SIMPSON Strong-Tie AT-3G High Strength Hybrid Acrylic Adhesive

AT-3G is a hybrid, acrylic-based adhesive for anchoring threaded rods and rebar into cracked and uncracked concrete. Ideal for cold weather and wet concrete applications, AT-3G dispenses easily and offers a fast curing time for same-day bolt-up. It can be specified for a wide range of in-service temperatures and maintains its strong bond strength in extreme environments for ultimate design and jobsite flexibility. Tested and code-compliant with the IBC and IRC, AT-3G hybrid adhesive is easy to install with the conventional blow-brush-blow hole cleaning method.

Features

• Excellent for use in cold weather conditions or applications where fast cure is required
• Recognized per ICC-ES AC308 for threaded rod and rebar anchoring, along with post-installed rebar development and splice length design provisions
• Conventional blow-brush-blow hole cleaning technique using a wire brush — no power brushing required
• Additional special application testing has been conducted to address:
  • Base material installation temperatures down to 0°F (-18°C)
  • Use in grout-filled CMU construction
  • Use of a vacuum instead of compressed air for hole cleaning
  • Installation into oversized holes
  • Installation in holes drilled with diamond core bits

Note
Please see the website for access to engineering letters for detailed information on special applications.

Test Criteria

• AT-3G has been tested by ICC-ES 308,
• ACI 355.4 and applicable ASTM test methods.
• Code Reports, Standards and Compliance
• Concrete — ICC-ES ESR 5026 (including post-installed rebar,
• City of LA and Florida Building Code)
• ASTM C881 and AASHTO M235 — Type I/IV, Grade 3,
• Classes A, B and C, except AT-3G, are not an epoxy
• UL Certification — CDPH Standard Method v1.2
• NSF/ANSI/CAN 61 — Certified for use in potable water

Chemical Resistance
Contact Simpson Strong-Tie for information.

Installation Instructions

• For full installation instructions, see product packaging or visit strongtie.com/at3g.
• To warm cold cartridges, store cartridges in a warm, uniformly heated area or storage container.

Product Information

AT-3G Usage and Applications

AT-3G dispenses easily and offers a fast curing time. It can be specified for a wide range of in-service temperatures and sustains strong bond strengths in extreme environments for ultimate design and jobsite flexibility.

Key Applications

• Post base
• Stairs and rails
• Seismic retrofit
• Rebar and doweling
• Conveyors
• Parking-bollards
• Gates
• Highway barriers
• Heavy equipment
• Holdowns
• Racking
• Structural steel — beams and columns
• Dock doors and bumpers

Cartridge System Table

Model No.| Capacity (oz.)| Cartridge Type| Carton Qty.| Dispensing Tool(s)| Mixing Nozzle
---|---|---|---|---|---
AT3G101| 9.4| Coaxial| 6| CDT10S|

AMN19Q

AT3G301

|

28

|

Side-by-Side

|

5

| ADT30S, ADTA30P or ADTA30CKT

1. One AMN19Q mixing nozzle with an integrated extension is supplied with each cartridge.
2. Use only Simpson Strong-Tie® mixing nozzles by Simpson Strong-Tie instructions. Modifications or improper use of the mixing nozzle may impair AT-3G adhesive performance.
3. Use of rodless pneumatic tools to dispense single-tube, coaxial cartridges is prohibited.
4. Detailed information on dispensing tools, mixing nozzles and other adhesive accessories is available at strongtie.com.
5. Cartridge estimation guidelines are available at strongtie.com/apps.

Hole Cleaning Accessories
Wire Brush Heads / T-Handle Extensions Designed for use with AT-3G to permit proper hole cleaning at embedments up to 20 times the anchor diameter.

