DEWALT AC200 plus Hybrid Injection Adhesive Anchoring System User Manual

: July 9, 2024
: Dewalt

Table of Contents

DEWALT AC200 plus Hybrid Injection Adhesive Anchoring System
Product Usage Instructions
PACKAGING
PRODUCT DESCRIPTION
GENERAL APPLICATIONS AND USES
FEATURES AND BENEFITS
APPROVALS AND LISTINGS
GUIDE SPECIFICATIONS
MATERIAL SPECIFICATIONS
INSTALLATION SPECIFICATIONS
3 through #10
STRENGTH DESIGN INFORMATION
DESIGN STRENGTH TABLES
3
4
5
6
7
8
9
10
3
4
5
6
7
8
9
10
9| –| –| –| –| –| –| –| 65,000| 58,500| 60,000| –| –
9| –| –| –| –| –| –| –| 36,000| 32,400| 31,200| –| –
POST-INSTALLED REBAR DEVELOPMENT LENGTH TABLES
6, and db <= 19 mm,1.0 for db > #6 and db > 19 mm. Refer to ACI 318-19
INSTALLATION INSTRUCTIONS (SOLID BASE MATERIALS)
INSTALLATION INSTRUCTIONS POST-INSTALLED FOR REBAR CONNECTIONS
ANCHOR ACCESSORY SELECTION
ORDERING INFORMATION
FAQ
References
Read User Manual Online (PDF format)
Download This Manual (PDF format)

DEWALT AC200 plus Hybrid Injection Adhesive Anchoring System

Specifications

Product: AC200+ Hybrid Injection Adhesive Anchoring System
Components: Two-component high-strength adhesive, mixing nozzles, dispensing tools, hole cleaning equipment
Applications: Bonding threaded rod and reinforcing bar hardware into drilled holes in concrete base materials, post-installed reinforcing bar connections
Approvals: Grade 3, Class A, ASTM C881 Types I and IV, Grade 3, Class B
CSI Divisions: 03 16 00 – Concrete Anchors, 05 05 19 Post-Installed Concrete Anchors
Packaging: Coaxial Cartridge, 10:1 mix ratio

Product Usage Instructions

Preparation

Ensure the concrete base material is clean and free from debris.
Use hole-cleaning equipment to remove dust and debris from drilled holes.

Mixing and Dispensing

Attach the mixing nozzle to the adhesive cartridge.
Dispense the adhesive into the drilled hole while ensuring proper coverage.

Installation

Insert the threaded rod or reinforcing bar hardware into the adhesive-filled hole.
Allow the adhesive to cure as per the gel time and curing table provided.

Post-Installation
Follow the guidelines for post-installed reinforcing bar connections as per product specifications.

PACKAGING

Coaxial Cartridge
- 9.5 fl. oz. (280 mL or 17 in3)
- 14 fl. oz. (420 mL or 25.5 in3)
Dual Cartridge (side-by-side)
- 28 fl. oz. (825 mL or 50 in3)
STORAGE LIFE & CONDITIONS
Eighteen months in a dry, dark environment with temperature ranging from 41°F to 77°F (5°C to 25°C)
ANCHOR SIZE RANGE (TYPICAL)
- 3/8″ to 1-1/4″ diameter threaded rod
- No. 3 to No. 10 reinforcing bar (rebar)
- 10M to 30M reinforcing bar (CA rebar)
SUITABLE BASE MATERIALS
- Normal-weight concrete
- Lightweight concrete
- Grouted concrete masonry
PERMISSIBLE INSTALLATION CONDITIONS (ADHESIVE)
- Dry concrete
- Water-saturated concrete (wet)
- Water-filled holes (flooded)

PRODUCT DESCRIPTION

The AC200+ 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. AC200+ is designed for bonding threaded rod and reinforcing bar hardware into drilled holes in concrete base materials and for post-installed reinforcing bar connections (rebar development).

GENERAL APPLICATIONS AND USES

High strength anchoring: bonding threaded rod and reinforcing bar into hardened concrete
Rebar development length and lap splice connections in concrete up to 60d embedments
Evaluated for installation and use in dry and wet concrete (including water-filled holes)
Cracked and uncracked concrete conditions as well as wind and seismic loading (SDC A – F)
Oversized hammer-drilled holes in concrete, for short term loading only (see www.DEWALT.com)
Can also be considered for filling large cracks and abandoned holes in concrete and masonry

FEATURES AND BENEFITS

Fast curing system which can be applied in structural applications as low as 14ºF (-10ºC)
Evaluated and recognized for freeze/thaw performance and sustained loading
Can be used in a wide range of embedments in low and high strength concrete
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)
In-service temperature ratings between -40ºF (-40ºC) and 320ºF (160ºC)

APPROVALS AND LISTINGS

International Code Council, Evaluation Service (ICC-ES) ESR-4027 for cracked and uncracked concrete
Code Compliant with the International Building Code/International Residential Code: 2021 IBC/IRC, 2018 IBC/IRC, 2015 IBC/IRC, and 2012 IBC/IRC
Tested in accordance with ACI 355.4, ASTM E488, and ICC-ES AC308 for use in structural concrete with design according to ACI 318 (-19 & -14), Chapter 17 and ACI 318-11 Appendix D
Evaluated and qualified by an accredited independent testing laboratory for recognition in cracked and uncracked concrete including static, wind and seismic loading
Tested and qualified for use in post-installed rebar connections including rebar development and lap splices in accordance with ICC-ES AC308 Table 3.8 and ACI 318 Chapter 12 and Chapter 25
City of Los Angeles, LABC and LARC Supplement (within ESR-4027)
Florida Building Code, FBC Supplement including HVHZ (within ESR-4027)
European Technical Approval, ETA-16/0905 (adhesive anchors), ETA-16/0904 (post-installed rebars)
Compliant with NSF/ANSI 61 for drinking water system components – health effects
Compliant to California DPH for VOC emissions and South Coast AQMD for VOC content (LEED v4.1)
Conforms to requirements of ASTM C881 including C882 and AASHTO M235, Types I, II, IV and V, Grade 3, Class A and conforms to requirements of ASTM C881 Types I and IV, Grade 3, Class B
Department of Transportation listings – see www.DEWALT.com or contact transportation agency

GUIDE SPECIFICATIONS

CSI Divisions: 03 16 00 – Concrete Anchors, and 05 05 19 Post-Installed Concrete Anchors. Adhesive anchoring system shall be AC200+ as supplied by DEWALT, Towson, MD. Anchors shall be installed in accordance with published instructions and requirements of the Authority Having Jurisdiction.

MATERIAL SPECIFICATIONS

AC200+ is a high strength, non-sag, hybrid adhesive. The formula does not contain styrene. AC200+ conforms to requirements of ASTM C881 and AASHTO M235, Types I, II, IV and V, Grade 3, Class A and Types I and IV, Grade 3, Class B (also meets Type III except for elongation).

Properties of Cured Adhesive

Gel (working) Time and Curing Table Chemical Resistance

INSTALLATION SPECIFICATIONS

Installation Specifications for Threaded Rod and Reinforcing Bar Detail of Steel Hardware Elements used with Injection Adhesive System

Nomenclature

da (d) = Diameter of anchor
do (dbit) = Diameter of drilled hole
h = Base material thickness
hnom (hef) = Embedment depth
s = Spacing of anchors
c = Edge distance
Tmax = Maximum torque

Common Threaded Rod and Deformed Reinforcing Bar Material Properties

Steel Description (General)

| ****

Steel Specification

| ****

Nominal Anchor Size

| Minimum Ultimate Strength f u

psi (MPa)

| Minimum Yield Strength f y

psi (MPa)

---|---|---|---|---

Carbon Rod

| AsTM A36 or F1554,

Grade 36

| ****

3/8″ through 1-1/4″

| 58,000

(400)

| 36,000

(250)

AsTM F1554 Grade 55| 75,000

(517)

| 55,000

(380)

AsTM A193 Grade B7 or AsTM F1554 Grade 105| 125,000

(860)

| 105,000

(724)

AsTM A449

| 3/8″ through 1″| 120,000

(828)

| 92,000

(635)

1-1/4″| 105,000

(720)

| 81,000

(560)

AsTM F568M Class 5.8| 3/4″ through 1-1/4″| 72,500

(500)

| 58,000

(400)

stainless Rod (Alloy 304 / 316)

| AsTM F593 CW1| 3/8″ through 5/8″| 100,000

(690)

| 65,000

(450)

AsTM F593 CW2| 3/4″ through 1-1/4″| 85,000

(590)

| 45,000

(310)

AsTM A193/A193M

Grade B8/B8M2, Class 2B

| 3/8″ through 1-1/4″| 95,000

(655)

| 75,000

(515)

Reinforcing Bar

| AsTM A706,

A767 Grade 80

| #3 through #10| 100,000

(690)

| 80,000

(552)

AsTM A615, A767

Grade 75

| #3 through #10| 100,000

(690)

| 75,000

(517)

AsTM A615, A767, A996

Grade 60

| ****

3 through #10

| 90,000

(620)

| 60,000

(414)

AsTM A706, A767

Grade 60

| 80,000

(550)

| 60,000

(414)

AsTM A615 Grade 40| #3 through #6| 60,000

(415)

| 40,000

(275)

Metric Reinforcing Bar (CA)| CAN/CsA G30.18,

Grade 400

| 10M through 30M| 78,300

(540)

| 58,000

(400)

Tabulated material properties are provided for reference; other steel hardware elements may also be considered.

STRENGTH DESIGN INFORMATION

Steel Tension and Shear Design for Threaded Rod in Normal Weight Concrete

Design Information

| ****

Symbol

| ****

Units

| Nominal Rod Diameter 1 (inch)
---|---|---|---
3/8| 1/2| 5/8| 3/4| 7/8| 1| 1- 1/4
Threaded rod nominal outside diameter| d| inch (mm)| 0.375

(9.5)

| 0.500

(12.7)

| 0.625

(15.9)

| 0.750

(19.1)

| 0.875

(22.2)

| 1.000

(25.4)

| 1.250

(31.8)

Threaded rod effective cross-sectional area| Ase| inch2 (mm2)| 0.0775

(50)

| 0.1419

(92)

| 0.2260

(146)

| 0.3345

(216)

| 0.4617

(298)

| 0.6057

(391)

| 0.9691

(625)

AsTM A36

and AsTM F1554

Grade 36

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 4,495

(20.0)

| 8,230

(36.6)

| 13,110

(58.3)

| 19,400

(86.3)

| 26,780

(119.1)

| 35,130

(156.3)

| 56,210

(250.0)

vsa| lbf (kN)| 2,695

(12.0)

| 4,940

(22.0)

| 7,860

(35.0)

| 11,640

(51.8)

| 16,070

(71.4)

| 21,080

(93.8)

| 33,725

(150.0)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65

AsTM F1554

Grade 55

| ****

Nominal strength as governed by steel strength(for a single anchor)

| Nsa| lbf (kN)| 5,810

(25.9)

| 10,640

(47.3)

| 16,950

(75.4)

| 25,085

(111.6)

| 34,625

(154.0)

| 45,425

(202.0)

| 72,680

(323.3)

Vsa

| lbf (kN)| 3,485

(15.5)

| 6,385

(28.4)

| 10,170

(45.2)

| 15,050

(67.0)

| 20,775

(92.4)

| 27,255

(121.2)

| 43,610

(194.0)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65

AsTM A193

Grade B7 and

AsTM F1554

Grade 105

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 9,685

(43.1)

| 17,735

(78.9)

| 28,250

(125.7)

| 41,810

(186.0)

| 57,710

(256.7)

| 75,710

(336.8)

| 121,135

(538.8)

vsa| lbf (kN)| 5,815

(25.9)

| 10,640

(7.3)

| 16,950

(75.4)

| 25,085

(111.6)

| 34,625

(154.0)

| 45,425

(202.1)

| 72,680

(323.3)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65

AsTM A449

| Nominal strength as governed by steel strength (for a single anchor)| Nsa| lbf (kN)| 9,300

(41.4)

| 17,025

(75.7)

| 27,120

(120.6)

| 40,140

(178.5)

| 55,905

(248.7)

| 72,685

(323.3)

| 101,755

(452.6)

vsa| lbf (kN)| 5,580

(24.8)

| 10,215

(45.4)

| 16,270

(72.4)

| 24,085

(107.1)

| 33,540

(149.2)

| 43,610

(194.0)

| 61,050

(271.6)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65

AsTM F568M

Class 5.8

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 5,620

(25.0)

| 10,290

(45.8)

| 16,385

(72.9)

| 24,250

(107.9)

| 33,475

(148.9)

| 43,915

(195.4)

| 70,260

(312.5)

vsa| lbf (kN)| 3,370

(15.0)

| 6,175

(27.5)

| 9,830

(43.7)

| 14,550

(64.7)

| 20,085

(89.3)

| 26,350

(117.2)

| 42,155

(187.5)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.65
strength reduction factor for shear2| j| –| 0.60

AsTM F593

CW stainless (Types 304

and 316)

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 7,750

(34.5)

| 14,190

(63.1)

| 22,600

(100.5)

| 28,430

(126.5)

| 39,245

(174.6)

| 51,485

(229.0)

| 82,370

(366.4)

vsa| lbf (kN)| 4,650

(20.7)

| 8,515

(37.9)

| 13,560

(60.3)

| 17,060

(75.9)

| 23,545

(104.7)

| 30,890

(137.4)

| 49,425

(219.8)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.65
strength reduction factor for shear2| j| –| 0.60
AsTM A193

Grade B8/ B8M2,

Class 2B stainless (Types 304

and 316)

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 7,365

(32.8)

| 13,480

(60.0)

| 21,470

(95.5)

| 31,775

(141.3)

| 43,860

(195.1)

| 57,545

(256.0)

| 92,065

(409.5)

vsa| lbf (kN)| 4,420

(19.7)

| 8,085

(36.0)

| 12,880

(57.3)

| 19,065

(84.8)

| 26,315

(117.1)

| 34,525

(153.6)

| 55,240

(245.7)

Reduction factor for seismic shear| a V,seis| –| 0.60
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65
For sI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf.

1. values provided for steel element material types are based on minimum specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2(b) or ACI 318-14 Eq.

17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 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 j applies when the load combinations of section 1605.2 of the IBC, ACI 318 (-19 or -14) 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318- 19 section 17.5.3 or ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of j must be determined in accordance with ACI 318 D.4.4.

