Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Epoxy Adhesive

Adhesive Anchors

ET-3G is an epoxy-based, 1:1 ratio, two-component system ideal for general anchoring of threaded rod
and rebar into concrete (cracked and uncracked) and masonry (cracked and uncracked).

Features
• Suitable for use under static and seismic loading conditions in cracked
and uncracked concrete and masonry
Cracked
• Ideal for general doweling and threaded rod applications Concrete
CODE LISTED
• Two-year shelf life for unopened cartridges stored between 45°F (7°C)
and 90°F (32°C)

Product Information
Mix Ratio/Type 1:1 epoxy
Mixed Color Teal
Base Materials Concrete and masonry — cracked
and uncracked
Base Material Conditions Dry, water-saturated
Anchor Type Threaded rod or rebar
Substrate Installation Temperature 50°F (4°C) to 110°F (43°C)
In-Service Temperature Range –40°F (–40°C) to 150°F (65°C)
Storage Temperature 45°F (7°C) and 90°F (32°C)
Shelf Life 24 months
Volatile Organic Compound (VOC) 3 g/L
Chemical Resistance See pp. 242–243
Manufactured in the US using global materials

Test Criteria
ET-3G has been tested in accordance with ICC-ES AC308, AC58, ACI 355.4
and applicable ASTM test methods.

Code Reports, Standards and Compliance

Concrete — ICC-ES ESR pending (including post-installed rebar connections,

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

City of LA and Florida Building Code); FL15730.
Masonry — ICC-ES ESR pending.
ASTM C881 and AASHTO M235 — Types I/IV and II/V, Grade 3, Class C.
UL Certification — CDPH Standard Method v1.2. ET-3G Adhesive
NSF/ANSI/CAN 61 (216 in.2 / 1,000 gal.)

Installation Instructions
Installation instructions are located at the following locations: pp. 48–51;
product packaging; or strongtie.com/et3g.
• Hole cleaning brushes are located on p. 52.

ET-3G Cartridge System

Model Capacity Cartridge Carton Dispensing Mixing
No. (ounces) Type Quantity Tool(s) Nozzle3

ET3G104 8.5 Single 12 CDT1OS

ET3G22-N4 22 Side-by-Side 10 EDT22S, EDTA22P, EDTA22CKT EMN22I
ET3G56 56 Side-by-Side 6 EDTA56P
1. Cartridge estimation guidelines are available at strongtie.com/softwareandwebapplications/category.
2. Detailed information on dispensing tools, mixing nozzles and other adhesive accessories is available at strongtie.com.
3. Use only Simpson Strong-Tie mixing nozzles in accordance with Simpson Strong-Tie instructions.
Modification or improper use of mixing nozzle may impair ET-3G adhesive performance.
4. One EMN22I mixing nozzle and one nozzle extension are supplied with each cartridge.
5. Use of rodless pneumatic tools to dispense single-tube, coaxial adhesive cartridges is prohibited.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Epoxy Adhesive

Adhesive Anchors
ET-3G Cure Schedule
Base Material Temperature Gel Time Cure Time
°F °C (minutes) (hr.)

50 10 100 72
60 16 75 48
70 21 50 24
90 32 30 24
110 43 18 24
For water-saturated concrete, the cure times must be doubled.

ET-3G Typical Properties

Class C Test
Property
(> 60°F) Method

Consistency Non-sag ASTM C881

Hardened to Hardened Concrete, 2-Day Cure1 2,600 psi
Bond Strength, Slant Shear Hardened to Hardened Concrete, 14-Day Cure1 2,900 psi ASTM C882
Fresh to Hardened Concrete, 14-Day Cure2 2,000 psi
Compressive Yield Strength, 7-Day Cure1 13,000 psi ASTM D695
Compressive Modulus, 7-Day Cure1 580,000 psi ASTM D695
Heat Deflection Temperature, 7-Day Cure 2
132°F (56°C) ASTM D648
Glass Transition Temperature, 7-Day Cure2 124°F (51°C) ASTM E1356
Decomposition Temperature, 24-Hour Cure2 500°F (260°C) ASTM E2550
Water Absorption, 24-Hours, 7-Day Cure2 0.15% ASTM D570
Shore D Hardness, 24-Hour Cure 2
84 ASTM D2240
Linear Coefficient of Shrinkage, 7-Day Cure2 0.002 in./in. ASTM D2566
Coefficient of Thermal Expansion2 2.4 x 10-5 in./in.°F ASTM C531
1. Material and curing conditions: 60° ± 2°F.
2. Material and curing conditions: 73° ± 2°F.
C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