Model No.| Hole Diameter (in.)| Anchor Diameter (in.)| Rebar Size| Usable Length (in.)| Carton Quantity
---|---|---|---|---|---
ETB43S| 7/16| 3/8| —| 5| 25
ETB50S| 1/2| —| #3| 5| 25
ETB56S| 9/16| 1/2| —| 5| 25
ETB62S| 5/8| —| #4| 5| 25
ETB68S| 11/16| 5/8| —| 5| 25
ETB75S| 3/4| —| #5| 5| 25
ETB87S| 7/8| 3/4| #6| 5| 25
ETB100S| 1| 7/8| #7| 5| 25
ETB112S| 1 1/8| 1| #8| 5| 25
ETB137S| 1 3/8| 1 1/4| #9| 5| 25
ETBS-TH| T-handle| 8 1/2| 25
ETBS-EXT| Extension| 11 1/2| 25

1. T-handle is required for use with all sizes of standard wire brush.
2. To obtain the total usable length, add the usable length for each part used.

AT-3G Cure Schedule

1. Cartridge temperature must be between 41° (5°C) and 104°F (40°C) at the time of installation

Adhesive Piston Plug Delivery System

For consistent dispensing of anchoring adhesives in any installation orientation, the Simpson Strong-Tie Adhesive Piston Plug Delivery System offers you an easy-to-use, more reliable and less time-consuming means to dispense adhesive into drilled holes for threaded rod and rebar dowel installations at overhead, upwardly inclined and horizontal orientations. The matched tolerance design between the piston plug and drilled hole virtually eliminates the formation of voids and air pockets during adhesive dispensing.

AT-3G Typical Properties

 | Property| Class A (35°–40°F)| Class B (40°–60°F)| Class C (>60°F)| Test Method
---|---|---|---|---|---
Consistency| non-sag| non-sag| non-sag| ASTM C881

Bond Strength, Slant Shear

| Hardened-to-Hardened Concrete, 2-Day Cure1| 2,800 psi| 2,800 psi| 2,820 psi|
Hardened-to-Hardened Concrete, 14-Day Cure1| 3,200 psi| 3,100 psi| 3,250 psi
Compressive Yield Strength, 7-Day Cure2| 10,300 psi| 13,400 psi| 15,000 psi| ASTM D695
Compressive Modulus, 7-Day Cure2| 1,400,000 psi| 1,550,000 psi| 1,650,000 psi| ASTM D695
Heat Deflection Temperature, 7-Day Cure3| 258°F (126°C)| ASTM D648
Glass Transition Temperature, 7-Day Cure3| 237°F (114°C)| ASTM E1640
Decomposition Temperature, 24-Hour Cure3| 480°F (250°C)| ASTM E2550
Water Absorption, 24 Hours, 7-Day Cure3| 0.90%| ASTM D570
Shore D Hardness, 24-Hour Cure3| 81| ASTM D2240
Linear Coefficient of Shrinkage, 7-Day Cure3| 0.000 in./in.| ASTM D2566
Coefficient of Thermal Expansion3| 2.6 × 10-5 in./in.°F| ASTM C531

1. Material and curing conditions: Class A at 35 ± 2°F, Class B at 40 ± 2°F, Class C at 60 ± 2°F
2. Material and curing conditions: Class A at 0 ± 2°F, Class B at 40 ± 2°F, Class C at 60 ± 2°F
3. Material and curing conditions: 73 ± 2°F

AT-3G Installation Information and Additional Data
for Threaded Rod and Rebar in Normal-Weight Concrete1

