333_20

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Joseph

S

Hua

Wai Ch

Lynn

e e

eam fa Column· Connecti

EH VIOR

N

ESIGN

O

STEEL E M·

TO·COLUM

MOMENT CONNECTION

-

Fritz Engineering Laboratory R eportNo

3 33.

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;

Beam to Column Connections

BEH VIOR

AND

DESIGN

OF

STEEL·BE M TO COLlillN MOMENT

CONNECTIONS

by

Joseph

S.

Huang

Wai

F.

hen

Lynn S.

Beedle

This

work

has been car r i ed out s par t o f an inves t i -

gation sponsored jo in t ly by

the American

Iron

and

Steel

ns t i tu te

and

the Welding

Research

Council .

Department

of

Civi l Engineering

r i tz

Engineer ing Labora tory

Lehigh

Univers i ty

Bethlehem Pennsylvania

y 1973

r itz

Engineering Laboratory Report

No 333.20

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8/9/2019 333_20


333 2

5 COlvIPARISON

OF TEST IillSULTS WITH

TIIEORY

5 1

L o a d ~ D e f l e c t i o n Curves

5 2

Panel

Zone Deformati on

S i

Maximum Load

:>

i lure Mode

6 SUl1 MARY AND CONCLUSIONS

7 • ACKNO\VLEDGr lENTS

8

NOMENCLATURE

9

TABLES

~ FIGURES

1

REFERENCE S

39

39

43

46

49

5

53

96

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333 2

Table

3

4

LIST OF T LES

~ ~ ~ , . . . . . . . . ,

~ ~ ~

Test Specimens

Mechanical Propert ies Sections

Test Results

D e s c r ~ p t i o n

of

Failure

53

55

55

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LIST OF

FIGIJRES

iv

In te r io r

Bealu-to-Column

Connection

under Symmetrical Loads 56

2 Design RecoDunendation for

Bearing Stress

for Allowable

Stress Design 17

57

3

Load-Midspan

Deflection Curve of a W14x38 Beam Al

Stee l 12 58

4 Load-Deflection Curve of Specimen e l l 59

5 Specimen e l l a f t e r

Testing 6

6 Load-Deflection Curves

of

Specimens

Cl and

ClO

61

7 Load-Deflection Curve of

Specimen

C

6

8 Specimen C12 After Testing

63

9 Normal

Stress

Dist r ibut ion Along e a m t o ~ C o l u m n Juncture

in Fig. 28 Section A A 64

10

Normal

Stress Dist r ibut ion

Along Beam-to-Column

Juncture.

in

Fig.

Sect ion

A A 65

11

Connection

Deflection

C o m p ~ n e n t s

66

12

Idealized

Stress Stra in

Curve

of

A572 Gr 55

Steel

67

13

Nondimensional.Moment-Curvature

Relat ionship 68

14

Predicted

Deflection Components 69

15

Shear Stress Stra in Curve of

A572

Gr 55 Steel 70

16 Comparison of Test

Values

with TI1eoretical

Predic t ions

of

Inelas t ic Shear Buckling of Beam

Web 71

17

Predic t ion of Panel Zone

Deformation

72

18

Connection

Panel

Zone

Modelled

by an

Elast ic

Foundation

73

19 Comparison o f

Tes t

Value with Theoretical

Predic t ion

of

Buckling

of Column

Web

74

20 Column Flanges

Modelled

by a Continuous Beam 75

21 Continuous Beam

Models

·and Mechanism

fo r

Ult imate

Load

76

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333.20

22

23

5

26

27

28

9

30

31

32

33

34

35

36

37

38

39

4

Jo in t

Deta i ls

of

Specimen C

Joint

Deta i ls

of

Specimen C

Joint

Deta i ls o f Specirnen

C3

Gaged Bolts

tr A L ~ 9

Calibrat ion

of

Gaged

Bolts

Tes t

Setup

ns t rumenta t ion of Test Specimen C12

Comparison of

Predicted

e f lec t ion Components

with

Load-Deflection

Curve of

Specimen

C

Comparison of Proposed Theory with

Other

Methods of

Analysis

Load-Deflection Curves of

Specimens C2

C3

and C12

Deformation a t Failure of a

Joint

Having Slotted Holes

in

Web

Shear Pla te C3)

Panel Zone Deformation in the

Compression Region of

Specimen C12

Panel Zone Deformation

in

the Tension

Region

of Specimen

C

F ra ctu re o f

Weld

a t Tension

Flange of Specimen

C

Fracture

along

Beam Web

Groove Weld of Specimen

C

Panel Zoue of Specimen Cl2

After

Testing

Tearing

of

Column

Web

Along

Web-to-Flange Juncture of

Specimen

C

Fracture a t t he Heat -Affec ted Zone of the Groove Weld at

the

Tension

Flange

of

Specimen

C3

Panel Zone and Joints

of

Specimen

C3 After

Testing

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

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333

STR CT

- - ~ - - -

~ ~ ~ ~ - -

This inves t igat ion is

concerned.

with b e a ~ ~ t c o l u m n

m o m e ~ t

1

connections

tha t

are proport ioned to r e s i s t

a combination of

high shear

force and plas t ic

moment

of the beam sec t ion .

A

theory based

upon

mathematical

models

and

physical models

is developed to predic t the

over a l l

load def lec t ion behavior of connect ions In the analys is

i s assumed tha t the bending moment exceeding the yield moment of

the beam sect ion

is

carr ied by flanges du e to s tra in hardening and

shear

force is re sis te d by the web.

The

deformation of the

o n n ~

t ion

panel zone

is

considered. Predict ions by current

plas t ic

analysis

and

a f in i te element analys is

are

also

included

for comparison.

Experiments

were

carr ied out

on

specimens

made

of ST A57

Gr

5

55

s teel w ith f ul ly w el de d or with bolted

web attachments

having

round ·holes and s lo t ted holes . These

specimens vere

designed incor

porating a l l poss ible

l imit ing cases in prac t ica l connection

design

and were s ub je cte d to monotonic loading.

Web

attachments were

fas tened

by A49

bolts

ut i l iz ing a

higher·

a llowab le shear stress of 4 ksi for

bolts

in

bear ing type

connections.

A good correlat ion

between the t h eD r e ti c al p r ed i ct io n s

and

t e s t

resu l t s

was obtained.

I t i s concluded t h a t flange \velded web

bolted connections

may

be used

under the

assumption

tha t

fu l l plas t ic

moment of

the beam sect ion

is developed

as wel l as the fu l l shear

s

trel1.gt11.

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333.20 -2

1. I N T ~ Q Due T I O N

One o f th e determining f ac to r s of

economy

in

s t ruc tura l s t e e l

des ign

i s t he m o m e nt r e si st in g

beam-to-coluffi11

connect ions .

The

selec

t ion

of connections i s of ten based upon s impl ici ty duplica t ion and

ease of erect ion. The

designer

should avoid complicated

and

cost ly

f abr ica t ion .

Welded connect ions providing

f u l l cont inui ty

are

commonly

used

in

plas t ica l ly designed

s t r u c tu r e s

This type

of

connection can

be expensive because ver t ica l groove welds

on

beam

webs

must be made

l th e f ie ld In r ecen t years A3 5

an d

A

I 9

h i g ~ ~ s t r n g t h

bo l t s

have become the most cOtunlonly used f as tener s

in

f ie ld const ruc t iona

Connections

vhich require a

combination

of welding and bol t ing are

also used in plas t ica l ly designed t r u c t u r e s ~ They

have the

advantage

of being

eas ier to erec t . Also in

areas

where welders are

not

readi ly

avai lable

for

f ie ld welding f ield

bolting can be done with

relat ively

unskilled workers.

Currently

l i t t l e

information is

available

for

designing

connections

which require a combination

of

welding

and

bol t ing .

There are

i ~ n e d i t e

needs

for

improved design methodS

developed

research and based upon theore t ica l and

experimental

inves t igat ions o f fu l l s ize connect ionSe I t is the in ten t of t h i s

s tudy . t o

provide

basic information for improved

design

for

beam-to

column connect ions.

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333.20

101 U R ~ Q S

The purpose of this

s tudy

is to develop improved

design

methods

for safe ef f ic ien t

and

economical b e m t o ~ c o l u m n connec

t ions

I t

is

the

primary

goal

to

provide

a

t h e ~ r e t i c l

analysis

along w ith experimental e vid en ce to

verify the

design provis ions

for

beam-to-column c o n n e c t i o n s ~

-3

Connect ions were designed incorporating a l l possible l imiting

cases

in p r ac t i c a l

connect ion

designo

Jo i n t de t a i l s

were

propor t ioned

such

that

balanced fai lures would o cc u r a t

the

design

u l t imate l o a d ~

This

w il l r e su lt

in

a uniform

provision fo r

s f e t y ~

The

des ign

con

cept

is applicable

to other types of connections

as well

1.2 PREVIOUS RESE R H

Reference

7 summarized and

discussed

the resu l ts of some

of

the studies

of r igid

moment connections in

building

f r m e s ~ The

tes ts

reported

therein

were conducted

a t

Cambridge

Universi ty

Cornel l

Universi ty and

Lehigh University. The types of

connect ions studied

are:

ful ly-we Ided corlnections we Ided top p l a te and angle sea t connec

t ions bolted top plate and angle seat connect ions end plate connec

t ions

and T-stub c o n n e c t i o n s ~ In

addi t ion

the behavior of welded

corner

connections bolted lap sp lic es in beams and end plate

type

beam spl ices was

discussed.

The

connecting media

for

these specimens

were welding

r ivet ing

and

bol t ing.

Only A 5

high-strength

bolts

were

used

The most

impor tan t

r e s u l t o f

th e s tud ies reported in Ref 7

is

tha t

fo r a l l properly

designed

and

detai led

welded and bolted moment

connect ions

the

plas t ic moment of the

adjoining

member was reached and

8/9/2019 333_20


the connections

were

able to develop large plas t ic rotat ion

capacity.

The

behavior

of

connections was analyzed by

using the

s implif ied plas t ic

t h e o r y ~

The s t ress - s t ra in relat ionship

assumed

was e las t ic -per fec t ly

plas t ic a cc ord in g to current plas t ic

analysis 3 ,6 .

summary

of research on conn.ections

in.cluding

theory, des

ign

and experimental resu lts is given in S E Manual 41, Plas t ic Design in

Stee l I t c on ta in s d es ign

recommendations

for

the

use

of

s t i f feners

in

b e m ~ t o c o l u m n c o n n e c t i o n s ~ In a dd iti on , th e d es ig n procedures for

four-way

beam-to-column c o n n ~ c t i o n s are d i s c u s s e d ~

The s ta te of

a r t

of current research on

connections is

presented in

Ref.

18

\vhich was

prepared in connection

with the

Planning

and

Design

of Tall Buildings

Projec t

currently undenqay

at

Lehigh

University.

Included

therein

are

a

review

of

theoret ical analysis ,

design

recommendations,

and t e s t r esu l t s

of welded

bealT to

column

connect ions, The current design

recommendations

concerning bolted

beam-to-column

connections are

also

sUlnmarized.

During

rec.ent years a number of

major developruents

have

taken

place

in

the area of

plas t ic

analys is and

design 8 .

Studies

on component behavior,

especial ly

the

research

on

connect ions, are

among some

of the

areas

o f r ese ar ch which have

received major

a t t en t ion .

I n ve st ig a ti on i nt o

th e b ehav io r

of connections

subjected

to ant i

symmetrical loading has

been

reported . ne of th e impor ta nt

findings

i s t ha t

the shear

deformation

of

a panel

zone

can

have

a

s ign i f ican t

ef fec t on

the

s trength and s t i f fness

of

unbraced

framed s t ruc tu res .

This

shear mode of panel

deformation was

studied theoret ica l ly

and

8/9/2019 333_20


3 3 3 ~ -5

exper imenta l ly

under

monotonic

loading

a t Lehigh Unive r s i ty

1 3 , 1 4 , 1 5 ~

Experiments were conducted

a t

.the Univers i ty o f California on half-

s ca l e

subassemblages

of a

mult i -s tory unbraced frame

9 . These

subassemblages

were

subjected

to

s imula ted

g r av i t y

and

cyc l i c

se i smic

loads.

In

calculat ing th e

p ~ effect th e shea r dis tor t ion

of

th e panel

zone

was includedD The bending mode of pane l deformation has not been

invest igated ye t

and is the

subject studied h e r e i n ~

The

current

design cr i t e r ia for

the

need of column s t i f fen-

ing

for beam-to-column connections stem from results of

research

report -

ed in

Ref.

19.

Test

specimens

were ful ly-welded connections

fabricated

from s tructural carbon s t e e l ~ Results of th is investigation form the

basis of provisions in S e c ~

1.15, Connections,

of the

AISC S p e c i f i c a ~

t ion 1 .

According

to

the

AISC

Specification,

horizontal

s t if feners

sha l l be

provided on the column web o p po site th e c o m p ~ e s s i o n f lange

o r tv hen

C

A

f

t

t

b

Sk

d

t

c

y.

<180

1.1

Opposite the ten.sian fla.nge when

1 .3

1V here

t

thickness of

web

to

be

st i f fened

k. di.stance from outer >face of f lange to

\veb

toe of f i l l e t

8/9/2019 333_20


3 3 3 ~ 2

-6

o f member to be s t i f f e n e d

i

a nlember i s a ro l l ed

shape

flange thickness

plus

the

distance to the far thest

toe

of

t he connect ing

weld,

i f a member is a

welded

sect ion

t

b

thickness of flange

delivering

concentrated

load

t

f

th ickness of

flange

of

member to

be s t i f fened

A

f

area

o f flange

delivering

concen t ra ted

load

d column web depth clear

of f i l l e t s

c

C

r a t i o

o f

beam flange yield

s t ress

to column yield s t r e s s

These

design rules

are

based

upon

i n v e s t i g a t i o n

of

s t ruc tura l

carbon s tee l 19 .

