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

Transcription

1 0 Most Widely Accepted and Trusted ICC-ES Evaluation Rept ICC-ES 000 (800) (562) ESR-3853 Reissued 05/2016 This rept is subject to renewal 05/2018. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: CHEMFIX PRODUCTS LTD. MILL STREET EAST, DEWSBURY WEST YORKSHIRE, WF12 9BQ UNITED KINGDOM EVALUATION SUBJECT: CHEMFIX 500 EPOXY ADHESIVE ANCHOR SYSTEM IN CRACKED AND UNCRACKED CONCRETE Look f the trusted marks of Confmity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICC-ES Evaluation Repts are not to be construed as representing aesthetics any other attributes not specifically addressed, n are they to be construed as an endsement of the subject of the rept a recommendation f its use. There is no warranty by ICC Evaluation Service, LLC, express implied, as to any finding other matter in this rept, as to any product covered by the rept. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved.

2 ICC-ES Evaluation Rept g (800) ESR-3853 Reissued May 2016 Revised February 2018 This rept is subject to renewal May (562) A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concretee Anchs DIVISION: METALS Section: Post-Installed Concrete Anchs REPORT HOLDER: CHEMFIX PRODUCTS LTD. MILL STREET EAST DEWSBURY WEST YORKSHIRE WF12 9BQ UNITED KINGDOM +44 (0) co.uk info@chemfix..co.uk EVALUATION SUBJECT: CHEMFIX 500 EPOXY ADHESIVE ANCHOR SYSTEM IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code (IBC) 2015, 2012, 2009 and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES 2.1 General: The Chemfix 500 epoxy adhesive anchs are used to resist static, wind earthquake (IBC Seismic Design Categies A through F) tension and shear loads in cracked and uncracked nmal-weight concrete with 1 / 2 -, 5 / 8 -, 3 / 4 -, 7 / 8 -, 1-, and 1 1 / 4 --diameter (12.7, 15.9, 19.1, 22.2, 25.4 and 31.8 mm) threaded steel rods and No. 4 through No. 10 steel reinfcing bars in hammer-drilled holes. The anchs are used to resist static, wind earthquake (IBC Seismic Design Categies A and B only) tension and shear loads in uncracked nmal-weight concrete only with 3 / 8 --diameter (9.5 mm) threaded steel rods and No. 3 steel reinfcing bars in hammer-drilled holes and uncracked nmal-weight concrete only with 1 / 2 2-, 5 / 8 -, 3 / 4 -, 7 / 8 - and 1--diameter (12.7, 15.9, 19.1, 22.2 and 25.4 mm) threadedd steel rods and No. 4 through No. 8 steel reinfcing bars in ce drilled holes. Use is limited to nmal-weight concrete with a specified compressive strength, f c, of 2, 500 to 8,500 (17. 2 MPa to 58.6 MPa). Thee anch system complies with anchs as described in Section of the 2015 IBC, Section 1909 of the 2012 IBC and is an alternative to cast-in-place anchs described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 and 2006 IBC. The anch systems may also be used wheree an engineered design is submitted in accdance with Section R of the IRC. 3.0 DESCRIPTION 3.1 General: The Chemfix 500 Epoxy Adhesive Anch System is comprised of a two-component epoxy adhesive filled in cartridges, static mixing nozzles, dispensing tools, hole cleaning equipmentt and adhesive injection accessies. Chemfix 500 epoxy adhesive may be used with continuously threaded steel rods defmed steel reinfcing bars. The primary components of the Chemfix 500 Epoxy Adhesive Anch System, including the epoxy adhesive cartridge, static mixing nozzle, the nozzle extension tube, dispensing tool and typical steel anch elements, are shown in Figure 1 of this rept. Manufacturer s printed installationn instructions (MPII) and parameters, as included with each adhesive unit package, are replicated in Figure 2 of this rept. 3.2 Materials: Chemfix 5000 Epoxy Adhesive: Chemfix 500 epoxy adhesive is an injectable two-component epoxy. The two components are separated by means of a labeled dual-cylinder cartridge. The two components combine and react when dispensed through a static mixing nozzle, supplied by Chemfix, which is attached to the cartridge. A nozzle extension tube is also packaged with the cartridge. The Chemfix 500 epoxy adhesivee is available in 13-ounce (385 ml), 20-ounce (585 ml), and 47-ounce (1400 ml) cartridges. Each cartridge label is marked with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened cartridge when stedd in accdance with the MPII, as illustrated in Figuree 2 of this rept. ICC-ES Evaluation Repts are not to be construed as representing aesthetics any other attributes not specifically addressed, n are they to be construed as an endsement of the subject of the rept a recommendation f its use. There is no warranty byy ICC Evaluation Service, LLC, express implied, as to any finding other matter in this rept, as to any product covered by the rept. Copyright 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11

