shear wall frame iem-kl-aug02_ait thailand
TRANSCRIPT
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Behavior, Modeling and Design of Shear Wall-Frame Systems
Behavior, Modeling and Design of Shear Wall-Frame Systems
Naveed AnwarNaveed Anwar
Asian Center for Engineering Computations and Software, ACECOMS, AITAsian Center for Engineering Computations and Software, ACECOMS, AIT
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
The Basic Issues
• Modeling and analysis issues– Transfer of loads to shear walls
– Modeling of shear walls in 2D
– Modeling of shear Walls in 3D
– Interaction of shear-walls with frames
• Design and detaining issues– Determination of rebars for flexure
– Determination of rebars for shear
– Detailing of rebars near openings and corners
– Design and detailing of connection between various commonest of cellular shear walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall – Common Misconceptions
Due to misleading name “Shear Wall”
The dominant mode of failure is shear
Strength is controlled by shear
Designed is governed primarily by shear
Force distribution can be based on relative stiffness
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall or Column
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall or Frame
Shear Wall FrameShear Wall or Frame ?
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall and Frame Behavior
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall and Truss Behavior
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall and Frame
Shear Wall Behavior Frame Behavior
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall and Frame Interaction
Interactionforces
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
A-1 A-2 A-3 B-4 B-1 B-2 B-3 B-4
Frame and Frame-Shear Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall and Frame Interaction
• Frames Deform– Predominantly in a shear mode
– Source of lateral resistance is the rigidity of beam-column/slab joints
• Shear Wall Deform– Essentially in bending mode
– Shear deformations are rarely significant
– Only very low shear walls with H/W ratio <1 fail in shear
– Behave mostly like a slender cantilever
– Designed to resist the combined effect of axial, bending and shear
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
The Basic Behavior of The Basic Behavior of Shear Walls, Frames and Shear Wall-FramesShear Walls, Frames and Shear Wall-Frames
The Basic Behavior of The Basic Behavior of Shear Walls, Frames and Shear Wall-FramesShear Walls, Frames and Shear Wall-Frames
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
For each 10, 20 and 30 story buildings
Only Shear Wall ( Total 3 Cases )
Only Frame ( Total 3 Cases )
Only Shear + Frame ( Total 3 Cases )
Case Studies: Shear Wall–Frame Interaction
Total 3x3 = 9 Cases
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
10 Story Wall cm
Wall Thickness = 15 cm
Case 1: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
cm10 Story Frame
Beam Section = 60 cm x 30 cm
Column Section = 50 cm x 50 cm
Case 2: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
10 Story Wall and Frame cm
Wall Thickness = 15 cm
Beam Section = 60 cm x 30 cm
Column Section = 50 cm x 50 cm
Case 3: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
20 Story Wall cm
Wall Thickness = 20 cm
Case 4: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
20 Story Frame cm
Beam Section = 60 cm x 30 cm
Column Section = 75 cm x 75 cm
Case 5: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
20 Story Wall and Frame cm
Wall Thickness = 20 cm
Beam Section = 60 cm x 30 cm
Column Section = 75 cm x 75 cm
Case 6: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 Story Wall cm
Wall Thickness = 30 cm
Case 7: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 Story Frame cm
Beam Section = 60 cm x 30 cm
Column Section = 100 cm x 100 cm
Case 8: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 Story Wall and Frame cm
Wall Thickness = 30 cm
Beam Section = 60 cm x 30 cm
Column Section = 100 cm x 100 cm
Case 9: Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Top Floor Deflection Comparison
5.1412.66
20.8715.9727.35
40.7926.73
158.18
355.04
0
50
100
150
200
250
300
350
400
0 10 20 30 40Number of Story
Defle
ctio
n at
Top
Flo
or (c
m)
Frame+ Wall
Frame
Wall
Shear Wall–Frame Interaction
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall–Frame Interaction
Storey Deflection (10 Storey Building)
0
5
10
15
20
25
30
0 2 4 6 8 10 12
St ory
De
form
ati
on
(cm
)
Wall
Frame
Frame+Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall–Frame Interaction
Storey Deflection (20 Storey Building)
0
20
40
60
80
100
120
140
160
180
0 5 10 15 20 25
St orey
De
fle
ctio
n (
cm)
Wall
Frame
Frame+ Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall–Frame Interaction
Storey Deflection (30 Storey Building)
0
50
100
150
200
250
300
350
400
0 5 10 15 20 25 30 35
St orey
De
fle
ctio
n (
cm)
Wall
Frame
Frame+ Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall–Frame Interaction
