AC100+ GOLD GENERAL INFORMATION GENERAL INFORMATION SECTION CONTENTS. Vinylester Injection Adhesive Anchoring System

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GENERAL INFORMATION GENERAL INFORMATION AC100+ GOLD Vinylester Injection Ahesive Anchoring System PRODUCT DESCRIPTION The AC100+ Gol is a twocomponent vinylester ahesive anchoring system.

The AC100+ Gol is esigne for boning threae ro an reinforcing bar elements into rille holes in concrete an masonry base materials.

1 GENERAL INFORMATION GENERAL INFORMATION AC100+ GOLD Vinylester Injection Ahesive Anchoring System PRODUCT DESCRIPTION The AC100+ Gol is a twocomponent vinylester ahesive anchoring system. The system inclues injection ahesive in plastic cartriges, mixing nozzles, ispensing tools an hole cleaning equipment. The AC100+ Gol is esigne for boning threae ro an reinforcing bar elements into rille holes in concrete an masonry base materials. GENERAL APPLICATIONS AND USES Boning threae ro an reinforcing bar into harene concrete an masonry Evaluate for use in ry an watersaturate concrete (incluing water ille holes) suitable to resist loas in cracke or uncracke concrete base materials Fast curing system which can be installe in a wie range of base material temperatures; qualiie for structural applications in concrete an masonry as low as 1ºF (10ºC) Qualiie for seismic (earthquake) an win loaing FEATURES AND BENEFITS + Designe for use with threae ro an reinforcing bar harware elements + Consistent performance in low an high strength concrete + Evaluate an recognize for freeze/thaw performance (interior an exterior applications) + Evaluate an recognize for a range of embements + versatile low oor formula with quick cure time + Evaluate an recognize for long term an short term loaing (see performance tables) + Mixing nozzles proportion ahesive an provie simple elivery metho into rille holes + Cartrige esign allows for multiple uses using extra mixing nozzles + Universal prouct for concrete an masonry (hollow an soli base materials) APPROVALS AND LISTINGS International Coe Council, Evaluation service (ICCEs) EsR252 for concrete International Coe Council, Evaluation service (ICCEs) EsR200 for masonry International Coe Council, Evaluation service (ICCEs) EsR105 for Unreinforce Masonry (URM) Coe compliant with the 2015 IRC, 2015 IBC, 2012 IBC, 2012 IRC, 2009 IBC, an 2009 IRC. Teste in accorance with AsTM E / ACI 55. an ICCEs AC0 for use in structural concrete with ACI 11 Chapter 17 or ACI 111/0 Appenix D. Compliant with NsF/ stanar 1 for rinking water system components health effects; meets requirements for materials in contact with potable water an water treatment Conforms to requirements of AsTM C 1 an AAsHTO M25, Types I, II, Iv an v, Grae, Classes A & B (meets Type III with exception of elongation) Department of Transportation listings see or contact transportation agency GUIDE SPECIFICATIONS CsI Divisions: Concrete Anchors, Masonry Anchors an PostInstalle Concrete Anchors. Ahesive anchoring system shall be AC100+ Gol as supplie by DEWALT, Towson, MD. Anchors shall be installe in accorance with publishe instructions an requirements of the Authority Having Jurisiction. C R A T E N S C K E D I O N Z O N E C R C O N E T E SE Q U A I SMI C L I F REG I C A T I ON I O N CODE LISTED ICCES ESR252 CONCRETE CODE LISTED ICCES ESR200 MASONRY CODE LISTED ICCES ESR105 URM SECTION CONTENTS General Information...1 Reference Data (ASD)...2 Strength Design (SD)...10 Installation Instructions (Soli Base Materials)...20 Installation Instructions (Unreinforce Masonry [URM] an Hollow Base Materials)...21 Reference Tables for Installation...22 Orering Information...2 PACKAGING AC100+ GOLD Coaxial Cartrige 10 l. oz. (20 ml or 17.1 in ) Dual (siebysie Cartrige) 12 l. oz. (5 ml or 21.0 in ) 2 l. oz. (25 ml or 50. in ) STORAGE LIFE & CONDITIONS Eighteen months in a ry, ark environment with temperature ranging from 2 F an F (0 C to 0 C) ANCHOR SIZE RANGE (TYPICAL) /" to " iameter ro No. to No. 10 rebar SUITABLE BASE MATERIALS Normalweight concrete Lightweight concrete Groute concrete masonry (CMU) Hollow concrete masonry (CMU) Brick masonry PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE) Dry concrete Watersaturate concrete (wet) Waterille holes (looe) 1

2 REFERENCE DATA (ASD) REFERENCE DATA (ASD) Allowable Stress Design (ASD) Installation Table for AC100+ Gol (Soli Concrete Base Materials) Dimension/Property Notation Units Nominal Anchor Size Threae ro /" 1/2" 5/" / " 7/" 1" " Reinforcing bar # # #5 # #7 # #9 #10 Nominal anchor iameter Nominal iameter of rille hole bit nominal embement epth Maximum torque (only possible after full cure time of ahesive) A or F155 carbon steel ro F59 Conition CW stainless steel ro or AsTM A19, Grae B7 carbon steel ro hnom Tmax Tmax ft.lb. (Nm) ft.lb. (Nm) 0.75 (9.5) 7/1 2/ (1) 10 (1) 1 (22) 9/ (12.7) 2/ (70) 25 () (5) 5/ 0.25 (15.9) 11/1 or / 1/ (79) 50 () 0 (1) (19.1) 7/ 1/2 (9) 90 (122) 105 (12) 0.75 (22.2) 1 1/2 (9) 125 (19) 125 (19) (25.) 11/ (102) 15 (22) 15 (22) (2.) 1/ 1/2 (11) / 5 (127) 20 (79) 20 (79) /2 5 (127) Allowable Stress Design (ASD) Installation Table for AC100+ Gol (Hollow Base Material with Screen Tube) Dimension/Property Notation Units Nominal Size Stainless Steel Nominal Size Plastic Threae Ro 1/" /" 1/2" 5/" /" 1/" /" 1/2" 5/" Nominal threae ro iameter (.) Nominal screen tube iameter 1/ / 1/2 5/ / 1/ / 1/2 5/ Nominal iameter of rille hole Maximum torque (only possible after full cure time of ahesive) bit Tmax ft.. (Nm) / (5) 0.75 (9.5) 1/2 () (12.7) 5/ 10 (1) 0.25 (15.9) / 10 (1) (19.1) 7/ 10 (1) (.) 1/2 (5) 0.75 (9.5) 9/1 () (12.7) / 10 (1) 0.25 (15.9) 7/ 10 (1) Detail of Steel Harware Elements use with Injection Ahesive System Threae Ro or o ( bit ) T max c h nom h c s Threae Ro an Deforme Reinforcing Bar Material Properties Steel Description (General) Carbon Ro stainless Ro (Alloy 0 / 1) High strength Carbon Ro Reinforcing Bar Steel Specification (ASTM) A or F155 Grae F 59, Conition CW A 19 Grae B7 A 15, A 77, Grae 75 A 15, A 77, Grae 0 A 70, A 77, Grae 0 A 15, A 77, Grae 0 Nominal Anchor Size () Yiel Strength, fy (ksi) Ultimate Strength, fu (ksi) / through / through 5/ / through / through / through (# through #10) / through (# through #10) / through (# through #10) / through (# through #10) Nomenclature = Diameter of anchor bit = Diameter of rille hole h = Base material thickness The greater of: [hnom + "] an [hnom + 2bit] hnom = embement epth 2

3 REFERENCE DATA (ASD) Ultimate an Allowable Loa Capacities for AC100+ Gol Installe into Normal Weight Concrete with Threae Ro an Reinforcing Bar (base on bon strength/concrete capacity) 1,2,,,5, Nominal Ro Diameter or Size or # / or # 1/2 or # 5/ or #5 / or # 7/ or #7 1 or # or #10 Embement Depth 2/ 1/2 1/2 2/ / 1/ 51/ 71/2 1/2 1/ 9 1/ / Ultimate Loa Capacity,0 (21.5) 7,10 9,10 (0.) 7,90 (5.5) 12,720 (5.) 17,20 (77.5) 11,220 (9.9) 19,200 (5.) 27,0 (12.0) 1,20 (59.) 2,0 (119.) 0,0 (179.9) 1,20 (59.),0 (1.2) 0,00 (27.1) 1,20 (72.),50 (207.0) 7,20 (1.7) 22,70 (101.2) 5,0 (29.0) 109,00 (5.0) Concrete Compressive Strength f'c =,000 psi f'c =,000 psi f'c = 5,000 psi f'c =,000 psi Allowable Loa Capacity 1,210 (5.) 1,75 (7.9) 2,295 (10.2) 1,995 (.9),10 (1.1),55 (19.) 2,05 (12.5),00 (21.),915 (0.),0 (1.),720 (29.9) 10,110 (5.0),0 (1.) 9,170 (0.) 15,010 (.),05 (1.1) 11,5 (51.) 19,205 (5.) 5,5 (25.) 1,70 (7.) 27,20 (121.) Ultimate Loa Capacity 5,00 (22.) 7,20 (.0) 9,50 (2.),20 (.) 1,200 (5.7) 1,100 (0.5) 11,0 (51.9) 19,90 (.) 2,720 (127.) 1,20 (1.5) 27,900 (12.1) 2,000 (1.) 1,20 (1.5),00 (19.) 2,0 (277.) 1,0 (75.1),00 (21.) 79,70 (5.7) 2,00 (105.0),00 (0.) 11,200 (50.5) Allowable Loa Capacity 1,20 (5.) 1,55 (.) 2,5 (10.) 2,070 (9.2),00 (1.7),525 (20.1) 2,915 (1.0),990 (22.2) 7,10 (1.9),55 (15.),975 (1.0) 10,500 (.7),55 (15.) 9,520 (2.) 15,55 (9.),220 (1.) 12,075 (5.7) 19,95 (.7) 5,900 (2.2) 17,100 (7.1) 2,00 (125.9) Ultimate Loa Capacity 5,10 (2.0) 7,0 (.0) 9,20 (.7),50 (.0) 1,50 (0.) 1,20 (2.) 12,000 (5.) 20,50 (91.) 29,50 (11.5) 1,220 (.) 2,720 (127.),220 (192.) 1,220 (.) 9,200 (17.),10 (25.5) 17,0 (77.) 9,70 (221.) 2,00 (5.1) 2,00 (10.1) 70,20 (1.2) 11,50 (51.) Allowable Loa Capacity 1,295 (5.) 1,910 (.5) 2,55 (10.9) 2,15 (9.5),95 (15.1),55 (20.7),000 (1.) 5,15 (22.) 7,90 (2.9),555 (15.) 7,10 (1.9) 10,05 (.1),555 (15.) 9,00 (.) 1,05 (71.),5 (19.) 12,5 (55.) 20,520 (91.),075 (27.0) 17,05 (7.) 29,15 (129.) Ultimate Loa Capacity 5,20 (2.7) 7,20 (.) 10,00 (.7),70 (.9) 1,900 (1.) 19,00 (.9) 12,00 (5.7) 21,020 (9.5) 0,20 (1.7) 1,50 (.) 29,20 (10.9),20 (19.9) 1,50 (.) 0,10 (17.) 5,700 (292.2) 17,00 (79.2) 50,920 (22.5),00 (7.9) 2,0 (110.7) 72,100 (20.7) 119,20 (50.) 1. Allowable loa capacities liste are calculate using an applie safety factor of.0 which inclues an assessment of freezing/thawing conitions an sensitivity to sustaine loas (i.e. creep resistance). Consieration of safety factors of 10 or higher may be necessary epening on the application, such as life safety or overhea. 2. Linear interpolation may be use to etermine allowable loas for intermeiate embements an compressive strengths.. The tabulate loa values are applicable to single anchors installe at critical ege an spacing istances an where the minimum member thickness is the greater of [hnom + ] an [hnom + 2bit].. The tabulate loa values are applicable for ry concrete. Holes must be rille with a hammer rill an an carbie rill bit. Installations in wet concrete or waterfille holes may require a reuction in capacity. Contact DEWALT for more information concerning these installation conitions. 5. Ahesives experience reuctions in capacity at elevate temperatures. see the Inservice Temperature chart for allowable loas capacity reuction factors.. Allowable bon strength/concrete capacity must be checke against allowable steel strength to etermine the controlling allowable loa. Allowable shear capacity is controlle by allowable steel strength for the given conitions. Allowable Loa Capacity 1,0 (5.9) 1,955 (.7) 2,515 (11.2) 2,15 (9.7),75 (15.5),770 (21.2),075 (1.7) 5,255 (2.) 7,570 (.7),0 (1.2) 7,55 (2.7) 11,05 (9.2),0 (1.2) 10,05 (.) 1,25 (7.1),50 (19.) 12,70 (5.) 21,015 (9.5),220 (27.7) 1,025 (0.2) 29,0 (12.7)

