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

Transcription

1 0 ICC ES Report ICC ES (800) (562) es.org 000 Most Widely Accepted and Trusted ESR 608 Valid: 08/4 to 08/5 DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST INSTALLED CONCRETE ANCHORS REPORT HOLDER: SIKA SERVICES AG TUEFFENWIES 6 ZURICH CH 8048 SWITZERLAND EVALUATION SUBJECT: SIKA AG ANCHORFIX 00 ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE Look for the trusted marks of Conformity! 204 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 205

2 ICC-ES Evaluation Report ESR-608* Reissued August 204 This report is subject to renewal August (800) (562) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: SIKA SERVICES AG TUEFFENWIES 6 ZURICH CH-8048 SWITZERLAND +4 (0) ADDITIONAL LISTEES: SIKA CORPORATION USA 20 POLITO AVE LYNDHURST, NEW JERSEY 0707 (800) 9-SIKA EVALUATION SUBJECT: SIKA AG ANCHORFIX -00 ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE.0 EVALUATION SCOPE Compliance with the following codes: 202, 2009, 2006 and 200 International Building Code (IBC) 202, 2009, 2006 and 200 International Residential Code (IRC) Properties evaluated: Structural 2.0 USES The Sika AnchorFix -00 Adhesive Anchors are used to resist static, wind or earthquake (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked, normal-weight concrete having a specified compressive strength, f' c, of 2,500 psi to 8,500 psi (7.2 MPa to 58.6 MPa). The anchors comply with anchors as described in Section 909 of the 202 IBC and are an alternative to cast-in-place anchors described in Section 908 of the 202 IBC, and Sections 9 and 92 of the 2009 and 2006 IBC, and Sections 92 and 9 of the 200 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R0.. of the IRC..0 DESCRIPTION. General: The Sika AnchorFix -00 Anchor System is comprised of the following: Sika AnchorFix -00 adhesive packaged in cartridges Adhesive mixing and dispensing equipment Equipment for cleaning holes and injecting adhesive The Sika AnchorFix -00 adhesive is used with continuously threaded steel rods or deformed steel reinforcing bars. Installation information, guidelines and parameters are shown in Tables, 5, 6, and 7 of this report. The manufacturer s printed installation instructions (MPII), included with each adhesive cartridge unit, are shown in Figure of this report..2 Materials:.2. Sika AnchorFix -00 Adhesive: The Sika AnchorFix -00 adhesive is a two-component (resin and hardener) epoxy-based adhesive, supplied in dual chamber cartridges separating the chemical components. The components are combined in a : ratio by volume when dispensed through the system static mixing nozzle. The Sika AnchorFix -00 is available in 250-milliliter (8.5 fl. oz.), 400-milliliter (.5 fl. oz.), 600-milliliter (20. fl. oz.) and 500-milliliter (50.7 fl. oz.) cartridges. The shelf life of the Sika AnchorFix -00 is two years, when stored in the manufacturer s unopened containers at temperatures between 50 F (0 C) and 77 F (25 C)..2.2 Dispensing Equipment: The Sika AnchorFix - 00 adhesive must be dispensed using pneumatic or manual actuated dispensing tools as listed in Table 7 of this report..2. Hole Preparation Equipment: The holes must be cleaned with hole-cleaning brushes and air nozzles. The brush must be the appropriate size brush shown in Tables 5 and 6 of this report, and the air nozzle must be equipped with an extension capable of reaching the bottom of the drilled hole and having an inside bore diameter of not less than / 4 inch (6 mm). The holes must be prepared in accordance with the installation instructions shown in Figure of this report. *Revised January 205 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 205 Page of

3 ESR-608 Most Widely Accepted and Trusted Page 2 of Steel Anchor Elements:.2.4. Threaded Steel Rod: Threaded anchor rods must be clean, continuously threaded rods (all-thread) in diameters and types as shown in Tables 2 and 4 of this report. Steel design information for the common grades of threaded rod is provided in Tables 2 and 4. Carbon steel threaded rods may be furnished with a zinc electroplated coating or may be hot-dipped galvanized, or may be uncoated. Threaded steel rods must be straight and free of indentations or other defects along their length Steel Reinforcing Bars: Steel reinforcing bars must be deformed bars (rebar). Tables and 4 summarize reinforcing bar size ranges, specifications, and grades. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust and other coatings or substances that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation except as set forth in Section 7..2 of ACI 8, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted Ductility: In accordance with ACI 8 D., in order for a steel element to be considered ductile, the tested elongation must be at least 4 percent and the reduction of area must be at least 0 percent. Steel elements with a tested elongation of less than 4 percent or a reduction of area less than 0 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2 through 4 of this report. Where values are nonconforming or unstated, the steel must be considered brittle.. Concrete: Normal-weight concrete must comply with Sections 90 and 905 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,500 psi to 8,500 psi (7.2 MPa to 58.6 MPa). 4.0 DESIGN AND INSTALLATION 4. Strength Design: 4.. General: The design strength of anchors under the 202, 2009, 2006 and 200 IBC, as well as the 202, 2009, 2006 and 200 IRC, must be determined in accordance with ACI 8- (ACI 8) and this report. The strength design of anchors must comply with ACI 8 D.4., except as required in ACI 8 D... A design example in accordance with the 202 IBC is given in Figure 4 of this report. Design parameters are provided in Tables 2 through 4 of this report. Strength reduction factors,, as described in ACI 8- Section D.4. must be used for load combinations calculated in accordance with Section of the IBC or Section 9.2 of ACI 8. Strength reduction factors,, described in ACI 8 Section D.4.4 must be used for load combinations calculated in accordance with Appendix C of ACI Static Steel Strength in Tension: The nominal static steel strength of a single anchor in tension, N sa, in accordance with ACI 8 D.5..2 and the associated strength reduction factor,, in accordance with D.4. are provided in Tables 2,, and 4 for the anchor element types included in this report. 4.. Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be calculated in accordance with ACI 8 D.5.2, with the following addition: The basic concrete breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI 8 D using the selected values of k c,cr and k c,uncr as provided in the tables of this report. Where analysis indicates no cracking in accordance with ACI 8 D.5.2.6, N b must be calculated using k c,uncr and Ψ c,n =.0. For anchors in lightweight concrete see ACI 8- D..6. The value of f c used for calculation must be limited to 8,000 psi (55 MPa) in accordance with ACI 8 D..7. 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 8- D.5.5. Bond strength values are a function of the concrete condition, whether the concrete is cracked or uncracked, the concrete temperature range, and the installation conditions (dry or water-saturated concrete, water-filled holes). The resulting characteristic bond strength shall be multiplied by the associated strength reduction factor nn as follows corresponding to the level of special inspection provided: CONCRETE STATE Cracked DRILLING METHOD Uncracked Hammerdrill PERMISSIBLE INSTALLATION CONDITIONS BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Hammerdrill Dry concrete d Watersaturated ws concrete Water-filled hole (flooded) wf Dry concrete d Watersaturated ws concrete Water-filled hole wf (flooded) Figure of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in Tables 7 through 4 of this report 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 8 D.6..2 and strength reduction factors,, in accordance with ACI 8 D.4., are given in Tables 2 through 4 of this report for the anchor element types included in this report Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with ACI 8 D.6.2 based on information given in Tables 5 and 6 of this report. The basic concrete breakout strength of a single anchor in shear, V b, must be calculated in accordance with ACI 8 D using the values of d given in Tables 2 through 4 for the corresponding anchor steel in lieu of d a (202 and 2009 IBC) and d o (IBC 2006). In addition, h ef must be substituted for l e. In no case shall 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 8 Section D 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, shall be calculated in accordance with ACI 8 D.6..

