DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS

Transcription

1 0 ICCES Report ICCES (800) (56) Most Widely Accepted and Trusted ESR89 Issued /05 This report is subject to renewal 04/06. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POSTINSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 000 PLANO, TEXAS 7504 EVALUATION SUBJECT: HILTI HITRE 00 ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE Look for the trusted marks of Conformity! 04 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of 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 recoendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 06 ICC Evaluation Service, LLC. All rights reserved.

2 ICCES Evaluation Report ESR89 Issued December 05 Corrected February 06 This report is subject to renewal April (800) (56) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Postinstalled Concrete Anchors REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 000 PLANO, TEXAS 7504 (98) HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HITRE 00 ADHESIVE ANCHORS IN CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliance with the following codes: 05, 0, 009 and 006 International Building Code (IBC) 05, 0, 009 and 006 International Residential Code (IRC) Property evaluated: Structural.0 USES The Hilti HITRE 00 Adhesive Anchoring System is used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normalweight concrete having a specified compressive, f c, of,500 psi to 8,500 psi (7. MPa to 58.6 MPa). The anchor system complies with anchors as described in Section 90. of the 05 IBC, Section 909 of the 0 IBC and is an alternative to castinplace and postinstalled anchors described in Section 908 of the 0 IBC, and Sections 9 and 9 of the 009 and 006 IBC. The anchor system may also be used where an engineered design is submitted in accordance with Section R0.. of the IRC..0 DESCRIPTION. General: The Hilti HITRE 00 Adhesive Anchoring System is comprised of the following components: Hilti HITRE 00 adhesive packaged in foil packs Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection The Hilti HITRE 00 Adhesive Anchoring System may be used with continuously threaded rod or deformed steel reinforcing bars as depicted in Figure. The primary components of the Hilti Adhesive Anchoring System, including the Hilti HITRE 00 Adhesive, HITREM static mixing nozzle and steel anchoring elements, are shown in Figure of this report. The manufacturer s printed installation instructions (MPII), as included with each adhesive unit package, are replicated as Figure 5 of this report.. Materials:.. Hilti HITRE 00 Adhesive: Hilti HITRE 00 Adhesive is an injectable, twocomponent epoxy adhesive. The two components are separated 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 HITRE 00 is available in.ounce (0 ml), 6.9ounce (500 ml), and 47.ounce (400 ml) foil packs. The manifold attached to each foil pack is stamped with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened foil pack stored in a dry, dark environment and in accordance with Figure 5 of this report... Hole Cleaning Equipment: Hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 5 of this report... Dispensers: Hilti HITRE 00 must be dispensed with manual dispensers, pneumatic dispensers, or electric dispensers provided by Hilti...4 Anchor Elements:..4. Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (allthread) in diameters as described in Tables 4 and 8 and Figure of this report. Steel design information for coon grades of threaded rods is provided in Table. Carbon steel threaded rods must be furnished with a 0.000inchthick (0.005 ) zinc electroplated coating in compliance with ASTM B6 SC or must be hotdip galvanized in compliance with ASTM A5, Class C or D. Stainless steel threaded rods must comply with ASTM F59 or ISO 506 A4. Threaded steel rods must be straight and free of 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 recoendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 06 ICC Evaluation Service, LLC. All rights reserved. Page of 7 000

3 ESR89 Most Widely Accepted and Trusted Page of 7 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 to a chisel point...4. Steel Reinforcing Bars: Steel reinforcing bars are deformed bars as described in Table of this report. Tables 4, 8, and and Figure suarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation except as set forth in Section 6.6..(b) of ACI 84 or Section 7.. of ACI 8, as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted...4. Ductility: In accordance with ACI 84. or ACI 8 D., as applicable, in order for a steel element to be considered ductile, the tested elongation must be at least 4 percent and reduction of area must be at least 0 percent. Steel elements with a tested elongation of less than 4 percent or a reduction of area of less than 0 percent, or both, are considered brittle. Values for various steel materials are provided in Tables and of this report. Where values are nonconforming or unstated, the steel must be considered brittle.. Concrete: Normalweight concrete must comply with Sections 90 and 905 of the IBC, as applicable. The specified compressive of the concrete must be from,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 4.0 DESIGN AND INSTALLATION 4. Strength Design: Refer to Table for the design parameters for specific installed elements, and refer to Figure and Section 4..4 for a flowchart to determine the applicable design bond or pullout. 4.. General: The design of anchors under the 05 IBC, as well as the 05 IRC must be determined in accordance with ACI 84 Chapter 7 and this report. Design of anchors complying with the 0, 009, and 006 IBC and 0, 009, and 006 IRC, must be in accordance with ACI 8 Appendix D and this report. A design example according to the 05 IBC is included given in Figure 4. Design parameters are provided in Tables 4 through 4 and based on ACI 84 for use with the 05 IBC, and ACI 8 for use with the 0, 009, and 006 IBC unless noted otherwise in Sections 4.. through 4.. of this report. The design of anchors must comply with ACI or ACI 8 D.4., as applicable, except as required in ACI or ACI 8 D.4., as applicable, except as required in ACI or ACI 8 D.., as applicable. Strength reduction factors,, as given in ACI or ACI 8 D.4., as applicable, must be used for load combinations calculated in accordance with Section 605. of the IBC or Section 5. or ACI 84 or Section 9. of ACI 8, as applicable. Strength reduction factors,, as given in ACI 8 D.4.4 must be used for load combinations calculated in accordance with ACI 8 Appendix C. 4.. Static Steel Strength in Tension: The nominal static steel of a single anchor in tension, N sa, in accordance with ACI or ACI 8 D.5.., as applicable, and the associated reduction factors,, in accordance with ACI or ACI 8 D.4., as applicable, are provided in the tables outlined in Table for the anchor element types included in this report. 4.. Static Concrete Breakout Strength in Tension: The nominal concrete breakout of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with ACI or ACI 8 D.5., as applicable, with the following addition: The basic concrete breakout of a single anchor in tension, N b, must be calculated in accordance with ACI or ACI 8 D.5.., as applicable, using the values of k c,cr, and k c,uncr as described in this report. Where analysis indicates no cracking in accordance with ACI or ACI 8 D.5..6, as applicable, N b must be calculated using k c,uncr and Ψ c,n =.0, see Table. For anchors in lightweight concrete, see ACI or ACI 8 D..6, as applicable. The value of f c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI or ACI 8 D..7, as applicable. Additional information for the determination of nominal bond in tension is given in Section 4..4 of this report Static Bond Strength in Tension: The nominal static bond of a single adhesive anchor or group of adhesive anchors in tension, N a or N ag, must be calculated in accordance with ACI or ACI 8 D.5.5, as applicable. Bond values are a function of the concrete compressive, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions (dry, watersaturated, etc.). The resulting characteristic bond shall be multiplied by the associated reduction factor nn as follows: DRILLING METHOD Haerdrill CONCRETE TYPE Uncracked Cracked PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Dry k,uncr d Watersaturated k,uncr ws Waterfilled hole k,uncr wf Underwater application k,uncr uw Dry k,cr d Watersaturated k,cr ws Waterfilled hole k,cr wf Underwater application k,cr uw Figure of this report presents a bond design selection flowchart. Strength reduction factors for determination of the bond are outlined in Table 6, 7, 0, and 4 of this report. Adjustments to the bond may also be made for increased concrete compressive as noted in the footnotes to the bond tables Static Steel Strength in Shear: The nominal static of a single anchor in shear as governed by the steel, V sa, in accordance with ACI or ACI 8 D.6.., as applicable, and reduction factors,, in accordance with ACI or ACI 8 D.4., as applicable, are given in the tables