Steel Tension and Shear Design for Reinforcing Bars in Normal Weight Concrete

Design Information

| ****

Symbol

| ****

Units

| Nominal Reinforcing Bar Size (Rebar) 1
---|---|---|---
No. 3| No. 4| No. 5| No. 6| No. 7| No. 8| No. 9| No. 10
Rebar nominal outside diameter| d| inch (mm)| 0.375

(9.5)

| 0.500

(12.7)

| 0.625

(15.9)

| 0.750

(19.1)

| 0.875

(22.2)

| 1.000

(25.4)

| 1.125

(28.7)

| 1.250

(32.3)

Rebar effective cross-sectional area| Ase| inch2 (mm2)| 0.110

(71.0)

| 0.200

(129.0)

| 0.310

(200.0)

| 0.440

(283.9)

| 0.600

(387.1)

| 0.790

(509.7)

| 1.000

(645.2)

| 1.270

(819.4)

AsTM A615

Grade 75

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 11,000

(48.9)

| 20,000

(89.0)

| 31,000

(137.9)

| 44,000

(195.7)

| 60,000

(266.9)

| 79,000

(351.4)

| 100,000

(444.8)

| 127,000

(564.9)

vsa| lbf (kN)| 6,600

(29.4)

| 12,000

(53.4)

| 18,600

(82.7)

| 26,400

(117.4)

| 36,000

(160.1)

| 47,400

(210.8)

| 60,000

(266.9)

| 76,200

(338.9)

Reduction factor for seismic shear| a V,seis| –| 0.65
strength reduction factor for tension3| j| –| 0.65
strength reduction factor for shear3| j| –| 0.60

AsTM A615, A767, A996

Grade 60

| ****

Nominal strength as governed by steel strength (for a single anchor)

| ****

Nsa

| lbf (kN)| 9,900

(44.0)

| 18,000

(80.1)

| 27,900

(124.1)

| 39,600

(176.1)

| 54,000

(240.2)

| 71,100

(316.3)

| 90,000

(400.3)

| 114,300

(508.4)

vsa

| lbf (kN)| 5,940

(26.4)

| 10,800

(48.0)

| 16,740

(74.5)

| 23,760

(105.7)

| 32,400

(144.1)

| 42,660

(189.8)

| 54,000

(240.2)

| 68,580

(305.0)

Reduction factor for seismic shear| a V,seis| –| 0.65
strength reduction factor for tension2| j| –| 0.65
strength reduction factor for shear2| j| –| 0.60

AsTM A706

Grade 60

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 8,800

(39.1)

| 16,000

(71.2)

| 24,800

(110.3)

| 35,200

(156.6)

| 48,000

(213.5)

| 63,200

(281.1)

| 80,000

(355.9)

| 101,600

(452.0)

vsa| lbf (kN)| 5,280

(23.5)

| 9,600

(42.7)

| 14,880

(66.2)

| 21,120

(94.0)

| 28,800

(128.1)

| 37,920

(168.7)

| 48,000

(213.5)

| 60,960

(271.2)

Reduction factor for seismic shear| a V,seis| | 0.65
strength reduction factor for tension2| j| –| 0.75
strength reduction factor for shear2| j| –| 0.65

AsTM A 615

Grade 40

| ****

Nominal strength as governed by steel strength (for a single anchor)

| Nsa| lbf (kN)| 6,600

(29.4)

| 12,000

(53.4)

| 18,600

(82.7)

| 26,400

(117.4)

| ****

In accordance with AsTM A615, Grade 40 bars are furnished only in sizes

No. 3 through No. 6

vsa| lbf (kN)| 3,960

(17.6)

| 7,200

(32.0)

| 11,160

(49.6)

| 15,840

(70.5)

Reduction factor for seismic shear| a V,seis| –| 0.65
strength reduction factor for tension2| j| –| 0.65
strength reduction factor for shear2| j| –| 0.60
For sI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf.

1. values provided for reinforcing bar material types based on minimum specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2(b) or ACI 318-19 Eq.

17.6.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable.

2. The tabulated value of j applies when the load combinations of section 1605.2 of the IBC, ACI 318 (-14 & -19) 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-19 17.5.3, ACI 318-14, 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of j must be determined in accordance with ACI 318 D.4.4.

Design Information

| ****

Symbol

| ****

Units

| Nominal Reinforcing Bar Size (Rebar) 1
---|---|---|---
10M| 15M| 20M| 25M| 30M
Reinforcing bar O.D.| d| mm (in.)| 11.4

(0.445)

| 16.0

(0.630)

| 19.5

(0.768)

| 25.2

(0.992)

| 29.9

(1.177)

Reinforcing bar effective cross-sectional area| Ase| mm2 (inch2)| 100.3

(0.155)

| 201.1

(0.312)

| 298.6

(0.463

| 498.8

(0.773)

| 702.2

(1.088)

CAN/CsA G30.18

Grade 400

| ****

Nominal strength as governed by steel strength (for a single anchor)

| ****

Nsa

| kN (lb)| 54.0

(12,175)

| 108.5

(24,410)

| 161.5

(36,255)

| 270.0

(60,550)

| 380.0

(85,240)

vsa

| kN (lb)| 32.5

(7,305)

| 65.0

(14,645)

| 97.0

(21,755)

| 161.5

(36,330)

| 227.5

(51,145)

Reduction factor for seismic shear| a V,seis| –| 0.65
strength reduction factor for tension2| j| –| 0.65
strength reduction factor for shear2| j| –| 0.60
1. values provided for common bar material types based on specified strengths and calculated in accordance with ACI 318-19 Eq. 17.6.1.2 and Eq. 17.7.1.2(b) or ACI 318-14 Eq. 17.4.1.2 and Eq. 17.5.1.2b or ACI 318-11 Eq. (D-2) and Eq. (D-29), as applicable.

2. The tabulated value of j applies when the load combinations of section 1605.2 of the IBC, ACI 318 (-19 or -14) 5.3 or ACI 318-11 9.2, as applicable, as set forth in ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are used. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of j must be determined in accordance with ACI 318 D.4.4.

Concrete Breakout Design Information for Threaded Rod and in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Rod Diameter (inch)
---|---|---|---
3/8| 1/2| 5/8| 3/4| 7/8| 1| 1- 1/4
Effectiveness factor for cracked concrete| kc,cr| – (sI)| 17

(7.1)

Effectiveness factor for uncracked concrete| kc,uncr| – (sI)| 24

(10.0)

Minimum embedment| hef,min| inch (mm)| 2-3/8 (60)| 2-3/4 (70)| 3-1/8 (79)| 3-1/2 (89)| 3-1/2 (89)| 4

(102)

| 5

(127)

Maximum embedment| hef,max| inch (mm)| 7-1/2 (191)| 10

(254)

| 12-1/2 (318)| 15

(381)

| 17-1/2 (445)| 20

(508)

| 25

(635)

Minimum anchor spacing| smin| inch (mm)| 1-7/8 (48)| 2-1/2 (64)| 3-1/8 (79)| 3-5/8 (90)| 4-1/8 (105)| 4-3/4 (120)| 5-7/8 (150)
Minimum edge distance2| cmin| inch (mm)| 1-5/8 (41)| 1-3/4 (44)| 2

(51)

| 2-3/8 (60)| 2-1/2 (64)| 2-3/4 (70)| 3-1/4 (80)
Minimum edge distance, reduced2 (45% Tmax)| cmin,red| inch (mm)| –| –| 1-3/4 (44)| 1-3/4 (44)| 1-3/4 (44)| 1-3/4 (44)| 2-3/4 (70)
Minimum member thickness| hmin| inch (mm)| hef + 1-1/4 (hef + 30)| hef + 2do where do is hole diameter;
Critical edge distance—splitting (for uncracked concrete only)3| cac| inch | mm| cac = hef ∙ ( __uncr )0.4 ∙ [3.1-0.7 h ] cac = hef ∙ ( ____uncr )0.4 ∙ [3.1-0.7 h __ ]

1160 hef | 8 hef

strength reduction factor for tension, concrete failure modes, Condition B4| j| –| 0.65
strength reduction factor for shear, concrete failure modes, Condition B4| j| –| 0.70
For sI: 1 inch = 25.4 mm, 1 lbf = 4.448 N. For pound-inch units: 1 mm = 0.03937 inch, 1 N = 0.2248 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 0.45.

3. k,uncr need not be taken as greater than: k,uncr = kuncr •Öhef • f’c and __h need not be taken as larger than 2.4.

π • d hef

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 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. The tabulated value of j applies when the load combinations of section 1605.2 of the IBC, ACI 318 (-19 or -14) 5.3 or ACI 318-11 9.2, as applicable, are used in accordance with ACI 318-19 17.5.3, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. If the load combinations of ACI 318-11 Appendix C are used, the appropriate value of j must be determined in accordance with ACI 318 D.4.4.

Bond Strength Design Information for Threaded Rod in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Rod Diameter (inch)
---|---|---|---
3/8| 1/2| 5/8| 3/4| 7/8| 1| 1- 1/4
Minimum embedment| hef,min| inch (mm)| 2-3/8 (60)| 2-3/4 (70)| 3-1/8 (79)| 3-1/2 (89)| 3-1/2 (89)| 4

(102)

| 5

(127)

Maximum embedment| hef,max| inch (mm)| 7-1/2 (191)| 10

(254)

| 12-1/2 (318)| 15

(381)

| 17-1/2 (445)| 20

(508)

| 25

(635)

Temperature Range A

122°F (50°C) Maximum Long-Term service Temperature;

176°F (80°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 1,041

(7.2)

| 1,041

(7.2)

| 1,111

(7.7)

| 1,219

(8.4)

| 1,212

(8.4)

| 1,206

(8.3)

| 1,146

(7.9)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 2,601

(17.9)

| 2,415

(16.7)

| 2,262

(15.6)

| 2,142

(14.8)

| 2,054

(14.2)

| 2,000

(13.8)

| 1,990

(13.7)

Temperature Range B

161°F (72°C) Maximum Long-Term service Temperature;

248°F (120°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 905

(6.2)

| 906

(6.2)

| 966

(6.7)

| 1060

(7.3)

| 1054

(7.3)

| 1049

(7.2)

| 997

(6.9)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 2,263

(15.6)

| 2,101

(14.5)

| 1,968

(13.6)

| 1,863

(12.8)

| 1,787

(12.3)

| 1,740

(12.0)

| 1732

(11.9)

Temperature Range C

212°F (100°C) Maximum Long-Term service Temperature;

320°F (160°C) Maximum short-Term service Temperature2,3

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 652

(4.5)

| 653

(4.5)

| 696

(4.8)

| 764

(5.3)

| 760

(5.2)

| 756

(5.2)

| 719

(5.0)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 1631

(11.2)

| 1514

(10.4)

| 1418

(9.8)

| 1343

(9.3)

| 1288

(8.9)

| 1254

(8.6)

| 1248

(8.6)

Dry concrete| Anchor Category| –| –| 1
strength reduction factor| j d| –| 0.65
Water-saturated concrete| Anchor Category| –| –| 2
strength reduction factor| j ws| –| 0.55
Water-filled holes| Anchor Category| –| –| 3
strength reduction factor| j wf| –| 0.45
Reduction factor for seismic tension9| a n,seis| –| 0.95
For sI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi.

1. Bond strength values correspond to a normal-weight concrete compressive strength f’c = 2,500 psi (17.2 MPa). For concrete compressive strength, f’c between 2,500 psi and 8,000 psi (17.2 MPa and 55.2 MPa), the tabulated characteristic bond strength may be increased by a factor of (f’c / 2,500)0.10 [For sI: (f’c / 17.2)0.10].

2. short-term elevated concrete 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.

3. Characteristic bond strengths are for sustained loads including dead and live loads. For load combinations consisting of short-term loads only, such as wind, bond strengths may be increased by 23 percent for the temperature range C.

Concrete Breakout Design Information for Reinforcing Bars in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Bar Size (US Customary)
---|---|---|---
#3| #4| #5| #6| #7| #8| #9| #10
Effectiveness factor for cracked concrete| kc,cr| – (sI)| 17

(7.1)

Effectiveness factor for uncracked concrete| kc,uncr| – (sI)| 24

(10.0)

Minimum embedment| hef,min| inch (mm)| 2-3/8 (60)| 2-3/4 (70)| 3-1/8 (79)| 3-1/2 (89)| 3-1/2 (89)| 4

(102)

| 4-1/2 (114)| 5

(127)

Maximum embedment| hef,max| inch (mm)| 7-1/2 (191)| 10

(254)

| 12-1/2 (318)| 15

(381)

| 17-1/2 (445)| 20

(508)

| 22-1/2 (572)| 25

(635)

Minimum anchor spacing| smin| inch (mm)| 1-7/8 (48)| 2-1/2 (64)| 3

(79)

| 3-5/8 (92)| 4-1/4 (105)| 4-3/4 (120)| 5-1/4 (133)| 5-7/8 (150)
Minimum edge distance2| cmin| inch (mm)| 1-5/8 (41)| 1-3/4 (44)| 2

(51)

| 2-3/8 (60)| 2-1/2 (64)| 2-3/4 (70)| 3

(75)

| 3-1/4 (80)
Minimum edge distance, reduced2 (45% Tmax)| cmin,red| inch (mm)| –| –| 1-3/4 (44)| 1-3/4 (44)| 1-3/4 (44)| 1-3/4 (44)| 2-3/4 (70)| 2-3/4 (70)
Minimum member thickness| hmin| inch (mm)| hef + 1-1/4 (hef + 30)| hef + 2do where do is hole diameter;
Critical edge distance—splitting (for uncracked concrete only)3| cac| inch | mm| cac = hef ∙ ( __uncr )0.4 ∙ [3.1-0.7 h ] cac = hef ∙ ( ____uncr )0.4 ∙ [3.1-0.7 h __ ]

1160 hef | 8 hef

1. Additional setting information is described in the installation instructions.

2. For installation between the minimum edge distance, cmin, and the r educed minimum edge distance, cmin,red, the maximum torque applied must be reduced (multiplied) by a factor of 0.45.

3. k,uncr need not be taken as greater than: k,uncr = kuncr •Öhef • f’c and __h need not be taken as larger than 2.4.

π • d hef

Bond Strength Design Information for Reinforcing Bars in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Bar Size (US Customary)
---|---|---|---
#3| #4| #5| #6| #7| #8| #9| #10
Minimum embedment| hef,min| inch (mm)| 2-3/8 (60.0)| 2-3/4 (70.0)| 3-1/8 (79.0)| 3-1/2 (89.0)| 3-1/2 (89.0)| 4

(102.0)

| 4-1/2 (114.0)| 5

(127.0)

Maximum embedment| hef,max| inch (mm)| 7-1/2 (191.0)| 10

(254.0)

| 12-1/2 (318.0)| 15

(381.0)

| 17-1/2 (445.0)| 20

(508.0)

| 22-1/2 (572.0)| 25

(635.0)

Temperature Range A

122°F (50°C) Maximum Long-Term service Temperature;

176°F (80°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 1,088

(7.5)

| 1,053

(7.3)

| 1,128

(7.8)

| 1,169

(8.1)

| 1,174

(8.1)

| 1,156

(8.0)

| 1,141

(7.9)

| 1,164

(8.0)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 2,200

(15.2)

| 2,101

(14.5)

| 2,028

(14.0)

| 1,969

(13.6)

| 1,921

(13.2)

| 1,881

(13.0)

| 1,846

(12.7)

| 1,815

(12.5)

Temperature Range B

161°F (72°C) Maximum Long-Term service Temperature;

248°F (120°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 947

(6.5)

| 916

(6.3)

| 982

(6.8)

| 1,017

(7.0)

| 1,021

(7.0)

| 1,006

(6.9)

| 993

(6.8)

| 1,012

(7.0)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 1,914

(13.2)

| 1,828

(12.6)

| 1,764

(12.2)

| 1,713

(11.8)

| 1,672

(11.5)

| 1,636

(11.3)

| 1,616

(11.1)

| 1,579

(10.9)

Temperature Range C

212°F (100°C) Maximum Long- Term service Temperature; 320°F (160°C) Maximum short-Term service Temperature2,3

| Characteristic bond strength in cracked concrete| __ k,cr| psi (N/mm2)| 682

(4.7)

| 660

(4.6)

| 707

(4.9)

| 733

(5.1)

| 736

(5.1)

| 725

(5.0)

| 715

(4.9)

| 730

(5.0)

Characteristic bond strength in uncracked concrete| __ k,uncr| psi (N/mm2)| 1,379

(9.5)

| 1,317

(9.1)

| 1,271

(8.8)

| 1,235

(8.5)

| 1,205

(8.3)

| 1,179

(8.1)

| 1,157

(8.0)

| 1,138

(7.8)

Dry concrete| Anchor Category| –| –| 1
strength reduction factor| j d| –| 0.65
Water-saturated concrete| Anchor Category| –| –| 2
strength reduction factor| j ws| –| 0.55
Water-filled holes| Anchor Category| –| –| 3
strength reduction factor| j wf| –| 0.45
Reduction factor for seismic tension9| a n,seis| –| 0.95| 1.00
For sI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi.

