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

Transcription

1 0 Most Wiely Accepte an Truste ICCES Listing Report ICCES 000 (800) (562) ELC3298 Issue 05/2017 This listing is subject to renewal 05/2018. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POSTINSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT 1 EAST JOPPA ROAD TOWSON, MARYLAND EVALUATION SUBJECT: PURE110+ EPOXY ADHESIVE ANCHOR SYSTEM IN CRACKED AND UNCRACKED CONCRETE Look for the truste marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Awar in Excellence A Subsiiary of ICCES Evaluation Reports are not to be construe as representing aesthetics or any other attributes not specifically aresse, nor are they to be construe as an enorsement of the subject of the report or a recoenation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implie, as to any fining or other matter in this report, or as to any prouct covere by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserve.

2 ICCES Listing Report (800) (562) ELC3298 Issue May 2017 Revise July 2017 This listing is subject to renewal May A Subsiiary of the International Coe Council CSI: DIVISION: CONCRETE Section: Concrete Anchors Prouct Certification System: DIVISION: METALS Section: PostInstalle Concrete Anchors The ICCES prouctcertification system inclues evaluating reports of tests of stanar manufacture prouct, prepare by accreite testing laboratories an provie by the listee, to verify compliance with applicable coes an stanars. The system also involves factory inspections, an assessment an surveillance of the listee s quality system. Prouct: Listee: Pure110+ Epoxy Ahesive Anchor System in Cracke an Uncracke Concrete DEWALT 1 EAST JOPPA ROAD TOWSON, MARYLAND (800) engineering@powers.com Compliance with the following stanars: Annex D, Anchorage, of CSA A23.314, Design of Concrete Structures, CSA Group. Compliance with the following coes: Pure100+ epoxy ahesive anchor system in cracke an uncracke concrete, as escribe in this listing report, are in conformance with CSA A23.314, Annex D, as reference in the applicable section of the following coe eitions: National Builing Coe of Canaa 2015 Applicable Section: Division B, Part 4, Section Description of ahesive anchor system: The Pure110+ epoxy ahesive anchor system comprise of a twocomponent epoxy ahesive fille in cartriges, static mixing nozzles, ispensing tools, hole cleaning equipment, an ahesive injection accessories. The Pure110+ epoxy ahesive may be use with continuously threae steel ros or eforme steel reinforcing bars. The primary components of the Pure110+ epoxy ahesive anchor system, incluing the epoxy ahesive cartrige, static mixing nozzle, the nozzle extension tube, ispensing tool an typical steel anchor elements, are shown in Figure 1. Listings are not to be construe as representing aesthetics or any other attributes not specifically aresse, nor are they to be construe as an enorsement of the subject of the listing or a recoenation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implie, as to any fining or other matter in this listing, or as to any prouct covere by the listing. Copyright 2017 ICC Evaluation Service, LLC. All rights reserve. Page 1 of 14

3 ELC3298 Most Wiely Accepte an Truste Page 2 of 14 FIGURE 1 PURE110+ EPOXY ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS The Pure110+ epoxy ahesive is an injectable two component epoxy. The two components are separate by means of a labele ualcyliner cartrige. The two components combine an react when ispense through a static mixing nozzle, supplie by DEWALT, which is attache to the cartrige. The Pure110+ epoxy ahesive is available in 9ounce (265 ml), 13ounce (385 ml), 20ounce (585 ml), 21ounce (620 ml), an 51ounce (1510 ml) cartriges. Each cartrige label is marke with the ahesive expiration ate. The shelf life, as inicate by the expiration ate, applies to an unopene cartrige when store in accorance with the manufacturer s printe installation instructions (MPII), as illustrate in Figure 3 of this report. Ientification: Installation: The Pure110+ epoxy ahesive is ientifie by packaging labelle with the lot number; expiration ate; company name; listing report number (ELC3298); an the ICCES listing mark. Threae ros, nuts, washers, an eforme reinforcing bars are stanar steel anchor elements an must conform to applicable national or international specifications as set forth in Tables 2 an 3 of this report or equivalent. The installation parameters are illustrate in Table 1. Installation of the Pure110+ epoxy ahesive anchor system must conform to the manufacturer s printe installation instructions (MPII) as reprouce in each unit package as escribe in Figure 3. The injection tools, mixing nozzles, wire brushes, air blowers, an piston plugs along with the ahesive cartriges must be supplie by the manufacturer, as escribe in Figure 3. The DEWALT rilling systems in Figure 2 collect an remove ust with a HEPA ust extractor uring the hole rilling operation in ry base materials using haerrills (see step 1 of the manufacturer s publishe installation instructions in Figure 3). FIGURE 2 EXAMPLES DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLSTRATION

4 ELC3298 Most Wiely Accepte an Truste Page 3 of 14 FIGURE 3 MANUFACTURER S PRINTED INSTALLATION INSTRUCTIONS (MPII)

5 ELC3298 Most Wiely Accepte an Truste Page 4 of 14 Anchor setting information: TABLE 1 ANCHOR SETTING FOR FRACTIONAL THREADED ROD AND REINFORCING BARS PARAMETER FRACTIONAL NOMINAL ROD DIAMETER / REINFORCING BAR SIZE 3 / 8 or #3 1 / 2 #4 5 / 8 or #5 3 / 4 or #6 7 / 8 or #7 1 or #8 #9 1 1 / 4 #10 PARAMETER Threae ro outsie iameter Rebar nominal outsie iameter Threae ro outsie iameter Rebar nominal outsie iameter Carbie rill bit nominal size 6 bit inch Minimum embement Maximum embement Minimum member thickness Minimum anchor spacing Minimum ege istance h min s min c min (0.375) 7 / 16 (2 3 / 8 ) 191 (7 1 / 2 ) 12.7 (0.500) 12.7 (0.500) 9 / (10) h ef + 30 (h ef / 4 ) 48 (1 7 / 8 ) 48 (1 7 / 8 ) 64 (2 1 / 2 ) 64 (2 1 / 2 ) 15.9 (0.625) 15.9 (0.625) 19.1 (0.750) 19.1 (0.750) 22.2 (0.875) 22.2 (0.875) 25.4 (1.000) 25.4 (1.000) 28.7 (1.125) 31.8 (1.250) 31.8 (1.250) 5 / 8 11 / 16 or 3 / / / / / / 2 79 (3 1 / 8 ) 318 (12 1 / 2 ) 79 (3 1 / 8 ) 79 (3 1 / 8 ) 381 (15) 95 (3 3 / 4 ) 95 (3 3 / 4 ) 4 (17 1 / 2 ) 111 (4 3 / 8 ) 111 (4 3 / 8 ) 102 (4) 508 (20) h ef + 2 o 114 (4 1 / 2 ) 572 (22 1 / 2 ) 143 (5 5 / 8 ) 143 (5 5 / 8 ) 635 (25) 159 (6 1 / 4 ) 159 (6 1 / 4 ) 635 (25) 159 (6 1 / 4 ) 159 (6 1 / 4 ) Max. torque 1 T max Nm Max. torque 1,2 (low strength ros) T max Nm Minimum ege istance, reuce 4 c min,re Max. torque, reuce 1 T max,re Nm 9 [7] METRIC NOMINAL ROD DIAMETER / REINFORCING BAR SIZE M10 Ø10 M12 Ø12 Ø14 M16 Ø16 M20 Ø20 M24 Ø25 M27 Ø28 M30 Ø32 10 (0.39) 10.0 (0.394) 12 (0.47) 12.0 (0.472) 14.0 (0.551) 16 (0.63) 16.0 (0.630) 20 (0.79) 20.0 (0.787) 24 (0.94) 25.0 (0.984) 27 (1.06) 28.0 (1.102) Carbie rill bit nominal size 6 bit Minimum embement Maximum embement Minimum member thickness Minimum anchor spacing Minimum ege istance h min s min c min 200 (7.8) h ef + 30 (h ef / 4 ) 50 (2.0) 50 (2.0) 240 (14.8) 280 (11.0) (3.7) (3.7) 80 (3.2) 320 (12.6) 80 (3.2) 80 (3.2) 90 (3.6) 400 (15.8) 100 (4.0) 100 (4.0) 96 (3.8) 480 (18.8) 120 (4.8) 120 (4.8) h ef + 2 o 100 (3.9) 500 (19.6) 125 (4.9) 125 (4.9) 108 (4.3) 540 (21.4) 135 (5.3) 135 (5.3) 112 (4.4) 5 (22.0) 140 (5.5) 140 (5.5) 30 (1.18) 120 (4.7) 0 (23.6) Max. torque 1 T max Nm Max. torque 1,3 (low strength ro) T max Nm Minimum ege istance, reuce 4 c min,re Max. torque, reuce 1 T max,re Nm 9 [7] For pouninch units: 1 = inch, 1 Nm = ftlbf. For SI: 1 inch = 25.4, 1 ftlbf = Nm. 150 (5.9) 150 (5.9) 32.0 (1.2) 128 (5.0) 640 (25.2) 1 Torque may not be applie to the anchors until the full cure time of the ahesive has been achieve. 2 These torque values apply to ASTM A36 / F1554 Grae 36 carbon steel threae ros; ASTM F1554 Grae 55 carbon steel threae ros; an ASTM A193 Grae B8/B8M (Class 1) stainless steel threae ros. 3 These torque values apply to ASTM A193 Grae B8/B8M (Class 1) stainless steel threae ro only. 4 See maximum torque subject to ege istance table below for requirements of anchors installe at reuce ege istances. 5 Either rill bit size is acceptable for this threae ro iameter an rebar size. 6 For any case, it must be possible for the steel anchor element to be inserte into the cleane rill hole without resistance. 1 (6.3) 1 (6.3)

