This educational application supplements, but does not replace, the official AASHTO LRFD Bridge Design Specifications, applicable state DOT manuals, project specifications, and professional engineering judgment.
Graded quiz
Chapter 8 — Steel I-Girder and Plate-Girder Bridges (8 questions)
Chapter 8 — Steel I-Girder and Plate-Girder Bridges (8 questions)
8 questions · PE-exam format · 70% to pass · attempts save to your progress record when signed in.
Work each item to the requested precision. Use the Show clue button only after an honest attempt — hints reveal the AASHTO section and setup, not the answer.
- Q1For a compact composite I-section in positive flexure, the nominal moment M_n per §6.10.7.1.2 for D_p ≤ 0.1·D_t is:
- Q2Shear yielding of an unstiffened web: D = 60 in, t_w = 0.5 in, F_yw = 50 ksi. Compute V_p = 0.58·F_yw·D·t_w (kip).kip
- Q3The web-slenderness limit for a non-compact web in a composite section per §6.10.6.2.3 is:
- Q4Fatigue-I stress range check. A Category-C detail governs at Δ(ΔF)_TH = 10 ksi. Cyclic stress range Δf = 8.5 ksi from the fatigue truck (already includes IM = 15%). Report the fatigue utilization Δf/(ΔF)_TH.-
- Q5Number of shear studs required per §6.10.10.4.1 to develop the composite section between the point of max positive moment and the adjacent point of zero moment is n = P / Q_r, where P is:
- Q6Shear-stud capacity: 7/8-in stud, f'_c = 4 ksi, E_c = 3834 ksi, F_u = 60 ksi, A_sc = 0.601 in². Compute Q_n = 0.5·A_sc·√(f'_c·E_c) but ≤ A_sc·F_u (kip).kip
- Q7LTB check for a doubly symmetric compact I-section without lateral bracing (§6.10.8.2.3): if L_b ≤ L_p, then:
- Q8Transverse stiffener spacing: unstiffened panel shear-buckling factor requires stiffeners when V_u > V_cr. Given d_o (stiffener spacing) = 200 in, D = 60 in, k = 5 + 5/(d_o/D)². Compute k (round to 2 decimals).-
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