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

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1 0 Most Widely Accepted and Trusted ICC-ES Evaluation Report ICC-ES 000 (800) (56) ESR-384 Reissued 0/07 This report is subject to renewal 0/09. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 000 PLANO, TEXAS 7504 EVALUATION SUBJECT: HILTI HIT-RE 500 V3 ADHESIVE ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS 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 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 08 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Report ESR-384 Reissued January 07 Revised April 08 This report is subject to renewal January (800) (56) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-installed Concrete Anchors REPORT HOLDER: HILTI, INC. 750 DALLAS PARKWAY, SUITE 000 PLANO, TEXAS 7504 (800) HiltiTechEng@us.hilti.com EVALUATION SUBJECT: HILTI HIT-RE 500 V3 ADHESIVE ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS 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) 03 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 009 IBC. 009 IBC code sections referenced in this report are the same sections in ADIBC. For evaluation for compliance with the National Building Code of Canada (NBCC), see listing report ELC-384. For evaluation for compliance with codes adopted by Los Angeles Department of Building and Safety (LADBS), see ESR-384 LABC and LARC Supplement Property evaluated: Structural.0 USES The Hilti HIT-RE 500 V3 Adhesive Anchoring System and Post-Installed Reinforcing Bar System are used to resist static, wind and earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight having a specified compressive strength, f c, of,500 psi to 8,500 psi (7. MPa to 58.6 MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. The anchor system complies with anchors as described in Section 90.3 of the 05 IBC, Section 909 of the 0 IBC and is an alternative to cast-in-place anchors described in Section 908 of the 0 IBC, and Sections 9 and 9 of the 009 and 006 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R30..3 of the IRC. The post-installed reinforcing bar system is an alternative to cast-in-place reinforcing bars governed by ACI 38 and IBC Chapter DESCRIPTION 3. General: The Hilti HIT-RE 500 V3 Adhesive Anchoring System and Post-Installed Reinforcing Bar System are comprised of the following components: Hilti HIT-RE 500 V3 adhesive packaged in foil packs Adhesive mixing and dispensing equipment Equipment for hole cleaning and adhesive injection The Hilti HIT-RE 500 V3 Adhesive Anchoring System may be used with continuously threaded rod, Hilti HIS-(R)N internally threaded inserts or deformed steel reinforcing bars as depicted in Figure 4. The Hilti HIT-RE 500 V3 Post-Installed Reinforcing Bar System may only be used with deformed steel reinforcing bars as depicted in Figures and 3. The primary components of the Hilti Adhesive Anchoring and Post-Installed Reinforcing Bar Systems, including the Hilti HIT-RE 500 V3 Adhesive, HIT-RE-M static mixing nozzle and steel anchoring elements, are shown in Figure 6 of this report. The manufacturer s printed Installation instructions (MPII), as included with each adhesive unit package, are consolidated as Figure 9A and 9B. 3. Materials: 3.. Hilti HIT-RE 500 V3 Adhesive: Hilti HIT-RE 500 V3 Adhesive is an injectable, two-component epoxy adhesive. The two components are separated by means of a dual-cylinder foil pack attached to a manifold. The two components combine and react when dispensed through a static mixing nozzle attached to the manifold. Hilti HIT-RE 500 V3 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 an unopened foil pack stored in a dry, dark environment and in accordance with Figure 9A. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 08 ICC Evaluation Service, LLC. All rights reserved. Page of 50

3 ESR-384 Most Widely Accepted and Trusted Page of Hole Cleaning Equipment: 3... Standard Equipment: Standard hole cleaning equipment, comprised of steel wire brushes and air nozzles, is described in Figure 9A of this report Hilti Safe-Set System: For the elements described in Sections through and Section 3..6, the Hilti TE-CD or TE-YD hollow carbide drill bit with a carbide drilling head conforming to ANSI B.5 must be used. When used in conjunction with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 9 CFM (6 l/s), the Hilti TE-CD or TE-YD drill bit will remove the drilling dust, automatically cleaning the hole. Available sizes for Hilti TE-CD or TE-YD drill bit are shown in Figure 9A Hole Preparation Equipment: Hilti Safe-Set System: TE-YRT Roughening Tool: For the elements described in Sections through and Tables 9,, 7, 0, and 9, the Hilti TE-YRT roughening tool with a carbide roughening head is used for hole preparation in conjunction with holes core drilled with a diamond core bit as illustrated in Figure Dispensers: Hilti HIT-RE 500 V3 must be dispensed with manual, electric, or pneumatic dispensers provided by Hilti Anchor Elements: Threaded Steel Rods: Threaded steel rods must be clean, continuously threaded rods (all-thread) in diameters as described in Tables 6 and 4 and Figure 4 of this report. Steel design information for common grades of threaded rods is provided in Table. Carbon steel threaded rods must be furnished with a inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B633 SC or must be hot-dipped galvanized complying with ASTM A53, Class C or D. Stainless steel threaded rods must comply with ASTM F593 or ISO 3506 A4. Threaded steel rods must be straight and free of indentations or other defects along their length. The ends may be stamped with identifying marks and the embedded end may be blunt cut or cut on the bias to a chisel point Steel Reinforcing Bars for use in Post-Installed Anchor Applications: Steel reinforcing bars are deformed bars as described in Table 3 of this report. Tables 6, 4, and and Figure 4 summarize 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 ACI (b) or ACI , 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 Hilti HIS-N and HIS-RN Inserts: Hilti HIS-N and HIS-RN inserts have a profile on the external surface and are internally threaded. Mechanical properties for Hilti HIS-N and HIS-RN inserts are provided in Table 4. The inserts are available in diameters and lengths as shown in Table 6 and Figure 4. Hilti HIS-N inserts are produced from carbon steel and furnished with a inch-thick (0.005 mm) zinc electroplated coating complying with ASTM B633 SC. The stainless steel Hilti HIS-RN inserts are fabricated from X5CrNiMo7 K700 steel conforming to DIN Specifications for common bolt types that may be used in conjunction with Hilti HIS-N and HIS-RN inserts are provided in Table 5. Bolt grade and material type (carbon, stainless) must be matched to the insert. Strength reduction factors, φ, corresponding to brittle steel elements must be used for Hilti HIS-N and HIS-RN inserts Ductility: In accordance with ACI or ACI 38- 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 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, 3, 4, and 5 of this report. Where values are nonconforming or unstated, the steel must be considered brittle Steel Reinforcing Bars for Use in Post-Installed Reinforcing Bar Connections: Steel reinforcing bars used in post-installed reinforcing bar connections are deformed bars (rebar) as depicted in Figures and 3. Tables 3, 3, 33, and Figure 4 summarize reinforcing bar size ranges. 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 ACI (b) or ACI , 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. 3.3 Concrete: Normal-weight must comply with Sections 903 and 905 of the IBC, as applicable. The specified compressive strength of the must be from,500 psi to 8,500 psi (7. MPa to 58.6 MPa) [minimum 4 MPa required under ADIBC Appendix L, Section 5..]. 4.0 DESIGN AND INSTALLATION 4. Strength Design of Post-Installed Anchors: Refer to Table for the design parameters for specific installed elements, and refer to Figure 5 and Section 4..4 for a flowchart to determine the applicable design bond strength or pullout strength. 4.. General: The design strength of anchors complying with the 05 IBC, as well as Section R30..3 of the 05 IRC must be determined in accordance with ACI 38-4 Chapter 7 and this report. The design strength of anchors under the 0, 009 and 006 IBC, as well as the 0, 009 and 006 IRC must be determined in accordance with ACI 38- and this report. A design example according to the 05 IBC based on ACI 38-4 is given in Figure 7 of this report. Design parameters are based on ACI 38-4 for use with the 05 IBC, and ACI 38- for use with the 0, 009 and 006 IBC unless noted otherwise in Sections 4.. through 4.. of this report. The strength design of anchors must comply with ACI or ACI 38- D.4. as applicable, except as required in ACI or ACI 38- D.3.3, as applicable. Design parameters are provided in Table 6A through Table 30. Strength reduction factors, φ, as given in ACI or ACI 38- D.4.3, as applicable, must be used for load combinations calculated in accordance with Section 605. of the IBC or ACI or ACI 38-9., as applicable. Strength reduction factors, φ, as given in ACI 38- D.4.4 must be used for load combinations calculated in accordance with ACI 38- Appendix C.

4 ESR-384 Most Widely Accepted and Trusted Page 3 of Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N sa, in accordance with ACI or ACI 38- Section D.5.., as applicable, and the associated strength reduction factors, φ, in accordance with ACI or ACI 38- Section D.4.3, as applicable, are provided in the tables outlined in Table for the anchor element types included in this report Static Concrete Breakout Strength in Tension: The nominal breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with ACI or ACI 38- D.5., as applicable, with the following addition: The basic breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI or ACI 38- 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 38- 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, see ACI or ACI 38- D.3.6, 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 38- D.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section 4..4 of this report Static Bond Strength in Tension: The nominal static bond strength 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 38- D.5.5, as applicable. Bond strength values are a function of the compressive strength, whether the is cracked or uncracked, the temperature range, the drilling method, and the installation conditions (dry or water-saturated, etc.). The resulting characteristic bond strength shall be multiplied by the associated strength reduction factor φ nn as follows: DRILLING METHOD CONCRETE TYPE Hammer-drill Cracked and Uncracked Core Drilled with Roughening Tool or Hilti TE- CD or TE- YD Hollow Drill Bit Core Drilled Cracked and Uncracked Uncracked PERMISSIBLE INSTALLATION CONDITIONS Dry Water-saturated Water-filled hole Underwater application Dry Water-saturated BOND STRENGTH or or or or or or ASSOCIATED STRENGTH REDUCTION FACTOR φ d φ ws φ wf φ uw φ d φ ws Dry φ d Water-saturated φ ws Figure 5 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are outlined in Table of this report. Adjustments to the bond strength may also be made for increased compressive strength as noted in the footnotes to the bond strength tables Static Steel Strength in Shear: The nominal static strength of a single anchor in shear as governed by the steel, V sa, in accordance with ACI or ACI 38- D.6.., as applicable, and strength reduction factors, φ, in accordance with ACI or ACI 38- D.4.3, as applicable, are given in the tables outlined in Table for the anchor element types included in this report 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 or ACI 38- D.6., as applicable, based on information given in the tables outlined in Table. The basic breakout strength of a single anchor in shear, V b, must be calculated in accordance with ACI or ACI 38- 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 38- D.3.7, as applicable Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anchor or group of anchors in shear, V cp or V cpg, must be calculated in accordance with ACI or ACI 38- D.6.3, 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 or ACI 38- D.7, as applicable Minimum Member Thickness, h min, Anchor Spacing, s min and Edge Distance, c min: In lieu of ACI and or ACI 38- D.8. and D.8.3, 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 38- 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 38- 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 mm) c ai 5 x d a s ai < 6 in. 0.3 x T max < 5 x d a s ai 6 in. (406 mm) 0.5 x T max

