BOARD OF BUILDING AND SAFETY COMMISSIONERS MARSHA L. BROWN PRESIDENT VAN AMBATIELOS VICE-PRESIDENT VICTOR H. CUEVAS HELENA JUBANY ELENORE A. WILLIAMS CITY OF LOS ANGELES CALIFORNIA ANTONIO R. VILLARAIGOSA MAYOR DEPARTMENT OF BUILDING AND SAFETY 0 NORTH FIGUEROA STREET LOS ANGELES, CA 900 ROBERT R. BUD OVROM GENERAL MANAGER RAYMOND S. CHAN, P.E., S.E. EXECUTIVE OFFICER Hilti, Inc. RESEARCH REPORT: RR 588 5400 S. nd East Avenue (CSI # 0350) Tulsa, Oklahoma 7446 BASED UPON ICC-ES EVALUATION Attn: Peter Grzesik REPORT NO. ESR-303 (98) 5-6056 REEVALUATION DUE DATE: November, 0 Issued Date: January, 0 Codes: 0 LABC GENERAL APPROVAL Correction - HILTI HIT-HY 50 Max-SD Adhesive Anchor - Systems for Cracked and Uncracked Concrete. DETAILS The above assemblies and/or products are approved when in compliance with the description, use, identification and findings of Evaluation Report No. ESR-303, issued April, 00, of the ICC Evaluation Service, Incorporated. The report, in its entirety, is attached and made part of this general approval. The parts of Evaluation Report No. ESR-303 marked by an asterisk are modified or deleted by the Los Angeles City Building Department from this approval. The approval is subject to the following conditions:. The allowable and strength design values listed in the attached report and tables are for the fasteners only and do not include the supporting members. The supporting members shall be checked for structural adequacy.. When installing anchors larger than ½ diameter or larger than #4 bar in overhead direction, the anchors shall be fixed in the hole by wood wedges. RR 588 Page of 3 LADBS G-5 (Rev.6/08) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER
Hilti, Inc. RE: HIT-HY 50 Max-SD Adhesive Anchor Systems 3. The anchors shall be identified by labels on the packaging indicating the manufacturer s name and product designation. 4. Design information, edge distance, spacing and minimum embedment requirements shall be per Tables in ICC-ES Report No. ESR-303. 5. Special inspection in accordance with Section 704 of the 0 Los Angeles City Building Code shall be provided for anchor installations. 6. The anchors shall be installed as per the attached manufacturer s instructions except as otherwise stated in this report. Copies of the installation instructions shall be available at each job site. 7. The adhesive anchors shall not be used to support fire-resistive construction, except when meeting the conditions specified in Sec.5.3 of ICC-ES Report No. ESR-303. 8. Minimum cover per Chapter 7 of the ACI 38-08 shall be followed whenever applicable. 9. The anchors are not approved for unreinforced masonry walls. RR 588 Page of 3
Hilti, Inc. RE: HIT-HY 50 Max-SD Adhesive Anchor Systems DISCUSSION The report has been corrected to show code as 0 LABC. The report is in compliance with the 0 City of Los Angeles Building Code. The approval is based on tests and ICC-ES Acceptance Criteria AC308. This general approval will remain effective provided the Evaluation Report is maintained valid and unrevised with the issuing organization. Any revisions to the report must be submitted to this Department, with appropriate fee, for review in order to continue the approval of the revised report. This general approval of an equivalent alternate to the Code is only valid where an engineer and/or inspector of this Department has determined that all conditions of this approval have been met in the project in which it is to be used. Addressee to whom this Research Report is issued is responsible for providing copies of it, complete with any attachments indicated, to architects, engineers and builders using items approved herein in design or construction which must be approved by Department of Building and Safety Engineers and Inspectors. WILLIAM STUTSMAN, Chief Engineering Research Section 0 N. Figueroa St., Room 880 Los Angeles, CA 900 Phone - 3-0-98 Fax - 3-0-9943 KH:kh RR588/MSWord007 R//00 5A/ 9, ACI 38-05 Appendix D Attachment: ICC ES Report No. ESR-303 (9 Pages) RR 588 Page 3 of 3
ICC-ES Evaluation Report ESR-303 Issued April, 00 This report is subject to re-examination in one year. www.icc-es.org (800) 43-6587 (56) 699-0543 A Subsidiary of the International Code Council DIVISION: 03 CONCRETE Section: 035 Concrete Anchoring REPORT HOLDER: HILTI, INC. 5400 SOUTH ND EAST AVENUE TULSA, OKLAHOMA 7446 (800) 879-8000 www.us.hilti.com HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HIT-HY 50 MAX-SD ADHESIVE ANCHORING SYSTEM FOR CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliance with the following codes: 009 International Building Code (009 IBC) 009 International Residential Code (009 IRC) 006 International Building Code (006 IBC) 006 International Residential Code (006 IRC) 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 HIT-HY 50 MAX-SD Adhesive Anchoring System is used to resist static, wind, or earthquake (Seismic Design Categories A through F) tension and shear loads in cracked or uncracked normal-weight having a specified compressive strength, f c, of,500 psi to 8,500 psi (7. MPa to 58.6 MPa). The anchor system is an alternative to anchors described in Sections 9 and 9 of the 009 and 006 IBC and Sections 9 and 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 HIT-HY 50 MAX-SD Adhesive Anchoring System is comprised of the following components: Hilti HIT-HY 50 MAX-SD adhesive, packaged in foil packs. Adhesive mixing and dispensing equipment. Hole cleaning equipment. The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System may be used with continuously threaded steel rods, or deformed steel reinforcing bars. The primary components of the Hilti Adhesive Anchoring System are shown in Figure 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 HIT-HY 50 MAX-SD Adhesive: Hilti HIT-HY 50 MAX-SD Adhesive is an injectable hybrid adhesive combining urethane methacrylate resin, hardener, cement and water. The resin and cement are kept separate from the hardener and water by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-HY 50 MAX-SD is available in.