3 ESR-3853 Most Widely Accepted and Trusted Page 2 of Hole Cleaning Equipment: Hole cleaning equipment is comprised of steel wire brushes and air pump supplied by Chemfix, and a compressed air nozzle. The equipment is shown in Figure 2 of this rept Dispensers: Chemfix 500 epoxy adhesive must be dispensed with manual, pneumatic dispensers, electric powered dispensers supplied by Chemfix Steel Anch Elements: Threaded Steel Rods: Threaded steel rods must be clean and continuously threaded (all-thread) in diameters as described in Table 4 and Figure 2 of this rept. Specifications f grades of threaded rod, including the mechanical properties and cresponding nuts and washers, are described in Table 2 of this rept. Carbon steel threaded rods must be furnished with a minimum thick (0.005 mm) zinc electroplated coating complying with ASTM B633, SC1; a minimum thick (0.053 mm) mechanically deposited zinc coating complying with ASTM B695, Class 55; hot dip galvanized zinc coating complying with ASTM A153, Class C D. The stainless steel threaded rods must comply with ASTM F593. Steel grades and material types (carbon, stainless) of the washers and nuts must be matched to the threaded rods. Threaded steel rods must be straight and free of indentations other defects along their length. The embedded end may be either flat cut cut on the bias to a chisel point Steel Reinfcing Bars: Steel reinfcing bars are defmed reinfcing bars (rebars), as described in Table 3 of this rept. Table 4 and Figure 2 of this rept summarize reinfcing bar size ranges. The embedded ptions of reinfcing bars must be clean, straight, and free of mill scale, rust, mud, oil and other coatings (other than zinc) that may impair the bond with the adhesive. Reinfcing bars must not be bent after installation, except as set fth in ACI Section (b) ACI Section 7.3.2, as applicable, with the additional condition that the bars must be bent cold, and heating of the reinfcing bars to facilitate field bending is not permitted Ductility: In accdance with ACI ACI D.1, in der f a steel anch element to be considered ductile, the tested elongation must be at least 14 percent and the reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent a reduction of area less than 30 percent, both, are considered brittle. Values f various steel materials are provided in Tables 2 and 3 of this rept. Where values are nonconfming unstated, the steel element must be considered brittle. 3.3 Concrete: Nmal-weight concrete must comply with Sections 1903 and 1905 of the IBC. The specified compressive strength of the concrete must be from 2,500 to 8,500 (17.2 MPa to 58.6 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: General: The design strength of anchs under the 2015 IBC, as well as the 2015 IRC, must be determined in accdance with ACI and this rept. The design strength of anchs under the 2012, 2009 and 2006 IBC, as well as the 2012, 2009 and 2006 IRC, must be determined in accdance with ACI and this rept. The strength design of anchs must comply with ACI ACI D.4.1, as applicable, except as required in ACI ACI 318 D.3.3, as applicable. Design parameters are based on ACI f use with the 2012, 2009 and 2006 IBC unless noted otherwise in Section through of this rept. Design parameters are provided in Tables 4 through Table 7. Strength reduction facts,, as given in ACI ACI D.4.3, as applicable, must be used f load combinations calculated in accdance with Section of the IBC ACI ACI , as applicable. Strength reduction facts,, as given in ACI 318 D.4.4 must be used f load combinations calculated in accdance with ACI Appendix C Static Steel Strength in Tension: The nominal static steel strength of a single anch in tension, N sa, in accdance with ACI ACI D.5.1.2, as applicable, and the associated strength reduction facts,, in accdance with ACI ACI D.4.3, as applicable, are provided in Table 4 of this rept f the anch element types included in this rept. See Table Static Concrete Breakout Strength in Tension: The nominal static concrete breakout strength of a single anch group of anchs in tension, N cb N cbg, must be calculated in accdance with ACI ACI D.5.2, as applicable, with the following addition: The basic concrete breakout strength of a single anch in tension, N b, must be calculated in accdance with ACI ACI D.5.2.2, as applicable, using the values of k c,cr and k c,uncr as given in the tables of this rept. Where analysis indicates no cracking in accdance with ACI ACI D.5.2.6, as applicable, N b must be calculated using k c,uncr and Ψ c,n = 1.0. See Table 1. F anchs in lightweight concrete see ACI ACI D.3.6, as applicable. The value of f c used f calculation must be limited to 8,000 (55 MPa) in accdance with ACI ACI D.3.7, as applicable. Additional infmation f the determination of nominal bond strength in tension is given in Section of this rept Static Bond Strength in Tension: The nominal static bond strength of a single adhesive anch group of adhesive anchs in tension, N a N ag, must be calculated in accdance with ACI ACI D.5.5, as applicable. Bond strength values are a function of concrete compressive strength, concrete state (cracked, uncracked), drilling method (hammer-drill, ce drilling) and installation conditions (dry concrete, water-saturated concrete, water-filled holes). Bond strength values must be multiplied by the associated strength reduction fact nn and must be modified with the fact κ nn f cases where holes are drilled in water-saturated concrete (κ ws ) where the holes are water-filled at the time of anch installation (κ wf ), as follows:

