Catalog: Anchoring and Fastening Systems for ... - Fasteners Plus
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete *
AT-XP® 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 1 3/8
SD
Drill Bit Diameter for Threaded Rod
dhole
in.
7/16
9/16
11/16
13/16
1
1 1/8
Drill Bit Diameter for Rebar
dhole
in.
1/2
5/8
3/4
7/8
1
1 1/8
1 3/8
Maximum Tightening Torque
Tinst
ft.-lb.
10
20
30
45
60
80
125
Minimum
hef
in.
2 3/8
2 3/4
3 1/8
3 zz2
3 3/4
4
5
Maximum
hef
in.
7 1/2
10
12 1/2
15
17 1/2
20
25
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
Permitted Embedment Depth Range2
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
Installation Information
* See page 12 for an explanation of the load table icons.
22
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
*
IBC
AT-XP® Tension Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Nominal Anchor Diameter (in.)
Units
3/8
1/2
5/8
3/4
7/8
1
1 1/4
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
1,750
1,655
1,250
SD
Minimum Tensile Stress Area
Ase
in.2
Tension Resistance of Steel — ASTM F1554, Grade 36 Threaded Rod
Tension Resistance of Steel — ASTM A193, Grade B7
Nsa
Tension Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6) Tension Resistance of Steel — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M) Strength Reduction Factor — Steel Failure
φ
lb.
—
0.75
6
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Effectiveness Factor — Uncracked Concrete Effectiveness Factor — Cracked Concrete Strength Reduction Factor — Breakout Failure
kuncr kcr φ
— — —
24 17 0.658
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Characteristic Bond Strength Uncracked Concrete 2,3,4
Permitted Embedment Depth Range
Permitted Embedment Depth Range
SD psi
hef
in.
τk,cr
psi
hef
in.
Minimum
Maximum
Characteristic Bond Strength9,10,11 Cracked Concrete 2,3,4
τk,uncr
Minimum
Maximum
1,390
1,590
1,715
1,770
2 3/8 7 1/2
2 3/4
3 1/8
3 1/2
3 3/4
4
5
10
12 1/2
15
17 1/2
20
25
1,085
1,035
980
950
815
800
700
3
3
3 1/8
3 1/2
3 3/4
4
5
7 1/2
10
12 1/2
15
17 1/2
20
25
Adhesive Anchors
Steel Strength in Tension
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
0.657
0.557 0.45
7
0.54
0.775
5
0.965
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Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
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 180°F. Maximum long-term temperature of 110°F. 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. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat. 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.4.4 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.4.3 (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.
0.557
0.457 0.457
0.465
0.655
0.815
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.4.3 (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.400.3 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. 9. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1/2", 5/8", 3/4" and 1" anchors must be multiplied by αN,seis = 0.85. 10. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1 1/4" anchors must be multiplied by αN,seis = 0.75. 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 = 0.59.
* See page 12 for an explanation of the load table icons.
23
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
Units
*
IBC
AT-XP® Tension Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size #3
#4
#5
#6
#7
#8
#10
0.11
0.2
0.31
0.44
0.6
0.79
1.27
9,900
18,000
27,900
39,600
54,000
71,100
114,300
8,800
16,000
24,800
35,200
48,000
63,200
101,600
Adhesive Anchors
Steel Strength in Tension
Rebar
Minimum Tensile Stress Area Tension Resistance of Steel — Rebar (ASTM A615 Grade 60) Tension Resistance of Steel — Rebar (ASTM A706 Grade 60) Strength Reduction Factor — Steel Failure
Ase
in.2
Nsa
lb.
φ
—
0.756
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Effectiveness Factor — Uncracked Concrete Effectiveness Factor — Cracked Concrete Strength Reduction Factor — Breakout Failure
kuncr kcr φ
—
24 17
—
0.658
SD
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Characteristic Bond Strength Uncracked Concrete 2,3,4
Permitted Embedment Depth Range
Minimum Maximum
Characteristic Bond Strength Cracked Concrete 2,3,4
Permitted Embedment Depth Range
Minimum Maximum
τk,uncr
psi
1,010
990
970
955
935
915
875
hef
in.
2 3/8 7 1/2
2 3/4 10
3 1/8 12 1/2
3 1/2 15
3 3/4 17 1/2
4 20
5 25
τk,cr
psi
340
770
780
790
795
795
820
hef
in.
3
3 10
3 1/8 12 1/2
3 1/2 15
3 3/4 17 1/2
4 20
5 25
7 1/2
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
0.657
0.557 0.45
0.545
7
0.775
0.965
Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
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 180°F. Maximum long-term temperature of 110°F. 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. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat. 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.4.4 to determine the appropriate value of φ.
* See page 12 for an explanation of the load table icons.
24
0.557
0.457 0.457
0.46
5
0.655
0.815
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.4.3 (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. 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.4.3 (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.
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Strength Reduction Factor — Dry Concrete
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
Units
*
IBC
AT-XP® Shear Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Nominal Anchor Diameter (in.) 3/4
1
7/8
1 1/4
3/8
1/2
5/8
0.078
0.142
0.226
0.334
0.462
0.606
0.969
2,260
4,940
7,865
11,625
16,080
21,090
33,720
4,875
10,650
16,950
25,050
34,650
45,450
72,675
4,290
9,370
14,910
22,040
30,490
40,000
63,955
2,225
4,855
7,730
11,425
15,800
20,725
33,140
Minimum Shear Stress Area
Ase
in.2
Shear Resistance of Steel — ASTM F1554, Grade 36
Threaded Rod
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 (ASTM A193, Grade B8 & B8M) Reduction for Seismic Shear — ASTM F1554, Grade 36 Reduction for Seismic Shear — ASTM A193, Grade B7 Reduction for Seismic Shear — Type 410 Stainless (ASTM A193, Grade B6) Reduction for Seismic Shear — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M) Strength Reduction Factor — Steel Failure
SD Vsa
αV,seis5
φ
lb.
—
0.85 0.85
0.85
0.75
0.85
0.85
0.75
0.85
—
0.652
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 hefi
0.875
1
Adhesive Anchors
Steel Strength in Shear
1.25
0.703
Concrete Pryout Strength in Shear Coefficient for Pryout Strength
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Strength Reduction Factor — Pryout Failure
kcp φ
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.
—
1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
—
0.704
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.
25
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
*
IBC
AT-XP® Shear Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size
Units
#3
#4
#5
#6
#7
#8
#10
0.11
0.2
0.31
0.44
0.6
0.79
1.27
4,950
10,800
16,740
23,760
32,400
42,660
68,580
4,400
9,600
14,880
21,120
28,800
37,920
60,960
1
1.25
Steel Strength in Shear
Minimum Shear Stress Area
Adhesive Anchors
Shear Resistance of Steel — Rebar (ASTM A615 Grade 60)
Rebar
Shear Resistance of Steel — Rebar (ASTM A706 Grade 60) Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60) Reduction for Seismic Shear — Rebar (ASTM A706 Grade 60) Strength Reduction Factor — Steel Failure
SD Ase
in.2
Vsa
lb.
αV,seis5
0.56
0.80
—
0.56
0.80
φ
0.65
2
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
0.875
0.703
Concrete Pryout Strength in Shear Coefficient for Pryout Strength
kcp
—
1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure
φ
—
0.704
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.
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
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.
* See page 12 for an explanation of the load table icons.
26
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Tension Design Strengths for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) Nominal Embed. Depth (in.) 2 3/8 3 3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8
5/8
5 7 1/2 12 1/2 3 1/2
3/4
6 9 15 3 3/4
7/8
7 10 1/2
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17 1/2 4 1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. (in.) 3/8 1/2 5/8 3/4 7/8 1 1 1/4
Minimum Dimensions Minimum Dimensions for Uncracked for Cracked (in.) (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
ASTM F1554 GR 36 3,370 6,175 9,835 14,530 20,095 26,365 42,150
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
ha —
cac —
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
Tension Design Strength Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides SDC A-B6 SDC C-F7,8 SDC A-B6 SDC C-F7,8 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 1,115 835 2,140 — 1,605 — — — 1,250 935 1,050 790 2,700 2,110 2,025 1,580 1,230 925 1,450 1,090 975 735 4,055 3,165 3,040 2,375 1,845 1,385 1,450 1,090 945 710 5,405 4,220 4,055 3,165 2,250 1,685 1,450 1,090 925 695 6,755 5,275 5,065 3,955 2,585 1,935 1,450 1,090 1,720 1,225 3,555 — 2,410 — — — 1,920 1,225 1,800 1,335 4,055 2,680 2,625 1,710 1,365 870 2,095 1,335 1,755 1,120 8,240 5,365 5,255 3,420 2,700 1,740 2,605 1,660 1,695 1,080 10,990 7,155 7,005 4,560 3,425 2,320 2,605 1,660 1,665 1,060 13,735 8,940 8,755 5,700 4,070 2,895 2,605 1,660 2,180 1,635 4,310 3,050 3,230 1,995 1,485 950 2,405 1,735 2,965 2,065 8,720 5,285 5,905 3,370 2,485 1,585 4,095 2,770 2,780 1,770 13,890 7,935 8,855 5,060 3,705 2,375 4,130 2,630 2,610 1,665 23,150 13,230 14,760 8,435 5,620 3,960 4,090 2,605 2,680 2,010 5,105 3,620 3,830 2,340 1,695 1,080 2,725 2,045 3,855 2,890 11,465 7,380 8,600 4,705 3,300 2,105 5,190 3,895 4,145 2,640 20,645 11,080 13,160 7,065 4,895 3,160 6,155 3,925 3,705 2,360 34,405 18,465 21,935 11,775 7,660 5,265 5,800 3,700 2,945 1,900 5,665 4,010 4,250 1,825 1,825 805 2,945 1,900 4,840 2,855 14,445 8,625 8,195 3,815 3,735 1,655 6,320 3,550 5,540 2,450 26,540 12,940 12,295 5,725 5,605 2,480 8,225 3,640 4,820 2,135 46,300 21,565 20,490 9,540 8,840 4,130 7,555 3,345 3,175 2,380 6,240 4,420 4,680 2,885 1,920 1,225 3,175 2,380 5,915 4,070 17,650 9,050 11,935 5,770 3,840 2,450 7,520 5,065 5,480 3,495 28,075 13,570 17,900 8,650 5,760 3,670 8,135 5,185 4,750 3,025 46,795 22,620 29,830 14,420 9,365 6,120 7,440 4,745 8,720 6,175 6,215 3,480 — — — — Edge Distances = cac on all sides
SD
25
18 1/4
11 1/4
13 3/8
16 1/4
13 3/8
22,090
12,370
12,425
6,960
—
—
—
—
21 1/4
15 3/4
33,135
18,555
18,640
10,435
—
—
—
—
31 1/4
22
55,225
30,925
31,065
17,395
—
—
—
—
Tension Design Strength of Threaded Rod Steel (lb.) ASTM F1554 ASTM F1554 ASTM A193 ASTM A193 GR 55 GR 105 B6 B7 4,360 7,270 6,395 7,270 7,990 13,315 11,715 13,315 12,715 21,190 18,645 21,190 18,790 31,315 27,555 31,315 25,990 43,315 38,115 43,315 34,090 56,815 49,995 56,815 54,505 90,845 79,945 90,845
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 180°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.
* See page 12 for an explanation of the load table icons.
Adhesive Anchors
Rod Dia. (in.)
*
IBC
ASTM A193 B8/B8M 3,310 6,070 9,660 14,280 19,750 25,905 41,425
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.
27
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Rod Dia. (in.)