-ounce (330 ml), 6.9-ounce (500 ml), and 47.3-ounce (400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to unopened foil packs that are stored in accordance with the Instructions for Use, as illustrated in Figure 5 of this report. 3.. Hole Cleaning Equipment: Hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 5 of this report. 3..3 Dispensers: Hilti HIT-HY 50 MAX-SD must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti. 3..4 Anchor Elements: 3..4. Threaded Steel Rods: The threaded steel rods must be clean, continuously threaded rods (all-thread) 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 0.000-inch-thick (0.005 mm) zinc electroplated coating in accordance with ASTM B 633 SC ; or must be hot-dipped galvanized in accordance with ASTM A 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). ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, 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
ESR-303 Most Widely Accepted and Trusted Page of 9 3..4. 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 ACI 38 with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3..4.3 Ductility: In accordance with 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 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: Normal-weight 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 AND INSTALLATION 4. Strength Design: 4.. General: The design strength of anchors under the 006 IBC and 006 IRC must be determined in accordance with ACI 38-05 Appendix 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 30..3 of the 009 and 003 IRC, must be determined in accordance with ACI 38-08 Appendix D and this report. A design example according to the 006 IBC is given in Figure 4 of this report. Design parameters are based on the 009 IBC (ACI 38-08) unless noted otherwise in Section 4.. through 4.. of this report. The strength design of anchors must comply with ACI 38 D.4., except as required in ACI 38 D.3.3. Design parameters are provided in Tables 5 through Table 9. Strength reduction factors, φ, as given in ACI 38 D.4.4 must be used for load combinations calculated in accordance with Section 605.. of the IBC or Section 9. of ACI 38. Strength reduction factors, φ, as given in ACI 38 D.4.5 must be used for load combinations calculated in accordance with ACI 38 Appendix C. The following amendments to ACI 38 Appendix D must be used 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 Section D.4.. as follows: D.4.. In Eq. (D-) and (D-), φn n and φv n are the lowest design strengths determined from all appropriate failure modes. φn n is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of φn sa, either φn a or φn ag and either φn cb or φn cbg. φv n is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of: φv sa, either φv cb or φv cbg, and either φv cp or φv cpg. For adhesive anchors subjected to tension resulting from sustained loading, refer to D.4..4 for additional requirements. Add ACI 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.4..4. For single anchors, φn n = 0.75φN a0 D.4..4. 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.4..4.3 Where shear loads act concurrently with the sustained tension load, the interaction of tension and shear shall be analyzed in accordance with D.4..3. Modify ACI 38 D.4.. in accordance with 009 IBC section 908..0 as follows: D.4.. The breakout strength requirements for anchors in tension shall be considered satisfied by the design procedure of D.5. provided Equation D-8 is not used for anchor embedments exceeding 5 inches. The breakout strength requirements for anchors in shear with diameters not exceeding inches shall be considered satisfied by the design procedure of D.6.. For anchors in shear with diameters exceeding inches, shear anchor reinforcement shall be provided in accordance with the procedures of D.6..9. 4.. Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N sa, in accordance with ACI 38 D.5.. and strength reduction factor, φ, in accordance with ACI D.4.4 are given in the tables outlined in Table a for the corresponding anchor steel. 4..3 Static Concrete Breakout Strength in Tension: The nominal static breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with ACI 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. (D-7) shall be: k c,cr where analysis indicates cracking at service load levels in the anchor vicinity (cracked ). The values of k c,cr are given in the Tables 6, 9,, 5, and 8 of this report. k c,uncr where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked ). The values of k c,uncr are given in the Tables 6, 9,, 5, and 8 of this report. The basic breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI D.5.. using the values of h ef, k c,cr, and k c,uncr as described in the tables of this report. The modification factor λ shall be taken as.0. Anchors shall not be installed in lightweight. The value of f c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 38 D.3.5.
