Model Precast Concrete Beam-to-Column Connections Subject ...
Beam-Cl C tiColumn Connections · PDF file14.05.2011 · Beam-Cl C tiColumn...
Transcript of Beam-Cl C tiColumn Connections · PDF file14.05.2011 · Beam-Cl C tiColumn...
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B C l C tiBeam-Column Connections
Jack MoehleUniversity of California, Berkeley
with contributions from
Dawn Lehman and Laura LowesUniversity of Washington, Seattle
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OutlineOutlinedesign of new jointsexisting joint detailsfailure of existing joints in earthquakesgeneral response characteristicsimportance of including joint deformationsimportance of including joint deformationsstiffnessstrengthstrengthdeformation capacityaxial failureaxial failure
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Special Moment-Resisting Frames - Design intent -g
Vcol For seismic design, beam yieldingbeam yielding defines demands
wMpr
MprMpr
Beam
lVpVp
lc
lnbVp
Beam SectionMpr
Vcol
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Joint demands T =
Vcol
Joint demandsC2 = Ts2
Ts1 = 1.25Asfy
Vb1 Vb2
Ts2 =C1 = Ts2
(b) internal stress resultants
1.25AsfyVcol
Vcol
acting on joint
(a) moments, shears, axial loads acting on joint
Ts1 C2
(c) joint shear
Vu =Vj = Ts1 + C1 - Vcol
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Joint geometry(ACI Committee 352)(ACI Committee 352)
a) Interior A 1
c) Corner A 3
b) Exterior A 2A.1 A.3A.2
d) RoofI t i B 1
e) Roof E t i B 2
f) RoofC B 3Interior B.1 Exterior B.2 Corner B.3
ACI 352
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Joint shear strength- code-conforming joints -- code-conforming joints -
hbfVV jcnu'φγφ ==
φ 0 85Values of γ (ACI 352)
φ = 0.85
Classification/type
interior exterior corner
Values of γ (ACI 352)
yp
cont. column 20 15 12
Roof 15 12 8
ACI 352
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Joint Details - InteriorJoint Details Interior
h l ≥ 20dbhcol ≥ 20db
ACI 352
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Joint Details - CornerJoint Details Corner≥ ldh
ACI 352
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Code-conforming jointsCode conforming joints
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Older-type beam-column connectionsOlder type beam column connections
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Survey of existing buildingsSurvey of existing buildings
Mosier
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Joint failuresJoint failures
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Studies of older-type jointsStudies of older type joints
Lehman
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Damage progressioninterior connectionsinterior connections
60
80
Yield of Beam Longitudinal R i f t
Spalling of Concrete Cover Longitudinal
Column Bar Exposed
Measurable residual cracks
20
40
hear
(K)
Reinforcement
-20
0
Col
umn
Sh
20% Reduction in Envelope
80
-60
-40
-80-6 -4 -2 0 2 4 6
Drift %Lehman
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Effect of load historyinterior connectionsinterior connections
I l i l di hi t
k)
Envelope for standard cyclic history
Impulsive loading history
mn
Shea
r (k
Column Bar
y y
Col
um
-6 -4 -2 0 2 4 6Story Drift
Lehman
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Damage at 5% driftStandard Loading Impulsive Loading
Damage at 5% drift
Lehman
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Contributions to driftinterior connections
120
interior connections
100
on Beam
Column
60
80
Con
trib
utio
Bar Slip
Beam
40
Perc
ent C
Joint Shear
“J i h ll b d l d
0
20
Specimen CD15-14
“Joints shall be modeled as either stiff or rigid components.” (FEMA 356)
01 4 7 10 13 16 19 22 25 28 31 34
Cycle NumberLehman
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Evaluation of FEMA-356 Modelinterior connectionsinterior connections
18
12
14
16
acto
r
8
10
12
hear
Fa
FEMA
4
6
8
Join
t S PEER-14CD15-14CD30-14PADH-14
0
2
4PEER-22CD30-22PADH-22
0 0.005 0.01 0.015 0.02 0.025 0.03