IBC *
ET-3G Installation Information and Additional Data for Threaded Rod and Rebar1
Nominal Anchor 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 / #10
Installation Information
Drill Bit Diameter dhole in. 1/2 5/8 3/4 7/8 1 1 1/8 1 3/8

SD
Maximum Tightening Torque Tinst ft.-lb. 10 20 30 45 60 80 125
Minimum hef in. 2 3/8 2 3/4 3 1/8 3 1/2 3 3/4 4 5
Permitted Embedment Depth Range
Maximum hef in. 7 1/2 10 12 1/2 15 17 1/2 20 25
Minimum Concrete Thickness hmin in. hef + 5dhole
Critical Edge Distance2 cac in. See footnote 2
Minimum Edge Distance cmin in. 1 3/4 2 3/4
Minimum Anchor Spacing smin in. 3 6
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,uncr = the characteristic bond strength in uncracked concrete, given in the tables that follow ≤ kuncr ((hef x f'c )0.5/(π x dhole ))
h = the member thickness (inches)
hef = the embedment depth (inches)

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Concrete

Adhesive Anchors

IBC *
ET-3G Tension Strength Design Data for Threaded Rod1,11
Nominal Anchor 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 Ase in2 0.078 0.142 0.226 0.334 0.462 0.606 0.969
Tension Resistance of Steel — ASTM F1554, Grade 36 4,525 8,235 13,110 19,370 26,795 35,150 56,200
Tension Resistance of Steel — ASTM A193, Grade B7 9,750 17,750 28,250 41,750 57,750 75,750 121,125
Threaded Rod Tension Resistance of Steel — Type 410 Stainless Nsa lb. 8,580 15,620 24,860 36,740 50,820 66,660 106,590
(ASTM A193, Grade B6)
Tension Resistance of Steel — Types 304 and 316 Stainless
4,445 8,095 12,880 19,040 26,335 34,540 55,235
(ASTM A193, Grade B8 and B8M)
Strength Reduction Factor — Steel Failure φ — 0.757
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) 10

Effectiveness Factor — Uncracked Concrete kuncr — 24

Effectiveness Factor — Cracked Concrete kcr —­ 17
Strength Reduction Factor — Breakout Failure φ — 0.657

SD
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)10
Characteristic Bond Strength 5 τk,uncr psi See strongtie.com for values
Uncracked Minimum 2 3/8 2 3/4 3 1/8 3 1/2 3 3/4 4 5
Concrete 2,3,4 Permitted Embedment Depth Range hef in.
Maximum 7 1/2 10 12 1/2 15 17 1/2 20 25
Characteristic Bond Strength 5,8,9 τk,cr psi See strongtie.com for values
Cracked Minimum 3 4 5 6 7 8 10
Concrete 2,3,4 Permitted Embedment Depth Range hef in.
Maximum 7 1/2 10 12 1/2 15 17 1/2 20 25
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection
Strength Reduction Factor — Dry Concrete φdry, ci — 0.657
Strength Reduction Factor — Water-Saturated Concrete — hef ≤ 12da φsat,ci — 0.55 7
0.457
Additional Factor for Water-Saturated Concrete — hef ≤ 12da Ksat,ci 6 — 1 0.84
Strength Reduction Factor — Water-Saturated Concrete — hef > 12da φsat,ci — 0.457