4 ESR-3853 Most Widely Accepted and Trusted Page 3 of 11 CONCRETE STATE Cracked Uncracked Uncracked DRILLING METHOD Hammerdrill Hammerdrill Ce Drill ASSOCIATED PERMISSIBLE BOND STRENGTH INSTALLATION STRENGTH REDUCTION CONDITIONS FACTOR Dry concrete k,cr d Water-saturated concrete k,cr κ ws ws Water-filled hole (flooded) k,cr κ wf wf Dry concrete k,uncr d Water-saturated concrete k,uncr κ ws ws Water-filled hole (flooded) k,uncr κ wf wf Dry concrete k,uncr d Water-saturated concrete k,uncr κ ws ws Water-filled hole (flooded) k,uncr κ wf The bond strength values in Table 6, f hammer-drilled holes, and in Table 7, f ce drilled holes, of this rept crespond to concrete compressive strength f' c equal to 2,500 (17.2 MPa). F concrete compressive strength, f' c between 2,500 and 8,000 (17.2 MPa and 55.2 MPa), the tabulated characteristic bond strength may be increased by a fact of (f' c /2,500) 0.12 [F SI: (f' c /17.2) 0.12 ]. Where applicable, the modified bond strength values must be used in lieu of k,cr and k,uncr in ACI Equations ( d) and ( ) ACI Equations (D-21) and (D-22) Static Steel Strength in Shear: The nominal static steel strength of a single anch in shear as governed by the steel, V sa, in accdance with ACI ACI D.6.1.2, as applicable, and strength reduction facts,, in accdance with ACI ACI D.4.3, as applicable, are given in Table 4 of this rept f the anch element types included in this rept. See Table Static Concrete Breakout Strength in Shear: The nominal static concrete breakout strength of a single anch group of anchs in shear, V cb V cbg, must be calculated in accdance with ACI ACI D.6.2, as applicable, based on infmation given in Table 5 of this rept. See Table 1. The basic concrete breakout strength of a single anch in shear, V b, must be calculated in accdance with ACI ACI D.6.2.2, as applicable, using the values of d given in Table 4 of this rept f the cresponding anch steel in lieu of d a (2015, 2012 and 2009 IBC) and d o (2006 IBC). In addition, h ef must be substituted f l e. In no case must l e exceed 8d. The value of f c must be limited to a maximum of 8,000 (55 MPa), in accdance with ACI ACI D.3.7, as applicable Static Concrete Pryout Strength in Shear: The nominal static pryout strength of a single anch group of anchs in shear, V cp V cpg, shall be calculated in accdance with ACI ACI D.6.3, as applicable Interaction of Tensile and Shear Fces: F wf designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accdance with ACI ACI D.7, as applicable Minimum Member Thickness h min, Anch Spacing s min, Edge Distance c min : In lieu of ACI and ACI D.8.1 and D.8.3, as applicable, values of s min and c min described in this rept must be observed f anch design and installation. The minimum member thicknesses, h min, described in this rept must be observed f anch design and installation. F adhesive anchs that will remain untqued, ACI ACI D.8.4, as applicable, applies. F anchs that will be tqued during installation, the maximum tque, T max, must be reduced f edge distances less than 5 anch diameters (5d). T max is subject to the edge distance, c min, and anch spacing, s min, and shall comply with the following requirements: MAXIMUM TORQUE SUBJECT TO EDGE DISTANCE NOMINAL ANCHOR SIZE, D MIN. EDGE DISTANCE, c min MIN. ANCHOR SPACING, s min MAXIMUM TORQUE, T max all sizes 5d 5d 1.0 T max 3 / 8 in. to 1 in. (9.5 mm to 25.4 mm) 1 1 / 4 in. (31.8 mm) 1.75 in. (45 mm) 2.75 in. (70 mm) 5d 0.45 T max F values of T max, see Table 8 and Figure 2 of this rept Critical Edge Distance c ac and ψ cp,na : The modification fact ψ cp,na, must be determined in accdance with ACI ACI D.5.5.5, as applicable, except as noted below: F all cases where c Na /c ac <1.0, ψ cp,na determined from ACI Eq b ACI Eq. D-27, as applicable, need not be taken less than c Na /c ac. F all other cases, ψ cp,na shall be taken as 1.0. The critical edge distance, c ac must be calculated accding to Eq c f ACI Eq. D-27a f ACI , in lieu of ACI ACI D.8.6, as applicable. c ac =h ef k, uncr h h ef (Eq c f ACI Eq. D-27a f ACI ) where h need not be taken as larger than 2.4; and h ef k,uncr = the characteristic bond strength stated in the tables of this rept whereby k,uncr need not be taken as larger than:, Eq. (4-1) Design Strength in Seismic Design Categies C, D, E and F: In structures assigned to Seismic Design Categy C, D, E F under the IBC IRC, design anchs in accdance with ACI ACI Section D.3.3, as applicable. The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in Table 4 f the anch element types included in this rept. The nominal bond strength cr need not be adjusted by α N,seis, since f the Chemfix 500, α N,seis = 1.0.

5 ESR-3853 Most Widely Accepted and Trusted Page 4 of 11 As an exception to ACI D : Anchs designed to resist wall out-of-plane fces with design strengths equal to greater than the fce determined in accdance with ASCE 7 Equation shall be deemed to satisfy ACI D (d). Under ACI D (d), in lieu of requiring the anch design tensile strength to satisfy the tensile strength requirements of ACI D.4.1.1, the anch design tensile strength shall be calculated from ACI D The following exceptions apply to ACI D : 1. F the calculation of the in-plane shear strength of anch bolts attaching wood sill plates of bearing non-bearing walls of light-frame wood structures to foundations foundation stem walls, the in-plane shear strength in accdance with ACI D.6.2 and D.6.3 need not be computed and ACI D need not apply provided all of the following are satisfied: 1.1. The allowable in-plane shear strength of the anch is determined in accdance with AF&PA NDS Table 11E f lateral design values parallel to grain The maximum anch nominal diameter is 5 / 8 (16 mm) Anch bolts are embedded into concrete a minimum of 7 es (178 mm) Anch bolts are located a minimum of 1 3 / 4 es (45 mm) from the edge of the concrete parallel to the length of the wood sill plate Anch bolts are located a minimum of 15 anch diameters from the edge of the concrete perpendicular to the length of the wood sill plate The sill plate is 2-3- nominal thickness. 