ESR-303 Most Widely Accepted and Trusted Page 3 of 9 4..4 Static Pullout Strength in Tension: In lieu of determining the nominal static 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.5.3.7 The nominal bond strength of a single adhesive anchor, N a, or group of adhesive anchors, N ag, in tension shall not exceed (a) for a single anchor N a = A A Na Na0 (b) for a group of anchors where: N ag = A A Na Na0 ψ ed,na ψ p,na N a0 ψ ed,na ψ g,na ψ ec,na ψ p,na N a0 (D-6a) (D-6b) A Na is the projected area of the failure surface for the single anchor or group of anchors that shall be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance, c cr,na, from the centerline of the anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. A Na shall not exceed na Na0 where n is the number of anchors in tension in the group. In ACI 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 accordance with Eq. (D-6c): A Na0 = (s cr,na ) with s cr,na = as given by Eq. (D-6d). (D-6c) D.5.3.8 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 = τ k,uncr,450 s cr,na 3 h ef (D-6d) (D-6e) D.5.3.9 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 (D-6f) D.5.3.0 The modification factor for the influence of the failure surface of a group of adhesive anchors is: ψ g,na = ψ g,na0 + s s cr,na 0.5 ( Ψ ) g,na0 (D-6g) where.5 τ k,cr ψ g,na0 = n - ( n ).0 τk,max, cr (D-6h) where n = the number of tension-loaded adhesive anchors in a group. τ k,max,cr = kc,cr π d h ef f c (D-6i) The value of f c shall be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI 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. (D-6j) is valid for e N s (D-6j) If the loading on an anchor group is such that only certain anchors are in tension, only those anchors that are in tension shall be considered when determining the eccentricity e N for use in Eq. (D-6j). In the case where eccentric loading exists about two orthogonal axes, the modification factor ψ ec,na shall be computed for each axis individually and the product of these factors used as ψ ec,na in Eq. (D-6b). D.5.3. 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 = 0.7 0.3 +.0 ccr,na c a,min < c cr,na (D-6m) (D-6l) when D.5.3.3 When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the nominal strength, N a or N ag, of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D-6a) and Eq. (D-6b) with τ k,uncr substituted for τ k,cr in the calculation of the basic strength N ao in accordance with Eq. (D-6f). The factor Ψ g,na0 shall be calculated in accordance with Eq. (D-6h) whereby the value of τ k,max,uncr shall be calculated in accordance with Eq. (D-6n) and substituted for τ k,max,cr in Eq. (D-6h). τ k,max,uncr = kc,uncr π d h ef f c (D-6n)
ESR-303 Most Widely Accepted and Trusted Page 4 of 9 D.5.3.4 When an adhesive anchor or a group of adhesive anchors is located in a region of a member where analysis indicates no cracking at service load levels, the modification factor ψ p,na shall be taken as: ψ p,na = 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 (D-6o) (D-6p) c ac shall be determined in accordance with Section 4..0 of this report. For all other cases: ψ p,na =.0 (e.g. when cracked is considered). Additional information for the determination of nominal bond strength in tension is given in Section 4..8 of this report. 4..5 Static Steel Strength in Shear: The nominal static steel strength of a single anchor in shear as governed by the steel, V sa, in accordance with ACI 38 D.6.. and strength reduction factor, φ, in accordance with ACI 38 D.4.4 are given in the tables outlined in Table a of this report for the corresponding anchor steel. 4..6 Static Concrete Breakout Strength in Shear: The nominal static breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with ACI 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 ACI 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 ACI 38 D.3.5. 4..7 Static Concrete Pryout Strength in Shear: In lieu of determining the nominal static pryout strength in accordance with ACI 38 D.6.3., the 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: (a) for a single adhesive anchor: V cp = min k cp N a ; k cp N cb (D-30a) (b) for a group of adhesive anchors: V cpg = min k cp N ag ; k cp N cbg (D-30b) where k cp =.0 for h ef <.5 inches (64 mm) k cp =.0 for h ef.5 inches (64 mm) N a shall be calculated in accordance with Eq. (D-6a) N ag shall be calculated in accordance with Eq. (D-6b) N cb and N cbg shall be determined in accordance with D.5.. 4..8 Bond Strength Determination: Bond strength values are a function of the compressive strength, whether the is cracked or uncracked and the installation conditions (dry, water-saturated ). The resulting characteristic bond strength must be multiplied by the associated strength reduction factor φ nn as follows: CONCRETE TYPE Uncracked Cracked PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Dry τ k,uncr φ d Water-saturated τ k,uncr φ ws Dry τ k,cr φ d Water-saturated τ k,cr φ ws Figure of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in the tables outlined in Table a of this report. Adjustments to the bond strength may also be taken for increased compressive strength. These factors are given in the corresponding tables as well. 4..9 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. 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 are given in Tables 6, 9,, 5, and 8 of this report. For edge distances c ai and anchor spacing s ai the maximum torque T max shall comply with the following requirements: REDUCED INSTALLATION TORQUE T max FOR EDGE DISTANCES c ai < (5 x d) MINIMUM EDGE DISTANCE, => MAXIMUM ANCHOR c ai TORQUE, T SPACING, 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 ACI 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.
