PURE50+ Epoxy Injection Adhesive Anchoring System

Size: px
Start display at page:

Download "PURE50+ Epoxy Injection Adhesive Anchoring System"

Transcription

1 GENERAL INFORMATION GENERAL INFORMATION PURE0+ Epoxy Injection Ahesive Anchoring System PRODUCT DESCRIPTION The Pure0+ is a twocomponent ahesive anchoring system. The system inclues injection ahesive in plastic cartriges, mixing nozzles, ispensing tools an hole cleaning equipment. The Pure0+ is esigne for boning threae ro an reinforcing bar harware into rille holes in soli concrete base materials. SECTION CONTENTS General Information...1 Reference Data (ASD)...2 Performance Data...3 Strength Design (SD)...6 Installation Instructions (Soli Base Materials)...14 Reference Installation Tables...1 Orering Information...16 GENERAL APPLICATIONS AND USES Boning threae ro an reinforcing bar into harene concrete Evaluate for installation an use in ry, wet, an waterille holes Can be installe in a wie range of base material temperatures FEATURES AND BENEFITS + Designe for use with threae ro an reinforcing bar harware elements + Evaluate an recognize for freeze/thaw performance + Cartrige esign allows for multiple uses using extra mixing nozzles + Mixing nozzles proportion ahesive an provie simple elivery metho into rille holes + Evaluate an recognize for long term an short term loaing (see performance tables for applicable temperature ranges) APPROVALS AND LISTINGS International Coe Council, Evaluation service (ICCEs) EsR376 for cracke an uncracke concrete. Coe Compliant with the 201 IBC, 201 IRC, 2012 IBC, 2012 IRC, 2009 IBC, an 2009 IRC. Conforms to requirements of AsTM C 881 an AAsHTO M23, Types I, II, Iv an v, Grae 3, Classes B & C(also meets Type III except for elongation) Department of Transportation listings see or contact transportation agency Teste in accorance with ACI 3.4 / AsTM E488, an ICCEs AC308 for use in concrete (Design accoring to ACI Chapter 17 an 31811/08 Appenix D). Evaluate an qualiie by an accreite inepenent testing laboratory for recognition in cracke an uncracke concrete incluing seismic an win loaing Compliant with NsF/ stanar 61 for Drinking Water system Components Health Effects; minimum requirements for material in contact with potable water an water treatment GUIDE SPECIFICATIONS CsI Divisions: Concrete Anchors. an PostInstalle Concrete Anchors. Ahesive anchoring system shall be Pure0+ 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 ESR376 CONCRETE PACKAGING Coaxial Cartrige 9 l. oz. (26ml) 1:1 mix ratio Dual (siebysie Cartrige) 1:1 mix ratio 21 l. oz. (620 ml) 1:1 mix ratio 1 l. oz. (1400 ml) 1:1 mix ratio STORAGE LIFE & CONDITIONS Dual cartrige: Two years Coaxial cartrige: Eighteen months In a ry, ark environment with temperature ranging from 41 F to 86 F ( C to 30 C) ANCHOR SIZE RANGE (TYP.) 3/8 to 11/4 iameter threae ro No. 3 to No. 10 reinforcing bar (rebar) SUITABLE BASE MATERIALS Normalweight Concrete Lightweight Concrete PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE) Dry Concrete Water saturate Concrete WaterFille Holes 1

2 REFERENCE DATA (ASD) REFERENCE DATA (ASD) Installation Table for Pure0+ (Soli Concrete Base Materials) Dimension/Property Notation Units Nominal Anchor Size Threae Ro 3/8 1/2 /8 3/4 7/8 1 11/4 Reinforcing Bar #3 #4 # #6 #7 #8 #9 #10 Nominal anchor iameter Carbie rill bit nominal size 3 bit Minimum embement Minimum spacing istance Minimum ege istance Maximum torque 1 Maximum torque (low strength ros) 1,2 hnom smin cmin Tmax ft.lb. (Nm) ft.lb. (Nm) 0.37 (9.) 7/16 23/8 (61) 17/8 (48) 17/8 (48) 1 (20) (7) 9/ (12.7) 21/2 (62) 21/2 (62) 30 (41) 20 (27) / (1.9) 11/16 or 3/4 (80) (80) (80) 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 A 36 / F 14, Grae 36 carbon steel threae ros; AsTM F14 Grae carbon steel threae ros; an AsTM A193 Grae B8/B8M (Class 1) stainless steel threae ros. 3. For any case, it must be possible for the steel anchor element to be inserte into the cleane rill hole without resistance. 60 (81) 40 (4) 0.70 (19.1) 7/8 31/2 (89) 33/4 (9) 33/4 (9) 10 (142) 60 (81) 0.87 (22.) 1 31/2 (89) 43/8 (111) 43/8 (111) 12 (169) 100 (136) (2.4) 11/8 4 (102) 16 (223) 16 (223) 1.12 (28.6) 13/8 41/2 (114) /8 (143) /8 (143) 200 (270) 1.20 (31.8) 13/8 (19) (19) 280 (379) 280 (379) 1.20 (31.8) 11/2 (19 ( (379) Detail of Steel Harware Elements use with Injection Ahesive System Threae Ro or T max c s Threae Ro an Deforme Reinforcing Bar Material Properties Steel Description (General) Steel Specification () Nominal Anchor Size () Minimum Yiel Strength, fy (ksi) Minimum Ultimate Strength, fu (ksi) A 36 or F14 Grae 36 3/8 through 11/ F 14 Grae c Carbon steel A 449 A 193, Grae B7 or F 14, Grae 10 3/8 through / /8 through 11/ bit Nomenclature h nom h = Diameter of anchor bit = Diameter of rille hole h = Base material thickness The greater of: [hnom + 11/4"] an [hnom + 2bit] hnom = Minimum embement epth stainless steel Grae 40 Reinforcing Bar Reinforcing Bar Grae 7 Reinforcing Bar F 68M Class.8 3/4 through 11/ F 93, Conition CW A 193/A193M Grae B8/B8M2, Class 1 A 193/A193M Grae B8/B8M2, Class 2B A 61, A 767 3/8 through / /4 through 11/ /4 through 11/ /8 through 11/ /8 through 3/4 (#3 through #6) A 61, A 767 3/8 through 11/ A 706, A 767 (#3 through #10) A 61, A 767 3/8 through 11/4 (#3 through #10)