Concrete Breakout Design Information for Metric Reinforcing Bars in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Bar Size (CA)
---|---|---|---
10M| 15M| 20M| 25M| 30M
Effectiveness factor for cracked concrete| kc,cr| sI (-)| 7

(17)

Effectiveness factor for uncracked concrete| kc,uncr| sI (-)| 10

(24)

Minimum embedment| hef,min| mm (in.)| 70

(2.8)

| 80

(3.1)

| 90

(3.5)

| 100

(3.9)

| 120

(4.7)

Maximum embedment| hef,max| mm (in.)| 225

(8.9)

| 320

(12.6)

| 390

(15.4)

| 505

(19.8)

| 600

(23.5)

Minimum anchor spacing| smin| mm (in.)| 55 (2-1/2)| 80 (3-1/8)| 95 (3-3/4)| 120 (4-5/8)| 150 (5-7/8)
Minimum edge distance2| cmin| mm (in.)| 40 (1-3/4)| 50

(2)

| 60 (2-3/8)| 70 (2-3/4)| 85 (3-1/8)
Minimum edge distance, reduced2 (45% Tmax)| cmin,red| mm (in.)| –| 40 (1-3/4)| 40 (1-3/4)| 40 (1-3/4)| 70 (2-3/4)
Minimum member thickness| hmin| mm (in.)| hef + 1-1/4 (hef + 30)| hef + 2do where do is hole diameter;
Critical edge distance—splitting (for uncracked concrete only)3| cac| inch | mm| cac = hef ∙ ( __uncr )0.4 ∙ [3.1-0.7 h ] cac = hef ∙ ( ____uncr )0.4 ∙ [3.1-0.7 h __ ]

1160 hef | 8 hef

1. Additional setting information is described in the installation instructions.

2. For installation between the minimum edge distance, cmin, and the r educed minimum edge distance, cmin,red, the maximum torque applied must be reduced (multiplied) by a factor of 0.45.

3. k,uncr need not be taken as greater than: k,uncr = kuncr •Öhef • f’c and __h need not be taken as larger than 2.4.

π • d hef

Bond Strength Design Information for Metric Reinforcing Bars in Holes Drilled with a Hammer Drill and Carbide Bit1

Design Information

Symbol

Units

| Nominal Bar Size (CA)
---|---|---|---
10M| 15M| 20M| 25M| 30M
Minimum embedment| hef,min| mm (in.)| 70

(2.8)

| 80

(3.1)

| 90

(3.5)

| 100

(3.9)

| 120

(4.7)

Maximum embedment| hef,max| mm (in.)| 225

(8.9)

| 320

(12.6)

| 390

(15.4)

| 505

(19.8)

| 600

(23.5)

Temperature Range A

122°F (50°C) Maximum Long-Term service Temperature;

176°F (80°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| N/mm2 (psi)| 7.2

(1,041)

| 7.5

(1,087)

| 7.2

(1,045)

| 6.7

(965)

| 6.3

(915)

Characteristic bond strength in uncracked concrete| __ k,uncr| N/mm2 (psi)| 14.5

(2,110)

| 13.2

(1,916)

| 12.5

(1,814)

| 11.7

(1,690)

| 11.1

(1,612)

Temperature Range B

161°F (72°C) Maximum Long-Term service Temperature;

248°F (120°C) Maximum short-Term service Temperature2

| Characteristic bond strength in cracked concrete| __ k,cr| N/mm2 (psi)| 6.2

(906)

| 6.5

(946)

| 6.3

(909)

| 5.8

(840)

| 5.5

(796)

Characteristic bond strength in uncracked concrete| __ k,uncr| N/mm2 (psi)| 12.7

(1,836)

| 11.5

(1,667)

| 10.9

(1,578)

| 10.1

(1,470)

| 9.7

(1,402)

Temperature Range C

212°F (100°C) Maximum Long- Term service Temperature; 320°F (160°C) Maximum short-Term service Temperature2,3

| Characteristic bond strength in cracked concrete| __ k,cr| N/mm2 (psi)| 5.6

(806)

| 5.8

(841)

| 5.6

(809)

| 5.2

(747)

| 4.9

(708)

Characteristic bond strength in uncracked concrete| __ k,uncr| N/mm2 (psi)| 9.1

(1,633)

| 8.3

(1,201)

| 7.8

(1,137)

| 7.3

(1,059)

| 7.0

(1,010)

Dry concrete| Anchor Category| –| –| 1
strength reduction factor| j d| –| 0.65
Water-saturated concrete| Anchor Category| –| –| 2
strength reduction factor| j ws| –| 0.55
Water-filled holes| Anchor Category| –| –| 3
strength reduction factor| j wf| –| 0.45
Reduction factor for seismic tension9| a n,seis| –| 0.95| 1.00
For sI: 1 inch = 25.4 mm, 1 psi = 0.006894 MPa. For pound-inch units: 1 mm = 0.03937 inch, 1 MPa = 145.0 psi.

DESIGN STRENGTH TABLES

Tension and Shear Design Strength for Threaded Rod Installed in Uncracked Concrete (Bond or Concrete Strength) Drilled with a Hammer-Drill and Carbide Bit in a Dry Hole Condition Temperature Range A: 122°F (50°C) Maximum Long- Term Service Temperature; 176°F (80°C) Maximum Short-Term Service Temperature1,2,3,4,5,6,7,8,9,10,11

Nominal Rod Size (in.)

Embed. Depth hef (in.)

| Minimum Concrete Compressive Strength
---|---|---
f’c = 2,500 psi| f’c = 3,000 psi| f’c = 4,000 psi| f’c = 6,000 psi| f’c = 8,000 psi
j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

3/8

| 2-3/8| 2,855| 2,570| 3,125| 2,920| 3,610| 3,575| 4,425| 4,745| 5,105| 5,500
3| 4,055| 4,010| 4,440| 4,555| 5,125| 5,570| 6,280| 7,400| 6,710| 8,775
4-1/2| 7,445| 7,935| 8,155| 9,015| 9,395| 11,015| 9,785| 13,710| 10,070| 16,015
7-1/2| 14,940| 18,190| 15,215| 20,070| 15,655| 23,445| 16,305| 29,180| 16,780| 34,085

1/2

| 2-3/4| 3,555| 3,305| 3,895| 3,755| 4,500| 4,590| 5,510| 6,095| 6,365| 7,455
4| 6,240| 6,700| 6,835| 7,610| 7,895| 9,310| 9,665| 12,365| 11,080| 15,080
6| 11,465| 13,235| 12,560| 15,035| 14,500| 18,390| 16,150| 23,515| 16,620| 27,470
10| 24,660| 31,215| 25,110| 34,445| 25,845| 40,235| 26,915| 50,085| 27,700| 58,500

5/8

| 3-1/8| 4,310| 4,120| 4,720| 4,680| 5,450| 5,720| 6,675| 7,600| 7,710| 9,295
5| 8,720| 9,985| 9,555| 11,345| 11,030| 13,875| 13,510| 18,430| 15,600| 22,540
7-1/2| 16,020| 19,725| 17,550| 22,410| 20,265| 27,410| 23,635| 35,695| 24,325| 41,695
12-1/2| 34,470| 46,550| 36,750| 52,320| 37,825| 61,110| 39,390| 76,070| 40,540| 87,310

3/4

| 3-1/2| 5,105| 5,015| 5,595| 5,700| 6,460| 6,970| 7,910| 9,255| 9,135| 11,320
6| 11,465| 13,595| 12,560| 15,445| 14,500| 18,895| 17,760| 25,095| 20,505| 30,695
9| 21,060| 26,855| 23,070| 30,510| 26,640| 37,320| 32,225| 49,325| 33,165| 57,615
15| 45,315| 63,370| 49,640| 72,000| 51,575| 84,420| 53,710| 105,080| 55,280| 119,060

7/8

| 3-1/2| 5,105| 4,930| 5,595| 5,605| 6,460| 6,855| 7,910| 9,100| 9,135| 11,130
7| 14,445| 16,605| 15,825| 18,865| 18,275| 23,075| 22,380| 30,650| 25,840| 37,485
10-1/2| 26,540| 32,800| 29,070| 37,265| 33,570| 45,580| 41,115| 60,540| 43,290| 71,360
17-1/2| 57,100| 77,405| 62,550| 87,940| 67,315| 104,575| 70,100| 130,170| 72,150| 152,045

| 4| 6,240| 6,115| 6,835| 6,945| 7,895| 8,495| 9,665| 11,280| 11,160| 13,800
8| 17,650| 19,750| 19,335| 22,435| 22,325| 27,440| 27,340| 36,450| 31,570| 44,580
12| 32,425| 39,005| 35,520| 44,315| 41,015| 54,200| 50,230| 71,990| 55,055| 86,235
20| 69,765| 92,055| 76,425| 104,585| 85,610| 126,375| 89,155| 157,310| 91,755| 183,745

1-1/4

| 5| 8,720| 8,170| 9,555| 9,285| 11,030| 11,355| 13,510| 15,085| 15,600| 18,450
10| 24,665| 26,380| 27,020| 29,975| 31,200| 36,660| 38,210| 48,690| 44,125| 59,555
15| 45,315| 52,110| 49,640| 59,200| 57,320| 72,410| 70,200| 96,175| 81,060| 117,630
25| 97,500| 122,990| 106,805| 139,730| 123,330| 170,905| 138,610| 219,325| 142,655| 256,185
■ – 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 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

4. strength reduction factors ( j ) 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-4027.

5. 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- 4027 for applicable information.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

8. Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI 318 (-19 or -14) Ch.17, ICC-Es AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI 318 (-19 or -14) Ch.17 and ICC-Es AC308 and EsR-4027.

9. 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.

10. The tabulated design strengths may be converted to allowable stress design values. Divide by conversion factor calculated as a weighted average of the load factors for the controlling load combination.

11. For other installation conditions such as water-saturated concrete or water-filled hole applications, see the associated strength reduction factors ( j ) for bond strength in the determination of controlling design strength values, as applicable.

Tension and Shear Design Strength in Threaded Rod Installed in Cracked Concrete (Bond or Concrete Strength) Drilled with a Hammer-Drill and Carbide Bit in a Dry Hole Condition Temperature Range A: 122°F (50°C) Maximum Long- Term Service Temperature; 176°F (80°C) Maximum Short-Term Service Temperature1,2,3,4,5,6,7,8,9,10,11,12

Nominal Rod Size (in.)

Embed. Depth hef (in.)

| Minimum Concrete Compressive Strength
---|---|---
f’c = 2,500 psi| f’c = 3,000 psi| f’c = 4,000 psi| f’c = 6,000 psi| f’c = 8,000 psi
j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

3/8

| 2-3/8| 1,895| 1,835| 1,930| 2,075| 1,985| 2,135| 2,065| 2,225| 2,125| 2,290
3| 2,390| 2,865| 2,435| 3,255| 2,505| 3,980| 2,610| 5,285| 2,685| 5,785
4-1/2| 3,585| 5,665| 3,655| 6,440| 3,760| 7,865| 3,915| 8,435| 4,030| 8,680
7-1/2| 5,980| 12,875| 6,090| 13,115| 6,265| 13,495| 6,525| 14,055| 6,715| 14,465

1/2

| 2-3/4| 2,520| 2,360| 2,760| 2,680| 3,065| 3,280| 3,190| 4,355| 3,285| 5,325
4| 4,250| 4,785| 4,330| 5,435| 4,455| 6,650| 4,640| 8,830| 4,775| 10,285
6| 6,375| 9,455| 6,495| 10,740| 6,685| 13,135| 6,960| 14,990| 7,165| 15,430
10| 10,630| 22,300| 10,825| 23,315| 11,140| 23,995| 11,600| 24,985| 11,940| 25,715

5/8

| 3-1/8| 3,050| 2,940| 3,345| 3,340| 3,860| 4,085| 4,730| 5,430| 4,980| 6,640
5| 6,175| 7,135| 6,765| 8,105| 7,430| 9,910| 7,740| 13,165| 7,965| 16,100
7-1/2| 10,635| 14,090| 10,830| 16,005| 11,145| 19,575| 11,610| 25,000| 11,945| 25,730
12-1/2| 17,725| 33,250| 18,050| 37,370| 18,575| 40,010| 19,345| 41,670| 19,910| 42,885

3/4

| 3-1/2| 3,620| 3,580| 3,965| 4,070| 4,575| 4,980| 5,605| 6,610| 6,470| 8,085
6| 8,120| 9,710| 8,895| 11,035| 10,270| 13,495| 12,225| 17,925| 12,585| 21,925
9| 14,920| 19,185| 16,340| 21,795| 17,610| 26,655| 18,340| 35,230| 18,875| 40,655
15| 28,005| 45,265| 28,520| 51,425| 29,350| 60,300| 30,565| 65,835| 31,460| 67,755

7/8

| 3-1/2| 3,620| 3,525| 3,965| 4,000| 4,575| 4,895| 5,605| 6,500| 6,470| 7,950
7| 10,230| 11,860| 11,210| 13,475| 12,945| 16,485| 15,850| 21,895| 17,030| 26,775
10-1/2| 18,800| 23,430| 20,590| 26,620| 23,780| 32,555| 24,820| 43,240| 25,545| 50,970
17-1/2| 37,900| 55,290| 38,595| 62,815| 39,720| 74,695| 41,365| 89,095| 42,570| 91,695

| 4| 4,420| 4,365| 4,840| 4,960| 5,590| 6,065| 6,845| 8,060| 7,905| 9,855
8| 12,500| 14,105| 13,695| 16,025| 15,815| 19,600| 19,365| 26,035| 22,130| 31,845
12| 22,965| 27,860| 25,160| 31,655| 29,050| 38,715| 32,255| 51,425| 33,200| 61,595
20| 49,255| 65,755| 50,160| 74,705| 51,625| 90,270| 53,760| 112,365| 55,330| 119,170

1-1/4

| 5| 6,175| 5,835| 6,765| 6,630| 7,815| 8,110| 9,570| 10,775| 11,050| 13,175
10| 17,470| 18,845| 19,140| 21,410| 22,100| 26,185| 27,065| 34,780| 31,255| 42,540
15| 32,095| 37,220| 35,160| 42,285| 40,600| 51,720| 47,895| 68,695| 49,290| 84,020
25| 69,060| 87,850| 74,475| 99,810| 76,650| 122,075| 79,820| 156,660| 82,150| 176,940
■ – 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 1.5 times ca1.

3. strength reduction factors ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

11. For seismic design in accordance with ACI 318, the tabulated tension design strengths in cracked concrete for concrete breakout and bond strength must be multiplied by a factor of

0.75. In the determination of the tension design strength values in cracked concrete, the bond strength requires an additional reduction factor applied for seismic tension ( a n,seis), where seismic design is applicable.

12. For other installation conditions such as water-saturated concrete or water-filled hole applications, see the associated strength reduction factors ( j ) for bond strength in the determination of controlling design strength values, as applicable.

Tension and Shear Design Strength for Reinforcing Bar Installed in Uncracked Concrete (Bond or Concrete Strength) Drilled with a Hammer-Drill and Carbide Bit in a Dry Hole Condition Temperature Range A: 122°F (50°C) Maximum Long-Term Service Temperature; 176°F (80°C) Maximum Short-Term Service Temperature1,2,3,4,5,6,7,8,9,10,11

Nominal Rod Size (in.)

