Catalog: Anchoring and Fastening Systems for

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete *

ET-HP® Installation Information and Additional Data for Threaded Rod and Rebar in Normal-Weight Concrete1 Characteristic

Symbol

Units

Nominal Anchor Diameter (in.) / Rebar Size 3/8 / #3

1/2 / #4

5/8 / #5

3/4 / #6

7/8 / #7

1 / #8

1 1/4 / #10

5/8

3/4

7/8

1

1 1/8

1 3/8

Installation Information Drill Bit Diameter

Permitted Embedment Depth Range

Minimum

in.

Tinst

ft.-lb.

10

20

30

45

60

80

125

hef

in.

2 3/8

2 3/4

3 1/8

3 1/2

3 3/4

4

5

4 1/2

6

7 1/2

9

10 1/2

12

15

1/2

hef

in.

Minimum Concrete Thickness

hmin

in.

hef+ 5do

Critical Edge Distance2

cac

in.

See foonote 2

Minimum Edge Distance

cmin

in.

1 3/4

2 3/4

Minimum Anchor Spacing

smin

in.

3

6

Maximum

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11. 2. cac = hef ( τk,uncr /1160)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/(∏ x da)) h = the member thickness (inches) hef = the embedment depth (inches)

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Adhesive Anchors

Maximum Tightening Torque

dhole

* See page 12 for an explanation of the load table icons.

64

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete

Characteristic

Symbol Units

*

IBC

ET-HP® Tension Strength Design Data for Threaded Rod in Normal-Weight Concrete1

Nominal Anchor Diameter (in.) 3/8

1/2

5/8

3/4

7/5

1

1 1/4

Ase

Minimum Tensile Stress Area

in.2

Tension Resistance of Steel — ASTM F1554, Grade 36 Threaded Rod

Tension Resistance of Steel — ASTM A193, Grade B7 Tension Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6)

Nsa

lb.

Tension Resistance of Steel — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M)

φ

Strength Reduction Factor — Steel Failure

0.078

0.142

0.226

0.334

0.462

0.606

0.969

4,525

8,235

13,110

19,370

26,795

35,150

56,200

9,750

17,750

28,250

41,750

57,750

75,750

121,125

8,580

15,620

24,860

36,740

50,820

66,660

106,590

4,445

8,095

12,880

19,040

26,335

34,540

55,235

—

0.756

Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)

12

kuncr

—

24

Effectiveness Factor — Cracked Concrete

kcr

—

17

Strength Reduction Factor — Breakout Failure

φ

—

Effectiveness Factor — Uncracked Concrete

0.658

Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)

12

Uncracked Concrete 2,3,4

Cracked Concrete 2,3,4

Permitted Embedment Depth Range

Minimum Maximum

Characteristic Bond Strength5,9,10,11,12,13 Permitted Embedment Depth Range

SD

τk,uncr

Characteristic Bond Strength

5,13

Minimum Maximum

psi

hef

in.

τk,cr

psi

hef

in.

390

380

370

360

350

335

315

2 3/8

2 3/4

3 1/8

3 1/2

3 3/4

4

5

4 1/2

6

7 1/2

9

10 1/2

12

15

160

200

160

205

190

165

140

2 3/8

2 3/4

3 1/8

3 1/2

3 3/4

4

5

4 1/2

6

7 1/2

9

10 1/2

12

15

Adhesive Anchors

Steel Strength in Tension

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Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection Strength Reduction Factor — Dry Concrete

φdry

—

0.657

Strength Reduction Factor — Water-Saturated Concrete

φsat

—

0.457

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11. 2. Temperature Range: Maximum short-term temperature of 150°F (66ºC). Maximum long-term temperature of 110°F (43°C). 3. Short-term concrete temperatures are those that occur over short intervals (diurnal cycling). 4. Long-term concrete temperatures are constant temperatures over a significant time period. 5. For anchors that only resist wind or seismic loads, bond strengths may be multiplied by 2.70. 6. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ. 7. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ. 8. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition A are met, refer to Section D.4.4 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ.

9. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 3/8" and 1 1/4" anchors must be multiplied by αN,seis = 0.78. 10. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1/2", 5/8" and 3/4" anchors must be multiplied by αN,seis = 0.85. 11. 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 = 0.82. 12. 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 = 0.70. 13. For applications where maximum short-term temperature is 110ºF (43ºC) and the maximum long-term temperature is 75°F (24°C), bond strengths may be multiplied by 3.50. No additional increase is permitted for anchors that only resist wind or seismic loads.

* See page 12 for an explanation of the load table icons.

65

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete

Characteristic

Symbol

Units

*

IBC

ET-HP® Tension Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size #3

#4

#5

#6

#7

#8

#10

0.79

1.23

Steel Strength in Tension

Adhesive Anchors

Rebar

Minimum Tensile Stress Area

Ase

in2

0.11

0.2

0.31

0.44

0.6

Tension Resistance of Steel — Rebar (ASTM A615 Grade 60)

Nsa

lb.

9,900

18,000

27,900

39,600

54,000

Strength Reduction Factor – Steel Failure

φ

—

71,100 110,700

0.656

Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Effectiveness Factor — Uncracked Concrete

kuncr

—

Effectiveness Factor — Cracked Concrete

kcr

—

17

Strength Reduction Factor — Breakout Failure

φ

—

0.658

SD

24

Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)

τk,uncr

Characteristic Bond Strength5,9 Uncracked Concrete 2,3,4

Permitted Embedment Depth Range

Minimum

Maximum

Characteristic Bond Strength5,9 Cracked Concrete 2,3,4

Permitted Embedment Depth Range

Minimum

Maximum

psi

hef

in.

τk,cr

psi

hef

in.

370

360

350

335

325

315

295

2 3/8

2 3/4

3 1/8

3 1/2

3 3/4

4

5

4 1/2

6

7 1/2

9

10 1/2

12

15

130

140

155

165

180

190

215

2 3/8

2 3/4

3 1/8

3 1/2

3 3/4

4

5

4 1/2

6

7 1/2

9

10 1/2

12

15

φdry

—

0.657

Strength Reduction Factor — Water-saturated Concrete

φsat

—

0.457

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11. 2. Temperature Range: Maximum short-term temperature of 150°F (66ºC). Maximum long-term temperature of 110°F (43ºC). 3. Short-term concrete temperatures are those that occur over short intervals (diurnal cycling). 4. Long-term concrete temperatures are constant temperatures over a significant time period. 5. For anchors that only resist wind or seismic loads, bond strengths may be multiplied by 2.70. 6. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ. 7. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ. 8. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.4 (c) for Condition A are met, refer to Section D.4.4 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.5 to determine the appropriate value of φ. 9. For applications where maximum short-term temperature is 110ºF (43ºC) and the maximum long-term temperature is 75ºF (24ºC), bond strengths may be multiplied by 3.50. No additional increase is permitted for anchors that only resist wind or seismic loads.

* See page 12 for an explanation of the load table icons.

66

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Bond Strength in Tension - Bond Strength Reduction Factors for Periodic and Continuous Special Inspection Strength Reduction Factor — Dry Concrete

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete

Characteristic

Symbol Units

*

IBC

ET-HP® Shear Strength Design Data for Threaded Rod in Normal-Weight Concrete1

Nominal Anchor Diameter (in.) 3/8

1/2

5/8

3/4

7/8

1

1 1/4

Minimum Shear Stress Area Shear Resistance of Steel — ASTM F1554, Grade 36 Shear Resistance of Steel — ASTM A193, Grade B7 Shear Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6) Shear Resistance of Steel — Type 304 and 316 Stainless Threaded (ASTM A193, Grade B8 & B8M) Rod Reduction for Seismic Shear — ASTM F1554, Grade 36 Reduction for Seismic Shear — ASTM A193, Grade B7 Reduction for Seismic Shear — Stainless (ASTM A193, Grade B6) Reduction for Seismic Shear — Stainless (ASTM A193, Grade B8 & B8M) Strength Reduction Factor — Steel Failure

Ase

in.2

Vsa

lb.

SD αV,seis

—

φ

—

5

0.078 2,260 4,875 4,290

0.142 0.226 0.334 0.462 0.606 0.969 4,940 7,865 11,625 16,080 21,090 33,720 10,650 16,950 25,050 34,650 45,450 72,675 9,370 14,910 22,040 30,490 40,000 63,955

2,225

4,855

7,730

0.63 0.63 0.60 0.60

11,420 15,800 20,725 33,140 0.85 0.85 0.85 0.85 0.652

0.75 0.75 0.75 0.75

Concrete Breakout Strength in Shear Outside Diameter of Anchor Load Bearing Length of Anchor in Shear Strength Reduction Factor — Breakout Failure

do ℓe φ

in. in. —

0.375

0.5

0.625

0.75 hef 0.703

0.875

1

1.25

Adhesive Anchors

Steel Strength in Shear

Concrete Pryout Strength in Shear Coefficient for Pryout Strength Strength Reduction Factor — Pryout Failure

kcp φ

— —

1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50" 0.704

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1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11. 2. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 3. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition A are met, refer to Section D.4.3 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 4. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 5. 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 page 12 for an explanation of the load table icons.

67

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete

Characteristic

Symbol

*

IBC

ET-HP® Shear Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size

Units

#3

#4

#5

#6

#7

0.31 16,740

0.44 23,760 0.8 0.602

0.6 32,400

0.625

0.75 hef 0.703

0.875

#8

#10

Steel Strength in Shear

SD Ase Vsa

αV,seis5 φ

in.2 lb. — —

0.11 4,950

0.2 10,800 0.6

0.79 1.23 42,660 66,420 0.75

Concrete Breakout Strength in Shear Outside Diameter of Anchor Load-Bearing Length of Anchor in Shear Strength Reduction Factor — Breakout Failure

do ℓe φ

in. in. —

0.375

0.5

1

1.25

Concrete Pryout Strength in Shear Coefficient for Pryout Strength Strength Reduction Factor — Pryout Failure

kcp φ

— —

1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50" 0.704

1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11. 2. The value of φ applies when the load combinations of ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 3. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition B are met. If the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition A are met, refer to Section D.4.3 to determine the appropriate value of φ. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 4. The value of φ applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of Section D.4.3 (c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, refer to Section D.4.4 to determine the appropriate value of φ. 5. 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.

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Adhesive Anchors

Rebar

Minimum Shear Stress Area Shear Resistance of Steel — Rebar (ASTM A615 Grade 60) Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60) Strength Reduction Factor — Steel Failure

* See page 12 for an explanation of the load table icons.

68

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Tension Design Strengths for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi)

3/8

1/2

5/8

3/4

7/8

1

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

1 1/4

Tension Design Strength Based on Concrete or Bond (lb.)

Minimum Dimensions Minimum Dimensions for Uncracked for Cracked (in.) (in.)

