(800) (562) A Subsidiary of the International Code Council

Transcription

1 ICCES Evaluation Report ESR303 Issued pril, 00 This report is subject to reexamination in one year. (800) (56) Subsidiary of the International Code Council DIVISION: 03 CONCRETE Section: 035 Concrete nchoring REPORT HOLDER: HILTI, INC SOUTH ND EST VENUE TULS, OKLHOM 7446 (800) EVLUTION SUBJECT: HILTI HITHY 50 MXSD DHESIVE NCHORING SYSTEM FOR CRCKED ND UNCRCKED CONCRETE.0 EVLUTION 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) 003 International Building Code (003 IBC) 003 International Residential Code (003 IRC) 000 International Building Code (000 IBC) 000 International Residential Code (000 IRC) Property evaluated: Structural.0 USES The Hilti HITHY 50 MXSD dhesive nchoring System is used to resist static, wind, or earthquake (Seismic Design Categories through F) tension and shear loads in cracked or uncracked normalweight having a specified compressive strength, f c, of,500 psi to 8,500 psi (7. MPa to 58.6 MPa). The anchor system is an alternative to anchors described in Sections 9 and 9 of the 009 and 006 IBC and Sections 9 and 93 of the 003 and 000 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R30..3 of the 009, 006 and 003 IRC, or Section R30.. of the 000 IRC. 3.0 DESCRIPTION 3. General: The Hilti HITHY 50 MXSD dhesive nchoring System is comprised of the following components: Hilti HITHY 50 MXSD adhesive, packaged in foil packs. dhesive mixing and dispensing equipment. Hole cleaning equipment. The Hilti HITHY 50 MXSD dhesive nchoring System may be used with continuously threaded steel rods, or deformed steel reinforcing bars. The primary components of the Hilti dhesive nchoring System are shown in Figure 3 of this report. Installation information and parameters, as included with each adhesive unit package, are shown in Figure 5 of this report. 3. Materials: 3.. Hilti HITHY 50 MXSD dhesive: Hilti HITHY 50 MXSD dhesive 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 dualcylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HITHY 50 MXSD is available in.ounce (330 ml), 6.9ounce (500 ml), and 47.3ounce (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. 3.. Hole Cleaning Equipment: Hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 5 of this report Dispensers: Hilti HITHY 50 MXSD must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti nchor Elements: Threaded Steel Rods: The threaded steel rods must be clean, continuously threaded rods (allthread) in diameters as described in Tables and 3 of this report. Steel design information for common grades of threaded rod and associated nuts are provided in Tables 5 and 8 of this report, and instructions for use are shown in Figure 5. Carbon steel threaded rods must be furnished with a 0.000inchthick (0.005 mm) zinc electroplated coating in accordance with STM B 633 SC ; or must be hotdipped galvanized in accordance with STM 53, 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). ICCES 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 00 Page of 9

2 ESR303 Most Widely ccepted and Trusted Page of Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars. Table, Table 4 and Table 7, along with the instructions for use shown in Figure 5 of this report, summarize reinforcing bar size ranges. Table 4 provides properties of common reinforcing bar types and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in Section 7.3. of CI 38 with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted Ductility: In accordance with CI 38 ppendix 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 of less than 4 percent or a reduction of area of less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables through 4 of this report. Where values are nonconforming or unstated, the steel must be considered brittle. 3.3 Concrete: Normalweight must comply with Sections 903 and 905 of the IBC. The specified compressive strength of the must be from,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 4.0 DESIGN ND INSTLLTION 4. Strength Design: 4.. General: The design strength of anchors under the 006 IBC and 006 IRC must be determined in accordance with CI 3805 ppendix D and this report. The design strength of anchors under the 009, 003, and 000 IBC as well as Section 30.. of the 000 IRC and Section of the 009 and 003 IRC, must be determined in accordance with CI 3808 ppendix D and this report. design example according to the 006 IBC is given in Figure 4 of this report. Design parameters are based on the 009 IBC (CI 38 08) unless noted otherwise in Section 4.. through 4.. of this report. The strength design of anchors must comply with CI 38 D.4., except as required in CI 38 D.3.3. Design parameters are provided in Tables 5 through Table 9. Strength reduction factors, φ, as given in CI 38 D.4.4 must be used for load combinations calculated in accordance with Section of the IBC or Section 9. of CI 38. Strength reduction factors, φ, as given in CI 38 D.4.5 must be used for load combinations calculated in accordance with CI 38 ppendix C. The following amendments to CI 38 ppendix D must be used as required for the strength design of adhesive anchors. In conformance with CI 38, all equations are expressed in inchpound units. Modify CI 38 Section D.4.. as follows: D.4.. In Eq. (D) and (D), φn n and φv n are the lowest design strengths determined from all appropriate failure modes. φn n is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of φn sa, either φn a or φn ag and either φn cb or φn cbg. φv n is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of: φv sa, either φv cb or φv cbg, and either φv cp or φv cpg. For adhesive anchors subjected to tension resulting from sustained loading, refer to D.4..4 for additional requirements. dd CI 38 Section D.4..4 as follows: D.4..4 For adhesive anchors subjected to tension resulting from sustained loading, a supplementary check shall be performed using Eq. (D), whereby N ua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained and φn n is determined as follows: D For single anchors, φn n 0.75φN a0 D For anchor groups, Eq. (D) shall be satisfied by taking φn n 0.75φN a0 for that anchor in an anchor group that resists the highest tension load. D Where shear loads act concurrently with the sustained tension load, the interaction of tension and shear shall be analyzed in accordance with D Modify CI 38 D.4.. in accordance with 009 IBC section as follows: D.4.. The breakout strength requirements for anchors in tension shall be considered satisfied by the design procedure of D.5. provided Equation D8 is not used for anchor embedments exceeding 5 inches. The breakout strength requirements for anchors in shear with diameters not exceeding inches shall be considered satisfied by the design procedure of D.6.. For anchors in shear with diameters exceeding inches, shear anchor reinforcement shall be provided in accordance with the procedures of D Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N sa, in accordance with CI 38 D.5.. and strength reduction factor, φ, in accordance with CI D.4.4 are given in the tables outlined in Table a for the corresponding anchor steel Static Concrete Breakout Strength in Tension: The nominal static breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with CI 38 D.5. with the following addition: D 5..0 (009 IBC) or D 5..9 (006 IBC) The limiting strength of adhesive anchors in tension shall be calculated in accordance with D.5.. to D.5..9 under the 009 IBC or D.5.. to D.5..8 under the 006 IBC where the value of k c to be used in Eq. (D7) shall be: k c,cr where analysis indicates cracking at service load levels in the anchor vicinity (cracked ). The values of k c,cr are given in the Tables 6, 9,, 5, and 8 of this report. k c,uncr where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked ). The values of k c,uncr are given in the Tables 6, 9,, 5, and 8 of this report. The basic breakout strength of a single anchor in tension, N b, must be calculated in accordance with CI D.5.. using the values of h ef, k c,cr, and k c,uncr as described in the tables of this report. The modification factor λ shall be taken as.0. nchors shall not be installed in lightweight. The value of f c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with CI 38 D.3.5.