There

is a need to

check

these

rules

on full s ize

connection specimens made

of

high-strength s tee ls .

The

problenls of

strength and

s t a b i l i t y

of the column \;veb

in

the compression region

of beam-to-column

connections

were further ex-

amined in Refs.

and

11.

A

formula for predict ing t he load -c ar ry ing

capacity

o f

the

column web

in th e compression

region with d

exceeding

c

1 8 ~ w a s

proposed

11 :

.

:-y

T

cr

d

c

1.4

Thi s fo rmul a was compared with

t e s t

resu l t s of

36 ks i 50 ksi and

ksi

s tee ls . t

was

found to be conserva t ive

for

a l l grades of

s t e e l

and for a l l

shapes

tes ted. Reference

also proposed

an

in teract ion

equat ion accoun,tillg for the strength

and

s tab i l i ty

of the column

\veb

in

the compression

region:

1.5

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-7

This in te rac t ion equat ion

is

essent ia l ly a s tr aig h t lin e f i t ted to

per t inent t e s t d a t a ~ has the advantage

of

being a one-step analysis

of

the

compression region to

determine

whether

or not

a

horizonta l

s t i f fener

is

r e q u i r e d ~

Test

data

used

in

Ref.

11

were

obtained

from

simulated

t e s t s ~

I t

is

necessary

to

check this formula

with t e s t

data from fu l l s ize s p e c i m e n s ~

Current design

provisions

concerning th e use

of

high-strength

bol t s

are

based upon ear ly work with r ive ted

joints The

deter

mination

of allowable

shear

stress was based upon

the

so-cal led IItension

shear r t i o ~ This design

phi losophy required

the

bol t s

to develop

th e u ltim a te s t rength of

the

net sect ion of the member.

Because the

ra t io of

the

yie ld

point to ul t imate s t rength

changes

for di f fe ren t

s tee l s t his c ri te ri on resul ted in

wide

var iat ions in the fac tor

of

safety

fo r

bol ts and led

to

a conse rva ti ve de si gn . A more log ica l

design approach

was p ro po sed , b as ed

upon

a uniform

fac tor

of

safety

of

2.0

against

the s hea r s tr eng th of the fas teners 16,17 .

is

the

in ten t

of

this

study to provide fur ther experimental jus t i f ica t ion

for th e d esig n recommendation.

Recently, a ser i es

of e igh t

t es t s

of fu l l s ize

s t ee l

beam

to-column connections was carr ied

out a t the Universi ty

of California

27 . The connections

were s ub je cte d to cyclic

loading simulat ing

earthquake

ef fec t s

on

a bui ld ing

f r a m e ~

Among

those

connections

tes ted \Vere

two

fu ll y-we lded connec tions , five flange-welded web-

bol ted connections, and

one

f lange-we lded connect ion .

A 5

bol ts

were

used

in fa ste nin g th e

web shear

p l a t e s ~

Beam

sect ions used were

8/9/2019 333_20


333.20 -8

W18x5 and W24x76; column sect ions

were

W 2 x l 6 ~ The

·connection

specimens \Vere nlade of STI A36

s t ee l

All connect ion. s had hor izon ta l

s t i f feners

which

were connected to

the

columns by groove w e l d s ~

su I t s

o f

th i s series

o f t e s t s

show t ha t the load-deflection hys te r es i s

loops in a l l

cases were s table

in

shape under

r ep ea te d lo ad in g eyele ss

The

f a i l u r e of

connection.s

as

due to

e i ther l oca l buckling of bearn

flanges o r to weld

fracture, and

occurred

only

af te r many cycles of

loading beyond yielde In th i s study,

connect ions were

made of A S ~

A572 Gr. 55

s tee l

and were subjected to s t a t i c monotonic l o a d i n g ~

In

add it ion, ho ri zon ta l

s t i f feners

were

not

used

o

Web

attachments

were fastened

with A49

high-s t rength bol ts des igned using higher

a ll owab le shear

s t resses namely 40

ksi

in bearing-type jo in ts

n

analy t i ca l

study on

beam-to-column

connect ions u sing

the

f i n i t e e l e m e n ~ method has been r ecen t ly

performed a t

th e Un iv er si ty

of Waterloo The

column

was ideal ized as a pla te in

plane

s t ress

loaded

by

in-plane forces

from

the

connecting

b e a m s ~

Both

buckling

and

u lt ima te s tr eng th analyses were performed.

Similar

work vas

also

done a t Lehigh Universi ty 33 . The connection was also t rea ted as

a plane

s t ress problem and

was

discret ized

using

rec tangular

elements

with two

degrees of

freedom per node

throughout

the plane

of

the webs

of

the

beam and colunlno

The

f in i te element

analys is

i s a

useful

tool in

dealing \vith

complex s t ruc tura l

problems. I t gives

a

b e t t e r u n d e r s t ~ n d i n g

of

the

behavior

of connections.

However,

there were questionable areas of

boundary res t ra in ts

loading

condi t ions , convergence

and

accuracy

of

8/9/2019 333_20


333.20

-9

the s o l u t i o n s ~ I t is

current

pract ice to

accept

results of physical

exper iments coupled

with

simplified

s ta t i ca l

analyses

as a

basis

for

design

r u l e s ~ This is

a

logical approach, indeede

103 S O P ~ ~ F T H U J I V ~ ~ ~ ~ 9 J ~

This inves t igat ion

i s

concerned with those connection types

tha t

would

meet the

needs of s teel fabr icat ing industry and

s t ruc tura l

engineers

and yet

for which

inadequate d at a ar e av ailab lee Included

in

this

study are 1)

fully-welded

connections, 2)

flange-welded

web-bolted.connections

having

round

holes

in

web

shear

plates

and

3) f l a n g e ~ w e l d e d

web-bol ted connect ions

having slot ted

holes

in

web shear

plates .

These connections do

not

have horizontal

s t i f feners .

The

flange-welded

web-bol ted connections

are

very

economical

in f ie ld

construct ion . Information is

lacking

concerning

the performance

of

this type

of connections

under monotonic loading.

The

behavior of

connections under cyclic loading is

~ o t

considered

o

The

connect ions studied

herein are par t

of

a research program

on

beam-to-column

connections current ly underway

a t

Lehigh Universi ty

22,23) . Specirnens ,vere fas tened by

A49

high st rength bol ts and were

designed

for a l l

a t

the

c r i t i c a l

condit

iOllS e

The mater ia l used

\Vas

ST A57 Gr. 55 s t ee l . This type of

high-strength s tee l

is commonly

used i n mu lt i- st or y

buildingso

A theoret ical analys is is

performed

based upon mathematical

models and physical m o d e l s ~ The s t ress s t ra in

curve

is assumed to

be elas t ic p las t ic l inear

s t r a i n ~ h a r d e n i n g G

The deformation of the

8/9/2019 333_20


-10

connec tion panel

zone

is considered

in

the

analysis

Predict ions y a

f in i te

element analysis and current plast ic

analys is

are also included

for comparison with theoryo

In summary,

the

lnajor

quest ions to be ansvlered fo r a

l -

condit iol ls cri t ical

con.nections

(and

the c.ol1tr ibutions of

th i s

\'lark)

are:

1)

Can a simplified method of analysis be developed to

predict

the

behavior

of

unst i f fened

b e m ~ o c o l u m n connections

under

symmetrical

l oad ing cond it ion?

2) Will the use of a commercial grade high-strength s tee l in

connections

designed for simultaneous c r i t i ca l conditions

of shear, moment and

fas tener stresses

resu l t

in

premature

fa i lure y fracture,

even

when the attainment

of

fu l l plas t ic

moment requires considerable redis tr ibution due to s tra in

11ardening·?

3) Wil l fla ng es of moment

connections

develop

the

fu l l plas t ic

moment of

t he w ide -f lange

shape?

4

Will shear

connections

develop the shear st rength of the

web

of

the

wide-flange

shape?

5)

an the proposed

tthigher bol t

s t re sses

obtained

in

Refs.

16 and 17 be confirmed in

beam-to-column

connections

under

cr i t i ca l

l oad ing cond it ions?

6

In f lange-connec ted

jo in ts w ill

s lotted holes

perform

as

well as round

holes?

7) Can

the proposed bearing s tress

f or bea ring -type

connections

8/9/2019 333_20


developed in Ref. 7 be

confirmed

in e m ~ t o ~ c o l u m n connec-

t ions under cr i t i c l

loading

condit ions?

8) Are simulated

t es t s

for column

web

st i l i ty

Refq

11 ) a

s t isf ctory technique

for

experimental correlat ion?

9) Are column web s t i f fener

requirements

developed for A

s tee l

equally

applicable for

higher yield

levels

to ksi)?

8/9/2019 333_20


333

2. D E S I G O N D

I

T ION S

-12

Beam-to-column

c o n n e c t i o n s playa ke y role

i n a s s ur i ng

tha t

a s tee l

framed

b u i l d i n g

s t ruc ture

can r e a c h

th e

d e s i g n u l t i m a t e loado

Often

th e

connection must

t ransfer l a r g e

s h e a r f o r c e s , and s i n c e they

a r e often l oc a t e d a t p o in ts o f

maximum moment, th e jo in t s

a r e

s ubj e c t e d

to th e

most

severe

l o a d i n g

o n d i t i o n s ~ Design procedures fo r

deta i l s

mu s t , therefore a s s u r e

t h e perfOrtnarlce

tha t

i s assumed in d e s i g n ,

namely, tha t

th e

c o n n. ec t io n \ v il l

d ev el o p

an d s u b s e q u e n t l y m ain ta in th e

r e q u i r e d plas t ic moment.

I t is assumed in de s i gn tha t th e plas t ic moment

M

o f th e

beam

p

sec t ion i s

t a k e n

by

th e

f l a nge s

an d

th e s h e a r fo r c e i s

res i s ted by

th e

web

F i g u r e

1 shows

an in te r io r

beam-to-co

lurnn connection. u n d er

synlffietrical l o d s ~ I t is assumed that

th e

flange

force

T is a p p r o x i -

mated

by d i v i d i n g plas t ic moment M

p

by beam depth db

2.1

The

connecting

devices welds

o r bol ts a r e designed

to r es i s t

this

f l a n g e

force

T as

w e l l

as

th e s h e a r f or c e V. Welding is f r e q u e n t l y

used to jo in members tha t a r e pr opor t i one d

by

th e

plas t ic

d e s i g n

method. However, this

is

b u t

one o f th e methods

o f

fabr icat ion

for

which

p la s t i c

d e s i g n is su i tab le .

P las t ic

de s i gn is a l s o a p p lic a b le

to

s t ructures

with

welded and

.bolted connections

whenever

i t is demon

s t ra ted

tha t th e

c o n n e c t i o n s

wi l l

p e r m i t the formation

o f

plas t ic h i n g e s .

8/9/2019 333_20


The principal design cr i t e r ia for connections are:

I.

Suff icient

s t rength

2

Adequate rotat ion

capacityo

3. Adequate

over a l l

elas t ic s t i f fness f or m a in ta in in g the

locatio11 o f beanls

and column r e l a t i ve

to eac11 o ther

4 Economical fabr icat ion

I t is the primary

goal of

this study to develop improved

design methods for connections meeting

these

r i t e r i ~

The design

methods

are

subs tant iated

a theore t ica l analysis

and

jus t i f ied

experimental

resu l t s

2.2

DESIGN

V RI LES

Since the

elimination

of hor izontal s ti ff en e rs w i ll lead to

saving

in

f ab ri ca ti on c o st s th i s inves t igat ion is ma in ly c once rned

with

unstiffened

connect ions.

13

Connecting media are welds and high s t rength bol t s The

bending

moment is supplied beam flange groove welds. The shear

force is

res i s ted e i ther

beam web groove welds

or

A49

high strength

bol ts

Joint deta i ls consis t of round holes or slot ted holes in

web at tachments. This design var iable was selected

to examine the

design

assumption

of

bending moment taken

flanges and

shear

force

res i s ted

by

beam

web.

8/9/2019 333_20


The provisions

used in this study were intended

to

examine

the

theory fo r a l l pos si bl e l im i ti ng

cases.

This was accomplished

within the

framework

of prac t ica l connect ion d e s i g n s ~

The

l imit ing cases for beam sec t ions and

column sec t ions

14·

are

plast ic

design

sect ions and the

leas t column

s ize without requiring

s t i f f ene r s , r espec t ive ly The p l as t i c design. sectiol1.s are def ined

as

those

sections

which sa t is fy

the

requirements of

Sec

J

2.7, Minimum

Thickness W i d t h ~ T h i c k n e s s Rat ios ,

of

the AISC S p e c i f i c a t i o n ~

According to Formula 1 . 1 5 ~ 3 of

the

AISC Specif icat ion,

s t i f feners sha l l be

provided

1 1 t11e

colunln . web opposi te

the

te11sion

flange when

where t

f

is th e t hic kn es s

of

column f lange,

C

1

is th e

ra t io

of beam

flange yield

s t ress to

column

yield s t ress ,

and A

f

is

the area of

beam f lange. I n d er iv in g th is formula, the beam flange was assumed

to be

yielded;

strain-hardening

was not

c on sid er ed 19 . In

order

to develop

the

plas t ic

moment of the beron th e flan ge must

carry

a

force

T

which

is

given in

Eq.

