SIMPSON ET-3G Epoxy Anchoring Adhesive

Introduction

Ideal for general doweling and threaded rod applications

Introducing Simpson Strong-Tie® ET-3G epoxy anchoring adhesive, the latest addition to our line of adhesive anchoring solutions. ET-3G is ideal for general rebar doweling and threaded rod applications. ET-3G is code listed for cracked and uncracked concrete and engineered to meet the vast majority of general doweling needs for commercial, residential and infrastructure projects. It has a long working time — 50 min at 70°F (21°C) , and can be applied in dry or damp conditions. With an in-service temperature range of –40°F (–40°C) to 150°F (65°C), ET-3G is suitable for most geographic areas. Easy to install, it has a simple hole-cleaning procedure that requires no power brushing, saving time and effort at the jobsite. ET-3G is made in the USA, widely available, and backed by expert service and support.

Features

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

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-5334 (including post-installed rebar connections, 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.
• NSF/ANSI/CAN 61 (216 in.2/ 1,000 gal.)
• For DOT Approvals – see strongtie.com, Resource Center, choose
• Code Report Finder

ET-3G Cure Schedule

For water-saturated concrete, the cure times must be doubled.

Product Information

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 (10°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) to 90°F (32°C)
Shelf Life| 24 months
Volatile Organic Compound (VOC)| 3 g/L
Chemical Resistance| See strongtie.com
Manufactured in the USA using global materials

ET-3G Applications and Packaging

Key Applications

• Section Enlargement
• Concrete Roadway Splicing
• General Rebar Doweling
• Misplaced Rebar
• Foundation Repair
• Anchoring of Nonstructural Components
• Ornamental Iron and Railing
• Highway Barriers
• Anchoring and Doweling into Masonry

ET-3G Cartridge System

Model No.| Capacity (ounces)| Cartridge Type| Carton Quantity| Dispensing Tool(s)| Mixing Nozzle3
---|---|---|---|---|---
ET3G104| 8.5| Single| 12| CDT1OS|

EMN22I

ET3G22-N4| 22| Side-by-Side| 8| EDT22S, EDTA22P, EDTA22CKT
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.

Nylon Brush — Standard Embedment

Model No.| Hole Diameter (in.)| Anchor Diameter (in.)| Rebar Size| Usable Length (in.)| Carton Quantity
---|---|---|---|---|---
ETB4| 3/8 – 7⁄16| 1/4 – 5⁄16| —| 7| 24
ETB6| 1/2 – 3/4| 3/8 – 5⁄8| #3 – #5| 15| 24
ETB8| 13⁄16 – 7/8| 3/4| #6| 15| 24
ETB8L| 13⁄16 – 7/8| 3/4| #6| 23| 24
ETB10| 1 – 1 1/8| 7/8 – 1| #7 – #8| 28| 24
ETB12| 13⁄16 – 1 3/8| 1 1/4| #10| 33| 24

1. All standard nylon brushes are one-piece which includes a twisted wire handle.

Opti-Mesh Adhesive-Anchoring Screen Tubes

For Rod Diameter (in.)| Hole Size (in.)| Length (in.)| EWSP Model No. for ET- 3G™|

Carton Quantity

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

3/8

|

9⁄16

| 3 1/2| EWS373P| 150
6| EWS376P| 150
10| EWS3710P| 100

1/2

|

3/4

| 3 1/2| EWS503P| 100
6| EWS506P| 100
10| EWS5010P| 50

5⁄8

|

7/8

| 3 1/2| EWS623P| 50
6| EWS626P| 50
10| EWS6210P| 25

3/4

|

1

| 8| EWS758P| 25
13| EWS7513P| 25

Nylon Brush — Rebar/Deep Embedments

Model No.| Hole Diameter (in.)| Rebar Size| Usable Length (in.)| Carton Quantity
---|---|---|---|---
ETB6R| 1/2 – 3/4| #3 – #5| 6| 25
ETB8R| 7/8| #6| 6| 25
ETB10R| 1 – 1 1/8| #7 – #8| 8| 25
ETB12R| 1 3/8| #10| 8| 25
ETB14R| 1 3/4| #11| 7| 25
ETBR-EXT| T-handle and extension| 351/4| 25

1. ETBR-EXT is required for use with all sizes of rebar nylon brushes.
2. To obtain total usable length, add the usable length for each part used.
3. Brushes are used when rebar is installed to replace cast-in-place bar for lap splices and development length.

Steel Adhesive-Anchoring Screen Tubes

For

Rod Diameter (in.)

|

Hole Size (in.)

| ETS Carbon Steel Screen Tubes for ET-3G|

Carton Quantity

---|---|---|---
Actual Screen Size O.D./Length (in.)| Model No.

3/4

|

1

| 31/32 x 8| ETS758| 25
31/32 x 13| ETS7513| 25
31/32 x 17| ETS7517| 25
31/32 x 21| ETS7521| 25

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 .