ESR-303 Most Widely Accepted 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 non-ductile failure modes and required over-strength. Limits on edge distance, anchor spacing and member thickness described in this report must apply. Example calculations for derivation of T allowable,asd are provided in Table b. 4.. Interaction of tensile and shear forces: In lieu of ACI 38 D.7., D.7. and D.7.3, interaction must be calculated as follows: For shear loads V 0. V allow,asd, the full allowable load in tension T allow,asd may be taken. 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 ACI 38 Section D.3.3, and the anchor strength must be adjusted in accordance with 009 IBC Section 908..9 or 006 IBC Section 908..6. For brittle steel elements, the anchor strength must be adjusted in accordance with ACI 38-05 D.3.3.5 or ACI 38-08 D.3.3.5 or D.3.3.6. The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in the tables summarized in Table a for the corresponding anchor steel. An adjustment of the nominal bond strength τ k,cr by α N,seis is not necessary since α N,seis =.0 in all cases. 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 38 D.7. 4. Allowable Stress Design: 4.. General: For anchors designed using load combinations in accordance with IBC Section 605.3 (Allowable Stress Design), allowable loads must be established using Eq. (4-) or Eq. (4-): and T allowable,asd = V allowable,asd = φn n α φv n α Eq. (4-) Eq. (4-) where: T allowable,asd = Allowable tension load (lbf or kn) V allowable,asd = Allowable shear load (lbf or kn) φn n = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 38 Appendix D with amendments in this report and 009 IBC Sections 908..9 and 908..0 or 006 IBC Section 908..6, as applicable. φv n = Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 38 Appendix D with amendments in Section 3.3 of this criteria and 009 IBC Sections 908..9 and 908..0 or 006 IBC Section 908..6, as applicable. For tension loads T 0. T allow,asd, the full allowable load in shear V allow,asd may be taken. For all other cases: T T allow, ASD + V V allow,asd. Eq. (4-3) 4.3 Installation: Installation parameters are illustrated in Figure of this report. Anchor locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HIT-HY 50 MAX-SD Adhesive Anchor System must conform to the manufacturer s published installation instructions included in each unit package, as provided in Figure 5 of this report. 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Sections 704.4 and 704.5 of the 009 IBC or Section 704.3 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. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. Continuous special inspection is required for all cases where anchors installed overhead (vertical up) are designed to resist sustained tension loads. Under the IBC, additional requirements as set forth in Sections 705, 706 or 707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System described in this report complies with, or is a suitable alternative to what is specified in, those codes listed in Section.0 of this report, subject to the following conditions:
ESR-303 Most Widely Accepted and Trusted Page 6 of 9 5. The Hilti HIT-HY 50 MAX-SD Adhesive Anchoring System must be installed in accordance with the manufacturer s published installation instructions, as included in the adhesive packaging and described in Figure 5 of this report. 5. The anchors must be installed in cracked or uncracked normal-weight having a specified compressive strength f c =,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 5.3 The values of f ' c used for calculation purposes must not exceed 8,000 psi (55 MPa). 5.4 Anchors must be installed in base materials in holes predrilled in accordance with the instructions provided in Figure 5 of this report. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 605. of the IBC for strength design and in accordance with Section 605.3 of the IBC for allowable stress design. 5.6 Hilti HIT-HY 50 MAX-SD adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with 009 IBC Section 908..9 or 006 IBC Section 908..6. 5.8 Hilti HIT-HY 50 MAX-SD adhesive anchors are permitted to be installed in that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values must be established in accordance with Section 4. of this report. 5.0 Allowable stress design values must be established in accordance with Section 4. of this report. 5. Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values given in this report. 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 HIT-HY 50 MAX-SD Adhesive Anchoring System is 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 or seismic forces 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 to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.4 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.5 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.6 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.7 Steel anchoring materials in contact with preservativetreated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A 53. 5.8 Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5.9 Hilti HIT-HY 50 MAX-SD adhesive is manufactured by Hilti GmbH, Kaufering, Germany, with quality control inspections by Underwriters Laboratories Inc. (AA-668). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated November 009. 7.0 IDENTIFICATION 7. The adhesives are identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, product name, a lot number, the expiration date, the evaluation report number (ICC-ES ESR- 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.
ESR-303 Most Widely Accepted and Trusted Page 7 of 9 c ALL-THREAD OR REBAR T max s d d d c h ef h d o d bit THREADED ROD / REINFORCING BAR FIGURE INSTALLATION PARAMETERS TABLE a DESIGN TABLE INDEX DESIGN STRENGTH THREADED 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 ACI 38 D.4... See Section 4. of this report for bond strength information.
ESR-303 Most Widely Accepted and Trusted Page 8 of 9 Cracked / Uncracked Concrete Hammer Drilled Dry (D) Water Saturated (WS) Φ D (D) Φ WS (WS) τ k,uncr or τ k,cr FIGURE FLOWCHART FOR ESTABLISHMENT OF DESIGN BOND STRENGTH TABLE b EXAMPLE ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES NOMINAL ANCHOR DIAMETER EFFECTIVE EMBEDMENT DEPTH f c k c,uncr α φ N n ALLOWABLE TENSION LOAD φn n /α d h ef (in.) (in.) (psi) (-) (-) (-) (lb) (lb) 3/8 ½,500 4.48 0.65,05 968 /,500 4.48 0.65 3,394,49 5/8 ½,500 4.48 0.65 4,750,086 3/4 3,500 4.48 0.65 6,35,739* 7/8 3 ½,500 7.48 0.65 8,840 3,88 4,500 7.48 0.65 0,800 4,743 For SI: lb = 4.45 kn, psi = 0.00689 MPa, in. = 5.4 mm, o C = [( o F) 3]/.8 Design Assumptions:. Single anchor with static tension load only; ASTM A 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 ACI 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) =.48. 3. Normal weight : f c =,500 psi 4. Edge distance: c a = c a > c ac 5. Member thickness: h h min. * Verify capacity Capacity ACI 38 reference Formula Calculation φ φn n Steel D.5. N sa = na se, N f uta N sa = 0.3345 5,000 0.75 3,360 lb Concrete D.5. N cb = k c,uncr (f c ) 0. 5. 5 h ef N cb = 4 (,500) 0. 5 3. 5 0.65 4,053 lb Bond D.5.3** N a = π d h ef τ k,uncr N a = π 3/4 3,70 0.65 7,857 lb breakout is decisive; hence the ASD value will be calculated as 4,053lb =,739 lb.48 ** Design equation provided in Section 4..4 as new section ACI 38 D.5.3.9, Eq. (D-6f).