5 ESR-384 Most Widely Accepted and Trusted Page 4 of Critical Edge Distance c ac: In lieu of ACI or ACI 38- D.8.6, as applicable, c ac must be determined as follows: cc aaaa =h eeee h h ef Eq. (4-) where h h eeee need not be taken as larger than.4: and is the characteristic bond strength in uncracked stated in the tables of this report, whereby need not be taken as greater than: ' k uncr h ef f c = π dd aa 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 38- Section D.3.3, as applicable. Modifications to ACI shall be applied under Section of the 05 IBC. For the 0 IBC, Section shall be omitted. Modifications to ACI 38 (-08, -05) D.3.3 must be applied under Section of the 009 IBC or Section of the 006 IBC, as applicable. The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in the tables summarized in Table for the anchor element types included in this report. For tension, the nominal pullout strength N p,cr or bond strength τ cr must be adjusted by α N,seis. See Tables 8, 9,,, 6, 7, 9, 0, 4, 8 and 9. Modify ACI 38- Sections D , D (d) and D to read as follows: ACI 38- D Where the tensile component of the strength-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 38- D The anchor design tensile strength shall be determined in accordance with ACI 38- D Exception:. Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation.- or.4-0 shall be deemed to satisfy ACI 38- D (d). ACI 38- D (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 strength shall be calculated from ACI 38- D ACI 38- D Where the shear component of the strength-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 38- D The anchor design shear strength for resisting earthquake forces shall be determined in accordance with ACI 38- D.6. Exceptions:. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or non-bearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 38- D.6. and D.6.3 need not be computed and ACI 38- D need not apply provided all of the following are satisfied:.. The allowable in-plane shear strength 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 mm)..3. Anchor bolts are embedded into a minimum of 7 inches (78 mm)..4. Anchor bolts are located a minimum of 3 / 4 inches (45 mm) from the edge of the 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 perpendicular to the length of the wood sill plate..6. The sill plate is -inch or 3-inch nominal thickness.. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI 38- D.6. and D.6.3, need not be computed and ACI 38- D need not apply provided all of the following are satisfied:.. The maximum anchor nominal diameter is 5 / 8 inch (6 mm)... Anchors are embedded into a minimum of 7 inches (78 mm)..3. Anchors are located a minimum of 3 / 4 inches (45 mm) from the edge of the parallel to the length of the track..4. Anchors are located a minimum of 5 anchor diameters from the edge of the perpendicular to the length of the track..5. The track is 33 to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchors, parallel to the edge of shall be permitted to be determined in accordance with AISI S00 Section E In light-frame construction, bearing or nonbearing walls, shear strength of anchors less than or equal to inch [5 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy ACI 38- D (a) through (c) when the design strength of the anchors is determined in accordance with ACI 38- D.6..(c). 4. Strength Design of Post-Installed Reinforcing Bars: 4.. General: The design of straight post-installed deformed reinforcing bars must be determined in accordance with ACI 38 rules for cast-in place reinforcing bar development and splices and this report. Examples of typical applications for the use of post-installed reinforcing bars are illustrated in Figures and 3 of this report. A design example in accordance with the 05 IBC based on ACI 38-4 is given in Figure 8 of this report. 4.. Determination of bar development length l d: Values of l d must be determined in accordance with the

6 ESR-384 Most Widely Accepted and Trusted Page 5 of 50 ACI 38 development and splice length requirements for straight cast-in place reinforcing bars. Exceptions:. For uncoated and zinc-coated (galvanized) post-installed reinforcing bars, the factor Ψ e shall be taken as.0. For all other cases, the requirements in ACI or ACI (b) shall apply.. When using alternate methods to calculate the development length (e.g., anchor theory), the applicable factors for post-installed anchors generally apply Minimum Member Thickness, h min, Minimum Concrete Cover, c c,min, Minimum Concrete Edge Distance, c b,min, Minimum Spacing, s b,min: For post-installed reinforcing bars, there is no limit on the minimum member thickness. In general, all requirements on cover and spacing applicable to straight cast-in bars designed in accordance with ACI 38 shall be maintained. For post-installed reinforcing bars installed at embedment depths, h ef, larger than 0d (h ef > 0d), the minimum cover shall be as follows: REBAR SIZE d b No. 6 (6 mm) No. 6 < d b No. 0 (6mm < d b 3mm) MINIMUM CONCRETE COVER, c c,min 3 / 6 in. (30mm) 9 / 6 in. (40mm) The following requirements apply for minimum edge and spacing for h ef > 0d: Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar): c b,min = d 0/ + c c,min Required minimum center-to-center spacing between post-installed bars: s b,min = d 0 + c c,min Required minimum center-to-center spacing from existing (parallel) reinforcing: s b,min = d b/ (existing reinforcing) + d 0/ + c c,min All other requirements applicable to straight cast-in place bars designed in accordance with ACI 38 shall be maintained Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Category C, D, E or F under the IBC or IRC, design of straight post-installed reinforcing bars must take into account the provisions of ACI 38-4 Chapter 8 or ACI 38- Chapter, as applicable. 4.3 Installation: Installation parameters are illustrated in Figures and 4. Installation must be in accordance with ACI and 7.8. or ACI 38- D.9. and D.9., as applicable. Anchor and post-installed reinforcing bar locations must comply with this report and the plans and specifications approved by the code official. Installation of the Hilti HIT-RE 500 V3 Adhesive Anchor and Post-Installed Reinforcing Bar Systems must conform to the manufacturer s printed installation instructions (MPII) included in each unit package consolidated as Figures 9A and 9B of this report. The MPII contains additional requirements for combinations of drill hole depth, diameter, drill bit type, hole preparation, and dispensing tools. The initial cure time, t cure,ini, as noted in Figure 9A of this report, is intended for rebar applications only and is the time where rebar and formwork preparation may continue. Between the initial cure time and the full cure time, t cure,final, the adhesive has a limited load bearing capacity. Do not apply a torque or load on the rebar during this time 4.4 Special Inspection: Periodic special inspection must be performed where required in accordance with Section and Table of the 05 and 0 IBC, Section and Table of the 009 IBC, or Section of the 006 IBC, and this report. The special inspector must be on the jobsite initially during anchor or post-installed reinforcing bar installation to verify anchor or post-installed reinforcing bar type and dimensions, type, compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, spacing, edge distances, thickness, anchor or post-installed reinforcing bar 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 or post-installed reinforcing bar by construction personnel on site. Subsequent installations of the same anchor or post-installed reinforcing bar 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 or post-installed reinforcing bar 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 or post-installed reinforcing bar installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI , 6.7.(h), and (c) or ACI 38- 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 HIT-RE 500 V3 Adhesive Anchor System and Post-Installed Reinforcing Bar 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 HIT-RE 500 V3 Adhesive anchors and post-installed reinforcing bars must be installed in accordance with the manufacturer s printed installation instructions (MPII) as included in the adhesive packaging and consolidated as Figures 9A and 9B of this report. 5. The anchors and post-installed reinforcing bars must be installed in cracked and uncracked normal-weight having a specified compressive strength f c =,500 psi to 8,500 psi (7. MPa to 58.6 MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. 5.3 The values of f c used for calculation purposes must not exceed 8,000 psi (55. MPa).

7 ESR-384 Most Widely Accepted and Trusted Page 6 of The shall have attained its minimum design strength prior to installation of the Hilti HIT-RE 500 V3 adhesive anchors or post-installed reinforcing bars. 5.5 Anchors and post-installed reinforcing bars must be installed in base materials in holes drilled using carbide-tipped drill bits manufactured with the range of maximum and minimum drill-tip dimensions specified in ANSI B.5-994, or diamond core drill bits, as detailed in Figure 9A. Use of the Hilti TE-YRT Roughening Tool in conjunction with diamond core bits must be as detailed in Figure 9B. 5.6 Loads applied to the anchors must be adjusted in accordance with Section 605. of the IBC for strength design. 5.7 Hilti HIT-RE 500 V3 adhesive anchors and post-installed reinforcing bars are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.8 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 Section 4.. of this report, and post-installed reinforcing bars must comply with section 4..4 of this report. 5.9 Hilti HIT-RE 500 V3 adhesive anchors and post-installed reinforcing bars 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. 5.0 Anchor strength design values must be established in accordance with Section 4. of this report. 5. Post-installed reinforcing bar development and splice length is 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 noted in this report. 5.3 Post-installed reinforcing bar spacing, minimum member thickness, and cover distance must be in accordance with the provisions of ACI 38 for cast-in place bars and section 4..3 of this report. 5.4 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. 5.5 Anchors and post-installed reinforcing bars are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Hilti HIT-RE 500 V3 adhesive anchors and post-installed reinforcing bars are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled: Anchors and post-installed reinforcing bars are used to resist wind or seismic forces only. Anchors and post-installed reinforcing bars that support gravity load bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors and post-installed reinforcing bars are used to support nonstructural elements. 5.6 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors and post-installed reinforcing bars 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. 5.7 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.8 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.9 Steel anchoring materials in contact with preservative-treated and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A Periodic special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for anchors and post-installed reinforcing bars installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5. Installation of anchors and post-installed reinforcing bars 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 , or ACI 38- D.9.. or D.9..3, as applicable. 5. Hilti HIT-RE 500 V3 adhesive anchors and post-installed reinforcing bars may be used to resist tension and shear forces in floor, wall, and overhead installations only if installation is into with a temperature between 3 F and 04 F (-5 C and 40 C) for threaded rods, rebar, and Hilti HIS-(R)N inserts. Overhead installations for hole diameters larger than 7 / 6-inch or 0mm require the use of piston plugs (HIT-SZ, -IP) during injection to the back of the hole. 7 / 6-inch or 0mm diameter holes may be injected directly to the back of the hole with the use of extension tubing on the end of the nozzle. The anchor or post-installed reinforcing bars must be supported until fully cured (i.e., with Hilti HIT-OHW wedges, or other suitable means). Where temporary restraint devices are used, their use shall not result in imparement of the anchor shear resistance. Installations in temperatures below 4 F (5 C) require the adhesive to be conditioned to a minimum temperature of 4 F (5 C). 5.3 Anchors and post-installed reinforcing bars shall not be used for applications where the temperature can rise from 40 F or less to 80 F or higher within a -hour period. Such applications may include but are not limited to anchorage of building façade systems and other applications subject to direct sun exposure. 5.4 Hilti HIT-RE 500 V3 adhesives are manufactured by Hilti GmbH, Kaufering, Germany, under a quality-control program with inspections by ICC-ES. 5.5 Hilti HIS-N and HIS-RN inserts are manufactured by Hilti (China) Ltd., Guangdong, China, under a quality-control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED

8 ESR-384 Most Widely Accepted and Trusted Page 7 of 50 Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated October 06, which incorporates requirements in ACI , including but not limited to tests under freeze/thaw conditions (Table 3., test series 6), and Table 3.8 for evaluating post-installed reinforcing bars. 7.0 IDENTIFICATION 7. Hilti HIT-RE 500 V3 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 (ESR-384). 7. Hilti HIS-N and HIS-RN inserts are identified by packaging labeled with the manufacturer's name (Hilti Corp.) and address, anchor name and size, and evaluation report number (ESR-384). 7.3 Threaded rods, nuts, washers, bolts, cap screws, and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications. ALL-THREAD OR REBAR c T max c s BOLT OR STUD T max HILTI HIS-N/HIS-RN INTERNALLY THREADED INSERT h s d h ef h d h ef h d bit d bit THREADED ROD/REINFORCING BAR HIS-N AND HIS-RN INSERTS FIGURE INSTALLATION PARAMETERS FOR POST-INSTALLED ADHESIVE ANCHORS FIGURE INSTALLATION PARAMETERS FOR POST-INSTALLED REINFORCING BARS

