ubc_1967_a7 w8
TRANSCRIPT
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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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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
6 4 3 1/4
7 2 1/2 2 1/4 1/4
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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5-Bolt Connections fromMoment Shear Set-up without Applie d Rotati on.
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55.
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64.
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