6 ELC3298 Most Wiely Accepte an Truste Page 5 of 14 Ultimate Limit States Design: For anchors that will be torque uring installation, the maximum torque, T max, must be reuce for ege istances less than five anchor iameters. T max is subject to the ege istance, c min, an anchor spacing, s min, an shall comply with the following requirements: MAXIMUM TORQUE SUBJECT TO EDGE DISTANCE NOMINAL ANCHOR SIZE, MIN. EDGE DISTANCE, c min MIN. ANCHOR SPACING, s min MAXIMUM TORQUE, T max all sizes T max 9.5 to 25.4 ( 3 / 8 in. to 1 in.) 31.8 (1 1 / 4 in.) 10 to 27 (0.39 in. to 1.06 in.) 28 to 30 (1.1 in. to 1.18 in.) (1.75 in.) (2.75 in.) (1.75 in.) (2.75 in.) For values of T max, see Table 1 an Figure 3 of this report T max 0. T max Design resistance of anchors for compliance with the 2015 NBCC must be etermine in accorance with CSA A Annex D, an this listing report. Design parameters are provie in Table 2 through 11 of this listing report are base on the 2015 NBCC (CSA A23.314). The limit states esign of anchors must comply with CSA A D.5.1, except as require in CSA A D Material resistance factors must be φ c = 0.65 an φ s = 0.85 in accorance with CSA A Sections an 8.4.3, an resistance moification factor, R, as given in CSA A Section D.5.3, an note in Tables 4, 5, 6, 8, 9 an 10 of this listing report, must be use for loa combinations calculate in accorance with Division B, Part 4, Section of the 2015 NBCC, or Annex C of CSA A The nominal strength, N sa or V sa, in Tables 4, 5, 8 an 9 of this listing report must be multiplie φ s, an R to etermine the factore resistance, N sar or V sar. The bon strength must be ajuste by the permissible installation conition factors for ry concrete, R, watersaturate concrete, R ws, waterfille hole (flooe), R wf, an unerwater (submerge), R uw, for the corresponing installation conitions as given in Tables 7 an 11. For anchors to be installe in seismic regions escribe in NBCC The factore resistance in shear, V sar, must be ajuste by α V,seis as given in tables 4, 5, 8 an 9 for the corresponing anchor steel. The nominal bon strength τ k,cr must be ajuste by α N,seis a as given in Tables 7 an 11 for threae ros.