2. F the calculation of the in-plane shear strength of anch bolts attaching cold-fmed steel track of bearing non-bearing walls of light-frame construction to foundations foundation stem walls, the in-plane shear strength in accdance with ACI D.6.2 and D.6.3 need not be computed and ACI D need not apply provided all of the following are satisfied: 2.1. The maximum anch nominal diameter is 5 / 8 (16 mm) Anchs are embedded into concrete a minimum of 7 es (178 mm) Anchs are located a minimum of 1 3 / 4 es (45 mm) from the edge of the concrete parallel to the length of the track Anchs are located a minimum of 15 anch diameters from the edge of the concrete perpendicular to the length of the track The track is 33 to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchs, parallel to the edge of concrete shall be permitted to be determined in accdance with AISI S100 Section E In light-frame construction, bearing nonbearing walls, shear strength of concrete anchs less than equal to 1 [25 mm] in diameter attaching a sill plate track to foundation foundation stem wall need not satisfy ACI D (a) through (c) when the design strength of the anchs is determined in accdance with ACI D.6.2.1(c). 4.2 Installation: Installation parameters are illustrated in Table 8 of this rept. Installation must be in accdance with ACI and ACI D.9.1 and D.9.2, as applicable. Anch locations must comply with this rept and the plans and specifications approved by the code official. Installation of the Chemfix 500 Epoxy Adhesive Anch System must be in accdance with the Manufacturer s printed installation instructions (MPII) included in each unit package as described in Figure 2 of this rept. The adhesive anch system may be used f flo (vertically down), wall (hizontal), and overhead applications with 3 / 8 - through 1 1 / 4 - diameter threaded steel rods and No. 3 through No. 10 steel reinfcing bars. The installation shall be injected directly to the end of the hole using a piston plug attached to the end of the mixing nozzle with an extension tube f the 5 / 8 - through 1 1 / 4 - diameter threaded steel rods and No. 5 through No. 10 steel reinfcing bars as described in Figure 2 of this rept. The 3 / 8 - and 1 / 2 - diameter threaded steel rods, and No. 3 and No. 4 steel reinfcing bars may be installed by filling the hole using the mixing nozzle only. Installation of anchs in hizontal upwardly inclined ientations shall be fully restrained from movement throughout the specified curing period through the use of tempary wedges, external suppts, other methods. Where tempary restraint devices are used, their use shall not result in impairment of the anch shear resistance. 4.3 Special Inspection: Periodic special inspection must be perfmed where required in accdance with Section and Table of the 2015 and 2012 IBC, Sections and Table of the 2009 IBC Section of the 2006 IBC and this rept. The special inspect must be on the jobsite initially during anch installation to verify the anch dimensions, concrete type, concrete compressive strength, hole dimensions, adhesive identification and expiration date, hole cleaning procedures, anch spacing, edge distances, concrete thickness, anch embedment, tightening tque and adherence to the manufacturer s printed installation instructions (MPII). The special inspect must verify the initial installations of each type and size of adhesive anch by construction personnel on the site. Subsequent installations of the same anch type and size by the same construction personnel are permitted to be perfmed in the absence of the special inspect. Any change in the anch product being installed the personnel perfming the installation requires an initial inspection. F ongoing installations over an extended period, the special inspect must make regular inspections to confirm crect handling and installation of the product. Continuous special inspection of adhesive anchs installed in hizontal upwardly inclined ientations to resist sustained tension loads must be perfmed in accdance with ACI ACI D.9.2.4, as applicable. Under the IBC, additional requirements as set fth in Sections 1705, must be observed, where applicable. 4.4 Compliance with NSF/ANSI Standard 61: The Chemfix 500 Epoxy Adhesive Anch System complies with the requirements of NSF/ANSI Standard 61, as referenced in Section 605 of the 2009 and 2006 International Plumbing Code (IPC), and is certified f use as an anching adhesive f installing threaded rods less than equal to 1.3 es (33 mm) in diameter in concrete f water treatment applications. NSF/ANSI Standard 61 listing is provided by NSF International.

6 ESR-3853 Most Widely Accepted and Trusted Page 5 of CONDITIONS OF USE The Chemfix 500 Epoxy Adhesive Anch System described in this rept complies with is a suitable alternative to what is specified in, the codes listed in Section 1.0 of this rept, subject to the following conditions: 5.1 Chemfix 500 epoxy adhesive anchs must be installed in accdance with the Manufacturer s printed installation instructions (MPII) as attached to each cartridge and described in Figure 2 of this rept. 5.2 The anchs described in this rept must be installed in cracked uncracked nmal-weight concrete having a specified compressive strength f' c = 2,500 to 8,500 (17.2 MPa to 58.6 MPa). 5.3 The values of f c used f calculation purposes must not exceed 8,000 (55 MPa). 5.4 Anchs must be installed in concrete base materials in holes predrilled in accdance with the installation instructions provided in Figure 2 of this rept. 5.5 Loads applied to the anchs must be adjusted in accdance with Section of the IBC f strength design. 