ENCE 710
Design of Steel
Structures
VI. Plate Girders
C. C. Fu, Ph.D., P.E.
Civil and Environmental Engineering
Department
University of Maryland
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Design of Steel Plate Girders: Moment and Shear Strength Analysis, Schemes and Mind Maps of Reinforced Concrete Design
An in-depth study on the design of steel plate girders, focusing on moment and shear strength, intermediate transverse stiffeners, bearing stiffeners, and related buckling phenomena. Topics such as aisc limiting ratios, aisc design of members for flexure, beam vs plate girder comparison, web buckling, vertical buckling, aisc nominal moment strength, limit states in flexure, classical shear theory, and shear capacity available. Primarily intended for university students studying civil engineering, particularly those in the fourth or fifth year.
Typology: Schemes and Mind Maps
2023/2024
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ENCE 710
Design of Steel
Structures
VI. Plate Girders
C. C. Fu, Ph.D., P.E.
Civil and Environmental Engineering
Department
University of Maryland
Introduction
Following subjects are covered:
Moment strength
Shear strength
Intermediate transverse stiffener
Bearing stiffener
Reading:
Chapters 11 of Salmon & Johnson
AISC LRFD Specification Chapters B (Design
Requirements) and F (Design of Members for
Flexure) and G (Design of Members for
Shear)
AISC
Limitin
g
Ratios
AISC Design of Members for
Flexure
(about Major Axis)
Vertical Buckling
(the compression flange)
(a) Lateral buckling (b)Torsional buckling (c) Vertical buckling
AISC Maximum Web h/t
w
Stiffened girder (for a/h ≤ 1.5)
h/t
w
= 11.7 √E/Fy (AISC-F13.3)
Stiffened girder (for a/h > 1.5)
h/t
w
≤ 0.42E/F
y
(AISC-F13.4)
(S & J Table 11.3.1)
Unstiffened girder h/t
w
AISC Nominal Moment
Strength (cont.)
(^) Case 3 - Compression flange local buckling Mn = RpgFcrSxc (F5-7) Fcr a. λ ≤ λp: Fcr = Fy b. λ (^) p < λ ≤ λr : (F5-8) c. λ > λr : (F5-9) kc = 4/√(h/tw) and 0.35 ≤ kc ≤ 0. Case 4 – Tension-flange yielding (Sxt<Sxc) Mn = RptFySxt (F5-10)
rf pf pf Fcr Fy F y
- 3 2 2
f f c cr t b k F
Limit
States in
Flexure
for plate girder with slender web (AISC-F5)
Classical Shear Theory
(applied to plate girder web
panel)
Intermediate Stiffener
Spacing
AISC Nominal Shear
Strength (cont.)
For 1.10 √(kvE/Fy) ≤ h/tw ≤ 1.37 √(kvE/Fy) Cv = 1.10 √(kvE/Fy) / (h/tw) (G2-4) (^) For h/t w >^ 1.37 √(kvE/Fy) Cv = 1.51 kvE/[(h/tw)^2 Fy] (G2-5) kv = 5 + 5/(a/h) 2 if a/h ≤ 3 and [260/(h/tw)] 2 5 otherwise (S & J Fig. 11.8.3)
Shear Capacity Available
Figure 11.8.1 Shear capacity available, considering post-buckling strength.
Buckling of Plate Girder Web
Figure 11.7. Buckling of plate girder web resulting from shear alone—AISC-G