ESR-303 Most Widely Accepted and Trusted Page 9 of 9 TABLE TENSILE PROPERTIES OF COMMON CARBON STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION MINIMUM SPECIFIED ULTIMATE STRENGTH f UTA MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f YA f UTA /f YA MINMUM ELONGATION, PERCENT 5 MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS 6 ASTM A 93 Grade B7 -/ in. ( 64 mm) psi 5,000 05,000 (MPa) (860) (75).9 6 50 ASTM A94 ASTM F 568M 3 Class 5.8 M5 (/4 in.) to M4 ( in.) (equivalent to ISO 898-) MPa 500 400 (psi) (7,500) (58,000).5 0 35 DIN 934 (8-AK) ASTM A563 Grade DH 7 ISO 898-4 Class 5.8 MPa 500 400 (psi) (7,500) (58,000).5 - DIN 934 (8-AK) Hilti HIT-HY 50 MAX-SD adhesive may be used in conjunction with all grades of continuously threaded carbon steel rod (all-thread) that comply with the code reference standards and that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.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 ASTM 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 TENSILE PROPERTIES OF COMMON STAINLESS STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION MINIMUM SPECIFIED ULTIMATE STRENGTH f UTA MINIMUM SPECIFIED YIELD STRENGTH 0.% OFFSET, f YA f UTA /f YA MINIMUM ELONGATION, PERCENT MINIMUM REDUCTION OF AREA, PERCENT SPECIFICATION FOR NUTS 4 ASTM F 593 CW (36) /4 to 5/8 in. ASTM F 593 CW (36) 3/4 to -/ in. ISO 3506-3 A4-70 M8 M4 psi 00,000 65,000 (MPa) (690) (450) psi 85,000 45,000 (MPa) (585) (30) MPa 700 450 (psi) (0,500) (65,50).54 0 F 594.89 5 F 594.56 40 ISO 403 Hilti HIT-HY 50 MAX-SD may be used in conjunction with all grades of continuously threaded stainless steel rod (all-thread) that comply with the code reference standards and that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.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.
ESR-303 Most Widely Accepted and Trusted Page 0 of 9 TABLE 4 TENSILE PROPERTIES OF COMMON REINFORCING BARS REINFORCING BAR SPECIFICATION MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya ASTM A 65 Gr. 60 ASTM A 65 Gr. 40 DIN 488 BSt 500 CAN/CSA-G30.8 3 Gr. 400 psi 90,000 60,000 (MPa) (60) (45) psi 60,000 40,000 (MPa) (45) (75) MPa 550 500 (psi) (79,750) (7,500) MPa 540 400 (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
ESR-303 Most Widely Accepted and Trusted Page of 9 TABLE 5 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (inches) 3/8 ½ 5/8 3/4 7/8 Rod O.D. Rod effective cross-sectional area d A se in. 0.375 0.5 0.65 0.75 0.875 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) in. 0.0775 0.49 0.60 0.3345 0.467 0.6057 (mm ) (50) (9) (46) (6) (98) (39) ISO 898- Class 5.8 ASTM A 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 ASTM 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 = 4.448 N, psi = 0.006897 MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 38 Eq. (D- 3) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a brittle steel element. 3 For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a ductile steel element.
ESR-303 Most Widely Accepted and Trusted Page of 9 TABLE 6 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (inches) 3/8 ½ 5/8 3/4 7/8 Effectiveness factor for uncracked Effectiveness factor for cracked in-lb 4 4 4 4 7 7 k c,uncr (SI) (0) (0) (0) (0) (.3) (.3) in-lb 7 7 7 7 7 7 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 3-3/4 4-3/8 5 (mm) (48) (64) (79) (95) () (7) in. -7/8 -/ 3-/8 3-3/4 4-3/8 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 = 4.448 N, psi = 0.006897 MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 38 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value of φ must be determined in accordance with ACI 38 D.4.5. 3 d 0 = hole diameter.
ESR-303 Most Widely Accepted and Trusted Page 3 of 9 TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD Temperature Range DESIGN INFORMATION A 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 NOMINAL ROD DIAMETER (IN.) 3/8 ½ 5/8 3/4 7/8 psi,985,985,850,70,575,440 τ k,uncr (MPa) (3.7) (3.7) (.7) (.8) (0.9) (9.9) τ k,cr psi 696 763 8 88 889 896 (MPa) (4.8) (5.3) (5.7) (6.) (6.) (6.) psi,60,60,495,385,75,70 τ k,uncr (MPa) (.) (.) (0.3) (9.6) (8.8) (8.) τ k,cr psi 56 65 66 7 77 73 (MPa) (3.9) (4.) (4.6) (4.9) (4.9) (5.0) psi 930 930 865 805 740 675 τ k,uncr (MPa) (6.4) (6.4) (6.0) (5.5) (5.) (4.7) τ k,cr h ef,min psi 3 35 379 407 40 44 (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 Anchor - Category φ d & φ ws 0.65 For SI: inch 5.4 mm, lbf = 4.448 N, psi = 0.006897 MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature = 04 F (40 C), maximum long term temperature = 75 F (4 C). Temperature range B: Maximum short term temperature = 76 F (80 C), maximum long term temperature = F (50 C). Temperature range C: Maximum short term temperature = 48 F (0 C), maximum long term temperature = 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis =.0 => no reduction.
