominal strength as governed by steel strength Reduction for seismic shear d A se N sa V sa Bar size #3 #4 #5 #6 #7 #8 #9 #0 in. 3/8 / 5/8 3/4 7/8 -/8 -/4 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (8.6) (3.8) in (mm ) (7) (9) (00) (84) (387) (50) (645) (89) lb 6,600,000 8,600 6,400 36,000 47,400 60,000 76,00 (kn) (9.4) (53.4) (8.7) (7.4) (60.) (0.9) (66.9) (339.0) lb 3,960 7,00,60 5,840,600 8,440 36,000 45,70 (kn) (7.6) (3.0) (49.6) (70.5) (96.) (6.5) (60.) (03.4) α V,seis φ for tension φ φ for shear φ ASTM A 65 Gr. 60 Nominal strength as governed by steel strength Reduction for seismic shear N sa V sa lb 9,900 8,000 7,900 39,600 54,000 7,00 90,000 4,300 (kn) (44.0) (80.) (4.) (76.) (40.) (36.3) (400.4) (508.5) lb 5,940 0,800 6,740 3,760 3,400 4,660 54,000 68,580 (kn) (6.4) (48.0) (74.5) (05.7) (44.) (89.8) (40.) (305.) α V,seis 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 specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI , as set forth in ACI D.4.4.

28 Page 8 of 4 ESR-3 Table 4 - CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT Effectiveness factor for cracked concrete Bar size #3 #4 #5 #6 #7 #8 #9 #0 k c,cr in-lb 7 (SI) (7.) Effectiveness factor for uncracked concrete k c,uncr in-lb 4 (SI) (0) Min. bar spacing Min. edge distance s min c min in. -7/8 -/ 3-/8 3-3/4 4-3/ /8 6-/4 (mm) (48) (64) (79) (95) () (7) (43) (59) in. -7/8 -/ 3-/8 3-3/4 4-3/ /8 6-/4 (mm) (48) (64) (79) (95) () (7) (43) (59) Minimum member thickness h min in. h ef + -/4 (mm) (h ef + 30) h ef + d 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

29 Page 9 of 4 ESR-3 Table 5 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Temperature range A 3 Temperature range B 3 Bar size #3 #4 #5 #6 #7 #8 #9 #0 τ k,cr psi,090,075,045, (N/mm ) (7.5) (7.4) (7.) (6.9) (6.3) (5.9) (5.5) (5.0) cracked concrete h ef,min in (mm) (6) (7) (80) (87) (94) (0) (4) (7) uncracked concrete cracked concrete uncracked concrete τ k,uncr psi,65,35,45,065,000,945,900,860 (N/mm ) (5.6) (5.4) (4.8) (4.3) (3.8) (3.4) (3.) (.8) h ef,min in (mm) (6) (7) (80) (87) (94) (0) (4) (7) τ k,cr psi (N/mm ) (3.) (3.0) (.6) (.4) (.) (.0) (.9) (.8) h ef,min in (mm) (44) (56) (66) (76) (89) (0) (4) (7) τ k,uncr psi (N/mm ) (5.4) (5.3) (5.) (4.9) (4.8) (4.6) (4.5) (4.4) h ef,min in (mm) (44) (56) (66) (76) (89) (0) (4) (7) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

30 Page 30 of 4 ESR-3 Table 6 BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL,4 Bar size #3 #4 #5 #6 #7 #8 #9 #0 Temperature range A 3 Temperature range B 3 uncracked concrete uncracked concrete τ k,uncr psi,740,705,555,440,355,80,5,70 (N/mm ) (.0) (.7) (0.7) (9.9) (9.4) (8.8) (8.4) (8.) h ef,min in (mm) (6) (7) (80) (87) (94) (0) (4) (7) τ k,uncr psi (N/mm ) (4.) (4.) (3.7) (3.4) (3.) (3.) (.9) (.8) h ef,min in (mm) (40) (5) (64) (76) (89) (0) (4) (7) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only.

31 Page 3 of 4 ESR-3 Table 7 STEEL DESIGN INFORMATION FOR EU METRIC REINFORCING BARS Bar size Nominal bar diameter Bar effective cross-sectional area DIN 488 BSt 550/500 Nominal strength as governed by steel strength Reduction for seismic shear d A se N sa V sa mm (in.) (0.35) (0.394) (0.47) (0.55) (0.630) (0.787) (0.984) (.0) (.60) mm (in. ) (0.078) (0.) (0.75) (0.39) (0.3) (0.487) (0.76) (0.954) (.47) kn (lb) (6,5) (9,7) (3,984) (9,034) (4,860) (38,844) (60,694) (76,35) (99,44) kn (lb) (3,79) (5,87) (8,390) (,40) (4,96) (3,307) (36,46) (45,68) (59,665) α V,seis 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 specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Other material specifications are admissible. Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI , as set forth in ACI D.4.4.