4 REFERENCE DATA (ASD) Allowable Loa Capacities for Threae Ro an Reinforcing Bar (Base on Steel Strength) 1,2,,,5 Nominal Ro Diameter or Size ( or #) A or F155, Grae / or # 2,115 (9.) 1/2 or #,70 (1.7) 5/ or #5 5,70 (2.1) / or #,55 (7.) 7/ or #7 11,510 (51.2) 1 or # 15,05 (.9) 1,090 (.) 1,95 (.),025 (1.5),55 (19.) 5,90 (2.) 7,75 (.5) A or F155, Grae 55 2,75 (12.2),0 (21.) 7,595 (.) 10,95 (.) 1,5 (.2) 19,0 (.5) 1,10 (.) 2,505 (11.1),910 (17.) 5,5 (25.1) 7,5 (.1) 10,015 (.5) A 19, Grae B7 or F155, Grae 105,555 (20.),100 (.0) 12,55 (5.) 1,225 (1.1) 2,05 (110.) 2,00 (1.1) 2,5 (10.),170 (1.5),520 (29.0) 9,90 (1.) 12,70 (5.) 1,90 (7.2) Steel Elements Threae Ro an Reinforcing Bar F 59, CW (SS),5 (1.2),0 (2.) 10,125 (5.0) 12,90 (55.1) 1,5 (75.0) 22,00 (9.0) 1,0 (.),0 (1.9) 5,215 (2.2),5 (2.),90 (.7) 11,50 (50.5) ASTM A15 Grae 0 2,210 (9.),925 (17.5),15 (27.),5 (9.) 1,125 (5.0) 2,005 (.9),10 (1.9),505 (20.0) #9 2,90 (10.5) 12,100 (5.) 0,75 (15.1) 15,5 (9.) 50,20 (225.2) 2,00 (11.0),25 (15.1) 17,75 (7.9) #10 ASTM A15 Grae 0 2,50 (11.),710 (21.0) 7,5 (2.) 10,05 (7.2) 1,0 (.2) 1,50 (.) 2,95 (10.7) 1,90 (7.5),005 (1.),95 (20.9),70 (0.1) 9,200 (0.9) 12,015 (5.) 15,290 (.0) ASTM A70 Grae 0 2,50 (11.),710 (21.0) 7,5 (2.) 10,05 (7.2) 1,0 (.2) 1,50 (.) 2,95 (10.7) 1,500 (.7) 2,70 (11.9),170 (1.5),010 (2.7),10 (.) 10,0 (7.5) 1,590 (0.5) ASTM A15 Grae 75 2,50 (11.),710 (21.0) 7,5 (2.) 10,05 (7.2) 1,0 (.2) 1,50 (.) 2,95 (10.7) 1,75 (.),5 (1.) 5,215 (2.2) 7,510 (.) 10,220 (5.5) 1,50 (59.) 1,990 (75.) ASTM A70 Grae 0 2,50 (11.),710 (21.0) 7,5 (2.) 10,05 (7.2) 1,0 (.2) 1,50 (.) 2,95 (10.7) 1,75 (.),5 (1.) 5,215 (2.2) 7,510 (.) 10,220 (5.5) 1,50 (59.) 1,990 (75.) 0,05 (15.2) 19,0 (.2) 0,05 (15.2) 17,20 (7.) 0,05 (15.2) 21,55 (95.) 0,05 (15.2) 21,55 (95.) 1. AIsC efine steel strength (AsD) for threae ro: Tensile = 0. Fu Anom, shear = 0.17 Fu Anom 2. For reinforcing bars: The allowable steel tensile strength is base on 20 ksi for Grae 0 an 2 ksi for Grae 0 an higher, applie to the cross sectional area of the bar; allowable steel shear strength = 0.17 Fu Anom. Allowable loa capacities are calculate for the steel element type. Consieration of applying aitional safety factors may be necessary epening on the application, such as life safety or overhea.. Allowable steel strength in tension must be checke against allowable bon strength/concrete capacity in tension to etermine the controlling allowable loa. 5. The tabulate loa values are applicable to single anchors installe at critical ege an spacing istances an where the minimum member thickness is the greater of [hnom + "] an [hnom + 2bit] LoaTemperature Reuction Curve Concrete Base Materials LoaTemperature Reuction Curve Masonry Units % of Allowable Loa Bon 70ºF 100% 90% 0% 70% 0% 50% 0% 0% 20% 10% 0% 15ºF 0ºF 5ºF 0ºF 75ºF 90ºF 105ºF 120ºF 15ºF 150ºF 15ºF 10ºF % of Allowable Loa Bon 70ºF 100% 90% 0% 70% 0% 50% 0% 0% 20% 10% 0% 15ºF 0ºF 5ºF 0ºF 75ºF 90ºF 105ºF 120ºF 15ºF 150ºF 15ºF 10ºF Base Material Temperature, ºF Base Material Temperature, ºF

5 REFERENCE DATA (ASD) Allowable Loa Capacities for Threae Ro Installe with AC100+ Gol into GroutFille Concrete Masonry (Base on Bon Strength/Masonry Strength) 1,2,,7,9,12 Anchor Diameter () Embement hnom () / 1/2 5/ 5 / Anchor Diameter () 1/2 5/ / Embement hnom () Critical Spacing scr () Ege cmin () En cmin () Loa () Direction of Loaing Loa () Anchor Installe Into Groute Masonry Wall Faces,5,,,10,11,1 15 Towars Ege/En Away From Ege/En 0 75 Any Any Towars Ege/En Away From Ege/En Any Towars Ege/En Away From Ege/En 170 7/ (Be Joint) 95 Loa To Ege Towars Ege/En Away From Ege/En Towars Ege/En Away From Ege/En / (Be Joint) 100 Loa To Ege Towars Ege/En Away From Ege/En Towars Ege/En Away From Ege/En / (Be Joint) 95 Loa To Ege 55 Spacing Anchor Installe Into Tops of Groute Masonry Walls 1,15 Ege cmin () En cmin () Loa () Direction of Loaing Loa () anchor per cell Any 00 1 anchor per cell Loa To Ege anchor per cell Loa To En anchor per block Loa To Ege anchor per block Loa To En anchor per cell Loa To Ege anchor per cell Loa To En anchor per block Loa To Ege anchor per block Loa To En 00 1 anchor per cell Loa To Ege 10 1 anchor per cell Loa To En Tabulate loa values are for anchors installe in nominal wie (20 mm) Grae N, Type II, lightweight, meiumweight or normalweight grout fille concrete masonry units with a minimum masonry strength, f m, of 1,500 psi (10. MPa) conforming to AsTM C 90. If the specifie compressive strength of the masonry, f m, is 2,000 psi (1. MPa) minimum the tabulate values may be increase by percent (multiplie by 1.0). 2. Allowable bon or masonry strengths in tension an shear are calculate using a safety factor of 5.0 an must be checke against the allowable tension an shear capacities for threae ro base on steel strength to etermine the controlling factor. see allowable loa table base on steel strength.. Embement is measure from the outsie surface of the concrete masonry unit to the embee en of the anchor.. Anchors may be installe in the groute cells, cell webs an be joints not closer than 11/2 from the vertical mortar joint (hea joint) provie the minimum ege an en istances are maintaine. Anchors may be place in the hea joint if the vertical joint is mortare fullepth. 5. A maximum of two anchors may be installe in a single masonry cell in accorance with the spacing an ege or en istance requirements.. The critical spacing, scr, for use with the anchor values shown in this table is 1 anchor iameters. The critical spacing, scr, istance is the istance where the full loa values in the table may be use. The minimum spacing istance, smin, is the minimum anchor spacing for which values are available an installation is permitte. For / iameter anchors, the spacing may be reuce to anchor iameters when using a tension reuction factor of 0.70 an a shear reuction factor of 0.5. For ½ an 5/ iameter anchors, the spacing may be reuce to anchor iameters when using a tension reuction factor of 0.5 an a shear reuction factor of 0.5. For / iameter anchors, the spacing may be reuce to anchor iameters when using a tension reuction factor of 1.00 an a shear reuction factor of spacing istance is measure from the centerline to centerline between two anchors.. The critical ege or en istance, ccr, is the istance where full loa values in the table may be use. The minimum ege or en istance, cmin, is the minimum istance for which values are available an installation is permitte. 9. Ege or en istance is measure from anchor centerline to the closest unrestraine ege. 10. Linear interpolation of loa values between the minimum spacing, smin, an critical spacing, scr, istances an between minimum ege or en istance, cmin, an critical ege or en istance, ccr, is permitte. 11. The tabulate values are applicable for anchors in the ens of groutfille concrete masonry units where minimum ege an en istances are maintaine. 12. The tabulate values must be ajuste for increase inservice base material temperatures in accorance with the Inservice Temperature chart, as applicable. 1. Concrete masonry with (wall thickness) must be equal to or greater than 1.5 times the anchor embement epth (e.g. / an 1/2 iameter anchors are permitte in nominally thick concrete masonry). The 5/ an / iameter anchors must be installe in minimum nominally thck concrete masonry. 1. Anchors must be installe into the groute cell; anchors are not permitte to be installe in a hea joint, flange or wen of the concrete masonry unit. 15. Allowable shear loas parallel or perpenicular to the ege of a masonry wall may be applie in or out of plane. 1. Anchors with minimum spacing istance of one anchor per block may not be installe in ajacent cells (i.e. one cell must separate the anchor locations). 5

