Post on 18-Jan-2021
Su2013abn Steel Beams 1
Lecture 15
Architectural Structures
ARCH 331
ARCHITECTURAL STRUCTURES:
FORM, BEHAVIOR, AND DESIGN
ARCH 331
DR. ANNE NICHOLS
SUMMER 2013
lecture
fifteen
steel construction: materials & beams
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Lecture 15
Architectural Structures
ARCH 331
Steel Beam Design
• American Institute of Steel Construction
– Manual of Steel Construction
– ASD & LRFD
– combined in 13th ed.
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Architectural Structures
ARCH 331
Steel Materials
• smelt iron ore
• add alloying elements
• heat treatments
• iron, carbon
• microstructure
AISC
A36 steel, JOM 1998
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Architectural Structures
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Steel Materials
• cast into billets
• hot rolled
• cold formed
• residual stress
• corrosion-resistant
“weathering” steels
• stainless Cold Formed
Hot Rolled
AISC
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Architectural Structures
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Steel Materials
• steel grades
– ASTM A36 – carbon
• plates, angles
• Fy = 36 ksi & Fu = 58 ksi
– ASTM A572 – high strength low-alloy
• some beams
• Fy = 60 ksi & Fu = 75 ksi
– ASTM A992 – for building framing
• most beams
• Fy = 50 ksi & Fu = 65 ksi
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Architectural Structures
ARCH 331
Steel Properties
• high strength to weight ratio
• elastic limit – yield (Fy)
• inelastic – plastic
• ultimate strength (Fu)
• ductile
• strength sensitive
to temperature
• can corrode
• fatigue
Winnepeg DOT
strain hardening
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Architectural Structures
ARCH 331
Structural Steel
• standard rolled shapes (W, C, L, T)
• open web joists
• plate girders
• decking
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ARCH 331
Steel Construction
• welding
• bolts
http://courses.civil.ualberta.ca
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Architectural Structures
ARCH 331
Steel Construction
• fire proofing
– cementicious spray
– encasement in gypsum
– intumescent – expands
with heat
– sprinkler system
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Architectural Structures
ARCH 331
Unified Steel Design
• ASD
– bending (braced) = 1.67
– bending (unbraced*) = 1.67
– shear = 1.67
– shear (bolts & welds) = 2.00
– shear (welds) = 2.00
* flanges in compression can buckle
n
a
RR
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Architectural Structures
ARCH 331
Unified Steel Design
• braced vs.
unbraced
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Architectural Structures
ARCH 331
LRFD
• loads on structures are
– not constant
– can be more influential on failure
– happen more or less often
– UNCERTAINTY
- resistance factor
- load factor for (D)ead & (L)ive load
nLLDDu RRRR
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LRFD Steel Beam Design
• limit state is yielding all across section
• outside elastic range
• load factors & resistance factors
E
1
fy = 50ksi
y = 0.001724
f
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LRFD Load Combinations
• 1.4D
• 1.2D + 1.6L + 0.5(Lr or S or R)
• 1.2D + 1.6(Lr or S or R) + (L or 0.5W)
• 1.2D + 1.0W + L + 0.5(Lr or S or R)
• 1.2D + 1.0E + L + 0.2S
• 0.9D + 1.0W
• 0.9D + 1.0E • F has same factor as D in 1-5 and 7
• H adds with 1.6 and resists with 0.9 (permanent)
ASCE-7
(2010)
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Architectural Structures
ARCH 331
Beam Design Criteria (revisited) • strength design
– bending stresses predominate
– shear stresses occur
• serviceability – limit deflection
– stability
• superpositioning – use of beam charts
– elastic range only!