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

Additional Factor for Water-Saturated Concrete — hef > 12da ksat,ci 6 — 0.57
Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection
Strength Reduction Factor — Dry Concrete φdry,pi — 0.557
Strength Reduction Factor — Water-Saturated Concrete — hef ≤ 12da φsat,pi — 0.457
Additional Factor for Water-Saturated Concrete — hef ≤ 12da Ksat,pi 6 — 1 0.93 0.71
Strength Reduction Factor — Water-Saturated Concrete — hef > 12da φsat,pi — 0.45 7

Additional Factor for Water-Saturated Concrete — hef > 12da Ksat,pi 6 — 0.48
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: Maximum short-term temperature = 150°F, Maximum long-term temperature = 110°F.
3. Short-term concrete temperatures are those that occur over short intervals (diurnal cycling).
4. Long-term temperatures are roughly constant over significant periods of time.
5. For anchors that only resist wind or seismic loads, bond strengths may be increased by 72%.
6. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat.
7. The tabulated value of φ applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3,
ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. 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. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 7/8" anchors must be multiplied by αN,seis = 0.80.
9. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1" anchors must be multiplied by αN,seis = 0.92.
10. The values of f'c used for calculation purposes must not exceed 8,000 psi (55.1 MPa) for uncracked concrete. The value of f'c used for calculation purposes
must not exceed 2,500 psi (17.2 MPa) for tension resistance in cracked concrete.
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.

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Concrete

Adhesive Anchors
IBC *
ET-3G Tension Strength Design Data for Rebar1,9
Rebar Size
Characteristic Symbol Units
#3 #4 #5 #6 #7 #8 #10
Steel Strength in Tension
Minimum Tensile Stress Area Ase in2 0.11 0.2 0.31 0.44 0.6 0.79 1.23
Tension Resistance of Steel — Rebar
Rebar Nsa lb. 9,900 18,000 27,900 39,600 54,000 71,100 110,700
(ASTM A615 Grade 60)
Strength Reduction Factor — Steel Failure φ — 0.657
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) 8

Effectiveness Factor — Uncracked Concrete kuncr — 24

Effectiveness Factor — Cracked Concrete kcr — 17
Strength Reduction Factor — Breakout Failure φ — 0.657
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)8

SD
Characteristic Bond Strength5 τk,uncr psi See strongtie.com for values
Uncracked Concrete 2,3,4
Permitted Embedment Minimum 2 3/8 2 3/4 3 1/8 3 1/2 3 3/4 4 5
hef in.
Depth Range Maximum 10 15 20 25
7 1/2 12 1/2 17 1/2
Characteristic Bond Strength 5
τk,cr psi See strongtie.com for values
Cracked Concrete 2,3,4
Permitted Embedment Minimum 3 4 5 6 7 8 10
hef in.
Depth Range Maximum 10 15 20 25
7 1/2 12 1/2 17 1/2
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection
Strength Reduction Factor — Dry Concrete φdry,ci — 0.657
Strength Reduction Factor — Water-Saturated Concrete – hef ≤ 12da φsat,ci — 0.557 0.457
Additional Factor for Water-Saturated Concrete – hef ≤ 12da Ksat,ci 6 — 1 0.84
Strength Reduction Factor — Water-Saturated Concrete – hef > 12da φsat,ci — 0.457
Additional Factor for Water-Saturated Concrete – hef > 12da Ksat,ci 6 — 0.57
Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection
C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

Strength Reduction Factor — Dry Concrete φdry,pi — 0.557

Strength Reduction Factor — Water-Saturated Concrete – hef ≤ 12da φsat,pi — 0.457
Additional Factor for Water-Saturated Concrete – hef ≤ 12da Ksat,pi6 — 1 0.93 0.71
Strength Reduction Factor — Water-Saturated Concrete – hef > 12da φsat,pi — 0.45 7

Additional Factor for Water-Saturated Concrete – hef > 12da Ksat,pi 6 — 0.48
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: Maximum short-term temperature = 150°F, Maximum long-term temperature = 110°F.
3. Short-term concrete temperatures are those that occur over short intervals (diurnal cycling).
4. Long-term temperatures are roughly constant over significant periods of time.
5. For anchors that only resist wind or seismic loads, bond strengths may be increased by 72%.
6. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat.
7. The tabulated value of φ applies when the load combinations from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3,
ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. 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 values of f'c used for calculation purposes must not exceed 8,000 psi (55.1 MPa) for uncracked concrete. The value of f'c used for
calculation purposes must not exceed 2,500 psi (17.2 MPa) for tension resistance in cracked concrete.
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.

