CIVIL ENGINEERING STUDIES ~~~'I /1:56 STRUCTURAL RESEARCH SERIES NO.156

AN INVESTIGATION OF RIVETED AND BOLTED

COlUMN-BAS:.E AND BEAM-IO-COLUMN CONNECTIONS UNDER SLOW AND RAPID LOADING

By D. McDonald

A. Ang

and

J. M. Massard

Final Report to RESEARCH DIRECTORAT::

AIR FORCE SPECIAL WEAPONS CENTER Air Research and Development Command

Contract AF 33(616)-3780 Project 1080 Task 10803

UNIVERSITY OF ILLINOIS

URBANA, ILLINOIS

FEBRUARY 1958

.lID BEAM-TO-COLllMB COIBECfIOBS mIDER

SLOW ABO RAPID LOADIl'll

by

D. McDonald

A. Ang

and

J. K. Massard

University of Illinois

Department of 01 vil Engineering

Trebruary 1958

RESEARCH nmECTORATE Am FORCE SPFmE WElPOllS CEllTE

Air Research and Development Command Kirtland Air Force Base, New Mexico

Project Task Contract

: lOS0 10803

: AF 33( 616)-3780

Approved:

.lFS~m-58-5 .AFSWP 1067 AD 144531

mIC H. liUG Chief structures Division

ABSTRA.CT

This report contains a description of slow and rapid load tests

of riveted and bolted column-base and beam-to-column connections, and the

results which were obtained. Measurements of load, deflection, strain,

and acceleration were taken in order to evaluate the resistance charac-

teristics of the connections.

The small number of specimens and variety of connection types

limited the scope of the investigation. The tests clearly indicated that

the rate of deformation had an effe~t on the resistance of the connection;

rapidly deformed specimens had a greater resistance at a given deflection

than those tested slowly. In these tests, the type of fastener, rivet or

high strength bolt, had little effect on the moment-rotation characteris-

tics of the connections studied. With respect to the evaluation of

specific moment resistance characteristics of connections subjected to

rapid loading, this limited pilot study served only to indicate the nature

of the resistance function which could be expected for connections of the

type te s ted.

Also presented in this report is a procedure for evaluating the

resistance of a frame with semi-rigid connections as it is loaded into the

inelastic range. The method of analysis is such that the resistance charac-

teristics of the connection, as well as that of the members, are taken into

consideration. The method is of particular interest from the research stand-

point since strain hardenin~ is included.

FOR THE COMMANDER:

PUBLICATION REVIEW

This report has been reviewed and is approved.

. ~ '~-------. ~G L. BRANCH

Colonel] US.AF Deputy Commander

AN INVESTIGATION OF RI~lETED AND BOLTED COLUMN-BABE AND BEAM-TO-COLUMN CONNECTIONS UNDER

SLOW AND RAPID LOADING

CONTENTS

10 INTRODUCTION

101 Object and Scope o 6 o 0 0 '0 0 0

l02 Results and Conclusionso

Background 0 0 0

Acknowledgment 0

20 PRELIMINARY INVESTIGATION

201 Comments ? •

202 Conclusions.

30 A METHOD FOR DETERMINING THE RESISTANCE OF FRAMES WITH SEMI-RIGID CONNECTIONS WHEN SUBJECTED TO I~~LASTIC DEFORMATION

301 Introductory Remarks 0 0

302 Notation 0 . . a 0 •

303 The Analytical Method 0 "

304 Examp1e~ Multi-Story, Multi-Bay Frame With Semi-Rigid Connections 0 0 0 0 0 0

4-0 SLOW AND RAPID TESTS OF RIVETED AND BOLTED COLUMN - BASE AND BEAM-TO-COLUMN CONNECTIONS

Testing Apparatuso

4 0 101 Loading and Straining Apparatus 0

401~2 Instrumentation and Calibration 0

402 Column-Base Connection Tests 0 0 0

40201 Testing Program 0 0 0 0

40202 The Results of Column-Base Testso 0 0

iii

1

4

6

7

9

9

11

12

13

23

23

24

27

27

28

CONTENTS (Continued)

Beam-To-Column Connection Testso

40301 Testing Program 0

40302 Results of Testso 0

Comparison of Resistance-Deformation Characteristics 0 0

Determination of Resistanceso

iv

29

29

;0

;0

;0

40402 Comparison of Resistance-Deformation Characteristicso ~ 32

40403 Empirical Relationships for Slow Deformation Testso 0 0 33

405 Comments on Connection Behavior and Material Propertieso

BIBLIOGRAPHY 0 0 0

APPENDIX A~ Recorded Data From Connection Testso

APPENDIX B~ Photographs of Specimens After Testing

35

37

76

127

LIST OF TABLES

10 Computation of Resisting Moments for Example Problem 0

20 Summary of Column-Base Connection Te:sts 0 0

3ao Summary of Beam-To-Column Connection Tests 0 0

)bo Summary of Beam-To-Column Connection Tests 0

v

44

59

60

61

4"

LIST OF FIGURES

Moment-End Slope Relationships for WF Sections of ABTM A-7 Steel (for Member with Contraflexure)

Moment-End Slope Relationships for WF Sections of ASTM A-7 Steel (for Member with Contraflexure)

Moment-End Slope Relationships for WF Sections of ASTM A-7 Steel (for Member ~thout Contraflexure)0

Assumed Moment-Rotation Relationship for Beam-to-Column Connections 0 0 0 0 0

Assumed Moment-Rotation Relationship for Column-Base Connectionso 0 0 0 0 0 " 0 0 0

General View of Testing Apparatuso 0 0

View of Instruments and Pressure Panel 0

View of Axial Loading and End Reaction Systemo "

Schematic Drawing of Testing Arrangement for Column-Base Connections 0 " " 0 0 0 0

Details of Column-Base Connections

006000·0

90 Schematic Drawing of Testing Arrangement for

vi

39

40

43

48

50

51

52

Beam-to-Column Connections 0 0 0 0 0 0 53

9ao Details of Beam-to-Column Connectionso 54

lOao Wiring Diagram for SR-4 Strain Bridges--Column-Base Connect"ions 0 55

lObo Wiring Diagram for SR-4 Strain Bridges--Beam-to-Column Connections 0 0 0 0 0 0 0 " 0 0 " 0 0 " 0 0 56

110 Wiring Diagram for Deflection Gageso 0 57

120 Schematic Drawing of Axial Load Tie Rod System 0

Measured Lateral Resistance Versus Midspan Deflection of Column-Base Connections CBl and CB2 0 0 0 0 0 0 0 0

Measured Lateral Resistance Versus Midspan Deflection of Column-Base Corillections CB3 and CB4 0 0 0 0 0 0 " 0

Measured Lateral Resistance Versus Midspan Deflection of Column-Base Connection CB60 " 0 0 0 " 0 0 0 0 0 " 0

58

64

vii

LIST OF FIGURES (Continued9

Measured Lateral Resistance Versus Midspan Deflection of Column-Base ConnectiorE CB7 and cBB. • • .. • 0 0 •

17. Measured Lateral Resisting Moment Versus Rotation of Column-Base Connections CBl and CB2:. · 0 0 · 0 0 0 0 · . 0 0 · 0 0 66

18. Measured Lateral Resisting Moment Versus Rotation of Column-Base Connections CB3 and CB4. · 0 · · 0 . 0 · 0 · o " 0 0 0 67

19· Measured Lateral Resisting Moment Versus Rotation of Column-Base Connection CB6 0 0 0 0 0 · . · · 0 . 0 0 0 0 0 0 · 0 0 68

200 Measured Lateral Resisting Moment Versus Rotation of Column-Base Connections CB7 and cBB. 0 0 · 0 0 · . 0 0 69

21. Measured Resisting Moment Versus Beam Rotation of Beam-to-Column Connections CTBS and CTBR 0 0 · · · 0 0 0 0 0 0 10

22. Measured Resisting Moment Versus Beam Rotation of Beam-to-Column Connections CTRS and CTRR 0 0 0 0 0 0 0 0 0 0 0 71

23. Measured Resisting Moment Versus Beam Rotation of Beam-to-Column Connections CWBS and CWBR · 0 0 0 0 0 · . 0 0 0 72

240 Measured Resisting Moment Versus Beam Rotation of Beam-to-Column Connections CWRS andCWRR · 0 · · · 0 0 0 · 0 0 73

25. Meas~ed Resisting Moment Versus Beam Rotation of Be~-to-Column Connections CFBS and CFBR 0 0 0 0 · 0 0 0 0 .. 0 74

26~ Meas~~ei Resisting Moment Versus Beam Rotation of Bea=-:0-Column Connections CFRS and CFRR 0 0 · 0 0 0 0 0 0 0 0 75

AN INVESTIGATION OF RIVETED AND BOLTED COLUMN-BASE AND BEAM-TO-COLUMN CONNECTIONS UNDER

SLOW AND RAPID LOADING

lb INTRODUCTION

1.1 Object and Scope

The investigation performed at the University of Illinois under

Contract AF 33(616)-3780 was concerned with the performance of tests and

analyses to obtain information pertaining to the behavior of riveted and

bolted column-base and beam-to-column connections when subjected to knO"WIl

static and transient dynamic loadings that produced extensive inelastic

deformations.

Little work has been done in this field; a brief review of the

literature on frame type connections revealed very little in the way of test

data or methods of analysis by means of which the moment-deformation

characteristics of riveted or bolted connections could be estimated with

fair accuracy. Essentially nothing was known concerning the resistance of

connections under rapid loa~ng conditionso

The moment resistance of connections is of great importance in

studies of building response in which inelastic behavior is consideredo

Commonly, in limit analyses, the connections are considered to be rigid,

ioeo} capable of transmitting the resisting moment of the attached frame

member 0 Under such conditions the 1Vp l astic hinges IV are assumed to form in

the members at critical sections, i.eo, at points of maximum moment; these

occur at load points or pOints of structural discontinuity~ The order of

formation of hinges is dependent on the magnitude of the moment and the

moment resistant capacity of the member at the critical section; moreover,

2

as the applied load and thereby the moment at a connection increases, the

hinge will form in the weaker of the two components, either the connection

or the beamo Thus, it should he clear that connections are critical items

in ~nelastic analysis and design, since they often occur at points of

maximum moment, and in general always represent a point of structural

discontinuity 0 In steel frame structures, connections are of two general

types) namely welded and riveted or boltedo Properly designed welded

connections may realistically be assumed as rigido Riveted or bolted

connections may be of various designs, of which the types studied in this

investigation are typical 0 In general, such connections may be classed as

rigid, semi-rigid, or flexible. Actually, the so-called rigid type of

riveted or bolted connection may not be extremely rigid; this of course

depends on the particular designo In studying the response of structures

with riveted or bolted connections, it is necessary to know the resistance

characteristics of the connection as well as those of the connected members.

At a point of junction, the plastic hinge will form in (a) the member or (b)

the connection, whichever has the lesser resistanceo Normally the connec­

tion would have the lesser resistance and this is the item under study in

this program 0

A brief study was made of the accuracy with which the maximum

resistance and deformation of such connections could be determined using

extreme simplificationo This is discussed in Section 2 of this report 0

In studying the response of steel structures, it is common to

neglect the strain hardening effect which occurs following yielding; the

effect of strain hardening is to increase the resistance. Such an assump­

tion simplifies the analysis in that it permits one to assume a constant

3

level of moment resistance in the inelastic range 0 In most applications,

approximations of this nature are justified and lead to engineering results

of the desired accuracyo However, in research studies it is often desirable

to consider the effect of strain hardening (or alternately, the effect of a

decreasing resisting function following the peak resist~e)o As another

phase of the present investigation the method presented under Obntract

AF 33(616)-170 for determining the resistance of steel frame structures to

inelastic deformation17* was extended to include the effect of inelastic

deformation of the connections (as might be typical of semi-rigid connec­

tions)0 This work is presented in Section 30 It should be emphasized that

this particular portion of the study should be considered primarily as a

research tool, and is not well adapted for general structural analysis

purposes 0

Since the analytical determination of the resistance-deformation

characteristics of riveted or bolted column-base and beam-to-columri

connections of the usual complex form seemed a hopeless task, the major

objective of the investigation conducted at the University of Illinois under

Contract AF 33(616)-3780 was to obtain experimental information pertaining

to the behavior of such connections as they respond to slow and rapid load­

ingso To provide this information, ten sets of connection specimens were

tested; four sets were of the column-base type and six sets were of the

beam-to-column type 0 Each set contained two matching specimens, one of

which was tested with a slowly applied lateral load, and the other with a

rapidly applied lateral loado In addition to the lateral load, the column­

base connections were subjected to a relatively constant thrust applied

* Numbers refer to entries in Bibliography

initially along the axis of the l1columnsll. In these tests a double canti­

lever arrangement was used in which two beams were framed into a center

loading stub by means of the connections to be testedo

1.2 Results and Conclusions

4

1. In order to more realistically study the response of structures

in the inelastic range, it is necessary to know the resistance characteristics

of riveted and bolted connections under both statically and rapidly applied

loads. Specifically, a knowledge of the moment resistance characteristics

of the connections as well as those of the attached members is required in

order to realistically evaluate the hinge formation in inelastic analysis or

design studies. The small number of specimens and variety of connection

types limited the scope of the present investigation. As a result, rather

than indicating general relationships which could be used for estimating the

resistance of various types and sizes of connections subjected to rapid

loading, this pilot study served to indicate the nature of the resistance

function which could be expected for connections of the type tested. This

in itself is of considerable value since no results were previously available;

moreover, such information "Will prove extremely useful in future investiga­

tions. The more definite conclusions resulting from the study are listed

belowo

2. The rate of deformation had a definite effect on the resist­

ance of the connections tested in that those specimens deformed rapidly had

a greater resistance at a given deflection than those tested slowly 0

,. The relative dynamic increase of the moment resistance is

greater in the beam-to-column connections than in the column-base

connections.

40 The dynamic increase in resistance was greater in the more

flexible connections 0

5

50 The type of fastener, rivet or high strength bolt, had little

effect on the moment-rotation characteristics of aconnectiono The maximum

resistance of the connection was affected slightly, and the mode of failur·e

was affected to the extent that several rivets failed but no failures

occurred in ~igh strength boltso

60 In the column-base connections tested, the behavior was

governed by the anchor bolts and deformation of the angles used as the col­

umn connectiono The type of fastener between the angle and column was of

little importance 0

7. The failure process of connections in which the angles were

the weakest components was terminated in several cases by brittle fracture

of the angle under either slow or rapid loadingo However, these failures

were obtained only after much inelastic deformation with consequent

VVexhaustionlf of ductility in the critical angle itself, so that the energy

absorbed by the connection was reduced little if any over that absorbed by

similar specimens in which no terminal brittle fracture occurred. The

ifshear lipl1 associated with the brittle fracture was large, usually covering

about ten percent of the cross sectiono

80 A method of analysis is presented by means of which the

resistance of frames having non-rigid connections can be determined for all

deformations including the range of strain hardeningo . Although the method

is completely general in nature, it is believed its primary usefulness is

limited to research applications.

10 3 Background

A search of the literature reveals field tests of riveted beam

connections as far back as 19051 , Also some analytical work has been done

in the prediction of the moment-rotation characteristics of connections7,S

and methods of estimating the ultimate moment resistance?o An excellent

6

bibliography is given in reference (9) for those interested in pursuing this

study :fUrther 0

As regards studies pertaining to column-base connections, direct

pull-out tests of anchor bolts set in concrete 5,16, as well as compression

tests of column bases have been reported2,3 o However, very little experi-

mental work has been reported on the behavior of column-base anchorages

subjected to moment as well as direct force 0 The available analytical

information seems to be limited to equations derived for one general type of

~ h 12 COl..umn anc orage 0 These can be used to determine the maximum value of the

resisting moment and the minimum rotation at that moment 0 Also, a procedure

is outlined by means of which a few points on the moment-rotation curve can

be obtained,

Some analytical work concerned with the behavior of structures

under transient loading has been done using practicable assumptions concern­

ing the resistance of the structures or structural elements consideredlOJ1~14o

Also, some experimental investigations of the behavior of structures and

their components have been accomPlished15,19,20, although the major portion

of such work has been laboratory studies of small-scale specimens or field .

tests of full-scale structuresl1, most of the results of which are classUled

under Uo So Government Security regulationso It is believed that the tests

described in this report are the first transient loading tests of structural

connections.

7

104 Acknowledgment

The work described in this report was performed by staff members

of the University of Illinois in cooperation with the Blast Effects Group,

Wright Air Development Center, now the structures Division, Research

Directorate, Air Force Special Weapons Center, Department of the Air Force,

under Contract AF 33(616)-37800 The project was conducted in the structural

Research Laboratory of the Department of Civil Engineering under the general

direction of No Mo Newmark, Professor of Civil Engineering and Read of the

Department 0 The Project was under the direct supervision of Jo Mo Massard,

Research Assistant Professor of Civil Engineeringc

The preliminary studies were made by Wo Egger, Research Associate

in Civil Engineeringo Ao im.g, Research Assistant in Civil Engineering, was

responsible for the analytical procedure for determin~ng the inelastic

resistance of frames having semi-rigid connectionso This formed a part of

his M. So dissertation180 Do McDonald, Research Assistant in Civil

Engineering, had the direct responsibility for the experimental work on the

column-base and beam-to-column connectionso The column-base tests were used

by Mro McDonald as the basis of his Mo So dissertation190 Ro Fo WOjcieszak,

Research Associate in Civil Engineering, aided the performance of the

project generallyo His assistance was especially valuable in the perform-

ance of tests and interpretation of test datao The instrumentation used was

the responsibility of Vo Jo McDonald, Associate Professor of Civil

Engineering, and his assistants 00 Ho Ray, Instrument Maker, and Ho Ho

Dalrymple, Laboratory Techniciano

8

In addition to the persons named above, the assistance of the per­

sonnel of the Civil Engineering Shop, and student assistants, particularly

H. Ao Mitchell, is gratefully acknowledged.

Certain portions of the final report were revised and edited by

w. Jo Hall, Associate Professor 'of Civil Engineering.

