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Project Number: 224730-2 <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 = 0.677 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<n therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.861 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 4.037 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.617 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.544 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.317 in AISC DG1 Eqn. 3.4.7b <br /> PLATE FLEXURAL YIELDING (COMPRESSION) (STRONG AXIS)Nominal Bending Stress: Mn = 9 kip-ft FyP (tP)2 / 4Safety Factor: Ω3 = 1.67 AISC DG1, 3.3.13Bend Capacity per Unit Width: Ma = 0.449 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 = 0.337 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.181Side Bending per Unit Width: Mpl2 = 0.17 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.337 kip-ft/in AISC DG1, 3.1.2Unity Check:0.750 PASS <br /> PLATE FLEXURAL YIELDING (COMPRESSION) (WEAK AXIS)Weak Axis Req. Bearing Stress: fpy = 2.277 ksiBend Moment per Unit Width: Mpl1 = 0.361 kip-ft/in AISC DG1, 3.3.2Side Bending Adjustment Factor:β = 0.194Side Bending per Unit Width: Mpl2 = 0.183 kip-ft/inReqd. Moment per Unit Width: Mpl = 0.361 kip-ft/in AISC DG1, 3.1.2Unity Check:0.800 PASS <br /> PLATE FLEXURAL YIELDING (TENSION) (STRONG AXIS)Effective Width of Plate Section: be = 3.15 inNominal Bending Stress: Mn = 28.35 kip-ftBend Capacity per Unit Width: Ma = 1.415 kip-ft/in Mn / Ω3Moment Arm for Anchor Bolt:x = 1.617 in AISC DG1, Eqn. 3.4.6Tension Moment at Anchor Bolt: Mpl = 0.544 kip-ft/inUnity Check:0.380 PASSUse 1'' thick plate minimum.Governing: Plate Flexural Yielding <br />Page 77 of 111