9 ESR-384 Most Widely Accepted and Trusted Page 8 of 50 (A) (B) (C) FIGURE 3 (A) TENSION LAP SPLICE WITH EXISTING FLEXURAL REINFORCEMENT; (B) TENSION DEVELOPMENT OF COLUMN DOWELS; (C) DEVELOPMENT OF SHEAR DOWELS FOR NEW ONLAY SHEAR WALL DEFORMED REINFORCMENT h FIGURE 4 INSTALLATION PARAMETERS

10 ESR-384 Most Widely Accepted and Trusted Page 9 of 50 THREADED ROD HILTI HIS-N AND HIS-RN THREADED INSERTS h h FIGURE 4 INSTALLATION PARAMETERS (Continued) TABLE DESIGN TABLE INDEX Fractional Metric Design Table Table Page Table Page Standard Threaded Rod Steel Strength - N sa, V sa 6A Concrete Breakout - N cb, N cbg, V cb, V cbg, V cp, V cpg Bond Strength - N a, N ag Hilti HIS-N and HIS-RN Internally Threaded Insert Steel Strength - N sa, V sa Concrete Breakout - N cb, N cbg, V cb, V cbg, V cp, V cpg Bond Strength - N a, N ag Fractional EU Metric Canadian Design Table Table Page Table Page Table Page Steel Reinforcing Bars Steel Strength - N sa, V sa 6B Concrete Breakout - N cb, N cbg, V cb, V cbg, V cp, V cpg Bond Strength - N a, N ag B 8-9 Determination of development length for post-installed reinforcing bar connections

11 ESR-384 Most Widely Accepted and Trusted Page 0 of 50 FIGURE 5 FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH

12 ESR-384 Most Widely Accepted and Trusted Page of 50 TABLE SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON CARBON AND STAINLESS STEEL THREADED ROD MATERIALS THREADED ROD SPECIFICATION CARBON STEEL ASTM A93 Grade B7 / in. ( 64 mm) ASTM F568M 3 Class 5.8 M5 ( / 4 in.) to M4 ( in.) (equivalent to ISO 898-) Minimum specified ultimate strength, f uta Minimum specified yield strength 0. percent offset, f ya psi 5,000 05,000 (MPa) (86) (74) psi 7,500 58,000 (MPa) (500) (400) ASTM F554, Grade 36 7 psi 58,000 36,000 (MPa) (400) (48) ASTM F554, Grade 55 7 psi 75,000 55,000 (MPa) (57) (379) ASTM F554, Grade 05 7 psi 5,000 05,000 (MPa) (86) (74) ISO Class 5.8 ISO Class 8.8 MPa (psi) (7,500) (58,000) MPa (psi) (6,000) (9,800) f uta/f ya Elongation, min. percent 7 Reduction of Area, min. percent Specification for nuts ASTM A563 Grade DH ASTM A563 Grade DH 9 DIN 934 (8-AK) ASTM A94 or ASTM A ASTM A94 or ASTM A ASTM A94 or ASTM A DIN 934 Grade DIN 934 Grade 8 ASTM F593 5 CW (36) / 4-in. to 5 / 8-in. psi 00,000 65,000 (MPa) (689) (448) ASTM F594 STAINLESS STEEL ASTM F593 5 CW (36) 3 / 4-in. to / -in. ASTM A93 Grade 8(M), Class - ¼-in. ISO A4-70 M8 M4 psi 85,000 45,000 (MPa) (586) (30) psi 75,000 30,000 (MPa) (57) (07) MPa (psi) (0,500) (65,50) ASTM F ASTM F ISO 403 ISO A4-50 M7 M30 MPa (psi) (7,500) (30,450) ISO 403 Hilti HIT-RE 500 V3 adhesive may be used in conjunction with all grades of continuously threaded carbon or 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 Specification for Alloy-Steel and Stainless Steel Bolting Materials for High- 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 Standard Steel Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs 6 Mechanical properties of corrosion-resistant stainless steel fasteners Part : Bolts, screws and studs 7 Based on -in. (50 mm) gauge length except for A 93, which are based on a gauge length of 4d and ISO 898, which is based on 5d. 8 Nuts of other grades and styles having specified proof load stresses greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. 9 Nuts for fractional rods. TABLE 3 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS REINFORCING BAR SPECIFICATION Minimum specified ultimate strength, f uta Minimum specified yield strength, f ya psi 90,000 60,000 ASTM A65 Gr. 60 (MPa) (60) (44) psi 60,000 40,000 ASTM A65 Gr. 40 (MPa) (44) (76) psi 80,000 60,000 ASTM A706 Gr. 60 (MPa) (550) (44) MPa DIN BSt 500 (psi) (79,750) (7,500) MPa CAN/CSA-G Gr. 400 (psi) (78,300) (58,000) 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 3 Reinforcing steel; reinforcing steel bars; dimensions and masses 4 Billet-Steel Bars for Concrete Reinforcement

13 ESR-384 Most Widely Accepted and Trusted Page of 50 TABLE 4 SPECIFICATIONS AND PHYSICAL PROPERTIES OF FRACTIONAL AND METRIC HIS-N AND HIS-RN INSERTS HILTI HIS-N AND HIS-RN INSERTS Minimum specified ultimate strength, f uta Minimum specified yield strength, f ya Carbon Steel DIN EN SMnPb30+c or DIN 56 9SMnPb8K Stainless Steel EN X5CrNiMo 7-- psi 7,050 56,550 (MPa) (490) (390) psi 0,500 50,750 (MPa) (700) (350) TABLE 5 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON BOLTS, CAP SCREWS AND STUDS FOR USE WITH HIS-N AND HIS-RN INSERTS, BOLT, CAP SCREW OR STUD SPECIFICATION ASTM A93 Grade B7 SAE J49 3 Grade 5 ASTM A35 4 / to -in. ASTM A93 5 Grade B8M (AISI 36) for use with HIS-RN ASTM A93 5 Grade B8T (AISI 3) for use with HIS-RN Minimum specified ultimate strength f uta Minimum specified yield strength 0. percent offset f ya psi 5,000 05,000 (MPa) (86) (74) psi 0,000 9,000 (MPa) (88) (634) psi 0,000 9,000 (MPa) (88) (634) psi 0,000 95,000 (MPa) (759) (655) psi 5,000 00,000 (MPa) (86) (690) f uta/f ya Elongation, min. Reduction of Area, min. Specification for nuts ASTM A563 Grade DH SAE J A563 C, C3, D, DH, DH3 Heavy Hex ASTM F594 7 Alloy Group, or 3 ASTM F594 7 Alloy Group, or 3 Minimum Grade 5 bolts, cap screws or studs must be used with carbon steel HIS inserts. Only stainless steel bolts, cap screws or studs must be used with HIS-RN inserts. 3 Mechanical and Material Requirements for Externally Threaded Fasteners 4 Standard Specification for Structural Bolts, Steel, Heat Treated, 0/05 ksi Minimum Tensile Strength 5 Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High- Service 6 Nuts must have specified minimum proof load stress equal to or greater than the specified minimum full-size tensile strength of the specified stud. 7 Nuts for stainless steel studs must be of the same alloy group as the specified bolt, cap screw, or stud.

14 ESR-384 Most Widely Accepted and Trusted Page 3 of 50 Fractional Threaded Rod Steel Strength ISO 898- Class 5.8 TABLE 6A STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) / 8 / / 8 / 4 / 8 / 4 Rod O.D. d in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (3.8) Rod effective cross-sectional area A se in (mm ) (50) (9) (46) (6) (98) (39) (65) lb 5,60 0,90 6,385 4,50 33,470 43,90 70,60 N sa Nominal strength as governed by steel (kn) (5.0) (45.8) (7.9) (07.9) (48.9) (95.3) (3.5) strength ASTM A93 B7 ASTM F554 Gr. 36 ASTM F554 Gr. 55 ASTM F554 Gr. 05 ASTM F593, CW Stainless ASTM A93, Gr. 8(M), Class Stainless V sa lb 3,370 6,75 9,830 4,550 0,085 6,345 4,55 (kn) (5.0) (7.5) (43.7) (64.7) (89.3) (7.) (87.5) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ lb 9,685 7,735 8,50 4,80 57,70 75,70,35 Nominal strength as governed by steel strength N sa V sa (kn) (43.) (78.9) (5.7) (86.0) (56.7) (336.8) (538.8) lb 5,80 0,640 6,950 5,085 34,65 45,45 7,680 (kn) (5.9) (47.3) (75.4) (.6) (54.0) (0.) (33.3) Reduction for seismic shear α V,seis Strength reduction factor φ for tension 3 φ Strength reduction factor φ for shear 3 φ lb - 8,30 3,0 9,400 6,780 35,30 56,0 Nominal strength as governed by steel strength N sa V sa (kn) - (36.6) (58.3) (86.3) (9.) (56.3) (50.0) lb - 4,940 7,865,640 6,070,080 33,75 (kn) - (.0) (35.0) (5.8) (7.5) (93.8) (50.0) Reduction factor, seismic shear α v,seis Strength reduction factor φ for tension 3 φ Strength reduction factor φ for shear 3 φ lb - 0,645 6,950 5,090 34,630 45,430 7,685 Nominal strength as governed by steel strength N sa V sa (kn) - (47.4) (75.4) (.6) (54.0) (0.) (33.3) lb - 6,385 0,70 5,055 0,780 7,60 43,60 (kn) - (8.4) (45.) (67.0) (9.4) (.3) (94.0) Reduction factor, seismic shear α v,seis Strength reduction factor φ for tension 3 φ Strength reduction factor φ for shear 3 φ lb - 7,740 8,50 4,85 57,75 75,75,35 Nominal strength as governed by steel strength N sa V sa (kn) - (78.9) (5.7) (86.0) (56.7) (336.8) (538.8) lb - 0,645 6,950 5,090 34,630 45,430 7,680 (kn) - (47.4) (75.4) (.6) (54.0) (0.) (33.3) Reduction factor, seismic shear α v,seis Strength reduction factor φ for tension 3 φ Strength reduction factor φ for shear 3 φ lb 7,750 4,90,600 8,435 39,45 5,485 - N sa Nominal strength as governed by steel (kn) (34.5) (63.) (00.5) (6.5) (74.6) (9.0) - strength lb 4,650 8,55 3,560 7,060 3,545 30,890 - V sa (kn) (0.7) (37.9) (60.3) (75.9) (04.7) (37.4) - Reduction factor, seismic shear α v,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ lb - 55,40 N sa Nominal strength as governed by steel (kn) - (45.7) strength lb - 33,45 V sa (kn) - (47.4) Reduction factor, seismic shear α v,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ For SI: inch = 5.4 mm, lbf = N. For pound-inch units: mm = inches, N = 0.48 lbf Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 38-4 Eq. (7.4..) and Eq (7.5..b) or ACI 38- Eq. (D-) and Eq. (D-9), as applicable. Nuts and washers must be appropriate for the rod. For use with the load combinations of IBC Section 605., ACI or ACI 38-9., as applicable, as set forth in ACI or ACI 38- D.4.3, as applicable. 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.4.4. Values correspond to a brittle steel element. 3 For use with the load combinations of IBC Section 605., ACI or ACI 38-9., as applicable, as set forth in ACI or ACI 38- D.4.3, as applicable. 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.4.4. Values correspond to a ductile steel element.