 |  |  |  | Nominal Rod Diameter (in.) / Rebar Size|
---|---|---|---|---|---
Characteristic| Symbol| Units|  |  |  |  |  |  |
 |  |  | 3/8 / #3| 1/2 / #4| 5/8 / #5| 3/4 / #6| 7/8 / #7| 1 / #8| 1 1/4 / #9
Drill Bit Diameter for Threaded Rod| d hole| in.| 7/16| 9/16| 11/16| 7/8| 1| 1 1/8| 1 3/8
Drill Bit Diameter for Rebar| d hole| in.| 1/2| 5/8| 3/4| 7/8| 1| 1 1/8| 1 3/8
Maximum Tightening Torque for Threaded Rod| T inst| ft.-lb.| 15| 30| 44| 66| 96| 147| 221
Maximum Tightening Torque for Rebar| T inst| ft.-lb.| 15| 30| 44| 66| 96| 147| 185
Minimum Embedment Depth for Threaded Rod or Rebar| h ef, min| in.| 2 3/8| 23/4| 3 1/8| 31/2| 3 1/2| 4| 5
Maximum Embedment Depth for Threaded Rod| h ef, max| in.| 71/2| 10| 12 1/2| 15| 17 1/2| 20| 25
Maximum Embedment Depth for Rebar| h ef, max| in.| 71/2| 10| 12 1/2| 15| 17 1/2| 20| 221/2
Minimum Concrete Thickness| h min| in.| h ef + 11/4| h ef + 2 d hole
Critical Edge Distance| c ac| in.| See footnote 2
Minimum Edge Distance| c min| in.| 15/8| 13/4| 2| 23/8| 21/2| 23/4| 31/4
Minimum Anchor Spacing| s min| in.| 17/8| 2 1/2| 3| 33/4| 41/4| 43/4| 57/8

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19, ACI 318-14 and ACI 318-11.
2. CAC = hef (τk,uncr /1,160)0.4 x [3.1 – 0.7(h/hef)], where: [h/hef] ≤ 2.4 τk, under = the characteristic bond strength in uncracked concrete, given in the tables that follow ≤ kuncr ((hef x f ‘c)0.5/(π x da))
3. h = the member thickness (inches)
4. hef = the embedment depth (inches)

AT-3G Tension Strength Design Data for Threaded Rod in Normal-Weight Concrete1, 9

 |  |  |  |  |  |  |
---|---|---|---|---|---|---|---
 |  |  |  |  | Nominal Rod Diameter (in.)|  |
Characteristic| Symbol| Units|  |  |  |  |  |  |
 |  |  | 3/8| 1/2| 5/8| 3/4| 7/8| 1| 1 1/4
Steel Strength in Tension
Minimum Tensile Stress Area| A se| in.2| 0.078| 0.142| 0.226| 0.334| 0.462| 0.606| 0.969
Tension Resistance of Steel — ASTM F1554, Grade 36|

N sa

|

lb.

| 4,495| 8,230| 13,110| 19,400| 26,780| 35,130| 56,210
Tension Resistance of Steel — ASTM F1554, Grade 55| 5,815| 10,645| 16,950| 25,090| 34,630| 45,430| 72,685
Tension Resistance of Steel — ASTM A193, Grade B7 and ASTM F1554, Grade 105| 9,685| 17,735| 28,250| 41,810| 57,710| 75,710| 121,135
Tension Resistance of Steel — ASTM A449| 9,300| 17,030| 27,120| 40,140| 55,405| 72,685| 101,755
Tension Resistance of Steel — ASTM F593 CW (Types 304 and 316 Stainless Steel)| 7,750| 17,190| 22,600| 28,430| 39,245| 51,485| 82,370
Tension Resistance of Steel — ASTM A193, Grade B8/B8M, Class 2B (Types 304 and 316 Stainless Steel)| 7,365| 13,480| 21,470| 31,780| 43,860| 57,540| 92,065
Strength Reduction Factor for Tension — Steel Failure| j|  | 0.756
Concrete Breakout Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)
Effectiveness Factor for Cracked Concrete| k c,cr|  | 17
Effectiveness Factor for Uncracked Concrete| k c,uncr|  | 24
Strength Reduction Factor — Concrete Breakout Failure in Tension| j|  | 0.657
Bond Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)8
Minimum Embedment| h ef, min| in.| 2 3/8| 2 3/4| 3 1/8| 3 1/2| 3 1/2| 4| 5
Maximum Embedment| h ef, max| in.| 7 1/2| 10| 12 1/2| 15| 17 1/2| 20| 25

