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![Page 1: RC Core Walls – Testing and Modeling of Coupling Beamspeer.berkeley.edu/events/pdf/10-2009/Wallace_PEER... · RC Core Walls – Testing and Modeling of Coupling Beams John Wallace](https://reader034.fdocuments.net/reader034/viewer/2022042800/5a7015117f8b9ab1538b9f21/html5/thumbnails/1.jpg)
RC Core Walls – Testing and Modeling of Coupling Beams
John Wallace and David Naish, UCLA Andy Fry and Ron Klemencic, MKA
PEER Center Annual Meeting – October 2009 Tall Buildings Initiative Session
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2
Tall Buildings – Modeling
Publications: Thomsen and Wallace, ASCE JSE, April 2004 Orakcal and Wallace, ACI SJ, Oct 2004, March 2006 Wallace, Tall & Special Buildings, Dec. 2007 ATC 72 Report (PEER TBI)
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3
Tall Buildings – System Modeling
Publications: Wallace JW Tall & Special Buildings Dec. 2007
Salas Marisol MS Thesis, UCLA June 2008
ATC 72 Report Modeling & Acceptance Criteria (PEER TBI)
Rigid-plastic hinges
equivalent slab-beam
equivalent column
core wall
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Tall Buildings - Coupling Beams
Background Test Program
Aspect ratio Transverse reinforcement Slab (RC and PT)
Test Results Effective stiffness Deformation capacity
Modeling Shear hinge
Conclusions
WALL BOUNDARY
WALL BOUNDARY
SLAB RC & PT
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Core Wall Coupling Beams
Link Beams
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Project Motivation
Aspect ratio, ln/h 2.4 & 3.33
f’c Residual strength Effect of slab
RC
PT
Detailing Ash and 1/2Ash
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Project Motivation
Aspect ratio, ln/h 2.4 & 3.33
f’c Residual strength Effect of slab
RC
PT
Detailing Ash and 1/2Ash
![Page 8: RC Core Walls – Testing and Modeling of Coupling Beamspeer.berkeley.edu/events/pdf/10-2009/Wallace_PEER... · RC Core Walls – Testing and Modeling of Coupling Beams John Wallace](https://reader034.fdocuments.net/reader034/viewer/2022042800/5a7015117f8b9ab1538b9f21/html5/thumbnails/8.jpg)
Project Motivation
Aspect ratio, ln/h 2.4 & 3.33
f’c Residual strength Effect of slab
RC
PT
Detailing Ash and 1/2Ash
![Page 9: RC Core Walls – Testing and Modeling of Coupling Beamspeer.berkeley.edu/events/pdf/10-2009/Wallace_PEER... · RC Core Walls – Testing and Modeling of Coupling Beams John Wallace](https://reader034.fdocuments.net/reader034/viewer/2022042800/5a7015117f8b9ab1538b9f21/html5/thumbnails/9.jpg)
Project Motivation
Aspect ratio, ln/h 2.4 & 3.33
f’c Residual strength Effect of slab
RC
PT
Detailing Ash and 1/2Ash Wall boundary Wall boundary
Slab (RC,PT)
Link Beam
![Page 10: RC Core Walls – Testing and Modeling of Coupling Beamspeer.berkeley.edu/events/pdf/10-2009/Wallace_PEER... · RC Core Walls – Testing and Modeling of Coupling Beams John Wallace](https://reader034.fdocuments.net/reader034/viewer/2022042800/5a7015117f8b9ab1538b9f21/html5/thumbnails/10.jpg)
Project Motivation
Aspect ratio, ln/h 2.4 & 3.33
f’c Residual strength Effect of slab
RC
PT
Detailing Ash and ½*Ash
![Page 11: RC Core Walls – Testing and Modeling of Coupling Beamspeer.berkeley.edu/events/pdf/10-2009/Wallace_PEER... · RC Core Walls – Testing and Modeling of Coupling Beams John Wallace](https://reader034.fdocuments.net/reader034/viewer/2022042800/5a7015117f8b9ab1538b9f21/html5/thumbnails/11.jpg)
ACI 318 Code Provisions
ACI 318-05 S21.7.7 Must have diagonal bars
enclosed in transverse reinforcement.