ESR-303 Most Widely Accepted and Trusted Page 4 of 9 Rod O.D. TABLE 8 STEEL DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) Rod effective cross-sectional area ISO 898- Class 5.8 ISO 898- Cl. 8.8 ISO 3506- Cl. A4 SS 3 Nominal strength as governed by steel strength d A se N sa V sa 0 6 0 4 mm 0 6 0 4 (in.) (0.39) (0.47) (0.63) (0.79) (0.94) mm 58 84.3 57 45 353 (in. ) (0.090) (0.3) (0.43) (0.380) (0.547) kn 9.0 4. 78.5.5 76.5 (lb) (6,50) (9,475) (7,650) (7,540) (39,680) kn 4.5 5.3 47. 73.5 05.9 (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 46.4 67.4 5.6 96.0 8.4 (lb) (0,430) (5,60) (8,35) (44,065) (63,485) kn 3. 40.5 75.4 7.6 69.4 (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 40.6 59.0 09.9 7.5 47. (lb) (9,30) (3,63) (4,703) (38,555) (55,550) kn 0.3 35.4 65.9 0.9 48.3 (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 = 4.448 N, psi = 0.006897 MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 38 Eq. (D-3) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a brittle steel element. 3 A4-70 Stainless (M0 - M4 diameters).
ESR-303 Most Widely Accepted and Trusted Page 5 of 9 TABLE 9 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) Effectiveness factor for uncracked Effectiveness factor for cracked Min. anchor spacing Min. edge distance Minimum member thickness 0 6 0 4 SI 0 0 0 0.3 k c,uncr (in-lb) (4) (4) (4) (4) (7) SI 7 7 7 7 7 k c,cr (in-lb) (7) (7) (7) (7) (7) s min mm 50 60 80 00 0 (in.) (.0) (.4) (3.) (3.9) (4.7) c min mm 50 60 80 00 0 (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 = 4.448 N, psi = 0.006897 Mpa For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 38 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. 3 d 0 = drill bit diameter.
ESR-303 Most Widely Accepted and Trusted Page 6 of 9 TABLE 0 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER (mm) Temperature Range A 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 6 0 4 MPa 3.7 3.7.7.8 0.9 τ k,uncr (psi) (,985) (,985) (,850) (,70) (,575) τ k,cr τ k,uncr τ k,cr MPa 4.9 5. 5.7 6. 6. (psi) (705) (744) (8) (884) (893) MPa.. 0.3 9.6 8.8 (psi) (,60) (,60) (,500) (,390) (,75) MPa 3.9 4. 4.6 4.9 5.0 (psi) (569) (600) (663) (7) (70) MPa 6.4 6.4 6.0 5.5 5. τ k,uncr (psi) (930) (930) (865) (805) (740) τ k,cr h ef,min h ef,max MPa..4.6.8.8 (psi) (36) (343) (379) (408) (4) mm 60 70 80 90 96 (in.) (.4) (.8) (3.) (3.5) (3.8) mm 00 40 30 400 480 (in.) (7.9) (9.4) (.6) (5.7) (8.9) Permissible Installation Conditions Dry & Watersaturated Anchor Category - φ d & φ ws - 0.65 For SI: inch 5.4 mm, lbf = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature = 04 F (40 C), maximum long term temperature = 75 F (4 C). Temperature range B: Maximum short term temperature = 76 F (80 C), maximum long term temperature = F (50 C). Temperature range C: Maximum short term temperature = 48 F (0 C), maximum long term temperature = 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis =.0 => no reduction.
ESR-303 Most Widely Accepted and Trusted Page 7 of 9 TABLE STEEL DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter Bar effective cross-sectional area ASTM A 65 Gr. 40 ASTM A 65 Gr. 60 Nominal strength as governed by steel strength d A 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. 0. 0. 0.3 0.44 0.6 0.79 (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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 38 Eq. (D-3) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a brittle steel element.
ESR-303 Most Widely Accepted and Trusted Page 8 of 9 TABLE CONCRETE BREAKOUT DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR 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 in-lb 4 4 4 4 4 4 k c,uncr (SI) (0) (0) (0) (0) (0) (0) in-lb 7 7 7 7 7 7 k c,cr (SI) (7) (7) (7) (7) (7) (7) s min in. -7/8 -/ 3-/8 3-3/4 4-3/8 5 (mm) (48) (64) (79) (95) () (7) c min in. -7/8 -/ 3-/8 3-3/4 4-3/8 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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 38 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. 3 d 0 = drill bit diameter.
ESR-303 Most Widely Accepted and Trusted Page 9 of 9 TABLE 3 BOND STRENGTH DESIGN INFORMATION FOR U.S. IMPERIAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Temperature Range A 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 τ k,uncr MPa (8.9) τ k,cr psi 696 763 8 88 889 896 MPa (4.8) (5.3) (5.7) (6.) (6.) (6.) psi,045 τ k,uncr MPa (7.) τ k,cr psi 56 65 66 7 77 73 MPa (3.9) (4.) (4.6) (4.9) (4.9) (5.0) psi 605 τ k,uncr MPa (4.) τ k,cr h ef,min h ef,max psi 3 35 379 407 40 44 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 & Water-saturated Anchor Category - φ d & φ ws - 0.65 For SI: inch 5.4 mm, lbf = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature = 04 F (40 C), maximum long term temperature = 75 F (4 C). Temperature range B: Maximum short term temperature = 76 F (80 C), maximum long term temperature = F (50 C). Temperature range C: Maximum short term temperature = 48 F (0 C), maximum long term temperature = 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis =.0 => no reduction.
ESR-303 Most Widely Accepted and Trusted Page 0 of 9 TABLE 4 STEEL DESIGN INFORMATION FOR EU METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter Bar effective cross-sectional area DIN 488 BSt 550/500 Nominal strength as governed by steel strength d A se N sa V sa 0 4 6 0 5 mm 0.0.0 4.0 6.0 0.0 5.0 (in.) (0.394) (0.47) (0.55) (0.630) (0.787) (0.984) mm 78.5 3. 53.9 0. 34. 490.9 (in. ) (0.) (0.75) (0.39) (0.3) (0.487) (0.76) kn 43. 6. 84.7 0.6 7.8 70.0 (lb) (9,70) (3,985) (9,035) (4,860) (38,845) (60,695) kn 5.9 37.3 50.8 66.4 03.7 6.0 (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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 38 Eq. (D-3) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a brittle steel element. TABLE 5 CONCRETE BREAKOUT DESIGN INFORMATION FOR EU METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Effectiveness factor for uncracked Effectiveness factor for cracked Min. bar spacing Min. edge distance Minimum member thickness 0 4 6 0 5 SI 0.6 k c,uncr (in-lb) (4) (30) k c,cr SI 7 (in-lb) (7) s min mm 50 60 70 80 00 5 (in.) () (.4) (.8) (3.) (3.9) (4.9) c min mm 50 60 70 80 00 5 (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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 38 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C or are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. 3 d 0 = drill bit diameter.
ESR-303 Most Widely Accepted and Trusted Page of 9 TABLE 6 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Temperature Range A 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 4 6 0 5 MPa 8.9 τ k,uncr (psi) (,90) τ k,cr MPa 4.9 5. 5.4 5.7 6. 6. (psi) (705) (744) (783) (8) (884) (895) MPa 7. τ k,uncr (psi) (,045) τ k,cr MPa 3.9 4. 4.4 4.6 4.9 5.0 (psi) (569) (600) (63) (663) (7) (7) MPa 4. τ k,uncr (psi) (605) τ k,cr h ef,min h ef,max MPa..4.5.6.8.9 (psi) (36) (343) (36) (379) (408) (43) mm 60 70 75 80 90 00 (in.) (.4) (.8) (3.0) (3.) (3.5) (3.9) mm 00 40 80 30 400 500 (in.) (7.9) (9.4) (.0) (.6) (5.7) (9.7) Permissible Installation Conditions Dry & Watersaturated Anchor Category - φ d & φ ws - 0.65 For SI: inch 5.4 mm, lbf = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature = 04 F (40 C), maximum long term temperature = 75 F (4 C). Temperature range B: Maximum short term temperature = 76 F (80 C), maximum long term temperature = F (50 C). Temperature range C: Maximum short term temperature = 48 F (0 C), maximum long term temperature = 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 3 For structures assigned to Seismic Design Categories C, D, E or F, bond strength values are multiplied by αn,seis =.0 => no reduction.
ESR-303 Most Widely Accepted and Trusted Page of 9 TABLE 7 STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Nominal bar diameter Bar effective cross-sectional area CSA-G30.8 Gr. 400 Nominal strength as governed by steel strength d A se N sa V sa 0 M 5 M 0 M 5 M mm.3 6.0 9.5 5. (in.) (0.445) (0.630) (0.768) (0.99) mm 00.3 0. 98.6 498.8 (in. ) (0.55) (0.3) (0.463) (0.773) kn 54. 08.6 6.3 69.3 (lb) (,75) (4,40) (36,55) (60,550) kn 3.5 65. 96.8 6.6 (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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Values provided for common rod material types based on published strengths and calculated in accordance with ACI 38 Eq. (D-3) and Eq. (D-0). Other material specifications are admissible, subject to the approval of the code official. Nuts and washers must be appropriate for the rod strength. For use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. Values correspond to a brittle steel element. TABLE 8 CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR 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 0 0 0.3 k c,uncr (in-lb) (4) (4) (4) (7) k c,cr SI 7 7 7 7 (in-lb) (7) (7) (7) (7) s min mm 57 80 98 6 (in.) (.) (3.) (3.8) (5.0) c min mm 57 80 98 6 (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 = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. For additional setting information, see installation instructions in Figure 5. Values provided for post-installed anchors with category as determined from ACI 355. given for Condition B. Condition B applies without supplementary reinforcement or where pullout (bond) or pryout govern, as set forth in ACI 38 D.4.4, while condition A requires supplemental reinforcement. Values are for use with the load combinations of IBC Section 605.. or ACI 38 Section 9. as set forth in ACI 38 D.4.4. If the load combinations of ACI 38 Appendix C are used, the appropriate value ofφ must be determined in accordance with ACI 38 D.4.5. 3 d 0 = drill bit diameter.