4 ESR89 Most Widely Accepted and Trusted Page of 7 outlined in Table for the anchor element types included in this report Static Concrete Breakout Strength in Shear: The nominal static concrete breakout of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with ACI or ACI 8 D.6., as applicable, based on information given in the tables outlined in Table. The basic concrete breakout of a single anchor in shear, V b, must be calculated in accordance with ACI or ACI 8 D.6.., as applicable, using the values of d given in the tables as outlined in Table for the corresponding anchor steel in lieu of d a (05, 0, and 009 IBC) and d o (006 IBC). In addition, h ef must be substituted for l e. In no case must l e exceed 8d. The value of f c must be limited to a maximum of 8,000 psi (55 MPa) in accordance with ACI or ACI 8 D..7, as applicable Static Concrete Pryout Strength in Shear: The nominal static pryout of a single anchor or group of anchors in shear, V cp or V cpg, must be calculated in accordance with ACI or ACI 8 D.6., as applicable 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 84 Section 7.6 or ACI 8 Section D.7, as applicable Minimum Member Thickness, h min, Anchor Spacing, s min and Edge Distance, c min : In lieu of ACI and 7.7.; or ACI 8 D.8. and D.8., as applicable, values of s min and c min described in this report must be observed for anchor design and installation. Likewise, in lieu of ACI or ACI 8 D.8.5, as applicable, the minimum member thicknesses, h min, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI or ACI 8 D.8.4, as applicable, applies. For edge distances c ai and anchor spacing s ai, the maximum torque T max shall comply with the following requirements: REDUCED MAXIMUM INSTALLATION TORQUE T max,red FOR EDGE DISTANCES c ai < (5 x d a ) EDGE DISTANCE, c ai MINIMUM ANCHOR SPACING, s ai MAXIMUM TORQUE, T max,red.75 in. (45 ) c ai 5 x d a s ai < 6 in. 0. x T max < 5 x d a s ai 6 in. (406 ) 0.5 x T max 4..0 Critical Edge Distance c ac : In lieu of ACI or ACI 8 8 D.8.6. as applicable, c ac must be determined as follows: = τ k,uncr h h ef Eq. (4) where need not be taken as larger than.4: and τ uncr = characteristic bond stated in the tables of this report where by τ uncr need not be taken as greater than: 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 or ACI 8 D.., as applicable. Modifications to ACI shall be applied under Section of the 05 IBC. For the 0 IBC, Section shall be omitted. The nominal steel shear, V sa, must be adjusted by V,seis as given in the tables suarized in Table for the anchor element types included in this report. For tension, the nominal bond cr must be adjusted by α N,seis. See Tables 6, 7, 0,, and 4. Modify ACI 8 Sections D...4., D...4.(d) and D...5. to read as follows: ACI 8 D...4. Where the tensile component of the level earthquake force applied to anchors exceeds 0 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with ACI 8 D The anchor design tensile shall be determined in accordance with ACI 8 D Exception:. Anchors designed to resist wall outofplane forces with design s equal to or greater than the force determined in accordance with ASCE 7 Equation. or.40 shall be deemed to satisfy ACI 8 D...4.(d). ACI 8 D...4.(d) The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω 0. The anchor design tensile shall be calculated from ACI 8 D ACI 8 D...5. Where the shear component of the level earthquake force applied to anchors exceeds 0 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with ACI 8 D The anchor design shear for resisting earthquake forces shall be determined in accordance with D.6. Exceptions:. For the calculation of the inplane shear of anchor bolts attaching wood sill plates of bearing or nonbearing walls of lightframe wood structures to foundations or foundation stem walls, the inplane shear in accordance with ACI 8 D.6. and ACI 8 D.6. need not be computed and D...5. need not apply provided all of the following are satisfied:.. The allowable inplane shear of the anchor is determined in accordance with AF&PA NDS Table E for lateral design values parallel to grain... The maximum anchor nominal diameter is 5 / 8 inch (6 )... Anchor bolts are embedded into concrete a minimum of 7 inches (78 )..4. Anchor bolts are located a minimum of / 4 inches (45 ) from the edge of the concrete parallel to the length of the wood sill plate..5. Anchor bolts are located a minimum of 5 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate..6. The sill plate has a nominal thickness of inches or inches.. For the calculation of the inplane shear of anchor bolts attaching coldformed steel track of bearing or nonbearing walls of lightframe construction to foundations or foundation stem walls, the inplane shear