6 REFERENCE DATA (ASD) AC100+ Gol Ahesive Anchors Installe into Groute Concrete Masonry Wall Critical Ege (see loa tables) Reuce Allowable Loa Capacity area No Installation Within 11/2" of Hea Joint (unless joint mortare full epth) M Ege C1 A A Full Allowable Loa Capacity Area C2 Ahesive Anchor M En (en of wall) Critical En (see loa tables) Wall Thickness AA AC100+ Gol Ahesive Anchors Installe into Top of Groute Concrete Masonry Wall Groute Cell (TYP) M En (TYP) 1. loa parallel to Ege an perpenicular to En 2. loa parallel to En an perpenicular to Ege. loa parallel to Ege an perpenicular away from En. loa parallel to En an perpenicular to opposite Ege 2 1 M Ege (TYP) AC100+ Gol Ahesive Anchors Installe into Hollow Concrete Masonry Wall Direction of Loaing in Relation to Ege an En of Masonry Wall M Ege C1 A Wall Thickness En (Typ) Critical Ege Reuce Allowable Loa Capacity Area (Hatche Area) Full Allowable Loa Capacity Area (Hatche Area) Hollow CMU (Typ) Cell Web (Typ) A Mortal Joint (Typ) C2 Ahesive Anchor M En (en of wall) Critical En (see loa tables) AA 1. loa parallel to Ege an perpenicular to En 2. loa parallel to En an perpenicular to Ege. loa parallel to Ege an perpenicular away from En. loa parallel to En an perpenicular away from Ege 2 1 Ege (Typ) Grout Fille CMU (Typ) Mortar Joint

7 REFERENCE DATA (ASD) Allowable Loa Capacities for Threae Ro Installe with AC100+ Gol into Hollow Concrete Masonry Walls with Stainless Steel an Plastic Screen Tubes 1,2,,,5,,7,,9,10,11,12,1 Anchor Diameter () 1/ (.) / (9.5) 1/2 (12.7) 5/ (15.9) / (19.1) Screen Tube (type) stainless steel Plastic stainless steel Plastic stainless steel Plastic stainless steel Plastic stainless steel Embement hnom () Critical Spacing scr () (101.) (101.) (101.) (101.) 1 anchor per cell (152.) (152.) (152.) (152.) 1 anchor per cell 1 anchor per cell 1 anchor per cell Ege cmin () 11/2 (.1) (7.2) 11/2 (.1) (7.2) (7.2) 17/ (7.) 17/ (7.) (7.2) 1 (25.) 1 (25.) (7.2) 1 (25.) 1 (25.) (7.2) 1 (25.) 1 (25.) En cmin () 11/2 (.1) (7.2) 11/2 (.1) (7.2) (7.2) 17/ (7.) 17/ (7.) (7.2) 1 (25.) 1 (25.) (7.2) 1 (25.) 1 (25.) (7.2) 1 (25.) 1 (25.) Loa () 20 (1.2) 50 (1.) 20 (1.2) 50 (1.) 10 (0.) 20 (1.) 00 (1.) 20 (1.) 00 (1.) 10 (0.) 0 (1.7) 00 (1.) 0 (1.7) 00 (1.) 150 (0.7) 0 (1.7) 00 (1.) 0 (1.7) 00 (1.) 150 (0.7) 0 (1.7) 00 (1.) 0 (1.7) 00 (1.) Allowable Loa Direction of Loaing Towars Ege/En Towars Ege/En Away From Ege/En Away From Ege/En Towars Ege/En Towars Ege/En Towars Ege/En Away From Ege/En Away From Ege/En Towars Ege/En Towars Ege/En Towars Ege/En Away From Ege/En Away From Ege/En Towars Ege/En Towars Ege/En Towars Ege/En Away From Ege/En Away From Ege/En Towars Ege/En Towars Ege/En Towars Ege/En Away From Ege/En Away From Ege/En Loa () 1. Tabulate loa values are for anchors installe in hollow concrete masonry with minimum masonry strength, f m, of 1,500 psi (10. MPa). Concrete masonry units must be lightweight, meiumweight or normalweight conforming to AsTM C 90. Allowable loas have been calculate using a safety factor of Anchors must be installe into the hollow cell; anchors are not permitte to be installe in a mortar joint, flange or web of the concrete masonry unit.. A maximum of two anchor may be installe in a single masonry cell in accorance with the spacing an ege istance requirements, except as note in the table.. Embement is measure from the outsie surface of the concrete masonry unit to the embee en of the anchor. 5. Ege or en istance is measure from anchor centerline to the closest unrestraine ege of the CMU block.. The critical spacing, scr, for use with the anchor values shown in this table is 1 anchor iameters, except as note in the table. The critical spacing, scr, istance is the istance where the full loa values in the table may be use. The minimum spacing istance, smin, is the minimum anchor spacing for which values are available an installation is permitte. The spacing may be reuce to anchor iameters by multiplying the tension loa value by a reuction factor of 0.0 an multiplying the shear loa value by a reuction factor of spacing istance is measure from the centerline to centerline between two anchors.. Linear interpolation of loa values between the minimum spacing, smin, an critical spacing, scr, istances an between minimum ege or en istance, cmin, an critical ege or en istance, ccr, is permitte if applicable. 9. Concrete masonry with (wall thickness) may be minimum nominal thick provie the minimum embement (i.e. face shell thickness) is maintaine. 10. The tabulate values are applicable for anchors in the ens of hollow concrete masonry units where minimum face shell thickness, minimum ege an en istances are maintaine. 11. Anchors are recognize to resist ea, live an win tension an shear loa applications. 12. Allowable loas must be the lesser of the ajuste masonry or bon values tabulate above an the steel strength values. 1. The tabulate values must be ajuste for increase inservice base material temperatures in accorance with the Inservice Temperature chart, as applicable. 10 (0.) 275 (1.2) 25 (1.0) 5 (2.1) 25 (1.0) 15 (0.) 290 (1.) 25 (1.1) 90 (2.2) 25 (1.0) 215 (1.0) 0 (1.9) 5 (1.) 70 (.2) 215 (1.0) 215 (1.0) 0 (1.9) 5 (1.) 70 (.2) 215 (1.0) 215 (1.0) 0 (1.9) 5 (1.) 70 (.2) 7

8 REFERENCE DATA (ASD) Ultimate an Allowable Loa Capacities for Threae Ro Installe with AC100+ Gol into Brick Masonry Walls 1,2, Anchor Diameter Drill Diameter bit / 1/2 1/2 5/ / 1/2 Embement Depth.5 (.9).5 (.9) (152.) (152.).5 (.9) En Ege Anchors Installe into the Face of Brick Masonry Walls 2.5 (.5) (152.) (152.) 2.5 (.5) (152.) (152.),00 (1.0) 5,5 (2.0) 10,20 (.) 11,500 (51.2) Anchors Installe into the Top of Brick Masonry Walls 2.5 (.5) 2.5 (.5) Ultimate Loa,505 (20.0),50 (20.) 9,00 (1.) 720 (.2) 1,170 (5.2) 2,05 (9.) 2,00 (10.2) Allowable Loa 1. Tabulate loa values are for anchors installe in minimum 2 wythe, Grae sw, soli clay brick masonry conforming to AsTM C 2. Motar must be N, s or M. 2. Allowable loas are calculate using an applie safety factor or 5.0. Consieration of safety factors of 10 or higher may be necessary epening on the application, such as life safety.. Allowable loas apply to installations in the face of brick or mortar joint. The tabulate values are for anchors installe at a minimum of 1 anchor iameters on center for 100 percent capacity.,5 (1.) 2,5 (10.) 75 (.) 900 (.0) 915 (.1) 1,0 (.) 5 (2.2)

REFERENCE DATA (ASD) Allowable Loa Capacities for Threae Ros an Reinforcing Bars or Dowel for AC100+ Gol Installe in Unreinforce Brick Masonry (URM Walls) 1,2 221/2 221/2 Varies " Figure 1 1" Maximum

9 REFERENCE DATA (ASD) Allowable Loa Capacities for Threae Ros an Reinforcing Bars or Dowel for AC100+ Gol Installe in Unreinforce Brick Masonry (URM Walls) 1,2 221/2 221/2 Varies " Figure 1 1" Maximum Figure 2 Anchor Description Anchor / Diameter M Grae A/A07 Threae Ro Dowel No., No. 5, or No. M Grae 0 15/1" Diameter Screen Tube in 1" Diameter Hole 15/1" Diameter Screen Tube in 1" Diameter Hole /" Diameter M Grae A/A07 Threae Ro (Bent) shear Anchor Configuration A (see Figure 1) 221/2 Combination Anchor Configuration B (see Figure 2) Anchor Configuration A (See Figure 1) Ro Dia. or Size / (19.1) No. No. 5 No. Embe. hv Wall Thickness 1 (0.2) 1 (0.2) 1 (0.2) 1 (0.2) Allowable Allowable 1,000 (.5) 500 (2.) 750 (.) 1,000 (.5) 1. Allowable loa values are applicable only where inplace shear tests inicate minimum mortar strength of 5 psi net. The anchors installe in unreinforce brick walls are limite to resisting seismic or win loas only. 221/2 Combination Anchor Configuration B (See Figure 2) Ro Dia. or Size / (19.1) Embe. hv Within 1 of opposite wall surface Wall Thickness 1 (0.2) Allowable 1,200 (5.) Allowable 1,000 (.5) 2. Allowable loa values are applicable only where inplace shear tests inicate minimum mortar strength of 5 psi net. The anchors installe in unreinforce brick walls are limite to resisting seismic or win loas only. Vertical Spacing Horizontal Spacing Ege

10 STRENGTH DESIGN (SD) STRENGTH DESIGN (SD) Strength Design Installation Table for AC100+ Gol 1 Threae ro outsie iameter Parameter Symbol Units nominal outsie iameter Fractional Nominal Ro Diameter (Inch) / Reinforcing Bar Size CODE LISTED ICCES ESR252 / or # 1/2 # 5/ or #5 / or # 7/ or #7 1 or # #9 # (9.5) 0.75 (9.5) (12.7) (12.7) Carbie rill bit nominal size o (bit) 7/1 9/1 5/ embement Maximum embement member thickness anchor spacing ege istance hef,min hef,max hmin smin cmin 2/ (0) 1/2 (11) 17/ () 17/ () hef + (hef + 0) 2/ (70) (152) 21/2 () 21/2 () 0.25 (15.9) 0.25 (15.9) 11/1 or / 1/ (79) 71/2 (191) 1/ (79) 1/ (79) (19.1) (19.1) 0.75 (22.2) 0.75 (22.2) (25.) (25.) (2.7) / 1 11/ 1/ 1/ 11/2 1/2 (9) 9 (229) (95) (95) 1/2 (9) 101/2 (27) / (111) / (111) (102) 12 (05) hef + 2o 5 (127) 5 (127) 1/2 (11) 11/2 () Max. ro torque 2 Tmax ft Max. torque 2, (A/Grae ro) Tmax ft Max. torque 2, (Class 1 ss ro) Tmax ft ege istance, reuce 5 cmin,re 1/ (5) 1/ (5) 1/ (5) 1/ (5) 1/ (5) 1/ (5) 55/ (1) 55/ (1) 2/ (70) 5 (127) 15 (1) 1/ (159) 1/ (159) For poun units: 1 mm = 0.097, 1 Nm = ft. For si: 1 = 25. mm, 1 ft = 1.5 Nm. 1. For use with the esign provisions of ACI 11 Ch. 17 or ACI 111 Appenix D as applicable an ICCEs AC0, section.2 an EsR Torque may not be applie to the anchors until the full cure time of the ahesive has been achieve.. These torque values apply to AsTM A / F 155 Grae carbon steel threae ros. These torque values apply to AsTM A 19 Grae B/BM (Class 1) stainless steel threae ros. 5. For installation between the minimum ege istance, cmin, an the reuce minimum ege istance, cmin,re, the maximum torque must be reuce (multiplie) by a factor of / (70) 5 (127) 15 (1) 1/ (159) 1/ (159) 2/ (70) Detail of Steel Harware Elements use with Injection Ahesive System Threae Ro or o ( bit ) T max c h ef h c s Threae Ro an Deforme Reinforcing Bar Material Properties Steel Description (General) Carbon ro High strength Carbon ro stainless ro (Alloy 0/1) Reinforcing Bar Steel Specification (ASTM) Nominal Anchor Size () Yiel Strength, fy (ksi) Ultimate Strength, fu (ksi) AsTM A an F 155 Grae / through AsTM F 155 Grae 55 / through AsTM A 9 / through AsTM A 19 Grae B7 an / through F 155 Grae 105 AsTM F 59 Conition CW / through 5/ / through AsTM A 19 Grae B/BM, Class 1 / through AsTM A 19 Grae B/BM2, Class 2B / through AsTM A 15, A 77, Grae 75 / through (# through #10) AsTM A 15, A 77, Grae 0 / through (# through #10) AsTM A 70, A 77, Grae 0 / through (# through #10) AsTM A 15, A 77, Grae 0 / through (# through #10)

