Simpson Anchors - Anchoring and Fastening Systems - BuildSite.com
Simpson Anchors - Anchoring and Fastening Systems - BuildSite.com
Simpson Anchors - Anchoring and Fastening Systems - BuildSite.com
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F-SAS-CSAS2009 ©2011 <strong>Simpson</strong> Strong-Tie Company Inc.<br />
<strong>Anchoring</strong> <strong>and</strong> <strong>Fastening</strong> <strong>Systems</strong> for Concrete <strong>and</strong> Masonry Addendum<br />
Strong-Bolt 2 Wedge Anchor Performance Data<br />
Strong-Bolt 2 Wedge Anchor Tension Strength Design Data 1<br />
Characteristic Symbol Units<br />
Nominal Anchor Diameter (in.)<br />
Carbon Steel Stainless Steel<br />
⁄ ⁄2 ⁄ ⁄8<br />
Anchor Category 1,2 or 3 — 1 1<br />
Nominal Embedment Depth h nom<br />
Steel Strength in Tension N sa<br />
in.<br />
(mm)<br />
2<br />
(51)<br />
2 ⁄<br />
(73)<br />
2 ⁄<br />
(70)<br />
Steel Strength in Tension (ACI 318 Section D.5.1)<br />
lb<br />
(kN)<br />
5,600<br />
(24.9)<br />
Strength Reduction Factor – Steel<br />
Failure 2 ϕ sa — 0.75 0.75<br />
Effective Embedment Depth h ef<br />
Critical Edge Distance c ac<br />
Effectiveness Factor – Uncracked<br />
Concrete<br />
Effectiveness Factor – Cracked<br />
Concrete<br />
12,100<br />
(53.8)<br />
3 ⁄<br />
(98)<br />
Concrete Breakout Strength in Tension (ACI 318 Section D.5.2)<br />
in.<br />
(mm)<br />
in.<br />
(mm)<br />
1 5 ⁄8<br />
(41)<br />
6 ⁄<br />
(165)<br />
2 ⁄<br />
(64)<br />
6<br />
(152)<br />
2 ⁄4<br />
(57)<br />
6 ⁄<br />
(165)<br />
3 ⁄8<br />
(86)<br />
7 ⁄<br />
(191)<br />
3 ⁄<br />
(86)<br />
2 ⁄4<br />
(70)<br />
7 ⁄<br />
(191)<br />
19,070<br />
(84.8)<br />
5 ⁄8<br />
(130)<br />
4 ⁄<br />
(114)<br />
9<br />
(229)<br />
2<br />
(51)<br />
1 5 ⁄8<br />
(41)<br />
6 ⁄<br />
(165)<br />
kuncr — 24 24 24 24<br />
kcr — 17 17 17 17<br />
Modiication Factor ψc,N 8 — 1.00 1.00 1.00 1.00<br />
Strength Reduction Factor – Concrete<br />
Breakout Failure 3 ϕ cb — 0.65 0.65<br />
Pull-Out Strength Cracked Concrete<br />
(f’ c = 2500 psi)<br />
Pull-Out Strength Uncracked Concrete<br />
(f’ c = 2500 psi)<br />
Np,cr<br />
Np,uncr<br />
pull-Out Strength in Tension (ACI 318 Section D.5.3)<br />
lb<br />
(kN)<br />
lb<br />
(kN)<br />
1,300 5<br />
(5.8) 5<br />
N/A 4<br />
2,775 5<br />
(12.3) 5 N/A 4 3,735 5<br />
(16.6) 5 N/A 4 6,895 5<br />
(30.7) 5<br />
3,340 5<br />
(14.9) 5<br />
3,615 5<br />
(16.1) 5<br />
1,720 6<br />
(7.7) 6<br />
5,140<br />
(22.9)<br />
2 7 ⁄<br />
(73)<br />
2 ⁄<br />
(64)<br />
8 ⁄<br />
(216)<br />
3,145 6<br />
(14.0) 6<br />
5,255 5<br />
(23.4) 5 N/A 4 9,025 5<br />
(40.1) 5 N/A 4 4,770 6<br />
(21.2) 6<br />
Strength Reduction Factor – Pullout<br />
Failure 7 ϕp — 0.65 0.65<br />
Tension Strength of Single Anchor for<br />
Seismic Loads (f’ c = 2500 psi)<br />
Np,eq<br />
Tensile Strength for Seismic Applications (ACI Section D.3.3.3)<br />
lb<br />
(kN)<br />
1,300 5<br />
(5.8) 5<br />
2,775 5<br />
(12.3) 5 N/A 4 3,735 5<br />
(16.6) 5 N/A 4 6,895 5<br />
(30.7) 5<br />
Strength Reduction Factor – Pullout<br />
Failure 7 ϕeq — 0.65 0.65<br />
For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.<br />
1. The information presented in this table must be used in conjunction with the design<br />
criteria of ACI 318 Appendix D, except as modiied below.<br />
2. The tabulated value of ϕ sa applies when the load <strong>com</strong>binations of Section 1605.2.1 of the<br />
IBC, or ACI 318 Section 9.2 are used. If the load <strong>com</strong>binations of ACI 318 Appendix C are<br />
used, the appropriate value of ϕsa must be determined in accordance with ACI 318 D.4.5.<br />
Strong-Bolt 2 anchors are ductile steel elements as deined in ACI 318 D.1.<br />
3. The tabulated value of ϕ cb applies when both the load <strong>com</strong>binations of Section<br />
1605.2.1 of the IBC, or ACI 318 Section 9.2 are used <strong>and</strong> the requirements of ACI 318<br />
Section D.4.4(c) for Condition B are met. Condition B applies where supplementary<br />
reinforcement is not provided. For installations where <strong>com</strong>plying supplementary<br />
reinforcement can be veriied, the ϕcb factors described in ACI 318 D.4.4 for Condition<br />
A are allowed. If the load <strong>com</strong>binations of ACI 318 Section 9.2 are used <strong>and</strong> the<br />
requirements of ACI 318 Section D.4.4 for Condition A are met, the appropriate value of<br />
ϕcb must be determined in accordance with ACI 318 D.4.4(c). If the load <strong>com</strong>binations<br />
of ACI 318 Appendix C are used, the appropriate value of ϕcb must be determined in<br />
accordance with ACI 318 D.4.5(c).<br />
1,720 6<br />
(7.7) 6<br />
2,830 6<br />
(12.6) 6<br />
4. N/A (Not Applicable) denotes that pullout resistance does not need to be considered.<br />
5. The characteristic pull-out strength for greater concrete <strong>com</strong>pressive strengths shall be<br />
increased by multiplying the tabular value by (f'c / 2,500 psi) 0.5 or (f' c / 17.2 MPa) 0.5 .<br />
6. The characteristic pull-out strength for greater concrete <strong>com</strong>pressive strengths shall be<br />
increased by multiplying the tabular value by (f' c / 2,500 psi) 0.3 or (f' c / 17.2 MPa) 0.3 .<br />
7. The tabulated value of ϕ p or ϕ eq applies when the load <strong>com</strong>binations of Section 1605.2.1<br />
of the IBC, or ACI 318 Section 9.2 are used <strong>and</strong> the requirements of ACI 318 D.4.4(c) for<br />
Condition B are met. If the load <strong>com</strong>binations of ACI 318 Appendix C are used, appropriate<br />
value of ϕ must be determined in accordance with ACI 318 Section D.4.5(c).<br />
8. For the 2003 IBC, Ψ3 replaces Ψ c,N.<br />
*<br />
*See page 5 for an explanation<br />
of the load table icons<br />
9. When anchors are used in structural s<strong>and</strong>-lightweight concrete, the modiication factor<br />
(⋀) for concrete breakout strength may be taken as 0.6. In addition, the pullout strength<br />
Np,uncr, N pcr <strong>and</strong> N p,eq shall be multiplied by 0.6 as applicable.<br />
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