5.6 Chemfix 500 epoxy adhesive anchs are recognized f use to resist sht- and long-term loads, including wind and earthquake loads, subject to the conditions of this rept. 5.7 In structures assigned to Seismic Design Categies C, D, E, and F under the IBC IRC, anch strength must be adjusted in accdance with Section of this rept. 5.8 The anchs with 1 / 2 -, 5 / 8 -, 3 / 4 -, 7 / 8-1- and 1 1 / 4 --diameter (12.7, 15.9, 19.1, 22.2, 25.4 and 31.8 mm) threaded steel rods and No. 4 through No. 10 steel reinfcing bars may be installed in nmal-weight concrete that is cracked that may be expected to crack during the service life of the anch when installed in hammer-drilled holes. The anchs with 3 / 8 --diameter (9.5 mm) and No. 3 steel reinfcing bars are limited to installation in uncracked concrete when installed in hammer-drilled holes. The anchs with 1 / 2 -, 5 / 8 -, 3 / 4 -, 7 / 8 - and 1--diameter (12.7, 15.9, 19.1, 22.2 and 25.4 mm) threaded steel rods and No. 4 through No. 8 steel reinfcing bars are limited to installation in uncracked concrete when installed in ce drilled holes. See Table 1 of this rept. 5.9 Strength design values must be established in accdance with Section 4.1 of this rept Minimum anch spacing and edge distance, as well as minimum member thickness, must comply with the values given in this rept Pri to anch installation, calculations and details demonstrating compliance with this rept 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 Anchs are not permitted to suppt fire-resistive construction. Where not otherwise prohibited by the code, Chemfix 500 epoxy adhesive anchs are permitted f installation in fire-resistive construction provided that at least one of the following conditions is fulfilled: Anchs are used to resist wind seismic fces only. Anchs that suppt gravity load-bearing structural elements are within a fire-resistive envelope a fire-resistive membrane, are protected by approved fire-resistive materials, have been evaluated f resistance to fire exposure in accdance with recognized standards. Anchs are used to suppt non-structural elements Since an ICC-ES acceptance criteria f evaluating data to determine the perfmance of adhesive anchs subjected to fatigue shock loading is unavailable at this time, the use of these anchs under such conditions is beyond the scope of this rept Use of zinc-plated carbon steel threaded rods steel reinfcing bars is limited to dry, interi locations Use of hot-dipped galvanized carbon steel and stainless steel rods is permitted f exteri exposure damp environments Steel anching materials in contact with preservative-treated and fire-retardant-treated wood must be of zinc-coated steel stainless steel. The minimum coating weights f zinc-coated steel must comply with ASTM A Periodic special inspection must be provided in accdance with Section 4.3 of this rept. Continuous special inspection f anchs installed in hizontal upwardly inclined ientations must be provided in accdance with Section 4.3 of this rept Installation of anchs in hizontal upwardly inclined ientations to resist sustained tension loads must be perfmed by personnel certified by an applicable certification program in accdance with ACI , ACI D D.9.2.3, as applicable Anchs shall not be used f installations where the concrete temperature can vary from 40 F (5 C) less to 80 F (27 C) higher within a 12-hour period. Such applications may include but are not limited to anchage of building façade systems and other applications subject to direct sun exposure Chemfix 500 epoxy adhesive is manufactured in Willich, Germany, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accdance with the ICC-ES Acceptance Criteria f Post-installed Adhesive Anchs in Concrete (AC308), dated October 2017, which incpates requirements in ACI , including, but not limited to, tests under freeze/thaw conditions (Table 3.2, test series 6), tests under sustained load (Table 3.2, test series 7), tests f installation direction (Table 3.2, test series 8), tests f resistance to alkalinity (Table 3.2, test series 13a) and tests f resistance to sulfur (Table 3.2, test series 13b). 7.0 IDENTIFICATION Chemfix 500 epoxy adhesive is identified by packaging labeled with the Chemfix name and address, the product name, the lot number, the expiration date, and the evaluation rept number (ESR-3853). Threaded rods, nuts, washers and defmed reinfcing bars are standard steel anch elements and must confm to applicable national international specifications as set fth in Table 2 and Table 3 of this rept.

7 ESR-3853 Most Widely Accepted and Trusted Page 6 of 11 TABLE 1 DESIGN TABLE INDEX DESIGN STRENGTH 1 THREADED ROD (FRACTIONAL) DEFORMED REINFORCING BAR Steel N sa, V sa Table 4 Table 4 Concrete N cb, N cbg, V cb, V cbg, V cp, V cpg Table 5 Table 5 Bond 2 N a, N ag 1 Reference ACI ACI D.4.1.1, as applicable. 2 See Section 4.1 of this rept. Hammer-drilled holes Table 6 Table 6 Diamond ced holes Table 7 Table 7 Carbon Steel Stainless Steel (Types 304 and 316) THREADED ROD SPECIFICATION ASTM A36 2 and F Grade 36 ASTM A193 4 Grade B7 ASTM F593 5 CW1 ( 3 / 8 to 5 / 8 dia.) ASTM F593 5 CW2 ( 3 / 4 to 1 1 / 4 dia.) TABLE 2 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON FRACTIONAL THREADED CARBON AND STAINLESS STEEL ROD MATERIALS 1 UNITS (MPa) (MPa) (MPa) (MPa) MINIMUM SPECIFIED ULTIMATE STRENGTH,f uta 58,000 (400) 125,000 (860) 100,000 (690) 85,000 (590) MIN. SPECIFIED YIELDSTRENGTH 0.2 PERCENT OFFSET, f ya 36,000 (248) 105,000 (720) 65,000 (450) 45,000 (310) f uta f ya ELONGATION MINIMUM PERCENT 6 REDUCTION OF AREA MINIMUM PERCENT NUT SPECIFICATION 7 8 ASTM A194/A Grade A ASTM A194/A Grade DH ASTM F594 Alloy Group , 2 3 F SI: 1 = 25.4 mm, 1 = MPa. F pound- units: 1 mm = , 1 MPa = Adhesive must be used with continuously threaded carbon stainless steels (all-thread) that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series. Tabulated values crespond to anch diameters included in this rept. 2 Standard Specification f Carbon Structural Steel. 