20 PRELIMINARY INVESTIGATION

201 Comments

The complexity of a typical riveted or bolted connection in both

construction and function precludes the possibility of accurate analysiso

9

In the so-called elastic range the performance of the connection is governed

by, and} in fact, depends upon residual stresses which are largely indeter­

minateo In the range of ~nelastic deformation residual stresses may no

longer be important but complex forces associated wi th'c the "large deformations

act upon the components of the connectiono Attempts have been made by many

investigators including the project staff at the University of Illinois to

compute maximum resistance and deformation of such connections assuming

extreme simplification of the manner in which the connections resist deforma­

tiono The accuracy obtainable by such procedures is mainly dependent upon

the experience and judgment of the Ii analyst!V, but in most cases is no more

than sufficient to indicate limiting values useful in designing specimens

and the associated testing apparatuso Since the studies made at the

Universi ty 0:' Illinois were based upon arbitrary approximations which could

not be ~eju:e~ easily to generally applicable form, the prodecures used and

the rescl :,~. ::: ':: :Lined are not presentedo It is sufficient to say that the

usefulD.e s: ,-,:' .-:'::::: r.:. computations in determining structural behavior is very

limited ~i~:: :~~plete resistance-deformation characteristics are not

obtained.

2.2 Conclusions

It was evident from the preliminary study that information

concerning the resistance-deformation characteristics of riveted or bolted

10

column-base and beam-to-column connections can best be determined from

empirical relationships based upon reliable test datao Therefore, it was

decided that TYanalysisH associated with connections tested under Contract

AF 33(6l6)-3780 would be limited to determination of empirical relationships

of the form proposed by Professor Johnston and his associates12, and that,

for conditions of rapid loading and deformation, an attempt would be made to

obtain modifications of these relationships necessary to take into account

the increased rate of deformation a

30 A METHOD FOR DETERMINING THE RESISTANCE OF FRAMES WITH SEMI-RIGID CONNECTIONS WHEN

SUBJECTED 'ill INELASTIC DEFORMATION

301 Introductory Remarks

A method for the analysis of frames with rigid connections

subjected to inelastic deformation into the range of strain hardening was

presented in a Technical Report prepared under Contract AF 33(616)-170170

In this section, an extension of the method to include the effect of non-

11

rigid inelastic connections will be describedo Only the essentials of the

basic method are described here; for a discussion of the assumption and

limitations associated with the prodecure, the reader is referred to the

original report mentioned aboveo

The procedure can be used for determining the resistance of frame

structures composed of elements having individual resistance-deformation

characteristics of any monotonically increasing form that can be d~:st!ribed

graphic ally 0 The resisting moments which correspond to a given set of

displacements of the ltloaded?V joints in a structure are found by means of a

modified Ilmoment distributionH procedure made convenient by use of moment-

end slope curves for the individual members and moment-rotation curves for

the semi-rigid connectionso After the compatible set of resisting moments

have been obtained, the corresponding set of loads required to produce the

particular jOint displacements are computed 0 By solving a set of such prob-

lems, load-joint displacement relationships can be obtained for a range of

loads, or conversely, for a range of displacements 0

For use with the procedure, resistance-deformation relationships

are required for each of the structural elements of the frame under

considerationo In Figso 1 and 2, which are reproduced from Reference (17),

are presented dimensionless moment-end slope curves representing with an

error of less than ± 3 p.ercent these characteristics for all wide flange

beams and columns made of a lYtypicar! AS'IM A7 steelo The derivation of

these moment-end slope curves was based upon the following assumptions~

10 The members are prismatic, and there is no change in shear

along the length of any membero

20 Only flexural stresses are considered in the computation of

the moment~curvature relationshipso

30 Clockwise end moments are positiveo

40 An end slope is positive if the rotation is in the same

direction as the momenta

50 Relative lateral displacements of entire members can be

described in terms of an angle change times the original

length of a membero

12

In Figs. 3 and 4, reproduced from Reference (18)) are given,

respectively, the moment-rotation relationships for the beam-to-column and

column-base connections which will be used in the example problem used in

this text a

302 Notation

The following notation has been used in this section~

Superscripts~ ij designates the member considered

c designates connection considered

Subscripts~

o designates a quantity used as the

reference value in a problem

e designates elastic limit condition

fp designates fully plastic condition

ij designates end i of member ij

13

Sectional Properties

Loads

Stress

I moment of inertia about the centroidal axis of

the cross section . 4 - lno

d overall depth of structural section - ino

S = section modulus (II d/2) - in0 3

P applied lateral load - kips

M total moment at a section - kip ft

Mij elastic limit resisting moment of member ij e

Mij fully plastic resisting moment of member ij fp

Mji total moment at end j of member ji

c Mo. = moment of the connection at j of member ji Jl

cr static yield stress of the material - ksi e

Deformation

eij total angle change along the full length of mem-

ber ij - rado

eij elastic limit angle change of member ij e

eO = elastic limit angle change of a particular member e

used as a standard unit of rotation in a problem

~ji end slope at end j of member ji - rado

~ji rotation of the connection at j of member ji

303 The Analytical Method

The assumptions underlying the method of analysis are as follows~

10 The relationships between the external forces acting upon a

structural element and its pertinent deformation can be presented in a form

similar to Figs 0 1, 2, 3 and 40

14

20 External loads are assumed to be concentrated at the joints

and are always increasing 0 There are no loads at intermediate points of any

member 0 (A load could be applied at an intermediate point on a member by

considering that point as a jointo)

30 For a rigid joint, full continuity at the joint is maintained;

thus the moment up to and including the ultimate moment can be transmitted~

For a semi-rigid joint, the moment-rotation characteristic of the connection

must be defined up to and including the ultimate moment; the rotation of both

the connection and the member must be considered at a jointo

Moment distribution as used in the analysis of linearly elastic

structures is based upon the principle of superposition, and the stiffnesses

and carry-over factors used in the distribution process are constant for

each membero In inelastic structures, however, the application of super-

position is restrictedo Moments can no longer be added or subtracted

indiscriminately; a correct direction of moment must be known; ~d the stiff-

nesses and carry-over factors must be those corresponding to the final end

moments 0

As an alternative procedure the moment, Mo., at the near end of a Jl

flexural member, can be found that will produce the required rotation, ~ji'

at the near end, with a given or assumed far end momenta In addition to

this, compatible resisting moments and deformations of the connections must

be determined so that in the final solution, equilibrium of forces and

moments, and physical continuity have been obtainedo In order to use the

procedure outlined here, the direction of the end moments must be known; the

direction of the end moments acting on a member determines whether Figo 1 or

Figo 2 is to be used for obtaining the end slopeo

There are perhaps many possible ways to proceed in the solution

of a problem of this typeo One of these will be described with reference

to the following sketch 0

3 5

2-+~----------~~~-p-------p----------__ ~ ______________ ~6 B

1 4

In this illustration (as in the example problem to follow) the

columns are assumed to be continuous, so that no concentrated rotations

occur in the columns themselves at the intermediate floor connectionso

15

At th~ start of the procedure, magnitudes of the far end moments,

~, MlA, M2A, and M3A are assumed or knoiNIlo The moments MAE' MAl' MA2, and

MA3 are determined by trial and error from the moment-end slope relation­

ships of the members and the moment-rotation relationships of the connections,

c so that at A the end rotations are equal; that is, CPA3 = CPAl = CPA2 + CPA2 =

c Cj)_A"R + CPp..B and in addition the moments must be in equilibriumo The procedure

is carried out to every joint until moment convergence to within the desired

accuracy has been achieved.

An example of the method applied to frames with inelastic connec-

tions follows 0

304 Example~ Multi-Story, Multi-Bay Frame with Semi-Rigid Connections

The same problem used in Example B of Reference (18) will be

solved considering that the joints are semi-rigid and have the moment-

rotation relationshiPs for beam-to-column and column-base connections given

in Figso 3 and 4 respectively~ These moment-rotation relationships are

assumed for purposes of illustration onlyo For convenience, the moments and

rotatiorts are expressed, respectively, in terms of Mfp and Be of the con­

nected members-o'

P2 D G

l4MF63 14wF63 -.~

0\

~ 0

6 I -r-l I.!"\

r-l Pl ~

14wF84 l4wF84 14wF84

17

Properties of Members:

I S Shape Factors

14wF84: 92804 ino 4

1::D 0 9 in,,' 10107

14wF63: 72401 inc 4 103,,0 inc 3 1.113

lOWF89: 54204 in. 4

9907 ina 3 1.146

Using cr = 32 ksi, the M and Mfp are: e e

M M:rp M:rp/M~ e,; (kip-in. ) (kip-inc)

14wF84: 4,18808 4,640 10268

14wF63: 3,29600 3,670 10003

lOWF89: 3,190.,4 3, 660(reference) 1,,000 --

the elastic limit angle changes, e , as used in Figso 1 through 4 are e

illustrated belowo

18

The elastic limit angle changes (e ) for the members used in this il1ustra­e

tion are computed belowo

4,18808 x 25 x 12 _ 2 x ;0,000 x 92804 - 00023 rado

= 3,29600 x 25x 12 0 023 d 2 x 30,000 x 72401 = 0 . ra 0

e lOWF89 (15') e

eo 3,19004 x 15 x 12 e 2 x 30,000 x 54204 = 00018 rado (reference)

Given: .6.AB = 205ft; b.AC

A F J

Deflected Structure and Direction of Moments

(All connections are semi-rigid or hinged as indicated)

L

19

The displacement angles Vl and t2 corresponding to the given displacements

may be expressed in terms of eO as follows~ e

where,

2 7 4 eO '2 = 15 = D 1 e

The assumed end moments (in terms o~ M~) are given in the first

line of moments (nearest the member) in the figure on page 21. From these

the l~correctH moments are determined by trial and error iteration with the

use of Figso la or Ib and Figso 3 and 4; the iteration procedure is illus-

trated in Table 10

Joint A is arbitrarily chosen as the starting pointo The end

moment, MAE' as shown, is assumed to be 10;D M~ = 10;D ~ 0 From Figo la

orlb, the end-slope cp .. = crAB corresponding to Mo. = M"'"D = 10;D ~ and Jl Jl ~ ~~

~ AB c

M .. ~A= 0050 is found to be 6070 e , and crji = cp corresponding lJ e AB c MC

~ 4 AB Mji = 103J is found from Figo to be 2080 e . By definition,

AB e

c crAB + ~AB must be equal to t 1 0

c 6 AB AB Since crAB + CPAB = 070 Be + 2.80 ee =

9050 e~ f *1' (Yl was originally calculated to be equal to 9026 e~ =

9026 e::S) the assumed moment, MAE = 10;0 Mf'p' is incorrect 0 The correct

to

moment is found to be 1029 Mfp 0 The trial iteration may be observed in

Cycle l) Joint A) Table 10 In Table 1, the column M .. /M°f'p allo'Ws one to Jl

20

sum moments qui~k.ly about a joint 0 The column Mji/M~~ is used in conjunc­

tion with Figso 1 through 40

Going to Joint BJ the end moment, MBA' (in the final iteration) is

o assumed to be 1013 Mfp = 1013 Mfp0 From Figo la or Ib, the end-slope

epji = CPBA corresponding to Mji = ~A = 1013 Mfp and Mij = MAE = 1029 Mf'p is

BA found to be 1070 e 0 e

The rotation of BA at B is therefore 9026 eBA -e

(eBA is considered as eO in t~s problemo) e e

Since the columns are assumed continuous, the rotation of BC at B also must

be equal to 7056 e~ = 7056 e;C, so that the end-slope epBC = V2 - 7056 e~

7041 aBC - 7356 eBC = -0015 eBCo The moment, ML_. J corresponding to this e e e -£C

end-slope and a far-end moment of 0080 Mfp is 0018 Mfp = 0018 M~ (from Figo

la or Ib)o From the chosen deflection configurationJ MBE = MBA + ~ =

The end-slope epBE' (from Figo la

or Ib) corresponding to Mji = MBE = 1003 Mfp and Mij = MEB = 1000 Mfp is

0085 eBE , and the connection rotation, CP~. Cj)Bc~, (from Figo 3) corresponding e Jl ~

C C • BE ( c 0085 eBE + 5020 eBE to Mji = MBE = 1003 Mfp lS 5020 ee 0 Cj)BE + Cj)BE e e

6005 eBE = 7073 eOo) Since this total rotation is approximately equal to the e e

rotation of the column at BJ the assumed moments are correcto The complete

21

solution for moments is given in Table l, and the convergence of moments is

shown below 0 The final end moments are underlined 0

+0~66 +1001 +0.65 +1001 +0050 +0080

C D G ~t~ ~ ""+-0-0 8-0------~-I-gj'-8=i'1-+=O""'0-5"""0-=-=-""""""===08""""""6~g>Cfr r-i r-I 0 + 10 00 .i rl ~ +00 64 r-l r-l 0 ~. i g + 10 00 ~ i n +0 0 66 B g g

B -:::I- t<"\ 0 r-ir-iLf\

o 0 •

.-ir-iO ·B ~ B

+1000 +1003 +1.02

o 0\ Lf\j f'{\C\lt<"\ .. 0 0

r-lrlr-i 'B IT B

+0.92 +0092 +1,,00

Lf\ 0 -:::I- /'Q 0 r-i r-i 0

o 0 r-l rir-iA R d

F

+l .. OO +0.915 +0092

J

+0095 +0,,95 +1000 K r-ir-lO C\lC\IO

" 0 c

r-lr-ir-i BaR

L

Moments Given in Terms of Fully Plastic Moment, Mrp

The structure with the final moments in ft-kips is shown below:

r: D G v

P2 +201.J +~8 ):

+202 t<"\ co :J. ~

R i

\D -:::I-~ \D Lf\ -P, t<"\ t<"\ - -

+368 call -L , I 11 Q

~.

$ '" -:::I-r<\ t<"\

! 8

(' .--1

-::1 0

A F J L

K

0\

:J.

22

The loads Pl and P2 may be computed as indicated below.

P _ 3:)5 + 46 403_+ 366 3:)8 + 354

2 - 15 + 15 + 15

P = 348 + 412 347 349363 + 409 _ 118 8 1 15 + 15 + 15 + 15 0

40 SLOW.AND RAPID TESTS OF RIVETED AND BOLTED COLUMN-BASE AND BEAM-TO-COLUMN CONNECTIONS

401 Testing Apparat~@

40 101 Loading and Straining Apparatuso A general view of the

testing apparatus used in the column-base and beam-t~-column connection

investigation is ~~'in Figo 50 In the rapid tests the lateral load was

23

applied by a 6o-kip~ loading unit, similar to that shown in Figo 5. A com-

2l plete description of the rapid loading units is presented in another report 0

In the slow tests a hydraulic jack, driven by an electric pump, was used so

that the deflection of the specimen was increased continuously throughout

the duration.of the testo In both slow and rapid tests a transverse pin

allowed relative rotation between the piston rod and the stub in the plane

of the specimen.

The axial thrust in the column-base connection. tests was supplied

by two pneumatic loading units which were capable of sustaining loads up to

55 kips 0 These units, one at each end of the specimen, were connected with

tie rods so that the axial loading assembly was self containeda Each unit

was equipped with mechanisms to limit movement if specimen collapse occurredo

Schematic drawings of the testing apparatus and end loading

arrangement are given in Figs 0 8, 9 and 120 A view of the end reaction

system is shown in Figo 70

To conserve specimen material the steel beam extensions shown in

Figs 0 8 and 9 were incorporated into the testing arrangement and used through-

out the test series.

The end reaction system allows rotation and translation in the

plane of the specimen and provides partial restraint against motion in the

24

four other possible degrees of freedom. The distance between end reaction

systems was selected for a favorable relation between moment and applied

loado

4.1.2 Instrumentation and Calibrationo In all tests, applied

loads, strains in the connections, and deflections occurring along the

length of the beams were recorded oscillographically as functions of timeo

In addition, acceleration of the loading point was recorded during rapid

testso A photograph of the recording instruments is shown in Figo 60

The lateral load was measured by means of a dynamometer attached

to the end of the piston of the lateral loading unito Strain gages mounted

on the end reaction units were used to measure axial thrust. Five slide

wire deflection gages were located symmetrically on the specimen1 with one

at the loading point, one 16 inches, and one 36 inches away from\:·the center-

line of the specimeno The locations of the post yield SR-4 strain gages are

shown in Figso lOa and lObo An accelerometer was mounted on the loading

stub in the rapid testso

Measurements in these tests may be divided into three groups~ (1)

the meas~~e~~s of various strains (in this group are included all load

I

measure~~~: since the load data were obtained through the use of standard

SR-4 st:-a:':-i ::"~=es attached to dynamometers and calibrated in terms of pounds

of load)j ,'). the measurement of specimen deflection; and finally, (3) the

general prot':'e:ns of sequence and timingo

Strain measurements were taken with standard SR-4 gages connected

as conventional Wheatstone bridges which were excited with a 3,000 cps

carrier wave produced by an oscillator having added regulation so that the

output voltage remained constant within one percent even under open circuit

25

condi tions 0 A diagram of one such bridge is sho-wn in Fig 0 100 The output

of five strain bridges were tvfedVV into sl:i;ghtly modified Hathaway Company

MRC 18 carrier system amplifiers, whose output in turn fed Hathaway OC 2

group 23 galvanometers in a ~a±r of sl4c magnetic oscillographs 0 This

combination had a frequency response that is flat within 10 percent to about

450 cycles per seconda One channel of this carrier system was used to re­

cord the output of an AMS20A accelerometer and was in all respects identical

to the other channels except that the accelerometer exciting voltage was

limited to one volt instead of the four volts used in the strain channels.