Edge Distances = cac on all sides SDC A-B 6

SDC C-F 7,8

Edge Distances = 1 3/4" on one side and cac on three sides SDC A-B 6

SDC C-F 7,8

ha

cac

ha

cac

2 3/8 3

4 1/4

3 5/8

—

—

Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 710

—

415

—

465

—

270

—

4 7/8

4 1/2

4 7/8

2 1/4

895

365

525

215

440

305

255

180

4 1/2

6 3/8

6 3/4

785

320

410

455

240

265

1,065

—

680

—

705

—

450

—

6 1/2

4 1/8 6

2 1/4 —

550

5 1/4

6 3/8 —

1,345

2 3/4 4

6 1/2

3

1,550

810

985

515

635

565

405

360

6

8 1/2

9

8 1/2

3

2,320

1,215

1,480

775

590

850

375

540

3 1/8 5

6 1/4

4 3/4

6 1/4

3 5/8

8 1/8

7 1/2

8 1/8

3 5/8

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

3 1/2 6

7 1/4

7 1/4

4 3/8

9 3/4

5 1/4 9

9 3/4

4 3/8

9

12 3/4

13 1/2

12 3/4

3 3/4 7

8 1/8

5 5/8

11 3/8

10 1/2

10 1/2 4

14 7/8 9

8 12

SD 1,475

635

940

405

925

395

590

255

2,360

1,015

1,505

645

865

635

550

405

3,540

1,520

2,260

970

805

955

510

610

1,925

1,110

1,225

705

1,115

645

710

410

3,300

1,900

2,105

1,215

1,110

1,100

710

700

4,950

2,855

3,155

1,820

1,035

1,655

660

1,055

8 1/8

4 5/8 5

2,330

1,285

1,435

790

1,275

705

785

435

11 3/8

5

4,355

2,400

2,675

1,475

1,380

1,315

850

805

15 3/4 6

14 7/8 9

5 3/8

6,530

3,600

4,015

2,215

1,285

1,970

790

1,210

5 5/8

2,755

1,350

1,445

710

1,440

705

755

370

13

12

13

5 5/8

5,505

2,695

2,890

1,415

1,665

1,410

875

740

17

18

17

5 3/4

8,260

4,045

4,335

2,125

1,550

2,115

815

1,110

5

11 1/4

6 3/4

4,020

1,775

2,350

1,040

—

—

—

—

16 1/4

7 1/2 15

11 1/4

10

16 1/4

6 3/4

8,040

3,550

4,705

2,075

—

—

—

—

15

21 1/4

22 1/2

21 1/4

6 7/8

12,060

5,320

7,055

3,115

—

—

—

—

Adhesive Anchors

Rod Dia. (in.)

Nominal Embed. Depth (in.)

*

IBC

Tension Design Strength of Threaded Rod Steel (lb.)

Threaded Rod Dia. (in.)

ASTM F1554 GR 36

ASTM F1554 GR 55

3/8

3,370

4,360

7,270

1/2

6,175

7,990

13,315

5/8

9,835

12,715

21,190

18,645

21,190

9,660

3/4

14,530

18,790

31,315

27,555

31,315

14,280

7/8 1

20,095

25,990

43,315

38,115

43,315

19,750

26,365

34,090

56,815

49,995

56,815

25,905

1 1/4

42,150

54,505

90,845

79,945

90,845

41,425

ASTM F1554 GR 105

ASTM A193 B6

ASTM A193 B7

ASTM A193 B8/B8M

6,395

7,270

3,310

11,715

13,315

6,070

1. Tension design strength must be the lesser of the concrete, bond or threaded rod steel design strength. 2. Tension design strengths are based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted. 5. Strength reduction factor, f, is based on using a load combination from ACI 318-11 Section 9.2. 6. The tension design strength listed for SDC (Seismic Design Category) A-B may also be used in SDC C-F when the tension component of the strength-level seismic design load on the anchor does not exceed 20% of the total factored tension load on the anchor associated with the same load combination. 7. When designing anchorages in SDC C-F, the Designer shall consider the ductility requirements of ACI 318-11 Section D.3.3. Design strengths in Bold indicate that the anchor ductility requirements of D.3.3.4.3 (a)1 to 3 are satisfied when using ASTM F1554 Grade 36 threaded rod. Any other ductility requirements must be satisfied. 8. Tension design strengths in SDC C-F have been adjusted by 0.75 factor in accordance with ACI 318-11 Section D.3.3.4.4.

* See page 12 for an explanation of the load table icons.

69

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load Minimum Dimensions for Cracked (in.) ha cac — —

Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = Edge Distances = 1 3/4" on one cac on all sides side and cac on three sides Uncracked Cracked Uncracked Cracked 505 — 330 —

4 7/8

4 1/2

4 7/8

2 1/4

640

260

315

220

4 1/2

6 3/8

6 3/4

395

295

325

5 1/4

760

—

505

—

1/2

6 1/2

4 1/8 6

2 1/4 —

960

2 3/4 4

6 3/8 — 6 1/2

3

1,105

580

455

405

6

8 1/2

9

8 1/2

3

1,655

870

420

605

6 1/4

4 3/4

6 1/4

3 5/8

1,055

455

660

280

5/8

3 1/8 5

8 1/8

7 1/2

8 1/8

3 5/8

1,685

725

620

455

1,085

575

680 460

3/8

Adhesive Anchors

2 3/8 3

Minimum Dimensions for Uncracked (in.) ha cac 4 1/4 3 5/8

3/4

7/8

1

1 1/4

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,530

3 1/2 6

7 1/4

5 1/4 9

7 1/4

4 3/8

1,375

795

795

9 3/4

9 3/4

4 3/8

2,355

1,355

795

785

9

12 3/4

13 1/2

12 3/4

3,535

2,040

740

1,180

3 3/4 7

8 1/8

5 5/8

8 1/8

4 5/8 5

1,665

920

910

505

11 3/8

10 1/2

11 3/8

5

3,110

1,715

985

940

10 1/2 4

14 7/8 9

15 3/4 6

14 7/8 9

5 3/8

4,665

2,570

920

1,405

5 5/8

1,970

965

1,030

505

8

13

12

13

5 5/8

3,930

1,925

1,190

1,005

12

17

18

17

5 3/4

5,900

2,890

1,105

1,510

5

11 1/4

11 1/4

6 3/4

2,870

1,270

—

—

10

16 1/4

7 1/2 15

16 1/4

6 3/4

5,745

2,535

—

—

15

21 1/4

22 1/2

21 1/4

6 7/8

8,615

3,800

—

—

Threaded Rod Dia. ASTM F1554 (in.) GR 36

Allowable Tension Load of Threaded Rod Steel (lb.) ASTM F1554 GR 55

ASTM F1554 GR 105

ASTM A193 B6

ASTM A193 B7

ASTM A193 B8/B8M

3/8

2,405

3,115

5,195

4,570

5,195

2,365

1/2

4,410

5,705

9,510

8,370

9,510

4,335

5/8

7,025

9,080

15,135

13,320

15,135

6,900

3/4

10,380

13,420

22,370

19,680

22,370

10,200

7/8 1

14,355

18,565

30,940

27,225

30,940

14,105

18,830

24,350

40,580

35,710

40,580

18,505

1 1/4

30,105

38,930

64,890

57,105

64,890

29,590

1. Allowable tension load must be the lesser of the concrete, bond or threaded rod steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of a = 1.4. The conversion factor a is based on the load combination 1.2D + 1.6L assuming 50% dead load and 50% live load: 1.2(0.5) + 1.6(0.5) = 1.4. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted.

* See page 12 for an explanation of the load table icons.

70

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Nominal Rod Dia. Embed. Depth (in.) (in.)

*

IBC

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load

Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = Edge Distances = 1 3/4" on one cac on all sides side and cac on three sides Uncracked Cracked Uncracked Cracked

Nominal Embed. Depth (in.)

ha

cac

ha

4 1/4

3 5/8

—

—

425

—

280

—

3/8

2 3/8 3

4 7/8

4 1/2

4 7/8

2 1/4

535

220

265

185

4 1/2

6 3/8

6 3/4

245

275

640

—

425

—

1/2

6 1/2

4 1/8 6

2 1/4 —

330

5 1/4

6 3/8 —

805

2 3/4 4

6 1/2

3

930

485

380

340

6

8 1/2

9

8 1/2

3

1,390

730

355

510

6 1/4

4 3/4

6 1/4

3 5/8

885

380

555

235

5/8

3 1/8 5

8 1/8

7 1/2

8 1/8

3 5/8

1,415

610

520

380

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,125

910

485

575

3 1/2 6

7 1/4

5 1/4 9

7 1/4

4 3/8

1,155

665

670

385

9 3/4

4 3/8

1,980

1,140

665

660

2,970

1,715

620

995 425

7/8

1

1 1/4

9 3/4

cac

9

12 3/4

3 3/4 7

8 1/8

5 5/8

8 1/8

4 5/8 5

1,400

770

765

11 3/8

10 1/2

11 3/8

5

2,615

1,440

830

790

10 1/2 4

14 7/8 9

15 3/4 6

14 7/8 9

5 3/8

3,920

2,160

770

1,180

5 5/8

1,655

810

865

425

8

13

12

13

5 5/8

3,305

1,615

1,000

845

12

17

18

17

5 3/4

4,955

2,425

930

1,270

13 1/2

12 3/4

5

11 1/4

6 3/4

2,410

1,065

—

—

16 1/4

7 1/2 15

11 1/4

10

16 1/4

6 3/4

4,825

2,130

—

—

15

21 1/4

22 1/2

21 1/4

6 7/8

7,235

3,190

—

—

Adhesive Anchors

Minimum Dimensions for Cracked (in.)

Rod Dia. (in.)

3/4

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Minimum Dimensions for Uncracked (in.)

*

IBC

Allowable Tension Load of Threaded Rod Steel (lb.)

Threaded Rod Dia. (in.)

ASTM F1554 GR 36

ASTM F1554 GR 55

ASTM F1554 GR 105

ASTM A193 B6

ASTM A193 B7

ASTM A193 B8/B8M

3/8

2,020

2,615

4,360

3,835

4,360

1,985

1/2

3,705

4,795

7,990

7,030

7,990

3,640

5/8

5,900

7,630

12,715

11,185

12,715

5,795

3/4

8,720

11,275

18,790

16,535

18,790

8,570

7/8 1

12,055

15,595

25,990

22,870

25,990

11,850

15,820

20,455

34,090

29,995

34,090

15,545

1 1/4

25,290

32,705

54,505

47,965

54,505

24,855

1. Allowable tension load must be the lesser of the concrete, bond or threaded rod steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of a = 1/0.6 = 1.67. The conversion factor a is based on the load combination assuming 100% wind load. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted.