3 ESR303 Most Widely ccepted and Trusted Page 3 of Static Pullout Strength in Tension: In lieu of determining the nominal static pullout strength in accordance with CI 38 D.5.3, nominal bond strength in tension must be calculated in accordance with the following sections added to CI 38: D The nominal bond strength of a single adhesive anchor, N a, or group of adhesive anchors, N ag, in tension shall not exceed (a) for a single anchor N a Na Na0 (b) for a group of anchors where: N ag Na Na0 ψ ed,na ψ p,na N a0 ψ ed,na ψ g,na ψ ec,na ψ p,na N a0 (D6a) (D6b) 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. Na shall not exceed n Na0 where n is the number of anchors in tension in the group. In CI 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. Na0 is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D6c): Na0 (s cr,na ) with s cr,na as given by Eq. (D6d). (D6c) D The critical spacing s cr,na and critical edge distance c cr,na shall be calculated as follows: s cr,na 0 d c cr,na,450 s cr,na 3 h ef (D6d) (D6e) D The basic strength of a single adhesive anchor in tension in cracked shall not exceed: where: N a0 τ k,cr π d h ef τ k,cr is the bond strength in cracked (D6f) D The modification factor for the influence of the failure surface of a group of adhesive anchors is: ψ g,na ψ g,na0 + s s cr,na 0.5 ( Ψ ) g,na0 (D6g) where.5 τ k,cr ψ g,na0 n ( n ).0 τk,max, cr (D6h) where n the number of tensionloaded adhesive anchors in a group. τ k,max,cr kc,cr π d h ef f c (D6i) The value of f c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with CI 38 D.3.5. D.5.3. The modification factor for eccentrically loaded adhesive anchor groups is: ψ ec,na n + e s cr,na.0 Eq. (D6j) is valid for e N s (D6j) 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. (D6j). 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. (D6b). D.5.3. 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 ca,min ψ ed,na ccr,na c a,min < c cr,na (D6m) (D6l) when D When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the nominal strength, N a or N ag, of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D6a) and Eq. (D6b) with τ k,uncr substituted for τ k,cr in the calculation of the basic strength N ao in accordance with Eq. (D6f). The factor Ψ g,na0 shall be calculated in accordance with Eq. (D6h) whereby the value of τ k,max,uncr shall be calculated in accordance with Eq. (D6n) and substituted for τ k,max,cr in Eq. (D6h). τ k,max,uncr kc,uncr π d h ef f c (D6n)

4 ESR303 Most Widely ccepted and Trusted Page 4 of 9 D When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the modification factor ψ p,na shall be taken as: ψ p,na where: ψ p,na.0 when c a,min c ac max c ; c a,min c ac cr,na when c a,min < c ac (D6o) (D6p) c ac shall be determined in accordance with Section 4..0 of this report. For all other cases: ψ p,na.0 (e.g. when cracked is considered). dditional information for the determination of nominal bond strength in tension is given in Section 4..8 of this report Static Steel Strength in Shear: The nominal static steel strength of a single anchor in shear as governed by the steel, V sa, in accordance with CI 38 D.6.. and strength reduction factor, φ, in accordance with CI 38 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 breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with CI 38 D.6. based on information given in the tables outlined in Table a of this report for the corresponding anchor steel. The basic breakout strength of a single anchor in shear, V b, must be calculated in accordance with CI 38 D.6.. using the values of d given in the tables outlined in Table a for the corresponding anchor steel in lieu of d a (IBC 009) and d o (IBC 006). In addition, h ef must be substituted for l e. In no case shall h ef exceed 8d. The value of f c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with CI 38 D Static Concrete Pryout Strength in Shear: In lieu of determining the nominal static pryout strength in accordance with CI 38 D.6.3., the nominal pryout strength in shear must be calculated in accordance with the following sections added to CI 38: D.6.3. The nominal pryout strength of an adhesive anchor or group of adhesive anchors shall not exceed: (a) for a single adhesive anchor: V cp min k cp N a ; k cp N cb (D30a) (b) for a group of adhesive anchors: V cpg min k cp N ag ; k cp N cbg (D30b) 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. (D6a) N ag shall be calculated in accordance with Eq. (D6b) N cb and N cbg shall be determined in accordance with D Bond Strength Determination: Bond strength values are a function of the compressive strength, whether the is cracked or uncracked and the installation conditions (dry, watersaturated ). The resulting characteristic bond strength must be multiplied by the associated strength reduction factor φ nn as follows: CONCRETE TYPE Uncracked Cracked PERMISSIBLE INSTLLTION CONDITIONS BOND STRENGTH SSOCITED STRENGTH REDUCTION FCTOR Dry φ d Watersaturated φ ws Dry τ k,cr φ d Watersaturated τ k,cr φ ws Figure of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in the tables outlined in Table a of this report. djustments to the bond strength may also be taken for increased compressive strength. These factors are given in the corresponding tables as well Minimum Member Thickness, h min, nchor spacing, s min, and Edge Distance, c min : In lieu of CI 38 D.8.3, values of c min and s min described in this report must be observed for anchor design and installation. In lieu of CI 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 CI 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 are given in Tables 6, 9,, 5, and 8 of this report. For edge distances c ai and anchor spacing s ai the maximum torque T max shall comply with the following requirements: REDUCED INSTLLTION TORQUE T max FOR EDGE DISTNCES c ai < (5 x d) MINIMUM EDGE DISTNCE, > MXIMUM NCHOR c ai TORQUE, T SPCING, s max ai.75 in. (45 mm) c ai < 5 x d 5 x d s ai < 6 in. 0.3 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 CI 38 Section D.5..7 and Section 4..4 of this report, the critical edge distance, c ac, must be determined as follows: i. c ac.5 h ef for h/h ef ii. c ac.5h ef for h/h ef.3 For definitions of h and h ef, see Figure of this report. For definitions of h and h ef, see Figure of this report.

