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SINGLE PLATE CONNECTIONS FOR STEEL BEAMS

by

URS WYSS

B. Eng. Swiss Federal Ins t i tu te of Te chn olo gy, 1963

A THESIS SUBMITTED IN PARTIAL FULFILMENT OF

THE REQUIREMENTS FOR THE DEGREE OF

MASTER OF APPLIED SCIENCE

i n the Department

of

C i v i l Engineering

We accept t h i s t h e s i s as conforming to the

required standard

THE UNIVERSITY OF BRITISH COLUMBIA

APRIL, 1967

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In presenting th is thesis inpartial fulfilmentof therequirements

foranadvanced degreeat theUniversity ofBritishColumbia,Iagree

that dieLibrary shallmakei tfre ely availableforreference and

study. Ifurther agree that permissionforextensive copyingofthi s

thesisforscholarlypurposesmay begrantedby the Head of my

Departmentor by hisrepresentatives. It isunderstood that copying

or publicationofthi s thesisforfinan cia l gain shallnot beallowed

without,my written permission.

Departmentof C i v i l Engineering

The UniversityofB r i t i s h ColumbiaVancouver8 S Canada

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ABSTRACT

Single plate connections fors t e e lbeams,connectedby

high strength bolts to the beam web andweldedto thecolumn,

were investigated todetermine their, behaviour.

Testswereperformed on theconnections i n theabsenceand

i n thepresence ofshear,andshearwasfound not toaffectthe

r i g i d i t y of theconnec tions.

Varying thegauge distance,theweld s i z e , thep i t c hand

thenumberofbolts i n thetest specimens, showed that only

the p i t c h and thenumberofbolts influencedther i g i d i t y

of theconnections. Anincreasei n thep i t c h and thenumberof

bol ts causes anincreasei n ther i g i d i t y of theconnections.

In a l l cases themajor s l i p valuewas greater thanthe

usually assumed value.

Undertheactionofpuremoment thecentreof rotation

was found to be s l i g h t l y abovethecentroid of theco nnection,

whereas undertheactionof moment andshear thecentreofrota tion

was s l i g h t l y belowthecentroid of theco nnection.

Themaximum momentdeveloped by theconnections varied from

45kip-inchesfo r thetwo-bolt connection ,to 355kip-i nches

for thesix-bolt connection.

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i i .

TABLEOF CONTENTS

TITLE PAGE

I - INTRODUCTION 1

Scope

Advantages of the New TypeofConnection s

Aim of the Investigation

EarlyWork

Method of Investigation

II - DESCRIPTION OFTESTS 5

1. PureMoment Set-up

TypeofConnections Investigated

Description ofApparatus

Description of Tests

Observations

Moment-Rotation Curves

2. Moment Shear Set-up

TypeofConnections Investigated

Description ofApparatus

Description of Tests

a) Without Appl ied Rota tion

b) With Appl ied Rota tion

Observations

Shear D e f l e c t i o n Curves

Moment-Rotation Curves

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i i i .

TABLEOF CONTENTS (Cont'd)

TITLE PAGE

III -ANALYSISANDRESULTSOFTESTS 28

1. Capacityof theConnections

Definitions

S l i p Values

2. R i g i d i t y of theConnections

Definitions

Semi-Rigid Connection Fact ors from Pure

Moment and Moment Shear Set-up

3. Influenceof theDifferent Variables

on theRigi dity

4. CentreofRotat ion

IV-DERIVATIONOFTHEORETICAL CAPACITYAND 35

RIGIDITYOF THE CONNECTIONS

1. T h e o r e t i c a l Capacity

Derivation

Comparison with Experiments

2. Discussion of Rigidity

Approximation of

Rig idity

Comparison with Experiments

V- CONCLUSIONS 40

BIBLIOGRAPHY 42

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I V .