* See page 12 for an explanation of the load table icons.

71

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load

3/8

1/2

5/8

3/4

7/8

1

1 1/4

Allowable Tension Load Based on Concrete or Bond (lb.) Nominal Minimum Dimensions Minimum Dimensions Edge Distances = 1 3/4" on one side for Uncracked for Cracked Edge Distances = cac on all sides Embed. and cac on three sides (in.) (in.) Depth 5 6,7 5 SDC A-B SDC C-F SDC A-B SDC C-F 6,7 (in.) ha cac ha cac Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked — — 495 — 290 — 325 — 190 — 2 3/8 4 1/4 3 5/8 3

4 7/8

4 1/2

4 7/8

2 1/4

625

255

370

150

310

215

180

125

4 1/2

6 3/8

6 3/4

385

550

225

285

320

170

185

5 1/4

745

—

475

—

495

—

315

—

6 1/2

4 1/8 6

2 1/4 —

940

2 3/4 4

6 3/8 — 6 1/2

3

1,085

565

690

360

445

395

285

250

6

8 1/2

9

8 1/2

3

1,625

850

1,035

545

415

595

265

380

3 1/8 5

6 1/4

4 3/4

6 1/4

3 5/8

1,035

445

660

285

650

275

415

180

8 1/8

7 1/2

8 1/8

3 5/8

1,650

710

1,055

450

605

445

385

285

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,480

1,065

1,580

680

565

670

355

425

3 1/2 6

7 1/4

7 1/4

4 3/8

1,350

775

860

495

780

450

495

285

9 3/4

5 1/4 9

9 3/4

4 3/8

2,310

1,330

1,475

850

775

770

495

490

9

12 3/4

13 1/2

12 3/4

3,465

2,000

2,210

1,275

725

1,160

460

740

3 3/4 7

8 1/8

5 5/8

8 1/8

4 5/8 5

1,630

900

1,005

555

895

495

550

305

11 3/8

10 1/2

11 3/8

5

3,050

1,680

1,875

1,035

965

920

595

565

10 1/2 4

14 7/8 9

15 3/4 6

14 7/8 9

5 3/8

4,570

2,520

2,810

1,550

900

1,380

555

845

5 5/8

1,930

945

1,010

495

1,010

495

530

260

8

13

12

13

5 5/8

3,855

1,885

2,025

990

1,165

985

615

520

12

17

18

17

5 3/4

5,780

2,830

3,035

1,490

1,085

1,480

570

775

5

11 1/4

11 1/4

6 3/4

2,815

1,245

1,645

730

—

—

—

—

10

16 1/4

7 1/2 15

16 1/4

6 3/4

5,630

2,485

3,295

1,455

—

—

—

—

15

21 1/4

22 1/2

21 1/4

6 7/8

8,440

3,725

4,940

2,180

—

—

—

—

Allowable Tension Load of Threaded Rod Steel (lb.)

Threaded Rod Dia. (in.)

ASTM F1554 GR 36

ASTM F1554 GR 55

ASTM F1554 GR 105

ASTM A193 B6

ASTM A193 B7

ASTM A193 B8/B8M

3/8

2,360

3,050

5,090

4,475

5,090

2,315

1/2

4,325

5,595

9,320

8,200

9,320

4,250

5/8

6,885

8,900

14,835

13,050

14,835

6,760

3/4

10,170

13,155

21,920

19,290

21,920

9,995

7/8 1

14,065

18,195

30,320

26,680

30,320

13,825

18,455

23,865

39,770

34,995

39,770

18,135

1 1/4

29,505

38,155

63,590

55,960

63,590

29,000

1. Allowable tension load must be the lesser of the concrete, bond or threaded rod steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of a = 1/0.7 = 1.43. The conversion factor a is based on the load combination assuming 100% seismic load. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted. 5. The allowable tension load listed for SDC (Seismic Design Category) A-B may also be used in SDC C-F when the tension component of the strength-level seismic design load on the anchor does not exceed 20% of the total factored tension load on the anchor associated with the same load combination. 6. When designing anchorages in SDC C-F, the Designer shall consider the ductility requirements of ACI 318-11 Section D.3.3. 7. Design strengths in Bold indicate that the anchor ductility requirements of D.3.3.4.3 (a)1 to 3 are satisfied when using ASTM F1554 Grade 36 threaded rod. Any other ductility requirements must be satisfied. 8. Allowable tension loads in SDC C-F have been adjusted by 0.75 factor in accordance with ACI 318-11 Section D.3.3.4.4.

* See page 12 for an explanation of the load table icons.

72

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Adhesive Anchors

Rod Dia. (in.)

*

IBC

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete Tension Design Strength Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides

Edge Distances = cac on all sides SDC C-F7,8

SDC A-B6

SDC A-B6

SDC C-F7,8

ha

cac

ha

cac

Uncracked

Cracked

Uncracked

Cracked

Uncracked

Cracked

Uncracked

Cracked

2 3/8

4 1/4

3 5/8

—

—

670

—

500

—

445

—

335

—

3

4 7/8

4 1/2

4 7/8

2 1/4

845

295

635

220

420

250

315

190

4 1/2

6 3/8

6 3/4

6 3/8

2 1/4

1,270

440

950

330

390

375

295

280

2 3/4

5 1/4

4 1/8

—

—

1,010

—

755

—

675

—

505

—

4

6 1/2

6

6 1/2

3

1,465

575

1,100

430

610

410

455

310

6

8 1/2

9

8 1/2

3

2,200

865

1,650

650

565

615

425

460

3 1/8

6 1/4

4 3/4

6 1/4

3 5/8

1,390

615

1,040

460

885

390

660

295

5

8 1/8

7 1/2

8 1/8

3 5/8

2,220

985

1,665

735

820

625

615

470

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

3,330

1,475

2,500

1,105

760

940

570

705

7 1/4

4 1/4

1,805

895

1,355

670

1,060

525

795

395

#3

#4

#5

3 1/2 #6

7 1/4

5 1/4

SD

6

9 3/4

9

9 3/4

4 1/4

3,095

1,535

2,325

1,150

1,050

900

790

675

9

12 3/4

13 1/2

12 3/4

4 1/4

4,645

2,300

3,485

1,725

980

1,350

735

1,015

3 3/4

8 1/8

5 5/8

8 1/8

4 7/8

2,190

1,195

1,645

895

1,215

660

910

495

7

11 3/8

10 1/2

11 3/8

4 7/8

4,090

2,225

3,065

1,670

1,305

1,230

980

925

10 1/2

14 7/8

15 3/4

14 7/8

5 1/8

6,135

3,340

4,600

2,505

1,215

1,850

910

1,385

4

9

6

9

5 3/8

2,580

1,560

1,935

1,170

1,365

825

1,025

620

8

13

12

13

5 3/8

5,160

3,120

3,870

2,340

1,570

1,650

1,175

1,240

12

17

18

17

6 5/8

7,745

4,680

5,810

3,510

1,460

2,475

1,095

1,860 —

#7

#8

#10

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Minimum Dimensions for Cracked (in.)

Rebar Size

5

11 1/4

7 1/2

11 1/4

6 1/2

3,780

2,745

2,835

2,060

—

—

—

10

16 1/4

15

16 1/4

7

7,555

5,490

5,665

4,115

—

—

—

—

15

21 1/4

22 1/2

21 1/4

9 1/8

11,335

8,230

8,500

6,175

—

—

—

—

Tension Design Strength of Rebar Steel (lb.) ASTM A615 GR 60

ASTM A706 GR 60

#3

6,435

5,720

#4

11,700

10,400

#5

18,135

16,120

#6

25,740

22,880

#7

35,100

31,200

#8

46,215

41,080

#10

74,100

66,040

Adhesive Anchors

Rebar Nominal Embed. Size Depth (in.)

Minimum Dimensions for Uncracked (in.)

*

IBC

ET-HP® Tension Design Strengths for Rebar in Normal-Weight Concrete (f'c = 2,500 psi)

1. Tension design strength must be the lesser of the concrete, bond or rebar steel design strength. 2. Tension design strengths are based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted. 5. Strength reduction factor, f, is based on using a load combination from ACI 318-11 Section 9.2. 6. The tension design strength listed for SDC (Seismic Design Category) A-B may also be used in SDC C-F when the tension component of the strength-level seismic design load on the anchor does not exceed 20% of the total factored tension load on the anchor associated with the same load combination. 7. When designing anchorages in SDC C-F, the Designer shall consider the ductility requirements of ACI 318-11 Section D.3.3. 8. Tension design strengths in SDC C-F have been adjusted by 0.75 factor in accordance with ACI 318-11 Section D.3.3.4.4.

* See page 12 for an explanation of the load table icons.

73

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load

Adhesive Anchors

#3

#4

#6

#8

#10

Rebar Size #3

Edge Distances = cac on all sides

Edge Distances = 1 3/4" on one side and cac on three sides

ha

cac

ha

cac

Uncracked

Cracked

Uncracked

3 5/8

—

—

480

—

320

—

3

4 7/8

4 1/2

4 7/8

2 1/4

605

210

300

180

4 1/2

6 3/8

6 3/4

6 3/8

2 1/4

905

315

280

270

2 3/4

5 1/4

4 1/8

—

—

720

—

480

—

4

6 1/2

6

6 1/2

3

1,045

410

435

295

6

8 1/2

9

8 1/2

3

1,570

620

405

440

6 1/4

3 5/8

995

440

630

280

6 1/4

4 3/4

Cracked

5

8 1/8

7 1/2

8 1/8

3 5/8

1,585

705

585

445

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,380

1,055

545

670

3 1/2

7 1/4

5 1/4

7 1/4

4 1/4

1,290

640

755

375

6

9 3/4

9

9 3/4

4 1/4

2,210

1,095

750

645

12 3/4

4 1/4

3,320

1,645

700

965 470

12 3/4

13 1/2

3 3/4

8 1/8

5 5/8

8 1/8

4 7/8

1,565

855

870

7

11 3/8

10 1/2

11 3/8

4 7/8

2,920

1,590

930

880

10 1/2

14 7/8

15 3/4

14 7/8

5 1/8

4,380

2,385

870

1,320

4

9

6

9

5 3/8

1,845

1,115

975

590

8

13

12

13

5 3/8

3,685

2,230

1,120

1,180

12

17

18

17

6 5/8

5,530

3,345

1,045

1,770

5

11 1/4

7 1/2

11 1/4

6 1/2

2,700

1,960

—

—

10

16 1/4

15

16 1/4

7

5,395

3,920

—

—

15

21 1/4

22 1/2

21 1/4

9 1/8

8,095

5,880

—

—

Allowable Tension Load of Rebar Steel (lb.) ASTM A615 GR 60

ASTM A706 GR 60

4,595

4,085

#4

8,355

7,430

#5

12,955

11,515

#6

18,385

16,345

#7

25,070

22,285

#8

33,010

29,345

#10

52,930

47,170

* See page 12 for an explanation of the load table icons.