7 ELC3298 Most Wiely Accepte an Truste Page 6 of 14 TABLE 2 SPECIFICATIONS AND PHYSICAL PROPERTIES OF COMMON FRACTIONAL THREADED CARBON AND STAINLESS STEEL ROD MATERIALS 1 THREADED ROD SPECIFICATION Carbon Steel ASTM A36 2 an F Grae 36 ASTM F Grae 55 ASTM F Grae 105 ASTM A193 4 Grae B7 ASTM A449 5 ( 3 / 8 to 1 inch ia.) ASTM A449 5 (1 1 / 4 inch ia.) ASTM F568M 6 Class 5.8 (equivalent to ISO 81) UNITS MIN. SPECIFIED MIN. SPECIFIED ULTIMATE YIELD STRENGTH STRENGTH, f uta 0.2 PERCENT OFFSET, f ya f uta f ya ELONGATION MINIMUM PERCENT 11 REDUCTION OF AREA MIN. PERCENT MPa (50 for A36) MPa MPa MPa MPa MPa MPa NUT SPECIFICATION 12 ASTM A194 / A563 Grae A ASTM A194 / A563 Grae DH ASTM A194 / A563 Grae DH ASTM A563 Grae DH DIN 934 (8A2K) 13 Stainless Steel ISO 81 7 Class 5.8 MPa DIN 934 Grae 6 ISO 81 7 Class 8.8 MPa DIN 934 Grae 8 ASTM F593 8 CW1 ( 3 / 8 to 5 / 8 inch ia.) ASTM F593 8 CW2 ( 3 / 4 to 1 1 / 4 inch ia.) ASTM A193/A193M 9 Grae B8/B8M, Class 1 ASTM A193/A193M 9 Grae B8/B8M2, Class 2B ISO A4 an HCR (M8 M24) ISO A450 an HCR50 (M27 M30) MPa ASTM F594 Alloy Group MPa , 2 or 3 MPa MPa ASTM A194/A194M MPa ISO 4032 MPa For SI: 1 inch = 25.4, 1 psi = MPa. For pouninch units: 1 = inch, 1 MPa = 1.0 psi. 1 Pure110+ epoxy ahesive may be use in conjunction with all graes of continuously threae carbon or stainless steels (allthrea) that comply with this table an that have threa characteristics comparable with ANSI B1.1 UNC Coarse Threa Series or ANSI B1.13M M Profile Metric Threa Series. Tabulate values correspon to anchor iameters inclue in this report. See CSA A D.2 of this report for uctility of steel anchor elements. 2 Stanar Specification for Carbon Structural Steel. 3 Stanar Specification for Anchor Bolts, Steel, 248, 379, 734MPa Yiel Strength. 4 Stanar Specification for AlloySteel an Stainless Steel Bolting Materials for High Temperature or High Pressure Service an Other Special Purpose Applications. 5 Stanar Specification for Hex Cap Screws, Bolts an Stus, Steel, Heat Treate, 837/724/621 MPa Minimum Tensile Strength, General Use. 6 Stanar Specification for Carbon an Alloy Steel Externally Threae Metric Fasteners. 7 Mechanical properties of fasteners mae of carbon steel an alloy steel Part 1: Bolts, screws an stus 8 Stanar Specification for Stainless Steel Bolts, Hex Cap Screws, an Stus. 9 Stanar Stanar Specification for AlloySteel an Stainless Steel Bolting for High Temperature or High Pressure Service an Other Special Purpose Applications. 10 Mechanical properties of fasteners mae of corrosionresistant stainless steel fasteners Part 1: Bolts, screws an stus 11 Base on 50 (2inch) gauge length except ASTM A193, which are base on a gauge length of 4 an ISO 8, which is base on Nuts of other graes an style having specifie proof loa stress greater than the specifie grae an style are also suitable. Nuts must have specifie proof loa stresses equal to or greater than the minimum tensile strength of the specifie threae ro. Material types of the nuts an washers must be matche to the threae ros. 13 Nuts for metric ros. 14 Minimum percent reuction of area not reporte in the reference stanar. 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, Grae 75 MPa ASTM A615 2, A767 4, Grae MPa ASTM A6 3, A767 4, Grae MPa ASTM A615 2, A767 4, Grae 40 MPa DIN BSt 500 MPa CAN/CSA G , Grae 400 MPa For SI: 1 psi = MPa. For pouninch units: 1 MPa = 1.0 psi. 1 Ahesive must be use with specifie eforme reinforcing bars. Tabulate values correspon to bar sizes inclue in this report. 2 Stanar Specification for Deforme an Plain CarbonSteel Bars for Concrete Reinforcement. Grae 40 an Grae bars furnishe to specification are consiere uctile elements. In accorance with CSA A D (a)(ii)(4), eforme reinforcing bars meeting this specification use as uctile steel elements to resist earthquake effects shall be limite to reinforcing bars satisfying the requirements of CSA A Section 21. Grae 75 bars furnishe to specification are consiere brittle elements. 3 Stanar Specification for LowAlloy Steel Deforme an Plain Bars for Concrete Reinforcement. Bars furnishe to specification are consiere uctile elements. 4 Stanar Specification for ZincCoate (Galvanize) Steel Bars for Concrete Reinforcement. Bars furnishe to specification are consiere brittle elements. 5 Reinforcing steel; reinforcing steel bars; imensions an masses. Bars furnishe to this specification are consiere brittle elements. 6 Billet bars for Concrete Reinforcement.

8 ELC3298 Most Wiely Accepte an Truste Page 7 of 14 TABLE 4 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION 3 / 8 NOMINAL ROD DIAMETER 1 5 / 3 8 / 7 4 / / 4 1 / 2 Threae ro nominal outsie iameter 9.5 (0.375) 12.7 (0.500) 15.9 (0.625) 19.1 (0.750) 22.2 (0.875) 25.4 (1.000) 31.8 (1.250) Threae ro effective crosssectional area ASTM A36 an ASTM F1554 Grae 36 ASTM F1554 Grae 55 ASTM A193 Grae B7 an ASTM F1554 Grae 105 ASTM A449 ISO 81 Class 5.8 ASTM F593 CW Stainless (Types 304 an 316) ASTM A193 Grae B8/B8M, Class 1 Stainless (Types 304 an 316) ASTM A193 Grae B8/B8M2, Class 2B Stainless (Types 304 an 316) For SI: 1 inch = 25.4, 1 lbf = N. For pouninch units: 1 = inches, 1 N = lbf. A se ² (inch²) 50 (0.0775) 92 (0.1419) 146 (0.22) 216 (0.33) 298 (0.4617) 391 (0.57) 625 (0.9691) Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Values provie for steel element material types are base on minimum specifie strengths an calculate in accorance with CSA A Eq. D.2 an Eq. D.3. Nuts an washers must be appropriate for the ro. See Table 1 for nut specifications. 2 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to uctile steel elements. 3 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to brittle steel elements. 4 In accorance with CSA A D an D the calculate values for nominal tension an shear strength for ASTM A193 Grae B8/B8M Class 1 stainless steel threae ros are base on limiting the specifie tensile strength of the anchor steel to 1.9f y or 393 MPa. 5 The reference stanar inclues ro iameters up to an incluing 24 (1inch).