Deflections of the specimen were measured using slide wire gages

which were constructed in the laboratory and whose maximum range was about

18 inches D These gages formed two legs of a DC excited Wheatstone bridge

circuit 0 The other two legs of the Wheatstone bridges were formed by

calibrating devices. All gages were connected in series and excited with

the same regulated DC current.. The?utputs of these bridges were fed into

Hathaway magnetic oscillograph channel.s in which 'Were used Hathaway OC2

group 23 recording galvanometers 0 These deflection measuring channels were

flat in response within 10 percent from 0 to 450 CpSo The deflection cir­

cuits are shown schematically in Figa 110

Because of limitations in the amount of eqUipment available it was

necessary to record the information discussed above on two six-channel mag­

netic oscillographs 0 Therefore, in addition to the standard timing signals,

it was necessary to add synchronizing signals so that the two records could

be measured with respect to the same time referenceo To provide this

synchronization, an electrical signal of known fre~uency was obtained from a

common source and applied to one galvanometer in each of the two oscillogra~

The timing signal was modulated in amplitude by means of a mechanically

driven switch to insure that a given cycle of a timing wave could be identi­

fied on each of the two recordso

Strain channels were calibrated by the conventional method of

shunting one arm of the measuring bridge with resistances whose equiva­

lencies in terms of strain had been measured previouslyo The dynomometers

used to measure loads and reactions were calibrated under static loading 0

During these calibrations, shunting resistances were placed in the circuit

so that the equivalent values in terms of load could be determined 0

Prior to use, the slide wire deflection gages were calibrated by

recording the gage output for various measured amounts of mechanical dis­

placement 0 During the calibration period, the gage was returned to its zero

position and the switches on the calibration arms of the bridge were closed

in sequenceo By this procedure, the value of the calibration switch

positions were obtained in terms of mechanical movement of the gage~ These

values were then used for calibration in the actual testo That is, prior to

a test, the calibration switches were closed in sequence with the result

that a series of steps was produced on the oscillograph record whose

equivalencies in terms of mechanical deflection were knOWllo

The AMS20A accelerometer which was used to record movement of the

center of the specimen was calibrated by driving it mechanically with a

series of sinusoidal movements of measured amplitude and periodo During the

calibrations, equivalent electrical output was obtained through the use of

calibrating inductors 0 Thus, as in the case of the deflections in strains,

calibration marks were determinedo These were then used prior to an actual

test to show the sensitivity of the recording systemo

The basic timing signal used was checked by use o~ a Potter

Instrument Company Model 8?JJ ~requency meter, which in turn was checked

periodically by comparing its timing intervals with a standard timing

signal ..

402 Column-Base Connection Tests

27

40201 Testing Program.. The specimens tested in this portion o~

the investigation simulated typical column anchorages as found in small

steel :frame buildingso Two basic types of connections were tised~ (1) angles

connected to the flanges of the columns, referred to as flange-angle connec­

tions; (2) angles connected to the web of the column, referred to as ,.2."

web-angle connections 0 Rivets were used as angle-to-beam fasteners on half

of the specimens of each basic type and high tensile strength bolts on the

remaining specimenso Anchor bolts, threaded at both ends and continuous

through the loading stub, were used to connect the angles to the stub c> A

resume of the types of connections, types of stub, and manner of failure for

·each specimen is given in Table 20 DetS3.ils of the connections may be ob­

tained from a study of Figso 8 and 8a and the photographs in Appendix Bo As

noted in the table two types of stubs were used, a rein:forced concrete block,

and a welded assemblage of steel plateso The columns in all specimens were

8w.F35 sections; the anchor bolts through the stub were one inch diameter

mild steel; the fasteners were either 3/4 inch diameter rivets or boltso

Two specimens of each type were fabricated, one of which was

tested with a slowly applied loading and the other with a load applied

rapidly 0 At the beginning of a test, the column-base connection specimens

were subjected to a 4o-kip axial force which was maintained at a relatively

constant value throughout the duration of the testo

28

40 202 The Results of Column-Base Testso The phenomena measured

versus time during each of the column-base connection tests were the lateral

load, the deflections at various points along the lengths of the specimen,

the axial load, and strains in the connection angles 0 In addition, the

acceleration of the loading point was measured in the rapid testso These

quantities, plotted as functions of time, are presented in Appendix A, along

with the measured resistance determined as described in Section 4040

Photographs of the specimens after testing are given in Appendix Bo

It should be noted that in the process of being removed from the testing

frame, the specimens were straightened to some extento

Two types of failures were encountered in the column-base connection

tests, excluding failure by excessive deformation of those specimens which

struck the bottom of the loading frame prior to actual fracture of any compo­

nento One type of failUre was a fracture of the bottom anchor bolt] which

failed in ductile tension in two cases and by shearing of the threads in

another 0 Large elongation of the anchor bolts occurred outside of the loading

stub and therefore the bolts were subjected to high bending stresses as well as

to shearing and tensile stresseso The other type of failure obtained in

these tests was brittle fracture of the connection angle, which occurred both

in web-angle tests and flange-angle tests] with the fracture located at the

toe of the angle fillet on that leg of the angle adjacent to the base plateo

Such failures were obtained only after much inelastic deformation of the criti­

cal angle had occurred, so that the energies absorbed by the connections in such

cases were reduced little if any over those absorbed by similar specimens with

completely ductile failure 0 The brittle fracture surface was in every case

accompanied by a 1V shear lipl~ covering ten percent or so of the section arel;3.,

predominately on the side at which the failure was initiatedo

29

403 Beam-to-Column Connection Tests

40301 Testing Programo The specimens tested in this portion of

the investigation were representative of riveted and bolted beam-to-column

connections found in steel frame buildingso The form of the specimens are

shown in Figs 0 9 and 9a and the testing program and some of the results are

outlined in Table 30 Photographs of the specimens, taken after testing, are

shown in Appendix Bo

The loading stub, or column, in all connections was an SWF35

section; the beams were 14wF}4, and the fasteners were either 3/4 inch

rivets or high tensile strength boltso Three types of connection were used

to attach the beams to the column flanges~ (1) tees connected to the top

and bottom flanges of the beam plus angles attached to the web (designated

as T connection), (2) angles connected to the top and bottom flanges of the

beam (designated as F connection)y (3) angles connected to the web of the

beam (designated as W connection) 0 All connections were framed into the

flanges of the loading stub 0 Rivets (R) were used as fasteners on half of

the specimens of each type, and high tensile strength bolts (B) on the

remainder 0

Two identical specimens of each of the three types (1, 2, or 3)

were fabricated with bolts as fasteners; one was loaded slowly (8), and the

other rapidly (R)o A similar set of two specimens of the same three types

with rivets as fasteners was fabricated and tested in the same mannero Thus,

12 specimens were tested and the variables in the four tests of anyone type

of connection were the fasteners and the rate of loadingo

As may be deduced from the letters given in parentheses above, the

specDnen and type of loading are identified by the designation based on the

following code: connection (C), type (T, F, or W), fastener (BJor R), and

manner of loading (S or R).

4.3.2 Results of Tests. The phenomena measured during each of

the tests were lateral load, acceleration of the loading point (in rapid

tests only) the deflections at various points along the length of the

specimen, and strains in the-connection angles, all of which were measured

versus time 0 These quantities plotted as functions of time are presented in

Appendix A, along with the measured resistance determined as described in

Section 404. Photographs of the specimens after testing are shown in

Appendix B.

All beam-to-column connections failed either by ductile fracture

of the fasteners or by brittle fracture of the connection angles 0 Fastener

failures were obtained only in riveted connections. In no case did a frac­

ture of a high tensile strength bolt occura

Brittle fracture of the bottom angle was obtained in both the slow

and the rapid test in the top and seat angle bolted connectionso As was the

case in the column-base connection tests, the brittle fractures occurred

after considerable inelastic deformation of the critical angles, so that the

energy absorbed in these cases was comparable to that abs~rbed by similar

spec~ens which failed in a completely ductile mannero

404 Comparison of Resistance-Deformation Characteristics

404 0 1 Determination of Resistanceso The lYmeasureairesistances of

the specimens were determined by assuming that the deflection-time relation­

ship obtained during the test considered could be approximated as that

resulting from the application of the measured loading function to an equiva­

lent single-degree-of-freedom system, the governing equation of which is

31

MX + Q(x) F(t),

in which

M the effective mass of the equivalent system

x the displacement of the loading point

x = the acceleration of the loading point

Q(x) the ttmeasured iV resistance of the specimen, considered to be

a function of displacement only

F(t) the applied (measured) loading function

t time

For all rapid tests, both F(t) and x were measured; therefore, it

was expected that Q(x) could be obtained by using a reason"able value of Mo

The effective mass is by definition that mass which causes the equivalent

system to have the same kinetic energy as the original system 0 The kinetic

energy of the specimen was computed on the basis of the assumption that the

beams underwent a rigid-bar rotation and that all of the angle-change was

conc~ntrated at the connections 0 Thus the acceleration of any point of the

specimen was expressed as a function of the acceleration of the loading stub

and the total kinetic energy of the system was computed 0 Equating the

kinetic energy of the specimen with that of the equivalent system yields the

effective masso For the slow tests, it was assumed that accelerations were

negligible, so that Q(x) = F(t)o

In every rapid test, the record produced by the output of the

accelerometer was quite erratic and the results seemed unreliableo There­

fore, the accelerations were calculated by twice differentiating the center

point deflection-time curve measured during the test consideredo The

differentiation was accomplished by visual estimation of the slope of the

32

deflection-time curve at a number of points. These values were then plotted

versus time as a velocity-time relationship 0 This curve was integrated by

use of a polar planimeter and the results compared with the original

deflection-time curve 0 Necessary adjustments were made in the velocity-time

graph so that the curves were compatible 0 The differentiation process was

repeated on the velocity-time curve, thereby obtaining accelerations as a

fUnction of time. Using these accelerations and the data obtained from the

load time curve, the resistance, Q(x), of the specimen could be computed as

previously outlined 0

4.402 Comparison of Resistance Deformation Characteristicso The

results of the column-base connection tests are presented in two ways: (1)

curves which express the specimen resistance to lateral ~eformation versus

the corresponding midspan deflection; (2) curves which express the total

reSisting moment versus the beam rotationo These curves are presented in

Figs. l3 through 20, with the corresponding slow and rapid test results

shown on the same graph.

In computing the rotations for the moment-rotation curves, it was

assumed that the beams underwent rigid bar rotations, ioe., that rotation is

the midspan lateral deflection divided by the distance between the reaction

and the face of the loading stub. The acceptability of this assumption was

verified, within limits of experimental error, by comparing at a gage point

away from the center of the specimen the deflection computed from the

measured center deflection with the deflection measured at that point during

tests. Data concerning the center of rotation were not considered to be

worth the difficulties associated with its determination.

The results of the beam-to-column connection tests are presented

in Figs. 2l through 26 in the form of curves expressing resisting moment

33

versus rotation of the beamso The same assumptions used in the column-base

connection curves were used in computing the rotations for the beam-to-column

connection curves 0

Oscillations, in some cases quite violentJ were obtained in the

applied load versus time records. Therefore, in computing the resistances

of the various specimens, a smooth curve was passed through the measured

curve and the approximation used in computing the resistances of the connec~··

tions, as is~shown for example in Appendix A, Figo A 15a.

The first specimen tested rapidly in the column-base connection

series, CB2, was subjected to an arbitrary load which did not cuase failure.

Application of a second and higher load resulted in an anchor bolt fracture 0

No deflection records were obtained from tests CB5 due to a

malfunction of the oscillographic equipment.

4.4.3 Empirical Relationships for Slow Deformation Tests. As was

mentioned earlier in this report, Prof. Johnston and his associates at the

University of Michigan have determined empirical relationships Which fit

well some of the data published on beam-to-column connections12 o For top

and seat Q~le connections, web angle co~ections, and top and bottom tee

connectio~s, :~ey have suggested a relationship of the form~

M = X loglO (y ~ + 1)

in which

f'.1 moment

qJ rotationo

Using the considerable amount of data available for top and seat angle

connections, they have related the parameters X and Y to beam depth and top

angle (the bottom angle in the tests reported herein) thickness, two of the

more imFortant factors in the behavior of such connectionso A correction

factor for the area of top angle rivets is included for use in determining

the proFer value of the parameter Xo

For use with connections having top and bottom tees, they suggest,

on the basis of one series of tests, a constant value of Y and an expression

for X which includes the area of the tension rivets in the critical tee and

the depth of the beamo

They do give values of the parameters X and Y for a typical web

angle connection, but indicate that the data available are insufficient to

permit distinction between the effects of variables because of the great

experimental scatter in test results for this type of connection 0

Values of the parameters X and Y in the relationships given above

were computed to fit the results obtained from the slow loading tests of the

top and seat angle, and top and bottom tee with web angle connections tested

as a part of this program 0 These relationships with the values of the

parameters given are presented in Figso 21, 22, 25 and 260 Because of the

shape of the moment-rotation curves obtained in tests of the web angle

connections where eventual contact of the beam flanges with the column

caused a considerable increase in resistance, no attempt was made to fit the

relationship used above to these test resultso Also, this relationship was

not applicable to the test results for the column-base connections which had

constant axial thrust with consequent eventual decay in measured resistance

to lateral deformation. Such a relationship could probably be used for the

total moment resistance of the column-base connection, including that result~

ing from the axial force 0 However, that was not done in this investigation.

35

4.5 Comments on Connection Behavior and Material.-Properties

Because of the many materials comprising each connection specimen,

it was not possible within the limited time and funds available to determine

material properties completely 0 However, Hstatic~V mechanical properties

were determined for some of the angles used~ The results obtained were

typical for ASTM A-7 steel formed into sections of these types, and, there­

fore, are not included in this report 0

A brief investigation of the possibility of estimating the

increase in resistance of a connection to be expected under rapid deforma­

tion, by using delayed yielding and rate of yielding information20 typical

of mild steel, was not successful, mainly because of the difficulty in

estimating the rates of straining at critical locations in the connection

consideredo However, on the basis of the experimental results obtained in

the connection tests and the rate of general yielding information mentioned

above, it can be said that the governing rates of straining in the rapid

tests were on the order of 001 to 100 inc/inc/seco In general, the

resistance of the column~base and beam-to-column connections to rapid

lateral load was somewhat higher th&~ the resistance corresponding to slow

loading 0 However, the rapid load resistance of the column~base connections

was not consistently higher than the slow load resistance, as was the case

for the beam-to-column connectionso Undoubtedly the presence of the axial

load in the case of the column base connection served to alter the resist­

ance pattern 0 In any case, on the basis of the information presented in

this report, it does not seem possible to do more than only roughly estimate

the nature of resistance function which could be expected for connections of

the type testedo However, this in itself is of considerable value since no

results were previously available. Until such time as additional data

become available, the information presented herein should be of value in

evaluating the nature of the resistance of connections similar to the type

tested.

37

BIBLIOGRAPHY

10 American Bridge Company, lIBeam Connection Tests" American Bridge Company, 19080

20 Columbia University, HReport of Compression Tests on Riveted and Welded Beam Connections iV Report NoD 2193, Department of Civil Engineering, Columbia University, March 19200

30 Edwards, J 0 Ho, Whittemore, Ho Co, and Stang, Ao Ho, vvCompressive Tests of Bases for Subway ColumnsH MBSJ Research, Volo 5, p., 619, 19300

40 Johnston, B. Go and Godfrey, Ho Jo, YiAnalysis of Lehigh University Tests of Beam-Column ConnectionsVY Lehigh University Tests for Bethlehem Steel Company, October 19400

50 Graham, Ho Eo, f1Strength of Steel Anchors in ConcretelY Engineering News Record, Volo 1;0, ppo '960-1, April 1943.

60 Hechtman, Ro Ao, and Johnston, BQ Go, iiRiveted Semi-Rigid Beam.-to-Column Building Connections H AISCPublication Noo 206, November 19470

70 Beaufroy, Lo Ao, and Muharram, Ao, YVDerived Moment-Angle Curves for Web-Cleat Connection,g Third Congress J International Association of Bridge and Structural Engineering - Preliminary Publication, Volo III, ppo 105-18, 19480

80 Lothers, J 0 E'o, 11Elastic Restraint Equations for Semi-Rigid Connections tv

Proceedings Amero SOCa of eivo Engo, Volo 76, Noo 5, February 19500

9. Hu, Lo So, Byce, Ro C., and'Johnston, Bo Go, VVSteel Beams, Connections, Columns, and Frames 77 Engitteering Research Institute, University of Michigan, March 19520

100 Jolli'1ston, BoG., ?Vstructural Steel Members and Frames H, Froc 0 on Earthquake and Blast Effects on structures, Earthquake Engineering Research Institute and Univo of Califo, Los Angeles, Califo, June 1952, p. 148.

110 Newmark, No Mo, and Chan, SoP 0, iVA Comparison of Numerical Methods for Analyzing the Dynamic Response of structures,!V Univ. of 1110 Civil Engro Studies, structo Reso Series Noo 36, October 19520

120 Schenker, Lo, S?-lm.on, Co Go, Johnston, Bo Go, ?VStructural Steel Connections!V Uni versi ty of Michigan Techo Report No 0 352 to AFSWP, June 19540

130 Thomson, W 0 To J I'YPlastic Behavior of Beams Under Long Duration Impulsive Loads,91 Univo of Califo, Los Angeles, Depto of Engro, Repto 54-92, October 1954) ABTrA .AD 52844.

140 Howland, Fo Lo, iYInelastic Behavior of Mild Steel Beams Subjected to Transverse Impact/I Univo of 1110 Civil Engro Studies, Structo Reso Series Noo 106, Contract AF 33(616)-170, August 19550

150 Mayerjak., Ro J 0' !!A Study of the Re'S'~stance of Model Frames to Dynamic Lateral Load,'! Univo of 1110 Civil Engro Studies, Structo Reso Series Noo 108, August 19550

160 Adams, Ro Fo, HSome Factors Which Influence the strength of Bolt Anchors in Concrete ll Journal Amero Conco Insto, Volo 27, Noo 2, October 19550

170 Ang, A. and Massard, J 0 Mo, HA Method for the Analysis of Frames Subjected to Inelastic Deformation Into the Range of Strain Hardening!!, Univo of Ill. Techo Report AFSWC-TR-56-47 under Contract AF 33(616)-170, November 19560

180 Ang, AO J tvA Method for the Analysis of Frames Subjected to Inelastic Deformation into the Range of Strain Hardening!i,oMo S. Thesis, Univo of 1110, Feb. 19570

190 McDonald, Do, HTests of Column-Base Connections Under Slow and Rapid Loadingff, Mo So Thesis, Uni v 0 of 1110, June 19570

200 Woj cieszak, R. F!1' and Massard, J 0 Mo, HSlow and Rapid Lateral Loading Tests of Simply Supported Beams and Beam-Columns" Univo of 1110, Technical Report AFSWC-TR-57-21, Contract AF 33(616)-170, June 19570

21" Egger, W", "60 Kip Capacity Slow or Rapid Loading Apparatus''iV, Uni v 0 of 1110, Technical Report AFSWC-TR-57-22, Contract AF 33(616)-170, June 19570

1. 5 ~~Ff--f-=9-:::::--Ft+4I[JTI ~"'A..J!"'~'" .,. ....... ..,,==--..,,'~.,.-- ,

k£1~ I/~/r~~~ .A/J/~~~ I __

LO t j I rMlfH 11111 j II ~ ~I I : 1~ . --til" I I , I I I I I I I I

,I I I I I

1/ V 11,

Mji

I_ L 'I " ¢ji ~) \. ~~ __ }:_--- ~~ Mij

J

Integrated from average Moment-curvature

Relationship for WF Sections of A-7 Steel

o ~ 5 ~ _~ II . ',I L I I / ,: I I I I I

11 I'· ! I I I 1 - t- I I I I I I

, I I

1--1-1--1-+---1-:',''-.' --t~.LLW-t--+--+- t- I -t- -1--1-+

! 1:1 II i -:0 5 10 15

¢ji/Ge 20 25

FIG. Ie.: MOMENT-END SLOPE RELATIONSHIPS FOR WF SECTIONS OF ASTM A7 STEEL (For member with contraflexure)

30

~

~e; .,.; "f'"'J

-~

1. '-I-

1.2

-1 ----1 l ~ 6 1 . 4 1.2 I

f---~'-t­!

i -------__+_--.. __ . _~. _____ __4_ ___ • ___ •• _

1.0 ~ 1 I VI.V / ~ .,' ~~'hr .. I i'----~ J_ \ _---+-_ I I I I l' __ _ __ --..1-- -__ __ _ I I r---r----- --- 1---/ t 'f' - -- c- I I ~ I I 1 !I I I I' I

0.8 I / " I ',' ----1

---j---------t----

/ I ' i , - I t----+ _ i, --- r- I I l f-- I' . I ;

r V / I III! I I I I I ' O 6

j "'" I · fL V ii' I , " LV! 1J!1 j .

