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8/10/2019 DISEO SSMICO DE ESTRUCTURAS DE ACERO
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Design of Seismic-
Resistant SteelBuilding Structures
Module prepared by:
Rafael SabelliDASSE Design, San Francisco
with the support of the
American Institute of Steel Construction.
Version 1 - March 2007
6. Special Plate Shear Walls
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Design of Seismic-Resistant
Steel Building Structures
1 - Introduction and Basic Principles
2 - Moment Resisting Frames
3 - Concentrically Braced Frames
4 - Eccentrically Braced Frames5 - Buckling Restrained Braced Frames
6 - Special Plate Shear Walls
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6 - Special Plate Shear Walls
Introduction and background
Mechanics of slender-web shear walls
Design of Special Plate Shear Walls
AISC Seismic Provisions for Special Plate Shear
Walls
History: Research and Applications
Materials, Serviceability, and Configurations
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Steel plate shear wall panel in Japan:
Wall w ith hor izon tal panel st i f feners
Courtesy of Takanaka
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Steel p late shear wall panel in Japan:
Wall w ith horizontal and vert ical st i f feners
Courtesy o f Nippon Steel
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U.S. Federal Courthouse, Seatt le
Courtesy of Jo hn Hooper, MKA Seatt le
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Structu ral System fo r
U.S. Federal Courthouse, Seattle
Courtesy of Jo hn Hooper, MKA Seatt le
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Steel p late shear walls in
resident ial l ight-f rame construct ion
Cour tesy of Jon B rody
Structu ral Engin eers
Courtesy of Matt Eatherton ,
GFDS
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Simplified Wall Analogy
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Tension-Only Braced Frame Analogy
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Plate-Girder Analogy
Not used
in shear
Not used
in shear
Not used
in shearNot used
in shear
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Plate-Girder Analogy
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Diagonal tension in steel plate shear
wall web plate
diagonal
folds
tensile
stresses
lateral
load
a
angle of
inclination
HBE
HBE
VBE
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Boundary Tension and Shear Stresses
(pure shear)
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Boundary Tension and Shear Stresses
(diagonal tension)
s11 = scos2(a)
s12 = ssin(a) cos(a) = ssin(2a)
s22 = ssin2(a)
s21 = ssin(a) cos(a) = ssin(2a)
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Anglea
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Mechanics of Slender Web Plates
F F
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Multi-Story Internal Forces
VHBE
PHBE (VBE) + F
VHBE
PHBE (VBE) FRyFytw
RyFytwF
F
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Expected Yield Mode
Shear buckling
Development of
tension diagonals Frame flexure
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Buckl ing of s teel plate shear wal l web
p late at 1.82% Drif t
Cour tesy o f Berman and Bru neau
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Test ing o f a mult i -sto ry s teel plate shear
wal l
Cour tesy o f B ehbahani fard
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Inward Flexure of Boundary Elements
L
htI wc
4
00307.0
)(cos)( 21 a iiyyu ttFRwL
h
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Inw ard f lexu re of s teel plate shear wall
beams and co lumns
Courtesy o f Car los Ventu ra, Universi ty o f Br i t ish
Columbia, Vancou ver, Canada
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Effect o f beam flexib i l i ty in long s teel plate
shear wal ls
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Vertical Struts
n
i
cfiuiu LwP )()( 21
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Flexural Forces
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Frame Behavior