9 ELC3298 Most Wiely Accepte an Truste Page 8 of 14 DESIGN INFORMATION Rebar nominal outsie iameter Rebar effective crosssectional area ASTM A615, Grae 75 ASTM A615, Grae ASTM A6, Grae ASTM A615, Grae 40 TABLE 5 STEEL DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS A se 2 (inch 2 ) NOMINAL REINFORCING BAR SIZE (REBAR) 1 #3 # 4 #5 #6 #7 #8 #9 # (0.375) 71 (0.110) 12.7 (0.500) 129 (0.200) 15.9 (0.625) 200 (0.310) 19.1 (0.750) 284 (0.440) 22.2 (0.875) 387 (0.0) 25.4 (1.000) 510 (0.790) 28.7 (1.125) 6 (1.000) 32.3 (1.250) 819 (1.2) Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis In accorance with ASTM A615, Grae 40 bars are furnishe only in sizes No. 3 through No. 6 For SI: 1 inch = 25.4, 1 lbf = N. For pouninch units: 1 = inches, 1 N = lbf. 1 Values provie for reinforcing bar material types base on minimum specifie strengths an calculate in accorance with CSA A Eq. D.2 an Eq. D.3. 2 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to uctile steel elements. In accorance with CSA A D (a)(ii)(4), eforme reinforcing bars meeting this specification use as uctile steel elements to resist earthquake effects shall be limite to reinforcing bars satisfying the requirements of CSA A Section The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to brittle steel elements.

10 ELC3298 Most Wiely Accepte an Truste Page 9 of 14 TABLE 6 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS 1,3 DESIGN INFORMATION 3 / 8 or #3 NOMINAL ROD DIAMETER / REINFORCING BAR SIZE 1 / 2 or #4 5 / 8 or #5 3 / 4 or #6 7 / 8 or #7 1 or #8 #9 1 1 / 4 or #10 Effectiveness factor for cracke concrete k c,cr 4 SI () Effectiveness factor for uncracke concrete k c,uncr 4 SI () Minimum embement Maximum embement Minimum anchor spacing Minimum ege istance s min c min Minimum member thickness h min 5 Critical ege istance splitting (for uncracke concrete only) c ac 6 (2 3 / 8 ) 191 (7 1 / 2 ) 48 (1 7 / 8 ) 254 (10) 64 (2 1 / 2 ) 79 (3 1 / 8 ) 318 (12 1 / 2 ) 79 (3 1 / 8 ) 381 (15) 95 (3 3 / 4 ) 7.1 (17) 10.0 (24) 4 (17 1 / 2 ) 111 (4 3 / 8 ) 102 (4) 508 (20) 114 (4 1 / 2 ) 572 (22 1 / 2 ) 143 (5 5 / 8 ) 635 (25) 159 (6 1 / 4 ) 5 where is nominal outsie iameter of the anchor; see Table 1 of this report for esign with reuce minimum ege istances (with reuce torque) h ef + 30 (h ef / 4 ) h ef + 2 o where o is hole iameter; for installation parameters see Figure 3 of this listing report 2h ef (CSA A Equation D29) Resistance moification factor for tension, concrete failure moes, Conition B 2 R 1.00 Resistance moification factor for shear, concrete failure moes, Conition B 2 R 1.00 For SI: 1 inch = 25.4, 1 lbf = N. For pouninch units: 1 = inch, 1 N = lbf. 1 Aitional setting information is escribe in the installation instructions, Figure 2 of this report. 2 Conition A requires supplemental reinforcement, while Conition B applies where supplemental reinforcement is not provie or where pryout governs, as set forth in CSA A D.5.3. The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. 3 Refer to CSA A D for concrete breakout resistance of anchor in tension, an CSA A D for concrete breakout resistance of anchor in shear. 4 Refer to CSA A D using the selecte values of k c,cr an k c,uncr as provie in the table. Where analysis inicates no cracking in accorance with CSA A D Ψ c,n shall be taken as The minimum member thicknesses must be observe for anchor esign an installation. 6 Refer to CSA A D.9.7.