11 STRENGTH DESIGN (SD) Steel an Design for Threae Ro in Normal Weight Concrete (For use with loa combinations taken from ACI 11 Section 5.) Design Information Symbol Units Threae ro nominal outsie iameter Threae ro effective crosssectional area AsTM A an AsTM F 155 Grae AsTM F 155 Grae 55 AsTM A 19 Grae B7 an AsTM F 155 Grae 105 AsTM A 9 AsTM F 59 CW stainless (Types 0 an 1) AsTM A 19 Grae B/BM, Class 1 stainless (Types 0 an 1) AsTM A 19 Grae B/ BM2, Class 2B stainless (Types 0 an 1) Nominal strength as governe by steel strength (for a single anchor) Ase Nsa 2 (mm 2 ) Nominal Ro Diameter 1 () CODE LISTED ICCES ESR252 / 1/2 5/ / 7/ (9.5) (50),95 (20.0) (12.7) (92),20 (.) 0.25 (15.9) (1) 1,110 (5.) (19.1) 0.5 (21) 19,00 (.) 0.75 (22.2) 0.17 (29) 2,70 (119.1) (25.) (91) 5,10 (15.) (25) 5,210 (250.0) vsa 2,95 (12.0),90 (22.0) 7,0 (5.0) 11,0 (51.) 1,070 (71.) 21,00 (9.),725 (150.0) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength(for a single anchor) Nsa 5,10 (25.9) 10,0 (7.) 1,950 (75.) 25,05 (111.),25 (15.0) 5,25 (202.0) 72,0 (2.) Vsa,5 (15.5),5 (2.) 10,170 (5.2) 15,050 (7.0) 20,775 (92.) 27,255 (121.2),10 (19.0) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa 9,5 (.1) 17,75 (7.9) 2,250 (125.7) 1,10 (1.0) 57,710 (25.7) 75,710 (.) 121,15 (5.) vsa 5,15 (25.9) 10,0 (7.) 1,950 (75.) 25,05 (111.),25 (15.0) 5,25 (202.1) 72,0 (2.) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa 9,00 (1.) 17,025 (75.7) 27,120 (120.) 0,10 (17.5) 55,905 (2.7) 72,5 (2.) 101,755 (52.) vsa 5,50 (2.) 10,215 (5.) 1,270 (72.) 2,05 (107.1),50 (19.2),10 (19.0) 1,050 (271.) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa 7,750 (.5) 1,190 (.1) 22,00 (100.5) 2,0 (12.5) 9,25 (17.) 51,5 (229.0) 2,70 (.) vsa,50 (20.7),515 (7.9) 1,50 (0.) 17,00 (75.9) 2,55 (10.7) 0,90 (17.) 9,25 (219.) Reuction factor for seismic shear αv,seis strength reuction factor for tension φ 0.5 strength reuction factor for shear φ 0.0 Nominal strength as governe by steel strength (for a single anchor) Nsa,20 (19.7),090 (.0) 12,0 (57.) 19,05 (.) 2,15 (117.1),525 (15.) 55,20 (25.7) vsa 2,50 (11.),55 (21.) 7,70 (.) 11,0 (50.9) 15,790 (70.2) 20,715 (92.1),15 (17.) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa 7,5 (2.) 1,0 (0.0) 21,70 (95.5) 1,775 (11.),0 (195.1) 57,55 (25.0) 92,05 (09.5) vsa,20 (19.7),05 (.0) 12,0 (57.) 19,05 (.) 2,15 (117.1),525 (15.) 55,20 (25.7) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 For si: 1 = 25. mm, 1 =. N. For poun units: 1 mm = es, 1 N = values provie for steel element material types are base on minimum specifie strengths an calculate in accorance with ACI 11 Eq an Eq b or ACI 111 Eq. (D2) an Eq. (D29), as applicable, except where note. Nuts an washers must be appropriate for the ro. Nuts must have specifie proof loa stresses equal to or greater than the minimum tensile strength of the specifie threae ro. 2. The tabulate value of φ applies when the loa combinations of section of the IBC, ACI or ACI , as applicable, are use in accorance with ACI or ACI 111 D.., as applicable. If the loa combinations of ACI 111 Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 1 D... values correspon to uctile steel elements.. The tabulate value of φ applies when the loa combinations of section of the IBC, ACI or ACI , as applicable, are use in accorance with ACI or ACI 111 D.., as applicable. If the loa combinations of ACI 111 Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 1 D... values correspon to brittle steel elements. In accorance with ACI an or ACI 111 D an D..1.2, as applicable, the calculate values for nominal tension an shear strength for AsTM A19 Grae B/BM Class 1 stainless steel threae ros are base on limiting the specifie tensile strength of the anchor steel to 1.9fy or 57,000 psi (9 MPa). 11

12 STRENGTH DESIGN (SD) Steel an Design for Reinforcing Bars in Normal Weight Concrete (For use with loa combinations taken from ACI 11 Section 5.) Design Information Symbol Units nominal outsie iameter effective crosssectional area AsTM A 15 Grae 75 Nominal strength as governe by steel strength (for a single anchor) Ase Nsa vsa 2 (mm 2 ) Nominal Reinforcing Bar Size () 1 CODE LISTED ICCES ESR252 No. No. No. 5 No. No. 7 No. No. 9 No (9.5) (71.0) 11,000 (.9),00 (29.) (12.7) (129.0) 20,000 (9.0) 12,000 (5.) 0.25 (15.9) 0.10 (200.0) 1,000 (17.9) 1,00 (2.7) (19.1) 0.0 (2.9),000 (195.7) 2,00 (117.) 0.75 (22.2) 0.00 (7.1) 0,000 (2.9),000 (10.1) (25.) (509.7) 79,000 (51.) 7,00 (210.) (2.7) (5.2) 100,000 (.) 0,000 (2.9) Reuction factor for seismic shear αv,seis strength reuction factor for tension φ 0.5 strength reuction factor for shear φ (2.) (19.) 127,000 (5.9) 7,200 (.9) AsTM A 15 Grae 0 AsTM A 70 Grae 0 AsTM A 15 Grae 0 Nominal strength as governe by steel strength (for a single anchor) Nsa vsa 9,900 (.0) 5,90 (2.) 1,000 (0.1) 10,00 (.0) 27,900 (12.1) 1,70 (7.5) 9,00 (17.1) 2,70 (105.7) 5,000 (20.2) 2,00 (1.1) 71,100 (1.) 2,0 (19.) 90,000 (00.) 5,000 (20.2) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa vsa,00 (9.1) 5,20 (2.5) 1,000 (71.2) 9,00 (2.7) 2,00 (110.) 1,0 (.2) 5,200 (15.) 21,120 (9.0),000 (21.5) 2,00 (12.1),200 (21.1) 7,920 (1.7) 0,000 (55.9),000 (21.5) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ 0.5 Nominal strength as governe by steel strength (for a single anchor) Nsa vsa,00 (29.),90 (17.) 12,000 (5.) 7,200 (2.0) 1,00 (2.7) 11,10 (9.) 2,00 (117.) 15,0 (70.5) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.75 strength reuction factor for shear 2 φ ,00 (50.),50 (05.0) 101,00 (52.0) 0,90 (271.2) In accorance with AsTM A 15, Grae 0 bars are furnishe only in sizes No. through No. 1. values provie for reinforcing bar material types base on minimum specifie strengths an calculate in accorance with ACI 11 Eq an Eq b or ACI 111 Eq. (D2) an Eq. (D29), as applicable. 2. The tabulate value of φ applies when the loa combinations of section of the IBC, ACI or ACI , as applicable, are use in accorance with ACI or ACI 111 D.., as applicable. If the loa combinations of ACI 111 Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 1 D... values correspon to uctile steel elements. In accorance with ACI (a)(vi) or ACI 111 D...(a), as applicable, 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 ACI an or ACI (a) an (b), as applicable.. The tabulate value of φ applies when the loa combinations of section of the IBC, ACI or ACI , as applicable, are use in accorance with ACI or ACI 111 D.., as applicable. If the loa combinations of ACI 111 Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 1 D... values correspon to brittle steel elements. 12

13 STRENGTH DESIGN (SD) Concrete Breakout Design Information for Threae Ro an Reinforcing Bars (For use with loas combinations taken from ACI 11 Section 5.) 1 Design Information Symbol Units Effectiveness factor for cracke concrete Effectiveness factor for uncracke concrete embement Maximum embement anchor spacing ege istance 2 ege istance, reuce 2 member thickness Critical ege istance splitting (for uncracke concrete only) kc,cr kc,uncr hef,min hef,max smin cmin cmin,re hmin cac (si) (si) Nominal Ro Diameter () / Reinforcing Bar Size CODE LISTED ICCES ESR252 / or # 1/2 or # 5/ or #5 / or # 7/ or #7 1 or # #9 Not Applicable 2/ (0) 1/2 (11) 17/ () 1/ (5) hef + (hef + 0) 2/ (70) (152) 21/2 () 1/ (5) 1/ (79) 71/2 (191) 1/ (79) 1/2 (9) 9 (229) (95) 2 (10.0) 17 (7.1) 1/2 (9) 101/2 (27) / (111) (102) 12 (05) 5 (127) 5 where is nominal outsie iameter of the anchor 1/ (5) 1/ (5) 1/ (5) 1/ (5) hef + 2o where o is hole iameter; cac = hef ( tuncr 110 )0. [.10.7 h hef ] cac = hef ( tuncr )0. [.10.7 h hef ] strength reuction factor for tension, concrete failure moes, Conition B φ 0.5 strength reuction factor for shear, concrete failure moes, Conition B φ /2 (11) 11/2 () 55/ (1) For si: 1 = 25. mm, 1 =. N. For poun units: 1 mm = 0.097, 1 N = Aitional setting information is escribe in the installation instructions. 2. For installation between the minimum ege istance, cmin, an the reuce minimum ege istance, cmin,re, the maximum torque applie must be reuce (multiplie) by a factor of tk,uncr nee not be taken as greater than: tk,uncr = kuncr hef f'c an h nee not be taken as larger than 2.. π hef 2/ (70) or #10 5 (127) 15 (1) 1/ (159) 2/ (70). Conition A requires supplemental reinforcement, while Conition B applies where supplemental reinforcement is not provie or where pryout governs, as set forth in ACI or ACI 111 D.., as applicable. The tabulate value of φ applies when the loa combinations of section of the IBC, ACI or ACI , as applicable, are use in accorance with ACI or ACI 111 D.., as applicable. If the loa combinations of ACI 111 Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 1 D... FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH Cracke Concrete Uncracke Concrete Normal or Lightweight Concrete Normal or Lightweight Concrete HammerDrill HammerDrill t k,cr t k,uncr Dry Concrete f c Water saturate Concrete WaterFille Hole (Flooe) φ φ ws φ wf Dry Concrete f c Water saturate Concrete WaterFille Hole (Flooe) φ φ ws φ wf 1