Force / Stiffness Stiffness Force /
Stiffness Frame 200 / 40.79 = 04.90
Stiffness Wall200 / 355.04 = 00.56
Stiffness Frame + Wall 200 / 12.66 = 15.79
Stiffness Frame +Stiffness Wall 4.90 + 0.56 = 5.46
Stiffness Frame +Stiffness Wall Stiffness Frame + Wall
For the cases considered here (30 story example):
Force=200 Deflection = 40.79
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Moments for the Coupled System
Change in Shear Wall Moments
Interactionforces
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Interactionforces
Coupling Element Moments
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall-Frame Load Distribution Curves
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Deflected Shape of Shear Wall-Frame Interactive System
Khan-Sbarounis Curves
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Comparison of Shears and Moments in the Core wall
4 Different Layouts for Same Function Requirements30
@ 2
0 =
60
ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 ft
10 in
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 ft
10 in
20 ft
18-story highshear walls
Type AType B
Type C
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 ft
10 in
20 ft
18-story highshear walls
Type D
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
Typical Floor Plan- Structure Type A
1
2
3
4
5
6
7
8
28
29
30
31
32
33
34
35
36
22 ft 20 ft
30 ft 30 ft
CL
10 ft
7.5” thickfloor slabs
8' clear heightbetween floors
Tra
nsve
rse
sect
ion
Cor
ewal
l
Comparison of… : Type A
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
Typical Floor Plan- Structure Type B
1
2
3
4
5
6
7
8
28
29
30
31
32
33
34
35
36
22 ft 20 ft
30 ft 30 ft
CL
10 ft
7.5” thickfloor slabs
8' clear heightbetween floors
Tra
nsve
rse
sect
ion
Cor
ewal
l30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 f
t
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 f
t
10 in
Comparison of… : Type B
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
Typical Floor Plan- Structure Type C
1
2
3
4
5
6
7
8
28
29
30
31
32
33
34
35
36
22 ft 20 ft
30 ft 30 ft
CL
10 ft
7.5” thickfloor slabs
8' clear heightbetween floors
Tra
nsve
rse
sect
ion
Cor
ewal
l
30 @
20
= 6
0 ft
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 f
t
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 f
t
10 in
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 ft
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 f
t
10 in
20 f
t
18-story highshear walls
Comparison of… : Type C
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Typical Floor Plan- Structure Type D
1
2
3
4
5
6
7
8
28
29
30
31
32
33
34
35
36
22 ft 20 ft
30 ft 30 ft
CL
10 ft
7.5” thickfloor slabs
8' clear heightbetween floors
Tra
nsve
rse
sect
ion
Cor
ewal
l
total length of building = 110 ft2
1
5 @ 20 = 100 ft10 ft
26 f
t
corewallcorewall
Columnline
1 2 3 4 5 6
CL
2
17
12 in
6 ft
in. thickflat plate
20 f
t
10 in
20 f
t
18-story highshear walls
Comparison of… : Type D
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Comparison of Shears and Moments in the Core wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Wall-Frame Interaction: Key Conclusions
– The shear wall deform predominantly in bending mode
– The common assumptions to neglect the frames in lateral load resistance can lead to grossly erroneous results
– Consideration of shear wall-frame interaction leads to a more economic design
– The shear walls should be designed to resist the combined effect of axial, bending and shear
– Layout of the shear walls in plan in very important, both for vertical as well as gravity load
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Basic Types of Shear Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Basic Types of Shear Walls
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Basic Modeling Options for Shear Walls
Basic Modeling Options for Shear Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Modeling of Walls using 1D Elements
L
t x h
L
t
H2
H1
Simple beam elements
L
t
Beam elements with rigid ends
Beam elements in “Truss Model”
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Frame Model for Planer Walls
Rigid Zones
• Specially Suitable when H/B is more than 5
• The shear wall is represented by a column of section “B x t”
• The beam up to the edge of the wall is modeled as normal beam
• The “column” is connected to beam by rigid zones or very large cross-section
BB
HH
tt
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Frame Models for Cellular Walls
• Difficult to extend the concept to Non-planer walls
• Core Wall must be converted to “equivalent” column and appropriate “rigid” elements
• Can be used in 2D analysis but more complicated for 3D analysis
• After the core wall is converted to planer wall, the simplified procedure cab used for modeling
BB
HH
tt
BB
HH
2t2t
tt
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Modeling Walls using 2D Elements
• Walls are subjected to in-plane deformations so 2D elements that have transnational DOF need to be used
• A coarse mesh can be used to capture the overall stiffness and deformation of the wall