Temperature Range A2,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 2,600| 2,415| 2,260| 2,140| 2,055| 2,000| 1,990
Characteristic Bond Strength

in Cracked Concrete10

| t k,cr| psi| 1,040| 1,040| 1,110| 1,220| 1,210| 1,205| 1,145

Temperature Range B3,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 2,265| 2,100| 1,970| 1,865| 1,785| 1,740| 1,730
Characteristic Bond Strength

in Cracked Concrete10

| t k,cr| psi| 905| 905| 965| 1,060| 1,055| 1,050| 995

Temperature Range C4,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 1,630| 1,515| 1,420| 1,345| 1,290| 1,255| 1,250
Characteristic Bond Strength

in Cracked Concrete10

| t k,cr| psi| 650| 655| 695| 765| 760| 755| 720
Anchor Category| Dry Concrete|  |  | 1
Strength Reduction Factor| Dry Concrete| j dry|  | 0.6511
Anchor Category| Water-Saturated Concrete|  |  | 2
Strength Reduction Factor| Water-Saturated Concrete| j ws|  | 0.5511
Anchor Category| Water-Filled Hole|  |  | 3
Strength Reduction Factor| Water-Filled Hole| j wf|  | 0.4511
Reduction Factor for Seismic Tension| a N,seis

12

|  | 0.95

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19, ACI 318-14 and ACI 318-11.
2. Temperature Range A: Maximum short-term temperature = 176°F, Maximum long-term temperature = 122°F.
3. Temperature Range B: Maximum short-term temperature = 248°F, Maximum long-term temperature = 161°F.
4. Temperature Range C: Maximum short-term temperature = 320°F, Maximum long-term temperature = 212°F.
5.  Short-term concrete temperatures are those that occur over short intervals (diurnal cycling). Long-term temperatures are roughly constant over significant periods.
6. The tabulated value of φ applies when the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used.
7. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318-11 D.4.4 to determine the appropriate value of φ.
8. The tabulated value of φ applies when both the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met.
9. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate value of φ.
10. Bond strength values shown are for normal-weight concrete having a compressive strength of f’c = 2,500 psi. For higher compressive strengths up to 8,000 psi, the tabulated characteristic bond strength may be increased by a factor of (f’c/2,500)0.10.
11. For lightweight concrete, the modification factor for bond strength shall be as given in ACI 318-19 17.2.4, ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable, where applicable.
12. Characteristic bond strength values are for sustained loads, including dead and live loads.
13.  The tabulated value of ϕ applies when both the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate value of ϕ.
14. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values must be multiplied by αN,seis.

AT-3G Tension Strength Design Data for Rebar in Normal-Weight Concrete1,9

 |  |  |  |  |  |  |  |  |  |
---|---|---|---|---|---|---|---|---|---|---
 |  |  |  |  |  |  | Rebar Size|  |  |
 | Characteristic| Symbol| Units|  |  |  |  |  |  |
 |  |  |  | #3| #4| #5| #6| #7| #8| #9
Steel Strength in Tension
Minimum Tensile Stress Area| A se| in.2| 0.11| 0.20| 0.31| 0.44| 0.60| 0.79| 1.00
Tension Resistance of Steel — ASTM A615 Grade 60|

N sa

|

lb.

| 9,900| 18,000| 27,900| 39,600| 54,000| 71,100| 90,000
Tension Resistance of Steel — ASTM A706 Grade 60| 8,800| 16,000| 24,800| 35,200| 48,000| 63,200| 80,000
Tension Resistance of Steel — ASTM A615 Grade 40| 6,600| 12,000| 18,600| 26,400| Sizes not available
Strength Reduction Factor for Tension — Steel Failure — ASTM A615 Grades 40 and 60| j|  | 0.656
Strength Reduction Factor for Tension — Steel Failure — ASTM A706| j|  | 0.756
Concrete Breakout Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)
Effectiveness Factor for Cracked Concrete| k c,cr|  | 17
Effectiveness Factor for Uncracked Concrete| k c,uncr|  | 24
Strength Reduction Factor — Concrete Breakout Failure in Tension| j|  | 0.657
Bond Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)8
Minimum Embedment| h ef,min| in.| 2 3/8| 2 3/4| 3 1/8| 3 1/2| 3 1/2| 4| 4 1/2
Maximum Embedment| h ef,max| in.| 7 1/2| 10| 12 1/2| 15| 17 1/2| 20| 221/2