5 ESR303 Most Widely ccepted and Trusted Page 5 of 9 α Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, α must include all applicable factors to account for nonductile failure modes and required overstrength. Limits on edge distance, anchor spacing and member thickness described in this report must apply. Example calculations for derivation of T allowable,sd are provided in Table b. 4.. Interaction of tensile and shear forces: In lieu of CI 38 D.7., D.7. and D.7.3, interaction must be calculated as follows: For shear loads V 0. V allow,sd, the full allowable load in tension T allow,sd may be taken. Linear interpolation is permitted to determine the ratio c ac /h ef for values of h/h ef between and.3 as illustrated in the graph above. 4.. Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, the design must be performed according to CI 38 Section D.3.3, and the anchor strength must be adjusted in accordance with 009 IBC Section or 006 IBC Section For brittle steel elements, the anchor strength must be adjusted in accordance with CI 3805 D or CI 3808 D or D The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in the tables summarized in Table a for the corresponding anchor steel. n adjustment of the nominal bond strength τ k,cr by α N,seis is not necessary since α N,seis.0 in all cases. 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 CI 38 D llowable Stress Design: 4.. General: For anchors designed using load combinations in accordance with IBC Section (llowable Stress Design), allowable loads must be established using Eq. (4) or Eq. (4): and T allowable,sd V allowable,sd φn n α φv n α Eq. (4) Eq. (4) where: T allowable,sd llowable tension load (lbf or kn) V allowable,sd llowable shear load (lbf or kn) φn n Lowest design strength of an anchor or anchor group in tension as determined in accordance with CI 38 ppendix D with amendments in this report and 009 IBC Sections and or 006 IBC Section , as applicable. φv n Lowest design strength of an anchor or anchor group in shear as determined in accordance with CI 38 ppendix D with amendments in Section 3.3 of this criteria and 009 IBC Sections and or 006 IBC Section , as applicable. For tension loads T 0. T allow,sd, the full allowable load in shear V allow,sd may be taken. For all other cases: T T allow, SD + V V allow,sd. Eq. (43) 4.3 Installation: Installation parameters are illustrated in Figure of this report. nchor locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HITHY 50 MXSD dhesive nchor System must conform to the manufacturer s published installation instructions included in each unit package, as provided in Figure 5 of this report. 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Sections and of the 009 IBC or Section of the 006, 003 and 000 IBC, whereby periodic special inspection is defined in Section 70. of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, type, compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, thickness, anchor embedment, and tightening torque. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on the site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. ny 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 HITHY 50 MXSD dhesive nchoring System described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions:

6 ESR303 Most Widely ccepted and Trusted Page 6 of 9 5. The Hilti HITHY 50 MXSD dhesive nchoring System must be installed in accordance with the manufacturer s published installation instructions, as included in the adhesive packaging and described in Figure 5 of this report. 5. The anchors must be installed in cracked or uncracked normalweight 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 nchors must be installed in base materials in holes predrilled in accordance with the instructions provided in Figure 5 of this report. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 605. of the IBC for strength design and in accordance with Section of the IBC for allowable stress design. 5.6 Hilti HITHY 50 MXSD adhesive anchors are recognized for use to resist short and longterm loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with 009 IBC Section or 006 IBC Section Hilti HITHY 50 MXSD adhesive anchors are permitted to be installed in that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values must be established in accordance with Section 4. of this report. 5.0 llowable stress design values must be established in accordance with Section 4. of this report. 5. Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values given in this report. 5. Prior to anchor installation, calculations and details demonstrating compliance with this report shall be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.3 Where not otherwise prohibited by the code, the Hilti HITHY 50 MXSD dhesive nchoring System is permitted for use with fireresistancerated construction provided that at least one of the following conditions is fulfilled: nchors are used to resist wind or seismic forces only. nchors that support fireresistancerated construction or gravity load bearing structural elements are within a fireresistancerated envelope or a fireresistancerated membrane, are protected by approved fireresistancerated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. nchors are used to support nonstructural elements. 5.4 Since an ICCES 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 zincplated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.6 Use of hotdipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.7 Steel anchoring materials in contact with preservativetreated and fireretardanttreated wood must be of zinccoated carbon steel or stainless steel. The minimum coating weights for zinccoated steel must comply with STM Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5.9 Hilti HITHY 50 MXSD adhesive is manufactured by Hilti GmbH, Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc. (668). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICCES cceptance Criteria for Postinstalled dhesive nchors in Concrete (C308), dated November IDENTIFICTION 7. The adhesives are identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, product name, a lot number, the expiration date, the evaluation report number (ICCES ESR 303), and the name of the inspection agency (Underwriters Laboratories Inc). 7. Threaded rods, nuts, washers, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications as set forth in Tables, 3 and 4 of this report.

