bank of china developments in composite column design · encased composite beam columns method 1...
TRANSCRIPT
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I.M. Pei, ArchitectLes Robertson, Structural Engineer
Bank of China(Hong Kong) DEVELOPMENTS IN
COMPOSITE COLUMN DESIGN
Tiziano Perea (GT)Roberto T. Leon (GT)
Jerome F. Hajjar (UIUC)Mark Denavit (UIUC)
AISC NASSC – NashvilleApril 2nd, 2008
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OVERVIEWIntroduction• Advantages of composite columns• Applications in high-rise buildings
Background to 2005AISC SpecificationReason for changes
Reduction of conflicts with ACI 318
Issues for future work
Experimental program
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Composite Columns in Tall Buildings
CBM Engineers - Houston
• Four super-columns tied by 5-story Virendeel trusses provide all the lateral resistance to the Norwest Center in Minneapolis
• Speed of construction = gravity load system followed by lateral load system and building finishes
• Concrete in columns used mostly for stiffness
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Column Details
.
Beam B1:W840 x 299
Beam B2: W920 x 446
35M Dywidag bars to transferbearing forces (B1 and B2)
Reinforcing Cage 1:8 45M and 6 30M bars
(all exterior bars are 45M)
Cage 3: 7 45M and 3 30M bars
Shear studs to web of B1
Cage 2:14 45Mand 630M bars
W360 x 421column
P2
P3
P1(FBP)
P5
P4 (FBP)
Shear studs to flange of B2
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Frames with SRC columns Phases in erection & construction
Source: Martinez-Romero, 2003
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Construction Sequence
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Composite Columns in Tall Buildings
Design for hurricane forces – Houston – Walter P. Moore & Assoc.
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Buildings with SRC Columns (Martinez-Romero, 1999 & 2003)
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Building: Avantel Firm: EMRSA Floors: 28 Use: Office Location: Mexico City Year: 1995
Source: Martinez-Romero, 1999
Structural steel:ASTM A-572-50
Concrete:fc’ = 5.7 ksi
Reinf. steel:Fy = 60 ksi
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Source: Martinez-Romero, 1999
Concrete: Structural steel: Reinf. steel:fc’= 6 ksi ASTM A-572-50 Fy = 60 ksi
SRC-Section Drawings
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Uses for Composite Columns
• Extra capacity in concrete column for no increase in dimension
• Large unbraced lengths in tall open spaces– Lower story in high rise buildings– Airport terminals, convention centers
• Corrosion, fireproof protection in steel buildings
• Composite frame – high rise construction• Transition column between steel, concrete
systems• Toughness, redundancy as for blast, impact
(from Larry Griffis)
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Applications around the world
Full-scale 3stor, 3-bay braced frame tested in Taiwan
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Applications around the world
Rectangular or circular composite columns with external diaphragms
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Transition Floors
From concrete walls and columns to steel columns
S.D. Lindsey & Assoc.
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Composite or hybrid system (concrete & steel)System which combines the advantages of concrete and structural steel
Concrete* Rigid * Economic* Fire resistant * Durable
Structural steel* High strength * Ductile* Easy to assemble * Fast to erect
Frames with CFT columns• Steel tube confines concrete• Concrete restricts the local buckling of the steel tube• Increase in strength & deformation of the concrete • Delay in the global buckling of the steel tube
Frames with SRC columns• Steel element supports the construction loads• The concrete gives final stiffness and fire resistant• Shear connections become FR once concrete is cast• System fast to erect & build • Redundancy & robustness
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Configurations for Composite Columns
a) SRC b) Circular and Rectangular CFT
c) Combinations between SRC and CFT
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Design Guide 6
• Concrete encased WF shapes
• Based on 1986 LRFD Spec
• 5, 8 KSI NW concrete• A36, A572 Gr 50 WF• 1%-4% Rebar
patterns
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Design Guide 6
Mui(AISC05) = Mui(Design Guide) x 0.75/0.85
Adjust φc factor 0.85 to 0.75 ; φb=0.9 same
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AISC Spec. (2005)New Composite Column Provisions
Changes in materials permittedRelaxation of slenderness limitsNew strength provisions for encased columnsNew strength provisions for CFT columnsNew provisions for force transferNew expressions for flexural stiffness
Φc = 0.75 (LRFD) (Change from 0.85)Ωc = 2.00 (ASD)