15 ESR-384 Most Widely Accepted and Trusted Page 4 of 50 Fractional Reinforcing Bars Steel Strength ASTM A65 Grade 40 TABLE 6B STEEL DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS DESIGN INFORMATION Symbol Units Nominal Reinforcing bar size (Rebar) #3 #4 #5 #6 #7 #8 #9 #0 Nominal bar diameter d in. / 8 / / 8 / 4 / 8 / 8 / 4 (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (8.6) (3.8) Bar effective cross-sectional area A se in (mm ) (7) (9) (00) (84) (387) (50) (645) (89) lb 6,600,000 8,600 6,400 36,000 47,400 60,000 76,00 N sa Nominal strength as governed by steel (kn) (9.4) (53.4) (8.7) (7.4) (60.) (0.9) (66.9) (339.0) strength ASTM A65 Grade 60 ASTM A706 Grade 60 V sa lb 3,960 7,00,60 5,840,600 8,440 36,000 45,70 (kn) (7.6) (3.0) (49.6) (70.5) (96.) (6.5) (60.) (03.4) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ lb 9,900 8,000 7,900 39,600 54,000 7,00 90,000 4,300 Nominal strength as governed by steel strength N sa V sa (kn) (44.0) (80.) (4.) (76.) (40.) (36.3) (400.4) (508.5) lb 5,940 0,800 6,740 3,760 3,400 4,660 54,000 68,580 (kn) (6.4) (48.0) (74.5) (05.7) (44.) (89.8) (40.) (305.) Reduction for seismic shear α V,seis Strength reduction factor φ for tension φ Strength reduction factor φ for shear φ lb 8,800 6,000 4,800 35,00 48,000 63,00 80,000 0,600 Nominal strength as governed by steel strength N sa V sa (kn) (39.) (7.) (0.3) (56.6) (3.5) (8.) (355.9) (45.0) lb 5,80 9,600 4,880,0 8,800 37,90 48,000 60,960 (kn) (3.5) (4.7) (66.) (94.0) (8.) (68.7) (3.5) (7.) Reduction for seismic shear α V,seis 0.70 Strength reduction factor φ for tension 3 φ 0.75 Strength reduction factor φ for shear 3 φ 0.65 For SI: inch = 5.4 mm, lbf = N. For pound-inch units: mm = inches, N = 0.48 lbf Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 38-4 Eq. (7.4..) and Eq (7.5..b) or ACI 38- Eq. (D-) and Eq. (D-9). Nuts and washers must be appropriate for the rod. For use with the load combinations of IBC Section 605., ACI or ACI 38-9., as set forth in ACI or ACI 38- D.4.3. 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.4.4. Values correspond to a brittle steel element. 3 For use with the load combinations of IBC Section 605., ACI or ACI 38-9., as set forth in ACI or ACI 38- D.4.3. 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.4.4. Values correspond to a ductile steel element.

16 ESR-384 Most Widely Accepted and Trusted Page 5 of 50 Fractional Threaded Rod and Reinforcing Bars Concrete Breakout Strength Carbide Bit or Hilti Hollow Carbide Bit Diamond Core Bit + Roughening Tool, or Diamond Core Bit TABLE 7 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS ALL DRILLING METHODS DESIGN INFORMATION Effectiveness factor for cracked Effectiveness factor for uncracked Minimum Embedment Maximum Embedment Symbol Units 3 / 8 or #3 / #4 Nominal rod diameter (in.) / Reinforcing bar size 5 / 8 #5 3 / 4 #6 in-lb 7 k c,cr (SI) (7.) k c,uncr (SI) (0) in-lb 4 7 / 8 #7 h ef,min in. 3 / 8 3 / 4 3 / 8 3 / / 3 3 / 3 3 / / 5 (mm) (60) (70) (60) (79) (76) (89) (76) (89) (85) (0) (4) (7) h ef,max in. 7 / 0 0 / / / 7 / 0 / 5 (mm) (9) (54) (54) (38) (38) (38) (38) (445) (445) (508) (57) (635) or #8 #9 / 4 or #0 Min. anchor spacing 3 s min in. 7 / 8 / / 3 / 8 3 / / / / / / 8 6 / 4 (mm) (48) (64) (64) (79) (79) (95) (95) () () (7) (43) (59) Min. edge distance 3 c min - 5d; or see Section 4..9 of this report for design with reduced minimum edge distances Minimum in. h ef + / 4 h thickness min (mm) (h ef + 30) (4) 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 φ modes, Condition B Strength reduction factor for shear, failure modes, Condition B φ For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Additional setting information is described in Figure 9A and 9B, Manufacturers Printed Installation Instructions (MPII). Values provided for post-installed anchors under Condition B without supplementary reinforcement as defined in ACI or ACI 38- D.4.3, as applicable. 3 For installations with 3 / 4-inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements. 4 d 0 = hole diameter.

17 ESR-384 Most Widely Accepted and Trusted Page 6 of 50 Fractional Reinforcing Bars Bond Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE 8 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) Nominal reinforcing bar size DESIGN INFORMATION Symbol Units #3 #4 #5 #6 #7 #8 #9 #0 Minimum Embedment h ef,min in. 3 / 8 3 / / 8 4 4½ 5 (mm) (60) (60) (76) (76) (85) (0) (4) (7) Maximum Embedment h ef,max in. 7½ 0 ½ 5 7½ 0 ½ 5 (mm) (9) (54) (38) (38) (445) (508) (57) (635) strength psi,350,360,390,40,40,40,390,340 τ in cracked k,cr (MPa) (9.3) (9.4) (9.6) (9.7) (9.7) (9.8) (9.6) (9.3) strength psi,770,740,70,690,670,640,60,590 τ in uncracked k,uncr (MPa) (.) (.0) (.9) (.7) (.5) (.3) (.) (.0) strength psi τ in cracked k,cr (MPa) (6.4) (6.5) (6.6) (6.7) (6.7) (6.8) (6.6) (6.4) strength psi,0,00,90,70,50,30,0,00 τ in uncracked k,uncr (MPa) (8.4) (8.3) (8.) (8.) (7.9) (7.8) (7.7) (7.6) Anchor Category - - Strength Reduction factor φ d, φ ws strength psi,000,00,040,060,070,090,070,050 τ in cracked k,cr (MPa) (6.9) (6.9) (7.) (7.3) (7.4) (7.5) (7.4) (7.) strength psi,300,90,90,80,70,60,40,40 τ in uncracked k,uncr (MPa) (9.0) (8.9) (8.9) (8.8) (8.7) (8.7) (8.6) (8.6) strength psi τ in cracked k,cr (MPa) (4.7) (4.8) (5.0) (5.0) (5.) (5.) (5.) (5.0) strength psi τ in uncracked k,uncr (MPa) (6.) (6.) (6.) (6.) (6.0) (6.0) (5.9) (5.9) Anchor Category Strength Reduction factor φ wf strength psi τ in cracked k,cr (MPa) (5.9) (6.) (6.3) (6.5) (6.6) (6.9) (6.7) (6.8) strength psi,40,30,40,40,40,50,30,50 τ in uncracked k,uncr (MPa) (7.9) (7.8) (7.9) (7.9) (7.9) (7.9) (7.8) (8.0) strength psi τ in cracked k,cr (MPa) (4.) (4.) (4.4) (4.5) (4.6) (4.7) (4.6) (4.7) strength psi τ in uncracked k,uncr (MPa) (5.4) (5.4) (5.4) (5.4) (5.4) (5.5) (5.4) (5.5) Anchor Category Strength Reduction factor φ uw Reduction for seismic tension α N,seis Dry and Water Saturated Concrete Water-filled hole Submerged range A range A range A For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

18 ESR-384 Most Widely Accepted and Trusted Page 7 of 50 + Fractional Reinforcing Bars Bond Strength Diamond Core Bit + Roughening Tool TABLE 9 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units Nominal reinforcing bar size #5 #6 #7 #8 #9 Minimum Embedment h ef,min in / 8 4 4½ (mm) (76) (76) (85) (0) (5) Maximum Embedment h ef,max in. ½ ¼ 7½ 0 ½ (mm) (38) (86) (445) (508) (573) psi Dry and water saturated range A strength in uncracked strength in uncracked (MPa) (6.7) (6.8) (6.8) (6.9) (6.7) psi,70,690,670,640,60 (MPa) (.9) (.7) (.5) (.3) (.) psi (MPa) (4.6) (4.7) (4.7) (4.8) (4.6) psi,90,70,50,30,0 (MPa) (8.) (8.) (7.9) (7.8) (7.7) Anchor Category - - Strength Reduction factor φ d, φ ws Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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. Fractional Reinforcing Bars Bond Strength Diamond Core Bit TABLE 0 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT DESIGN INFORMATION Symbol Units Nominal reinforcing bar size #3 #4 #5 #6 #7 #8 #9 #0 Minimum Embedment h ef,min in. 3 / 8 3 / / 8 4 4½ 5 (mm) (60) (60) (76) (76) (85) (0) (4) (7) Maximum Embedment h ef,max in. 7½ 0 ½ 5 7½ 0 ½ 5 (mm) (9) (54) (38) (38) (445) (508) (57) (635) Dry and water saturated range A strength in uncracked strength in uncracked psi,50,50,50,50,50,50,50,50 (MPa) (8.0) (8.0) (8.0) (8.0) (8.0) (8.0) (8.0) (8.0) psi (MPa) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5) (5.5) Anchor Category Strength Reduction factor φ d, φ ws For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked. [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