• A fine mesh should be used to capture in-plane bending or curvature
• General Shell Element or Membrane Elements can be used to model Shear Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Modeling Walls Using Membrane
Nodes: 4
DOFs: 2 DOFs /Node Ux and Uy
2-Translation
Dimension: 2 dimension element
Shape: Regular / Irregular
Properties: Modulus of Elasticity(E),
Poisson ratio(v), Thickness( t )
This “Incomplete” Panel or Membrane Element does not connect with Beams completely and rotation DOF of beams and the ends are “Orphaned”
The Incomplete Membrane Element
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Modeling Walls using Shell Elements
Nodes: 4
DOFs: 3 DOFs /Node Ux and Uy and Rz
2 Translation, 1 rotation
Dimension: 2 dimension element
Shape: Regular / Irregular
Properties: Modulus of Elasticity(E),
Poisson ratio(v), Thickness( t )
Membrane
U1Node 1
R3U2
U1Node 3
R3U2
U1
Node 4
R3
U2
U1
Node 2
U2
3 2
1
The Complete Membrane Element
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Using Incomplete Membrane ElementsMultiple elements greater accuracy in determination of stress distribution and allow easy modeling of openings
Using Incomplete Membrane only
(No Moment continuity with Beams)
Using with Beams and or Columns are Required
(Full Moment continuity with Beams and Columns)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Using Complete Membrane ElementsMultiple elements greater accuracy in determination of stress distribution and allow easy modeling of openings
Using Complete Membrane only
(Moment continuity with Beams automatically provided)
Using with Beams, Columns is NOT Required
(Full Moment continuity with Beams and Columns)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Connecting Walls to Slab
In general the mesh in the slab should match with mesh in the wall to establish connection
Some software automatically establishes connectivity by using constraints or “Zipper” elements
“Zipper”“Zipper”
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Using Trusses to Model Shear Walls
• The behavior of shear walls can be closely approximated by truss models:– The vertical elements provide the axial-flexural resistance
– The diagonal elements provide the shear resistance
• Truss models are derived from the “strut-tie” concepts
• This model represents the “cracked” state of the wall where all tension is taken by ties and compression by concrete
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Truss Model for Shear Walls
Comparing Deformation and Deflections of Shell Model with Truss Model
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Truss Model for Shear Walls
2
5
10
Comparing Deformation and Deflections of Shell Model with Truss Model
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Truss Models for Shear Walls
Comparing Axial Stress and Axial Force Patterns
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Truss Models for Shear Walls
Uniaxial Biaxial
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
How to Construct Truss Models
• For the purpose of analysis, assume the main truss layout based on wall width and floor levels
• Initial member sizes can be estimated as t x 2t for main axial members and t x t for diagonal members
• Use frame elements to model the truss. It is not necessary to use truss elements
• Generally single diagonal is sufficient for modeling but double diagonal may be used for easier interpretation of results
• The floor beams and slabs can be connected directly to truss elements
CC
ttBB
t x 2tt x 2t
t x t
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Very Large Openings may convert the Wall
to Frame
Very Small Openings may not alter wall
behavior
Openings in Shear WallsMedium Openings may convert shear
wall to Pier and Spandrel System
Pier Pier
Spandrel
Column
Beam
Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Openings in Shear Walls - Cellular
2
5
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Openings in Shear Walls - Planer
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Modeling Walls with Opening
Plate-Shell Model Rigid Frame Model Truss Model
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Frame Model of Shear Walls
3 DOFper rigid zone
Rigid Zones
Beams
Columns
A: Shear Wall with Line Loads B: Finite Element Model
C: Define Beams & Columns D: Beam-Column Model
Based on Concept proposed by E.L. Wilson
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Using Beam-Column to Model Shear Walls
– 4-Node plane element may not accurately capture the linear bending, because constant shear distribution is assumed in formulation but actually shear stress distribution is parabolic
– Since the basic philosophy of RC design is based on cracked sections, it is not possible to use the finite elements results directly for design
– Very simple model (beam-column) which can also captures the behavior of the structure, The results can be used directly to design the concrete elements.
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design –Meshing
• Shell Deformations:– Three types of deformation that a single shell element
could experience
– A single shell element in the program captures shear and axial deformations well.
– But a single shell element is unable to capture bending deformation.
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Modeling Shear Walls Using Shell Elements
A-1 Plates with Columns
and Beams
A-2 Plates with
Beams
A-3 Plates with
Columns
A-4 Plates Only
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Modeling Shear Walls Using Beam Elements
B-1 Single Bracing
B-2 Double Bracing
B-3 Column with Rigid Zones
B-4 Columns with Flexible Zones
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Comparison of Behavior
A-1 A-2 A-3 B-4 B-1 B-2 B-3 B-4
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Comparison of Behavior (5 Floors)Comparison of Behavior (5 Floors)
B4B4
B4
B1B1A1A1
A1
B1
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
B4B4
B4
B1B1
A1A1
A1
B1
Comparison of Behavior (15 Floors)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
B4B4
B4
B1B1
A1A1
A1
B1
Comparison of Behavior (25 Floors)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Effect of Shear Wall Location
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Modeling of Shear WallsIn ETABS
Modeling of Shear WallsIn ETABS
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Using ETABS
– Zoning• Pier
• Spandrel and
• Boundary Zone
– Labeling• Pier
• Spandrel
– Section Types• Simplified Section (C, T or Linear)
• Uniform reinforcing section
• General Sections
Special Considerations/Concepts:
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design –Meshing
• Wall Meshing and Load Transfer:– Appropriate Meshing and labeling of Shear Walls is the key to
proper modeling and design of walls
– No automatic meshing is available for walls (only manual)
– Loads are only transferred to walls at the corner points of the area objects that make up the wall
– Generally the Membrane or Shell type Elements should be used to model walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design –Meshing
Wall Meshing:– Piers and spandrels where bending deformations are significant (slender piers and spandrels), need to mesh the pier or spandrel into several elements
– If the aspect ratio of a pier or spandrel one shell element is worse than 3 to 1, consider additional meshing of the element to adequately capture the bending deformation
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
– Pier labels are assigned to vertical area objects (walls) and to vertical line objects (columns)
– Objects that are associated with the same story level and have the same pier label are considered to be part of the same pier.
– Must assign a pier element a label before you can get output forces for the element or before you can design the element.
Pier Zone Labeling (Naming/Grouping)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
– A single wall pier cannot extend over multiple stories
– Wall pier forces are output at the top and bottom of wall pier elements
– Wall pier design is only performed at stations located at the top and bottom of wall pier elements.
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
Piers Labeling Examples
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
General Comments on Case d:
– All of the area objects given the same label P1
– Design is performed across the entire wall at each story level
– Wall forces would be provided for the entire wall at each story level
– Combined reinforcement is reported at the top and bottom of each floor (3-5 area objects)
Section for Design at II Floor Top
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
General Comments on Case a:– Common way to label piers– At the upper level, Pier P1 is defined to
extend all the way across the wall above the openings.