3 Standard Specification f Anch Bolts, Steel, 36-ksi Yield Strength. 4 Standard Specification f Alloy-Steel and Stainless Steel Bolting Materials f High Temperature High Pressure Service and Other Special Purpose Applications. 5 Standard Specification f Stainless Steel Bolts, Hex Cap Screws, and Studs. 6 Based on 2- (50 mm) gauge length except ASTM A193, which are based on a gauge length of 4d. 7 Nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to greater than the minimum tensile strength of the specified threaded rod. Material types of the nuts and washers must be matched to the threaded rods. 8 Minimum percent reduction of area repted in ASTM A36 is 50 percent. 9 Minimum percent reduction of area not repted in the referenced ASTM standard. TABLE 3 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON STEEL REINFORCING BARS 1 REINFORCING SPECIFICATION UNITS MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya ASTM A615 2, A767 4, Grade 60 (MPa) ASTM A706 3, A767 4, Grade 60 (MPa) F SI: 1 = MPa. F pound- units: 1 MPa = ,000 (620) 80,000 (550) 60,000 (414) 60,000 (414) 1 Adhesive must be used with specified defmed reinfcing bars. Tabulated values crespond to bar sizes included in this rept. 2 Standard Specification f Defmed and Plain Carbon-Steel Bars f Concrete Reinfcement. Bars may be considered ductile elements provided the actual yield strength based on mill tests does not exceed f ya by me than 18,000 and the ratio of the actual tensile strength to actual yield strength is not less than Standard Specification f Low-Alloy Steel Defmed and Plain Bars f Concrete Reinfcement. Bars furnished to specification are considered ductile elements. 4 Standard Specification f Zinc-Coated (Galvanized) Steel Bars f Concrete Reinfcement. Bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accdance with Section of this rept. FIGURE 1 Chemfix 500 EPOXY ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS

8 ESR-3853 Most Widely Accepted and Trusted Page 7 of 11 TABLE 4 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS 3 / 8 NOMINAL ROD DIAMETER () 1 1 / 5 2 / 3 8 / 4 7 / / 4 Threaded rod nominal outside diameter Threaded rod effective cross-sectional area ASTM A36 and F1554, Grade 36 ASTM A193 Grade B7 ASTM F593 CW Stainless (Types 304 and 316) DESIGN INFORMATION SYMBOL UNITS Rebar nominal outside diameter Rebar effective cross-sectional area ASTM A615, Grade 60 ASTM A706, Grade 60 Nominal strength as governed by steel strength (f a single anch) Nominal strength as governed by steel strength (f a single anch) d A se N sa V sa 2 (mm 2 ) NOMINAL REINFORCING BAR SIZE (REBAR) No. 3 No. 4 No. 5 No. 6 No. 7 No. 8 No. 9 No (9.5) (71) 9,900 (44.0) 5,940 (26.4) (12.7) (129) 18,000 (80.1) 10,800 (48.0) (15.9) (200) 27,900 (124.1) 16,740 (74.5) (19.1) (284) 39,600 (176.1) 23,760 (105.7) (22.2) (387) 54,000 (240.2) 32,400 (144.1) (25.4) (510) 71,100 (316.3) 42,660 (189.8) (28.7) (645) 90,000 (400.3) 54,000 (240.2) (32.3) (819) 114,300 (508.4) 68,580 (305.0) Reduction fact f seismic shear α V,seis - Not applicable Strength reduction fact f tension 2 φ Strength reduction fact f shear 2 φ Nominal strength as governed by steel strength (f a single anch) N sa V sa d A se N sa V sa ² (mm²) 8,800 (39.1) 5,280 (23.5) (9.5) (50) 4,495 (20.0) 2,245 (10.0) 16,000 (71.2) 9,600 (42.7) (12.7) (92) 8,230 (36.6) 4,940 (22.0) 24,800 (110.3) 14,880 (66.2) (15.9) (146) 13,110 (58.3) 7,860 (35.0) 35,200 (156.6) 21,120 (94.0) (19.1) (216) 19,400 (86.3) 11,640 (51.8) 48,000 (213.5) 28,800 (128.1) (22.2) (298) 26,780 (119.1) 16,070 (71.4) 63,200 (281.1) 37,920 (168.7) (25.4) (391) 35,130 (156.3) 21,080 (93.8) 80,000 (355.9) 48,000 (213.5) 101,600 (452.0) 60,960 (271.2) Reduction fact f seismic shear α V,seis - Not applicable Strength reduction fact f tension 2 φ (31.8) (625) 56,210 (250.0) 33,725 (150.0) Reduction fact f seismic shear α V,seis - Not applicable Strength reduction fact f tension 2 φ Strength reduction fact f shear 2 φ Nominal strength as governed by steel strength (f a single anch) N sa V sa 9,685 (43.1) 4,845 (21.5) 17,735 (78.9) 10,640 (7.3) 28,250 (125.7) 16,950 (75.4) 41,810 (186.0) 25,085 (111.6) 57,710 (256.7) 34,625 (154.0) 75,710 (336.8) 45,425 (202.1) 121,135 (538.8) 72,680 (323.3) Reduction fact f seismic shear α V,seis - Not applicable Strength reduction fact f tension 2 φ Strength reduction fact f shear 2 φ Nominal strength as governed by steel strength (f a single anch) N sa V sa 7,750 (34.5) 3,875 (17.2) 14,190 (63.1) 8,515 (37.9) 22,600 (100.5) 13,560 (60.3) 28,430 (126.5) 17,060 (75.9) 39,245 (174.6) 23,545 (104.7) 51,485 (229.0) 30,890 (137.4) 82,370 (366.4) 49,425 (219.8) Reduction fact f seismic shear α V,seis - Not applicable Strength reduction fact f tension 2 φ Strength reduction fact f shear 2 φ Strength reduction fact f shear 2 φ F SI: 1 = 25.4 mm, 1 = N. F pound- units: 1 mm = es, 1 N = Values provided f fractional steel element material types based on specified strengths and calculated in accdance with ACI Eq and Eq b ACI Eq. (D-2) and Eq. (D-29), as applicable. Nuts must be appropriate f the rod, as listed in Table 2 of this rept. 2 The tabulated value of φ applies when the load combinations of Section of the IBC, ACI ACI Section 9.2, as applicable, are used in accdance with ACI ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of φ must be determined in accdance with ACI D.4.4.

