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Project Number: 224730-1
<br />Project Location: Santa Ana, CA 92704
<br />AMERICANA OUTDOORS
<br />STRUCTURAL CALCULATIONS
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<br /> PULLOUT STRENGTH IN TENSIONNet Bearing Area: Abrg = 1.353 in2Cracked Concrete Factor: ψc,p = 1.00 ACI 318, 17.4.3.6Pullout Strength in Tension:Np = 37.884 kip ACI 318, Eqn. 17.4.3.4 8 Abrg f'cNominal Pullout Strength:Npn = 37.884 kip ACI 318, Eqn. 17.4.3.1 ψc,p Np
<br /> CONCRETE SIDE-FACE BLOWOUTDeep Embedment? hef > 2.5ca1Close Spacing?Therefore this section does not apply.Single Anchor Breakout Strength: Nsb = 54 kip ACI 318, Eqn. 17.4.4.1 160 ca1 √(Abrg) λa √(f'c)Anchor Group Breakout Strength:Nsbg = 62.258 kip ACI 318, Eqn. 17.4.4.2 [1 + (s / 6ca1)] Nsb
<br /> BOND STRENGTH OF ADHESIVE ANCHOR IN TENSIONBasic Bond Strength: Nba = 26.719 kip ACI 318, Eqn. 17.4.5.2 λa τcr π da hefProjected Influence Area: ANa = 868.127 in2Projected Influence Area: ANao = 454.116 in2 ACI 318, Eqn. 17.4.5.1c (2CNa)2Full Bond Strength Distance: CNa = 10.655 in ACI 318, Eqn. 17.4.5.1d 10 da √(τuncr / 1100)Bond Stress in Uncracked Conc.: τuncr = 2220 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Bond Stress in Cracked Conc.: τcr = 1260 psi Hilti HIT-HY 200 V3 per ICC-ES ESR-4868Eccentricity Factor: ψec,Na = 1.00 ACI 318, Eqn. 17.4.5.3 1 / [1 + (e'N / CNa)]Edge Proximity Factor: ψed,Na = 0.98 ACI 318, 17.4.5.4Reinforcement Factor:ψcp,Na = 0.59 ACI 318, 17.4.5.5Single Anchor Bond Strength: Na = 29.533 kip ACI 318, Eqn. 17.4.5.1a (ANa / ANao) ψed,Na ψcp,Na NbaAnchor Group Bond Strength:Nag = 29.533 kip ACI 318, Eqn. 17.4.5.1b (ANa / ANao) ψec,Na ψed,Na ψcp,Na Nba
<br /> STEEL STRENGTH IN SHEARUse built-up grout pad?Number of Threads per Inch: nt = 10Effective Cross-Sectional Area:Ase,V = 0.334 in2 π/4 [da - (0.9743/nt)]2Nominal Shear Strength:Vsa = 19.372 kip ACI 318, Eqn. 17.5.1.2 Ase,V futa
<br /> CONCRETE BREAKOUT STRENGTH IN SHEARLoad-Bearing Length: le = 9 in le = hefBasic Breakout Strength: Vb(a) = 18.111 kip ACI 318, Eqn. 17.5.2.2a [7 (le/da)0.2 √(da)] λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb(b) = 16.357 kip ACI 318, Eqn. 17.5.2.2b 9λa √(f'c) (ca1)1.5Basic Breakout Strength: Vb = 16.357 kip smaller of Vb(a) and Vb(b)Projected Concrete Failure Area: AVc = 360.812 in2 1.5 ca1 (1.5 ca1 + ca2)Projected Concrete Failure Area: AVco = 432.974 in2 ACI 318, Eqn. 17.5.2.1c 4.5(ca1)2Eccentricity Factor: ψec,V = 1.00 ACI 318, Eqn. 17.5.2.5 1 / [1 + (2e'V / 3ca1)]Group Shear Eccentricity: e'V = 0 inEdge Proximity Factor: ψed,V = 0.90 ACI 318, 17.5.2.6Cracked Concrete Factor: ψc,V = 1.00 ACI318, 17.5.2.7Concrete Thickness Factor:ψh,V = 1.28 ACI 318, Eqn. 17.5.2.8 √(1.5ca1 / hef)Single Anchor Breakout Strength: Vcb = 15.703 kip ACI 318, Eqn. 17.5.2.1a (AVc / AVco) ψed,V ψc,V ψh,V VbAnchor Group Breakout Strength:Vcbg = 15.703 kip ACI 318, Eqn. 17.5.2.1b (AVc / AVco) ψec,V ψed,V ψc,V ψh,V Vb
<br />FALSETRUE
<br />FALSE
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