– Pier P2 makes up the wall pier to the left of the door opening.
– Pier P3 occurs between the door and window openings.
– Pier P4 occurs between the window opening and the edge of the wall.
– Pier P5 occurs below the window opening between the door and the edge of the wall. A similar labeling of piers occurs at the
– lower level.
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
General Comments on Case a (Common Way):– At the upper level, Pier P1 is defined to
extend all the way across the wall above the openings.
– Pier P2 makes up the wall pier to the left of the door opening.
– Pier P3 occurs between the door and window openings.
– Pier P4 occurs between the window opening and the edge of the wall.
– Pier P5 occurs below the window opening between the door and the edge of the wall.
– A similar labeling of piers occurs at the lower level.
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
General Comments on Case a (Common Way):
Design pier –1
Design pier –2Design pier –3
Design pier –4
Output for Each Pier
Sections
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Spandrel Zones
– Spandrel labels are assigned to vertical area objects (walls) and to horizontal line objects (beams)
– Unlike pier elements, a single wall spandrel element can be made up of objects from two (or more) adjacent story levels
– Must assign a spandrel element a label before you can get output forces for the element or before you can design the element
Spandrel Zone Labeling (Naming/Grouping)
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Pier Zones
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Spandrel Zones
– Wall spandrel forces are output at the left and right ends of wall spandrel Elements
– Wall spandrel design is only performed at stations located at the left and right ends of wall spandrel elements
– Multiple wall spandrel labels cannot be assigned to a single area object.
Spandrels or Headers
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Spandrel Zones
Examples: Spandrel Labeling
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Concrete Shear Wall Design
• Fully integrated wall pier and spandrel design
• ACI, UBC and Canadian Codes
• Design for static and dynamic loads
• Automatic integration of forces for piers and spandrel
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design
• Design based on :– Equilibrium Conditions
– Strain Compatibility Principle
– Linear Strain Variation
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Interaction Surface for Shear Walls
Mx
My
P
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Concrete Shear Wall Design
• 2D wall pier design and boundary-member checks
• 2D wall spandrel design
• 3D wall pier check for provided reinforcement
• Graphical Section Designer for concrete rebar location
• Graphical display of reinforcement and stress ratios
• Interactive design and review
• Summary and detailed reports including database formats
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall - Typical Design Process
1. While modeling define Shear Wall elements
2. Choose the Shear Wall design code and review other related preferences and revise them if necessary
3. Assign pier and spandrel labels 3. Run the building analysis
4. Assign overwrites
5. Select Design Combos
6. Start Designing Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall - Typical Design Process
7. View Design Input and Output Information
8. Design the Member Interactively
9. Print Design Report
10.Change Design Section if Required
11. Re-run Design and Re-analyze if needed
12. Repeat the Above Cycle
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Shear Wall Design – Output
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Wall Design – Output
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Shear Wall Design – Output
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Shear Wall Design – Output
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
The Basic Issues
• What is a Shear Wall?• Modeling and analysis issues
– Transfer of loads to shear walls– Modeling of shear walls in 2D– Modeling of shear Walls in 3D– Interaction of shear-walls with frames
• Design and detaining issues
– Determination of rebars for flexure– Determination of rebars for shear– Detailing of rebars near openings and corners– Design and detailing of connection between various components
of cellular shear walls
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Or
Avoid Eccentricity in Plan
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Reduce In-plane Bending in Floor