2.1 to be

Mp/d

b

• n

equivalent

flange

area

A

f

susta in ing

yield

s tress

F

y

can

be

writ ten

as

f

T

F

Y

8/9/2019 333_20


333.20

Subst i tut ing

2.1

into

2.2

gives:

where

Z

=

M which

is the plas t ic sect ion

modulus with respect

x

y

to the

major x-x ax i s The AISC

Forlnllia

1 .15-3

beC 111eS

-15

2.3

2.4

This

formula

takes

i nt o cons ide ra ti on

the

fact

tha t

s t r i n ~

hardening

occurs

in

the fla ng es \vhen the beam at t a ins the plast ic

moment

I t replaces

Eq.

1

3

for

connections

made

of

high-strength

s t ee l s

Connection specimens were

designed to r es i s t

severe

loading

condi t ions .

Joint details were proportioned in such

a

way that a t the

beam-to-column juncture , the

p las t i c

moment and th e fa ct or ed

shear

c ap ac ity o f sin gle shear bolts in the

beam web

would b e reached con-

currently.

The

l imit ing

value

for s hea r fo rc e is

V

of the

beam section.

p

The s hea r f or ce was

supplied

by the

maximum

ulrnber of

high-strength

bol ts

tha t could

be

used

in the

beam web .

The

materia l used

as ASTM A 7 Gr. 55 s teel

This

type

of

high-strength s tee l is

commonly

used

in

mult i -s tory

frames. Knowledge

of i t s duct i le behavior

may

resu l t in

a

bet te r

d esign o f details

and

lead to the

saving in fa bric atio n c os ts .

8/9/2019 333_20


2

Fas, eners

For f lange-welded web-bolted connections , ASTM A49

bol ts

were

used

to fas ten

th e sh ear

pla te to

beam

w e b ~

The

allowable shear

s tress

used

in design for A49 bolts

in bearing-type connections

was

40 ksi

instead

of

32

ks i

as

suggested

in current Specif ica t ion

The

use o f higher

allowable

shear

s t resses

re f lec ts

the

-16

logical design cr i ter ion which would resu l t i f a minimum adequate factor

of safety were

applied

against the shear

s tr en gt h o f

the

fasteners .

This design c ri te ri on i s

based

upon the resu l ts of a study of A7 and

A440

s t e e l

lap

and

b ut t jo in ts

fas tened

\vith A325 bo l t s ,

and

A44

s tee l jo ints connected

with

A49 bol ts

1 6). Tests

have been 8ub-

sequently carried out to subs tant iate

the

suggested

design

cr i t e r ion

especial ly the use of A49 bolts in A44 and AS 4

joints 24,32).

Bearing

Stress

Figure 2 shows the safe design region fo r bea ri ng p re ssur e

on p ro jected area of bol ts in bearing-type connections

17).

The

region recommended for allowable s tress

design

is

bounded

by the

fo1101ving

l ines :

e

1.5

D

e

0.5

1 4 3 E

::::

D

u

1.5

J

u

2 .5)

2.6)

2.7)

8/9/2019 333_20


Equat io n 2 .5 means that the end

di s t ance

e may not be less

than

times

the

bol t

diameter

D For

greater end distance, the b ea rin g

-17

pressure 0

is

l imited

Eq. 2.6 which was obtained providing

p

an adequate m r g ~ n

agains t

fa i lure

of

lap and b utt jo in ts reported

in

Ref. 17. The nlaxirnum bearing pressure

i s

proposed to be 1 ,5 times

the

tensile strength

of

the

plate 0 CEq

u

The

fa i lure

of bea ring -type

joints usual ly

occurred by tearing

and

fracture

of

the

plate

The

fai lure can be predicted by

considering

s ta t i c equilibrium between the f or ce app li ed

to

the side

of

the hole

and the

r es i s t ance given

the p l a t e

mater ia l .

The bo l t

force

i s

the

product

of

the plate thickness t

nominal

bol t diameter D and the

bearing pressure

5

p

Bolt

force

t r

p

2.8

The res is tance given

the

p la te is equal to the

area

of

the

plate

bei ng s he ar ed off times the shear st rength

of

the plate

which

is

assumed

to be

70 per cent

of

the

t ens i le

strength

0

17 .

PI

· 2 12

0 .7

t e r e s ~ s t n e

= t e -

2

u

2.9

Equating Eq.

2.8

to Eq. 2.9 gives

an

equation which

de f ine s the fai lure

of bearing-type joints :

r

-

0.5

+

0.715

u

2.10

This

predict ion is in good

agreement

with t e s t results as

indicated

in Fig

2.

8/9/2019 333_20


333 20

18

The actual design

points of specimens

in this study are on

t he bor de rl in e

of the

proposed

des ign r eg ion

as shown in

Fig

The

t e s t

results

should

provide conclusive

jus t i f i t ion for

the design

recommendation

8/9/2019 333_20


3 THE

RET

I CAL

-19

One of the

important

concepts and assumptions

with re ga rd

to

the p la s t i c behavior

o f

s t ructures according

to

the simplified

p la s t i c

theory is

tha t the connections are r igid;

the

s izes of the

connections

are such t ha t member ends are assumed

co inc iden t ,mere

member cent e rl ine s in te r sec te

Connections

p ropo rt ioned for fu l l

con-

t i nu it y w ill transmit

the

calculated plas t ic

moment,

This condition

is

ideal ized as a plas t ic hinge as a point 3 ,6 .

According

to

plas t ic

analysis,

the

s t r ess - s t r a in

relationship

for s tr uc tu ra l s te el s

can

be described e it h er e l as ti c -p e rf e ct ly -

plas t ic

or

elas t ic-p las t ic- l inear

st ra in-hardening.

Predic t ions

for

the

behavior

of s t ructures are usually based upon

these

two ideal izat ions,

Figure

3 shows the load-midspan def lect ion curve of a W14x38

beam 12 e The

behavior

of the bemu was predicted fair ly accuratelyo

The

s he ar fo rce

a t

the

predicted

plas t ic

l imi t

load

is

30

per

cent of

the shear force tha t would produce y ie ld in g o f the web

V .

P

The

load-deflect ion curve of connection e ll

is

shown in

Fig.

4.

This

connection

was a fully-welded

connection

designed for

a s he ar c apac it y a t the predicted

plas t ic

l imi t load of 52.5 per cent

of V

thereby

simulating th e lo ad in g

condition in

a rea l

bui lding.

p

Again,

the

predict ions

agree with the

t e s t

curve.

The maximum

load

is 25 per cent greater tilan the

predicted

plas t ic l imit

load .

This

substant ia l increase in load-car rying capac i ty is a t t r ibu ted

to the

forming of plast ic hinges

a t the jOil l ts

sho\VD. in Fig. 5 and the

8/9/2019 333_20


333.20

subsequent strain-hardening

tha t

sets in quickly

as

a consequence of

,the

gradient

in , moment

Another comparison between

pred ic t ions by

the

current

-20

p l as t i c ana lys i s and

te s t r esu l t s

is

shown in igll 6 CIO is a

ful ly

welded

connection

and Cl

is

a flange-welded web-bol ted connect ion,

as

described

in Refs

o

22 and 23. Both

connections

had

horizonta l s t i f f

eners. A good

correlat ion

between predictions by plas t ic analysis and

experimental

re su lts is obtained. This is due

to the

use

of

horizonta l

s t i f feners

which

in cre as e th e

r ig id i ty of

panel zone,

meeting

the

assumption

of the plas t ic

analys is .

The

current plas t ic analysis is also used to predic t the

behavior

of

connection C 2

designed

according to

th e provisions

in

Chap. 2

This o n n ~ t i o n does not

have horizonta l

s t i f feners . In

addit ion,

the

sh ear fo rc e

a t the

predicted plas t ic l imi t load

is

very

high, being

95

per

cent of

V .

The

t e s t curve

deviates

subs tant ial ly

from the prediction as shown in Fig. 7. Two

reasons

account for

this

deviation:

1

the

deformation

of t he connecti on was increaped

by

the

high sh ear fo rce present ,

2

the deformation

of

the panel

zone

decreased the r ig id i ty of

the

connection as

a

consequence

of

th e

e lim in at io n o f hor iz on ta l

s t if feners

o

These

ef fec t s are clear ly

shown

in

Fig.

8.

I t is

the in ten t of this chapter to develop

a

theory whereby

th e b ehav io r of

this par t icu la r

connection

\vithout s t i f fen ing can

be

predicted.

8/9/2019 333_20


333 2

-21

The theory i s

based

upon a po st ul at io n t h a t a t the predicted

plas t ic l imi t load, the bending moment is

carr ied

by flanges

and the

shear

force

is resis ted by the The s t r e s s dis tr ibution in

Figs .

9

and

10

are

computed from

the

s t ra in gages

located

a t

the

beam-to-column

juncture

as

in dic ate d in

Figo 28 Section A A The

assumption

of

plane sect ion

remaining

plane

is

sa t i s fac tory

for loads

below

450 kips which is sl ightly higher than the

working

load P =

l

440 kips The non-linear stress

dis tr ibution

was observed

beginning

a t a load

of

450

kips, a fact indicat ing that

th e f la ng es

carr ied

most

of

the bending moment Also, a t the

predicted plas t ic

l imit

load

P 748 kips, the bending moment could be carr ied by the

flanges

alone

due

to s t ra in-hardening.

The following derivat ion is based

upon

th is concept to

predic t

the over-a l l l o d ~ d e f l e t i o n

behavior.

The

def lec t ion components

of

a connection are diagrammatically

sho\vu

in

Fig. 11

0

The t o t a l deflection 6 can

be

expressed

by

which

6

1

deflect ion

of beam due

to bending

deflect ion

of beam due

to shear

3

deflect ion

d1 16 to r ig id body

motioll

of beam

induced

by

the panel

zone

deformationt

3.1

8/9/2019 333_20


333

20

Assum pt i ons

luade

in p r e d i c t i l 1 g the

b e n d i n g

d e f o r t u a t i o n f

are

t11at:

1 .

th e

whole

s e c t i o n

i s

effect ive

in th e e las t ic range up to

the

yield

moment M and

y

2.

in the s t r i n ~ h r e n i n g

range

res is tance to

bending

is

g i v e n by th e f l a n g e s

o n l y . Th e

\\feb

i s

neglec ted

-22

Figure 12 shows an ideal ized s t ress s t ra in C U l v e fo r

ASTM

A572

Gr .

55

s tee l as

obtained from

te ns ion

tes ts B as ed u po n th is

s t ress s t ra in curve, a

moment-curvature

r e l a t i o n s h i p ca n

be

o b tain ed

as

sho\vu

in

F i g .

13 . In th e elas t ic

range

the r e l a t i o n s h i p between

bending moment M an d

c ur va tur e

~ is

M Elq:>

where

E Young s modulus o f

elas t ic i ty

I moment o f ine r t i a o f th e whole

s e c t i o n

In the,

st rai n-hardeni ng range, the bending

moment

is g iv en

by

M o A

d

f f

3 . 2 )

3 . 3 )

where

A

f

is

th e area o f one f la nge ,

d

f

is

the di st ance between c e ntr oids

o f flanges

an d the

s t ress cr is

assumed

to

be

uniform a c r o ss the t hi ck-

ness

o f

th e

fl anges.

Th e

c u r v a t u r e ~

is

2e

P-=

d

f

3 .

3 . 5 )

8/9/2019 333_20


3 3 3 ~

in

which €

is the s tra in a t the cen tro id s o f flan ges.

Using

this

m o m e n t ~ c u r v a t u r e

re la t ionship ·the deflection a t

the

t ip

of

the

cant i lever

can be

readi ly

obtained

by

means o f the

-23

m o m e n t ~ a r e a m e t h o d ~ This

was conveniently

performed

through a computer

program

and

the resu lt is

plotted

in F i g ~

The

moment-curvature

relationship

used

herein i s d if fe re nt

from the one used in cu rre nt plas t ic

analysis

(3,6), The

moment

curvature

r ela tio n sh ip in

the

s t ra in-hardening

range in

current plas t ic

analysis

is

based

upon

the

whole

wide-flange

s e c t i o n ~

where 2e

s t

f

s t

=

(3.6)

(3.7)

The

raOlllent-curvature re la t ionship

based upon the whole \vide

flange sect ion was also applie d in an analysis o f beams under moment

gradient (25) . I t has been one

of

the basic concepts in

the

plas t ic

analysis .

The

proposed

theory

assumes

tha t only

flanges

a re effect ive

in

the

strain-hardening

range. This

new

theory is

applicable

to con-

di t ions when high shear

force

is

present .

3.2

EFORM TION OF E M

UE

TO

SHE R

~ ~ ~ ~ _ ~

Figure

5 shows

the shear

s t ress s t ra in

curve

for

STM

A572

Gr.

55

s tee l I t

was

computed using the

effect ive

s t ress s t ra in

concept

in the

theory o f plas t ic i ty (26).

This procedure

was

also

applied in

a

study concerni.ng

the shear

deformation

of a

connection

8/9/2019 333_20


panel zone

14,15)

The shear deformation is given by the product of shear

s t ra in y and beam span

L.

= L

Fo r

a ~ v n sh ear fo rc e V the shear

s t ress T

is

V

f A

\

where

A

is the area o f the beam web

\

-24

3.8)

3 .9

Equat ion 3.9 im plies tha t 1) th e shear force is res is ted by the

beam

web only, and 2) the shear s t re s s d i st ri but ion in the

beam

web is

uniform. The relationship bet\veen and y is defined in Fig. 15 , and

can be described

as

follows:

In the elas t ic

range,

Gy

and in the

? tra in-hardening

range,

where

G

modulus

of

e las t i c i ty

in shear

G

s t

strain-hardening modulus

of

e las t i c i ty

in

shear

=

sllear

yield

s tress

y

Y

shear s t ra in

a t

onset of

s t ra in-hardening

s t

For a given shear s t ra in , both

the

shear deformation and

3.10)

3.11)

shear

s t ress could be

determined

by Eq. 3.8 and Eqs. 3010 and

8/9/2019 333_20


333.20 -2 5

r es p ectiv ely w Furthermore, sh ea r fo rc e

could

be calcula ted Eq .