7 ESR303 Most Widely ccepted and Trusted Page 7 of 9 c LLTHRED OR REBR T max s d d d c h ef h d o d bit THREDED ROD / REINFORCING BR FIGURE INSTLLTION PRMETERS TBLE a DESIGN TBLE INDEX DESIGN STRENGTH THREDED ROD DEFORMED REINFORCEMENT Fractional Metric U.S. (imperial) EU (metric) Canadian (metric) Steel N sa, V sa Table 5 Table 8 Table Table 4 Table 7 Concrete N cb, N cbg, V cb, V cbg, V cp, V cpg Table 6 Table 9 Table Table 5 Table 8 Bond N a, N ag Table 7 Table 0 Table 3 Table 6 Table 9 Design strengths are as set forth in CI 38 D.4... See Section 4. of this report for bond strength information.

8 ESR303 Most Widely ccepted and Trusted Page 8 of 9 Cracked / Uncracked Concrete Hammer Drilled Dry (D) Water Saturated (WS) Φ D (D) Φ WS (WS) or τ k,cr FIGURE FLOWCHRT FOR ESTBLISHMENT OF DESIGN BOND STRENGTH TBLE b EXMPLE LLOWBLE STRESS DESIGN VLUES FOR ILLUSTRTIVE PURPOSES NOMINL NCHOR DIMETER EFFECTIVE EMBEDMENT DEPTH f c k c,uncr α φ N n LLOWBLE TENSION LOD φn n /α d h ef (in.) (in.) (psi) () () () (lb) (lb) 3/8 ½, , /, ,394,49 5/8 ½, ,750,086 3/4 3, ,35,739* 7/8 3 ½, ,840 3,88 4, ,800 4,743 For SI: lb 4.45 kn, psi MPa, in. 5.4 mm, o C [( o F) 3]/.8 Design ssumptions:. Single anchor with static tension load only; STM 93 Grade B7 threaded rod, ductile.. Vertical downward installation direction. 3. Inspection Regimen Periodic. 4. Installation temperature 4 04 o F. 5. Long term temperature 75 o F. 6. Short term temperature 04 o F. 7. Dry hole condition carbide drilled hole. 8. Embedment depth h ef min. 9. Concrete determined to remain uncracked for the life of the anchorage. 0. Load combination from CI 38 Section 9. (no seismic loading).. 30 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. (0.30) +.6 (0.70) Normal weight : f c,500 psi 4. Edge distance: c a c a > c ac 5. Member thickness: h h min. * Verify capacity Capacity CI 38 reference Formula Calculation φ φn n Steel D.5. N sa n se, N f uta N sa , ,360 lb Concrete D.5. N cb k c,uncr (f c ) h ef N cb 4 (,500) ,053 lb Bond D.5.3** N a π d h ef N a π 3/4 3, ,857 lb breakout is decisive; hence the SD value will be calculated as 4,053lb,739 lb.48 ** Design equation provided in Section 4..4 as new section CI 38 D.5.3.9, Eq. (D6f).

9 ESR303 Most Widely ccepted and Trusted Page 9 of 9 TBLE TENSILE PROPERTIES OF COMMON CRBON STEEL THREDED ROD MTERILS THREDED ROD SPECIFICTION MINIMUM SPECIFIED ULTIMTE STRENGTH f UT MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f Y f UT /f Y MINMUM ELONGTION, PERCENT 5 MINIMUM REDUCTION OF RE, PERCENT SPECIFICTION FOR NUTS 6 STM 93 Grade B7 / in. ( 64 mm) psi 5,000 05,000 (MPa) (860) (75) STM 94 STM F 568M 3 Class 5.8 M5 (/4 in.) to M4 ( in.) (equivalent to ISO 898) MPa (psi) (7,500) (58,000) DIN 934 (8K) STM 563 Grade DH 7 ISO Class 5.8 MPa (psi) (7,500) (58,000).5 DIN 934 (8K) Hilti HITHY 50 MXSD adhesive may be used in conjunction with all grades of continuously threaded carbon steel rod (allthread) that comply with the code reference standards and that have thread characteristics comparable with NSI B. UNC Coarse Thread Series or NSI B.3M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hilti are provided here. Standard Specification for lloysteel and Stainless Steel Bolting Materials for HighTemperature Service 3 Standard Specification for Carbon and lloy 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 STM 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. TBLE 3 TENSILE PROPERTIES OF COMMON STINLESS STEEL THREDED ROD MTERILS THREDED ROD SPECIFICTION MINIMUM SPECIFIED ULTIMTE STRENGTH f UT MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f Y f UT /f Y MINIMUM ELONGTION, PERCENT MINIMUM REDUCTION OF RE, PERCENT SPECIFICTION FOR NUTS 4 STM F 593 CW (36) /4 to 5/8 in. STM F 593 CW (36) 3/4 to / in. ISO M8 M4 psi 00,000 65,000 (MPa) (690) (450) psi 85,000 45,000 (MPa) (585) (30) MPa (psi) (0,500) (65,50).54 0 F F ISO 403 Hilti HITHY 50 MXSD may be used in conjunction with all grades of continuously threaded stainless steel rod (allthread) that comply with the code reference standards and that have thread characteristics comparable with NSI B. UNC Coarse Thread Series or NSI 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 corrosionresistant stainless steel fasteners Part : Bolts, screws and studs 4 Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod.

