Upload
others
View
4
Download
0
Embed Size (px)
Citation preview
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
62
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
ET-HP® Epoxy Adhesive
Installation and Application Instructions
(See also pages 124–127.)
• Surfaces to receive epoxy must be clean.
• Base material temperature must be 50°F or above at the time of
installation. For best results, material should be 70°–80°F at time
of application.
• To warm cold material, store cartridges in a warm, uniformly heated
area or storage container. Do not immerse cartridges in water to
facilitate warming.
• Mixed material in nozzle can harden in 30 minutes at temperatures of
70°F and above.
Design Example
See pages 324 and 328.
Suggested Specifications
See www.strongtie.com for more information.
Features
• Passed the demanding ICC-ES AC308 adverse-condition tests pertaining
to elevated temperatures and long-term sustained loads
• Code listed under the IBC/IRC for cracked and uncracked concrete
per ICC-ES ESR-3372
• Code listed under the IBC/IRC for masonry per IAPMO UES ER-241
• Suitable for use under static and seismic loading conditions in
cracked and uncracked concrete and masonry
• Cure times: 24 hours at 80°F, 72 hours at 50°F
• Easy hole-cleaning – no power-brushing required
• Suitable for use in dry or water-saturated concrete
• When properly mixed, adhesive will be a uniform gray color
• Available in 22 oz. and 56 oz. cartridges for application versatility
• Manufactured in the USA using global materials
Applications
• Threaded rod anchoring and rebar doweling into concrete and
unreinforced masonry
• Suitable for horizontal, vertical and overhead applications
• Multiple DOT listings – refer to www.strongtie.com/DOT for
current approvals
Codes: ICC-ES ESR-3372 (concrete); ICC-ES ESR-3638
(unreinforced masonry); IAPMO UES ER-241 (masonry); City of L.A.
RR25120 (unreinforced masonry); AASHTO M-235 and ASTM C881
(Type IV, Grade 3, Class C); multiple DOT listings; FL-17449.1;
FL-16230.2.
Chemical Resistance
See pages 320–321.
ET-HP® Adhesive
ET-HP® is a two-component, high-solids, epoxy-based system for use as a high-
strength, non-shrink anchor-grouting material. Resin and hardener are dispensed and
mixed simultaneously through the mixing nozzle. ET-HP® is formulated for anchoring
threaded rod and rebar into concrete (cracked/uncracked) and masonry.
CrackedConcrete CODE LISTED
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
63
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
ET-HP® Epoxy Adhesive
Property Test Method Result*
Consistency ASTM C881 Non-sag/thixotropic paste
Heat delection ASTM D648 133°F (56°C)
Glass transition temperature ASTM D648 168°F (76°C)
Bond strength (moist cure, 60°F) ASTM C8822,300 psi (2 days) 2,440 psi (14 days)
Water absorption ASTM D570 0.34% (24 hours)
Compressive yield strength
(cured 60°F)ASTM D695 16,300 psi (7 days)
Compressive modulus ASTM D695 595,500 psi (7 days)
Gel time ASTM C88110 minutes – 60 gram mass 30 minutes – thin ilm
Shore D Durometer ASTM D2240 87
Volatile Organic Compound (VOC) — 3 g/L
*Material and curing conditions: 73 ± 2°F unless otherwise noted.
Cure Schedule
Base Material Temperature Cure
Time°F °C
50 10 72 hrs.
60 16 24 hrs.
80 27 24 hrs.
100 38 24 hrs.
For water-saturated concrete, the cure times must be doubled.
ET-HP® Cartridge Systems
Model No.
Capacity ounces
Cartridge TypeCarton
QuantityDispensing Tools Mixing Nozzle
ET-HP22-N4 22 Side-by-side 10 EDT22SEDTA22CKT
EDTA22P
EMN22i
ET-HP22 22 Side-by-side 10 EMN22i
ET-HP56 56 Side-by-side 6 EDTA56P EMN22i or EMN50
1. Cartridge estimation guidelines are available at www.strongtie.com/apps.
2. Detailed information on dispensing tools, mixing nozzles and other adhesive accessories is available on pages 128 through 135, or at www.strongtie.com.
3. Use only Simpson Strong-Tie® mixing nozzles in accordance with Simpson Strong-Tie instructions. Modiication or improper use of mixing nozzle may impair ET-HP adhesive performance.
4. One EMN22i mixing nozzle and one nozzle extension are supplied with each cartridge.
Test Criteria
Anchors installed with ET-HP® adhesive have been tested in accordance with ICC-ES Acceptance
Criteria for Post-Installed Adhesive Anchors in Masonry Elements (AC58) and Adhesive Anchors in
Concrete Elements (AC308).
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
64
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Installation Information and Additional Data for Threaded Rod and Rebar in Normal-Weight Concrete1
Characteristic Symbol UnitsNominal Anchor Diameter (in.) / Rebar Size
8 / #3 2 / #4 8 / #5 4 / #6 8 / #7 1 / #8 1 4 / #10
Installation Information
Drill Bit Diameter dhole in. 2 8 4 8 1 1 8 1 8
Maximum Tightening Torque Tinst ft.-lb. 10 20 30 45 60 80 125
Permitted Embedment Depth RangeMinimum hef in. 2 8 2 4 3 8 3 2 3 4 4 5
Maximum hef in. 4 2 6 7 2 9 10 2 12 15
Minimum Concrete Thickness hmin in. hef+ 5do
Critical Edge Distance2 cac in. See foonote 2
Minimum Edge Distance cmin in. 1 4 2 4
Minimum Anchor Spacing smin in. 3 6
1. The information presented in this table is to be used in conjunction with the design criteria of ACI 318-11.
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)
*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
65
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Tension Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Characteristic Symbol UnitsNominal Anchor Diameter (in.)
8 2 8 4 7/5 1 1 4
Steel Strength in Tension
Threaded Rod
Minimum Tensile Stress Area Ase in.2 0.078 0.142 0.226 0.334 0.462 0.606 0.969
Tension Resistance of Steel — ASTM F1554, Grade 36
Nsa 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 — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M)
4,445 8,095 12,880 19,040 26,335 34,540 55,235
Strength Reduction Factor — Steel Failure φ — 0.756
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)12
Effectiveness Factor — Uncracked Concrete kuncr — 24
Effectiveness Factor — Cracked Concrete kcr — 17
Strength Reduction Factor — Breakout Failure φ — 0.658
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)12
Uncracked Concrete
2,3,4
Characteristic Bond Strength5,13 τk,uncr psi 390 380 370 360 350 335 315
Permitted Embedment Depth RangeMinimum
hef in.2 8 2 4 3 8 3 2 3 4 4 5
Maximum 4 2 6 7 2 9 10 2 12 15
Cracked Concrete
2,3,4
Characteristic Bond Strength5,9,10,11,12,13 τk,cr psi 160 200 160 205 190 165 140
Permitted Embedment Depth RangeMinimum
hef in.2 8 2 4 3 8 3 2 3 4 4 5
Maximum 4 2 6 7 2 9 10 2 12 15
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 signiicant 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 8" and 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 2", 8" and 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 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.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
66
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Tension Strength Design Data for Rebar in Normal-Weight Concrete1
Characteristic Symbol UnitsRebar Size
#3 #4 #5 #6 #7 #8 #10
Steel Strength in Tension
Rebar
Minimum Tensile Stress Area Ase in2 0.11 0.2 0.31 0.44 0.6 0.79 1.23
Tension Resistance of Steel — Rebar (ASTM A615 Grade 60) Nsa lb. 9,900 18,000 27,900 39,600 54,000 71,100 110,700
Strength Reduction Factor – Steel Failure φ — 0.656
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)
Effectiveness Factor — Uncracked Concrete kuncr — 24
Effectiveness Factor — Cracked Concrete kcr — 17
Strength Reduction Factor — Breakout Failure φ — 0.658
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi)
Uncracked Concrete 2,3,4
Characteristic Bond Strength5,9 τk,uncr psi 370 360 350 335 325 315 295
Permitted Embedment Depth RangeMinimum
hef in.2 8 2 4 3 8 3 2 3 4 4 5
Maximum 4 2 6 7 2 9 10 2 12 15
Cracked Concrete 2,3,4
Characteristic Bond Strength5,9 τk,cr psi 130 140 155 165 180 190 215
Permitted Embedment Depth RangeMinimum
hef in.2 8 2 4 3 8 3 2 3 4 4 5
Maximum 4 2 6 7 2 9 10 2 12 15
Bond Strength in Tension - Bond Strength Reduction Factors for Periodic and Continuous 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 (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 signiicant 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.