Embed. Depth hef (in.)

| Minimum Concrete Compressive Strength
---|---|---
f’c = 2,500 psi| f’c = 3,000 psi| f’c = 4,000 psi| f’c = 6,000 psi| f’c = 8,000 psi
j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

3

| 2-3/8| 2,855| 2,570| 3,125| 2,920| 3,610| 3,575| 4,365| 4,705| 4,495| 4,840
3| 4,055| 4,010| 4,440| 4,555| 5,125| 5,570| 5,515| 7,025| 5,675| 8,205
4-1/2| 7,445| 7,935| 7,720| 8,820| 7,945| 10,300| 8,275| 12,820| 8,515| 14,975
7-1/2| 12,635| 17,010| 12,870| 18,770| 13,245| 21,925| 13,790| 27,290| 14,195| 30,570

4

| 2-3/4| 3,555| 3,305| 3,895| 3,755| 4,500| 4,590| 5,510| 6,095| 6,365| 7,455
4| 6,240| 6,700| 6,835| 7,610| 7,895| 9,310| 9,365| 12,210| 9,640| 14,260
6| 11,465| 13,235| 12,560| 15,035| 13,490| 17,870| 14,050| 22,240| 14,460| 25,980
10| 21,450| 29,525| 21,845| 32,580| 22,485| 38,055| 23,415| 47,370| 24,100| 51,905

5

| 3-1/8| 4,310| 4,120| 4,720| 4,680| 5,450| 5,725| 6,675| 7,600| 7,710| 9,295
5| 8,720| 10,005| 9,555| 11,365| 11,030| 13,900| 13,510| 18,465| 14,540| 21,955
7-1/2| 16,020| 19,760| 17,550| 22,450| 20,265| 27,460| 21,190| 34,235| 21,805| 39,985
12-1/2| 32,355| 45,455| 32,950| 50,155| 33,910| 58,585| 35,315| 72,925| 36,345| 78,280

6

| 3-1/2| 5,105| 5,015| 5,595| 5,700| 6,460| 6,970| 7,910| 9,255| 9,135| 11,320
6| 11,465| 13,595| 12,560| 15,445| 14,500| 18,895| 17,760| 25,095| 20,325| 30,585
9| 21,060| 26,855| 23,070| 30,510| 26,640| 37,320| 29,625| 47,690| 30,490| 55,705
15| 45,235| 63,325| 46,065| 69,880| 47,410| 81,620| 49,370| 101,600| 50,815| 109,445

7

| 3-1/2| 5,105| 4,930| 5,595| 5,605| 6,460| 6,855| 7,910| 9,100| 9,135| 11,130
7| 14,445| 16,605| 15,825| 18,865| 18,275| 23,075| 22,380| 30,650| 25,840| 37,485
10-1/2| 26,540| 32,800| 29,070| 37,265| 33,570| 45,580| 39,340| 59,480| 40,485| 69,475
17-1/2| 57,100| 77,405| 61,170| 87,160| 62,960| 101,810| 65,565| 126,730| 67,475| 145,335

8

| 4| 6,240| 6,115| 6,835| 6,945| 7,895| 8,495| 9,665| 11,280| 11,160| 13,800
8| 17,650| 19,750| 19,335| 22,435| 22,325| 27,440| 27,340| 36,450| 31,570| 44,580
12| 32,425| 39,005| 35,520| 44,315| 41,015| 54,200| 50,230| 71,990| 51,780| 84,145
20| 69,765| 92,055| 76,425| 104,585| 80,520| 123,310| 83,850| 153,495| 86,295| 179,295

9

| 4-1/2| 7,445| 7,110| 8,155| 8,080| 9,420| 9,880| 11,535| 13,125| 13,320| 16,055
9| 21,060| 23,055| 23,070| 26,190| 26,640| 32,035| 32,625| 42,550| 37,675| 52,040
13-1/2| 38,690| 45,540| 42,380| 51,740| 48,940| 63,280| 59,940| 84,050| 64,315| 99,830
22-1/2| 83,245| 107,440| 91,190| 122,065| 100,010| 146,245| 104,150| 182,045| 107,190| 212,640

10

| 5| 8,720| 8,160| 9,555| 9,270| 11,030| 11,335| 13,510| 15,060| 15,600| 18,420
10| 24,665| 26,430| 27,020| 30,025| 31,200| 36,725| 38,210| 48,780| 44,125| 59,660
15| 45,315| 52,205| 49,640| 59,310| 57,320| 72,545| 70,200| 96,350| 78,065| 116,085
25| 97,500| 123,170| 106,805| 139,935| 121,395| 170,075| 126,420| 211,705| 130,110| 247,285
■ – 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 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

Tension and Shear Design Strength for Reinforcing Bar Installed in Cracked Concrete (Bond or Concrete Strength) Drilled with a Hammer-Drill and Carbide Bit in a Dry Hole Condition Temperature Range A: 122°F (50°C) Maximum Long- Term Service Temperature; 176°F (80°C) Maximum Short-Term Service Temperature1,2,3,4,5,6,7,8,9,10,11,12

Nominal Rod Size (in.)

Embed. Depth hef (in.)

| Minimum Concrete Compressive Strength
---|---|---
f’c = 2,500 psi| f’c = 3,000 psi| f’c = 4,000 psi| f’c = 6,000 psi| f’c = 8,000 psi
j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

| j ncb

or j na

Tension (lbs.)

| j Vcb

or j Vcp

Shear (lbs.)

3

| 2-3/8| 1,980| 1,835| 2,015| 2,085| 2,075| 2,235| 2,160| 2,325| 2,225| 2,395
3| 2,500| 2,865| 2,545| 3,255| 2,620| 3,980| 2,730| 5,020| 2,810| 5,860
4-1/2| 3,750| 5,665| 3,820| 6,300| 3,930| 7,355| 4,090| 8,815| 4,210| 9,070
7-1/2| 6,250| 12,150| 6,365| 13,405| 6,550| 14,105| 6,820| 14,690| 7,020| 15,120

4

| 2-3/4| 2,520| 2,360| 2,760| 2,680| 3,100| 3,280| 3,225| 4,355| 3,320| 5,325
4| 4,300| 4,785| 4,380| 5,435| 4,505| 6,650| 4,695| 8,720| 4,830| 10,185
6| 6,450| 9,455| 6,570| 10,740| 6,760| 12,765| 7,040| 15,165| 7,245| 15,610
10| 10,750| 21,090| 10,950| 23,270| 11,270| 24,270| 11,735| 25,275| 12,075| 26,015

5

| 3-1/8| 3,050| 2,940| 3,345| 3,340| 3,860| 4,090| 4,730| 5,430| 5,055| 6,640
5| 6,175| 7,145| 6,765| 8,120| 7,545| 9,930| 7,855| 13,190| 8,085| 15,680
7-1/2| 10,795| 14,115| 10,995| 16,035| 11,315| 19,615| 11,785| 24,455| 12,130| 26,125
12-1/2| 17,995| 32,465| 18,325| 35,825| 18,860| 40,625| 19,640| 42,305| 20,215| 43,540

6

| 3-1/2| 3,620| 3,580| 3,965| 4,070| 4,575| 4,980| 5,605| 6,610| 6,470| 8,085
6| 8,120| 9,710| 8,895| 11,035| 10,270| 13,495| 11,725| 17,925| 12,065| 21,845
9| 14,920| 19,185| 16,340| 21,795| 16,890| 26,655| 17,585| 34,065| 18,100| 38,985
15| 26,855| 45,235| 27,350| 49,915| 28,150| 58,300| 29,310| 63,135| 30,170| 64,975

7

| 3-1/2| 3,620| 3,525| 3,965| 4,000| 4,575| 4,895| 5,605| 6,500| 6,470| 7,950
7| 10,230| 11,860| 11,210| 13,475| 12,945| 16,485| 15,850| 21,895| 16,495| 26,775
10-1/2| 18,800| 23,430| 20,590| 26,620| 23,085| 32,555| 24,040| 42,485| 24,745| 49,625
17-1/2| 36,710| 55,290| 37,385| 62,260| 38,475| 72,720| 40,070| 86,300| 41,240| 88,820

8

| 4| 4,420| 4,365| 4,840| 4,960| 5,590| 6,065| 6,845| 8,060| 7,905| 9,855
8| 12,500| 14,105| 13,695| 16,025| 15,815| 19,600| 19,365| 26,035| 21,215| 31,845
12| 22,965| 27,860| 25,160| 31,655| 29,050| 38,715| 30,920| 51,425| 31,820| 60,105
20| 47,210| 65,755| 48,080| 74,705| 49,485| 88,080| 51,530| 109,640| 53,035| 114,230

9

| 4-1/2| 5,275| 5,080| 5,780| 5,770| 6,670| 7,060| 8,170| 9,375| 9,435| 11,465
9| 14,920| 16,465| 16,340| 18,710| 18,870| 22,880| 23,110| 30,390| 26,500| 37,170
13-1/2| 27,405| 32,530| 30,020| 36,955| 34,665| 45,200| 38,625| 60,035| 39,750| 71,305
22-1/2| 58,965| 76,740| 60,060| 87,190| 61,815| 104,460| 64,375| 130,030| 66,250| 142,695

10

| 5| 6,175| 5,830| 6,765| 6,620| 7,815| 8,100| 9,570| 10,755| 11,050| 13,155
10| 17,470| 18,880| 19,140| 21,445| 22,100| 26,230| 27,065| 34,840| 31,255| 42,615
15| 32,095| 37,290| 35,160| 42,365| 40,600| 51,815| 48,645| 68,825| 50,065| 82,920
25| 69,060| 87,980| 75,645| 99,955| 77,855| 121,485| 81,075| 151,220| 83,440| 176,635
■ – 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 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based onACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

11. For seismic design in accordance with ACI 318, the tabulated tension design strengths in cracked concrete for concrete breakout and bond strength must be multiplied by a factor of 0.75. In the determination of the tension design strength values in cracked concrete, the bond strength requires an additional reduction factor applied for seismic tension ( a n,seis), where seismic design is applicable.

Nominal Rebar Size

Embed. Depth h ef

in. (mm)

| Minimum Concrete Compressive Strength
---|---|---
f’c = 2,500 psi (17.2 MPa)| f’c = 3,000 psi (20.7 MPa)| f’c = 4,000 psi (27.6 MPa)| f’c = 6,000 psi (41.4 MPa)| f’c = 8,000 psi (55.2 MPa)
j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

10M

| 2.4

(61)

| 2,900

(12.9)

| 2,580

(11.5)

| 3,175

(14.1)

| 2,930

(13.0)

| 3,670

(16.3)

| 3,585

(15.9)

| 4,495

(20.0)

| 4,760

(21.2)

| 5,170

(23.0)

| 5,550

(24.7)

3.6

(90)

| 5,235

(23.3)

| 5,440

(24.2)

| 5,735

(25.5)

| 6,180

(27.5)

| 6,625

(29.5)

| 7,560

(33.6)

| 7,445

(33.1)

| 9,370

(41.7)

| 7,665

(34.1)

| 10,820

(48.1)

5.3

(136)

| 9,620

(42.8)

| 10,755

(47.8)

| 10,420

(46.4)

| 12,075

(53.7)

| 10,725

(47.7)

| 13,940

(62.0)

| 11,170

(49.7)

| 17,075

(76.0)

| 11,495

(51.1)

| 19,715

(87.7)

7.5

(191)

| 14,375

(63.9)

| 18,220

(81.0)

| 14,640

(65.1)

| 19,960

(88.8)

| 15,070

(67.0)

| 23,045

(102.5)

| 15,690

(69.8)

| 28,225

(125.6)

| 16,150

(71.8)

| 32,595

(145.0)

15M

| 3.1

(79)

| 4,255

(18.9)

| 4,050

(18.0)

| 4,665

(20.8)

| 4,600

(20.5)

| 5,385

(24.0)

| 5,625

(25.0)

| 6,595

(29.3)

| 7,475

(33.3)

| 7,615

(33.9)

| 9,140

(40.7)

5.0

(128)

| 8,825

(39.3)

| 10,105

(44.9)

| 9,665

(43.0)

| 11,480

(51.1)

| 11,160

(49.6)

| 14,045

(62.5)

| 13,555

(60.3)

| 17,950

(79.8)

| 13,950

(62.1)

| 20,725

(92.2)

7.6

(192)

| 16,210

(72.1)

| 19,960

(88.8)

| 17,760

(79.0)

| 22,680

(100.9)

| 19,525

(86.9)

| 26,695

(118.7)

| 20,335

(90.5)

| 32,695

(145.4)

| 20,930

(93.1)

| 37,750

(167.9)

12.6

(320)

| 31,050

(138.1)

| 44,995

(200.1)

| 31,620

(140.7)

| 49,290

(219.3)

| 32,545

(144.8)

| 56,915

(253.2)

| 33,890

(150.8)

| 69,705

(310.1)

| 34,880

(155.2)

| 75,125

(334.2)

20M

| 3.5

(89)

| 5,105

(22.7)

| 4,995

(22.2)

| 5,595

(24.9)

| 5,675

(25.2)

| 6,460

(28.7)

| 6,945

(30.9)

| 7,910

(35.2)

| 9,220

(41.0)

| 9,135

(40.6)

| 11,280

(50.2)

6.1

(156)

| 11,870

(52.8)

| 14,045

(62.5)

| 13,005

(57.8)

| 15,955

(71.0)

| 15,015

(66.8)

| 19,515

(86.8)

| 18,390

(81.8)

| 25,390

(112.9)

| 19,620

(87.3)

| 29,320

(130.4)

9.2

(234)

| 21,810

(97.0)

| 27,750

(123.4)

| 23,890

(106.3)

| 31,525

(140.2)

| 27,460

(122.1)

| 37,770

(168.0)

| 28,595

(127.2)

| 46,260

(205.8)

| 29,430

(130.9)

| 53,415

(237.6)

15.4

(390)

| 43,665

(194.2)

| 63,590

(282.9)

| 44,470

(197.8)

| 69,660

(309.9)

| 45,765

(203.6)

| 80,435

(357.8)

| 47,660

(212.0)

| 98,515

(438.2)

| 49,050

(218.2)

| 105,650

(470.0)

25M

| 3.9

(99)

| 6,005

(26.7)

| 5,855

(26.0)

| 6,580

(29.3)

| 6,650

(29.6)

| 7,600

(33.8)

| 8,135

(36.2)

| 9,305

(41.4)

| 10,805

(48.1)

| 10,745

(47.8)

| 13,215

(58.8)

7.9

(202)

| 17,440

(77.6)

| 19,590

(87.1)

| 19,105

(85.0)

| 22,255

(99.0)

| 22,060

(98.1)

| 27,220

(121.1)

| 27,020

(120.2)

| 36,155

(160.8)

| 30,525

(135.8)

| 41,845

(186.1)

11.9

(302)

| 32,040

(142.5)

| 38,700

(172.1)

| 35,100

(156.1)

| 43,970

(195.6)

| 40,530

(180.3)

| 53,780

(239.2)

| 44,490

(197.9)

| 66,015

(293.6)

| 45,790

(203.7)

| 76,230

(339.1)

19.8

(504)

| 67,940

(302.2)

| 90,755

(403.7)

| 69,190

(307.8)

| 99,420

(442.2)

| 71,205

(316.7)

| 114,800

(510.7)

| 74,155

(329.9)

| 140,600

(625.4)

| 76,320

(339.5)

| 162,350

(722.2)

30M

| 4.7

(119)

| 7,950

(35.4)

| 7,510

(33.4)

| 8,705

(38.7)

| 8,530

(37.9)

| 10,055

(44.7)

| 10,435

(46.4)

| 12,315

(54.8)

| 13,860

(61.7)

| 14,215

(63.2)

| 16,950

(75.4)