Temperature Range A2,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 2,200| 2,100| 2,030| 1,970| 1,920| 1,880| 1,845
Characteristic Bond Strength in Cracked Concrete10| t k,cr| psi| 1,090| 1,055| 1,130| 1,170| 1,175| 1,155| 1,140

Temperature Range B3,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 1,915| 1,830| 1,765| 1,715| 1,670| 1,635| 1,615
Characteristic Bond Strength in Cracked Concrete10| t k,cr| psi| 945| 915| 980| 1,015| 1,020| 1,005| 995

Temperature Range C4,5

| Characteristic Bond Strength in Uncracked Concrete10| t k,uncr| psi| 1,380| 1,315| 1,270| 1,235| 1205| 1,180| 1,155
Characteristic Bond Strength in Cracked Concrete10| t k,cr| psi| 680| 660| 705| 735| 735| 725| 715
Anchor Category| Dry Concrete|  |  | 1
Strength Reduction Factor| Dry Concrete| j dry|  | 0.6511
Anchor Category| Water-Saturated Concrete|  |  | 2
Strength Reduction Factor| Water-Saturated Concrete| j ws|  | 0.5511
Anchor Category| Water-Filled Hole|  |  | 3
Strength Reduction Factor| Water-Filled Hole| j wf|  | 0.4511
Reduction Factor for Seismic Tension| a N,seis

12

|  | 0.95| 0.95| 1.00| 1.00| 1.00| 1.00| 1.00

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19, ACI 318-14 and ACI 318-11.
2. Temperature Range A: Maximum short-term temperature = 176°F, Maximum long-term temperature = 122°F.
3. Temperature Range B: Maximum short-term temperature = 248°F, Maximum long-term temperature = 161°F.
4. Temperature Range C: Maximum short-term temperature = 320°F, Maximum long-term temperature = 212°F.
5. Short-term concrete temperatures are those that occur over short intervals (diurnal cycling). Long-term temperatures are roughly constant over significant periods of time.
6. The tabulated value of ϕ applies when the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318-11  to determine the appropriate value of ϕ.
7. The tabulated value of ϕ applies when both the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate value of ϕ.
8. Bond strength values shown are for normal-weight concrete having a compressive strength of f’c = 2,500 psi. For higher compressive strengths up to 8,000 psi, the tabulated characteristic bond strength may be increased by a factor of (f’c/2,500)0.10.
9. For lightweight concrete, the modification factor for bond strength shall be as given in ACI 318-19 17.2.4, ACI 318-14 17.2.6 or ACI 318-11 D.3.6, as applicable, where applicable.
10. Characteristic bond strength values are for sustained loads, including dead and live loads.
11. The tabulated value of ϕ applies when both the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate Value of ϕ.
12. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values must be multiplied by αN,seis.

AT-3G Shear Strength Design Data for Threaded Rod in Normal-Weight Concrete1

 |  |  |  |  |  |  |
---|---|---|---|---|---|---|---
 |  |  |  |  | Nominal Rod Diameter (in.)|  |
Characteristic| Symbol| Units|  |  |  |  |  |  |
 |  |  | 3/8| 1/2| 5/8| 3/4| 7/8| 1| 1 1/4
Steel Strength in Shear
Minimum Shear Stress Area| A se| in.2| 0.078| 0.142| 0.226| 0.334| 0.462| 0.606| 0.969
Shear Resistance of Steel — ASTM F1554, Grade 36| S V sa __D|

lb.