10 ESR303 Most Widely ccepted and Trusted Page 0 of 9 TBLE 4 TENSILE PROPERTIES OF COMMON REINFORCING BRS REINFORCING BR SPECIFICTION MINIMUM SPECIFIED ULTIMTE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya STM 65 Gr. 60 STM 65 Gr. 40 DIN 488 BSt 500 CN/CSG Gr. 400 psi 90,000 60,000 (MPa) (60) (45) psi 60,000 40,000 (MPa) (45) (75) MPa (psi) (79,750) (7,500) MPa (psi) (78,300) (58,000) Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement Reinforcing steel; reinforcing steel bars; dimensions and masses 3 BilletSteel Bars for Concrete Reinforcement

11 ESR303 Most Widely ccepted and Trusted Page of 9 TBLE 5 STEEL DESIGN INFORMTION FOR FRCTIONL THREDED ROD DESIGN INFORMTION SYMBOL UNITS NOMINL ROD DIMETER (inches) 3/8 ½ 5/8 3/4 7/8 Rod O.D. Rod effective crosssectional area d se in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) in (mm ) (50) (9) (46) (6) (98) (39) ISO 898 Class 5.8 STM 93 B7 Nominal strength as governed by steel strength N sa V sa lbf 5,60 0,90 6,385 4,50 33,470 43,90 (kn) (5.0) (45.8) (7.9) (07.9) (48.9) (95.3) lbf,80 6,75 9,830 4,550 0,085 6,345 (kn) (.5) (7.5) (43.7) (64.7) (89.3) (7.) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 Nominal strength as governed by steel strength N sa V sa lbf 9,690 7,740 8,50 4,80 57,70 75,70 (kn) (43.) (78.9) (5.7) (86.0) (56.7) (336.8) lbf 4,845 0,640 6,950 5,090 34,630 45,45 (kn) (.5) (47.3) (75.4) (.6) (54.0) (0.) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension 3 φ 0.75 Strength reduction factor φ for shear 3 φ 0.65 STM F 593, CW Stainless Nominal strength as governed by steel strength N sa V sa lbf 7,750 4,90,600 8,430 39,45 5,485 (kn) (34.5) (63.) (00.5) (6.5) (74.6) (9.0) lbf 3,875 8,55 3,560 7,060 3,545 30,890 (kn) (7.) (.37.9) (60.3) (75.9) (04.7) (37.4) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with CI 38 Eq. (D 3) and Eq. (D0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a brittle steel element. 3 For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a ductile steel element.

12 ESR303 Most Widely ccepted and Trusted Page of 9 TBLE 6 CONCRETE BREKOUT DESIGN INFORMTION FOR FRCTIONL THREDED ROD DESIGN INFORMTION SYMBOL UNITS NOMINL ROD DIMETER (inches) 3/8 ½ 5/8 3/4 7/8 Effectiveness factor for uncracked Effectiveness factor for cracked inlb k c,uncr (SI) (0) (0) (0) (0) (.3) (.3) inlb k c,cr (SI) (7) (7) (7) (7) (7) (7) Min. anchor spacing Min. edge distance s min c min in. 7/8 / 3/8 33/4 43/8 5 (mm) (48) (64) (79) (95) () (7) in. 7/8 / 3/8 33/4 43/8 5 (mm) (48) (64) (79) (95) () (7) Minimum member thickness h min in. h ef + ¼ (mm) (h ef + 30) h ef + d 0 (3) Critical edge distance splitting (for uncracked ) c ac See Section 4..0 of this report. Strength reduction factor for tension, failure modes, φ 0.65 Condition B Strength reduction factor for shear, failure modes, Condition φ 0.70 B For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for postinstalled anchors with category as determined from CI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in CI 38 D.4.4, while condition requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value of φ must be determined in accordance with CI 38 D d 0 hole diameter.

13 ESR303 Most Widely ccepted and Trusted Page 3 of 9 TBLE 7 BOND STRENGTH DESIGN INFORMTION FOR FRCTIONL THREDED ROD Temperature Range DESIGN INFORMTION B C strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 Minimum anchor embedment depth SYMBOL UNITS NOMINL ROD DIMETER (IN.) 3/8 ½ 5/8 3/4 7/8 psi,985,985,850,70,575,440 (MPa) (3.7) (3.7) (.7) (.8) (0.9) (9.9) τ k,cr psi (MPa) (4.8) (5.3) (5.7) (6.) (6.) (6.) psi,60,60,495,385,75,70 (MPa) (.) (.) (0.3) (9.6) (8.8) (8.) τ k,cr psi (MPa) (3.9) (4.) (4.6) (4.9) (4.9) (5.0) psi (MPa) (6.4) (6.4) (6.0) (5.5) (5.) (4.7) τ k,cr h ef,min psi (MPa) (.) (.4) (.6) (.8) (.8) (.9) in. 3/8 3/4 3/8 3 / 3 ½ 4 (mm) (60) (70) (79) (89) (89) (0) Maximum anchor embedment depth h ef,max in. 7 ½ 0 / 5 7 ½ 0 (mm) (9) (54) (38) (38) (445) (508) Permissible Installation Conditions Dry & Watersaturated nchor Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range : Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

14 ESR303 Most Widely ccepted and Trusted Page 4 of 9 Rod O.D. TBLE 8 STEEL DESIGN INFORMTION FOR METRIC THREDED ROD DESIGN INFORMTION SYMBOL UNITS NOMINL ROD DIMETER (mm) Rod effective crosssectional area ISO 898 Class 5.8 ISO 898 Cl. 8.8 ISO 3506 Cl. 4 SS 3 Nominal strength as governed by steel strength d se N sa V sa mm (in.) (0.39) (0.47) (0.63) (0.79) (0.94) mm (in. ) (0.090) (0.3) (0.43) (0.380) (0.547) kn (lb) (6,50) (9,475) (7,650) (7,540) (39,680) kn (lb) (3,60) (5,685) (0,590) (6,55) (3,80) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 Nominal strength as governed by steel strength N sa V sa kn (lb) (0,430) (5,60) (8,35) (44,065) (63,485) kn (lb) (5,5) (9,00) (6,940) (6,440) (38,090) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 Nominal strength as governed by steel strength N sa V sa kn (lb) (9,30) (3,63) (4,703) (38,555) (55,550) kn (lb) (4,565) (7,960) (4,85) (3,35) (33,330) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with CI 38 Eq. (D3) and Eq. (D0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a brittle steel element Stainless (M0 M4 diameters).