4 ESR-608 Most Widely Accepted and Trusted Page of Interaction of Tensile and Shear Forces: For designs that include combined tension and shear forces, the interaction of the tension and shear loads must be calculated in accordance with ACI 8 Section D Minimum Member Thickness, h min, Anchor Spacing, s min, and Minimum Edge Distance c min : In lieu of ACI 8 D.8. and D.8., values of s min and c min described in this report must be observed for anchor design and installation. The minimum member thickness, h min, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI 8 D.8.4 applies Critical Edge Distance c ac : In lieu of ACI 8 D.8.6, c ac must be determined as follows: c ac =h ef τ uncr h h ef where need not be taken as larger than 2.4; and (D-4) τ = the characteristic bond strength stated in the table of this report where by τ uncr need not be taken as larger than: 4.. Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, design anchors in accordance with ACI 8 Section D... The nominal steel shear strength, V sa, must be adjusted by V,seis as given in Tables 2 through 4 of this report for the corresponding anchor steel. Modify ACI 8 Sections D...4.2, D...4.(d) and D to read as follows: D Where the tensile component of the strengthlevel earthquake force applied to anchors exceeds 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with D The anchor design tensile strength shall be determined in accordance with 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 2.- or shall be deemed to satisfy Section D...4.(d). D...4.(d) The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω 0. The anchor design tensile strength shall be calculated from D D Where the shear component of the strengthlevel earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with D The anchor design shear strength for resisting earthquake forces shall be determined in accordance with 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 D.6.2 and D.6. need not be computed and D...5. 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..2. The maximum anchor nominal diameter is 5 / 8 inch (6 mm)... Anchor bolts are embedded into concrete a minimum of 7 inches (78 mm)..4. Anchor bolts are located a minimum of / 4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate..5. Anchor bolts are located a minimum of 5 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate..6. The sill plate is 2-inch or -inch nominal thickness. 2. 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 D.6.2 and D.6. need not be computed and D...5. need not apply provided all of the following are satisfied: 2.. The maximum anchor nominal diameter is 5 / 8 inch (6 mm) Anchors are embedded into concrete a minimum of 7 inches (78 mm). 2.. Anchors are located a minimum of / 4 inches (45 mm) from the edge of the concrete parallel to the length of the track Anchors are located a minimum of 5 anchor diameters from the edge of the concrete perpendicular to the length of the track The track is to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S00 Section E.... In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to inch [25 mm] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy D...5.(a) through (c) when the design strength of the anchors is determined in accordance with D.6.2.(c). 4.2 Allowable Stress Design (ASD): 4.2. General: For anchors designed using load combinations calculated in accordance with IBC Section 605. (Allowable Stress Design), allowable loads must be established using the following relationships: T allowable,asd = N n /α Eq. (4-2) V allowable,asd = V n /α Eq. (4-) where T allowable,asd = Allowable tension load (lbf or kn) V allowable,asd = Allowable shear load (lbf or kn) N n = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 8 Appendix D as amended in this report and 2009

