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Steel Base Plate <br />LIC# : KW-06013623, Build:20.24.05.02 Gomez Construction Services (c) ENERCALC INC 1983-2023 <br />DESCRIPTION:BASE PLATE <br />Project File: 24-209.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />GOVERNING DESIGN LOAD CASE SUMMARY <br />Plate Design Summary <br />Fp : Allowable :1.381 ksi <br />Bearing Stress OK <br />Bearing Stress Ratio <br />0.687 <br />fu : Max. Plate Bearing Stress ....1.381 ksi <br />Design Method Load Resistance Factor Design <br />+0.50W <br />Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts <br />Design Plate Size 1'-0" x 1'-0" x 0 -1/2" <br />Pu : Axial .........0.000 k <br />Mu : Moment ........0.000 k-ft <br />Mu : Max. Moment .....................0.927 k-in <br />Governing Load Combination <br />fb : Max. Bending Stress ...............22.254 ksi <br />Fb : Allowable : <br />Fy * Phi <br />32.400 ksi <br />Bending Stress OK <br />Bending Stress Ratio <br />1.000 <br />Governing STRESS RATIO1.0 <br />Axial Load Only, No MomentLoad Comb. : <br />Loading Bearing Stresses <br />Pu : Axial .........0.000 k <br />A1 : Plate Area .........144.000 in^2 <br />A2: Support Area ..................144.000 in^2 <br />sqrt( A2/A1 )1.000 <br />Fp : Allowable ...............................1.381 ksi <br />fb : Actual ................................ <br />Distance for Moment Calculation <br />Stress Ratio .....................0.000 <br />" m " .....................4.600 in <br />Design Plate Width .........12.000 in Stress Ratio .......................0.000 <br />X ..............................0.000 in^2 <br />Lambda ......................0.000 <br />n' ........................................0.010 in <br />n' * Lambda ..................................0.000 in <br />fu : Max. Bearing Pressure 0.000 ksi <br />ksi <br />L = max(m, n, n'') .........................4.600 in <br />Will be different from entry if partial bearing used.Plate Bending Stresses <br />Design Plate Height .........12.000 in <br />" n " .....................4.600 in <br />Mmax = Fu * L^2 / 2 ...................0.000 k-in on 1" strip) <br />Fb : Allowable ..............................32.400 ksi <br />0.000 <br />Axial Load + Moment, Ecc. > L/2Load Comb. : +0.50W <br />Loading <br />Pu : Axial .........0.000 k <br />A1 : Plate Area .........144.000 in^2 <br />Bearing Stresses <br />A2 : Support Area .....................144.000 in^2 <br />sqrt( A2/A1 )1.000 <br />fu : Max. Bearing Pressure ( set equal to Fp ) <br />Stress Ratio ....................1.000 <br />Plate Bending Stresses <br />Fp : Allowable ...............................1.381 ksi <br />Mu : Moment ........1.110 k-ft 0.000 k <br />"A" : Bearing Length 0.148 <br />Plate Moment from Bolt Tension .......0.356 k-in <br />0.467 k-in on 1" strip) <br />fb : Actual ................................11.199 ksi <br />Mmax .......................................... <br />Mpl : Plate Moment 0.039 k-in <br />Fb : Allowable ................................32.400 ksi <br />Stress Ratio ....................0.346 <br />Eccentricity ........................133200.000 0.000Stress Ratio ....................in <br />Calculate plate moment from bolt tension . . . <br />Tension per Bolt ..........................0.615 k <br />Tension : Allowable .................... <br />in <br />Dist. from Bolt to Col. Edge .............3.475 in <br />Calculate plate moment from bearing . . . <br />Effective Bolt Width for Bending .....12.000 in <br />max(m, n)4.600 in <br />T-MOBILE <br />LA02034A <br />18 of 28