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CompositeColumn Database
• Determine range of sizes and materials tested
• Assess robustness of data
• Extract useful information
• Determine types of tests needed
Leon and Aho, 2000
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Databases in CCFT composite columns (Leon and Aho, 1996)(now: Goode et al., 2007 + Leon et al., 2005)
0.5<λ<1 1<λ<1.5λ<0.5
P/Po P/Po P/Po
M/Mo M/Mo M/Mo
λ
P/P
o
CCFT1375 Circular CFT
• 912 columns• 463 beam-columns
798 Rectangular CFT• 524 columns• 274 beam-columns
267 Encased SRC• 119 columns• 148 beam-column
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Material Limitations
• Concrete Strength f’c– NW: 3 – 10 ksi – LW: 3 – 6 ksi– Higher values usable for stiffness
• Structural Steel, Rebar– Fy = 75 ksi max
• Higher strength materials by testing or analysis
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Confinement Effects
Kent-Park’s model Mander’s model
Sakino-Sun’s model
0.95f’c for CCFT only for simplicity
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Encased Composite ColumnsNew Limitations
• Steel core = 0.01 x Ag min• 4 longitudinal continuous
bars w/ ties or spirals• Min transverse reinf ≥
0.009 in2 / in tie spacing• Min reinforcement Asr / Ag
= 0.004
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Filled Composite ColumnsNew Limits
• HSS area = 0.01 Ag min (down from 0.04 in 1999)
• Rectangular HSS: b/t ≤ 2.26 [E/Fy]0.5
= 54.4 for 50 ksi (+20%)
• Round HSS:D/t ≤ 0.15 E/Fy = 87 for 50 ksi (+50%)
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Slenderness
For Pe ≥ 0.44 Po:Pn = Po [ 0.658 Po/Pe]
For Pe < 0.44 Po:Pn = 0.877 Pe
Po = As Fy + Asr Fyr + 0.85 f’c Ac
Pe = p2 (EIeff) / (KL)2
> Note similar format to all steel column
Δο
L
Pn
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Moments of Inertia - Composite Columns
SRC new effective stiffness:E Ieff = Es Is + 0.5 Es Isr + C1 Ec Ic
C1 = 0.1 + 2 [As / (Ac + As)] ≤ 0.3(concrete effectiveness factor)
CFT new effective stiffness:E Ieff = Es Is + Es Isr + C3 Ec Ic
C3 = 0.6 + 2 [As / (Ac + As)] ≤ 0.9(concrete effectiveness factor)
KL (m)P n
(kN
)
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Effective stiffness (EIeff)
Alternatives:Concrete-only or a steel-only (not unusual in practice, too conservative!)Fiber element analysis: Nonlinearity (σ−ε, P-Δ, P−δ), buckling, confinement
(contact enforcement)Finite element analysis: Local buckling, effective confinement, cracking.
Steel-concrete contact (friction, bond stress, slip, adhesion, interference).
0.5eff s s s sr i c cEI E I E I C E Iβ= + + ⋅
β = f (creep & shrinkage) = f (ρ,KL/r) ≤ 0.6-0.9 (RFT-CFT), 0.3 (SRC)
AISC (2011?)
( )ccsrssseff IEIEIEEI 5.09.0 ++=EC-4 (2004)
( ) srsssssgceff IEIEIIEhe
hLEI 788.0729.0203.000334.0313.0 ++−⎟
⎠⎞
⎜⎝⎛ −+=
Mirza and Tikka (1999)
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Design Methods Encased Composite Beam Columns
• Method 1: AISC Interaction Equations
• Method 2: Plastic Stress Distribution Method
• Method 3: Strain Compatibility Method(like ACI Column Design)
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Encased Composite Beam ColumnsMethod 1 (Interaction Eq’s)
• Uses AISC Beam Column Interaction Eq’s• Strong and Weak Axis Bending• Requires only pure axial, pure moment
capacities (Po, Mn)• Conservative designs• Can use existing Design Guide 6
(conservative answers)
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AISC Interaction Equations• For Pr /Pc ≥ 0.2,
– Pr /Pc + 8/9 (Mrx / Mcx + Mry / Mcy) ≤ 1.0
• For Pr /Pc < 0.2,– Pr /(2Pc) + (Mrx / Mcx + Mry / Mcy) ≤ 1.0
• Pr = required axial compressive strength• Pc = available axial compressive strength (φcPn or Pn/Ωc)• Mr = required flexural strength• Mc = available flexural strength (φbMn or Mn/Ωb)• φc = φb = 0.9
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Encased Composite Beam ColumnsMethod 2 (Plastic Stress Distr)
• Plastic Capacity Equations– Points A,B,C,D (plus E weak axis only)– Defined on the Example CD (w/ manual)
• Strong and weak axis bending• Bar placement must conform to equations• Apply slenderness effects to P,M values• More capacity than Method 1
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Rigid-plastic & strain-compatibility methods
Interaction diagram(AISC Commentary, 2005)
COMPOSITESTEEL
Interaction diagram: W8×31Fy=50ksi. (AISC Commentary, 2005)
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'85.0 cf yrF
0=DP
Plastic stress distribution or rigid-plastic methodyF
ysD FZM =
( )'85.02 c
cyrrysD fZFZFZM ++=
2'85.0 cc fA
+
cyrsr fhbhFchA 85.0422
⎟⎠⎞
⎜⎝⎛ ⋅+⎥
⎦
⎤⎢⎣
⎡⎟⎠⎞
⎜⎝⎛ −+
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'85.0 cf yF yrF
yrrysccA FAFAfAP ++= '85.0
Plastic stress distribution or rigid-plastic method
0=AM
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Plastic stress distribution method