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Frame Behavior
L/2
P
L
Plastichinge
Lh hS
V
Mpr
hL
P
W
V
rpM
hingePlastic
Mpr
hS
Vp
cM
dc
Mc = rpM + pV Sh
Critical Section at Column Centerline
Critical Section at Column Face
h(SVp+Mpr=fM
Mf
pV
rpM
Plastichinge
- dc/2)
)c/2d-(Sh
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Str ips models used in retrof i t pro ject us ing
steel plate shear walls
Courtesy o f Jay Love, Degenkolb Eng ineers
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Prog ression of yield ing across str ips
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21
yx
Orthotropic Plate Model
E1 = 0
E2 = E
G12 = 0
Rotate local axes to a
Model diagonal tension
behavior
Set modulus of elasticity in
tension direction to 29,000ksi
Remove plate diagonal
compression resistance from
model
Set modulus of elasticity incompression direction to 0
ksi
Remove plate overturning
resistance from model
Set shear modulus to 0 ksi
Calculate angle a
Use average of all stories
(unless there is a wide range)
Divide plate into sufficient
number of elements (16)
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Proposed blast- and impact-resistant air
t raf f ic contro l towers using s teel plate
shear wal ls
Courtesy o f Joh n Pao, BPA Group , Structural
Engin eers, Bel levue, Washin gto n
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HBE Design Axial Forces
PHBE(VBE)
+PHBE(web)
PHBE(VBE)
+PHBE(web)
[ ] cfiiiiyywebHBE LttFRP )2sin()2sin(21
11)( aa
a wyycVBEHBE tFRhP )(sin21 2
)(
RyFyti
RyFyti+1
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HBE to VBE Design Axial Forces
Ru(horiz) PHBE(VBE) + WoPcollector
Ru(horiz)
PHBE(VBE) +PHBE(web)
RyFyti
s[RyFyti+1
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HBE Design Flexural Forces
VHBE(web) VHBE(web)
RyFyti
RyFyti+1
[ ]8
)(cos)(cos 212
1
2
hiiiiyyu
LttFRM
aa
[ ] 2)(cos)(cos1
2
1
2
)(hiiiiyy
webHBELttFRV aa
h
prMFHBE L
MV
2)(
VHBE(MF)VHBE(MF)
Mpr
Mpr
(at midspan)
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VBE Design Axial ForcesP
VBE(i+1)
an
i
ciiyywebVBE htFRP )2sin(21
)(
)()()( webHBEMFHBEHBEVBE VVP RyFyti
RyFyti
PVBE(i+1)
PVBE(i) PVBE(i)
PVBE(HBE)
PVBE(HBE)
PVBE(HBE)
PVBE(HBE)
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Story
Approximations of column axial force
Capacity Design (CAP)Combined Linear Elastic and Capacity Design (LE+CD)Indirect Capacity Design (ICD)
Push-Over Analysis (POA)
Tension Compression
0
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VBE Design Flexural Forces
RyFytiRyFyti
MprMpr
MprMpr
wyycwebVBE tFRhV )(sin21 2
)( a
c
pb
MFVBE hMV
*
)(21
12)(sin
22
)(c
wyywebVBE
htFRM a
y
pb
MFVBE R
MM
1.12
1 *
)(
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Flexural strength in the presence of
high axial force.
[ ]
)(
)(
2111.1
HBEy
HBEu
yyprP
PZFRM
[ ]
)(
)(11.1
89
HBEy
HBEu
yyprP
PZFRM
)(
)(
HBEy
HBEu
P
P
p
pr
M
M
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More exact column analysis
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Irregular wall configurations to reduce
overturning forces on columns
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Outrigger and coupling beams used to
reduce overturning forces on columns
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Strong Column/Weak Beam
g
uTuC
yc
pb
c
A
PPF
MZ
22
1 *
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Section 17
Special Plate Shear Walls (SPSW)
17.1 Scope
17.2 Webs
17.3 Connections of Webs to Boundary Elements
17.4 Horizontal and Vertical Boundary Elements
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17.1 Scope
Significant inelastic strain expected in web plates
HBE and VBE expected to be essentially elastic
when subject to forces from fully yielded web plates
Exception: plastic hinges expected at each end of
HBE
Consult Building Code for:
R
o
Cd
If Building Code does not have these, consult Appendix R
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17.2 Webs
17.2a Shear Strength
17.2b Panel Aspect Ratio
17.2c Openings in Webs
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17.2a Shear Strength
Vn = 0.42 Fy tw Lcfsin(2a)
f = 0.9 W = 1.67
