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This output has been based on IBC 2021. The EOR has reviewed it and made any necessary revisions in order to conform to the CBC 2022 and its relevant <br />adoptions & amendments. <br />Steel Base Plate <br />LIC# : KW-06011819, Build:20.24.07.24 Khatri International Inc. (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:Base Plate Check <br />Project Title:French Park Plaza <br />Engineer:Jessica Acevedo <br />Project ID: <br />Project Descr: <br />GOVERNING DESIGN LOAD CASE SUMMARY <br />Plate Design Summary <br />Fp : Allowable : 1.658 ksi <br />Bearing Stress OK <br />Bearing Stress Ratio <br />0.818 <br />fu : Max. Plate Bearing Stress ....0.560 ksi <br />Design Method Load Resistance Factor Design <br />+1.20D+1.60L <br />Governing Load Case TypeAxial Load Only <br />Design Plate Size 1'-8" x 1'-8" x 0 -3/4" <br />Pu : Axial ......... 0.000 k <br />Mu : Moment ........ 0.000 k-ft <br />Mu : Max. Moment ..................... 5.175 k-in <br />Governing Load Combination <br />fb : Max. Bending Stress ............... 36.802 ksi <br />Fb : Allowable : <br />Fy * Phi <br />45.000 ksi <br />Bending Stress OK <br />Bending Stress Ratio <br />0.338 <br />Governing STRESS RATIO0.8178 <br />Axial Load Only, No MomentLoad Comb. : +1.40D <br />Loading Bearing Stresses <br />Pu : Axial .........138.614 k <br />A1 : Plate Area .........400.000 in^2 <br />A2: Support Area ..................400.000 in^2 <br />sqrt( A2/A1 ) 1.000 <br />Fp : Allowable ............................... 1.658 ksi <br />fb : Actual ................................ <br />Distance for Moment Calculation <br />Stress Ratio .....................0.506 <br />" m " ..................... 4.300 in <br />Design Plate Width .........20.000 in Stress Ratio .......................0.209 <br />X ..............................0.000 in^2 <br />Lambda ...................... 0.000 <br />n' ........................................ 0.000 in <br />n' * Lambda .................................. 0.000 in <br />fu : Max. Bearing Pressure 0.347 ksi <br />ksi <br />L = max(m, n, n'') ......................... 4.300 in <br />Will be different from entry if partial bearing used.Plate Bending Stresses <br />Design Plate Height .........20.000 in <br />" n " ..................... 4.300 in <br />Mmax = Fu * L^2 / 2 ................... 3.204 k-in on 1" strip) <br />Fb : Allowable .............................. 45.000 ksi <br />22.782 <br />Axial Load Only, No MomentLoad Comb. : +1.20D+1.60L <br />Loading Bearing Stresses <br />Pu : Axial .........223.916 k <br />A1 : Plate Area .........400.000 in^2 <br />A2: Support Area ..................400.000 in^2 <br />sqrt( A2/A1 ) 1.000 <br />Fp : Allowable ............................... 1.658 ksi <br />fb : Actual ................................ <br />Distance for Moment Calculation <br />Stress Ratio .....................0.818 <br />" m " ..................... 4.300 in <br />Design Plate Width .........20.000 in Stress Ratio .......................0.338 <br />X ..............................0.000 in^2 <br />Lambda ...................... 0.000 <br />n' ........................................ 0.000 in <br />n' * Lambda .................................. 0.000 in <br />fu : Max. Bearing Pressure 0.560 ksi <br />ksi <br />L = max(m, n, n'') ......................... 4.300 in <br />Will be different from entry if partial bearing used.Plate Bending Stresses <br />Design Plate Height .........20.000 in <br />" n " ..................... 4.300 in <br />Mmax = Fu * L^2 / 2 ................... 5.175 k-in on 1" strip) <br />Fb : Allowable .............................. 45.000 ksi <br />36.802 <br />Page 18 of 21 <br />HOLD- 408 E Civic Center Dr <br />- 1021192849/24/2024