9.4

(239)

| 22,540

(100.3)

| 24,470

(108.8)

| 24,695

(109.8)

| 27,805

(123.7)

| 28,515

(126.8)

| 34,005

(151.3)

| 34,920

(155.3)

| 45,165

(200.9)

| 40,325

(179.4)

| 53,080

(236.1)

14.1

(359)

| 41,410

(184.2)

| 48,350

(215.1)

| 45,365

(201.8)

| 54,930

(244.3)

| 52,380

(233.0)

| 67,185

(298.9)

| 59,745

(265.8)

| 83,745

(372.5)

| 61,490

(273.5)

| 96,700

(430.1)

23.5

(598)

| 89,105

(396.4)

| 114,045

(507.3)

| 92,910

(413.3)

| 126,110

(561.0)

| 95,620

(425.3)

| 145,620

(647.8)

| 99,575

(442.9)

| 178,350

(793.3)

| 102,480

(455.9)

| 205,940

(916.1)

■ – 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 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

Nominal Rebar Size

Embed. Depth h ef

in. (mm)

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

10M

| 2.4

(61)

| 2,055

(9.1)

| 1,670

(7.4)

| 2,250

(10.0)

| 1,830

(8.1)

| 2,600

(11.6)

| 2,115

(9.4)

| 3,180

(14.1)

| 2,590

(11.5)

| 3,675

(16.3)

| 2,990

(13.3)

3.6

(90)

| 3,710

(16.5)

| 3,255

(14.5)

| 4,065

(18.1)

| 3,565

(15.9)

| 4,690

(20.9)

| 4,120

(18.3)

| 5,745

(25.6)

| 5,045

(22.4)

| 6,635

(29.5)

| 5,825

(25.9)

5.3

(136)

| 6,815

(30.3)

| 5,935

(26.4)

| 7,465

(33.2)

| 6,500

(28.9)

| 8,620

(38.3)

| 7,505

(33.4)

| 10,560

(47.0)

| 9,195

(40.9)

| 11,495

(51.1)

| 10,615

(47.2)

7.5

(191)

| 11,350

(50.5)

| 9,810

(43.6)

| 12,430

(55.3)

| 10,745

(47.8)

| 14,355

(63.9)

| 12,410

(55.2)

| 15,690

(69.8)

| 15,200

(67.6)

| 16,150

(71.8)

| 17,550

(78.1)

15M

| 3.1

(79)

| 3,015

(13.4)

| 2,890

(12.9)

| 3,305

(14.7)

| 3,190

(14.2)

| 3,815

(17.0)

| 3,685

(16.4)

| 4,670

(20.8)

| 4,515

(20.1)

| 5,395

(24.0)

| 5,210

(23.2)

5.0

(128)

| 6,250

(27.8)

| 6,595

(29.3)

| 6,845

(30.4)

| 7,225

(32.1)

| 7,905

(35.2)

| 8,345

(37.1)

| 9,685

(43.1)

| 10,220

(45.5)

| 11,180

(49.7)

| 11,800

(52.5)

7.6

(192)

| 11,480

(51.1)

| 12,015

(53.4)

| 12,580

(56.0)

| 13,165

(58.6)

| 14,525

(64.6)

| 15,200

(67.6)

| 17,790

(79.1)

| 18,615

(82.8)

| 20,540

(91.4)

| 21,495

(95.6)

12.6

(320)

| 24,705

(109.9)

| 25,620

(114.0)

| 27,065

(120.4)

| 28,065

(124.8)

| 31,250

(139.0)

| 32,405

(144.1)

| 33,890

(150.8)

| 39,690

(176.5)

| 34,880

(155.2)

| 45,830

(203.9)

20M

| 3.5

(89)

| 3,620

(16.1)

| 3,570

(15.9)

| 3,965

(17.6)

| 4,055

(18.0)

| 4,575

(20.4)

| 4,730

(21.0)

| 5,605

(24.9)

| 5,790

(25.8)

| 6,470

(28.8)

| 6,685

(29.7)

6.1

(156)

| 8,410

(37.4)

| 9,390

(41.8)

| 9,210

(41.0)

| 10,285

(45.7)

| 10,635

(47.3)

| 11,875

(52.8)

| 13,030

(58.0)

| 14,545

(64.7)

| 15,045

(66.9)

| 16,795

(74.7)

9.2

(234)

| 15,450

(68.7)

| 17,105

(76.1)

| 16,925

(75.3)

| 18,740

(83.4)

| 19,540

(86.9)

| 21,640

(96.3)

| 23,935

(106.5)

| 26,500

(117.9)

| 27,635

(122.9)

| 30,600

(136.1)

15.4

(390)

| 33,240

(147.9)

| 36,430

(162.0)

| 36,415

(162.0)

| 39,905

(177.5)

| 42,045

(187.0)

| 46,080

(205.0)

| 47,660

(212.0)

| 56,435

(251.0)

| 49,050

(218.2)

| 65,165

(289.9)

25M

| 3.9

(99)

| 4,255

(18.9)

| 4,180

(18.6)

| 4,660

(20.7)

| 4,750

(21.1)

| 5,385

(24.0)

| 5,810

(25.8)

| 6,590

(29.3)

| 7,125

(31.7)

| 7,610

(33.9)

| 8,230

(36.6)

7.9

(202)

| 12,355

(55.0)

| 13,355

(59.4)

| 13,535

(60.2)

| 14,630

(65.1)

| 15,625

(69.5)

| 16,890

(75.1)

| 19,140

(85.1)

| 20,685

(92.0)

| 22,100

(98.3)

| 23,890

(106.3)

11.9

(302)

| 22,695

(101.0)

| 24,325

(108.2)

| 24,865

(110.6)

| 26,650

(118.5)

| 28,710

(127.7)

| 30,770

(136.9)

| 35,160

(156.4)

| 37,685

(167.6)

| 40,600

(180.6)

| 43,515

(193.6)

19.8

(504)

| 48,835

(217.2)

| 51,810

(230.5)

| 53,495

(238.0)

| 56,755

(252.5)

| 61,770

(274.8)

| 65,535

(291.5)

| 74,155

(329.9)

| 80,260

(357.0)

| 76,320

(339.5)

| 92,680

(412.3)

30M

| 4.7

(119)

| 5,630

(25.0)

| 5,365

(23.9)

| 6,165

(27.4)

| 6,095

(27.1)

| 7,120

(31.7)

| 7,455

(33.2)

| 8,720

(38.8)

| 9,230

(41.1)

| 10,070

(44.8)

| 10,660

(47.4)

9.4

(239)

| 15,965

(71.0)

| 16,900

(75.2)

| 17,490

(77.8)

| 18,510

(82.3)

| 20,195

(89.8)

| 21,375

(95.1)

| 24,735

(110.0)

| 26,180

(116.5)

| 28,565

(127.1)

| 30,230

(134.5)

14.1

(359)

| 29,335

(130.5)

| 30,785

(136.9)

| 32,135

(142.9)

| 33,725

(150.0)

| 37,105

(165.1)

| 38,940

(173.2)

| 45,445

(202.1)

| 47,690

(212.1)

| 52,475

(233.4)

| 55,070

(245.0)

23.5

(598)

| 63,115

(280.7)

| 65,565

(291.6)

| 69,140

(307.6)

| 71,820

(319.5)

| 79,835

(355.1)

| 82,930

(368.9)

| 97,780

(434.9)

| 101,570

(451.8)

| 102,480

(455.9)

| 117,280

(521.7)

– ca1 is greater than or equal to the critical edge distance, cac

– ca2 is greater than or equal to 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

12. For other installation conditions such as water-saturated concrete or water-filled hole applications, see the associated strength reduction factors ( j ) for bond strength in the determination of

controlling design strength values, as applicable.

Nominal Rebar Size

Embed. Depth h ef

in. (mm)

| Minimum Concrete Compressive Strength
f’c = 2,500 psi (17.2 MPa)| f’c = 3,000 psi (20.7 MPa)| f’c = 4,000 psi (27.6 MPa)| f’c = 6,000 psi (41.4 MPa)| f’c = 8,000 psi (55.2 MPa)
j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

10M

| 2.4

(61)

| 2,055

(9.1)

| 1,670

(7.4)

| 2,250

(10.0)

| 1,830

(8.1)

| 2,600

(11.6)

| 2,115

(9.4)

| 3,180

(14.1)

| 2,590

(11.5)

| 3,675

(16.3)

| 2,990

(13.3)

3.6

(90)

| 3,710

(16.5)

| 3,255

(14.5)

| 4,065

(18.1)

| 3,565

(15.9)

| 4,690

(20.9)

| 4,120

(18.3)

| 5,745

(25.6)

| 5,045

(22.4)

| 6,635

(29.5)

| 5,825

(25.9)

5.3

(136)

| 6,815

(30.3)

| 5,935

(26.4)

| 7,465

(33.2)

| 6,500

(28.9)

| 8,620

(38.3)

| 7,505

(33.4)

| 10,560

(47.0)

| 9,195

(40.9)

| 11,495

(51.1)

| 10,615

(47.2)

7.5

(191)

| 11,350

(50.5)

| 9,810

(43.6)

| 12,430

(55.3)

| 10,745

(47.8)

| 14,355

(63.9)

| 12,410

(55.2)

| 15,690

(69.8)

| 15,200

(67.6)

| 16,150

(71.8)

| 17,550

(78.1)

15M

| 3.1

(79)

| 3,015

(13.4)

| 2,890

(12.9)

| 3,305

(14.7)

| 3,190

(14.2)

| 3,815

(17.0)

| 3,685

(16.4)

| 4,670

(20.8)

| 4,515

(20.1)

| 5,395

(24.0)

| 5,210

(23.2)

5.0

(128)

| 6,250

(27.8)

| 6,595

(29.3)

| 6,845

(30.4)

| 7,225

(32.1)

| 7,905

(35.2)

| 8,345

(37.1)

| 9,685

(43.1)

| 10,220

(45.5)

| 11,180

(49.7)

| 11,800

(52.5)

7.6

(192)

| 11,480

(51.1)

| 12,015

(53.4)

| 12,580

(56.0)

| 13,165

(58.6)

| 14,525

(64.6)

| 15,200

(67.6)

| 17,790

(79.1)

| 18,615

(82.8)

| 20,540

(91.4)

| 21,495

(95.6)

12.6

(320)

| 24,705

(109.9)

| 25,620

(114.0)

| 27,065

(120.4)

| 28,065

(124.8)

| 31,250

(139.0)

| 32,405

(144.1)

| 33,890

(150.8)

| 39,690

(176.5)

| 34,880

(155.2)

| 45,830

(203.9)

20M

| 3.5

(89)

| 3,620

(16.1)

| 3,570

(15.9)

| 3,965

(17.6)

| 4,055

(18.0)

| 4,575

(20.4)

| 4,730

(21.0)

| 5,605

(24.9)

| 5,790

(25.8)

| 6,470

(28.8)

| 6,685

(29.7)

6.1

(156)

| 8,410

(37.4)

| 9,390

(41.8)

| 9,210

(41.0)

| 10,285

(45.7)

| 10,635

(47.3)

| 11,875

(52.8)

| 13,030

(58.0)

| 14,545

(64.7)

| 15,045

(66.9)

| 16,795

(74.7)

9.2

(234)

| 15,450

(68.7)

| 17,105

(76.1)

| 16,925

(75.3)

| 18,740

(83.4)

| 19,540

(86.9)

| 21,640

(96.3)

| 23,935

(106.5)

| 26,500

(117.9)

| 27,635

(122.9)

| 30,600

(136.1)

15.4

(390)

| 33,240

(147.9)

| 36,430

(162.0)

| 36,415

(162.0)

| 39,905

(177.5)

| 42,045

(187.0)

| 46,080

(205.0)

| 47,660

(212.0)

| 56,435

(251.0)

| 49,050

(218.2)

| 65,165

(289.9)

25M

| 3.9

(99)

| 4,255

(18.9)

| 4,180

(18.6)

| 4,660

(20.7)

| 4,750

(21.1)

| 5,385

(24.0)

| 5,810

(25.8)

| 6,590

(29.3)

| 7,125

(31.7)

| 7,610

(33.9)

| 8,230

(36.6)

7.9

(202)

| 12,355

(55.0)

| 13,355

(59.4)

| 13,535

(60.2)

| 14,630

(65.1)

| 15,625

(69.5)

| 16,890

(75.1)

| 19,140

(85.1)

| 20,685

(92.0)

| 22,100

(98.3)

| 23,890

(106.3)

11.9

(302)

| 22,695

(101.0)

| 24,325

(108.2)

| 24,865

(110.6)

| 26,650

(118.5)

| 28,710

(127.7)

| 30,770

(136.9)

| 35,160

(156.4)

| 37,685

(167.6)

| 40,600

(180.6)

| 43,515

(193.6)

19.8

(504)

| 48,835

(217.2)

| 51,810

(230.5)

| 53,495

(238.0)

| 56,755

(252.5)

| 61,770

(274.8)

| 65,535

(291.5)

| 74,155

(329.9)

| 80,260

(357.0)

| 76,320

(339.5)

| 92,680

(412.3)

30M

| 4.7

(119)

| 5,630

(25.0)

| 5,365

(23.9)

| 6,165

(27.4)

| 6,095

(27.1)

| 7,120

(31.7)

| 7,455

(33.2)

| 8,720

(38.8)

| 9,230

(41.1)

| 10,070

(44.8)

| 10,660

(47.4)

9.4

(239)

| 15,965

(71.0)

| 16,900

(75.2)

| 17,490

(77.8)

| 18,510

(82.3)

| 20,195

(89.8)

| 21,375

(95.1)

| 24,735

(110.0)

| 26,180

(116.5)

| 28,565

(127.1)

| 30,230

(134.5)

14.1

(359)

| 29,335

(130.5)

| 30,785

(136.9)

| 32,135

(142.9)

| 33,725

(150.0)

| 37,105

(165.1)

| 38,940

(173.2)

| 45,445

(202.1)

| 47,690

(212.1)

| 52,475

(233.4)

| 55,070

(245.0)

23.5

(598)

| 63,115

(280.7)

| 65,565

(291.6)

| 69,140

(307.6)

| 71,820

(319.5)

| 79,835

(355.1)

| 82,930

(368.9)

| 97,780

(434.9)

| 101,570

(451.8)

| 102,480

(455.9)

| 117,280

(521.7)

■ – Concrete Breakout strength ■ – Bond strength/Pryout strength
13. 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 1.5 times ca1.

14. Calculations were performed according to ACI 318 (-19 or -14) 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.

15. strength reduction factors ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

16. strength reduction factors ( j ) 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-4027.

17. 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-4027 for applicable information.

18. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

19. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

20. Interpolation is not permitted to be used with the tabular values. For intermediate base material compressive strengths, please see ACI 318 (-19 or -14) Ch.17, ICC-Es AC308 and information included in this product supplement. For other design conditions including seismic considerations please see ACI 318 (-19 or -14) Ch.17 and ICC-Es AC308 and EsR-4027.

21. 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.

22. The tabulated design strengths may be converted to allowable stress design values. Divide by conversion factor calculated as a weighted average of the load factors for the controlling load combination.

23. For seismic design in accordance with ACI 318, the tabulated tension design strengths in cracked concrete for concrete breakout and bond strength must be multiplied by a factor of 0.75. In the determination of the tension design strength values in cracked concrete, the bond strength requires an additional reduction factor applied for seismic tension ( a n,seis), where seismic design is applicable.

24. For other installation conditions such as water-saturated concrete or water-filled hole applications, see the associated strength reduction factors ( j ) for bond strength in the determination of

controlling design strength values, as applicable.