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17.2b Panel Aspect Ratio
0.8 L/h 2.5
L L
h
h
1 2 O
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17.2c Openings in Webs
(f)
HBE
HBE
LL
Local boundary elements around the opening are required
17 3 C ti f W b t B d El t
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17.3 Connections of Webs to Boundary Elements
Must develop expected web strengthConnection to VBE
Tension: RyFy tw hcsin2(a)
Shear: RyFy tw hcsin(2a)
Connection toHBE
Tension: RyFy tw Lcfcos2(a)
Shear: RyFy tw Lcfsin(2a)
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Typical connections of web plates
17 4 H i t l d V ti l B d El t
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17.4 Horizontal and Vertical Boundary Elements
17.4a Required Strength17.4b HBE-to-VBE Connections
17.4c Width-Thickness Limitations
17.4d Lateral Bracing
17.4e VBE splices
17.4f Panel Zones
17.4g Stiffness of Vertical Boundary Elements
17 4 R i d St th
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17.4a Required Strength
Must develop expected web strengthVBE
Transverse load: RyFy tw sin2(a)
Distributed axial load:
RyFy tw hcsin(2a) [+ force from above]
HBE
Transverse load:
RyFy [tw(i)tw(i+1)]Lcfcos2(a)
Distributed axial load:
RyFy [tw(i)tw(i+1)]Lcfsin(2a)
17 4 R i d St th
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Purpose of strong column -
weak girder requirement:
Prevent Soft Story Collapse
17.4a Required Strength
HBE to VBE connection must satisfy SMF Section 9.6(Strong-column/weak-beam)
AISC Seismic Provisions - SMF
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AISC Seismic Provisions SMF
9.6 Column-Beam Moment Ratio
The following relationship shall be satisfied at beam-to-
column connections:
0.1M
M*
pb
*
pc
Eqn. (9-3)
9 6 Column-Beam Moment Ratio
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9.6 Column Beam Moment Ratio
0.1
M
M*
pb
*
pc
*pcM the sum of the moments in the column above and below the joint atthe intersection of the beam and column centerlines.
M
*
pcis determined by summing the projections of the nominalflexural strengths of the columnsabove and below the joint to the
beam centerline with a reduction for the axial force in the column.
It is permitted to take M*pc= Zc(Fyc- Puc/Ag)
*
pbM the sum of the moments in the beams at the intersection of the beamand column centerlines.
M*pbis determined by summing the projections of the expected
flexural strengths of the beamsat the plastic hinge locations to the
column centerline. M*pb
= [Zb(R
yF
yb- P
ub/A
g)+V
p(s
h+ d
col/2)]
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Computing M*pb VVBE
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Mpr-HBEMpr
VHBE
Vbeam
Coupling or Outrigger
Beam (if present)HBE
Plastic Hinge Location
Plastic Hinge Location
sh+dcol/2
Mpr = expected moment at plastic hinge
VHBE = beam shear (includes effect of web plate)
sh = distance from face of column to beam plastic hinge location (specified in
ANSI/AISC 358)
M*pb-left M*pb-r ight
sh+dcol/2
M*pb= Zb(RyFyb- PHBE/Ag) +VHBE(sh+ dcol/2)
Computing M pb
PHBE
VVBE
VVBE
Computing M*pc V
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Top Column
Bottom Column
Mpc = nominal plastic moment capacity of column, reduced for presence of axial force; can
take Mpc= Zc(Fyc- Puc/ Ag) [or use more exact moment-axial force interactionequations for a fully plastic cross-section]
VHBE = column shear
M*pc-bottom
M*pc= Mpc+ VHBE (top)(dbeam/2 )
p g pc
Mpc-bot tom
Mpc-top
M*pc-top
dbeam
VHBE
VHBE
17 4b HBE to VBE Connections
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17.4b HBE-to-VBE Connections
OMF beam-column connection per 11.2 (or better)Minimum shear:
Vu= VHBE(web)+ VHBE(MF)
VHBE(web) = RyFy [tw(i)tw(i+1)]Lcfcos2(a) Lh/2
VHBE(MF) = 2 Mpr/Lh
Mpr= 1.1 RyZb(Fyb- PHBE/Ag)
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17 4d Lateral Bracing
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17.4d Lateral Bracing
Lateral torsional
buckling controlled by:
y
b
r
L
L b= distance between beam lateral braces
ry= weak axis radius o f gy rat ion
L b L b