Joint Shear StrainLehman
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Joint panel deformationsJoint panel deformations
Joint DeformationJoint Deformation
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Joint shear stiffnessinterior connectionsinterior connections
12
Gc /5Gc
(MPa
)
10psifc ,20 '
Gc /8
psif20 '
stre
ss ( 10
8
6 psif10 '
0
psifc ,20
nt s
hear
4
2
psifc ,10
0.0000
0.005 0.010 0.015 0.020 0.025 0.030
Joint shear strain
Join
Lehman
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Joint strengtheffect of beam yieldingeffect of beam yielding
1600
ss (p
si)
1200
1600
Yield
int S
tres
800
Joi
0
400Yield
0 1 2 3 4 5 6
Drift (%)
• Joint strength closely linked to beam flexural strength• Plastic deformation capacity higher for lower joint shear
Lehman
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Joint strength interior connections - lower/upper boundsinterior connections - lower/upper bounds
0 4Joint failure without i ldi
0.3
0.4 yielding near 25.5√f ’c
/fc’ 0.2vj
Failure forced into beams between 8 5√f ’ and 11√f ’
Joint Shear fc
0.1
j
Beam Hinging/
8.5√f c and 11√f cFailure
00 10 20 30 40 50 60
g gBeam Bar Slip
Λ
Lehman
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Joint strengthinterior connectionsinterior connections
2500
3000
3500
psi) Joint Failures
1500
2000
2500
Stre
ss (p
500
1000
1500
Join
t S
psifc ,10 '
0
500
0 4000 8000 12000 16000
Beam Failures
Concrete Strength (psi)
Lehman
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Joint deformabilityJoint deformability(p
si)
1200
1600
plastic drift capacity
t Stre
ss
800
1200vmax
plastic drift capacity
Join
t
4000.2vmaxenvelope
00 1 2 3 4 5 6
Drift (%)( )
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Plastic drift capacityinterior connectionsinterior connections
25
30psif
v
c
jo ,'
int
10
15
20
0
5
10
0 0.01 0.02 0.03 0.04 0.05 0.060 0.01 0.02 0.03 0.04 0.05 0.06
plastic drift angle
Note: the plastic drift angle includes inelastic deformations of the beams
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Damage progressionexterior connectionsexterior connections
Pantelides, 2002
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Joint behaviorexterior connectionsexterior connections
2 Clyde6 Clyde4 Clyde
psif
v jo ,'
int
15
10 4 Clyde5 Clyde5 Pantelides6 Pantelides6 HakutoPriestley longitudinal
fc 10
5Priestley longitudinalPriestley transverse
0 1 2 3 4 5 6 70
bidirectional loadingDrift, % loading
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Plastic drift capacityPlastic drift capacity
25
30psif
v
c
jo ,'
intInteriorExterior
10
15
20
0
5
10
0 0.01 0.02 0.03 0.04 0.05 0.060 0.01 0.02 0.03 0.04 0.05 0.06
plastic drift angle
Note: the plastic drift angle includes inelastic deformations of the beams
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Exterior jointhook detailhook detail
hook bent into joint
hook bent out of joint
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Interior joints with discontinuous barsdiscontinuous bars
C l40
Column shear, kips
30p
20
10
00 1 2 3 4 5
Drift ratio, %Beres, 1992
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Unreinforced Joint StrengthUnreinforced Joint Strength
bhfV '
FEMA 356 specifies the following:
bhfV cj γ=
γjointgeometry
• No new data. Probably still valid.
• Assuming bars are anchored in j i t t th li it d b t th f
4
6
joint, strength limited by strength of framing members, with upper-bound of γ ≈ 15. For 15 ≥ γ ≥ 4, joint failure may occur after
A i b h d i
6
8
j yinelastic response. For γ ≤ 4, joint unlikely to fail.
• Assuming bars are anchored in joint, strength limited by strength of framing members, with upper bound of γ ≈ 25. For 25 ≥ γ ≥ 8,
10γ γ ,
joint failure may occur after inelastic response. For γ ≤ 8, joint unlikely to fail.
12
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Joint failure?Joint failure?
σyττcr
ττcr
' 16 yccr f
στ −= psi'6 c
ccrf
f , psi
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Joint failure?Joint failure?