74

Allowable Tension Load Based on Concrete or Bond (lb.)

4 1/4

9 #7

Minimum Dimensions for Cracked (in.)

2 3/8

3 1/8 #5

Minimum Dimensions for Uncracked (in.)

1. Allowable tension load must be the lesser of the concrete, bond or rebar steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and longterm temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of a = 1.4. The conversion factor a is based on the load combination 1.2D + 1.6L assuming 50% dead load and 50% live load: 1.2(0.5) + 1.6(0.5) = 1.4. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted.

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Rebar Size

Nominal Embed. Depth (in.)

*

IBC

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load

#3

#4

#5

#6

#7

#8

#10

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Rebar Size

Minimum Dimensions for Uncracked (in.)

Minimum Dimensions for Cracked (in.) cac

Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = Edge Distances = 1 3/4" on one cac on all sides side and cac on three sides Uncracked Cracked Uncracked Cracked

ha

cac

ha

2 3/8

4 1/4

3 5/8

—

—

400

—

265

—

3

4 7/8

4 1/2

4 7/8

2 1/4

505

175

250

150

4 1/2

6 3/8

6 3/4

6 3/8

2 1/4

760

265

235

225

2 3/4

5 1/4

4 1/8

—

—

605

—

405

—

4

6 1/2

6

6 1/2

3

880

345

365

245

6

8 1/2

9

8 1/2

3

1,320

520

340

370

3 1/8

6 1/4

4 3/4

6 1/4

3 5/8

835

370

530

235

5

8 1/8

7 1/2

8 1/8

3 5/8

1,330

590

490

375

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,000

885

455

565

3 1/2

7 1/4

5 1/4

7 1/4

4 1/4

1,085

535

635

315

6

9 3/4

9

9 3/4

4 1/4

1,855

920

630

540

9

12 3/4

13 1/2

12 3/4

4 1/4

2,785

1,380

590

810

3 3/4

8 1/8

5 5/8

8 1/8

4 7/8

1,315

715

730

395

7

11 3/8

10 1/2

11 3/8

4 7/8

2,455

1,335

785

740

10 1/2

14 7/8

15 3/4

14 7/8

5 1/8

3,680

2,005

730

1,110 495

4

9

6

9

5 3/8

1,550

935

820

8

13

12

13

5 3/8

3,095

1,870

940

990

12

17

18

17

6 5/8

4,645

2,810

875

1,485

5

11 1/4

7 1/2

11 1/4

6 1/2

2,270

1,645

—

—

10

16 1/4

15

16 1/4

7

4,535

3,295

—

—

15

21 1/4

22 1/2

21 1/4

9 1/8

6,800

4,940

—

—

Adhesive Anchors

Rebar Size

Nominal Embed. Depth (in.)

*

IBC

Allowable Tension Load of Rebar Steel (lb.) ASTM A615 GR 60

ASTM A706 GR 60

#3

3,860

3,430

#4

7,020

6,240

#5

10,880

9,670

#6

15,445

13,730

#7

21,060

18,720

#8

27,730

24,650

#10

44,460

39,625

1. Allowable tension load must be the lesser of the concrete, bond or rebar steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and longterm temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of α = 1/0.6 = 1.67. The conversion factor α is based on the load combination assuming 100% wind load. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted.

* See page 12 for an explanation of the load table icons.

75

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load

SDC C-F6,7 Uncracked Cracked

cac

ha

3 5/8

—

—

470

—

350

—

310

—

235

—

3

4 7/8

4 1/2

4 7/8

2 1/4

590

205

445

155

295

175

220

135

4 1/2

6 3/8

6 3/4

6 3/8

2 1/4

890

310

665

230

275

265

205

195

2 3/4

5 1/4

4 1/8

—

—

705

—

530

—

475

—

355

—

4

6 1/2

6

6 1/2

3

1,025

405

770

300

425

285

320

215

6

8 1/2

9

8 1/2

3

1,540

605

1,155

455

395

430

300

320

3 1/8

6 1/4

4 3/4

6 1/4

3 5/8

975

430

730

320

620

275

460

205

5

8 1/8

7 1/2

8 1/8

3 5/8

1,555

690

1,165

515

575

440

430

330

7 1/2

10 5/8

11 1/4

10 5/8

3 5/8

2,330

1,035

1,750

775

530

660

400

495

3 1/2

7 1/4

5 1/4

7 1/4

4 1/4

1,265

625

950

470

740

370

555

275

6

9 3/4

9

9 3/4

4 1/4

2,165

1,075

1,630

805

735

630

555

475

#6

9

12 3/4

13 1/2

12 3/4

4 1/4

3,250

1,610

2,440

1,210

685

945

515

710

3 3/4

8 1/8

5 5/8

8 1/8

4 7/8

1,535

835

1,150

625

850

460

635

345

7

11 3/8

10 1/2

11 3/8

4 7/8

2,865

1,560

2,145

1,170

915

860

685

650

10 1/2

14 7/8

15 3/4

14 7/8

5 1/8

4,295

2,340

3,220

1,755

850

1,295

635

970

4

9

6

9

5 3/8

1,805

1,090

1,355

820

955

580

720

435

8

13

12

13

5 3/8

3,610

2,185

2,710

1,640

1,100

1,155

825

870

12

17

18

17

6 5/8

5,420

3,275

4,065

2,455

1,020

1,735

765

1,300

#7

#8

5

11 1/4

7 1/2

11 1/4

6 1/2

2,645

1,920

1,985

1,440

—

—

—

—

10

16 1/4

15

16 1/4

7

5,290

3,845

3,965

2,880

—

—

—

—

15

21 1/4

22 1/2

21 1/4

9 1/8

7,935

5,760

5,950

4,325

—

—

—

—

Rebar Size

Allowable Tension Load of Rebar Steel (lb.) ASTM A615 GR 60

ASTM A706 GR 60

4,505

4,005

#4

8,190

7,280

#5

12,695

11,285

#6

18,020

16,015

#7

24,570

21,840

#8

32,350

28,755

#10

51,870

46,230

* See page 12 for an explanation of the load table icons.

76

SDC A-B5 Uncracked Cracked

Edge Distances = 1 3/4" on one side and cac on three sides SDC A-B5 SDC C-F6,7 Uncracked Cracked Uncracked Cracked

ha

#5

#3

Edge Distances = cac on all sides

4 1/4

#4

cac

Allowable Tension Load Based on Concrete or Bond (lb.)

2 3/8 #3

#10

Minimum Dimensions for Cracked (in.)

1. Allowable tension load must be the lesser of the concrete, bond or rebar steel load. 2. Allowable tension loads are calculated based on the strength design provisions of ACI 318-11 Appendix D assuming dry concrete, periodic inspection, short-term temperature of 150°F and long-term temperature of 110°F. Tension design strengths are converted to allowable tension loads using a conversion factor of a = 1/0.7 = 1.43. The conversion factor a is based on the load combination assuming 100% seismic load. 3. Tabulated values are for a single anchor with no influence of another anchor. 4. Interpolation between embedment depths is not permitted. 5. The allowable tension load listed for SDC (Seismic Design Category) A-B may also be used in SDC C-F when the tension component of the strength-level seismic design load on the anchor does not exceed 20% of the total factored tension load on the anchor associated with the same load combination. 6. When designing anchorages in SDC C-F, the Designer shall consider the ductility requirements of ACI 318-11 Section D.3.3. 7. Allowable tension loads in SDC C-F have been adjusted by 0.75 factor in accordance with ACI 318-11 Section D.3.3.4.4.

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Adhesive Anchors

Minimum Dimensions Rebar Nominal for Uncracked (in.) Embed. Size Depth (in.)

*

IBC

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete Drill Bit Dia. in.

Embed. Depth in. (mm)

3⁄8 (9.5)

1⁄2

3 1⁄2 (89)

5 1⁄4 (133)

1⁄2 (12.7)

5⁄8

5⁄8 (15.9)

3⁄4

4 1⁄4 (108) 5 (127)

3⁄4 (19.1)

7⁄8

7⁄8 (22.2) 1 (25.4)

1 1 1⁄8

Critical Spacing Dist. in. (mm)

Tension Load Based on Bond Strength

Tension Load Based on Steel Strength

f'c ≥ 2,000 psi (13.8 MPa) Concrete

F1554 Grade 36

A193 GR B7

F593 304SS

Ultimate lb. (kN)

Std. Dev. lb. (kN)

Allowable lb. (kN)

Allowable lb. (kN)

Allowable lb. (kN)

Allowable lb. (kN)

14 (356)

8,777 (39.0)

324 (1.4)

2,195 (9.8)

2,105 (9.4)

4,535 (20.2)

3,630 (16.1)

6 3⁄8 (162)

17 (432)

15,368 (68.4)

605 (2.7)

3,840 (17.1)

3,750 (16.7)

8,080 (35.9)

6,470 (28.8)

7 1⁄2 (191)

20 (508)

22,877 (101.8)

718 (3.2)

5,720 (25.4)

5,875 (26.1)

12,660 (56.3)

10,120 (45.0)

6 3⁄4 (171)

10 1⁄8 (257)

27 (686)

35,459 (157.7)

4,940 (22.0)

8,865 (39.4)

8,460 (37.6)

18,230 (81.1)

12,400 (55.2)

7 3⁄4 (197) 9 (229)

11 5⁄8 (295)

31 (787)

43,596 (193.9)

1,130 (5.0)

10,900 (48.5)

11,500 (51.2)

24,785 (110.2)

16,860 (75.0)

13 1⁄2 (343)

36 (914)

47,333 (210.5)

1,243 (5.5)

11,835 (52.6)

15,025 (66.8)

32,380 (144.0)

22,020 (97.9)

40 1⁄2 (1029) 45 (1143)

61,840 (275.1)

—

15,460 (68.8)

19,025 (84.6)

41,000 (182.4)

27,880 (124.0)

78,748 (350.3)

4,738 (21.1)

19,685 (87.6)

23,490 (104.5)

50,620 (225.2)

34,420 (153.1)

1 1⁄8 (28.6)

1 1⁄4

10 1⁄8 (257)

15 1⁄4 (387)

1 1⁄4 (31.8)

1 3⁄8

11 1⁄4 (286)

16 7⁄8 (429)

1. Allowable load must the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Refer to allowable load-adjustment factors for spacing and edge distance on pages 84 and 85. 4. Refer to in-service temperature sensitivity chart below for allowable load adjustment for temperature.