5 ESR89 Most Widely Accepted and Trusted Page 4 of 7 in accordance with ACI 8 D.6. and ACI 8 D.6. need not be computed and ACI 8 D...5. need not apply provided all of the following are satisfied:.. The maximum anchor nominal diameter is 5 / 8 inch (6 )... Anchors are embedded into concrete a minimum of 7 inches (78 )... Anchors are located a minimum of / 4 inches (45 ) from the edge of the concrete parallel to the length of the track..4. Anchors are located a minimum of 5 anchor diameters from the edge of the concrete perpendicular to the length of the track..5. The track is to 68 mil designation thickness. Allowable inplane shear of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S00 Section E.... In lightframe construction, bearing or nonbearing walls, shear of concrete anchors less than or equal to inch [5 ] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy D...5.(a) through (c) when the design of the anchors is determined in accordance with D.6..(c). 4. Installation: Installation parameters are illustrated in Figure. Installation must be in accordance with ACI and 7.8.; or ACI 8 D.9. and D.9., as applicable. Anchor locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HITRE 00 Adhesive Anchor System must conform to the manufacturer s printed installation instructions (MPII) included in each unit package as provided in Figure 5 of this report. The MPII contains additional requirements for combinations of drill hole depth, diameter, and dispensing and installation equipment. 4. Special Inspection: Periodic special inspection must be performed where required in accordance with Section and Table 705. of the 05 and 0 IBC, Section and Table of the 009 IBC, or Section 704. of the 006 IBC, and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer s printed installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on 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 of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI , 6.7.(h), and 6...(c); or ACI 8 D.9..4, as applicable. Under the IBC, additional requirements as set forth in Sections 705, 706, and 707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti HITRE 00 Adhesive Anchor System described in this report complies with or is a suitable alternative to what is specified in the codes listed in Section.0 of this report, subject to the following conditions: 5. Hilti HITRE 00 Adhesive anchors must be installed in accordance with the manufacturer s printed installation instructions as included in the adhesive packaging and provided in Figure 5 of this report. 5. The anchors must be installed in cracked and uncracked normalweight concrete having a specified compressive f c =,500 psi to 8,500 psi (7. MPa to 58.6 MPa). 5. The values of f c used for calculation purposes must not exceed 8,000 psi (55. MPa) 5.4 Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions in Figure 5, using carbidetipped drill bits manufactured with the range of maximum and minimum drilltip dimensions specified in ANSI B Loads applied to the anchors must be adjusted in accordance with Section 605. of the IBC for design. 5.6 Hilti HITRE 00 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 must be adjusted in accordance in accordance with Section 4.. of this report. 5.8 Hilti HITRE 00 adhesive anchors are permitted to be installed in concrete 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 Minimum anchor spacing and edge distance as well as minimum member thickness must comply with the values noted in this report. 5. Prior to anchor installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5. Anchors are not permitted to support fireresistive construction. Where not otherwise prohibited by the code, Hilti HITRE 00 adhesive anchors are permitted for installation in fireresistive construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only.

6 ESR89 Most Widely Accepted and Trusted Page 5 of 7 Anchors that support gravity load bearing structural elements are within a fireresistive envelope or a fireresistive membrane, are protected by approved fireresistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5. Since an 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. 5.4 Use of zincplated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.5 Use of hotdipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.6 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 ASTM A Periodic special inspection must be provided in accordance with Section 4. of this report. Continuous special inspection for anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4. of this report. 5.8 Installation of anchors in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed by personnel certified by an applicable certification program in accordance with ACI or 7.8..; or ACI 8 D.9.. or D.9.., as applicable. 5.9 Hilti HITRE 00 adhesive is manufactured by Hilti GmbH, Kaufering, Germany, under a qualitycontrol program with inspections by ICCES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICCES Acceptance Criteria for Postinstalled Adhesive Anchors in Concrete (AC08), dated June 05, which incorporates requirements in ACI 55.4, including but not limited to tests under freeze/thaw conditions (Table., test series 6); and qualitycontrol documentation. 7.0 IDENTIFICATION 7. Hilti HITRE 00 adhesive is identified by packaging labeled with the manufacturer s name (Hilti Corp.) and address, product name, lot number, expiration date, and evaluation report number (ESR89). 7. Threaded rods, nuts, washers, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications.

7 ESR89 Most Widely Accepted and Trusted Page 6 of 7 DEFORMED REINFORCEMENT THREADED ROD FIGURE INSTALLATION PARAMETERS

8 ESR89 Most Widely Accepted and Trusted Page 7 of 7 TABLE DESIGN TABLE INDEX Design Table Standardd Threaded Rod Steel Strength N sa, V sa Fractional Table Page 4 9 Table 8 Metric Page Concrete Breakout N cb, N cbg, V cb, V cbg, V cp, Vcpg Bond Strength N a, N ag 7 6 Design Table Steel Reinforcing Bars Steel Strength N sa, V sa Concrete Breakout N cb, N cbg, V cb, V cbg, V cp, Vcpg Fractional EU Metric Canadian Table Pagee Table Page Table Page Bond Strength N a, N ag FIGURE FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH

9 ESR89 Most Widely Accepted and Trusted Page 8 of 7 CARBON STEEL STAINLESS STEEL TABLE SPECIFICATI IONS AND PHYSICAL PROPERTIES OF COMMON CARBON AND STAINLESS STEEL THREADED ROD MATERIALS Minimum THREADED ROD SPECIFICATION Minimum specified specified yield ultimate 0. percent, f uta offset, f ya ASTM A9 Grade B7 psi 5,000 05,000 / in. ( 64 ) (MPa) (86) (74) ISO 898 Class 5.8 MPa (psi) ( 7,500) (58,000) ISO 898 Class 8.8 MPa (psi) (6,000) (9,800) ASTM F59 CW (6) psi 00,000 65,000 / 4 in. to 5 / 8 in. (MPa) (690) (448) ASTM F59 CW (6) psi 85,000 45,000 / 4 in. to / in. (MPa) (586) (0) ISO 506 A470 MPa M8 M4 (psi) (0,500) (65,50) ISO 506 A450 MPa M7 M0 (psi) ( 7,500) (0,450) Elongation, f uta /f ya min. percent Reduction of Area, min. percent Hilti HITRE 000 adhesive may be used in conjunction with all grades of continuously threaded carbon or stainless steel rod (allthread) that comply with the code reference standards and that have thread characteristics comparable with ANSI B. UNC Coarse Thread Series or ANSI B.M M Profile Metric Thread Series. Values for threaded rod types and associated nuts supplied by Hiltii are provided here. Standard Specification for AlloySteel of fasteners made of carbon steel and alloy steel Part : : Bolts, screws and studs and Stainless Steel Bolting Materials for HighTemperaturee Service Mechanical properties Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs Mechanical properties of corrosionresistant stainless steel fasteners Part : Bolts, screws and studs Based on in. (50 ) gauge length except for A 9, which are based on a gauge length of 4d and ISO 898, which is based on 5d. Nuts of other grades and styles having specified proof load stresses greater thann the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile of the specified threadedd rod Specification for nuts 7 ASTM A9 DIN 94 Grade 6 DIN 94 Grade 8 ASTM F594 ASTM F594 ISO 40 ISO 40 TABLE SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS REINFORCING BAR SPECIFICATION Minimum specified ultimate, f ut ta Minimum specified yield, f ya ASTM A65 Gr. 60 ASTM A65 Gr. 40 ASTM A706 Gr. 60 DIN 488 BSt 5000 CAN/CSAG0.8 4 Gr. 400 psi (MPa) psi (MPa) psi (MPa) MPa (psi) MPa (psi) 90,000 (60) 60,000 (44) 80,000 (550) 550 (79,750) 540 (78,00) 60,000 (44) 40,000 (76) 60,000 (44) 500 (7,500) 400 (58,000) S S R 4 B Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement Standard Specification for Low Alloy Steel Deformed and Plain Bars for Concrete Reinforcement Reinforcing steel; ; reinforcing steel bars; dimensions and masses BilletSteel Bars for f Concrete Reinforcement

10 ESR89 Most Widely Accepted and Trusted Page 9 of 7 Fractional Threaded Rod and Reinforcing Bars Steel Strength DESIGN INFORMATION Rod outside diameter Rod effective crosssectional area ISO 898 Class 5.8 ASTM A9 B7 ASTM F59, CW Stainless DESIGN INFORMATION Nominal bar diameter Bar effective crosssectional area ASTM A65 Grade 40 ASTM A65 Grade 60 ASTM A706 Grade 60 For SI: inch = 5.4, lbf = N. For poundinch units: = inches, N = 0.48 lbf V Values provided for f coon rod material types are based on specified s and calculated inn accordance with ACI 84 Eq (7.4..) and Eq. (7.5..b); or ACI 8 Eq. (D) and Eq. (D9), as applicable. Nuts and washers must be appropriate for the rod. For use with the load combinations of IBC Section 605., ACI or ACI 8 9., as applicable, as set forth in ACI or ACI 8 D.4., as applicable. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4. Values correspond to a brittle steel element. For use with the load combinations of of IBC Section 605., ACI or ACI 8 9., ass applicable, as set forth in ACI or ACI 8 D.4., as applicable. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4. Values correspond to a ductile steel element. F F TABLE 4 STEEL DESIGN INFORMATION FOR FRACTIONALL THREADED ROD AND REINFORCING BARS Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel Reduction for seismic shear Strength reduction factor for tensiont Strength reduction factor for shear Nominal as governed by steel Reduction for seismic shear Strength reduction factor for tensiont Strength reduction factor for shear Nominal as governed by steel Reduction for seismic shear Strength reduction factor for tensiont Strength reduction factor for shear Symbol d A se N sa V sa V,seis s N sa V sa V,seis s N sa V sa V,seis s Symbol d A se N sa V sa V,seis s N sa V sa V,seis s N sa V sa V,seis s Units in. () in. ( ) lb (kn) lb (kn) lb (kn) lb (kn) lb (kn) lb (kn) Units in. () in. ( ) lb (kn) lb (kn) lb (kn) lb (kn) lb (kn) lb (kn) / 8 / (9.5) (.7) (5.9) (50) (9) (46) 5,60 0,90 6,85 (5.0) (45.8) (7.9),70 6,75 9,80 (5) (7.5) (4.7) 9,685 7,75 8,50 (4.) (78.9) (5.7) 5,80 0,640 6,950 (5.9) (47.) (75.4) 7,750 4,90,600 (4.5) (6.) (00.5) 4,650 8,55,560 (0.7) (7.9) (60.) # #4 / 8 / (9.5) (.7) (7) (9) 6,600,000 (9.4) (5.4),960 7,00 (7.6) (.0) Nomi 5 / 8 Nominal Reinforcing bar size (Rebar) #5 / 8 (5.9) 0. (00) 0 8,600 inal rod diameter / (9.) 0.45 (6) 4,50 (07.9) 4,550 (64.7) ,80 (86.0) 5,085 (.6) ,40 (6.5) 7,060 (75.9) / (.) (5.4) / 4.5 (.8) (98) (9) (65),470 4, 90 70,60 (48.9) (95.) (.5) 0,085 6, 45 4,55 (89.) (7.) (87.5) 57,70 75, 70,5 (56.7) (6.8) (58.8) 4,65 45, 45 7,680 (54.0) (0.) (.) 9,45 5, 485 8,70 (74.6) (9.0) (66.4),545 0, ,45 (04.7) (7.4) (9.8) #6 #7 #8 #9 #0 / 4 7 / 8 / 8 / 4 (9.) (.) (5.4) (8.6) (.8) (84) (87) (50) (645) (89) 6,400 6, ,400 60,000 76,000 (8.7) (7.4) (60.) (0.9) (66.9) (9.0)),60 5,840,6000 8,440 6,000 45,700 (49.6) (6.5) (60.) (0.4)) (70.5) (96.) ,900 8,0000 7,900 9,600 54,0000 7,00 90,000 4,000 (44.0) (80.) (4.) (76.) (40.) (6.) (400.4) (508.5)) 5,940 0,8000 6,740,760,4000 4,660 54,000 68,5800 (6.4) (48.0) (74.5) (05.7) (44.) (89.8) (40.) (05.)) ,800 6,0000 4,800 5,00 48,0000 6,00 80,000 0,6000 (9.) (7.) (0.) (56.6) (.5) (8.) (55.9) (45.0)) 5,80 9,600 4,880,0 8,8000 7,90 48,000 60,9600 (.5) (4.7) (66.) (94.0) (8.) (68.7) (.5) (7.))