15 ESR303 Most Widely ccepted and Trusted Page 5 of 9 TBLE 9 CONCRETE BREKOUT DESIGN INFORMTION FOR METRIC THREDED ROD DESIGN INFORMTION SYMBOL UNITS NOMINL ROD DIMETER (mm) Effectiveness factor for uncracked Effectiveness factor for cracked Min. anchor spacing Min. edge distance Minimum member thickness SI k c,uncr (inlb) (4) (4) (4) (4) (7) SI k c,cr (inlb) (7) (7) (7) (7) (7) s min mm (in.) (.0) (.4) (3.) (3.9) (4.7) c min mm (in.) (.0) (.4) (3.) (3.9) (4.7) h min mm h ef + 30 (in.) (h ef + ¼) (3) h ef + d 0 Critical edge distance splitting (for uncracked ) c ac See Section 4..0 of this report. Strength reduction factor for tension, failure modes, φ 0.65 Condition B Strength reduction factor for shear, failure modes, Condition B φ 0.70 For SI: inch 5.4 mm, lbf N, psi Mpa For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for postinstalled anchors with category as determined from CI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in CI 38 D.4.4, while condition requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D d 0 drill bit diameter.

16 ESR303 Most Widely ccepted and Trusted Page 6 of 9 TBLE 0 BOND STRENGTH DESIGN INFORMTION FOR METRIC THREDED ROD DESIGN INFORMTION SYMBOL UNITS NOMINL ROD DIMETER (mm) Temperature Range B C strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 Minimum anchor embedment depth Maximum anchor embedment depth MPa (psi) (,985) (,985) (,850) (,70) (,575) τ k,cr τ k,cr MPa (psi) (705) (744) (8) (884) (893) MPa (psi) (,60) (,60) (,500) (,390) (,75) MPa (psi) (569) (600) (663) (7) (70) MPa (psi) (930) (930) (865) (805) (740) τ k,cr h ef,min h ef,max MPa (psi) (36) (343) (379) (408) (4) mm (in.) (.4) (.8) (3.) (3.5) (3.8) mm (in.) (7.9) (9.4) (.6) (5.7) (8.9) Permissible Installation Conditions Dry & Watersaturated nchor Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range : Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

17 ESR303 Most Widely ccepted and Trusted Page 7 of 9 TBLE STEEL DESIGN INFORMTION FOR U.S. IMPERIL REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Nominal bar diameter Bar effective crosssectional area STM 65 Gr. 40 STM 65 Gr. 60 Nominal strength as governed by steel strength d se N sa V sa No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 in. 3/8 / 5/8 3/4 7/8 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) in (mm ) (7) (9) (00) (84) (387) (50) lb 6,600,000 8,600 6,400 36,000 47,400 (kn) (9.4) (53.4) (8.7) (7.4) (60.) (0.9) lb 3,960 7,00,60 5,840,600 8,440 (kn) (7.6) (3.0) (49.6) (70.5) (96.) (6.5) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 Nominal strength as governed by steel strength N sa V sa lb 9,900 8,000 7,900 39,600 54,000 7,00 (kn) (44.0) (80.) (4.) (76.) (40.) (36.3) lb 5,940 0,800 6,740 3,760 3,400 4,660 (kn) (6.4) (48.0) (74.5) (05.7) (44.) (89.8) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with CI 38 Eq. (D3) and Eq. (D0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a brittle steel element.

18 ESR303 Most Widely ccepted and Trusted Page 8 of 9 TBLE CONCRETE BREKOUT DESIGN INFORMTION FOR U.S. IMPERIL REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Effectiveness factor for uncracked Effectiveness factor for cracked Min. bar spacing Min. edge distance Minimum member thickness No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 inlb k c,uncr (SI) (0) (0) (0) (0) (0) (0) inlb k c,cr (SI) (7) (7) (7) (7) (7) (7) s min in. 7/8 / 3/8 33/4 43/8 5 (mm) (48) (64) (79) (95) () (7) c min in. 7/8 / 3/8 33/4 43/8 5 (mm) (48) (64) (79) (95) () (7) h min in. h ef + ¼ (mm) (h ef + 30) (3) h ef + d 0 Critical edge distance splitting (for uncracked ) c ac See Section 4..0 of this report. Strength reduction factor for tension, failure modes, φ 0.65 Condition B Strength reduction factor for shear, failure modes, Condition B φ 0.70 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for postinstalled anchors with category as determined from CI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in CI 38 D.4.4, while condition requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D d 0 drill bit diameter.

19 ESR303 Most Widely ccepted and Trusted Page 9 of 9 TBLE 3 BOND STRENGTH DESIGN INFORMTION FOR U.S. IMPERIL REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Temperature Range B C strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 Minimum anchor embedment depth Maximum anchor embedment depth No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 psi,90 MPa (8.9) τ k,cr psi MPa (4.8) (5.3) (5.7) (6.) (6.) (6.) psi,045 MPa (7.) τ k,cr psi MPa (3.9) (4.) (4.6) (4.9) (4.9) (5.0) psi 605 MPa (4.) τ k,cr h ef,min h ef,max psi MPa (.) (.4) (.6) (.8) (.8) (.9) in. 3/8 3/4 3/8 3 / 3 / 4 (mm) (60) (70) (79) (89) (89) (0) in. 7 / 0 / 5 7 / 0 (mm) (9) (54) (38) (38) (445) (508) Permissible Installation Conditions Dry & Watersaturated nchor Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range : Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