Beam lateral braces (top & bottom flanges)
17 4d Lateral Bracing
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17.4d Lateral Bracing
ksi50Fforr50rF
E086.0L yyy
y
b
Both flanges of beams shall be laterally braced, with a maximumspacing of Lb= 0.086 ryE / Fy
17 4e VBE splices
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17.4e VBE splices
Ru= RyFyAf
For PJP, use Ru 2W
o QETransition per AWS D1.1 (2.7.1)
Pu= RyFy tw hcsin(2a) HBE reactions
Fish plate
Web Plate
Small gap
17 4f Panel Zones
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17.4f Panel Zones
Comply with SMF requirement 9.3
AISC Seismic Provisions - SMF
9.3 Panel Zone of Beam-to-Column
Connections
9.3a Shear Strength
9.3b Panel Zone Thickness
9.3c Panel Zone Doubler Plates
AISC Seismic Provisions - SMF - Panel Zone Requirements
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9.3a Shear Strength
The minimum required shear strength, Ru, of the panel zone shall betaken as the shear generated in the panel zone when plastic hinges form
in the beams.
To compute panel zone shear.....
Determine moment at beam plastic hinge locations
Project moment at plastic hinge locations to the faceof the column (based on beam moment gradient,
including the effects of web-plate induced HBE shear)
Compute panel zone shear force.
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Projecting Moment to Column Face
L/2
P
L
Plastichinge
Lh hS
V
Mpr
hL
P
W
V
rpM
hingePlastic
Mpr
hS
Vp
cM
dc
Mc = rpM + pV Sh
Critical Section at Column Centerline
Critical Section at Column Face
h(SVp+Mpr=fM
Mf
pV
rpM
Plastichinge
- dc/2)
)c/2d-(Sh
Panel Zone Shear Strength (cont)
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Mpr-HBE
Mpr
VHBE
Vbeam
HBE
Plastic Hinge Location
Plastic Hinge Location
sh sh
Mf1 Mf2
Mpr = expected moment at plastic hinge
VHBE = beam shear (includes web-plate effect)
sh = distance from face of column to beam plastic hinge location (specified in
ANSI/AISC 358, or dbeam/2)
PHBE
Coupling or Outrigger
Beam (if present)
Panel Zone Shear Strength (cont)
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Mpr-2Mpr1
Vbeam-2
Vbeam-1
Beam 1 Beam 2
Plastic Hinge Location
Plastic Hinge Location
sh sh
Mf1 Mf2
Mf = moment at column face
Mf = Mpr + Vbeam sh
Mpr= 1.1 RyZb(Fyb- PHBE/Ag)
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Panel Zone Shear Strength (cont)
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Panel Zone Design Requirement:
Ru vRv where v=1.0
Rv= nominal shear strength, basedon a limit state of shear yielding, as
computed per Section J10.6 of the
AISC Specification
Panel Zone Shear Strength (cont)
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To compute nominal shear strength, Rv, of panel zone:
When Pu0.75 Pyin column:
pcb
2
cfcf
pcyv tdd
tb3
1tdF6.0R
(AISC Spec EQ J10-11)
Where: dc = column depth
db = beam depth
bcf = column flange width
tcf = column flange thickness
Fy = minimum specified yield stress of column web
tp = thickness of column web including doubler plate
Panel Zone Shear Strength (cont)
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To compute nominal shear strength, Rv, of panel zone:
When Pu> 0.75 Pyin column (not recommended):
y
u
pcb
2
cfcfpcyv
P
P2.19.1
tdd
tb31tdF6.0R (AISC Spec EQ J10-12)
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If shear strength of panel zone is inadequate:
- Choose column section with larger web area
- Weld doubler plates to column
Options for Web Doubler Plates
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Olive View Hosp ital
Courtesy o f ENR
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Olive View Hosp ital
Cour tesy o f Naeim and Lob o
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Steel plate shear wal l w ith very strong
co lumn
Cour tesy of Astaneh-Asl and Zhao
T ti f t l l t h ll
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Testing o f steel plate shear wall
Cour tesy o f
Astaneh-Asl
and Zhao
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Steel p late shear walls in Canam Manac
Group headquarters expans ion
Courtesy of Rich ard Vincent, Canam Manac Group , St.
