DISEÑO SÍSMICO DE ESTRUCTURAS DE ACERO

8/10/2019 DISEO SSMICO DE ESTRUCTURAS DE ACERO

1/97

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


2/97

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


3/97

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


4/97

Steel plate shear wall panel in Japan:

Wall w ith hor izon tal panel st i f feners

Courtesy of Takanaka


5/97

Steel p late shear wall panel in Japan:

Wall w ith horizontal and vert ical st i f feners

Courtesy o f Nippon Steel


6/97

U.S. Federal Courthouse, Seatt le

Courtesy of Jo hn Hooper, MKA Seatt le


7/97

Structu ral System fo r

U.S. Federal Courthouse, Seattle

Courtesy of Jo hn Hooper, MKA Seatt le


8/97

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


9/97

Simplified Wall Analogy


10/97

Tension-Only Braced Frame Analogy


11/97

Plate-Girder Analogy

Not used

in shear

Not used

in shear

Not used

in shearNot used

in shear


12/97

Plate-Girder Analogy


13/97

Diagonal tension in steel plate shear

wall web plate

diagonal

folds

tensile

stresses

lateral

load

a

angle of

inclination

HBE

HBE

VBE


14/97

Boundary Tension and Shear Stresses

(pure shear)


15/97

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)


16/97

Anglea


17/97

Mechanics of Slender Web Plates

F F


18/97


19/97


20/97

Multi-Story Internal Forces

VHBE

PHBE (VBE) + F

VHBE

PHBE (VBE) FRyFytw

RyFytwF

F


21/97

Expected Yield Mode

Shear buckling

Development of

tension diagonals Frame flexure


22/97

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


23/97


24/97

Test ing o f a mult i -sto ry s teel plate shear

wal l

Cour tesy o f B ehbahani fard


25/97

Inward Flexure of Boundary Elements

L

htI wc

4

00307.0

)(cos)( 21 a iiyyu ttFRwL

h


26/97

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


27/97

Effect o f beam flexib i l i ty in long s teel plate

shear wal ls


28/97

Vertical Struts

n

i

cfiuiu LwP )()( 21


29/97


30/97

Flexural Forces


31/97

Frame Behavior


32/97

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


33/97


34/97

Str ips models used in retrof i t pro ject us ing

steel plate shear walls

Courtesy o f Jay Love, Degenkolb Eng ineers


35/97

Prog ression of yield ing across str ips


36/97

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)


37/97

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


38/97

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


39/97

HBE to VBE Design Axial Forces

Ru(horiz) PHBE(VBE) + WoPcollector

Ru(horiz)

PHBE(VBE) +PHBE(web)

RyFyti

s[RyFyti+1


40/97

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)


41/97

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)


42/97

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


43/97

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 *

)(


44/97

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


45/97

More exact column analysis


46/97

Irregular wall configurations to reduce

overturning forces on columns


47/97

Outrigger and coupling beams used to

reduce overturning forces on columns


48/97

Strong Column/Weak Beam

g

uTuC

yc

pb

c

A

PPF

MZ

22

1 *


49/97

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


50/97

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


51/97

17.2 Webs

17.2a Shear Strength

17.2b Panel Aspect Ratio

17.2c Openings in Webs


52/97

17.2a Shear Strength

Vn = 0.42 Fy tw Lcfsin(2a)

f = 0.9 W = 1.67


53/97

17.2b Panel Aspect Ratio

0.8 L/h 2.5

L L

h

h

1 2 O


54/97

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


55/97

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)


56/97

Typical connections of web plates

17 4 H i t l d V ti l B d El t


57/97

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


58/97

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


59/97

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


60/97

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


61/97

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)]


62/97

Computing M*pb VVBE


63/97

Mpr-HBEMpr

VHBE

Vbeam

Coupling or Outrigger

Beam (if present)HBE

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


64/97

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


65/97

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)


66/97

17 4d Lateral Bracing


67/97


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


68/97


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


69/97

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


70/97

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


71/97

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.


72/97

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)


73/97

Mpr-HBE

Mpr

VHBE

Vbeam

HBE



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)



74/97

Mpr-2Mpr1

Vbeam-2

Vbeam-1

Beam 1 Beam 2



sh sh

Mf1 Mf2

Mf = moment at column face

Mf = Mpr + Vbeam sh

Mpr= 1.1 RyZb(Fyb- PHBE/Ag)


75/97



76/97

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



77/97

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



78/97

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)


79/97

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


80/97


81/97

Olive View Hosp ital

Courtesy o f ENR


82/97

Olive View Hosp ital

Cour tesy o f Naeim and Lob o


83/97

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


84/97

Testing o f steel plate shear wall

Cour tesy o f

Astaneh-Asl

and Zhao


85/97

Steel p late shear walls in Canam Manac

Group headquarters expans ion

Courtesy of Rich ard Vincent, Canam Manac Group , St.

George, Quebec, Canada


86/97

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


87/97

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


88/97

Elevat ion o f Kobe City Hal l

Courtesy o f Fuj i tana


89/97

Testing of SPSW


90/97

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


91/97


92/97


93/97

Web plate buck l ing

Courtesy of Rob ert Driver, Universi ty of Alb erta, Edmon ton , Canada


94/97

Local buckl ing and fracture of co lumn

Courtesy of Rob ert Driver, Universi ty of Alb erta, Edmon ton , Canada


95/97

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


96/97

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



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




ASTM Designation

r.30

r.33

1 2 AS

1 AS

2 AS

1 AS

2


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

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