9 ESR-3853 Most Widely Accepted and Trusted Page 8 of 11 TABLE 5 CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT OR A CORE DRILL AND DIAMOND CORE BIT 1 DESIGN INFORMATION SYMBOL UNITS Effectiveness fact f cracked concrete Effectiveness fact f uncracked concrete Minimum embedment Maximum embedment Minimum anch spacing Minimum edge distance Minimum member thickness Critical edge distance splitting (f uncracked concrete) k c,cr k c,uncr h ef,min h ef,max s min c min h min c ac - (SI) - (SI) 3 / 8 #3 1 / 2 #4 Not Applicable 2 3 / 8 (60) 4 1 / 2 (114) 1 7 / 8 (48) NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE 2 3 / 4 (70) 6 (152) 2 1 / 2 (64) 5 / 8 #5 3 1 / 8 (79) 7 1 / 2 (191) 3 1 / 8 (79) 3 / 4 #6 3 1 / 2 (89) 9 (229) 3 3 / 4 (95) 7 / 8 #7 1 #8 #9 1 1 / 4 #10 17 (7.1) 24 (10.0) 3 1 / 2 (89) 10 1 / 2 (267) 4 3 / 8 (111) 4 (102) 12 (305) 5 (127) 4 1 / 2 (114) 13 1 / 2 (343) 5 5 / 8 (143) 5 (127) 15 (381) 6 1 / 4 (159) 5d; see Section of this rept f design with reduced minimum edge distances h ef / 4 (h ef + 30) h ef + 2d o 3 See Section of this rept Strength reduction fact f tension, concrete failure modes, Condition B 2 φ Strength reduction fact f shear, concrete failure modes, Condition B 2 φ F SI: 1 = 25.4 mm, 1 = N. F pound- units: 1 mm = , 1 N = Additional setting infmation is described in the installation instructions, Figure 2 of this rept. 2 Condition A requires supplemental reinfcement, while Condition B applies where supplemental reinfcement is not provided where pryout governs, as set fth in ACI ACI D.4.3, as applicable. The tabulated value of φ applies when the load combinations of Section of the IBC, ACI ACI Section 9.2 are used in accdance with ACI ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of φ must be determined in accdance with ACI D d o = hole diameter; f installation parameters see Table 8 of this rept. TABLE 6 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A HAMMER DRILL AND CARBIDE BIT 1 Minimum embedment Maximum embedment Temperature Range A 2,3,4 Temperature Range B 2,3,4 DESIGN INFORMATION SYMBOL UNITS h ef,min h ef,max Characteristic bond strength in cracked concrete 6 τk,cr (N/mm 2 ) Characteristic bond strength in uncracked concrete 7 τk,uncr (N/mm 2 ) Characteristic bond strength in cracked concrete 6 τk,cr (N/mm 2 ) Characteristic bond strength in uncracked concrete 7 τk,uncr (N/mm 2 ) NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE 3 / 8 #3 1 / 2 #4 5 / 8 #5 3 / 4 #6 7 / 8 #7 1 #8 #9 1 1 / 4 # / / / / / / 2 5 (60) (70) (79) (89) (89) (102) (114) (127) 4 1 / / / / 2 15 (114) (152) (191) (229) (267) (305) (343) (381) Not applicable 968 (6.7) Not applicable Dry concrete φ d φ ws Permissible Installation Water-saturated concrete Conditions 5 κ ws φ wf Water-filled hole (flooded) κ wf Reduction fact f seismic tension α N,seis - 1,0 F SI: 1 = 25.4 mm, 1 = MPa. F pound- units: 1 mm = , 1 MPa = Bond strength values crespond to concrete compressive strength f' c = 2,500. F concrete compressive strength, f' c between 2,500 and 8,000, the tabulated characteristic bond strength may be increased by a fact of (f' c / 2,500) 0.12 [F SI: (f' c / 17.2) 0.12 ]. See Section of this rept. 2 Temperature Range A: Maximum long-term temperature = 110 F (43 C), maximum sht-term temperature = 176 F (80 C). Temperature Range B: Maximum long-term temperature = 110 F (43 C), maximum sht-term temperature = 140 F (60 C). The maximum sht-term temperature may be increased to 162 F (72 C) f Temperature Range B provided characteristic bond strength are reduced by 10 percent. 3 Sht-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 4 Characteristic bond strengths are f sustained loads including dead and live loads. F load combinations consisting of sht-term loads only such as wind seismic, bond strengths may be increased by 75 percent f Temperature Range A and Temperature Range B. 5 Permissible installation conditions include dry concrete, water-saturated concrete and water-filled holes. Water-filled holes include applications in dry watersaturated concrete where the drilled holes contain standing water at the time of anch installation. F installation instructions see Figure 2 of this rept. 6 F structures assigned to Seismic Design Categies C, D, E F, bond strength values f cracked concrete do not require an additional reduction fact applied (α N,seis = 1.0). See Section of this rept. 7 Bond strength values f uncracked concrete are applicable f structures assigned to Seismic Design Categies A and B only. 1,225 (8.5) 440 (3.0) 909 (6.3) 557 (3.8) 1,151 (7.9) 362 (2.5) 870 (6.0) 458 (3.2) 1,101 (7.6) 337 (2.3) 834 (5.8) 426 (2.9) 1,056 (7.3) 318 (2.2) 807 (5.6) 402 (2.8) 1,021 (7.0) 318 (2.2) 783 (5.4) 402 (2.8) 991 (6.8) 318 (2.2) 763 (5.3) 402 (2.8) 966 (6.7) 318 (2.2) 748 (5.2) 402 (2.8) 946 (6.5)

