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28 EXAMPLE CALCULATION Adhesive Anchors (ICC-ES AC308) Continued from previous page. CALCULATIONS AND DISCUSSION REFERENCE 10. Check all failure modes under shear loading: D.4.1.2 Summary: Steel capacity = 6,923 lb. Concrete breakout capacity = 932 lb. ← Controls Pryout capacity = 4,316 lb. ∴ φV n = 932 lb. as concrete breakout capacity controls 11. Check interaction of tension and shear forces: D.7 If 0.2 φV n ≥ V ua, then the full tension design strength is permitted. D.7.1 By observation, this is not the case. If 0.2 φN n ≥ N ua , then the full shear design strength is permitted D.7.2 By observation, this is not the case. Therefore: N ua + V ua ≤ 1.2 Eq. (D-31) φN n φV n 900 + 680 = 0.45 + 0.73 = 1.18 < 1.2 – OK 2,004 932 12. Summary A single ¹⁄₂" diameter ASTM A193 Grade B7 anchor rod in SET-XP epoxy adhesive at a 4¹⁄₂" embedment depth is adequate to resist the applied service tension and shear loads of 560 lb. and 425 lb., respectively. C-SAS-2009 © 2009 SIMPSON STRONG-TIE COMPANY INC.
C-SAS-2009 © 2009 SIMPSON STRONG-TIE COMPANY INC. EXAMPLE CALCULATION Torque Controlled Adhesive Anchors (ICC-ES AC308) Example calculation for a single IXP anchor with SET-XP epoxy using USD: Determine if a single ¹⁄₂" diameter IXP torque-controlled adhesive anchor with SET-XP epoxy with a minimum 4⁷⁄₈" embedment (h ef = 4⁷⁄₈") installed 4⁷⁄₈" from the edge of a 12" deep spandrel beam is adequate for a service tension load of 2,500 lb. for wind and a reversible service shear load of 450 lb. for wind. The anchor will be in the tension zone, away from other anchors in ƒ' c = 3,000 psi normal-weight concrete. The anchor will be subjected to a maximum short-term temperature of 180˚F and a maximum long-term temperature of 75˚F. Continuous inspection will be provided. Reference the appropriate tables in this catalog for IXP anchor with SET-XP epoxy performance values as determined from testing in accordance with ICC-ES AC308. CALCULATIONS AND DISCUSSION REFERENCE Note: Calculations are performed in accordance with ICC-ES AC308 and ACI 318-05. 1. Determine the factored tension and shear design loads: ACI 318, 9.2.1 N ua = 1.6W = 1.6 x 2,500 = 4,000 lb. V ua = 1.6W = 1.6 x 450 = 720 lb. 2. Design considerations: D.4.1.2 This is a combined tension and shear interaction problem where values for both φN n and φV n need to be determined. φN n is the lesser of the design tension strength controlled by: steel (φN sa ), concrete breakout (φN cb ), or pull-out (φnN pn ). φV n is the lesser of the design shear strength controlled by: steel (φV sa ), concrete breakout (φV cb ), or pryout (φV cp ). 3. Steel capacity under tension loading: D.5.1 φ N sa ≥ N ua Eq. (D-1). N sa = 11,075 lb. This catalog φ = 0.75 This catalog n = 1 (single anchor) Calculating for φN sa : φ N sa = 0.75 x 1 x 11,075 = 8,306 lb. > 4,000 lb. – OK ∴ ¹⁄₂ in. diameter anchor is adequate Would you like help with these calculations? Visit www.simpsonanchors.com to download the Simpson Strong-Tie ® Anchor Designer software. 4⁷⁄₈" 4⁷⁄₈" 2,500 lb. 450 lb. CALCULATIONS AND DISCUSSION REFERENCE 4. Concrete breakout capacity under tension loading: D.5.2 φ N cb ≥ N ua Eq. (D-1) N cb = A Nc ψ ed,N ψ c,N ψ cp,N N b Eq. (D-4); A Nco where: N b = k c √ƒ' c h ef 1.5 Eq. (D-7) substituting: φ N cb = φ A Nc ψ ed,N ψ c,N ψ cp,N k c √ƒ' c h ef 1.5 A Nco where: k c = k cr = 17 This catalog (Anchor is installed in a tension zone, therefore, cracking is assumed at service loads) ψ cp,N = 1.0 D.5.2.7 ψ ed,N = 0.7 + 0.3 c a,min when c a,min < 1.5 h ef Eq. (D-11) 1.5hef by observation, c a,min = 4⁷⁄₈ < 1.5h ef ψ ed,N = 0.7 + 0.3 (4⁷⁄₈) = 0.90 1.5(4⁷⁄₈) ψ c,N = 1.0 assuming cracking at service loads (ft > fr ) D.5.2.6 φ = 0.65 for Condition B This catalog (no supplementary reinforcement provided) A Nco = 9h ef 2 Eq. (D-6) = 9(4⁷⁄₈) 2 = 213.89 in. 2 A Nc = (c a1 + 1.5h ef )(2 x 1.5h ef ) Fig. RD.5.2.1(a) = (4⁷⁄₈ + 1.5(4⁷⁄₈))(2 x 1.5(4⁷⁄₈)) = 178.24 in. 2 A Nc = 178.24 = 0.83 A Nco 213.89 Calculating for φ N cb : Note: Rebar not shown for clarity. φ N cb = 0.65 x 0.83 x 1.0 x 0.90 x 1.0 x 17 x √3,000 x (4⁷⁄₈) 1.5 = 4,866 lb. > 4,000 lb. – OK Continued on next page. 29
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Page 18 and 19: 18 ICC-ES AC308 ULTIMATE STRENGTH D
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