ACI 318-08 S21.9.7 Option to enclose entire
beam cross-section with transverse reinforcement
Diagonal Confinement SECTION
Spacing measured perpendicular to the axis of the diagonal bars not to exceed 14 in., typical
*
*
(b)
Full Section Confinement
Alternate consecutive crosstie 90-deg hooks, both horizontally and vertically, typical
Spacing not to exceed 8 in., typical
SECTION
* Spacing not to exceed 8 in., typical
* *
(c)
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Specimen ln/h α (º) Transverse Reinforcement
f'c, psi fy, psi fu, psi Description Entire Section Diagonals
CB24F
2.4 15.7
#3 @ 3" N.A. 6850
70000 90000
Full section confinement (ACI
318-08)
CB24D #2 @ 2.5" #3 @ 2.5" 6850 Diagonal
confinement (ACI 318-05)
CB24F-RC #3 @ 3" N.A. 7305 Full section conf. w/
RC slab (ACI 318-08)
CB24F-PT #3 @ 3" N.A. 7242 Full section conf. w/
PT slab (ACI 318-08)
CB24F-1/2-PT #3 @ 6" N.A. 6990 Full section conf.
(reduced) w/ PT slab (ACI 318-08)
CB33F
3.33 12.3
#3 @ 3" N.A. 6850 Full section
confinement (ACI 318-08)
CB33D #2 @ 2.5" #3 @ 2.5" 6850 Diagonal
confinement (ACI 318-05)
Specimen ln/h α (º) Transverse Reinforcement
f'c, psi fy, psi fu, psi Description Entire Section Diagonals
CB24F
2.4 15.7
#3 @ 3" N.A. 6850
70000 90000
Full section confinement (ACI
318-08)
CB24D #2 @ 2.5" #3 @ 2.5" 6850 Diagonal
confinement (ACI 318-05)
CB24F-RC #3 @ 3" N.A. 7305 Full section conf. w/
RC slab (ACI 318-08)
CB24F-PT #3 @ 3" N.A. 7242 Full section conf. w/
PT slab (ACI 318-08)
CB24F-1/2-PT #3 @ 6" N.A. 6990 Full section conf.
(reduced) w/ PT slab (ACI 318-08)
CB33F
3.33 12.3
#3 @ 3" N.A. 6850 Full section
confinement (ACI 318-08)
CB33D #2 @ 2.5" #3 @ 2.5" 6850 Diagonal
confinement (ACI 318-05)
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Test Beams: ln/h = 2.4
CB24F (-RC,PT) ACI 318-08 (full)
Shear stress =
CB24D ACI 318-08 (diag.)