5 ESR-608 Most Widely Accepted and Trusted Page 4 of 26 IBC Sections and or 2006 IBC Section , as applicable. V n = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 8 Appendix D as amended in this report and 2009 IBC Sections and or 2006 IBC Section , as applicable. = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, must include all applicable factors to account for non-ductile failure modes and required over-strength. Table 9 provides an illustration of calculated Allowable Stress Design (ASD) values for each anchor diameter at minimum embedment depth. The requirements for member thickness, edge distance and spacing, as described in Table of this report, must apply. An example of allowable stress design values for illustrative purposes is shown in Figure 4 of this report Interaction of Tensile and Shear Forces: In lieu of ACI Sections D.7., D.7.2 and D.7., interaction of tension and shear loads must be calculated as follows: For tension loads T 0.2 T allowable,asd, the full allowable strength in shear, V allowable,asd, shall be permitted. For shear loads V 0.2 V allowable,asd, the full allowable strength in tension, T allowable,asd, shall be permitted. For all other cases: T + T allowable,asd V V allowable,asd.2 Eq. (4-4) 4. Installation: Installation parameters are provided in Tables, 5, 6, and 7, and in Figure. Installation must be in accordance with ACI 8- D.9. and D.9.2. Anchor locations must comply with this report and the plans and specifications approved by the building official. Installation of the Sika AnchorFix -00 adhesive anchor system must conform to the manufacturer s printed installation instructions (MPII) included in each package unit and provided in Figure. The nozzles, brushes, dispensing tools and resin stoppers shown in Figure 2 and listed in Tables 5, 6, and 7, are supplied by the manufacturer and must be used along with the adhesive cartridges. Installation of anchors may be vertically down (floor), horizontal (walls) and vertically overhead. Use of nozzle extension tubes and resin stoppers must be in accordance with Tables 5 and Special Inspection: 4.4. General: Installations may be made under continuous special inspection or periodic special inspection, as determined by the registered design professional. Tables 7 through 4 of this report provide strength reduction factors,, corresponding to the type of inspection provided. Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed in accordance with ACI 8 D Under the IBC, additional requirements as set forth in Sections 705, 706 or 707 must be observed, where applicable Continuous Special Inspection: Installations made under continuous special inspection with an on-site proof loading program must be performed in accordance with Section of the 202 IBC, Sections and of the 2009 IBC, or Sections and 704. of the 2006 or 200 IBC, whereby continuous special inspection is defined in Section 702. of the IBC, and this report. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, adhesive expiration date, anchor dimensions, concrete type, concrete compressive strength, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque, and adherence to the manufacturer s printed installation instructions. The proof loading program must be established by the registered design professional. As a minimum, the following requirements must be addressed in the proof loading program:. Frequency of proof loading based on anchor type, diameter, and embedment. 2. Proof loads by anchor type, diameter, embedment, and location.. Acceptable displacements at proof load. 4. Remedial action in the event of a failure to achieve proof load, or excessive displacement. Unless otherwise directed by the registered design professional, proof loads must be applied as confined tension tests. Proof load levels must not exceed the lesser of 50 percent of expected peak load based on adhesive bond strength, or 80 percent of the anchor yield strength. The proof load must be maintained at the required load level for a minimum of 0 seconds Periodic Special Inspection: Periodic special inspection must be performed where required in accordance with Section and Table 705. of the 202 IBC, Sections and of the 2009 IBC or Section 704. of the 2006 or 200 IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify the anchor type, anchor dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer s published installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. 5.0 CONDITIONS OF USE The Sika AnchorFix -00 Adhesive Anchor System described in this report complies with or is a suitable alternative to what is specified in the codes listed in Section.0 of this report, subject to the following conditions: 5. Sika AnchorFix -00 adhesive anchors must be installed in accordance with the manufacturer s printed installation instructions (MPII) and as shown in Figure of this report. 5.2 The anchors must be installed in cracked or uncracked normal-weight concrete having a specified compressive strength, f c = 2,500 psi to 8,500 psi (7.2 MPa to 58.6 MPa).

6 ESR-608 Most Widely Accepted and Trusted Page 5 of The values of f' c used for calculation purposes must not exceed 8,000 psi (55. MPa). 5.4 Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions provided in Figure of this report, with carbide-tipped drill bits complying with ANSI B Loads applied to the anchors must be adjusted in accordance with Section of the IBC for strength design, and Section 605. of the IBC for allowable stress design. 5.6 Sika AnchorFix -00 adhesive anchors are recognized for use to resist short- and long-term loads, including wind and earthquake, subject to the conditions of this report. 5.7 In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchor strength must be adjusted in accordance with Section 4.. of this report. 5.8 Sika AnchorFix -00 adhesive anchors are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchor, subject to the conditions of this report. 5.9 Strength design values must be established in accordance with Section 4. of this report. 5.0 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5. Minimum anchor spacing and edge distance, as well as minimum member thickness, must comply with the values described in this report. 5.2 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5. Anchors are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Sika AnchorFix -00 adhesive anchors are permitted for installation in fire-resistive construction provided at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors 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 are used to support nonstructural elements. 5.4 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.5 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars is limited to dry, interior locations. 5.6 Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted for exterior exposure or damp environments. 5.7 Steel anchoring materials in contact with preservativetreated wood and fire-retardant-treated wood must be zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with ASTM A Special inspection must be provided in accordance with Section 4.4 in this report. Continuous special inspection for anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5.9 Installation of anchors in horizontal or upwardly inclined orientations to resist sustained tension loads shall be performed by personnel certified by an applicable certification program in accordance with ACI 8 D or D Sika AnchorFix -00 adhesive is manufactured and packaged into cartridges under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC08), dated September 204, which incorporates requirements in ACI IDENTIFICATION 7. Sika AnchorFix -00 adhesive is identified in the field by labels on the cartridge and packaging, bearing the company name (Sika Services AG), product name (Sika AnchorFix -00), the batch number, the expiration date, and the evaluation report number (ESR-608). 7.2 Threaded rods, nuts, and washers are standard elements, and must conform to applicable national or international specifications.

7 ESR-608 Most Widely Accepted and Trusted Page 6 of 26 TABLE SIKA ANCHORFIX -00 ANCHOR SYSTEM INSTALLATION INFORMATION Characteristic Symbol Units Nominal Anchor Element Diameter Fractional Threaded Rod Size d o inch Drill Size d hole inch / 8 / 2 / 2 9 / 6 5 / 8 / 4 / 4 7 / 8 / 4 7 / 8 / 8 / 8 Fractional Re-bar Metric Threaded Rod Metric Re-bar Size d o inch # #4 #5 #6 #7 #8 #0 Drill Size d hole inch 9 / 5 6 / 8 / 4 7 / 8 / 8 / 8 Size d o mm M0 M2 M6 M20 - M24 M0 Drill Size d hole mm Size d o mm T0 T2 T6 T20 - T25 T2 Drill Size d hole mm Maximum Tightening Torque T inst ft lb Embedment Depth Range h ef,min inch 2 / 8 2 / 4 / 8 / h ef,max inch 7 / / / Minimum Concrete Thickness h min inch.5 h ef Critical Edge Distance c ac inch See Section 4..0 of this report Minimum Edge Distance c min inch / 2 / 2 / 4 7 / / 2 Minimum Anchor Spacing s min inch / 2 / 2 / 4 7 / / 2 For SI: inch = 25.4 mm, ft lb =.56 N m FIGURE FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH

8 ESR-608 Most Widely Accepted and Trusted Page 7 of 26 TABLE 2 STEEL DESIGN INFORMATION FOR FRACTIONAL CARBON STEEL AND STAINLESS STEEL THREADED ROD,2 Characteristic Symbol Units Nominal Rod Diameter, d o Nominal Size d o inch / 8 / 2 5 / 8 / 4 7 / 8 / 4 Stress Area A se in Strength Reduction Factor for Tension Steel Failure Carbon Steel Threaded Rod Strength Reduction Factor for Shear Steel Failure Reduction for Seismic Tension N,seis -.00 Reduction for Seismic Shear V,seis Tension Resistance of Carbon Steel N sa lb 4,495 8,20,0 9,70 26,795 5,50 56,200 ASTM F554 Grade 6 (kn) (20.0) (6.6) (58.) (86.2) (9.2) (56.4) (250.0) Tension Resistance of Carbon Steel N sa lb 9,690 7,740 28,250 4,750 57,750 75,750 2,25 ASTM A9 B7 (kn) (4.) (78.9) (25.7) (85.7) (256.9) (7.0) (58.8) Shear Resistance of Carbon Steel V sa lb 2,250 4,940 7,865,625 6,080 2,090,720 ASTM F554 Grade 6 (kn) (0.0) (22.0) (5.0) (5.7) (7.5) (9.8) (50.0) Shear Resistance of Carbon Steel V sa lb 4,845 0,645 6,950 25,050 4,650 45,450 72,675 ASTM A9 B7 (kn) (2.6) (47.4) (75.4) (.4) (54.) (202.2) (2.) Strength Reduction Factor for Tension Steel Failure Strength Reduction Factor for Shear Steel Failure Reduction for Seismic Tension N,seis -.00 Reduction for Seismic Shear V,seis Stainless Steel Threaded Rod Tension Resistance of Stainless Steel N sa ASTM F59 CW (kn) (2.8) (60.0) (95.5) Tension Resistance of Stainless Steel N sa lb 7,65,480 2, lb ,85 5,0 46,055 7,645 ASTM F59 CW2 (kn) (2.9) (56.2) (204.9) (27.6) Tension Resistance of Stainless Steel N sa ASTM F59 SH (kn) (9.7) (72.6) (5.6) Tension Resistance of Stainless Steel N sa lb 8,95 6,20 25, lb ,070 48,50 6,60 -- ASTM F59 SH2 (kn) (56.0) (25.8) (28.0) Tension Resistance of Stainless Steel N sa lb ,055 ASTM F59 SH (kn) (409.5) Shear Resistance of Stainless Steel V sa ASTM F59 CW (kn) (6.4) (0.0) (47.8) Shear Resistance of Stainless Steel V sa lb,680 6,740 0, lb ,690 7,555 2,00 6,820 ASTM F59 CW2 (kn) (56.4) (78.) (02.4) (6.8) Shear Resistance of Stainless Steel V sa ASTM F59 SH (kn) (9.8) (4.5) (69.4) Shear Resistance of Stainless Steel V sa lb 4,455 9,790 5, lb ,55 24,255,85 -- ASTM F59 SH2 (kn) (78.0) (07.9) (4.5) Shear Resistance of Stainless Steel V sa lb ,00 ASTM F59 SH (kn) (204.8) For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Values provided for steel threaded rod are based on minimum specified strengths and calculated in accordance with ACI 8- Eq. (D-2) and Eq. (D-29). 2 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4.

9 ESR-608 Most Widely Accepted and Trusted Page 8 of 26 TABLE STEEL DESIGN INFORMATION FOR FRACTIONAL STEEL REINFORCING BAR,2 Characteristic Symbol Units Nominal Reinforcing Bar size, d o No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 0 Nominal bar diameter d o inch Stress Area A se in Strength Reduction Factor for Tension Steel Failure Strength Reduction Factor for Shear Steel Failure Reinforcing bar Reduction for Seismic Tension N,seis -.00 Reduction for Seismic Shear V,seis Tension Resistance of Carbon Steel N sa lb 6,600 2,000 8,600 26,400 6,000 47,400 76,200 ASTM A65 Grade 40 (kn) (29.4) (5.4) (82.7) (7.4) (60.) (20.8) (9.0) Tension Resistance of Carbon Steel N sa lb 9,900 8,000 27,900 9,600 54,000 7,00 4,00 ASTM A65 Grade 60 (kn) (44.0) (80.) (24.) (76.) (240.2) (6.) (508.4) Shear Resistance of Carbon Steel V sa lb,960 7,200,60 5,840 2,600 28,440 45,720 ASTM A65 Grade 40 (kn) (7.6) (2.0) (49.6) (70.5) (96.) (26.5) (20.4) Shear Resistance of Carbon Steel V sa lb 5,940 0,800 6,740 2,760 2,400 42,660 68,580 ASTM A65 Grade 60 (kn) (26.4) (48.0) (74.5) (05.7) (44.) (89.8) (05.) For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Values provided for steel threaded rod are based on minimum specified strengths and calculated in accordance with ACI 8 Eq. (D-2) and Eq. (D-29). 2 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4.

10 ESR-608 Most Widely Accepted and Trusted Page 9 of 26 TABLE 4 STEEL DESIGN INFORMATION FOR METRIC THREADED ROD AND REINFORCING BAR,2 Characteristic Symbol Units Nominal Rod Diameter, d o Nominal Size d o mm M0 M2 M6 M20 M24 M0 Stress Area A se mm Strength Reduction Factor for Tension Steel Failure Strength Reduction Factor for Shear Steel Failure Reduction for Seismic Tension N,seis -.00 Metric Threaded Rod Reduction for Seismic Shear V,seis Tension Resistance of Carbon Steel kn N sa ISO 898- Class 5.8 lb (6,59) (9,476) (7,648) (27,59) (9,679) (6,059) Tension Resistance of Carbon Steel kn N sa ISO 898- Class 8.8 lb (0,4) (5,6) (28,26) (44,06) (6,486) (00,894) Tension Resistance of Carbon Steel kn N ISO 898- Class 2.9 sa lb (,240) (6,6) (0,424) (47,477) (68,406) (08,74) Tension Resistance of Stainless Steel kn N ISO 506- A4-70 sa lb (9,27) (,266) (24,707) (8,555) (55,550) (88,282) Tension Resistance of Stainless Steel kn N ISO 506- A4-80 sa lb (0,4) (5,6) (28,26) (44,06) (6,486) (00,894) Shear Resistance of Carbon Steel kn V ISO 898- Class 5.8 sa lb (,92) (5,685) (0,589) (6,52) (2,807) (7,85) Shear Resistance of Carbon Steel kn V ISO 898- Class 8.8 sa lb (6,259) (9,097) (6,942) (26,48) (8,092) (60,57) Shear Resistance of Carbon Steel kn V sa ISO 898- Class 2.9 lb (6,744) (9,802) (8,255) (28,486) (4,044) (65,228) Shear Resistance of Stainless Steel kn V ISO 506- A4-70 sa lb (5,476) (7,960) (4,824) (2,) (,0) (52,969) Shear Resistance of Stainless Steel kn V ISO 506- A4-80 sa lb (6,259) (9,097) (6,942) (26,48) (8,092) (60,57) Nominal Size d o mm T0 T2 T6 T20 T25 T2 Stress Area A se mm Metric Reinforcing bar Strength Reduction Factor for Tension Steel Failure Strength Reduction Factor for Shear Steel Failure Reduction for Seismic Tension N,seis -.00 Reduction for Seismic Shear V,seis Tension Resistance of DIN 488 BSt 500 Shear Resistance of DIN 488 BSt 500 For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn N sa V sa kn lb (9,706) (,972) (24,85) (8,825) (60,70) (99,4) kn lb (5,824) (8,8) (4,92) (2,295) (6,426) (59,646) Values provided for steel threaded rod are based on minimum specified strengths and calculated in accordance with ACI 8- Eq. (D-2) and Eq. (D-29). 2 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4.