ET-3G Typical Properties

| | Class C| Test Method
---|---|---|---
| Property|
| | (> 60°F)
Consistency| Non-sag| ASTM C881

Bond Strength, Slant Shear

| Hardened to Hardened Concrete, 2-Day Cure1| 2,600 psi|

ASTM C882

Hardened to Hardened Concrete, 14-Day Cure1| 2,900 psi
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 Cure2| 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 Cure2| 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.

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| 11/4 / #10
Installation Information
Drill Bit Diameter| d hole| in.| 1/2| 5⁄8| 3/4| 7/8| 1| 11/8| 13/8
Maximum Tightening Torque| T inst| ft.-lb.| 10| 20| 30| 45| 60| 80| 125

Permitted Embedment Depth Range

| Minimum| h ef| in.| 2 3/8| 2 3/4| 3 1/8| 3 1/2| 3 3/4| 4| 5
Maximum| h ef| in.| 7 1/2| 10| 12 1/2| 15| 17 1/2| 20| 25
Minimum Concrete Thickness| h min| in.| h ef + 5 d hole
Critical Edge Distance2| c ac| in.| See footnote 2
Minimum Edge Distance| c min| in.| 1 3/4| 2 3/4
Minimum Anchor Spacing| s min| 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)

Software and Web Application Technology

For innovative, cost-effective product and design recommendations for any project, please visit our Software and Web Applications page at strongtie.com/softwareandwebapplications/category.

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

Threaded Rod

| Minimum Tensile Stress Area| A se| in2| 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.

| 4,525| 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
Tension Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6)| 8,580| 15,620| 24,860| 36,740| 50,820| 66,660| 106,590
Tension Resistance of Steel — Types 304 and 316 Stainless (ASTM A193, Grade B8 and B8M)| 4,445| 8,095| 12,880| 19,040| 26,335| 34,540| 55,235
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| k uncr| —| 24
Effectiveness Factor — Cracked Concrete| k cr| —| 17
Strength Reduction Factor — Breakout Failure| Φ| —| 0.657
Bond Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)10

Uncracked Concrete 2,3,4

| Characteristic Bond Strength5| τk,uncr| psi| 739| 1,116| 1,049| 951| 876| 782| 614

Permitted Embedment Depth Range

| Minimum|

h ef

|

in.

| 2 3/8| 2 3/4| 3 1/8| 3 1/2| 3 3/4| 4| 5
Maximum| 7 1/2| 10| 12 1/2| 15| 17 1/2| 20| 25

Cracked Concrete 2,3,4

| Characteristic Bond Strength5,8,9| τk,cr| psi| 571| 495| 431| 377| 351| 342| 342

Permitted Embedment Depth Range

| Minimum|

h ef

|

in.

| 3| 4| 5| 6| 7| 8| 10
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| —| 0.557| 0.457
Additional Factor for Water-Saturated Concrete — hef ≤ 12da| K sat,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| Φsat,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| K sat,pi 6| —| 1| 0.93| 0.71
Strength Reduction Factor — Water-Saturated Concrete — hef > 12da| Φsat,pi| —| 0.457
Additional Factor for Water-Saturated Concrete — hef > 12da| K sat,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.

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

Rebar

| Minimum Tensile Stress Area| A se| in2| 0.11| 0.2| 0.31| 0.44| 0.6| 0.79| 1.23
Tension Resistance of Steel — Rebar (ASTM A615 Grade 60)| N sa| lb.| 9,900| 18,000| 27,900| 39,600| 54,000| 71,100| 110,700
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| k uncr| —| 24
Effectiveness Factor — Cracked Concrete| k cr| —| 17
Strength Reduction Factor — Breakout Failure| Φ| —| 0.657
Bond Strength in Tension (2,500 psi ≤ f’c ≤ 8,000 psi)8

Uncracked Concrete2,3,4

| Characteristic Bond Strength5| τk,uncr| psi| 886| 696| 693| 697| 700| 693| 691

Permitted Embedment Depth Range

| Minimum|

h ef

|

in.

| 2 3/8| 2 3/4| 3 1/8| 3 1/2| 3 3/4| 4| 5
Maximum| 7 1/2| 10| 12 1/2| 15| 17 1/2| 20| 25

Cracked Concrete2,3,4

| Characteristic Bond Strength5| τk,cr| psi| 361| 588| 541| 502| 453| 396| 264

Permitted Embedment Depth Range

| Minimum|

h ef

|

in.

| 3| 4| 5| 6| 7| 8| 10
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| —| 0.557| 0.457
Additional Factor for Water-Saturated Concrete – hef ≤ 12da| K sat,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| K sat,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| K sat,pi 6| —| 1| 0.93| 0.71
Strength Reduction Factor — Water-Saturated Concrete – hef > 12da| Φsat,pi| —| 0.457
Additional Factor for Water-Saturated Concrete – hef > 12da| K sat,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.