George, Quebec, Canada
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Steel p late shear walls and detai ls at base
of SPW, ING bu i lding
Courtesy o f Lou is Crepeau and Jean-
Beno it Duch arme, Groupe Teknika,
Mon treal, Canada
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Steel p late shear
wall in ICRMbui ld ing
Cour tesy of Lo uis Crepeau
and Jean-Benoit Ducharme,
Grou pe Tekni ka, Mon treal,
Canada
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Elevat ion o f Kobe City Hal l
Courtesy o f Fuj i tana
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Testing of SPSW
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Fractu re of s teel plate shear wall web plate
co rner at 3.07% Drif t
Cour tesy o f Berman and Bru neau
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Web plate buck l ing
Courtesy of Rob ert Driver, Universi ty of Alb erta, Edmon ton , Canada
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Local buckl ing and fracture of co lumn
Courtesy of Rob ert Driver, Universi ty of Alb erta, Edmon ton , Canada
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Test ing of a mult i -sto ry
steel plate shear wall
Cour tesy o f B ehbahani fard
ASTM Designation SpecifiedMinimum
Yield Stress
SpecifiedMinimum
Tensile Stress
MinimumElongation in 2 in.
Gage per
ASTM A370
Listed inAISC
341?
Ratio ofExpected Yield
to Specified
Mi i
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Fy(ksi)
Fu(ksi)
ASTM A370
(percent)
Minimum
Ry
A36 36 58 23 Yes 1.3
A572 Gr. 42 42 60 24 Yes Not defined
A572 Gr. 50 50 65 21 Yes 1.1
A588 Gr. 50 50 70 21 Yes 1.1
A709 Gr. 36 36 58 23 Yes Not defined
A709 Gr. 50 50 65 21 Yes Not defined
A1011 CS (30-50)1 Not defined (25)1 No Not defined
A1011 DS (30-45)1 Not defined (28)1 No Not defined
A1011 SS Gr. 30 30 49 252; 243; 214 No Not defined
A1011 SS Gr. 33 33 52 232; 223 No Not defined
A1011 SS Gr. 36 Type 1 36 53 222; 213 No Not defined
A1011 SS Gr. 36 Type 2 36 58 212; 203 No Not defined
A1011 SS Gr. 40 40 55 212; 203 No Not defined
A1011 HSLAS Gr. 45 Class 1 45 60 255; 236 No Not defined
A1011 HSLAS Gr. 45 Class 2 45 55 255; 236 No Not defined
A1011 HSLAS Gr. 50 Class 1 50 65 225; 206 No Not defined
A1011 HSLAS Gr. 50 Class 2 50 60 225; 206 No Not defined
ASTM Designation
r.30
r.33
1 2 AS
1 AS
2 AS
1 AS
2
8/10/2019 DISEO SSMICO DE ESTRUCTURAS DE ACERO
97/97
Thickness
(in.)
Standard
Gage A36
A572Gr.42
A572Gr.50
A588
A709Gr.36
A709Gr.50
A1011CS
A1011DS
A1011SSGr
A1011SSGr
A1011SS
Gr.36Type1
A1011SS
Gr.36Type2
A1011HSLA
Gr.45Type1
A1011HSLA
Gr.45Type2
A1011HSLA
Gr.50Type1
A1011HSLA
Gr.50Type2
0.0598 16
0.0625
0.0673 15
0.0747 14
0.0897 13
0.1046 12
0.1196 11
0.1250
0.1345 10
0.1495 9
0.1644 8
0.1793 7
0.1875
0.1943 6
0.2092 5
0.2242 4
0.2391 3
0 2500