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Vertical Irregularity
Expansion Joint
Balanced Shear Walls at All Levels
No Shear Walls Using Expansion Joints to eliminate some walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Using Efficient Building Plan Shape
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Design of Shear WallsDesign of Shear Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Axial Stresses in Planer Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Axial Stresses in Cellular Walls
Uniaxial Bending
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
2
5
10
Axial Stresses in Cellular Walls
Biaxial Bending
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Getting Result from Frame Model
Design actions (P, Mx, My and V) are obtained directly
VxVxVyVy
PP
MxMxMyMy
VV
PP
MM
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Getting Results from Truss Model
CTD
Tension Member
Compression Member
VV
PP
MM
)cos(
)sin(
)sin(
DV
xDCxTxM
DCTP
dct
xcxcxtxt
xdxd
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Getting Results From Shell Model
f1, f2, …..fn are the nodal stresses at section A-A , obtained from analysis
CL of wall
AA
n
iii
i
n
ii
n
ii
iii
vAV
xFM
FP
fAF
1
1
1
f1f2
f3
f4f5
C
T
1x
x1
t
VV
PP
MM
![Page 108: Shear Wall Frame IEM-KL-Aug02_AIT Thailand](https://reader037.vdocuments.site/reader037/viewer/2022102521/547845f9b4af9f30158b4600/html5/thumbnails/108.jpg)
Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Interaction Curves - Uniaxial
The curve is generated by varying the neutral axis depth
zi
N
i
si
z A
cny
N
i
si
A
cnx
dAfdzdafM
AfdafN
si
b
si
b
1
1
.)(
)(
zi
N
i
si
z A
cny
N
i
si
A
cnx
dAfdzdafM
AfdafN
si
b
si
b
1
1
.)(
)(
SafeSafe
Un-safeUn-safe
![Page 109: Shear Wall Frame IEM-KL-Aug02_AIT Thailand](https://reader037.vdocuments.site/reader037/viewer/2022102521/547845f9b4af9f30158b4600/html5/thumbnails/109.jpg)
Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Interaction Surface - Biaxial
The surface is generated by changing Angle and Depth of Neutral Axis
Safe
Un-safe
...),(1
....,1
...),(1
....,1
...),(1
...,1
1213
1212
1211
i
n
iii
x y
y
i
n
iii
x y
x
x y
n
iiiz
xyxAxdydxyxM
yyxAydydxyxM
yxAdydxyxN
![Page 110: Shear Wall Frame IEM-KL-Aug02_AIT Thailand](https://reader037.vdocuments.site/reader037/viewer/2022102521/547845f9b4af9f30158b4600/html5/thumbnails/110.jpg)
Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Interaction Surface and Curves
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Narrow Planner Walls
The capacity is almost completely un-axial
Moment capacity can be increased by providing Rebars at the corners
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Cellular Wall – No Opening
The capacity is almost completely biaxial
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Single Cell Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Double Cell Walls
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Designing as Axial Zones
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Axial Zone Model – Planer Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Axial Zones for Box Wall
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear DesignShear Design
Spandrel
Pier
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Design of Pier
• Determine Concrete shear capacity, Vc
• Check if Vc exceeds the limit, if it does, section needs to be revised
• Determine steel Rebars for Vs=V-Vc
• Check additional steel for seismic requirements
pL
pt
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
ACI Equations for Pier Design
p
puppcLWc L
L.PL.tfR.V
4
808033
ppp
u
u
pp
ucLWp
cLWc L.tL
VM
Abs
tLP
.fR.L
fR.V 80
2
20251
60
pys
cu
v L.f
VVAbs
A80
ppcLWu L.tfR
VAbs8010
Basic Concrete Shear Capacity
Concrete not to Exceed the limit
Area of Steel Computed as
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Shear Design for Spandrel
toprd
botrd
ac
sh
st
sh
sL
Elevation
Section
• Determine Concrete shear capacity, Vc
• Check if Vc exceeds the limit, if it does, section needs to be revised
• Determine steel Rebars for Vs=V-Vc
• Check additional steel for seismic requirements
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
ACI Equations for Spandrel Design
sscLWc dtfRV 2
cu
cns VV
VVV
sscLWs dtfRV 8sys
sv df
VA
Basic Concrete Shear Capacity
Concrete not to Exceed the limit
Area of Steel Computed as
Check for minimum steel and spacing etc.
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
ACI Equations for Spandrel Design
5s
s
d
LWhen and
cu V.