19 ESR-384 Most Widely Accepted and Trusted Page 8 of 50 Fractional Threaded Rod Bond Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) 3 / 8 / 5 / 8 3 / 4 7 / 8 / 4 Minimum Embedment h ef,min in. 3 / 8 3 / 4 3 / 8 3 / 3 / 4 5 (mm) (60) (70) (79) (89) (89) (0) (7) Maximum Embedment h ef,max in. 7½ 0 ½ 5 7½ 0 5 (mm) (9) (54) (38) (38) (445) (508) (635) strength psi,80,70,60,50,40,40,80 in cracked τ κ,cr (MPa) (8.8) (8.7) (8.7) (8.6) (8.6) (8.5) (8.) strength psi,380,300,0,30,040,960,790 in uncracked τ κ,uncr (MPa) (6.4) (5.8) (5.3) (4.7) (4.) (3.5) (.4) strength psi in cracked τ κ,cr (MPa) (6.) (6.0) (6.0) (5.9) (5.9) (5.9) (5.6) strength psi,640,590,530,470,40,350,40 in uncracked τ κ,uncr (MPa) (.3) (0.9) (0.5) (0.) (9.7) (9.3) (8.5) Anchor Category - - Strength Reduction factor φ d, φ ws φ δ, φ ωσ strength psi in cracked τ κ,cr (MPa) (6.5) (6.5) (6.5) (6.5) (6.5) (6.5) (6.4) strength psi,760,700,660,600,550,500,400 in uncracked τ κ,uncr (MPa) (.) (.7) (.4) (.0) (0.7) (0.4) (9.7) strength psi in cracked τ κ,cr (MPa) (4.5) (4.5) (4.5) (4.5) (4.5) (4.5) (4.4) strength psi,0,70,40,0,070, in uncracked τ κ,uncr (MPa) (8.4) (8.) (7.9) (7.6) (7.4) (7.) (6.7) Anchor Category Dry and Water Saturated Concrete Water-filled hole Submerged range A range A Strength Reduction factor φ wf strength psi in cracked τ κ,cr (MPa) (5.7) (5.7) (5.8) (5.8) (5.9) (5.9) (5.9) strength psi,530,500,470,430,400,370,300 in uncracked τ κ,uncr (MPa) (0.6) (0.3) (0.) (9.9) (9.6) (9.4) (9.0) strength psi in cracked τ κ,cr (MPa) (3.9) (3.9) (4.0) (4.0) (4.0) (4.) (4.) strength psi,060,030, in uncracked τ κ,uncr (MPa) (7.3) (7.) (7.0) (6.8) (6.6) (6.5) (6.) Anchor Category Strength Reduction factor φ uw range A Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

20 ESR-384 Most Widely Accepted and Trusted Page 9 of 50 + Fractional Threaded Rod Bond Strength Diamond Core Bit + Roughening Tool TABLE BOND STRENGTH DESIGN INFORMATION FOR U.S. CUSTOMARY UNIT THREADED RODS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units 5 / 8 ¾ Nominal rod diameter (in.) 7 / 8 ¼ Minimum Embedment Maximum Embedment Dry and water saturated range A strength in cracked strength in uncracked strength in cracked strength in uncracked h ef,min h ef,max in. 3 / 8 3 / 3½ 4 5 (mm) (79) (89) (89) (0) (7) in. ½ ¼ 7½ 0 5 (mm) (38) (86) (445) (508) (635) psi (MPa) (6.) (6.0) (6.0) (6.0) (5.7) psi,0,30,040,960,790 (MPa) (5.3) (4.7) (4.) (3.5) (.4) psi (MPa) (4.) (4.) (4.) (4.) (3.9) psi,530,470,40,350,40 (MPa) (0.5) (0.) (9.7) (9.3) (8.5) Anchor Category - - Strength Reduction factor φ d, φ ws Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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. Dry and Water saturated Fractional Threaded Rod Bond Strength Diamond Core Bit TABLE 3 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED RODS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT DESIGN INFORMATION Symbol Units Nominal rod diameter (in.) / 8 ½ / 8 ¾ / 8 ¼ Minimum Embedment h ef,min in. 3 / 8 3 / 4 3 / 8 3 / 3 / 4 5 (mm) (60) (70) (79) (89) (89) (0) (7) Maximum Embedment h ef,max in. 7½ 0 ½ 5 7½ 0 5 (mm) (9) (54) (38) (38) (445) (508) (635) psi,550,550,550,550,550,550,550 range A strength in uncracked (MPa) (0.7) (0.7) (0.7) (0.7) (0.7) (0.7) (0.7) strength in uncracked psi,070,070,070,070,070,070,070 (MPa) (7.4) (7.4) (7.4) (7.4) (7.4) (7.4) (7.4) Anchor Category Strength Reduction factor φ d, φ ws For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

21 ESR-384 Most Widely Accepted and Trusted Page 0 of 50 Metric Threaded Rod and EU Metric Reinforcing Bars Steel Strength TABLE 4 STEEL DESIGN INFORMATION FOR METRIC THREADED ROD AND EU METRIC REINFORCING BARS DESIGN INFORMATION Symbol Units Nominal rod diameter (mm) Rod Outside Diameter d mm (in.) (0.3) (0.39) (0.47) (0.63) (0.79) (0.94) (.06) (.8) Rod effective cross-sectional area A se mm (in. ) (0.057) (0.090) (0.3) (0.43) (0.380) (0.547) (0.7) (0.870) kn ISO 898- Class 5.8 ISO 898- Class 8.8 ISO Class A4 Stainless 3 Nominal strength as governed by steel strength N sa V sa (lb) (4,4) (6,59) (9,476) (7,647) (7,539) (39,679) (5,594) (63,059) kn (lb) (,648) (3,60) (5,685) (0,588) (6,53) (3,807) (30,956) (37,835) Reduction for seismic shear α V,seis -.00 Strength reduction factor for tension φ Strength reduction factor for shear φ kn Nominal strength as governed by steel strength N sa V sa (lb) (6,58) (0,43) (5,6) (8,36) (44,063) (63,486) (8,550) (00,894) kn (lb) (3,949) (5,6) (9,097) (6,94) (6,438) (38,09) (49,530) (60,537) Reduction for seismic shear α V,seis -.00 Strength reduction factor for tension φ Strength reduction factor for shear φ kn Nominal strength as governed by steel strength N sa V sa (lb) (5,760) (9,7) (3,66) (4,706) (38,555) (55,550) (5,594) (63,059) kn (lb) (3,456) (4,564) (7,960) (4,84) (3,33) (33,330) (30,956) (37,835) Reduction for seismic shear α V,seis Strength reduction factor for tension φ Strength reduction factor for shear φ DESIGN INFORMATION Symbol Units Nominal reinforcing bar diameter (mm) Nominal bar diameter d mm (in.) (0.394) (0.47) (0.55) (0.630) (0.787) (0.984) (.0) (.4) (.60) mm Bar effective cross-sectional area A se (in. ) (0.) (0.75) (0.39) (0.3) (0.487) (0.76) (0.954) (.096) (.47) DIN 488 BSt 550/500 Nominal strength as governed by steel strength N sa V sa kn (lb) (9,7) (3,984) (9,034) (4,860) (38,844) (60,694) (76,35) (87,406) (99,44) kn (lb) (5,87) (8,390) (,40) (4,96) (3,307) (36,46) (45,68) (5,444) (59,665) Reduction for seismic shear α V,seis Strength reduction factor for tension φ Strength reduction factor for shear φ Values provided for common rod material types are based on specified strengths and calculated in accordance with ACI 38-4 Eq (7.4..) or Eq (7.5..b) or ACI 38- Eq. (D-) and Eq. (D-9), as applicable. Nuts and washers must be appropriate for the rod. For use with the load combinations of IBC Section 605., ACI , or ACI 38-9., as applicable, as set forth in ACI or ACI 38 D.4.3, as applicable. 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.4.4. Values correspond to a brittle steel element. 3 A4-70 Stainless (M8- M4); A4-50 Stainless (M7- M30)

22 ESR-384 Most Widely Accepted and Trusted Page of 50 Metric Threaded Rod and EU Metric Reinforcing Bars Concrete Breakout Strength Carbide Bit or Hilti Hollow Carbide Bit Diamond Core Bit + Roughening Tool, or Diamond Core Bit TABLE 5 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND EU METRIC REINFORCING BARS ALL DRILLING METHODS DESIGN INFORMATION Symbol Units Minimum Embedment Maximum Embedment Min. anchor spacing 3 h ef,min h ef,max s min Nominal rod diameter (mm) mm (in.) (.4) (.4) (.8) (3.) (3.5) (3.9) (4.3) (4.7) mm (in.) (6.3) (7.9) (9.4) (.6) (5.7) (8.9) (.4) (3.7) mm (in.) (.6) (.0) (.4) (3.) (3.9) (4.7) (5.3) (5.9) Min. edge distance 3 c min - 5d; or see Section 4..9 of this report for design with reduced minimum edge distances Minimum thickness h min DESIGN INFORMATION Symbol Units Minimum Embedment Maximum Embedment Min. anchor spacing 3 h ef,min h ef,max s min mm h ef + 30 (in.) (h ef + / 4) h ef + d o (4) Nominal reinforcing bar diameter (mm) mm (in.) (.4) (.8) (3.) (3.) (3.5) (3.9) (4.4) (4.7) (5.0) mm (in.) (7.9) (9.4) (.0) (.6) (5.7) (9.7) (.0) (3.7) (5.) mm (in.) (.0) (.4) (.8) (3.) (3.9) (4.9) (5.5) (5.9) (6.3) Min. edge distance 3 c min - 5d; or see Section 4..9 of this report for design with reduced minimum edge distances Minimum thickness Critical edge distance splitting (for uncracked ) Effectiveness factor for cracked Effectiveness factor for uncracked h min mm h ef + 30 (in.) (h ef + / 4) h ef + d o (4) c ac - See Section 4..0 of this report. SI 7. k c,cr (in-lb) (7) SI 0 k c,uncr (in-lb) (4) Strength reduction factor for tension, failure φ modes, Condition B Strength reduction factor for shear, failure modes, Condition B φ For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Additional setting information is described in Figure 9A and 9B, Manufacturers Printed Installation Instructions (MPII). Values provided for post-installed anchors installed under Condition B without supplementary reinforcement as defined in ACI or ACI 38- D For installations with 3 / 4-inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements. 4 d 0 = hole diameter.

23 ESR-384 Most Widely Accepted and Trusted Page of 50 EU Metric Reinforcing Bars Bond Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE 6 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Minimum Embedment Maximum Embedment Dry and Water saturated Water-filled hole Submerged range A strength in uncracked strength in uncracked h ef,min h ef,max Nominal reinforcing bar diameter (mm) mm (in.) (.4) (.8) (3.) (3.) (3.5) (3.9) (4.4) (4.7) (5.0) mm (in.) (7.9) (9.4) (.0) (.6) (5.7) (9.7) (.0) (3.7) (5.) MPa (psi) (,350) (,360) (,380) (,390) (,40) (,40) (,400) (,370) (,350) MPa (psi) (,770) (,750) (,730) (,70) (,690) (,650) (,60) (,60) (,590) MPa (psi) (930) (940) (950) (960) (970) (980) (970) (950) (930) MPa (psi) (,0) (,0) (,00) (,90) (,60) (,40) (,0) (,0) (,00) Anchor Category - Strength Reduction factor φ d, φ ws range A strength in uncracked strength in uncracked MPa (psi) (,000) (,00) (,00) (,040) (,070) (,080) (,080) (,070) (,050) MPa (psi) (,30) (,300) (,80) (,80) (,70) (,50) (,50) (,50) (,40) MPa (psi) (690) (700) (700) (70) (740) (740) (740) (740) (70) MPa (psi) (900) (890) (890) (890) (880) (870) (860) (860) (860) Anchor Category Strength Reduction factor φ wf range A strength in uncracked strength in uncracked MPa (psi) (880) (890) (890) (90) (960) (980) (980) (990) (980) MPa (psi) (,40) (,40) (,30) (,40) (,40) (,40) (,40) (,50) (,60) MPa (psi) (600) (60) (60) (630) (660) (680) (680) (680) (680) MPa (psi) (790) (780) (780) (790) (790) (780) (790) (800) (800) Anchor Category Strength Reduction factor φ uw Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ].. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