11 ESR89 Most Widely Accepted and Trusted Page 0 of 7 Fractional Threaded Rod and Reinforcing Bars Concrete Breakout Strength Carbide Bit TABLE 5 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION Effectiveness factor for cracked concretee Effectiveness factor for uncracked concrete Minimum embedment Maximum embedment Minimum anchor spacing Symbol k c,cr k c,uncr h ef,min h ef,max s min Units inlb (SI) inlb (SI) in. () in. () in. () / 8 or # / 8 (60) 7 / (9) 7 / 8 (48) Nominal rod diameter / Reinforcing bar size / or #4 5 / / 8 or r #5 4 or or / #6 8 or #7 #8 #9 7 (7.) 4 (0) / 4 / 8 / / 4 4 / (70) (79) (89) (89) ( 0) (4) 0 / 5 7 / 0 / (54) (8) (8) (445) ( 508) (57) / / 8 / 4 4 / / 8 (64) (79) (95) () ( 7) (4) / 4 or #0 5 (7) 5 (65) 6 / 4 (59) Minimum edge distance c min 5d; or see Section 4..9 of this report for design with reduced minimum edge distances Minimum concrete thickness Critical edge distance splitting (for uncracked concrete) Strength reduction factor for tension, concretee failure modes, Conditionn B Strength reduction factor for shear, concrete failure modes, Conditionn B For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi A V Additional setting information is described in Figure 5, Manufacturers Printed Installation Instructions (MPII). Values provided for f postinstalled anchors under Condition B without supplementary reinforcementt as defined in ACI or ACI 8 D.4., as applicable. For installations with / 4 inch edge distance, referr to Section 4..9 of this report for spacing and maximum torque requirements. d 0 = hole diameter. F 4 d h min in. () h ef + / 4 (h ef + 0) (4) h ef + d 0 c ac See Section 4..0 of this report

12 ESR89 Most Widely Accepted and Trusted Page of 7 Fractional Reinforcing Bars Bond Strength Carbide Bit TABLE 6 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS,,, 4 IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION Symbol Units # Nominal reinforcing bar size #4 #55 #6 #7 #8 #9 #0 Minimum embedment h ef,min in. / 8 () (60) / 4 / 8 / (70) (79) (89) / 4 4 / 5 (89) (0) (4) (7) Maximum embedment h ef,max in. 7 / () (9) 0 / 5 (54) (8) (8) 7 / 0 / 5 (445) (508) (57) (65) Water saturated concrete, waterfilled hole and underwater application For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi B Dry concrete in cracked concretee in uncracked concrete Anchor category Strength reduction factor in cracked concretee in uncracked concrete Anchor category Strength reduction factor k,cr k,uncr psi (MPa) (.) psi d k,cr k,uncr (MPa) (8.8) psi (MPa) psi (MPa) ws wf uw 476,7 44 (.9), (7.8) (.) (.) (.),56,04,64 (8.7) (8.) (8.0) (.9) (.9) (.8),06, (7.6) (7.) (6.9) ond values correspond to t concrete compressive f c =,500 psi (7. MPa). For concrete compressive, f' c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond may be increased by a factor of (f' c /,500) 0. [For SI: (f' c / 7.) 0. ]. See Section of this report for bond determination. Bond values are for sustained loads including dead and live loads. For load combinations consisting of shortterm loads only such as wind and seismic, bond s may be increased 40 percent. Values are for the following temperature range: maximum short term temperature = 0 F (55 C), maximum long term temperaturee = 0 F (4 C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. 4 For structures assigned to Seismic Design Categories C, D, E or F, bond values must be multiplied by α N,s seis = (.) (.) (.0),4,09,068,048 (7.8) (7.5) (7.4) 86 (.7) (.5) (.) (6.) (6.) (5.7) 408 (.8) (7.) 00 (.) 776 (5.4)

13 ESR89 Most Widely Accepted and Trusted Page of 7 Fractional Threaded Rod Bond Strength Carbide Bit TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADEDD ROD,,, 4 IN HOLES DRILLED WITH A HAMMER DRILLL AND CARBIDE BIT DESIGN INFORMATION Symbol Units / 8 / Nominal rod diameter 5 / 8 / 7 4 / 8 / 4 Minimum embedment h ef,min in. () / 8 (60) / 4 (70) / 8 / / (79) (89) (89) 4 (0) 5 (7) Maximum embedment h ef,max in. () 7 / (9) 0 (54) / 5 7 / 0 (8) (8) (445) (508) 5 (65) Dry concrete Water saturated concrete, waterfilled hole and underwater application in cracked concrete in uncracked concrete Anchor category Strength reduction factor in cracked concrete in uncracked concrete Anchor category Strength reduction factor k,cr k,uncr For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi psi (MPa) psi (MPa) d k,cr k,uncr psi (MPa) psi (MPa) ws wf uw 66 (4.6),7 (8.8) 548 (.8), (7.8) 59 (4.),56 (8.7) 5 (.6),06 (7.6) (4.) (.9) (.6),04,64,4,09 (8.) (8.0) (7.8) (.6) (.) (.9), (7.) (6.9) (6.) (.) (7.5) 75 (.6) 859 (5.9) 408 (.8),048 (7.) 00 (.) 776 (5.4) B Bond values correspond to concrete compressive f c =,500 psi (7. MPa). For concrete compressive, f' c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond may be increased by a factor of (f' c /,500) 0. [For SI: (f' c / 7.) 0. ]. See Section of this report for bond determination. ond values are for sustained loads including dead and live loads. For load combinations consisting of shortterm loads only such as wind and seismic, bond s may be increased 40 percent. Values are for the following temperature range: maximum short term temperature = 0 F (55 C), maximum long term temperaturee = 0 F (4 C). Shortterm elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Longterm concrete temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond values must be multiplied by α N,s seis = B V 4 F