14 STRENGTH DESIGN (SD) Bon Strength Design Information for Threae Ros (For use with loa combinations taken from ACI 11 Section 5.) 1,2 122 F (50 C) Maximum LongTerm service Temperature; 17 F (0 C) Maximum shortterm service Temperature, 12 F (72 C) Maximum LongTerm service Temperature; 2 F (120 C) Maximum shortterm service Temperature, Permissible installation conitions Design Information Symbol Units embement Maximum embement Characteristic bon strength in cracke concrete,7 Characteristic bon strength in uncracke concrete, Characteristic bon strength in cracke concrete,7 Characteristic bon strength in uncracke concrete, hef,min hef,max tk,cr tk,uncr tk,cr tk,uncr psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) Nominal Ro Diameter (Inch) / Reinforcing Bar Size / 1/2 5/ / 7/ 1 2/ (0) 1/2 (11) Not Applicable 2 (5.7) Not Applicable 05 (2.) 2/ (70) (152) 9 (.) 2 (5.7) 25 (1.7) 05 (2.) 1/ (79) 71/2 (191) 519 (.) 2 (5.7) 255 (1.) 05 (2.) 1/2 (9) 9 (229) 519 (.) 2 (5.7) 255 (1.) 05 (2.) 1/2 (9) 101/2 (27) 519 (.) 2 (5.7) 255 (1.) 05 (2.) (102) 12 (05) 519 (.) 7 (5.1) 5 (127) 15 (1) 525 (.) 5 (.1) Not applicable in waterfille hole installation conition 255 (1.) (2.5) Not applicable in waterfille hole installation conition 255 (1.) Not Applicable Dry concrete φ Watersaturate concrete φws Waterfille hole (flooe) φwf κwf Reuction factor for seismic tension αn,seis 0.95 For si: 1 = 25. mm, 1 psi = MPa. For poun units: 1 mm = 0.097, 1 MPa = 15.0 psi. 1. Bon strength values correspon to a normalweight concrete compressive strength f'c = 2,500 psi (17.2 MPa). For concrete compressive strength, f'c between 2,500 psi an,000 psi (17.2 MPa an 55.2 MPa), the tabulate characteristic bon strength may be increase by a factor of (f'c / 2,500) 0.1 [For si: (f'c / 17.2) 0.1 ]. 2. The moification factor for bon strength of ahesive anchors in lightweight concrete shall be taken as given in ACI where applicable.. Longterm an shortterm temperatures meet the requirements of section.5 of ACI 55. an Table 9.1, Temperature Category A.. shortterm base material service temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. Longterm base material service temperatures are roughly constant over significant perios of time. 5. Characteristic bon strengths are for sustaine loas incluing ea an live loas.. Permissible installation conitions inclue ry concrete, watersaturate concrete an waterfille holes. Waterfille holes inclue applications in ry or watersaturate concrete where the rille holes contain staning water at the time of anchor installation. 7. For structures assigne to seismic Design Categories C, D, E or F, the tabulate bon strength values for cracke concrete must be ajuste by an aitional reuction factor, αn,seis, as given in this table.. Bon strength values for uncracke concrete are applicable for structures assigne to seismic Design Categories A an B only. 1

15 STRENGTH DESIGN (SD) Bon Strength Design Information for Reinforcing Bar (For use with loa combinations taken from ACI 11 Section 5.) 1,2 122 F (50 C) Maximum LongTerm service Temperature; 17 F (0 C) Maximum shortterm service Temperature, 12 F (72 C) Maximum LongTerm service Temperature; 2 F (120 C) Maximum shortterm service Temperature, Permissible installation conitions Design Information Symbol Units embement Maximum embement Characteristic bon strength in cracke concrete,7 Characteristic bon strength in uncracke concrete, Characteristic bon strength in cracke concrete,7 Characteristic bon strength in uncracke concrete, hef,min hef,max tk,cr tk,uncr tk,cr tk,uncr psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) Nominal Ro Diameter (Inch) / Reinforcing Bar Size # # #5 # #7 # #9 #10 2/ (0) 1/2 (11) Not Applicable 2 (5.7) Not Applicable 05 (2.) 2/ (70) (152) 1 (2.) 2 (5.7) 1 (1.1) 05 (2.) 1/ (79) 71/2 (191) 5 (2.) 2 (5.7) 170 (1.2) 05 (2.) 1/2 (9) 9 (229) 5 (2.) 2 (5.7) 170 (1.2) 05 (2.) 1/2 (9) 101/2 (27) 5 (2.) 2 (5.7) 170 (1.2) 05 (2.) (102) 12 (05) 5 (2.) 7 (5.1) 1/2 (11) 11/2 () 9 (2.) 55 (.5) 5 (127) 15 (1) 9 (2.) 5 (.1) Not applicable in waterfille hole installation conition 170 (1.2) (2.5) 170 (1.2) Not applicable in waterfille hole installation conition 170 (1.2) 29 (2.) Not Applicable Dry concrete φ Watersaturate concrete φws Waterfille hole (flooe) φwf κwf Reuction factor for seismic tension αn,seis 0.95 For si: 1 = 25. mm, 1 psi = MPa. For poun units: 1 mm = 0.097, 1 MPa = 15.0 psi. 1. Bon strength values correspon to a normalweight concrete compressive strength f'c = 2,500 psi (17.2 MPa). For concrete compressive strength, f'c between 2,500 psi an,000 psi (17.2 MPa an 55.2 MPa), the tabulate characteristic bon strength may be increase by a factor of (f'c / 2,500) 0.1 [For si: (f'c / 17.2) 0.1 ]. 2. The moification factor for bon strength of ahesive anchors in lightweight concrete shall be taken as given in ACI where applicable.. Longterm an shortterm temperatures meet the requirements of section.5 of ACI 55. an Table 9.1, Temperature Category A.. shortterm base material service temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. Longterm base material service temperatures are roughly constant over significant perios of time. 5. Characteristic bon strengths are for sustaine loas incluing ea an live loas.. Permissible installation conitions inclue ry concrete, watersaturate concrete an waterfille holes. Waterfille holes inclue applications in ry or watersaturate concrete where the rille holes contain staning water at the time of anchor installation. 7. For structures assigne to seismic Design Categories C, D, E or F, the tabulate bon strength values for cracke concrete must be ajuste by an aitional reuction factor, αn,seis, as given in this table.. Bon strength values for uncracke concrete are applicable for structures assigne to seismic Design Categories A an B only. 15

16 STRENGTH DESIGN (SD) an Design Strength for Threae Ro an Reinforcing Bar Installe in Uncracke Concrete (Bon or Concrete Strength) Drille with a HammerDrill an Carbie Bit in a Dry Hole Conition 122 F (50 C) Maximum LongTerm Service Temperature; 17 F (0 C) Maximum ShortTerm Service Temperature 1,2,,,5,,7,,9 Nominal Ro/ Size ( or #) / or # 1/2 or # 5/ or #5 / or # 7/ or #7 1 or # #9 #10 Embe. Depth hef () Concrete Compressive Strength f'c = 2,500 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) 2/ 1,95 1,10 1,55 1,50 1,590 1,715 1,75 1,05 1,70 1,75 1,90 2,955 1,95,270 2,010,0 2,120,55 2,200,75 1/2 2,5 5,95 2,905 5,95,015,95,10,5,00 7,105 2/ 2,10 2,70 2,5,075 2,55,05 2,590,505 2,90 5,20,0 5,20,0 5,75,575,70,75,110,910,20 5,00 9,50 5,15 10,50 5,0 11,55 5,50 12,170 5,5 12,0 1/,20,95,0,05,90,75,0 5,990,20 7, ,250,155 5,0 9,015 5,55 10,55 5,5 12,75,110 1,10 71/2 7,0 1,50,05 1,20,75 1,05,25 19,015 9,15 19,75 1/2,25,70,0 5,20,55,10,70 7,70,925,990 7,55 11,515 7,75 12,70,00 1,925,75 1,250,795 1, ,5 20,970 11,15 2,190 12,00 25,975 12,710 27,0 1,195 2,20 1/2,70,90,75 5,70,5,10,5,020 5,00 9, ,295 1,500 10,50 1,05 10,90 1,795 11,55 2,510 11,975 25, /2 15,0 2,10 15,10 29,210 1,15,25 17,00 7,25 17,90,5 5,210,05 5,25,5 5,515 7,5 5,795 9,00,000 11,90 12,10 17,000 12,0 1,00 12,905 22,00 1,00 27,55 1,120 0, ,205 0,95 1,5,25 19,55 0,10 20,00,90 21,10 5,15 5 5,795,5 5,925 7,570,15,75,5 11,100,70 1, ,55 19,20 1,5 21,5 1,95 25,05 15,175 1,25 15,755, ,15 5,195 20,00,920 21,595 5,20 22,70 9,025 2,0 50,95 5,575 7,95,720,510,955 9,975 7,05 12,0 7,55 1, ,010 21,0 15,70 2,920 15,955 2,05 1,20 5,05 17,0 7, ,515 9,90 2,055,50 2,90 51,00 25,225 5,5 2,190 5,05 5,90 7,5,5,95,70 9,90 7,215 12,55 7,70 1, ,010 21,5 15,70 2,90 15,955 2,05 1,20 5,10 17,0 7, ,515 9,5 2,055,0 2,90 51,155 25,225 5,5 2,190 5,05 Concrete Breakout strength Bon strength/pryout strength 1. Tabular values are provie for illustration an are applicable for single anchors installe in uncracke normalweight concrete with minimum slab thickness, ha = hmin, an with the following conitions: ca1 is greater than or equal to the critical ege istance, cac ca2 is greater than or equal to 1.5 times ca1. 2. Calculations were performe accoring to ACI 11, Ch.17 an ICCEs AC0. The loa level corresponing to the failure moe liste [Concrete breakout strength, bon strength/pryout strength] must be checke against the tabulate steel strength of the corresponing threae ro or rebar size an type, the lowest loa level controls.. strength reuction factors (φ) for concrete breakout strength are base on ACI 11 section 5. for loa combinations. Conition B was assume.. strength reuction factors (φ) for bon strength are etermine from reliability testing an qualification in accorance with ICCEs AC0 an are tabulate in this prouct information an in EsR Tabular values are permitte for static loas only, seismic loaing is not consiere with these tables. Perioic special inspection must be performe where require by coe, see EsR252 for applicable information.. For anchors subjecte to tension resulting from sustaine loaing a supplemental check must be performe accoring to ACI For esigns that inclue combine tension an shear, the interaction of tension an shear loas must be calculate in accorance with ACI 11, Ch.17.. Interpolation is not permitte to be use with the tabular values. For intermeiate base material compressive strengths, please see ACI 11, Ch.17, ICCEs AC0 an information inclue in this prouct supplement. For other esign conitions incluing seismic consierations please see ACI 11, Ch.17 an ICCEs AC0 an EsR Long term concrete temperatures are roughly constant over significant perios of time. shortterm elevate temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. 1