∑ ≠= 0iC PP
CBC PPP =+
ccC AfP '85.0=
PNA
)(C
nh
'85.0 cf yF yrF
PNA
)(B
nh
∑ == 0iB PP
nhnh
)( CB +
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Plastic stress distribution method
∑ ≠= 0iC PP
CBC PPP =−
( )ycnC FbfhP += '85.02
PNA
)(C
nh
'85.0 cf yF yrF
PNA
)(B
nh∑ == 0iB PP
( )yc
cn Fbf
Afh+
='85.02
'85.0 nhnh
)( BC −
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Plastic stress distribution method '85.0 cf yF yrF
PNA
)(B
nh
( ) ⎟⎟⎠
⎞⎜⎜⎝
⎛+=Δ − 2
'85.02
2 ncnwyBD
bhfhtFM
BDDCB MMMM −Δ−==
PNA
)(D
nh
)( BD −
PNAnh( )'85.0
2 cc
yrrysD fZFZFZM ++=
( )'85.02 ccB
yrrBysBB fZFZFZM ++=
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P
M
Strain-compatibilityRigid-plastic
A
E
C
D
B
ΛA= Aλ
2005 Simplified
Cd
O φbB = Bd
A d = φ c Aλ
CΛC= Cλ
C d = φ cC λ
Effect of
“bulge” is not used
Composite Column Models
Commentary - I4
Calculate section strength
Reduce by length effect
Apply resistance factor
⎫⎪⎬⎪⎭
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P-M Interaction anchor points (AISC Examples, 2005)
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Encased Composite Beam ColumnsMethod 3 (ACI Strain comp)
• Strain compatibility approach• Linear strain diagram with 0.003• Same as ACI Beam Column design• Use AISC φ factors (φc=0.85, φb=0.9)• Can convert WF to equivalent bars• Yields smaller values than Method 2
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Fiber Element Analysis
Kent-Scott-Park model Elastic-perfectly-plastic model
δo = 0δo = L/1000
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KL (m)
9
P n(k
N)
KL (m)
P n(k
N)
KL (m)
P n(k
N)
KL (m)
P n(k
N)
Pure-compression (flexural buckling limit state)
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Composite Sections (short columns)
12 # 10 ESTR.#4@15
40
305
305
W14x90 IR356x134
368
368
40
635
635508
φ508
9
HSS20x0.375
584508
19
19
1919
508 305
508
15
15
b) 25x25SRC14x90 a) CCFT20x0.375
c) RCFT20x20x3/4 d) RCFT20x12x5/8
fc’ = 5 ksi 34.5 MPa
Es = 29000 ksi200 GPa
Ec = From CodeNTC (2004)AISC (2005)EC-4 (2004)AIJ (2004)
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Pure-compression-strengthAISC curve vs. fiber analysis results
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P n(k
N)
Mn (kN-m)
P-M Interaction Diagram for CCFT20x0.375
Fiber Analysis
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Mn (kN-m)
P n(k
N)
9
FRMn (kN-m)
F RP n
(kN
)
9
Mn (kN-m)
P n(k
N)
FRMn (kN-m)
F RP n
(kN
)
P-M Interaction Diagrams
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M1 and M2 curves
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Net M1 and M2 curves
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Experimental TestsNEES Project: Georgia Tech, U. Illinois, U. Minnesota
• 20 full-scale slender composite beam-columns(8 SRC, 4 CCFT, 4RCFT, 4SCFT)
• Data will fill gaps in U.S. database
Multi-Axial Sub-assemblage Testing System (MAST-UMN)
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Strain C.
Plastic
2005Simp.
Axial capacity of MAST System
BC’s Configuration
Preliminary Test Series
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Interior ColumnsExterior Columns
6END-C71C3(B)
6END-C11C3(B)
6END-C71C3(B)
6END-C11C3(B)
Actual Load Paths
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Preliminary SRC Test Series
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Preliminary CFT Test Series
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Inelastic Static & Dynamic AnalysisLA 3 & 20 Story SAC frames (FEMA 355C, 2000)
W14x311W14x257W14x90
Steel Frame System
HSS-20x0.375fc’ = 5ksiFy = 42 ksi
CRC Frame System
26x26in12#10 (2.6%)#4@4inW14X90
SRC Frame System
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AFM based on reduced EI*=0.8EIeff
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Beam-column FEA (scaled displacements)
10x 10x
100x
Local buckling
Flexural buckling
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Encased Columns – Improve Reliability
0.4
0.6
0.8
1
1.2
1.4
1.6
0 0.2 0.4 0.6 0.8 1 1.2 1.4
Slenderness
Test
/ Pr
edic
ted
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New Composite Column Procedures• Based on ultimate plastic capacity – simple plastic or
strain compatibility (mechanistic approach / EC4)• Provide transition from a RC to a composite column• Maintain current length effects approach– adjust EI
values• Improve reliability (from β = 2.4 to 2.7)• Relax local buckling - b/t < 56 (+20%); D/t < 121
(+50%)• Relax concrete material limits = 70 MPa• Relax steel material limits = 520 Mpa)• Provide better force transfer guidelines
Summary
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More Information
• EJ has two papers by Leon, Kim and Hajjar (4th Quarter, 2007) and Leon and Hajjar (1st
Quarter, 2008) with all the details of the cahnges to the 2005 Specification
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