TABLEOF CONTENTS (Cont'd)

TITLE PAGE

APPENDIX"A" 44

Moment-Rotation Curves from PureMoment

Set-up

APPENDIX"B" 50

Shear-Deflection Curves fromMoment Shear

Set-up without Applie d Rotat ion

APPENDIX"C" 56

Moment-RotationandResultant Bolt Force-

Resultant Displacement Curves fromMoment

Shear Set-up with Appli ed Rotat ion

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LIST OF TABLES

TABLE PAGE

I Summary ofConnections Tested 4

II Summary of Failures 22

III Maximum Bolt ForcesatMajor Slip 31

IV Semi-Rigid Connection Fac tor s 33

V Centres ofRota tion 34

VI T h e o r e t i c a l Capacityof

Connections 35

VII ComparisonofSemi-Rigid Connection

Factors

38

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v i .

LISTOFILLUSTRATIONSAND PLATES

FIGURE PAGE

1. Single Plate Connectionfo rS t e e lBeams 3

2. T y p i c a lMoment Rotation Curve f o rSemi-Rigid 3

Connection

3. Test Specimens 4

4. PureMoment Set-up 6

5. T y p i c a l

Moment Rotation Curves from Pure

12

Moment Set-up

6. Moment Rotation Curves from PureMoment Set-up 13

7. Moment Shear Set-up 16

8.. T y p i c a lShear D e f l e c t i o nCurves fromMoment 25

Shear Set-up withoutAppli ed Rotati on

9. T y p i c a lMoment Rotation Curves fromMoment 27

Shear Set-up with Applied Rotation

10. CentreofRotation 34

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v i i .

LISTOFILLUSTRATIONSAND PLATES (Cont'd)

PHOTO PAGE

1. Test Specimen Mounted on the Beam i n the 8

PureMoment Set-up

2. PureMoment Set-up i n theTin ius Olsen 8

Testing Machine

3. PureMoment Set-up. Showing the 21 WF 62 9

Beam with theTest Specimen and the

D i s t r i b u t i n g Beam.

4. Test Specimen Mounted i n the Moment Shear 18

Set-up

5. EndView of the Moment Shear Set-up Showing 18

End Frame with Load C e l l s andHyd raulic

Jacks at Top

6. Typ ic al Test Specimen f o r the Moment Shear 23

Set-up Showing theDeformations a f t e rthe

Test

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v i i i .

ACKNOWLEDGMENT

The author wishes toacknowledge g r a t e f u l l y thevalu able

aidandguidance affordedbyhis advisor, ProfessorS.L.Lipso n,

throughout theentirework coveredi nthis thesis.

Acknowledgmentandthanksarealsodue toa l ltheC i v i l

Engineering'Department Technicians for their assistance throughout

the experiments. ToMessrs.P.Demco,F.ZurkirchenandJ . Sharp

for their assistancei nperforming experiments; to Mr. W. Schmidt

for hi s aidi nsetting upelectronicsequipment.

S p e c i a l acknowledgmenti salsodue toMissL.Cowdell

forhervaluable aidi n thetypingofd r a f t copies.

This post-graduate studywassponsoredby theCanadian

I n s t i t u t eofSt eel C onstru ction.

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1.

1 I N TRO DUCT IO N

Scope.- This thesis covers the behaviour of singleplate

connections forsteelbeams,connected by high strength bolts

to thebeamweb and welded to thecolumn, (see Fig. 1)

Advantagesof t h i sTypeof Connections.- Comparedwith the

riveted or bolted standard, double angle, connections as they

arerecommendedi n theManualof SteelConstruction by the

A.I.S.C.and C.I.S.C.,the singleplate connections with high

strength bolts aremoreeconomical for the following reasons:

1. In the case of high strengthbolts of the f r i c t i o n type,

bearing stress i s not the governing factorfor thenumber

of bolts, and for the thickness of the connection plate>

as i t i s fo r the double angle connections.

2. Easyerection con dit ion s: the connection platew i l l be

shopwelded to thecolumnand f i e l d bolted to thebeam web.

Connecting thebeami n the f i e l d would be very simple.

Aim of the Investigations.- The behaviour and the features

of the singleplate connections forsteelbeamshave been

investigatedunder different conditions and variables.Qf

specialInterest are the capacity and r i g i d i t y of these

connections.

EarlyWork.- In the 1930's,C. Batho and H.C. Rowanin

1 2Great B r i t a i n , and J.C. Rathbuni n the United States conducted

tests to f i n d a relationshipbetweenthemomentapplied toa

riveted connection and the corresponding rotation.

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2.

