498 Plate Girder Combined (1)

REPORT Plate Girder Design SECTION 5.0 TITLE Sample Design Check for Moment & Shear Combined DATE 7/16/2022 FILE combined_check.xls TIME 6:06 PM CHECK FOR SHEAR AND MOMENT COMBINATION REFERENCE INPUT Performance Factor Phi = 0.90 Web Height h = 1400.00 [mm] Web Thickness w = 9.10 [mm] Flange Width b = 540.00 [mm] Flange Thickness t = 25.40 [mm] Material Yield Strength Fy = 350.00 [Mpa] Transverse Stiffener Dista = 3000.00 [mm] Stiffeners stiffeners = (No stiffeners = 0; Stiffeners =1) = 1.00 Factored Shear Vf = 750.00 [kN] Factored Moment Mf = 4000.00 [kN*m] OUTPUT MOMENT CHECK Web Area Aw = h * w = 12740.00 [mm^2] Flange Area Af = b * t = 13716.00 [mm^2] Overall Girder Depth d = h + 2*t = 1450.80 [mm] Elastic Section Modulus S = (1/(6*d))*((b*d^3)-(b-w)*(d-2*t)^3) = 2.21E+07 [mm^3] HSC 7-59 Moment Resistances: Basic Moment Resistance Mr_basic = Phi * S * Fy / 1000000 = 6955 [kN*m] $13.5(b) Red. Moment Resistance Mr' = Mr_basic*(1-(0.0005*Aw/Af)*((h/w)-(1900/(Mf*1000000/(P = 6891 [kN*m] $15.4 To Select Which Moment to Use, Obtain Ratios: Actual Width Thickness Rahw_ratio = h/w = 154 Max Width Thickness Ratiomax_hw_rati = 1900/(sqrt(Mf/(Phi*S))*sqrt(1000000)) = 134 $11.2 Table 1 Moment Resistance Mr = IF(hw_ratio>max_hw_ratio,Mr',Mr_basic) = 6891 [kN*m] $15.4 Moment Check IF(Mf/Mr<=1,"Ok","Not Ok") = Ok $13.4.1.4 SHEAR CHECK Web Slenderness Sl_w = h / w = 153.85 Calculation of Shear Stress Resistance: Shear Buckling Coefficienkv = IF(stiffeners = 0,5.34,IF(a/h < 1,4 + (5.34/(a/h)^2),5 = 6.21 $13.4.1.1 Ultimate Shear Stress (Fs) Fs_a = 0.66 * Fy = 231.00 [Mpa] $13.4.1.1(a) Fs_b = 290 * (((Fy * kv)^.5)/(h / w)) = 87.89 [Mpa] $13.4.1.1(b) Fs_c = = 129.71 [Mpa] $13.4.1.1(c) Fs_d = = 103.94 [Mpa] $13.4.1.1(d) K Factor KF = (kv/Fy)^0.5 = 0.13 Shear Stress Fs = = 103.94 [Mpa] $13.4.1.1 (a-d) Shear resistance Vr = Phi * Aw * Fs / 1000 = 1192 [kN] $13.4.1.1 Shear Check IF(Vf/Vr<=1,"Ok","Not Ok") = Ok $13.4.1.4 COMBINED CHECK COMBINED CHECK IF(0.727*(Mf/Mr)+0.455*(Vf/Vr)<=1,"OK","NOT OK") = OK $13.4.1.4 Shear Yielding Inelastic Buckling Shear Stress (c) Tension Field IF(stiffeners = 0, Fs_b, Fs_b + (0.5 * Fy - 0.866*Fs_b)*(1/(1+(a/h)^2)^0.5)) Elastic Buckling (h/w)^2 + (0.5 * Fy - 0.866*(180000* kv / (h/w)^2))*(1/(1+(a/h)^2)^0.5)) IF(Sl_w<=439*KF,Fs_a,IF(Sl_w<=502*KF,Fs_b,IF(Sl_w<=62 1*KF,Fs_c,Fs_d)))

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498 Plate Girder Combined (1)