24 ESR-384 Most Widely Accepted and Trusted Page 3 of 50 + EU Metric Reinforcing Bars Bond Strength Diamond Core Bit + Roughening Tool TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units Nominal reinforcing bar diameter (mm) Minimum Embedment h ef,min mm (in.) (3.) (3.) (3.5) (3.9) (4.4) Maximum Embedment h ef,max mm (in.) (.0) (.6) (5.7) (9.7) (.0) Dry and water saturated range A Characteristic bond strength in cracked Characteristic bond strength in uncracked Characteristic bond strength in cracked Characteristic bond strength in uncracked MPa (psi) (965) (970) (985) (995) (980) MPa (psi) (,730) (,70) (,690) (,650) (,60) MPa (psi) (665) (670) (680) (685) (680) MPa (psi) (,00) (,90) (,60) (,40) (,0) Anchor Category - - Strength Reduction factor φ d, φ ws Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

25 ESR-384 Most Widely Accepted and Trusted Page 4 of 50 EU Metric Reinforcing Bars Bond Strength Diamond Core Bit TABLE 8 BOND STRENGTH DESIGN INFORMATION FOR EU METRIC REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT DESIGN INFORMATION Symbol Units Nominal reinforcing bar diameter (mm) Minimum Embedment h ef,min mm (in.) (.4) (.8) (3.) (3.) (3.5) (3.9) (4.4) (4.7) (5.0) Maximum Embedment Dry and Water Saturated range A strength in uncracked strength in uncracked h ef,max mm (in.) (7.9) (9.4) (.0) (.6) (5.7) (9.7) (.0) (3.7) (5.) MPa (psi) (,50) (,50) (,50) (,50) (,50) (,50) (,50) (,50) (,50) MPa (psi) (800) (800) (800) (800) (800) (800) (800) (800) (800) Anchor Category Strength Reduction factor φ d, φ ws For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) ) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

26 ESR-384 Most Widely Accepted and Trusted Page 5 of 50 Metric Threaded Rod Bond Strength Carbide Bit or Hilti Hollow Carbide Bit Dry and Water Saturated Concrete Water-filled hole Submerged TABLE 9 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Nominal rod diameter (mm) Minimum Embedment h ef,min mm (in.) (.4) (.4) (.8) (3.) (3.5) (3.9) (4.3) (4.7) Maximum Embedment h ef,max mm (in.) (6.3) (7.9) (9.4) (.6) (5.7) (8.9) (.4) (3.7) MPa (psi) (,80) (,80) (,70) (,60) (,50) (,40) (,30) (,0) MPa strength in uncracked (psi) (,40) (,370) (,30) (,0) (,00) (,000) (,90) (,840) MPa (psi) (890) (880) (880) (870) (860) (860) (850) (840) MPa strength in uncracked (psi) (,670) (,630) (,600) (,50) (,450) (,380) (,30) (,70) Anchor Category - - Strength Reduction factor φ d, φ ws MPa (psi) (940) (940) (940) (940) (940) (940) (950) (950) MPa strength in uncracked (psi) (,780) (,750) (,70) (,650) (,590) (,50) (,470) (,430) MPa (psi) (650) (650) (650) (650) (650) (650) (650) (650) MPa strength in uncracked (psi) (,30) (,0) (,80) (,40) (,00) (,050) (,00) (990) Anchor Category Strength Reduction factor φ wf MPa (psi) (80) (80) (830) (830) (840) (860) (870) (870) MPa strength in uncracked (psi) (,550) (,530) (,500) (,460) (,40) (,380) (,350) (,30) MPa (psi) (570) (570) (570) (580) (580) (590) (600) (600) MPa strength in uncracked (psi) (,070) (,060) (,040) (,00) (980) (950) (930) (90) Anchor Category Strength Reduction factor φ uw Reduction for seismic tension α N,seis range A range A range A For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

27 ESR-384 Most Widely Accepted and Trusted Page 6 of 50 + Metric Threaded Rod Bond Strength Diamond Core Bit + Roughening Tool TABLE 0 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units Nominal rod diameter (mm) Minimum Embedment h ef,min mm (in.) (3.) (3.5) (3.9) (4.3) (4.7) Maximum Embedment h ef,max mm (in.) (.6) (5.7) (8.9) (.4) (3.7) MPa (psi) (880) (875) (870) (860) (855) range A MPa strength in uncracked (psi) (,0) (,00) (,000) (,90) (,840) MPa (psi) (60) (605) (600) (595) (590) MPa strength in uncracked (psi) (,50) (,450) (,385) (,30) (,70) Anchor Category - - Strength Reduction factor φ d, φ ws Reduction for seismic tension α Ν, seis Dry and water saturated For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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. Metric Threaded Rod Bond Strength Diamond Core Bit TABLE BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT DESIGN INFORMATION Symbol Units Nominal rod diameter (mm) Minimum Embedment h ef,min mm (in.) (.4) (.4) (.8) (3.) (3.5) (3.9) (4.3) (4.7) Maximum Embedment h ef,max mm (in.) (6.3) (7.9) (9.4) (.6) (5.7) (8.9) (.4) (3.7) Dry and Water saturated range A strength in uncracked strength in uncracked MPa (psi) (,550) (,550) (,550) (,550) (,550) (,550) (,550) (,550) MPa (psi) (,070) (,070) (,070) (,070) (,070) (,070) (,070) (,070) Anchor Category Strength Reduction factor φ d, φ ws For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

28 ESR-384 Most Widely Accepted and Trusted Page 7 of 50 Canadian Reinforcing Bars Steel Strength TABLE STEEL DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS DESIGN INFORMATION Symbol Units Nominal reinforcing bar size 0 M 5 M 0 M 5 M 30 M Nominal bar diameter d mm (in.) (0.445) (0.630) (0.768) (0.99) (.77) Bar effective cross-sectional area A se mm (in. ) (0.55) (0.3) (0.463) (0.773) (.088) CSA G30 Nominal strength as governed by steel strength N sa V sa kn (lb) (,75) (4,408) (36,55) (60,548) (85,39) kn (lb) (7,305) (4,645) (,753) (36,39) (5,44) Reduction for seismic shear α V,seis Strength reduction factor for tension φ Strength reduction factor for shear φ For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 38-4 Eq (7.4..) or Eq (7.5..b) or ACI 38- Eq. (D-) and Eq. (D-9), as applicable. Other material specifications are admissible. For use with the load combinations of ACI or ACI 38-9., as applicable, as set forth in ACI or ACI 38- D.4.3, as applicable. Canadian Reinforcing Bars Concrete Breakout Strength Carbide Bit or Hilti Hollow Carbide Bit or Diamond Core Bit TABLE 3 CONCRETE BREAKOUT DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT), OR DIAMOND CORE BIT Nonminal reinforcing bar size DESIGN INFORMATION Symbol Units 0 M 5 M 0 M 5 M 30 M SI 7. Effectiveness factor for cracked k c,cr (in-lb) (7) SI 0 Effectiveness factor for uncracked k c,uncr (in-lb) (4) Minimum Embedment h ef,min mm (in.) (.4) (3.) (3.5) (4.0) (4.7) Maximum Embedment h ef,max mm (in.) (8.9) (.6) (5.4) (9.8) (3.5) Min. bar spacing 3 s min mm (in.) (.) (3.) (3.8) (5.0) (5.9) Min. edge distance 3 c min mm 5d; or see Section 4..9 of this report for design with reduced minimum edge (in.) distances Minimum thickness h min mm h ef + 30 (in.) (h ef + / 4) (4) h ef + d o Critical edge distance splitting (for uncracked ) c ac - See Section 4..0 of this report. Strength reduction factor for tension, failure modes, Condition B φ Strength reduction factor for shear, failure modes, Condition B φ For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Additional setting information is described in Figure 9, Manufacturers Printed Installation Instructions (MPII). Values provided for post-installed anchors installed under Condition B without supplementary reinforcement. 3 For installations with 3 / 4-inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements. 4 d 0 = hole diameter.

29 ESR-384 Most Widely Accepted and Trusted Page 8 of 50 Canadian Reinforcing Bars Bond Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE 4 BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Minimum Embedment Maximum Embedment Dry and Water Saturated Concrete Water-filled hole Submerged range A strength in uncracked strength in uncracked h ef,min h ef,max Nominal reinforcing bar size 0M 5M 0M 5M 30M mm (in.) (.4) (3.) (3.5) (4.0) (4.7) mm (in.) (8.9) (.6) (5.4) (9.8) (3.5) MPa (psi) (,360) (,390) (,40) (,40) (,380) MPa (psi) (,760) (,70) (,690) (,650) (,60) MPa (psi) (940) (960) (970) (980) (950) MPa (psi) (,0) (,90) (,70) (,40) (,0) Anchor Category - - Strength Reduction factor φ d, φ ws range A strength in uncracked strength in uncracked MPa (psi) (,00) (,040) (,060) (,080) (,060) MPa (psi) (,300) (,80) (,70) (,50) (,40) MPa (psi) (700) (70) (730) (740) (730) MPa (psi) (900) (890) (880) (860) (850) Anchor Category Strength Reduction factor φ wf MPa (psi) (880) (90) (940) (980) (960) range A MPa strength in uncracked (psi) (,30) (,40) (,40) (,40) (,30) MPa (psi) (60) (630) (650) (680) (660) strength in uncracked MPa (psi) (780) (790) (780) (780) (780) Anchor Category Strength Reduction factor φ uw Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

30 ESR-384 Most Widely Accepted and Trusted Page 9 of 50 + Canadian Reinforcing Bars Bond Strength Diamond Core Bit + Roughening Tool TABLE 5A BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units Minimum Embedment h ef,min Nominal reinforcing bar size 5M 0M mm (in.) (3.) (3.5) Maximum Embedment h ef,max mm (in.) (.6) (5.4) range A strength MPa τ in cracked k,cr (psi) (970) (985) strength MPa.8.7 τ in uncracked k,uncr (psi) (,70) (,690) strength MPa τ in cracked k,cr (psi) (670) (680) strength MPa τ in uncracked k,uncr (psi) (,90) (,70) Anchor Category - Strength Reduction factor φ d, φ ws Reduction for seismic tension α N,seis For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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. Dry and Water Saturated Canadian Reinforcing Bars Bond Strength Diamond Core Bit TABLE 5B BOND STRENGTH DESIGN INFORMATION FOR CANADIAN METRIC REINFORCING BARS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT DESIGN INFORMATION Symbol Units Nominal reinforcing bar size 0M 5M 0M 5M 30M Minimum Embedment h ef,min mm (in.) (.4) (3.) (3.5) (4.0) (4.7) Maximum Embedment h ef,max mm (in.) (8.9) (.6) (5.4) (9.8) (3.5) range A strength MPa τ in uncracked k,uncr (psi) (,50) (,50) (,50) (,50) (,50) strength MPa τ in uncracked k,uncr (psi) (800) (800) (800) (800) (800) Anchor Category Strength Reduction factor φ d, φ ws Dry and Water Saturated For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

