ce591 lecture 13: composite columns - purdue engineeringjliu/courses/ce591/pdf/ce591... · ce591...
TRANSCRIPT
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CE591 Lecture 13: Composite Columns
Composite Action, Composite Components, History
Introduction – Encased and Filled Composite Columns
Behavior of Composite Columns
AISC Limitations
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Benefits of Structural… …Steel …Concrete
High Strength
High Stiffness (Modulus of Elasticity)
High Ductility
Excellent Fire Resistance
Low Cost
Ability to Be Cast into Any Shape
+ speed of construction
Very good for floor framing Very good for floor slabs
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Composite Action
Developed when two load carrying structural members are integrally connected and deflect as a single unit.
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Benefits (floor beam example)
Reduced weight of steel
Increased stiffness for composite floor beams/girders
Or … shallower beams
for the same stiffness
increased floor-to-floor height
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Composite Elements
Beams
Columns
Floor slabs
Shear Walls
Concrete
Metal
Deck
Beam-to-Column Connections (?)
Composite Columns considered to have a ‘toughness’; good
choice for designs where blast-loading is a concern
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History Early 1900’s – steel beams encased in concrete for fireproofing
1931 – Empire State Building’s entire steel frame was encased in concrete
Composite sections were not considered in capacity calculations, but lateral stiffness was “doubled” for drift calculations
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History
1988 – Bank of China
“megatruss” of composite columns
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History Late 1990s – Pacific First Center
Supercolumns
(lateral system)
Gravity columns
Floor
beams
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Composite Columns
Encased Composite Columns
SRC – Steel Reinforced Concrete
Filled Composite Columns
CFT – Concrete Filled Tubes
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Encased Composite Columns Structural shapes surrounded by concrete
Vertical and horizontal reinforcement to sustain encasement
Shear connectors can be used to help transfer forces Longitudinal Bars
Lateral Ties/
Stirrups
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Encased Composite Columns Concrete provides stiffening, strengthening, fire protection
Steel carries construction load
Might use when exposed concrete finish desired
Might use for transitions (concrete to steel columns)
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Encased Composite Columns Difficult to
place?
Might use U-ties instead
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Steel shell (pipe, tube, or hollow section built-up from plate)
Shell provides formwork for concrete
Shell provides confinement to concrete
Filled Composite Columns
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Concrete adds strength, stiffness
Might use when exposed steel is desired
Steel can buckle outwards
Shear connectors might be needed near beam-to-column connections
Filled Composite Columns
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Shear bond between concrete & steel
Friction Coefficient of sliding friction ~0.5
Encased Columns Pressure/friction only if concrete confined laterally to bear against steel shape lateral ties
Filled Columns Pressure normal to interface exists
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Behavior of Encased Columns Flexural stiffness governed by concrete encasement
Encasement prevents buckling of steel bars and steel shape
Concrete outside ties cracks and spalls, followed by rest of encasement
After spalling, post-yield buckling of steel, overall failure
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Behavior of Filled Columns Flexural stiffness governed by steel shell
Initial compressive strain – steel expands more than concrete, causes microcracking
Expansion of concrete then restrained by steel
Steel reaches yield, inelastic outward buckling may occur, concrete crushes
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“Elephant-Foot Buckling”
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Confinement
Confinement from steel shell can increase effective strength of concrete
However, stiffness reduced by microcracking
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AISC Limitations
To qualify as a composite column:
AISC I1.3,I2.1a and C-I1, I2
01.0g
s
AA
Concrete strength:
ksicfksi
ksicfksi
6'3
10'3
Normal weight
Lightweight
Supercolumns 12 ksi
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AISC Limitations, cont’d
Steel strength (used in calculations):
AISC I1.3 and C-I1
ksiFandF yry 75
Corresponds roughly to 0.003 strain limit for concrete
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AISC Limitations, cont’d
AISC I2.1 and C-I2.1
Min. 1.5 db, 1-1/2” clear (between
steel core and longitudinal reinf. bars)
axm"16@4.
max"12@3..
Noor
NoMin
g
srsr
A
A
Area of reinf. bars (in2)
Gross area of composite
member (in2)
004.0sr
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AISC Limitations, cont’d AISC I2.1and C-I2.1
d
dStr 5.0
Least column
dimension
provisions of ACI 318 shall apply with exceptions and limitations
(as listed in AISC I1.1); see ACI 318 Sections 7.10 and 10.9.3 for
additional tie reinforcement provisions
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Local Buckling lp for Axial Compression
AISC I1.4 and C-I1.4
b
t t
D
yF
E
t
b26.2
yF
E
t
D15.0
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Nominal Section Strength
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AISC Limitations, cont’d
b
t
b is for longer
side / dimension
AISC B4.1
b = clear distance
between webs less inside
corner radius
Radius not known?
Use b = w – 3t
w
t = design wall thickness (0.93 x nominal wall thickness
(AISC B4.2))
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Load Transfer
AISC I6
Transfer of load to concrete by direct bearing requires bearing check, etc.
Load applied to steel or concrete only – shear connectors required
Good reference on Load Transfer is PowerPoint by
W. Jacobs – posted to CE591 website.