| 2,695| 4,940| 7,860| 11,640| 16,070| 21,080| 33,725
Shear Resistance of Steel — ASTM F1554, Grade 55| 3,490| 6,385| 10,170| 15,055| 20,780| 27,260| 43,610
Shear Resistance of Steel — ASTM A193, Grade B7 and ASTM F1554, Grade 105| 5,810| 10,640| 16,950| 25,085| 34,625| 45,425| 72,680
Shear Resistance of Steel — ASTM A449| 5,580| 10,220| 16,270| 24,085| 33,240| 43,610| 61,055
Shear Resistance of Steel — ASTM F593 CW (Types 304 and 316 Stainless Steel)| 4,650| 8,515| 13,560| 17,060| 23,545| 30,890| 49,425
Shear Resistance of Steel — ASTM A193, Grade B8/B8M, Class 2B (Types 304 and 316 Stainless Steel)| 4,420| 8,090| 12,880| 19,070| 26,320| 34,525| 55,240
Reduction Factor for Seismic Shear| a V,seis

4

|  | 0.65
Strength Reduction Factor for Shear — Steel Failure| j|  | 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor| d a| in.| 0.375| 0.5| 0.625| 0.75| 0.875| 1| 1.25
Load-Bearing Length of Anchor in Shear| l e| in.| Minimum of h ef and 8x anchor diameter
Strength Reduction Factor for Shear — Breakout Failure| j|  | 0.703
Concrete Pryout Strength in Shear
Load-Bearing Length of Anchor in Shear| k cp| in.| 1.0 for h ef < 2.50″; 2.0 for h ef ≥ 2.50″
Strength Reduction Factor for Shear — Breakout Failure| j|  | 0.703

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19, ACI 318-14 and ACI 318-11.
2. The tabulated value of φ applies when the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318-11 D.4.4 to determine the appropriate value of φ.
3. The tabulated value of φ applies when both the load combinations of NACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate value of φ.
4. The values of Vsa are applicable for both cracked concrete and uncracked concrete. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, Vsa must be multiplied by αVseis for the corresponding anchor steel type.

AT-3G Shear Strength Design Data for Rebar in Normal-Weight Concrete1

 |  |  |  |  |  |  |
---|---|---|---|---|---|---|---
 |  |  |  |  | Nominal Rod Diameter (in.)|  |
Characteristic| Symbol| Units|  |  |  |  |  |  |
 |  |  | #3| #4| #5| #6| #7| #8| #9
Steel Strength in Shear
Minimum Shear Stress Area| A se| in.2| 0.11| 0.20| 0.31| 0.44| 0.60| 0.79| 1.00
Shear Resistance of Steel — ASTM A615 Grade 60|

V sa

|

lb.

| 5,940| 10,800| 16,740| 23,760| 32,400| 42,660| 54,000
Shear Resistance of Steel — ASTM A706 Grade 60| 5,280| 9,600| 14,880| 21,120| 28,800| 37,920| 48,000
Shear Resistance of Steel — ASTM A615 Grade 40| 3,960| 7,200| 11,160| 15,840| Sizes not available
Reduction Factor for Seismic Shear| a V,seis 4|  | 0.65
Strength Reduction Factor for Shear — Steel Failure — ASTM A615 Grades 40 and 60| j|  | 0.602
Strength Reduction Factor for Shear — Steel Failure — ASTM A706| j|  | 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor| d a| in.| 0.375| 0.5| 0.625| 0.75| 0.875| 1| 1.25
Load-Bearing Length of Anchor in Shear| l e| in.| Minimum of h ef and 8x anchor diameter
Strength Reduction Factor for Shear — Breakout Failure| j|  | 0.703
Concrete Pryout Strength in Shear
Load-Bearing Length of Anchor in Shear| k cp| in.| 1.0 for h ef < 2.50″; 2.0 for h ef ≥ 2.50″
Strength Reduction Factor for Shear — Breakout Failure| j|  | 0.703