Nominal Embed. Depth (in.) 2 3/8
Adhesive Anchors
3 3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8 5
5/8
7 1/2 12 1/2 3 1/2 6
3/4
9 15 3 3/4 7
7/8
10 1/2 17 1/2 4
1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. ASTM F1554 (in.) GR 36 3/8 1/2 5/8 3/4 7/8 1 1 1/4
2,405 4,410 7,025 10,380 14,355 18,830 30,105
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
Allowable Tension Load Based on Concrete or Bond (lb.) Edge distances = cac on all sides Edge Distances = 1 3/4" on one side and cac on three sides Uncracked Cracked Uncracked Cracked 795 1,530 — — 895 750 1,930 1,505 880 1,035 695 2,895 2,260 1,320 1,035 675 3,860 3,015 1,605 1,035 660 4,825 3,770 1,845 1,035 1,230 2,540 — — 1,370 1,285 2,895 1,915 975 1,495 1,255 5,885 3,830 1,930 1,860 1,210 7,850 5,110 2,445 1,860 1,190 9,810 6,385 2,905 1,860 1,555 3,080 2,180 1,060 1,720 2,120 6,230 3,775 1,775 2,925 1,985 9,920 5,670 2,645 2,950 1,865 16,535 9,450 4,015 2,920 1,915 3,645 2,585 1,210 1,945 2,755 8,190 5,270 2,355 3,705 2,960 14,745 7,915 3,495 4,395 2,645 24,575 13,190 5,470 4,145 2,105 4,045 2,865 1,305 2,105 3,455 10,320 6,160 2,670 4,515 3,955 18,955 9,245 4,005 5,875 3,445 33,070 15,405 6,315 5,395 2,270 4,455 3,155 1,370 2,270 4,225 12,605 6,465 2,745 5,370 3,915 20,055 9,695 4,115 5,810 3,395 33,425 16,155 6,690 5,315
ha
cac
—
—
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
25
18 1/4
11 1/4
13 3/8
6,230
4,410
—
—
16 1/4
13 3/8
15,780
8,835
—
—
21 1/4
15 3/4
23,670
13,255
—
—
31 1/4
22
39,445
22,090
—
—
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
3,115 5,705 9,080 13,420 18,565 24,350 38,930
5,195 9,510 15,135 22,370 30,940 40,580 64,890
4,570 8,370 13,320 19,680 27,225 35,710 57,105
5,195 9,510 15,135 22,370 30,940 40,580 64,890
2,365 4,335 6,900 10,200 14,105 18,505 29,590
* See page 12 for an explanation of the load table icons.
28
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
Minimum Dimensions for Cracked (in.)
*
IBC
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 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
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AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Rod Dia. (in.)
Nominal Embed. Depth (in.) 2 3/8 3
3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8 5
5/8
7 1/2 12 1/2 3 1/2 6
3/4
9 15 3 3/4 7
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
7/8
10 1/2 17 1/2 4
1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. ASTM F1554 (in.) GR 36 3/8 1/2 5/8 3/4 7/8 1 1 1/4
2,020 3,705 5,900 8,720 12,055 15,820 25,290
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
Minimum Dimensions for Cracked (in.)
*
IBC
Allowable Tension Load Based on Concrete or Bond (lb.) Edge distances = cac on all Edge Distances = 1 3/4" on one sides side and cac on three sides Uncracked Cracked Uncracked Cracked 670 1,285 — — 750 630 1,620 1,265 740 870 585 2,435 1,900 1,105 870 565 3,245 2,530 1,350 870 555 4,055 3,165 1,550 870 1,030 2,135 — — 1,150 1,080 2,435 1,610 820 1,255 1,055 4,945 3,220 1,620 1,565 1,015 6,595 4,295 2,055 1,565 1,000 8,240 5,365 2,440 1,565 1,310 2,585 1,830 890 1,445 1,780 5,230 3,170 1,490 2,455 1,670 8,335 4,760 2,225 2,480 1,565 13,890 7,940 3,370 2,455 1,610 3,065 2,170 1,015 1,635 2,315 6,880 4,430 1,980 3,115 2,485 12,385 6,650 2,935 3,695 2,225 20,645 11,080 4,595 3,480 1,765 3,400 2,405 1,095 1,765 2,905 8,665 5,175 2,240 3,790 3,325 15,925 7,765 3,365 4,935 2,890 27,780 12,940 5,305 4,535 1,905 3,745 2,650 1,150 1,905 3,550 10,590 5,430 2,305 4,510 3,290 16,845 8,140 3,455 4,880 2,850 28,075 13,570 5,620 4,465
ha
cac
—
—
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
25
18 1/4
11 1/4
13 3/8
5,230
3,705
—
—
16 1/4
13 3/8
13,255
7,420
—
—
21 1/4
15 3/4
19,880
11,135
—
—
31 1/4
22
33,135
18,555
—
—
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
2,615 4,795 7,630 11,275 15,595 20,455 32,705
4,360 7,990 12,715 18,790 25,990 34,090 54,505
3,835 7,030 11,185 16,535 22,870 29,995 47,965
4,360 7,990 12,715 18,790 25,990 34,090 54,505
1,985 3,640 5,795 8,570 11,850 15,545 24,855
Adhesive Anchors
AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load
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 180°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 bazsed 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.
29
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Minimum Minimum Dimensions Nom. Insert Embed. Depth, for Uncracked (in.) Dimensions for Dia. Cracked (in.) hef (in.) (in.) ha cac ha cac 4 1/4 4 3/4 — — 2 3/8 5 3/4 4 1/4 4 7/8 6 3/8 3 4 7/8 4 1/4 7 1/4 4 5/8 6 3/8 10 1/4 3/8 4 1/2 6 3/8 5 1/4 10 7/8 6 7/8 7 7/8 14 1/8 6 6 7 7/8 14 1/2 9 1/4 18 9 3/8 7 1/2 9 3/8 6 3/4 18 11 1/2 5 1/4 6 1/8 — — 2 3/4 6 5/8 6 1/8 5 1/2 6 1/8 3 5 1/2 6 1/8 7 1/4 6 1/8 8 1/2 14 3/8 6 7 1/2 8 1/2 14 1/2 9 3/4 10 1/2 19 7/8 8 10 1/2 8 1/2 13 19 1/4 12 1/2 25 1/4 10 12 1/2 9 3/4 24 16 1/8 6 1/4 7 7/8 3 1/8 6 1/4 7 5/8 7 1/2 7 7/8 8 1/8 10 1/2 5 8 1/8 7 7/8 12 7 7/8 5/8 10 5/8 18 3/8 7 1/2 10 5/8 9 1/8 18 12 3/8 15 5/8 32 5/8 12 1/2 15 5/8 12 1/2 30 20 7/8 7 1/4 9 5/8 3 1/2 7 1/4 8 7/8 8 1/2 9 5/8 9 3/4 12 1/8 6 9 3/4 9 5/8 14 1/2 9 5/8 3/4 12 3/4 21 1/4 9 12 3/4 11 1/4 21 5/8 14 3/8 18 3/4 39 5/8 15 18 3/4 15 3/4 36 25 1/4 8 1/8 11 1/8 3 3/4 8 1/8 10 1/2 9 11 1/8 11 3/8 13 3/4 7 11 3/8 11 1/8 16 7/8 11 1/8 7/8 24 14 7/8 10 1/2 14 7/8 12 1/2 25 1/4 16 1/4 46 21 7/8 17 1/2 21 7/8 17 1/2 42 29 3/8 9 12 3/8 4 9 12 3/8 9 5/8 12 3/8 13 15 3/8 8 13 12 3/8 19 1/4 12 3/8 1 17 26 3/4 12 17 12 3/4 18 28 7/8 25 51 3/8 20 25 18 1/4 48 32 3/4 11 1/4 13 3/8 5 11 1/4 13 3/8 12 13 3/8 16 1/4 18 1/4 10 16 1/4 13 3/8 24 15 1 1/4 32 21 1/4 15 21 1/4 15 3/4 36 22 1/2 31 1/4 57 3/8 25 22 31 1/4 60 37 1/2 Threaded Rod Dia. (in.) 3/8 1/2 5/8 3/4 7/8 1 1 1/4
ASTM F1554 GR 36 2,360 4,325 6,885 10,170 14,065 18,455 29,505
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides 5 6,7 SDC A-B SDC C-F SDC A-B5 SDC C-F6,7 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 780 585 1,500 — 1,125 — — — 875 655 735 555 1,890 1,475 1,420 1,105 860 650 1,015 765 685 515 2,840 2,215 2,130 1,665 1,290 970 1,015 765 660 495 3,785 2,955 2,840 2,215 1,575 1,180 1,015 765 650 485 4,730 3,695 3,545 2,770 1,810 1,355 1,015 765 1,205 860 2,490 — 1,685 — — — 1,345 860 1,260 935 2,840 1,875 1,840 1,195 955 610 1,465 935 1,230 785 5,770 3,755 3,680 2,395 1,890 1,220 1,825 1,160 1,185 755 7,695 5,010 4,905 3,190 2,400 1,625 1,825 1,160 1,165 740 9,615 6,260 6,130 3,990 2,850 2,025 1,825 1,160 1,525 1,145 3,015 2,135 2,260 1,395 1,040 665 1,685 1,215 2,075 1,445 6,105 3,700 4,135 2,360 1,740 1,110 2,865 1,940 1,945 1,240 9,725 5,555 6,200 3,540 2,595 1,665 2,890 1,840 1,825 1,165 16,205 9,260 10,330 5,905 3,935 2,770 2,865 1,825 1,875 1,405 3,575 2,535 2,680 1,640 1,185 755 1,910 1,430 2,700 2,025 8,025 5,165 6,020 3,295 2,310 1,475 3,635 2,725 2,900 1,850 14,450 7,755 9,210 4,945 3,425 2,210 4,310 2,750 2,595 1,650 24,085 12,925 15,355 8,245 5,360 3,685 4,060 2,590 2,060 1,330 3,965 2,805 2,975 1,280 1,280 565 2,060 1,330 3,390 2,000 10,110 6,040 5,735 2,670 2,615 1,160 4,425 2,485 3,880 1,715 18,580 9,060 8,605 4,010 3,925 1,735 5,760 2,550 3,375 1,495 32,410 15,095 14,345 6,680 6,190 2,890 5,290 2,340 2,225 1,665 4,370 3,095 3,275 2,020 1,345 860 2,225 1,665 4,140 2,850 12,355 6,335 8,355 4,040 2,690 1,715 5,265 3,545 3,835 2,445 19,655 9,500 12,530 6,055 4,030 2,570 5,695 3,630 3,325 2,120 32,755 15,835 20,880 10,095 6,555 4,285 5,210 3,320 6,105 4,325 4,350 2,435 — — — — Edge Distances = cac on all sides
15,465
8,660
8,700
4,870
—
—
—
—
23,195
12,990
13,050
7,305
—
—
—
—
38,660
21,650
21,745
12,175
—
—
—
—
Allowable Tension Load of Threaded Rod Steel (lb.) ASTM F1554 ASTM F1554 ASTM A193 ASTM A193 GR 55 GR 105 B6 B7 3,050 5,090 4,475 5,090 5,595 9,320 8,200 9,320 8,900 14,835 13,050 14,835 13,155 21,920 19,290 21,920 18,195 30,320 26,680 30,320 23,865 39,770 34,995 39,770 38,155 63,590 55,960 63,590
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, shortterm temperature of 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
30
* See page 12 for an explanation of the load table icons.
*
IBC
ASTM A193 B8/B8M 2,315 4,250 6,760 9,995 13,825 18,135 29,000
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. 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. 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.