11 ELC3298 Most Wiely Accepte an Truste Page 10 of 14 TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED RODS AND REINFORCING BARS 1,8 DESIGN INFORMATION 3 / 8 NOMINAL ROD DIAMETER / REINFORCING BAR SIZE 1 / 5 2 / 3 8 / 7 4 / / 4 Minimum embement Maximum embement 140 F ( C) temperature 3,5 176 F (80 C) temperature 4,5 Minimum embement Maximum embement 140 F ( C) temperature 3,5 176 F (80 C) temperature 4,5 Permissible installation conitions 7 (2 3 / 8 ) 191 (7 1 / 2 ) 254 (10) 79 (3 1 / 8 ) 318 (12 1 / 2 ) 381 (15) 4 (17 1 / 2 ) in cracke concrete 6,9 N/ τ k,cr in cracke concrete, shortterm N/ loaing only 9 in uncracke concrete 6,8 N/ τ k,uncr in uncracke concrete, shortterm loaing only 8 N/ in cracke concrete 6,9 N/ τ k,cr in cracke concrete, shortterm N/ loaing only 9 in uncracke concrete 6,8 N/ τ k,uncr in uncracke concrete, N/ shortterm loaing only 8 DESIGN INFORMATION 102 (4) 508 (20) NOMINAL ROD DIAMETER / REINFORCING BAR SIZE 635 (25) #3 #4 #5 #6 #7 #8 #9 #10 (2 3 / 8 ) 191 (7 1 / 2 ) 254 (10) 79 (3 1 / 8 ) 318 (12 1 / 2 ) 381 (15) 4 (17 1 / 2 ) 102 (4) 508 (20) 114 (4 1 / 2 ) 572 (22 1 / 2 ) in cracke concrete 6,9 N/ τ k,cr in cracke concrete, shortterm N/ loaing only 9 in uncracke concrete 6,8 N/ τ k,uncr in uncracke concrete, shortterm loaing only 8 N/ in cracke concrete 6,9 N/ τ k,cr in cracke concrete, shortterm N/ loaing only 9 in uncracke concrete 6,8 N/ τ k,uncr in uncracke concrete, N/ shortterm loaing only 8 Dry concrete Watersaturate concrete, Waterfille hole (flooe) Unerwater (submerge) Anchor Category 1 R 0.65 Anchor Category 2 R ws, R wf, 0.55 Anchor Category 2 3 R uw Reuction factor for seismic tension 9 α N,seis 1.0 For SI: 1 inch = 25.4, 1 psi = MPa. For pouninch units: 1 = inch, 1 MPa = 1.0 psi. 1 Bon strength values correspon to a normalweight concrete compressive strength f' c = 17.2 MPa. For concrete compressive strength, f' c between 17.2 MPa an 55.2 MPa, the tabulate characteristic bon strength may be increase by a factor of (f' c / 17.2) The moification factor for bon strength of ahesive anchors in lightweight concrete shall be taken as given in CSA A23.3 D.4.6., where applicable. 3 The temperature may be increase to 72 C provie characteristic bon strengths are reuce by 3 percent. Longterm an shortterm temperatures meet the requirements of Section 8.5 of ACI an Table 8.1 in accorance with D CSA A23.314, Temperature Category B. 4 Longterm an shortterm temperatures meet the requirements of Section 8.5 of ACI an Table 8.1 in accorance with D CSA A23.314, Temperature Category A. 5 Shortterm base material temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. Longterm base material temperatures are roughly constant over significant perios of time. 6 s are for sustaine loas incluing ea an live loas. 7 Permissible installation conitions inclue ry concrete, watersaturate concrete, waterfille holes an unerwater. Waterfille holes inclue applications in ry or watersaturate concrete where the rille holes contain staning water at the time of anchor installation. For installation instructions see Figure 3 of this report. 8 Bon strength values for uncracke concrete are applicable for structures assigne in nonseismic regions. 9 For structures to be installe in seismic regions escribe in NBCC 2015 as reference in CSA A23.314, the tabulate bon strength values for cracke concrete o not require an aitional reuction factor applie for seismic tension (α N,seis = 1.0), where seismic esign is applicable. 635 (25)

12 ELC3298 Most Wiely Accepte an Truste Page 11 of 14 TABLE 8 STEEL DESIGN INFORMATION FOR METRIC THREADED RODS DESIGN INFORMATION Threae ro nominal outsie iameter Threae ro effective crosssectional area ISO 81 Class 5.8 ISO 81 Class 8.8 ISO Stainless Graes A4 an HCR ASTM A193M Grae B8/B8M, Class 1 Stainless (Types 304 an 316) ASTM A193M Grae B8/B8M2, Class 2B Stainless (Types 304 an 316) For pouninch units: 1 = inches, 1 N = lbf. For SI: 1 inch = 25.4, 1 lbf = N. A se ² (inch²) NOMINAL ROD DIAMETER 1 () (0.39) 58.0 (0.090) 12 (0.47) 84.3 (0.131) 16 (0.63) 157 (0.243) 20 (0.79) 2 (0.380) 24 (0.94) 353 (0.547) 27 (1.06) 9 (0.711) 30 (1.18) 561 (0.8) Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Resistance moification factor for tension 3 R 0. Resistance moification factor for shear 3 R 0.65 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis 0.80 Nominal strength as governe by steel N sa kn V sa kn Reuction factor for seismic shear α V,seis Values provie for steel element material types are base on minimum specifie strengths an calculate in accorance with CSA A Eq. D.2 an Eq. D.3. 2 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to uctile steel elements. 3 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to brittle steel elements. 4 In accorance with CSA A D an D the calculate values for nominal tension an shear strength for ASTM A193 Grae B8/B8M Class 1 stainless steel threae ros are base on limiting the specifie tensile strength of the anchor steel to 1.9f y or 393 MPa.