V I / r I /1 -TVff!Jf-r-T I I I -1-r-1 --- T---T-r-~-i

0.4 " :1 J I "

0.2 ___ _ j ______ , _______ + __ --j

o -3 -2 -1 o 1 2 3

¢ji/Qe 4 5 6 7 8

FIG. lb: MOMENT -END SLOPE RELATIONSHIPS FOR WF SECTIONS OF ASTM A 7 STEEL (For member with contraf1exure) 2)

~ ~ ~

oM Or-;)

~

2.0

1.5

1.0

0 .. 5

o

f--

I I

I 1

L_ I

J ___ L __ J ___ l_l___ I . __ LL_T 1- 1

.8 +-~--~~~~~~--+--+--~~~~~~~~~~~~~=-~~--~~--~-r~--~~~.o

~:t:t-=-t-~_LI---PC~:J<~r_l __ k-:t~t_-I-I- I I~ ~:f-t~! I ~~~-t--I _l-r-j-r I I I I I I IM11P

...l..---.k--t-~-t-:::::jlc~L -~ ... t - I I - I - °

~l I I_l-~-~·-l=- LJ-r:l:=~-~-r-t,.~r-t""- _I--i--'- r

I I 1 I~ L ~'I I -, ..' ... ;0

...L.oIf . ". 't L: ~ ti7l J'f+-+-~-I J

f---- ~--

I I

Mjtb (.. I' ¢ ji . . ¢ij

~I -

~I ) Mij -=

sG'~ ____ -~~ 0--..->--1 __ ·}7 +]_+_ , +--+- -+I-+--

I I 'I ; I t-+I-+I~. +I--~~~~~~ I I

H-++ I ,.-+-++-+ I

5 10 15

Integrated from average Moment-Curvature

Relationship for WF Sections of A-7 Steel

~--I +-tit-tl--t I

20 25 30

~ji/~e FIG. 2: MOMENT-END SLOPE RELATIONSHIPS FOR WF SECTIONS OF ASTM A7 STEEL (For 'member without

cont'raflexu.re) +:­j-,-I

: I

I i

2.0 !

! I I I

j

! I I

I - --c-- +- --- 1--------

-I ,. I

1.5

~t ! f-- I----I I---~ 1- c-----t-- --

~ I--r--T -~ c---+---:- r------+-r------ s:-- ---- I ~ ~ L

I .....,.-~ f...--"

i ! ~ V V-

I ~ 1.0 / i

orf

/ O'IJ ::E: ~ I / i

V i

/ ! i

0.5 / I J

/ I I i I II

I ! I ; I 0.0

0 5 10 15 20 25 30 35

q>~i/ee

FIG. 3: ASSUMED MOMENT-RCYrATION RELATIONSHIP OF BEAM-TO-COLUMN CONNECTIONS +:-f\)

2.0

I 1---

~ f.--r-- !

~!--" i

V V~ I

1.5 V '/

V / I I

~ I

/ I i

~ 1.0 i . ~

I .rf I O'IJ l ~

1 I I

I I

I !

0.5

I

0.0 I

0 5 10 15 20 25 30 35 q>~1/ee

FIG. 4: ASSUMED MOMENT-RCYrATION REIATIONSHlP OF COtUMN-BASE 'CONNECTIONS .;:--'-'"

44

TABLE 1

COMPUTATION OF RESISTING MOMENTS FOR EXAMPLE PROBLEM

Cyc1eNoo 1~

M .. M .. e

Joint ji ~ ~ CPji CPji Rotation at Joint

MO M

ji eji eji ..;. eji .;. eO fp fp e e e e

A AB Ass. 1030 1 .. 30 6070 2080 Asso 1.28 1028 6010 2070 Asso 1029 1029- 6035 2.80 -----.

B BA Asso 0.60 0060 -0045 0 9071 9071 BC Impossible -2030 0 9071 9·71

B BA Asso 1010 1010 1025 0 8001 8001 BC Impossible -0060 0 8001 8001

;

B BA Asse> 1013 1.13 1070 0 7056 '~t 56 BC 0018 0018 -0015 0 7056 7056 BE 1031 1003 0085 5.20 6005 7.73

C CB Ass. 1.00 1000 0090 0 6057 6.57 CD 1000 1000 0075 4.60 5035 6.84

D DC ASSa 0050 0.50 0005 1000 1005 1.05 DG 0.48 0048 0010 0·95 1005 1.05 DE 0098 0098 0040 0 7001 5048

D DC Ass. 0.60 0060 0.12 1035 1.47 1047 DG 0059 0059 0019 1030 1049 1049 DE 1019 1019 3020 0 4.21 3 .. 29

D DC Ass. 0065 0065 0015 1060 1075 Ie> 75 DG 0.64 Q.b4 0023 1.50 1073 1.73 DE 1029 1029 5005 0 2036 1085

E ED Ass. 1020 1020 2065 0 4076 4076 EF -. 1.14 1.14 4.50 0 4.76 4076 EB 1.15 0·91 0030 3.40 3070 4073 EH 1019 0094 0.35 3080 4015 5.30

E ED Ass. 1019 1.19 2050 0 4091 4 .. 91 EF ~~:,135 1,,135 4035 0 4091 4091 EB 10165 0092 0033 3.50 3083 4.89 EH 1016 0·915 0030 3,,50 3080 4086

TABLE 1 (Continued)

M .. M .. e

cp •• cp •• Rotation at Joint Joint ji .-J2:. ~ .....J2:. -E.

MO

Mji eji eji .;.. eji .;.. eO

fp fp e e e e

G GH Ass. 1000 1000 0045 0 6096 6096 GD 1000 1000 0065 4060 5~?25 6071

G GH Asso 1001 1001 0055 0 6086 6086 GD 1001 1001 0075 4080 5055 7009

H HG Asso 1010 1010 1080 0 5061 5061 HJ loll loll 3065 0 5061 5061 HE 1022 0096 0~42 4.00 4042 5065 HK 0099 0078 0025 2020 2045 3013

H HG Asso 1015 1015 2055 0 4086 4086 HJ 10135 10135 4040 0 4086 4086 HE 1.16 0,,915 0~37 3050 3087 4094 HK 10125 0089 0.3J 3020 3.50 4047

H HG Asso 1.16 1016 2075 0 4066 4066 HJ 1.145 10145 4065 0 4065 4065 HE 1014 0090 0035 303J 3065 4.66 HK 10165 0092 0033 3050 3083 4089

K n Asso 1010 1010 1.80 0 7046 7046 KH 1010 0087 0035 3.00 3035 4028

K KL Ass" 1015 1015 2060 0 6066 6066 ::~ 1015 0091 0037 3040 3077 4082

K . Asso ~p20 1020 3040 0 5086 5086 • .....J

,~, 1020 0095 0040 3090 4030 5050

K i.~ Asso 1021 1021 3060 0 5066 5066 + .......... 1021 0095 0040 3090 403J 5050

L ....... Asso 103J 1030 4060 2080 ...-. AsSo 1035 1035 6025 3.40 ..... Asso 1034 1034 6010 3020

46

TABLE 1 (Continued)

Cycle Noo 2~

Mji M .. c

Joint ji ~ CPji CPji Rotation at Joint

MO

Mji eji eji + eji .;. eO

fp fp e e e e

A AB Ass. 10 ;0 10 ;0 4.90 2080 AB Asso 1.35 1.35 5·90 30 ;0

B BA Ass. 1.15 1015 1.75 0 7051 7051 BC 0.31 0031 -0010 0 7.51 7.51 BE 1046 1015 1.75 80 ;0 10005 12.84

B BA ASSa 1.13 1013 1·50 0 7076 7076 BC 0006 0006 -0.35 0 7.76 7076 BE 1019 0.94 0040 3080 4.20 5037

B BA Ass. 1014 1014 1060 0 7.66 7066 BC 0.15 0 .. 15 -0025 0 7066 7066 BE 1.29 1002 Oq75 5000 5075 7039

C CB Asso 1000 1000 0·90 0 6051 6051 CD 1,,00 1000 Oq65 4060 5.25 6071

D DC Asso 0065 0065 0015 1060 1075 1,,75 DG 0065 0.65 0015 1.60 1075 1.75 DE I. ;0 10 ;0 4070 0 2071 2012

D DC AsSo 0066 0066 0016 1060 1076 1076 DG 0066 o:bb 0016 1060 1076 1076 DE 1032 1032 5010 0 2031 1081

E ED Asso 1020 1020 2,,60 0 4081 4081 EF 1014 1 .. 14 4045 0 4081 4081 EB 1017 0092 00 ;0 3,,50 3.80 4.86 EH 1017 0092 0037 3050 3087 4.94

G GH Ass" 1.01 1001 0 .. 40 0 7~01 7.01 "GD 1001 1.01 0075 4080 5055 7009

I

H HG Ass. 1016 1.16- 2075 0 4066 4066 HJ 10145 1.145 4065 0 4.65 4065 HE 1.14 0·90 0035 3. ;0 3065 4066 HK 10165 0092 0035 3050 3085 4092

K KL Ass. 1021 1.21 3,,60 0 5066 5.66 KH 1.21 0·95 0.40 3090 40.30 5.50

TABLE 1 (Continued)

Cycle Noo 3:

The far end moments of all joints did not hav:e significant changes from those of Cycle No.2; therefore, the results of Cycle Noo 2 are correct 0

FIG. 5 GENERAL VIEW OF TESTING APPARATUS

FIG. 6 · VIEW OF INSTRUMENTS AND PRESSURE PANEL

FIG. 7 VIEW OF AXIAL WADING AND END REACTION SYSTEM

Deflection Gage Points < ...

l' -8" I • ! •

Beam Extena ion

I .. , • _ 0 .itt 4 ~

I.. 4' -9" j

- Lateral Load

Monitoring Dynamometer used with Portable Strain Indicator

Dynamometer used with Hathaway Equipment

Connection Specimens

8 WF 35

........ I \ Bearing Plates

Clamping Force, Applied by Bolts

:>

~

\ Vertical Reaction

pecimen Mounting Plates

Monitoring Dynamometer used with \ Portable Strain Indicator

Note: Apparatus symmetrical about. specimen center-line

FIG. 8: SCHEMATIC DRAWING OF TESTING ARRANGEMENT FOR COLUMN-BASE CONNECTIONS V1 /-I

+ + t( - .. . -

+ +

i

L I

- ~

I ,

I I

I I

I I

l' .... ,. --c:..O

11 nit --' -

I t: ./1 ..

D:~ Rive .... 1 ,.-

or Bolts .S

I or~'r"i

Lor1.din r -I C\J r-4;CIo!

St.ub ~ + _J

~ - I-

-.., - '- ~1C\l --~8 WF 35..l1'

+Ll\ + ... +

/ - f-

~ ;":;j,',z 1St-eel Base C\J ,-,

Plf:l. te / .,), t+

~

" ,1 2t" 2'~ '"-':; ~

" Die. ct- , 1 An .or Bolt

Sic.e View End View

l' 2~ 8" -l' -0"

-l- I LoncinF Stub I

r~t0i C\J

I

p_YI 2'~;~ I F4

. S W?

I ,

I!'.~" :JILl. i.r\ a

or

] ,,1." - " o,t .~. Co .....

I 35 4

Ri ve-l:s Solt

j fi Di a. Anch or bo~t

c: 1Jl .... .,~

+

I.

r

I

I

I /

~

End View

i-

~ (\J ; .. .....

I

I

0)

• -..... I

I

Deflection Gage Points ~ [Lateral Load

l~ ~Monitoring Dynamometer used with _ 1 t -4" N Y Portable Strain Indicator

Ii!

Beam Extension

~Dynamometer used with Hathaway Equip~ent

h -Connection Specimens Clamping Force,

, rr-= ' ?ed by Bolts

--~j" c, E,c::=-'co,i if"'" .' .. ccc-=c,',=-. ' . i ~q I r='---=-=~=F'r===--=-~

,j Ii I I I .; 'n r\ \ ! '~ii 14 WF 34 I I! ,; "U; n I i 'i'l I I ~'I : co: I I ~ I .--- ' , -,I ,j I J f-----~- --------.,.- ·'''-----ll~ l,~- -------------------- -~-,.,~, ~.-L// Ll1 '-' ------, --.--.::.--~ lJ --=r-- c::::=----r

'i ,-- ----,-

flJl.I1L I '-~F '), ---.~-, 1'1 , I ; ...

I, ;: I • ++-.. " , ,I ..

-+--< ~=Ljh!~~L:!Jcc~-

~2'_6" Specimen

Mounting Plates

Vertical Reaction

r 5'-0"

!

Note : Apparatus symmetrical about specimen center-line

FIG. 9: SCHEMATIC DRAWING OF TESTING ARRANGEMENT FOR BEAM-TO-COLUMN CONNECTIONS

Vl ~

Bear'L Stub

1ft

13~"1 1'2 --1 l..-

I I ,

0 -

l 14 WF" 34 0 -0 -

I \'\J

I 1

. 'l~ JI-- I I 14'

Tee Web An~le Connection ( Ri~id Type )

Connections 54

.-Jj- f3 -1- D - =--

o 0 110 o I I

0: 10 o -

", 32. 6"

6'1

I'}~~I·I -ru

'~ ~

-~­~-

00·

o 0

~.;tf c\J

Top 8.J!ld Seat Anglf'~ Connec~ion ( Semi Rigid Type )

:: -+ ~ . .,

'" ,.,1u f-1 ..Ill.! 1'<,

ru-N

0 - r O~ 14WF 3L.

0 o . O~ 0 o . o i 0

...:j ,--jl

'''''' N\

\'~-.i

Web Ang;le Connecti on ( Flexible Type )

Scale 1":: 1 t -0"

FiE_ 9a Details of Beam-To-Column Connections

DumnlY

To corresponding gage on far side of we

I' .> Dummy Gages

'------'--Tbl Web Angle Connection

Flange Angle Connection 1 1 B 9 '0

/ -, 1

9

Bridge Supply 3000 cps Regulated

~---- Calibrated Resistors

. i

Hathaway MRC 18 Strain Measuring System Modified

To Gimila:t Brid6es

carrier F1ilter System

Hathaway Sl4-c Oscillograph (Hathaway Group 23 OC-2)

7 8 9 .0

No. 7 is groundo

All gages for each type of connection are wired similarly

Gage 1 is active, gages 2, 3, and 4 are dummies in flange-uncle connection tests. Gages land 3 are acti\le, gages 2 and 4 are dummies in web-angle connection tests.

A total of 5 channels of strain eQy,.l.pment used: 2 for strain measurement

1 for lateral load measurement 2 for reaction measurements

standard Hatlla\.[ay MRC 18 unit modified to reduce cross-talk bet\feen channels and to provide carrier supply oscillator with approxirr~tely 0.01 per cent regulation.

FIG. lOa: WIRING DIAGRAM FOR SR-4 STRAIN BRIDGES - COLUMN BASE CONNECTldNS Vl Vl

Flange ~ nection Con ~

Web AnGle Connection ~

Tee Connection ! I. L ____ ~

,::-- "

l i . J

., II

ibi------------~U) Ir~~=~~~-~

(.-------'----tIl --_._.- ... _._------- -, ,

i~'~~-l 11l=== _ ~

-.£===11 r--------,

--:-:.-----. -_ ... _-_.--fi

--_i -, , I ~I -- __ To correspondin~ \.... I 1 I -,

Dummy Gages

fl 'I _~

f-~~~=7\. !

~""fM~r -~ ~u:~~ '\Y-=-':=--:-:l +i ! ./ ~~g:e~n far side I'y_.---L

~ummy ~1: lJl II 1~=~Yj 'l~---' 111

7 8 ~ 10

Gages ~ T 8 9 10

/ \

~ .. Calibrated Resistors

lOY .. t Hathaway HRC 18 Strain MeaGu:ting System Modified

Bridge Supply 3000 cps Regulated fro Similar Bridges

Carrier Filter System

Ha.thawaY s14-c Oscillograph (Hathaway Group 23 OC-2)

I l' ~ B t3 ~

Noo 7 is el'ounJ..

All gages for each type of connection are wired similarly

Gage 1 is active, Lages 2, 3, and 4 are dummies in flange-angle and tee connection tests •. Gages 1 and 3 are active, gages 2 and 4 are dunmdes in web-angle connection tests.

A total of 3 channels of strain e<luipment used: 2 for strain measurement

1 for lateral load measurement

FIG. 10h: WIRING DIAGRAM FOR SR-4 STRAIN-BRIDGES - BEAM-TO-COLUMN CONNECTIONS Vl 0\

57

Regulated 0.3 Amp Supply Note 1 Zero Deflection

Position (Note 2)

Notes

~ _____ ... Zero Position (Note 2)

5 Similar Circuits

1. Gage current measured during test with visual ammeter and recorded on separate recording galvanometer.

2. Calibration switches roughly correspond to 2 in deflection increments. At zero deflec~ion, bridge circuit bad maximum unbalance. Both calibration switches and slide deflection move bridge toward balance.

FIG .11: WIRING DIAGRAM FOR DEFLEX:!TION GAGE

Monitoring dynamometer used with portable strain indicator

Axial load stop mechanism

,....... / ''-

t-- I I 11 --.....,. Tie rod ""-: lL.