3 9

Thus, t h e s h ear d e fo r m at i on c o rr e sp o n di n g

to each

a pplie d sh ea r f orc e

could

be determined, Th e

pr e dic te d

s h ear deformation is

a lso p lo tte d

in

F i g .

4

In calcula t ing

th e

s h e a r deformation fo r sh e ar fo rc es

exceeding

V

th e

s t r a i n - h a r d e n i n g par t o f

th e

s h ear s t ress s t ra in

p \

cu r v e was used F ig . 1 5 ) .

This

procedure

assumed t h a t

once the s h ear

f o r ce

exceeded

V

th e

o v ~ r a l s h e a r d e f o r m a t i o n o f the beam was du e

p

to s hea r s tra in -h ar de nin g o f th e beam S i m il a r o b se r va t io n s

were

re p orte d in a study concerning th e def lec t ion o f w id e- f lan g e

beams

subjected to high sh ea r fo rce s 20 ).

When a wide-flange

s e c t i o n

is su b j e c t e d

to

a

h i g h

s h ear

f o r ce,

ine las t ic s he a r b uc kl in g may occur

in

the web. A

theore t ica l

predi ct i on

was

developed in connection

with a study

o f

welded p l a t e

g i r d e r s 5 ).

The

theory

was

u s e d to e xpla in t he s hear

b l l c k l i n g o f

the p an el

zone

o f

beam-to-column connections under

an tis y m m etr ical lo ad in g 1 4).

Th e theore t i ca l

r e f e r e n c e

curves

a re i ndi cat ed

in F i g . 16.

These

a r e

for L/d

b

ratio s of 1 .0 an d 2. 0.

The

act ual

L/ d

b

ra t io i s

1 .5 2 ,

lying

between t h e se

two

c u r v e s.

Th e theore t i ca l

b u ck lin g

curve

fo r L/d

b

= 2 .0 may

be

used c o n se r v a t i v e l y fo r connections

h e r e .

Of

th e

t es t s

C2

C3

an d

C 2

s tudie d h e r e i n ,

no

fai lures

du e

to s h ear

buckling

were

o b s e r v e d .

Indeed,

t e s t

p o i n t s

p lo tte d in F i g .

16 i ndi cat ed t h a t

the r e

was an a de qu at e m ar gi n a g a i n s t sh e a r b u ck lin g .

The shear d ef or ma ti on t he n may be computed

co n s id er in g

th e

in- pla ne

b e h a v i o r .

8/9/2019 333_20


-26

3.3 DEFORMATION

OF PANEL ZONE

The response of the

connection

panel

zone

can be described

by

fOl lY

s tages as i l l u s t r a t ed in

Fi.g.

17. In

the

e l a s t i c range OA

the deformation

is

predicted by

the

a na ly sis o f the bending

of

beams

(column f langes on art

e l a s t i c

foundation The

panel

zone i s

rnodel1ed

as a system of springs supporting the

column

f l n g s ~ I t is assumed

that the

elas t ic

response terminates when yielding spreads to a

width

of t

b

5k) in

th e

column web opposite to the beam flanges 0 The

e las t i c

behavior

of

the

panel zone is analyzed by assuming the

column

flanges

to be

acting

as c on tin uo us

beams

in stage

The

subsequent

load-deformat ion behavior is

predicted according

to

plast ic analysis

considering the

formation

of plas t ic

hinges a t

supports

(stage

Be

and a t load points

(stage

CD o

Final ly, the

ultimate load is reached

when a

mechanism

is developed.

1. Elast ic Behavior

The

analyt ical

model

used

in

predict ing

th e

elas t ic

behavior

is

shown in Fig. 18(a). This

model

ut i l izes springs to simulate

the

deformable pane l zone, The column flange is t rea ted

as

a beam supported

an

elastic mediuffio

Due to symnletry only half

of the

panel zone is

analyzed. A procedure

for

solving this type of problem was discussed

in Ref.

21. I t

is

applied to

the

conne c ti on p robl em hereo

The

dif fe ren t ia l

equation for

a beam

on

an

e la s t i c

foundation

is expressed

(3 .12)

8/9/2019 333_20


-27

whe re

p

i s

th e sp rin g CO lls tant

and I f i s

the n ment o f

iner t ia

o f e a c h

f la nge . Th e

s pr in g c on st an t is

d ef in ed as

th e fo rce

r e q u i r e d

to

cause

a

uni t

shortening

o f a

uni t

s t r ip o f web pla te In this c a s e ,

p

2E t

c

The

general

s o l u t i o n for

th e

di f feren t ia l

equa t ion

Eqo

3. 12, can

be

Written

as

3.14

i1 1

, m i c h

3.15)

Th e factor

A

is

cal l ed

th e charac te r i s t ic

o f th e system.

In solving t hi s problem,

is

assumed

tha t th e

column is

o f

u nl im it ed l en g th . F ig u r e 18 b) shows th e elas t ic f o u n d atio n su b j e c t e d

to a co n cen tr ated

force

T.

Because ,o f

th e

s y ~ t r y

o f the

~ f l t i o n

c u rv e , only th e

hal f

to

th e

r i gh t

o f

poi nt 0

wil l

be

c o n si d e r e d .

The

c o n st a n t s in

th e g en era l

s o l u t i o n can be determined by

c o n si d e r i n g

boundary condi t i ons.

Since

th e

def lect ion

must

approach zero

in an

in f in i t e

d i s t a n c e

away from th e

a p p l i c a t i o n o f th e

lo a d , th e

terms in

Eq.

3.14

c o n t a i n i n g e

must v an is h

which

im p lies C

1

0 and C

2

O. Th e

g e n e r a l sol ut i on becomes

3.16

8/9/2019 333_20


Th e

c o n d i t i o n

o f

S ~ M l e t r y i n d i c a t e s tha t th e slo p e o f th e

def lect ion

curve directly

under

th e load must

be

zerOe

3.17)

This

c o n d i t i o n

leads to C

3

C

4

= c

The remaining c o n st a n t wil l

be

determined y c on s id e ri ng t he s t a t i c

e q u i l i b r i u m between th e

e x t e r n a l

load T an d th e react ion f o r c e s .

T 2 t

p

y x

o

The f ina l

s o l u t i o n ca n

be \vritten as

T \

-;\x

y e

COSAX

sinAx

2p

3 . 1 8 )

~ 3 . 1 9

in te res t ing

f e a t u ~ e o f

t he se f un ct io n s in

th e s o l u t i o n

g iv en

in

Eq . 3.19

is

th e

r a p i d l y

d e cr ea si n g a m pl it ud e. This means

t ha t th e manner in

\vhich

th e

beaul

is ,

s u p p o r t e d

in a

s ho rt d is ta nc e

away

from

th e

a p p l i c a t i o n

of

load

vi II

have

a

small

e f f ec t

on

th e

confi gurat i on o f the d e f l e c t i o n l i n ~ . t is re aso na ble to t r ea t

this problem as a beam o f u nl im ite d l e n g t h ~

Th e def lect ion du e to a couple o f fo rc e s T could be o b tain ed

by

subs t i tut ing

x = 0 Fig. 18 b)) an d x = d

f

Fig. l8Ce» i nt o Eq 3.19.

t wa s found tha t th e term

corresponding

to x d

f

wa s very

sm a l l ,

being

0.00085,

an d

could be

n e g l e c t e d ~

The

def lect ion

th en ,

is

given

y

3 , 2 0 )

8/9/2019 333_20


333.20

Final ly , the elas t ic s t if fness of the panel zone is obta ined by sub-

s t i tu t ing Yo

5/2 and

T

=

PL/2d

b

:

-29,

P

6

3.21

Wl en a

conn.ection

panel

zone

is sub

jected

to the syrnm.etrical

loading cond it ion ind i ca ted in

Fig.

1,

the

buckling

of

the

compression

region due

to

t he con centra te d fo rc es

delivered by the

beam

flanges is

app are nt. Studies

into this problem

were

reported in Refs

Q

10

and

11 •

TIle theoret ical predict ion was derived by

assuming

that the concen

t ra ted

forces delivered to the

compression

reg io n o f the

column

are

resis ted

by a square web panel of d x In addit ion, the

column

c c

flanges

provided simply

supported edge

condi t ions .

The theoret ical

buckling

curve

is

shown

in

Fig.

19.

The

u ~ l i n g

equation

developed in Ref.

10

can be r r i t ten as

where

cr

cr

(j

y

d

[Cdeft ]

c a

cr

=

cr i t i ca l buckling

s t r e s s

c r

=

yield

st ss

level

y

d

=

column web depth

clear

of f i l l e t s

c

t

th ickness

of

co 1

umn \Ve

b

The

allowable column

web

depth- to- thickness r a t i o

d

t

to

preclude

c a

ins tab i l i ty

is l imited by

the AISC Formula 1.15-2 :

8/9/2019 333_20


-30

A t e s t point

for the

column

section

used

in this

study,

W14x176 is

plotted

in Fig. 19 , indica t ing that yielding strength

ins tead

o f bucklin g s tab i l i ty

of the

column

web i s

the governing

fac tor .

The stren.gtrl of

a column web in r e s i s t i ng the cOlupression

forces delivered

beam flanges was invest igated in Ref. 19. I t

was found

that

the beam flange force was res is ted

an

effect ive

width t

b

5k

of

column web.

where

T

A

beam

flange

force

t

b

thickness

of

beam

flange

3.23

k

=

distance

from

outer

face of

column

flange

to

web

toe

of

f i l l e t .

The applied column load P

A

is given

which

is the

l in l i t

of

the elas t ic range

as

indicated in

Fig. 17.

2. Ine las t ic Behavior

The

ine las t ic deformation

of a

connect ion pane l

zone is

3.24

mainly due to

the spread

o f y ie ld in g

in th e column web.

I t was ob-

served from

the current

tests

and

the t es t s

reported

in

19 tha t

8/9/2019 333_20


th e y ie ld in g

progressed from a

width o f t

b

5 k ) ,

which

de f ine s

th e

l imi t of

the el s t ic

s t a g e , to

a ~ v i d t h

o f t

b

7k )

whereupon th e

column web f a i l e d excessive l ter l deformation 2 0 a ) ) .

Since the

column

web was

yi el ded,

th e

a d d i t i o n a l

loading

ha d

to

be

-31

res i s ted th e collunn

flanges

forming th e boundary o f th e connection

p a n e l

z o n e ~

The

column flanges are t r e a t e d as continuous beams

clamped

t a distance o f

t

b

7k)/2

away from th e a p p l i c a t i o n of load

as

shown

in

Fig. 20 b).

This

is

e quiva le nt

to

assuming th t

th e column

above an d below th e y ie ld ed r eg io n s

could

provide

a

f ix e d- en d c o n d it io n

to the f l a n g e s ~

A

hinge

is

located

t

cent er

o f

the continuous

beam

s im ul ati ng t he

res t r in t to movement provided

th e c e n t e r

port i on

o f th e

column

web.

The

p r e d i c t i o n

of

th e

l o ad - de f or m at io n b e ha v io r o f th e

con-

t inuous beam model is based upon

the

si m pl i fi ed pl s t ic theory 3,6)

The

f i r s t hinges wil l

form

t

the s u p p o r t s ~ The behavior

o f

th e

continuous beam can

be

analyzed by c onsidering the supports as being

r e pla c e d

hinges an d en d moments

remaining

constant t M

o f

the

p

column flange

as

shown in Fig. 21 a).

further load is ad d ed ,

addi-

t ion l pl s t ic hinges w i l l form under the load points Fig,. 2 1 b ~

The

b e ~ l

w i l l

c on tin ue to d ef or m u nd er

c ons ta nt

load unt i l reaches

theore t i c l

ultm1ate

l o a d .

F i g u r e

21 c)

shows

the

d ef or me d s ha pe

o f

the connection f ter

a mechanism is

formed

i n each column f l a n g e .

Bas ed u po n th e fo re go in g t h e o r e t i c a l

predi ct i on

of panel

zone deformation,

the angle o f

rot t ion of

th e panel

zone

shoml

in

8/9/2019 333_20


333020

Fig. 11 d can

be

computed

from

-J 0

e

tan

_ .

d

f

6

panel

zone

deformation

d

f

distance between cen ters of

two flanges

Since

the deformation 6 is

very

small ,

is reasonable to compute

the angle

of

rotat ion by

-32

3

025

3 .26

The

deflect ion

of the beam due to the

r igid

body

motion

induced the

deformation of

the

panel

zone

is given

by

=

e L

Substi tut ing

Eq

into

Eq. 3

0

27 gives:

3.27

3.28

The predict ion

of

over a l l deflect ion including

6

3

is plotted

in Fig.

14

for

a

connection tha t

was

tes ted.

The

comparison of t e s t

results

w ith th eo ry will be

discussed

in

Chap. 5.

8/9/2019 333_20


333.20

E X P E R I N T L

PRO G RAM

-33

Specimens were designed o r d ~ g to

the

design provisions

presen ted

in

Chap.

2.

J o in t deta i l s

were

proportioned

for

a

combination

of M and 95 per

cent

of V of

the

beam sectiono The shear force was

obtained

as

the

factored

shear capacity

of

the maximum number of one

in

dianleter A49

bol ts tha t could be used

in

the

beam

This resulted

in

a beam

span of 3 Srt .