13 ELC3298 Most Wiely Accepte an Truste Page 12 of 14 DESIGN INFORMATION Rebar nominal outsie iameter Rebar effective crosssectional area TABLE 9 STEEL DESIGN INFORMATION FOR METRIC REINFORCING BARS 1 A se ² (inch²) NOMINAL REINFORCING BAR SIZE (Ø) Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø (0.394) 78.5 (0.122) 12.0 (0.472) (0.175) 14.0 (0.551) (0.239) 16.0 (0.630) (0.312) 20.0 (0.787) (0.487) 25.0 (0.984) (0.761) 28.0 (1.102) (0.954) 32.0 (1.2) (1.247) Nominal strength as governe by steel N sa kn DIN 488 V sa kn BSt 500 Reuction factor for seismic shear α V,seis Resistance moification factor for tension 2 R 0. Resistance moification factor for shear 2 R 0.65 For pouninch units: 1 = inches, 1 N = lbf. For SI: 1 inch = 25.4, 1 lbf = N. 1 Values provie for reinforcing bar material types base on minimum specifie strengths an calculate in accorance with CSA A Eq. D.2 an Eq. D.3. 2 The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. Values correspon to brittle steel elements. TABLE 10 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND REINFORCING BARS 1,3 DESIGN INFORMATION Effectiveness factor for cracke concrete Effectiveness factor for uncracke concrete Minimum embement Maximum embement Minimum anchor spacing Minimum ege istance k c,cr 4 k c,uncr 4 s min c min SI () SI () Minimum member thickness h min 5 Critical ege istance splitting (for uncracke concrete only) c ac 6 M10 or Ø (7.8) 50 (2.0) NOMINAL ROD DIAMETER / REINFORCING BAR SIZE M12 Ø12 Ø (14.8) h ef + 30 (h ef / 4 ) 240 (14.8) 280 (11.0) (3.7) M16 or Ø16 80 (3.2) 320 (12.6) 80 (3.2) M20 or Ø20 17 (7.1) 24 (10.0) 90 (3.6) 400 (15.8) 100 (4.0) M24 Ø25 M27 Ø28 M30 Ø32 96 (3.8) 480 (18.8) 120 (4.8) 100 (3.9) 500 (19.6) 125 (4.9) 108 (4.3) 540 (21.4) 135 (5.3) 112 (4.4) 5 (22.0) 140 (5.5) 120 (4.7) 0 (23.6) 150 (5.9) 5 where is nominal outsie iameter of the anchor; see Table 1 of this report for esign with reuce minimum ege istances (with reuce torque) (1.75) (2.75) h ef + 2 o where o is hole iameter; for installation parameters see Table 1 of this listing report 2h ef (CSA A Equation D29) Resistance moification factor for tension, concrete failure moes, R 1.00 Conition B 2 Resistance moification factor for shear, concrete failure moes, Conition B 2 R 1.00 For pouninch units: 1 = inch, 1 N = lbf. For SI: 1 inch = 25.4, 1 lbf = N. 1 Aitional setting information is escribe in the installation instructions, Figure 3 of this report. 2 Conition A requires supplemental reinforcement, while Conition B applies where supplemental reinforcement is not provie or where pryout governs, as set forth in CSA A D.5.3. The tabulate value of material resistance factors φ c an φ s, an resistance moification factor R, applies when the loa combinations of Division B, Part 4, Section of the 2015 NBCC or Annex C of CSA A are use. 3 Refer to CSA D for concrete breakout resistance of anchor in tension, an CSA D for concrete breakout resistance of anchor in shear. 4 Refer to CSA D using the selecte values of k c,cr an k c,uncr as provie in the table. Where analysis inicates no cracking in accorance with CSA D Ψ c,n shall be taken as The minimum member thicknesses must be observe for anchor esign an installation. 6 Refer to CSA D (5.0) 640 (25.2) 1 (6.3)