L t l D fl tiLateral Deflection, mm
Loa
dLa
tera
l
Drift at “tensile failure”Drift at “tensile failure”
Drift at “axial failure”Drift at “lateral failure”
Priestley, 1994
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Joint test summaryaxial failures identifiedaxial failures identified
Tests with axial load failure
0.08
0.1
}7 8 2
'cj fv γ=
0.06
0 08
ift ra
tio }Interior
0.03
-0.
0
0.10
-0.
1
0.20
-0.
2
Range of γ values
0.36
j
0.02
0.04Dr Interior
Exterior, hooks bent in
Exterior, hooks bent out
Corner
00 0.05 0.1 0.15 0.2 0.25 0.3
Corner
Axial load ratio
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Suggested envelope relationinterior connections with continuous beam barsinterior connections with continuous beam bars
stiffness based on effective
psif
v jo ,'
int 25
20
0.015
f '
strength = beam strength b t t t d
stiffness to yield
fc 20
15
psifc ,25 'but not to exceed
10
58
00.04 0.02
Note: the plastic drift angle includes inelastic deformations of the beams
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Suggested envelope relationexterior connections with hooked beam barsexterior connections with hooked beam bars
tiff b d ff ti
psif
v jo ,'
int 25
20 strength = beam strength
stiffness based on effective stiffness to yield
fc 20
15 0.010
strength = beam strength but not to exceed psifc ,12 '
connections with demand less10
5
connections with demand less than have beam-yield mechanisms and do not follow this model
'4 cf
axial-load stability unknown, especially under high axial loads
00.02 0.01
p y g
Note: the plastic drift angle includes inelastic deformations of the beams
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Joint panel deformationsJoint panel deformations
Joint DeformationJoint Deformation
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Methods of Repair (MOR)Methods of Repair (MOR)Method of Activities Damage
Repair Activities States0. Cosmetic Repair
Replace and repair finishes 0-2Repair1. Epoxy Injection Inject cracks with epoxy and
replace finishes3-5
2. Patching Patch spalled concrete, epoxy inject cracks and replace finishes
6-8
3. Replace concrete
Remove and replace damaged concrete, replace finishes
9-11
R l d d i f i4. Replace joint Replace damaged reinforcing steel, remove and replace concrete, and replace finishes
12
Pagni
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Interior joint fragility relationsInterior joint fragility relations11
OR
0 70.80.9
0 70.80.9
ng a
MO
0 50.60.7
0 50.60.7
Req
uirin
0.30.40.5
MOR 0MOR 10.3
0.40.5
MOR 0MOR 1MOR 0MOR 1MOR 0MOR 1ili
ty o
f R Cosmetic repairEpoxy injectionPatching
0.10.2
MOR 1MOR 2MOR 3MOR 40.1
0.2MOR 1MOR 2MOR 3MOR 4
MOR 1MOR 2MOR 3MOR 4
MOR 1MOR 2MOR 3MOR 4Pr
obab
i PatchingReplace concreteReplace joint
0.0 1.0 2.0 3.0 4.0 5.0 6.00Drift (%)
0.0 1.0 2.0 3.0 4.0 5.0 6.00Drift (%)
P
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B C l C tiBeam-Column Connections
Jack MoehleUniversity of California, Berkeley
with contributions from
Dawn Lehman and Laura LowesUniversity of Washington, Seattle
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ReferencesReferences• Clyde, C., C. Pantelides, and L. Reaveley (2000), “Performance-based evaluation of exterior reinforced
concrete building joints for seismic excitation,” Report No. PEER-2000/05, Pacific Earthquake Engineering Research Center University of California Berkeley 61 ppEngineering Research Center, University of California, Berkeley, 61 pp.
• Pantelides, C., J. Hansen, J. Nadauld, L Reaveley (2002, “Assessment of reinforced concrete building exterior joints with substandard details,” Report No. PEER-2002/18, Pacific Earthquake Engineering Research Center, University of California, Berkeley, 103 pp.
• Park, R. (2002), "A Summary of Results of Simulated Seismic Load Tests on Reinforced Concrete Beam-Column Joints, Beams and Columns with Substandard Reinforcing Details, Journal of Earthquake Engineering, Vol. 6, No. 2, pp. 147-174.