10 ESR-3853 Most Widely Accepted and Trusted Page 9 of 11 TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS IN HOLES DRILLED WITH A CORE DRILL AND DIAMOND CORE BIT 1 DESIGN INFORMATION SYMBOL UNITS NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE 1 / 2 #4 5 / 8 #5 3 / 4 #6 7 / 8 #7 1 #8 Minimum embedment Maximum embedment Temperature Range A 2,3,4 Temperature Range B 2,3,4 h ef,min h ef,max Characteristic bond strength in uncracked concrete 6 τk,uncr (N/mm 2 ) Characteristic bond strength in uncracked concrete 6 τk,uncr (N/mm 2 ) Dry concrete φ d Permissible Installation Conditions 5 Water-saturated concrete φ ws κ ws Water-filled hole (flooded) φ wf κ wf Reduction fact f seismic tension α N,seis 1,0 F SI: 1 = 25.4 mm, 1 = MPa. F pound- units: 1 mm = , 1 MPa = Bond strength values crespond to concrete compressive strength f' c = 2,500. F concrete compressive strength, f' c between 2,500 and 8,000, the tabulated characteristic bond strength may be increased by a fact of (f' c / 2,500) 0.12 [F SI: (f' c / 17.2) 0.12 ]. See Section of this rept. 2 Temperature Range A: Maximum long-term temperature = 110 F (43 C), maximum sht-term temperature = 176 F (80 C). Temperature Range B: Maximum long-term temperature = 110 F (43 C), maximum sht-term temperature = 140 F (60 C). The maximum sht-term temperature may be increased to 162 F (72 C) f Temperature Range B provided characteristic bond strength are reduced by 10 percent. 3 Sht-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 4 Characteristic bond strengths are f sustained loads including dead and live loads. F load combinations consisting of sht-term loads only such as wind seismic, bond strengths may be increased by 67 percent f Temperature Range A and Temperature Range B. 5 Permissible installation conditions include dry concrete, water-saturated concrete and water-filled holes. Water-filled holes include applications in dry watersaturated concrete where the drilled holes contain standing water at the time of anch installation. F installation instructions see Figure 2 of this rept. 6 Bond strength values f uncracked concrete are applicable f structures assigned to Seismic Design Categies A and B only. 2 3 / 4 (70) 6 (152) 895 (6.2) 1,133 (7.8) 3 1 / 8 (79) 7 1 / 2 (191) 849 (5.9) 1,075 (7.4) 3 1 / 2 (89) 9 (229) 816 (5.6) 1,033 (7.1) 3 1 / 2 (89) 10 1 / 2 (267) 791 (5.5) 1,002 (6.9) 4 (102) 12 (305) 770 (5.3) 975 (6.7) TABLE 8 INSTALLATION PARAMETERS FOR FRACTIONAL THREADED ROD AND REINFORCING BARS PARAMETER NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE SYMBOL UNITS 3 / 8 #3 1 / 2 #4 5 / 8 #5 3 / 4 #6 7 / 8 #7 1 #8 #9 1 1 / 4 #10 Threaded rod outside diameter Rebar nominal outside diameter Carbide drill bit nominal size Diamond ce bit nominal size Minimum embedment Maximum embedment d d d o (d bit) (9.5) (9.5) 7 / (12.7) (12.7) 9 / 16 d o (d bit) N/A 1 5 / 8 h ef,min h ef,max 2 3 / 8 (60) 4 1 / 2 (114) 2 3 / 4 (70) 6 (152) (15.9) (15.9) 11 / 16 3 / 4 3 / / 8 (79) 7 1 / 2 (191) (19.1) (19.1) (22.2) (22.2) (25.4) (25.4) N/A (31.8) (28.7) N/A 1 N/A (31.8) 7 / / / / / 2 7 / / 8 N/A 1 N/A 1 N/A / 2 (89) 9 (229) Max. tque T max ft-lbs Max. tque 2 (low strength rod) T max ft-lbs Minimum anch spacing Minimum edge distance Minimum member thickness s min c min h min 1 7 / 8 (48) 2 1 / 2 (64) 3 1 / 8 (79) 3 3 / 4 (95) 3 1 / 2 (89) 10 1 / 2 (267) 4 (102) 12 (305) 4 1 / 2 (114) 13 1 / 2 (343) 5 (127) 15 (381) 5 (127) 15 (381) / 8 (111) 5 (127) 5 5 / 8 (143) 6 1 / 4 (159) 6 1 / 4 (159) 5d; see Section of this rept f installation parameters with reduced minimum edge distances h ef / 4 h (h ef + 30) ef + 2d o F SI: 1 = 25.4 mm, 1 ft- = N-m. F pound- units: 1 mm = , 1 N-m = ft-. 1 N/A = Not Applicable. 2 These values apply to ASTM A36 / F1554, Grade 36 threaded rods.

11 ESR-3853 Most Widely Accepted and Trusted Page 10 of 11 FIGURE 2 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS (MPII)

12 ESR-3853 Most Widely Accepted and Trusted Page 11 of 11 FIGURE 2 MANUFACTURER S PUBLISHED INTALLATION INSTRUCTIONS (MPII) (Continued)