14 ESR89 Most Widely Accepted and Trusted Page of 7 Metric Threaded Rod and EU Metric Reinforcing Bars Steel Strength DESIGN INFORMATION Rod outside diameter Rod effective crosssectional area ISO 898 Class 5.8 ISO 898 Class 8.8 ISO 506 Class A4 Stainless DESIGN INFORMATION Nominal bar diameter Bar effective crosssectional area DIN 488 BSt 550/500 For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi V Values provided for coon rod material types are based on specified s and calculated in accordance with ACI 84 Eq. (7.4..) and Eq. (7.5..b); or ACI 8 Eq. (D) and Eq. (D9), as applicable. Nuts and washers must be appropriate for the rod. or use with the load combinations of IBC Section 605., ACI 84 5., or ACI 8 9., as applicable, as set forth in ACI or ACI 8 D.4., as applicable. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4. Values correspond to a brittle steel element. A470 Stainless (M8 M4); A450 Stainless (M7 M0) F Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Nominal as governed by steel TABLE 8 STEEL DESIGN INFORMATIONN FOR METRIC THREADED ROD AND EU METRIC REINFORCING BARS Reduction forr seismic shear Strength reduction factor for tension Strength reduction factor for shear Symbol d A se N sa V sa V,seis N sa V sa V,seis N sa V sa V,seis Symbol d A se N sa V sa V,seis Units 8 8 (0.) 6.6 (in. ) (0.057) kn 8.5 (lb) (4,4) kn.0 (lb) (,480) kn 9.5 (lb) (6,58) kn 7.6 (lb) (,949) kn 5.6 (lb) (5,760) kn 5.4 (lb) (,456) Units (0.5) 50. (in. ) (0.078) kn 7.5 (lb) (6,5) kn 6.5 (lb) (,79) 0 0 (0.9) 58.0 (0.090) 9.0 (6,59) 4.5 (,60) Nominal rod diameter (m ) 4 4 (0.47) (0.6) (0.79) (0.94) (.06) (.8) (0.) (0.4) (0.80) (0.547) (0.7) (0.870) (9,476) (7,647) (7,59) (9,679) (5,594) (6,059) (5,685) (0,588) (6,5) (,807) (0,956) (7,85) (0,4).0 (5,6) 67.5 (5,6) 40.5 (9,097) 5.5 (8,6) 75.5 (6,94) 96.0 (44,06) 7.5 (6,48) (6,486) 69.5 (8,09) 67.0 (8,550) 0.5 (49,50) (00,894) 69.5 (60,57) (9,7) 0. (4,564) 59.0 (,66) 5.4 (7,960) 09.9 (4,706) 65.9 (4,84) 7.5 (8,555) 0.9 (,) 47. (55,550) 48. (,0) 9.5 (5,594) 7.7 (0,956) 80.5 (6,059) 68. (7,85) Reinforcing bar size (0.94) (0.47) (0.55) (0.60) (0.787) (0.984) (.0) (.60) (0.) (0.75) (0.9) (0.) (0.487) (0.76) (0.954) (.47) (9,7) (,984) (9,04) (4,860) (8,844) (60,694) (76,5) (99,44) (5,87) (8,90) (,40) (4,96) (,07) (6,46) (45,68) (59,665)

15 ESR89 Most Widely Accepted and Trusted Page 4 of 7 Metric Threadedd Rod and EU Metric Reinforcing Bars Concrete Breakout Strength Carbide Bit DESIGN INFORMATION Effectiveness factor for cracked concretee Effectiveness factor for uncracked concrete Minimum anchor spacing Minimum edge distance Minimum concrete thickness Critical edge distance splitting (for uncracked concrete) Strength reduction factor for tension, concretee failure modes, Conditionn B Strength reduction factor for shear, concrete failure modes, Conditionn B DESIGN INFORMATION Effectiveness factor for cracked concretee Effectiveness factor for uncracked concrete Minimum bar spacing Minimum edge distance Minimum concrete thickness Critical edge distance splitting (for uncracked concrete) Strength reduction factor for tension, concretee failure modes, Conditionn B Strength reduction factor for shear, concrete failure modes, Conditionn B For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi A V Additional setting information is described in Figure 5, Manufacturers Printed Installation Instructions (MPII). Values provided for f postinstalled anchors installed under Condition B without supplementary reinforcement as defined in ACI or ACI 8 D.4., as applicable. For installations with / 4 inch edge distance, refer to Section 4..9 for spacing andd maximum torque requirements. d 0 = hole diameter. F 4 d TABLE 9 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND EU METRIC REINFORCINGG BARS IN HOLES DRILLED WITH A HAMMER DRILLL AND CARBIDE BIT Symbol k c,cr k c,uncr s min c min h min Symbol Units SI (inlb) SI (inlb) c ac k c,cr k c,uncr s min Units SI (inlb) SI (inlb) c min h min c ac 8 40 (.6) 40 (.6) 50 (.0) 50 (.0) 60 (.4) 60 (.4) 80 (.) 80 (.) h ef + 0 (h ef + / 4 ) 8 40 (.6) 40 (.6) h ef + 0 (h ef + / 4 ) (.0) (.4) (.0) (.4) Nominal rod diameter () See Section 4..0 of this report. Reinforcing bar size 4 70 (.8) 70 (.8) 7. (7) 0 (4) (.9) 00 (.9) h ef (7) 0 (4) (.) (.9) (4.9) (.) (.9) (4.9) h ef + d See Section 4..0 of this report d o (4) d o (4) 4 0 (4.7) 0 (4.7) (5.) (5.9) (5.) (5.9) (5.5) (6.) (5.5) (6.)

