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Project Number: 224730-2 <br />Project Location: Santa Ana, CA 92704 <br />AMERICANA OUTDOORS <br />STRUCTURAL CALCULATIONS <br />Page 20 of 25 <br />6/10/2025 <br /> CONCENTRIC COMPRESSIVE AXIAL LOADSNominal Bearing Strength: Pp = 757.304 kip AISC 360 Eqn. J8-2Check if inequality is met:TRUE Plate size is OK.Max. Concrete Bearing Stress: fp(max) = 5.259 ksiAllowable Bearing Stress: fpa(max) = 2.104 ksiBearing Interface Based on N:m = 3.15 inBearing Interface Based on B:n = 3.15 inX = N/Aλ = N/Aλn' = N/ACritical Base Plate Cantilever:l = 3.15Safety Factor: Ωc = 1.67Minimum Plate Thickness: tmin = 0.24 in <br /> LOAD DISTRIBUTION (STRONG AXIS) <br /> Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 13.385 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.821 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -14.77 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.051 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<m therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -327.387 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.211 in AISC DG1 Eqn. 3.3.15bLarge 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 = 0.627 in AISC DG1 Eqn. 3.4.3Determine Design Equation:Y<m therefore use Equation 3.3.15bRequired Plate Thickness: tp(req) = 0.832 in AISC DG1 Eqn. 3.3.15bNumber of Tension Anchors: Nta = 2Anchor Tension: Ta = 3.406 kip AISC DG1 Eqn. 3.4.2Anchor Dist. to Column Flange:x = 1.617 in AISC DG1 Eqn. 3.4.6Required Bending Strength: Mpl = 0.459 kip AISC DG1 Eqn. 3.4.5bRequired Plate Thickness: tp(req) = 0.291 in AISC DG1 Eqn. 3.4.7b <br /> LOAD DISTRIBUTION (WEAK AXIS) <br /> Note: Strong and Weak Axis checked separately. No interaction check performed.Bearing Force: qmax = 25.248 kip/in AISC DG1 Eqn. 3.3.4Equivalent Eccentricity:e = 14.753 in AISC DG1 Eqn. 3.3.6Critical Eccentricity: ecrit = 5.821 in AISC DG1 Eqn. 3.3.7Check Applicability of Procedure:FALSE Use large moment procedure.Small Moment Procedure Section 3.3 DOES NOT GOVERNBearing Length:Y = -17.506 in AISC DG1 Eqn. 3.3.8Bearing Stress: fp = -0.043 ksi AISC DG1 Eqn. 3.3.10Determine Design Equation:Y<n therefore use Equations 3.3.12 and 3.3.15bBending Moment Per Unit Width: Mpl = -438.419 kip AISC DG1 Eqn. 3.3.12Required Plate Thickness: tp(req) = 1.287 in AISC DG1 Eqn. 3.3.15b <br />Page 76 of 111