Shear stress =
Section A-A Section A-A Section B-B
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Laboratory test setup
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Loading Protocol
Estimate for Vy based on M-φ analysis
Load-controlled testing 3 cycles each Vlat = 1/8*Vy, 1/4*Vy, 1/2*Vy, and
3/4*Vy
Displacement-controlled testing 3 cycles each (Δ/ln = θ) θ = 0.75%, 1.0%, 1.5%, 2.0%, and
3.0% 2 cycles each (Δ/ln > CP for FEMA
356) θ = 4.0%, 6. 0%, 8.0%, 10.0%, and
12.0%
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ACI: vn= 9.0√f ’c
CB24F: vmax= 11.5√f ’c
CB24D: vmax= 10.7√f ’c
Load-Deformation
ACI: vn= 9.0√f ’c
CB24F: vmax= 11.5√f ’c
CB24D: vmax= 10.7√f ’c
ACI: vn= 9.0√f ’c
CB24F: vmax= 11.5√f ’c
CB24D: vmax= 10.7√f ’c
ACI: vn= 9.0√f ’c
CB24F: vmax= 11.5√f ’c
CB24D: vmax= 10.7√f ’c
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CB24F
Rotation = 0.04
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CB24F
Rotation = 0.08
Rotation = 0.08
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CB24F
Rotation = 0.10
Rotation = 0.10
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NEES Remote Data Viewer
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Load-Deformation
ACI: vn= 9.0√f ’c
CB24F-RC: vmax= 12.4√f ’c
CB24F-PT: vmax= 13.8√f ’c
ACI: vn= 9.0√f ’c
CB24F-RC: vmax= 12.4√f ’c
CB24F-PT: vmax= 13.8√f ’c
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Moment-Curv. Slab v. No Slab
Mn+ Mn
-
Mn+
(slab) = 3550 in-k
Mn+(no slab) = 2850 in-k
Mn- (slab) = 3350 in-k
Mn-(no slab) = 2850 in-k
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CB24F-PT
Rotation = 0.06
Slab
Wall Boundary
Wall Boundary
Coupling Beam
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CB24F-PT
Rotation = 0.10
Slab
Wall Boundary
Wall Boundary
Coupling Beam
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CB24F-PT
Rotation = 0.14
Slab
Wall Boundary
Wall Boundary
Coupling Beam
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Load-Deformation
ACI: vn= 9.0√f ’c
CB24F-PT: vmax= 13.8√f ’c
CB24F-1/2-PT: vmax= 12.9√f ’c
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CB24F-1/2-PT
Rotation = 0.04
CB24F-1/2-PT
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CB24F-1/2-PT
Rotation = 0.06
CB24F-1/2-PT
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CB24F-1/2-PT
Rotation = 0.08
CB24F-1/2-PT
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CB24F-1/2-PT
Rotation = 0.10
CB24F-1/2-PT
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Axial Growth
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Axial Growth
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Load-Deformation Backbone
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Modeling – Perform 3D
Frame Model Elastic beam concrete
cross-section (EIeff = 0.5*EIg)
Concentrated plastic Mn-θ hinges
Slip hinges: Based on Alsiwat and Saatcioglu (1992)
Shear Hinge Model Elastic beam concrete
cross-section (EIeff = 0.5*EIg)
Plastic Vn-δ hinge
Slip hinges: Based on Alsiwat and Saatcioglu (1992)
Rotation springs
Slip/Extension springs
Shear Hinge (displacement type)
Slip/Extension springs
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Modeling Parameters
Vn-δ hinge Vn ACI 318-08 Eq 21-9
Displacement δ based on test results
(Backbone)
Rigid – no elastic stiffness
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Modeling Parameters
Cyclic energy dissipation factors Vn-δ hinge
DY – 0.5 DU – 0.45 DL – 0.4
DR – 0.35 DX – 0.35
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Slip Hinge Calculations
At yield of tension reinforcement:
θ d
x
δtot
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Modeling Results: Perform 3D
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Concluding Remarks
Coupling beam load-displacement response is similar for the two detailing options included in ACI 318-08
Slab provides for modest increase in strength, but has little impact on ductility
Effective elastic stiffness ~0.15*EIg
Simple nonlinear models can accurately capture load-deformation response
New project to investigate SRC coupling beams [steel W-section, Steel plate]
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Acknowledgements
Charles Pankow Foundation Webcor Concrete Materials – Catalina Pacific, Hanson, SureLock Lab Technicians (NEES staff) – Steve Keowen,
Alberto Salamanca, Steve Kang Brian Morgen (MKA) Lab Assistants – Joy Park, Nolan Lenahan, Cameron
Sanford A. Lemnitzer, D. Skolnik, S. Taylor-Lange, M. Salas
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41
http://nees.ucla.edu http://nees.ucla.edu/wallace