V50
0
50
minh
ys
sminv
A
f
tA
When 5s
s
d
Land c
u V.V
50
0 minhminv AA
When 52 s
s
d
LCheck
sscLWs
su dtfRd
LV
10
3
2
sminh
sminv
t.A
t.A
00250
00150
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Notations for Shear Design
toprd
botrd
sh
st = Thickness of Spandrel
= Distance from top of spandrel to the centroid of top reinforcing
= Distance from bottom of spandrel to the centroid of bottom reinforcing
= Total depth of spandrel
LWR = Shear reduction factor as specified in the concrete material properties for light weight concrete.
sd = Effective depth of spandrel
sV = Portion of Shear force in spandrel carried by reinforcing steel
cV = Portion of Shear force in spandrel carried by concrete
sL = Length of Spandrel
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Wall Section
• Place more reinforcement at the ends and distribute the remaining in the middle portion
• Confine the Rebars at the end for improved ductility and increased moment capacity
Option -1Option -1
Option -2Option -2
Option -3Option -3
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Effect of Rebar Layout
Moment Capacity for 1% Rebars
a) Uniform Distribution
b) Concentrated Bars
Max M= 380
Max M= 475Nearly 25% increase for same steel
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Wall Section
• Place more reinforcement at the corners and distribute the remaining in the middle portion
• Confine the Rebars at the corners for improved ductility and increased moment capacity
• Provide U-Bars at the corners for easier construction and improved laps
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Effect of Rebar Layout
Moment Capacity for 1% Rebarsa) Uniform Distribution
b) Concentrated Bars
Nearly 20% increase for same steel
Max M= 16500
Max M= 19600
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Rebar Detailing For Openings
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Slenderness of ColumnsSlenderness of Columns
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Complexity in the Column Design
Shape
Loading
Length
V. Long
Long
Short
P
P M x
P M x M y
Most SimpleProblem
ShapeShapeComplexityComplexity
Load ComplexityLoad Complexity
Slenderness Slenderness
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
What is Slenderness EffectWhat is Slenderness Effect
I
II
Column Capacity (P-M)
M
P
Moment Amplification
Capacity Reduction
II : Mc = P(e +
Long Column
P
e
f(Mc)C
I. Mc = P.e
Short Column
P
e
C
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Factors Effecting Slenderness Effect
• “Effective” Length– Actual Length
– End Framing and Boundary Conditions
– Lateral Bracing Conditions
• “Effective” Stiffness– Cross-sections Dimensions and Proportions
– Reinforcement amount and Distribution
– Modulus of Elasticity of Concrete and Steel
– Creep and Sustained Loads
• Loads– Axial Load
– End Moments and Moments along the Length
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
ssnsnsm MMM
1
75.01
1)
5.1
0.11
1)
0
c
us
s
cu
us
PP
b
thenIf
lVP
a
C
u
mns
PP
C
75.01
Larger Sway Moment
Larger Non- Sway MomentFinal Design Moment
ACI Moment Magnification Summary
2
2
)(
)(
UC Kl
EIP
4.0
2
14.06.0
M
MCm
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
What is Sway …
– Sway is dependent upon the structural configuration as well as type of loading
– For Non-sway Frames (Very rigid or braced)
– For Sway Frames (Open frames, not braced, Depends on loads also)
0.1
0.1
ns
s
0.1
0.1
ns
s
Non Sway Sway May be Sway
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
• Appreciable relative moment of two ends of column
c
BT
lSway
0
05.1)
05.0)
6)
0
M
Mc
lV
PEb
EIEIa
m
CU
U
ColumnswallsBracing
T
B
lc
… What is Sway
• Sway Limits
Frame considered as “Non-Sway”
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
• Braced Column (Non-Sway)
… More on Sway
• Unbraced Column (Sway)
• Most building columns may be considered “Non-Sway” for gravity loads
• More than 40% of columns in buildings are “Non-Sway” for lateral loads
• Moment Magnification for “Sway” case is more significant, more complicated and more important
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Calculation of ns (Non-Sway)
C
u
mns
P
PC
75.01
Moment curvature Coefficient
Applied column load
2
2
)(
)(
UC Kl
EIP
Critical buckling load
Effective Length Factor
Flexural Stiffness
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
The Cm Factor
M1 is the smaller End MomentM2 is the larger End Moment
M1/M2Positive
M1/M2Negative
M1
M2M2
M1
The Moment and Stress Amplification Factors are derived on the basis of pin-ended columns with single moment curvature.(Cm = 1.0)
For other Moment Distribution, the correction factor Cm needs to be computed to modify the stress amplification.