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Concrete

Adhesive Anchors

IBC *
ET-3G Shear Strength Design Data for Threaded Rod1
Nominal Anchor 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 Ase in.2 0.078 0.142 0.226 0.334 0.462 0.606 0.969
Shear Resistance of Steel — ASTM F1554, Grade 36 2,260 4,940 7,865 11,625 16,080 21,090 33,720
Shear Resistance of Steel — ASTM A193, Grade B7 4,875 10,650 16,950 25,050 34,650 45,450 72,675

SD
Shear Resistance of Steel — Type 410 Stainless Vsa lb. 4,290 9,370 14,910 22,040 30,490 40,000 63,955
(ASTM A193, Grade B6)
Shear Resistance of Steel — Types 304 and 316 Stainless
Threaded 2,225 4,855 7,730 11,420 15,800 20,725 33,140
(ASTM A193, Grade B8 & B8M)
Rod
Reduction for Seismic Shear — ASTM F1554, Grade 36 0.87 0.78 0.68 0.65
Reduction for Seismic Shear — ASTM A193, Grade B7 0.87 0.78 0.68 0.65
Reduction for Seismic Shear — Stainless (ASTM A193, Grade B6) αV,seis
3 — 0.69 0.82 0.75 0.83 0.72
Reduction for Seismic Shear — Stainless
0.69 0.82 0.75 0.83 0.72
(ASTM A193, Grade B8 & B8M)
Strength Reduction Factor — Steel Failure φ — 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load Bearing Length of Anchor in Shear ℓe in. Min. of hef and 8 times anchor diameter
Strength Reduction Factor — Breakout Failure φ — 0.702
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength kcp — 1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure φ — 0.702
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 from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3,
ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. If the load combinations of ACI 318-11 Appendix C are used, refer to

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

ACI 318-11 D.4.4 to determine the appropriate value of φ.
3. 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 αV,seis for the corresponding anchor steel type.

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Concrete

Adhesive Anchors
IBC *
ET-3G Shear Strength Design Data for Rebar1
Rebar Size
Characteristic Symbol Units
#3 #4 #5 #6 #7 #8 #10
Steel Strength in Shear
Minimum Shear Stress Area Ase in2 0.11 0.2 0.31 0.44 0.6 0.79 1.23
Shear Resistance of Steel — Rebar (ASTM A615 Grade 60) Vsa lb. 4,950 10,800 16,740 23,760 32,400 42,660 66,420
Rebar
Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60) αV,seis3 — 0.85 0.88 0.84 0.77 0.59
Strength Reduction Factor — Steel Failure φ — 0.60 2

Concrete Breakout Strength in Shear

Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load-Bearing Length of Anchor in Shear ℓe in. Min. of hef and 8 times anchor diameter
Strength Reduction Factor — Breakout Failure φ — 0.702
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength kcp — 1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure φ — 0.702
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 from the IBC or ACI 318 are used and the requirements of ACI 318-19 17.5.3,
ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, are met. 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 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 αV,seis.

For additional load tables, visit strongtie.com/et3g.

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

Adhesive
ACE

Cartridge Adhesive Cartridge Estimator

Estimator
Simpson Strong-Tie® Adhesive Cartirdge Estimator
software will help you easily estimate how much
adhesive you will need for your project, including
threaded rod and rebar doweling, and crack injection.