ET-HP® Design Information — Concrete
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
67
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Shear Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Characteristic Symbol UnitsNominal Anchor Diameter (in.)
8 2 8 4 8 1 1 4
Steel Strength in Shear
Threaded Rod
Minimum Shear Stress Area Ase in.2 0.078 0.142 0.226 0.334 0.462 0.606 0.969
Shear Resistance of Steel — ASTM F1554, Grade 36
Vsa 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 — Type 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
αV,seis
5 —
0.63 0.85 0.75
Reduction for Seismic Shear — ASTM A193, Grade B7 0.63 0.85 0.75
Reduction for Seismic Shear — Stainless (ASTM A193, Grade B6) 0.60 0.85 0.75
Reduction for Seismic Shear — Stainless (ASTM A193, Grade B8 & B8M) 0.60 0.85 0.75
Strength Reduction Factor — Steel Failure φ — 0.652
Concrete Breakout Strength in Shear
Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load Bearing Length of Anchor in Shear ℓe in. hef
Strength Reduction Factor — Breakout Failure φ — 0.703
Concrete Pryout Strength in Shear
Coeficient for Pryout Strength kcp — 1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure φ — 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 for the corresponding anchor steel type.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
68
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Shear Strength Design Data for Rebar in Normal-Weight Concrete1
Characteristic Symbol UnitsRebar Size
#3 #4 #5 #6 #7 #8 #10
Steel Strength in Shear
Rebar
Minimum Shear Stress Area Ase in.2 0.11 0.2 0.31 0.44 0.6 0.79 1.23
Shear Resistance of Steel — Rebar (ASTM A615 Grade 60) Vsa lb. 4,950 10,800 16,740 23,760 32,400 42,660 66,420
Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60) αV,seis
5 — 0.6 0.8 0.75
Strength Reduction Factor — Steel Failure φ — 0.602
Concrete Breakout Strength in Shear
Outside Diameter of Anchor do in. 0.375 0.5 0.625 0.75 0.875 1 1.25
Load-Bearing Length of Anchor in Shear ℓe in. hef
Strength Reduction Factor — Breakout Failure φ — 0.703
Concrete Pryout Strength in Shear
Coeficient for Pryout Strength kcp — 1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure φ — 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.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
69
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Tension Design Strengths for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi)
Rod Dia. (in.)
Nominal Embed. Depth (in.)
Minimum Dimensions for Uncracked
(in.)
Minimum Dimensions for Cracked
(in.)
Tension Design Strength Based on Concrete or Bond (lb.)
Edge Distances = cac on all sidesEdge Distances = 1 4" on one side
and cac on three sides
SDC A-B 6 SDC C-F 7,8 SDC A-B 6 SDC C-F 7,8
ha cac ha cac Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked
8
2 8 4 4 3 8 — — 710 — 415 — 465 — 270 —
3 4 8 4 2 4 8 2 4 895 365 525 215 440 305 255 180
4 2 6 8 6 4 6 8 2 4 1,345 550 785 320 410 455 240 265
2
2 4 5 4 4 8 — — 1,065 — 680 — 705 — 450 —
4 6 2 6 6 2 3 1,550 810 985 515 635 565 405 360
6 8 2 9 8 2 3 2,320 1,215 1,480 775 590 850 375 540
8
3 8 6 4 4 4 6 4 3 8 1,475 635 940 405 925 395 590 255
5 8 8 7 2 8 8 3 8 2,360 1,015 1,505 645 865 635 550 405
7 2 10 8 11 4 10 8 3 8 3,540 1,520 2,260 970 805 955 510 610
4
3 2 7 4 5 4 7 4 4 8 1,925 1,110 1,225 705 1,115 645 710 410
6 9 4 9 9 4 4 8 3,300 1,900 2,105 1,215 1,110 1,100 710 700
9 12 4 13 2 12 4 4 8 4,950 2,855 3,155 1,820 1,035 1,655 660 1,055
8
3 4 8 8 5 8 8 8 5 2,330 1,285 1,435 790 1,275 705 785 435
7 11 8 10 2 11 8 5 4,355 2,400 2,675 1,475 1,380 1,315 850 805
10 2 14 8 15 4 14 8 5 8 6,530 3,600 4,015 2,215 1,285 1,970 790 1,210
1
4 9 6 9 5 8 2,755 1,350 1,445 710 1,440 705 755 370
8 13 12 13 5 8 5,505 2,695 2,890 1,415 1,665 1,410 875 740
12 17 18 17 5 4 8,260 4,045 4,335 2,125 1,550 2,115 815 1,110
1 4
5 11 4 7 2 11 4 6 4 4,020 1,775 2,350 1,040 — — — —
10 16 4 15 16 4 6 4 8,040 3,550 4,705 2,075 — — — —
15 21 4 22 2 21 4 6 8 12,060 5,320 7,055 3,115 — — — —
Threaded Rod Dia.
(in.)
Tension Design Strength of Threaded Rod Steel (lb.)
ASTM F1554GR 36
ASTM F1554GR 55
ASTM F1554GR 105
ASTM A193B6
ASTM A193B7
ASTM A193B8/B8M
8 3,370 4,360 7,270 6,395 7,270 3,310
2 6,175 7,990 13,315 11,715 13,315 6,070
8 9,835 12,715 21,190 18,645 21,190 9,660
4 14,530 18,790 31,315 27,555 31,315 14,280
8 20,095 25,990 43,315 38,115 43,315 19,750
1 26,365 34,090 56,815 49,995 56,815 25,905
1 4 42,150 54,505 90,845 79,945 90,845 41,425
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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
5. Strength reduction factor, φ, 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 satisied when using ASTM F1554 Grade 36 threaded rod. Any other ductility requirements must be satisied.
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.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
70
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
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
Rod Dia. (in.)
Nominal Embed. Depth
(in.)
Minimum Dimensions for Uncracked
(in.)
Minimum Dimensions for Cracked
(in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sides
Edge Distances = 1 4" on one side and cac on three sides
ha cac ha cac Uncracked Cracked Uncracked Cracked
8
2 8 4 4 3 8 — — 505 — 330 —
3 4 8 4 2 4 8 2 4 640 260 315 220
4 2 6 8 6 4 6 8 2 4 960 395 295 325
2
2 4 5 4 4 8 — — 760 — 505 —
4 6 2 6 6 2 3 1,105 580 455 405
6 8 2 9 8 2 3 1,655 870 420 605
8
3 8 6 4 4 4 6 4 3 8 1,055 455 660 280
5 8 8 7 2 8 8 3 8 1,685 725 620 455
7 2 10 8 11 4 10 8 3 8 2,530 1,085 575 680
4
3 2 7 4 5 4 7 4 4 8 1,375 795 795 460
6 9 4 9 9 4 4 8 2,355 1,355 795 785
9 12 4 13 2 12 4 4 8 3,535 2,040 740 1,180
8
3 4 8 8 5 8 8 8 5 1,665 920 910 505
7 11 8 10 2 11 8 5 3,110 1,715 985 940
10 2 14 8 15 4 14 8 5 8 4,665 2,570 920 1,405
1
4 9 6 9 5 8 1,970 965 1,030 505
8 13 12 13 5 8 3,930 1,925 1,190 1,005
12 17 18 17 5 4 5,900 2,890 1,105 1,510
1 4
5 11 4 7 2 11 4 6 4 2,870 1,270 — —
10 16 4 15 16 4 6 4 5,745 2,535 — —
15 21 4 22 2 21 4 6 8 8,615 3,800 — —
Threaded Rod Dia.
