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Project Number: 224730-2 <br />Project Location: Santa Ana, CA 92704 <br />AMERICANA OUTDOORS <br />STRUCTURAL CALCULATIONS <br />Page 22 of 25 <br />6/10/2025 <br /> PLATE TO COLUMN WELDWelding Electrode: FEXX = 70 ksiAllowable Electrode Strength: Fw = 42 ksi 0.60 FEXXTrial Weld Size: tw = 6/16 inSafety Factor: Ωw = 2Allowable Weld Stress: Raw = 3.341 kip-ft/in (0.6 Fw tw 0.707) / ΩwWeld Section, Strong Axis: Sw = 48 in2 b d + (d2 / 3)Allowable Weld Moment: Maw = 160.368 k-in Raw SwUnity Check, Strong Axis Moment:0.750 PASSWeld Section, Weak Axis: Sw = 48 in2 d b + (b2 / 3)Allowable Weld Moment: Maw = 160.368 k-in Raw SwUnity Check, Weak Axis Moment:0.830 PASSEffective Weld Length: lw = 24 in 2 (b + d)Weld Area: Aw = 6.364 in2 lw (tw / √2)Allowable Weld Stress: Raw = 133.644 kip Fw Aw / ΩwUnity Check, Lateral:0.020 PASS <br /> ANCHOR BOLT SHEARResultant Shear Force: Vu = 2.888 kip √(Vuz2 + Vuy2)Nominal Shear Stress: Fnv = 26.1 ksi AISC 360-16, Table J3.2 0.45 FuABolt Cross Sectional Area: Ab = 0.442 in2Safety Factor: Ωa = 2Nominal Shear Stress Rn = 23.072 kip Fnv Ab NtaBolt Shear Rupture Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.250 PASS <br /> ANCHOR BOLT TENSION Note: Prying effects are ignored.Anchor Tension: Ta = 4.037 kipRequired Tensile Stress: frt = 9.133 ksi Ta / AbNominal Tensile Stress: Fnt = 43.5 ksi AISC 360-16, Table J3.2 0.75 FuACheck User Note Limit: FALSE Bolt Tensile Check is required. Condition: [frt /(Fnt / Ωa)] ≤ 0.3Nominal Tensile Stress: Rn = 19.227 kip Fnt AbBolt Tensile Strength: Ra = 9.614 kip Rn / ΩaUnity Check:0.420 PASS <br /> ANCHOR BOLT BEARING ON BASE PLATEAngle Between Force and Z-Axis:θ = 54.142 degreesAnchor Hole Center to Edge: dc = 0.438 inMinimum Clear Distance: Lc = 1.413 inBolt Shear Strength: Rn-bolt = 11.536 kip Fnv AbNominal Bolt Bearing Stress: Rn = 23.072 kipBolt Bearing Strength: Ra = 11.536 kip Rn / ΩaUnity Check:0.250 PASS <br />Page 78 of 111