31 ESR-384 Most Widely Accepted and Trusted Page 30 of 50 Fractional and Metric HIS-N and HIS-RN Internal Threaded Insert Steel Strength TABLE 6 STEEL DESIGN INFORMATION FOR FRACTIONAL AND METRIC HIS-N AND HIS-RN THREADED INSERTS DESIGN INFORMATION Symbol Units Nominal Bolt/Cap Screw Diameter (in.) Fractional Units Nominal Bolt/Cap Screw Diameter (mm) Metric 3 / / 8 / 5 / 8 HIS Insert O.D. HIS insert length Bolt effective crosssectional area HIS insert effective cross-sectional area ASTM A93 B7 ASTM A93 Grade B8M SS ISO 898- Class 8.8 ISO Class A4-70 Stainless Nominal steel strength ASTM A93 B7 3 bolt/cap screw Nominal steel strength HIS-N insert Nominal steel strength ASTM A93 Grade B8M SS bolt/cap screw Nominal steel strength HIS-RN insert Nominal steel strength ISO 898- Class 8.8 bolt/cap screw Nominal steel strength HIS-N insert Nominal steel strength ISO Class A4-70 Stainless bolt/cap screw Nominal steel strength HIS-RN insert D l A se A insert N sa V sa N sa N sa V sa N sa N sa V sa N sa N sa V sa N sa in mm (mm) (6.5) (0.5) (5.4) (7.6) (in.) (0.49) (0.65) (0.8) (.00) (.09) in mm (mm) (0) (5) (70) (05) (in.) (3.54) (4.33) (4.9) (6.69) (8.07) in mm (mm ) (50) (9) (46) (6) (in. ) (0.057) (0.090) (0.3) (0.43) (0.380) in mm (mm ) (5) (57) (60) (65) (in. ) (0.080) (0.67) (0.6) (0.397) (0.368) lb 9,690 7,740 8,50 4,85 kn (kn) (43.) (78.9) (5.7) (86.0) (lb) lb 5,85 0,645 6,950 5,090 kn (kn) (5.9) (47.3) (75.4) (.6) (lb) lb,645 7,50 8,680 9,45 kn (kn) (56.3) (76.7) (7.6) (9.7) (lb) lb 8,55 5,60 4,860 36,795 kn (kn) (37.9) (69.4) (0.6) (63.7) (lb) lb 5,5 9,365 4,95,075 kn (kn) (.8) (4.7) (66.3) (98.) (lb) lb 8,065 4,645 40,970 4,635 kn (kn) (80.4) (09.6) (8.) (85.) (lb) lb kn (kn) (lb) (6,58) (0,43) (5,6) (8,36) (44,063) lb kn (kn) (lb) (3,949) (6,59) (9,097) (6,94) (6,438) lb kn (kn) (lb) (5,669) (,894) (8,68) (8,0) (6,76) lb kn (kn) (lb) (5,760) (9,7) (3,66) (4,706) (38,555) lb kn (kn) (lb) (3,456) (5,476) (7,960) (4,84) (3,33) lb kn (kn) (lb) (8,099) (6,99) (6,6) (40,300) (37,394) Reduction for seismic shear α V,seis Strength reduction factor for tension φ Strength reduction factor for shear φ For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Values provided for common rod material types based on specified strengths and calculated in accordance with ACI 38-4 Eq (7.4..) or Eq (7.5..b) oraci 38- Eq. (D-) and Eq. (D-9), as applicable. Nuts and washers must be appropriate for the rod. For use with the load combinations of ACI or ACI 38-9., as applicable, as set forth in ACI or ACI 38- D.4.3, as applicable. Values correspond to a brittle steel element for the HIS insert. 3 For the calculation of the design steel strength in tension and shear for the bolt or screw, the φ factor for ductile steel failure according to ACI or ACI 38- D.4.3, as applicable, can be used.

32 ESR-384 Most Widely Accepted and Trusted Page 3 of 50 Fractional and Metric HIS-N and HIS-RN Internal Threaded Insert Concrete Breakout Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE 7 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Nominal Bolt/Cap Screw Diameter (in.) Fractional Units Nominal Bolt/Cap Screw Diameter (mm) Metric 3 / / 8 / 5 / 8 Effectiveness factor for cracked Effectiveness factor for uncracked Effective embedment depth Min. anchor spacing 3 Min. edge distance 3 Minimum thickness k in-lb 7 SI 7. c,cr (SI) (7.) (in-lb) (7) in-lb 4 SI 0 k c,uncr (SI) (0) (in-lb) (4) h ef s min c min h min in. 4 3 / / 4 8 / 8 mm (mm) (0) (5) (70) (05) (in.) (3.5) (4.3) (4.9) (6.7) (8.) in. 3 / / mm (mm) (83) (0) (7) (40) (in.) (.5) (3.5) (4.0) (5.0) (5.5) in. 3 / / mm (mm) (83) (0) (7) (40) (in.) (.5) (3.5) (4.0) (5.0) (5.5) in mm (mm) (50) (70) (30) (70) (in.) (4.7) (5.9) (6.7) (9.) (0.6) Critical edge distance splitting c ac - See Section 4..0 of this report - See Section 4..0 of this report (for uncracked ) Strength reduction factor for tension, failure modes, Condition B φ Strength reduction factor for shear, failure modes, φ Condition B For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Additional setting information is described in Figure 9A, Manufacturers Printed Installation Instructions (MPII). Values provided for post-installed anchors installed under Condition B without supplementary reinforcement as defined in ACI or ACI 38- D.4.3, as applicable. 3 For installations with 3 / 4-inch edge distance, refer to Section 4..9 for spacing and maximum torque requirements.

33 ESR-384 Most Widely Accepted and Trusted Page 3 of 50 Fractional and Metric HIS-N and HIS-RN Internal Threaded Insert Bond Strength Carbide Bit or Hilti Hollow Carbide Bit TABLE 8 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT (OR HILTI HOLLOW CARBIDE DRILL BIT) DESIGN INFORMATION Symbol Units Nominal bolt/cap screw diameter Nominal bolt/cap screw diameter (mm) (in.) Units 3 / / 8 / 5 / 8 Embedment Dry and Water saturated Water-filled hole Submerged range A range A strength in uncracked strength in uncracked h ef in. 4 3 / / 4 8 / 8 mm (mm) (0) (5) (70) (05) (in.) (3.5) (4.3) (4.9) (6.7) (8.) psi,070,070,070,070 MPa (MPa) (7.4) (7.4) (7.4) (7.4) (psi) (,070) (,070) (,070) (,070) (,070) psi,790,790,790,790 MPa (MPa) (.3) (.3) (.3) (.3) (psi) (,790) (,790) (,790) (,790) (,790) psi MPa (MPa) (5.) (5.) (5.) (5.) (psi) (740) (740) (740) (740) (740) psi,40,40,40,40 MPa (MPa) (8.5) (8.5) (8.5) (8.5) (psi) (,40) (,40) (,40) (,40) (,40) Anchor Category Strength Reduction factor φ d, φ ws psi MPa (MPa) (5.5) (5.6) (5.7) (5.7) (psi) (790) (800) (80) (80) (80) range A strength in uncracked strength in uncracked psi,340,350,370,380 MPa (MPa) (9.) (9.3) (9.5) (9.5) (psi) (,330) (,340) (,350) (,370) (,380) psi MPa (MPa) (3.8) (3.8) (3.9) (3.9) (psi) (550) (550) (560) (570) (570) psi MPa (MPa) (6.4) (6.4) (6.5) (6.6) (psi) (90) (90) (930) (950) (950) Anchor Category Strength Reduction factor φ wf psi MPa (MPa) (4.9) (5.0) (5.) (5.) (psi) (700) (70) (70) (750) (750) strength in uncracked strength in uncracked psi,90,0,50,60 MPa (MPa) (8.) (8.4) (8.6) (8.7) (psi) (,60) (,90) (,0) (,50) (,60) psi MPa (MPa) (3.4) (3.4) (3.5) (3.6) (psi) (480) (490) (500) (50) (50) psi MPa (MPa) (5.6) (5.8) (5.9) (6.0) (psi) (800) (80) (840) (860) (870) Anchor Category Strength Reduction factor φ uw Reduction for seismic tension α N,seis - - For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ] and (f c /,500) 0.5 for cracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

34 ESR-384 Most Widely Accepted and Trusted Page 33 of 50 + Fractional and Metric HIS-N and HIS-RN Internal Threaded Insert Bond Strength Diamond Core Bit + Roughening Tool TABLE 9 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL DESIGN INFORMATION Symbol Units Nominal bolt/cap screw diameter (in.) Units Nominal bolt/cap screw diameter (mm) / 5 / 8 3 / Embedment h ef in. 5 6¾ 8 / 8 mm (mm) (5) (70) (05) (in.) (4.9) (6.7) (8.) psi MPa (MPa) (5.) (5.) (5.) (psi) (750) (750) (750) Dry and Water Saturated Concrete range A strength in uncracked strength in uncracked psi,790,790,790 MPa (MPa) (.3) (.3) (.3) (psi) (,790) (,790) (,790) psi MPa (MPa) (3.6) (3.6) (3.6) (psi) (55) (55) (55) psi,40,40,40 MPa (MPa) (8.5) (8.5) (8.5) (psi) (,40) (,40) (,40) Anchor Category Strength Reduction factor φ d, φ ws Reduction for seismic tension α N,seis - - For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength in the range,500 psi f c 8,000 psi [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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. Fractional and Metric HIS-N and HIS-RN Internal Threaded Insert Bond Strength Diamond Core Bit Dry and Water Saturated Concrete TABLE 30 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL AND METRIC HILTI HIS-N AND HIS-RN INSERTS IN HOLES CORE DRILLED WITH A DIAMOND CORE BIT Nominal bolt/cap screw Nominal bolt/cap screw diameter (mm) DESIGN INFORMATION Symbol Units diameter (in.) Units 3 / 8 / 5 / 3 8 / in. 4 3 / / 4 8 / 8 mm Embedment h ef (mm) (0) (5) (70) (05) (in.) (3.5) (4.3) (4.9) (6.7) (8.) Characteristic psi,00,00,00,00 MPa bond strength range A τ in uncracked k,uncr Characteristic bond strength in uncracked (MPa) (8.3) (8.3) (8.3) (8.3) (psi) (,00) (,00) (,00) (,00) (,00) psi MPa (MPa) (5.7) (5.7) (5.7) (5.7) (psi) (830) (830) (830) (830) (830) Anchor Category Strength Reduction factor φ d, φ ws For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Bond strength values correspond to compressive strength f c =,500 psi (7. MPa) [minimum of 4 MPa is required under ADIBC Appendix L, Section 5..]. For compressive strength, f c, between,500 psi (7. MPa) and 8,000 psi (55. MPa), the tabulated characteristic bond strength may be increased by a factor of (f c /,500) 0.5 for uncracked [For SI: (f c / 7.) 0.5 ]. See Section 4..4 of this report for bond strength determination. range A: Maximum short term temperature = 30 F (55 C), Maximum long term temperature = 0 F (43 C). range B: Maximum short term temperature = 76 F (80 C), Maximum long term temperature = 0 F (43 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.