11 ESR-608 Most Widely Accepted and Trusted Page 0 of 26 TABLE 5 FRACTIONAL THREADED ROD AND REINFORCING BAR CONCRETE BREAKOUT STRENGTH DESIGN INFORMATION Characteristic Symbol Units Nominal Anchor Element Diameter US Threaded Rod Size d o inch Drill Size d hole inch / 8 / 2 / 2 9 / 6 5 / 8 / 4 / 4 7 / 8 / 4 7 / 8 / 8 / 8 US Re-bar Size d o inch No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 0 Drill Size d hole inch 9 / 5 6 / 8 / 4 7 / 8 / 8 / 8 Embedment Depth Range h ef,min inch 2 / 8 2 / 4 / 8 / h ef,max inch 7 / / / Minimum Anchor Spacing s min inch / 2 / 2 / 4 7 / / 2 Minimum Edge Distance c min inch / 2 / 2 / 4 7 / / 2 Minimum Concrete Thickness h min inch.5 h ef Critical Edge Distance c ac - See Section 4..0 of this report Effectiveness Factor for Uncracked Concrete, Breakout k c,uncr (SI) (0) Effectiveness Factor for, Breakout k c,cr -- 7 (SI) (7.) k c,uncr / k c,cr Strength Reduction Factor for Tension, Concrete Failure Modes, Condition B Strength Reduction Factor for Shear, Concrete Failure Modes, Condition B For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Condition B applies where supplemental reinforcement is not provided as set forth in ACI 8 D.4.. The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4. TABLE 6 METRIC THREADED ROD AND REINFORCING BAR CONCRETE BREAKOUT STRENGTH DESIGN INFORMATION Characteristic Symbol Units Nominal Anchor Element Diameter SI Threaded Rod SI Re-bar Size d o mm M0 M2 M6 M20 M24 M0 Drill Size d hole mm Size d o mm T0 T2 T6 T20 T25 T2 Drill Size d hole mm Embedment Depth Range h ef,min inch 2 / 8 2 / 4 / 8 / h ef,max inch 7 / / Minimum Anchor Spacing s min inch / 2 / 2 / 4 7 / / 2 Minimum Edge Distance c min inch / 2 / 2 / 4 7 / / 2 Minimum Concrete Thickness h min inch.5 h ef Critical Edge Distance -- - See Section 4..0 of this report Effectiveness Factor for Uncracked Concrete, Breakout Effectiveness Factor for, Breakout k uncr k cr (SI) (0) -- 7 (SI) (7.) k uncr / k cr Strength Reduction Factor for Tension, Concrete Failure Modes, Condition B Strength Reduction Factor for Shear, Concrete Failure Modes, Condition B For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Condition B applies where supplemental reinforcement is not provided as set forth in ACI 8 D.4.. The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D.4.4.

12 ESR-608 Most Widely Accepted and Trusted Page of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 7 FRACTIONAL THREADED ROD BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH PERIODIC SPECIAL INSPECTION,7 Nominal Threaded Rod Diameter Design Information Symbol Units / 8 " / 2 " 5 / 8 " / 4 " 7 / 8 " " / 4 " in. 2 / Minimum Effective Installation Depth h 8 2 / 4 / 8 / ef,min mm in. 7 / Maximum Effective Installation Depth h / / ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi N/A 725 N/mm 2 N/A 5.0 psi N/mm psi,5,50 N/mm ,5 psi N/mm psi 865,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete - Strength Reduction Factor ws psi N/A 725 N/A N/mm 2 N/A 5.0 N/A psi N/mm psi,75,50 N/A N/mm N/A,5 psi N/mm psi 895,00 N/A N/mm N/A 2 4,5 psi N/mm Anchor Category, water-filled hole - Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

13 ESR-608 Most Widely Accepted and Trusted Page 2 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 8 FRACTIONAL THREADED ROD BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH CONTINUOUS SPECIAL INSPECTION,7 Nominal Threaded Rod Diameter Design Information Symbol Units / 8 " / 2 " 5 / 8 " / 4 " 7 / 8 " " / 4 " in. 2 / Minimum Effective Installation Depth h 8 2 / 4 / 8 / ef,min mm in. 7 / Maximum Effective Installation Depth h / / ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete Strength Reduction Factor ws psi 725 N/A N/mm N/A psi N/mm psi,50 N/A N/mm 2 9. N/A,5 psi N/mm psi,00 N/A N/mm 2 7. N/A 2 4,5 psi N/mm Anchor Category, water-filled hole Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