Nominal Rebar Size

Embed. Depth h ef

in. (mm)

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

| j ncb or j na

Tension lbs. (kN)

| j Vcb or j Vcp

Shear lbs. (kN)

10M

| 2.4

(61)

| 2,055

(9.1)

| 1,670

(7.4)

| 2,250

(10.0)

| 1,830

(8.1)

| 2,600

(11.6)

| 2,115

(9.4)

| 3,180

(14.1)

| 2,590

(11.5)

| 3,675

(16.3)

| 2,990

(13.3)

3.6

(90)

| 3,710

(16.5)

| 3,255

(14.5)

| 4,065

(18.1)

| 3,565

(15.9)

| 4,690

(20.9)

| 4,120

(18.3)

| 5,745

(25.6)

| 5,045

(22.4)

| 6,635

(29.5)

| 5,825

(25.9)

5.3

(136)

| 6,815

(30.3)

| 5,935

(26.4)

| 7,465

(33.2)

| 6,500

(28.9)

| 8,620

(38.3)

| 7,505

(33.4)

| 10,560

(47.0)

| 9,195

(40.9)

| 11,495

(51.1)

| 10,615

(47.2)

7.5

(191)

| 11,350

(50.5)

| 9,810

(43.6)

| 12,430

(55.3)

| 10,745

(47.8)

| 14,355

(63.9)

| 12,410

(55.2)

| 15,690

(69.8)

| 15,200

(67.6)

| 16,150

(71.8)

| 17,550

(78.1)

15M

| 3.1

(79)

| 3,015

(13.4)

| 2,890

(12.9)

| 3,305

(14.7)

| 3,190

(14.2)

| 3,815

(17.0)

| 3,685

(16.4)

| 4,670

(20.8)

| 4,515

(20.1)

| 5,395

(24.0)

| 5,210

(23.2)

5.0

(128)

| 6,250

(27.8)

| 6,595

(29.3)

| 6,845

(30.4)

| 7,225

(32.1)

| 7,905

(35.2)

| 8,345

(37.1)

| 9,685

(43.1)

| 10,220

(45.5)

| 11,180

(49.7)

| 11,800

(52.5)

7.6

(192)

| 11,480

(51.1)

| 12,015

(53.4)

| 12,580

(56.0)

| 13,165

(58.6)

| 14,525

(64.6)

| 15,200

(67.6)

| 17,790

(79.1)

| 18,615

(82.8)

| 20,540

(91.4)

| 21,495

(95.6)

12.6

(320)

| 24,705

(109.9)

| 25,620

(114.0)

| 27,065

(120.4)

| 28,065

(124.8)

| 31,250

(139.0)

| 32,405

(144.1)

| 33,890

(150.8)

| 39,690

(176.5)

| 34,880

(155.2)

| 45,830

(203.9)

20M

| 3.5

(89)

| 3,620

(16.1)

| 3,570

(15.9)

| 3,965

(17.6)

| 4,055

(18.0)

| 4,575

(20.4)

| 4,730

(21.0)

| 5,605

(24.9)

| 5,790

(25.8)

| 6,470

(28.8)

| 6,685

(29.7)

6.1

(156)

| 8,410

(37.4)

| 9,390

(41.8)

| 9,210

(41.0)

| 10,285

(45.7)

| 10,635

(47.3)

| 11,875

(52.8)

| 13,030

(58.0)

| 14,545

(64.7)

| 15,045

(66.9)

| 16,795

(74.7)

9.2

(234)

| 15,450

(68.7)

| 17,105

(76.1)

| 16,925

(75.3)

| 18,740

(83.4)

| 19,540

(86.9)

| 21,640

(96.3)

| 23,935

(106.5)

| 26,500

(117.9)

| 27,635

(122.9)

| 30,600

(136.1)

15.4

(390)

| 33,240

(147.9)

| 36,430

(162.0)

| 36,415

(162.0)

| 39,905

(177.5)

| 42,045

(187.0)

| 46,080

(205.0)

| 47,660

(212.0)

| 56,435

(251.0)

| 49,050

(218.2)

| 65,165

(289.9)

25M

| 3.9

(99)

| 4,255

(18.9)

| 4,180

(18.6)

| 4,660

(20.7)

| 4,750

(21.1)

| 5,385

(24.0)

| 5,810

(25.8)

| 6,590

(29.3)

| 7,125

(31.7)

| 7,610

(33.9)

| 8,230

(36.6)

7.9

(202)

| 12,355

(55.0)

| 13,355

(59.4)

| 13,535

(60.2)

| 14,630

(65.1)

| 15,625

(69.5)

| 16,890

(75.1)

| 19,140

(85.1)

| 20,685

(92.0)

| 22,100

(98.3)

| 23,890

(106.3)

11.9

(302)

| 22,695

(101.0)

| 24,325

(108.2)

| 24,865

(110.6)

| 26,650

(118.5)

| 28,710

(127.7)

| 30,770

(136.9)

| 35,160

(156.4)

| 37,685

(167.6)

| 40,600

(180.6)

| 43,515

(193.6)

19.8

(504)

| 48,835

(217.2)

| 51,810

(230.5)

| 53,495

(238.0)

| 56,755

(252.5)

| 61,770

(274.8)

| 65,535

(291.5)

| 74,155

(329.9)

| 80,260

(357.0)

| 76,320

(339.5)

| 92,680

(412.3)

30M

| 4.7

(119)

| 5,630

(25.0)

| 5,365

(23.9)

| 6,165

(27.4)

| 6,095

(27.1)

| 7,120

(31.7)

| 7,455

(33.2)

| 8,720

(38.8)

| 9,230

(41.1)

| 10,070

(44.8)

| 10,660

(47.4)

9.4

(239)

| 15,965

(71.0)

| 16,900

(75.2)

| 17,490

(77.8)

| 18,510

(82.3)

| 20,195

(89.8)

| 21,375

(95.1)

| 24,735

(110.0)

| 26,180

(116.5)

| 28,565

(127.1)

| 30,230

(134.5)

14.1

(359)

| 29,335

(130.5)

| 30,785

(136.9)

| 32,135

(142.9)

| 33,725

(150.0)

| 37,105

(165.1)

| 38,940

(173.2)

| 45,445

(202.1)

| 47,690

(212.1)

| 52,475

(233.4)

| 55,070

(245.0)

23.5

(598)

| 63,115

(280.7)

| 65,565

(291.6)

| 69,140

(307.6)

| 71,820

(319.5)

| 79,835

(355.1)

| 82,930

(368.9)

| 97,780

(434.9)

| 101,570

(451.8)

| 102,480

(455.9)

| 117,280

(521.7)

– ca1 is greater than or equal to the critical edge distance, cac

– ca2 is greater than or equal to 1.5 times ca1.

2. Calculations were performed according to ACI 318 (-19 or -14) 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 ( j ) for concrete breakout strength are based on ACI 318 (-19 or -14) section 5.3 for load combinations. Condition B was assumed.

6. For anchors subjected to tension resulting from sustained loading a supplemental check must be performed according to ACI 318-19 17.5.2.2 or ACI 318-14 17.3.1.2.

7. For designs that include combined tension and shear, the interaction of tension and shear loads must be calculated in accordance with ACI 318 (-19 or -14) Ch.17.

12. For other installation conditions such as water-saturated concrete or water-filled hole applications, see the associated strength reduction factors ( j ) for bond strength in the determination of

controlling design strength values, as applicable.

Tension Design of Steel Elements (Steel Strength)1,2

Steel Elements – Threaded Rod and Reinforcing Bar

Nominal Rod/Rebar Size

ASTM A36

and ASTM F1554

Grade 36

ASTM F1554

Grade 55

| ASTM A193

Grade B7 and ASTM F1554

Grade 105

ASTM A449

ASTM F568M

Class 5.8

ASTM F593 CW

Stainless (Types 304

and 316)

| ASTM A193

Grade B8/ B8M2,

Class 2B Stainless (Types 304

and 316)

ASTM A615

Grade 75 Rebar

ASTM A615

Grade 60 Rebar

ASTM A706

Grade 60 Rebar

ASTM A615

Grade 40 Rebar

CAN/CSA G30.18

Grade 400

ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs| ØN sa Tension lbs (kN)
3/8″ or #3| 3,370| 4,360| 7,265| 6,975| 3,655| 5,040| 5,525| 7,150| 6,435| 6,600| 4,290| –
10M| –| –| –| –| –| –| –| –| –| –| –| 7,915

(35.2)

1/2″ or #4| 6,175| 7,980| 13,300| 12,770| 6,690| 9,225| 10,110| 13,000| 11,700| 12,000| 7,800| –
5/8″ or #5| 9,835| 12,715| 21,190| 20,340| 10,650| 14,690| 16,105| 21,150| 18,135| 18,600| 12,090| –
15M| –| –| –| –| –| –| –| –| –| –| –| 15,870

(70.6)

3/4″ or #6| 14,550| 18,815| 31,360| 30,105| 15,765| 18,480| 23,830| 28,600| 25,740| 26,400| 17,160| –
20M| –| –| –| –| –| –| –| –| –| –| –| 23,560

(104.8)

7/8″ or #7| 20,085| 25,970| 43,285| 41,930| 21,760| 25,510| 32,895| 39,000| 35,100| 36,000| –| –
25M| –| –| –| –| –| –| –| –| –| –| –| 39,360

(175.1)

1″ or #8| 26,350| 34,070| 56,785| 54,515| 28,545| 33,465| 43,160| 51,350| 46,215| 47,400| –| –

9| –| –| –| –| –| –| –| 65,000| 58,500| 60,000| –| –

30M| –| –| –| –| –| –| –| –| –| –| –| 55,410

(246.5)

1-1/4″ or #10| 42,160| 54,510| 90,850| 76,315| 45,670| 53,540| 69,050| 82,550| 74,295| 76,200| –| –
■ – steel strength
1. steel tensile design strength according to ACI 318 Ch.17, j Nsa = j • 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.

Shear Design of Steel Elements (Steel Strength)1,2,3

Steel Elements – Threaded Rod and Reinforcing Bar

Nominal Rod/Rebar Size

ASTM A36

and ASTM F1554

Grade 36

ASTM F1554

Grade 55

| ASTM A193

Grade B7 and ASTM F1554

Grade 105

ASTM A449

ASTM F568M

Class 5.8

ASTM F593 CW

Stainless (Types 304

and 316)

| ASTM A193

Grade B8/ B8M2,

Class 2B Stainless (Types 304

and 316)

ASTM A615

Grade 75 Rebar

ASTM A615

Grade 60 Rebar

ASTM A706

Grade 60 Rebar

ASTM A615

Grade 40 Rebar

CAN/CSA G30.18

Grade 400

ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs| ØV sa Shear lbs (kN)
3/8″ or #3| 1,755| 2,265| 3,775| 3,625| 2,020| 2,790| 2,870| 3,960| 3,565| 3,430| 2,375| –
10M| –| –| –| –| –| –| –| –| –| –| –| 4,385

(19.5)

1/2″ or #4| 3,210| 4,150| 3,915| 6,640| 3,705| 5,110| 5,255| 7,200| 6,480| 6,240| 4,320| –
5/8″ or #5| 5,115| 6,610| 11,020| 10,575| 2,900| 8,135| 8,375| 11,160| 10,045| 9,670| 6,695| –
15M| –| –| –| –| –| –| –| –| –| –| –| 8,790

(39.1)

3/4″ or #6| 7,565| 9,785| 16,305| 15,655| 8,730| 10,235| 12,390| 15,840| 14,255| 13,730| 9,505| –
20M| –| –| –| –| –| –| –| –| –| –| –| 13,050

(58.0)

7/8″ or #7| 10,445| 13,505| 22,505| 21,805| 12,050| 14,130| 17,105| 21,600| 19,440| 18,720| –| –
25M| –| –| –| –| –| –| –| –| –| –| –| 21,800

(97.0)

1″ or #8| 13,700| 17,715| 29,525| 28,345| 15,810| 18,535| 22,445| 28,440| 25,595| 24,650| –| –

9| –| –| –| –| –| –| –| 36,000| 32,400| 31,200| –| –

30M| –| –| –| –| –| –| –| –| –| –| –| 30,685

(136.5)

1-1/4″ or #10| 21,920| 28,345| 47,250| 39,685| 25,295| 25,295| 35,905| 45,720| 41,150| 39,625| –| –
■ – steel strength
1. steel shear design strength according to ACI 318 Ch.17, j vsa = j • 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.

3. In the determination of the shear design strength values in cracked concrete, the steel strength requires an additional reduction factor applied for seismic shear ( a V,seis), where seismic design is applicable.

POST-INSTALLED REBAR DEVELOPMENT LENGTH TABLES

Development Lengths for Common Reinforcing Bar Connections1,2,3,6

Design Information| Symbol| Reference Standard| Units| Nominal Rebar Size (US)
---|---|---|---|---
#3| #4| #5| #6| #7| #8| #9| #10
Nominal rebar diameter| db| AsTM A615/A706,

Grade 60 (fy = 60 ksi)

| in. (mm)| 0.375

(9.5)

| 0.5

(12.7)

| 0.625

(15.9)

| 0.75

(19.1)

| 0.875

(22.2)

| 1

(25.4)

| 1.128

(28.6)

| 1.27

(32.3)

Nominal rebar area| Ab| in2 (mm2)| 0.11

(71)

| 0.2

(127)

| 0.31

(198)

| 0.44

(285)

| 0.6

(388)

| 0.79

(507)

| 1

(645)

| 1.27

(817)

Development length in

f’c = 2,500 psi concrete4,5

ACI 318-19

25.4.2.4,

ACI 318-14

25.4.2.3 or ACI 318-11 12.2.3 as

applicable

| in. (mm)| 12

(305)

| 14.4

(366)

| 18

(457)

| 21.6

(549)

| 31.5

(800)

| 36

(914)

| 40.6

(1031)

| 45.7

(1161)

Development length in

f’c = 3,000 psi concrete4,5

| in. (mm)| 12

(305)

| 13.1

(334)

| 16.4

(417)

| 19.7

(501)

| 28.8

(730)

| 32.9

(835)

| 37.1

(942)

| 41.7

(1060)

Development length in

f’c = 4,000 psi concrete4,5

| in. (mm)| 12

(305)

| 12

(305)

| 14.2

(361)

| 17.1

(434)

| 24.9

(633)

| 28.5

(723)

| 32.1

(815)

| 36.2

(920)

Development length in

f’c = 6,000 psi concrete4,5

| in. (mm)| 12

(305)

| 12

(305)

| 12

(305)

| 13.9

(354)

| 20.3

(516)

| 23.2

(590)

| 26.2

(666)

| 29.5

(750)

Development length in

f’c = 8,000 psi concrete4,5

| in. (mm)| 12

(305)

| 12

(305)

| 12

(305)

| 12.1

(307)

| 17.6

(443)

| 20.1

(511)

| 22.7

(577)

| 25.6

(649)

Grade 400 (fy = 58 ksi)

| mm (in.)| 11.3

(0.445)

| 16.0

(0.630)

| 19.5

(0.768)

| 25.2

(0.992)

| 29.9

(1.177)

Nominal rebar area| Ab| mm2 (in2)| 100

(0.16)

| 200

(0.31)

| 300

(0.46)

| 500

(0.77)

| 700

(1.09)

Development length in

f’c = 2,500 psi concrete4,6

ACI 318-19

25.4.2.4,

ACI 318-14

25.4.2.3 or ACI 318-11 12.2.3

as applicable

| mm (in.)| 315

(12.4)

| 445

(17.5)

| 678

(26.7)

| 876

(34.5)

| 1041

(41.0)

Development length in

f’c = 3,000 psi concrete4,6

| mm (in.)| 305

(12.0)

| 407

(16.0)

| 620

(24.4)

| 800

(31.5)

| 950

(37.4)

Development length in

f’c = 4,000 psi concrete4,6

| mm (in.)| 305

(12.0)

| 353

(13.9)

| 536

(21.1)

| 693

(27.3)

| 823

(32.4)

Development length in

f’c = 6,000 psi concrete4,6

| mm (in.)| 305

(12.0)

| 305

(12.0)

| 438

(17.3)

| 566

(22.3)

| 672

(26.4)

Development length in

f’c = 8,000 psi concrete4,6

| mm (in.)| 305

(12.0)

| 305

(12.0)

| 379

(14.9)

| 490

(19.3)

| 582

(22.9)

For sI: 1 inch = 25.4 mm, 1 lbf = 4.448 N, 1 psi = 0.006897 MPa; for pound- inch units: 1 mm = 0.03937 inches, 1 N = 0.2248 lbf, 1 MPa = 145.0 psi.