16 ESR89 Most Widely Accepted and Trusted Page 5 of 7 EU Metric Reinforcing Bars Bond Strengthh Carbide Bit TABLE 0 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS,,, 4 IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE DESIGN INFORMATION Symbol Units 8 0 Reinforcing bar size Minimum embedment h ef,min 60 (.4) (.4) (.8)) (.0) (.) (.5) (.9) 8 (4.4) (5.0)( Maximum embedment h ef,max 60 (6.) (7.9) (9.4)) (.0) (.6) (5.7) (9.7) (.0) (5.) Dry concrete Water saturated concrete, waterfilled hole and underwater application in cracked concretee in uncracked concrete Anchor category Strength reduction factor in cracked concretee in uncracked concrete Anchor category Strength reduction factor k,cr k,uncr MPa (psi) MPa (psi) d k,cr k,uncr MPa (psi) MPa (psi) ws wf uw For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi 8.8 (,7) (,7) (,7) (,6) (47) (47) (47) (44) (40) (40) (,) (,) (,) (,095)... (47) (47) (464) (,04) (,48) (,00) (4) (40) (7) (,050) (968) (878) (48) ( 408) (,07) (,048).. (0) ( 00) (85) ( 776) B Bond values correspond to concrete compressive f c =,500 psi (7. MPa). For concrete compressive, f' c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond may be increased by a factor of (f' c /,500) 0. [For SI: (f' c / 7.) 0. ]. See Section of this report for bond determination. ond values are for sustained loads including dead and live loads. For load combinations consisting of shortterm loads only such as wind and seismic, bond s may be increased 40 percent. Values are for the following temperature range: maximum short term temperature = 0 F (55 C), maximum long term temperaturee = 0 F (4 C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond values must be multiplied by α N,s seis = B V 4 F

17 ESR89 Most Widely Accepted and Trusted Page 6 of 7 Metric Threaded Rod Bond Strengthh Carbide Bit TABLE BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED ROD,,, 4 IN HOLES DRILLEDD WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION Symbol Units 8 0 Nominal rod diameter () Minimum embedment h ef,min 60 (.4) (.4) (.8) (.) (.5) 96 (.8) 08 0 (4.) (4.7) Maximum embedment h ef,max 60 (6.) (7.9) (9.4) (.6) (5.7) 480 (8.9) (.) (.6) Dry concrete Water saturated concrete, waterfilled hole and underwater application in cracked concretee in uncracked concrete Anchor category Strength reduction factor in cracked concretee in uncracked concrete Anchor category Strength reduction factor k,cr k,uncr MPa (psi) MPa (psi) d k,cr k,uncr MPa (psi) MPa (psi) ws wf uw For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi 8.8 (,7) 7.8 (,) 4.6 (66) (59) (59) (560) 8.8 (,7) (,56) (,04) (,64).8 (548) (5) (5) (476) (,) (,06) (,06) (994) (56) 7.8 (,4).9 (46) 6. (95)..8 (480) (408) (,09) (, 048).6. (75) (00) (859) (776) B Bond values correspond to concrete compressive f c =,500 psi (7. MPa). For concrete compressive, f' c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond may be increased by a factor of (f' c /,500) 0. [For SI: (f' c / 7.) 0. ]. See Section of this report for bond determination. ond values are for sustained loads including dead and live loads. For load combinations consisting of shortterm loads only such as wind and seismic, bond s may be increased 40 percent. Values are for the following temperature range: maximum short term temperature = 0 F (55 C), maximum long term temperaturee = 0 F (4 C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond values must be multiplied by α N,s seis = B V 4 F

18 ESR89 Most Widely Accepted and Trusted Page 7 of 7 Canadian Reinforcing Bars Steel Strength DESIGN INFORMATION Nominal bar diameter Bar effective crosssectional areaa CSA G0 Reduction for seismic shear V,seis Strength reduction factor for tension Strength reduction factor for shear For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi V Values provided for f coon rod material types based on specified s and calculated in accordance with ACI 84 Eq.(7.4..) and Eq. (7.5..b); or ACI 8 Eq. (D) and Eq. (D9), as applicable. Other material specifications are admissible. For use with the load combinations of ACI or ACI 8 9., as set forth in ACI or ACI 8 D.4., as applicable. F TABLE STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS Nominal as governed by steel Bar size Symbol Units 0 M 5 M 0 M 5 M 0 M d (0.445) (0.60) (0.768) (0.99) (.77) A se N sa V sa (in. ) 00. (0.55) 0. (0.) 98.6 (0.46) (0.77) 70. (.088) kn (lb) (,75) (4,408) (6,55) (60,548) (85,9) kn (lb) (7,05) (4,645) (,75) (6,9) (5,44) Canadian Reinforcing Bars Concrete Breakout Strength Carbide Bit TABLE CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT DESIGN INFORMATION Symbol Units Bar size 0 M 5 M 0 M 5 M 0 M Effectiveness factor for cracked concrete k c,cr SI 7. (inlb) (7) Effectiveness factor for uncracked SI 0 kc,uncr concrete (inlb) (4) Minimum embedment Maximum embedment Minimum bar spacing Minimum edge distance hef,min hef,max s min c min d; or see Section 4..9 of this report for design with reducedd minimum (.4) (8.9) (.) edge distances (.) (.6) (.) (.5) (5.4) (.8) (4.0) (9.8) (5.0) (4.7) (.5) (5.9) Minimum concrete thickness Critical edge distance splitting (for uncracked concrete) Strength reduction factor for tension, concrete failure modes, Conditionn B Strength reduction factor for shear, concrete failure modes, Conditionn B h min c ac h ef + 0 (h ef + / 4 ) (4) h ef + d o See Section 4..0 of this report For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi Additional setting information is described in Figure 5, Manufacturers Printed Installation Instructions (MPII). Values provided for f postinstalled anchors installed under Condition B without supplementary reinforcement. For installations with / 4 inch edge distance, refer to Section 4..9 of this report for spacing and maximum torque requirements. 4 d 0 = hole diameter.