14 ESR-608 Most Widely Accepted and Trusted Page of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 9 FRACTIONAL REINFORCING BAR BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH PERIODIC SPECIAL INSPECTION,7 Reinforcing Bar Size Design Information Symbol Units No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 0 Nominal Diameter d a in. / 8 " / 2 " 5 / 8 " / 4 " 7 / 8 " " / 4 " in. 2 / Minimum Effective Installation Depth h 8 2 / 4 / 8 / ef,min mm in. 7 / Maximum Effective Installation Depth h / / ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi N/A 725 N/mm 2 N/A 5.0 psi N/mm psi,5,50 N/mm ,5 psi N/mm psi 865,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete - Strength Reduction Factor ws psi N/A 725 N/A N/mm 2 N/A 5.0 N/A psi N/mm psi,75,50 N/A N/mm N/A,5 psi N/mm psi 895,00 N/A N/mm N/A 2 4,5 psi N/mm Anchor Category, water-filled hole - Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

15 ESR-608 Most Widely Accepted and Trusted Page 4 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 0 FRACTIONAL REINFORCING BAR BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH CONTINUOUS SPECIAL INSPECTION,7 Reinforcing Bar Size Design Information Symbol Units No. No. 4 No. 5 No. 6 No. 7 No. 8 No. 0 Nominal Diameter d a in. / 8 " / 2 " 5 / 8 " / 4 " 7 / 8 " " / 4 " in. 2 / Minimum Effective Installation Depth h 8 2 / 4 / 8 / ef,min mm in. 7 / Maximum Effective Installation Depth h / / ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete Strength Reduction Factor ws psi 725 N/A N/mm N/A psi N/mm psi,50 N/A N/mm 2 9. N/A,5 psi N/mm psi,00 N/A N/mm 2 7. N/A 2 4,5 psi N/mm Anchor Category, water-filled hole Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

16 ESR-608 Most Widely Accepted and Trusted Page 5 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE METRIC THREADED ROD BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH PERIODIC SPECIAL INSPECTION,7 Nominal Threaded Rod Diameter Design Information Symbol Units M0 M2 M6 M20 M24 M0 in Minimum Effective Installation Depth h ef,min mm in Maximum Effective Installation Depth h ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi N/A 725 N/mm 2 N/A 5.0 psi N/mm psi,5,50 N/mm ,5 psi N/mm psi 865,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete - Strength Reduction Factor ws psi N/A 725 N/A N/mm 2 N/A 5.0 N/A psi N/A N/A N/mm N/A N/A psi,75,50 N/A N/mm N/A,5 psi N/mm psi 895,00 N/A N/mm N/A 2 4,5 psi N/mm Anchor Category, water-filled hole - Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

17 ESR-608 Most Widely Accepted and Trusted Page 6 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 2 METRIC THREADED ROD BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH CONTINUOUS SPECIAL INSPECTION,7 Nominal Threaded Rod Diameter Design Information Symbol Units M0 M2 M6 M20 M24 M0 in Minimum Effective Installation Depth h ef,min mm in Maximum Effective Installation Depth h ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete Strength Reduction Factor ws psi 725 N/A N/mm N/A psi N/A N/mm N/A psi,50 N/A N/mm 2 9. N/A,5 psi N/mm psi,00 N/A N/mm 2 7. N/A 2 4,5 psi N/mm Anchor Category, water-filled hole Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

18 ESR-608 Most Widely Accepted and Trusted Page 7 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE METRIC REBAR BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH PERIODIC SPECIAL INSPECTION,7 Nominal Reinforcing Bar Diameter Design Information Symbol Units M0 M2 M6 M20 M25 M2 in Minimum Effective Installation Depth h ef,min mm Maximum Effective Installation Depth,5 2 4,5 h ef,max in mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9. psi N/mm psi,00 N/mm 2 7. psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d ,5 2 4,5 psi N/A 725 N/mm 2 N/A 5.0 psi N/mm psi,5,50 N/mm psi N/mm psi 865,00 N/mm psi N/mm Anchor Category, water saturated concrete - Strength Reduction Factor ws psi N/A 725 N/A N/mm 2 N/A 5.0 N/A psi N/A N/A N/mm N/A N/A psi,75,50 N/A N/mm N/A,5 psi N/mm psi 895,00 N/A N/mm N/A 2 4,5 psi N/mm Anchor Category, water-filled hole - Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

19 ESR-608 Most Widely Accepted and Trusted Page 8 of 26 Dry Concrete Water Saturated Concrete Water-filled Hole TABLE 4 METRIC REBAR BOND STRENGTH DESIGN INFORMATION FOR ANCHORS INSTALLED WITH CONTINUOUS SPECIAL INSPECTION,7 7 Nominal Reinforcing Bar Diameter Design Information Symbol Units M0 M2 M6 M20 M25 M2 in Minimum Effective Installation Depth h ef,min mm in Maximum Effective Installation Depth h ef,max mm psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, dry concrete - Strength Reduction Factor d psi 725 N/mm psi N/mm psi,50 N/mm 2 9.,5 psi N/mm psi,00 N/mm ,5 psi N/mm Anchor Category, water saturated concrete Strength Reduction Factor ws psi 725 N/A N/mm N/A psi N/A N/mm N/A psi,50 N/A N/mm 2 9. N/A,5 psi N/mm psi,00 N/A N/mm 2 7. N/A 2 4,5 psi N/mm Anchor Category, water-filled hole Strength Reduction Factor wf For SI: inch = 25.4 mm, in. 2 = mm 2, lb = kn Bond strength values correspond to concrete compressive strength f' c = 2,500 psi. Bond strength values must not be increased for increased concrete compressive strength. 2 Category A: Maximum Long Term : 0 F (4 C); Maximum Short Term : 76 F (80 C) = Maximum Long Term : 0 F (4 C); Maximum Short Term : 0 F (55 C) 4 2 = Maximum Long Term : 0 F (4 C); Maximum Short Term : 62 F (72 C) 5 Short-term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 The tabulated value of applies when the load combinations of Section of the IBC, or ACI 8 Section 9.2 are used in accordance with ACI 8 D.4.. If the load combinations of ACI 8 Appendix C are used, the appropriate value of must be determined in accordance with ACI 8 D For sustained loads, bond strengths must be multiplied by 0.7.