17 STRENGTH DESIGN (SD) an Design Strength for Threae Ro Installe in Cracke Concrete (Bon or Concrete Strength) Drille with a HammerDrill an Carbie Bit in a Dry Hole Conition 122 F (50 C) Maximum LongTerm ServiceTemperature; 17 F (0 C) Maximum ShortTerm Service Temperature 1,2,,,5,,7,,9 Nominal Ro/ Size () 1/2 5/ / 7/ 1 Embe. Depth hef () Concrete Compressive Strength f'c = 2,500 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) 2/ 1,00 1,95 1,0 2,195 1,5 2,575 1,55,220 1,25,505 2,05,75 2,05,10 2,10,55 2,20,910 2,5 5,095,050,570,125,70,25,95,20 7,5,550 7,5 1/ 2,070 2,0 2,120 2,915 2,200,20 2,20,275 2,10 5,015 5,10 5,25,90,0,520 7,550,710 7,995,55,00 71/2,970 10,05 5,05 10,955 5,20 11,75 5,55 11,990 5,70 12,5 1/2 2,705,0 2,70,75 2,0,0,000 5,0,105,20,770,225,5 9,095 5,070 10,0 5,5 11,510 5,550 11, ,155 1,90 7,25 15,70 7,05 1,0,015 17,25,20 17,925 1/2 2,755,525 2,20,910 2,920,50,070 5,70,10,715 7,90 10,0,5 11,55,900 1,25 7,275 15,5 7,550 1,25 101/2 9,75 1,5 9,970 20,5 10,50 22,295 10,910 2,500 11,25 2,95,0,20,720,775,55 5,595,05 7,000,190,205,0 12,15,0 1,0 9,015 15,70 9,500 19,90 9,5 21, ,720 22,120 1,025 2,0 1,520 2,70 1,250 0,95 1,795 1,5 5 5,70 5,95,000,00,210 7,125,525,915,755 10,5 10 1,00 15,50 1,720 17,05 1,25 20,025 15,015 25,050 15,590 29, ,100 2,15 20,55 1,115 21,70,70 22,525 5,20 2,5 50,5 Concrete Breakout strength Bon strength/pryout strength 1. Tabular values are provie for illustration an are applicable for single anchors installe in cracke normalweight concrete with minimum slab thickness, ha = hmin, an with the following conitions: ca1 is greater than or equal to the critical ege istance, cac ca2 is greater than or equal to 1.5 times ca1. 2. Calculations were performe accoring to ACI 11 Ch.17 an ICCEs AC0. The loa level corresponing to the failure moe liste [Concrete breakout strength, bon strength/pryout strength] must be checke against the tabulate steel strength of the corresponing threae ro or rebar size an type, the lowest loa level controls.. strength reuction factors (φ) for concrete breakout strength are base on ACI 11 section 5. for loa combinations. Conition B was assume.. strength reuction factors (φ) for bon strength are etermine from reliability testing an qualification in accorance with ICCEs AC0 an are tabulate in this prouct information an in EsR Tabular values are permitte for static loas only, seismic loaing is not consiere with these tables. Perioic special inspection must be performe where require by coe, see EsR252 for applicable information.. For anchors subjecte to tension resulting from sustaine loaing a supplemental check must be performe accoring to ACI For esigns that inclue combine tension an shear, the interaction of tension an shear loas must be calculate in accorance with ACI 11 Ch.17.. Interpolation is not permitte to be use with the tabular values. For intermeiate base material compressive strengths, please see ACI 11 Ch.17, ICCEs AC0 an information inclue in this prouct supplement. For other esign conitions incluing seismic consierations please see ACI 11 Ch.17 an ICCEs AC0 an EsR Long term concrete temperatures are roughly constant over significant perios of time. shortterm elevate temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. 17

18 STRENGTH DESIGN (SD) an Design Strength for Reinforcing Bar Installe in Cracke Concrete (Bon or Concrete Strength) Drille with a HammerDrill an Carbie Bit in a Dry Hole Conition 122 F (50 C) Maximum LongTerm Service Temperature; 17 F (0 C) Maximum ShortTerm Service Temperature 1,2,,,5,,7,,9 Nominal Ro/ Size (#) # #5 # #7 # #9 #10 Embe. Depth hef () Concrete Compressive Strength f'c = 2,500 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) f'c =,000 (psi) 2/ 90 1, , ,10 1,00 2,25 1,00 2,0 1,50 2,910 1,5 2,90 1,5,095 1,515,25 1,575,5 2,00,5 2,075,70 2,155,5 2,270,95 2,0 5,00 1/ 1,75 2,0 1,10 2,915 1,5,150 1,50,20 1,00,5 5 2,200,70 2,255,55 2,0 5,00 2,5 5,15 2,50 5,515 71/2,00 7,115,0 7,25,510 7,50,700 7,970,0,275 1/2 1,795,0 1,5,75 1,900,095 1,995,00 2,05,50,170,0,25,990,70 7,20,550 7,50,90 7,95 9,755 10,20,70 10,90 5,055 10,90 5,0 11,75 5,50 11,915 1/2 1,0,525 1,75,910 1,95,15 2,00,95 2,110,550 7,15 9,295,20 9,515,55 9,0,5 10,15 5,020 10,10 101/2,75 1,90,0 1,275,0 1,20 7,255 15,20 7,50 1,215 2,20,20 2,75,775 2,50 5,515 2,90 5,795 2,75,000 5,5 12,10 5,770 12,0 5,990 12,905,15 1,00,555 1,120 12,55 1,210,55 1,5,95 19,55 9,75 20,05 9,5 21,10 5,090,90,155 5,10,270,0,5 7,95,555 7, ,215 1,00 7,90 15,20 7,70 1,520,05 17,15,95 1, ,25 2,15 11,05 2,70 11,505 2,70 12,10 2,125 12,590 27,120 5,55 5,90,90,070,00 7,115,20,900,5 9,550 10,910 15,75 9,120 17,115 9,70 20,00 9,90 21,500 10,5 22, ,5 2,190 1,5 29,70 1,205 0,595 1,975 2,250 15,55,0 Concrete Breakout strength Bon strength/pryout strength 1. Tabular values are provie for illustration an are applicable for single anchors installe in cracke normalweight concrete with minimum slab thickness, ha = hmin, an with the following conitions: ca1 is greater than or equal to the critical ege istance, cac ca2 is greater than or equal to 1.5 times ca1. 2. Calculations were performe accoring to ACI 11 Ch.17 an ICCEs AC0. The loa level corresponing to the failure moe liste [Concrete breakout strength, bon strength/pryout strength] must be checke against the tabulate steel strength of the corresponing threae ro or rebar size an type, the lowest loa level controls.. strength reuction factors (φ) for concrete breakout strength are base on ACI 11 section 5. for loa combinations. Conition B was assume.. strength reuction factors (φ) for bon strength are etermine from reliability testing an qualification in accorance with ICCEs AC0 an are tabulate in this prouct information an in EsR Tabular values are permitte for static loas only, seismic loaing is not consiere with these tables. Perioic special inspection must be performe where require by coe, see EsR252 for applicable information.. For anchors subjecte to tension resulting from sustaine loaing a supplemental check must be performe accoring to ACI For esigns that inclue combine tension an shear, the interaction of tension an shear loas must be calculate in accorance with ACI 11 Ch.17.. Interpolation is not permitte to be use with the tabular values. For intermeiate base material compressive strengths, please see ACI 11 Ch.17, ICCEs AC0 an information inclue in this prouct supplement. For other esign conitions incluing seismic consierations please see ACI 11 Ch.17 an ICCEs AC0 an EsR Long term concrete temperatures are roughly constant over significant perios of time. shortterm elevate temperatures are those that occur over brief intervals, e.g. as a result of iurnal cycling. 1

19 STRENGTH DESIGN (SD) Design of Steel Elements (Steel Strength) 1,2 Nominal Ro/ Size ( or No.) ASTM A an ASTM F155 Grae ASTM F155 Grae 55 ASTM A19 Grae B7 an ASTM F155 Grae 105 Steel Elements Threae Ro an Reinforcing Bar ASTM F59 CW Stainless (Types 0 an 1) ASTM A19 Grae B/ BM, Class 1 Stainless (Types 0 an 1) ASTM A19 Grae B/ BM2, Class 2B Stainless (Types 0 an 1) ASTM A15 Grae 75 ASTM A15 Grae 0 ASTM A70 Grae 0 ASTM A15 Grae 0 / or #,70,0 7,25 5,00,15 5,525 7,150 7,25,00,950 1/2 or #,175 7,90 1,00 9,225,070 10,110 1,000 1,500 12,000 9,000 5/ or #5 9,5 12,715 21,190 1,90 9,0 1,105 20,150 20,925 1,00 1,950 / or # 1,550 1,15 1,0 1,0 1,00 2,0 2,00 29,700 2,00 19,00 7/ or #7 20,05 25,970,25 25,510 19,75 2,95 9,000 0,500,000 1 or # 2,50,070 5,75,5 25,95,10 51,50 5,25 7,00 #9 5,000 7,500 0,000 or #10 2,10 5,510 90,50 5,50 1,0 9,050 2,550 5,725 7,200 steel strength 1. steel tensile esign strength accoring to ACI 11 Ch.17 Appenix D, φnsa = φ Ase,N futa 2. The tabulate steel esign strength in tension must be checke against the bon strength/concrete capacity esign strength to etermine the controlling failure moe, the lowest loa level controls. Design of Steel Elements (Steel Strength) 1,2 Nominal Ro/ Size ( or No.) ASTM A an ASTM F155 Grae ASTM F155 Grae 55 ASTM A19 Grae B7 an ASTM F155 Grae 105 Steel Elements Threae Ro an Reinforcing Bar ASTM F59 CW Stainless (Types 0 an 1) ASTM A19 Grae B/ BM, Class 1 Stainless (Types 0 an 1) ASTM A19 Grae B/ BM2, Class 2B Stainless (Types 0 an 1) ASTM A15 Grae 75 ASTM A15 Grae 0 ASTM A70 Grae 0 ASTM A15 Grae 0 / or # 1,755 2,25,775 2,790 1,725 2,70,90,0,0 2,575 1/2 or #,210,150,915 5,110,155 5,255 7,200 7,020,20,0 5/ or #5 5,115,10 11,020,15 5,025,75 11,10 10,0 9,70 7,255 / or # 7,55 9,75 1,05 10,25 7,5 12,90 15,0 15,5 1,70 10,295 7/ or #7 10,5 1,505 22,505 1,10 10,25 17,105 21,00 21,00 1,720 1 or # 1,700 17,715 29,525 1,55 1,5 22,5 2,0 27,70 2,50 #9,000 5,100 1,200 or #10 21,920 2,5 7,20 29,55 21,55 5,905 5,720,575 9,25 steel strength 1. steel shear esign strength accoring to ACI 11 Ch.17 Appenix D, φvsa = φ 0.0 Ase,V futa 2. The tabulate steel esign strength in shear must be checke against the bon strength/concrete capacity esign strength to etermine the controlling failure moe, the lowest loa level controls. 19

