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![Page 1: Design of Steel Flexural Members Design for : Economy – choose lightest beam that can carry the load Serviceability – May need deeper beam to prevent serviceability.](https://reader036.fdocuments.us/reader036/viewer/2022081422/551aa990550346e0158b5e4b/html5/thumbnails/1.jpg)
Design of Steel Flexural Members
Design for :
• Economy – choose lightest beam that can carry the load
• Serviceability – May need deeper beam to prevent serviceability problems such as deflection or vibrations
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Design of Steel Flexural Members
• Bending about strong axis (x-axis):
• Bending about weak axis
X X
w
Y Y
w
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Stress and Strain in the Cross-section
Strain
Stress
N.A.
small ε ε=εy plastic ε
E = F/ε E ≠ F/ε
N.A.
small ε ε=εy plastic ε
N.A.
small F Fy Fy Fy
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LRFD Equation
nii RQ
nu MM Load Effect ≤ Factored Resistance
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Specification for Flexural Membersp. 16.1-207
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Part 5 – Design of Flexural Members
• Beam Tables – Table 5-3, p. 5-42 – 5-48
• Beam Charts – Table 5-5, p. 5-71 – 5-102
• Beam Diagrams – Table 5-17, p. 5-162 – 5-177
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Flexural Design Example p. 27 notes
You are to select the lightest A992 steel beam that can carry a live load of 1.9 k/ft and a dead load of 1.4 k/ft for a span of 33 feet. Assume first continuous lateral support, and then lateral support 10 ft from each end only.
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Flexural Design Example p. 27 notes
Select an A36 channel to carry a 500 lb/ft live load and a 300 lb/ft dead load for a simply supported span of 15 ft. Lateral support will be continuous for both flanges.
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Deflections
• Serviceability (not strength) – Chapter L
• Calculated for service live load only
• KBC:– ∆max = L/360 floor members
– ∆max = L/240 roof members
where ∆max = maximum deflection
L = span length
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Deflections
p.5-11 LRFD
Can also be written
xIC
ML
1
2
xIC
ML
L 112
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Check deflection of beams chosen in previous examples
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Beam Shear
Maximum moment:
Also an internal shear:
8
2
max
wLM
w
V
Mw
R2max
wLV
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Beam Shear
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Beam Shear
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Shear Strength of Beams
p. 16.1-35 LRFD (with no holes in web)
if,
where,
Fyw = yield strength web = Fy for steel shapes
Aw = area of web = d x tw
p. 16.1 – 67 At connection where holes are in web:
wywnv AFV )6.0(9.0yww F
E
t
h45.2
true for steel shapes
nvunn AFRV )6.0(75.0
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Check Shear Strength of beams previously designed
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Floor Systems for Steel Frame Structures
Typical floor systems consist of steel decking filled with concrete
Figures of steel decking p. 16.1- 223(Commentary to chapter I)
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ExampleData Sheetfor Steel Decking
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Construction Details
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Design Example with Floor System p. 33 notes
Design the floor system for an office building using the KBC minimum distributed live load for corridors (to allow flexibility of office space). The depth of the floor beams is limited to 24.5” to allow space for mechanical systems. Use EC366 steel decking and lightweight concrete without shoring.
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30’
45’
30’
30’ 30’
24.5”
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KBC Minimum Distributed Live Loads
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KBC Minimum Concentrated Load
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Composite Construction
• Detail of shear connectors
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Composite ConstructionPNA in steel
PNA in concrete
bYcon
bYcon
bb
Ycon
a
a
C = Ccon+Cst
Tst
C=T
C con
Tst
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Composite ConstructionCcon = 0.85f’cba
T = FyAs
C and T can not exceed force carried by studs, ∑Qn
∑Qn =0.85 f’cba
bf
Qa
c
n
'85.0
Depth of compression
block
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Composite Construction p.5-33
• Y1 – Distance from PNA to beam top flange
• Y2 – Distance from concrete flange force to beam top flange
• b – effective width of concrete slab flange
• a – effective concrete flange thickness