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Adhesive Anchors
AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
5 #10
10 15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Minimum Dimensions for Cracked (in.) ha
cac
—
—
4 7/8
3 5/8
6 3/8
3 5/8
7 7/8
3 5/8
9 3/8
3 5/8
—
—
5 1/2
4 3/4
8 1/2
5 5/8
10 1/2
6 7/8
12 1/2
8
6 1/4
5 7/8
8 1/8
5 7/8
10 5/8
7 5/8
15 5/8
10 3/4
7 1/4
7
Tension Design Strength Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on Edge Distances = cac on all sides three sides SDC A-B6 SDC C-F7,8 SDC A-B6 SDC C-F7,8 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 845 635 1,555 — 1,165 — — — 980 735 795 600 1,965 660 1,470 495 415 310 1,100 825 740 555 2,945 990 2,210 745 625 470 1,100 825 715 540 3,925 1,320 2,945 990 830 625 1,100 825 705 525 4,910 1,650 3,680 1,240 1,040 780 1,100 825 1,305 980 2,350 — 1,765 — — — 1,305 980 1,320 990 2,565 1,995 1,925 1,495 1,105 830 1,425 1,070 1,140 855 5,130 3,990 3,850 2,995 2,085 1,565 1,690 1,265 1,100 825 6,840 5,320 5,130 3,990 2,640 1,980 1,690 1,265 1,080 810 8,555 6,650 6,415 4,990 3,175 2,380 1,690 1,265 1,675 1,260 3,275 2,630 2,455 1,975 1,350 1,010 1,675 1,260 1,725 1,295 5,240 4,210 3,930 3,160 2,160 1,620 2,385 1,785 1,605 1,205 7,855 6,320 5,890 4,740 2,995 2,245 2,385 1,785 1,520 1,140 13,095 10,530 9,820 7,895 4,615 3,460 2,385 1,785 2,100 1,575 4,330 3,585 3,250 2,685 1,735 1,300 2,100 1,575 2,310 1,730 7,425 6,145 5,570 4,605 2,935 2,200 3,190 2,395 2,150 1,610 11,140 9,215 8,355 6,910 4,135 3,105 3,190 2,395 2,035 1,525 18,565 15,355 13,925 11,515 6,455 4,845 3,190 2,395 2,470 1,850 5,300 4,010 3,975 3,010 1,950 1,465 2,470 1,850 2,950 2,210 9,895 8,415 7,420 6,310 3,805 2,855 4,075 3,055 2,745 2,060 14,845 12,620 11,130 9,465 5,400 4,050 4,075 3,055 2,600 1,950 24,740 21,035 18,555 15,775 8,495 6,370 4,075 3,055 2,335 1,750 5,175 4,420 3,880 3,315 2,030 1,520 2,335 1,750 2,985 2,240 10,350 8,990 7,760 6,745 4,060 3,045 4,125 3,095 2,780 2,085 15,525 13,485 11,640 10,115 5,695 4,270 4,125 3,095 2,630 1,975 25,870 22,480 19,405 16,860 9,015 6,760 4,125 3,095
SD
9 3/4
7 1/2
12 3/4
9 7/8
18 3/4
13 7/8
8 1/8
7 3/4
11 3/8
9 1/4
14 7/8
12 1/8
21 7/8
17
9
9 1/8
13
9 3/4
17
12 5/8
25
17 3/4
11 1/4
10 1/2
7,730
6,175
5,800
4,635
—
—
—
—
16 1/4
13 1/4
15,465
14,490
11,595
10,870
—
—
—
—
21 1/4
17 3/8
23,195
21,735
17,395
16,300
—
—
—
—
31 1/4
24 1/2
38,655
36,225
28,990
27,170
—
—
—
—
Tension Design Strength of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 6,435 5,720 11,700 10,400 18,135 16,120 25,740 22,880 35,100 31,200 46,215 41,080 74,100 66,040
* See page 12 for an explanation of the load table icons.
Adhesive Anchors
Nominal Minimum Dimensions Rebar Embed. for Uncracked (in.) Size Depth (in.) ha cac 4 1/4 4 1/4 2 3/8 5 3/4 3 5/8 4 7/8 5 5/8 3 7 1/4 4 1/2 9 6 3/8 #3 4 1/2 10 7/8 6 3/4 7 7/8 12 1/2 6 9 14 1/2 9 3/8 15 7/8 7 1/2 18 11 1/4 5 1/4 4 3/4 2 3/4 6 5/8 4 3/4 5 1/2 5 1/8 3 7 1/4 4 3/4 8 1/2 11 7/8 #4 6 9 14 1/2 10 1/2 16 1/2 8 12 19 1/4 21 12 1/2 10 24 15 6 1/4 5 7/8 3 1/8 7 1/2 5 7/8 8 1/8 9 1/4 5 12 7 1/2 #5 10 5/8 14 3/4 7 1/2 18 11 1/4 26 15 5/8 12 1/2 30 18 3/4 7 7 1/4 3 1/2 7 8 1/2 11 9 3/4 6 9 14 1/2 #6 12 3/4 17 5/8 9 21 5/8 13 1/2 31 18 3/4 15 36 22 1/2 8 1/8 8 1/8 3 3/4 9 8 1/8 11 3/8 12 5/8 7 16 7/8 10 1/2 #7 14 7/8 20 3/8 10 1/2 25 1/4 15 3/4 21 7/8 35 3/4 17 1/2 42 26 1/4 9 9 1/8 4 9 5/8 9 1/8 13 14 3/8 8 12 19 1/4 #8 17 23 1/8 12 18 28 7/8 25 40 1/2 20 48 30
*
IBC
AT-XP® 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 180°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.
31
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load
Adhesive Anchors
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15 3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25 Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = cac on all sides
Edge Distances = 1 3/4" on one side and cac on three sides Cracked
ha
cac
Uncracked
Cracked
8 1/2
5 5/8
3,665
10 1/2
6 7/8
4,885
3,800
12 1/2
8
6,110
4,750
6 1/4
5 7/8
2,340
1,880
8 1/8
5 7/8
3,745
3,005
10 5/8
7 5/8
5,610
4,515
15 5/8
10 3/4
9,355
7,520
7 1/4
7
3,095
2,560
9 3/4
7 1/2
5,305
4,390
12 3/4
9 7/8
7,955
6,580
18 3/4
13 7/8
13,260
10,970
8 1/8
7 3/4
3,785
2,865
11 3/8
9 1/4
7,070
6,010
14 7/8
12 1/8
10,605
9,015
21 7/8
17
17,670
15,025
9
9 1/8
3,695
3,155
13
9 3/4
7,395
6,420
17
12 5/8
11,090
9,630
25
17 3/4
18,480
16,055
11 1/4
10 1/2
5,520
4,410
Uncracked 605 700 570 785 530 785 510 785 505 785 930 930 945 1,020 815 1,205 785 1,205 770 1,205 1,195 1,195 1,230 1,705 1,145 1,705 1,085 1,705 1,500 1,500 1,650 2,280 1,535 2,280 1,455 2,280 1,765 1,765 2,105 2,910 1,960 2,910 1,855 2,910 1,670 1,670 2,130 2,945 1,985 2,945 1,880 2,945 —
—
—
1,110
—
4 7/8
3 5/8
1,405
470
6 3/8
3 5/8
2,105
705
7 7/8
3 5/8
2,805
945
9 3/8
3 5/8
3,505
1,180
—
—
1,680
—
5 1/2
4 3/4
1,830
1,425 2,850
16 1/4
13 1/4
11,045
10,350
—
—
21 1/4
17 3/8
16,570
15,525
—
—
31 1/4
24 1/2
27,610
25,875
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 4,595 4,085 8,355 7,430 12,955 11,515 18,385 16,345 25,070 22,285 33,010 29,345 52,930 47,170
* See page 12 for an explanation of the load table icons.
32
Minimum Dimensions for Cracked (in.)
— 295 445 595 745 — 790 1,490 1,885 2,270 965 1,545 2,140 3,295 1,240 2,095 2,955 4,610 1,395 2,720 3,855 6,070 1,450 2,900 4,070 6,440 —
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 180°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 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
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = cac on Edge Distances = 1 3/4" on one all sides side and cac on three sides
ha
cac
Uncracked
Cracked
Cracked
3,705
Uncracked 505 590 475 660 445 660 430 660 425 660 785 785 790 855 685 1,015 660 1,015 650 1,015 1,005 1,005 1,035 1,430 965 1,430 910 1,430 1,260 1,260 1,385 1,915 1,290 1,915 1,220 1,915 1,480 1,480 1,770 2,445 1,645 2,445 1,560 2,445 1,400 1,400 1,790 2,475 1,670 2,475 1,580 2,475 —
—
—
935
—
4 7/8
3 5/8
1,180
395
6 3/8
3 5/8
1,765
595
7 7/8
3 5/8
2,355
790
9 3/8
3 5/8
2,945
990
—
—
1,410
—
5 1/2
4 3/4
1,540
1,195
8 1/2
5 5/8
3,080
2,395
10 1/2
6 7/8
4,105
3,190
12 1/2
8
5,135
3,990
6 1/4
5 7/8
1,965
1,580
8 1/8
5 7/8
3,145
2,525
10 5/8
7 5/8
4,715
3,790
15 5/8
10 3/4
7,855
6,320
7 1/4
7
2,600
2,150
9 3/4
7 1/2
4,455
3,685
12 3/4
9 7/8
6,685
5,530
18 3/4
13 7/8
11,140
9,215
8 1/8
7 3/4
3,180
2,405
11 3/8
9 1/4
5,935
5,050
14 7/8
12 1/8
8,905
7,570
21 7/8
17
14,845
12,620
9
9 1/8
3,105
2,650
13
9 3/4
6,210
5,395
17
12 5/8
9,315
8,090
25
17 3/4
15,520
13,490
11 1/4
10 1/2
4,640
16 1/4
13 1/4
9,280
8,695
—
—
21 1/4
17 3/8
13,915
13,040
—
—
31 1/4
24 1/2
23,195
21,735
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 3,860 3,430 7,020 6,240 10,880 9,670 15,445 13,730 21,060 18,720 27,730 24,650 44,460 39,625
— 250 375 500 625 — 665 1,250 1,585 1,905 810
Adhesive Anchors
Rebar Size
Nominal Embed. Depth (in.)
*
IBC
1,295 1,795 2,770 1,040 1,760 2,480 3,875 1,170 2,285 3,240 5,095 1,220 2,435 3,415 5,410 —
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 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
* See page 12 for an explanation of the load table icons.