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-19, ACI 318-14 and ACI 318-11.
2. The tabulated value of φ applies when the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318-11 D.4.4 to determine the appropriate value of φ.
3. The tabulated value of φ applies when both the load combinations of ACI 318-19 14.5.3, ACI 318-14 5.3 or ACI 318-11 9.2 are used and the requirements of ACI 318-19 Table 17.5.3 (b) or (c), ACI 318-14 17.3.3 (c) or ACI 318-11 D.4.3 (c), as applicable, for Condition B are met. If the load combinations of ACI 318-11 Appendix C are used, refer to ACI 318 D.4.4 (c) for Condition B to determine the appropriate value of φ.
4. The values of Vsa are applicable for both cracked concrete and uncracked concrete. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, Vsa must be multiplied by αVseis for the corresponding anchor steel type.

AT-3G Development Length for Rebar Dowels in Normal-Weight Concrete

 | Drill Bit Diameter (in.)| Clear Cover (in.)|  | Development Length (in.)|
---|---|---|---|---|---
Rebar

Size

| f’c = 2,500 psi

Concrete

| f’c = 3,000 psi

Concrete

| f’c = 4,000 psi

Concrete

| f’c = 6,000 psi

Concrete

| f’c = 8,000 psi

Concrete

3| 1/2| 13/16| 12| 12| 12| 12| 12

4| 5/8| 13/16| 14.4| 14| 12| 12| 12

5| 3/4| 13/16| 18| 17| 14.2| 12| 12

6| 7/8| 13/16| 21.6| 20| 17.1| 14| 13

7| 1| 19/16| 31.5| 29| 25| 21| 18

8| 11/8| 19/16| 36| 33| 28.5| 24| 21

9| 13/8| 19/16| 40.5| 38| 32| 27| 23

1. Tabulated development lengths are for static, wind and seismic load cases in Seismic Design Category A and B.
2. Development lengths in Seismic Design Category C through F must comply with ACI 318-14 Chapter 18 or ACI 318-11 Chapter 21, as applicable.
3. Rebar is assumed to be ASTM A615 Grade 60 or A706 (fy = 60,000 psi). For rebar with a higher yield strength, multiply tabulated values by fy/60,000 psi.
4. Concrete is assumed to be normal-weight concrete. For lightweight concrete, multiply tabulated values by 1.33. Tabulated values assume the bottom cover is less than 12″ cast below rebars (Ψ1 = 1.0).
5. Uncoated rebar must be used.
6. The value of Κtr is assumed to be 0. Refer to ACI 318-14 Section 25.4.2.3 or ACI 318-11 Section 12.2.3.

Software and Web Application Technology

Please visit the Sofware and Web Applications page of our website for innovative, cost-effective products and design recommendations for any project at strongtie.com/softwareandwebapplications/category.

Anchor Designer™ (AD)
Perform anchorage design per the strength design provision of ACI 318 or CSA A23.3 for cracked and untracked concrete conditions.

Adhesive Cartridge Estimator (ACE)
Easily estimate how much adhesive you will need for your project, including threaded rod and rebar doweling and crack injection.

Rebar Development Length Calculator (RDLC)
Calculate ACI 318 tension and compression development lengths for designing post-installed rebar in concrete conditions. This flier is effective until June 30, 2025, and reflects information available as of June 1, 2023. This information is updated periodically and should not be relied upon after June 30, 2025. Contact Simpson Strong-Tie for current information and limited warranty or see strongtie.com. © 2023 Simpson Strong-Tie Company Inc. P.O. Box 10789, Pleasanton, CA 94588

References

• Simpson Strong-Tie | Homepage
• Mobile App | Simpson Strong-Tie
• AT-3G™ High-Strength Hybrid Acrylic Adhesive | Simpson Strong-Tie
• Software and Web Applications | Simpson Strong-Tie

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