3 PERFORMANCE DATA PERFORMANCE DATA Ultimate an Allowable Loa Capacities for Pure0+ Installe with Threae Ro into NormalWeight Concrete (base on bon strength/concrete capacity) 1,2,3,4,,6,7 Ro Diameter Drill Diameter bit Minimum Embement Depth hef Ultimate Minimum Concrete Compressive Strength 3,000 psi 4,000 psi Allowable Ultimate Allowable 3/8 7/16 33/8 9,72 2,430 9,72 2,430 1/2 9/16 41/2 1,240 3,810 17,74 4,43 /8 11/16 or 3/4 /8 22,870,720 28,200 7,00 3/4 7/8 63/4 31,76 7,940 36,470 9,120 7/8 1 77/8 39,61 9,90 4,74 11, /8 9 48,70 12,18 66,90 16, ,66 14,16 69,30 17,32 11/4 13/8 111/4 76,98 19,24 88,89 22,22 1. Allowable loa capacities liste are calculate using an applie safety factor of 4.0. 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. 3. The tabulate loa values are applicable to single anchors installe at critical ege an spacing istances an where the minimum member thickness is greater of [hnom + 11/4"] an [hnom + 2bit]. 4. The tabulate loa values are for applicable for ry concrete. Holes must be rille with a hammer rill an an carbie rill bit. Installations in water saturate (wet) concrete or in waterfille holes (flooe) require a 1% reuction in capacity. Contact DEWALT for more information concerning these installation conitions.. Ahesives experience reuctions in capacity at elevate temperatures. see the inservice temperature chart for allowable loa capacity reuction factors. 6. Allowable bon strength/concrete capacity must be checke against allowable steel strength in tension to etermine the controlling allowable loa. 7. Allowable shear capacity is controlle by allowable steel strength for the given conitions. Ultimate an Allowable Loa Capacities for Pure0+ Installe with Reinforcing Bar into NormalWeight Concrete (base on bon strength/concrete capacity) 1,2,3,4,,6,7 Bar Diameter Drill Diameter bit Minimum Embement Depth hef Ultimate Minimum Concrete Compressive Strength 3,000 psi 4,000 psi Allowable Ultimate Allowable #3 7/16 33/8 9,90 2,490 9,90 2,490 #4 9/16 41/2 16,340 4,08 18,04 4,10 # 11/16 or 3/4 4 16,40 4,100 16,670 4,170 /8 22,9,740 2,34 6,33 #6 7/8 63/4 29,690 7,42 3,930 8,98 #8 11/8 9 48,46 12,11 6,270 16, Allowable loa capacities liste are calculate using an applie safety factor of 4.0. 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.. 3. The tabulate loa values are applicable to single anchors installe at critical ege an spacing istances an where the minimum member thickness is greater of [hnom + 11/4"] an [hnom + 2bit] 4. The tabulate loa values are for applicable for ry concrete. Holes must be rille with a hammer rill an an carbie rill bit. Installations in water saturate (wet) concrete or in waterfille holes (flooe) require a 1% reuction in capacity. Contact DEWALT for more information concerning these installation conitions.. Ahesives experience reuctions in capacity at elevate temperatures. see the inservice temperature chart for allowable loa capacity reuction factors. 6. Allowable bon strength/concrete capacity must be checke against allowable steel strength in tension to etermine the controlling allowable loa. 7. Allowable shear capacity is controlle by allowable steel strength for the given conitions. 3

4 PERFORMANCE DATA Ultimate Loa Capacities for Pure0+ Installe with Threae Ro into NormalWeight Concrete, with " Ege Distance (Base on Bon Strength/Concrete Capacity) 1,2,3,4 Nominal Anchor Diameter () Minimum Embement Depth () Ultimate Minimum Concrete Compressive Strength f c (psi) 2,00 psi 3,000 psi 4,000 psi Ultimate Ultimate Ultimate Ultimate Ultimate 3/8 33/8 6,460 7,200 6,700 7,200 7,100 7,200 1/2 41/2 9,62 9,92 9,980 9,92 10,70 9,92 /8 /8 11,610 12,78 12,040 12,78 12,70 12,78 3/4 63/4 12,390 10,360 12,80 10,360 13,61 10, ,390 12,80 13,61 1. The values liste above are ultimate loa capacities which shoul be reuce by a minimum safety factor of 4.0 or greater to etermine the allowable working loa. Consieration of safety factors of 10 or higher may be necessary epening on the application, such as life safety. 2. Allowable bon strength/concrete capacity must be checke against allowable steel strength to etermine the controlling allowable loa. 3. The tabulate ata is applicable to single anchors at critical ege istance in uncracke concrete, normalweight concrete having a compressive strength as liste. values are for ry concrete in holes rille with a hammer rill an an carbie rill bit. 4. Linear interpolation may be use to etermine ultimate loas for intermeiate compressive strengths. Allowable Loa Capacities for Pure0+ Installe with Threae Ro into NormalWeight Concrete with " Ege Distance (Base on Bon Strength / Concrete Capacity) 1,2,3,4,,6 Nominal Anchor Diameter () Minimum Embement Depth () Allowable Minimum Concrete Compressive Strength f c (psi) 2,00 psi 3,000 psi 4,000 psi Allowable Allowable Allowable Allowable Allowable 3/8 33/8 1,61 1,800 1,67 1,800 1,77 1,800 1/2 4 1/2 2,40 2,480 2,49 2,480 2,64 2,480 /8 /8 2,900 3,19 3,010 3,19 3,190 3,19 3/4 63/4 3,100 2,90 3,21 2,90 3,40 2, ,100 3,21 3,40 1. Allowable loa capacities liste are calculate using an applie safety factor of 4.0. 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.. 3. The tabulate loa values are applicable to single anchors where the minimum member thickness is greater of [hnom + 11/4"] an [hnom + 2bit] 4. The tabulate loa values are for applicable for ry concrete. Holes must be rille with a hammer rill an an carbie rill bit. Installations in wet concrete or in waterfille holes may require a reuction in capacity. Contact DEWALT for more information concerning these installation conitions.. Ahesives experience reuctions in capacity at elevate temperatures. see the inservice temperature chart for allowable loa capacity reuction factors. 6. Allowable bon strength/concrete capacity must be checke against allowable steel strength in tension to etermine the controlling allowable loa. 4

5 PERFORMANCE DATA Allowable Loa Capacities for Threae Ro an Reinforcing Bar (Base on Steel Strength) 1,2,3,4, Nominal Ro Diameter or Size ( or #) A36 or F14, Grae 36. 3/8 or #3 2,11 (9.4) 1/2 or #4 3,760 (16.7) /8 or #,870 (26.1) 3/4 or #6 8,4 (37.6) 7/8 or #7 11,10 (1.2) 1 or #8 1,03 (66.9) 1,090 (4.8) 1,93 (8.6) 3,02 (13.) 4,3 (19.4),930 (26.4) 7,74 (34.) A36 or F14, Grae. 2,73 (12.2) 4,860 (21.6) 7,9 (33.8) 10,93 (48.6) 14,88 (66.2) 19,440 (86.) 1,410 (6.3) 2,0 (11.1) 3,910 (17.4),63 (2.1) 7,66 (34.1) 10,01 (44.) A 193, Grae B7 or F14, Grae 10. 4, (20.3) 8,100 (36.0) 12,6 (6.3) 18,22 (81.1) 24,80 (110.3) 32,400 (144.1) 2,34 (10.4) 4,170 (18.) 6,20 (29.0) 9,390 (41.8) 12,780 (6.8) 16,690 (74.2) Steel Elements Threae Ro an Reinforcing Bar F 93, CW (SS). 3,64 (16.2) 6,480 (28.8) 10,12 (4.0) 12,390 (.1) 16,86 (7.0) 22,030 (98.0) 1,880 (8.4) 3,340 (14.9),21 (23.2) 6,38 (28.4) 8,690 (38.7) 11,30 (0.) A61 Grae 40. 2,210 (9.8) 3,92 (17.) 6,13 (27.3) 8,83 (39.3) 1,12 (.0) 2,00 (8.9) 3,130 (13.9) 4,0 (20.0) #9 11/4 23,490 (104.) 12,100 (3.8) 30,37 (13.1) 1,64 (69.6) 0,620 (22.2) 26,080 (116.0) 34,42 (13.1) 17,73 (78.9) #10 A61. 2,60 (11.8) 4,710 (21.0) 7,36 (32.8) 10,60 (47.2) 14,430 (64.2) 18,80 (83.8) 23,98 (106.7) 1,690 (7.) 3,00 (13.4) 4,69 (20.9) 6,760 (30.1) 9,200 (40.9) 12,01 (3.4) 1,290 (68.0) A706. 2,60 (11.8) 4,710 (21.0) 7,36 (32.8) 10,60 (47.2) 14,430 (64.2) 18,80 (83.8) 23,98 (106.7) 1,00 (6.7) 2,670 (11.9) 4,170 (18.) 6,010 (26.7) 8,180 (36.4) 10,680 (47.) 13,90 (60.) A61 Grae 7. 2,60 (11.8) 4,710 (21.0) 7,36 (32.8) 10,60 (47.2) 14,430 (64.2) 18,80 (83.8) 23,98 (106.7) 1,87 (8.3) 3,33 (14.8),21 (23.2) 7,10 (33.4) 10,220 (4.) 13,30 (9.4) 16,990 (7.6) A706 Grae 80. 2,60 (11.8) 4,710 (21.0) 7,36 (32.8) 10,60 (47.2) 14,430 (64.2) 18,80 (83.8) 23,98 (106.7) 1,87 (8.3) 3,33 (14.8),21 (23.2) 7,10 (33.4) 10,220 (4.) 13,30 (9.4) 16,990 (7.6) 30,40 (13.2) 19,380 (86.2) 30,40 (13.2) 17,230 (76.6) 30,40 (13.2) 21,3 (9.8) 30,40 (13.2) 21,3 (9.8) 1. AIsC efine steel strength (AsD) for threae ro: Tensile = 0.33 Fu Anom, shear = 0.17 Fu Anom 2. For reinforcing bars: The allowable steel tensile strength is base on 20 ksi for Grae 40 an 24 ksi for an higher, applie to the cross sectional area of the bar; allowable steel shear strength = 0.17 Fu Anom 3. Allowable loa capacities are calculate for the steel element type. Consieration of applying aitional safety factors may ne necessary epening on the application, such as life safety or overhea. 4. Allowable steel strength in tension must be checke against allowable bon strength/concrete capacity in tension to etermine the controlling allowable loa.. 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 + 11/4"] an [hnom + 2bit] InService Temperature Chart For Allowable Loa Capacities 1 Base Material Temperature Reuction Factor For Temperature F C Linear interpolation may be use to erive reuction factors for temperatures between those liste.

6 STRENGTH DESIGN (SD) STRENGTH DESIGN (SD) Installation Specifications for Threae Ro an Reinforcing Bar 1 Parameter Symbol Units Threae ro outsie iameter nominal outsie iameter 3/8 or # (9.) 0.37 (9.) 1/2 # (12.7) 0.00 (12.7) Carbie rill bit nominal size 6 o (bit) 7/16 9/16 /8 Minimum embement Maximum embement Minimum member thickness Minimum anchor spacing Minimum ege istance Max. torque 2 Max. torque 2,3 (low strength ros) Minimum ege istance, reuce Max. torque, reuce 2 hef,min hef,max hmin smin cmin Tmax Tmax cmin,re Tmax,re ft (Nm) ft (Nm) ft (Nm) 23/8 (60) 71/2 (191) 17/8 (48) 17/8 (48) 1 (20) (7) (4) 10 (24) hef + 11/4 (hef + 30) 21/2 (64) 21/2 (64) 30 (41) 20 (27) (4) 7 [] 4 14 (19) CODE LISTED ICCES ESR376 Fractional Nominal Ro Diameter (Inch) / Reinforcing Bar Size /8 or # 0.62 (1.9) 0.62 (1.9) 11/16 or 3/4 (79) 121/2 (318) (79) (79) 60 (81) 40 (4) (4) 27 (37) 3/4 or # (19.1) 0.70 (19.1) 7/8 or # (22.2) 0.87 (22.2) 1 or #8 #9 11/4 # (2.4) (2.4) 1.12 (28.7) 1.20 (31.8) 1.20 (31.8) 7/8 1 11/8 13/8 13/8 11/2 31/2 (89) 1 (381) 33/4 (9) 33/4 (9) 10 (142) 60 (81) (4) 47 (64) 31/2 (89) 171/2 (44) 43/8 (111) 43/8 (111) 12 (169) 100 (136) (4) 6 (76) 4 (102) 20 (08) hef + 2o 16 (221) 16 (223) (4) 74 (100) 41/2 (114) 221/2 (72) For poun units: 1 mm = , 1 Nm = ft. For si: 1 = 2.4 mm, 1 ft = 1.36 Nm. 1. For use with the esign provisions of ACI Ch.17 or ACI Appenix D as applicable, ICCEs AC308, section 4.2 an EsR Torque may not be applie to the anchors until the full cure time of the ahesive has been achieve. 3. These torque values apply to AsTM A 36 / F 14 Grae 36 carbon steel threae ros; AsTM F 14 Grae carbon steel threae ros; an AsTM A 193 Grae B8/B8M (Class 1) stainless steel threae ros. 4. These torque values apply to AsTM A 193 Grae B8/B8M (Class 1) stainless steel threae ros.. For Installation between the minimum ege istance, cmin, an the reuce minimum ege istance, cmin,re, the maximum torque applie must be max torque reuce, Tmax,re. 6. For any case, it must be possible for the steel anchor element to be inserte into the cleane rill hole without resistance. /8 (143) /8 (143) 200 (280) 90 (122) 2 (63) (19) (19) 280 (379) 280 (379) 126 (171) 2 (63) (19) (19) 280 (379) 126 (171) Detail of Steel Harware Elements use with Injection Ahesive System Threae Ro an Deforme Reinforcing Bar Material Properties Steel Description (General) Steel Specification () Nominal Anchor Size () Minimum Yiel Strength, fy (ksi) Minimum Ultimate Strength, fu (ksi) c A 36 or F 14 Grae /8 through 11/4 F 14 Grae Threae Ro or o ( bit ) T max h ef h c s Carbon ro stainless ro Grae 40 Reinforcing Bar Reinforcing Bar Grae 7 Reinforcing Bar A 449 3/8 through / A 193, Grae B7 or F 14, Grae 10 3/8 through 11/ F 68M Class 8 3/4 through 11/ F 93 Conition CW 3/8 through / /4 through 11/ A 193/193M Grae B8/B8M, 3/8 through 11/ Class 1 A 193/A193M Grae B8/B8M2, Class 2B 3/8 through 11/ A 61, A 767 3/8 through 11/4 (#3 through #6) A 61, A 767 3/8 through 11/ A 706, A 767 (#3 through #10) A 61, A 767 3/8 through 11/4 (#3 through #10)

7 STRENGTH DESIGN (SD) Steel an Design for Threae Ro in Normal Weight Concrete (For use with loa combinations taken from ACI Section.3) Design Information Symbol Units Threae ro nominal outsie iameter Threae ro effective crosssectional area AsTM A 36 an AsTM F 14 Grae 36 AsTM F 14 Grae AsTM A 193 Grae B7 an AsTM F 14 Grae 10 AsTM A 449 AsTM F68 Class.8 (IsO 8981) AsTM F 93 CW stainless (Types 304 an 316) AsTM A 193 Grae B8/B8M, Class 1 stainless (Types 304 an 316) AsTM A 193 Grae B8/ B8M2, Class 2B stainless (Types 304 an 316) Nominal Ro Diameter 1 () CODE LISTED ICCES ESR376 3/8 1/2 /8 3/4 7/8 1 11/ (9.) 0.00 (12.7) 0.62 (1.9) 0.70 (19.1) 0.87 (22.2) (2.4) 1.20 (31.8) Ase 2 (mm 2 ) (0) (92) (146) (216) (298) (391) (62) 4,49 8,230 13,110 19,400 26,780 3,130 6,210 (20.0) (36.6) (8.3) (86.3) (119.1) (16.3) (20.0) 2,69 4,940 7,860 11,640 16,070 21,080 33,72 (12.0) (22.0) (3.0) (1.8) (71.4) (93.8) (10.0) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ 0.6,810 10,640 16,90 2,08 34,62 4,42 (2.9) (47.3) (7.4) (111.6) (14.0) (202.0) steel strength(for a single anchor) 3,48 6,38 10,170 1,00 20,77 27,2 Vsa (1.) (28.4) (4.2) (67.0) (92.4) (121.2) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ ,680 (323.3) 43,610 (194.0) 9,68 17,73 28,20 41,810 7,710 7,710 (43.1) (78.9) (12.7) (186.0) (26.7) (336.8),81 (2.9) 10,640 (7.3) 16,90 (7.4) 2,08 (111.6) 34,62 (14.0) 4,42 (202.1) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ ,13 (38.8) 72,680 (323.3) 9,300 17,02 27,120 40,140,90 72,68 Nominal strength as (41.4) (7.7) (120.6) (178.) (248.7) (323.3) governe by steel strength (for a single anchor),80 10,21 16,270 24,08 33,40 43,610 (24.8) (4.4) (72.4) (107.1) (149.2) (194.0) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ 0.6,620 10,290 16,38 24,20 33,47 43,91 (2.0) (4.8) (72.9) (107.9) (148.9) (19.4) 3,370 (1.0) 6,17 (27.) 9,830 (43.7) 14,0 (64.7) 20,08 (89.3) 26,30 (117.2) Reuction factor for seismic shear αv,seis strength reuction factor for tension 3 φ 0.6 strength reuction factor for shear 3 φ ,7 (42.6) 61,00 (271.6) 7,70 14,190 22,600 28,430 39,24 1,48 (34.) (63.1) (100.) (126.) (174.6) (229.0) 4,60 (20.7) 8,1 (37.9) 13,60 (60.3) 17,060 (7.9) 23,4 (104.7) 30,890 (137.4) Reuction factor for seismic shear αv,seis strength reuction factor for tension 3 φ 0.6 strength reuction factor for shear 3 φ ,370 (366.4) 49,42 (219.8) 4,420 8,090 12,880 19,06 26,31 34,2 (19.7) (36.0) (7.3) (84.8) (117.1) (13.6) 4 2,60 (11.8) 4,8 (21.6) 7,730 (34.4) 11,440 (0.9) 1,790 (70.2) 20,71 (92.1) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ 0.6,240 (24.7) 33,14 (147.4) 7,36 13,480 21,470 31,77 43,860 7,4 (32.8) (60.0) (9.) (141.3) (19.1) (26.0) 4,420 (19.7) 8,08 (36.0) 12,880 (7.3) 19,06 (84.8) 26,31 (117.1) 34,2 (13.6) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ ,06 (409.),240 (24.7) For si: 1 = 2.4 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 Eq an Eq b or ACI 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 D.4.3, as applicable. If the loa combinations of ACI Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 318 D.4.4. values correspon to uctile steel elements. 3. 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 D.4.3, as applicable. If the loa combinations of ACI Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 318 D.4.4. values correspon to brittle steel elements 4. In accorance with ACI an or ACI D..1.2 an D.6.1.2, as applicable, 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 1.9fy or 7,000 psi (393 MPa).. The reference stanar inclues ro iameters up to an incluing 1 (24 mm). 7

8 STRENGTH DESIGN (SD) Steel an Design for Reinforcing Bars in Normal Weight Concrete (For use with loa combinations taken from ACI Section.3) Design Information Symbol Units nominal outsie iameter effective crosssectional area AsTM A 61 Grae 7 Ase 2 (mm 2 ) Nominal Reinforcing Bar Size () 1 CODE LISTED ICCES ESR376 No. 3 No. 4 No. No. 6 No. 7 No. 8 No. 9 No (9.) (71.0) 11,000 (48.9) 6,600 (29.4) 0.00 (12.7) (129.0) 20,000 (89.0) 12,000 (3.4) 0.62 (1.9) (200.0) 31,000 (137.9) 18,600 (82.7) 0.70 (19.1) (283.9) 44,000 (19.7) 26,400 (117.4) 0.87 (22.2) (387.1) 60,000 (266.9) 36,000 (160.1) (2.4) (09.7) 79,000 (31.4) 47,400 (210.8) 1.12 (28.7) (64.2) 100,000 (444.8) 60,000 (266.9) Reuction factor for seismic shear αv,seis strength reuction factor for tension 3 φ 0.6 strength reuction factor for shear 3 φ (32.3) (819.4) 127,000 (64.9) 76,200 (338.9) AsTM A 61 AsTM A 706 AsTM A 61 Grae 40 9,900 (44.0),940 (26.4) 18,000 (80.1) 10,800 (48.0) 27,900 (124.1) 16,740 (74.) 39,600 (176.1) 23,760 (10.7) 4,000 (240.2) 32,400 (144.1) 71,100 (316.3) 42,660 (189.8) 90,000 (400.3) 4,000 (240.2) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ 0.6 8,800 (39.1),280 (23.) 16,000 (71.2) 9,600 (42.7) 24,800 (110.3) 14,880 (66.2) 3,200 (16.6) 21,120 (94.0) 48,000 (213.) 28,800 (128.1) 63,200 (281.1) 37,920 (168.7) 80,000 (3.9) 48,000 (213.) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ 0.6 6,600 (29.4) 3,960 (17.6) 12,000 (3.4) 7,200 (32.0) 18,600 (82.7) 11,160 (49.6) 26,400 (117.4) 1,840 (70.) Reuction factor for seismic shear αv,seis strength reuction factor for tension 2 φ 0.7 strength reuction factor for shear 2 φ ,300 (08.4) 68,80 (30.0) 101,600 (42.0) 60,960 (271.2) In accorance with AsTM A 61, Grae 40 bars are furnishe only in sizes No. 3 through No. 6 For si: 1 = 2.4 mm, 1 = N. For poun units: 1 mm = es, 1 N = values provie for reinforcing bar material types base on minimum specifie strengths an calculate in accorance with ACI Eq an Eq b or ACI 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 D.4.3, as applicable. If the loa combinations of ACI Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 318 D.4.4. values correspon to uctile steel elements. In accorance with ACI (a)(vi) or ACI D (a)6, 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. 3. 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 D.4.3, as applicable. If the loa combinations of ACI Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 318 D.4.4. values correspon to brittle steel elements. 8

9 STRENGTH DESIGN (SD) Concrete Breakout Design Information for Threae Ro an Reinforcing Bars (For use with loas combinations taken from ACI Section.3) 1 Design Information Symbol Units Effectiveness factor for cracke concrete Effectiveness factor for uncracke concrete Minimum embement Maximum embement Minimum anchor spacing Minimum ege istance 2 Minimum ege istance, reuce 2 Minimum member thickness Critical ege istance splitting (for uncracke concrete only) 3 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 ESR376 3/8 or #3 1/2 or #4 /8 or # 3/4 or #6 7/8 or #7 1 or #8 #9 23/8 (60) 71/2 (191) 17/8 (48) (4) hef + 11/4 (hef + 30) 10 (24) 21/2 (64) (4) (79) 121/2 (318) (79) 31/2 (89) 1 (381) 33/4 (9) 17 (7.1) 24 (10.0) 31/2 (89) 171/2 (44) 43/8 (111) 4 (102) 20 (08) where is nominal outsie iameter of the anchor (4) (4) (4) (4) hef + 2o where o is hole iameter; cac = hef ( tuncr 1160 )0.4 [ h hef ] cac = hef ( tuncr 8 )0.4 [ h hef ] strength reuction factor for tension, concrete failure moes, Conition B 4 φ 0.6 strength reuction factor for shear, concrete failure moes, Conition B 4 φ /2 (114) 221/2 (72) /8 (143) For si: 1 = 2.4 mm, 1 = N. For poun units: 1 mm = , 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 2.4. π hef 11/4 or #10 2 (63) (19) 4. 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 D.4.3, 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 D.4.3, as applicable. If the loa combinations of ACI Appenix C are use, the appropriate value of φ must be etermine in accorance with ACI 318 D

10 STRENGTH DESIGN (SD) Bon Strength Design Information for Threae Ros an Reinforcing Bars (For use with loa combinations taken from ACI Section.3) F (43 C) Maximum LongTerm service Temperature; 140 F (60 C) Maximum shortterm service Temperature 3, 110 F (43 C) Maximum LongTerm service Temperature; 176 F (80 C) Maximum shortterm service Temperature 4, Permissible Installation Conitions 7 Design Information Symbol Units Minimum embement Maximum embement Characteristic bon strength in cracke concrete 6,9 Characteristic bon strength in uncracke concrete 6,8 Characteristic bon strength in cracke concrete 6,9 Characteristic bon strength in uncracke concrete 6,8 Dry concrete Watersaturate concrete, Waterfille hole (flooe) hef,min hef,max tk,cr tk,uncr tk,cr tk,uncr Anchor Category psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) psi (N/mm 2 ) 3/8 or #3 23/8 (60) 71/2 (191) 684 (4.7) 1,444 (10.0) 47 (3.3) 1,024 (7.1) 1/2 or #4 10 (24) 68 (4.) 1,389 (9.6) 47 (3.2) 98 (6.8) Nominal Ro Diameter () / Reinforcing Bar Size /8 or # (79) 121/2 (318) 632 (4.4) 1,33 (9.2) 439 (3.0) 947 (6.) 3/4 or #6 31/2 (89) 1 (381) 608 (4.2) 1,283 (8.8) 422 (2.9) 910 (6.3) 1 φ 0.6 Anchor Category 2 φws, φwf, 0. Reuction factor for seismic tension 9 αn,seis 1 7/8 or #7 31/2 (89) 171/2 (44) 8 (4.0) 1,234 (8.) 406 (2.8) 1 or #8 #9 For si: 1 = 2.4 mm, 1 psi = MPa. For poun units: 1 mm = , 1 MPa = 14.0 psi. 1. Bon strength values correspon to a normalweight concrete compressive strength f'c = 2,00 psi (17.2 MPa). For concrete compressive strength, f'c between 2,00 psi an 8,000 psi (17.2 MPa an.2 MPa), the tabulate characteristic bon strength may be increase by a factor of (f'c / 2,00) 0.23 [For si: (f'c / 17.2) 0.23 ]. see section of this report for bon strength etermination. 2. The moification factor for bon strength of ahesive anchors in lightweight concrete shall be taken as given in ACI where applicable. 3. The maximum shortterm service temperature may be increase to 162 F (72 C) provie characteristic bon strengths are reuce by 3 percent. Longterm an shortterm temperatures meet the requirements of section 8. of ACI 3.4 an Table 8.1, Temperature Category B. 4. Longterm an shortterm temperatures meet the requirements of section 8. of ACI 3.4 an Table 8.1, 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. 6. Characteristic bon strengths are for sustaine loas incluing ea an live loas. 7. 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. 8. Bon strength values for uncracke concrete are applicable for structures assigne to seismic Design Categories A an B only. 9. For structures assigne to seismic Design Categories C, D, E or F, the tabulate bon strength values for cracke concrete o not require an aitional reuction factor applie for seismic tension (αn,seis = 1.0), where seismic esign is applicable. 87 (6.0) 4 (102) 20 (08) 62 (3.9) 1,184 (8.2) 390 (2.7) 840 (.8) 41/2 (114) 221/2 (72) 62 (3.9) 1,184 (8.2) 390 (2.7) 840 (.8) 11/4 or #10 2 (63) 62 (3.9) 1,184 (8.2) 390 (2.7) 840 (.8) FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH Cracke Concrete Normal or Lightweight Concrete HammerDrill Uncracke Concrete Normal or Lightweight Concrete HammerDrill tk,cr tk,uncr Dry Concrete f c Water saturate Concrete WaterFille Hole (Flooe) φ φws φwf Dry Concrete f c Water saturate Concrete WaterFille Hole (Flooe) φ φws φwf 10

11 STRENGTH DESIGN (SD) an Design Strength Installe in Uncracke Concrete (Bon or Concrete Strength) Drille with a HammerDrill an Carbie Bit in a Dry Hole Conition 110 F (43 C) Maximum LongTerm Service Temperature; 140 F (60 C) Maximum ShortTerm Service Temperature 1,2,3,4,,6,7,8,9 Nominal Ro/ Size ( or #) 3/8 or #3 1/2 or #4 /8 or # 3/4 or #6 7/8 or #7 1 or #8 #9 11/4 #10 Embe. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 (psi) f'c = 3,000 (psi) f'c = 4,000 (psi) f'c = 6,000 (psi) f'c = 8,000 (psi) 23/8 2,62 2,490 2,740 2,770 2,92 3,10 3,210 3,460 3,430 3,69 3 3,31 3,700 3,460 4,120 3,69 4,88 4,0 6,210 4,33 7,36 41/2 4,97 6,7,190 7,2,4 8,920 6,08 11,340 6,00 13,44 71/2 8,29 14,37 8,60 16,010 9,240 18,98 10,14 21,84 10,83 23,340 3, 3,30 3,89 3,7 4,34 4,2 4,770,7,09 6,82 4,67 6,40,91 7,18 6,320 8,20 6,940 10,830 7,41 12, ,10 11,70 8,87 13,08 9,480 1,1 10,40 19,72 11,120 23, ,180 2,020 14,790 27,87 1,800 33,00 17,34 37,360 18,30 39,91 4,310 4,120 4,720 4,680,40,720 6,430 7,2 6,83 8,920 8,20 9,89 8,88 11,020 9,490 13,06 10,420 16,610 11,130 19,69 71/2 12,780 18,020 13,32 20,070 14,23 23,800 1,630 30,2 16,700 3, /2 21,300 38,39 22,210 42,77 23,730 0,71 26,00 6,10 27,830 9,940 31/2,10,01,9,700 6,460 6,970 7,63 9,2 8,26 11, ,46 13,9 12,29 1,31 13,13 18,160 14,420 23,090 1,40 27, ,68 2,04 18,440 27,900 19,70 33,080 21,630 42,00 23,110 49, ,47 3,3 30,73 9,43 32,840 70,470 36,00 77,64 38,1 82,9 31/2,10 4,930,9,60 6,460 6,8 7,30 9,100 7,97 11, ,44 16,60 1,82 18,86 17,19 22,2 18,87 28,63 20,170 33,90 101/2 23,10 31,060 24,14 34,9 2,79 41,020 28,31 2,10 30,20 61, /2 38,8 66,17 40,240 73,71 42,990 87,400 47,19 101,64 0, , ,240 6,11 6,83 6,94 7,89 8,49 9,190 11,280 9,980 13, ,60 19,70 19,33 22,43 21,0 27,0 23,6 34,39 2,27 40, ,01 37,310 30,2 41,60 32,32 49,280 3,48 62,60 37,910 74, ,3 79,00 0,42 88,60 3,87 10,00 9, ,380 63,18 136,09 41/2 7,44 7,110 8,1 8,080 9,420 9,880 11,33 13,12 12,300 16,0 9 21,060 23,0 23,070 26,190 26,640 32,03 29,940 41,110 31,990 48,74 131/2 36,720 44,600 38,290 49,680 40,910 8,90 44,910 74,88 47,98 88, /2 61,200 94,99 63,820 10,82 68,18 12,47 74,80 19,1 79, ,24 8,720 8,170 9, 9,28 11,030 11,3 13,10 1,08 1,190 18, ,66 26,380 27,020 29,97 31,200 36,660 36,96 48,00 39,490 6, ,31 2,110 47,27 8,060 0,10 68,83,44 87,1 9, , , 111,06 78, ,720 84, ,69 92, ,490 98, ,60 8,720 8,160 9, 9,270 11,030 11,33 13,10 1,060 1,020 18, ,66 26,430 27,020 30,02 31,200 36,72 36,96 48,13 39,490 7, ,31 2,20 47,27 8,16 0,10 68,96,44 87,67 9, ,9 2 7, 111,22 78, ,90 84, ,910 92, ,76 98, ,60 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. times ca1. 2. Calculations were performe accoring to ACI Ch.17 an ICCEs AC308. 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. 3. strength reuction factors (φ) for concrete breakout strength are base on ACI section.3 for loa combinations. Conition B was assume. 4. strength reuction factors (φ) for bon strength are etermine from reliability testing an qualification in accorance with ICCEs AC308 an are tabulate in this prouct information an in EsR376.. 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 EsR376 for applicable information. 6. 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 Ch Interpolation is not permitte to be use with the tabular values. For intermeiate base material compressive strengths, please see ACI Ch.17, ICCEs AC308 an information inclue in this prouct supplement. For other esign conitions incluing seismic consierations please see ACI Ch.17 an ICCEs AC308 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. 11