20 ESR-608 Most Widely Accepted and Trusted Page 9 of 26 Left to right: Sika AnchorFix ml, Sika AnchorFix ml, Sika AnchorFix ml, Sika AnchorFix ml Mixer Nozzle SAF-Q Mixer Nozzle SAF-Q2 Left to right: / 8 " (9 mm) Ø Sika AnchorFix extension tube, 9 / 6 " (4 mm) Ø Sika AnchorFix extension tube, Sika AnchorFix resin stoppers FIGURE 2 SIKA ANCHORFIX ADHESIVE ANCHORING SYSTEM

21 ESR-608 Most Widely Accepted and Trusted Page 20 of 26 TABLE 5 INSTALL PARAMETERS (FRACTIONAL SIZES) Threaded Rod Installations Anchor Size Drilled Hole Size Cleaning Brush Size Nozzle Type SAF-Q SAF-Q2 Extension Tube Required? Resin Stopper Required? Notes / 8 " / 2 " 5 / 8 " / 4 " / 2 " SAF-4MM Y >.5" h ef N 9 / 6 " SAF-6MM Y >.5" h ef N / 4 " SAF-22MM Y2 > 0" h ef SAF RS8>0"h ef 7 / 8 " SAF-24MM Y2 > 0" h ef SAF RS8>0"h ef SAF-Q2 nozzle required at h ef > 8" 7 / 8 " " SAF-27MM Y2 > 0" h ef SAF RS22>0"h ef " / 8 " SAFMM Y2 > 0" h ef SAF RS22>0"h ef / 4 " / 8 " SAF-8MM Y2 > 0" h ef SAF RS0>0"h ef Reinforcing Bar Installations Anchor Size Drilled Hole Size Cleaning Brush Size Nozzle Type SAF-Q SAF-Q2 Extension Tube Required? Resin Stopper Required? Notes # #4 #5 #6 9 / 6 " SAF-6MM Y >.5" h ef N 5 / 8 " SAF-8MM Y >.5" h ef N / 4 " SAF-22MM Y2 > 0" h ef SAF RS8>0"h ef 7 / 8 " SAF-27MM Y2 > 0" h ef SAF RS8>0"h ef SAF-Q2 nozzle required at h ef >.5" SAF-Q2 nozzle required at h ef > 8" #7 " SAF-MM Y2 > 0" h ef SAF RS22>0"h ef #8 / 8 " SAF-5MM Y2 > 0" h ef SAF RS22>0"h ef #0 / 8 " SAF-4MM Y2 > 0" h ef SAF RS0>0"h ef Key: Y Y2 SAF RS8 Use 8 mm diameter resin stopper SAF RS22 Use 22 mm diameter resin stopper Requires / 8 " diameter extension tube fitted to SAF-Q nozzle Requires 9 / 6 " diameter extension tube fitted tosaf-q2 nozzle SAF RS0 Use 0 mm diameter resin stopper N Not required

22 ESR-608 Most Widely Accepted and Trusted Page 2 of 26 TABLE 6 INSTALL PARAMETERS (METRIC SIZES) Threaded Rod Installations Anchor Size Drilled Hole Size Cleaning Brush Size Nozzle Type SAF-Q SAF-Q2 Extension Tube Required? Resin Stopper Required? Notes M0 2 SAF-4MM Y >90 mm h ef N M2 4 SAF-6MM Y > 90 mm h ef N M6 8 SAF-22MM Y2 > 250 mm h ef SAF RS8>250 mm h ef SAF-Q2 nozzle required at h ef > 200 mm M20 22 SAF-24MM Y2 > 250 mm h ef SAF RS8>250 mm h ef M24 26 SAF-MM Y2 > 250 mm h ef SAF RS22>250 mm h ef M0 5 SAF-8MM Y2 > 250 mm h ef SAF RS0>250 mm h ef Reinforcing Bar Installations Anchor Size Drilled Hole Size Cleaning Brush Size Nozzle Type SAF-Q SAF-Q2 Extension Tube Required? Resin Stopper Required? Notes T0 4 SAF-6MM Y > 90 mm h ef N T2 6 SAF-8MM Y > 90 mm h ef N T6 20 SAF-22MM Y2 > 250 mm h ef SAF RS8>250 mm h ef SAF-Q2 nozzle required at h ef > 90 mm SAF-Q2 nozzle required at h ef > 200 mm T20 25 SAF-27MM Y2 > 250 mm h ef SAF RS22>250 mm h ef T25 2 SAF-5MM Y2 > 250 mm h ef SAF RS22>250 mm h ef T2 40 SAF-4MM Y2 > 250 mm h ef SAF RS0>250 mm h ef Key: Y Y2 SAF RS8 SAF RS22 SAF RS0 N Requires 0 mm diameter extension tube fitted to SAF- Q nozzle Requires4 mm diameter extension tube fitted to SAF- Q2 nozzle Use 8 mm diameter resin stopper Use 22 mm diameter resin stopper Use 0 mm diameter resin stopper Not required

23 ESR-608 Most Widely Accepted and Trusted Page 22 of 26 TABLE 7 ALLOWABLE COMBINATIONS OF CARTRIDGE, MIXER NOZZLE AND DISPENSING TOOL Cartridge Reference Allowable Applicator Tools Allowable Nozzle Types SAF-Q SAF-Q2 Sika AnchorFix ml Cox 00 ml Manual (26: mechanical advantage) Sika AnchorFix ml Cox 400 ml Manual (26: mechanical advantage) Sika AnchorFix ml Newborn 600 ml Manual (26: mechanical advantage) Newborn 600 ml Pneumatic Sika AnchorFix ml Newborn 500 ml Pneumatic TABLE 8 GEL AND CURE TIMES Substrate ( C) Substrate ( F) Gel Time Cure Time 4 to 9 40 to hours 20 mins 0 to 5 50 to 59 2 hours 5 to to 72 5 mins 8 hours 22 to to 77 mins 7 hours 25 to 0 77 to 86 8 mins 6 hours 0 to 5 86 to 95 6 mins 5 hours 5 to to 04 4 mins 4 hours mins hours Cartridge must be conditioned to a minimum 0 C / 50 F