At

t he p re di ct ed plas t ic

l imit load, the

bend-

ing

moment was

assumed

to be carried

flanges due to s t r i n ~ h r d e n i n g

and the shear force

was assumed

to be res is ted the \veb

attacmnent.

This assumpt ion

is examined

considering

the

jo in t

detai ls

used: 1

bemu web

connected.

to column flange groove weld, 2 beam web shear

pla te fastened high-strength bol ts in round holes, and 3

beam web

shear plate

fastened

high-st rength

bolts in s lotted

holes .

Results

of

these

t es t s along wi th compari son

with

th eo ry a re presented in Chap, 5,

Table

sunwarizes

t e s t

specimens

included in this studYe

4.1

DESCRIPTION

N

FABRICATION OF SPECIMENS

The connection

specimens

each

consisted

of a W27x94 beam

section

and a W 4x 76 column sec t ion and

represented

the

pract ical

i n t e r io r beam-to-column

connections

in a mult i -s tory frame.

The W27x94 beam was a plast ic

design

sec t ion and also was

one of

the economical shapes,

being the l igh tes t in weight in i t s

par t icu la r

group

as

given in

the

Plas t ic Design Select ion

Table

of

the

AISC

Manual. The

\v 4x 76

column

was

the leas t

colUmn size

which

did

not

need horizontal

s t i f feners

8/9/2019 333_20


333.20

-34

A

fu ll y-welded connec tion

C12 is shown in

Fige

22. Beam

flanges and beam web ~ v e r e c onnec te d to the

column

flanges groove

welds.

An

erect ion plate

was tack welded to the

column

f lange, and

was

used

as

the

backing

s t r ip

fo r the

beam web

groove

weldo

This

connection was used as a control t e s t

The

j oi nt d eta ils

of specimen C are S h O \ ~ in 23 . Beam

flanges were

di rec t ly

welded to the column flanges

providing for plas t ic

moment capaci ty . A one- si ded shea r

plate

fastened with

seven

one

in

diameter A490 X bol ts was used

to

r e s i s t ver t i ca l shear . The f i l l e t

weld

connecting

the shear

pla te

to the

column

flange was sized

for

ver t ica l shear only; the moment due to

th e

eccentr ic i ty

of the

applied

load was

neglectede

The shear

plate

and

beam

web had round holes

1/16

inG

la rger

than the nominal

diameter

of the bol t

Specimen

C is shown in

Fig.

24. ts

connection

type is

s imilar

to C2 the only

difference

being

that

th e o ne-s id ed s hear

plate

of C

had

slot ted holeso

The use

of

s lo t ted holes is desirable to perm it erect ion

adjustments, and also may bet te r f ac i l i t a t e the assumed dis t r ibu t ion

of shear

and

moment a t the

connect ions.

Previous research

has

indicated

th at s lo tte d holes , p laced p erp en dicu lar to the l ine o f lo ad in g,

did

not

af fec t

the

s t rength

of bearing-type

joints

2 .

Based

upon

th i s

f inding holes s lot ted

normal

to the l ine

of

loading may be used in

enclosed parts of s ta t ica l ly

loaded

bearing-type

shear connections

provided

the

width

of

the s lo t i s not more tha n 1/1 6

in .

greater

than

8/9/2019 333_20


-35

the bol t

diameter and

i t s length

is

not

more

than

t imes the

bol t

diameter The dimensions of the s lo ts in

C3

conform to this

provisiono

A continuous bar with 5/16 in thickness and having

a wid th equ al to the length of

the

s lo t was attached on the side

of the s lot ted

shear plateo The

a dd itio n o f continuous

bars

for

single

shear connections

was

approved

by

the Research Council on

Riveted

and

Bolted Structural

Joints t i t s annual

meeting

on y 12 ,

1971,

The

slot ted

holes were formed by

punching

two ad jacen t hol es

in the plate and

then

removing the

metal

b e t ~ v e e n

them. Round holes

in

the beam webs

of

C and C3

were dr i l led ~ i l i e r e a s the round

holes

in

shear

plates

of C

and

in th e

continuous

bar of C3 were punched.

The

connection sp ec imen s we re welded according to

the

W

Building

Code

4 .

The

welding

process

used

for

groove welds

was

the innershield procedure;

t he e le ct rodes

were

E7 TG

flux

cored

arc

welding

with

no auxi l iary

gas shielding o

The types

of f i l l e r metal

for

beam flange

groove welds in

the f l t posit ion and beam web

groove

welds in

the

ver t ica l -up

posit ion

were

NR 3

and

NR-202,

respectivelyo

The electrodes

for

f i l l e t

welds were E7028. In

t ~ ~ i n i n g the

s ize

of f i l l e t weld, the

allowable

shear s tress used on the ef fec t ive throat

was 2 ksi

1 .

Nondestructive

t es t ing

methods

were employed

to inspect the

welds before

t es t ing

of the specimens. Groove weld s were inspected

8/9/2019 333_20


333.20

-36

u l t r a s o n i c

tes t ing

an d

f i l l e t welds

by

magnetic p a r t i c l e ~ R es u lts

o f

weld ins pe c tion were evaluated accordin g to th e WS Code, Rejected

welds

were repaired an d s ub se qu e nt ly i ns p ec te d

p r i o r

to

t es t ing .

CALIBRATION. P \ ND

I ~ N S T A b M T I O J L 9 ~ r

j)01TS

Cal ib ra t ion an d i n s t a l l a t i on o f

h i g h

s tr en gt h b o lt s

\ lere

performed

a t F ri tz E n gi n ee r in g L a b o r at o r y. The t u r n - o f - n u t method

was

used. A ll

A ~ · 9

b o l t s

ha d a

hardened

washer

under the nu t which

was

turned in t i ght eni ng. Nu t rotat ion from th e snug

t igh t

-condition

was

1/2 tur n

as

r e quir e d

by

th e

S p e c i f i c a t i o n

2 8 ) .

Since

th e

bo l t

length

was

r a t h e r s h o r t , being iUm fo r

b o l t s

o f an d 2-3/4

fo r b o l t s o f C3 was

n ot

f e a s i b l e

to

perform

torqued

te ns ion ca l i -

b r a t i o n by nleans

of

a conwercial b o l t ca l ibra tor . Ins tead th e b o l t

t e n si o n s were

determined

through

th e

l o ~ s t r i n

r e l a t i o n s h i p o f

gaged

bol ts .

The

gaged

b o l t s

shown

in

Fig.

25 )

were

instrumented

with

e lec t r ica l r e s i s t a n c e

fo i l

s t ra in gages

cemented

to the i r shanks.

Fla t

areas 1/16 i n . deep were m i l l e d

into

the shank

under

th e bol t

head to provide

a

mounting

s urf ac e fo r

th e gages. The gages were

p laced on o p p o si t e s id e s o f th e shank para l le l

to

th e

axis

o f

the

bol t . The

gage

wires p as se d t hr ou gh tw o h o les dr i l led through

the

bol t head.

Tile

gaged bo l t s ~ v e r e c a l i b r a t e d in d ire ct tens ion to es tab l i sh

t h e

re la t io l l sh ip

be t we e n th e s t r a in r e a d i n g s and th e tens io n in

th e

bol t . I t

was discovered tha t

l inear

load s t rain r e l a t i o n s h i p

exi st ed

8/9/2019 333_20


37

as

shown

in Figo 26 This

implies

tha t

the

shanks

of the 1

in .

diameter A49 bol ts

remained

elas t ic into the

range of

bol t tension

achieved

the

turn of nut

method

of instal la t ione

The tension

in

A49 bol ts

induced

o n ~ h l f

turn of

nut

from

the snug posit ion was 82 kips which was above the speci f ied

proof load of 72.7

kips

and

th e minimum

fastener tension

of 64 kips

as required th e

Speci f icat ion.

4.3

TEST SETUP

The

t e s t setup is

shown

in Fige 27.

The

axial load in the

column was applied a 5 000 000 pound capac ity hydraulic universal

tes t ing machine.

The crosshead

of the

tes t ing machine

i s

shown. The

beams

were

supported

two

pedestals rest ing on

the

f loor Rollers

were

used to simulate s imply suppor ted end condit ions. Because

the

combination of the

short

span of

beam

and the size of

shapes

resul ted

in

a

compact

se tup

no

l a t e ra l

bracing

was

needed

to

provide

s tab i l i ty

4.4

INSTRilll NT TION

Strain

gages

and

dia l

def lect ion

gages were used

to

measure

s t r a i n and

displacements

under load. Figure

28

shows a layout of

t he ins tr um e ntat ion . Strain

gages

located a t Sec. A A provided

in -

formation for

calculat ing

the

s tr es s d is tr ib u ti on a t

the

beam to column

juncture

shown

in Figs.

9 and

10 .

The

over a l l

def lect ion under

the

column center l ine

and

the

l a t e ra l deflection

of the column

web

in the

compression region were

measured

by

dia l

gages. Dial gages for measurement

8/9/2019 333_20


8/9/2019 333_20


T I I E O R Y

333.20

5 COM P R

I S O

N

i l I T

o F

T

ST R SUIJT

-39

The

purpose

of this

chapter

is

to show

tha t

the

actual

behavior

of connections under

tes t

ver if ies th e

theoretical

predic-

t ions developed

in

Chap.

3.

In addi t ion the design

condit ions

in

Chap 0 2 are

jus t i f ied

by

experimental

datao I t is shown

that

the

plas t ic moment of the beam section can

be

supplied flanges only

and the

shear

force can

be

res is ted

the

beam web. An

important

fe atu re of

the experiments

is tha t

the

connections

were

subjected

to

a

very s ever e l oading condition

a

combinatton

of

plast ic

moment

and

a shear force of 95 per cent of V being res i s ted

the

jo in ts I t

is demonstrated

te s ts that the proposed

theory

is valid for

connec-

t ions subjected to this severe loading

condit ion.

5

LOAD DEFLECTION

CURVES

The load-def lect ion

curve

of a fully-welded connection

C12)

is presented in Fig.

29. Also

plotted

in Figc

29

are th e def lect ion

components

predicted according

to the

proposed theory. In the e la s t i c

ral1ge the

ben.ding monlent is

res is ted

the whole wide-flange section

up to a load of 652

kips

corresponding to the yield moment M of

the

beam sectiono Above this load

the

bending moment

is

assumed to be

carr ied

fla ng es only

due to strain-hardeninge I t is assumed in

the

theory t h a t the s ~ r

force

i s car r i ed by

the

beam \veb.

The

e las t i c

shear

deformation terminates a t a load of 790 kips

which

is

tIle load

that

would produce

shear yielding

of the

beam

\veb.

The

ef fec t

of strain-hardening

of

the be am web in shear is

considered in

8/9/2019 333_20


333.20

computing

the

shear

d e f o r m a t i o n beyond the e l a s t i c l imi t of 790 k i p s .

The t h ir d t he o re ti ca l curve

~ L \ i _

include.s the

c o n s i d e r a t i o n

o f the panel ZOlle

defornlation

8ho\\111 diagranlmat ical ly in.

Fig

17).

In th e e l a s t i c range t h e def lect ion due. to flexure

or

shear

i s about equal In the f1intermediate

range,

flexure and

panel

action

have the l a r g e s t inf luence

e

In the following zone of larger

p l a s t i c

deformation,

the r a t e o f in crease

in

deformation

i s mainly due

to

the

shear

e f f e c t and the

panel

a c t i o n ~

The

, tes t

curve shovm in Fig. 29 i s

in

good

agreement

with

the t o t a l predicted def lect ion

including the e f f e c t

of

panel

zone

deformation. Tile e la s ti c s ti ff n es s

ul1.der

working load can be predicted

a c c u r a t e l y . Above working load, devia t ion from

e l a s t i c behavior

was

noted.

This

is due to local ized yielding in the panel

zone

and a t

the beam-to-column

juncture .

I t was noted

t h a t

in the column compres-

s i a n r e g i o n , the

y i e l d p a t t e r n

d i s t r i b l l t i o n

along

the toe o f t11e f i l l e t

was

about

10

in .

in length a t a load of 620 kipse

This

a gre es w ith

the assumption made in p r e d i c t i n g the l i m i t of e l a s t i c behavior of the

panel zone in Sec. 3.3.1. I t was assumed t h a t the e l a s t i c range

terminated

a t

a load

of

P

A

635 kips which

was calculated

from an

effective width of t

b

Sk

=

10.747 in, The theoret ica l ultimate

load P corresponding to the pseudo-mechanism in the column flanges

u

Fig.

21 c»

i s

804

kips

which

i s s l i g h t l y

lower

than the

actual

maximum

load

under t e s t P of 838

kips.

However,

the

theory is

s a t i s f a c t o r y P \04).

m u

8/9/2019 333_20


333.20

For p urp ose of comparison

the. load-deformation behav io r o f

the connection predicted a f in i t e element analysis

is

shown in

Figo

30

33 . The f in i te

element

a na ly sis a ls o accur a te ly p red ic ted

the

e la s t i c

s t i f fness

under working

load. In

the

i ne l a s t i c

region

up

to

700

kips ,

the f in i t e element predic t ion is very The

-41

predic t ion

is

higher than t e s t

resu l t s

beginning

a t

a load of 700

kipso

This

is due to t he assumpt ion made in the f in i te element analysis

tha t th e c onne ct io n was t reated

as

a

plane.

s t ress

problem.

Only in -

plane

deformation was

considered

e

Actually the tes t curve in

Fig.

30

sol id dots shows tha t the column web in the compression region began

to deform la te ra l ly a t

this

load. As

load was

increased, an excessive

l a t e ra l

deformation was noted

e

In

this load range, the

predic t ion

the f in i te element analysis

is substantia l ly

higher

than tes t

results

as would be

expected.