14 ELC3298 Most Wiely Accepte an Truste Page 13 of 14 TABLE 11 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS AND REINFORCING BARS 1 DESIGN INFORMATION Minimum embement Maximum embement 140 F ( C) temperature 3,5 with Threae Ros 176 F (80 C) temperature 4,5 with Threae Ros DESIGN INFORMATION Minimum embement Maximum embement 140 F ( C) temperature 3,5 with Rebars 176 F (80 C) temperature 4,5 with Rebars Permissible installation conitions 7 in cracke concrete 6,9 τ k,cr NOMINAL ROD DIAMETER M10 M12 M16 M20 M24 M27 M (7.8) 240 (14.8) 80 (3.2) 320 (12.6) 90 (3.6) 400 (15.8) 96 (3.8) 480 (18.8) 108 (4.3) 540 (21.4) 120 (4.7) 0 (23.6) N/ in cracke concrete, N/ shortterm loaing only 9 in uncracke concrete 6,8 τ k,uncr N/ in uncracke concrete, N/ shortterm loaing only 8 in cracke concrete 6,9 τ k,cr N/ in cracke concrete, N/ shortterm loaing only 9 in uncracke concrete 6,8 τ k,uncr N/ in uncracke concrete, N/ shortterm loaing only 8 in cracke concrete 6,9 τ k,cr REINFORCING BAR SIZE Ø10 Ø12 Ø14 Ø16 Ø20 Ø25 Ø28 Ø (7.8) 240 (14.8) 280 (11.0) 80 (3.2) 320 (12.6) 90 (3.6) 400 (15.8) 100 (3.9) 500 (19.6) 112 (4.4) 5 (22.0) 128 (5.0) 640 (25.2) N/ in cracke concrete, N/ shortterm loaing only 9 in uncracke concrete 6,8 τ k,uncr N/ in uncracke concrete, N/ shortterm loaing only 8 in cracke concrete 6,9 τ k,cr N/ in cracke concrete, N/ shortterm loaing only 9 in uncracke concrete 6,8 τ k,uncr N/ in uncracke concrete, N/ shortterm loaing only 8 Dry concrete Watersaturate concrete, Waterfille hole (flooe) Unerwater (submerge) Anchor Category 1 R 0.65 Anchor Category 2 R ws, R wf, 0.55 Anchor Category 2 3 R uw Reuction factor for seismic tension α N,seis 1.0 For pouninch units: 1 = inch, 1 MPa = 1.0 psi. For SI: 1 inch = 25.4, 1 psi = MPa. 1 Bon strength values correspon to normalweight concrete compressive strength 17.2 MPa. For concrete compressive strength, f' c between 17.2 MPa an 55.2 MPa, the tabulate characteristic bon strength may be increase by a factor of (f' c / 17.2) The moification factor for bon strength of ahesive anchors in lightweight concrete shall be taken as given in CSA A D The temperature may be increase to 72 C provie characteristic bon strengths are reuce by 3 percent. Longterm an shortterm temperatures meet the requirements of Section 8.5 of ACI an Table 8.1 in accorance with D CSA A23.314, Temperature Category B. 4 Longterm an shortterm temperatures meet the requirements of Section 8.5 of ACI an Table 8.1 in accorance with D CSA A23.314, Temperature Category A. 5 Shortterm elevate concrete temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. Longterm concrete temperatures are roughly constant over significant perios of time. 6 s are for sustaine loas incluing ea an live loas. 7 Permissible installation conitions inclue ry concrete, watersaturate concrete, waterfille holes an unerwater. Waterfille holes inclue applications in ry or watersaturate concrete where the rille holes contain staning water at the time of anchor installation. For installation instructions see Figure 3 of this report. 8 Bon strength values for uncracke concrete are applicable for structures assigne in nonseismic regions.. 9 For structures to be installe in seismic regions escribe in NBCC 2015 as reference in CSA A23.314, the tabulate bon strength values for cracke concrete o not require an aitional reuction factor applie for seismic tension (α N,seis = 1.0), where seismic esign is applicable.

15 ELC3298 Most Wiely Accepte an Truste Page 14 of 14 Conitions of listing: 1. The listing report aresses only conformance with the stanars an coe sections note above. 2. Approval of the prouct s use is the sole responsibility of the local coe official. 3. The listing report applies only to the materials teste an as submitte for review by ICCES. 4. Anchor sizes, imensions, minimum embement epths an other installation parameters are as set forth in this listing report. 5. Anchors must be limite to use in cracke an uncracke normalweight concrete an lightweight concrete having a specifie compressive strength, 17.2 MPa to 58.6 MPa. 6. The values of f' c, use for calculation purposes must not excee 55 MPa. 7. Limit states esign values must be establishe in accorance with this listing report. 8. The use of fatigue or shock loaing for these anchors uner such conitions is beyon the scope of this listing report. 9. Anchors may be use to resist shortterm loaing ue to win or seismic forces in locations esigne accoring to NBCC Where not otherwise prohibite in the coe as reference in CSA A23.314, Pure110+ epoxy ahesive anchor system are permitte for use with fireresistancerate construction provie that at least one of the following conitions is fulfille: a. Anchors are use to resist win or seismic forces only. b. Anchors that support a fireresistancerate envelope or a fire resistancerate membrane are protecte by approve fireresistance rate materials, or have been evaluate for resistance to fire exposure in accorance with recognize stanars. c. Anchors are use to support nonstructural elements. 11. Use of zinccoate carbon steel anchors is limite to ry, interior locations. 12. Use of anchors mae of stainless steel as specifie in this report are permitte for exterior exposure an amp environments. 13. Steel anchoring materials in contact with preservativetreate woo an fireretaranttreate woo must be of zinccoate carbon steel or stainless steel. The minimum coating weights for zinccoate steel must comply with ASTM A Installation of anchors in horizontal or upwarly incline orientations to resist sustaine tension loas shall be performe by personnel certifie by an applicable certification program, an the certification shall inclue written an performance tests in accorance with the ACI/CRSI Ahesive Anchor Installer Certification program, or equivalent in accorance with CSA A D The installation shall be continuously inspecte uring installation by an inspector specially approve for that purpose. The special inspector shall furnish a report to the license esign professional an builing official that the work covere by the report has been performe an that the materials use an the installation proceures use to conform with the approve contract ocuments an the MPII in accorance with CSA A D