24 ESR-608 Most Widely Accepted and Trusted Page 2 of 26 SIKA ANCHORFIX -00: MPII Before commencing installation ensure the installer is equipped with appropriate personal protection equipment, SDS Hammer Drill, Air Lance, Hole Cleaning Brush, good quality dispensing tool either manual or power operated, adhesive cartridge with mixing nozzle, and extension tube with resin stopper as required in Tables 5 and 6. Refer to Figure 2, Table, Table 5, Table 6, and Table 7 for parts specification or guidance for individual items or dimensions. Important: check the expiration date on the cartridge (do not use expired material) and that the cartridge has been stored in its original packaging, the correct way up, in cool conditions (50 F to 77 F) out of direct sunlight. Solid Substrate Installation Method. Using the SDS Hammer Drill in rotary hammer mode for drilling, with a carbide tipped drill bit conforming to ANSI B of the appropriate size, drill the hole to the specified hole diameter and depth. 2. Select the correct Air Lance, insert to the bottom of the hole and depress the trigger for 2 seconds. The compressed air must be clean free from water and oil and at a minimum pressure of 90 psi (6 bar). Perform the blowing operation twice.. Select the correct size Hole Cleaning Brush. Ensure that the brush is in good condition and the correct diameter. Insert the brush to the bottom of the hole, using a brush extension if needed to reach the bottom of the hole and withdraw with a twisting motion. There should be positive interaction between the steel bristles of the brush and the sides of the drilled hole. Perform the brushing operation twice. 4. Repeat 2 (blowing operation) twice. 5. Repeat (brushing operation) twice. 6. Repeat 2 (blowing operation) twice. 7. Select the appropriate static mixer nozzle, checking that the mixing elements are present and correct (do not modify the mixer). Attach mixer nozzle to the cartridge. Check the Dispensing Tool is in good working order. Place the cartridge into the dispensing tool. Note: The SAF-Q2 nozzle is in two sections. One section contains the mixing elements and the other section is an extension piece. Connect the extension piece to the mixing section by pushing the two sections firmly together until a positive engagement is felt. Note: AnchorFix -00 may only be installed between concrete temperatures of 40 F to 04 F for horizontal to downward installation direction, and 50 to 04 F for horizontal to overhead direction. The product must be conditioned to a minimum of 50 F. For gel and cure time data, refer to Table Extrude some resin to waste until an even-colored mixture is extruded, The cartridge is now ready for use. 9. As specified in Figure 2, Table 5, and Table 6, attach an extension tube with resin stopper (if required) to the end of the mixing nozzle with a push fit. (The extension tubes may be pushed into the resin stoppers and are held in place with a coarse internal thread). 0. Insert the mixing nozzle to the bottom of the hole. Extrude the resin and slowly withdraw the nozzle from the hole. Ensure no air voids are created as the nozzle is withdrawn. Inject resin until the hole is approximately ¾ full and remove the nozzle from the hole.. Select the steel anchor element ensuring it is free from oil or other contaminants, and mark with the required embedment depth. Insert the steel element into the hole using a back and forth twisting motion to ensure complete cover, until it reaches the bottom of the hole. Excess resin will be expelled from the hole evenly around the steel element and there shall be no gaps between the anchor element and the wall of the drilled hole. 2. Clean any excess resin from around the mouth of the hole.. Do not disturb the anchor until at least the minimum cure time has elapsed. Refer to the Table 8 Gel and Cure Times to determine the appropriate cure time. 4. Position the fixture and tighten the anchor to the appropriate installation torque. Do not over-torque the anchor as this could adversely affect its performance. FIGURE INSTALLATION DETAILS

25 ESR-608 Most Widely Accepted and Trusted Page 24 of 26 Overhead Substrate Installation. Using the SDS Hammer Drill in rotary hammer mode for drilling, with a carbide tipped drill bit conforming to ANSI B of the appropriate size, drill the hole to the specified hole diameter and depth. 2. Select the correct Air Lance, insert to the bottom of the hole and depress the trigger for 2 seconds. The compressed air must be clean free from water and oil and at a minimum pressure of 90 psi (6 bar). Perform the blowing operation twice.. Select the correct size Hole Cleaning Brush. Ensure that the brush is in good condition and the correct diameter. Insert the brush to the bottom of the hole, using a brush extension if needed to reach the bottom of the hole, and withdraw with a twisting motion. There should be positive interaction between the steel bristles of the brush and the sides of the drilled hole. Perform the brushing operation twice. 4. Repeat 2 (blowing operation) twice. 5. Repeat (brushing operation) twice. 6. Repeat 2 (blowing operation) twice. 7. Select the appropriate static mixer nozzle checking that the mixing elements are present and correct (do not modify the mixer). Attach mixer nozzle to the cartridge. Check the Dispensing Tool is in good working order. Place the cartridge into the dispensing tool. Note: The SAF-Q2 nozzle is in two sections. One section contains the mixing elements and the other section is an extension piece. Connect the extension piece to the mixing section by pushing the two sections firmly together until a positive engagement is felt. 8. Extrude some resin to waste until an even-colored mixture is extruded, The cartridge is now ready for use. 9. As specified in Figure 2, Table 5, and Table 6, attach an extension tube with resin stopper (if required) to the end of the mixing nozzle with a push fit. (The extension tubes may be pushed into the resin stoppers and are held in place with a coarse internal thread). 0. Insert the mixing nozzle to the bottom of the hole. Extrude the resin and slowly withdraw the nozzle from the hole. Ensure no air voids are created as the nozzle is withdrawn. Inject resin until the hole is approximately ¾ full and remove the nozzle from the hole.. Select the steel anchor element ensuring it is free from oil or other contaminants, and mark with the required embedment depth. Insert the steel element into the hole using a back and forth twisting motion to ensure complete cover, until it reaches the bottom of the hole. Excess resin will be expelled from the hole evenly around the steel element and there shall be no gaps between the anchor element and the wall of the drilled hole. 2. Clean any excess resin from around the mouth of the hole.. Do not disturb the anchor until at least the minimum cure time has elapsed. Refer to the Working and Load Timetable to determine the appropriate cure time. 4. Position the fixture and tighten the anchor to the appropriate installation torque. Do not over-torque the anchor as this could adversely affect its performance. Note: AnchorFix -00 may only be installed between concrete s of 50 F and 04 F for overhead and upwardly inclined installations. The product must be Conditioned to a minimum of 50 F. For gel and cure time data, refer to Table 8. FIGURE INSTALLATION DETAILS (Continued)