The predic t ion by current plas t ic analysis is also indicated

in

Fige

30.

The

def lect ion

a t

the

predicted

p la s t i c

l imi t

load 6

was

p

calculated

assuming t he c onne ct io n

as a cant i lever fixed at

the

column

center l ine.

Figure 31 shows

the load-def lect ion

curves of C2 C3 and G12.

Both C and C3 showed adequate elas t ic

s t i f fness under

working load.

The deviat ion of

C and C3 from

C was

due

to sl ip of the

joints

that

occurred

above

the

working

load.

The A490

bol ts

eventually

went

into

bearing

a ga in st the sides of the holes, supporting

the

shear load and

perm it ti ng th e connections

event ua ll y t o develop

the

predicted

p las t ic i

l imi t

load

P

The A 9

bol ts able to deform

permitt ing

the

p

8/9/2019 333_20


333.20

-42

complete red is t r ibu t ion of

forces

a t maximum load

o

This observat ion

is

confirmed

y the deformation

of the

jo in t C a t fa ilu re shown in

Fig. 32. Also

in Fig.

32,

one

can

see

how

the s lots in the connection

plate

permitted

th e

beam web

to

move

in

f lexure,

the

web

holes

moving

to the

l e f t

a t

the to p ( tension)

and to the r ight

a t

the bottom (com

press ion) .

photograph

in Figo

32

combined

with tha t of

Fig.

40

represents

a

notable picture

of

redis tr ibution of s tress and

what

might

be

termed

balanced

f a i l u r e .

Flanges are

fu l ly yielded artd compression

local buckling occurred. Shear yield has progressed

to

the

point

of

tension

f ie ld development. Both the compression and

tension zones

of

the

column web a re y ie ld ed . Plas t ic hinges have £ o r m ~ in both

column

flanges. The beam web

shear plate

is

ful ly

yielded.

Subsequent

f racture

occurred a t one

beam t en sion f lange. TIle ollly missing

event

is bo l

shear

f a i lure

-which

SllO\vS

the

merit

of th e h ig he r

sa fe ty

factor

in shear.

A

t ruly

remarkable

example

of

redis tr ibution

and a

confirnla t ion

of des ign

recornmendation,

a l l a t

th e

c r i t i c a l

cond i t ions .

was

demonstrated from t es t s that

connections having

s lo t ted

holes

C3

and round

holes

C2 exhibited similar over-a l l

behav io r ( Fig .

31). C

and

C

reached the

predicted plas t ic l imi t load

a t

about the same

deflect ion.

The

presence of the s lo ts in

C may

account

for

the

somewhat

increased

deformation

of

th is jo in t beyond

m xinlum load

(F ig .

31)

than C2.

Also

they would permit r ed i s t r i bu -

t ion of s tress from

beam web

to flange which

could possibly account

fo r the c r i t i c a l

flan.ge

fa i lu re . · The round holes in C \\7ould t ransmit

8/9/2019 333_20


333.20

-43

more f lexure

through

the web--and

is no ted

t h a t

was in C2

tha t

the column

web

f rac ture developed.

5.2

P M ~

ZONE

DEFOID1AT ON

The proposed t heor y con si de rs

the

deformation

of

the panel

zone as a useful source of i n e l a s t i c deformat ion of connections. The

panel

zone deformation has been neglected in current

plas t ic

analys is .

Figure 33 shows the theore t i ca l and exper iment al p an el zone

deformation

in the

compression region

of

C12. The load causing yielding

in an effect ive length of t

b

5k

of

the column web

is

635 kips which

is the l imi t

of

the e la s t i c range. Below

th i s

load the e la s t i c

response

of

the panel

zone is predic ted qu it e a cc ur at el y. In the

ine las t ic range the

predic t ion is

s l i gh t ly

h ~ h e r

than the

t e s t

resu l t s .

This is ascr ibed to the

fixed-end

boundary condi t ions assumed fo r the

continuous beam model shown in Fig . 20 b . However, the predic t ion

gives

a

good

descr ip t ion

of

the

i ne l a s t i c

behavior .

A

comparison

of

the

experimental

panel zone deformation in

the

tension region o f C2

with the

theore t i ca l

predic t ion

is

sho WU ill

Fig .

34.

Aga-in,

a

good

cor re la t ion

was obtained.

The

d ia l gage was removed in

the

tension

region pr io r

to

f a i lure as

a precaut ion .

5 • MAXIMUM LOAD

A tab le c on ta in in g th e experimental and predic ted

loads

is

given as Table 3.

The experimental

maxim urn

load P and the maximum

m

d e fl ec ti on p ri or to fa i lure

6 are indicated

in columns

2 and 3.

m

Reference

or comparison loads are 1 the

predicted

plas t ic l imi t

load

8/9/2019 333_20


333.20

44

P

> 2 the

plas t ic l imi t load modified to

in clu de th e

e f f ec t

of

shear

force P a n d

3 the

p l a s t i c l im i t load P assuming t h a t the

beam

ps

pr

web

does not

ac t in fle xu re .

Also included

is the predicted def lect ion

a t

the

plas t ic

l imi t

load

6 .

p

The ra t ios of

maximum

load to reference loads ~ i ~ n

in

the

table show

the

i nc reased load -ca rr y ing capac it y

over

the

predic t ion

from

simplified plast ic theory.

The

connections

C2 C

and C

attai .ned

a maximum

load

of

about 10 per cent

higher than the predicted

plas t ic

l imi t load as

indicated

by the

ra t io P

Ip

in column 8.

m

The

deformation capacity

of

a

connection

is usual ly i nd ic at ed

the

ra t io of to ta l def lect ion to

the

predicted def lect ion a t p la st ic

l imi t

load

6

/6

which

is defined as the duct i l i ty fac tor The

duc t i l i ty fac tors

for

C2,

C and

C12

are

given in

column

11 of Table

3.

The deformation capaci t ies of

these

connections are adequate for des ign.

5.4 F ILURE MO

Table

4 presents the desci ip t ions of fai lure

of

connections.

C12 is a f u l l y · ~ w l

connection.

The

cause for

unloading was

buckling

of the

column web

in

the

compression

reg ion. Testing

was concluded

due

to

a

combination o f e xc ess iv e column

web deformation in

the

compression

region and

fracture

a t the

tension

f lange

groove weld

Fig.

·35 and

along

the

beam

web

groove weld

Fig.

36

which

occurred

simultaneously. Fracture occurred by r ipping

out

of column f lange

mater ia l

around the weld, and not f racture of

the

actua l

weld

i t s e l f

Figure 37 shows the

panel

zone

of

C12

af te r t e s t i ng

A detai led repor t

8/9/2019 333_20


of specimen C12 is given in Ref. 30

C is

a flange welded web bolted connection having

round

holes in web shear

pla tes

Failure was

du e

to tear ing of the column

web along th e ~ v e b t o f l a n g e juncture

as

Sh W11 in Fig.

38.

C is a f lan ge we ld ed web b ol ted co nn ect io n having s lot ted

45

holes

in web shear plates Unloading was in i t ia ted local buckling

of the compression f lange of the beam. Testing was

terminated

\ ~ e n

f rac ture occurred

a t

the heat affec ted zone of

the groove

weld

a t

the

tension f lange

shown in Fig. 39. The panel zone an d

jo in t s

of

C

a f t e r tes t ing

are shown in Fig.

4

was demonstrated from t es t s tha t

the

f langes

were

able to

s t ra in harden suff ic iently to t ransmit

the

f u l l

plas t ic

moment of

the

beam sect ion

e ve n th ou gh the

beam

web

connection

was required

insofar

as

f lexure was concerned. In Fig .

31

P is the plas t ic

l imi t load

pr

counting th e fla ng es only; c or re sp on ds t o

the

fu l l s ec ti on s tr en g th

p

Quite evident ly both

connections

C

an d

C were able to s t ra in harden

suff ic iently to accommodate

this 30 per

cent

difference

under conditions

tha t

involved full yield

shear

development of

the

web.

The

t e s t

resu l t s presented in th is chapter have ver i f i ed

th e predic t ions of the proposed theory

developed

in

Chap.

3

an d

also

have

confirmed

th e de sig n

provisions

given

in

Chap.

2.

8/9/2019 333_20


333 :2

6. SUM1 IARY AND

C O N

C L U S IO N S

Stee l framing costs can

be reduced i f proper

at tent ion

is

given to

m o m e n t ~ r e s i s t i n g

b e m t o c o l u m ~ connections. Realis t ic design

rules for

connections

should

consider

not

only

s t rength

and

r igidity

but also economical fabr icat ion and erect ion.

In

th i s study a new theory is developed to n ~ l y z e

connections

tha t are

subjected

to

severe

loadi.ng condi t ions . is assumed t h a t

the

bending

moment exceeding the yield moment

of

a beam sect ion is

carr ied by

f langes

due .to

strain hardening

and the shear force· is

res i s ted

by the

web. The panel zone deformation

is

also

considered

in

the

ana lys is . In

the elas t ic

range

the panel zone

deformation i s

predicted

by considering column flanges

as being

supported

by a system

o f s prin gs . In the ine las t ic range the deflect ion is

calcula ted

by

t reat ing

the column f langes

as continuous beams

supported

by

the

remaining

unyielded port ion.

of

the column.

The subsequent

load defor-

mation re la t ionship of the panel zone i s analyzed by considering

the

formation of

plas t ic

hinges a t

supports

and a t

ioad

points

of

column

f langes.

The experimental program c o n s i s t e ~ of fu l l - s ize connection

specimens fabricated from ST A57

Gr.

55

s t ee l .

A49 bol ts were used

to

fasten

the one sided

web

shear plates

tha t

\Vere designed

as

bearing-

type

joints

having round ·holes

and

s lo t ted holes . These

connections

were

desigrled

fo r

a l l

r la t - the-cr i t ica l condi t ions. . J oi nt d e ta ils were

p ro po rt io ne d f or

a combination of plas t ic moment and 95 per cent of V

p

of

the

beam

sect ion.

8/9/2019 333_20


333.20

On the basis of th e resu l t s in th i s study, the following

conclusions

have been reached

e

1.

The

current

plas t ic analysis

is

sa t i s f ac tory

in predic t ing

-47

the

behavior

of

beams

and

connections

are

s ub je cte d t o

a shear force

at

the

predicted

plas t ic l imi t load of

not

more

than

per

cent of

V

I f the

sh ea r fo rc e is

approximately

equal

to

V ,

the

proposed

theory may

be used.

2. The bending mode

of

panel

zone

deformation

can

be predicted

by

the proposed

theory.

Fig. 17

3. The flanges

are

able to develop the fu l l plas t ic moment of

t he wide-f lange

shape

by

strain-hardening.

4. The shear

force

may

be

res is ted

by

web

attachments fastened

by welds

or bol t s

5.

The proposed

higher bol t s t ress

40

ksi

for A490

obtained

in

Refs. 16 and 17

is

confirmed in beam-to-colufun connections

under c r i t i c a l

loading

o n d i t i o n s ~

Slot ted

holes may

be used in one-sided

shear

p la te s tha t

are

designed as bearing-type

jo in ts

7.

The proposed bearing s t ress for

bearing-type

connections

developed

in

Ref. 17 i s confirmed

in

beam-to-column connec-

t iona under c r i t i c a l loading condit ions. Fig. 2

8. The

proposed in te rac t ion

equation

developed in

Ref. 11 based

upon

simulated

t es t s

conce rn ing the

s t rength

and s tab i l i ty

of

the

column

web

in the

compression

region

is

a pp lic ab le in

fu l l s ize connections 0 Eq. 1.5

9. Column web

s t i f f ene r

requi rements developed for

A

s tee l

8/9/2019 333_20


333 20

48

are a pp lica ble fo r higher y ie ld le ve ls

up

to

ksi

10 Fi l l e t welds connecting

a

shear plate to the column

flange

may be sized for

ver t ica l

shear only; the moment due to the

eccentr ic i ty

o f

the applied

load

may

be

neglected

11

Welds

approved

by ultrasonic

inspection

were

satisfactory

A careful weld

inspection

during fabrication was

necessary

to ensure the adequate performance

of

connections

8/9/2019 333_20


333

e

20

-49

7. A C I Z N O W T - J E D G 1 - f E l 1 T S

This s tudy

covers

a

part

of

the research project Beam-to

Column Connections

which i s sponsored j o i n t l y the American Iron

and Steel I n s t i t u t e and the Welding Research Council. The authors are

thankful

for

t h e i r

f inancial

support and the technical a s s i s t a n c e

provided

by

the ~

Task

Group

of which Mr. J . A Gill igan i s Chair-

nlan.

The

work

was

carr ied

out a t the F r i t z Engineer ing Laboratory

Department of Civi l Engineering Lehigh Universi ty. Dr.

L

S. Beedle

i s D ir e cto r o f

the Laboratory

and

Dr. D

A

Van Horn i s Chairman o f

the Departmento

The

authors are

e sp e c ia ll y g ra te fu l

to Dr.

J.

Fisher

Messrs. A Gil l igan O

W Blodget t

C F. Diefenderfer W

E.

Edwards

and

C. L. Kreidler

for t h e i r valuable

suggest ions

and

a s s i s

tance

in

the

fabr ica t ion

of the specimens Messrs . J. E. Regec

J . K Orben and M V

Toprani a s s i s t e d

in

t e s t i n g

and

reduction

of

da ta .

Thanlcs a r e a ls o due }fr . K

e

R. Harpel

and the l a b o r a t o r y

technicians for t h e i r help

i n

p re pa ring th e specimens for t e s t i n g

and

to Mr

R Sopko for

the photography. The manuscript

was

reviewed

by Dr.