19 ESR89 Most Widely Accepted and Trusted Page 8 of 7 Canadian Reinforcing Bars Bond Strength Carbide Bit TABLE 4 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS,,, 4 IN HOLES DRILLED WITH A HAMMER DRILLL AND CARBIDE BIT DESIGN INFORMATION Symbol Units 0 M Bar size 5 M 00 M 5 M 0 M Minimum embedment h ef,min 60 (.8) (.)) (.5) 0 (4.0) 0 (4.7) Maximum embedment h ef,max 6 (8.9) 0 90 (.6) (5.4) 504 (9.8) 598 (.5) Dry concrete Water saturated concrete, waterfilled hole and underwater application in cracked concrete in uncracked concrete Anchor category Strength reduction factor in cracked concrete in uncracked concrete Anchor category Strength reduction factor k,cr k,uncr MPa (psi) MPa (psi) d k,cr k,uncr MPa (psi) MPa (psi) ws wf uw For SI: inch 5.4, lbf = N, psi = MPa. For poundinch units: = inches, N = 0.48 lbf, MPa = 45.0 psi. (476) 8.8 (,7).9 (44) 7.8 (,). (476)) (476) 8. (,04) (,56) (,00).9 (40)) (405) (,06) (986) (476) (60) 6. (878).9 (46) 7. (,056). (9) 5.5 (80) B Bond values correspond to concrete compressive f c =,500 psi (7. MPa). For concrete compressive, f' c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond may be increased by a factor of (f' c /,500) 0. [For SI: (f' c / 7.) 0. ]. See Section of this report for bond determination. ond values are for sustained loads including dead and live loads. For load combinations consisting of shortterm loads only such as wind and seismic, bond s may be increased 40 percent. Values are for the following temperature range: maximum short term temperature = 0 F (55 C), maximum long term temperaturee = 0 F (4 C). Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long term concrete temperatures are roughly constant over significant periods of time. For structures assigned to Seismic Design Categories C, D, E or F, bond values must be multiplied by α N,s seis = B V 4 F

20 ESR89 Most Widely Accepted and Trusted Page 9 of 7 HILTI HITRE 00 FOIL PACK AND MIXING NOZZLE HILTI DISPENSER ANCHORING ELEMENTS FIGURE HILTI HITRE 00 ANCHORING SYSTEM

21 ESR89 Most Widely Accepted and Trusted Page 0 of 7 Specifications / Assumptions: ASTM A9 Grade B7 threadedd rod Normal weight concrete, f c = 4,000 psi Seismic Design Category (SDC) B No supplementary reinforcing in accordance with ACI 84. will be provided. Assume maximum short term (diurnal) base material temperature < 0 F. Assume maximum long term base material temperature < 0 F. Assume installation in dry concrete and haerdrilled holes. Assume concrete will remain uncracked for service life of anchorage. Dimensional Parameters: h ef = 9.0 in. s = 4.0 in. c a,min =.5 in. h =.0 in. d = / / in. Calculation for the 05 IBC in accordance with ACI 84 Chapter 7 and d this report Step. Check minimum edge distance, anchor spacing and member thickness: c min =.5 in. < c a,min =.5 in.. OK s min =.5 in. s = 4.0 in. OK h min = h ef +.5 in. = = 0.5 in. h =.0 OKK h ef,min h ef h ef,max =.75 in. i 9 in. 0 in. OK Step. Check steel in tension: Single Anchor: N sa = A se futa = 0.49 in 5,000 psi = 7,78 lb. Anchor Group: N sa = n A se f uta = ,78 lb. = 6,606 lb. Or using Table : N sa = ,75 lb. = 6,60 lb. Step. Check concrete breakout in tension: ANc Ncbg ec,n ed,n c,n cp,n Nb A Nc 0 A Nc = ( hef + s)(.5 h ef + c a,min ) = ( 9 + 4)(.5 +.5) = 496 in A Nc0 = 9 h ef = 79 in ec,n =.0 no eccentricity of tension load with respect to tensionloaded anchors ACI 84 Code Ref Eq. (7.4..) Eq. (7.4..b) and Eq. (7.4..c) Report Ref. Table 5 Table 7 Table Table 4 ed,n c h a,min ef and Eq. (7.4..5b) c,n =.0 uncracked concrete assumed (k c, uncr = 4) Determine c ac : From Table 7: uncr =,56 psi k d c, uncr uncr h ef f ' c , 000, psi c., ,56,60 For c a,min < c ac,, ;..; psi >,56 psi use,56.5 N b k c, uncr f ' c heff 4.0 4,000 9 = 40,98 lb. N ,98 4, lb , 9,5lb in 9 FIGURE 4 SAMPLE CALCULATION and Eq. (7.4..7b) and Eq. (7.4..a) 7..(c) Table 5 Section 4..0 Table 7 Table 5 Table 5

22 ESR89 Most Widely Accepted and Trusted Page of 7 Step 4. Check bond in tension: ANa Nag ANa 0 ec,na ed,na A Na = (c Na + s)(c Na + c a,min ) cp,na Nba Eq. (7.4.5.b) 0,00 0, in, Eq. (7.4.5.d) A Na = ( )( ) = 5. in A Na0 = (c Na ) = ( 5.4) = 4. in and Eq. (7.4.5.c) ec,na =.0 no eccentricity loading is concentric Ψ, 0.70., = Ψ, max,; Table 7 max.5; N ba = uncr d h ef =.0, = 7,756 lb and Eq. (7.4.5.) Table ,756,995 lb. 4. N ag = 0.65,995 =,597 lb. 7..(c) Table 7 Step 5. Determine controlling : Steel Strength N sa = 6,60 lb. Concrete Breakout Strength N cbg = 9,5 lb. Bond Strength N ag =,597 lb. CONTROLS FIGURE 4 SAMPLE CALCULATION (Continued) 7..

23 ESR89 Most Widely Accepted and Trusted Page of 7 FIGURE 5 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII)

24 ESR89 Most Widely Accepted and Trusted Page of 7 FIGURE 5 MANUFACT URER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (CONTINUED)

25 ESR89 Most Widely Accepted and Trusted Page 4 of 7 FIGURE 5 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (CONTINUED)

26 ESR89 Most Widely Accepted and Trusted Page 5 of 7 FIGURE 5 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (CONTINUED)

27 ESR89 Most Widely Accepted and Trusted Page 6 of 7 FIGURE 5 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (CONTINUED)

28 ESR89 Most Widely Accepted and Trusted Page 7 of 7 FIGURE 5 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (CONTINUED)