35 ESR-384 Most Widely Accepted and Trusted Page 34 of 50 TABLE 3 DEVELOPMENT LENGTH FOR U.S. CUSTOMARY UNIT REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL,,4,5,6 Bar Size DESIGN INFORMATION Symbol Criteria Section of Reference Standard Units #3 #4 #5 #6 #7 #8 #9 #0 Nominal reinforcing bar diameter d b ASTM A65/A706 in (mm) (9.5) (.7) (5.9) (9.) (.) (5.4) (8.6) (3.8) Nominal bar area A b ASTM A65/A706 in (mm ) (7.3) (6.7) (97.9) (85.0) (387.9) (506.7) (644.7) (87.3) Development length for f y = 60 ksi and f' c =,500 psi (normal l d ACI weight ) 3 in (mm) (304.8) (365.8) (457.) (548.6) (800.) (94.4) (08.7) (43.0) Development length for f y = 60 ksi and f' c = 4,000 psi (normal l d ACI weight ) 3 in (mm) (304.8) (304.8) (36.4) (433.7) (63.5) (7.9) (8.8) (904.) For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Development lengths valid for static, wind, and earthquake loads (SDC A and B). Development lengths in SDC C through F must comply with ACI 38-4 Chapter 8 or ACI 38- Chapter, as applicable, and section 4..4 of this report. 3 For sand-lightweight, increase development length by 33%, unless the provisions of ACI or ACI (d), as applicable, are met to permit λ > cc bb+kk tttt =.5, ψ dd t=.0, ψ e=.0, ψ s=0.8 for d b #6,.0 for d b > #6 bb 5 Minimum f' c of 4 MPa is required under ADIBC Appendix L, Section Calculations may be performed for other steel grades per ACI 38- Chapter or ACI 38-4 Chapter 5. TABLE 3 DEVELOPMENT LENGTH FOR EU METRIC REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL,,4,5,6 DESIGN INFORMATION Symbol Criteria Section of Reference Standard Units Bar Size Nominal reinforcing bar diameter d b BS4449: 005 Nominal bar area A b BS 4449: 005 Development length for f y = 7.5 ksi and f' c =,500 psi (normal weight l d ACI ) 3 mm (in.) (0.394) (0.47) (0.630) (0.787) (0.984) (.60) mm (in ) (0.) (0.8) (0.3) (0.49) (0.76) (.5) mm (in.) (3.7) (6.4) (.9) (34.3) (4.8) (54.8) Development length for f y = 7.5 ksi and f' c = 4,000 psi (normal weight l d ACI ) 3 mm (in.) (.0) (3.0) (7.3) (7.) (33.8) (43.3) For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Development lengths valid for static, wind, and earthquake loads (SDC A and B). Development lengths in SDC C through F must comply with ACI 38-4 Chapter 8 or ACI 38- Chapter and section 4..4 of this report. 3 For sand-lightweight, increase development length by 33%, unless the provisions of ACI or ACI (d), as applicable, are met to permit λ > cc bb+kk tttt =.5, ψ dd t=.0, ψ e=.0, ψ s=0.8 for d b < 0 mm,.0 for d b 0 mm bb 5 Minimum f' c of 4 MPa is required under ADIBC Appendix L, Section Calculations may be performed for other steel grades per ACI 38- Chapter or ACI 38-4 Chapter 5.

36 ESR-384 Most Widely Accepted and Trusted Page 35 of 50 TABLE 33 DEVELOPMENT LENGTH FOR CANADIAN REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR HILTI HOLLOW CARBIDE BIT OR CORE DRILLED WITH A DIAMOND CORE BIT OR A DIAMOND CORE BIT AND ROUGHENED WITH A HILTI ROUGHENING TOOL,,4,5,6 DESIGN INFORMATION Symbol Criteria Section of Reference Standard Units Bar Size 0M 5M 0M 5M 30M Nominal reinforcing bar diameter d b CAN/CSA-G30.8 Gr.400 mm (in.) (0.445) (0.630) (0.768) (0.99) (.77) Nominal bar area A b CAN/CSA-G30.8 Gr.400 mm (in ) (0.6) (0.3) (0.46) (0.77) (.09) Development length for f y = 58 ksi and f' c =,500 psi l d ACI (normal weight ) 3 mm ,04 (in.) (.4) (7.5) (6.7) (34.5) (4.0) Development length for f y = 58 ksi and f' c = 4,000 psi l d ACI (normal weight ) 3 mm (in.) (.0) (3.9) (.) (7.3) (3.4) For SI: inch 5.4 mm, lbf = N, psi = MPa. For pound-inch units: mm = inches, N = 0.48 lbf, MPa = 45.0 psi Development lengths valid for static, wind, and earthquake loads (SDC A and B). Development lengths in SDC C through F must comply with ACI 38-4 Chapter 8 or ACI 38- Chapter and section 4..4 of this report. 3 For sand-lightweight, increase development length by 33%, unless the provisions of ACI or ACI (d), as applicable, are met to permit λ > cc bb+kk tttt =.5, ψ t=.0, ψ e=.0, ψ s=0.8 for d b < 0M,.0 for d b 0M dd bb 5 Minimum f' c of 4 MPa is required under ADIBC Appendix L, Section Calculations may be performed for other steel grades per ACI 38- Chapter or ACI 38-4 Chapter 5. HILTI HIT-RE 500 V3 FOIL PACK AND MIXING NOZZLE HILTI DISPENSER HILTI TE-CD OR TE-YD HOLLOW CARBIDE DRILL BIT ANCHORING ELEMENTS HILTI TE-YRT ROUGHENING TOOL FIGURE 6 HILTI HIT-RE 500 V3 ANCHORING SYSTEM

37 ESR-384 Most Widely Accepted and Trusted Page 36 of 50 Specifications / Assumptions: ASTM A93 Grade B7 threaded rod Normal weight, f c = 4,000 psi Seismic Design Category (SDC) B No supplementary reinforcing in accordance with ACI will be provided. Assume maximum short term (diurnal) base material temperature < 30 F. Assume maximum long term base material temperature < 0 F. Assume installation in dry and hammerdrilled holes. Assume will remain uncracked for service life of anchorage. A /-IN. A93 B7 ALL-THREAD d N c a,min T max h ef A h A Na A Nc s/ s/ N c cr,na s Dimensional Parameters: d bit c cr,na h ef s c a,min h d = 9.0 in. = 4.0 in. =.5 in. =.0 in. = / in. c cr,na A-A c a,min Calculation for the 05 IBC in accordance with ACI 38-4 Chapter 7 and this report ACI 38-4 Code Ref. Report Ref. 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 OK h ef,min h ef h ef,max =.75 in. 9 in. 0 in. OK Step. Check steel strength in tension: Single Anchor: N sa = A se f uta = 0.49 in 5,000 psi = 7,738 lb. Anchor Group: φ N sa = φ n A se f uta = ,738 lb. = 6,606 lb. Or using Table : φ N sa = ,735 lb. = 6,603 lb. Step 3. Check breakout strength in tension: ANc Ncbg = ψ ec,n ψ ed,n ψ c,n ψ cp,n Nb A Nc Eq. (7.4..) Eq. (7.4..b) A Nc = (3 h ef + s)(.5 h ef + c a,min) = ( )( ) = 496 in - - A Nc0 = 9 h ef = 79 in and - Eq. (7.4..c) ψ ec,n =.0 no eccentricity of tension load with respect to tension-loaded anchors Table 7 Table Table 6A - ca,min.5 For c a,min <.5h ef ψ ed,n = = = hef and Eq. (7.4..5b) - ψ c,n =.0 uncracked assumed (k c,uncr = 4) Table 7 Determine c ac: From Table : τ uncr =,300 psi τ psi uncr kc, uncr 4 = hef ' c = 9.0 4, 000 = π d π 0.5 cc aaaa = h eeee ττ uuuuuuuu, h h eeee = 9 f,899 psi >,300 psi use,300 4,000,300,500.5, =6.9 in. 9 - Section 4..0 Table For c a,min < c ac ΨΨ cccc,nn = max cc aa,mmmmmm;.5 h eeee cc aaaa N = max.5; b = kc, uncr λ f ' c hef = 4.0 4,000 9 = 40,983 lb. = and Eq. (7.4..7b) and Eq. (7.4..a) - Table 7 NN cccccc = ,983 = 0,596 lb φn cbg = ,596 = 6,887 lb (c) Table 7 FIGURE 7 SAMPLE CALCULATION

38 ESR-384 Most Widely Accepted and Trusted Page 37 of 50 Step 4. Check bond strength in tension: ANa Nag = ψ ec,na ψ ed,na ψ cp,na Nba ANa0 A Na = (c Na + s)(c Na + c a,min) Eq. (7.4.5.b) - c Na =0dd aa ττ uuuuuuuu,00 = 0 0.5,300 4,000,500.5,00 A Na = ( )( ) = 96.7 in A Na0 = (c Na) = ( 7.67) = 35.3 in = 7.67 in Eq. (7.4.5.d) and Eq. (7.4.5.c) ψ ec,na =.0 no eccentricity loading is concentric ΨΨ eeee,nnnn = cc aa,mmmmmm = = cc nnnn 7.67 ΨΨ cccc,nnnn = mmmmmm cc aa,mmmmmm;cc nnnn cc aaaa Table = mmmmmm.5;7.67 = N ba = λ τ uncr π d h ef =.0,300 4,000, π = 36,570 lb and Eq. (7.4.5.) NN aaaa = ,570 = 7,09lb Table φn ag = ,56 = 4,60 lb (c) Table Step 5. Determine controlling strength: Steel Strength φn sa = 6,603 lb. Concrete Breakout Strength φn cbg = 6,887 lb. Bond Strength φn ag = 4,60 lb. CONTROLS FIGURE 7 SAMPLE CALCULATION (Continued)

39 ESR-384 Most Widely Accepted and Trusted Page 38 of 50 Specifications / Assumptions: Development length for column starter bars Existing construction (E): Foundation grade beam 4 wide x 36-in deep., 4 ksi normal weight, ASTM A65 Gr. 60 reinforcement New construction (N): 8 x 8-in. column as shown, centered on 4-in wide grade beam, 4 ksi normal weight, ASTM A65 Gr. 60 reinforcement, 4 - #7 column bars The column must resist moment and shear arising from wind loading. Dimensional Parameters: d b = in. c + b Ktr =.5 d b ψ t =.0 ψ e =.0 ψ s =.0 Calculation in accordance with ACI 38-4 Step. Determination of development length for the column bars: ACI 38-4 Code Ref. 3 f y yyy t e s (.0)(.0)(.0) ld = db = in. 40 l f ' cb K tr = + c d b Note that the confinement term K tr is taken equal to the maximum value.5 given the edge distance and confinement condition Eq. (5.4..3a) Step Detailing (not to scale) V3 - FIGURE 8 SAMPLE CALCULATION (POST-INSTALLED REINFORCING BARS)

40 ESR-384 Most Widely Accepted and Trusted Page 39 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII)

41 ESR-384 Most Widely Accepted and Trusted Page 40 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

42 ESR-384 Most Widely Accepted and Trusted Page 4 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

43 ESR-384 Most Widely Accepted and Trusted Page 4 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

44 ESR-384 Most Widely Accepted and Trusted Page 43 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

45 ESR-384 Most Widely Accepted and Trusted Page 44 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

46 ESR-384 Most Widely Accepted and Trusted Page 45 of 50 FIGURE 9A MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII) (Continued)

47 ESR-384 Most Widely Accepted and Trusted Page 46 of 50 FIGURE 9B MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII)