Product Submittal/Substitution Request

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1 Product Submittal/Substitution Request TO: PROJECT: PROJECT LOCATION: SPECIFIED ITEM: Section Page Paragraph Description PRODUCT SUBMIT TAL / SUBSTITUTION REQUESTED: The attached submittal package includes the product description, specifications, drawings, and performance data for use in the evaluation of the request. SUBMITTED B Y: Name: Signature: Company: Address: Date: Telephone: Fax: FOR USE BY THE ARCHITECT AND/OR ENGINEER Approved Approved as Noted Not Approved (If not approved, please briefly explain why the product was not accepted.) By: Date: Remarks: Questions or inquiries? Contact us at engineering@powers.com, or call DEWALT Engineered By Powers 1

2 Table of Contents DEWALT Engineered By Powers DEWALT Pure110+ Submittal Section: Competitive Comparisons: - DEWALT Pure110+ vs. HILTI* RE 00 V3 Product Pages: - General Information - Design Tables - Installation Instructions - Ordering Information Code Reports & Agency Listings: - ICC-ES Approval: ESR-3298 (Cracked & Uncracked Concrete) Offline version available for download at Powers developed the Powers Design Assist (PDA) anchor software to enable users to input technical data into a dynamic model environment-to visualize, consider, and specify anchors in today's changing engineering climate. For a demonstration of the latest version of PDA, contact us at (800)

3 COMPETITIVE COMPARISON PURE110+ VS. HILTI * RE00 V3 Product Comparison Product Name Pure110+ RE00 V3 Company DeWALT Hilti Description Adhesive Anchoring System Adhesive Anchoring System Size Range () 3/8, 1/2, /8, 3/4, 7/8, 1, 1-1/4 #3, #4, #, #6, #7, #8, #9 #10 3/8, 1/2, /8, 3/4, 7/8, 1, 1-1/4 #3, #4, #, #6, #7, #8, #9 #10 ICC-ES ESR (concrete) ESR-3298 ESR-3 Revision Date 2017 March 2017 January Cracked Concrete Yes Yes Seismic Approval in Concrete Yes Yes LEED Yes Yes VOC Yes Yes NSF 61 (potable drinking water) Yes Yes * Hilti is a registered trademark of Hilti Corporation Factored Loads Cracked Concrete 200 NWC, Rod A193 Grade B7 Dry concrete, sustained loading and periodic special inspection Pure110+ Bond Strength Values at 110 F Long-term Temp, 140 F Short-term Temp RE00 V3 Bond Strength Values at 110 F Long-term Temp, 130 F Short-term Temp LBS Factored Loads Cracked Concrete 200 NWC, Rod A193 Grade B7 Dry concrete, sustained loading and periodic special inspection Pure110+ Bond Strength Values at 110 F Long-term Temp, 140 F Short-term Temp RE00 V3 Bond Strength Values at 110 F Long-term Temp, 130 F Short-term Temp 0 Ø Anchor (es) h ef (es) LBS Ø Anchor (es) h ef (es) 1/2 4 1/2 4 1/2 6 1/2 6 /8 /8 /8 7-1/2 /8 7-1/2 3/4 6 3/4 6 3/4 9 3/4 9 7/8 7 7/8 7 7/8 10-1/2 7/8 10-1/ Source: ESR-3298 (Revised: 2017 March), ESR-3 (Revised: 2017 Jan) 3

4 General Information GENERAL INFORMATION PURE110+ Epoxy Injection Adhesive Anchoring System and Post-Installed Reinforcing Bar Connections PRODUCT DESCRIPTION The Pure110+ is a two-component, high strength adhesive anchoring system. The system includes injection adhesive in plastic cartridges, mixing nozzles, dispensing tools and hole cleaning equipment. The Pure110+ is designed for bonding threaded rod and reinforcing bar hardware into drilled holes in concrete and masonry base materials and for post-installed reinforcing bar connections. Pure110+ has the same bond strength at room temperature and at 110ºF. GENERAL APPLICATIONS AND USES Bonding threaded rod and reinforcing bar into hardened concrete Evaluated for installation and use in dry and wet holes, including water filled and underwater Can be installed in a wide range of base material temperatures FEATURES AND BENEFITS + + Designed for use with threaded rod and reinforcing bar hardware elements + + Evaluated and recognized for freeze/thaw performance + + Cartridge design allows for multiple uses using extra mixing nozzles + + Mixing nozzles proportion adhesive and provide simple delivery method into drilled holes + + Evaluated and recognized for long term and short term loading (see performance tables) + + Same bond strength at room temperature and at 110ºF. APPROVALS AND LISTINGS International Code Council, Evaluation Service (ICC-ES) ESR-3298 for cracked and uncracked concrete Code Compliant with 201 IBC, 201 IRC, 2012 IBC, 2012 IRC, 2009 IBC, and 2009 IRC. Conforms to requirements of C 881 and AASHTO M23, Types I, II, IV and V, Grade 3, Classes B & C (also meets Type III except for elongation) Department of Transportation listings see or contact transportation agency Tested in accordance with ACI 3.4, E 488, and ICC-ES AC308 for use in structural concrete (Design according to ACI , Chapter 17 and ACI /08 Appendix D) Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including seismic and wind loading. Compliant with NSF/ANSI 61 for drinking water system components - health effects; minimum requirements for materials in contact with potable water and water treatment GUIDE SPECIFICATIONS CSI Divisions: Concrete Anchors, Masonry Anchors and Post- Installed Concrete Anchors. Adhesive anchoring system shall be Pure110+ as supplied by DeWALT, Towson, MD. Anchors shall be installed in accordance with published instructions and requirements of the Authority Having Jurisdiction. 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 RE G I C A T I ON I O N CODE LISTED ICC-ES ESR-3298 CONCRETE 4 SECTION CONTENTS General Information...1 Reference Data (ASD)...2 Strength Design (SD)...6 Installation Instructions for Adhesive Anchors (Solid Base Materials)...18 Installation Instructions for Adhesive Anchors (Hollow Base Materials)...20 Installation Instructions (Post-Installed rebar)...21 Reference Installation Tables...23 Ordering Information...24 PACKAGING Coaxial Cartridge 9 fl. oz. (26 ml or 16.2 in 3 ) Dual (side-by-side) Cartridge 21 fl. oz. (620 ml or 37.8 in 3 ), 1:1 mix ratio 1 fl. oz. (110 ml or 92.1 in 3 ), 1:1 mix ratio 13 fl. oz. (38 ml or 23. in 3 ), 3:1 mix ratio 20 fl. oz. (8 ml or 3.7 in 3 ), 3:1 mix ratio STORAGE LIFE & CONDITIONS Dual cartridge: Two years Coaxial cartridge: Eighteen months In a dry, dark environment with temperature ranging from 41 F to 86 F ( C to 30 C) ANCHOR SIZE RANGE (TYP.) 3/8" to 1-1/4" diameter threaded rod No. 3 to No. 10 reinforcing bar (rebar) SUITABLE BASE MATERIALS Normal-weight concrete Lightweight concrete Grouted Concrete Masonry Hollow Concrete Masonry PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE) Dry concrete Water-saturated concrete (wet) Water-filled holes (flooded) Underwater concrete (submerged) Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c 1

5 Reference Data (ASD) Adhesives REFERENCE DATA (ASD) Installation Table for Pure110+ (Solid Concrete Base Materials) Dimension/Property Notation Units Nominal Anchor Size Threaded Rod - - 3/8 1/2 - /8 3/4 7/ /4 - Reinforcing Bar - - #3 - #4 # #6 #7 #8 #9 - #10 Nominal anchor diameter d Carbide drill bit nominal size 3 dbit Minimum embedment Minimum spacing distance Minimum edge distance Maximum torque 1 Maximum torque (low strength rods) 1,2 hnom smin cmin Tmax ft.-lb. (N-m) ft.-lb. (N-m) 0.37 (9.) 7/16 ANSI 2-3/8 (61) 1-7/8 (48) 1-7/8 (48) 1 (20) (7) 9/16 ANSI 0.00 (12.7) 2-3/4 (70) 2-1/2 (62) 2-1/2 (62) 30 (41) 20 (27) /8 ANSI 0.62 (1.9) 11/16 or 3/4 ANSI 3-1/8 (80) 3-1/8 (80) 3-1/8 (80) 1. Torque may not be applied to the anchors until the full cure time of the adhesive has been achieved. 2. These torque values apply to A 36 / F 14, Grade 36 carbon steel threaded rods; F14 Grade carbon steel threaded rods; and A193 Grade B8/B8M (Class 1) stainless steel threaded rods. 3. For any case, it must be possible for the steel anchor element to be inserted into the cleaned drilled hole without resistance. 60 (81) 40 (4) 0.70 (19.1) 7/8 ANSI 3-1/2 (89) 3-3/4 (9) 3-3/4 (9) 10 (142) 60 (81) 0.87 (22.) 1 ANSI 3-1/2 (89) 4-3/8 (111) 4-3/8 (111) 12 (169) 100 (136) (2.4) 1-1/8 ANSI 4 (102) (127) (127) 16 (223) 16 (223) 1.12 (28.6) 1-3/8 ANSI 4-1/2 (114) -/8 (143) -/8 (143) 200 (270) (31.8) 1-3/8 ANSI (127) 6-1/4 (19) 6-1/4 (19) 280 (379) 280 (379) 1.20 (31.8) 1-1/2 ANSI (127) 6-1/4 (19 6-1/4 ( (379) - Installation Table for Pure110+ (Hollow Base Material with Screen Tube) Nominal threaded rod diameter Dimensions/property Notation Units d in Nominal Size - Plastic 3/8" 1/2" /8" 3/4" Nominal screen tube diameter - 3/8 1/2 /8 3/4 Nominal diameter of drilled hole dbit Maximum torque (only possible after full cure time of adhesive) Tmax ft.-lb. (N-m) 0.37 (9.) 9/16 ANSI 10 (8) 0.00 (12.7) 3/4 ANSI 10 (8) 0.62 (1.9) 7/8 ANSI 10 (8) 0.70 (19.0) 1 ANSI 10 (8) Detail of Steel Hardware Elements used with Injection Adhesive System Threaded Rod or Rebar T max c s Threaded Rod and Deformed Reinforcing Bar Material Properties Steel Description (General) Steel Specification () Nominal Anchor Size () Minimum Yield Strength, fy (ksi) Minimum Ultimate Strength, fu (ksi) A 36 or F14 Grade 36 3/8 through 1-1/ F 14 Grade d c Carbon Steel A 449 A 193, Grade B7 or F 14, Grade 10 3/8 through / /8 through 1-1/ h nom h F 68M Class.8 3/4 through 1-1/ TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c d bit Nomenclature d = Diameter of anchor dbit = Diameter of drilled hole h = Base material thickness The greater of: [hnom + 1-1/4"] and [hnom + 2dbit] hnom = Minimum embedment depth Stainless Steel Grade 40 Reinforcing Bar Grade 60 Reinforcing Bar Grade 7 Reinforcing Bar F 93, Condition CW A 193/A193M Grade B8/B8M2, Class 1 A 193/A193M Grade B8/B8M2, Class 2B A 61, A 767 3/8 through / /4 through 1-1/ /4 through 1-1/ /8 through 1-1/ /8 through 3/4 (#3 through #6) A 61, A 767 3/8 through 1-1/ A 706, A 767 (#3 through #10) A 61, A 767 3/8 through 1-1/4 (#3 through #10)

6 Reference Data (ASD) Ultimate and Allowable Load Capacities for Pure110+ Installed with Threaded Rod into Normal Weight Concrete (based on bond strength/concrete capacity) 1,2,3,4,,6,7 Rod Diameter d Drill Diameter dbit 3/8 7/16 1/2 9/16 /8 11/16 or 3/4 3/4 7/8 7/ /8 1-1/4 1-3/8 Minimum Embedment Depth 3-3/8 (8.7) 4 1/2 (114.3) -/8 (142.9) 6-3/4 (171.) 7-7/8 (200.0) 9 (228.6) 10 (24.0) 11-1/4 (28.8) f c = 3,000 (20.7 MPa) Ultimate Load Capacity 10,44 (46.) 17,470 (77.7) 23,33 (103.8) 36,2 (161.3) 46,27 (20.8) 7,01 (23.6) 77,44 (344.) 91,88 (408.7) Minimum Concrete Compressive Strength Allowable Load Capacity 2,610 (11.6) 4,370 (19.4),83 (26.0) 9,06 (40.3) 11,70 (1.) 14,2 (63.4) 19,360 (86.1) 22,970 (102.2) f c = 4,000 (27.6 MPa) Ultimate Load Capacity 10,44 (46.) 20,22 (90.0) 28,600 (127.2) 40,930 (182.1) 2,920 (23.4) 79,29 (32.7) 82,74 (368.1) 98,170 (436.7) Allowable Load Capacity 2,610 (11.6),0 (22.) 7,10 (31.8) 10,23 (4.) 13,230 (8.8) 19,82 (88.2) 20,68 (92.0) 24,4 (109.2) 1. Allowable load capacities listed are calculated using an applied safety factor of 4.0. Consideration of safety factors of 10 or higher may be necessary depending on the application, such as life safety or overhead. 2. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. 3. The tabulated load values are applicable to single anchors installed at critical edge and spacing distances and where the minimum member thickness is the greater of [hnom + 1-1/4"] and [hnom + 2dbit] 4. The tabulated load values are applicable for dry concrete. Holes must be drilled with a haer drill and an ANSI carbide drill bit. Installations in water-saturated concrete (wet) or in water-filled holes (flooded) require a 1% reduction in capacity. Installations in underwater concrete (submerged) require a 30% reduction in capacity. Contact DeWALT for more information concerning these installation conditions.. Adhesives experience reductions in capacity at elevated temperatures. See the in-service temperature chart for allowable load capacity reduction factors. 6. Allowable bond strength/concrete capacity must be checked against allowable steel strength in tension to determine the controlling allowable load. 7. Allowable shear capacity is controlled by allowable steel strength for the given conditions. Adhesives Ultimate and Allowable Load Capacities for Pure110+ Installed with Reinforcing Bar into Normal Weight Concrete (based on bond strength/concrete capacity) 1,2,3,4,,6,7 Minimum Concrete Compressive Strength Bar Diameter d # Drill Diameter dbit #3 7/16 #4 9/16 # 11/16 or 3/4 #6 7/8 #8 1-1/8 Minimum Embedment Depth 3-3/8 (8.7) 4-1/2 (114.3) 4 (101.6) -/8 (142.9) 6-3/4 (171.) 9 (228.6) f c = 3,000 (20.7 MPa) Ultimate Load Capacity 11,1 (49.6) 17,73 (78.9) 16,740 (74.) 23,420 (104.2) 34,266 (12.4),140 (24.3) Allowable Load Capacity 2,790 (12.4) 4,43 (19.7) 4,18 (18.6),8 (26.0) 8,6 (38.1) 13,78 (61.3) f c = 4,000 (27.6 MPa) Ultimate Load Capacity 11,1 (49.6) 19,200 (8.4) 16,910 (7.2) 2,70 (114.3) 40,77 (181.4) 72,7 (322.8) Allowable Load Capacity 2,790 (12.4) 4,800 (21.4) 4,230 (18.8) 6,42 (28.6) 10,19 (4.3) 18,14 (80.7) 1. Allowable load capacities listed are calculated using an applied safety factor of 4.0. Consideration of safety factors of 10 or higher may be necessary depending on the application, such as life safety or overhead. 2. Linear interpolation may be used to determine allowable loads for intermediate embedments and compressive strengths. 3. The tabulated load values are applicable to single anchors installed at critical edge and spacing distances and where the minimum member thickness is The greater of [hnom + 1-1/4"] and [hnom + 2dbit]. 4. The tabulated load values are applicable for dry concrete. Holes must be drilled with a haer drill and an ANSI carbide drill bit. Installations in water-saturated concrete (wet) or in water-filled holes (flooded) require a 1% reduction in capacity. Installations in underwater concrete (submerged) require a 30% reduction in capacity. Contact DeWALT for more information concerning these installation conditions.. Adhesives experience reductions in capacity at elevated temperatures. See the in-service temperature chart for allowable load capacity reduction factors. 6. Allowable bond strength/concrete capacity must be checked against allowable steel strength in tension to determine the controlling allowable load. 7. Allowable shear capacity is controlled by allowable steel strength for the given conditions. TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c 6 3

7 Reference Data (ASD) Adhesives Allowable Load Capacities for Threaded Rod and Reinforcing Bar (Based on Steel Strength) 1,2,3,4, Nominal Rod Diameter or Rebar Size ( or #) A36 or F14, Grade 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) lbs 1,090 (4.8) 1,93 (8.6) 3,02 (13.) 4,3 (19.4),930 (26.4) 7,74 (34.) A36 or F14, Grade 2,73 (12.2) 4,860 (21.6) 7,9 (33.8) 10,93 (48.6) 14,88 (66.2) 19,440 (86.) lbs 1,410 (6.3) 2,0 (11.1) 3,910 (17.4),63 (2.1) 7,66 (34.1) 10,01 (44.) A 193, Grade B7 or F14, Grade 10 4, (20.3) 8,100 (36.0) 12,6 (6.3) 18,22 (81.1) 24,80 (110.3) 32,400 (144.1) lbs 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 - Threaded Rod and 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) lbs 1,880 (8.4) 3,340 (14.9),21 (23.2) 6,38 (28.4) 8,690 (38.7) 11,30 (0.) A61 Grade 40 Rebar 2,210 (9.8) 3,92 (17.) 6,13 (27.3) 8,83 (39.3) lbs 1,12 (.0) 2,00 (8.9) 3,130 (13.9) 4,0 (20.0) # /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) # A61 Grade 60 Rebar 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) lbs 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 Grade 60 Rebar 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) lbs 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 Grade 7 Rebar 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) lbs 1,87 3,33 (14.8),21 (23.2) 7,10 (33.4) 10,220 (4.) 13,30 (9.4) 16,990 (7.6) A706 Grade 80 Rebar 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) lbs 1,87 3,33 (14.8),21 (23.2) 7,10 (33.4) 10,220 (4.) 13,30 (9.4) 16,990 (7.6) ,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 defined steel strength (ASD) for threaded rod: Tensile = 0.33 Fu Anom, = 0.17 Fu Anom 2. For reinforcing bars: The allowable steel tensile strength is based on 20 ksi for Grade 40 and 24 ksi for Grade 60 and higher, applied to the cross sectional area of the bar; allowable steel shear strength = 0.17 Fu Anom 3. Allowable load capacities are calculated for the steel element type. Consideration of applying additional safety factors may ne necessary depending on the application, such as life safety or overhead. 4. Allowable steel strength in tension must be checked against allowable bond strength/concrete capacity in tension to determine the controlling allowable load.. The tabulated load values are applicable to single anchors installed at critical edge and spacing distances and where the minimum member thickness is the greater of [hnom + 1-1/4"] and [hnom + 2dbit] In-Service Temperature Chart For Allowable Load Capacities 1 Base Material Temperature Reduction Factor For Temperature F C Linear interpolation may be used to derive reduction factors for temperatures between those listed. TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c 4 7

8 Reference Data (ASD) Ultimate and Allowable Load Capacities for Threaded Rod Installed with Pure110+ into Grout Filled Masonry 1,2,3,4, Nominal Diameter d 3/8 1/2 /8 3/4 Minimum Embed. hv 3 (76.2) 4 (101.6) (127) 6 (12.4) Nominal Drill Bit Diameter 7/16 ANSI 9/16 ANSI 11/16 ANSI 7/8 ANSI Anchor Installed Into Grouted Masonry Wall Faces Minimum End Distance 12 (304.8) 12 (304.8) 12 (304.8) 20 (08) Minimum Edge Distance 12 (304.8) 12 (304.8) 12 (304.8) 20 (08) 6,00 (26.7) 8,60 (38.) 12,840 (7.1) 19,60 (87.0) Ultimate Load,200 (23.1) 8,84 (39.3) 8,430 (37.) 12,68 (6.4) 1,200 (.3) 1,730 2,70 (11.4) 3,910 (17.4) Allowable Load 1,040 (4.6) 1,770 (7.9) 1,68 (7.) 2,40 (11.3) Adhesives Anchor Installed in the Tops of Grouted Masonry Walls 6 Nominal Diameter d 1/2 /8 Minimum Embed. hv 4 (101.6) (127) Nominal Drill Bit Diameter 9/16 ANSI 11/16 ANSI Minimum End Distance 4 (101.6) 4 (101.6) Minimum Edge Distance 1.7 (44.) 2.7 (69.9),13 (22.8),360 (23.6) Ultimate Load 1,70 (7.8) 3,130 (13.9) 1,030 (4.6) 1,070 (4.8) Allowable Load 1. Tabulated load values are for 3/8" and 1/2" diameter anchors installed in minimum 6" wide, Grade N, Type II, light weight concrete masonry units conforming to C 90 that have reached the minimum designated ultimate compressive strength at the time of installation (f m 1,00 ). 2. Tabulated load values are for /8" and 3/4" diameter anchors installed in 8" wide, Grade N, Type II, light weight concrete masonry units conforming to C 90 that have reached the minimum designated ultimate compressive strength at the time of installation (f m 1,00 ). 3. Anchors must be installed in grouted cells and the minimum edge and end distances must be maintained. 4. Allowable load capacities listed are calculated using an applied safety factor of.0 and must be checked against the allowable tension and shear capacities for threaded rod based on steel strength to determine the controlling factor.. The tabulated values are applicable for anchors installed into grouted masonry wall faces and masonry wall tops at a critical spacing distance, scr, between anchors of 3 times the embedment depth. 6. Anchor installations into tops of grouted masonry walls are limited to one per masonry cell. 30 (1.6) 62 (2.8) Minimum End Distance (Typ) Minimum End Distance (Typ) Minimum Edge Distance (Typ) Grout Filled CMU (Typ) Mortar Joint Minimum Edge Distance (Typ) Wall Face Permissible Anchor Locations (Un-hatched Area) Top of Wall Ultimate and Allowable Load Capacities for Threaded Rod Installed with Pure110+ in Hollow Concrete Masonry Walls with Plastic Screen Tubes 1,2,3 Nominal Anchor Diameter Minimum Screen Tube Length 3/8 3-1/2 1/2 3-1/2 /8 6 3/4 6 Minimum End Distance 3-3/4 (9.3) 3-3/4 (9.3) 3-3/4 (9.3) 3-3/4 (9.3) Minimum Edge Distance 3-3/4 (9.3) 3-3/4 (9.3) 3-3/4 (9.3) 3-3/4 (9.3) C-90 Block Type Ultimate Load Lightweight 790 (3.) Lightweight 1,2 (.6) Normal-weight 1,4 4 (6.9) Normal-weight 4 1,4 (6.9) Allowable Load 1. Tabulated load values are for anchors installed in minimum 8" wide, Grade N, Type II, lightweight or normal weight concrete masonry units conforming to C 90 that have reached a designated ultimate compressive strength at the time of installation (f m 1,00 ). Mortar must be type N, S or M. 2. Allowable loads are calculated using an applied safety factor of.0. Consideration of safety factors of 10 or higher may be necessary depending on the application, such as life safety. 3. Anchor spacing is limited to one per masonry cell. 4. The tabulated load values are applicable to normal-weight concrete masonry units with a minimum face shell thickness of 1-1/2 es. 160 (0.7) 20 (1.1) 310 (1.4) 310 (1.4) TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c 8

9 Strength Design (SD) Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c STRENGTH DESIGN (SD) Installation Specifications for Threaded Rod and Reinforcing Bar 1 Parameter Symbol Units Threaded rod outside diameter Rebar nominal outside diameter d d 3/8 or # (9.) 0.37 (9.) 1/2 or # (12.7) 0.00 (12.7) Carbide drill bit nominal size 6 do (dbit) 7/16 9/16 Minimum embedment Maximum embedment Minimum member thickness Minimum anchor spacing Minimum edge distance Max. torque 2 Max. torque 2,3 (low strength rods) Minimum edge distance, reduced Max. torque, reduced 2 hef,min hef,max hmin smin cmin Tmax Tmax cmin,red Tmax,red ft-lbs (N-m) ft-lbs (N-m) ft-lbs (N-m) 2-3/8 (60) 7-1/2 (191) 1-7/8 (48) 1-7/8 (48) 1 (20) (7) 1-3/4 (4) hef + 1-1/4 (hef + 30) 2-3/4 (70) 10 (24) 2-1/2 (64) 2-1/2 (64) 30 (41) 20 (27) 1-3/4 (4) 7 [] 4 14 (19) CODE LISTED ICC-ES ESR-3298 Fractional Nominal Rod Diameter (Inch) / Reinforcing Bar Size /8 or # 0.62 (1.9) 0.62 (1.9) 11/16 or 3/4 3-1/8 (79) 12-1/2 (318) 3-1/8 (79) 3-1/8 (79) 60 (81) 40 (4) 1-3/4 (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 1-1/4 # (2.4) (2.4) (28.7) 1.20 (31.8) (31.8) 7/ /8 1-3/8 1-3/8 1-1/2 3-1/2 (89) 1 (381) 3-3/4 (9) 3-3/4 (9) 10 (142) 60 (81) 1-3/4 (4) 47 (64) 3-1/2 (89) 17-1/2 (44) 4-3/8 (111) 4-3/8 (111) 12 (169) 100 (136) 1-3/4 (4) 6 (76) 4 (102) 20 (08) hef + 2do (127) (127) 16 (221) 16 (223) 1-3/4 (4) 74 (100) 4-1/2 (114) 22-1/2 (72) For pound- units: 1 = , 1 N-m = ft-lbf. For SI: 1 = 2.4, 1 ft-lbf = 1.36 N-m. 1. For use with the design provisions of ACI Ch.17 or ACI Appendix D as applicable, ICC-ES AC308, Section 4.2 and ESR Torque may not be applied to the anchors until the full cure time of the adhesive has been achieved. 3. These torque values apply to A 36 / F 14 Grade 36 carbon steel threaded rods; F 14 Grade carbon steel threaded rods; and A 193 Grade B8/B8M (Class 1) stainless steel threaded rods. 4. These torque values apply to A 193 Grade B8/B8M (Class 1) stainless steel threaded rods.. For Installation between the minimum edge distance, cmin, and the reduced minimum edge distance, cmin,red, the maximum torque applied must be max torque reduced, Tmax,red. 6. For any case, it must be possible for the steel anchor element to be inserted into the cleaned drill hole without resistance. Detail of Steel Hardware Elements used with Injection Adhesive System Threaded Rod or Rebar d d o(d bit) T max c h ef h c s -/8 (143) -/8 (143) 200 (280) - 2-3/4 (70) 90 (122) (127) 2 (63) 6-1/4 (19) 6-1/4 (19) 280 (379) 280 (379) 2-3/4 (70) 126 (171) Threaded Rod and Deformed Reinforcing Bar Material Properties Steel Description (General) Carbon rod Stainless rod Grade 40 Reinforcing Bar Grade 60 Reinforcing Bar Grade 7 Reinforcing Bar Steel Specification () Nominal Anchor Size () Minimum Yield Strength, fy (ksi) (127) 2 (63) 6-1/4 (19) 6-1/4 (19) 280 (379) - 2-3/4 (70) 126 (171) Minimum Ultimate Strength, fu (ksi) A 36 or F 14 Grade /8 through 1-1/4 F 14 Grade A 449 3/8 through / A 193, Grade B7 or F 14, Grade 10 3/8 through 1-1/ F 68M Class 8 3/4 through 1-1/ F 93 Condition CW 3/8 through / /4 through 1-1/ A 193/193M Grade B8/B8M, 3/8 through 1-1/ Class 1 A 193/A193M Grade B8/B8M2, Class 2B 3/8 through 1-1/ A 61, A 767 3/8 through 1-1/4 (#3 through #10) A 61, A 767 3/8 through 1-1/ A 706, A 767 (#3 through #10) A 61, A 767 3/8 through 1-1/4 (#3 through #10)

10 Strength Design (SD) Steel and Design for Threaded Rod in Normal Weight Concrete (For use with load combinations taken from ACI Section.3) Threaded rod nominal outside diameter Threaded rod effective cross-sectional area A 36 and F 14 Grade 36 F 14 Grade A 193 Grade B7 and F 14 Grade 10 A 449 ISO Class.8 F 93 CW Stainless (Types 304 and 316) A 193 Grade B8/B8M, Class 1 Stainless (Types 304 and 316) A 193 Grade B8/ B8M2, Class 2B Stainless (Types 304 and 316) CODE LISTED ICC-ES ESR-3298 Nominal Rod Diameter 1 () Design Information Symbol Units 3/8 1/2 /8 3/4 7/ /4 d 0.37 (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 ( 2 ) (0) (92) (146) (216) (298) (391) (62) lbf 4,49 8,230 13,110 19,400 26,780 3,130 6,210 Nsa Nominal strength as governed by (20.0) (36.6) (8.3) (86.3) (119.1) (16.3) (20.0) steel strength (for a single anchor) lbf 2,69 4,940 7,860 11,640 16,070 21,080 33,72 Vsa (12.0) (22.0) (3.0) (1.8) (71.4) (93.8) (10.0) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ lbf,810 10,640 16,90 2,08 34,62 4,42 Nsa Nominal strength as governed by (2.9) (47.3) (7.4) (111.6) (14.0) (202.0) steel strength(for a single anchor) lbf 3,48 6,38 10,170 1,00 20,77 27,2 Vsa (1.) (28.4) (4.2) (67.0) (92.4) (121.2) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ ,680 (323.3) 43,610 (194.0) lbf 9,68 17,73 28,20 41,810 7,710 7,710 Nsa Nominal strength as governed by (43.1) (78.9) (12.7) (186.0) (26.7) (336.8) steel strength (for a single anchor) Vsa lbf,81 (2.9) 10,640 (7.3) 16,90 (7.4) 2,08 (111.6) 34,62 (14.0) 4,42 (202.1) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ ,13 (38.8) 72,680 (323.3) lbf 9,300 17,02 27,120 40,140,90 72,68 Nominal strength as Nsa (41.4) (7.7) (120.6) (178.) (248.7) (323.3) governed by steel strength (for a single anchor) lbf,80 10,21 16,270 24,08 33,40 43,610 Vsa (24.8) (4.4) (72.4) (107.1) (149.2) (194.0) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ lbf,620 10,290 16,38 24,20 33,47 43,91 Nsa Nominal strength as governed by (2.0) (4.8) (72.9) (107.9) (148.9) (19.4) - steel strength (for a single anchor) Vsa lbf 3,370 (1.0) 6,17 (27.) 9,830 (43.7) 14,0 (64.7) 20,08 (89.3) 26,30 (117.2) - Reduction factor for seismic shear αv,seis Strength reduction factor for tension 3 φ Strength reduction factor for shear 3 φ ,7 (42.6) 61,00 (271.6) lbf 7,70 14,190 22,600 28,430 39,24 1,48 Nsa Nominal strength as governed by (34.) (63.1) (100.) (126.) (174.6) (229.0) steel strength (for a single anchor) Vsa lbf 4,60 (20.7) 8,1 (37.9) 13,60 (60.3) 17,060 (7.9) 23,4 (104.7) 30,890 (137.4) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 3 φ Strength reduction factor for shear 3 φ ,370 (366.4) 49,42 (219.8) lbf 4,420 8,090 12,880 19,06 26,31 34,2 Nsa Nominal strength as governed by (19.7) (36.0) (7.3) (84.8) (117.1) (13.6) steel strength (for a single anchor) 4 Vsa lbf 2,60 (11.8) 4,8 (21.6) 7,730 (34.4) 11,440 (0.9) 1,790 (70.2) 20,71 (92.1) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ - 0.6,240 (24.7) 33,14 (147.4) lbf 7,36 13,480 21,470 31,77 43,860 7,4 Nsa Nominal strength as governed by (32.8) (60.0) (9.) (141.3) (19.1) (26.0) steel strength (for a single anchor) Vsa lbf 4,420 (19.7) 8,08 (36.0) 12,880 (7.3) 19,06 (84.8) 26,31 (117.1) 34,2 (13.6) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ ,06 (409.),240 (24.7) For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = es, 1 N = lbf. 1. Values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI Eq and Eq b or ACI Eq. (D-2) and Eq. (D-29), as applicable, except where noted. Nuts and washers must be appropriate for the rod. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. 2. The tabulated value of f applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of f must be determined in accordance with ACI 318 D.4.4. Values correspond to ductile steel elements. 3. The tabulated value of f applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of f must be determined in accordance with ACI 318 D.4.4. Values correspond to brittle steel elements 4. In accordance with AACI and or ACI D..1.2 and D.6.1.2, as applicable, the calculated values for nominal tension and shear strength for A193 Grade B8/B8M Class 1 stainless steel threaded rods are based on limiting the specified tensile strength of the anchor steel to 1.9fy or 7,000 (393 MPa).. The referenced standard includes rod diameters up to and including 1- (24 ). Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

11 Strength Design (SD) Adhesives Steel and Design for Reinforcing Bars in Normal Weight Concrete (For use with load combinations taken from ACI Section.3) Design Information Symbol Units Rebar nominal outside diameter Rebar effective cross-sectional area A 61 Grade 7 Nominal strength as governed by steel strength (for a single anchor) d Ase Nsa Vsa 2 ( 2 ) lbf lbf Nominal Reinforcing Bar Size (Rebar) 1 CODE LISTED ICC-ES ESR-3298 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) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 3 φ Strength reduction factor for shear 3 φ (32.3) (819.4) 127,000 (64.9) 76,200 (338.9) A 61 Grade 60 A 706 Grade 60 A 61 Grade 40 Nominal strength as governed by steel strength (for a single anchor) Nsa Vsa lbf lbf 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) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ Nominal strength as governed by steel strength (for a single anchor) Nsa Vsa lbf lbf 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.) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ Nominal strength as governed by steel strength (for a single anchor) Nsa Vsa lbf lbf 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.) Reduction factor for seismic shear αv,seis Strength reduction factor for tension 2 φ Strength reduction factor for shear 2 φ ,300 (08.4) 68,80 (30.0) 101,600 (42.0) 60,960 (271.2) In accordance with A 61, Grade 40 bars are furnished only in sizes No. 3 through No. 6 For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = es, 1 N = lbf. 1. Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI Eq and Eq b or ACI Eq. (D-2) and Eq. (D-29), as applicable. 2. The tabulated value of f applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of f must be determined in accordance with ACI 318 D.4.4. Values correspond to ductile steel elements. In accordance with ACI (a)(vi) or ACI D (a)6, as applicable, deformed reinforcing bars meeting this specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI and or ACI (a) and (b), as applicable. 3. The tabulated value of f applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of f must be determined in accordance with ACI 318 D.4.4. Values correspond to brittle steel elements. TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

12 Strength Design (SD) Concrete Breakout Design Information for Threaded Rod and Reinforcing Bars (For use with loads combinations taken from ACI Section.3) 1 Design Information Symbol Units Effectiveness factor for cracked concrete Effectiveness factor for uncracked concrete Minimum embedment Maximum embedment Minimum anchor spacing Minimum edge distance 2 Minimum edge distance, reduced 2 Minimum member thickness Critical edge distance splitting (for uncracked concrete only) 3 kc,cr kc,uncr hef,min hef,max smin cmin cmin,red hmin cac - (SI) - (SI) Nominal Rod Diameter () / Reinforcing Bar Size CODE LISTED ICC-ES ESR /8 or #3 1/2 or #4 /8 or # 3/4 or #6 7/8 or #7 1 or #8 #9 2-3/8 (60) 7-1/2 (191) 1-7/8 (48) 1-3/4 (4) hef + 1-1/4 (hef + 30) 2-3/4 (70) 10 (24) 2-1/2 (64) 1-3/4 (4) 3-1/8 (79) 12-1/2 (318) 3-1/8 (79) 3-1/2 (89) 1 (381) 3-3/4 (9) 17 (7.1) 24 (10.0) 3-1/2 (89) 17-1/2 (44) 4-3/8 (111) 4 (102) 20 (08) (127) d where d is nominal outside diameter of the anchor 1-3/4 (4) 1-3/4 (4) 1-3/4 (4) 1-3/4 (4) hef + 2do where do is hole diameter; cac = hef ( tuncr 1160 )0.4 [ h hef ] cac = hef ( tuncr 8 )0.4 [ h hef ] Strength reduction factor for tension, concrete failure modes, Condition B 4 φ Strength reduction factor for shear, concrete failure modes, Condition B 4 φ /2 (114) 22-1/2 (72) -/8 (143) For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = , 1 N = lbf. 1. Additional setting information is described in the installation instructions. 2. For installation between the minimum edge distance, cmin, and the reduced minimum edge distance, cmin,red, the maximum torque applied must be reduced (multiplied) by a factor of tk,uncr need not be taken as greater than: tk,uncr = kuncr hef f'c and h need not be taken as larger than 2.4. π d hef 2-3/4 (70) 1-1/4 or #10 (127) 2 (63) 6-1/4 (19) 2-3/4 (70) Adhesives 4. Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI or ACI D.4.3, as applicable. The tabulated value of f applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of f must be determined in accordance with ACI 318 D.4.4. FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH Cracked Concrete Uncracked Concrete Normal or Lightweight Concrete Normal or Lightweight Concrete Haer-Drill Haer-Drill τ k,cr τ k,uncr Dry Concrete Water Saturated Concrete f c Water-Filled Hole (Flooded) Underwater (Submerged) φ d φ ws φ wf φ uw Dry Concrete Water Saturated Concrete f c Water-Filled Hole (Flooded) Underwater (Submerged) φ d φ ws φ wf φ uw TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

13 Strength Design (SD) Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c Bond Strength Design Information for Threaded Rods and Reinforcing Bars 1,2 Design Information Symbol Units Minimum embedment hef,min Maximum embedment hef,max in cracked concrete 110 F (43 C) 6,9 tk,cr (N/ 2 ) Maximum Long-Term in cracked Service Temperature; concrete, short-term loading only 9 tk,cr (N/ 2 ) 140 F (60 C) in Maximum Short-Term uncracked concrete6,8 tk,uncr (N/ 2 ) Service Temperature 3, in uncracked concrete, short-term loading only 8 tk,uncr (N/ 2 ) in cracked concrete 110 F (43 C) 6,9 tk,cr (N/ 2 ) Maximum Long-Term in cracked Service Temperature; concrete, short-term loading only 9 tk,cr (N/ 2 ) 176 F (80 C) in Maximum Short-Term uncracked concrete 6,8 tk,uncr (N/ 2 ) Service Temperature 4, in uncracked concrete, short-term loading only 8 tk,uncr (N/ 2 ) Design Information Symbol Units Minimum embedment hef,min Maximum embedment hef,max in cracked concrete 110 F (43 C) (N/ 2 ) Maximum Long-Term in cracked Service Temperature; concrete, short-term loading only 9 tk,cr (N/ 2 ) 140 F (60 C) in Maximum Short-Term uncracked concrete 6,8 tk,uncr (N/ 2 ) Service Temperature 3, in uncracked concrete, short-term loading only 8 tk,uncr (N/ 2 ) in cracked concrete 6,9 tk,cr (N/ 2 ) 110 F (43 C) Maximum Long-Term in cracked Service Temperature; concrete, short-term loading only 9 tk,cr (N/ 2 ) 176 F (80 C) Maximum Short-Term in Service Temperature 4, uncracked concrete 6,8 tk,uncr (N/ 2 ) Permissible installation conditions 7 in uncracked concrete, short-term loading only 8 tk,uncr (N/ 2 ) Dry concrete Water-saturated concrete, Water-filled hole (flooded) Underwater (submerged) Nominal Rod Diameter () CODE LISTED ICC-ES ESR /8 1/2 /8 3/4 7/ /4 2-3/8 (60) 7-1/2 (191) 1,829 (12.6) 1,829 (12.6) 1,334 (9.2) 1,334 (9.2) 2-3/4 (70) 10 (24) 1,738 (12.0) 1,738 (12.0) 1,262 (8.7) 1,262 (8.7) 3-1/8 (79) 12-1/2 (318) 1,671 (11.) 1,671 (11.) 1,218 (8.4) 1,218 (8.4) 3-1/2 (89) 1 (381) 1,617 (11.1) 1,617 (11.1) 1,17 (8.1) 1,17 (8.1) 3-1/2 (89) 17-1/2 (44) 1,67 (10.8) 1,67 (10.8) 1,146 (7.9) 1,146 (7.9) Nominal Bar Size 4 (102) 20 (08) 1,38 (10.6) 1,38 (10.6) 1,117 1,117 (127) 2 (63) 1,479 (10.2) 1,479 (10.2) 1,073 (7.4) 1,073 (7.4) #3 #4 # #6 #7 #8 #9 #10 2-3/8 (60.0) 7-1/2 (191.0) 1,829 (12.6) 1,829 (12.6) 2-3/4 (70.0) 10 (24.0) 1,170 (8.1) 1,170 (8.1) 1,738 (12.0) 1,738 (12.0) 848 (.8) 848 (.8) 3-1/8 (79.0) 12-1/2 (318.0) 1,671 (11.) 1,671 (11.) (.6) (.6) 3-1/2 (89.0) 1 (381.0) 1,617 (11.1) 1,617 (11.1) (.6) (.6) 1,334 (9.2) 1,262 (8.7) 1,218 (8.4) 1,17 (8.1) 1,334 1,262 1,218 1,17 (9.2) (8.7) (8.4) (8.1) Anchor Category 1 fd 0.6 Anchor Category 2 fws, fwf /2 (89.0) 17-1/2 (44.0) 1,67 (10.8) 1,67 (10.8) (.6) (.6) 1,146 (7.9) 1,146 (7.9) 4 (102.0) 20 (08.0) 1,38 (10.6) 1,38 (10.6) (.6) (.6) 1,117 1,117 Anchor Category 2 3 fuw Reduction factor for seismic tension 9 αn,seis /2 (114.0) 22-1/2 (72.0) 1,07 (10.4) 1,07 (10.4) (.6) (.6) 1,102 (7.6) 1,102 (7.6) (127.0) 2 (63.0) 1,479 (10.2) 1,479 (10.2) (.6) For SI: 1 = 2.4, 1 = MPa. For pound- units: 1 = , 1 MPa = Bond strength values correspond to a normal-weight concrete compressive strength f'c = 2,00 (17.2 MPa). For concrete compressive strength, f'c between 2,00 and 8,000 (17.2 MPa and.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f'c / 2,00) 0.23 [For SI: (f'c / 17.2) 0.23 ]. 2. The modification factor for bond strength of adhesive anchors in lightweight concrete shall be taken as given in ACI or ACI D.3.6, as applicable, where applicable. 3. The maximum short-term service temperature may be increased to 162 F (72 C) provided characteristic bond strengths are reduced by 3 percent. Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category B. 4. Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category A.. Short-term base material service temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term elevated concrete base material service temperatures are roughly constant over significant periods of time. 6. s are for sustained loads including dead and live loads. 7. Permissible installation conditions include dry concrete, water-saturated concrete, water-filled holes and underwater. Water-filled holes include applications in dry or water-saturated concrete where the drilled holes contain standing water at the time of anchor installation. 8. Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. 9. For structures assigned to Seismic Design Categories C, D, E or F, the tabulated bond strength values for cracked concrete do not require an additional reduction factor applied for seismic tension (αn,seis = 1.0), where seismic design is applicable. (.6) 1,073 (7.4) 1,073 (7.4)

14 Strength Design (SD) and Design Strength for Threaded Rod Installed in Uncracked Concrete (Bond or Concrete Strength) Drilled with a Haer-Drill and Carbide Bit in a Dry Hole Condition 110 F (43 C) Maximum Long-Term Service Temperature; 140 F (60 C) Maximum Short-Term Service Temperature 1,2,3,4,,6,7,8,9 Nominal Rod/Rebar Size () 3/8 1/2 /8 3/4 7/ /4 Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 () f'c = 3,000 () f'c = 4,000 () f'c = 6,000 () f'c = 8,000 () fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp 2-3/8 2,8 2,70 3,12 2,920 3,610 3,7 4,070 4,380 4,34 4, ,0 4,010 4,380 4,30 4,680,370,140 6,830,490 8,09 4-1/2 6,30 7,420 6,7 8,270 7,020 9,80 7,710 12,46 8,23 14,77 7-1/2 10,0 1,800 10,9 17,600 11,70 20,86 12,84 26,30 13,72 29,6 2-3/4 3, 3,30 3,89 3,7 4,00 4,90,10 6,09 6,36 7,4 4 6,240 6,700 6,83 7,610 7,89 9,310 8,680 11,84 9,27 14, ,64 12,80 11,10 14,31 11,86 16,970 13,020 21,7 13,91 2, ,74 27,370 18,0 30,48 19,770 36,10 21,70 4,9 23,190 49,94 3-1/8 4,310 4,120 4,720 4,680,40,72 6,67 7,600 7,710 9,29 8,720 10,00 9, 11,36 11,030 13,900 13,040 18,20 13,93 21,8 7-1/2 1,99 19,74 16,680 22,000 17,820 26,080 19,6 33,160 20,900 39, /2 26,660 42,06 27,800 46,860 29,700,60 32,60 70,22 34,83 7, /2,10,01,9,700 6,460 6,970 7,910 9,2 9,13 11, ,46 13,9 12,60 1,44 14,00 18,89 17,760 2,09 19,41 30, ,060 26,8 23,070 30,10 24,83 36,28 27,260 46,130 29,12 4, ,14 8,30 38,740 6,200 41,390 77,30 4,43 97,8 48,40 104,0 3-1/2,10 4,930,9,60 6,460 6,8 7,910 9,100 9,13 11, ,44 16,60 1,82 18,86 18,27 23,07 22,380 30,60 2,610 37,3 10-1/2 26,40 32,800 29,070 37,26 32,7 4,13 3,9 7,380 38,41 68, /2 49,000 72,810 1,09 81,10 4,90 96,16 9, ,2 64,02 137,90 4 6,240 6,11 6,83 6,94 7,89 8,49 9,66 11,280 11,160 13, ,60 19,70 19,33 22,43 22,32 27,440 27,340 36,40 31,70 44, ,42 39,00 3,20 44,31 41,01 4,200 46,09 69,60 49,20 82, ,81 88,270 6,0 98,330 69,98 116,8 76,82 148,21 82,080 17,73 8,720 8,170 9, 9,28 11,030 11,3 13,10 1,08 1,600 18, ,66 26,380 27,020 29,97 31,200 36,660 38,210 48,690 44,12 9, 1 4,31 2,110 49,640 9,200 7,320 72,410 69,260 9,6 74, , , ,400 98,420 13,23 10,1 160,34 11,43 203,84 123, ,69 - Concrete Breakout Strength - Bond Strength/Pryout Strength 1. Tabular values are provided for illustration and are applicable for single anchors installed in uncracked normal-weight concrete with minimum slab thickness, ha = hmin, and with the following conditions: - ca1 is greater than or equal to the critical edge distance, cac - ca2 is greater than or equal to 1. times ca1. 2. Calculations were performed according to ACI Ch.17 and ICC-ES AC308. The load level corresponding to the failure mode listed [Concrete breakout strength, bond strength/pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod or rebar size and type, the lowest load level controls. 3. Strength reduction factors (f) for concrete breakout strength are based on ACI Section.3 for load combinations. Condition B was assumed. 4. Strength reduction factors (f) for bond strength are determined from reliability testing and qualification in accordance with ICC-ES AC308 and are tabulated in this product information and in ESR Tabular values are permitted for static loads only, seismic loading is not considered with these tables. Periodic special inspection must be performed where required by code, see ESR-3298 for applicable information. 6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI Ch Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI Ch.17, ICC-ES AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI Ch.17 and ICC-ES AC308 and ESR Long term concrete temperatures are roughly constant over significant periods of time. Short-term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

15 Strength Design (SD) Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c and Design Strength for Threaded Rod Installed in Cracked Concrete (Bond or Concrete Strength) Drilled with a Haer-Drill and Carbide Bit in a Dry Hole Condition 110 F (43 C) Maximum Long-Term Service Temperature; 140 F (60 C) Maximum Short-Term Service Temperature 1,2,3,4,,6,7,8,9 Nominal Rod/Rebar Size ( or #) 3/8 1/2 /8 3/4 7/ /4 Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 () f'c = 3,000 () f'c = 4,000 () f'c = 6,000 () f'c = 8,000 () fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp 2-3/8 2,020 1,83 2,21 2,08 2,44 2, 2,68 2,890 2,86 3,08 3 2,770 2,86 2,890 3,23 3,08 3,83 3,390 4,87 3,620,78 4-1/2 4,1,300 4,33,90 4,630 7,00,08 8,900,430 10, 7-1/2 6,92 11,28 7,22 12,70 7,71 14,90 8,470 18,24 9,00 19,49 2-3/4 2,20 2,360 2,760 2,680 3,18 3,280 3,90 4,3 4,42,32 4 4,420 4,78 4,840,43,490 6,60 6,02 8,460 6,43 10, ,390 9,180 7,70 10,22 8,230 12,12 9,03 1,410 9,6 18, ,31 19,0 12,840 21,77 13,720 2,820 1,060 32,43 16,090 34,6 3-1/8 3,00 2,940 3,34 3,340 3,860 4,090 4,730,430,460 6,640 6,17 7,14 6,76 8,120 7,81 9,930 9,41 13,00 10,0 1,41 7-1/2 11,30 14,10 12,040 1,71 12,860 18,630 14,120 23,68 1,08 28, /2 19,240 30,04 20,06 33,470 21,43 39,68 23,30 0,4 2,140 4,10 3-1/2 3,620 3,80 3,96 4,070 4,7 4,980,60 6,610 6,470 8,08 6 8,120 9,710 8,89 11,03 10,270 13,49 12,80 17,92 14,480 21, ,920 19,18 16,340 21,79 18,20 2,920 20,330 32,90 21,720 39, ,70 41,80 28,890 46,70 30,870,220 33,88 70,200 36,20 77,97 3-1/2 3,620 3,2 3,96 4,000 4,7 4,89,60 6,00 6,470 7, ,230 11,860 11,210 13,47 12,94 16,48 1,80 21,89 18,30 26, /2 18,800 23,430 20,90 26,620 23,780 32,240 27,67 40,98 29,6 48,9 17-1/2 37,710 2,00 39,32 7,93 42,01 68,690 46,120 87,32 49,27 103,40 4 4,420 4,36 4,840 4,960,90 6,06 6,84 8,060 7,90 9,8 8 12,00 14,10 13,69 16,02 1,81 19,600 19,36 26,03 22,36 31, ,96 27,860 2,160 31,6 29,00 38,71 3,80 49,68 38,61 8, ,2 63,00 1,36 70,23 4,87 83,27 60,240 10,870 64,360 12,2 6,17,83 6,76 6,630 7,81 8,110 9,70 10,77 11,00 13, ,470 18,84 19,140 21,410 22,100 26,18 27,06 34,780 31,2 42, ,09 37,220 3,160 42,28 40,600 1,720 49,72 68,32 7,41 81, ,060 86,71 7,6 96,9 8,74 114,30 94,12 14,60 100,6 172,640 - Concrete Breakout Strength - Bond Strength/Pryout Strength 1. Tabular values are provided for illustration and are applicable for single anchors installed in cracked normal-weight concrete with minimum slab thickness, ha = hmin, and with the following conditions: - ca1 is greater than or equal to the critical edge distance, cac - ca2 is greater than or equal to 1. times ca1. 2. Calculations were performed according to ACI Ch.17 and ICC-ES AC308. The load level corresponding to the failure mode listed [Concrete breakout strength, bond strength/pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod or rebar size and type, the lowest load level controls. 3. Strength reduction factors (f) for concrete breakout strength are based on ACI Section.3 for load combinations. Condition B was assumed. 4. Strength reduction factors (f) for bond strength are determined from reliability testing and qualification in accordance with ICC-ES AC308 and are tabulated in this product information and in ESR Tabular values are permitted for static loads only, seismic loading is not considered with these tables. Periodic special inspection must be performed where required by code, see ESR-3298 for applicable information. 6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI Ch Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI Ch.17, ICC-ES AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI Ch.17 and ICC-ES AC308 and ESR Long term concrete temperatures are roughly constant over significant periods of time. Short-term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling

16 Strength Design (SD) and Design Strength for Reinforcing Rod Installed in Uncracked Concrete (Bond or Concrete Strength) Drilled with a Haer-Drill and Carbide Bit in a Dry Hole Condition 110 F (43 C) Maximum Long-Term Service Temperature; 140 F (60 C) Maximum Short-Term Service Temperature 1,2,3,4,,6,7,8,9 Nominal Rod/Rebar Size (#) #3 #4 # #6 #7 #8 #9 #10 Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 () f'c = 3,000 () f'c = 4,000 () f'c = 6,000 () f'c = 8,000 () fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp 2-3/8 2,8 2,70 3,12 2,920 3,610 3,7 4,070 4,380 4,34 4, ,0 4,010 4,380 4,30 4,680,370,140 6,830,490 8,09 4-1/2 6,30 7,420 6,7 8,270 7,020 9,80 7,710 12,46 8,23 14,77 7-1/2 10,0 1,800 10,9 17,600 11,70 20,86 12,84 26,30 13,72 29,6 2-3/4 3, 3,30 3,89 3,7 4,00 4,90,10 6,09 6,36 7,4 4 6,240 6,700 6,83 7,610 7,89 9,310 8,680 11,84 9,27 14, ,64 12,80 11,10 14,31 11,86 16,970 13,020 21,7 13,91 2, ,74 27,370 18,0 30,48 19,770 36,10 21,70 4,9 23,190 49,94 3-1/8 4,310 4,120 4,720 4,680,40,72 6,67 7,600 7,710 9,29 8,720 10,00 9, 11,36 11,030 13,900 13,040 18,20 13,93 21,8 7-1/2 1,99 19,74 16,680 22,000 17,820 26,080 19,6 33,160 20,900 39, /2 26,660 42,06 27,800 46,860 29,700,60 32,60 70,22 34,83 7, /2,10,01,9,700 6,460 6,970 7,910 9,2 9,13 11, ,46 13,9 12,60 1,44 14,00 18,89 17,760 2,09 19,41 30, ,060 26,8 23,070 30,10 24,83 36,28 27,260 46,130 29,12 4, ,14 8,30 38,740 6,200 41,390 77,30 4,43 97,8 48,40 104,0 3-1/2,10 4,930,9,60 6,460 6,8 7,910 9,100 9,13 11, ,44 16,60 1,82 18,86 18,27 23,07 22,380 30,60 2,610 37,3 10-1/2 26,40 32,800 29,070 37,26 32,7 4,13 3,9 7,380 38,41 68, /2 49,000 72,810 1,09 81,10 4,90 96,16 9, ,2 64,02 137,90 4 6,240 6,11 6,83 6,94 7,89 8,49 9,66 11,280 11,160 13, ,60 19,70 19,33 22,43 22,32 27,440 27,340 36,40 31,70 44, ,42 39,00 3,20 44,31 41,01 4,200 46,09 69,60 49,20 82, ,81 88,270 6,0 98,330 69,98 116,8 76,82 148,21 82,080 17,73 4-1/2 7,44 7,110 8,1 8,080 9,420 9,880 11,3 13,12 13,320 16,0 9 21,060 23,0 23,070 26,190 26,640 32,03 32,62 42,0 37,67 2, /2 38,690 4,40 42,380 1,740 48,940 63,280 7,16 82,47 61,07 97, /2 77,89 104,620 81, ,4 86, ,18 9,270 17, , ,290 8,720 8,160 9, 9,270 11,030 11,33 13,10 1,060 1,600 18, ,66 26,430 27,020 30,02 31,200 36,72 38,210 48,780 44,12 9, ,31 2,20 49,640 9,310 7,320 72,4 69,260 9,83 74, , , ,80 98,420 13,43 10,1 160,80 11,43 204,14 123, ,00 - Concrete Breakout Strength - Bond Strength/Pryout Strength 1. Tabular values are provided for illustration and are applicable for single anchors installed in uncracked normal-weight concrete with minimum slab thickness, ha = hmin, and with the following conditions: - ca1 is greater than or equal to the critical edge distance, cac - ca2 is greater than or equal to 1. times ca1. 2. Calculations were performed according to ACI Ch.17 and ICC-ES AC308. The load level corresponding to the failure mode listed [Concrete breakout strength, bond strength/pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod or rebar size and type, the lowest load level controls. 3. Strength reduction factors (f) for concrete breakout strength are based on ACI Section.3 for load combinations. Condition B was assumed. 4. Strength reduction factors (f) for bond strength are determined from reliability testing and qualification in accordance with ICC-ES AC308 and are tabulated in this product information and in ESR Tabular values are permitted for static loads only, seismic loading is not considered with these tables. Periodic special inspection must be performed where required by code, see ESR-3298 for applicable information. 6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI Ch Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI Ch.17, ICC-ES AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI Ch.17 and ICC-ES AC308 and ESR Long term concrete temperatures are roughly constant over significant periods of time. Short-term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

17 Strength Design (SD) Adhesives TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c and Design Strength for Reinforcing Rod Installed in Cracked Concrete (Bond or Concrete Strength) Drilled with a Haer-Drill and Carbide Bit in a Dry Hole Condition 110 F (43 C) Maximum Long-Term Service Temperature; 140 F (60 C) Maximum Short-Term Service Temperature 1,2,3,4,,6,7,8,9 Nominal Rod/Rebar Size (#) #3 #4 # #6 #7 #8 #9 #10 Embed. Depth hef () Minimum Concrete Compressive Strength f'c = 2,00 () f'c = 3,000 () f'c = 4,000 () f'c = 6,000 () f'c = 8,000 () fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp fncb or fna fvcb or fvcp 2-3/8 2,020 1,83 2,21 2,08 2,44 2, 2,68 2,890 2,86 3,08 3 2,770 2,86 2,890 3,23 3,08 3,83 3,390 4,87 3,620,78 4-1/2 4,1,300 4,33,90 4,630 7,00,08 8,900,430 10, 7-1/2 6,92 11,28 7,22 12,70 7,71 14,90 8,470 18,24 9,00 19,49 2-3/4 2,20 2,360 2,760 2,680 3,18 3,280 3,90 4,3 4,29,32 4 4,420 4,78 4,840,43,32 6,60,84 8,460 6,24 10, ,170 9,180 7,47 10,22 7,98 12,12 8,76 1,410 9,36 18, ,94 19,0 12,4 21,77 13,310 2,820 14,610 31,470 1,610 33, /8 3,00 2,940 3,34 3,340 3,860 4,090 4,730,430,380 6,640 6,17 7,14 6,76 8,120 7,81 9,930 8,7 13,00 9,3 1,41 7-1/2 10,740 14,10 11,200 1,71 11,96 18,630 13,13 23,68 14,03 28, /2 17,900 30,04 18,66 33,470 19,94 39,68 21,890 47,1 23,390 0, /2 3,620 3,80 3,96 4,070 4,7 4,980,60 6,610 6,470 8,08 6 8,120 9,710 8,89 11,03 10,270 13,49 12,80 17,92 13,47 21, ,920 19,18 16,130 21,79 17,230 2,920 18,91 32,90 20,210 39, ,77 41,80 26,880 46,70 28,720,220 31,2 67,900 33,680 72,4 3-1/2 3,620 3,2 3,96 4,000 4,7 4,89,60 6,00 6,470 7, ,230 11,860 11,210 13,47 12,94 16,48 1,80 21,89 18,30 26, /2 18,800 23,430 20,90 26,620 23,4 32,240 2,74 40,98 27,0 48,9 17-1/2 3,08 2,00 36,8 7,93 39,090 68,690 42,910 87,32 4,84 98, ,420 4,36 4,840 4,960,90 6,06 6,84 8,060 7,90 9,8 8 12,00 14,10 13,69 16,02 1,81 19,600 19,36 26,03 22,36 31, ,96 27,860 2,160 31,6 29,00 38,71 33,62 49,68 3,92 8, ,82 63,00 47,78 70,23 1,0 83,27 6,04 10,870 9,880 12,2 4-1/2,27,080,780,770 6,670 7,060 8,170 9,37 9,43 11, ,920 16,46 16,340 18,710 18,870 22,880 23,110 30,390 26,68 37, /2 27,40 32,30 30,020 36,9 34,66 4,200 42,4 8,910 4,470 69, /2 7,99 74,730 60,480 83,24 64,61 98,700 70,930 12,480 7,78 148,77 6,17,830 6,76 6,620 7,81 8,100 9,70 10,7 11,00 13, ,470 18,880 19,140 21,44 22,100 26,230 27,06 34,840 31,2 42, ,09 37,290 3,160 42,36 40,600 1,81 49,72 68,4 6,13 81, ,060 86,840 74,66 96,740 79,77 114,700 87,70 14,820 93,60 172,890 - Concrete Breakout Strength - Bond Strength/Pryout Strength 1. Tabular values are provided for illustration and are applicable for single anchors installed in uncracked normal-weight concrete with minimum slab thickness, ha = hmin, and with the following conditions: - ca1 is greater than or equal to the critical edge distance, cac - ca2 is greater than or equal to 1. times ca1. 2. Calculations were performed according to ACI Ch.17 and ICC-ES AC308. The load level corresponding to the failure mode listed [Concrete breakout strength, bond strength/pryout strength] must be checked against the tabulated steel strength of the corresponding threaded rod or rebar size and type, the lowest load level controls. 3. Strength reduction factors (f) for concrete breakout strength are based on ACI Section.3 for load combinations. Condition B was assumed. 4. Strength reduction factors (f) for bond strength are determined from reliability testing and qualification in accordance with ICC-ES AC308 and are tabulated in this product information and in ESR Tabular values are permitted for static loads only, seismic loading is not considered with these tables. Periodic special inspection must be performed where required by code, see ESR-3298 for applicable information. 6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI Ch Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI Ch.17, ICC-ES AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI Ch.17 and ICC-ES AC308 and ESR Long term concrete temperatures are roughly constant over significant periods of time. Short-term elevated temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling

18 Strength Design (SD) Design of Steel Elements (Steel Strength) 1,2 Nominal Rod/Rebar Size ( or No.) A36 and F14 Grade 36 F14 Grade A193 Grade B7 and F14 Grade 10 Steel Elements - Threaded Rod and Reinforcing Bar A449 F68M Class.8 and ISO Class.8 F93 CW Stainless (Types 304 and 316) A193 Grade B8/B8M, Class 1 Stainless (Types 304 and 316) A193 Grade B8/ B8M2, Class 2B Stainless (Types 304 and 316) A61 Grade 7 Rebar A61 Grade 60 Rebar A706 Grade 60 Rebar A61 Grade 40 Rebar Adhesives ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa ØNsa 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 - # ,000 67,00 60, /4 or #10 42,160 4,10 9,100 76,31-3,40 41,430 69,00 82,0 8,72 76, Steel Strength 1. Steel tensile design strength according to ACI Ch.17, φnsa = φ Ase,N futa 2. The tabulated steel design strength in tension must be checked against the bond strength/concrete capacity design strength to determine the controlling failure mode, the lowest load level controls. Design of Steel Elements (Steel Strength) 1,2 Steel Elements - Threaded Rod and Reinforcing Bar Nominal Rod/Rebar Size ( or No.) A36 and F14 Grade 36 F14 Grade A193 Grade B7 and F14 Grade 10 A449 F68M Class.8 and ISO Class.8 F93 CW Stainless (Types 304 and 316) A193 Grade B8/B8M, Class 1 Stainless (Types 304 and 316) A193 Grade B8/ B8M2, Class 2B Stainless (Types 304 and 316) A61 Grade 7 Rebar A61 Grade 60 Rebar A706 Grade 60 Rebar A61 Grade 40 Rebar ØVsa ØVsa ØVsa ØVsa ØVsa ØVsa 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 - # ,000 3,100 31, /4 or #10 21,920 28,34 4,73 39,68-29,6 21,4 3,90 4,720 44,7 39, Steel Strength 1. Steel shear design strength according to ACI Ch.17, φvsa = φ 0.60 Ase,V futa 2. The tabulated steel design strength in shear must be checked against the bond strength/concrete capacity design strength to determine the controlling failure mode, the lowest load level controls. ØVsa ØVsa ØVsa ØVsa ØVsa ØVsa TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c

19 Strength Design (SD) Adhesives Development Lengths for Coon Reinforcing Bar Connections 1,2,3,6 Design Information Symbol Reference Standard Nominal rebar diameter db A61/A706, Grade 60 (fy = Nominal rebar area Ab 60 ksi) Development length in f'c = 2,00 concrete 4, Development length in f'c = 3,000 concrete 4, Development length in f'c = 4,000 concrete 4, Development length in f'c = 6,000 concrete 4, Development length in f'c = 8,000 concrete 4, ld ACI or ACI as applicable Units in 2 ( 2 ) Nominal Rebar Size (US) #3 #4 # #6 #7 #8 #9 #10 # (9.) 0.11 (71) 12 (30) 12 (30) 12 (30) 12 (30) 12 (30) For SI: 1 = 2.4, 1 lbf = N, 1 = MPa; for pound- units: 1 = es, 1 N = lbf, 1 MPa = Calculated development lengths in accordance with Section of this report and ACI or ACI , as applicable, for reinforcing bars are valid for static, wind, and earthquake loads (SDC A and B). 2. Calculated development lengths in SDC C through F must comply with ACI Chapter 18 or ACI Chapter 21, as applicable, and Section of this report. The value of f 'c used to calculate development lengths shall not exceed 2,00 for post-installed reinforcing bar applications in SDC s C, D, E and F. 3. For Class B splices, minimum length of lap for tension lap splices is 1.3ld in accordance with ACI and ACI , as applicable. 4. For lightweight concrete, λ = 0.7; therefore multiply development lengths by 1.33 (increase development length by 33 percent), unless the provisions of ACI or ACI (d), as applicable, are met to permit alternate values of λ (e.g for sand-lightweight concrete, λ = 0.8; therefore multiply development lengths by 1.18). Refer to ACI or 0. (12.7) 0.2 (127) 14.4 (366) 13.1 (334) 12 (30) 12 (30) 12 (30) 0.62 (1.9) 0.31 (198) 18 (47) 16.4 (417) 14.2 (361) 12 (30) 12 (30) 0.7 (19.1) 0.44 (28) 21.6 (49) 19.7 (01) 17.1 (434) 13.9 (34) 12.1 (307) 0.87 (22.2) 0.6 (388) 31. (800) 28.8 (730) 24.9 (633) 20.3 (16) 17.6 (443) 1 (2.4) 0.79 (07) 36 (914) 32.9 (83) 28. (723) 23.2 (90) 20.1 (11) ACI , as applicable. cb + Ktr. ( )= 2., ψt=1.0, ψe=1.0, ψs=0.8 for db #6,1.0 for db > #6. Refer to ACI or ACI , as applicable. db 6. Calculations may be performed for other steel grades and concrete compressive strengths per ACI Chapter 2 or ACI Chapter 12, as applicable. Installation Parameters for Coon Post-Installed Reinforcing Bar Connections Parameter Symbol Units Nominal Rebar Size (US) (28.6) 1 (64) 40.6 (1031) 37.1 (942) 32.1 (81) 26.2 (666) 22.7 (77) 1.27 (32.3) 1.27 (817) 4.7 (1161) 41.7 (1060) 36.2 (920) 29. (70) 2.6 (649) #3 #4 # #6 #7 #8 #9 #10 #11 Nominal hole diameter 1 do 7/16 /8 3/4 7/8 1 11/8 1-3/8 1-1/2 1-3/4 Effective embedment hef 2-3/8 to 7-1/2 2-3/4 to /8 to 12-1/2 3-1/2 to 1 3-1/2 to 17-1/2 4 to /2 to 22-1/2 to 2-1/2 to 27-1/2 Nominal hole diameter 1 do 1/2 /8 3/ /8 1-1/4 1-3/8 1-1/2 1-3/4 Effective embedment hef 7-1/2 to 22-1/2 10 to /2 to 37-1/2 1 to /2 to 2-1/2 20 to /2 to 67-1/2 2 to /2 to 82-1/2 For SI: 1 = 2.4,; for pound- units: 1 = es. 1. For any case, it must be possible for the reinforcing bar (rebar) to be inserted into the cleaned drilled hole without resistance. 2. Consideration should be given regarding the coercial availability of carbide drill bits (including hollow drill bits) and diamond core bits, as applicable, with lengths necessary to achieve effective embedments for post-installed reinforcing bar connections. Installation Detail for Post-Installed Reinforcing Bar Connection 1.41 (3.8) 1.6 (1006) 0.8 (1290) 46.3 (1177) 40.1 (1019) 32.8 (832) 28.4 (721) s s min Cast-In-Place Reinforcing Bars c c min c c min c = edge distance s = spacing h ef db = nomial bar diameter do = nominal hole diameter hef = effective embedment h = member thickness d o d h l d Post-Installed Reinforcing Bars Development Length l d,splice TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c Examples of Development Length Application Details for Post-Installed Reinforcing Bar Connections Provided for Illustrator Lap Splice with Existing Reinforcement for Footing and Foundation Extensions Development of Column, Cap or Wall Dowels Lap Splice with Existing Flexural Reinforcement For Slab and Beam Extensions

20 Strength Design (SD) Hole Cleaning Tools and Accessories for Post-Installed Rebar Connections 1,2,3,4,,6,7 Rebar Size (No.) Drill Bit Size () Brush Size () Brush Length (es) Wire Brush (Cat. No.) Plug Size () Piston Plug (Cat. No.) 3 7/16 7/16 6-3/ N/A N/A 1/2 1/2 6-3/ N/A N/A 4 /8 /8 6-3/ /8 PFC /4 3/4 7-7/ /4 PFC /8 7/8 7-7/ /8 PFC / PFC / PFC /8 1-1/8 11-7/ /8 PFC /8 1-1/8 11-7/ /8 PFC /4 1-1/4 11-7/ /4 PFC /8 1-3/8 11-7/ /8 PFC /2 1-1/2 11-7/ /2 PFC /4 1-3/4 11-7/ /4 PFC If the DeWALT DustX+ extraction system is used to automatically clean the holes during drilling, standard hole cleaning (brushing and blowing following drilling) is not required. 2. Holes may be drilled with haer-drill, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow bits) or core-drill, i.e. core drill with a diamond core drill bit. 3. For any case, it must be possible for the reinforcing bar to be inserted into the cleaned drill hole without resistance. 4. A brush extension (Cat.#08282) must be used with a steel wire brush for holes drilled deeper than the listed brush length.. Brush adaptors for power tool connections are available for drill chuck (Cat.#08296) and SDS (Cat.#08283). 6. A flexible extension tube (Cat.#08297) or flexible extension hose (Cat.#PFC ) or equivalent approved by DeWALT must be used for embedment depths greater than 8 es. 7. All overhead (i.e upwardly inclined) installations require the use of piston plugs during where one is tabulated together with the anchor size (see table). N/A = Not applicable. All horizontal installations require the use of piston plugs where one is tabulated together with the anchor size and where the embedment depth is greater than 8 es. A flexible extension tube (Cat.#08297) or flexible extension hose (Cat.#PFC ) or equivalent approved by DeWALT must be used with piston plugs. Wire Brush Brush Extension Drill Chuck Adapter SDS Adapter Premium Piston Plug Compressed Air Nozzle DustX+ System TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c Adhesives

21 Installation Instructions for Adhesive Anchors (Solid Base Materials) Adhesives INSTALLATION INSTRUCTIONS FOR ADHESIVE ANCHORS (SOLID BASE MATERIALS) PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE) Dry Concrete: cured concrete that, at the time of adhesive anchor installation, has not been exposed to water for the preceding 14 days. Water-Saturated Concrete (wet): cured concrete that, at the time of adhesive anchor installation, has been exposed to water over a sufficient length of time to have the maximum possible amount of absorbed water into the concrete pore structure to a depth equal to the anchor embedment depth. Water-Filled Holes (flooded): cured concrete that is water-saturated and where the drilled hole contains standing water at the time of anchor installation. Underwater Concrete (submerged): cured concrete that is water-saturated and covered with water at the time of anchor installation. DRILLING 1- Drill a hole into the base material with rotary haer drill (i.e. percussion drill) and a carbide drill bit to the size and embedment required by the selected steel hardware element (reference installation specifications for threaded rod and reinforcing bar). The tolerances of the carbide drill bits, including hollow bits, must meet ANSI Standard B Precaution: Use suitable eye and skin protection. Avoid inhalation of dust during drilling and/or removal. Note! In case of standing water in the drilled hole (flooded hole condition), all the water has to be removed from the hole (e.g. vacuum, compressed air, etc.) prior to cleaning. Drilling in dry base materials is recoended when using hollow drill bits (vacuum must be on). For underwater (submerged) installation please see specific instructions below. HOLE CLEANING DRY OR WET/WATER-SATURATED HOLES (BLOW 2X, BRUSH 2X, BLOW 2X) 2a- Starting from the bottom or back of the drilled anchor hole, blow the hole clean (free of noticeable dust) a minimum of two times (2x). 2X 2X 2X Use a compressed air nozzle (m 90 ) for all sizes of anchor rod and reinforcing bar (rebar). 2b- Determine wire brush diameter (see hole cleaning equipment selection table) for the drilled hole and attach the brush with adaptor to a rotary drill tool or battery screw gun. Brush the hole with the selected wire brush a minimum of two times (2x). A brush extension (supplied by DeWALT) must be used for holes drilled deeper than the listed brush length. The wire brush diameter must be checked periodically during use. The brush should resist insertion into the drilled hole, if not, the brush is too small and must be replaced with proper brush diameter (i.e. new wire brush). 2c- Repeat Step 2a- again by blowing the hole clean a minimum of two times (2x). When finished the hole should be clean and free of dust, debris, ice, grease, oil or other foreign material. NEXT GO TO STEP 3. HOLE CLEANING UNDERWATER INSTALLATION (FLUSH, BRUSH 2X, FLUSH) 2a- Starting from the bottom or back of the drilled anchor hole, rinse/flush the hole clean with air/water (air/water line pressure) until clear water comes out. 2X 2b- Determine brush diameter (see hole cleaning equipment selection table) for the drilled hole and attach the brush with adaptor to a rotary drill tool. Brush the hole with the selected wire brush a minimum of two times (2x). A brush extension (supplied by DeWALT) must be used for holes drilled deeper than the listed brush length. The wire brush diameter must be checked periodically during use. The brush should resist insertion into the drilled hole, if not, the brush is too small and must be replaced with proper brush diameter (i.e. new wire brush). 2c- Repeat Step 2a- again by rinse/flushing the hole clean with air/water. When finished the hole should be clean and free of dust, debris, ice, grease, oil or other foreign material. TECHNICAL GUIDE Adhesives 2017 DeWALT REV. c NEXT GO TO STEP

22 0 Most Widely Accepted and Trusted ICC ES Report ICC ES 000 (800) (62) es.org ESR 3298 Reissued 07/2016 This report is subject to renewal 07/2017. DIVISION: CONCRETE SECTION: CONCRETE ANCHORS DIVISION: METALS SECTION: POST INSTALLED CONCRETE ANCHORS REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND EVALUATION SUBJECT: PURE110+ EPOXY ADHESIVE ANCHOR SYSTEM AND POST INSTALLED REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) Look for the trusted marks of Conformity! 2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC) Award in Excellence A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recoendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved. 22

23 ICC-ES Evaluation Report (800) (62) ESR-3298 Reissued July 2016 Revised March 2017 This report is subject to renewal July A Subsidiary of the International Code Council DIVISION: CONCRETE Section: Concrete Anchors DIVISION: METALS Section: Post-Installed Concrete Anchors REPORT HOLDER: DEWALT 701 EAST JOPPA ROAD TOWSON, MARYLAND (800) engineering@powers.com ADDITIONAL LISTEE: POWERS FASTENERS 701 EAST JOPPA ROAD TOWSON, MARYLAND (800) engineering@powers.com EVALUATION SUBJECT: PURE110+ EPOXY ADHESIVE ANCHOR SYSTEM AND POST-INSTALLED REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE (DEWALT / POWERS) 1.0 EVALUATION SCOPE Compliance with the following codes: 201, 2012, and 2009 International Building Code (IBC) 201, 2012, and 2009 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC) The ADIBC is based on the 2009 IBC IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES The Pure110+ Epoxy Adhesive Anchor System and Post- Installed Reinforcing Bar Connections are used to resist static, wind or earthquake (IBC Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete or lightweight concrete with a specified compressive strength, f c, of 2,00 to 8,00 (17.2 MPa to 8.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section.1.1]. The anchor system complies with anchors as described in Section of the 201 IBC, Section 1909 of the 2012 IBC and is an alternative to cast-in-place and postinstalled anchors described in Section 1908 of the 2012 IBC, and Sections 1911 and 1912 of the 2009 IBC. The anchor systems may also be used where an engineered design is submitted in accordance with Section R of the IRC. The post-installed reinforcing bar connections are an alternative to cast-in-place reinforcing bars governed by ACI 318 and IBC Chapter DESCRIPTION 3.1 General: The Pure110+ Epoxy Adhesive Anchor System and Post- Installed Reinforcing Bar Connections are comprised of a two-component epoxy adhesive filled in cartridges, static mixing nozzles, dispensing tools, hole cleaning equipment and adhesive injection accessories.the Pure110+ epoxy adhesive anchor system may be used with continuously threaded steel rods or deformed steel reinforcing bars (see Table 1A and Figure 1 of this report). The Pure110+ epoxy adhesive system for use with post-installed reinforcing bar connections may only be used with deformed steel reinforcing bars (see Table 1B and Figure 3). Product names for the report holder and the additional listee are presented in the following table of this report. COMPANY NAME DEWALT Powers Fasteners PRODUCT NAME Pure110+ (Pure110-PRO outside North America) Pure110+ (Pure110-PRO outside North America) The adhesive and steel anchor elements are installed in pre-drilled holes into concrete. The primary components of the Pure110+ Epoxy Adhesive Anchor System and Post- Installed Reinforcing Bar Connections, including the epoxy adhesive cartridge, static mixing nozzle, the nozzle extension tube, dispensing tool and typical steel anchor elements, are shown in Figure 2 of this report. Manufacturer s printed installation instructions (MPII) and parameters, included with each adhesive unit package, are shown in Figure 4. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recoendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 23 23

24 ESR-3298 Most Widely Accepted and Trusted Page 2 of Materials: Pure110+ Epoxy Adhesive: Pure110+ epoxy adhesive is an injectable two-component epoxy. The two components are separated by means of a labeled dualcylinder cartridge. The two components combine and react when dispensed through a static mixing nozzle, supplied by DEWALT / Powers, which is attached to the cartridge. The Pure110+ epoxy adhesive is available in 9-ounce (26 ml), 13-ounce (38 ml), 20-ounce (8 ml), 21-ounce (620 ml) and 1-ounce (110 ml) cartridges. Each cartridge label is marked with the adhesive expiration date. The shelf life, as indicated by the expiration date, applies to an unopened cartridge when stored in accordance with the manufacturer s printed installation instructions (MPII) as illustrated in Figure 4 of this report Hole Cleaning Equipment: Standard hole cleaning equipment and dust extraction system equipment (i.e. suction, vacuum) are available. Standard hole cleaning equipment used following drilling is comprised of steel wire brushes supplied by DEWALT / Powers and a compressed air nozzle (applicable for both post-installed adhesive anchors and post-installed reinforcing bar connections). Standard hole cleaning equipment is shown in Figure 4. The DustX+ extraction system automatically cleans the holes during drilling using hollow drill bits with a carbide head meeting the requirements of ANSI B212.1 and a DEWALT DWV012 / DWV902M vacuum equipped with an automatic filter cleaning system or equivalent approved by DEWALT (applicable for post-installed reinforcing bar connections only). See Figure A for an illustration of the DustX+ extraction system Dispensers: Pure110+ epoxy adhesive must be dispensed with manual dispensers, pneumatic dispensers, or electric powered dispensers supplied by DEWALT / Powers Steel Anchor Elements: Threaded Steel Rods: Threaded steel rods must be clean and continuously threaded (all-thread) in diameters as described in Tables 4 and 8 of this report. Specifications for grades of threaded rod, including the mechanical properties and corresponding nuts and washers, are provided in Table 2. Carbon steel threaded rods must be furnished with a thick (0.00 ) zinc electroplated coating complying with B633, SC1; or a minimum thick (0.03 ) mechanically deposited zinc coating complying with B69, Class ; or a hot dip galvanized zinc coating complying with A13, Class C or D. The stainless steel threaded rods must comply with Table 2 of this report. Steel grades and material types (carbon, stainless) of the washers and nuts must be matched to the threaded rods. Threaded steel rods must be straight and free of indentations or other defects along their length. The embedded end may be either flat cut or cut on the bias to a chisel point Steel Reinforcing Bars: Steel reinforcing bars are deformed reinforcing bars (rebars) as described in Table 3 of this report. Tables 1A, and 9 suarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be clean, straight, and free of mill scale, rust and other coatings (other than zinc) that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI (b) or ACI , as applicable, with the additional condition that the bars must be bent 24 cold, and heating of the reinforcing bars to facilitate field bending is not permitted Ductility: In accordance with ACI or ACI D.1, as applicable, in order for a steel anchor element to be considered ductile, the tested elongation must be at least 14 percent and the reduction of area must be at least 30 percent. Steel elements with a tested elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. Values for various steel materials are provided in Tables 2 and 3 of this report. Where values are nonconforming or unstated, the steel element must be considered brittle Steel Reinforcing Bars for Use in Post-Installed Reinforcing Bar Connections: Steel reinforcing bars used in post-installed reinforcing bar connections are deformed bars (rebar) as depicted in Figure 3. Tables 1B and 13 suarize reinforcing bar size ranges. The embedded portions of reinforcing bars must be straight, and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhesive. Reinforcing bars must not be bent after installation, except as set forth in ACI (b) or ACI , as applicable, with the additional condition that the bars must be bent cold, and heating of reinforcing bars to facilitate field bending is not permitted. 3.3 Concrete: Normal-weight concrete and lightweight concrete must comply with Sections 1903 and 190 of the IBC, as applicable. The specified compressive strength of the concrete must be from 2,00 to 8,00 (17.2 MPa to 8.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section.1.1]. 4.0 DESIGN AND INSTALLATION 4.1 Strength Design of Post-installed Adhesive Anchors: General: The design strength of anchors under the 201 IBC, as well as the 201 IRC must be determined in accordance with ACI and this report. The design strength of anchors under the 2012 and 2009 IBC, as well the 2012 and 2009 IRC, must be determined in accordance with ACI and this report. The strength design of anchors must comply with ACI or ACI D.4.1, as applicable, except as required in ACI or ACI D.3.3, as applicable. Design parameters are provided in Table 4 through Table 11. Strength reduction factors,, as given in ACI or ACI D.4.3, as applicable, must be used for load combinations calculated in accordance with Section of the IBC, ACI , or ACI , as applicable. Strength reduction factors,, as described in ACI D.4.4 must be used for load combinations calculated in accordance with ACI Appendix C Static Steel Strength in : The nominal static steel strength of a single anchor in tension, N sa, in accordance with ACI or ACI D..1.2, as applicable, and the associated strength reduction factors,, in accordance with ACI or ACI D.4.3, as applicable, are provided in Tables 4,, 8 and 9 of this report for the corresponding steel anchor element. See Table 1A for index of design tables Static Concrete Breakout Strength in : The nominal static concrete breakout strength of a single anchor or group of anchors in tension, N cb or N cbg, must be

25 ESR-3298 Most Widely Accepted and Trusted Page 3 of 23 calculated in accordance with ACI or ACI D..2, as applicable, with the following addition: The basic concrete breakout strength of a single anchor in tension, N b, must be calculated in accordance with ACI or ACI D..2.2, as applicable, using the selected values of k c,cr and k c,uncr as provided in the tables of this report. Where analysis indicates no cracking in accordance with ACI or ACI D..2.6, as applicable, N b must be calculated using k c,uncr and Ψ c,n = 1.0. See Table 1A. For anchors in lightweight concrete see ACI or ACI D.3.6, as applicable. The value of f c used for calculation must be limited to 8,000 ( MPa) in accordance with ACI or ACI D.3.7, as applicable. Additional information for the determination of nominal bond strength in tension is given in Section of this report Static Bond Strength in : The nominal static bond strength of a single adhesive anchor or group of adhesive anchors in tension, N a or N ag, must be calculated in accordance with ACI or ACI D.., as applicable. Bond strength values ( k,cr, k,uncr) are a function of the concrete service temperature, concrete state (cracked, uncracked), concrete type (normal weight, lightweight), drilling method (haer-drill, i.e. rotary impact drill or rock drill with a carbide bit), concrete compressive strength (f c) and installation conditions (dry concrete, water-saturated concrete, water-filled holes, underwater). Special inspection level is qualified as periodic for all anchors except as noted in Section 4.4 of this report (the selection of continuous special inspection level does not provide an increase in anchor category or associated strength reduction factors for design). The following table suarizes the requirements. CONCRETE STATE Cracked Uncracked COCRETE TYPE Normal weight or lightweight Normal weight or lightweight DRILLING METHOD Haer-drill Haer-drill BOND STRENGTH k,cr k,uncr CONCRETE COMPRESSIVE STRENGTH f c f c PERMISSIBLE INSTALLATION CONDITIONS Dry concrete Water-saturated concrete Water-filled hole (flooded) Underwater (submerged) Dry concrete Water-saturated concrete Water-filled hole (flooded) Underwater (submerged) ASSOCIATED STRENGTH REDUCTION FACTOR d ws wf uw d ws wf uw Figure 1 of this report presents a flowchart for the establishment of the bond strength. The bond strength values in this report, correspond to concrete compressive strength f' c equal to 2,00 (17.2 MPa). For concrete compressive strength, f' c, between 2,00 and 8,000 (17.2 MPa and.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f' c / 2,00) 0.23 [For SI: (f' c / 17.2) 0.23 ]. Where applicable, the modified bond strength values must be used in lieu of k,cr and k,uncr in ACI Equations ( d) and ( ) or ACI Equations (D-21) and (D-22), as applicable. The resulting nominal bond strength must be multiplied by the associated strength reduction factor nn. 2 Figure 1 of this report presents a bond strength design selection flowchart. Strength reduction factors for determination of the bond strength are given in Tables 7 and 11 of this report (see Table 1A for an index of design tables).. Adjustments to the bond strength may also be taken for increased concrete compressive strength as noted in the footnotes to the corresponding tables Static Steel Strength in : The nominal static steel strength of a single anchor in shear as governed by the steel, V sa, in accordance with ACI or ACI D.6.1.2, as applicable, and strength reduction factors,, in accordance with ACI or ACI D.4.3, as applicable, are given in Tables 4,, 8 and 9 of this report for the anchor element types included in this report Static Concrete Breakout Strength in : The nominal concrete breakout strength of a single anchor or group of anchors in shear, V cb or V cbg, must be calculated in accordance with ACI or ACI D.6.2, as applicable, based on information given in Table 6 and 10 of this report. The basic concrete breakout strength in shear of a single anchor in cracked concrete, V b, must be calculated in accordance with ACI or ACI D.6.2.2, as applicable, using the value of d given in Tables 4,, 8 and 9 of this report in lieu of d a. In addition, h ef must be substituted for l e. In no case shall l e exceed 8d. For anchors in lightweight concrete see ACI or ACI D.3.6, as applicable. The value of f c must be limited to a maximum of 8,000 (.2 MPa), in accordance with ACI or ACI D.3.7, as applicable Static Concrete Pryout Strength in : The nominal static pryout strength of a single anchor or group of anchors in shear, V cp or V cpg, shall be calculated in accordance with ACI or ACI D.6.3, as applicable Interaction of Tensile and Forces: For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI or ACI D.7, as applicable Minimum Member Thickness h min, Anchor Spacing s min, Edge Distance c min: In lieu of ACI and or ACI D.8.1 and D.8.3, as applicable, values of s min and c min described in this report must be observed for anchor design and installation. The minimum member thicknesses, h min, described in this report must be observed for anchor design and installation. For adhesive anchors that will remain untorqued, ACI or ACI D.8.4, as applicable, applies. For anchors that will be torqued during installation, the maximum torque, T max, must be reduced for edge distances of less than five anchor diameters (d). T max is subject to the edge distance, c min, and anchor spacing, s min, and must comply with the following requirements: MAXIMUM TORQUE SUBJECT TO EDGE DISTANCE NOMINAL ANCHOR SIZE, d MIN. EDGE DISTANCE, c min MIN. ANCHOR SPACING, s min MAXIMUM TORQUE, T max All sizes d d 1.0 T max 3 / 8 to (9. to 2.4 ) (4 ) 1 1 / d 0.4 T max (31.8 ) (70 ) 10 to 27 (0.39 to 1.06 ) 4 (1.7 ) 28 to 30 (1.1 to 1.18 ) 70 (2.7 ) d 0.4 T max

26 ESR-3298 Most Widely Accepted and Trusted Page 4 of 23 For values of T max, see Table 12 and Figure Critical Edge Distance c ac and ψ cp,na: The modification factor ψ cp,na, must be determined in accordance with ACI or ACI D..., as applicable, except as noted below: For all cases where c Na/c ac<1.0, ψ cp,na determined from ACI Eq b or ACI Eq. D-27, as applicable, need not be taken less than c Na/c ac. For all other cases, ψ cp,na shall be taken as 1.0. The critical edge distance, c ac must be calculated according to Eq c for ACI or Eq. D-27a for ACI , in lieu of ACI or ACI D.8.6, as applicable. c ac =h ef ( τ k, uncr 1160 )0.4 [ h h ef ] (Eq c for ACI or Eq. D-27a for ACI ) where [ h h ef ] need not be taken as larger than 2.4; and k,uncr = the characteristic bond strength stated in the tables of this report whereby k,uncr need not be taken as larger than: τ k,uncr = k uncr h ef f c Eq. (4-1) π d a Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, anchors must be designed in accordance with ACI or ACI D.3.3, as applicable, except as described below. The nominal steel shear strength, V sa, must be adjusted by α V,seis as given in Tables 4 and for the corresponding anchor steel. The nominal bond strength kcr need not be adjusted by α N,seis since α N,seis = 1.0. As an exception to ACI D : Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation or shall be deemed to satisfy ACI D (d). Under ACI D (d), in lieu of requiring the anchor design tensile strength to satisfy the tensile strength requirements of ACI D.4.1.1, the anchor design tensile strength shall be calculated from ACI D The following exceptions apply to ACI D : 1. For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI D.6.2 and D.6.3 need not be computed and ACI D need not apply provided all of the following are satisfied: 1.1. The allowable in-plane shear strength of the anchor is determined in accordance with AF&PA NDS Table 11E for lateral design values parallel to gra 1.2. The maximum anchor nominal diameter is / 8 (16 ) Anchor bolts are embedded into concrete a minimum of 7 es (178 ) Anchor bolts are located a minimum of 1 3 / 4 es (4 ) from the edge of the concrete parallel to the length of the wood sill plate Anchor bolts are located a minimum of 1 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate The sill plate is 2- or 3- nominal thickness. 2. For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or non-bearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with ACI D.6.2 and D.6.3 need not be computed and ACI D need not apply provided all of the following are satisfied: 2.1. The maximum anchor nominal diameter is / 8 (16 ) Anchors are embedded into concrete a minimum of 7 es (178 ) Anchors are located a minimum of 1 3 / 4 es (4 ) from the edge of the concrete parallel to the length of the track Anchors are located a minimum of 1 anchor diameters from the edge of the concrete perpendicular to the length of the track. 2.. The track is 33 to 68 mil designation thickness. Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 [2 ] in diameter attaching a sill plate or track to foundation or foundation stem wall need not satisfy ACI D (a) through (c) when the design strength of the anchors is determined in accordance with ACI D.6.2.1(c). 4.2 Strength Design of Post-Installed Reinforcing Bar Connections: General: The design of straight post-installed deformed reinforcing bars must be determined in accordance with ACI 318 rules for cast-in place reinforcing bar development and splices and this report. Examples of typical applications for the use of postinstalled reinforcing bars are illustrated in Figure 3 of this report Determination of bar development length l d: Values of l d must be determined in accordance with the ACI 318 development and splice length requirements for straight cast-in place reinforcing bars. The value of f' c used to calculate development lengths shall not exceed 2,00 for post-installed reinforcing bar applications. Exceptions: 1. For uncoated and zinc-coated (galvanized) postinstalled reinforcing bars, the factor e shall be taken as 1.0. For all other cases, the requirements in ACI or ACI (b) shall apply. 2. When using alternate methods to calculate the development length (e.g., anchor theory), the applicable factors for post-installed anchors generally apply Minimum Member Thickness, h min, Minimum Concrete Cover, c c,min, Minimum Concrete Edge Distance, c b,min, Minimum Spacing, s b,min,: For postinstalled reinforcing bars, there is no limit on the minimum member thickness. In general, all requirements on concrete cover and spacing applicable to straight cast-in

27 ESR-3298 Most Widely Accepted and Trusted Page of 23 bars designed in accordance with ACI 318 shall be maintained. For post-installed reinforcing bars installed at embedment depths, h ef, larger than 20d b (h ef > 20d b), the minimum concrete cover shall be as follows: REBAR SIZE d b No. 6 (16 ) No. 6 < d b No. 11 (16 < d b 3 ) MINIMUM CONCRETE COVER, c b,min 1 1 / 8 (29 ) 1 9 / 16 (40 ) The following requirements apply for minimum concrete edge and spacing for h ef > 20 d b: Required minimum edge distance for post-installed reinforcing bars (measured from the center of the bar): c b,min = d 0/2 + c c,min Required minimum center-to-center spacing between post-installed bars: s b,min = d 0 + c c,min Required minimum center-to-center spacing from existing (parallel) reinforcing: s b,min = d b/2 (existing reinforcing) + d 0/2 + c c,min All other requirements applicable to straight cast-in place bars designed in accordance with ACI 318 shall be maintained Design Strength in Seismic Design Categories C, D, E and F: In structures assigned to Seismic Category C, D, E or F under the IBC or IRC, design of straight post-installed reinforcing bars must take into account the provisions of ACI Chapter 18 or ACI Chapter 21, as applicable. The value of f' c to be used in ACI , , , and , or ACI Section , , and , as applicable, shall not exceed 2,00 for post-installed reinforcing bar applications in SDCs C, D, E, and F. 4.3 Allowable Stress Design (ASD): General: For anchors designed using load combinations in accordance with IBC Section (Allowable Stress Design), allowable loads must be established using Eq. (4-2) and Eq. (4-3): T allowable,asd = N n / α Eq. (4-2) and V allowable,asd = V n / α Eq. (4-3) where T allowable,asd = V allowable,asd = Allowable tension load (lbf or kn). Allowable shear load (lbf or kn). N n = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI Chapter 17 and 201 IBC Section ; ACI Appendix D as amended in this report; ACI Appendix D and 2009 IBC Sections and , as applicable. V n = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI Chapter 17 and 201 IBC Section ; ACI Appendix D as amended in this report; ACI Appendix D and 2009 IBC Sections and , as applicable. α = Conversion factor calculated as a weighted average of the load factors for the controlling 27 load combination. In addition, must include all applicable factors to account for non-ductile failure modes and required over-strength. The requirements described in this report for member thickness, edge distance and spacing, must apply Interaction of Tensile and Forces: Interaction must be calculated in accordance with ACI or ACI 318 (-11, -08) D.7, as applicable, as follows: For shear loads V 0.2 V allowable,asd, the full allowable load in tension shall be permitted. For tension loads T 0.2 T allowable,asd, the full allowable load in shear shall be permitted. For all other cases: T + T allowable,asd 4.4 Installation: V V allowable,asd 1.2 Eq. (4-4) Installation parameters are illustrated in Table 12 of this report for post-installed adhesive anchors and Table 14 for post-installed reinforcing bar connections. Installation must be in accordance with ACI and or ACI D.9.1 and D.9.2, as applicable. Anchor and postinstalled reinforcing bar locations must comply with this report and the plans and specifications approved by the code official. Installation of the Pure110+ Epoxy Adhesive Anchor System and Post-installed Reinforcing Bar Connections must be in accordance with the Manufacturer s printed installation instructions (MPII) included in each unit package as reproduced in Figure 4 of this report. 4. Special Inspection: Periodic special inspection must be performed where required in accordance with Section and Table of the 201 and 2012 IBC, Section and Table of the 2009 IBC and this report. The special inspector must be on the jobsite initially during adhesive anchor or post-installed reinforcing bar connection installation to verify anchor or post-installed reinforcing bar type and dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, adhesive anchor or post-installed reinforcing bar connection embedment, tightening torque and adherence to the manufacturer s printed installation instructions (MPII). The special inspector must verify the initial installations of each type and size of adhesive anchor or post-installed reinforcing bar connection by construction personnel on the site. Subsequent installations of the same anchor type and size by the same construction personnel are permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation requires an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. Continuous special inspection of adhesive anchors installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be performed in accordance with ACI , (h) and (c) or ACI D.9.2.4, as applicable. Under the IBC, additional requirements as set forth in Section and Table of the 201 or 2012 IBC and Sections 170, 1706 or 1707 of the 2009 IBC must be observed, where applicable.

28 ESR-3298 Most Widely Accepted and Trusted Page 6 of Compliance with NSF/ANSI Standard 61: The Pure110+ Epoxy Adhesive Anchor System and Postinstalled Reinforcing Bar Connections comply with the requirements of NSF/ANSI Standard 61, as referenced in Section 60 of the 201, 2012 and 2009 International Plumbing Code (IPC), and is certified for use in water distribution systems and may have a maximum exposed surface area to volume ratio of 216 square es per 1000 gallons (378 L) for water treatment applications..0 CONDITIONS OF USE The Pure110+ Epoxy Adhesive Anchor System and Postinstalled Reinforcing Bar Connections described in this report comply with or is a suitable alternative to what is specified in the codes listed in Section 1.0 of this report, subject to the following conditions:.1 Pure110+ epoxy adhesive anchors and Post-installed Reinforcing Bar Connections must be installed in accordance with the Manufacturer s printed installation instructions (MPII) as attached to each cartridge and reproduced in Figure 4 of this report..2 The anchors and Post-installed Reinforcing Bar Connections described in this report must be installed in cracked or uncracked normal-weight concrete or lightweight concrete having a specified compressive strength, f c = 2,00 to 8,00 (17.2 MPa to 8.6 MPa)..3 The values of f c used for calculation purposes must not exceed 8,000 (.2 MPa), except as noted in Section of this report. Anchors must be installed in concrete base materials in holes predrilled in accordance with the instructions provided in Figure 4 of this report..4 Loads applied to the anchors must be adjusted in accordance with Section of the IBC for strength design and in accordance with Section of the IBC for allowable stress design.. Pure110+ epoxy adhesive anchors and Post-installed Reinforcing Bar Connections are recognized for use to resist short and long-term loads, including wind and earthquake, subject to the conditions of this report..6 In structures assigned to Seismic Design Categories C, D, E, and F under the IBC or IRC, anchor strength must be adjusted in accordance with Section of this report, and post-installed reinforcing bars must comply with Section of this report..7 Pure110+ epoxy adhesive anchors and Post-installed Reinforcing Bar Connections are permitted to be installed in concrete that is cracked or that may be expected to crack during the service life of the anchors or post-installed reinforcing bar, subject to the conditions of this report..8 Adhesive anchor strength design values must be established in accordance with Section 4.1 of this report..9 Post-installed reinforcing bar connection development and splice length is established in accordance with Section 4.2 of this report..10 Allowable stress design values must be established in accordance with Section 4.3 of this report..11 Minimum anchor spacing and edge distance, as well as minimum member thickness, must comply with the values described in this report..12 Post-installed reinforcing bar connection spacing, minimum member thickness, and cover distance must 28 be in accordance with the provisions of ACI 318 for cast-in place bars and Section of this report..13 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed..14 Adhesive anchors and post-installed reinforcing bar connections are not permitted to support fire-resistive construction. Where not otherwise prohibited by the code, Pure110+ epoxy adhesive anchors and postinstalled reinforcing bar connections are permitted for installation in fire-resistive construction provided that at least one of the following conditions is fulfilled: Adhesive anchors and post-installed reinforcing bar connections are used to resist wind or seismic forces only. Adhesive anchors and post-installed reinforcing bar connections that support gravity load-bearing structural elements are within a fire-resistive envelope or a fire-resistive membrane, are protected by approved fire-resistive materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Adhesive anchors and post-installed reinforcing bar connections are used to support non-structural elements..1 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of adhesive anchors and post-installed reinforcing bar connections subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report..16 Use of zinc-plated carbon steel threaded rods or steel reinforcing bars for adhesive anchors is limited to dry, interior locations..17 Use of hot-dipped galvanized carbon steel and stainless steel threaded rods for adhesive anchors is permitted for exterior exposure or damp environments..18 Steel anchoring materials in contact with preservativetreated wood and fire-retardant-treated wood must be of zinc-coated carbon steel or stainless steel. The minimum coating weights for zinc-coated steel must comply with A Periodic special inspection must be provided in accordance with Section 4. of this report. Continuous special inspection of adhesive anchors and postinstalled reinforcing bar connections installed in horizontal or upwardly inclined orientations to resist sustained tension loads must be provided in accordance with Section 4. of this report..20 Adhesive anchors and post-installed rebar connections may be used to resist tension and shear forces in floor, wall and overhead installations into concrete with a temperature between 41 F and 104 F ( C and 40 C). For overhead and upwardly inclined applications, cartridge temperature must be between 0 F and 90 F (10 C and 32 C) Overhead and upward inclined installations require the use of piston plugs and extension tubing during injection and the adhesive anchor or post-intstalled reinforcing bar connections must be supported until fully cured (e.g. wedges or other suitable means). See the MPII in

29 ESR-3298 Most Widely Accepted and Trusted Page 7 of 23 Figure 4 of this report for detailed installation requirements, including required installation equipment, procedures, and temperatures..21 Installation of adhesive anchors and post-installed reinforcing bar connections in horizontal or upwardly inclined orientations to resist sustained tension loads must be performed by personnel certified by an applicable certification program in accordance with ACI or or ACI D or D.9.2.3, as applicable..22 The Pure110+ epoxy adhesive is manufactured under an approved quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Post-installed Adhesive Anchors in Concrete (AC308), dated January 2016, which incorporates requirements in ACI for use in cracked and uncracked concrete; including, but not limited to, tests under freeze/thaw conditions, tests under sustained load, tests for installation including installation direction, tests at elevated temperatures, tests for resistance to alkalinity, tests for resistance to sulfur, tests for seismic tension and shear, and tests for post-installed reinforcing bar connections 7.0 IDENTIFICATION The Pure110+ epoxy adhesive and additional listee product name described in Section 3.1 of this report are identified by packaging labeled with the lot number; expiration date; company name; and the evaluation report number (ESR-3298). Threaded rods, nuts, washers and deformed reinforcing bars are standard steel anchor elements and must conform to applicable national or international specifications as set forth in Tables 2 and 3 of this report. The DEWALT drilling systems shown below collect and remove dust with a HEPA dust extractor during the hole drilling operation in dry base materials using haer-drills (see step 1 of the manufacturer s published installation instructions). FIGURE A EXAMPLES DEWALT DUST REMOVAL DRILLING SYSTEMS WITH HEPA DUST EXTRACTORS FOR ILLUSTRATION 29

30 ESR-3298 Most Widely Accepted and Trusted Page 8 of 23 TABLE 1A DESIGN USE AND REPORT TABLE INDEX FOR POST-INSTALLED ADHESIVE ANCHORS POST-INSTALLED ADHESIVE ANCHORS TREADED RODS AND REINFORCING BARS (Tables 4 to 11 and Figure 1) DESIGN STRENGTH 1 THREADED ROD (FRACTIONAL) DEFORMED REINFORCING BAR (FRACTIONAL) THREADED ROD (METRIC) DEFORMED REINFORCING BAR (METRIC) Steel N sa, V sa Table 4 Table Table 8 Table 9 Concrete N cb, N cbg, V cb, V cbg, V cp, V cpg Table 6 Table 6 Table 10 Table 10 Bond 2 N a, N ag Table 7 Table 7 Table 11 Table 11 Concrete Type Normal-weight and lightweight Concrete Type Normal-weight and lightweight Concrete State Cracked Uncracked Concrete State Threaded Rod Diameter () Reinforcing Bar Size (No.) Drilling Method 3 Minimum and Maximum Embedmentinimum Seismic Design Categories 4 3 / 8, 1 / 2, / 8, 3 / 4, 7 / 8, 1, 1 1 / 4 3, 4,, 6, 7, 8, 9, 10 Haer-drill See Table 7 A through F 3 / 8, 1 / 2, / 8, 3 / 4, 7 / 8, 1, 1 1 / 4 3, 4,, 6, 7, 8, 9, 10 Haer-drill See Table 7 A and B Threaded Rod Diameter Reinforcing Bar Size (Ø) Drilling Method 3 Minimum and Maximum Embedment Seismic Design Categories 4 Cracked 10, 12, 16, 20, 24, 27, 30 10, 12, 14, 16, 20, 2, 28, 32 Haer-drill See Table 11 A through F Uncracked 10, 12, 16, 20, 24, 27, 30 10, 12, 14, 16, 20, 2, 28, 32 Haer-drill See Table 11 A and B For SI: 1 = 2.4. For pound- units: 1 = Reference ACI or D.4.1.1, as applicable for post-installed adhesive anchors. The controlling strength is decisive from all appropriate failure modes (i.e. steel, concrete, bond) and design assumptions. 2 See Section of this report for bond strength determination of post-installed adhesive anchors. 3 Haer-drill, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow drill bits). 4 See Section for requirements for seismic design of post-installed adhesive anchors, where applicable. FIGURE 1 FLOWCHART FOR THE ESTABLISHMENT OF DESIGN BOND STRENGTH FOR POST-INSTALLED ADHESIVE ANCHORS TABLE 1B DESIGN USE AND REPORT TABLE INDEX FOR POST-INSTALLED REINFORCING BAR CONNECTIONS 1 POST-INSTALLED REINFORCING BARS (Table 13 and Figure 3) Concrete Type Reinforcing Bar Size Drilling Method 2 Seismic Design Categories 3 Normal-weight and lightweight #3, #4, #, #6, #7, #8, #9, #10, #11 Haer-drill or core-drill A through F Ø10, Ø12, Ø14, Ø16, Ø20, Ø2, Ø28, Ø32,Ø34 Haer-drill or core-drill A through F 10M, 1M, 20M, 2M, 30M, 3M Haer-drill or core-drill A through F For SI: 1 = 2.4. For pound- units: 1 = Determination of development length for post-installed reinforcing bar connections. 2 Haer-drill, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow drill bits); core-drill, i.e. core drill with a diamond core drill bit. 3 See Section for requirements for seismic design of post-installed reinforcing bar connections, where applicable. 30

31 ESR-3298 Most Widely Accepted and Trusted Page 9 of 23 TABLE 2 SPECIFICATIONS AND PROPERTIES OF COMMON THREADED CARBON AND STAINLESS STEEL ROD MATERIALS 1 THREADED ROD SPECIFICATION Carbon Steel Stainless Steel A36 2 and F14 3 Grade 36 F14 3 Grade F14 3 Grade 10 A193 4 Grade B7 A449 ( 3 / 8 to 1 dia.) A449 (1 1 / 4 dia.) F68M 6 Class.8 (equivalent to ISO 898-1) ISO Class.8 ISO Class 8.8 F93 8 CW1 ( 3 / 8 to / 8 dia.) F93 8 CW2 ( 3 / 4 to 1 1 / 4 dia.) A193/A193M 9 Grade B8/B8M, Class 1 A193/A193M 9 Grade B8/B8M2, Class 2B ISO A4-70 and HCR-70 (M8 M24) ISO A4-0 and HCR-0 (M27 M30) UNITS (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) (MPa) MPa () MPa () (MPa) (MPa) (MPa) (MPa) MPa () MPa () MIN. SPECIFIED ULTIMATE STRENGTH, f uta 8,000 (400) 7,000 (17) 12,000 (862) 12,000 (860) 120,000 (828) 10,000 (720) 72,00 (00) 00 (72,00) 800 (116,000) 100,000 (690) 8,000 (90) 7,000 (1) 9,000 (6) 700 (101,00) 00 (72,00) MIN. SPECIFIED YIELD STRENGTH 0.2 PERCENT OFFSET, f ya 36,000 (248),000 (380) 10,000 (724) 10,000 (720) 92,000 (63) 81,000 (60) 8,000 (400) 400 (8,000) 640 (92,800) 6,000 (40) 4,000 (310) 30,000 (20) 7,000 (1) 40 (6,20) 210 (30,40) f uta f ya ELONGATION MINIMUM PERCENT 11 REDUCTION OF AREA MIN. PERCENT (0 for A36) NUT SPECIFICATION 12 A194 / A63 Grade A A194 / A63 Grade DH A194 / A63 Grade DH A63 Grade DH DIN 934 (8-A2K) DIN 934 Grade DIN 934 Grade F94 Alloy Group , 2 or A194/A194M ISO For SI: 1 = 2.4, 1 = MPa. For pound- units: 1 = , 1 MPa = Pure110+ epoxy adhesive may be used in conjunction with all grades of continuously threaded carbon or stainless steels (all-thread) that comply with this table and that have thread characteristics comparable with ANSI B1.1 UNC Coarse Thread Series or ANSI B1.13M M Profile Metric Thread Series. Tabulated values correspond to anchor diameters included in this report. See Section of this report for ductility of steel anchor elements. 2 Standard Specification for Carbon Structural Steel. 3 Standard Specification for Anchor Bolts, Steel, 36,, and 10-ksi Yield Strength. 4 Standard Specification for Alloy-Steel and Stainless Steel Bolting Materials for High Temperature or High Pressure Service and Other Special Purpose Applications. Standard Specification for Hex Cap Screws, Bolts and Studs, Steel, Heat Treated, 120/10/90 ksi Minimum Tensile Strength, General Use. 6 Standard Specification for Carbon and Alloy Steel Externally Threaded Metric Fasteners. 7 Mechanical properties of fasteners made of carbon steel and alloy steel Part 1: Bolts, screws and studs 8 Standard Specification for Stainless Steel Bolts, Hex Cap Screws, and Studs. 9 Standard Standard Specification for Alloy-Steel and Stainless Steel Bolting for High Temperature or High Pressure Service and Other Special Purpose Applications. 10 Mechanical properties of fasteners made of corrosion-resistant stainless steel fasteners Part 1: Bolts, screws and studs 11 Based on 2- (0 ) gauge length except A193, which are based on a gauge length of 4d and ISO 898, which is based on d; d = nominal diameter. 12 Nuts of other grades and style having specified proof load stress greater than the specified grade and style are also suitable. Nuts must have specified proof load stresses equal to or greater than the minimum tensile strength of the specified threaded rod. Material types of the nuts and washers must be matched to the threaded rods. 13 Nuts for metric rods. 14 Minimum percent reduction of area not reported in the referenced standard. TABLE 3 SPECIFICATIONS AND PROPERTIES OF COMMON STEEL REINFORCING BARS 1 REINFORCING SPECIFICATION UNITS MINIMUM SPECIFIED ULTIMATE STRENGTH, f uta MINIMUM SPECIFIED YIELD STRENGTH, f ya A61 2, A767 4, Grade 7 A61 2, A767 4, Grade 60 A706 3, A767 4, Grade 60 A61 2, A767 4, Grade 40 DIN 488 BSt 00 CAN/CSA G , Grade 400 (MPa) (MPa) (MPa) (MPa) MPa () MPa () 100,000 (690) 90,000 (620) 80,000 (0) 60,000 (420) 0 (80,000) 40 (78,300) 7,000 (20) 60,000 (420) 60,000 (420) 40,000 (280) 00 (72,00) 400 (8,000) For SI: 1 = MPa. For pound- units: 1 MPa = Adhesive must be used with specified deformed reinforcing bars. Tabulated values correspond to bar sizes included in this report. 2 Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement. Grade 40 and Grade 60 bars furnished to specification are considered ductile elements. In accordance with ACI (a)(vi) or ACI D (a)6, as applicable, deformed reinforcing bars meeting this specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI and or ACI (a) and (b), as applicable. Grade 7 bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section of this report. 3 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. Bars furnished to specification are considered ductile elements. 4 Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement. Bars furnished to specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section of this report. Reinforcing steel; reinforcing steel bars; dimensions and masses. Bars furnished to this specification are considered brittle elements unless evidence is otherwise shown to the satisfaction of the registered design professional and code official in accordance with Section of this report. 6 Billet bars for Concrete Reinforcement. 31

32 ESR-3298 Most Widely Accepted and Trusted Page 10 of 23 TABLE 4 STEEL DESIGN INFORMATION FOR FRACTIONAL THREADED ROD DESIGN INFORMATION SYMBOL UNITS Threaded rod nominal outside diameter Threaded rod effective cross-sectional area A36 and F14 Grade 36 F14 Grade A193 Grade B7 and F14 Grade 10 A449 ISO Class.8 F93 CW Stainless (Types 304 and 316) A193 Grade B8/B8M, Class 1 Stainless (Types 304 and 316) A193 Grade B8/B8M2, Class 2B Stainless (Types 304 and 316) NOMINAL ROD DIAMETER 1 () 3 / 8 1 / 2 / 8 3 / 4 3 / / (9.) (12.7) (1.9) (19.1) (22.2) (2.4) (31.8) (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) d A se ² (²) lbf N Nominal strength as governed by steel sa strength (for a single anchor) lbf 2,69 4,940 7,860 V sa (12.0) (22.0) (3.0) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear ,640 (1.8) lbf,810 10,640 16,90 2,08 N Nominal strength as governed by steel sa (2.9) (47.3) (7.4) (111.6) strength (for a single anchor) lbf 3,48 6,38 10,170 1,00 V sa (1.) (28.4) (4.2) (67.0) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear lbf 9,68 17,73 28,20 41,810 N Nominal strength as governed by steel sa (43.1) (78.9) (12.7) (186.0) strength (for a single anchor) lbf,81 10,640 16,90 2,08 V sa (2.9) (7.3) (7.4) (111.6) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear lbf 9,300 17,02 27,120 40,140 N Nominal strength as governed by steel sa (41.4) (7.7) (120.6) (178.) strength (for a single anchor) lbf,80 10,21 16,270 24,08 V sa (24.8) (4.4) (72.4) (107.1) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear ,070 (71.4) 34,62 (14.0) 20,77 (92.4) 7,710 (26.7) 34,62 (14.0),90 (248.7) 33,40 (149.2) lbf,620 10,290 16,38 24,20 33,47 N Nominal strength as governed by steel sa (2.0) (4.8) (72.9) (107.9) (148.9) strength (for a single anchor) lbf 3,370 6,17 9,830 14,0 20,08 V sa (1.0) (27.) (43.7) (64.7) (89.3) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear lbf 7,70 14,190 22,600 28,430 39,24 N Nominal strength as governed by steel sa (34.) (63.1) (100.) (126.) (174.6) strength (for a single anchor) lbf 4,60 8,1 13,60 17,060 23,4 V sa (20.7) (37.9) (60.3) (7.9) (104.7) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear lbf 4,420 8,090 12,880 19,06 26,31 N Nominal strength as governed by steel sa (19.7) (36.0) (7.3) (84.8) (117.1) strength (for a single anchor) 4 lbf 2,60 4,8 7,730 11,440 1,790 V sa (11.8) (21.6) (34.4) (0.9) (70.2) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear lbf 7,36 13,480 21,470 31,77 43,860 N Nominal strength as governed by steel sa (32.8) (60.0) (9.) (141.3) (19.1) strength (for a single anchor) lbf 4,420 8,08 12,880 19,06 26,31 V sa (19.7) (36.0) (7.3) (84.8) (117.1) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear ,080 (93.8) 4,42 (202.0) 27,2 (121.2) 7,710 (336.8) 4,42 (202.1) 72,68 (323.3) 43,610 (194.0) 43,91 (19.4) 26,30 (117.2) 1,48 (229.0) 30,890 (137.4) 34,2 (13.6) 2071 (92.1) 7,4 (26.0) 34,2 (13.6) 33,72 (10.0) 72,680 (323.3) 43,610 (194.0) 121,13 (38.8) 72,680 (323.3) 101,7 (42.6) 61,00 (271.6) 82,370 (366.4) 49,42 (219.8),240 (24.7) 33,14 (147.4) 92,06 (409.),240 (24.7) For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = es, 1 N = lbf. 1 Values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI Eq and Eq (b) or ACI Eq. D-2 and Eq. D-29, as applicable, except where noted. Nuts and washers must be appropriate for the rod. See Table 2 for nut specifications. 2 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to ductile steel elements. 3 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to brittle steel elements. 4 In accordance with ACI and or ACI D..1.2 and D.6.1.2, as applicable, the calculated values for nominal tension and shear strength for A193 Grade B8/B8M Class 1 stainless steel threaded rods are based on limiting the specified tensile strength of the anchor steel to 1.9f y or 7,000 (393 MPa). The referenced standard includes rod diameters up to and including 1- (24 ). 32

33 ESR-3298 Most Widely Accepted and Trusted Page 11 of 23 TABLE STEEL DESIGN INFORMATION FOR FRACTIONAL REINFORCING BARS DESIGN INFORMATION SYMBOL UNITS Rebar nominal outside diameter Rebar effective cross-sectional area A61 Grade 7 A61 Grade 60 A706 Grade 60 A61 Grade 40 Nominal strength as governed by steel strength (for a single anchor) d A se N sa V sa 2 ( 2 ) lbf lbf NOMINAL REINFORCING BAR SIZE (REBAR) 1 #3 #4 # #6 #7 #8 #9 # (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) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa lbf lbf 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) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa lbf lbf 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) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa Lbf Lbf 6,600 (29.4) 3,960 (17.6) 12,000 (3.4) 7,200 (32.0) 18,600 (82.7) 11,160 (49.6) Reduction factor for seismic shear α V,seis (2.4) (09.7) 79,000 (31.4) 47,400 (210.8) 71,100 (316.3) 42,660 (189.8) 63,200 (281.1) 37,920 (168.7) 1.12 (28.7) (64.2) 100,000 (444.8) 60,000 (266.9) 90,000 (400.3) 4,000 (240.2) 80,000 (3.9) 48,000 (213.) 1.20 (32.3) (819.4) 127,000 (64.9) 76,200 (338.9) 114,300 (08.4) 68,80 (30.0) 101,600 (42.0) 60,960 (271.2) 26,400 (117.4) In accordance with A61, 1,840 (70.) Strength reduction factor for tension Strength reduction factor for shear Grade 40 bars are furnished only in sizes No. 3 through No. 6 For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = es, 1 N = lbf. 1 Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI Eq and Eq b or ACI Eq. D-2 and Eq. D-29, as applicable. 2 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to ductile steel elements. In accordance with ACI (a)(vi) or ACI D (a) 6, as applicable, deformed reinforcing bars meeting this specification used as ductile steel elements to resist earthquake effects shall be limited to reinforcing bars satisfying the requirements of ACI and or ACI (a) and (b) as applicable. 3 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to brittle steel elements. 33

34 ESR-3298 Most Widely Accepted and Trusted Page 12 of 23 TABLE 6 CONCRETE BREAKOUT DESIGN INFORMATION FOR FRACTIONAL THREADED ROD AND REINFORCING BARS 1 DESIGN INFORMATION SYMBOL UNITS 3 / 8 or #3 NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE 1 / 2 or #4 / 8 or # 3 / 4 or #6 7 / 8 or #7 1 or #8 #9 1 1 / 4 or #10 Effectiveness factor for cracked concrete Effectiveness factor for uncracked concrete Minimum embedment Maximum embedment Minimum anchor spacing Minimum edge distance Minimum member thickness Critical edge distance splitting (for uncracked concrete only) Strength reduction factor for tension, concrete failure modes, Condition B 2 (concrete breakout) Strength reduction factor for shear, concrete failure modes, Condition B 2 (concrete breakout and pryout) k c,cr k c,uncr h ef,min h ef,max s min c min h min c ac - (SI) - (SI) nch 2 3 / 8 (60) 7 1 / 2 (191) 1 7 / 8 (48) 2 3 / 4 (70) 10 (24) 2 1 / 2 (64) 3 1 / 8 (79) 12 1 / 2 (318) 3 1 / 8 (79) 3 1 / 2 (89) 1 (381) 3 3 / 4 (9) 17 (7.1) 24 (10.0) 3 1 / 2 (89) 17 1 / 2 (44) 4 3 / 8 (111) 4 (102) 20 (08) (127) 4 1 / 2 (114) 22 1 / 2 (72) / 8 (143) (127) 2 (63) 6 1 / 4 (19) d where d is nominal outside diameter of the anchor; or see Section of this report for design with reduced minimum edge distances: h ef / 4 (h ef + 30) 1 3 / 4 (4) 2 3 / 4 (70) h ef + 2d o where d o is hole diameter; for installation parameters see Table 12 of this report See Section of this report For SI: 1 = 2.4, 1 lbf = N. For pound- units: 1 = , 1 N = lbf. 1 Additional setting information is described in the installation instructions, Figure 4 of this report. 2 Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI or ACI D.4.3, as applicable. The tabulated value of applies when the load combinations of Section of the IBC or ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D

35 ESR-3298 Most Widely Accepted and Trusted Page 13 of 23 TABLE 7 BOND STRENGTH DESIGN INFORMATION FOR FRACTIONAL THREADED RODS AND REINFORCING BARS 1 DESIGN INFORMATION SYMBOL UNITS 3 / 8 1 / 2 NOMINAL ROD DIAMETER () / 3 8 / 7 4 / / 4 Minimum embedment Maximum embedment 110 F (43 C) Maximum longterm service temperature; 140 F (60 C) maximum shortterm service temperature 3, with Threaded Rods 110 F (43 C) Maximum longterm service temperature; 176 F (80 C) maximum shortterm service temperature 4, with Threaded Rods DESIGN INFORMATION Minimum embedment Maximum embedment 110 F (43 C) Maximum longterm service temperature; 140 F (60 C) maximum shortterm service temperature 3, with Rebars 110 F (43 C) Maximum longterm service temperature; 176 F (80 C) maximum shortterm service temperature 4, with Rebars Permissible installation conditions 7 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 Dry concrete Water-saturated concrete, Water-filled hole (flooded) Underwater (submerged) h ef,min h ef,max k,cr k,uncr k,cr k,uncr (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) SYMBOL UNITS h ef,min h ef,max (N/ 2 ) k,cr (N/ 2 ) k,uncr k,cr k,uncr (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) (N/ 2 ) 2 3 / 8 (60) 7 1 / 2 (191) 1,829 (12.6) 1,829 (12.6) 1,334 (9.2) 1,334 (9.2) 2 3 / 4 (70) 10 (24) 1,738 (12.0) 1,738 (12.0) 1,262 (8.7) 1,262 (8.7) 3 1 / 8 (79) 12 1 / 2 (318) 1,671 (11.) 1,671 (11.) 1,218 (8.4) 1,218 (8.4) 3 1 / 2 (89) 1 (381) 1,617 (11.1) 1,617 (11.1) 1,17 (8.1) 1,17 (8.1) 3 1 / 2 (89) 17 1 / 2 (44) 1,67 (10.8) 1,67 (10.8) 1,146 (7.9) 1,146 (7.9) 4 (102) 20 (08) 1,38 (10.6) 1,38 (10.6) 1,117 1,117 (127) 2 (63) 1,479 (10.2) 1,479 (10.2) 1,073 (7.4) 1,073 (7.4) NOMINAL REINFORCING BAR SIZE #3 #4 # #6 #7 #8 #9 # / 8 (60) 7 1 / 2 (191) 1,829 (12.6) 1,829 (12.6) 1,334 (9.2) 1,334 (9.2) 2 3 / 4 (70) 10 (24) 1,170 (8.1) 1,170 (8.1) 1,738 (12.0) 1,738 (12.0) 848 (.8) 848 (.8) 1,262 (8.7) 1,262 (8.7) 3 1 / 8 (79) 12 1 / 2 (318) 1,671 (11.) 1,671 (11.) (.6) (.6) 1,218 (8.4) 1,218 (8.4) 3 1 / 2 (89) 1 (381) 1,617 (11.1) 1,617 (11.1) (.6) (.6) 1,17 (8.1) 1,17 (8.1) Anchor Category 1 d 0.6 Anchor Category 2 ws, wf, / 2 (89) 17 1 / 2 (44) 1,67 (10.8) 1,67 (10.8) (.6) (.6) 1,146 (7.9) 1,146 (7.9) 4 (102) 20 (08) 1,38 (10.6) 1,38 (10.6) (.6) (.6) 1,117 1,117 Anchor Category 2 3 uw Reduction factor for seismic tension 9 α N,seis 1.0 For SI: 1 = 2.4, 1 = MPa. For pound- units: 1 = , 1 MPa = Bond strength values correspond to a normal-weight concrete compressive strength f' c = 2,00 (17.2 MPa). For concrete compressive strength, f' c between 2,00 and 8,000 (17.2 MPa and.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f' c / 2,00) 0.23 [For SI: (f' c / 17.2) 0.23 ]. See Section of this report for bond strength determination. 2 The modification factor for bond strength of adhesive anchors in lightweight concrete shall be taken as given in ACI or ACI D.3.6, as applicable, where applicable. 3 The maximum short-term service temperature may be increased to 162 F (72 C) provided characteristic bond strengths are reduced by 3 percent. Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category B. 4 Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category A. Short-term base material service temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term base material service temperatures are roughly constant over significant periods of time. 6 s are for sustained loads including dead and live loads. 7 Permissible installation conditions include dry concrete, water-saturated concrete, water-filled holes and underwater. Water-filled holes include applications in dry or water-saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 4 of this report. 8 Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. 9 For structures assigned to Seismic Design Categories C, D, E or F, the tabulated bond strength values for cracked concrete do not require an additional reduction factor applied for seismic tension (α N,seis = 1.0), where seismic design is applicable. See Section of this report for requirements for seismic design. 4 1 / 2 (114) 22 1 / 2 (72) 1,07 (10.4) 1,07 (10.4) (.6) (.6) 1,102 (7.6) 1,102 (7.6) (127) 2 (63) 1,479 (10.2) 1,479 (10.2) (.6) (.6) 1,073 (7.4) 1,073 (7.4) 3

36 ESR-3298 Most Widely Accepted and Trusted Page 14 of 23 TABLE 8 STEEL DESIGN INFORMATION FOR METRIC THREADED RODS DESIGN INFORMATION SYMBOL UNITS Threaded rod nominal outside diameter Threaded rod effective cross-sectional area ISO Class.8 ISO Class 8.8 ISO Stainless Grades A4 and HCR A193M Grade B8/B8M, Class 1 Stainless (Types 304 and 316) A193M Grade B8/B8M2, Class 2B Stainless (Types 304 and 316) Nominal strength as governed by steel strength (for a single anchor) d A se N sa V sa () ² (²) kn (lbf) kn (lbf) NOMINAL ROD DIAMETER (0.39) 8.0 (0.090) 29.0 (6,20) 17.4 (3,910) 12 (0.47) 84.3 (0.131) 42.0 (9,47) 2. (,68) 16 (0.63) 17 (0.243) 78. (17,64) 47.0 (10,90) 20 (0.79) 24 (0.380) 122. (27,40) 73. (16,2) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa kn (lbf) kn (lbf) 46. (10,430) 27.9 (6,270) 67. (1,160) 40. (9,09) 12. (28,23) 7. (16,940) (44,06) 117. (26,440) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa kn (lbf) kn (lbf) 40.6 (9,12) 24.4 (,47) 9.0 (13,26) 3.4 (7,960) (24,70) 6.9 (14,82) 171. (38,) (23,13) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) 4 N sa V sa kn (lbf) kn (lbf) 22.8 (,12) 13.7 (3,07) 33.1 (7,40) 19.9 (4,470) 61.7 (13,870) 37.0 (8,32) 96.3 (21,64) 7.8 (12,990) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear Nominal strength as governed by steel strength (for a single anchor) N sa V sa kn (lbf) kn (lbf) 38.0 (8,40) 22.8 (,12).2 (12,41) 33.1 (7,40) (23,120) 61.7 (13,870) 160. (36,080) 96.3 (21,64) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear For pound- units: 1 = es, 1 N = lbf. For SI: 1 = 2.4, 1 lbf = N. 24 (0.94) 33 (0.47) 176. (39,680) (23,80) 282. (63,48) 169. (38,090) (,0) (33,330) (21,64) 83.2 (18,71) (1,980) (21,64) 27 (1.06) 49 (0.711) 229. (1,9) 137. (30,96) (82,0) 220. (49,30) 229. (1,9) (30,9) (40,4) (24,33) (67,90) (40,4) 30 (1.18) 61 (0.870) 280. (63,060) 168. (37,83) (100,89) 269. (60,3) 280. (63,060) (37,83) 220. (49,46) (29,740) 367. (82,610) 220. (49,46) 1 Values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI Eq. (D-2) and Eq. (D-29) except where noted. Nuts and washers must be appropriate for the rod. See Table 2 for nut specifications. 2 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to ductile steel elements. 3 The tabulated value of applies when the load combinations of Section of the IBC, ACI or ACI , as applicable are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to brittle steel elements. 4 In accordance with ACI 318 D..1.2 and D the calculated values for nominal tension and shear strength for A193 Grade B8/B8M Class 1 stainless steel threaded rods are based on limiting the specified tensile strength of the anchor steel to 1.9f y or 393 MPa (7,000 ). 36

37 ESR-3298 Most Widely Accepted and Trusted Page 1 of 23 TABLE 9 STEEL DESIGN INFORMATION FOR METRIC REINFORCING BARS 1 DESIGN INFORMATION SYMBOL UNITS Rebar nominal outside diameter Rebar effective cross-sectional area Nominal strength as governed by steel strength (for a single anchor) DIN 488 BSt 00 d A se N sa V sa () ² (²) kn (lbf) kn (lbf) NOMINAL REINFORCING BAR SIZE (Ø) Ø10 Ø12 Ø14 Ø16 Ø20 Ø2 Ø28 Ø (0.394) 78. (0.122) 43.0 (9,710) 26.0 (,82) 12.0 (0.472) (0.17) 62.0 (13,98) 37. (8,390) 14.0 (0.1) 13.9 (0.239) 84. (19,03) 1.0 (11,420) 16.0 (0.630) (0.312) 110. (24,860) 66. (14,91) 20.0 (0.787) (0.487) (38,84) (23,30) Reduction factor for seismic shear α V,seis Strength reduction factor for tension Strength reduction factor for shear For pound- units: 1 = es, 1 N = lbf. For SI: 1 = 2.4, 1 lbf = N. 2.0 (0.984) (0.761) (60,69) (36,41) 28.0 (1.102) 61.8 (0.94) 338. (76,13) (4,680) 32.0 (1.260) (1.247) 442. (99,440) 26. (9,66) 1 Values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI Eq and Eq b or ACI Eq. D-2 and Eq. D-29, as applicable. 2 The tabulated value of applies when the load combinations of Section of the IBC or ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D.4.4. Values correspond to brittle steel elements. TABLE 10 CONCRETE BREAKOUT DESIGN INFORMATION FOR METRIC THREADED ROD AND REINFORCING BARS 1 DESIGN INFORMATION Effectiveness factor for cracked concrete Effectiveness factor for uncracked concrete Minimum embedment Maximum embedment Minimum anchor spacing Minimum edge distance Minimum member thickness Critical edge distance splitting (for uncracked concrete only) SYMBOL UNITS k c,cr k c,uncr h ef,min h ef,max s min c min h min c ac SI - SI - () () () () () () M10 or Ø10 60 (2.4) 200 (7.8) 0 (2.0) NOMINAL ROD DIAMETER / REINFORCING BAR SIZE M12 Ø12 Ø14 70 (2.8) 240 (14.8) 60 (2.4) 70 (2.8) 240 (14.8) 60 (2.4) 70 (2.8) 280 (11.0) 70 (3.7) M16 or Ø16 80 (3.2) 320 (12.6) 80 (3.2) M20 or Ø20 17 (7.1) 24 (10.0) 90 (3.6) 400 (1.8) 100 (4.0) M24 Ø2 M27 Ø28 M30 Ø32 96 (3.8) 480 (18.8) 120 (4.8) 100 (3.9) 00 (19.6) 12 (4.9) 108 (4.3) 40 (21.4) 13 (.3) 112 (4.4) 60 (22.0) 140 (.) 120 (4.7) 600 (23.6) 10 (.9) d where d is nominal outside diameter of the anchor; or see Section of this report for design with reduced minimum edge distances: h ef + 30 (h ef / 4) 4 (1.7) 70 (2.7) h ef + 2d o where d o is hole diameter; for installation parameters see Table 12 of this report See Section of this report Strength reduction factor for tension, concrete failure modes, Condition B Strength reduction factor for shear, concrete failure modes, Condition B For pound- units: 1 = , 1 N = lbf. For SI: 1 = 2.4, 1 lbf = N. 1 Additional setting information is described in the installation instructions, Figure 4 of this report. 2 Condition A requires supplemental reinforcement, while Condition B applies where supplemental reinforcement is not provided or where pryout governs, as set forth in ACI or ACI D.4.3, as applicable. The tabulated value of applies when the load combinations of Section of the IBC ACI or ACI , as applicable, are used in accordance with ACI or ACI D.4.3, as applicable. If the load combinations of ACI Appendix C are used, the appropriate value of must be determined in accordance with ACI D (.0) 640 (2.2) 160 (6.3) 37

38 ESR-3298 Most Widely Accepted and Trusted Page 16 of 23 TABLE 11 BOND STRENGTH DESIGN INFORMATION FOR METRIC THREADED RODS AND REINFORCING BARS 1 DESIGN INFORMATION Minimum embedment Maximum embedment 110 F (43 C) Maximum longterm service temperature; 140 F (60 C) maximum shortterm service temperature 3, with Threaded Rods 110 F (43 C) Maximum longterm service temperature; 176 F (80 C) maximum shortterm service temperature 4, with Threaded Rods DESIGN INFORMATION Minimum embedment Maximum embedment 110 F (43 C) Maximum longterm service temperature; 140 F (60 C) maximum shortterm service temperature 3, with Rebars 110 F (43 C) Maximum longterm service temperature; 176 F (80 C) maximum shortterm service temperature 4, with Rebars Permissible installation conditions 7 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 in cracked concrete 6,9 in cracked concrete, short-term loading only 9 in uncracked concrete 6,8 in uncracked concrete, short-term loading only 8 Dry concrete Water-saturated concrete, Water-filled hole (flooded) Underwater (submerged) SYMBOL UNITS h ef,min h ef,max k,cr k,uncr k,cr k,uncr () () N/ 2 () 2 N/ () N/ 2 () 2 N/ () N/ 2 () 2 N/ () N/ 2 () 2 N/ () SYMBOL UNITS h ef,min h ef,max k,cr k,uncr k,cr k,uncr () () N/ 2 () 2 N/ () N/ 2 () 2 N/ () N/ 2 () 2 N/ () N/ 2 () 2 N/ () NOMINAL ROD DIAMETER M10 M12 M16 M20 M24 M27 M30 60 (2.4) 200 (7.8) 8.3 (120) 8.3 (120) 12. (1813) 12. (1813) 6.1 () 6.1 () 9.1 (1320) 9.1 (1320) 70 (2.8) 240 (14.8) 8.3 (120) 8.3 (120) 12.1 (17) 12.1 (17) 6.1 () 6.1 () 8.8 (1276) 8.8 (1276) 80 (3.2) 320 (12.6) 8.3 (120) 8.3 (120) 11. (1668) 11. (1668) 6.1 () 6.1 () 8.4 (1218) 8.4 (1218) 90 (3.6) 400 (1.8) 8.3 (120) 8.3 (120) 11.1 (1610) 11.1 (1610) 6.1 () 6.1 () 8.1 (117) 8.1 (117) REINFORCING BAR SIZE 96 (3.8) 480 (18.8) 8.3 (120) 8.3 (120) 10.7 (12) 10.7 (12) 6.1 () 6.1 () 7.8 (1131) 7.8 (1131) 108 (4.3) 40 (21.4) 8.3 (120) 8.3 (120) 10. (123) 10. (123) 6.1 () 6.1 () 7.7 (1117) 7.7 (1117) 120 (4.7) 600 (23.6) 8.3 (120) 8.3 (120) 10.3 (1494) 10.3 (1494) 6.1 () 6.1 () 7. (1088) 7. (1088) Ø10 Ø12 Ø14 Ø16 Ø20 Ø2 Ø28 Ø32 60 (2.4) 200 (7.8) 8.3 (120) 8.3 (120) 12. (1813) 12. (1813) 6.1 () 6.1 () 9.1 (1320) 9.1 (1320) 70 (2.8) 240 (14.8) 8.1 (1171) 8.1 (1171) 12.1 (17) 12.1 (17).9 (848).9 (848) 8.8 (1276) 8.8 (1276) 70 (2.8) 280 (11.0) 7.7 (1120) 7.7 (1120) 11.8 (1711) 11.8 (1711).6 ().6 () 8.6 (1247) 8.6 (1247) 80 (3.2) 320 (12.6) 7.7 (1120) 7.7 (1120) 11. (1668) 11. (1668).6 ().6 () 8.4 (1218) 8.4 (1218) Anchor Category 1 90 (3.6) 400 (1.8) 7.7 (1120) 7.7 (1120) 11.1 (1610) 11.1 (1610).6 ().6 () 8.1 (117) 8.1 (117) d 0.6 Anchor Category 2 ws, wf, (3.9) 00 (19.6) 7.7 (1120) 7.7 (1120) 10.6 (137) 10.6 (137).6 ().6 () 7.8 (1131) 7.8 (1131) 112 (4.4) 60 (22.0) 7.7 (1120) 7.7 (1120) 10.4 (108) 10.4 (108).6 ().6 () 7.6 (1102) 7.6 (1102) Anchor Category 2 3 uw Reduction factor for seismic tension α N,seis 1.0 For pound- units: 1 = , 1 MPa = For SI: 1 = 2.4, 1 = MPa. 128 (.0) 640 (2.2) 7.7 (1120) 1 Bond strength values correspond to normal-weight concrete compressive strength f' c = 2,00 (17.2 MPa). For concrete compressive strength, f' c between 2,00 and 8,000 (17.2 MPa and.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f' c / 2,00) 0.23 [For SI: (f' c / 17.2) 0.23 ]. See Section of this report for bond strength determination. 2 The modification factor for bond strength of adhesive anchors in lightweight concrete shall be taken as given in ACI or ACI D.3.6, as applicable. 3 The maximum short-term service temperature may be increased to 162 F (72 C) provided characteristic bond strengths are reduced by 3 percent. Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category B. 4 Long-term and short-term temperatures meet the requirements of Section 8. of ACI 3.4 and Table 8.1, Temperature Category A. Short-term elevated concrete temperatures are those that occur over brief intervals, e.g. as a result of diurnal cycling. Long-term concrete temperatures are roughly constant over significant periods of time. 6 s are for sustained loads including dead and live loads. 7 Permissible installation conditions include dry concrete, water-saturated concrete, water-filled holes and underwater. Water-filled holes include applications in dry or water-saturated concrete where the drilled holes contain standing water at the time of anchor installation. For installation instructions see Figure 4 of this report. 8 Bond strength values for uncracked concrete are applicable for structures assigned to Seismic Design Categories A and B only. 9 For structures assigned to Seismic Design Categories C, D, E or F, the tabulated bond strength values for cracked concrete do not require an additional reduction factor applied for seismic tension (α N,seis = 1.0), where seismic design is applicable. See Section of this report for requirements for seismic design. 7.7 (1120) 10.2 (1479) 10.2 (1479).6 ().6 () 7.4 (1073) 7.4 (1073) 38

39 ESR-3298 Most Widely Accepted and Trusted Page 17 of 23 TABLE 12 INSTALLATION PARAMETERS FOR THREADED RODS AND REINFORCING BARS FOR POST-INSTALLED ADHESIVE ANCHORS PARAMETER FRACTIONAL NOMINAL ROD DIAMETER () / REINFORCING BAR SIZE SYMBOL UNITS 3 / 8 or #3 1 / 2 #4 / 8 or # 3 / 4 or #6 7 / 8 or #7 1 or #8 #9 1 1 / 4 #10 PARAMETER Threaded rod outside diameter Rebar nominal outside diameter SYMBOL UNITS d d () () Threaded rod outside diameter Rebar nominal outside diameter d d Carbide drill bit nominal size 6 dbit (do)7 Minimum embedment Maximum embedment Minimum member thickness Minimum anchor spacing Minimum edge distance h ef,min h ef,max h min s min c min 0.37 (9.) 0.37 (9.) 7 / / 8 (60) 7 1 / 2 (191) 0.00 (12.7) 0.00 (12.7) 9 / / 4 (70) 10 (24) h ef / 4 (h ef + 30) 1 7 / 8 (48) 1 7 / 8 (48) 2 1 / 2 (64) 2 1 / 2 (64) 0.62 (1.9) 0.62 (1.9) 0.70 (19.1) 0.70 (19.1) 0.87 (22.2) 0.87 (22.2) (2.4) (2.4) (28.7) 1.20 (31.8) (31.8) / 8 11 / 16 or 3 / 4 7 / / / / / / 8 (79) 12 1 / 2 (318) 3 1 / 8 (79) 3 1 / 8 (79) 3 1 / 2 (89) 1 (381) 3 3 / 4 (9) 3 3 / 4 (9) 3 1 / 2 (89) 17 1 / 2 (44) 4 3 / 8 (111) 4 3 / 8 (111) h ef + 2d o 4 (102) 20 (08) (127) (127) 4 1 / 2 (114) 22 1 / 2 (72) / 8 (143) / 8 (143) (127) 2 (63) 6 1 / 4 (19) 6 1 / 4 (19) (127) 2 (63) 6 1 / 4 (19) 6 1 / 4 (19) Max. torque 1 T max ft-lbs Max. torque 1,2 (low strength rods) T max ft-lbs Minimum edge distance, reduced 4 cmin,red 1 3 / 4 (4) 1 3 / 4 (4) Max. torque, reduced 1 Tmax,red ft-lbs 7 [] / 4 (4) 1 3 / 4 (4) 1 3 / 4 (4) METRIC NOMINAL ROD DIAMETER / REINFORCING BAR SIZE M10 Ø10 M12 Ø12 Ø14 M16 Ø16 M20 Ø20 M24 Ø2 M27 Ø28 M30 Ø32 10 (0.39) 10.0 (0.394) 12 (0.47) 12.0 (0.472) (0.1) 16 (0.63) 16.0 (0.630) 20 (0.79) 20.0 (0.787) 24 (0.94) (0.984) 27 (1.06) / 4 (4) (1.102) Carbide drill bit nominal size 6 dbit (do) Minimum embedment Maximum embedment Minimum member thickness Minimum anchor spacing Minimum edge distance h ef,min h ef,max h min s min c min () () () () () 60 (2.4) 200 (7.8) h ef + 30 (h ef / 4) 0 (2.0) 0 (2.0) 70 (2.8) 240 (14.8) 60 (2.4) 60 (2.4) 70 (2.8) 280 (11.0) 70 (3.7) 70 (3.7) 80 (3.2) 320 (12.6) 80 (3.2) 80 (3.2) 90 (3.6) 400 (1.8) 100 (4.0) 100 (4.0) 96 (3.8) 480 (18.8) 120 (4.8) 120 (4.8) h ef + 2d o 100 (3.9) 00 (19.6) 12 (4.9) 12 (4.9) 108 (4.3) 40 (21.4) 13 (.3) 13 (.3) 112 (4.4) 60 (22.0) 140 (.) 140 (.) 2 3 / 4 (70) 2 3 / 4 (70) 30 (1.18) (4.7) 600 (23.6) Max. torque 1 T max N-m Max. torque 1,3 (low strength rod) T max N-m Minimum edge distance, reduced 4 cmin,red () 4 (1 3 / 4) 4 (1 3 / 4) 4 (1 3 / 4) 4 (1 3 / 4) Max. torque, reduced 1 T max,red N-m 9 [7] (1 3 / 4) 4 (1 3 / 4) 4 (1 3 / 4) For pound- units: 1 = , 1 N-m = ft-lbf. For SI: 1 = 2.4, 1 ft-lbf = 1.36 N-m. 4 (1 3 / 4) 70 (2 3 / 4) 10 (.9) 10 (.9) 70 (2 3 / 4) 2 3 / 4 (70) (1.260) 128 (.0) 640 (2.2) 1 Torque may not be applied to the anchors until the full cure time of the adhesive has been achieved. 2 These torque values apply to A36 / F14 Grade 36 carbon steel threaded rods; F14 Grade carbon steel threaded rods; and A193 Grade B8/B8M (Class 1) stainless steel threaded rods. 3 These torque values apply to A193 Grade B8/B8M (Class 1) stainless steel threaded rod only. 4 See Section of this report for requirements of anchors installed at reduced edge distances. Either drill bit size is acceptable for this threaded rod diameter and rebar size. 6 For any case, it must be possible for the steel anchor element to be inserted into the cleaned drill hole without resistance. 7 Notation in parenthesis is for the 2006 IBC. 160 (6.3) 160 (6.3) 70 (2 3 / 4) FIGURE 2 PURE110+ EPOXY ADHESIVE ANCHOR SYSTEM INCLUDING TYPICAL STEEL ANCHOR ELEMENTS 39

40 ESR-3298 Most Widely Accepted and Trusted Page 18 of 23 TABLE 13 DEVELOPMENT LENGTHS FOR COMMON REINFORCING BAR CONNECTIONS PROVIDED FOR ILLUSTRATION 1,2,3,7,8 DESIGN INFORMATION SYMBOL REFERENCE STANDARD Nominal rebar diameter d b A61/A706, Grade 60 Nominal rebar area A b (f y = 60 ksi) Development length in f' c = 2,00 concrete 4, Development length in f' c = 3,000 concrete 4, Development length in f' c = 4,000 concrete 4, Development length in f' c = 6,000 concrete 4, Development length in f' c = 8,000 concrete 4, DESIGN INFORMATION l d SYMBOL ACI or ACI as applicable REFERENCE STANDARD Nominal rebar diameter d b DIN 488, BSt 00 (BS 4449: 200) Nominal rebar area A b (f y = 72. ksi) Development length in f' c = 2,00 concrete 4,6 Development length in f' c = 3,000 concrete 4,6 Development length in f' c = 4,000 concrete 4,6 Development length in f' c = 6,000 concrete 4,6 Development length in f' c = 8,000 concrete 4,6 DESIGN INFORMATION l d SYMBOL ACI or ACI as applicable REFERENCE STANDARD Nominal rebar diameter d b CAN/CSA G30.18, Grade 400 Nominal rebar area A b (f y = 8 ksi) Development length in f' c = 2,00 concrete 4,6 Development length in f' c = 3,000 concrete 4,6 Development length in f' c = 4,000 concrete 4,6 Development length in f' c = 6,000 concrete 4,6 Development length in f' c = 8,000 concrete 4,6 l d ACI or ACI as applicable FRACTIONAL REINFORCING BARS UNITS in 2 ( 2 ) NOMINAL REBAR SIZE (US) #3 #4 # #6 #7 #8 #9 #10 # (9.) (12.7) (1.9) (19.1) (22.2) (2.4) (28.6) (32.3) (3.8) (71) (127) (198) (28) (388) (07) (64) (817) (1006) 12.0 (30) 12.0 (30) 12.0 (30) 12.0 (30) 12.0 (30) 14.4 (366) 13.1 (334) 12.0 (30) 12.0 (30) 12.0 (30) 18.0 (47) 16.4 (417) 14.2 (361) 12.0 (30) 12.0 (30) METRIC REINFORCING BARS UNITS (in) 2 (in 2 ) (in) (in) (in) (in) (in) UNITS (in) 2 (in 2 ) (in) (in) (in) (in) (in) 21.6 (49) 19.7 (01) 17.1 (434) 13.9 (34) 12.1 (307) 31. (800) 28.8 (730) 24.9 (633) 20.3 (16) 17.6 (443) 36.0 (914) 32.9 (83) 28. (723) 23.2 (90) 20.1 (11) 40.6 (1031) 37.1 (942) 32.1 (81) 26.2 (666) 22.7 (77) 4.7 (1161) 41.7 (1060) 36.2 (920) 29. (70) 2.6 (649) 0.8 (1290) 46.3 (1177) 40.1 (1019) 32.8 (832) 28.4 (721) NOMINAL REBAR SIZE (EU) Ø10 Ø12 Ø14 Ø16 Ø20 Ø24 Ø2 Ø28 Ø32 Ø34 Ø (0.394) (0.472) (0.1) (0.630) (0.787) (0.94) (0.984) (1.102) (1.260) (1.339) (1.417) 78. (0.12) 348 (13.7) 318 (12.) 30 (12.0) 30 (12.0) 30 (12.0) 113 (0.18) 417 (16.4) 381 (1.0) 330 (13.0) 30 (12.0) 30 (12.0) 14 (0.23) 487 (19.2) 44 (17.) 38 (1.2) 314 (12.4) 30 (12.0) 201 (0.31) 6 (21.9) 08 (20.0) 439 (17.3) 39 (14.2) 311 (12.3) 314 (0.49) 870 (34.2) 794 (31.3) 688 (27.1) 62 (22.1) 486 (29.1) 42 (0.70) 1044 (41.1) 93 (37.) 82 (32.) 674 (26.4) 84 (23.0) 491 (0.76) 1087 (42.8) 992 (39.1) 89 (33.8) 702 (27.6) 608 (23.9) 616 (0.96) 1217 (47.9) 1112 (43.8) 963 (37.9) 786 (30.9) 681 (26.8) 804 (1.2) 1392 (4.8) 1271 (0.0) 1100 (43.3) 899 (3.4) 778 (30.6) 908 (1.41) 1018 (1.8) (8.2) (61.6) (3.2) (6.3) 1170 (46.0) 9 (37.6) 827 (32.6) 1238 (48.7) 1011 (39.8) 87 (34.) NOMINAL REBAR SIZE (CA) 10M 1M 20M 2M 30M 3M (0.44) (0.630) (0.768) (0.992) (1.177) (1.406) (0.16) (0.31) (0.46) (0.77) (1.09) (1.6) 31 (12.4) 30 (12.0) 30 (12.0) 30 (12.0) 30 (12.0) For SI: 1 2.4, 1 lbf = N, 1 = MPa; for pound- units: 1 = es, 1 N = lbf, 1 MPa = Calculated development lengths in accordance with Section of this report and ACI or ACI , as applicable, for reinforcing bars are valid for static, wind, and earthquake loads (SDC A and B). 2 Calculated development lengths in SDC C through F must comply with ACI Chapter 18 or ACI Chapter 21, as applicable, and Section of this report. The value of f ' c used to calculate development lengths shall not exceed 2,00 for post-installed reinforcing bar applications in SDC s C, D, E and F. 3 For Class B splices, minimum length of lap for tension lap splices is 1.3l d in accordance with ACI and ACI , as applicable. 4 For lightweight concrete, λ = 0.7; therefore multiply development lengths by 1.33 (increase development length by 33 percent), unless the provisions of ACI or ACI (d), as applicable, are met to permit alternate values of λ (e.g for sand-lightweight concrete, λ = 0.8; therefore multiply development lengths by 1.18). Refer to ACI or ACI , as applicable. ( c b+k tr ) = 2., ψ t=1.0, ψ e=1.0, ψ s=0.8 for d b #6,1.0 for d b > #6. Refer to ACI or ACI , as applicable. d b 6 ( c b+k tr d b 44 (17.) 407 (16.0) 33 (13.9) 30 (12.0) 30 (12.0) 678 (26.7) 620 (24.4) 36 (21.1) 438 (17.3) 379 (14.9) 876 (34.) 800 (31.) 693 (27.3) 66 (22.3) 490 (19.3) ) = 2., ψ t=1.0, ψ e=1.0, ψ s=0.8 for d b 19, 1.0 for d b > 19. Refer to ACI or ACI , as applicable. 7 Minimum f ' c of 24 MPa is required under ADIBC Appendix L, Section Calculations may be performed for other steel grades and concrete compressive strengths per ACI Chapter 2 or ACI Chapter 12, as applicable (41.0) 90 (37.4) 823 (32.4) 672 (26.4) 82 (22.9) 1242 (48.9) 113 (44.7) 983 (38.7) 802 (31.6) 69 (27.4) 40

41 ESR-3298 Most Widely Accepted and Trusted Page 19 of 23 c = edge distance s = spacing d b = nomial bar diameter, d o = nominal hole diameter h ef = effective embedment, h = member thickness Non-contact lap splice TENSION LAP SPLICE WITH EXISTING REINFORCEMENT FOR FOOTING AND FOUNDATION EXTENSIONS TENSION DEVELOPMENT OF COLUMN, CAP OR WALL DOWELS TENSION LAP SPLICE WITH EXISTING FLEXURAL REINFORCEMENT FOR SLAB AND BEAM EXTENSIONS FIGURE 3 INSTALLATION DETAIL FOR POST-INSTALLED REINFORCING BAR CONNECTIONS (Top Pictures), EXAMPLES OF DEVELOPMENT LENGTH APPLICATION DETAILS FOR POST-INSTALLED REINFORCING BAR CONNECTIONS PROVIDED FOR ILLUSTRATION (Bottom Pictures) TABLE 14 INSTALLATION PARAMETERS FOR COMMON POST-INSTALLED REINFORCING BAR CONNECTIONS PARAMETER SYMBOL UNITS Nominal hole diameter 1 d o FRACTIONAL REINFORCING BARS NOMINAL REBAR SIZE (US) #3 #4 # #6 #7 #8 #9 #10 #11 7 / 16 / 8 3 / 4 7 / / / / / 4 Effective embedment 2 h ef 2 3 / 8 to 7 1 / / 4 to / 8 to 12 1 / / 2 to / 2 to 17 1 / 2 4 to / 2 to 22 1 / 2 to 2 1 / 2 to 27 1 / 2 Nominal hole diameter 1 d o 1 / 2 / 8 3 / / / / / / 4 Effective embedment 2 h ef 7 1 / 2 to 22 1 / 2 10 to / 2 to 37 1 / 2 1 to / 2 to 2 1 / 2 20 to / 2 to 67 1 / 2 2 to / 2 to 82 1 / 2 METRIC REINFORCING BARS NOMINAL REBAR SIZE (EU) PARAMETER SYMBOL UNITS Ø10 Ø12 Ø14 Ø16 Ø20 Ø24 Ø2 Ø28 Ø32 Ø34 Ø36 Nominal hole diameter 1 d o Effective embedment 2 h ef 60 to to to to to to to to to to to 2160 PARAMETER SYMBOL UNITS NOMINAL REBAR SIZE (CA) 10M 1M 20M 2M 30M 3M Nominal hole diameter 1 d o 9 / 16 3 / / / / 4 Effective embedment 2 h ef 70 to to to to to to 2100 For SI: 1 2.4,; for pound- units: 1 = es. 1 For any case, it must be possible for the reinforcing bar (rebar) to be inserted into the cleaned drill hole without resistance. 2 Consideration should be given regarding the coercial availability of carbide drill bits (including hollow drill bits) and diamond core drill bits, as applicable, with lengths nessessary to achieve the effective embedments for post-installed reinforcing bar connections. 41

42 ESR-3298 Most Widely Accepted and Trusted Page 20 of 23 FIGURE 4 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS (MPII) 42

43 ESR-3298 Most Widely Accepted and Trusted Page 21 of 23 FIGURE 4 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS (MPII) (Continued) 43

44 ESR-3298 Most Widely Accepted and Trusted Page 22 of 23 FIGURE 4 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS (MPII) (Continued) 44

45 ESR-3298 Most Widely Accepted and Trusted Page 23 of 23 FIGURE 4 MANUFACTURER S PUBLISHED INSTALLATION INSTRUCTIONS (MPII) (Continued) 4