20 ESR303 Most Widely ccepted and Trusted Page 0 of 9 TBLE 4 STEEL DESIGN INFORMTION FOR EU METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Nominal bar diameter Bar effective crosssectional area DIN 488 BSt 550/500 Nominal strength as governed by steel strength d se N sa V sa mm (in.) (0.394) (0.47) (0.55) (0.630) (0.787) (0.984) mm (in. ) (0.) (0.75) (0.39) (0.3) (0.487) (0.76) kn (lb) (9,70) (3,985) (9,035) (4,860) (38,845) (60,695) kn (lb) (5,830) (8,390) (,40) (4,95) (3,30) (36,45) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with CI 38 Eq. (D3) and Eq. (D0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a brittle steel element. TBLE 5 CONCRETE BREKOUT DESIGN INFORMTION FOR EU METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Effectiveness factor for uncracked Effectiveness factor for cracked Min. bar spacing Min. edge distance Minimum member thickness SI 0.6 k c,uncr (inlb) (4) (30) k c,cr SI 7 (inlb) (7) s min mm (in.) () (.4) (.8) (3.) (3.9) (4.9) c min mm (in.) () (.4) (.8) (3.) (3.9) (4.9) h min mm h ef + 30 (in.) (h ef + ¼) (3) h ef + d 0 Critical edge distance splitting c ac See Section 4..0 of this report. (for uncracked ) Strength reduction factor for tension, failure φ 0.65 modes, Condition B Strength reduction factor for shear, failure modes, Condition B φ 0.70 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for postinstalled anchors with category as determined from CI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in CI 38 D.4.4, while condition requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C or are used, the appropriate value ofφ must be determined in accordance with CI 38 D d 0 drill bit diameter.

21 ESR303 Most Widely ccepted and Trusted Page of 9 TBLE 6 BOND STRENGTH DESIGN INFORMTION FOR EU METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Temperature Range B C strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 Minimum anchor embedment depth Maximum anchor embedment depth MPa 8.9 (psi) (,90) τ k,cr MPa (psi) (705) (744) (783) (8) (884) (895) MPa 7. (psi) (,045) τ k,cr MPa (psi) (569) (600) (63) (663) (7) (7) MPa 4. (psi) (605) τ k,cr h ef,min h ef,max MPa (psi) (36) (343) (36) (379) (408) (43) mm (in.) (.4) (.8) (3.0) (3.) (3.5) (3.9) mm (in.) (7.9) (9.4) (.0) (.6) (5.7) (9.7) Permissible Installation Conditions Dry & Watersaturated nchor Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range : Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction.

22 ESR303 Most Widely ccepted and Trusted Page of 9 TBLE 7 STEEL DESIGN INFORMTION FOR CNDIN METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Nominal bar diameter Bar effective crosssectional area CSG30.8 Gr. 400 Nominal strength as governed by steel strength d se N sa V sa 0 M 5 M 0 M 5 M mm (in.) (0.445) (0.630) (0.768) (0.99) mm (in. ) (0.55) (0.3) (0.463) (0.773) kn (lb) (,75) (4,40) (36,55) (60,550) kn (lb) (7,305) (4,645) (,755) (36,330) Reduction for seismic shear α V,seis 0.7 Strength reduction factor φ for tension φ 0.65 Strength reduction factor φ for shear φ 0.60 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with CI 38 Eq. (D3) and Eq. (D0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D.4.5. Values correspond to a brittle steel element. TBLE 8 CONCRETE BREKOUT DESIGN INFORMTION FOR CNDIN METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Effectiveness factor for uncracked Effectiveness factor for cracked Min. bar spacing Min. edge distance Minimum member thickness 0 M 5 M 0 M 5 M SI k c,uncr (inlb) (4) (4) (4) (7) k c,cr SI (inlb) (7) (7) (7) (7) s min mm (in.) (.) (3.) (3.8) (5.0) c min mm (in.) (.) (3.) (3.8) (5.0) h min mm h ef + 30 (in.) (h ef + ¼) (3) h ef + d 0 Critical edge distance splitting c ac See Section 4..0 of this report. (for uncracked ) Strength reduction factor for tension, failure φ 0.65 modes, Condition B Strength reduction factor for shear, failure modes, Condition B φ 0.70 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for postinstalled anchors with category as determined from CI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in CI 38 D.4.4, while condition requires supplemental reinforcement. Values are for use with the load combinations of IBC Section or CI 38 Section 9. as set forth in CI 38 D.4.4. If the load combinations of CI 38 ppendix C are used, the appropriate value ofφ must be determined in accordance with CI 38 D d 0 drill bit diameter.

23 ESR303 Most Widely ccepted and Trusted Page 3 of 9 TBLE 9 BOND STRENGTH DESIGN INFORMTION FOR CNDIN METRIC REINFORCING BRS DESIGN INFORMTION SYMBOL UNITS BR SIZE Temperature Range B C strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 strength in uncracked strength in cracked 3 Minimum anchor embedment depth Maximum anchor embedment depth 0 M 5 M 0 M 5 M MPa 8.9 (psi) (,90) τ k,cr MPa (psi) (705) (8) (884) (895) MPa 7. (psi) (,045) τ k,cr MPa (psi) (569) (663) (7) (7) MPa 4. (psi) (605) τ k,cr h ef,min h ef,max MPa (psi) (36) (379) (408) (4) mm (in.) (.4) (3.) (3.5) (4.0) mm (in.) (8.9) (.6) (5.4) (9.8) Permissible Installation Conditions Dry & Watersaturated nchor Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf N, psi MPa. For poundinch units: mm inches, N 0.48 lbf, MPa 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range : Maximum short term temperature 04 F (40 C), maximum long term temperature 75 F (4 C). Temperature range B: Maximum short term temperature 76 F (80 C), maximum long term temperature F (50 C). Temperature range C: Maximum short term temperature 48 F (0 C), maximum long term temperature 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis.0 > no reduction. FIGURE 3 HILTI HITHY 50 MXSD NCHORING SYSTEM ND NCHOR ELEMENTS