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Concrete

Adhesive Anchors

IBC *
ET-3G Development Length for Rebar Dowels
Development Length, in. (mm)
Drill Bit Clear Cover
Rebar
Diameter in. 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
Size (in.) (mm) (17.2 MPa) (20.7 MPa) (27.6 MPa) (41.4 MPa) (55.2 MPa)
Concrete Concrete Concrete Concrete Concrete

#3 1 1/2 12 12 12 12 12
(9.5) 1/2 (305) (305) (305) (305) (305)
(38)
#4 1 1/2 14.4 14 12 12 12
(12.7) 5/8 (366) (356) (305) (305) (305)
(38)
#5 1 1/2 18 17 14.2 12 12
(15.9) 3/4 (457) (432) (361) (305) (305)
(38)
#6 1 1/2 21.6 20 17.1 14 13
(19.1) 7/8 (549) (508) (434) (356) (330)
(38)
#7 3 31.5 29 25 21 18
1
(22.2) (76) (800) (737) (635) (533) (457)
#8 3 36 33 28.5 24 21
(25.4) 1 1/8 (76) (914) (838) (724) (610) (533)
#9 3 40.5 38 32 27 23
(28.7) 1 3/8 (76) (1,029) (965) (813) (686) (584)
#10 3 45 42 35.6 30 26
(32.3) 1 3/8 (76) (1,143) (1,067) (904) (762) (660)
#11 3 51 47 41 33 29
(35.8) 1 3/4 (76) (1,295) (1,194) (1,041) (838) (737)
1. Tabulated development lengths are for static, wind and seismic load cases in Seismic Design Category A and B. Development
lengths in SDC C through F must comply with ACI 318-19 and ACI 318-14 Chapter 18 or ACI 318-11 Chapter 12, as applicable.
The value of f'c used to calculate development lengths shall not exceed 2,500 psi in SDC C through F.
2. 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.
3. Concrete is assumed to be normal-weight concrete. For lightweight concrete, multiply tabulated values by 1.33.
4. Tabulated values assume bottom cover of less than 12" cast below rebars (Ψt = 1.0).
5. Uncoated rebar must be used.
6. The value of Ktr is assumed to be 0. Refer to ACI 318-19 Section 25.4.2.4, ACI 318-14 Section 25.4.2.3 or ACI 318-11 Section 12.2.3.

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

Rebar
Development
Length
Calculator
Rebar Development Length
Calculator is a web application
that supports the design of
post-installed rebar in concrete
applications by calculating
the necessary tension and
compression development
lengths required in accordance
with ACI 318-19 / ACI 318-14.

*See p. 14 for an explanation of the load table icons.

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 Simpson Strong-Tie® Anchoring, Fastening, Restoration and Strengthening Systems for Concrete and Masonry

ET-3G™ Design Information — Masonry

Adhesive Anchors
ET-3G Epoxy Anchor Installation Information — *
Fully Grouted CMU Construction — Face of Wall IBC

Nominal Rod Diameter / Rebar Size

Installation Information Symbol Units
3/8" / #3 1/2" / #4 5/8" / #5 3/4" / #6

Drill Bit Diameter — Threaded Rod do in. 7/16 9/16 11/16 7/8

Drill Bit Diameter — Rebar do in. 1/2 5/8 3/4 7/8

Minimum Embedment Depth hef,min in. 3 3 3 3

ET-3G Epoxy Anchor Installation Information — *

Fully Grouted CMU Construction — Top of Wall IBC

Nominal Rod Diameter / Rebar Size

Installation Information Symbol Units
1/2" / #4 5/8" / #5 7/8"

Drill Bit Diameter — Threaded Rod do in. 9/16 11/16 1

Drill Bit Diameter — Rebar do in. 5/8 3/4 —

Minimum Embedment Depth hef,min in. 3 3 3

ET-3G Epoxy Anchor Installation Information — *

Ungrouted CMU Construction IBC

Nominal Rod Diameter

Installation Information Symbol Units
3/8" 1/2" 5/8"

Drill Bit Diameter do in. 9/16 3/4 7/8

C-A-2023 © 2023 SIMPSON STRONG-TIE COMPANY INC.

Embedment Depth hef,min in. 3 1/2 3 1/2 3 1/2

Please see the ET-3G product

page at strongtie.com and
ICC-ES ESR Report for load data.

*See p. 14 for an explanation of the load table icons.

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