/~ f" \ I I I -.1 /

-~l---~f J J JI I

~Com pneumatic jack I I Specimen column I r 1-7--I

Tensile force

pressive force

\ I I I L

J/7 \J ......-

,/ I I --c n 1'- ___ ----Tie rod ~

Tensile force

L...-

~vial lnAn ~F.no reaction svstem

Symmetrical about t I

FIG. 12: SCHEMATIC DRAWING OF AXIAL WAD TIE roD SYSTDi

'&

Loading Data Description of Specimens Values of Phenomena Measured

Q) M ,.... ~ • • Q)

J Q) ..... s;:l bO ~ £1

d d ~ .,... ~~oj

,...f . .,... Q)"'"

'd .s:l .g 0(1) G) !l~ to orO r-t ..........

S C) ...,~ ~

~ 0

~ . t;D • orf

~rO d d 0 ~ ~~ g ~~ x.,... .,... 8 d d ex}

0 o .,... CIl <C::d ~ «orf rx. .,... .,... "'~ H .,... ~ ~

.,... CH ~~ CHOP ~o~ ~~ fHbO -r-tam §~ r-t '" ~ ~ a .. ~ 0 o C) C) 0 o d E-t § • ~~ 8.p~ §;l .,...::> Q) 4,)"'" tU -r-t a ~ a.pr-t

+> 8. ~ ~g ~...,.,... &~ tUrO Q)"'" 'd -ntO

~~ ...ts;:ldJ ...tor-t ...to1 t)

(/) m ~8 to><~ :i~ >< .,... C) ><.,...~ >< J..t rg

v ~ Q) ° ~ ~ ~~ ~~ i°C) i~ ~~ 8 .- E-t E-t E-to OCllA ~~ E-tH .. P-f« ~

CBld' Slow Hydraulic Flange 6x6xl/2 ~ivet Concrete 320 13·7 40 6.59 .0057 o/it~le -- racture in Jack angle 3/4" connection

angle ." **

~

6x6xl/2 Concrete 14.4 34 .0029 CB2-l Rapid LOading Flange tRivet 0.022 21.7 2.5 No failure unit angle 3/411 Rr~oad~1 CB2-2

CB2-~ ** 6x6xl/2 tRivet Concrete 34.7 9.94 .0044 Rapid Loading Flange 0.031 20·9 32 Tensile fracture unit angle 3/4" in anchor bolt

CB3 Slow Hydraulic 6x6x1/2 taTs bolt ~etal 178 8.53 .0069 *** Flange 13·1 - - Specimen jack angle 3/4" bottomed

CB4 ** 6x6x1/2 ~ bolt !Metal 0.023 18.9 1~2 38.6 9.00 Rapid Loading Flange .0019 Tensile fracture . unit angle 3/4" in anchor bolt

CB5 Slow Hydraulic Web angle 6x6Xl/2 tRivet Concrete 60 8.4 43 - - .0056 ~~~\tfre in jack 3/4" connection anglE

INo defl. data.

CB6 Rapid ** Loading Web angle 6x6xl/2 lRivet Concrete 0.021 12.4 39 51.2 8.98 .0009 Nut sheared off unit 3/4" of anchor bolt

CB7 Slow Hydraulic Web angle 6X4X1/2 taTs bolt ~tal 219 8.7 38 - 8.25 .0020 Specimen *** jack 3/4" bottomed

CB8 Rapid ** Loading Web angle 6x4xl/2 taTs bolt !Metal 0.019 12.6 44 44.9 8.80 .0005 Spec imen . *** 3/4" bottomed

All co1unms were 8WF35; anchor bolts 1" ¢ *Same specimen subjected to two loadings **60 kip pulse loading unit.

TABIB2.. stIw1MARY OF.COLUMN -BASE CONNECTION TESTS ***Struck bottom of frame without failure .~

Loading Da tao Description of Specimens Val~es of Phenomena Measured

'" I +> c c +> 0 0 s:1 ~. .,~ ·d C H r:: ..--t " ~ V .' ~ .. ) 0 v a ..-I ..-I Ob!) o ()} 4J r:: '.J u .... q r:: ,,4 ~ d p.. p...~

Q) .~ ~ ..--t ',4 c.' V .. > Q) o ~J H H ." 'rl '~ .Q '1 (;) cd +l ..--t cd o II Q)

~,§ ~. ~ !1 rl 0 l. C Fb {/) tSb +>+>. +> ..-l 0 ttl 0 ~ Q)5~ ~ ~g cd H ~ u o 'n ~ G) 'M H+> ~ rcj ,,4 {/) (/) {/) s V <tl "~ lH 111) G) Crt +l V Cf-I V

~ ~ ~ ~ § ~ .-, +> ; .~ Cf-I 0 r:: {/) 0 O~ 0 8Ct S t)' 0 'M !:J V §u S..-I ~ Q) +> V +l (1) §g v V..--trcj 'M 'M Q) .r! r-f ' cd V U}

~ CJ)

~ ~ ..-It/)

CJ) >< ~ >< ~ ><t) ><~ iM ~ v v OH OH

i~ td t) ~~ 8 8 8 8 O~ u~ ~ ~~ ~~

4 T 17.5 * CTBS Slow Hydraulic Tee I 3 HTS Bolt 8 WF 35 346 37.1 ~ AtJ 0.0206 Specimen jack ~ Web Angle 4x~xB ( '/'-

3/4" - bottomed

CTRS Slow Hydraulic Tee 4 Tll~.5 Rivet 8 WF 35 168 34.0 6.40 0.0032 Rivet sheared, f+- Web Angle 4x~xa 3/4" -

web of top tee -1~f'lr u

6x6xl CFBS Blow Hydraulic trap ond Seat

4x3x"2'fi HTS Bolt 8 WF 35 220 23.2 4.93 b.0254 Brittle fracture,

Angle 3/4" - bottom angle -1Qr>lr ... 1

Hydraulic !rap :.!nd Seat 6x6x'2 Rivet 8 WF 35 156 18.6 4.15 p.0260 Ductile tension CFRS Slow 4X3X~ jack Angle 3/4" - failure in rivet

C\.JBS Slow HydTaulic \-leb 4X3X~ HTS Bolt 8 HF 35 396 20.2 6.91 p.02~·2 Jack reached full jack Angle 3/4" -

.qt.l"'r\k""

CWRS Islow Hydraulic Web 4X3xg Rivet

8·WF 35 256 18.6 7·32 /).0124 Jack reached full ja.ck Angle 3/4" - stroke

All beams "Tere 14 WF 34 Sections * Struck bottom of frame without failure

rrABLE 3~.: ~T~y OF B~-TO~COLUMN CONNECTION TEST RESULTS 8'

+' C/} ()

8

Loading Data

uD q

'M 'd

~ H

~ o Q)

~ E.-i

rd V C/}

:::J

v q

'M ,q U

& oe:.. ':1)

o 'rl +' [J)

V 8

CTB~ II Rapii I Loadin0 unit

**

Description of Specimens

~ o

.,-j

+' U V ,.::: ~ o o ~ o ()

~ E.-i

.... ~ o ·rl s::: +' 0 U .,-j

v j-J U) ro

s::: ~ ~D o .,-j

.,-j [/)

+' V UC\ GJ

§g OH OC::X:

~j v s::: I1J +' [/)

~ I.t;

~ o V :~ a

s::: .... 0 ~ 'M O+'

'M cO -t-J ~ U f-,D Q) 'M

C!) [J)

V

~~ .-4c!) OH oC::X:

Values of Phenc:nena Measured

.-4 rn ~ o v

+'+' cd r.I.

V H e.­El t­'M @ r.I. 8 S V 'M '"d CIl >< ttl .,-it'd. c ~:'2:""':

.-4 cd H OJ

-t-J tiS U) H~

'r! r::~ ;3 o ~ ..-Ira x cd

~S

+J' s::::

.,-j 0

o ,J p...

"' rd ~ cd ') o .. ~ H ,.J

cd IS ~ ;::s (1' El r-I

'..-l .1J X'.J «J U ~<

iJ s::: 'r! o C1) p.~ ~

.r-! ,

(Ij '" o ~ 1-; 0

• ....-j

>-. +> ;:) u ..:1 V

'..-l r-I >< ~'-I ro '3)

::?SH

o q

V 'n r-I ............... OOU

~ .~ § 0 .... S 'M

.r-l cd ~ i--I

cU+' ::8CfJ

Tee + Vleb angle

4 If 17.; 3 4x4xp;

HTS bol~ 8 WF 35 Ip.022 3/4-" 1

4505 157 0 0/ '7. 4 7 I O. 02 Q!)

Tee Rivet

V H ;j

r-I .,.-f

cd rx~

~ o ()

rd o ;e

Specimen bottomed

*

CTRR IIRafid ** Loading

unit

** Loading

1+ web angle ~ T 1,7.5 ~x4x~

u

reop and seat~x6~ anes1e I 1~X3xri

3/4" 8 WF 35 10.021 45.5 161051 4011 ~.009C Beam rivets sheared in web and bottom tet

CFBR Hapid

CFRR Rapid

CWBR Rapid

CWRR Rapid

unit HTS bol tj 8 WII' 35 Ip.040 1250.5 3/4" 105.918.48 ~.0226 Brj.tt1e fracture,

bot torrl an~.,le ** . 6 6 --r

Load~ng op und Seat x, x2 3 Riv~t 8 WF 35 0011 12509 1 970°18095 ro035511 Ductile ~ens~on unl t . au€:,le 4x3x 3/ 4 fQ.~lure ln rl vet

LoaCiing uni.t

** Loadinfs unit

Web angle

Web angle

3 4x3x8

3 4x3xS

HTS boltl8 WF 35 110.02412206 3/4"

Rivet 3/1+" 8 WF 35 ~0022 12202

89.816.92 P.0255

171.818.56 000234

Specimen bottomed

Specimen bottomed

*

All beams were 14 WF· 34 Sections * Struck bottom of frame without failure ** 60 Kip pulse loading unit

TABLE 3bo SUMMARY OF BEAM-TO-COLUMN CONNECTION TEST RESULTS

g>

24

2. 20 .r! ~

...

--,..-_._--i I ... - ------ -------

: . ' ~_ L I __ I

.... ! '--1-~ o .r! ..fJ

E 16

i l / i l-~-=-:==_-I~---- -I I ! -. ' .,_ I

., . i . . I -r-)- -t ~~ J

I

---t ! "'. --t . '~ ___ ~_-1

o ~

CD Q

~ ~ J... CD

..fJ

j 12 o +l

~

' .. ~ ... _---,----~+-~----------- r 1---+-- I

CD r,,' / I 1 / ! 8 lilt---I---~~ / I_____+_~ ~-i o CD u ~ ~ +l

:..') .r-!

~ 4 cr: '0

CD J... :;::I. til ~ Q)

::;:s o 0

({ ./ , . /

" , '--/ \. J '-

1 2 3 4

---~ .......

-~"----

!' CBl Slow Test

CB2 Initial Loading I Rapid ITests '-------t------ CB2 Final Load ing

5 6 7 8

Mid Span Deflection, in.

FIG. 13 MEASURED RESISTANCE VERSUS MID SPAN DEFLEr:TIONOF COLllMR-BASE SPECIMENS: CBI, CB2

9

0\ [\)

241 .--·-·----1 I

I

-r ------.---,.--: I -- -- .. -.---- .--.--

_~ ___ +________ ir 11 -1-------------;

, " ' I rn 0.

• .-1 ~

... § 20

• .-1 ~

E -0 ct-l Q)

o ~ 16 s.... (])

~ ro

...:l

o ~

s:: ~ 12

• .-1 o Q)

0. C/)

4-l o Q)

o s:: ~ ~ :n

• .-1 Ul Q)

~

8

f\ ! ... ~-- -7---- . J I I

J.\ f~~/;.--'" , 1--- - --11 ---- I i

I \ r !' '--:

I \ 1

: I.' "~,,' .... -- I I ' ., .

'I \ I: I """ '

- -- .---- --. -------1.---

I

I

'-1 -+---------- --~

I ~ i --

I I

,-~~.+- \ jL---M

r , --- ------.-- --+.

! +­i

.......... ~

t-- -

! "-J o ------ -- ,-- -- -- 1-'''-

I "-, " I ...

I "

-0 Q)

~ ::3 ill W (])

4J \

\

;::2l

-- CB3 Slow Test \ \ I CB4 Rapid Test

\

\

o '" { 2 3 4 5 6 + ~ 9'

Mid Span Deflection, in.

FIG. 14 MEASURED RESISTANCE VERSUS MID SPAN DEFLECTION OF COLUMN-BASE SPECIMENS; CB3, CB4 0\ ~

24, I 1 i

T------l-------T·~~j I I I (()

0.. oM ~

... ~ i I .8 20 .~---1.----------r---~ I ,

m : i ~ ! ! o ~ cD ~

I

~ 16 1 .-~--ex) I

~ (I)

+l \

. - ---

- --. -- -------------f--

j o +l I . . i I ! . ' i I

I - - ; ~ 12 --·-~---t-- --(V'\ I ; .. 8 I 'i ,

i

---'---' -1-"-'--

·l~-----.~ I (\/ I" '. :: ... 0. , . \ ' -.-l I ; ru( ....... ~ .. ~ .... i i ~ -A-, .1\, .... \ : ; '-.... --..... I so: I ' i,

~ (~ 1I \J " cB6 Hapid Test .~ I . I cD I I ~ .. ,

I-L.o I i I ~ I I g I 7 ~ I

_._-- --_.- - --'-_.- -----

---"-----

9 Mid Span Defleotion, in.

FIG. 15 MEASURED RESISTANCE VEHSUS MID SPAN DEFLECTION OF COLUMN-BASE SPECIMEN; CB6 ~

26 1-

(/) P. .r! ~

"' 20 'I ~

s:: 0 .r! .p oj

~ 0

fH CD

o 16 M

I I I

t----- -t---.-.--.------+ --

oj s... CD .p oj

...:l 0

+:l

s:: 12 CD 8

oM 0 <D P.

CI.l

fH 0

(I) B 0 s:: oj .p CI) .r! til <D

0::;

'"('j 4 (l)

I I

I I

.j---~-- --- -\--I

. -.-----------;---------'------;

0~ 1_. ___ ... __ I \ 1 I . :

\V/''-'J i

s... ==' U)

oj CD

.k --~ CB7 Slow Test ..... ~ cn8 Ra.pid Test

::21

o '0 12 3 It 5 6 7 e=-- 9 Mid Span Deflection, ·in.

FIG. 16 MEASURED RESI~:T,~~~GE VERSUS MInt; ~PAN DEFLECTION OF COLUMN-BASE SPECIMENS; CB7, CBB \Jl

9601 ~

800

~ 61~O ..-f .. .!4

I . r::

..-f

... +l r:: ., ~ 4801 ~ an r:: .,... +l

! --'-1---I

I I

I I I r

I I I

-~-t-i

I · i ~.- -.- .- -1""" .. --- ._. ~-~~ I I I I ----r - -L __ I__. ! I-I I 1- -- -!- I t------ ---

I

i I ----r--- -I

----t-----

~ 320 ---+------~ . / --.- ---~-~~~--.- _h· _____ - •• ---- .... ---. -t--

~ I ~ ~ - /

~ l'+-/ ::E: I I

'------+--- eBl (Slow Test)

CB2 Initial LosCi.ing (Rapid

'-------+-------+--- CB2 Fina.l Lqading Test)

o o 0.02 o.o!~ 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, rads.

FIG.' 17: MEASURED RESISTING MOMENT OF CONNECTION VERSUS COLUMN ROTATION; CB1, CB2

0.18

0\ 0\

r--960 ~--I- ----~--l

i I

----i-------r-----'-l I I

ill Pi

OM ~

t . s:l .....

Suo

6Ll-O

I I i I ---1---I

I

-~---1 I

I I I _____ J ___________ _ I --i- i -------r -- I

I I I , I

I /' 1' ....... !~ I "1 ......... ~_I i 1\ f''/ i '___! . I, I _..... , ;

... , \ I .. ... ...+ ... ,' , .. ' ""' I

I

- --- j-+l 4"0 .\ .... J.~._......... .. . ... __ I '-. .:" .- , "'"+--~ , '" o _~ ~ ~ ~ I \ ~ ! iI, .~ 320 ~--- --1---- ----------- i \

; I 'I \ ~ ! I:)

\

1---------.----+------ ___ .

I

i

11 I CB3 (Slow resc)

~ 160 i ... CB4 (Hapi,l 'E2St) I

o,L-~~~-~)~~~~~~~~ o 0.02 0.04 0.06 O.ub 0.10 0.12 0.14

Beam Rotation, rads.

fIG. 18: r·'1.E:ASURED HESIS~.lIN(; MOHEN1' OF CONNECTION VETISUS COLm·1N ROTATIOn; CB), CB4

0.16 0.18

0\ ~

rJj

~ orl ~

I . ~

.r-f

960

eoo

640

...; 480 ~

~ ~ ~ .r-f +> ;:I)

orl 320 rJj

~ '0 ()

a rJj

tid . ., --~ 1bO

o

I. I I

; I

I 1_ ~.I. ___________ . ---+--~ - +--~~- 1 - -.---- !-~- I I I I ! i I I , 'I

i i --~---+---~---~ ! I I I

('J ", I "-J _~ ___ __

~---------r.1

rJ :

/ r'jJ1~ CB6 (Slow Test)

o 0.02 0.04 0.06 0.0B. 0.10 0.12 0.14 0.16 0.10

Beam Rotation, rads.

FIG. 19: MEASURED RESIS'I'ING MOMENT OF CONNECfIION VEHSUS COLUMN ROTATION; CB6 ffi

r­i

----------~------------~----------~----------~~

I o

I

I -...Q

I T------------+------------~----------------------~rl

I -I

I

! i; I 'Ii!'! r -----, -------~------, I I I

________ + __ -- --__ ___ i_ --- .------i

----,---------: ----

I

....--,. -~ ,,')

~ .:-;

;3: 0

."-\ ill

t-r1:l D

...-.;.J

8)

V b

--:j -r-l ~ :.j .:,~ ........,.

'-£ 0

· o

...::t r-l · o

--:\)

r-I

o

· o

-::;) --~-+-----~ 0 · o

· o

r-----------~------------~----------~------------~----------~----------~C) ·

I --------------~------.--------t I

0 - '--' ',D 0 -::i-0"\ .:::J -\.0

,:) ..:D ..-::t

......... ) \ (

-- ~----­

-:) \.l r<\

~ /"

0 '--=.' r-1

o

· o

-- 0

0

9

,:;) ;:.:J (.)