(in.)
Allowable Tension Load of Threaded Rod Steel (lb.)
ASTM F1554GR 36
ASTM F1554GR 55
ASTM F1554GR 105
ASTM A193B6
ASTM A193B7
ASTM A193B8/B8M
8 2,405 3,115 5,195 4,570 5,195 2,365
2 4,410 5,705 9,510 8,370 9,510 4,335
8 7,025 9,080 15,135 13,320 15,135 6,900
4 10,380 13,420 22,370 19,680 22,370 10,200
8 14,355 18,565 30,940 27,225 30,940 14,105
1 18,830 24,350 40,580 35,710 40,580 18,505
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 α = 1.4. The conversion factor α 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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
71
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
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
Rod Dia. (in.)
Nominal Embed. Depth
(in.)
Minimum Dimensions for Uncracked (in.)
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sides
Edge Distances = 1 4" on one side and cac on three sides
ha cac ha cac Uncracked Cracked Uncracked Cracked
8
2 8 4 4 3 8 — — 425 — 280 —
3 4 8 4 2 4 8 2 4 535 220 265 185
4 2 6 8 6 4 6 8 2 4 805 330 245 275
2
2 4 5 4 4 8 — — 640 — 425 —
4 6 2 6 6 2 3 930 485 380 340
6 8 2 9 8 2 3 1,390 730 355 510
8
3 8 6 4 4 4 6 4 3 8 885 380 555 235
5 8 8 7 2 8 8 3 8 1,415 610 520 380
7 2 10 8 11 4 10 8 3 8 2,125 910 485 575
4
3 2 7 4 5 4 7 4 4 8 1,155 665 670 385
6 9 4 9 9 4 4 8 1,980 1,140 665 660
9 12 4 13 2 12 4 4 8 2,970 1,715 620 995
8
3 4 8 8 5 8 8 8 5 1,400 770 765 425
7 11 8 10 2 11 8 5 2,615 1,440 830 790
10 2 14 8 15 4 14 8 5 8 3,920 2,160 770 1,180
1
4 9 6 9 5 8 1,655 810 865 425
8 13 12 13 5 8 3,305 1,615 1,000 845
12 17 18 17 5 4 4,955 2,425 930 1,270
1 4
5 11 4 7 2 11 4 6 4 2,410 1,065 — —
10 16 4 15 16 4 6 4 4,825 2,130 — —
15 21 4 22 2 21 4 6 8 7,235 3,190 — —
Threaded Rod Dia.
(in.)
Allowable Tension Load of Threaded Rod Steel (lb.)
ASTM F1554GR 36
ASTM F1554GR 55
ASTM F1554GR 105
ASTM A193B6
ASTM A193B7
ASTM A193B8/B8M
8 2,020 2,615 4,360 3,835 4,360 1,985
2 3,705 4,795 7,990 7,030 7,990 3,640
8 5,900 7,630 12,715 11,185 12,715 5,795
4 8,720 11,275 18,790 16,535 18,790 8,570
8 12,055 15,595 25,990 22,870 25,990 11,850
1 15,820 20,455 34,090 29,995 34,090 15,545
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 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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
72
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
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
Rod Dia. (in.)
Nominal Embed. Depth (in.)
Minimum Dimensions for Uncracked
(in.)
Minimum Dimensions for Cracked
(in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sidesEdge Distances = 1 4" on one side
and cac on three sides
SDC A-B 5 SDC C-F 6,7 SDC A-B 5 SDC C-F 6,7
ha cac ha cac Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked
8
2 8 4 4 3 8 — — 495 — 290 — 325 — 190 —
3 4 8 4 2 4 8 2 4 625 255 370 150 310 215 180 125
4 2 6 8 6 4 6 8 2 4 940 385 550 225 285 320 170 185
2
2 4 5 4 4 8 — — 745 — 475 — 495 — 315 —
4 6 2 6 6 2 3 1,085 565 690 360 445 395 285 250
6 8 2 9 8 2 3 1,625 850 1,035 545 415 595 265 380
8
3 8 6 4 4 4 6 4 3 8 1,035 445 660 285 650 275 415 180
5 8 8 7 2 8 8 3 8 1,650 710 1,055 450 605 445 385 285
7 2 10 8 11 4 10 8 3 8 2,480 1,065 1,580 680 565 670 355 425
4
3 2 7 4 5 4 7 4 4 8 1,350 775 860 495 780 450 495 285
6 9 4 9 9 4 4 8 2,310 1,330 1,475 850 775 770 495 490
9 12 4 13 2 12 4 4 8 3,465 2,000 2,210 1,275 725 1,160 460 740
8
3 4 8 8 5 8 8 8 5 1,630 900 1,005 555 895 495 550 305
7 11 8 10 2 11 8 5 3,050 1,680 1,875 1,035 965 920 595 565
10 2 14 8 15 4 14 8 5 8 4,570 2,520 2,810 1,550 900 1,380 555 845
1
4 9 6 9 5 8 1,930 945 1,010 495 1,010 495 530 260
8 13 12 13 5 8 3,855 1,885 2,025 990 1,165 985 615 520
12 17 18 17 5 4 5,780 2,830 3,035 1,490 1,085 1,480 570 775
1 4
5 11 4 7 2 11 4 6 4 2,815 1,245 1,645 730 — — — —
10 16 4 15 16 4 6 4 5,630 2,485 3,295 1,455 — — — —
15 21 4 22 2 21 4 6 8 8,440 3,725 4,940 2,180 — — — —
Threaded Rod Dia.
(in.)
Allowable Tension Load of Threaded Rod Steel (lb.)
ASTM F1554GR 36
ASTM F1554GR 55
ASTM F1554GR 105
ASTM A193B6
ASTM A193B7
ASTM A193B8/B8M
8 2,360 3,050 5,090 4,475 5,090 2,315
2 4,325 5,595 9,320 8,200 9,320 4,250
8 6,885 8,900 14,835 13,050 14,835 6,760
4 10,170 13,155 21,920 19,290 21,920 9,995
8 14,065 18,195 30,320 26,680 30,320 13,825
1 18,455 23,865 39,770 34,995 39,770 18,135
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 α = 1⁄0.7 = 1.43. The conversion factor α is based on the load combination assuming 100% seismic load.
3. Tabulated values are for a single anchor with no inluence 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 satisied when using ASTM F1554 Grade 36 threaded rod. Any other ductility requirements must be satisied.
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.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
73
Ad
he
siv
e A
nchors
SD
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Tension Design Strengths for Rebar in Normal-Weight Concrete (f'c = 2,500 psi)
Rebar Size
Nominal Embed.
Depth (in.)
Minimum Dimensions for Uncracked (in.)
Minimum Dimensions for Cracked (in.)
Tension Design Strength Based on Concrete or Bond (lb.)
Edge Distances = cac on all sidesEdge Distances = 1 ¾" on one side
and cac on three sides
SDC A-B6 SDC C-F7,8 SDC A-B6 SDC C-F7,8
ha cac ha cac Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked
#3
2 8 4 4 3 8 — — 670 — 500 — 445 — 335 —
3 4 8 4 2 4 8 2 4 845 295 635 220 420 250 315 190
4 2 6 8 6 4 6 8 2 4 1,270 440 950 330 390 375 295 280
#4
2 4 5 4 4 8 — — 1,010 — 755 — 675 — 505 —
4 6 2 6 6 2 3 1,465 575 1,100 430 610 410 455 310
6 8 2 9 8 2 3 2,200 865 1,650 650 565 615 425 460
#5
3 8 6 4 4 4 6 4 3 8 1,390 615 1,040 460 885 390 660 295
5 8 8 7 2 8 8 3 8 2,220 985 1,665 735 820 625 615 470
7 2 10 8 11 4 10 8 3 8 3,330 1,475 2,500 1,105 760 940 570 705
#6
3 2 7 4 5 4 7 4 4 4 1,805 895 1,355 670 1,060 525 795 395
6 9 4 9 9 4 4 4 3,095 1,535 2,325 1,150 1,050 900 790 675
9 12 4 13 2 12 4 4 4 4,645 2,300 3,485 1,725 980 1,350 735 1,015
#7
3 4 8 8 5 8 8 8 4 8 2,190 1,195 1,645 895 1,215 660 910 495
7 11 8 10 2 11 8 4 8 4,090 2,225 3,065 1,670 1,305 1,230 980 925
10 2 14 8 15 4 14 8 5 8 6,135 3,340 4,600 2,505 1,215 1,850 910 1,385
#8
4 9 6 9 5 8 2,580 1,560 1,935 1,170 1,365 825 1,025 620
8 13 12 13 5 8 5,160 3,120 3,870 2,340 1,570 1,650 1,175 1,240
12 17 18 17 6 8 7,745 4,680 5,810 3,510 1,460 2,475 1,095 1,860
#10
5 11 4 7 2 11 4 6 2 3,780 2,745 2,835 2,060 — — — —
10 16 4 15 16 4 7 7,555 5,490 5,665 4,115 — — — —
15 21 4 22 2 21 4 9 8 11,335 8,230 8,500 6,175 — — — —
Rebar Size
Tension Design Strength of Rebar Steel (lb.)
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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
5. Strength reduction factor, φ, 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.
ASTM A615GR 60
ASTM A706GR 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
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
74
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load
Rebar SizeNominal
Embed. Depth (in.)
Minimum Dimensions for Uncracked (in.)
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sides
Edge Distances = 1 4" on one side and cac on three sides
ha cac ha cac Uncracked Cracked Uncracked Cracked
#3
2 8 4 4 3 8 — — 480 — 320 —
3 4 8 4 2 4 8 2 4 605 210 300 180
4 2 6 8 6 4 6 8 2 4 905 315 280 270
#4
2 4 5 4 4 8 — — 720 — 480 —
4 6 2 6 6 2 3 1,045 410 435 295
6 8 2 9 8 2 3 1,570 620 405 440
#5
3 8 6 4 4 4 6 4 3 8 995 440 630 280
5 8 8 7 2 8 8 3 8 1,585 705 585 445
7 2 10 8 11 4 10 8 3 8 2,380 1,055 545 670
#6
3 2 7 4 5 4 7 4 4 4 1,290 640 755 375
6 9 4 9 9 4 4 4 2,210 1,095 750 645
9 12 4 13 2 12 4 4 4 3,320 1,645 700 965
#7
3 4 8 8 5 8 8 8 4 8 1,565 855 870 470
7 11 8 10 2 11 8 4 8 2,920 1,590 930 880
10 2 14 8 15 4 14 8 5 8 4,380 2,385 870 1,320
#8
4 9 6 9 5 8 1,845 1,115 975 590
8 13 12 13 5 8 3,685 2,230 1,120 1,180
12 17 18 17 6 8 5,530 3,345 1,045 1,770
#10
5 11 4 7 2 11 4 6 2 2,700 1,960 — —
10 16 4 15 16 4 7 5,395 3,920 — —
15 21 4 22 2 21 4 9 8 8,095 5,880 — —
Rebar Size
Allowable Tension Load of Rebar Steel (lb.)
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 α = 1.4. The conversion factor α 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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
ASTM A615GR 60
ASTM A706GR 60
#3 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
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
75
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load
Rebar SizeNominal
Embed. Depth (in.)
Minimum Dimensions for Uncracked (in.)
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sides
Edge Distances = 1 4" on one side and cac on three sides
ha cac ha cac Uncracked Cracked Uncracked Cracked
#3
2 8 4 4 3 8 — — 400 — 265 —
3 4 8 4 2 4 8 2 4 505 175 250 150
4 2 6 8 6 4 6 8 2 4 760 265 235 225
#4
2 4 5 4 4 8 — — 605 — 405 —
4 6 2 6 6 2 3 880 345 365 245
6 8 2 9 8 2 3 1,320 520 340 370
#5
3 8 6 4 4 4 6 4 3 8 835 370 530 235
5 8 8 7 2 8 8 3 8 1,330 590 490 375
7 2 10 8 11 4 10 8 3 8 2,000 885 455 565
#6
3 2 7 4 5 4 7 4 4 4 1,085 535 635 315
6 9 4 9 9 4 4 4 1,855 920 630 540
9 12 4 13 2 12 4 4 4 2,785 1,380 590 810
#7
3 4 8 8 5 8 8 8 4 8 1,315 715 730 395
7 11 8 10 2 11 8 4 8 2,455 1,335 785 740
10 2 14 8 15 4 14 8 5 8 3,680 2,005 730 1,110
#8
4 9 6 9 5 8 1,550 935 820 495
8 13 12 13 5 8 3,095 1,870 940 990
12 17 18 17 6 8 4,645 2,810 875 1,485
#10
5 11 4 7 2 11 4 6 2 2,270 1,645 — —
10 16 4 15 16 4 7 4,535 3,295 — —
15 21 4 22 2 21 4 9 8 6,800 4,940 — —
Rebar Size
Allowable Tension Load of Rebar Steel (lb.)
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 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 inluence of another anchor.
4. Interpolation between embedment depths is not permitted.
ASTM A615GR 60
ASTM A706GR 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
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
76
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load
Rebar Size
Nominal Embed.
Depth (in.)
Minimum Dimensions for Uncracked (in.)
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.)
Edge Distances = cac on all sidesEdge Distances = 1 4" on one side
and cac on three sides
SDC A-B5 SDC C-F6,7 SDC A-B5 SDC C-F6,7
ha cac ha cac Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked
#3
2 8 4 4 3 8 — — 470 — 350 — 310 — 235 —
3 4 8 4 2 4 8 2 4 590 205 445 155 295 175 220 135
4 2 6 8 6 4 6 8 2 4 890 310 665 230 275 265 205 195
#4
2 4 5 4 4 8 — — 705 — 530 — 475 — 355 —
4 6 2 6 6 2 3 1,025 405 770 300 425 285 320 215
6 8 2 9 8 2 3 1,540 605 1,155 455 395 430 300 320
#5
3 8 6 4 4 4 6 4 3 8 975 430 730 320 620 275 460 205
5 8 8 7 2 8 8 3 8 1,555 690 1,165 515 575 440 430 330
7 2 10 8 11 4 10 8 3 8 2,330 1,035 1,750 775 530 660 400 495
#6
3 2 7 4 5 4 7 4 4 4 1,265 625 950 470 740 370 555 275
6 9 4 9 9 4 4 4 2,165 1,075 1,630 805 735 630 555 475
9 12 4 13 2 12 4 4 4 3,250 1,610 2,440 1,210 685 945 515 710
#7
3 4 8 8 5 8 8 8 4 8 1,535 835 1,150 625 850 460 635 345
7 11 8 10 2 11 8 4 8 2,865 1,560 2,145 1,170 915 860 685 650
10 2 14 8 15 4 14 8 5 8 4,295 2,340 3,220 1,755 850 1,295 635 970
#8
4 9 6 9 5 8 1,805 1,090 1,355 820 955 580 720 435
8 13 12 13 5 8 3,610 2,185 2,710 1,640 1,100 1,155 825 870
12 17 18 17 6 8 5,420 3,275 4,065 2,455 1,020 1,735 765 1,300
#10
5 11 4 7 2 11 4 6 2 2,645 1,920 1,985 1,440 — — — —
10 16 4 15 16 4 7 5,290 3,845 3,965 2,880 — — — —
15 21 4 22 2 21 4 9 8 7,935 5,760 5,950 4,325 — — — —
Rebar Size
Allowable Tension Load of Rebar Steel (lb.) 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 α = 1⁄0.7 = 1.43. The conversion factor α is based on the load combination assuming 100% seismic load.
3. Tabulated values are for a single anchor with no inluence 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.
ASTM A615GR 60
ASTM A706GR 60
#3 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
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
77
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete
Rod Dia. in.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Critical Edge Dist. in.
(mm)
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)
8 (9.5)
23 2 (89)
5 4 (133)
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)
2 (12.7)
84 4
(108)6 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)
8 (15.9)
45
(127)7 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)
4 (19.1)
86 4
(171)10 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)
8 (22.2)
1 7 4 (197)
11 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)
1 (25.4) 1 8
9 (229)
13 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)
1 8 (28.6)
1 410 8 (257)
15 4 (387)
40 2 (1029)
61,840 (275.1)
— 15,460 (68.8)
19,025 (84.6)
41,000 (182.4)
27,880 (124.0)
1 4 (31.8)
1 811 4 (286)
16 8 (429)
45 (1143)
78,748 (350.3)
4,738 (21.1)
19,685 (87.6)
23,490 (104.5)
50,620 (225.2)
34,420 (153.1)
ET-HP® Design Information — Concrete
IBC*
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.
5. Anchors are permitted to be used within ire-resistive construction, provided the anchors resist wind or seismic loads only. For use in ire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to ire-exposure conditions.
6. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to ire-exposure and elevated-temperature conditions.
In-Service Temperature Sensitivity
Base Material Temperature
Percent Allowable
Load°F °C
40 4 100%
70 21 100%
110 43 100%
135 57 85%
150 66 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
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
78
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Allowable Shear Loads for Threaded Rod Anchors in Normal-Weight Concrete
Rod Dia. in.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Critical Edge Dist. in.
(mm)
Critical Spacing
Dist. in.
(mm)
Shear Load Based on Concrete Edge Distance
Shear 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)
8 (9.5)
23 2 (89)
5 4 (133)
5 4 (133)
7,615 (33.9)
591 (2.6)
1,905 (8.5)
1,085 (4.8)
2,340 (10.4)
1,870 (8.3)
2 (12.7)
84 4
(108)6 8
(162)6 8
(162)11,273 (50.1)
1,502 (6.7)
2,820 (12.5)
1,930 (8.6)
4,160 (18.5)
3,330 (14.8)
8 (15.9)
45
(127)7 2
(191)7 2
(191)19,559 (87.0)
1,289 (5.7)
4,890 (21.8)
3,025 (13.5)
6,520 (29.0)
5,220 (23.2)
4 (19.1)
86 4
(171)10 8 (257)
10 8 (257)
27,696 (123.2)
2,263 (10.1)
6,925 (30.8)
4,360 (19.4)
9,390 (41.8)
6,385 (28.4)
8 (22.2)
1 7 4 (197)
11 8 (295)
11 8 (295)
— — 6,925 (30.8)
5,925 (26.4)
12,770 (56.8)
8,685 (38.6)
1 (25.4) 1 8
9 (229)
13 2 (343)
13 2 (343)
53,960 (240.0)
3,821 (17.0)
13,490 (60.0)
7,740 (34.4)
16,680 (74.2)
11,345 (50.5)
1 8 (28.6)
1 410 8 (257)
15 4 (387)
15 4 (387)
59,280 (263.7)
— 14,820 (65.9)
9,800 (43.6)
21,125 (94.0)
14,365 (63.9)
1 4 (31.8)
1 811 4 (286)
16 8 (429)
16 8 (429)
64,572 (287.2)
3,503 (15.6)
16,145 (71.8)
12,100 (53.8)
26,075 (116.0)
17,730 (78.9)
ET-HP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete Stemwall
Rod Dia. in.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Stemwall Width
in. (mm)
Min. Edge Dist. in.
(mm)
Min. End 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
Ultimate lb. (kN)
Std. Dev. lb. (kN)
Allowable lb. (kN)
Allowable lb. (kN)
8 (15.9)
49 2
(241.3)6
(152.4)1 4
(44.5)5
(127.0)10,720 (47.7)
1,559 (6.9)
2,680 (11.9)
5,875 (26.1)
8 (15.9)
412
(304.8)6
(152.4)1 4
(44.5)5
(127.0)16,150 (71.8)
260 (1.2)
4,040 (18.0)
5,875 (26.1)
8 (22.2)
1 12 2 (317.5)
8 (203.2)
1 4 (44.5)
5 (127.0)
17,000 (75.6)
303 (1.3)
4,250 (18.9)
11,500 (51.2)
8 (22.2)
1 15 2 (393.7)
8 (203.2)
1 4 (44.5)
5 (127.0)
23,340 (103.8)
762 (3.4)
5,835 (26.0)
11,500 (51.2)
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 ire-resistive construction, provided the anchors resist wind or seismic loads only. For use in ire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to ire-exposure conditions.
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 ire-resistive construction, provided the anchors resist wind or seismic loads only. For use in ire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to ire-exposure conditions.
Edge and end distances
for threaded rod in
concrete foundation
stemwall corner
installation
IBC*
IBC*
W=6" or 8"
End
5"
Edge13⁄4"
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
79
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Allowable Tension Loads for Rebar Dowels in Normal-Weight Concrete
Rebar Size No.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Critical Edge Dist. in.
(mm)
Critical Spacing
Dist. in.
(mm)
Tension Load Based on Bond StrengthTension Load Based
on Steel Strength
f'c ≥ 2,000 psi (13.8 MPa) Concrete
f'c ≥ 4,000 psi (27.6 MPa) Concrete
ASTM A615 Grade 60 Rebar
Ultimate lb. (kN)
Std. Dev. lb. (kN)
Allowable lb. (kN)
Ultimate lb. (kN)
Std. Dev. lb. (kN)
Allowable lb. (kN)
Allowable lb. (kN)
#4 (12.7) 8
4 4 (108)
6 8 (162)
17 (432)
17,596 (78.3)
533 (2.4)
4,400 (19.6)
— — 4,400 (19.6) 4,800
(21.4)6 (152)
9 (229)
24 (610)
— — — 20,250 (90.1)
263 (1.2)
5,060 (22.5)
#5 (15.9) 4
5 (127)
7 2 (191)
20 (508)
25,427 (113.1)
1,899 (8.4)
6,355 (28.3)
— — 6,355 (28.3) 7,440
(33.1)9 8 (238)
14 8 (359)
37 2 (953)
— — — 29,510 (131.3)
2,270 (10.1)
7,375 (32.8)
#6 (19.1) 8
6 4 (171)
10 8 (257)
27 (686)
41,812 (186.0)
595 (2.6)
10,455 (46.5)
— — 10,455 (46.5) 10,560
(47.0)11 4 (286)
16 8 (429)
45 (1,143)
— — — 44,210 (196.7)
1,227 (5.5)
11,050 (49.2)
#7 (22.2)
1
7 4 (197)
11 8 (295)
31 (787)
50,241 (223.5)
2,995 (13.3)
12,560 (55.9)
— — 12,560 (55.9) 14,400
(64.1)13 8 (333)
19 4 (502)
52 2 (1,334)
— — — 59,325 (263.9)
3,444 (15.3)
14,830 (66.0)
#8 (25.4) 1 8
9 (229)
13 2 (343)
36 (914)
60,145 (267.5)
5,493 (24.4)
15,035 (66.9)
— — 15,035 (66.9)
18,960 (84.3)
12 (305)
18 (457)
48 (1,219)
— — — — — 18,260 (81.2)
15 (381)
22 2 (572)
60 (1,524)
— — — 85,970 (382.4)
17,965 (79.9)
21,490 (95.6)
#9 (28.6) 1 4
9 (229)
13 2 (343)
36 (914)
— — 15,035 (66.9)
— — 15,035 (66.9)
24,000 (106.8)
13 (330)
19 2 (495)
52 (1,321)
— — — — — 21,310 (94.8)
16 8 (429)
25 8 (645)
67 2 (1,715)
— — — 110,370 (491.0)
4,768 (21.2)
27,590 (122.7)
#10 (31.8) 1 2
11 4 (286)
16 8 (429)
45 (1,143)
70,685 (314.4)
1,112 (4.9)
17,670 (78.6)
— — 17,670 (78.6)
30,480 (135.6)
15 (381)
22 2 (572)
60 (1,524)
— — — — — 23,960 (106.6)
18 4 (476)
28 8 (714)
75 (1,905)
— — — 120,976 (538.1)
6,706 (29.8)
30,245 (134.5)
#11 (34.9) 1 8
12 8 (314)
18 8 (473)
49 2 (1,257)
78,422 (348.8)
4,603 (20.5)
19,605 (87.2)
— — 19,605 (87.2)
37,440 (166.5)
16 2 (419)
24 4 (629)
66 (1,676)
— — — — — 28,605 (127.2)
20 8 (524)
31 (787)
82 2 (2,096)
— — — 150,415 (669.1)
8,287 (36.9)
37,605 (167.3)
#14 (44.5)
2 15 4 (400)
23 8 (600)
63 (1,600)
91,518 (407.1)
3,797 (16.9)
22,880 (101.8)
— — 22,880 (101.8)
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 ire-resistive construction, provided the anchors resist wind or seismic loads only. For use in ire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to ire-exposure conditions.
6. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to ire-exposure and elevated-temperature conditions.
ET-HP® Design Information — Concrete
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
80
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Allowable Shear Loads for Rebar Dowels in Normal-Weight Concrete
Rebar Size No.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Critical Edge Dist. in.
(mm)
Critical Spacing
Dist. in.
(mm)
Shear Load Based on Concrete Edge Distance
Shear Load Based on Steel Strength
f'c ≥ 2,500 psi (17.2 MPa) Concrete
ASTM A615 Grade 60 Rebar
Ultimate lb. (kN)
Std. Dev. lb. (kN)
Allowable lb. (kN)
Allowable lb. (kN)
#4 (12.7) 8
4 4 (108)
8 (203)
6 8 (162)
13,564 (60.3)
971 (4.3)
3,390 (15.1)
3,060 (13.6)
#5 (15.9) 4
5 (127)
10 (254)
7 2 (191)
20,914 (93.0)
3,034 (13.5)
5,230 (23.3)
4,740 (21.1)
#6 (19.1) 8
6 4 (171)
12 (305)
10 8 (257)
30,148 (134.1)
1,322 (5.9)
7,535 (33.5)
6,730 (29.9)
#7 (22.2)
1 7 4 (197)
14 (356)
11 8 (295)
39,838 (177.2)
1,854 (8.2)
9,960 (44.3)
9,180 (40.8)
#8 (25.4) 1 8
9 (229)
16 (406)
13 2 (343)
53,090 (236.2)
3,562 (15.8)
13,270 (59.0)
12,085 (53.8)
#9 (28.7) 1 4
10 8 (257)
18 (457)
15 4 (387)
63,818 (148.7)
3,671 (16.3)
15,955 (71.0)
15,300 (68.1)
#10 (32.3) 1 2
11 4 (286)
20 (508)
16 8 (429)
82,782 (368.2)
2,245 (10.0)
20,695 (92.1)
19,430 (86.4)
#11 (35.8) 1 8
12 8 (314)
22 (559)
18 8 (473)
96,056 (427.3)
3,671 (16.3)
24,015 (106.8)
23,865 (106.2)
#14 (43.0)
2 12 8 (314)
22 (559)
18 8 (473)
— — 24,015 (106.8)
34,425 (153.1)
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 ire-resistive construction, provided the anchors resist wind or seismic loads only. For use in ire-resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to ire-exposure conditions.
ET-HP® Design Information — Concrete
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
81
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Masonry
ET-HP® Allowable Tension and Shear Loads for Threaded Rod and Rebar 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.)
Minimum Embedment2 (in.)
Allowable Load Based on Bond Strength7 (lb.)
Tension Load Shear Load
Threaded Rod Installed in the Face of CMU Wall
8 2 3 8 1,425 845
2 8 4 2 1,425 1,470
8 4 5 8 1,560 1,835
4 8 6 2 1,560 2,050
Rebar Installed in the Face of CMU Wall
#3 2 3 8 1,275 1,335
#4 8 4 2 1,435 1,355
#5 4 5 8 1,550 1,355
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 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 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 deined in Figure 1 of ASTM C62, allowable tension loads shall be multiplied by 0.80.
IBC*
0
10
20
30
40
50
60
70
80
90
100
110
120
160140120100806040
100%
@50°F
100%
@70°F
84%
@110°F71%
@135°F
53%
@150°F
Base Material Temperature (˚F )
Perc
ent
of A
llow
able
Loa
d V
alu
es (
%)
Figure 1. Load capacity based on in-service temperature for ET-HP® epoxy
adhesive in the face of fully grouted CMU wall construction
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
82
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Masonry
ET-HP® Edge Distance and Spacing Requirements and Allowable Load Reduction Factors — Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction2,7
Rod Dia.(in.) or
Rebar Size No.
Minimum Embed. Depth (in.)
Edge or End Distance1,8 Spacing2,9
Critical (Full Anchor Capacity)3 Minimum (Reduced Anchor Capacity)4 Critical
(Full Anchor Capacity)5
Minimum (Reduced Anchor Capacity)6
Critical Edge or End
Distance, Ccr (in.)
Allowable Load
Reduction Factor
Minimum Edge or
End Distance, Cmin (in.)
Allowable Load Reduction Factor
Critical Spacing, Scr (in.)
Allowable Load
Reduction Factor
Minimum Spacing, Smin (in.)
Allowable Load Reduction Factor
Load Direction Load Direction Load Direction Load Direction
Tension or Shear
Tension or Shear
Tension or Shear
TensionShear10
Tension or Shear
Tension or Shear
Tension or Shear
Tension ShearPerp. Parallel
8 3 8 12 1.00 4 0.76 1.00 1.00 8 1.00 4 0.47 0.94
2 4 2 12 1.00 4 1.00 0.92 0.9 8 1.00 4 0.60 0.96
8 5 8 12 1.00 4 1.00 0.55 0.86 8 1.00 4 0.72 0.98
4 6 2 12 1.00 4 1.00 0.55 0.86 8 1.00 4 0.85 1.00
#3 3 8 12 1.00 4 0.96 0.86 1.00 8 1.00 4 0.37 0.92
#4 4 2 12 1.00 4 1.00 0.71 1.00 8 1.00 4 0.69 0.96
#5 5 8 12 1.00 4 1.00 0.71 1.00 8 1.00 4 1.00 1.00
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 inluenced 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.
Installations in this area forfull allowable load capacity
Installationin this areafor reducedallowableload capacity
4" minimumend distance
Critical enddistance(see load table)
No installationwithin 1½" ofhead joint
4" minimumedge distance
Critical edge distance(see load table)
Shear Load A1
En
d o
f Wall
Edge of Wall
ShearLoad B2
Figure 2. Allowable anchor placement in
grouted CMU face shell
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.
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
83
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Masonry
ET-HP® Allowable Tension and Shear Loads — Threaded Rod Based on Steel Strength1
Threaded Rod
Diameter (in.)
Tensile Stress Area (in.2)
Tension Load Based on Steel Strength2 (lb.) Shear Load Based on Steel Strength3 (lb.)
ASTM F1554 Grade 364
ASTM A193 Grade B76
Stainless SteelASTM F1554
Grade 364
ASTMA 193
Grade B76
Stainless Steel
ASTM A193 Grade B65
ASTM A193 Grades B8 and B8M7
ASTM A193
Grade B65
ASTM A193 Grades B8 and B8M7
8 0.078 1,495 3,220 2,830 1,930 770 1,660 1,460 995
2 0.142 2,720 5,860 5,155 3,515 1,400 3,020 2,655 1,810
8 0.226 4,325 9,325 8,205 5,595 2,230 4,805 4,225 2,880
4 0.334 6,395 13,780 12,125 8,265 3,295 7,100 6,245 4,260
ET-HP® Allowable Tension and Shear Loads — Deformed Reinforcing Bar Based on Steel Strength1
Rebar SizeTensile
Stress Area (in.2)
Tension Load (lb.) Shear Load (lb.)
Based on Steel Strength Based on Steel Strength
ASTM A615 Grade 402
ASTM A615 Grade 603
ASTM A615 Grade 404,5
ASTM A615 Grade 604,6
#3 0.11 2,200 2,640 1,310 1,685
#4 0.20 4,000 4,800 2,380 3,060
#5 0.31 6,200 7,400 3,690 4,745
IBC*
IBC*
IBC*
Installation Instructions for Configuration C1. 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 8" bit.
Drill completely through the wall with 8" carbide-tipped concrete drill bit (rotation-only mode).
7. Insert 8" rod through hole and attach metal plate and nut.
ET-HP® Allowable Tension and Shear Loads for Installations in Unreinforced Brick Masonry Walls — Minimum URM Wall Thickness is 13" (3 wythes thick)
Rod Dia. in.
(mm)
Drill Bit Dia. in.
Embed. Depth
in. (mm)
Min. Edge/End
Dist. in.
(mm)
Min. Vertical Spacing
Dist. in.
(mm)
Min. Horiz.
Spacing Dist. in.
(mm)
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)
4 (19.1)
18
(203)24
(610)18
(457)18
(457)—
1,000 (4.4)
Configuration B (Simpson Strong-Tie® ETS or ETSP Screen Tube Required)
4 (19.1)
113
(330)16
(406)18
(457)24
(610)1,200 (5.3)
1,000 (4.4)
Configuration C (Simpson Strong-Tie® ETS Screen Tube and AST Steel Sleeve Required)
8 (15.9)
1 **24
(610)18
(457)18
(457)1,200 (5.3)
750 (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 Coniguration 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. Coniguration A has a straight threaded rod or rebar embedded 8 inches into the wall with a 332"-diameter by 8-inch-long screen tube (part # ETS758 or ETS758P). This coniguration is designed to resist shear loads only.
8. Coniguration B has a 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 coniguration is designed to resist tension and shear loads. The pre-bent threaded rod is installed with a 332" diameter by 13-inch-long screen tube (part # ETS7513 or ETS7513P).
9. Coniguration C is designed to resist tension and shear forces. It consists of a 8"-diameter, ASTM F1554 Grade 36 threaded rod and an 8"-long sleeve (part # AST800) and a 332"-diameter by 8-inch-long screen tube (part # ETS758). The steel sleeve has a plastic plug in one end. A 6" by 6" by 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 conirmed by the local building oficial.
11. Refer to in-service temperature sensitivity chart for allowable load adjustment for temperature.
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
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.
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 the following equation: Fv = 0.33 x Fu x Tensile Stress Area.
3. Allowable Shear Steel Strength is based on the following equation: Fv = 0.17 x Fu x Tensile Stress Area.
4. Minimum speciied tensile strength (Fu = 58,000 psi) of ASTM F1554, Grade 36 used to calculate allowable steel strength.
5. Minimum speciied tensile strength (Fu = 110,000 psi) of ASTM A193, Grade B6 used to calculate allowable steel strength.
6. Minimum speciied tensile strength (Fu = 125,000 psi) of ASTM A193, Grade B7 used to calculate allowable steel strength.
7. Minimum speciied tensile strength (Fu = 75,000 psi) of ASTM A193, Grades B8 and B8M used to calculate allowable steel strength.
SCREEN TUBE
Configuration A
(Shear)
SCREEN TUBE
3⁄4" DIA.
BENT
THREADED
ROD
1" MAX.
22.5º
Configuration B
(Tension & Shear)
Configuration C
(Tension & Shear)
STEEL
SCREEN TUBE
6"x6"x3⁄8"STEEL
PLATE
STEEL SLEEVE
HEX
NUT
5⁄8" DIA.
ROD
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
84
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
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
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.
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.
Edge Distance Tension (fc)
Edge Dist. cact (in.)
Dia. 8 2 8 4 8 1 1 8 1 4Rebar #4 #5 #6 #7 #8 #9 #10 #11 #14
E 3 2 4 4 6 5 9 8 6 4 11 4 7 4 13 8 9 15 9 16 8 10 8 11 4 18 4 12 8 20 8 15 4ccr 5 4 6 8 9 7 2 14 8 10 8 16 8 11 8 19 4 13 2 22 2 13 2 25 8 15 4 16 8 28 8 18 8 31 23 8cmin 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4fcmin 0.50 0.50 0.59 0.50 0.64 0.50 0.57 0.50 0.52 0.50 0.47 0.50 0.47 0.58 0.58 0.51 0.58 0.51 0.58
1 4 0.50 0.50 0.59 0.50 0.64 0.50 0.57 0.50 0.52 0.50 0.47
2 4 0.64 0.61 0.65 0.59 0.67 0.56 0.60 0.55 0.55 0.54 0.50 0.50 0.47 0.58 0.58 0.51 0.58 0.51 0.583 0.68 0.64 0.66 0.61 0.68 0.57 0.61 0.56 0.55 0.55 0.50 0.51 0.48 0.59 0.59 0.51 0.59 0.51 0.594 0.82 0.74 0.72 0.70 0.71 0.63 0.63 0.61 0.58 0.60 0.53 0.56 0.50 0.62 0.62 0.53 0.61 0.53 0.615 0.96 0.85 0.77 0.78 0.73 0.69 0.66 0.66 0.61 0.64 0.55 0.60 0.52 0.66 0.65 0.55 0.64 0.55 0.636 1.00 0.96 0.83 0.87 0.76 0.75 0.69 0.72 0.63 0.68 0.58 0.65 0.55 0.69 0.68 0.57 0.67 0.57 0.657 1.00 0.89 0.96 0.79 0.81 0.72 0.77 0.66 0.72 0.60 0.70 0.57 0.72 0.71 0.59 0.69 0.58 0.678 0.94 1.00 0.82 0.87 0.75 0.82 0.69 0.77 0.63 0.74 0.59 0.76 0.74 0.61 0.72 0.60 0.699 1.00 0.85 0.93 0.78 0.87 0.71 0.81 0.66 0.79 0.62 0.79 0.77 0.63 0.75 0.62 0.7110 0.88 0.99 0.80 0.92 0.74 0.85 0.68 0.84 0.64 0.82 0.80 0.65 0.77 0.64 0.7312 0.94 1.00 0.86 1.00 0.79 0.94 0.73 0.93 0.69 0.89 0.86 0.69 0.82 0.67 0.7714 1.00 0.92 0.85 1.00 0.78 1.00 0.73 0.96 0.91 0.73 0.88 0.71 0.8116 0.98 0.90 0.83 0.78 1.00 0.97 0.77 0.93 0.74 0.8518 1.00 0.95 0.89 0.83 1.00 0.80 0.98 0.77 0.8920 1.00 0.94 0.87 0.84 1.00 0.81 0.9322 0.99 0.92 0.88 0.84 0.9724 1.00 0.97 0.92 0.88 1.0026 1.00 0.96 0.9128 1.00 0.9530 0.9832 1.00
See notes below.
Edge Distance Shear (fc)
Edge Dist. cact (in.)
Dia. 8 2 8 4 8 1 1 8 1 4Rebar #4 #5 #6 #7 #8 #9 #10 #11 #14
E 3 2 4 4 4 4 5 5 6 4 6 4 7 4 7 4 9 9 10 8 10 8 11 4 11 4 12 8 12 8ccr 5 4 6 8 8 7 2 10 10 8 12 11 8 14 13 2 16 18 15 4 16 8 20 22 22
cmin 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 1 4 2 4 2 4 2 4 2 4 2 4 2 4fcmin 0.29 0.20 0.16 0.13 0.10 0.13 0.10 0.13 0.09 0.08 0.08 0.08 0.14 0.14 0.14 0.14 0.14
1 4 0.29 0.20 0.16 0.13 0.10 0.13 0.10 0.13 0.09 0.08 0.08
2 4 0.49 0.37 0.29 0.28 0.21 0.23 0.19 0.22 0.16 0.16 0.14 0.08 0.14 0.14 0.14 0.14 0.143 0.54 0.42 0.33 0.32 0.24 0.26 0.21 0.24 0.18 0.18 0.16 0.10 0.16 0.16 0.15 0.15 0.154 0.75 0.59 0.46 0.47 0.35 0.36 0.30 0.33 0.26 0.26 0.23 0.16 0.23 0.22 0.20 0.20 0.205 0.95 0.76 0.60 0.62 0.45 0.47 0.39 0.42 0.33 0.33 0.29 0.22 0.29 0.28 0.25 0.24 0.246 1.00 0.94 0.73 0.77 0.56 0.57 0.47 0.50 0.41 0.41 0.35 0.28 0.36 0.34 0.30 0.29 0.297 1.00 0.87 0.92 0.67 0.68 0.56 0.59 0.48 0.49 0.42 0.34 0.43 0.40 0.35 0.33 0.338 1.00 1.00 0.78 0.78 0.65 0.68 0.55 0.57 0.48 0.40 0.50 0.46 0.40 0.37 0.379 0.89 0.88 0.74 0.77 0.63 0.65 0.55 0.46 0.57 0.52 0.45 0.42 0.4210 1.00 0.99 0.82 0.86 0.70 0.73 0.61 0.52 0.64 0.58 0.50 0.46 0.4611 1.00 0.91 0.94 0.78 0.80 0.68 0.58 0.71 0.64 0.55 0.51 0.5112 1.00 1.00 0.85 0.88 0.74 0.64 0.78 0.70 0.60 0.55 0.5513 0.93 0.96 0.81 0.70 0.85 0.76 0.65 0.60 0.6014 1.00 1.00 0.87 0.76 0.91 0.82 0.70 0.64 0.6415 0.94 0.82 0.98 0.89 0.75 0.69 0.6916 1.00 0.88 1.00 0.95 0.80 0.73 0.7318 1.00 1.00 0.90 0.82 0.8220 1.00 0.91 0.9122 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).
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)].
IBC*
IBC*
C-A
-2016 ©
2015 S
IMP
SO
N S
TR
ON
G-T
IE C
OM
PA
NY
IN
C.
85
Ad
he
siv
e A
nchors
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
* See page 12 for an explanation of the load table icons.
ET-HP® Design Information — Concrete
ET-HP® Allowable Load-Adjustment Factors in Normal-Weight Concrete: Spacing, Tension and Shear Loads
How to use these charts
1. The following tables are for reduced spacing.
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 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.
7. Reduction factors for multiple spacings 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.
Spacing Tension (fs)
sact (in.)
Dia. 8 2 8 4 8 1 1 8 1 4
Rebar #4 #5 #6 #7 #8 #9 #10 #11 #14
E 3 2 4 4 6 5 9 8 6 4 11 4 7 4 13 8 9 15 9 16 8 10 8 11 4 18 4 12 8 20 8 15 4
scr 14 17 24 20 37 2 27 45 31 52 2 36 60 36 67 2 40 2 45 75 49 2 82 2 63
smin 1 4 2 8 3 2 2 4 4 3 8 5 8 3 8 6 8 4 2 7 2 4 2 8 2 5 8 5 8 9 8 6 4 10 8 7 8
fsmin 0.89 0.89 0.89 0.89 0.89 0.89 0.89 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 4 0.89
2 0.89
4 0.91 0.90 0.90 0.90 0.89 0.89
6 0.93 0.92 0.91 0.91 0.89 0.90 0.89 0.90 0.90 0.90 0.89 0.89
8 0.95 0.93 0.92 0.92 0.90 0.91 0.90 0.91 0.89 0.90 0.89 0.90 0.90 0.90 0.89 0.89
10 0.96 0.95 0.93 0.94 0.91 0.92 0.90 0.91 0.90 0.91 0.90 0.91 0.89 0.91 0.90 0.89 0.90 0.89
12 0.98 0.96 0.94 0.95 0.91 0.93 0.91 0.92 0.90 0.92 0.90 0.92 0.90 0.91 0.91 0.89 0.90 0.89 0.90
14 1.00 0.98 0.95 0.96 0.92 0.94 0.91 0.93 0.91 0.92 0.90 0.92 0.90 0.92 0.91 0.90 0.91 0.90 0.90
16 0.99 0.96 0.97 0.93 0.95 0.92 0.94 0.91 0.93 0.91 0.93 0.90 0.92 0.92 0.90 0.91 0.90 0.91
18 1.00 0.97 0.99 0.93 0.96 0.92 0.95 0.92 0.94 0.91 0.94 0.91 0.93 0.92 0.90 0.92 0.90 0.91
20 0.98 1.00 0.94 0.97 0.93 0.96 0.92 0.94 0.92 0.94 0.91 0.94 0.93 0.91 0.92 0.90 0.91
24 1.00 0.95 0.99 0.94 0.97 0.93 0.96 0.92 0.96 0.92 0.95 0.94 0.91 0.94 0.91 0.92
28 0.97 1.00 0.95 0.99 0.94 0.97 0.93 0.97 0.93 0.96 0.95 0.92 0.95 0.92 0.93
32 0.98 0.96 1.00 0.95 0.99 0.94 0.99 0.93 0.97 0.96 0.93 0.96 0.92 0.94
36 0.99 0.97 0.96 1.00 0.95 1.00 0.94 0.99 0.97 0.93 0.97 0.93 0.95
40 1.00 0.99 0.97 0.96 0.95 1.00 0.99 0.94 0.98 0.94 0.95
45 1.00 0.98 0.97 0.96 1.00 0.95 0.99 0.94 0.96
50 0.99 0.98 0.97 0.96 1.00 0.95 0.97
55 1.00 0.99 0.98 0.97 0.96 0.98
60 1.00 0.99 0.97 0.97 0.99
65 1.00 0.98 0.97 1.00
70 0.99 0.98
75 1.00 0.99
82 2 1.00
See Notes Below.
Spacing Shear (fs)
sact (in.)
Dia. 8 2 8 4 8 1 1 8 1 4
Rebar #4 #5 #6 #7 #8 #9 #10 #11 #14
E 3 2 4 4 5 6 4 7 4 9 10 8 11 4 12 8 12 8
scr 5 4 6 8 7 2 10 8 11 8 13 2 15 4 16 8 18 8 18 8
smin 1 4 2 8 2 2 3 8 3 8 4 2 5 8 5 8 6 4 6 4
fsmin 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83
1 4 0.83
2 0.84
3 0.89 0.87 0.85
4 0.94 0.91 0.88 0.85 0.83
5 0.99 0.95 0.92 0.87 0.85 0.84
6 1.00 0.99 0.95 0.90 0.88 0.86 0.84 0.84
7 1.00 0.98 0.92 0.90 0.88 0.86 0.85 0.84 0.84
8 1.00 0.95 0.92 0.90 0.88 0.87 0.85 0.85
9 0.97 0.94 0.92 0.90 0.88 0.87 0.87
10 1.00 0.96 0.93 0.91 0.90 0.88 0.88
12 1.00 0.97 0.95 0.93 0.91 0.91
14 1.00 0.98 0.96 0.94 0.94
16 1.00 0.99 0.96 0.96
18 1.00 0.99 0.99
20 1.00 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)].
IBC*
IBC*