32 Page 3 of 4 ESR-3 Table 8 - CONCRETE BREAKOUT DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT Effectiveness factor for cracked concrete Bar size k c,cr SI 7. (in-lb) (7) Effectiveness factor for uncracked concrete k c,uncr SI 0 (in-lb) (4) Min. bar spacing Min. edge distance Minimum member thickness s min c min h min mm (in.) (.6) () (.4) (.8) (3.) (3.9) (4.9) (5.5) (6.3) mm (in.) (.6) () (.4) (.8) (3.) (3.9) (4.9) (5.5) (6.3) mm h ef + 30 (in.) (h ef + -/4) h ef + d 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

33 Page 33 of 4 ESR-3 Table 9 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Bar size Temperature range A 3 Temperature range B τ k,cr N/mm (psi) (,09) (,09) (,09) (,068) (,044) (97) (86) (806) (73) cracked concrete h ef,min mm (in.) (.3) (.49) (.73) (.95) (3.5) (3.5) (3.94) (4.4) (5.04) uncracked concrete cracked concrete uncracked concrete τ k,uncr N/mm (psi) (,64) (,64) (,64) (,98) (,4) (,039) (,955) (,908) (,86) h ef,min mm (in.) (.3) (.49) (.73) (.95) (3.5) (3.5) (3.94) (4.4) (5.04) τ k,cr N/mm (psi) (444) (444) (444) (40) (379) (336) (98) (78) (60) h ef,min mm (in.) (.57) (.80) (.0) (.37) (.6) (3.5) (3.94) (4.4) (5.04) τ k,uncr N/mm (psi) (78) (78) (78) (759) (739) (704) (675) (659) (643) h ef,min mm (in.) (.57) (.80) (.0) (.37) (.6) (3.5) (3.94) (4.4) (5.04) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

34 Page 34 of 4 ESR-3 Table 30 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL,4 Bar size Temperature range A 3 Temperature range B 3 uncracked concrete uncracked concrete τ k,uncr N/mm (psi) (,740) (,740) (,740) (,637) (,553) (,43) (,9) (,35) (,69) h ef,min mm (in.) (.9) (.49) (.73) (.95) (3.5) (3.5) (3.94) (4.4) (5.04) τ k,uncr N/mm (psi) (60) (60) (60) (565) (536) (488) (446) (46) (404) h ef,min mm (in.) (.57) (.6) (.89) (.0) (.5) (3.5) (3.94) (4.4) (5.04) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only.

35 Page 35 of 4 ESR-3 Table 3 STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS Bar size 0 M 5 M 0 M 5 M 30 M Nominal bar diameter Bar effective cross-sectional area CSA G30 Nominal strength as governed by steel strength Reduction for seismic shear d A se N sa V sa mm (in.) (0.445) (0.630) (0.768) (0.99) (.77) mm (in. ) (0.55) (0.3) (0.463) (0.773) (.088) kn (lb) (,75) (4,408) (36,55) (60,548) (85,39) kn (lb) (7,305) (4,645) (,753) (36,39) (5,44) α V,seis 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 specified strengths and calculated in accordance with ACI Eq. (D-3) and Eq. (D-0). Other material specifications are admissible. Use nuts and washers appropriate for the rod strength. For use with the load combinations of ACI , as set forth in ACI D.4.4.

36 Page 36 of 4 ESR-3 Table 3 - CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT Effectiveness factor for cracked concrete Bar size 0 M 5 M 0 M 5 M 30 M SI 7. k c,cr (in-lb) (7) Effectiveness factor for uncracked concrete k c,uncr SI 0 (in-lb) (4) Min. bar spacing Min. edge distance Minimum member thickness s min c min h min mm (in.) (.) (3.) (3.8) (5.0) (5.9) mm (in.) (.) (3.) (3.8) (5.0) (5.9) mm h ef + 30 (in.) (h ef + -/4) h ef + d 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 Additional setting information is described in Figure 5, installation instructions. Values provided for post-installed anchors installed under Condition B without supplementary reinforcement.

37 Page 37 of 4 ESR-3 Table 33 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT,4 Temperature range A 3 Temperature range B 3 Bar size 0 M 5 M 0 M 5 M 30 M τ k,cr N/mm (psi) (,09) (,044) (99) (85) (777) cracked concrete h ef,min mm (in.) (.65) (3.5) (3.48) (3.97) (4.7) uncracked concrete cracked concrete uncracked concrete τ k,uncr N/mm (psi) (,64) (,4) (,058) (,955) (,880) h ef,min mm (in.) (.65) (3.5) (3.48) (3.97) (4.7) τ k,cr N/mm (psi) (444) (379) (34) (94) (7) h ef,min mm (in.) (.00) (.6) (3.07) (3.97) (4.7) τ k,uncr N/mm (psi) (78) (739) (70) (675) (649) h ef,min mm (in.) (.00) (.6) (3.07) (3.97) (4.7) Dry concrete φ d Permissible installation conditions Water-saturated concrete Water-filled hole Underwater application φ ws κ ws φ wf κ wf φ uw κ uw 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values must be multiplied by α N,seis = 0.65.

38 Page 38 of 4 ESR-3 Table 34 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL,4 Bar size 0 M 5 M 0 M 5 M 30 M Temperature range A 3 Temperature range B 3 uncracked concrete uncracked concrete τ k,uncr N/mm (psi) (,740) (,553) (,43) (,9) (,97) h ef,min mm (in.) (.65) (3.5) (3.48) (3.97) (4.7) τ k,uncr N/mm (psi) (60) (536) (494) (446) (43) h ef,min mm (in.) (.78) (.5) (3.07) (3.97) (4.7) Permissible installation conditions Dry concrete φ d Water-saturated concrete φ ws κ 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 concrete compressive strength in the range,500 psi f c 4,500 psi. For the range 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For the range 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only such as wind and seismic, bond strengths may be increased 40 percent. 3 Temperature range A: Maximum short term temperature = 0 F (43 C), Maximum long term temperature = 80 F (6 C). Temperature range B: Maximum short term temperature = 6 F (7 C), Maximum long term temperature = 0 F (43 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. 4 Bond strength values applicable to Seismic Design Categories A and B only. Figure -- HILTI HIT-RE 500-SD ANCHORING SYSTEM & STEEL ELEMENTS.

39 Page 39 of 4 ESR-3 FIGURE 3 FLOW CHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH