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Project Number: 224730-1 <br />Project Location: Santa Ana, CA 92704 <br />AMERICANA OUTDOORS <br />STRUCTURAL CALCULATIONS <br />Page 21 of 25 <br />6/10/2025 <br />Large Moment Procedure Section 3.4 GOVERNSAnchor Dist. to Column Center:f = 4.5 inCheck Possibility of Solution:TRUE AISC DG1 Eqn. 3.4.4 Plate size is OK.Bearing Length:Y = 0.432 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<n therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.702 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 2.255 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.587 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.298 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.235 in AISC DG1 Eqn. 3.4.7b <br /> PLATE FLEXURAL YIELDING (COMPRESSION) (STRONG AXIS)Nominal Bending Stress: Mn = 6.891 kip-ft FyP (tP)2 / 4Safety Factor: Ω3 = 1.67 AISC DG1, 3.3.13Bend Capacity per Unit Width: Ma = 0.344 kip-ft/in Mn / Ω3Bearing Stress Increase Factor: α = 1.768 AISC DG1, 3.1.1 Min. of 2, (A2 / A1)1/2Nominal Bearing Stress: Rn = 5.26 ksi 0.85 f'c αSafety Factor: Ω4 = 2.31 ACI 318-14, Table 22.8.3.2Allowable Bearing Stress: Ra = 2.277 ksi Rn / Ω4Strong Axis Req. Bearing Stress: fpz = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.264 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.141Side Bending per Unit Width: Mpl2 = 0.133 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.264 kip-ft/in AISC DG1, 3.1.2Unity Check:0.770 PASS <br /> PLATE FLEXURAL YIELDING (COMPRESSION) (WEAK AXIS)Weak Axis Req. Bearing Stress: fpy = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.241 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.128Side Bending per Unit Width: Mpl2 = 0.12 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.241 kip-ft/in AISC DG1, 3.1.2Unity Check:0.700 PASS <br /> PLATE FLEXURAL YIELDING (TENSION) (STRONG AXIS)Effective Width of Plate Section: be = 3.15 inNominal Bending Stress: Mn = 21.705 kip-ftBend Capacity per Unit Width: Ma = 1.083 kip-ft/in Mn / Ω3Moment Arm for Anchor Bolt:x = 1.587 in AISC DG1, Eqn. 3.4.6Tension Moment at Anchor Bolt: Mpl = 0.375 kip-ft/inUnity Check:0.350 PASSUse 7/8'' thick plate minimum.Governing: Plate Flexural Yielding <br />Page 23 of 111