– “add” moment diagrams
– “add” deflection CURVES (not maximums)
+
=
+
=
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Architectural Structures
ARCH 331
Steel Beams
• lateral stability - bracing
• local buckling – stiffen, or bigger Iy
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Local Buckling
• steel I beams
• flange
– buckle in
direction of
smaller radius
of gyration
• web
– force
– “crippling”
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Architectural Structures
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Local Buckling
• flange
• web
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Architectural Structures
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Shear in Web
• panels in plate girders or webs with large shear
• buckling in compression direction
• add stiffeners
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Shear in Web
• plate girders and stiffeners
http:// nisee.berkeley.edu/godden
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Architectural Structures
ARCH 331
Steel Beams
• bearing
– provide
adequate
area
– prevent
local yield
of flange
and web
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LRFD - Flexure
Mu - maximum moment
b - resistance factor for bending = 0.9
Mn - nominal moment (ultimate capacity)
Fy - yield strength of the steel
Z - plastic section modulus*
ZF.MMR ynbuii 90
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Internal Moments - at yield
• material hasn’t failed
yyy fbh
fc
IM
6
2
yy fbc
f)c(b
3
2
6
2 22
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Architectural Structures
ARCH 331
Internal Moments - ALL at yield
• all parts reach yield
• plastic hinge forms
• ultimate moment
• Atension = Acompression
E
1
y = 50ksi
y = 0.001724
yyp MfbcM2
32
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ARCH 331
n.a. of Section at Plastic Hinge
• cannot guarantee at
centroid
• fy·A1= fy·A2
• moment found from
yield stress times
moment area
iia.n
yyp dAfdAfM 1
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ARCH 331
Plastic Hinge Development
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Plastic Hinge Examples
• stability can be effected
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Plastic Section Modulus
• shape factor, k
= 3/2 for a rectangle
1.1 for an I
• plastic modulus, Z
y
p
f
MZ
SZk
y
p
M
Mk
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Vu - maximum shear
v - resistance factor for shear = 1.0
Vn - nominal shear
Fyw - yield strength of the steel in the web
Aw - area of the web = twd
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LRFD – Shear (compact shapes)
)AF.(.VVR wywnvuii 6001
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LRFD - Flexure Design
• limit states for beam failure
1. yielding
2. lateral-torsional buckling*
3. flange local buckling
4. web local buckling
• minimum Mn governs
E
Fr.L
y
yp 761
nbuii MMR
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• plastic moment can form before any
buckling
• criteria
–
– and
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ARCH 331
Compact Sections
yw
c
F
E.
t
h763
yf
f
F
E.
t
b380
2
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ARCH 331
Cb = modification factor
Mmax - |max moment|, unbraced segment
MA - |moment|, 1/4 point
MB = |moment|, center point
MC = |moment|, 3/4 point
Lateral Torsional Buckling
moment based on
lateral buckling
CBAmax
maxb
MMMM.
M.C
34252
512
pbn MCM
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Architectural Structures
ARCH 331
Beam Design Charts
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ARCH 331
Charts & Deflections
• beam charts
– solid line is most economical
– dashed indicates there is another more
economical section
– self weight is NOT included in Mn
• deflections
– no factors are applied to the loads
– often governs the design
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Architectural Structures
ARCH 331
Design Procedure (revisited)
1. Know unbraced length, material,
design method (, )
2. Draw V & M, finding Mmax
3. Calculate Zreq’d
4. Choose (economical) section from
section or beam capacity charts
(Ma ≤ Mn/)
)MM( nbu
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Architectural Structures
ARCH 331
Beam Charts by Sx (Appendix A)
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Beam Charts by Zx
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Beam Design (revisited)
4*. Include self weight for Mmax
– it’s dead load
– and repeat 3 & 4
if necessary
5. Consider lateral stability
Unbraced roof trusses
were blown down in
1999 at this project in
Moscow, Idaho.
Photo: Ken Carper
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Architectural Structures
ARCH 331
Beam Design (revisited)
6. Evaluate shear stresses - horizontal
• or
• rectangles and W’s
• general
w eb
vA
V
A
Vf
2
3max
Ib
V Qf v max
(Va ≤ Vn/)
Vn = 0.6 FywAw
)VV( nvu
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Architectural Structures
ARCH 331
Beam Design (revisited)
7. Provide adequate bearing
area at supports
(Pa ≤ Pn/)
(Pu ≤ Pn)
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Architectural Structures
ARCH 331
Beam Design (revisited)
8. Evaluate torsion
• circular cross section
• rectangular
J
Tf v
2
1abc
Tf v
vv Ff
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Architectural Structures
ARCH 331
Beam Design (revisited)
9. Evaluate deflections – NO LOAD FACTORS
allowableactualmax )x(y
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Architectural Structures
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Load Tables & Equivalent Load
• uniformly distributed loads
• equivalent “w” 8
2
max
LwM
eq u iva l en t
load for live load deflection limit
in RED, total in BLACK
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Architectural Structures
ARCH 331
Sloped Beams
• stairs & roofs
• projected live load
• dead load over length
• perpendicular load to beam:
• equivalent distributed load:
cos
ww .adj
cosww
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Architectural Structures
ARCH 331
Steel Arches and Frames
• solid sections
or open web
http:// nisee.berkeley.edu/godden
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Architectural Structures
ARCH 331
Steel Shell and Cable Structures
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Approximate Depths