A series of tests tocompare the r i g i d i t y ofwelded and

r i v e t e d connections were conducted by CR. Young and K.B. Jackson

3

i n 1934 i nCanada . J.L. Brandes and R.M. Mains reported tests4

ofwelded top- plat e and seat connections i n 1944 . A progress

report, pub li sh ed i n 1947 by theAmerican I n s t i t u t e of Steel

Construction, recommended that a dependable percentage of restraint

of se ve ra l types of semi-rigid connections could be used in

design^.

A l l this experimental rese arch has been undertaken to study

the behaviour of such connections, and to investigate the

p o s s i b i l i t y of including their e l a s t i c r e s t r a i n t i n the design

of s t r u c t u r a l framework. The findings of these research groups

indicate that an approximate linear relationship exists within

a s p e c i f i c regionbetween the appliedmoment and the relative

rotation of thebeam and column, as shownin Fig. 2.

Method of Investigation.- The single plate connections

for s t e e lbeamshave been testedunder three d i f f e r e n t conditions,

i n order to investigate,t h e i r behaviour completely:

1. In the "PureMoment Set-up" each connection was sub jected

to apure bending moment i n the absence of shear.

(see Fig . 4)

2. In the"Moment Shear Set-up" the same connections were

tested under r e a l i s t i c beam end shears and rotations,

(see F i g . 7)

3. In the same"MomentShear Set-up" the connections were

tested also i n the presence ofbeam end shears, but under

very small rotations only.

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Fig. 2 -TypicalMomentRotationCurvefor Semi-Rigid Connection.

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4.

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Fig. 3 - Tes t Specimens

*4

A. ForPureMoment Set-up

B. For Moment Shear Set-up

Series Method X y Size

No. Tested in. in. of

Weldin.

1 PureMoment 2 1/2 3 1/4

2 1 3/4 3 1/4

3 1 3/4 2 1/4 1/4

4 Moment Shear 2 1/2 3 1/4

5 no rotation 1 3/4 3 1/4

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8 1 3/4 2 1/4 1/4

9 Moment Shear 2 1/2 3 1/410 with rotation 1 3/4 3 1/4

11 2 1/2 3 3/16

12 2 1/2 3 1/4 one side

TABLEI -SUMMARYOF CONNECTIONS TESTED

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11DESCRIPTION OF TESTS

1. PureMoment Set-up

TypeofConnections Inve stig ated .- Thetype of connections

investigated were s i n g l e plate connections fors t e e lbeams a

shown i nF i g .1. Thev a r i a b l e swere the number ofb o l t s ,the

gauge distanceand thep i t c h ; they varied as shown i nTableI.

Each series consistedof f i v e specimenswith d i f f e r e n t numbers

of b o l t s , from two bolts tos i x ,i n c l u s i v e . Thethicknessof

the connection plates was 1/4 i n .fo ra l lspecimens and the

size of the f i l l e t weldswas 1/4 i n .f ora l l cases except s e r i e s 11

The b o l t s employed i na l ltestswereA.S.T.M.A-325 high

strength b o l t s . Each b o l t was tightenedto a torqueof 356 f t . lbs

using a c a l i b r a t e d torquewrench.

D e s c r i p t i o n ofApparatus.- Inorder toobtainthemoment

r o t a t i o n c h a r a c t e r i s t i c s of theconnections under theactionof

pure bending and no shear, thetest specimens (seeF i g .3A and

Photo #1) were mounted i n themiddle pf asymmetrically loaded

simplebeam. Two shortwide flange sections(21 WF 62) were

bolted toeach sideof thetest specimen, which consistedof

two 1/4 i n . connection-plates,welded on e i t h e r side to a 1 i n .

intervening plate.

The beamwas placed on the bed of the 200,000 l b . capacity

Tinius Olsen testingmachine,and was supported onhigh rocker s

at e i t h e r end. Thebeamwas then symmetrically loaded, l ' - 6 "

on e i t h e r sideof theconnection c entrebymeansof a distributing

beamandrockers. (seeF i g . 4andPhoto#2,#3)

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6.

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2-Bol t Connections from Moment Shear Set-up without Applied Rotation.

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53.

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54.

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UBC_1967_A7 W8