20 INSTALLATION INSTRUCTIONS (SOLID BASE MATERIALS) INSTALLATION INSTRUCTIONS (SOLID BASE MATERIALS) DRILLING 1 Drill a hole into the base material with rotary hammer rill (i.e. percussion rill) an a carbie rill bit to the size an embement require by the selecte steel harware element (reference installation specifications for threae ro an reinforcing bar). The tolerances of the carbie rill bits, incluing hollow bits, must meet stanar B Precaution: Use suitable eye an skin protection. Avoi inhalation of ust uring rilling an/or removal (see ust extraction equipment by DEWALT to minimize ust emission). Note! In case of staning water in the rille hole (flooe hole conition), all the water has to be remove from the hole (e.g. vacuum, compresse air, etc.) prior to cleaning. Drilling in ry base material is recommene when using hollow rill bits (vacuum must be on). GO TO STEP FOR HOLES DRILLED WITH DUSTX+ DRILLING AND CLEANING SYSTEM; OTHERWISE GO TO STEP 2A. HOLE CLEANING DRY (BLOW X, BRUSH X, BLOW X) X X X PREPARING 2a starting from the bottom or back of the anchor hole, blow the hole clean using a compresse air nozzle (m 90 psi) or a han pump (supplie by DEWALT) a minimum of four times (x). Use a compresse air nozzle (m 90 psi) or a han pump (m volume 25 fl. oz.) for anchor ro /" to /" iameter or reinforcing bar (rebar) sizes # to #. Use a compresse air nozzle (m 90 psi) for anchor ro 7/" to " iameter an rebar sizes #7 to #10. A han pump shall not be use with these anchor sizes. 2b Determine wire brush iameter (see installation specifications) an attach the brush with aaptor to a rotary rill tool or battery screwgun. Brush the hole with the selecte wire brush a minimum of four times (x). A brush extension (supplie by DEWALT, Cat. #022) shoul be use for holes rille eeper than the liste brush length. The wire brush iameter shoul be checke perioically uring use. The brush shoul resist insertion into the rille hole an come into contact with the sies of the rille hole. If not the brush is too small an must be replace. 2c Finally, blow the hole clean again a minimum of four times (x). Use a compresse air nozzle (m 90 psi) or a han pump (m volume 25 fl. oz.) for anchor ro /" to /" iameter or reinforcing bar (rebar) sizes # to #. Use a compresse air nozzle (m 90 psi) for anchor ro 7/" to " iameter an rebar sizes #7 to #10. A han pump shall not be use with these anchor sizes. When finishe the hole shoul be clean an free of ust, ebris, ice, grease, oil or other foreign material. Check ahesive expiration ate on cartrige label. Do not use expire prouct. Review safety Data sheet (sds) before use. Cartrige temperature must be between 2 F 95 F (5 C 5 C) when in use unless otherwise note. Review gel (working) an cure time table. Consieration shoul be given to the reuce gel time of the ahesive in warm temperatures. Attach a supplie mixing nozzle to the cartrige. Unless otherwise note o not moify the mixer in any way an make sure the mixing element is insie the nozzle. Loa the cartrige into the correct ispensing tool. Note: Always use a new mixing nozzle with new cartriges of ahesive an also for all work interruptions exceeing the publishe working time of the ahesive. hef Prior to inserting the anchor ro or rebar into the fille bore hole, the position of the embement epth has to be marke on the anchor verify anchor element is straight an free of surface amage. X INSTALLATION WITH PISTON PLUG: 5 Ahesive must be properly mixe to achieve publishe properties. For new cartriges an nozzles, prior to ispensing ahesive into the rille hole, separately ispense at least three full strokes of ahesive through the mixing nozzle until the ahesive is a consistent GRAY color. Do not attach a use nozzle when changing to a new cartrige. Review an note the publishe working an cure times (see gel time an curing time table) prior to injection of the mixe ahesive into the cleane anchor hole. Fill the cleane hole approximately to twothirs full with mixe ahesive starting from the bottom or back of the anchor hole. slowly withraw the mixing nozzle as the hole fills to avoi creating air pockets or vois. If the bottom or back of the anchor hole is not reache with the mixing nozzle only, a plastic extension tube must be use with the mixing nozzle (see reference tables for installation). Piston plugs (see installation specifications) must be use with an attache to the mixing nozzle an extension tube for horizontal an overhea installations in concrete with anchor ro 5/" to " iameter an rebar size #5 to #10. Insert piston plug to the back of the rille hole an inject as escribe in the metho above. During installation the piston plug will be naturally extrue from the rille hole by the ahesive pressure. Attention! Do not install anchors overhea without proper training an installation harware provie by DEWALT. Contact DEWALT for etails prior to use. 7 The anchor shoul be free of irt, grease, oil or other foreign material. Push clean threae ro or reinforcing bar into the anchor hole while turning slightly to ensure positive istribution of the ahesive until the embement epth is reache. Observe the gel (working) time. CURING AND LOADING e.g. F 5 min Tmax Be sure that the anchor is fully seate at the bottom of the hole to the specifie embement. Ahesive must completely fill the annular gap between the anchor an the base material. Protect the anchor element threas from fouling with ahesive. For all installations the rebar must be restraine from movement throughout the specifie curing perio (as necessary) where necessary through the use of temporary weges, external supports, or other methos. Minor ajustments to the position of the anchor element may be performe uring the gel (working) time only. 9 Allow the ahesive anchor to cure to the specifie full curing time prior to applying any loa (reference gel time an curing time table). Do not isturb, torque or loa the anchor until it is fully cure. 10 After full curing of the ahesive anchor, a fixture can be installe to the anchor an tightene up to the maximum torque (reference gel time an curing table) by using a calibrate torque wrench. Take care not to excee the maximum torque for the selecte anchor. 20

21 INSTALLATION INSTRUCTIONS (UNREINFORCED MASONRY [URM] AND HOLLOW BASE MATERIALS) INSTALLATION INSTRUCTIONS (UNREINFORCED MASONRY [URM] AND HOLLOW BASE MATERIALS) DRILLING 1 Drill a hole into the base material with a rotary rill tool to the size an embement require by the selecte screen tube size an steel anchor element (see installation specifications for threae ro in hollow base material with screen tube supplie by DEWALT). Holes rille in hollow concrete masonry units may be rille with a rotary hammerrill. The tolerances of the rill bit, incluing hollow rill bits, must meet the requirements of B Precaution: Wear suitable eye an skin protection. Avoi inhalation of ust uring rilling an/or removal (see ust extraction by DEWALT to minimize ust emission). Drilling in ry base materials is recommene when using hollow rill bits (vacuum must be on). GO TO STEP FOR HOLES DRILLED WITH DUSTX+ DRILLING AND CLEANING SYSTEM; OTHERWISE GO TO STEP 2A. HOLE CLEANING (BLOW 2X, BRUSH 2X, BLOW 2X) 2 starting from the bottom or back of the anchor hole, blow the hole clean with a han pump (m volume 25 fl.oz. supplie by DEWALT) or compresse air nozzle a minimum of two times (2x). 2X 2X 2X PREPARING Determine the wire brush iameter (see installation specifications) an attach the brush with aaptor to a rotary rill tool or battery screw gun. Brush the hole with the selecte wire brush a minimum of two times (2x). A brush extension (supplie by DEWALT, Cat #022) shoul be use for holes rille eeper than the liste brush length. The wire brush shoul be checke perioically uring use. The brush shoul resist insertion into the rille hole an come into contact with the sies of the rille hole. If not the brush is too small an must be replace. Finally, blow the hole clean again a minimum of two times (2x) When finishe the hole shoul be clean an free of ust, ebris, ice, grease, oil or other foreign material. Check ahesive expiration ate on cartrige label. Do not use expire prouct. Review safety Data sheet (sds) before use. Cartrige temperature must be between 2 F 95 F (5 C 5 C) when in use unless otherwise note. Review gel (working) time an curing time table. Consieration shoul be given to the reuce gel (working) time of the ahesive in warm temperatures. Attach a supplie mixing nozzle to the cartrige. Unless otherwise note o not moify the mixer in any way an make sure the mixing element is insie the nozzle. Loa the cartrige into the correct ispensing tool. Note: Always use a new mixing nozzle with new cartriges of ahesive an also for all work interruptions exceeing the publishe working time of the ahesive. hef Prior to inserting the anchor into the fille screen tube, the position of the embement epth has to be marke on the anchor. verify anchor element is straight an free of surface amage. X 5 Ahesive must be properly mixe to achieve publishe properties. Prior to ispensing ahesive into the rille hole, separately ispense at least three full strokes of ahesive through the mixing nozzle until the ahesive is a consistent GRAY color. Do not attach a use nozzle when changing to a new cartrige. Review an note the publishe working an cure times (see gel time an curing time table) prior to injection of the mixe ahesive into the screen tube. INSTALLATION select a screen tube of suitable length (supplie by DEWALT). Fill the screen tube full with ahesive starting from the bottom or back of the tube. slowly withraw the mixing nozzle as the screen fills to avoi creating air pockets or vois. A plastic extension tube must be use with the mixing nozzle if the back of the screen tube cannot be reache (see reference tables for installation). 7 Insert the screen tube fille with ahesive into the cleane anchor hole. Inject aitional ahesive into the screen tube as necessary to ensure the screen tube is completely fille. Note: Overfilling the screen tube is acceptable but not require. Prior to inserting the anchor ro into the screen tube inspect it to ensure that it is free of irt, grease, oil or other foreign material. CURING AND FIXTURE e.g. F 5 mins Tmax Push the threae ro into the screen tube while turning slightly to ensure positive istribution of the ahesive until back of the tube is reache. Note: In cases where the rille hole size is larger than specifie ue to rotary rilling (e.g. an elongate opening), the annular space between the screen tube an the hole at the base material surface must be fille with ahesive. 9 Allow the ahesive anchor to cure to the specifie full curing time prior to applying any loa. Do not isturb, torque or loa the anchor until it is fully cure (see gel time an curing time table). 10 After full curing of the ahesive anchor, a fixture can be installe to the anchor an tightene up to the maximum torque (see installation specifications for threae ro in hollow base material) by using a calibrate torque wrench. Take care not to excee the maximum torque for the selecte anchor. 21