1. Calculated development lengths in accordance with ACI 318-19 25.4.2.4, ACI 318-14 25.4.2.3 or ACI 318-11 12.2.3, as applicable, for reinforcing bars are valid for static, wind, and earthquake loads.

2. Calculated development lengths in sDC C through F must comply with ACI 318 (-19 or -14) Chapter 18 or ACI 318-11 Chapter 21, as applicable.

3. For Class B splices, minimum length of lap for tension lap splices is 1.3*ld in accordance with ACI 318 (-19 or -14) 25.5.2 and ACI 318-11 12.15.1, as applicable.

4. For lightweight concrete, l = 0.75; therefore multiply development lengths by 1.33 (increase development length by 33 percent), unless the provisions of ACI 318-19 25.4.2.5, ACI 318-14

25.4.2.4 or ACI 318-11 12.2.4 (d), as applicable, are met to permit alternate values of l (e.g for sand-lightweight concrete, l = 0.85; therefore multiply development lengths by 1.18). Refer

to ACI 318 (-19 or -14) 19.2.4 or ACI 318-11 8.6.1, as applicable.

5. ( c b __+ K t r)= 2.5, y t=1.0, y e=1.0, y s=0.8 for db ≤

6, and db <= 19 mm,1.0 for db > #6 and db > 19 mm. Refer to ACI 318-19

17.4.2.5, ACI 318-14 25.4.2.4 or ACI 318-11 12.2.4, as db

applicable.

6. Calculations may be performed for other steel grades and concrete compressive strengths per ACI 318 (-19 or -14) Chapter 25 or ACI 318-11 Chapter 12, as applicable.

$DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG- $2$$ Installation Parameters for Common Post-Installed Reinforcing Bar Connections

Parameter

| ****

Symbol

| ****

Units

| Nominal Rebar Size (US)
---|---|---|---
#3| #4| #5| #6| #7| #8| #9| #10
Nominal hole diameter1| do| in.| 1/2| 5/8| 3/4| 7/8| 1| 1-1/8 | 1-1/4| 1-3/8| 1-1/2
Effective embedment| hef| in.| Up to 22-1/2| Up to 30| Up to 37-1/2| Up to 45| Up to 52-1/2| Up to 60| Up to 67-1/2| Up to 75

Parameter

| ****

Symbol

| ****

Units

| Nominal Rebar Size (CA)
10M| 15M| 20M| 25M| 30M
Nominal hole diameter1| do| in.| 9/16| 3/4| 1| 1-1/4| 1-1/2
Effective embedment| hef| mm| Up to 680| Up to 960| Up to 1170| Up to 1510| Up to 1795
For sI: 1 inch = 25.4 mm,; for pound-inch units: 1 mm = 0.03937 inches.

1. For any case, it must be possible for the reinforcing bar (rebar) to be inserted into the cleaned hole without resistance.

2. Consideration should be given regarding the commercial availability of carbide drill bits (including hollow drill bits), as applicable, with lengths necessary to achieve effective embedments for post-installed reinforcing bar connections.

Hole Cleaning Tools and Accessories for Post-Installed Rebar Connections1,2,3,4,5,6,7

Rebar Size| Drill Bit Size (inch)| Brush Size (inch)| Brush Length (inches)| Wire Brush (Cat. No.)| Plug Size (inch)| Piston Plug (Cat. No.)
---|---|---|---|---|---|---
No. 3| 1/2| 1/2| 6| PFC1671010| –| –
10M| 9/16| 9/16| 6| PFC1671150| –| –
No. 4| 5/8| 5/8| 6| PFC1671200| 5/8| PFC1691510
No. 5| 3/4| 3/4| 6| PFC1671250| 3/4| PFC1691520
15M| 3/4| 3/4| 6| PFC1671250| 3/4| PFC1691520
No. 6| 7/8| 7/8| 6| PFC1671300| 7/8| PFC1691530
20M| 1| 1| 6| PFC1671350| 1| PFC1691540
No. 7| 1| 1| 6| PFC1671350| 1| PFC1691540
25M| 1-1/4| 1-1/4| 6| PFC1671450| 1-1/4| PFC1691555
No. 8| 1-1/8| 1-1/8| 6| PFC1671400| 1-1/8| PFC1691550
1-1/4| 1-1/4| 6| PFC1671450| 1-1/4| PFC1691555
No. 9| 1-3/8| 1-3/8| 6| PFC1671450| 1-3/8| PFC1691560
30M| 1-1/2| 1-1/2| 6| PFC1671500| 1-1/2| PFC1691570
No. 10| 1-1/2| 1-1/2| 6| PFC1671500| 1-1/2| PFC1691570
1. 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 hammer-drill, i.e. rotary impact drills or rock drills with a carbide drill bit (including hollow bits).

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.#PFC1671820) must be used with a steel wire brush for holes drilled deeper than the listed brush length.

5. Brush adaptors for power tool connections are available for sDs (Cat.#PFC1671830).

6. A flexible extension tube (Cat.#08297-PWR) or flexible extension hose (Cat.#PFC1640600) or equivalent approved by DEWALT must be used if the bottom or back of the anchor hole is not reached with the mixing nozzle only.

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). All horizontal installations require the use of piston plugs where the embedment depth is greater than 10 inches and the drill bit size is larger than 5/8-inch. A flexible extension tube (Cat.#08297-PWR) or flexible extension hose (Cat.#PFC1640600) or equivalent approved by DEWALT must be used with piston plugs.

$DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG- $3$$

INSTALLATION INSTRUCTIONS (SOLID BASE MATERIALS)

DRILLING

Drill a hole into the base material with rotary hammer 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 B212.15.
- 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 material is recommended when using hollow drill bits (vacuum must be on).
  GO TO STEP 3 FOR HOLES DRILLED WITH DUSTX+™ EXTRACTION SYSTEM (NO FURTHER HOLE CLEANING IS REQUIRED); OTHERWISE GO TO STEP 2A FOR HOLE CLEANING INSTRUCTIONS.|
HOLE CLEANING
Starting from the bottom or back of the anchor hole, blow the hole clean with compressed air (min. 90 psi / 6 bar) a minimum of two times (2x). If the back of the drilled hole is not reached an extension shall be used.
Determine brush diameter (see hole cleaning equipment selection table) for the drilled hole and brush the hole by hand or 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 drill hole depth > 6″ (150mm). 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).
Finally blow the hole clean again with compressed air (min. 90 psi / 6 bar) a minimum of two times (2x). If the back of the drilled hole is not reached an extension shall be used. When finished the hole should be clean and free of dust, debris, ice, grease, oil or other foreign material.
PREPARING $DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System- FIG- $4$$
Check adhesive expiration date on cartridge label. Do not use expired product. Review Safety Data Sheet (SDS) before use. Cartridge temperature must be between 41°F – 104°F (5°C – 40°C) when in use; except for installations in base material temperatures between 14ºF and 23ºF (-10ºC and -5ºC) the cartridge adhesive temperature must be conditioned to 50ºF (10ºC) minimum.. Review published working and cure times.
Consideration should be given to the reduced gel (working) time of the adhesive in warm temperatures. For permitted range of the base material temperature, see published gel and curing times.
- Attach a supplied mixing nozzle to the cartridge. Unless otherwise noted do not modify the mixer in any way and make sure the mixing element is inside the nozzle. Load the cartridge into the correct dispensing tool.
- Note : Always use a new mixing nozzle with new cartridge of adhesive and also for all work interruptions exceeding the published gel (working) time of the adhesive.
Prior to inserting the anchor rod or rebar into the filled drilled hole, the position of the embedment depth has to be marked on the anchor. Verify anchor element is straight and free of surface damage.
Adhesives must be properly mixed to achieve published properties. For new cartridges and nozzles, prior to dispensing adhesive into the drilled hole, separately dispense at least three full strokes of adhesive through the mixing nozzle until the adhesive is a consistent GRAY color.
- Review and note the published working and cure times (reference gel time and curing time table) prior to injection of the mixed adhesive into the cleaned anchor hole. INSTALLATION
Fill the cleaned hole approximately two-thirds full with mixed adhesive starting from the bottom or back of the anchor hole. Slowly withdraw the mixing nozzle as the hole fills to avoid creating air pockets or voids. A plastic extension tube (Cat# 08281-PWR or 08297-PWR) or equivalent approved by DEWALT must be used with the mixing nozzle if the bottom or back of the anchor hole is not reached with the mixing nozzle (see reference tables for installation).
Note! Piston plugs (see hole cleaning equipment selection table) must be used with and attached to the mixing nozzle and extension tube for:
- Overhead installations and installations between horizontal and overhead in concrete with anchors larger than 1/2″, #4 and 10M.
- All installations with drill hole depth > 10″ (250mm)
- Insert piston plug to the back of the drilled hole and inject as described in the method above. During installation the piston plug will be naturally extruded from the drilled hole by the adhesive pressure.
- In the case that flexible tubing is used (Cat. #PFC1640600), the mixing nozzle may be trimmed at the preforation on the front port before
  attachment of the tubing. Verify the mixing element is inside the nozzle before use.
  Attention! Do not install anchors overhead or upwardly inclined without installation hardware supplied by DEWALT and also receiving proper training and/or certification. Contact DEWALT for details prior to use, as applicable.
  WITH PISTON PLUG:
The anchor should be free of dirt, grease, oil or other foreign material. Push clean threaded rod or reinforcing bar into the anchor hole while turning slightly to ensure positive distribution of the adhesive until the embedment depth is reached. Observe the gel (working) time.
Ensure that the anchor element is installed to the specific embedment depth. Adhesive must completely fill the annular gap at the concrete surface. Following installation of the anchor element, remove excess adhesive. Protect the anchor element threads from fouling with adhesive. For all installations the anchor element must be restrained from movement throughout the specified curing period (as necessary) through the use of temporary wedges, external supports, or other methods. Minor adjustment to the position of the anchor element may be performed during the gel (working) time only.
CURING AND LOADING
Allow the adhesive anchor to cure to the specified full curing time prior to applying any load (reference gel time and curing timetable). Do not disturb, torque or load the anchor until it is fully cured.
After full curing of the adhesive anchor, a fixture can be installed to the anchor and tightened up to the maximum torque (reference installation specifications for threaded rod and reinforcing bar table) by using a calibrated torque wrench.

$DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG- $6$$

Note! Take care not to exceed the maximum torque for the selected anchor.

INSTALLATION INSTRUCTIONS POST-INSTALLED FOR REBAR CONNECTIONS

HAMMER DRILLING

Drill a hole into the base material with rotary hammer 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 B212.15.
- 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 recommended when using hollow drill bits (vacuum must be on).
- GO TO STEP 3 FOR HOLES DRILLED WITH DUSTX+™ EXTRACTION SYSTEM (NO FURTHER HOLE CLEANING IS REQUIRED); OTHERWISE GO TO STEP 2A FOR HOLE CLEANING INSTRUCTIONS.
HOLE CLEANING
Starting from the bottom or back of the drilled hole, blow the hole clean a minimum of two times (2x). Use a compressed air nozzle (min. 90 psi) for all sizes of reinforcing bar (rebar).
Determine brush diameter (see hole cleaning accessories for post-installed rebar selection table) for the drilled hole and brush the hole by hand or 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 drill hole depth > 6″ (150mm). 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, oil or other foreign material.
PREPARING $DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System- FIG- $7$$
Check adhesive expiration date on cartridge label. Do not use expired product. Review Safety Data Sheet (SDS) before use. Review published gel (working) and cure times. Cartridge adhesive temperature must be between 41°F – 104°F (5°C – 40°C) when in use; except for installations in base material temperatures between 14ºF and 23ºF (-10ºC and -5ºC) the cartridge adhesive temperature must be conditioned to 50ºF (10ºC) minimum. Note: Consideration should be given to the reduced gel (working) time of the adhesive in warm temperatures. For the permitted range of the base material temperature see published gel and cure times. Attach a supplied mixing nozzle to the cartridge. Unless otherwise noted do not modify the mixer in any way and make sure the mixing element is inside the nozzle. Load the cartridge into the correct dispensing tool.
Note: Always use a new mixing nozzle with new cartridge of adhesive and also for all work interruptions exceeding the published gel (working) time of the adhesive.
Prior to inserting the rebar into the filled drilled hole, the position of the embedment depth has to be marked on the anchor. Verify anchor element is straight and free of surface damage.
Adhesive must be properly mixed to achieve published properties. Prior to dispensing adhesive into the drilled hole, separately dispense at least three full strokes of adhesive through the mixing nozzle until the adhesive is a consistent GRAY color.Review and note the published gel (working) and cure times prior to injection of the mixed adhesive into the cleaned anchor hole.
INSTALLATION
Fill the cleaned hole approximately two-thirds full with mixed adhesive starting from the bottom or back of the anchor hole. Slowly withdraw the mixing nozzle as the hole fills to avoid creating air pockets or voids. A flexible extension tube (Cat.# 08297-PWR) or flexible extension hose (Cat.# PFC1640600) or equivalent approved by DEWALT must be used with the mixing nozzle if the bottom or back of the anchor hole is not reached with the mixing nozzle (see reference tables for installation). (see hole cleaning tools and accessories for post-installed rebar table). Note! Piston plugs must be used with and attached to mixing nozzle and extension tube for overhead (i.e. upwardly inclined) installations and horizontal installations with rebar sizes larger than #4 and 10M. Insert piston plug to the back of the drilled hole and inject as described in the method above. During injection of the adhesive the piston plug will be naturally extruded from the drilled hole by the adhesive pressure.
In the case that flexible tubing is used (Cat. #PFC1640600), the mixing nozzle may be trimmed at the preforation on the front port before attachment of the tubing. Verify the mixing element is inside the nozzle before use.
Attention! Do not install anchors overhead or upwardly inclined without installation hardware supplied by DEWALT and also receiving proper training and/or certification. Contact DEWALT for details prior to use, as applicable.
WITH PISTON PLUG:
The reinforcing bar should be free of dirt, grease, oil or other foreign material. Push clean rebar into the anchor hole while turning slightly to ensure positive distribution of the adhesive until the embedment depth is reached. Observe the gel (working) time.
Ensure that the anchor element is installed to the specific embedment depth. Adhesive must completely fill the annular gap at the concrete surface. Following installation of the anchor element, remove excess adhesive. Protect the anchor element threads from fouling with adhesive. For all installations the anchor element must be restrained from movement throughout the specified curing period (as necessary) through the use of temporary wedges, external supports, or other methods. Minor adjustment to the position of the anchor element may be performed during the gel (working) time only.
CURING AND LOADING
Allow the adhesive anchor to cure to the specified full curing time prior to applying any load (reference gel time and curing time table).
Do not disturb, torque or load the anchor until it is fully cured.
After full curing of the rebar connection, new concrete can be poured (placed) to the installed rebar connection.

$DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG- $9$$

ANCHOR ACCESSORY SELECTION

Wire Brush Selection Table for AC200+ Adhesive Anchors1,2,3

Nominal Wire Brush Size (inch)| ANSI Drill Bit Diameter (inch)| Brush Length (inches)| Steel Wire Brush 1,2 (Cat. #)| Blowout Tool
---|---|---|---|---
7/16| 7/16| 6| PFC1671050|

Compressed air nozzle only,

Cat #08292-PWR

(min. 90 psi)

1/2| 1/2| 6| PFC1671100
9/16| 9/16| 6| PFC1671150
5/8| 5/8| 6| PFC1671200
11/16| 11/16| 6| PFC1671225
3/4| 3/4| 6| PFC1671250
7/8| 7/8| 6| PFC1671300
1| 1| 6| PFC1671350
1-1/8| 1-1/8| 6| PFC1671400
1-1/4| 1-1/4| 6| PFC1671450
1-3/8| 1-3/8| 6| PFC1671450
1-1/2| 1-1/2| 6| PFC1671500
1. An sDs-plus adaptor (Cat. #PFC1671830) is required to attach a steel wire brush to hammer drill. For hand brushing, attach manual brush wood handle (Cat. #PFC1671000) to the steel brush.

2. A brush extension (Cat. #PFC1671820) must be used with a steel wire brush for holes drilled deeper than the listed brush length.

3. If the DEWALT DustX+ extraction system is used to automatically clean holes during drilling, standard hole cleaning (i.e. brushing and removing dust/debris following drilling) is not required.

Piston Plug Selection Table for Adhesive Anchors1,2,3,4

Plug Size (inch)| ANSI Drill Bit Diameter (inch)| Piston Plug (Cat. #)| Premium Piston Plug (Cat. #)
---|---|---|---
11/16| 11/16| 08258-PWR| PFC1691515
3/4| 3/4| 08259-PWR| PFC1691520
7/8| 7/8| 08300-PWR| PFC1691530
1| 1| 08301-PWR| PFC1691540
1-1/8| 1-1/8| 08303-PWR| PFC1691550
1-1/4| 1-1/4| 08307-PWR| PFC1691555
1-3/8| 1-3/8| 08305-PWR| PFC1691560
1-1/2| 1-1/2| 08309-PWR| PFC1691570
1-3/4| 1-3/4| –| PFC1691580
2| 2| –| PFC1691590
2-3/16| 2-3/16| –| PFC1691600
1. All overhead or upwardly inclined installations require the use of piston plugs where one is tabulated together with the anchor size.

2. All installations require the use of piston plugs where the embedment depth is greater than 10 inches and drill bit size is larger than 5/8-inch.

3. The use of piston plugs is also recommended for underwater installations where one is tabulated together with the anchor size.

4. A flexible plastic extension tube (Cat. #08281-PWR or #08297-PWR) or equivalent approved by DEWALT must be used with piston plugs.

ORDERING INFORMATION

$DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG- $10$$

AC200+ Cartridges (10:1 mix ratio)

Cat. No.| Description| Pack Qty.| Std. Ctn.| Pallet
---|---|---|---|---
PFC1271050| AC200+ 9.5 fl. oz. Quick-shot| 12| 36| 648
PFC1271110| AC200+ 14 fl. oz. coaxial cartridge| –| 12| 540
PFC1271150| AC200+ 28 fl. oz. dual cartridge| –| 8| 240
An AC200+ mixing nozzle is packaged with each cartridge.

AC200+ mixing nozzles must be used to ensure complete and proper mixing of the adhesive.

Cartridge System Mixing Nozzles

Cartridge System Mixing Nozzles

Cat. No.| Description| Pack Qty.| Std. Ctn.
PFC1641600| Mixing nozzle (with 8″ extension)| 2| 24
08281-PWR| Mixing nozzle extension, 8″ long| 2| 24
08297-PWR| Mixing nozzle extension, 20″ long| 1| 12
PFC1640600| Flexible Extension Hose, 25 ft. (5/8″ O.D.)| 1| 12

Dispensing Tools for Injection Adhesive

Cat. No.	Description	Pack Qty.	Std. Ctn.
08437-PWR	Manual caulking gun for Quick-shot	1	12
DCE560D1	Cordless 20v battery powered dispensing tool for Quick-shot	1	–
08414-PWR	14 fl. oz. standard metal manual tool	1	–
08494-PWR	28 fl. oz. standard metal manual tool	1	–
08496-PWR	28 fl. oz. High performance pneumatic tool	1	–
DCE595D1	28 fl. oz. cordless 20v battery powered dispensing tool	1	–

Hole Cleaning Tools and Accessories

Cat No.	Description	Pack Qty.
PFC1671050	Premium Wire brush for 7/16″ ANsI hole, 6″ length	1
PFC1671100	Premium Wire brush for 1/2″ ANsI hole, 6″ length	1
PFC1671150	Premium Wire brush for 9/16″ ANsI hole, 6″ length	1
PFC1671200	Premium Wire brush for 5/8″ ANsI hole, 6″ length	1
PFC1671225	Premium Wire brush for 11/16″ ANsI hole, 6″ length	1
PFC1671250	Premium Wire brush for 3/4″ ANsI hole, 6″ length	1
PFC1671300	Premium Wire brush for 7/8″ ANsI hole, 6″ length	1
PFC1671350	Premium Wire brush for 1″ ANsI hole, 6″ length	1
PFC1671400	Premium Wire brush for 1-1/8″ ANsI hole, 6″ length	1
PFC1671450	Premium Wire brush for 1-1/4″ and 1-3/8″ ANsI hole, 6″ length	1
PFC1671500	Premium Wire brush for 1-1/2″ ANsI hole, 6″ length	1
PFC1671830	sDs-plus adapter for premium steel brushes	1
PFC1671000	Premium manual brush wood handle	1
PFC1671820	Premium steel brush extension, 12″ length	1
08292-PWR	Air compressor nozzle with extension, 18″ length	1

Std. Wire Brushes for Large Diameter Holes
08299-PWR| std. Wire brush for 1-3/4″ ANsI hole, 11″ length| 1
08271-PWR| std. Wire brush for 2″ ANsI hole, 11″ length| 1
08272-PWR| std. Wire brush for 2-3/16″ ANsI hole, 11″ length| 1
08282-PWR| std. steel brush extension, 12″ length| 1
08283-PWR| sDs-Plus adaptor for std. steel brushes| 1

Piston Plugs for Adhesive Anchors

Cat No.| Description| ANSI Drill Bit Dia.| Pack Qty.
---|---|---|---
08258-PWR| 11/16″ Plug| 11/16″| 10
08259-PWR| 3/4″ Plug| 3/4″| 10
08300-PWR| 7/8″ Plug| 7/8″| 10
08301-PWR| 1″ Plug| 1″| 10
08303-PWR| 1-1/8″ Plug| 1-1/8″| 10
08307-PWR| 1-1/4″ Plug| 1-1/4| 10
08305-PWR| 1-3/8″ Plug| 1-3/8″| 10
08309-PWR| 1-1/2″ Plug| 1-1/2″| 10

Piston Plugs for Post-Installed Rebar Connections

Cat. No.| Description| ANSI Drill Bit Dia.| Pack Qty.
---|---|---|---
PFC1691510| 5/8″ Plug| 5/8″| 1
PFC1691515| 11/16″ Plug| 11/16″| 1
PFC1691520| 3/4″ Plug| 3/4″| 1
PFC1691530| 7/8″ Plug| 7/8″| 1
PFC1691540| 1″ Plug| 1″| 1
PFC1691550| 1-1/8″ Plug| 1-1/8″| 1
PFC1691555| 1-1/4″ Plug| 1-1/4″| 1
PFC1691560| 1-3/8″ Plug| 1-3/8″| 1
PFC1691570| 1-1/2″ Plug| 1-1/2″| 1
PFC1691580| 1-3/4″ Plug| 1-3/4″| 1
PFC1691590| 2″ Plug| 2″| 1
PFC1691600| 2-3/16″ Plug| 2-3/16″| 1

SDS Max 4-Cutter Carbide Drill Bits

Cat. No.| Diameter| Usable Length| Overall Length
---|---|---|---
DW5803| 1/2″| 8″| 13-1/2″
DW5804| 1/2″| 16″| 21-1/2″
DW5806| 5/8″| 8″| 13-1/2″
DW5809| 5/8″| 16″| 21-1/2″
DW5807| 5/8″| 31″| 36″
DW5808| 11/16″| 16″| 21-1/2″
DW5810| 3/4″| 8″| 13-1/2″
DW5812| 3/4″| 16″| 21-1/2″
DW5813| 3/4″| 31″| 36″
DW5814| 13/16″| 16″| 21-1/2″
DW5815| 7/8″| 8″| 13-1/2″
DW5816| 7/8″| 16″| 21-1/2″
DW5851| 7/8″| 31″| 36″
DW5818| 1″| 8″| 13-1/2″
DW5819| 1″| 16″| 21-1/2″
DW5852| 1″| 24″| 29″
DW5820| 1″| 31″| 36″
DW5821| 1-1/8″| 10″| 15″
DW5822| 1-1/8″| 18″| 22-1/2″
DW5853| 1-1/8″| 24″| 29″
DW5854| 1-1/8″| 31″| 36″
DW5824| 1-1/4″| 10″| 15″
DW5825| 1-1/4″| 16″| 22-1/2″
DW5855| 1-1/4″| 24″| 29″
DW5826| 1-1/4″| 31″| 36″
DW5827| 1-3/8″| 18″| 22-1/2″
DW5856| 1-3/8″| 24″| 29″
DW5857| 1-3/8″| 31″| 36″
DW5828| 1-1/2″| 18″| 22-1/2″
DW5858| 1-1/2″| 24″| 29″
DW5859| 1-1/2″| 31″| 36″
DW5861| 1-9/16″| 18″| 22-1/2″
DW5830| 1-3/4″| 18″| 22-1/2″
DW5831| 2″| 18″| 22-1/2″

SDS+ Carbide Drill Bits

Cat. No.| Diameter| Usable Length| Overall Length
---|---|---|---
DW5427| 3/8″| 4″| 6″
DW5429| 3/8″| 8″| 10″
DW5430| 3/8″| 10″| 12″
DW5431| 3/8″| 16″| 18″
DW5432| 3/8″| 22″| 24″
DW5433| 7/16″| 4″| 6″
DW5435| 7/16″| 10″| 12″
DW5436| 7/16″| 16″| 18″
DW5437| 1/2″| 4″| 6″
DW5438| 1/2″| 8″| 10″
DW5439| 1/2″| 10″| 12″
DW5440| 1/2″| 16″| 18″
DW5441| 1/2″| 22″| 24″
DW5442| 9/16″| 4″| 6″
DW5443| 9/16″| 10″| 12″
DW5444| 9/16″| 16″| 18″
DW5446| 5/8″| 6″| 8″
DW5447| 5/8″| 10″| 12″
DW5448| 5/8″| 16″| 18″
DW5449| 5/8″| 22″| 24″
DW5450| 11/16″| 6″| 8″
DW5453| 3/4″| 6″| 8″
DW5455| 3/4″| 10″| 12″
DW5456| 3/4″| 16″| 18″
DW5457| 3/4″| 22″| 24″
DW5460| 7/8″| 6″| 8″
DW5461| 7/8″| 10″| 12″
DW5462| 7/8″| 16″| 18″
DW5464| 1″| 8″| 10″
DW5466| 1″| 16″| 18″
DW5468| 1-1/8″| 8″| 10″
DW5469| 1-1/8″| 16″| 18″

DEWALT-AC200-plus-Hybrid-Injection-Adhesive-Anchoring-System-FIG-
12

Dust Extraction

Cat. No.	Description

DWv015

| 10 Gallon Wet/Dry HEPA/RRP Dust Extractor DWv9402 Fleece bag for DEWALT dust extractors DWv9336 Replacement Anti-static Hose DWv9330 Replacement HEPA Filter set
DWH050K| Dust Extraction with two interchangeable drilling heads
DCB1800M3T1| 1800 Watt Portable Power station & Parallel Battery Charger with (3) 20v Max 5Ah Batteries and (1) 60v Max Flexvolt® Battery

Hollow Drill Bits

Shank| Cat. No.| Diameter| Overall Length| Usable Length| Recommended Hammer
---|---|---|---|---|---

sDs+

| DWA54012| 1/2″| 14-1/2″| 9-3/4″| DCH133 / DCH273 / DCH293
DWA54916| 9/16″| 14-1/2″| 9-3/4″| DCH133 / DCH273 / DCH293
DWA54058| 5/8″| 14-1/2″| 9-3/4″| DCH133 / DCH273 / DCH293
DWA54034| 3/4″| 14-1/2″| 9-3/4″| DCH133 / DCH273 / DCH293

sDs Max

| DWA58058| 5/8″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58958| 5/8″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58116| 11/16″| 24-3/4″| 15-3/4″| DCH481 / D25603K
DWA58034| 3/4″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58934| 3/4″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58078| 7/8″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58001| 1″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58901| 1″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58118| 1-1/8″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58918| 1-1/8″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58115| 1-1/4″| 23-5/8″| 15-3/4″| DCH481 / D25603K
DWA58114| 1-1/4″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58138| 1-3/8″| 47-1/4″| 39-3/8″| DCH481 / D25603K
DWA58112| 1-1/2″| 47-1/4″| 39-3/8″| DCH481 / D25603K

FAQ

Q: What are the chemical resistances of AC200+ adhesive?
A: The adhesive is resistant to a variety of chemicals including acetic acid, acetone, ammonia, beer, and more. Refer to the chemical resistance table for specific details.

Q: How do I handle uncured adhesive spills?
A: Clean spills immediately with a suitable solvent before the adhesive cures.

References

DEWALT® Power Tools Official Site | Guaranteed Tough®

Read User Manual Online (PDF format)

Read User Manual Online (PDF format) >>

Download This Manual (PDF format)

Download this manual >>

DEWALT AC200 plus Hybrid Injection Adhesive Anchoring System

Product Usage Instructions

PACKAGING

PRODUCT DESCRIPTION

GENERAL APPLICATIONS AND USES

FEATURES AND BENEFITS

APPROVALS AND LISTINGS

GUIDE SPECIFICATIONS

MATERIAL SPECIFICATIONS

INSTALLATION SPECIFICATIONS

3 through #10

STRENGTH DESIGN INFORMATION

DESIGN STRENGTH TABLES

3

4

5

6

7

8

9

10

3

4

5

6

7

8

9

10

Steel Elements – Threaded Rod and Reinforcing Bar

9| –| –| –| –| –| –| –| 65,000| 58,500| 60,000| –| –

Steel Elements – Threaded Rod and Reinforcing Bar

9| –| –| –| –| –| –| –| 36,000| 32,400| 31,200| –| –

POST-INSTALLED REBAR DEVELOPMENT LENGTH TABLES

6, and db <= 19 mm,1.0 for db > #6 and db > 19 mm. Refer to ACI 318-19

INSTALLATION INSTRUCTIONS (SOLID BASE MATERIALS)

INSTALLATION INSTRUCTIONS POST-INSTALLED FOR REBAR CONNECTIONS

ANCHOR ACCESSORY SELECTION

ORDERING INFORMATION

Cartridge System Mixing Nozzles

FAQ

References

Read User Manual Online (PDF format)

Download This Manual (PDF format)

Dewalt User Manuals

Related Manuals