G

·C

Driscol l

J r .

and

typed by Miss S. Matl ock.

The

drawings

were p repa red by Mr J .

Gera

Their help i s appreciated

8/9/2019 333_20


8/9/2019 333_20


p

p

p

pr

ps

p

u

p

w

T

T

cr

t

t

w

v

v

v

u

z

x

y

m

-51

las t ic l imi t load

las t ic l imi t

load assuming the area of beam web i s zero

last ic l imi t l oad mod if ie d

to include

the ef fec t of shear force

Theoret ic al u l tima te

load

Working

load P P /1.7

l P

e m

f lange f orc e

Beam

flange

force causing the buckling

of

column web in the

compression region

Thickness

Thickness

of beam

flange

Thickness

or

column

flange

Thic < ness of

web

Shear force

Shear force that produces fu l l

yie lding

of web

Maximum shear

force

under t e s t

last ic modulus

S ear

s t ra in

~ : 9

Shear s t ra in a t onset of ~ t r a i n h a r d e r i i 1 1 g

Deflection

Maximum def lect ion

Deflection a t plas t ic l imi t load

De fl ec ti on o f beam due to

bending

Deflect ion

of

beam due to shear

Deflect ion

due

to r ig id body motion of beam induced

the

panel

zone

deformation

Panel zone deformation

train

8/9/2019 333_20


e

s t Strain

a t

s ~ t of s tr a in ha rden ing

fac tor

52

Ducti l i ty

factor

p Spring constant

Stress

/6

m

a rit ical buckling s tress

cr

o Bearing pressure

p

o Tensile strength

u

r Yi el d s tr es s l ev el

y

Shear

s tress

Shear yield stress

y

~

Curvature

p

Curvature

a t

strain hardening

s t

8/9/2019 333_20


333.20 -53

TABLE 1 TEST SPECIMENS

rrest

Beam

Beanl

Ho l s Bolts

Bolt

Column

Flanges

~ e b s Design

1

2

3

4

5 6 7

C

Welded

Bolted

Round

A49

Bearin.g

40

ks i

Unstiffened

C3

~ e l d e d Bolted

Slotted

A49 Bearing

ks i

Ull-stiffened

C

Welded

~ e l d e d

Unstiffene.d

8/9/2019 333_20


333*20

TABLE

2

M E H M ~ I L

PROPERTIES OF SECTIONS

-54

.,

Sta t ic

U l _ ~ i m a t e :

Frac ture ·

Elop.-

Reduc,tion

~ ~ : ~ . . . . \ ~ , ~ ~ 4 .

Yield

St res s

Stress

.

g ation

of

S t r e s s

Area

Level

) )

ksi

J

1<8 i

r f 1<8 i

ys

tl

1

(2)

(3)

(4)

(5

(6)

Web

Mean 55.3

78

7

60.8

2 4 ~ 4 51 1

Flange

}lean

54.5

79.3 5 8 ~ 1 25.9

5609

Tota l Mean

54.9

79.0

59.5

25l>1

53.9

Stalldard

Deviat ion

2.75

3.27 4.27

If84

4,55

Coefficient

of

Variation( )

5.0

4.1

7.2

7.3 8.4

Yield

Modulus

of

Stra in

a t

Strain

Strain. Elas t ic i ty Strain

Hardening

€

u

s t

e

E I-Iardening

~ 1 o d u l u s

r

y

ys y

/ \

(Its i

e

E 1 8

i

n. n /

s t

s t

in./ iD

.•

(7)

(8)

(9)

10

11 (12)

Web

Mean

0.0019

29,730 0.0165

564

1.42 8.68

Flange

Mean 0.0019 29,420

0.0136

599 1.46

7.16

Tota l 1-1ean 0.0019

29,570 0.0150 581

1.44 7.89

Standard

Deviation

0.0001

993

OeOO24

54.9

0.049

1.12

Coeffie ient

of

V a r i a t ~ o n )

5.3

3.4

16.0

9.4

3

14.2

8/9/2019 333_20


333.20 -55

TABLE 3 TES T RESULTS

Test

Experinlental

Reference P

P

m nl

m

--

p p

p

p p p

m m

p

ps pr

p p

ps

pr

p

1

2

3

4

5 6

7

8 9 10

11

C2

826 2.67

748

590

522

0,276

I t lO I t40

1.58

9.7

1

C3

8 8

4 26

748

590

522

0.276 1.09

1,39

1,57

15.4·

C 2 838 3.63

Lf 8

590

522

0.276 1.12

l L 2

1.61

a. All loads P l isted are column loads in

kips;

l l deflect ions

6 are in inches-.

TABLE 4

DESCRIPTION

OF

FAILURE

Test

Description

of

Final i lure

Mode

C2

Tearing of column web along web-to-flange juncture.

C3 Fracture occurring t

the·

heat -affected

zone of the

tension

flange

groove weld.

C 2

Frat ture

t tension

flange

groove weld;

excessive

column web

~ f o r m t i o n

in

the compression

region.

8/9/2019 333_20


3 3 3 ~

T

T

6

v

v

ig nt r ior

Beam to Column

Connect ion

under

Symmetrical Loads

8/9/2019 333_20


l U

W

V

N

o

oo

o Failure

6.

Beam Web

of

CI 00

Shear

Plates

of fC

C3

o

Beam

\Veb

of

C2

C

T

p

=1 5

o u

~

o 0 00 *

,.

v 0

e

P ;

-=0.5+1.43- - 0 ;,0 0

o u ~

~ ~

fr\\ 0

0

0

~ ~

,..

0 0

e ~

0

00

-=O.5+0 .715-

P

--

,.,../

0 0

D

vu

Design

Region

2

3

4

e

o

_00

leL

o

I

o p

u

2

Fig.

2 Design Recommendation for

Bearing St r e s s

fo r Allowable

Stress

Design 17

J

In

I

8/9/2019 333_20


333.20

-58

6

p

3

L1 (in.)

2

Strain Hardening

conSidered\_

~ £

o:: \= _

Stroi n

He

rden

ing

Neg lected

o

20

50

40-

30

60

P

k

Fig. 3

Load-Midspan Deflect ion

Curve

of

a W 4x 8

Beam

A7 Stee l 12

8/9/2019 333_20


333 20

1

0 5

w

59

W

L

rX 6

Bearll

\ \ 4

t

36

olumn

A ~ 7

Gr

p

Y

6

I

5 6

Fig

4

Load Deflection

Curve

of

Specimen

Cll

8/9/2019 333_20


333 20

60

P i g ~ 5 Specimen

af ter

Testing

8/9/2019 333_20


333 2

61

W

~ 4

Bea

rn

W

x

6

Colurrln

A5 r Gr

p

' =L=4= =1I=H

L

= U====;;

~ ~ ~ ~

~

4

1

5

Fig

6 L o a d e f l ~ c t i o n

Curves

of Specimens Cl and CIG

8/9/2019 333_20


333 20

62

1

\ V 7x 9 4 Beorn

I

Llx 76ColuIT n

A57 Gr. 55

. /7 7

p

R =4·4

w

CI

~ _ _

P

p

748

~ = 4 c l

~ . a . . ~ } l t

L_ _ l

o

4

in.

200

8

400

600

Fig 7 Load Deflection Curve

of Specimen

C

8/9/2019 333_20


333 2

6

8/9/2019 333_20


. -

--

-- Tl180retical Pred

iction

333.20

P =150

kilJS

0 \

\

\

\

~

\

\

\

\

\

\

\

o

o-x l \s i )

LI

p:: 300 kips

\

,

\

G ~

\

\

\

t J_ , , , - - 1

_ ~ I ~ ~ j ~ I

l

30 0 3 0

Tx I<si

P=450

kips

A ll

Flollge Stresses are

Averaged

Over the Flange

_ , ,..

_.-J: ---.--e9 .

~ L L _ J _ L - -I I ~ _ ~ _ J ~ I

-40 -20 0 20 40

O x ~ s j

F i g .

9

.Normal S t r e s s D i s t r i b u t i o n Along Beam to Column J u n c t u r e

in

F i g . 28

Section A-A

8/9/2019 333_20


W

W

o

. Yielded

BetvJeen

450

and

475 k

Tensionompression

o

753 225 5

=450 .;)75

'...

,

\ \ \

N

,

.

~ ,

.

d d

Betvveen

. : ~ ~

I

Ytef

e

~ ~ \ \

P d 560 k

.. ..\ 40 an

.....-. - : ; > i ~ l 5

I

' ~ ~ ' 0

· Ided etween \\ l \ : ~ ..................

e \\\ . _ _

~

\ \ ~ ' 52°1

r RI

\

~ - . . . . . I

\ ,

..............

I

n.

\

\

3

r

I

\

\ \

'...

45 \

i \ \ ... 37 5

6

L

I

p

=75 5

225

3 0 I I

I I I 40

o 2

CJ (ksi)

X

Yielded Between

520 and

540k

Note: Al l Flange Points Represen t Average

Flange

Stress

Fig 1

Normal

Stress Dist r ibut ion

Along Beam to Column

Junc tu re in Fig 28 Sect ion A-A

8/9/2019 333_20


66

a Loading

b ending

c

Shear

d Panel

on

eformation

Fig

Connect ion eflect ion

Components

8/9/2019 333_20


333 20

8

70

Average Values

E

29.6

x 10

3

I<si

J y

54.9

I\si

€y 0.19 X

10

2

in. in.

6 7

Est 0.58 X 10

3

ksi

I

k 10

2

I

st:= .:

X In.

I,n.

60

50

b

40

j

30

I -

({ )

10

o

0 2 0 5

1

STRAIN E (in./in.)·

1 5

do-

E t

dE

S

2 0

x10

Fig. 12

Ideal ized

Stress -S t ra in Curve

of

A57 Gr

55

Stee l

8/9/2019 333_20


333 20

W

X 9£

4 5 ~ 7

r 55

p

1

M

My

8

0 5

I

ig 13 Nondimensional Moment Curvature Relationship

8/9/2019 333_20


333 2

W2- x LJ· Beam

\

I

4x

r76

Colurnn

A572 Gr

55

1000

800

F ~ e u r e \ ~ __ __

ul \ ~ . , , , , , , , , , , . _

. . -.-

.

t ~ ~ . . p .

p

;

600

Parte Zone

L\1+L\2+L\3

:

Pw

400

I

I I

2 l

I

p

)

o 5

1.0

\

in,)

1 5

Fig Predicted

Deflection

Components

8/9/2019 333_20


333 20

4

G=II x I03ksi

Ty

3

7

ksi

28

X

10

2

rad

7 0

Gst

0 19

x

3

ksi

St

=

2 55 X 10 rad

30

I

I I

I

I

l{si

I

I

I

I

20

I

I

I

I

I

I

I

I

I

I

10

I

I

I

I

I

IX

I

Y

y

I

sf

I

I

1

I

4

X

10-

2

Y

rod.

Fig

5 Shear Stress Strain Curve

of

A57 Gr 55

Steel

8/9/2019 333_20


333 20

Shear

Buckling

71

2 0

1 0

Test Values

I

]r]d

b

C2

G

C3

L

f

I

20

40

60

80

d

v

Fig 16 Comparison

of

Test Values with

Theore t ica l P redic tions

of

nel s t ic

Shear

Buckling of Beam Web

8/9/2019 333_20


333 20

p

p

g

8

72

Fig Prediction

of

Panel on Deformation

8/9/2019 333_20


333.20

a

73

y

b

y

c

Fig. Connection Panel Zone Modelled by an

Elast ic Foundation

8/9/2019 333_20


3 3 3 ~

1 5

\

\

\

I Qt

. . i . ~ ~ \

WI Xl7

J

74

o

5 1

5

Fig 19

Comparison

of Tes t

Value with heore t i ca l redict ion of

Buckling of Column Web

8/9/2019 333_20


75

T

~

. . . .... ..

- - r - J [ ? : - I . ; . . : : ; ; ~ . 1 . a

A

T

R T l ~ ~

~ _ - - ~ E ~ · · · · ~ ~ ~

t

b

\

v

<1 £ /

Yielded

Zone

~ h

T

lr

·

~ : ~ = ~ t

b 7

J

.

Yielded V . L J _ ~

Zone

eb

Bucl<led

0

·

b

Fig

Column

Flanges Modelled

a

Continuous Beam

8/9/2019 333_20


333 20

0

T

T

~ t

_

~

c

b

76

Fig 2 Continuous Beam

Models

and Mechanism for

Ultimate

Load·

8/9/2019 333_20


333.20

77

1

Sym

A

Vv

14 x 176

F

y

:: 55

si)

Elevation

- - 3 / -

4

8 0-, «r y

p.

30

0

10 II

3/

8

X

4 x 23

Y 2

II

Erection ft A ~ 3 6

2 _3/

4

¢

A 307 Erection

Bolts

in 13/

IG

Il

Holes

\V27

x

94

-

fJ I II F\I

=

55

s i

= = = r ~ ~ J

~

~ 3 / 8 1 1

X I X

12

Backing Strip

A36)

Ty p.

d

6

II

8

A

Syrn

j

3 Tacl{

Welds

to

Colurnn

Section A-A

Scale:

l L

o 5 lOin.

Fig .

22

Jo i n t

Deta i l s of

Specimen

C12

8/9/2019 333_20


333 20

Syrn

I

3 12

3

e

lV

t

WI4xl76

F =551,si

y

:3 II

I 4

1

3

/4

11

Elevation

31 10 <0

Typ

3 °

- - = i = - ~

W

~ ? x 9

y

=551\si d

3@3

=9

ft

I II. I II r II

Y2 X 5 4 2

Y

Shear Plate

F

y

=55ksi

II

7-

A490-

Bolts

in

I

VIGil Round

Ho

les

3

8

X III

X

2

BacJ<ing Strip

A36

Typ.