22 REFERENCE TABLES FOR INSTALLATION REFERENCE TABLES FOR INSTALLATION Gel (working) Time an Curing Table F Temperature of Base Material C Gel (working) Time Full Curing Time minutes 2 hours minutes 1 hours minutes 7 hours minutes 2 hours minutes 90 minutes 20 minutes 5 minutes 0 minutes 25 minutes minutes 20 minutes minutes 15 minutes The gel (working) times liste for 2 o F to 95 o F are also applicable for the temperature of the ahesive an use of mixing nozzes uring installation. For installations in base material temperatures between 1 o F an 2 o F (10ºC an 5ºC) the cartrige temperature must be conitione to between o F an 95 o F (20 o C 5 o C). Hole Cleaning Equipment Selection Table for AC100+ Gol 1,2,, Threae Ro Diameter () Size (no.) ANSI Drill Bit Diameter () Brush Length, L (es) Soli Base Material Steel Wire Brush (Cat. #) / # 7/1 / 02 1/2 9/1 / 025 # 5/ / / #5 11/1 77/ 02 5/ #5 / 77/ 027 / # 7/ 77/ 027 7/ # / 02 1 # 11/ 117/ 029 #9 1/ 117/ 0290 #10 11/2 117/ 0291 Hollow Base Material 1/ / / 02 1/ 1/2 / 02 / 1/2 / 02 / 9/1 / 025 1/2 5/ / /2 / 77/ 027 5/ / 77/ 027 5/ 7/ 77/ 027 / 7/ 77/ An sdsplus aaptor (Cat. #02) or Jacobs chuck style aaptor (Cat. #029) is require to attach a steel wire brush to the rill tool. 2. A brush extension (Cat. #022) must be use for holes rille eeper than the liste brush length.. see orering information for selection of piston plugs (where applicable).. For any case, it must be possible for the steel anchor element to be inserte into the cleane hole without resistance. Blowout Tool Hanpump (Cat #020) or compresse air nozzle Compresse air nozzle only Han pump (Cat# 020) or compresse air nozzle Number of Cleaning Actions x blowing x brushing x blowing 2x blowing 2x brushing 2x blowing PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE) Dry Concrete: cure concrete that, at the time of ahesive anchor installation, has not been expose to water for the preceing 1 ays. WaterSaturate Concrete (wet): cure concrete that, at the time of ahesive anchor installation, has been expose to water over a suficient length of time to have the maximum possible amount of absorbe water into the concrete pore structure to a epth equal to the anchor embement epth. WaterFille Holes (flooe): cure concrete that is watersaturate an where the rille hole contains staning water at the time of anchor installation. 22

ORDERING INFORMATION ORDERING INFORMATION AC100+ Gol Cartriges Cat No. Description St. Box St. Carton Pallet 7sD AC100+ Gol 10 fl. oz. Quikshot 12 sd AC100+ Gol 12 fl. oz. ual cartrige 12 50 90sD AC100+ Gol 2 fl.

Cartrige System Mixing Nozzles Cat No. Description St. Pack/ Box St. Carton 029 Extra mixing nozzle for AC100+ Gol (10 oz. & 12 oz.

23 ORDERING INFORMATION ORDERING INFORMATION AC100+ Gol Cartriges Cat No. Description St. Box St. Carton Pallet 7sD AC100+ Gol 10 fl. oz. Quikshot 12 sd AC100+ Gol 12 fl. oz. ual cartrige sD AC100+ Gol 2 fl. oz. ual cartrige 20 One AC100+ Gol mixing nozzle is package with each cartrige. AC100+ Gol mixing nozzles must be use to ensure complete an proper mixing of the ahesive. Cartrige System Mixing Nozzles Cat No. Description St. Pack/ Box St. Carton 029 Extra mixing nozzle for AC100+ Gol (10 oz. & 12 oz.) Extra mixing nozzle (with an " extension) for AC100+ Gol 2 oz Mixing nozzle extension, " minimum Mixing nozzle extension, 20" long Dispensing Tools for Injection Ahesive Cat No. Description St. Box St. Ctn. 07 Manual caulking gun for Quikshot High performance caulking gun for Quikshot AC100+ Gol 10 oz. & 12 oz. high performance manual tool AC100+ Gol 2 oz. stanar all metal manual tool AC100+ Gol 2 oz. pneumatic tool 1 DCE595D1 AC100+ Gol 2 oz. 20v battery powere ispensing tool 1 Piston Plugs for Ahesive Anchors Cat. No. Description ANSI Drill Bit Dia. St. Bag St. Ctn. 00 5/" Plug 5/" /1" Plug 11/1" /" Plug /" /" Plug 7/" " Plug 1" /" Plug 11/" /" Plug 1/" " Plug " /2" Plug 11/2" A plastic extension tube (Cat# 021 or 0297) or equivalent approve by DEWALT must be use with piston plugs. Hole Cleaning Tools an Accessories Cat No. Description St. Box 02 Wire brush for 7/1" or 1/2" hole, /" length Wire brush for 9/1" hole, /" length Wire brush for 5/" hole, /" length 1 02 Wire brush for 11/1" hole, 77/" length Wire brush for /" hole, 77/" length Wire brush for 7/" hole, 77/" length 1 02 Wire brush for 1" hole, 117/" length Wire brush for 11/" hole, 117/" length Wire brush for " hole, 117/" length Wire brush for 1/" hole, 117/" length Wire brush for 11/2" hole, 117/" length 1 02 sdsplus aapter for steel brushes stanar rill aapter for steel brushes (e.g. Jacobs Chuck) 022 steel brush extension, 12" length Han pump/ust blower (25 ft. oz. clyliner volume) Air compressor nozzle with extension, 1" length Ahesive cleaning kit, inclues wire brushes (02, 025, 02, 027), steel brush extension (022), sdsplus aapter (02), stanar rill aapter (029), han pump/ust blower (020), gloves an safety glasses 1 1 Stainless Steel Screen Tubes Cat. No. Description Drill Diameter St. Ctn /" x 2" screen Tube /" /" x " screen Tube* /" /" x "screen Tube* /" /" x 2" screen Tube 1/2" /" x 1/2" screen Tube 1/2" /" x " screen Tube* 1/2" /" x " screen Tube* 1/2" /" x 10" screen Tube* 1/2" /" x 12" screen Tube* 1/2" /2" x 2" screen Tube 5/" /2" x 1/2" screen Tube 5/" /2" x " screen Tube* 5/" /2" x " screen Tube* 5/" /2" x 10" screen Tube* 5/" /" x 2" screen Tube /" /" x 1/2" screen Tube /" /" x " screen Tube /" /" x " screen Tube* /" /" x 10" screen Tube* /" /" x 2" screen Tube 7/" /1" x 2" screen Tube 1" /1" x " screen Tube 1" /1" x 1" screen Tube 1" 10 screen tubes are mae from a 00 series stainless steel. The nominal iameter of the screen liste inicates the matching ro iameter. *Inclues extension tubing. 2

ORDERING INFORMATION Plastic Screen Tubes Cat. No.

screen 9/1" 25 01 /" x " Plastic screen 9/1" 25 015 1/2" x 1/2" Plastic screen /" 25 017 1/2" x " Plastic

stainless steel screen tubes, Contact DEWALT Dust Extraction Cat. No.

for DEWALT ust extractors DWv91 Replacement Antistatic Hose DWv920 Replacement HEPA Filter set (Type 1)

Charger with 20v Max* 5Ah Batteries an 1 0v Max* Flexvolt Battery SDS Max Cutter Carbie Drill Bits Cat. No.

211/2" DW510 /" " 11/2" DW512 /" 1" 211/2" DW51 /" 1" " DW51 1/1" 1" 211/2" DW515 7/" " 11/2" DW51 7/" 1"

" DW521 11/" 10" 15" DW522 11/" 1" 221/2" DW55 11/" 2" 29" DW55 11/" 1" " DW52 " 10" 15" DW525 " 1" 221/2"

Diameter Usable Length Overall Length DW5502 /1" 2" 1/2" DW550 /1" " 1/2" DW550 /1" 5" 1/2" DW550 /1" 10"

DW552 591" 10" 12" DW5527 /" " 1/2" DW5529 /" " 10" DW5500 /" 10" 12" DW551 /" 1" 1" DW557 1/2" " " DW55

Diameter Usable Length Overall Length DW571 5/" " 10" DW572 5/" 1" 1" DW57 /" " 10" DW575 /" 1" 1" DW577

24 ORDERING INFORMATION Plastic Screen Tubes Cat. No. Description ANSI Drill Diameter Stanar Carton 010 /" x 1/2" Plastic screen 9/1" /" x " Plastic screen 9/1" /" x " Plastic screen 9/1" /2" x 1/2" Plastic screen /" /2" x " Plastic screen /" /" x " Plastic screen 7/" /" x " Plastic screen 1" 10 For availability of stainless steel screen tubes, Contact DEWALT Dust Extraction Cat. No. DWv012 DWH050K DCB100MT1 Description 10 Gallon Wet/Dry Hepa/Rrp Dust Extractor DWv902 Fleece bag (5 pack) for DEWALT ust extractors DWv91 Replacement Antistatic Hose DWv920 Replacement HEPA Filter set (Type 1) Dust Extraction with two interchangeable rilling heas 100 Watt Portable Power station & Parallel Battery Charger with 20v Max* 5Ah Batteries an 1 0v Max* Flexvolt Battery SDS Max Cutter Carbie Drill Bits Cat. No. Diameter Usable Length Overall Length DW50 5/" " 11/2" DW509 5/" 1" 211/2" DW507 5/" 1" " DW50 11/1" 1" 211/2" DW510 /" " 11/2" DW512 /" 1" 211/2" DW51 /" 1" " DW51 1/1" 1" 211/2" DW515 7/" " 11/2" DW51 7/" 1" 211/2" DW551 7/" 1" " DW517 27/2" 1" 211/2" DW51 1" " 11/2" DW519 1" 1" 221/2" DW552 1" 2" 29" DW520 1" 1" " DW521 11/" 10" 15" DW522 11/" 1" 221/2" DW55 11/" 2" 29" DW55 11/" 1" " DW52 " 10" 15" DW525 " 1" 221/2" SDS+ Full Hea Carbie Drill Bits Cat. No. Diameter Usable Length Overall Length DW5502 /1" 2" 1/2" DW550 /1" " 1/2" DW550 /1" 5" 1/2" DW550 /1" 10" 12" DW5512 7/2" " 10" DW5517 1/" " " DW551 1/" " 1/2" DW /" 10" 12" DW5521 1/" 12" 1" DW552 5/1" " " DW " 10" 12" DW5527 /" " 1/2" DW5529 /" " 10" DW5500 /" 10" 12" DW551 /" 1" 1" DW557 1/2" " " DW55 1/2" " 101/2" DW559 1/2" 10" 12" DW550 1/2" 1" 1" SDS+ Cutter Carbie Drill Bits Cat. No. Diameter Usable Length Overall Length DW571 5/" " 10" DW572 5/" 1" 1" DW57 /" " 10" DW575 /" 1" 1" DW577 7/" " 10" DW57 7/" 1" 1" DW579 1" " 10" DW50 1" 1" 1" DW51 11/" " 10" DW52 11/" " 1" Hollow Drill Bits sds+ sds Max Cat. No. Diameter Overall Length Usable Length Recommene Hammer Drill DWA5012 1/2" 11/2" 9/" DCH1 / DCH27 / DCH29 DWA591 9/1" 11/2" 9/" DCH1 / DCH27 / DCH29 DWA505 5/" 11/2" 9/" DCH1 / DCH27 / DCH29 DWA50 /" 11/2" 9/" DCH1 / DCH27 / DCH29 DWA505 5/" 25/" 15/" DCH1 / D250K DWA50 /" 25/" 15/" DCH1 / D250K DWA507 7/" 25/" 15/" DCH1 / D250K DWA5001 1" 25/" 15/" DCH1 / D250K DWA511 11/" 25/" 15/" DCH1 / D250K 2