12 STRENGTH DESIGN (SD) an Design Strength Installe in Cracke Concrete (Bon or Concrete Strength) Drille with a HammerDrill an Carbie Bit in a Dry Hole Conition 110 F (43 C) Maximum LongTerm Service Temperature; 140 F (60 C) Maximum ShortTerm Service Temperature 1,2,3,4,,6,7,8,9 Nominal Ro/ Size ( or #) Embe. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 (psi) f'c = 3,000 (psi) f'c = 4,000 (psi) f'c = 6,000 (psi) f'c = 8,000 (psi) 23/8 1,24 1,340 1,29 1,39 1,38 1,49 1,20 1,640 1,62 1,70 3/8 or #3 3 1,70 2,64 1,640 2,94 1,70 3,490 1,920 4,140 2,0 4,42 41/2 2,3 4,82 2,460,29 2,62,6 2,88 6,210 3,080 6,63 71/2 3,930 8,460 4,09 8,82 4,37 9,42 4,80 10,30,13 11,0 1,80 2,360 1,92 2,680 2,060 3,23 2,260 4,110 2,41 4,87 1/2 or #4 4 2,68 4,60 2,800,130 2,99 6,08 3,28 7,080 3,10 7,6 6 4,030 8,390 4,20 9,0 4,490 9,67 4,930 10,620,26 11, ,720 14,470 7,00 1,090 7,48 16,120 8,21 17,700 8,780 18,910 2,36 2,940 2,00 3,340 2,720 4,08 3,04,37 3,23 6,37 /8 or # 4,03 7,06 4,20 7,870 4,49 9,33 4,93 10,62,270 11,30 71/2 6,00 12,870 6,310 13,90 6,740 14,1 7,400 1,93 7,90 17,02 121/2 10,08 21,71 10,1 22,64 11,23 24,19 12,330 26,60 13,17 28,37 31/2 2,80 3,80 2,9 4,070 3,21 4,980 3,620 6,610 3,920 8,03 3/4 or #6 6,8 9,710,82 10,940 6,22 12,970 6,83 14,720 7,300 1,72 9 8,380 17,890 8,740 18,82 9,33 20,110 10,20 22,07 10,90 23,8 1 13,970 30,08 14,6 31,370 1,60 33,20 17,08 36,79 18,20 39,310 31/2 2,720 3,2 2,860 4,000 3,10 4,89 3,48 6,00 3,780 7,90 7/8 or #7 7 7,31 11,860 7,630 13,47 8,10 16,090 8,90 19,27 9,60 20,9 101/2 10,97 22,18 11,44 24,60 12,230 26,340 13,42 28,910 14,340 30, /2 18,290 39,400 19,07 41,08 20,380 43,89 22,370 48,18 23,90 1,48 4 3,40 4,36 3,8 4,960 3,890 6,06 4,36 8,060 4,73 9,8 1 or #8 8 9,180 14,10 9,7 16,02 10,230 19,32 11,230 24,18 11,99 2, ,770 26,60 14,360 29,68 1,34 33,00 16,84 36,280 17,99 38, ,90 49,43 23,93 1, 2,7,080 28,070 60,46 29,99 64,600 41/2 4,20,080 4,42,770 4,800 7,060,380 9,37,840 11,46 #9 9 11,620 16,46 12,11 18,710 12,94 22,880 14,210 29,36 1,18 32,70 131/2 17,430 31,8 18,17 3,48 19,420 41,82 21,31 4,91 22,77 49,0 221/2 29,00 62,70 30,29 6,24 32,36 69,710 3,30 76,2 37,960 81,760,190,83,46 6,630,92 8,110 6,64 10,77 7,210 13,17 11/ ,34 18,84 14,960 21,410 1,98 26,18 17,4 34,320 18,74 40, ,20 37,220 22,440 41,470 23,97 49,170 26,320 6,68 28,120 60,60 2 3,86 77,24 37,400 80,0 39,9 86,060 43,86 94,47 46,86 100,93,13,830,40 6,620,860 8,100 6,70 10,7 7,130 13,1 # ,34 18,880 14,960 21,44 1,98 26,230 17,4 34,380 18,74 40, ,20 37,290 22,440 41,4 23,97 49,260 26,320 6,68 28,120 60,60 2 3,86 77,24 37,400 80,0 39,9 86,060 43,86 94,47 46,86 100,93 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. times ca1. 2. Calculations were performe accoring to ACI Ch.17 an ICCEs AC308. 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. 3. strength reuction factors (φ) for concrete breakout strength are base on ACI section.3 for loa combinations. Conition B was assume. 4. strength reuction factors (φ) for bon strength are etermine from reliability testing an qualification in accorance with ICCEs AC308 an are tabulate in this prouct information an in EsR376.. 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 EsR376 for applicable information. 6. 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 Ch Interpolation is not permitte to be use with the tabular values. For intermeiate base material compressive strengths, please see ACI Ch.17, ICCEs AC308 an information inclue in this prouct supplement. For other esign conitions incluing seismic consierations please see ACI Ch.17 an ICCEs AC308 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. 12