...: i.-p~ 0

.'" 25 H t:-f ,~ ':"; ::> :-x;

~ (0

...... ;:J

rIj H oj 0 :~ 0

.... :'1 ~ ~ 0 ~) .,.-f ,..., +' Cii

$ >-0 ~ p::; 0

H

~ [-I \..)

0 rs !Xi f-~ ..-~ 0 U

~,~

0

~ F'-<

29 ~ g ""-0

ii H 1;-1 r:JJ H (J)

g@

p

~ ~ ill < ~

0 C\I . 0 ~ ,..:;:..

1400

. . . - .'

1200 -.-------' - - .

CTBS .. -, .

. -'

~ .. . : . .;) 1000 .--_.- ~.-------

r~ 0 •• ,

~

-, Eoe '<:' "-'

'" , c; I~ :

i:.. ()

~ 600 ;~;J

I=l -rl

:1 -.-! l0

I

---1- . \ --

. . M - 575 .f --:~------- ---------- --- ---- · loglO

(68a:p + 1)

-

ill p:; ;+00 rd gJ .., U) (j

~ 200

o o 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, ~, Rads.

FIG. 21: t-1EASURED RESIsrrING MOMENT OF CONNECTION VERSUS BEAM ROTATION; CTBS, CTBR cj

VJ ...l.j

"H ~

I . !:1

"H

"'~ ~ ...

..j.J

!:1 OJ s it 0.0 !:1

"H +' til

"H U)

C> r::r:: -d OJ ~ ;::1 til a:J

~

140Cr--------l------1~:- .. :· C'fRR

1200l_ I - ------------.-

1000~---------;"---~-------- -----~~------ -/ I"

I

-----+--tv1 = 5,.-,r: () log

8001----- ---t-----I---------4-

I ~.~ 'j: I

60C~-;- :?tl-------I------ j--­.' .// "" -\

t CTRS

: ~ Ini tial I I " iina1

200: Loading ----i-- -+~oad1n_[;._<_ -1----

10 (68Qp + 1) 1

I I I I

1

~ -I I

O __ --------~----------~------__ ~~ __________ ~ ________ ~ __________ ~ __________ ~ ________ ~ o 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, cp, Rads.

FIG. 22: MEASURED RESISTING MOMENT OF CONNECJrION VERSUS BEAN ROTATION; CTRS, CTRR ~

(I)

;--'i ',. ~ !~

I

~ 't~

"" ~ ~ (I) '._l

(5 "'';< ..., .. i~Q rot ~1

'r~

+' 'J) "~ en CJ p:;

'd (lJ ~ ~ en cd (lJ

~

1400. ---r--

1200"- ---+--------- -----+- -+-

10001-- +- +

bOOI- +--------1 -----+- ----t-

o 0.02 0.04 0.06 0.08 0.10 0.12

Beam Rotation, ~J Rads.

FIG. 23: MEASURED RESISTING MOMENT OF CONNECTION VERSUS BEAN ROTATIONj CWES, CWBA

0.14 0.16

~ f\)

~j •

;....~ ,,·-1 ,~:

I

~ ,,--I

... +J

P ~ ; n ~-" "'-<

~J 'M fJ W ',.-1 'JJ (l)

~

r:""J (I)

~ rfJ CIj (l)

:s

1400 i~-----~-- ----------,

l.~OO 11------

1000 ...----------t------------\----

I

SCO I +-----:---+---------f---------- -+--------t---- ----------j

I i

600 \-------------1-------- +------------- +------------4--------+-----------+- +------- --------1

CviRR I .. -\--.

~ .. -,- I

J '.:J-:::~'­. ·---'l

~tOO I ---+- .1 .' ~ \ -+-- I I I ~

" .... ' ./' I CViRS~ I I I

20C ~ /.~. __ :7· 1----- ---------t---i---i O~

o 0.02 o. Ol~ , 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, cp, Bads.

FIG. 24: MEASURED RESISTING MOMENTO}? CONNECTION VERSUS BEAM ROTATION; C\OIRS, CWRR -4 \jI

1400 ~ . ~. - - r 1200

rf)

~·il 1000 -rl ,.::~

I

>~ 'r'i

.... ~ .. ..:.. "'

800 .p ,:: (I,

E ""~ ~.

iJ) 600 J,:.:; 'r1 +J lJ)

"'1 (,1 Qi

I --_J ..

.--.---;-_._--

I '. ------ ~t . ---'. -------. -- I I

=+CFBR I

I

g = 280 ---- --------

log . 10 (15(){}P + 1) 0::;

<d 400 (lJ $. .. ~ (':J as Q)

~

200

o o 0.02 0.04 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, ~, Rads.

FIG. 25: MEASURED RESISTING l'-lOMENT OF CONNECTION VERSUS BEAN ROTATION j CFBS, CFBR ~

tf.J ~:'~

-rl ~

I . Q 'rl

1400 r- -

120G ~ ----+------- ----l-- ----I----

1000 J-- --~--- ----------.j---- ---------/---- ----- -- _ _ ---- I ______ ~

.. ~ 800 I- -i-------------t-------f----------------+ --+ ~

... .p ~ (l)

s ~ bO ~

oM +l tf.J

'r-I tf.J (IJ p:;

'd (})

H ::1

-l'J}

m ~

.:' .. /ICFRR

600 ~----------~--I__------ - ---10--- --~- -- - ----------------1--------- ------+--------------+------------1--------1

40C

200

o

'1 ••••

...... 'I~

- ! :-~M = 280 log 10 (1.50O:p + 1)

~~-~~-___:______:,.__+------L------+_--I I

-------+--------~------__+_---------'f__------___1

o 0.02 0.01+ 0.06 0.08 0.10 0.12 0.14 0.16

Beam Rotation, ~, Rads.

FIG. 26: NEASURED RESISTING l,fOMENT OF CONNECTION VERSUS BEAM ROTATION; CFRS, GJ.!'RR -l V\

76

APPENDIX A

RECORDED DATA FROM CONNECTION TESTS

Figure Page

Al Recorded Data from Test CBl 0 .. .. .. 0 0 0 .. 0 0 0 77

A2 Recorded Data from Test CB2 0 . .. a .. . .. .. . 80

A3 Recorded Data from Test CB3 86

A4 Recorded Data from Test CB4 " 0 " 0 0 .. . 0 0 0 .. 89

A5 Recorded Data from Test CB5 .. . 0 .. .. 0 . 0 92

A6 Recorded Data from Test CB6 .. 0 0 0 0 94

A7 Recorded Data from Test CB7 0 0 97

A8 Recorded Data from Test cBS 0 .. 100

A9 Recorded Data from Test CTBSo 0 . . 0 0 0 103

AlO Recorded Data from Test CTRSo 0 105

All Recorded Data from Test CFBSo 0 107

.Al2 Recorded Data frbm Test CFRSo 0 0 0 .. 0 109

Al3 Recorded Data from Test CWBSo 0 .. 0 0 . 111

Al4 Recorded Data from Test CWRS .. 113

Al5 Recorded Data from Test CTBR .. 0 .. 0 0 0 0 0 0 115

Al6 Recorded Data from Test CTRRo 0 117

Al7 Recorded Data from Test CIffiRo .. 0 .. .. 0 119

Al8 Recorded Data from Test CFRRo .. 121

Al9 Recorded Data from Test CWBRo .. . 0 0 0 0 0 0 .. 123

A20 Recorded Data from Test CWRRo .. .. 0 .. .. . .. .. 0 0 0 0 125

50 77

T-····~

45 -F=t=-North Axial Reaction

South Axial Reaction

40 ----

-"""" _ ........ --35 0 2 4 6 8 10 12 14

Time, min.

0 2 4 6 8 10 12 14 ._--

25 ,...-_._--

20 ...------+--.-------I------4-----l-.----.--+-----+------l

Lateral Load and Resistance of Spec:!.men to Lateral Deformation ~

15 -.-----~ --/~ 'v---+---J---+-+-~---I---------'--+

10 ~

5 I o

FIG. 1..1 a: RECORDED DATA FROM TEST CBl

9

8

Mid Span---------------------+------~--~ 16 in. North of Mid Span-----+----4 ,

16 in. South of Mid Span----+-----. 7 - 36 in. North of Mid Span --+----T-+-+------lr--4------i

36 in. South of Mid Span--

3

6 4

1

o 2 4 6 8 10 12 ·14

Time, min.

FIG • . f'.l b : RECORDED DATA FROM TEST CB 1

0.008

79

0.007

0.006

~: R4(N)

R4( s)-

. 0.005 <

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

Q) ,....j

0.004 ! ~ 0 .,..

of-) u §

0.003 0 0

~ ..-t

d ort ~ J..t +l u.l

0.002

~

/ V

I 1/ / / )l

North Angle

South Angle

J. -

./ I

I

0.001

J V /

o ,

L/ .. 0.001 0 2 4 6 8 10 12 14

Time, min.

FIG. L~~::: RECORDED DATA FROM TEST CBl

40 I I 80

North Axial Reaction

l-6 /~ South Axial Reaction

/ L ---- .,.,--r----.----"'-i. .... -- --- + . I I -----.. --

~_/ --- -.---

35

50

25 o 0.02 0.04 0.06 0.00 0.10

Time, sec.

0 0.02 0.04 0.06 0.03 0.10 20 1'1

~ " . ...

/·1··········· .................. .

15 .... I

lO~-4----~~------~--+----------+----------4---------~·

! . --- Lateral Load.

-----1---- Resistance of Specil!len. 5 ~-f----';-~--+-------+-- t.O Latera.l Deformation

f ---+----- Inertia Force

o ~---1-+--~---+------- -_.

I \

-5 ______ ~~--____ ~----__ ~------~------~

FIG. A2a: RECORDED DATA FROM TEST C~( INITIAL LOADING)

. s:::

..--I

'" s::: 0

.r-i +' U <l)

r-l ~ Q) Q

9 ---r------- ---.. -.-

81

8 ----------- -+--------!--

7

6

5

4-

3

1

o

Midspan ----------t-. 16 in. North of Midspan ---+..

16 in. South of Hidspan -- 36 in. North of Midspan ----r--

36 in. South of Midspan-~ I \

I -- .-- -- .- - -- -----1--- - -------------

I

I

I -------+------

i i

l' \ I - !\ : !

-1--- -+--------1iH----+------I \ i i\ : :i i

I------)----------+---~-. ~-----+---. I , i ; : \ i

o

i ' \ \ ! I . i

-----~ -- -- ----- --- -- -

0.c4

I

I -l---- ---- -------

i I

-- -- - ------ -- ---- -.- -- j ---c.06 0.08 0.10

Time, sec.

FIG. A2b: RECORDED DATA FROM TEST CB2-l( INITIAL LOADING)

0.005 --.~- --1

82

-~

0.004

0.003

. 0.002 ~

or-i ........... . ~ .,... ...

C1> ,......

~ 0.001 <:t: ~ 0 .,... +' () Q)

---

~ S

---t=:~-- N

------ -

I / ~ ..

~ ~.- -- -. I

\ North Angle

II South Angle ----.--- -

I

I - -

I' ~ s:l 0 0 t.)

~ .,... s:::

/ I

rJ/ on

CI5 :

H ~ Cf.I

-0.001

I I

-0.002 i -- ~.---.---i I

I I

I

-0.003

I I I I

1-·--·- ---'-'-'-- I

-' - .. -. - ----- --- . - - ---.- --. -

~

------ ._------_._-------0.004 0 0.02 0.04 0.06 0.08 C.10

Tine, sec .

FIG. 1 ~2 c : RECORDED DATA FROM TEST CB2-l( INITIAL WADmG)

.... UJ (]) o ~ o

[Y-i

40

53

jC

25

2)

0 0.C2

0 0.02

1,.---- North Axia.l Reaction

---- South Axial Reaction

\ \

\ 0.0)+ 0.06 c.08

Tirl!e, s,::;-c.

C.04 0.06 0.0£ -------

83

C.IO

0.10

~ 20 ~---------~~--~- ~~-----------~-------~--------~ ~

15 ~---~-----+----~-----~---------

\---+---- Resi3 ~ance oi Speciruens .:. C: I----f---+--f-----+-----:~: 1------+------ to I;J. ter'al Def ornJa tion

::

i .A---- Inertia Force

. "' : It .......

I--+-----~ : ---+----' .. .... ,

a u-~ ______ ~ ____ ~~ __ ~ ________ ~ __________ ~ ________ ~

F'IG. A2d: RECORDED DATA FROM TEST CB2-2 (FINAL' LOADING)

.... s:: o

or-!

10 ------------ ._._--,-

84

9 1---------+------- ----_._- .... _-.. - .-_.-- --- -_.--_.-.-_ ... _--

l1ijs:pan -----------t------tIfIIII/

7 16 in. North of Midspan ------+--__,_---f+------16 in. South of Midspan ---36 in. North of Midspan 36 in. South of Midspan

6 t------t--------r-------I-----\--T--

5 t-----+----.. ~----- +-----\--'tf-/-

t 4 1-------+------+--ClJ ,-j Cr-! ClJ ~

3 1--------4------+------

1 I--__ ~---~~~~_+---_+_ __ --~

o ~ __ ==~~~ __ ~ ______ ~ ______ ~ ______ ~ ____ ~ O. 0.01 0.02 0.C3 0.04 0.05 0.06

Time, sec.

FIG. A2e: RECORDED DATA FROM TEST CB2-e(FINAL LOADING)

0.005

0.004

0.003

0.002

0.001-

o

-0.001

-0.002

-0.003

,---------,---- --

I V- N

/ ----------~/-~--+----1--------

~----___ili------ _____ _

----------~-·--~------I- -------- -I 1

i -i---- ----- ----!--------- --------~----­I

! ----+---North Angle

1------- -- --- - -- -- --- -- --------

I

Note: Wiring to South Angle SR4 Gage broken during ini tial loading.

I I

I :

-

I 1 : ': i

-1--- --------------t------------- -- ---------------t-- .. ---- -----,.-----Iii ': [

1_; : i I : I

\ I i '------------;- ---------- -----------:--------.. ---------;---------------- ----t .. ----------- .... _-

Ii r I

Iii I i I

--+- I .. I ..... -I ...... ---I ! I I

I I I

-0.004 '-0----0:l02---- --t.04 ----oL----~-ot-------O--.--!lO Time, sec.

FIG. A2±': RECORDED DATA FROM TEST CBa-~FINAL WADmG)

25

20

15

5

o

--.-- -----.------ Note: Axial Reaction -Records Erratic

---f-------- -+------.. ---------- -.----.-.- --. -... -.--.---- ----------l

Time, min.

o 2 4 6 8 10 12 .... -.. -.. ----- --··----~-----r----- r ~------ ------t ------ --------~ -----~

Lateral Load and Resistance of Specimen to Lateral Deformation

------- .~----- - -_._._--+-+--- -- _.- -.- ._---I I

14

·-----1

-+---+--- -.. ---+-----+-----

---~----+-----

FIG. Aj~: ~ORDED DATA FROM TEST CB3

9 .0

1 ,37

(3 '1(2

/ 4 Mill. Span / 16 in. North of Mid Span I I

16 in. South of Mid Span I -; -

1/ 36 in. North of Mid Span 36 in. South of Mid Span /'

V

8

7

:1\ ~ I I

//

6

17/ X:~ / /" I I

'I' I " 0

5

/ .' / ,IV , ~

//;I 1/ -'/

I ;/ '" /;1 ~/ «I I'

I

3

I~ / /1 1/:

' I

J'

2

"A II' ., ,

o~~ , ,

g;g; ,/

1

o 0 2 4 6 8 10 12 14

Time, Min.

FIG. A':b: ~ORDED DATA FROM TEST CBS

~----~------~------~----~------~------~-------0.008 83 .

0.00 7

tt.N

0.006 I . I ~

oM 0.00 5

~ ............ . ~

oM

... /~ Q) r-l bO .§ s:1 0.00 4 /' 0

I oM +:t C) Q)

§ 0 u s:: 0.00 "

:1 oM ...

s:: oM ~ ~ +" North Angle Cf) J~

0.002 -<J South Angle

/f 0.001 V .~

:

0 d V

-0.001 ~ ____ ~ ______ ~ ______ ~ ____ ~ ______ ~ ______ L-____ ~

o 2 4 6 8 10 12 14

Time, min.

FIG. A),: ~ORDED DATA FROM TEST CB 3

40

35

3(.

25

25

20

15

10

5

o

o

o

0.02

0.02

r :o

· . · . : ..

~ . · .

. . o. 'or

1.------ Ncr'th _.u:ial Reaction

---South A};:ial Rt:::aci._Lon

t

0.04- 0.06 0.08 0.10

Tj _! _~, sec.

C.Cl~ 0.06 0.0e. 0.10 ---r--------l'~--.,

, , .

-----------r:------- r) rr~

~_./ ;--~ ,

'\..,- ; : -" t

BesiotcSnce of' SpecinLen to Lateral Dei'ornati.on

Lateral :Soad

FIG. A~: RECO:l:wED DATA FROi"1 'E~ST CB .. j-

9

8 ----------+------+

Midspan ----------"--+-~ 16 in. North of NLlspan--

7 ~~ ~~: ~~~~~ ~~ ~~~::~~=~- --- -/-----t--------36 in. South of Midspan-\ . / I

/ I I

6~-----+- -r ->r+ .... --.+-+-_. -----+------1

5 ~---+-.-------- --,-'-

I I

I 4 I-------+------+-._+_- -j-._--+-

I I

I

3 1-----

2

1~-

o o 0.02 0.04

Time, sec.

FIG. A4b: RECORDED DATA FROM TEST CB4

0.10

0.007

0.006

~----f------f------_f-------- -.----..... -_ .. ,-0.005

. 0.004

.. - f-...... ----- .-. I

~ oM

........... . Q

_~ South Angle oM .. G)

M bO ._ ... - -~ 0.003 s:: r--North Angle 0

or4 ..,:»

I

()

,b s

§ 0

j t.> 0.002 ~ I

eM

Q or4 /V N f! I

..,:» .------- ---~~-V I

tJ) ./ .-f----.

0.001 =--

I

, I

0 l.-/

-0.001 t----- ----j-- .... . .. --.. - -._ .... - ----I

[ I

'-----~. ___ ~ __ L ____ J ______ ..... _._~ -0 • .002 0 0.02 0.04 0.06 0.08 0.10

Time, sec.