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

Threaded Rod

| 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|

V sa

|

lb.

| 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
Shear Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6)| 4,290| 9,370| 14,910| 22,040| 30,490| 40,000| 63,955
Shear Resistance of Steel — Types 304 and 316 Stainless (ASTM A193, Grade B8 & B8M)| 2,225| 4,855| 7,730| 11,420| 15,800| 20,725| 33,140
Reduction for Seismic Shear — ASTM F1554, Grade 36|

a V,seis 3

|

—

| 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)| 0.69| 0.82| 0.75| 0.83| 0.72
Reduction for Seismic Shear — Stainless (ASTM A193, Grade B8 & B8M)| 0.69| 0.82| 0.75| 0.83| 0.72
Strength Reduction Factor — Steel Failure| Φ| —| 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor| d o| in.| 0.375| 0.5| 0.625| 0.75| 0.875| 1| 1.25
Load Bearing Length of Anchor in Shear| ℓ e| in.| Min. of h ef and 8 times anchor diameter
Strength Reduction Factor — Breakout Failure| Φ| —| 0.702
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength| k cp| —| 1.0 for h ef < 2.50″; 2.0 for h ef ≥ 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 the corresponding anchor steel type.

ET-3G Shear Strength Design Data for Rebar1

| | | | | | | Rebar Size| | |
---|---|---|---|---|---|---|---|---|---|---
| Characteristic| Symbol| Units| | | | | | |
| | | | #3| #4| #5| #6| #7| #8| #10
Steel Strength in Shear

Rebar

| Minimum Shear Stress Area| A se| in2| 0.11| 0.2| 0.31| 0.44| 0.6| 0.79| 1.23
Shear Resistance of Steel — Rebar (ASTM A615 Grade 60)| V sa| lb.| 4,950| 10,800| 16,740| 23,760| 32,400| 42,660| 66,420
Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60)| a V,seis 3| —| 0.85| 0.88| 0.84| 0.77| 0.59
Strength Reduction Factor — Steel Failure| Φ| —| 0.602
Concrete Breakout Strength in Shear
Outside Diameter of Anchor| d o| in.| 0.375| 0.5| 0.625| 0.75| 0.875| 1| 1.25
Load-Bearing Length of Anchor in Shear| ℓ e| in.| Min. of h ef and 8 times anchor diameter
Strength Reduction Factor — Breakout Failure| Φ| —| 0.702
Concrete Pryout Strength in Shear
Coefficient for Pryout Strength| k cp| —| 1.0 for h ef < 2.50″; 2.0 for h ef ≥ 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.

ET-3G Development Length for Rebar Dowels

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

in. (mm)

| f’c = 2,500 psi (17.2 MPa)

Concrete

| f’c = 3,000 psi (20.7 MPa)

Concrete

| f’c = 4,000 psi (27.6 MPa)

Concrete

| f’c = 6,000 psi (41.4 MPa)

Concrete

| f’c = 8,000 psi (55.2 MPa)

Concrete

3

(9.5)

| 1/2| 1 1/2

(38)

| 12

(305)

| 12

(305)

| 12

(305)

| 12

(305)

| 12

(305)

4

(12.7)

| 5⁄8| 1 1/2

(38)

| 14.4

(366)

| 14

(356)

| 12

(305)

| 12

(305)

| 12

(305)

5

(15.9)

| 3/4| 1 1/2

(38)

| 18

(457)

| 17

(432)

| 14.2

(361)

| 12

(305)

| 12

(305)

6

(19.1)

| 7/8| 1 1/2

(38)

| 21.6

(549)

| 20

(508)

| 17.1

(434)

| 14

(356)

| 13

(330)

7

(22.2)

| 1| 3

(76)

| 31.5

(800)

| 29

(737)

| 25

(635)

| 21

(533)

| 18

(457)

8

(25.4)

| 1 1/8| 3

(76)

| 36

(914)

| 33

(838)

| 28.5

(724)

| 24

(610)

| 21

(533)

9

(28.7)

| 1 3/8| 3

(76)

| 40.5

(1,029)

| 38

(965)

| 32

(813)

| 27

(686)

| 23

(584)

10

(32.3)

| 1 3/8| 3

(76)

| 45

(1,143)

| 42

(1,067)

| 35.6

(904)

| 30

(762)

| 26

(660)

11

(35.8)

| 1 3/4| 3

(76)

| 51

(1,295)

| 47

(1,194)

| 41

(1,041)

| 33

(838)

| 29

(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.

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

ET-3G Epoxy Anchor Installation Information — Fully Grouted CMU Construction — Top of Wall

ET-3G Epoxy Anchor Installation Information — Ungrouted CMU Construction

Please see the ET-3G product page at strongtie.com and ICC-ES ESR Report for load data. This flier is effective until December 31, 2025, and reflects information available as of July 1, 2023. This information is updated periodically and should not be relied upon after December 31, 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
• Software and Web Applications | Simpson Strong-Tie

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