Cm = 0.4 to 1.0
4.02
14.06.0
M
MCm
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
More about Cm Factor
M1= -M M1 = 0 M1 =M M1 =0M2 = M M2 = M M2 = M M2 = M
12
1 M
M0
2
1 M
M1
2
1 M
M 02
1 M
M
M1
M2 M1 M1
M1
M2M2
M2
Cm = 1.0 Cm = 0.6 Cm = 0.2 Cm = 0.6
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Effective Length Factor, K
• To account for “Axial-Flexural Buckling”
• Indicates the “total bent” length of column betweeninflection points
• Can vary from 0.5 to Infinity
• Most common range 0.75 to 2.0
0.5 1.02.0
0.5 - 1.0 1.0 -
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
… Determination of K
• Members Part of Framed Structure
IncreasesKIncreaseGGK
BeamsLEI
ColumnsLEIG C
,
)/(
)/(
2120
20
mm
m GforGG
K
2)1(9.0 mm GforGK
0.105.085.0
0.1)(05.07.0
m
BT
Gk
GGK
UnbracedFrames
BracedFrames(smaller of)
BTm
B
T
GandGofMinimumG
EndBottomG
EndTopG
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
… Determination of K
• Isolated Members
Fix Pin Free
Fix 0.5 0.8 2.0
Pin 0.8 1.0 Unstable
Free 2.0 Unstable UnstableBot
tom
En
d
Top End
![Page 144: Shear Wall Frame IEM-KL-Aug02_AIT Thailand](https://reader037.vdocuments.site/reader037/viewer/2022102521/547845f9b4af9f30158b4600/html5/thumbnails/144.jpg)
Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
… More about Factor K
IncreasesKIncreaseK
BeamslEI
ColumnslEI C
,
)/(
)/(
•How about “I” Gross? Cracked? Effective?
•ACI Rules Beams I = 0.35 Ig, Column I = 0.7Ig
)(
)(
21
21
BB
CCT IIE
IIEExample
E for column and beams may be different
C2
C3
C1
B1 B2
B4B3Lc
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Determination of Stiffness EI
• Attempt to include,
– Cracking, Variable E, Creep effect– Geometric and material non linearity
• Ig = Gross Moment of Inertia• Ise = Moment of Inertia of rebars
d = Effect of creep for sustained loads. = Pud/Pu
d
gC
d
sesgC
IEor
IEIEEI
1
4.0
1
2.0
12
3bhI g
2. bbse yAI
h
b
Ab
yb
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
CU
U
lV
PQ 0
averageheightstoreyClearl
VVVV
PPPP
C
UUUU
BT
UUUU
.......
......
321
0
321
PU1PU2 PU3
PU4
VU1VU1VU1VU1
T
B
lC
CaseSwayQ
caseswayNonQIf
:05.0
:05.0
Slenderness procedure for Buildings
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
BS Moment Magnification
• Basic Equation for Slender Columns
uim NaMM
Initial Moment form elastic analysis
Madd, Additional moment due todeflection
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Kha au
1
baluz
uz
NN
NNK
2
2000
1
b
lea
Calculation of Deflection au
Smaller dimension
Effective Length = lo (From Table 3.21 and 3.22)
Load correction factor
Column Dimension along deflection
Length Correction Factor
Applied column load
Axial Capacity for M = 0
Axial capacity at balanced conditions
yscccuuz fAAfN 95.045.0
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Some Special Cases
MP
V
M
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Shear Wall Behavior, Modeling, Analysis and Design AIT AIT - Thailand- Thailand ACECOMS
Some Special Cases
P
L
Le = ?
h1
d
(a)
L1
L2
(b)
L1
L2
(c)
L1
h2
(d)
h1
Soft
Hard
(e)
V
P