FIG. A4c. RECORDED DATA FROM TEST CB4

~'~

r--;;l ~ --'.- -- South Axial Reaction-

-~ 1---- ------

....... - vNorth Axial Reaction ...-

~ ,/ _-L " -/ -10-- 1'----

50

45

40 ------- --- - -- ---1------

35 0 2 I

'+ 6 8 10 12 14-

Time, min.

til Pl 14 6 8 12 4 10 2 o

or-i ~ 25 .------- -----r--- --

'" til <1> (.J J..c 0

f":r.1

rO t: ~ 20

-------I-----j--- f------

Cf.l ro S H Lateral Load and Resistance of

Specimen to Lateral DefOrma.::n ----7 ----------- _ .. _-- -- -----

V 15

/ /1

--

,/ (---~ ~

10

I ~

~LL ~

5

o

FIG. i\5a:, .~ORDED DATA FROM TEST CB5

0.008 ._. __ . ., °3

-

0.007

0.oc6

" ~ -

I

'~ . ~ 0.005

oM

" . tS oM

~

1"-

''l

\'\ ~

! 0.004 ~ 0 .,.. ~

~ ~ 0

, \

r ~ \ ~ I

0 0.003 Q .,.. Q

oM

~ ~ I1.l

North Angle

\ I

0.002 -

\ South Angle

~ 0.001

'"" o L...-J'

---'

-0.001 0 2 4 6 8 10 12 f4" Time, min.

FIG. A5b:. ~ORDED DATA FROM TEST CB5

.... rr. ~)

U --<

I I 94

',-0

/(~~ NCr'tt. .. /L"'Cial Reaction .......

VI K':.~ J Sou'0L !~..::::'ai HCu,ctlon

_./ J '\: ...... I

L-J '\. K\, " " \ ,\

J ,,~

'~ '/ ~~ I -

55

, , 30 O.UU o.cc 0.04 o 0.02 0.10

Time, sec.

• 0 O. (J2 0 . (,4 C . 06 0 • 0)3 O. 10 25,--------,-------r-------,---------------'--,----------.

2 r------~-----~------+-----

------- La t':;ral LoaJ.

lu---t-t+---f---;/~·-------+_-----A------ Re sis tanc.:~ Oi.'

Sl-'ecimen to tJl J\ f~ 1/ ....... La teral Defo, ·r.18. tion

[: ~.: ~ .... - I Inertia Fore':': ~~. I' \. I 5 t---t----. ,... ...

.. ' O~~ ______ ~ ________ ~ ______ ~ __________ L_ ______ ~

FIG. A6a.: .Rr~COHDBD DATA FRot-t TEST CB6

. >:::

.r-i

"' C 0

oM -j-J U :lJ

r--l =T--i (]) 8

9~--------~--------~---- --~---- 95

8 ------- --+------- --------+-.f---,!----- --- --.

7

Miaspan -- .------ --- - --------./ 16 in. l'Jo:-ctll of 1\1Llspan ~ 16 in . South of Midspan ---.~ 36 in. NOith of Midspan ~, 36 ill. South of Midspan , \

\ \

I 1

- -\ ----_. __ ._._-----

! I

!

6 t------l------I

! - -.--- ---..J----.-----

I I

5

4

3

2

1

o o

I I

I --1----- ----I

I I I I

I i 1 I

--r---~ . I !

I I

----------, --------_.- --I

I

---+--+-r--------------- ----- ------

I I

1/ !

- I I I --;'I- t---- ---------.. --t-------- -----.----

;' I - :

/ ' I

/ I I

- - I

------+-------- --4 .- ------, !

I

.J-I

____ J_ ______ _ __ I

-- .-- ----------. --- j -------0.02 0.c4 0.06 0.06 0.10

Time, sec.

FIG. A6b: RECORDED DATA FR01-'I ~"EST eBb

.------,------,..-- ---,------_. __ . --- .

0.005

0.004 -------+-----+-------t------t-----

l------- ---------1------0.003

~----+------ ---... ---+-------+------1 0.002

North Angle

0.001 -t-----

o I

-0.001

-0.002

-0.003

I \

~-+ t--- , ------+----I I \ I

---t----~~~--~lt -- ----------.-I I ---_. ---t---------~---- ..... ---- - -- -_ ..

!

004 ~ __ l ____ __ 1 __ -- ___ L ____ ! --~

-0 · 0 0.02' 0 .04 0 .06 o. 08 1.10

Time, sec.

FIG. A(; ~ i REr!ORDED DATA FROM TEST CB6

45

I I

., 97

40 _--1-

- South Axial Reaction -

~- ----t---=-----= F Nort~ Axial Reaction

~---- - ---.~

.. - \ , - -_._-_.-

~ 35

30 o 2 4 6 8 10 12 14

Time, min.

_~ _ . _____ 4....---____ --.6 ____ ----,8r--__ ----,1,--O ____ 1.2-___ . ____ 14

20 ~---~-------+-----~------------------~-------4-----~

Lateral Load and Resistance of

15 . ____ S_~_i=~_t .. _O_Ia-+--te_r_a_l_~:_~~--~_-+7~--+---._--.l--------I

FIG. ;\·I~..-.l.:· ~ORDED DATA FROM TEST CB7

9

:3

It Mid Span ---------+----.17 16 in. North of Mid Sp3.n / 7 36 in. North of Mid Span---=il--+----f--lH----+------l 36 in. South of Mid spanl

8

7 -

Gage 2 record erratic \ \ ( /'

6 r----+----4---~~~\\~I/~/~.,--~\-,--~k---~

\1 ; : 5 r----r----+----+---+~~I/~--~I:~--~----I

I

I

f\ ) 4 r----r--~----~~~~---~-----~-----I

/ \ / /1/ 1 /1 II,: / 3 I---t---t----+l-II /+--/---f+-/V-l---+-----l--------I

o 2

F ,/j' II ,',

Time, min.

FIG • }~',l): mx;ORDED DATA FROM TEST CB7

0.00 '7 99

0.006

0.00 5

0.00 4

0.00 3

0.00 2

(~ '\

~south Angle

~ North Angle

/ ,

/ 0.00 1 / \

---- -

"

! I

V o

J / -j

-o.ooi \ ~

... 0.002 0 '.

2 4 6 8 14 10 12

Time" min. FIG. A7·:: RECORDED DATA FROM TEST CB7

50 100 !

North AAial Reaction

.. -------~------j

;'5 '--____ -..L _____ ---J. _____ --L... _____ --L... _____ --'

G.O~~ 0.06 (i. vb o C.C2 C.10

C. 02 C· • O·~ (; .00 () . uG C .10 r=-----=-=r..:::....:-.------r-----... -.. ,---.--" -_.--- ... -.. ::;....::...----=-=:..=:.=,

I !

I ~---+------+--' _. ~

I

lOr--&r-----+-----------r---~ neL,fstance 01' Speci.men to Lai-,eral Dei'011l1a tion

Force

5

o

FIG. Aba: RECORDED DA::eA F.:EON J.t8ST CB8

. ~

-.-I

.... ~ 0

--I ·tJ ':J

~ r-; C;-j

III q

9 ,--------,----~~---

8 I-----+----l-----+--·---T~-Midspan----------------~ I

7 16 in. No:::' th of Hidspan 16.in. South of Midspan -··-----i-· .-----.---.----36 in. no:th of t1idspan

i 36 in. South of !,1idspan i

I I

6 I-------+--~--i-! !

i

I I I I

5

4

3

2

1

o

I I

I I 1-------+----_ .. _-----_ ... - -. ----------, --_._._-------..<

I I I I -·------t-----. ------i

( , . I I I i / ~/-t------~+---------

/ I ,I, I ~/II ,/ I I

/ I;' I ' 1.--------,.---- -- ----H-~----.-------L------ ----- -.-.~--------------

If I

/ /1 I

/~/ I

V I -1-----I I

~__L__~ ____ 1_____ __ ~_____1 _____ ,_ o (.02 0.04 0.06 0.08 o.~o

TirJe J sec.

FIG. AUb: RECOEDED DATA FRON TEST CE8

0.005

0.004

0.003

0.002

0.001

r-------r------,-------.---------------- ---- --- , 102

---------------t-----t-------+------- f----------I

-t-----+-------+-------------- --- ----- - --------

i I I

- - -!--- ------ - ----+-----i-----l

v,---- North Angle

t------+----------

r South Angle

yf--__ -::,~ I I I i

-

-0.001 t---------+--I --------t--------l--------+I------I

I

I

-0.002 ~-------~! ----+-----+-I ------ --- ------------I I I I

I

-0 .003 ~---------·t----- --- -----; , I I

_0.004'-----1----1----- ---------o 0.02 0.04 0.06 o.ocr

- ._--- -- - --- --- f-- --. - -

0.10 Time, sec.

FIG. A~;(; ~ ~ORDED DATA FR(Jt1 TEST CB8

1 I I I Lateral Load and I I I

f ! '~

40 ,._._­I

i i i

103

32

35 ~~:!~!e~c~o 0

i i ;r '\ '- Lateral Deformation r-------/~-+--l ---*",--+---------i 28 .

'I i /' I '. ! ' I \

Iii , ! I !

~O, -----~----rl --yt' -__ ~' ------r!I-----~ 24 ~ ~ ~,~--- ------ i

! / :,- : I i i / :

ID 25 : r~( ~ n__ i /': 20 1 ~ I i /: / i ~~ !2°~--;'1 Ir --e------TY--- :~+-----_~16i

i 15 ~~-4----r~~-- -r---- -- --~tL--.L+---- 12 j /' 1\' I i I ,/- ,,:::' I i 10+ ______ ---\1---1 -- ______ --l---L----L'-~--1-------I 8 tJ)

! I I) , I i / •

/

' • I : I .. I I / " , I I .

, I i,I.~ I . ~~~~I

5 I r: ""---~ t------A~,' ~I---·· North Conneetion-- 4

I : \ I /(/ -'I ~ southS~::ction , I \ /1, . I strain

I , .............. \ ...,;-:.' ,. " -" .

. <.-::-::"l ' - e-' i i o -' ' .. -o 80 160 240 320 400 480

o

Time, Sees.

FIG. A9a: RECORDED DATA FROM TEST CTBS

. to s:: 'r-!

... >=l 0

..-I

.p ()

~ ..-t Cr-i V Col

9

8

7

6

5

4

3

2

1

o

--~.--- .. --.- .----,---.---.--.----..,--... --- .-.. -... ---. -.---·----T·-------- ---T--·-----·----:-- -----, J . I : 104 i: . I ' ~. '

I , I I :

Ivlidspan --------------, 16 in. North of ~tldspan 16 in. South of Midspan 36 in. North of 1 .. 1idsp~.tn 36 in. South of Midspc:.m

\ \

\

I I ' ' I I

I------~--.---~--------~ .. - .--. -- --.---- --_._\ --- --.--'-.--.-----1

i

o

-- .-~-~. ------- ---t-------.. --- --.. ~- .--.. -.-.--- .-I I , I

I I I I

!

I

I --------i-----~i----·---~----···---·-----·-;---·- -.... -...... -- ... -.--- .l. ___ • _____ -------J

I I

:\./ \ : ::' if \: ~/

/1 \ :.-; __ ~+ ______ y~;L-.-I •

/ • I I •

, • I

/ ' /

/' ... /' /~-.~:'//1~----' ~- -'-'r--'-~

1/ .. /" I

/ ./ , I

i . I -------+-, ---1--------:----- .-.-. ----

1 i : I I : : I ' i I , I

i -----r---------t--.---- ---- --- .---!

I .. ' : '/ ~/: I:

-;.-¥:. .. -. _:/. -. -~- ---.------.l-------------~-----------+--------i , ."-,,,: "./ : 1 : ! -----+--- ./ ;' ,/ I I . 16--'--- --" . ',' I

~f '--~-4-" / i

1lf:·:~:..:..:,::0I'··' .:.' . !

~.V I i .. I I ,

I '

60 120 180 240 300 360 420 480

Time, Sees.

I :

j

i ! I I I

FIG. A9b: RECORDED DATA FROM TES'r CTBS

40 ..... --- 32

Lateral Load and Resistance of I

35 Specimen to --+-------+--- -+---------128 Lateral DefOrL1S.tion '

I Initia.l ! Loading

Final ! Loading

30 -- .. -----+----/-- ·-I----!--t--r-----l---· ---.- ._-+--

I

·~·--------l24

I

I

I ' ,-_._-_._. I I i i

I

+-------120 ~ ! or-!

i ~ i !

251------+--

I ~ Ii; i 1'<'\

I I ' •

00'" 20 --+' l'- ---- -~ -. --------+-----------+---.--- 16 ~ () " I

~ ! I i I ~ . ., iii ! 15('~ ------W;·I-l------~----)- ~ 1 3 I Ii' I ~

/

. i . I i : I I +---- ···--·---i-------- ~-.. -.-------------t----------.~--

I Initial I ! 'I· ! Loading I ! ' . I . , I

I I

Final i

10

I I I I

5 . /. __ -~ _ ~/i- _H _____ ! ____ Norths~=~ctiOD T .. -... -.......... ~/<~:.. ! · Souths~~:~ction

. . . :-::- .-..... ' .

o --

4

o o 80 160 240 320 400 480

Time Sees",

FIG. AlDa: RECORDED DATA FROM TEST CTRS

• Ul ~

oM

... ~ 0

o,-f +> CJ ~

r-I tH () Q

9 ~.-------r---- -.,----- .--r-.------~-------r__- --:I 106 i

Final Loading: Midspan

8 16 in. North of Midspan

16 in. South of Midspan

36 in. North of Mid f3 pall

36 in. South of N1dsp&l.'1

- . ----.- ------

i i

i i

-+ I I I : i I

I .----1-------1

i I I I

7 I------+----.-~-----------~- ---I ~ I

------+--+-------+-------4 -- ! I ! I

6

5

4

3

2

1

o

i I

1 I i I

I I I

,;:- ! ----r-----~---·-- .-

i - :'.: .'-- .. - .. ----+--- ----- "- --+-- -----i-------i

I ! i i

.---+---~'W_+

o 120 180 240

Time, Sees.

FIG. JUOb: RECORDED DATA FROM TEST CTRS

I I

i I i

i I I

I

---.--t---.--- --+ -----.1

! I ' ! I

! I I I I

; ! ! ~ .... -'1'------------1---.----------.-+-----~ ----l i! I I I I I : I

I I I

I I

I I I I I .

t I I I

I I I I

-----t----+--.----+-. -------1 , I I ,

Ini.t1al Loading:

Midspan

16 in. l10rth of' r.~1dspan

'-16 in. South of Hidspa.n

36 in. South of Midspan

36 in. north of IvfJ.dspan

300 420 480

107

40 -----,-----...-------1-------,-----.-- -----032

35

North Connection --+------"

Strain

South Connection -+---4------+---------+------------+------1 28 Strain

30 _____ ~~--_4L--_+----------4-------~----~.+-----~24

. ~ 25 ~ ______ ~+-~ ______ ~ ________ -r ________ -+ __________ r-______ ~20~

• ~

~., ~.

~20~ _____ ~ __ ~ _________ ~~ __ ' ______ i r--------~--------~--------~16~ ~ I I 8

10

5

I I ~ I, +'

i I V

F I I 8 I· I §

f I I -i -+--+-:,«- ~--__+__----I----l--- 12 ~ ~ i I [ I t . . I C/ ' Iii

_ :'1 __ ---- P ----t ~--------t-----~ 8

r[;! I i Ii

{ ~ I'

. t-' II Ii ___ ..3..--__ +--_ Lateral Load and Resistance of

i I Specimen to

I

i Lateral Deforma-tion .

4

o~ ________ ~ ________ ~ ________ ~ ________ ~ __ ~------~------~o o 80 160 240 320 400 480

Time, Sees.

FIG. Alla: RECORDED DATA FROM TEST CF'BS

. co ~

.... s:l 0 ~ +' <)

cu r-t 4-! ~ ~

9 ..------.------,--------,----

I ! -11

----+--I----+--t-I I I I

8 I-----t-----+-----t----------~

i I I !

7 I--------+-----+---~ ------~-----r---r I

I, ,

1 I

, i, - r I,

- i I !: 6 ~--_i_---_I__--- -L------------+------f------t------+-----~

! ' I :

5 --L

4

3

i I I I I I I I i

•• . ~ __ ._....J

__ .,.1.-_______ : ___ I • r I

I i I ! I

! I

2 : ; I

----- ------+-----+-----+------1 I r_

l-iidspan

16 in. North of ?vlidspan

16 in. South of ~·11d.span i ----t------ --- ---l

36 in. North of HiJ..span

36 in. South of Midspan

o 120 180 240 360 420 480 Time, Gees.

F IU. A.llb: RECORDED DATA FROM TEST CFBS

OJ Pf

oM ~

... ~')

i1J U ~

0 t:.:~

~ Co"}

rd

8 1-1

109

40---

1--1--------

1-------,-..-,----- i-- -----~ 32

I _ I I

3

South Ccrnectiol1 Str'ain

North Connection Strain ----,

i I

----~~---------r--------_;28 I

I_

I I I

I

I i -- -\------t-r-------t---------L---------+I- ----+ ------l

I I

24

I ! I i

I 1 25~--__ ~~+_-- ----r-------r---- -----~I-------+- 90 • - ~

I : I I : i ~ I: I ~ ! :' I ! t-(

~.-----r -----+------r-----t 1----- 16~

If /./[, iii 1 --t:-~-_+---T- -Ii 12 ~

1./. . I ~ I i I 8 j -/+--- --------ir-~-- ---- -r--------------r----r--------i CJ)

;.: .:" I' I - i - !

I." - I :

" I: I '" - 1 -:

)I----Jl~-I+--/·:- ---rl----t--I --------~-~ ,I Latera~ Load a.z1.L . : Resistance of

J r Specirnen to I U-:.tel'al Deforr1U-. I

2

1 t..--.-/

10

4

I tion I

O~~~/ ________ ~ ________ ~ ________ ~ ________ ~ ________ ~ ________ "~ 0

o 80 160 240 320 400 480

Time, Sees.