33
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load
Adhesive Anchors
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15 3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides 5 6,7 SDC A-B SDC C-F SDC A-B5 SDC C-F6,7 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 590 445 1,090 — 815 — — — 685 515 555 420 1,375 460 1,030 345 290 215 770 580 520 390 2,060 695 1,545 520 440 330 770 580 500 380 2,750 925 2,060 695 580 440 770 580 495 370 3,435 1,155 2,575 870 730 545 770 580 915 685 1,645 — 1,235 — — — 915 685 925 695 1,795 1,395 1,350 1,045 775 580 1,000 750 800 600 3,590 2,795 2,695 2,095 1,460 1,095 1,185 885 770 580 4,790 3,725 3,590 2,795 1,850 1,385 1,185 885 755 565 5,990 4,655 4,490 3,495 2,225 1,665 1,185 885 1,175 880 2,295 1,840 1,720 1,385 945 705 1,175 880 1,210 905 3,670 2,945 2,750 2,210 1,510 1,135 1,670 1,250 1,125 845 5,500 4,425 4,125 3,320 2,095 1,570 1,670 1,250 1,065 800 9,165 7,370 6,875 5,525 3,230 2,420 1,670 1,250 1,470 1,105 3,030 2,510 2,275 1,880 1,215 910 1,470 1,105 1,615 1,210 5,200 4,300 3,900 3,225 2,055 1,540 2,235 1,675 1,505 1,125 7,800 6,450 5,850 4,835 2,895 2,175 2,235 1,675 1,425 1,070 12,995 10,750 9,750 8,060 4,520 3,390 2,235 1,675 1,730 1,295 3,710 2,805 2,785 2,105 1,365 1,025 1,730 1,295 2,065 1,545 6,925 5,890 5,195 4,415 2,665 2,000 2,855 2,140 1,920 1,440 10,390 8,835 7,790 6,625 3,780 2,835 2,855 2,140 1,820 1,365 17,320 14,725 12,990 11,045 5,945 4,460 2,855 2,140 1,635 1,225 3,625 3,095 2,715 2,320 1,420 1,065 1,635 1,225 2,090 1,570 7,245 6,295 5,430 4,720 2,840 2,130 2,890 2,165 1,945 1,460 10,870 9,440 8,150 7,080 3,985 2,990 2,890 2,165 1,840 1,385 18,110 15,735 13,585 11,800 6,310 4,730 2,890 2,165 Edge Distances = cac on all sides
ha
cac
—
—
4 7/8
3 5/8
6 3/8
3 5/8
7 7/8
3 5/8
9 3/8
3 5/8
—
—
5 1/2
4 3/4
8 1/2
5 5/8
10 1/2
6 7/8
12 1/2
8
6 1/4
5 7/8
8 1/8
5 7/8
10 5/8
7 5/8
15 5/8
10 3/4
7 1/4
7
9 3/4
7 1/2
12 3/4
9 7/8
18 3/4
13 7/8
8 1/8
7 3/4
11 3/8
9 1/4
14 7/8
12 1/8
21 7/8
17
9
9 1/8
13
9 3/4
17
12 5/8
25
17 3/4
11 1/4
10 1/2
5,410
4,325
4,060
3,245
—
—
—
—
16 1/4
13 1/4
10,825
10,145
8,115
7,610
—
—
—
—
21 1/4
17 3/8
16,235
15,215
12,175
11,410
—
—
—
—
31 1/4
24 1/2
27,060
25,360
20,295
19,020
—
—
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 4,505 4,005 8,190 7,280 12,695 11,285 18,020 16,015 24,570 21,840 32,350 28,755 51,870 46,230
* See page 12 for an explanation of the load table icons.
34
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 180°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 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.
Nominal Rebar Size Embed. Depth (in.)
*
IBC
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry AT-XP® Allowable Tension and Shear Loads for Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction 1, 3, 4, 5, 6, 8, 9, 10, 11 Diameter (in.) or Rebar Size No.
Drill Bit Diameter (in.)
*
IBC Allowable Load Based on Bond Strength7 (lb.)
Minimum Embedment2 (in.)
Tension Load
Shear Load
3/8
1/2
3 3/8
1,265
1,135
1/2
5/8
4 1/2
1,910
1,660
5/8
3/4
5 5/8
2,215
1,810
3/4
7/8
2,260
1,810
#3
1/2
3 3/8
1,180
1,315
#4
5/8
4 1/2
1,720
1,565
#5
3/4
5 5/8
1,835
1,565
6 1/2 Rebar Installed in the Face of CMU Wall
1. Allowable load shall be the lesser of the bond values shown in this table and steel values, shown on page 37. 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 36. Figure 2 on page 36 illustrates critical and minimum edge and end distances. 4. Minimum allowable nominal width of CMU wall shall be 8 inches. No more than one anchor shall be permitted per masonry cell. 5. 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 36.
120
100% @14°F
Percent of Allowable Load Values (%)
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
110
100% @32°F
6. Tabulated allowable load values are for anchors installed in fully grouted masonry walls. 7. Tabulated allowable loads are based on a safety factor of 5.0. 8. Tabulated allowable load values shall be adjusted for increased base material temperatures in accordance with Figure 1 below, as applicable. 9. Threaded rod and rebar installed in fully grouted masonry walls are permitted to resist dead, live, seismic and wind loads. 10. Threaded rod shall meet or exceed the tensile strength of ASTM F1554, Grade 36 steel, which is 58,000 psi. 11. 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% @70°F
100
88% @110°F
90
88% @135°F
80
Adhesive Anchors
Threaded Rod Installed in the Face of CMU Wall
76% @150°F
70 60 50 40 30 20 10 0
0
20
40
60
80
100
120
140
160
Base Material Temperature (˚F )
Figure 1. Load capacity based on in-service temperature for AT-XP® adhesive in the face of fully grouted CMU wall construction
* See page 12 for an explanation of the load table icons.
35
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry *
AT-XP® Edge Distance and Spacing Requirements and Allowable Load Reduction IBC Factors — Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction7 Spacing2,9
Edge or Edge Distance1,8
Adhesive Anchors
Rod Dia. (in.) or Rebar Size No.
Critical (Full Anchor Capacity)5
Minimum (Reduced Anchor Capacity)4
Critical Allowable Minimum Minimum Load Edge or End Embed. Edge or End Distance, Reduction Distance, Depth Ccr (in.) Factor Cmin (in.) (in.) Load Direction Tension or Tension or Tension or Shear Shear Shear
Allowable Load Reduction Factor Load Direction Tension
Critical Spacing, Scr (in.)
Minimum (Reduced Anchor Capacity)6
Allowable Load Reduction Factor
Minimum Spacing, Smin (in.)
Load Direction Shear
10
Perp.
Para.
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
1.00
0.76
0.94
8
1.00
4
1.00
1.00
1/2
4 1/2
12
1.00
4
0.90
0.57
0.94
8
1.00
4
1.00
1.00
5/8
5 5/8
12
1.00
4
0.72
0.47
0.94
8
1.00
4
1.00
1.00
3/4
6 1/2
12
1.00
4
0.72
0.47
0.94
8
1.00
4
1.00
1.00
#3
3 3/8
12
1.00
4
1.00
0.62
0.95
8
1.00
4
1.00
1.00
#4
4 1/2
12
1.00
4
1.00
0.37
0.82
8
1.00
4
1.00
0.89
#5
5 5/8
12
1.00
4
1.00
0.37
0.82
8
1.00
4
1.00
0.89
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.
4" minimum edge distance
Critical edge distance (see load table)
Installation in this area for reduced allowable load capacity
Edge of Wall
Shear Load A1 Shear Load B2
Critical end distance (see load table)
End of Wall
4" minimum end distance
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.
No installation within 1½" of head joint
Installations in this area for full allowable load capacity
Figure 2. Allowable Anchor Locations for Full and Reduced Load Capacity When Installation Is in the Face of Fully Grouted CMU Masonry Wall Construction
* See page 12 for an explanation of the load table icons.
36
Figure 3. Direction of Shear Load in Relation to Edge and End of Wall 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.
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Critical (Full Anchor Capacity)3
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry AT-XP® Allowable Tension and Shear Loads — Threaded Rod Based on Steel Strength1 Tension Load Based on Steel Strength2 (lb.)
Stainless Steel Stainless Steel Tensile ASTM ASTM A193 Stress Area ASTM F1554 ASTM A193 ASTM A193 ASTM A193 2 F1554 Grade B76 ASTM A193 (in. ) Grade 364 Grade B76 ASTM A193 4 Grades B8 Grades Grade B65 Grade B65 and B8M7 Grade 36 B8 and B8M7 0.078 0.142 0.226 0.334
3/8 1/2 5/8 3/4
Shear Load Based on Steel Strength3 (lb.)
1,495 2,720 4,325 6,395
3,220 5,860 9,325 13,780
2,830 5,155 8,205 12,125
1. Allowable load shall be the lesser of bond values given on page 35 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 specified tensile strength (Fu = 58,000 psi) of ASTM F1554, Grade 36 used to calculate allowable steel strength.
1,930 3,515 5,595 8,265
770 1,400 2,230 3,295
1,660 3,020 4,805 7,100
1,460 2,655 4,225 6,245
5. Minimum specified tensile strength (Fu = 110,000 psi) of ASTM A193, Grade B6 used to calculate allowable steel strength. 6. Minimum specified tensile strength (Fu = 125,000 psi) of ASTM A193, Grade B7 used to calculate allowable steel strength. 7. Minimum specified tensile strength (Fu = 75,000 psi) of ASTM A193, Grades B8 and B8M used to calculate allowable steel strength.
AT-XP® Allowable Tension and Shear Loads — Deformed Reinforcing Bar Based on Steel Strength1
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Drill Bit Diameter (in.)
Minimum Embedment2 (in.)
995 1,810 2,880 4,260
*
IBC
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
1. Allowable load shall be the lesser of bond values given on page 35 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.
Adhesive Anchors
Threaded Rod Diameter (in.)
*
IBC
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
* See page 12 for an explanation of the load table icons.
37
AT-XP® Design Information — Concrete *
AT-XP® 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 1 3/8
SD
Drill Bit Diameter for Threaded Rod
dhole
in.
7/16
9/16
11/16
13/16
1
1 1/8
Drill Bit Diameter for Rebar
dhole
in.
1/2
5/8
3/4
7/8
1
1 1/8
1 3/8
Maximum Tightening Torque
Tinst
ft.-lb.
10
20
30
45
60
80
125
Minimum
hef
in.
2 3/8
2 3/4
3 1/8
3 zz2
3 3/4
4
5
Maximum
hef
in.
7 1/2
10
12 1/2
15
17 1/2
20
25
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
Permitted Embedment Depth Range2
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
Installation Information
* See page 12 for an explanation of the load table icons.
22
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
*
IBC
AT-XP® Tension Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Nominal Anchor Diameter (in.)
Units
3/8
1/2
5/8
3/4
7/8
1
1 1/4
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
1,750
1,655
1,250
SD
Minimum Tensile Stress Area
Ase
in.2
Tension Resistance of Steel — ASTM F1554, Grade 36 Threaded Rod
Tension Resistance of Steel — ASTM A193, Grade B7
Nsa
Tension Resistance of Steel — Type 410 Stainless (ASTM A193, Grade B6) Tension Resistance of Steel — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M) Strength Reduction Factor — Steel Failure
φ
lb.
—
0.75
6
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Effectiveness Factor — Uncracked Concrete Effectiveness Factor — Cracked Concrete Strength Reduction Factor — Breakout Failure
kuncr kcr φ
— — —
24 17 0.658
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Characteristic Bond Strength Uncracked Concrete 2,3,4
Permitted Embedment Depth Range
Permitted Embedment Depth Range
SD psi
hef
in.
τk,cr
psi
hef
in.
Minimum
Maximum
Characteristic Bond Strength9,10,11 Cracked Concrete 2,3,4
τk,uncr
Minimum
Maximum
1,390
1,590
1,715
1,770
2 3/8 7 1/2
2 3/4
3 1/8
3 1/2
3 3/4
4
5
10
12 1/2
15
17 1/2
20
25
1,085
1,035
980
950
815
800
700
3
3
3 1/8
3 1/2
3 3/4
4
5
7 1/2
10
12 1/2
15
17 1/2
20
25
Adhesive Anchors
Steel Strength in Tension
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
0.657
0.557 0.45
7
0.54
0.775
5
0.965
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Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
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 180°F. Maximum long-term temperature of 110°F. 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. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat. 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.4.4 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.4.3 (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.
0.557
0.457 0.457
0.465
0.655
0.815
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.4.3 (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.400.3 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. 9. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1/2", 5/8", 3/4" and 1" anchors must be multiplied by αN,seis = 0.85. 10. For anchors installed in regions assigned to Seismic Design Category C, D, E or F, the bond strength values for 1 1/4" anchors must be multiplied by αN,seis = 0.75. 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 = 0.59.
* See page 12 for an explanation of the load table icons.
23
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
Units
*
IBC
AT-XP® Tension Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size #3
#4
#5
#6
#7
#8
#10
0.11
0.2
0.31
0.44
0.6
0.79
1.27
9,900
18,000
27,900
39,600
54,000
71,100
114,300
8,800
16,000
24,800
35,200
48,000
63,200
101,600
Adhesive Anchors
Steel Strength in Tension
Rebar
Minimum Tensile Stress Area Tension Resistance of Steel — Rebar (ASTM A615 Grade 60) Tension Resistance of Steel — Rebar (ASTM A706 Grade 60) Strength Reduction Factor — Steel Failure
Ase
in.2
Nsa
lb.
φ
—
0.756
Concrete Breakout Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Effectiveness Factor — Uncracked Concrete Effectiveness Factor — Cracked Concrete Strength Reduction Factor — Breakout Failure
kuncr kcr φ
—
24 17
—
0.658
SD
Bond Strength in Tension (2,500 psi ≤ f'c ≤ 8,000 psi) Characteristic Bond Strength Uncracked Concrete 2,3,4
Permitted Embedment Depth Range
Minimum Maximum
Characteristic Bond Strength Cracked Concrete 2,3,4
Permitted Embedment Depth Range
Minimum Maximum
τk,uncr
psi
1,010
990
970
955
935
915
875
hef
in.
2 3/8 7 1/2
2 3/4 10
3 1/8 12 1/2
3 1/2 15
3 3/4 17 1/2
4 20
5 25
τk,cr
psi
340
770
780
790
795
795
820
hef
in.
3
3 10
3 1/8 12 1/2
3 1/2 15
3 3/4 17 1/2
4 20
5 25
7 1/2
Bond Strength in Tension — Bond Strength Reduction Factors for Continuous Special Inspection Strength Reduction Factor — Dry Concrete
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
0.657
0.557 0.45
0.545
7
0.775
0.965
Bond Strength in Tension — Bond Strength Reduction Factors for Periodic Special Inspection
φdry
—
Strength Reduction Factor — Water-Saturated Concrete
φsat
—
Additional Factor for Water-Saturated Concrete
Κsat
—
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 180°F. Maximum long-term temperature of 110°F. 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. In water-saturated concrete, multiply τk,uncr and τk,cr by Ksat. 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.4.4 to determine the appropriate value of φ.
* See page 12 for an explanation of the load table icons.
24
0.557
0.457 0.457
0.46
5
0.655
0.815
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.4.3 (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. 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.4.3 (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.
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Strength Reduction Factor — Dry Concrete
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
Units
*
IBC
AT-XP® Shear Strength Design Data for Threaded Rod in Normal-Weight Concrete1
Nominal Anchor Diameter (in.) 3/4
1
7/8
1 1/4
3/8
1/2
5/8
0.078
0.142
0.226
0.334
0.462
0.606
0.969
2,260
4,940
7,865
11,625
16,080
21,090
33,720
4,875
10,650
16,950
25,050
34,650
45,450
72,675
4,290
9,370
14,910
22,040
30,490
40,000
63,955
2,225
4,855
7,730
11,425
15,800
20,725
33,140
Minimum Shear Stress Area
Ase
in.2
Shear Resistance of Steel — ASTM F1554, Grade 36
Threaded Rod
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 (ASTM A193, Grade B8 & B8M) Reduction for Seismic Shear — ASTM F1554, Grade 36 Reduction for Seismic Shear — ASTM A193, Grade B7 Reduction for Seismic Shear — Type 410 Stainless (ASTM A193, Grade B6) Reduction for Seismic Shear — Type 304 and 316 Stainless (ASTM A193, Grade B8 & B8M) Strength Reduction Factor — Steel Failure
SD Vsa
αV,seis5
φ
lb.
—
0.85 0.85
0.85
0.75
0.85
0.85
0.75
0.85
—
0.652
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 hefi
0.875
1
Adhesive Anchors
Steel Strength in Shear
1.25
0.703
Concrete Pryout Strength in Shear Coefficient for Pryout Strength
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Strength Reduction Factor — Pryout Failure
kcp φ
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.
—
1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
—
0.704
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.
25
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Characteristic
Symbol
*
IBC
AT-XP® Shear Strength Design Data for Rebar in Normal-Weight Concrete1 Rebar Size
Units
#3
#4
#5
#6
#7
#8
#10
0.11
0.2
0.31
0.44
0.6
0.79
1.27
4,950
10,800
16,740
23,760
32,400
42,660
68,580
4,400
9,600
14,880
21,120
28,800
37,920
60,960
1
1.25
Steel Strength in Shear
Minimum Shear Stress Area
Adhesive Anchors
Shear Resistance of Steel — Rebar (ASTM A615 Grade 60)
Rebar
Shear Resistance of Steel — Rebar (ASTM A706 Grade 60) Reduction for Seismic Shear — Rebar (ASTM A615 Grade 60) Reduction for Seismic Shear — Rebar (ASTM A706 Grade 60) Strength Reduction Factor — Steel Failure
SD Ase
in.2
Vsa
lb.
αV,seis5
0.56
0.80
—
0.56
0.80
φ
0.65
2
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
0.875
0.703
Concrete Pryout Strength in Shear Coefficient for Pryout Strength
kcp
—
1.0 for hef < 2.50"; 2.0 for hef ≥ 2.50"
Strength Reduction Factor — Pryout Failure
φ
—
0.704
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.
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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.
* See page 12 for an explanation of the load table icons.
26
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Tension Design Strengths for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) Nominal Embed. Depth (in.) 2 3/8 3 3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8
5/8
5 7 1/2 12 1/2 3 1/2
3/4
6 9 15 3 3/4
7/8
7 10 1/2
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17 1/2 4 1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. (in.) 3/8 1/2 5/8 3/4 7/8 1 1 1/4
Minimum Dimensions Minimum Dimensions for Uncracked for Cracked (in.) (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
ASTM F1554 GR 36 3,370 6,175 9,835 14,530 20,095 26,365 42,150
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
ha —
cac —
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
Tension Design Strength Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides SDC A-B6 SDC C-F7,8 SDC A-B6 SDC C-F7,8 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 1,115 835 2,140 — 1,605 — — — 1,250 935 1,050 790 2,700 2,110 2,025 1,580 1,230 925 1,450 1,090 975 735 4,055 3,165 3,040 2,375 1,845 1,385 1,450 1,090 945 710 5,405 4,220 4,055 3,165 2,250 1,685 1,450 1,090 925 695 6,755 5,275 5,065 3,955 2,585 1,935 1,450 1,090 1,720 1,225 3,555 — 2,410 — — — 1,920 1,225 1,800 1,335 4,055 2,680 2,625 1,710 1,365 870 2,095 1,335 1,755 1,120 8,240 5,365 5,255 3,420 2,700 1,740 2,605 1,660 1,695 1,080 10,990 7,155 7,005 4,560 3,425 2,320 2,605 1,660 1,665 1,060 13,735 8,940 8,755 5,700 4,070 2,895 2,605 1,660 2,180 1,635 4,310 3,050 3,230 1,995 1,485 950 2,405 1,735 2,965 2,065 8,720 5,285 5,905 3,370 2,485 1,585 4,095 2,770 2,780 1,770 13,890 7,935 8,855 5,060 3,705 2,375 4,130 2,630 2,610 1,665 23,150 13,230 14,760 8,435 5,620 3,960 4,090 2,605 2,680 2,010 5,105 3,620 3,830 2,340 1,695 1,080 2,725 2,045 3,855 2,890 11,465 7,380 8,600 4,705 3,300 2,105 5,190 3,895 4,145 2,640 20,645 11,080 13,160 7,065 4,895 3,160 6,155 3,925 3,705 2,360 34,405 18,465 21,935 11,775 7,660 5,265 5,800 3,700 2,945 1,900 5,665 4,010 4,250 1,825 1,825 805 2,945 1,900 4,840 2,855 14,445 8,625 8,195 3,815 3,735 1,655 6,320 3,550 5,540 2,450 26,540 12,940 12,295 5,725 5,605 2,480 8,225 3,640 4,820 2,135 46,300 21,565 20,490 9,540 8,840 4,130 7,555 3,345 3,175 2,380 6,240 4,420 4,680 2,885 1,920 1,225 3,175 2,380 5,915 4,070 17,650 9,050 11,935 5,770 3,840 2,450 7,520 5,065 5,480 3,495 28,075 13,570 17,900 8,650 5,760 3,670 8,135 5,185 4,750 3,025 46,795 22,620 29,830 14,420 9,365 6,120 7,440 4,745 8,720 6,175 6,215 3,480 — — — — Edge Distances = cac on all sides
SD
25
18 1/4
11 1/4
13 3/8
16 1/4
13 3/8
22,090
12,370
12,425
6,960
—
—
—
—
21 1/4
15 3/4
33,135
18,555
18,640
10,435
—
—
—
—
31 1/4
22
55,225
30,925
31,065
17,395
—
—
—
—
Tension Design Strength of Threaded Rod Steel (lb.) ASTM F1554 ASTM F1554 ASTM A193 ASTM A193 GR 55 GR 105 B6 B7 4,360 7,270 6,395 7,270 7,990 13,315 11,715 13,315 12,715 21,190 18,645 21,190 18,790 31,315 27,555 31,315 25,990 43,315 38,115 43,315 34,090 56,815 49,995 56,815 54,505 90,845 79,945 90,845
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 180°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.
* See page 12 for an explanation of the load table icons.
Adhesive Anchors
Rod Dia. (in.)
*
IBC
ASTM A193 B8/B8M 3,310 6,070 9,660 14,280 19,750 25,905 41,425
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.
27
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Rod Dia. (in.)
Nominal Embed. Depth (in.) 2 3/8
Adhesive Anchors
3 3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8 5
5/8
7 1/2 12 1/2 3 1/2 6
3/4
9 15 3 3/4 7
7/8
10 1/2 17 1/2 4
1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. ASTM F1554 (in.) GR 36 3/8 1/2 5/8 3/4 7/8 1 1 1/4
2,405 4,410 7,025 10,380 14,355 18,830 30,105
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
Allowable Tension Load Based on Concrete or Bond (lb.) Edge distances = cac on all sides Edge Distances = 1 3/4" on one side and cac on three sides Uncracked Cracked Uncracked Cracked 795 1,530 — — 895 750 1,930 1,505 880 1,035 695 2,895 2,260 1,320 1,035 675 3,860 3,015 1,605 1,035 660 4,825 3,770 1,845 1,035 1,230 2,540 — — 1,370 1,285 2,895 1,915 975 1,495 1,255 5,885 3,830 1,930 1,860 1,210 7,850 5,110 2,445 1,860 1,190 9,810 6,385 2,905 1,860 1,555 3,080 2,180 1,060 1,720 2,120 6,230 3,775 1,775 2,925 1,985 9,920 5,670 2,645 2,950 1,865 16,535 9,450 4,015 2,920 1,915 3,645 2,585 1,210 1,945 2,755 8,190 5,270 2,355 3,705 2,960 14,745 7,915 3,495 4,395 2,645 24,575 13,190 5,470 4,145 2,105 4,045 2,865 1,305 2,105 3,455 10,320 6,160 2,670 4,515 3,955 18,955 9,245 4,005 5,875 3,445 33,070 15,405 6,315 5,395 2,270 4,455 3,155 1,370 2,270 4,225 12,605 6,465 2,745 5,370 3,915 20,055 9,695 4,115 5,810 3,395 33,425 16,155 6,690 5,315
ha
cac
—
—
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
25
18 1/4
11 1/4
13 3/8
6,230
4,410
—
—
16 1/4
13 3/8
15,780
8,835
—
—
21 1/4
15 3/4
23,670
13,255
—
—
31 1/4
22
39,445
22,090
—
—
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
3,115 5,705 9,080 13,420 18,565 24,350 38,930
5,195 9,510 15,135 22,370 30,940 40,580 64,890
4,570 8,370 13,320 19,680 27,225 35,710 57,105
5,195 9,510 15,135 22,370 30,940 40,580 64,890
2,365 4,335 6,900 10,200 14,105 18,505 29,590
* See page 12 for an explanation of the load table icons.
28
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
Minimum Dimensions for Cracked (in.)
*
IBC
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 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Rod Dia. (in.)
Nominal Embed. Depth (in.) 2 3/8 3
3/8
4 1/2 6 7 1/2 2 3/4 3
1/2
6 8 10 3 1/8 5
5/8
7 1/2 12 1/2 3 1/2 6
3/4
9 15 3 3/4 7
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
7/8
10 1/2 17 1/2 4
1
8 12 20 5
1 1/4
10 15 25
Threaded Rod Dia. ASTM F1554 (in.) GR 36 3/8 1/2 5/8 3/4 7/8 1 1 1/4
2,020 3,705 5,900 8,720 12,055 15,820 25,290
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 3/4 4 1/4 6 3/8 4 5/8 10 1/4 6 7/8 14 1/8 9 1/4 18 11 1/2 6 1/8 6 1/8 6 1/8 6 1/8 14 3/8 9 3/4 19 7/8 13 25 1/4 16 1/8 7 7/8 7 7/8 10 1/2 7 7/8 18 3/8 12 3/8 32 5/8 20 7/8 9 5/8 9 5/8 12 1/8 9 5/8 21 1/4 14 3/8 39 5/8 25 1/4 11 1/8 11 1/8 13 3/4 11 1/8 24 16 1/4 46 29 3/8 12 3/8 12 3/8 15 3/8 12 3/8 26 3/4 18 51 3/8 32 3/4 13 3/8 13 3/8 18 1/4 15 32 22 1/2 57 3/8 37 1/2
Minimum Dimensions for Cracked (in.)
*
IBC
Allowable Tension Load Based on Concrete or Bond (lb.) Edge distances = cac on all Edge Distances = 1 3/4" on one sides side and cac on three sides Uncracked Cracked Uncracked Cracked 670 1,285 — — 750 630 1,620 1,265 740 870 585 2,435 1,900 1,105 870 565 3,245 2,530 1,350 870 555 4,055 3,165 1,550 870 1,030 2,135 — — 1,150 1,080 2,435 1,610 820 1,255 1,055 4,945 3,220 1,620 1,565 1,015 6,595 4,295 2,055 1,565 1,000 8,240 5,365 2,440 1,565 1,310 2,585 1,830 890 1,445 1,780 5,230 3,170 1,490 2,455 1,670 8,335 4,760 2,225 2,480 1,565 13,890 7,940 3,370 2,455 1,610 3,065 2,170 1,015 1,635 2,315 6,880 4,430 1,980 3,115 2,485 12,385 6,650 2,935 3,695 2,225 20,645 11,080 4,595 3,480 1,765 3,400 2,405 1,095 1,765 2,905 8,665 5,175 2,240 3,790 3,325 15,925 7,765 3,365 4,935 2,890 27,780 12,940 5,305 4,535 1,905 3,745 2,650 1,150 1,905 3,550 10,590 5,430 2,305 4,510 3,290 16,845 8,140 3,455 4,880 2,850 28,075 13,570 5,620 4,465
ha
cac
—
—
4 7/8
4 1/4
6 3/8
5 1/4
7 7/8
6
9 3/8
6 3/4
—
—
5 1/2
6 1/8
8 1/2
7
10 1/2
8 1/2
12 1/2
9 3/4
6 1/4
7 5/8
8 1/8
7 7/8
10 5/8
9 1/8
15 5/8
12 1/2
7 1/4
8 7/8
9 3/4
9 5/8
12 3/4
11 1/4
18 3/4
15 3/4
8 1/8
10 1/2
11 3/8
11 1/8
14 7/8
12 1/2
21 7/8
17 1/2
9
12 3/8
13
12 3/8
17
12 3/4
25
18 1/4
11 1/4
13 3/8
5,230
3,705
—
—
16 1/4
13 3/8
13,255
7,420
—
—
21 1/4
15 3/4
19,880
11,135
—
—
31 1/4
22
33,135
18,555
—
—
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
2,615 4,795 7,630 11,275 15,595 20,455 32,705
4,360 7,990 12,715 18,790 25,990 34,090 54,505
3,835 7,030 11,185 16,535 22,870 29,995 47,965
4,360 7,990 12,715 18,790 25,990 34,090 54,505
1,985 3,640 5,795 8,570 11,850 15,545 24,855
Adhesive Anchors
AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load
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 180°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 bazsed 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.
29
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
Minimum Minimum Dimensions Nom. Insert Embed. Depth, for Uncracked (in.) Dimensions for Dia. Cracked (in.) hef (in.) (in.) ha cac ha cac 4 1/4 4 3/4 — — 2 3/8 5 3/4 4 1/4 4 7/8 6 3/8 3 4 7/8 4 1/4 7 1/4 4 5/8 6 3/8 10 1/4 3/8 4 1/2 6 3/8 5 1/4 10 7/8 6 7/8 7 7/8 14 1/8 6 6 7 7/8 14 1/2 9 1/4 18 9 3/8 7 1/2 9 3/8 6 3/4 18 11 1/2 5 1/4 6 1/8 — — 2 3/4 6 5/8 6 1/8 5 1/2 6 1/8 3 5 1/2 6 1/8 7 1/4 6 1/8 8 1/2 14 3/8 6 7 1/2 8 1/2 14 1/2 9 3/4 10 1/2 19 7/8 8 10 1/2 8 1/2 13 19 1/4 12 1/2 25 1/4 10 12 1/2 9 3/4 24 16 1/8 6 1/4 7 7/8 3 1/8 6 1/4 7 5/8 7 1/2 7 7/8 8 1/8 10 1/2 5 8 1/8 7 7/8 12 7 7/8 5/8 10 5/8 18 3/8 7 1/2 10 5/8 9 1/8 18 12 3/8 15 5/8 32 5/8 12 1/2 15 5/8 12 1/2 30 20 7/8 7 1/4 9 5/8 3 1/2 7 1/4 8 7/8 8 1/2 9 5/8 9 3/4 12 1/8 6 9 3/4 9 5/8 14 1/2 9 5/8 3/4 12 3/4 21 1/4 9 12 3/4 11 1/4 21 5/8 14 3/8 18 3/4 39 5/8 15 18 3/4 15 3/4 36 25 1/4 8 1/8 11 1/8 3 3/4 8 1/8 10 1/2 9 11 1/8 11 3/8 13 3/4 7 11 3/8 11 1/8 16 7/8 11 1/8 7/8 24 14 7/8 10 1/2 14 7/8 12 1/2 25 1/4 16 1/4 46 21 7/8 17 1/2 21 7/8 17 1/2 42 29 3/8 9 12 3/8 4 9 12 3/8 9 5/8 12 3/8 13 15 3/8 8 13 12 3/8 19 1/4 12 3/8 1 17 26 3/4 12 17 12 3/4 18 28 7/8 25 51 3/8 20 25 18 1/4 48 32 3/4 11 1/4 13 3/8 5 11 1/4 13 3/8 12 13 3/8 16 1/4 18 1/4 10 16 1/4 13 3/8 24 15 1 1/4 32 21 1/4 15 21 1/4 15 3/4 36 22 1/2 31 1/4 57 3/8 25 22 31 1/4 60 37 1/2 Threaded Rod Dia. (in.) 3/8 1/2 5/8 3/4 7/8 1 1 1/4
ASTM F1554 GR 36 2,360 4,325 6,885 10,170 14,065 18,455 29,505
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides 5 6,7 SDC A-B SDC C-F SDC A-B5 SDC C-F6,7 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 780 585 1,500 — 1,125 — — — 875 655 735 555 1,890 1,475 1,420 1,105 860 650 1,015 765 685 515 2,840 2,215 2,130 1,665 1,290 970 1,015 765 660 495 3,785 2,955 2,840 2,215 1,575 1,180 1,015 765 650 485 4,730 3,695 3,545 2,770 1,810 1,355 1,015 765 1,205 860 2,490 — 1,685 — — — 1,345 860 1,260 935 2,840 1,875 1,840 1,195 955 610 1,465 935 1,230 785 5,770 3,755 3,680 2,395 1,890 1,220 1,825 1,160 1,185 755 7,695 5,010 4,905 3,190 2,400 1,625 1,825 1,160 1,165 740 9,615 6,260 6,130 3,990 2,850 2,025 1,825 1,160 1,525 1,145 3,015 2,135 2,260 1,395 1,040 665 1,685 1,215 2,075 1,445 6,105 3,700 4,135 2,360 1,740 1,110 2,865 1,940 1,945 1,240 9,725 5,555 6,200 3,540 2,595 1,665 2,890 1,840 1,825 1,165 16,205 9,260 10,330 5,905 3,935 2,770 2,865 1,825 1,875 1,405 3,575 2,535 2,680 1,640 1,185 755 1,910 1,430 2,700 2,025 8,025 5,165 6,020 3,295 2,310 1,475 3,635 2,725 2,900 1,850 14,450 7,755 9,210 4,945 3,425 2,210 4,310 2,750 2,595 1,650 24,085 12,925 15,355 8,245 5,360 3,685 4,060 2,590 2,060 1,330 3,965 2,805 2,975 1,280 1,280 565 2,060 1,330 3,390 2,000 10,110 6,040 5,735 2,670 2,615 1,160 4,425 2,485 3,880 1,715 18,580 9,060 8,605 4,010 3,925 1,735 5,760 2,550 3,375 1,495 32,410 15,095 14,345 6,680 6,190 2,890 5,290 2,340 2,225 1,665 4,370 3,095 3,275 2,020 1,345 860 2,225 1,665 4,140 2,850 12,355 6,335 8,355 4,040 2,690 1,715 5,265 3,545 3,835 2,445 19,655 9,500 12,530 6,055 4,030 2,570 5,695 3,630 3,325 2,120 32,755 15,835 20,880 10,095 6,555 4,285 5,210 3,320 6,105 4,325 4,350 2,435 — — — — Edge Distances = cac on all sides
15,465
8,660
8,700
4,870
—
—
—
—
23,195
12,990
13,050
7,305
—
—
—
—
38,660
21,650
21,745
12,175
—
—
—
—
Allowable Tension Load of Threaded Rod Steel (lb.) ASTM F1554 ASTM F1554 ASTM A193 ASTM A193 GR 55 GR 105 B6 B7 3,050 5,090 4,475 5,090 5,595 9,320 8,200 9,320 8,900 14,835 13,050 14,835 13,155 21,920 19,290 21,920 18,195 30,320 26,680 30,320 23,865 39,770 34,995 39,770 38,155 63,590 55,960 63,590
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, shortterm temperature of 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
30
* See page 12 for an explanation of the load table icons.
*
IBC
ASTM A193 B8/B8M 2,315 4,250 6,760 9,995 13,825 18,135 29,000
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. 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. 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
AT-XP® Allowable Tension Loads for Threaded Rod Anchors in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
5 #10
10 15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Minimum Dimensions for Cracked (in.) ha
cac
—
—
4 7/8
3 5/8
6 3/8
3 5/8
7 7/8
3 5/8
9 3/8
3 5/8
—
—
5 1/2
4 3/4
8 1/2
5 5/8
10 1/2
6 7/8
12 1/2
8
6 1/4
5 7/8
8 1/8
5 7/8
10 5/8
7 5/8
15 5/8
10 3/4
7 1/4
7
Tension Design Strength Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on Edge Distances = cac on all sides three sides SDC A-B6 SDC C-F7,8 SDC A-B6 SDC C-F7,8 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 845 635 1,555 — 1,165 — — — 980 735 795 600 1,965 660 1,470 495 415 310 1,100 825 740 555 2,945 990 2,210 745 625 470 1,100 825 715 540 3,925 1,320 2,945 990 830 625 1,100 825 705 525 4,910 1,650 3,680 1,240 1,040 780 1,100 825 1,305 980 2,350 — 1,765 — — — 1,305 980 1,320 990 2,565 1,995 1,925 1,495 1,105 830 1,425 1,070 1,140 855 5,130 3,990 3,850 2,995 2,085 1,565 1,690 1,265 1,100 825 6,840 5,320 5,130 3,990 2,640 1,980 1,690 1,265 1,080 810 8,555 6,650 6,415 4,990 3,175 2,380 1,690 1,265 1,675 1,260 3,275 2,630 2,455 1,975 1,350 1,010 1,675 1,260 1,725 1,295 5,240 4,210 3,930 3,160 2,160 1,620 2,385 1,785 1,605 1,205 7,855 6,320 5,890 4,740 2,995 2,245 2,385 1,785 1,520 1,140 13,095 10,530 9,820 7,895 4,615 3,460 2,385 1,785 2,100 1,575 4,330 3,585 3,250 2,685 1,735 1,300 2,100 1,575 2,310 1,730 7,425 6,145 5,570 4,605 2,935 2,200 3,190 2,395 2,150 1,610 11,140 9,215 8,355 6,910 4,135 3,105 3,190 2,395 2,035 1,525 18,565 15,355 13,925 11,515 6,455 4,845 3,190 2,395 2,470 1,850 5,300 4,010 3,975 3,010 1,950 1,465 2,470 1,850 2,950 2,210 9,895 8,415 7,420 6,310 3,805 2,855 4,075 3,055 2,745 2,060 14,845 12,620 11,130 9,465 5,400 4,050 4,075 3,055 2,600 1,950 24,740 21,035 18,555 15,775 8,495 6,370 4,075 3,055 2,335 1,750 5,175 4,420 3,880 3,315 2,030 1,520 2,335 1,750 2,985 2,240 10,350 8,990 7,760 6,745 4,060 3,045 4,125 3,095 2,780 2,085 15,525 13,485 11,640 10,115 5,695 4,270 4,125 3,095 2,630 1,975 25,870 22,480 19,405 16,860 9,015 6,760 4,125 3,095
SD
9 3/4
7 1/2
12 3/4
9 7/8
18 3/4
13 7/8
8 1/8
7 3/4
11 3/8
9 1/4
14 7/8
12 1/8
21 7/8
17
9
9 1/8
13
9 3/4
17
12 5/8
25
17 3/4
11 1/4
10 1/2
7,730
6,175
5,800
4,635
—
—
—
—
16 1/4
13 1/4
15,465
14,490
11,595
10,870
—
—
—
—
21 1/4
17 3/8
23,195
21,735
17,395
16,300
—
—
—
—
31 1/4
24 1/2
38,655
36,225
28,990
27,170
—
—
—
—
Tension Design Strength of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 6,435 5,720 11,700 10,400 18,135 16,120 25,740 22,880 35,100 31,200 46,215 41,080 74,100 66,040
* See page 12 for an explanation of the load table icons.
Adhesive Anchors
Nominal Minimum Dimensions Rebar Embed. for Uncracked (in.) Size Depth (in.) ha cac 4 1/4 4 1/4 2 3/8 5 3/4 3 5/8 4 7/8 5 5/8 3 7 1/4 4 1/2 9 6 3/8 #3 4 1/2 10 7/8 6 3/4 7 7/8 12 1/2 6 9 14 1/2 9 3/8 15 7/8 7 1/2 18 11 1/4 5 1/4 4 3/4 2 3/4 6 5/8 4 3/4 5 1/2 5 1/8 3 7 1/4 4 3/4 8 1/2 11 7/8 #4 6 9 14 1/2 10 1/2 16 1/2 8 12 19 1/4 21 12 1/2 10 24 15 6 1/4 5 7/8 3 1/8 7 1/2 5 7/8 8 1/8 9 1/4 5 12 7 1/2 #5 10 5/8 14 3/4 7 1/2 18 11 1/4 26 15 5/8 12 1/2 30 18 3/4 7 7 1/4 3 1/2 7 8 1/2 11 9 3/4 6 9 14 1/2 #6 12 3/4 17 5/8 9 21 5/8 13 1/2 31 18 3/4 15 36 22 1/2 8 1/8 8 1/8 3 3/4 9 8 1/8 11 3/8 12 5/8 7 16 7/8 10 1/2 #7 14 7/8 20 3/8 10 1/2 25 1/4 15 3/4 21 7/8 35 3/4 17 1/2 42 26 1/4 9 9 1/8 4 9 5/8 9 1/8 13 14 3/8 8 12 19 1/4 #8 17 23 1/8 12 18 28 7/8 25 40 1/2 20 48 30
*
IBC
AT-XP® 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 180°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.
31
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Static Load
Adhesive Anchors
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15 3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25 Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = cac on all sides
Edge Distances = 1 3/4" on one side and cac on three sides Cracked
ha
cac
Uncracked
Cracked
8 1/2
5 5/8
3,665
10 1/2
6 7/8
4,885
3,800
12 1/2
8
6,110
4,750
6 1/4
5 7/8
2,340
1,880
8 1/8
5 7/8
3,745
3,005
10 5/8
7 5/8
5,610
4,515
15 5/8
10 3/4
9,355
7,520
7 1/4
7
3,095
2,560
9 3/4
7 1/2
5,305
4,390
12 3/4
9 7/8
7,955
6,580
18 3/4
13 7/8
13,260
10,970
8 1/8
7 3/4
3,785
2,865
11 3/8
9 1/4
7,070
6,010
14 7/8
12 1/8
10,605
9,015
21 7/8
17
17,670
15,025
9
9 1/8
3,695
3,155
13
9 3/4
7,395
6,420
17
12 5/8
11,090
9,630
25
17 3/4
18,480
16,055
11 1/4
10 1/2
5,520
4,410
Uncracked 605 700 570 785 530 785 510 785 505 785 930 930 945 1,020 815 1,205 785 1,205 770 1,205 1,195 1,195 1,230 1,705 1,145 1,705 1,085 1,705 1,500 1,500 1,650 2,280 1,535 2,280 1,455 2,280 1,765 1,765 2,105 2,910 1,960 2,910 1,855 2,910 1,670 1,670 2,130 2,945 1,985 2,945 1,880 2,945 —
—
—
1,110
—
4 7/8
3 5/8
1,405
470
6 3/8
3 5/8
2,105
705
7 7/8
3 5/8
2,805
945
9 3/8
3 5/8
3,505
1,180
—
—
1,680
—
5 1/2
4 3/4
1,830
1,425 2,850
16 1/4
13 1/4
11,045
10,350
—
—
21 1/4
17 3/8
16,570
15,525
—
—
31 1/4
24 1/2
27,610
25,875
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 4,595 4,085 8,355 7,430 12,955 11,515 18,385 16,345 25,070 22,285 33,010 29,345 52,930 47,170
* See page 12 for an explanation of the load table icons.
32
Minimum Dimensions for Cracked (in.)
— 295 445 595 745 — 790 1,490 1,885 2,270 965 1,545 2,140 3,295 1,240 2,095 2,955 4,610 1,395 2,720 3,855 6,070 1,450 2,900 4,070 6,440 —
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 180°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 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
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Wind Load
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Minimum Dimensions for Cracked (in.)
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = cac on Edge Distances = 1 3/4" on one all sides side and cac on three sides
ha
cac
Uncracked
Cracked
Cracked
3,705
Uncracked 505 590 475 660 445 660 430 660 425 660 785 785 790 855 685 1,015 660 1,015 650 1,015 1,005 1,005 1,035 1,430 965 1,430 910 1,430 1,260 1,260 1,385 1,915 1,290 1,915 1,220 1,915 1,480 1,480 1,770 2,445 1,645 2,445 1,560 2,445 1,400 1,400 1,790 2,475 1,670 2,475 1,580 2,475 —
—
—
935
—
4 7/8
3 5/8
1,180
395
6 3/8
3 5/8
1,765
595
7 7/8
3 5/8
2,355
790
9 3/8
3 5/8
2,945
990
—
—
1,410
—
5 1/2
4 3/4
1,540
1,195
8 1/2
5 5/8
3,080
2,395
10 1/2
6 7/8
4,105
3,190
12 1/2
8
5,135
3,990
6 1/4
5 7/8
1,965
1,580
8 1/8
5 7/8
3,145
2,525
10 5/8
7 5/8
4,715
3,790
15 5/8
10 3/4
7,855
6,320
7 1/4
7
2,600
2,150
9 3/4
7 1/2
4,455
3,685
12 3/4
9 7/8
6,685
5,530
18 3/4
13 7/8
11,140
9,215
8 1/8
7 3/4
3,180
2,405
11 3/8
9 1/4
5,935
5,050
14 7/8
12 1/8
8,905
7,570
21 7/8
17
14,845
12,620
9
9 1/8
3,105
2,650
13
9 3/4
6,210
5,395
17
12 5/8
9,315
8,090
25
17 3/4
15,520
13,490
11 1/4
10 1/2
4,640
16 1/4
13 1/4
9,280
8,695
—
—
21 1/4
17 3/8
13,915
13,040
—
—
31 1/4
24 1/2
23,195
21,735
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 3,860 3,430 7,020 6,240 10,880 9,670 15,445 13,730 21,060 18,720 27,730 24,650 44,460 39,625
— 250 375 500 625 — 665 1,250 1,585 1,905 810
Adhesive Anchors
Rebar Size
Nominal Embed. Depth (in.)
*
IBC
1,295 1,795 2,770 1,040 1,760 2,480 3,875 1,170 2,285 3,240 5,095 1,220 2,435 3,415 5,410 —
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 180°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 influence of another anchor. 4. Interpolation between embedment depths is not permitted.
* See page 12 for an explanation of the load table icons.
33
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Concrete AT-XP® Allowable Tension Loads for Rebar in Normal-Weight Concrete (f'c = 2,500 psi) — Seismic Load
Adhesive Anchors
2 3/8 3 #3
4 1/2 6 7 1/2 2 3/4 3
#4
6 8 10 3 1/8 5
#5
7 1/2 12 1/2 3 1/2 6
#6
9 15 3 3/4 7
#7
10 1/2 17 1/2 4 8
#8
12 20 5 10
#10
15 25
Rebar Size #3 #4 #5 #6 #7 #8 #10
Minimum Dimensions for Uncracked (in.) ha 4 1/4 5 3/4 4 7/8 7 1/4 6 3/8 10 7/8 7 7/8 14 1/2 9 3/8 18 5 1/4 6 5/8 5 1/2 7 1/4 8 1/2 14 1/2 10 1/2 19 1/4 12 1/2 24 6 1/4 7 1/2 8 1/8 12 10 5/8 18 15 5/8 30 7 1/4 8 1/2 9 3/4 14 1/2 12 3/4 21 5/8 18 3/4 36 8 1/8 9 11 3/8 16 7/8 14 7/8 25 1/4 21 7/8 42 9 9 5/8 13 19 1/4 17 28 7/8 25 48 11 1/4 12 16 1/4 24 21 1/4 36 31 1/4 60
cac 4 1/4 3 5/8 5 5/8 4 1/2 9 6 3/4 12 1/2 9 15 7/8 11 1/4 4 3/4 4 3/4 5 1/8 4 3/4 11 7/8 9 16 1/2 12 21 15 5 7/8 5 7/8 9 1/4 7 1/2 14 3/4 11 1/4 26 18 3/4 7 7 11 9 17 5/8 13 1/2 31 22 1/2 8 1/8 8 1/8 12 5/8 10 1/2 20 3/8 15 3/4 35 3/4 26 1/4 9 1/8 9 1/8 14 3/8 12 23 1/8 18 40 1/2 30 11 1/4 11 1/4 17 5/8 15 28 3/8 22 1/2 49 3/4 37 1/2
Allowable Tension Load Based on Concrete or Bond (lb.) Edge Distances = 1 3/4" on one side and cac on three sides 5 6,7 SDC A-B SDC C-F SDC A-B5 SDC C-F6,7 Uncracked Cracked Uncracked Cracked Uncracked Cracked Uncracked Cracked 590 445 1,090 — 815 — — — 685 515 555 420 1,375 460 1,030 345 290 215 770 580 520 390 2,060 695 1,545 520 440 330 770 580 500 380 2,750 925 2,060 695 580 440 770 580 495 370 3,435 1,155 2,575 870 730 545 770 580 915 685 1,645 — 1,235 — — — 915 685 925 695 1,795 1,395 1,350 1,045 775 580 1,000 750 800 600 3,590 2,795 2,695 2,095 1,460 1,095 1,185 885 770 580 4,790 3,725 3,590 2,795 1,850 1,385 1,185 885 755 565 5,990 4,655 4,490 3,495 2,225 1,665 1,185 885 1,175 880 2,295 1,840 1,720 1,385 945 705 1,175 880 1,210 905 3,670 2,945 2,750 2,210 1,510 1,135 1,670 1,250 1,125 845 5,500 4,425 4,125 3,320 2,095 1,570 1,670 1,250 1,065 800 9,165 7,370 6,875 5,525 3,230 2,420 1,670 1,250 1,470 1,105 3,030 2,510 2,275 1,880 1,215 910 1,470 1,105 1,615 1,210 5,200 4,300 3,900 3,225 2,055 1,540 2,235 1,675 1,505 1,125 7,800 6,450 5,850 4,835 2,895 2,175 2,235 1,675 1,425 1,070 12,995 10,750 9,750 8,060 4,520 3,390 2,235 1,675 1,730 1,295 3,710 2,805 2,785 2,105 1,365 1,025 1,730 1,295 2,065 1,545 6,925 5,890 5,195 4,415 2,665 2,000 2,855 2,140 1,920 1,440 10,390 8,835 7,790 6,625 3,780 2,835 2,855 2,140 1,820 1,365 17,320 14,725 12,990 11,045 5,945 4,460 2,855 2,140 1,635 1,225 3,625 3,095 2,715 2,320 1,420 1,065 1,635 1,225 2,090 1,570 7,245 6,295 5,430 4,720 2,840 2,130 2,890 2,165 1,945 1,460 10,870 9,440 8,150 7,080 3,985 2,990 2,890 2,165 1,840 1,385 18,110 15,735 13,585 11,800 6,310 4,730 2,890 2,165 Edge Distances = cac on all sides
ha
cac
—
—
4 7/8
3 5/8
6 3/8
3 5/8
7 7/8
3 5/8
9 3/8
3 5/8
—
—
5 1/2
4 3/4
8 1/2
5 5/8
10 1/2
6 7/8
12 1/2
8
6 1/4
5 7/8
8 1/8
5 7/8
10 5/8
7 5/8
15 5/8
10 3/4
7 1/4
7
9 3/4
7 1/2
12 3/4
9 7/8
18 3/4
13 7/8
8 1/8
7 3/4
11 3/8
9 1/4
14 7/8
12 1/8
21 7/8
17
9
9 1/8
13
9 3/4
17
12 5/8
25
17 3/4
11 1/4
10 1/2
5,410
4,325
4,060
3,245
—
—
—
—
16 1/4
13 1/4
10,825
10,145
8,115
7,610
—
—
—
—
21 1/4
17 3/8
16,235
15,215
12,175
11,410
—
—
—
—
31 1/4
24 1/2
27,060
25,360
20,295
19,020
—
—
—
—
Allowable Tension Load of Rebar Steel (lb.) ASTM A615 ASTM A706 GR 60 GR 60 4,505 4,005 8,190 7,280 12,695 11,285 18,020 16,015 24,570 21,840 32,350 28,755 51,870 46,230
* See page 12 for an explanation of the load table icons.
34
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 180°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 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.
Nominal Rebar Size Embed. Depth (in.)
*
IBC
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry AT-XP® Allowable Tension and Shear Loads for Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction 1, 3, 4, 5, 6, 8, 9, 10, 11 Diameter (in.) or Rebar Size No.
Drill Bit Diameter (in.)
*
IBC Allowable Load Based on Bond Strength7 (lb.)
Minimum Embedment2 (in.)
Tension Load
Shear Load
3/8
1/2
3 3/8
1,265
1,135
1/2
5/8
4 1/2
1,910
1,660
5/8
3/4
5 5/8
2,215
1,810
3/4
7/8
2,260
1,810
#3
1/2
3 3/8
1,180
1,315
#4
5/8
4 1/2
1,720
1,565
#5
3/4
5 5/8
1,835
1,565
6 1/2 Rebar Installed in the Face of CMU Wall
1. Allowable load shall be the lesser of the bond values shown in this table and steel values, shown on page 37. 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 36. Figure 2 on page 36 illustrates critical and minimum edge and end distances. 4. Minimum allowable nominal width of CMU wall shall be 8 inches. No more than one anchor shall be permitted per masonry cell. 5. 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 36.
120
100% @14°F
Percent of Allowable Load Values (%)
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
110
100% @32°F
6. Tabulated allowable load values are for anchors installed in fully grouted masonry walls. 7. Tabulated allowable loads are based on a safety factor of 5.0. 8. Tabulated allowable load values shall be adjusted for increased base material temperatures in accordance with Figure 1 below, as applicable. 9. Threaded rod and rebar installed in fully grouted masonry walls are permitted to resist dead, live, seismic and wind loads. 10. Threaded rod shall meet or exceed the tensile strength of ASTM F1554, Grade 36 steel, which is 58,000 psi. 11. 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% @70°F
100
88% @110°F
90
88% @135°F
80
Adhesive Anchors
Threaded Rod Installed in the Face of CMU Wall
76% @150°F
70 60 50 40 30 20 10 0
0
20
40
60
80
100
120
140
160
Base Material Temperature (˚F )
Figure 1. Load capacity based on in-service temperature for AT-XP® adhesive in the face of fully grouted CMU wall construction
* See page 12 for an explanation of the load table icons.
35
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry *
AT-XP® Edge Distance and Spacing Requirements and Allowable Load Reduction IBC Factors — Threaded Rod and Rebar in the Face of Fully Grouted CMU Wall Construction7 Spacing2,9
Edge or Edge Distance1,8
Adhesive Anchors
Rod Dia. (in.) or Rebar Size No.
Critical (Full Anchor Capacity)5
Minimum (Reduced Anchor Capacity)4
Critical Allowable Minimum Minimum Load Edge or End Embed. Edge or End Distance, Reduction Distance, Depth Ccr (in.) Factor Cmin (in.) (in.) Load Direction Tension or Tension or Tension or Shear Shear Shear
Allowable Load Reduction Factor Load Direction Tension
Critical Spacing, Scr (in.)
Minimum (Reduced Anchor Capacity)6
Allowable Load Reduction Factor
Minimum Spacing, Smin (in.)
Load Direction Shear
10
Perp.
Para.
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
1.00
0.76
0.94
8
1.00
4
1.00
1.00
1/2
4 1/2
12
1.00
4
0.90
0.57
0.94
8
1.00
4
1.00
1.00
5/8
5 5/8
12
1.00
4
0.72
0.47
0.94
8
1.00
4
1.00
1.00
3/4
6 1/2
12
1.00
4
0.72
0.47
0.94
8
1.00
4
1.00
1.00
#3
3 3/8
12
1.00
4
1.00
0.62
0.95
8
1.00
4
1.00
1.00
#4
4 1/2
12
1.00
4
1.00
0.37
0.82
8
1.00
4
1.00
0.89
#5
5 5/8
12
1.00
4
1.00
0.37
0.82
8
1.00
4
1.00
0.89
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.
4" minimum edge distance
Critical edge distance (see load table)
Installation in this area for reduced allowable load capacity
Edge of Wall
Shear Load A1 Shear Load B2
Critical end distance (see load table)
End of Wall
4" minimum end distance
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.
No installation within 1½" of head joint
Installations in this area for full allowable load capacity
Figure 2. Allowable Anchor Locations for Full and Reduced Load Capacity When Installation Is in the Face of Fully Grouted CMU Masonry Wall Construction
* See page 12 for an explanation of the load table icons.
36
Figure 3. Direction of Shear Load in Relation to Edge and End of Wall 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.
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Critical (Full Anchor Capacity)3
Simpson Strong-Tie® Anchoring & Fastening Systems for Concrete and Masonry
AT-XP® Design Information — Masonry AT-XP® Allowable Tension and Shear Loads — Threaded Rod Based on Steel Strength1 Tension Load Based on Steel Strength2 (lb.)
Stainless Steel Stainless Steel Tensile ASTM ASTM A193 Stress Area ASTM F1554 ASTM A193 ASTM A193 ASTM A193 2 F1554 Grade B76 ASTM A193 (in. ) Grade 364 Grade B76 ASTM A193 4 Grades B8 Grades Grade B65 Grade B65 and B8M7 Grade 36 B8 and B8M7 0.078 0.142 0.226 0.334
3/8 1/2 5/8 3/4
Shear Load Based on Steel Strength3 (lb.)
1,495 2,720 4,325 6,395
3,220 5,860 9,325 13,780
2,830 5,155 8,205 12,125
1. Allowable load shall be the lesser of bond values given on page 35 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 specified tensile strength (Fu = 58,000 psi) of ASTM F1554, Grade 36 used to calculate allowable steel strength.
1,930 3,515 5,595 8,265
770 1,400 2,230 3,295
1,660 3,020 4,805 7,100
1,460 2,655 4,225 6,245
5. Minimum specified tensile strength (Fu = 110,000 psi) of ASTM A193, Grade B6 used to calculate allowable steel strength. 6. Minimum specified tensile strength (Fu = 125,000 psi) of ASTM A193, Grade B7 used to calculate allowable steel strength. 7. Minimum specified tensile strength (Fu = 75,000 psi) of ASTM A193, Grades B8 and B8M used to calculate allowable steel strength.
AT-XP® Allowable Tension and Shear Loads — Deformed Reinforcing Bar Based on Steel Strength1
C-A-2016 © 2015 SIMPSON STRONG-TIE COMPANY INC.
Drill Bit Diameter (in.)
Minimum Embedment2 (in.)
995 1,810 2,880 4,260
*
IBC
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
1. Allowable load shall be the lesser of bond values given on page 35 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.
Adhesive Anchors
Threaded Rod Diameter (in.)
*
IBC
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
* See page 12 for an explanation of the load table icons.
37