13 STRENGTH DESIGN (SD) Design of Steel Elements (Steel Strength) 1,2 Nominal Ro/ Size ( or No.) A36 an F14 Grae 36 F14 Grae A193 Grae B7 an F14 Grae 10 Steel Elements Threae Ro an Reinforcing Bar A449 F68M Class.8 an ISO 8981 Class.8 F93 CW Stainless (Types 304 an 316) A193 Grae B8/B8M, Class 1 Stainless (Types 304 an 316) A193 Grae B8/ B8M2, Class 2B Stainless (Types 304 an 316) A61 Grae 7 A61 A706 A61 Grae 40 3/8 or #3 3,370 4,360 7,26 6,97 3,6,040 3,31,2 7,10 7,42 6,600 4,90 1/2 or #4 6,17 7,980 13,300 12,770 6,690 9,22 6,070 10,110 13,000 13,00 12,000 9,000 /8 or # 9,83 12,71 21,190 20,340 10,60 14,690 9,660 16,10 20,10 20,92 18,600 13,90 3/4 or #6 14,0 18,81 31,360 30,10 1,76 18,480 14,300 23,830 28,600 29,700 26,400 19,800 7/8 or #7 20,08 2,970 43,28 41,930 21,760 2,10 19,73 32,89 39,000 40,00 36,000 1 or #8 26,30 34,070 6,78 4,1 28,4 33,46 2,89 43,160 1,30 3,32 47,400 #9 6,000 67,00 60,000 11/4 or #10 42,160 4,10 9,100 76,31 3,40 41,430 69,00 82,0 8,72 76,200 steel strength 1. steel tensile esign strength accoring to ACI Ch.17, φ = 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 Steel Elements Threae Ro an Reinforcing Bar Nominal Ro/ Size ( or No.) A36 an F14 Grae 36 F14 Grae A193 Grae B7 an F14 Grae 10 A449 F68M Class.8 an ISO 8981 Class.8 F93 CW Stainless (Types 304 an 316) A193 Grae B8/B8M, Class 1 Stainless (Types 304 an 316) A193 Grae B8/ B8M2, Class 2B Stainless (Types 304 an 316) A61 Grae 7 A61 A706 A61 Grae 40 3/8 or #3 1,7 2,26 3,77 3,62 2,02 2,790 1,72 2,870 3,960 3,860 3,430 2,7 1/2 or #4 3,210 4,10 6,91 6,640 3,70,110 3,1,2 7,200 7,020 6,240 4,680 /8 or #,11 6,610 11,020 10,7,900 8,13,02 8,37 11,160 10,880 9,670 7,2 3/4 or #6 7,6 9,78 16,30 1,6 8,730 10,23 7,43 12,390 1,840 1,44 13,730 10,29 7/8 or #7 10,44 13,0 22,0 21,80 12,00 14,130 10,26 17,10 21,600 21,060 18,720 1 or #8 13,700 17,71 29,2 28,34 1,810 18,3 13,46 22,44 28,440 27,730 24,60 #9 36,000 3,100 31,200 11/4 or #10 21,920 28,34 4,73 39,68 29,6 21,4 3,90 4,720 44,7 39,62 steel strength 1. steel shear esign strength accoring to ACI Ch.17, φ = φ 0.60 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. 13

14 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. 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 materials is recommene when using hollow rill bits (vacuum must be on). HOLE CLEANING DRY OR WET/WATERSATURATED HOLES (BLOW 2X, BRUSH 2X, BLOW 2X) 2a starting from the bottom or back of the rille anchor hole, blow the hole clean (free of noticeable ust) a minimum of two times (2x). 2X 2X 2X PREPARING Use a compresse air nozzle (m 90 psi) for all sizes of anchor ro an reinforcing bar (rebar). 2b Determine wire brush iameter (see installation specifications) for the rille hole 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) must be use for holes rille eeper than the liste brush length. The wire brush iameter must be checke perioically uring use. The brush shoul resist insertion into the rille hole, if it oes not come into contact with the sies of the rille hole, the brush is too small an must be replace. 2c Repeat step 2a again by blowing the hole clean 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. 3 Check ahesive expiration ate on cartrige label. Do not use expire prouct. Review safety Data sheet (sds) before use. Cartrige temperature must be between 0 F 104 F (10 C 40 C) when in use; for overhea applications cartrige temperature must be between 0ºF 90ºF (10ºC 30ºC). Review publishe working an cure times. Consieration shoul be given to the reuce gel (working) time of the ahesive in warm temperatures. For permitte range of the base material temperature, see publishe gel an curing times. Attach a supplie mixing nozzle to the cartrige. Do 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 cartrige of ahesive an also for all work interruptions exceeing the publishe gel (working) time of the ahesive. hef 4 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. 3X INSTALLATION WITH PISTON PLUG: Ahesives 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. Review an note the publishe working an cure times (reference gel time an curing time table) prior to injection of the mixe ahesive into the cleane anchor hole. 6 Fill the cleane hole approximately 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. For embement epth greater than 8 es an extension nozzle must be use with the mixing nozzle. Piston plugs (see ahesive piston plug table) must be use with an attache to the mixing nozzle an extension tube for horizontal installations where embement is greater than 8 es an overhea installations in concrete with anchor ro from 1/2" to 11/4" iameter an rebar sizes #4 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 the 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. 68 F 8 hrs Tmax 8 Ensure that the anchor element is installe to the specific embement epth. Ahesive must completely fill the annular gap at the concrete surface. Following installation of the anchor element, remove excess ahesive. Protect the anchor element threas from fouling with ahesive. For all installations the anchor element must be fully restraine from movement throughout the specifie curing perio, where necessary through the use of temporary weges, external supports, or other methos. Minor ajustment to the position of the anchor element may be performe uring the gel 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. 14