24 ESR303 Most Widely ccepted and Trusted Page 4 of 9 Given: () / inch diameter HITHY 50 MXSD adhesive anchors subjected to a tension load as shown. /IN. 93 B7 LLTHRED N c a,min T max Na Nc c cr,na Design objective: Calculate the design tension resistance for this configuration in accordance with the 006 IBC. d d bit h ef h s/ s/ N s c cr,na c cr,na c a,min Dimensional Parameters: Specifications / ssumptions: STM 93 B7 allthread rods, UNC thread, 563 Grade HD hex nuts; n h ef 9 in. Normal weight, f c 4,000 psi s 4 in. Seismic Design Category (SDC) B c a,min.5 in. No supplementary reinforcing in accordance with CI 38 D. h in. ssume maximum short term (diurnal) base material temperature 00 0 F d / in. ssume maximum long term base material temperature 75 0 F ssume installation in dry and hammerdrilled holes ssume will remain uncracked for service life of anchorage Calculation per CI 38 ppendix D and this report CI 38 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 6 s min.5 in. s 4 in. ok Table 6 h min h ef +.5 in. 9 in. +.5 in. 0.5 in. h in. ok Table 6 h ef,min h ef h ef,max 3/4 in. 9 in. 0 in, ok Table 7 Step. Calculate steel strength: Nsa n se f D.5.. uta Eq. (D3) 93 B7 rods are considered ductile in accordance with CI 3805 D.. φ 075. φ N sa or, using Table 5, φ n se f uta in 5,000 psi 6,606lb φ N sa ,740lb 6, 60lb Step 3. Determine breakout strength: N Nc cbg ψ ec, N ψ ed, N ψ c, N ψ cp, N Nco Nc N ( 3 hef + s) (.5 hef + ca,min ) ( 7in. + 4in. ) ( 3.5 in. +.5 in. ) 496in Calculation in accordance with CI 38 ppendix D and this report Nco ( h ) 9 ( 9in) 79in ef b Eq. (D3) D.5.. Eq. (D5) Table Table 5 CI 38 Code Ref. Report Ref. 9 Eq. (D6) FIGURE 4 SMPLE CLCULTION (Continued)

25 ESR303 Most Widely ccepted and Trusted Page 5 of 9 ψ ec,n.0 no eccentricity with respect to tensionloaded anchors D.5..4 c. 5 a, min h ef c, min ψ a.5 <.5 9in. 3.5 in. ca h. 5in in.,min ed, N. ef D.5..5 Eq. (D) ψ c,n.0 uncracked assumed, (k c,uncr 4) D.5..6 Table 6 Determine c ac : h in..33 h 9in. ef Interpolate between.3 and.0 to get value of multiplier.45. c. 45 h. 45 9in.. in. ac ef For c a,min < c ac c ψ N. 5 h max a, min; ef max. 5in.;. 5 9in. cp, N. c ac. in. b ( h ) 4,000 psi.5 ( 9in. ) 40,983lb 0 6 D.5..7 Eq. (D3) kc, uncr f ' c ef D in 79in.5 Ncbg, , 983lb 880lb Eq. (D7) D.5.. Eq. (D5) Section 4..0 φ N cbg 0. 65, 880lb 8, 37lb D.4.4(c) Step 4. Determine bond strength: Na Nag ψed,na ψg,na ψec,na ψp,na N ao s cr, Na 3 h s c ef cr, Na Nao min0 d 0 0.5in. 7in..7in..7in. s τ k, uncr ;3 h,450 psi,985,450.7in. + s c psi psi 5.85in. ef.7in. cr,na cr,na Na c ( cr,na ) ( cr,na + c a,min ) ( 5.85 in. + 4in. ) ( 5.85 in. +.5 in. ) 3. in ( s ) (.7 in. ) 36.9in Nao cr,na Table 6 Section 4..4 Eq. (D6b) Section 4..4 D Eq. (D6d) Table 7 Section 4..4 D Eq. (D6e) Section 4..4 D Section 4..4 D Eq. (D6c) FIGURE 4 SMPLE CLCULTION (Continued)

26 ESR303 Most Widely ccepted and Trusted Page 6 of 9 Calculation in accordance with CI 3805 ppendix D and this report c For a,min ψ τ < c cr.na c c.5 in in. a,min ed,na cr,na k,max, uncr ψ ψ g,nao g,na kc, uncr hef f' c π d 4 9in. 4, 000psi, 899psi π 0. 5in. ψ n g,nao.8 + ( n ) τ τ k,uncr k,max,uncr.5.5,985 psi ( ). 8 s + s cr,na 4in..7 in.,899 psi 0.5 ( ψ ) 0.5 g,nao (.8) FIGURE 4 SMPLE CLCULTION (Continued) CI 38 Code Ref. ψ.0 no eccentricity loading is concentric ec,na max c c ;c max.5 in.;5.85 in..in. a,min cr,na ψ p,na 0.65 ac N N τ π d h,985 psi π 0.5 in. 9in. 8,06 lb ao k,uncr ef Na ag ψed, Na ψg, Na ψec, Na ψp, Na Nao N 3.in ag ,06 lb 6,339 lb 36.9 in N ao Report Ref. Section 4..4 D.5.3. Eq. (D6m) Section 4..4 D Eq. (D6n) Table 6 Section 4..4 D Eq. (D6h) Table 7 Section 4..4 D Eq. (D6g) Section 4..4 D.5.3. Eq. (D6j) Section 4..4 D Eq. (D6p) Section 4..4 D Eq. (D6f) Section 4..4 D Eq. (D6b) φ d 0.65 Table 7 φ N ag ,339 lb 4,0 lb Step 5. Determine controlling strength: D.4.. Steel Strength in Tension φ N sa 6,60 lb Concrete Breakout Strength in Tension φ N cbg 8,37 lb Bond Strength in Tension φ N ag 4,0 lb Controls φn n Step 6. Convert strength to SD using factor provided in Section 4.: Section 4. N φ N α 4,0 lb.48,784 lb n allow,sd Eq. (4)

27 ESR303 Most Widely ccepted and Trusted Page 7 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) S PROVIDED WITH PRODUCT PCKGING

28 ESR303 Most Widely ccepted and Trusted Page 8 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) S PROVIDED WITH PRODUCT PCKGING (Continued)

29 ESR303 Most Widely ccepted and Trusted Page 9 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) S PROVIDED WITH PRODUCT PCKGING (Continued)