Adhesive Anchors

Rod Dia. in. (mm)

Critical Edge Dist. in. (mm)

*

IBC

5. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire-exposure conditions. 6. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to fireexposure and elevated-temperature conditions.

In-Service Temperature Sensitivity

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Base Material Temperature °F 40 70 110 135 150

°C 4 21 43 57 66

Percent Allowable Load 100% 100% 100% 85% 69%

1. Refer to temperature-sensitivity chart for allowable bond strength reduction for temperature. See page 319 for more information. 2. Percent allowable load may be linearly interpolated for intermediate base material temperatures. 3. °C = (°F-32) / 1.8

* See page 12 for an explanation of the load table icons.

77

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Shear Loads for Threaded Rod Anchors in Normal-Weight Concrete

Adhesive Anchors

Rod Dia. in. (mm) 3⁄8 (9.5) 1⁄2 (12.7) 5⁄8 (15.9) 3⁄4 (19.1) 7⁄8 (22.2) 1 (25.4) 1 1⁄8 (28.6) 1 1⁄4 (31.8)

Drill Bit Dia. in.

1⁄2 5⁄8 3⁄4

Embed. Depth in. (mm)

Critical Edge Dist. in. (mm)

Critical Spacing Dist. in. (mm)

3 1⁄2 (89) 4 1⁄4 (108) 5 (127)

5 1⁄4 (133) 6 3⁄8 (162)

13 1⁄2 (343)

5 1⁄4 (133) 6 3⁄8 (162) 7 1⁄2 (191) 10 1⁄8 (257) 11 5⁄8 (295) 13 1⁄2 (343)

15 1⁄4 (387) 16 7⁄8 (429)

15 1⁄4 (387) 16 7⁄8 (429)

6 3⁄4 (171)

7⁄8 1 1 1⁄8 1 1⁄4 1 3⁄8

7 3⁄4 (197) 9 (229) 10 1⁄8 (257) 11 1⁄4 (286)

7 1⁄2 (191) 10 1⁄8 (257) 11 5⁄8 (295)

Shear Load Based on Concrete Edge Distance f'c ≥ 2,000 psi (13.8 MPa) Concrete Ultimate Std. Dev. Allowable lb. (kN) lb. (kN) lb. (kN) 7,615 591 1,905 (33.9) (2.6) (8.5) 11,273 1,502 2,820 (50.1) (6.7) (12.5) 19,559 1,289 4,890 (87.0) (5.7) (21.8) 27,696 2,263 6,925 (123.2) (10.1) (30.8) —

—

53,960 (240.0)

3,821 (17.0)

59,280 (263.7) 64,572 (287.2)

*

IBC

— 3,503 (15.6)

Shear Load Based on Steel Strength F1554 Grade 36 Allowable lb. (kN) 1,085 (4.8) 1,930 (8.6) 3,025 (13.5) 4,360 (19.4)

A193 GR B7 Allowable lb. (kN) 2,340 (10.4) 4,160 (18.5) 6,520 (29.0) 9,390 (41.8)

F593 304SS Allowable lb. (kN) 1,870 (8.3) 3,330 (14.8) 5,220 (23.2) 6,385 (28.4)

6,925 (30.8) 13,490 (60.0)

5,925 (26.4) 7,740 (34.4)

12,770 (56.8) 16,680 (74.2)

8,685 (38.6) 11,345 (50.5)

14,820 (65.9) 16,145 (71.8)

9,800 (43.6) 12,100 (53.8)

21,125 (94.0) 26,075 (116.0)

14,365 (63.9) 17,730 (78.9)

1. Allowable load must be the lesser of the load based on concrete edge distance or steel strength. 2. The allowable loads based on concrete edge distance are based on a safety factor of 4.0. 3. Refer to allowable load-adjustment factors for spacing and edge distance on pages 84 and 85. 4. Refer to in-service temperature sensitivity chart on page 77 for allowable load adjustment for temperature. 5. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire-exposure conditions.

Min. Stemwall Edge Rod Dia. Drill Bit Embed. Depth Width in. Dia. Dist. in. in. (mm) in. in. (mm) (mm) (mm) 5⁄8 (15.9) 5⁄8 (15.9) 7⁄8 (22.2) 7⁄8 (22.2)

3⁄4 3⁄4

9 1⁄2 (241.3) 12 (304.8)

1

12 1⁄2 (317.5)

1

15 1⁄2 (393.7)

6 (152.4) 6 (152.4) 8 (203.2) 8 (203.2)

Min. End Dist. in. (mm)

5 1 3⁄4 (44.5) (127.0) 5 1 3⁄4 (44.5) (127.0) 5 1 3⁄4 (44.5) (127.0) 5 1 3⁄4 (44.5) (127.0)

*

IBC

Tension Load Based on Bond Strength

Tension Load Based on Steel Strength

f'c ≥ 2,000 psi (13.8 MPa) Concrete Ultimate Std. Dev. Allowable lb. (kN) lb. (kN) lb. (kN) 10,720 1,559 2,680 (47.7) (6.9) (11.9) 16,150 260 4,040 (71.8) (1.2) (18.0) 17,000 303 4,250 (75.6) (1.3) (18.9) 23,340 762 5,835 (103.8) (3.4) (26.0)

F1554 Grade 36 Allowable lb. (kN) 5,875 (26.1) 5,875 (26.1) 11,500 (51.2) 11,500 (51.2)

1. Allowable load must be the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Refer to in-service temperature sensitivity chart on page 77 for allowable load adjustment for temperature. 4. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire-exposure conditions.

* See page 12 for an explanation of the load table icons.

78

Edge 13⁄4"

W= 6" or 8"

d En 5"

Edge and end distances for threaded rod in concrete foundation stemwall corner installation

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete Stemwall

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete

Drill Bit Dia. in.

Embed. Depth in. (mm)

Critical Edge Dist. in. (mm)

Critical Spacing Dist. in. (mm)

#4 (12.7)

5⁄8

4 1⁄4 (108) 6 (152)

6 3⁄8 (162) 9 (229)

#5 (15.9)

3⁄4

5 (127)

#6 (19.1)

7⁄8

7 1⁄2 (191) 14 1⁄8 (359) 10 1⁄8 (257) 16 7⁄8 (429)

17 (432) 24 (610) 20 (508)

#7 (22.2)

1

#8 (25.4)

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

#9 (28.6)

#10 (31.8)

#11 (34.9)

#14 (44.5)

1 1⁄8

9 3⁄8 (238) 6 3⁄4 (171) 11 1⁄4 (286) 7 3⁄4 (197) 13 1⁄8 (333) 9 (229) 12 (305) 15 (381)

1 1⁄4

9 (229) 13 (330)

1 1⁄2

16 7⁄8 (429) 11 1⁄4 (286) 15 (381)

1 5⁄8

2

11 5⁄8 (295) 19 3⁄4 (502) 13 1⁄2 (343) 18 (457) 22 1⁄2 (572) 13 1⁄2 (343)

18 3⁄4 (476) 12 3⁄8 (314) 16 1⁄2 (419) 20 5⁄8 (524)

19 1⁄2 (495) 25 3⁄8 (645) 16 7⁄8 (429) 22 1⁄2 (572) 28 1⁄8 (714) 18 5⁄8 (473) 24 3⁄4 (629) 31 (787)

15 3⁄4 (400)

23 5⁄8 (600)

f'c ≥ 2,000 psi (13.8 MPa) Concrete Ultimate Std. Dev. Allowable lb. (kN) lb. (kN) lb. (kN) 17,596 533 4,400 (78.3) (2.4) (19.6) —

—

—

25,427 (113.1)

1,899 (8.4)

6,355 (28.3)

f'c ≥ 4,000 psi (27.6 MPa) Concrete Ultimate Std. Dev. Allowable lb. (kN) lb. (kN) lb. (kN) 4,400 — — (19.6) 20,250 263 5,060 (90.1) (1.2) (22.5) 6,355 — — (28.3)

—

29,510 (131.3)

2,270 (10.1)

10,455 (46.5)

—

—

—

—

44,210 (196.7)

1,227 (5.5)

7,375 (32.8) 10,455 (46.5) 11,050 (49.2)

2,995 (13.3)

12,560 (55.9)

—

—

12,560 (55.9)

3,444 (15.3)

37 1⁄2 (953) 27 (686) 45 (1,143)

—

—

41,812 (186.0)

595 (2.6)

—

31 (787)

50,241 (223.5) —

—

—

59,325 (263.9)

60,145 (267.5)

5,493 (24.4)

15,035 (66.9)

—

—

—

—

—

—

—

—

—

—

85,970 (382.4)

17,965 (79.9)

—

—

15,035 (66.9)

—

—

—

—

—

—

—

—

—

—

110,370 (491.0)

4,768 (21.2)

70,685 (314.4)

1,112 (4.9)

17,670 (78.6)

—

—

—

—

—

—

—

—

—

—

120,976 (538.1)

6,706 (29.8)

49 1⁄2 (1,257) 66 (1,676)

78,422 (348.8)

4,603 (20.5)

19,605 (87.2)

—

—

—

—

—

—

—

82 1⁄2 (2,096) 63 (1,600)

—

—

—

150,415 (669.1)

8,287 (36.9)

91,518 (407.1)

3,797 (16.9)

22,880 (101.8)

—

—

52 1⁄2 (1,334) 36 (914) 48 (1,219) 60 (1,524) 36 (914) 52 (1,321) 67 1⁄2 (1,715) 45 (1,143) 60 (1,524) 75 (1,905)

Tension Load Based on Steel Strength

Tension Load Based on Bond Strength

14,830 (66.0) 15,035 (66.9) 18,260 (81.2) 21,490 (95.6) 15,035 (66.9) 21,310 (94.8) 27,590 (122.7) 17,670 (78.6) 23,960 (106.6) 30,245 (134.5) 19,605 (87.2) 28,605 (127.2) 37,605 (167.3) 22,880 (101.8)

ASTM A615 Grade 60 Rebar Allowable lb. (kN) 4,800 (21.4)

7,440 (33.1)

10,560 (47.0)

14,400 (64.1)

Adhesive Anchors

Rebar Size No. (mm)

*

IBC

ET-HP® Allowable Tension Loads for Rebar Dowels in Normal-Weight Concrete

18,960 (84.3)

24,000 (106.8)

30,480 (135.6)

37,440 (166.5)

54,000 (240.2)

1. Allowable load must be the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Refer to allowable load-adjustment factors for spacing and edge distance on pages 84 and 85. 4. Refer to in-service temperature sensitivity chart on page 77 for allowable load adjustment for temperature. 5. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire-exposure conditions. 6. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to fire-exposure and elevated-temperature conditions.

* See page 12 for an explanation of the load table icons.

79

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Shear Loads for Rebar Dowels in Normal-Weight Concrete

Adhesive Anchors

Rebar Size No. (mm) #4 (12.7) #5 (15.9) #6 (19.1) #7 (22.2) #8 (25.4) #9 (28.7) #10 (32.3) #11 (35.8) #14 (43.0)

Drill Bit Dia. in.

5⁄8 3⁄4 7⁄8 1 1 1⁄8 1 1⁄4 1 1⁄2 1 5⁄8 2

Embed. Depth in. (mm)

Critical Edge Dist. in. (mm)

Critical Spacing Dist. in. (mm)

4 1⁄4 (108) 5 (127)

8 (203) 10 (254) 12 (305) 14 (356) 16 (406) 18 (457) 20 (508) 22 (559) 22 (559)

6 3⁄8 (162) 7 1⁄2 (191) 10 1⁄8 (257) 11 5⁄8 (295) 13 1⁄2 (343) 15 1⁄4 (387) 16 7⁄8 (429) 18 5⁄8 (473) 18 5⁄8 (473)

6 3⁄4 (171) 7 3⁄4 (197) 9 (229) 10 1⁄8 (257) 11 1⁄4 (286) 12 3⁄8 (314) 12 3⁄8 (314)

*

IBC

Shear Load Based on Concrete Edge Distance

Shear Load Based on Steel Strength

f'c ≥ 2,500 psi (17.2 MPa) Concrete Ultimate Std. Dev. Allowable lb. (kN) lb. (kN) lb. (kN) 13,564 971 3,390 (60.3) (4.3) (15.1) 20,914 3,034 5,230 (93.0) (13.5) (23.3) 30,148 1,322 7,535 (134.1) (5.9) (33.5) 39,838 1,854 9,960 (177.2) (8.2) (44.3) 53,090 3,562 13,270 (236.2) (15.8) (59.0) 63,818 3,671 15,955 (148.7) (16.3) (71.0) 82,782 2,245 20,695 (368.2) (10.0) (92.1) 96,056 3,671 24,015 (427.3) (16.3) (106.8) 24,015 — — (106.8)

ASTM A615 Grade 60 Rebar Allowable lb. (kN) 3,060 (13.6) 4,740 (21.1) 6,730 (29.9) 9,180 (40.8) 12,085 (53.8) 15,300 (68.1) 19,430 (86.4) 23,865 (106.2) 34,425 (153.1)

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

1. Allowable load must be the lesser of the load based on concrete edge distance or steel strength. 2. The allowable loads based on concrete edge distance are based on a safety factor of 4.0. 3. Refer to allowable load-adjustment factors for spacing and edge distance on pages 84 and 85. 4. Refer to in-service temperature sensitivity chart on page 77 for allowable load adjustment for temperature. 5. Anchors are permitted to be used within fire-resistive construction, provided the anchors resist wind or seismic loads only. For use in fire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire-exposure conditions.

* See page 12 for an explanation of the load table icons.

80

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Masonry *

ET-HP® Allowable Tension and Shear Loads for Threaded Rod and Rebar IBC in the Face of Fully Grouted CMU Wall Construction1, 3, 4, 5, 6, 8, 9, 10, 11, 12 Diameter (in.) or Rebar Size No.

Drill Bit Diameter (in.)

Allowable Load Based on Bond Strength7 (lb.)

Minimum Embedment2 (in.)

Tension Load

Shear Load

3/8 1/2 5/8 3/4

3 3/8 4 1/2 5 5/8 6 1/2

1/2 5/8 3/4 7/8

1,425 1,425 1,560 1,560

845 1,470 1,835 2,050

1,275 1,435 1,550

1,335 1,355 1,355

Rebar Installed in the Face of CMU Wall #3 #4 #5

3 3/8 4 1/2 5 5/8

1/2 5/8 3/4

1. Allowable load shall be the lesser of the bond values shown in this table and steel values, shown on page 83. 2. Embedment depth shall be measured from the outside face of masonry wall. 3. Critical and minimum edge distance and spacing shall comply with the information on page 82. Figure 2 on page 82 illustrates critical and minimum edge and end distances. 4. Minimum allowable nominal width of CMU wall shall be 8 inches. The minimum allowable member thickness shall be no less than 1 1/2 times the actual anchor embedment. 5. No more than one anchor shall be permitted per masonry cell. 6. Anchors shall be permitted to be installed at any location in the face of the fully grouted masonry wall construction (cell, web, bed joint), except anchors shall not be installed within 1 1/2 inches of the head joint, as show in Figure 2 on page 82. 7. Tabulated allowable load values are for anchors installed in fully grouted masonry walls. 8. Tabulated allowable loads are based on a safety factor of 5.0. 9. Tabulated allowable load values shall be adjusted for increased base material temperatures in accordance with Figure 1 below, as applicable. 10. Threaded rod and rebar installed in fully grouted masonry walls with ET-HP® are permitted to resist dead, live, seismic and wind loads. 11. Threaded rod shall meet or exceed the tensile strength of ASTM F1554, Grade 36 steel, which is 58,000 psi. 12. For installations exposed to severe, moderate or negligible exterior weathering conditions, as defined in Figure 1 of ASTM C62, allowable tension loads shall be multiplied by 0.80.

100% @50°F

110 Percent of Allowable Load Values (%)

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

120

Adhesive Anchors

Threaded Rod Installed in the Face of CMU Wall

100% @70°F

100

84% @110°F

90

71% @135°F

80 70

53% @150°F

60 50 40 30 20 10 0

40

60

80

100

120

140

160

Base Material Temperature (˚F ) Figure 1. Load capacity based on in-service temperature for ET-HP® epoxy adhesive in the face of fully grouted CMU wall construction

* See page 12 for an explanation of the load table icons.

81

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Masonry *

ET-HP® Edge Distance and Spacing Requirements and Allowable Load Reduction IBC Factors — Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction2,7 Edge or End Distance1,8

Adhesive Anchors

Critical (Full Anchor Capacity)3

Minimum (Reduced Anchor Capacity)4

Rod Dia. Minimum Critical Edge Allowable Minimum (in.) or End Load Edge or Embed. or Distance, Reduction End Distance, Depth Rebar Size Ccr (in.) Factor Cmin (in.) (in.) No. Load Direction Tension or Tension or Shear Shear

Spacing2,9

Critical Spacing, Scr (in.)

Allowable Load Reduction Factor Load Direction

Tension or Shear

Tension

Critical (Full Anchor Capacity)5 Allowable Load Reduction Factor

Minimum (Reduced Anchor Capacity)6 Minimum Spacing, Smin (in.)

Load Direction Shear10

Perp.

Parallel

Allowable Load Reduction Factor Load Direction

Tension or Tension or Tension or Shear Shear Shear

Tension

Shear

3/8

3 3/8

12

1.00

4

0.76

1.00

1.00

8

1.00

4

0.47

0.94

1/2

4 1/2

12

1.00

4

1.00

0.92

0.9

8

1.00

4

0.60

0.96

5 5/8

12

1.00

4

1.00

0.55

0.86

8

1.00

4

0.72

0.98

5/8 3/4

6 1/2

12

1.00

4

1.00

0.55

0.86

8

1.00

4

0.85

1.00

#3

3 3/8

12

1.00

4

0.96

0.86

1.00

8

1.00

4

0.37

0.92

#4

4 1/2

12

1.00

4

1.00

0.71

1.00

8

1.00

4

0.69

0.96

#5

5 5/8

12

1.00

4

1.00

0.71

1.00

8

1.00

4

1.00

1.00

4" minimum edge distance

Critical edge distance (see load table)

Installation in this area for reduced allowable load capacity

Shear Load A1 Shear Load B2

Critical end distance (see load table) No installation within 1½" of head joint

Installations in this area for full allowable load capacity

Figure 2. Allowable anchor placement in grouted CMU face shell

* See page 12 for an explanation of the load table icons.

82

Figure 3. Anchor placement in grouted CMU mortar “T” joint 1. Direction of Shear Load A is parallel to edge of wall and perpendicular to end of wall. 2. Direction of Shear Load B is parallel to end of wall and perpendicular to edge of wall.

End of Wall

4" minimum end distance

Edge of Wall

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

1. Edge distance (Ccr or Cmin) is the distance measured from anchor centerline to edge or end of CMU masonry wall. Refer to Figure 2 below for an illustration showing critical and minimum edge and end distances. 2. Anchor spacing (Scr or Smin) is the distance measured from centerline to centerline of two anchors. 3. Critical edge distance, Ccr, is the least edge distance at which tabulated allowable load of an anchor is achieved where a load reduction factor equals 1.0 (no load reduction). 4. Minimum edge distance, Cmin, is the least edge distance where an anchor has an allowable load capacity which shall be determined by multiplying the allowable loads assigned to anchors installed at critical edge distance, Ccr, by the load reduction factors shown above. 5. Critical spacing, Scr, is the least anchor spacing at which tabulated allowable load of an anchor is achieved such that anchor performance is not influenced by adjacent anchors. 6. Minimum spacing, Smin, is the least spacing where an anchors has an allowable load capacity, which shall be determined by multiplying the allowable loads assigned to anchors installed at critical spacing distance, Scr, by the load reduction factors shown above. 7. Reduction factors are cumulative. Multiple reduction factors for more than one spacing or edge or end distance shall be calculated separately and multiplied. 8. Load reduction factor for anchors loaded in tension or shear with edge distances between critical and minimum shall be obtained by linear interpolation. 9. Load reduction factor for anchors loaded in tension with spacing between critical and minimum shall be obtained by linear interpolation. 10. Perpendicular shear loads act towards the edge or end. Parallel shear loads act parallel to the edge or end (see Figure 3 below). Perpendicular and parallel shear load reduction factors are cumulative when the anchor is located between the critical minimum edge and end distance.

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Masonry *

IBC

Shear Load Based on Steel Strength3 (lb.) Tension Load Based on Steel Strength2 (lb.) Threaded Tensile Stainless Steel Stainless Steel Rod Stress ASTM ASTMA ASTM A193 ASTM A193 ASTM ASTM A193 Diameter Area ASTM F1554 F1554 193 Grade 364 Grade B76 ASTM A193 B8 Grade 364 Grade B76 A193 Grades B8 (in.) (in.2) Grade B65 Grades 7 5 and B8M Grade B6 and B8M7 0.078 1,495 3,220 2,830 1,930 770 1,660 1,460 995 3/8 0.142 2,720 5,860 5,155 3,515 1,400 3,020 2,655 1,810 1/2 0.226 4,325 9,325 8,205 5,595 2,230 4,805 4,225 2,880 5/8 0.334 6,395 13,780 12,125 8,265 3,295 7,100 6,245 4,260 3/4 5. Minimum specified tensile strength (Fu = 110,000 psi) of 1. Allowable load shall be the lesser of bond values given on page 81 and steel values in the table above. ASTM A193, Grade B6 used to calculate allowable steel strength. 2. Allowable Tension Steel Strength is based on the following equation: Fv = 0.33 x Fu x Tensile Stress Area. 6. Minimum specified tensile strength (Fu = 125,000 psi) of ASTM A193, Grade B7 used to calculate allowable steel 3. Allowable Shear Steel Strength is based on the following strength. equation: Fv = 0.17 x Fu x Tensile Stress Area. 4. Minimum specified tensile strength (Fu = 58,000 psi) of ASTM 7. Minimum specified tensile strength (Fu = 75,000 psi) of ASTM A193, Grades B8 and B8M used to calculate allowable steel F1554, Grade 36 used to calculate allowable steel strength. strength.

ET-HP® Allowable Tension and Shear Loads — Deformed Reinforcing Bar Based on Steel Strength1 Rebar Size

Tensile Stress Area (in.2)

#3 #4 #5

0.11 0.20 0.31

Tension Load (lb.) Based on Steel Strength ASTM A615 ASTM A615 Grade 603 Grade 402 2,200 2,640 4,000 4,800 6,200 7,400

1. Allowable load shall be the lesser of bond values given on page 81 and steel values in the table above. 2. Allowable Tension Steel Strength is based on AC58 Section 3.3.3 (20,000 psi x tensile stress area) for Grade 40 rebar. 3. Allowable Tension Steel Strength is based on AC58

IBC

SCREEN TUBE

*

Configuration A (Shear)

Shear Load (lb.) Based on Steel Strength ASTM A615 ASTM A615 Grade 404,5 Grade 604,6 1,310 1,685 2,380 3,060 3,690 4,745

SCREEN TUBE

Section 3.3.3 (24,000 psi x tensile stress area) for Grade 60 rebar. 4. Allowable Shear Steel Strength is based on AC58 Section 3.3.3 (Fv = 0.17 x Fu x Tensile Stress Area). 5. Fu = 70,000 psi for Grade 40 rebar. 6. Fu = 90,000 psi for Grade 60 rebar.

ET-HP Allowable Tension and Shear Loads for Installations in Unreinforced Brick Masonry Walls — Minimum URM Wall Thickness is 13" (3 wythes thick)

22.5º 1" MAX.

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Rod Dia. in. (mm)

3⁄4 (19.1) 3⁄4 (19.1) 5⁄8 (15.9)

Drill Bit Dia. in.

Min. Horiz. Spacing Dist. in. (mm)

*

IBC

Tension Load Based on URM Strength

Shear Load Based on URM Strength

Minimum Net Mortar Strength = 50 psi

Minimum Net Mortar Strength = 50 psi

Allowable lb. (kN) Allowable lb. (kN) Configuration A (Simpson Strong-Tie® ETS or ETSP Screen Tube Required) 8 24 18 18 1,000 1 — (203) (610) (457) (457) (4.4) ® Configuration B (Simpson Strong-Tie ETS or ETSP Screen Tube Required) 13 16 18 24 1,200 1,000 1 (330) (406) (457) (610) (5.3) (4.4) Configuration C (Simpson Strong-Tie® ETS Screen Tube and AST Steel Sleeve Required) 24 18 18 1,200 750 1 ** (610) (457) (457) (5.3) (3.3)

1. Threaded rods must comply with ASTM F1554 Grade 36 minimum. 2. All holes are drilled with a 1"-diameter carbide-tipped drill bit with the drill set in the rotation-only mode. 3. The unreinforced brick walls must have a minimum thickness of 13 inches (three wythes of brick). 4. The allowable load is applicable only where in-place shear tests indicate minimum net mortar strength of 50 psi. 5. The allowable load for Configuration B and C anchors subjected to a combined tension and shear load is determined by assuming a straight-line relationship between allowable tension and shear. 6. The anchors installed in unreinforced brick walls are limited to resisting seismic or wind forces only. 7. Configuration A has a straight threaded rod or rebar embedded 8 inches into the wall with a 31⁄32"-diameter by 8-inch-long screen tube (part # ETS758 or ETS758P). This configuration is designed to resist shear loads only.

* See page 12 for an explanation of the load table icons.

3⁄4" DIA. BENT THREADED ROD

Configuration B (Tension & Shear)

®

Min. Min. Embed. Edge/End Vertical Depth Spacing Dist. in. Dist. in. (mm) in. (mm) (mm)

Adhesive Anchors

ET-HP® Allowable Tension and Shear Loads — Threaded Rod Based on Steel Strength1

8. Configuration B has a 3⁄4" threaded rod bent and installed at a 22.5-degree angle and installed 13 inches into the wall, to within 1-inch (maximum) of the exterior wall surface. This configuration is designed to resist tension and shear loads. The pre-bent threaded rod is installed with a 31⁄32" diameter by 13-inch-long screen tube (part # ETS7513 or ETS7513P). 9. Configuration C is designed to resist tension and shear forces. It consists of a 5⁄8"-diameter, ASTM F1554 Grade 36 threaded rod and an 8"-long sleeve (part # AST800) and a 31⁄32"-diameter by 8-inch-long screen tube (part # ETS758). The steel sleeve has a plastic plug in one end. A 6" by 6" by 3⁄8" thick ASTM A 36 steel plate is located on the back face of the wall. 10. Special inspection requirements are determined by local jurisdiction and must be confirmed by the local building official. 11. Refer to in-service temperature sensitivity chart for allowable load adjustment for temperature.

6"x6"x3⁄8" STEEL PLATE

STEEL SCREEN TUBE STEEL SLEEVE ⁄ " DIA. ROD

58

HEX NUT

Configuration C (Tension & Shear)

Installation Instructions for Configuration C 1. Drill hole perpendicular to the wall to a depth of 8" with a 1"-diameter carbide-tipped drill bit (rotation-only mode). 2. Clean hole with oil-free compressed air and a nylon brush. 3. Fill 8" steel screen tube with mixed adhesive and insert into hole. 4. Insert steel sleeve slowly into screen tube (adhesive will displace). 5. Allow adhesive to cure (see cure schedule). 6. Drill through plastic plug in (inside) end of steel sleeve with 5⁄8" bit. Drill completely through the wall with 5⁄8" carbide-tipped concrete drill bit (rotation-only mode). 7. Insert 5⁄8" rod through hole and attach metal plate and nut.

83

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Load-Adjustment Factors in Normal-Weight Concrete: Edge Distance, Tension and Shear Loads How to use these charts

Adhesive Anchors

1. The following tables are for reduced edge distance. 2. Locate the anchor size to be used for either a tension and/or shear load application. 3. Locate the embedment (E) at which the anchor is to be installed. 4. Locate the edge distance (cact) at which the anchor is to be installed.

Edge Distance Tension (fc ) Dia. 3⁄8 Edge Rebar E 3 1⁄2 Dist. cact ccr 5 1⁄4 (in.) cmin 1 3⁄4 fcmin 0.50 0.50 1 3⁄4 0.64 2 3⁄4 3 0.68 4 0.82 5 0.96 6 1.00 7 8 9 10 12 14 16 18 20 22 24 26 28 30 32

1⁄2

5⁄8 #4

4 1⁄4 6 3⁄8 1 3⁄4 0.50 0.50 0.61 0.64 0.74 0.85 0.96 1.00

3⁄4 #5

6 9 1 3⁄4 0.59 0.59 0.65 0.66 0.72 0.77 0.83 0.89 0.94 1.00

5 7 1⁄2 1 3⁄4 0.50 0.50 0.59 0.61 0.70 0.78 0.87 0.96 1.00

9 3⁄8 14 1⁄8 1 3⁄4 0.64 0.64 0.67 0.68 0.71 0.73 0.76 0.79 0.82 0.85 0.88 0.94 1.00

#6 6 3⁄4 11 1⁄4 10 1⁄8 16 7⁄8 1 3⁄4 1 3⁄4 0.50 0.57 0.50 0.57 0.56 0.60 0.57 0.61 0.63 0.63 0.69 0.66 0.75 0.69 0.81 0.72 0.87 0.75 0.93 0.78 0.99 0.80 1.00 0.86 0.92 0.98 1.00

7⁄8 #7 7 3⁄4 13 1⁄8 11 5⁄8 19 3⁄4 1 3⁄4 1 3⁄4 0.50 0.52 0.50 0.52 0.55 0.55 0.56 0.55 0.61 0.58 0.66 0.61 0.72 0.63 0.77 0.66 0.82 0.69 0.87 0.71 0.92 0.74 1.00 0.79 0.85 0.90 0.95 1.00

5. The load-adjustment factor (fc) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load-adjustment factor. 7. Reduction factors for multiple edges are multiplied together. 8. Adjustment factors do not apply to allowable steel strength values. 9. Adjustment factors are to be applied to allowable tension load based on bond strength values or allowable Shear Load Based on Concrete Edge Distance values only.

1 #8

#9 9 15 9 16 7⁄8 13 1⁄2 22 1⁄2 13 1⁄2 25 3⁄8 1 3⁄4 1 3⁄4 2 3⁄4 2 3⁄4 0.50 0.47 0.50 0.47 0.50 0.47 0.54 0.50 0.50 0.47 0.55 0.50 0.51 0.48 0.60 0.53 0.56 0.50 0.64 0.55 0.60 0.52 0.68 0.58 0.65 0.55 0.72 0.60 0.70 0.57 0.77 0.63 0.74 0.59 0.81 0.66 0.79 0.62 0.85 0.68 0.84 0.64 0.94 0.73 0.93 0.69 1.00 0.78 1.00 0.73 0.83 0.78 0.89 0.83 0.94 0.87 0.99 0.92 1.00 0.97 1.00

1 1⁄8 10 1⁄8 15 1⁄4 2 3⁄4 0.58 0.58 0.59 0.62 0.66 0.69 0.72 0.76 0.79 0.82 0.89 0.96 1.00

1 1⁄4 #10 11 1⁄4 18 3⁄4 16 7⁄8 28 1⁄8 2 3⁄4 2 3⁄4 0.58 0.51 0.58 0.59 0.62 0.65 0.68 0.71 0.74 0.77 0.80 0.86 0.91 0.97 1.00

0.51 0.51 0.53 0.55 0.57 0.59 0.61 0.63 0.65 0.69 0.73 0.77 0.80 0.84 0.88 0.92 0.96 1.00

#11 12 3⁄8 20 5⁄8 18 5⁄8 31 2 3⁄4 2 3⁄4 0.58 0.51

#14 15 3⁄4 23 5⁄8 2 3⁄4 0.58

0.58 0.59 0.61 0.64 0.67 0.69 0.72 0.75 0.77 0.82 0.88 0.93 0.98 1.00

0.58 0.59 0.61 0.63 0.65 0.67 0.69 0.71 0.73 0.77 0.81 0.85 0.89 0.93 0.97 1.00

0.51 0.51 0.53 0.55 0.57 0.58 0.60 0.62 0.64 0.67 0.71 0.74 0.77 0.81 0.84 0.88 0.91 0.95 0.98 1.00

IBC

*

IBC

*

Edge Distance Shear (fc ) Dia. Edge Rebar E Dist. cact ccr (in.) cmin fcmin 1 3⁄4 2 3⁄4 3 4 5 6 7 8 9 10 11 12 13 14 15 16 18 20 22

3⁄8 3 1⁄2 5 1⁄4 1 3⁄4 0.29 0.29 0.49 0.54 0.75 0.95 1.00

1⁄2 4 1⁄4 6 3⁄8 1 3⁄4 0.20 0.20 0.37 0.42 0.59 0.76 0.94 1.00

5⁄8 #4 4 1⁄4 8 1 3⁄4 0.16 0.16 0.29 0.33 0.46 0.60 0.73 0.87 1.00

5 7 1⁄2 1 3⁄4 0.13 0.13 0.28 0.32 0.47 0.62 0.77 0.92 1.00

1 3⁄4 7⁄8 1 1⁄8 1 1⁄4 #5 #6 #7 #8 #9 5 9 9 6 3⁄4 6 3⁄4 7 3⁄4 7 3⁄4 10 1⁄8 10 1⁄8 11 1⁄4 10 10 1⁄8 12 11 5⁄8 14 13 1⁄2 16 18 15 1⁄4 16 7⁄8 1 3⁄4 1 3⁄4 1 3⁄4 1 3⁄4 1 3⁄4 1 3⁄4 1 3⁄4 2 3⁄4 2 3⁄4 2 3⁄4 0.10 0.13 0.10 0.13 0.09 0.08 0.08 0.08 0.14 0.14 0.10 0.13 0.10 0.13 0.09 0.08 0.08 0.21 0.23 0.19 0.22 0.16 0.16 0.14 0.08 0.14 0.14 0.24 0.26 0.21 0.24 0.18 0.18 0.16 0.10 0.16 0.16 0.35 0.36 0.30 0.33 0.26 0.26 0.23 0.16 0.23 0.22 0.45 0.47 0.39 0.42 0.33 0.33 0.29 0.22 0.29 0.28 0.56 0.57 0.47 0.50 0.41 0.41 0.35 0.28 0.36 0.34 0.67 0.68 0.56 0.59 0.48 0.49 0.42 0.34 0.43 0.40 0.78 0.78 0.65 0.68 0.55 0.57 0.48 0.40 0.50 0.46 0.89 0.88 0.74 0.77 0.63 0.65 0.55 0.46 0.57 0.52 1.00 0.99 0.82 0.86 0.70 0.73 0.61 0.52 0.64 0.58 1.00 0.91 0.94 0.78 0.80 0.68 0.58 0.71 0.64 1.00 1.00 0.85 0.88 0.74 0.64 0.78 0.70 0.93 0.96 0.81 0.70 0.85 0.76 1.00 1.00 0.87 0.76 0.91 0.82 0.94 0.82 0.98 0.89 1.00 0.88 1.00 0.95 1.00 1.00

1. E = Embedment depth (inches). 2. cact = actual edge distance at which anchor is installed (inches). 3. ccr = critical edge distance for 100% load (inches). 4. cmin = minimum edge distance for reduced load (inches).

* See page 12 for an explanation of the load table icons.

84

#10 #11 #14 11 1⁄4 12 3⁄8 12 3⁄8 20 22 22 2 3⁄4 2 3⁄4 2 3⁄4 0.14 0.14 0.14 0.14 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.90 1.00

0.14 0.15 0.20 0.24 0.29 0.33 0.37 0.42 0.46 0.51 0.55 0.60 0.64 0.69 0.73 0.82 0.91 1.00

0.14 0.15 0.20 0.24 0.29 0.33 0.37 0.42 0.46 0.51 0.55 0.60 0.64 0.69 0.73 0.82 0.91 1.00

5. fc = adjustment factor for allowable load at actual edge distance. 6. fccr = adjustment factor for allowable load at critical edge distance. fccr is always = 1.00. 7. fcmin = adjustment factor for allowable load at minimum edge distance. 8. fc = fcmin + [(1 – fcmin) (cact – cmin) / (ccr – cmin)].

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

See notes below.

Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry

ET-HP® Design Information — Concrete ET-HP® Allowable Load-Adjustment Factors in Normal-Weight Concrete: Spacing, Tension and Shear Loads 1. The following tables are for reduced spacing. 7. Reduction factors for multiple spacings are multiplied together. 2. Locate the anchor size to be used for either a tension and/or shear 8. Adjustment factors do not apply to allowable steel strength values. load application. 9. Adjustment factors are to be applied to allowable Tension Load 3. Locate the embedment (E) at which the anchor is to be installed. Based on Bond Strength values or allowable Shear Load Based on Concrete Edge Distance values only. 4. Locate the spacing (sact) at which the anchor is to be installed. 5. The load-adjustment factor (fs) is the intersection of the row and column. 6. Multiply the allowable load by the applicable load-adjustment factor.

C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.

Dia. 3⁄8 Rebar E 3 1⁄2 sact (in.) scr 14 smin 1 3⁄4 fsmin 0.89 0.89 1 3⁄4 2 0.89 4 0.91 6 0.93 8 0.95 10 0.96 12 0.98 14 1.00 16 18 20 24 28 32 36 40 45 50 55 60 65 70 75 82 1⁄2

1 7⁄8 #6 #7 #8 #9 6 5 15 9 16 7⁄8 4 1⁄4 9 3⁄8 6 3⁄4 11 1⁄4 7 3⁄4 13 1⁄8 9 17 24 20 37 1⁄2 27 45 31 52 1⁄2 36 60 36 67 1⁄2 3 2 1⁄8 2 1⁄2 4 3⁄4 3 3⁄8 5 5⁄8 3 7⁄8 6 5⁄8 4 1⁄2 7 1⁄2 4 1⁄2 8 1⁄2 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 1⁄2

5⁄8

#4

0.90 0.92 0.93 0.95 0.96 0.98 0.99 1.00

*

IBC

Spacing Tension (fs) 3⁄4

1 1⁄8

#5

0.90 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 1.00

0.90 0.91 0.92 0.94 0.95 0.96 0.97 0.99 1.00

0.89 0.90 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.99 1.00

0.89 0.90 0.91 0.91 0.92 0.93 0.93 0.94 0.95 0.97 0.98 0.99 1.00

0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.95 0.96 0.97 0.99 1.00

0.89 0.90 0.91 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.99 1.00

0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00

0.90 0.90 0.91 0.92 0.92 0.93 0.94 0.94 0.96 0.97 0.99 1.00

0.89 0.90 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00

0.90 0.90 0.91 0.92 0.92 0.93 0.94 0.94 0.96 0.97 0.99 1.00

0.89 0.90 0.90 0.90 0.91 0.91 0.92 0.93 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00

10 1⁄8 40 1⁄2 5 1⁄8 0.89

0.89 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.95 0.96 0.97 0.99 1.00

1 1⁄4 #10 11 1⁄4 18 3⁄4 45 75 5 5⁄8 9 3⁄8 0.89 0.89

0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.95 0.96 0.97 0.99 1.00

0.89 0.89 0.90 0.90 0.90 0.91 0.91 0.92 0.93 0.93 0.94 0.95 0.96 0.97 0.97 0.98 0.99 1.00

#11 12 3⁄8 20 5⁄8 49 1⁄2 82 1⁄2 6 1⁄4 10 3⁄8 0.89 0.89

#14 15 3⁄4 63 7 7⁄8 0.89

0.89 0.90 0.90 0.91 0.91 0.92 0.92 0.94 0.95 0.96 0.97 0.98 0.99 1.00

0.89 0.89 0.90 0.90 0.91 0.91 0.91 0.92 0.93 0.94 0.95 0.95 0.96 0.97 0.98 0.99 1.00

0.89 0.90 0.90 0.90 0.90 0.91 0.92 0.92 0.93 0.94 0.94 0.95 0.96 0.97 0.97 0.98 0.99 1.00

Adhesive Anchors

How to use these charts

See Notes Below.

sact (in.)

1 3⁄4 2 3 4 5 6 7 8 9 10 12 14 16 18 20

Dia. Rebar E scr smin fsmin

3⁄8 3 1⁄2 5 1⁄4 1 3⁄4 0.83 0.83 0.84 0.89 0.94 0.99 1.00

*

IBC

Spacing Shear (fs) 1⁄2 #4 4 1⁄4 6 3⁄8 2 1⁄8 0.83

5⁄8 #5 5 7 1⁄2 2 1⁄2 0.83

0.87 0.91 0.95 0.99 1.00

0.85 0.88 0.92 0.95 0.98 1.00

1 3⁄4 7⁄8 1 1⁄8 1 1⁄4 #6 #7 #8 #9 #10 #11 #14 9 6 3⁄4 7 3⁄4 10 1⁄8 11 1⁄4 12 3⁄8 12 3⁄8 10 1⁄8 11 5⁄8 13 1⁄2 15 1⁄4 16 7⁄8 18 5⁄8 18 5⁄8 3 3⁄8 3 7⁄8 4 1⁄2 5 1⁄8 5 5⁄8 6 1⁄4 6 1⁄4 0.83 0.83 0.83 0.83 0.83 0.83 0.83

0.85 0.87 0.90 0.92 0.95 0.97 1.00

0.83 0.85 0.88 0.90 0.92 0.94 0.96 1.00

0.84 0.86 0.88 0.90 0.92 0.93 0.97 1.00

0.84 0.86 0.88 0.90 0.91 0.95 0.98 1.00

0.84 0.85 0.87 0.88 0.90 0.93 0.96 0.99 1.00

0.84 0.85 0.87 0.88 0.91 0.94 0.96 0.99 1.00

0.84 0.85 0.87 0.88 0.91 0.94 0.96 0.99 1.00

1. E = Embedment depth (inches). 2. Sact = actual spacing distance at which anchors are installed (inches). 3. Scr = critical spacing distance for 100% load (inches). 4. Smin = minimum spacing distance for reduced load (inches). 5. fs = adjustment factor for allowable load at actual spacing distance. 6. fscr = adjustment factor for allowable load at critical spacing distance. fscr is always = 1.00. 7. fsmin = adjustment factor for allowable load at minimum spacing distance. 8. fs = fsmin + [(1 – fsmin) (sact – smin) / (scr – smin)].

* See page 12 for an explanation of the load table icons.

85