78

7 11

d= 6

Ya

Sym

Plan View

Scale:

o

5

J

lOin.

Fig 23 o n t

Detai ls

of Specimen C2

8/9/2019 333_20


7 9

7-1

¢ A490-X Bolts

in Slotted Holes

1

~ 1 3 1

II

~

4

VV27x94

F

y

:: 55ksi)

d

@

::9

H

2

7

II

d : : ~ 8

~ ~ C k

@ : :9

II II J

1/

2

X

6

X 21Y 2

Shear

Plate

F =55}{si)

y

3

II

-I /4

31

II

R=

WI4x 176

F

y

:: 55 I<si

h

II

I II I II

°/16

X

2

X2

Y

2

• I It

Plate

v/ltrr

Yl6

Round Holes

A36)

Sym.

Elevation

3/

a

1i

X

I

x 12 II

Bacl ing

Strip A36)

Typ.)

Syrn. l I Y I ~ I i I I . _

~ ~ ~ ~

Pion View

o 5

Scale:

Slot

Detail

~

II

t

16

_I

17

lIy ~ ~ 6 1

R= 32

_

2

2

Fig

24

Jo in t Details of Specimen C3

lOin.

8/9/2019 333_20


333 20 80

Fig 25 Gaged Bolts In A490 .

8/9/2019 333_20


333 20

/

2

urn

20

____

L

o

3

S fRAIN in

lin

Fig 26 l ibr t ion

of

Gaged Bolts

81

8/9/2019 333_20


333 20

82

Fig

Test Setup

8/9/2019 333_20


333

5

20

83

ette

n Gages

Posts

I

o

I

~ = t

GiZ u.

SR 4 Strai

~

Strain

Ros

) 1

I

2

Dial

Gages

€

Dial

Gage

I

r

A

g

G

csm

N

1

~

p

\

~

~

I

Q

ra

R

@

Vbl k

I

L

A

Scale

L

t

I

B

i n

Fig. 28

Inst rumenta t ion of Test Specimen C12

8/9/2019 333_20


VV 7x 9 Bearn

W

J

4

x 76 Colufl n

A57 Gr 55

1000

800

600

o

p

Fig

Comparison

o f P re di ct ed Def le ct io n Components with

Load Deflection Curve of

Specimen

C

8/9/2019 333_20


85

W27x 94

Beam

WJ4xl76 Column

A572 Gr 55

p

II

~ = 4 L I

P

=44

w

. ~ i 7 \ ~ l _ . . . . . . l . _ ~ _ L

o

3 4

in.

~

ig

3

Comparison

of Proposed Theory with Other M ~ t h o d s of

Analysis

8/9/2019 333_20


3 3 3 ~

W 7

x 9 eam

4 x

76

Colurnn

A57

Gr

55

1

0 5

o

Fig 31

Load D eflection

Curves

of

Specimens C2

C3 and C

8/9/2019 333_20


333.20 87

Fig.

32 Deformation Failure of a Joint

Having

Slotted Holes

in e

Shear Plate C3

8/9/2019 333_20


333 20

1

8

88

5-

in.

1

Fig

Panel

Zone Deformation in the Compression Region of

Spec imen

C

8/9/2019 333_20


333.20

89

k

800

600

200

o

Theory .

. . \.

~

C 2

8

0.5

8 in.

1

Fig.

34

Panel

Zone

Deformation

in

the

Tension Region

of

Specimen

8/9/2019 333_20


333 20 90

Fig 5

Fracture of

Weld

at Tension Flange

Specimen

e12

8/9/2019 333_20


333 20

91

Fig

36

Fracture

along

eam eb

Groove Weld

of

Specimen>C

8/9/2019 333_20


333 20

92

Fig

37

Panel Zotte of Specimen e After Testing

8/9/2019 333_20


333.20

93

Fig. Tearing o f Column Web Along

Web to F lange

J u n c t u r e

o f

Specimen

8/9/2019 333_20


333 20

Fig Fracture the Heat Affected Zone of the roove Weld

at the Tension Flange of pecimen C

94

8/9/2019 333_20


8/9/2019 333_20


3 3 3 ~ 2

-96

10.

R E

FER ENe

E S

1 . AISC

MANUAL OF

STEEL CONSTRUCTION

SPECIFICATION FOR

THE

DESIGN

FABRICATION

l\TD

ERECTION

OF ST RU CT URAL

STEEL

FOR

B1JILD-

INGS 7th

ed. American

Ins t i t u t e of Steel Construction

1970.

2.

Allan

R. N. and Fisher

J . Wo

BOLTED JOINTS

WTTH OVERSIZE OR SLOTTED HOLES

Journal

of the

Structura l Division ASeE Vol. 94 No. ST9 Proe. Paper

6113

September

1968 p. 2061.

3. ASCE WRC

PLASTIC DESIGN

IN

srrEEL ASeE M NU L 41 2nd

ed

The Welding

Researcll

Council

and

T h e A m ~ r i c a t

Societ T

of

Civ i l Engineers

1971.

4.

AWS

CODE

FOR ~ L D I N G IN BUILDING CONSTRUCTION WS D1.0-69

9th

ed. American

Welding Society 1969.

5.

Basler K.

STRENGTH OF

PLATE

GIRDERS IN SHEAR Journal

of the

Structural

Division

ASeE Vol. 87 No ST7 Froe. Paper 2967

October

1961 p.

151.

Also

Trans.

ASCE Vol. 128 Part

I I

1963

p.

683.

6. Beedle L. S.

PLASTIC DESIGN OF STEEL FRAMES John Wiley and Sons

Inc.

New

York

1958.

7. Beedle L. S. and Christopher R.

TESTS OF STEEL

MOMENT

CONNECT IONS AISC

En.gineering

Journal

Vol.

1 No. October 1964 p. 116.

8.

Beedle

L. S. Lu L.

Wo

and Lim L. Co

RECENT

DEVELOPMENTS

IN PLASTIC DESIGN PRACTICE Journal of

the

Structural

Division

ASCE Vol. 95 No. 8T9 Froe. Paper

6781 September 1969

p.

1911.

9. Bertero V. V. Popov

E P.

and Krawink1er H.

BEAM COLUMN SUBASSEMBLAGES UNDER REPEATED LOADING

Journal

of

the Structural

Division

ASCE

Vol.

98 8T5 Proe. Paper

8915

ay

1972 p. 1137.

10.

Chen

W. F. and Oppenheim I J.

WE BUCKLING STRENGTH OF B E A M T O C O L ~ r n CONNECTIONS Fri tz

Laboratory

Report 333.10

Lehigh

Universi ty Bethlehem

Pa.

September 1970.

8/9/2019 333_20


333.20

11. Chen, F. and Newlin,

D.

E.

COLUMN WE STRENGTII IN STEEL

BEM1-TO-COLUMN

CONNECTIONS

Meet ingPrepr in t 1 5 2 L ~

ASCE Annual and National Environ

mental

Engineering

Meet ing,

St Louis, Missouri, October

l 8 ~ 2 1971.

-97

12. Driscol l , G. C.,

J r

and Beedle, L.

S.

THE

PLASTIC

BEHAVIOR

OF STRUCTURAL MEMBERS

ND

FRAMES Welding

Journal, Vol. 36, NOe 6,

June

1957,

po 275-s.

13. Fielding, D.

J and

Huang, J. S.

SHEAR

IN

STEEL

BEAM-TO-COLUMN

C O m ~ E C T I O ~ S Welding Journal,

Vol. 50 , No.7, July 1971, p. 313-8.

14. Fielding,

D.

J Chen, W. F. and Beedle,

L.

S.

FRAME ANALYSIS ND CONNECTION

SHEAR

DEFORMATION

Fri tz

Labora

tory Report 333.16, Lehigh Universi ty, Bethlehem,

Pa. ,

Jal uary

1972.

15 . Fielding, D. J .

and

Chen, W. F.

STEEL FRAVill ANALYSIS

ND

C 1 ~ E C T I O N SHEAR DEFORMATION Journal

of the Structural

Division,

ASeE, Vol. 99, No.

STI,

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Paper 9481, January 1973, p

16.

Fisher, J .

W. and Beedle,

L.

S.

CRITERIA FOR D E S I G N ~ N G BEARING-TYPE BOLTED

JOINTS,

Journal of

the St ruc tu ra l Div is ion, ASCE Vol. 91, No. STS, Froe. Paper

4511,

October 1965,

p. 129.

17.

Fisher , J W. and Struik J

H. ,A. .

GUIDE TO DESIGN CRITERIA FOR

BOLTED

ND

RIVETED :JOINTS,

Fritz

Laboratory,

Lehigh

University,

B e t h l e h e ~

P a ~

· to

be

published

by John Wiley and

Sons,

i973).

18. Gilligan, J .

A. and Chen,

W. F.

CONNECTIONS State-of-Art

Report

N o 5

Conference

Preprints,

Vol. 11-15,

ASCE-IABS E

International Conference

on Planning

and

Design of

Tall

Buildings;

Lehigh

Univers i ty

Bethlehem,

Pa., August 21-26, 1972.

19. Graham, J D., Sherbourne,

A.

N., Khabbaz,

R. N.

and Jensen,

C. D.

WELDED

INTERIOR BEAM-TO-COLUMN

CONNECTIONS Bulletin 63,

Weldi.ng

Research Counci l ,

Ne\ v

Yorl<:, August ~ ~ - 6 0 . Also,

American

Ins t i tu te

of

Steel

C o n s t r u c t i o n ~ 1959.

20. Hall , W. J and Ne\vmark, N. M.

SHEAR DEFLECTION OF WIDE-FLANGE

STEEL

B E ~ ~ S IN THE PLASTIC RANGE

Trans. ASCE Vol. 122,

Paper

No .

2878,

1957, p. 666.

21.

Hetenyi ,

M.

E MS ON

ELASTIC F O ~ ~ A T I O N

The

Unive rs it y o f Michigan Press,

Ann

Arbor , Michigan,

19460

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22 . Huang

J . S . Chen W.

F. an d Regec

J . E.

TEST

PROGRAM OF

STEEL BEM1-TO-COLUMN

CONNECTIONS

F r i t z

Labora

tory Report 333.15 Lehigh University Bethlehem Pa. July

1971.

23 .

Huang J.

S.

and Chen,

We

Fe

STEEL

BEAM-TO-COLUMN

MOMENT

CONNECTIONS

Meeting

P r e p r i n t

1920

ASCE

National St r uct ur al En g in e er i ng M e e ti n g San Francisco

C a l i f o r n i a A p r i l 9-13

1973.

24 . Kulak., G. L

o

an d Fisher J .W . , .-.

A5 4

STEEL JOINTS

FASTENED

A49

BOLT ,

Journ?-,J.- o f · the

S t r u c t u r a l

D i vi si on

ASCE Vol. 94 No. STlO, P ~ b c . · P a p e r

6163

October 1968 p. 2303.

25 .

Lay M.

G. an d G al am bo s

T. V.

INELASTIC

BEAMS

UNDER MOMENT GRADIENT

Journal

o f

the

S t r u c t u r a l

Division

ASeE

V o l ~

93 No.

STl

Froc.

Paper 5110 February

1967 p.

381.

26 . Mendelson

A.

PLASTICITY: THEORY N APPLICATION The

Macmillan Company,

New York

1968.

27. Popov E. P.

an d

Stephen R. M.

CYCLIC

LOADING

OF

FULL-SIZE STEEL CONNECTIONS Earthquake

Engineering

Research Center

R epo rt 7 0- 3 University of

C alifornia

Berkeley

C alifornia

July 1970.

Also

AISI

B ulletin

21

February

1972.

28. RCRBSJ

SPECIFICATION

FOR

S T R U C T U P ~ L

JOINTS

USING

ASTM

A325

OR

A49

BOLTS Research Council

on

Riveted

an d

Bolted S t r u c t u r a l

J o i n t s

o f the

Engineering

Foundation A pr il 1972.

29 .

Regec J . E .

Huang,

J . S.

and Chen,

W. F.

MECHANICAL

PROPERTIES OF C-SERIES CONNECTIONS

F r i t z L a b o r a t o r y

Report 3330

1 7 Le hi gh U ni ve rs i ty Beth.1ehem,· e April 1972 .

3 0 . Regec J .

E. Huang, J . S.

an d

Chen

W

. . F.

TEST OF A FULLY-WELDED

BEAM-TO-COLUM:N

CONNECTION F r i t z

Labora

tory

Report

333.12 Lehigh U ni versi t y

Bethlehem

F a .

September 1972.

31.

Sherbourne

A.

N.

McNeice

G.

M.

and

Bose S.

K.

ANALYSIS

AND

DESIGN OF COLillm mB S IN STEEL

B E A 1 1 T O C O L U ~ f N

CONNECTIONS Department o f C ivil Engineerin.g Universfty

of W a t e r l o o W a t e r l o o O r l t a r i o C a n a d a March

1970.

32 .

Ste r l ing G. H. an d F i s h e r J . W.

A440

STEEL

JOINTS CONNECTED BY A490 BOLTS Journal o f

the

Struc tu ra l D i v i s i o n ASCE, V o l . 92 No. ST3 F r a c . P a p e r

4845

June

1966 p. 101.

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333 20

335 Struik H Ao

APPLICATIONS OF

FINITE L ~ N T ANALYSIS

NON LINEAR

PLANE

STRESS PROBLEM:S Ph D Disser ta t ion Depa rtment o f Civil

Engineering

Lehigh Universi ty Bethlehem

Pa November

1972

99

333_20

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