• Priestley, M., and G. Hart (1994), “Seismic Behavior of “As-Built” and “As-Designed” Corner Joints,” SEQAD Report to Hart Consultant Group, Report #94-09, 93 pp. plus appendices.
• Walker, S., C. Yeargin, D. Lehman, and J. Stanton (2002), “Influence of Joint Shear Stress Demand and Displacement History on the Seismic Performance of Beam-Column Joints,” Proceedings, The Third US-Japan Workshop on Performance Based Earthquake Engineering Methodology for Reinforced ConcreteJapan Workshop on Performance-Based Earthquake Engineering Methodology for Reinforced Concrete Building Structures, Seattle, USA, 16-18 August 2001, Report No. PEER-2002/02, Pacific Earthquake Engineering Research Center, University of California, Berkeley, pp. 349-362.
• Hakuto, S., R. Park, and H. Tanaka, “Seismic Load Tests on Interior and Exterior Beam-Column Joints with Substandard Reinforcing Details,” ACI Structural Journal, Vol. 97, No. 1, January 2000, pp. 11-25.
• Beres, A., R.White, and P. Gergely, “Seismic Behavior of Reinforced Concrete Frame Structures withBeres, A., R.White, and P. Gergely, Seismic Behavior of Reinforced Concrete Frame Structures with Nonductile Details: Part I – Summary of Experimental Findings of Full Scale Beam-Column Joint Tests,” Report NCEER-92-0024, NCEER, State University of New York at Buffalo, 1992.
• Pessiki, S., C. Conley, P. Gergely, and R. White, “Seismic Behavior of Lightly-Reinforced Concrete Column and Beam Column Joint Details,” Report NCEER-90-0014, NCEER, State University of New York at Buffalo, 1990.
• ACI-ASCE Committee 352, Recommendations for Design of Beam-Column Connections in Monolithic Reinforced Concrete Structures,” American Concrete Institute, Farmington Hills, 2002.
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References (continued)References (continued)• D. Lehman, University of Washington, personal communication, based on the following resources:
Fragility functions:•Pagni C A and L N Lowes (2006) “Empirical Models for Predicting Earthquake Damage and RepairPagni, C.A. and L.N. Lowes (2006). Empirical Models for Predicting Earthquake Damage and Repair Requirements for Older Reinforced Concrete Beam-Column Joints.” Earthquake Spectra. In press.Joint element:•Lowes, L.N. and A. Altoontash. “Modeling the Response of Reinforced Concrete Beam-Column Joints.” Journal of Structural Engineering, ASCE. 129(12) (2003):1686-1697.•Mitra, N. and L.N. Lowes. “Evaluation, Calibration and Verification of a Reinforced Concrete Beam-Column Joint Model.” Journal of Structural Engineering, ASCE. Submitted July 2005. •Anderson, M.R. (2003). “Analytical Modeling of Existing Reinforced Concrete Beam-Column Joints” MSCE thesis, University of Washington, Seattle, 308 p.Analyses using joint model:•Theiss, A.G. “Modeling the Response of Older Reinforced Concrete Building Joints.” M.S. Thesis. Seattle: University of Washington (2005): 209 pSeattle: University of Washington (2005): 209 p.Experimental Research•Walker, S.*, Yeargin, C.*, Lehman, D.E., and Stanton, J. Seismic Performance of Non-Ductile Reinforced Concrete Beam-Column Joints, Structural Journal, American Concrete Institute, accepted for publication.•Walker, S.G. (2001). “Seismic Performance of Existing Reinforced Concrete Beam-Column Joints”.Walker, S.G. (2001). Seismic Performance of Existing Reinforced Concrete Beam Column Joints . MSCE Thesis, University of Washington, Seattle. 308 p.•Alire, D.A. (2002). "Seismic Evaluation of Existing Unconfined Reinforced Concrete Beam-Column Joints", MSCE thesis, University of Washington, Seattle, 250 p.•Infrastructure Review•Mosier, G. (2000). “Seismic Assessment of Reinforced Concrete Beam-Column Joints”. MSCE thesis, University of Washington, Seattle. 218 p.