ESR-303 Most Widely Accepted and Trusted Page 3 of 9 TABLE 9 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS BAR SIZE Temperature Range A 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 τ k,uncr (psi) (,90) τ k,cr MPa 4.9 5.7 6.0 6. (psi) (705) (8) (884) (895) MPa 7. τ k,uncr (psi) (,045) τ k,cr MPa 3.9 4.6 4.9 5.0 (psi) (569) (663) (7) (7) MPa 4. τ k,uncr (psi) (605) τ k,cr h ef,min h ef,max MPa..6.8.9 (psi) (36) (379) (408) (4) mm 60 80 90 0 (in.) (.4) (3.) (3.5) (4.0) mm 6 30 390 504 (in.) (8.9) (.6) (5.4) (9.8) Permissible Installation Conditions Dry & Watersaturated Anchor Category - φ d & φ ws - 0.65 For SI: inch 5.4 mm, lbf = 4.448 N, psi = 0.006897MPa. For pound-inch units: mm = 0.03937 inches, N = 0.48 lbf, MPa = 45.0 psi. Bond strength values correspond to compressive strength range,500 psi f c 4,500 psi. For 4,500 psi < f c 6,500 psi, tabulated characteristic bond strengths may be increased by 6 percent. For 6,500 psi < f c 8,000 psi, tabulated characteristic bond strengths may be increased by 0 percent. Temperature range A: Maximum short term temperature = 04 F (40 C), maximum long term temperature = 75 F (4 C). Temperature range B: Maximum short term temperature = 76 F (80 C), maximum long term temperature = F (50 C). Temperature range C: Maximum short term temperature = 48 F (0 C), maximum long term temperature = 6 F (7 C). Short term elevated temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term temperatures are roughly constant over significant periods of time. 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 HIT-HY 50 MAX-SD ANCHORING SYSTEM AND ANCHOR ELEMENTS
ESR-303 Most Widely Accepted and Trusted Page 4 of 9 Given: () / inch diameter HIT-HY 50 MAX-SD adhesive anchors subjected to a tension load as shown. A /-IN. A93 B7 ALL-THREAD N c a,min T max A A Na A 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 / Assumptions: ASTM A 93 B7 all-thread rods, UNC thread, A 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 ACI 38 D. h = in. Assume maximum short term (diurnal) base material temperature 00 0 F d = / in. Assume maximum long term base material temperature 75 0 F Assume installation in dry and hammer-drilled holes Assume will remain uncracked for service life of anchorage Calculation per ACI 38 Appendix D and this report ACI 38 Code Ref. A-A 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 Ase f D.5.. uta Eq. (D-3) A93 B7 rods are considered ductile in accordance with ACI 38-05 D.. φ =075. φ N sa or, using Table 5, = φ n Ase f uta = 0.75 0.49in 5,000 psi = 6,606lb φ N sa = 0.75 7,740lb = 6, 60lb Step 3. Determine breakout strength: N A A Nc cbg = ψ ec, N ψ ed, N ψ c, N ψ cp, N ANco Nc = = N ( 3 hef + s) (.5 hef + ca,min ) ( 7in. + 4in. ) ( 3.5 in. +.5 in. ) = 496in Calculation in accordance with ACI 38 Appendix D and this report Nco ( h ) = 9 ( 9in) 79in ef b Eq. (D-3) D.5.. Eq. (D-5) Table Table 5 - - ACI 38 Code Ref. - Report Ref. A = 9 = Eq. (D-6) - FIGURE 4 SAMPLE CALCULATION (Continued)
ESR-303 Most Widely Accepted and Trusted Page 5 of 9 ψ ec,n =.0 no eccentricity with respect to tension-loaded anchors D.5..4 - c. 5 a, min h ef c, min ψ a =.5 <.5 9in. = 3.5 in. ca = 0. 7 + 0. 3. 5 h. 5in. 0. 7 0. 3 = +. 5 9in.,min ed, N =. ef 0 756 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. (D-3) = kc, uncr f ' c ef D.5.. = 4 496in = 79in.5 Ncbg,. 0 0. 756. 0 0. 6 40, 983lb = 880lb Eq. (D-7) D.5.. Eq. (D-5) - Section 4..0 φ N cbg = 0. 65, 880lb = 8, 37lb D.4.4(c) - Step 4. Determine bond strength: ANa Nag = ψed,na ψg,na ψec,na ψp,na N - ao A s cr, Na 3 h s c A 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 A = = Nao cr,na - - - - Table 6 - Section 4..4 Eq. (D-6b) Section 4..4 D.5.3.8 Eq. (D-6d) Table 7 Section 4..4 D.5.3.8 Eq. (D-6e) Section 4..4 D.5.3.7 Section 4..4 D.5.3.7 Eq. (D-6c) FIGURE 4 SAMPLE CALCULATION (Continued)
ESR-303 Most Widely Accepted and Trusted Page 6 of 9 Calculation in accordance with ACI 38-05 Appendix D and this report c For a,min ψ τ < c cr.na c = 0.7 + 0.3 c.5 in. = 0.7 + 0.3 5.85 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) =. 075 0.88 FIGURE 4 SAMPLE CALCULATION (Continued) ACI 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 = A Na ag = ψed, Na ψg, Na ψec, Na ψp, Na ANao N 3.in ag = 0.88.075.0 0.65 8,06 lb = 6,339 lb 36.9 in N ao - - - - - Report Ref. Section 4..4 D.5.3. Eq. (D-6m) Section 4..4 D.5.3.0 Eq. (D-6n) Table 6 Section 4..4 D.5.3.0 Eq. (D-6h) Table 7 Section 4..4 D.5.3.0 Eq. (D-6g) Section 4..4 D.5.3. Eq. (D-6j) Section 4..4 D.5.3.4 Eq. (D-6p) Section 4..4 D.5.3.9 Eq. (D-6f) Section 4..4 D.5.3.7 Eq. (D-6b) φ d = 0.65 - Table 7 φ N ag = 0.65 6,339 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 ASD using factor provided in Section 4.: - Section 4. N φ N α 4,0 lb =.48,784 lb n allow,asd = = - Eq. (4-)
ESR-303 Most Widely Accepted and Trusted Page 7 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING
ESR-303 Most Widely Accepted and Trusted Page 8 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING (Continued)
ESR-303 Most Widely Accepted and Trusted Page 9 of 9 FIGURE 5 INSTRUCTIONS FOR USE (IFU) AS PROVIDED WITH PRODUCT PACKAGING (Continued)