FIG. Al2a: RECORDED DATA FOO14 TEST CFRS

. to ~

...-I

... ...... (3 .,.~

~ C) ()

.-1 ~ C) q

9 r------r--

I I

i . J L 8 t------<-l-----+------t-j ------~--- I ,--

, ! I I '

i

1

110 ! I I

I I I

I

I ' ! 11 7 t-----+-- -+----. --------.---- .. --------+------- ------t--------1

[ ; i I I

: ! i I

i I I

6 1------+-------+---.-~-.-------1----_1 I -+ --~ I i I,! .1

5

4

3

1

i I

: i I I . I I 1

i . I I ---T--' ---t--- - --- -··-------·--r·-----·-·-_·-:-·· ----~-T !

j

! ! ! : I

__ -1 ______ _ +- --- - -c------+---- --+------- -L---1 ! !

i I ! I

: i I --t-----------~-----+---+_--- ! Ii

: i : ' :

I I

I I

--j---~

~,~Llspan

~--16 in. NOl'th of Hi~,-s'pan

-~--16 in. S::mtl.:. 0-:;" r1id3:pa.n

'-------- 36 in. North of Hidspan

'-------'------.---36 in. South of r~id.span

i I

i

i I I

---i I

I I

o ~------~------~----~I------~------~------~------~------~ o 60 120 180 260 420 480

Time; Sees.

FIG. Al2b: RECORDED DATA FRON TEST CFRS

401-----

1---

1 NOl .. th Connection I

35 Strain . I

Sc:u::h COu.'1'.!ction Strain -----.

30~------~----

I I I

! i :

--+------+-----+------1

I I

i

I

I . -.--.. -~. -... -.. -- -_. -.-.- .. --r-.-.-:_-._- ----+------I 1

251-----,: i :

--+-------I---+--~.--.---+- ------ -. ___ .... L .. ----.------+-,. I

,.. /. • I . I .

I I: . i ; i I.: ; I

~ 2°~---i----+-I/;~--- ---I-----------f---/l·~-.~. 2 : V:' I. C) / • I I :

g /: I /', i i 1j -------+-----//:·~.--~r~---t--··---+-------

H ,- / .. ! I I

10

5

o 80

, 1.1

~'V:'

'..... I I I

I

r I I -+._--i I

i

160 240

Time, Sees.

I

i I

-:----t== L~ teral Load an,l -! Reais (Aace o.t

S,ecimen to La;Lcl'al .!)efol"'L":-·.l.tion

320 l~OO 480

FIG. A13a: RECORDED DATA FROg TEB,}' C\-ffiS

III

-32

28

24

20

<:1

.~ 16 ~

N'"\ I o r-I

§ .. ~ 12 -~

rJ a o o q

..-I

~

8 ';j

4

o

~ ....., m

9 r---------T-------,.--------,--

' 112 1

Midspan-----------~-----T---~

16 in. North of Hidspan----------

i' I I , I

3 16 in. South of 14idspan-------"\ I --\-f---- -t\-------+-----'I

36 in. 1;Ol tL. of MidSpa.n~ I

South of Midspan I

36 in.

I

I I I ,

\ I 7 t------t-----:-----_~- ------\ -;----- ---+--'r--- \-----t--1i-::;;;;;;j;;;=-----1

\1 \, ;

i i

I I

I I , I t

I I ! I

: J --I

I i I

I

I

\ I :\ !

! \, I I 1

r---\--~\---T =-t-~~-~--I

\

i '\_ I Il! I I t I I : \ I I I

\ I - I I

5 I-----+-----+----,----.-~-.--y.---.\--t- ---- fj----r--1 \' \ I yi ! I

\ \ I Ii ! I. 4 ~----I----+----t- --------:\I--_\t- ---I+--~-l~--.I

I I J/'

! ; /~/~/ ! j.. ·-1 -~-11--- 1,'

/~ / ~'1

2 1---_~--_+__:..oL---¥;;:::~- ._ ::J Ii -l,' ___ 1

j /~r-/; i -----"1 ~o// I; Ii

'f-r--' i ~~ f! ! ~--.o·i·· i 'I~",oi 1

11-------... -----1f-11--~ --i:~.-=-... -. ..---'. 0-+-~~.----~--------i I

J :: I

! ~I I

I I ~. I

o~~~~o=~~.f_· __ ~ __ ~ ________ ~ __ ~ __ ~ __ ~

6 t------t--

31-----~----~----

o 60 120 l30 240 30C 4·20 480

113

40 ----T---------I-.-.-.--.----1-----~ I ! I ' I ' : I

• I I I

La. tc;ral :(::.:.1 ;'1.:rKl I

2

Resistnnc2 of i II'

I ~8 Specirnel1 to .---,---.---- ---------~.--------_+__----_+_------Ic. 35 I ' I

Lat.eral Def'oru:.ation 1 ! I

I I 30~---------+---------~ _-1 --- ... - .. ----------1-. -- ----!-

: i I I I ' i

t

---+--------~-.-----

I .. -.------.-.-1------~-------l20 i '

I

I M I ~ I n I

... 201---------+-----·---tl

-- --. _.

I +. - .---... ----~--.. -... ---.-- .. ---.-+---~':' o

i~ I V '?i ,:j , .-::l':: .i-:) r.~

,j o H

l-L [ I -----~ i:' .? ---~I--------f-------

12

:.j" I I I : I: , i I I Q : -~--1-------1------~-------Iv 1'-'1---------+--

//11 __ J -----J---- i' ,....,-------+-------+---~;orth Conr~c:ct.ion

5,1------

Strain

/"~~~-"~"~.~-~-----~-----~---3au~cOllfi~~tlilil . //~ ... ' . . . . . . Sti·a.il1

400

-~ ... , ~~~ ____ ~ __________ ~ ________ ~ ________ ~ __________ L_ ______ ~O

80 160 240 o 320 400

Time, Sees.

FIGo Al4a: RECORDED DATA FBOM 'l'EST CHRS

. Cj)

~ OM

.~

0 'M .p 'J Q

C'-1 c~

()

n

I 1141

i 9

I I

81----+-------+----T-----.-~. ----1------+----1 i

. • I I I I i I I

I I I

, ' Ii! , ! I '. I I I ___ . ..:.. _____ + ________ . __ L _______ .. _ ---------+--.----.--~-... ------ ' I

! I i : i I'

I ' ! i! I

1

! ; , : /"

Ol------:r-----~ I : I : I : --- --/- ----+------.---+- --.--- .-.. -~'-------i /! ' :

/ i I! !

x: I : I II

'I I ' !

.1 : ~ : i

----+-.-+-.---. --·-T---- --/;1+-- ·---~I __ . ____ 1-___ -+-----J I ' I 1 I

/

' I I I I : I ',.! I I

I i I ~

1---_____ ~ ___ --L __ -- -~ -- -- L ---~-- -. ------ T-- - - -- --J I : pi ! I

, I' :(. I

: ·1 j:" I ! : :II : I i

-:-~-j---- t~)~'L t------r------i- I

I I I

-.---.----.--.. ---t_ .--~---- --t- -1 21---____ ......;...-_____ .....!..... ____ . I

5

4

3

Midspan

'--~--16 in. ~:C!'t!l of l\,~~_ctsp::in

1 16 in. Pcutt or i.'tdapan

36 in. l':o_rt!l of I.:il.iByan

36 in. South of ~1idspan

o~~ ____ ~ ______ ~ _____________________ ~ ______ ~ ______ ~ ______ ~ 60 120 180 2.'+0 360 1~·20 480

115

50r----=----,-------r---~-· r--'- ----~--- T-·-----. 32

i h\·-~~;O-· .... ~-. +-! ~_ .~.: , I

;"'W : i .----128 40~--------~-f~~---+r------+-,'----~r-·~

r :;: \ · ~l--l---#--'L ~~~ '~-7--- ____ l\J __ \_ j-- ---- ---J-----------30 I I : I Lateral·l.,oad

. / +-ReSiSta.nCe of Specimen to Lateral I ~ i Deformation

. V" t--Inertia Force -y!'-. -+---/~-l'-----

i'''(:' I ~! / I

~ if ,: .. 1 J .. /' \: i /\ ;": i. ,/ I ~ ,...,. v +. f 16 .,... ~ lO~-II-/---..:....--~----t-+:I----0: 1--- .- J j ~. I.; \ i L, J: I 8 ~, · ,~1f . !: I : ! ;l a 0 ~..;:----~----++_+--=-------!----!,__t_----_t_----""i12 ~ c;J I aj

'.' I M

20

21:.

. ~ . ~

20 x r<\

I 0 ,....

I ~ south Connection ! ,/

Strain -------.~: /----l--------+----

"\// V .

-10

North Connection Strain ----~

/, / I.

/ i -20 i------~-+------+_----A---+_-----_t_--- .---t--.-------

/ .J.

// .... ! \ .l 1". I·, _...J~ .... , I" ··· ... ..-::···r I •.•.••••.••

-30 '--~'--,-_""'_-_-.--'--"...._ .. _:..._" ___ -L 1_______ ...... '~,,:,_. -__________ _ o.ooS 0.016 0.024 0 .. 040

TirJe 1 Sees.

FIG. Al5a: RECORDED DATA FROf.~ TES'll CTBR

9

e

7

6

5

. :::l ~

..-t

.... ~ 4 0

..-t +> ()

cv r-I <"r!

~

3

2

1

o

I Midspan

16 in. North of Midspan

16 in. South of 14idspan

36 in. Nu.2.~tl: of 1-'Iidspan

36 in. South of Midspan

!

i i

1-----+ -----:-------L------J-------+--+--!

I

I I

; t--------t------, ------4----#---#-#+--

116l

-,

I

I I

H I I

i I , !

\

1 i

! :

--- \-~ .. --+-! ----+ J\' i

."y-0··' I

• 1

-

I 1

I !

I I

I

I

i I 1 I

I

I

i' 1

-----l i I I I

I ;

i - I

I I -1 I

I

!

I

I

o 0.006 0.012 0.018 0.024 C.C,;jO 0.036

TiL1c J Sees.

FIG. Al5b: RECORDED DA:rA FROM TEST CTBR-

117

2

-4---------__ r----------~8

20 0 • ~

"r! ' ..... .

r' ~

>~

1'<\ ~ I tj 0

r-I

South Connection Straln-------. -n 2

.r-i .~j ~.:

---+-..o..-L---------+------t-----.-- .. -__ .C) ~

North Connection Strain----.

.-1-----_. -.---... - _ .. _______ . -_ .... -__ 4 i

I I

L-_~-'C__._~ ~ l.;· .... ::-~· :,·1~ ~ ~.~ ._~. . .. __ _ _._ .... __ . ___ 0

o 0.008 0.016 O.02!t- 0.032 0.0·\8

TiL~~, Seef .•

FIG. Al6a: RECORDED DATA FROM 1'.ES·r C'.-eRR

• co s::

or-J

... ~ 0

''''; +> ;:) :-.>

r-1 ~ 6) Q

9

8~----~------+------4------T------4-----~------~------'

I

I 1

7 ~--+--~-------,--,---,---·-----t I

I I

I '

6 ~----__+_----~---~-.--_+_ I ~--+------; I t I I

I !

I . ! I

5 ~ ____ --+-_____ -+-- ___ +-

. i I

l-----L-----t-I I

t

- i I I ! ' -

, i il I I-------+--:---I-----+---.~' -.---.-+'.------t-~-f---'-----i

. I ' 4

I 3

II! .11

2~~---+------~ W----+-----II 1~-----+-------++~~~--

o

Midspan

16 in. North of Mi.Jspan

16 in. South of Midspan'

'---- 36 in. N01·tt.1 of l·ii,lspan

'--1---- 36 in.' South of Midspan

~--~~------~----~------~------~----~------~------o 0.006 0.012 0.018 0.030 0.042 0.048

FIG. fil61j: RECORDED DAr:::A FROM TEST CTTIR

50~--------r--------~-----~----I

r.2~i2t::.!l'~'! of Specimen to Lateral Deformation --..........,

40

Lateral Load ----,

30J--------~--------+-i - --+- --------r-, '1 ' : I . '.

o o~o~~;:;?"":.- J~o.P--=Jr~ ;,'/ :'j :: ~ .. " I

/o:o~o iOl~.: 1--~----' .. ---J-.'~ r .:' ",-: ; I/o :1 \r.j f II

I 0..'· I ---...;..-:~, .;:....----+--' ---A"-I-I...-: _. :_-,--'.L..! --------t--.-.---.- ..

If· ! IV \: I ',i ! • • • ,

.'. ! ,: '~I : /'" -- ". I . ' 1,1 .. ' .:/ ........... I •• ' :')/:

I . "'4/ .' . I ' : I : • I

20

" :, :. :. -lU l---------t---~. T

: I . I

8

0 -~-- -

6

8

;1 North COllllection Sti'ain t--20 l----------+--~,...,-.~-- South Connection Strain _______ _____ 6

i :, I . I '

o j;ro

;/ i j 'J -30~' ..... .,.>--L..,.--/ _J ___ 0

o 0.008 0.016 O.02J t O.C32 0.040 0.048

Tillie, S~cs.

~7'In. tu. 7a: :?~~O'TIED DATA FROM ~EST C?BR

119

. ,... -I

"'~ '-.... . ~

.;-1

~

1'<"\ I ..;:) rl

.~

9

I Midspan -----------+-----+----4---_

16 in. North of Midspan ---f------!-_

8 16 in. South of Midspan -----=t===~----+--~.----.:.-_t_I -------l-~L-----i 36 ill. North of Mids;pan------+---

36 in. South of lIJ.dspan ---.

7~-----~------+------~------+-~--~~----~----~~--f-~ ! i

6 I--___ -+ ______ --+-_____ ~-------I ______ +>.---i

51--------+---i

--;------------+- ----------+----I-+---+,:L---+----+----~ i

I !

; • I

I $ 4 i -ri i-------+-----+-! ---------+---

... s:: o -,j

+' () Q)

---++--J----T-I

I I

..--1 CH v "5 t=l 1--------+-------'-1 -----

I. -'

!

2 1--___ --+-____ --'-

If "'.:"'-1 i I

: . .;:./.1 i i 11-----+-------+---1-- . :./-----i--+--- --+----1

./·r I I I

o~ __ ~~ __ ~ ____ ~I ____ ~ ____ ~ __ ~ ____ ~~~ o 0.006 0.012 0.018 0.024 0.030 0.0,36 0.042

i£i1.4e, S\~C8.

:t<' IG. Al'jb: RECOiww DAiA FRON TEST CftBR

50 -----.-

40

20

tQ AI

"r'i ~ 10 .. to V t> M 0 P:.t

~ 0 to

~ -10

-20

T --r----------- -I --'---., - :1 32

-~Latera.l Load

.I I I I I I 1

Inertia Force

I

~Res1stance of Specimen

I to Lateral Deformation

./. South Connection Strain : I, "

-J-/--,-i_" .'_" --North Connection St~ain (

.I : I I

~"/ I

I I I i

,'1

28

- ---- -.----.---- 24

-- .-----+.---

~-'I 4

""", I "/ ""' l : __

~ I -30 L-...-:.:~ __ ~ ______ _______ L_ _J_' .~ .. _1 __ _ o

0.048 o 0.008 0.016 0.032 0.040

Time, Secs.

FIG. AlBa: RECORDED DATA FROM TEST CFFR

121

. ~

'M

.... Q 0

•. -f +' <)

v M 'r-t

~

9.-----~-------,-------,-------~----~------~----~~----~ 122

8

M1d6pan------------------~r-----~-------4--~

16 in. North of ~.1d8p&n ------+-----------+----,

16 in. South of Midspan -----+-----

36 in. rJo!"th of Midspan ---

36 in. South of Midspan

7~---~------~----

6

,

i !

5 ~--.--

;

i .j I i j I

4 I

-! i -----'--_.-I I

r

'.

I

I 3 i

2

1

~ I I I

i I

.j I

O~ __ ~~~ __ --~------~~----~------~------~I~-----L~--~~ o o~c'06 0,012 0.(:18 0.02~~ O.C:::O O.C'3 0.042 o.o·~

TiIr;.E;, Sees.

FIG. P.l3b: }tL;e;OiBBD DAL'A :FROM TWT CFfu,

"

50...--------..----. --l-----'----- T- .-.- .- -.. , I·

~--~----Luteral Load

~·o Resistance of Specimen to Lateral Deformation

"

123

32

28

j

"5()~-----\---~-\------.-+---~­i

_ . ...L--.---.. -----+-----.-.. - -._ .. -- --. ----.---.- 2l~

. 20~--- r,n .....

'-v H

'M "'----.

, .. ..... ',-1

X i'-"'\ • 0

~~ ]JII----:'+------,,....--r~---=-...L.. ,r: .J..",

.-j

r,

.~ -:

-•• ----... i "'1-i -.

.,. m ~ (j

.r! +) ~)

.::; .. S

~~~~~------------~------~~~--'-,,~----~~----------+---------~12 0

-lO~-----~---

/. ,('

-201------~----lrr--

/; / .

I /' I(t'

/( ~/ I

".

, I , I :,

i it Inertia Force

A~·.// South Connection Strain /1

~ : North Connection Strain

8

--- 4

... ~.' - 30'------'r=.....---..L...-------...... . ________ 1_._1 ______ . 0

o o.o~ 0.016

FIe. AlJE.L:

'I'i!.!·~~, 3ecc.

0\ '"'Ii-,'"'" v'il'.i.;~\

o. 03~~ 0.01:-0

u

. co ;l

9 ~----~------~----~-12 I

I

8~----~-----+------~----~-----+------+-~--~----~

1~ ____ ~ _____ ~ ____ ~ ______ ~ _____ ~ ____ ~ ____ ~ ____ --j

6 ~-----+-----'-----1------- ----r-----+-.------+----+---+-------t--------t

5 ~----_l_------+__---r---------; ----.. -

I I

... 4 I------~-----­~ o .,.. ~ ()

V ....-i Ik V ~

I i

/" •

3 ~----~----~----4---+~~~---+~-.. ~···---TI-----TI-----1 I I

2 ~----~------r---i II

i--l 36 in. North of Midspan

36 in. South of -Midspan

1 ~--__ -l-------~~_~TP~---~-+r-------M1dspan '-----+----16 in. North of Midspan

'-+-----+---16 in. South of Midspa.n I I I

0.018 0.026

Time, Sees. FIG. Al9b: RECORDED DATA FROM TEST CWBR

0.030 0.036 0.042 -0.

J I

ttl P4 .,... ~

~

to V C)

~ 0 ~

-g cd til

~

125

---r-------.-------,---i ·T· ----- 2

.------ Lateral Load

Resistance of Specimen to Lateral Deformation 8

~---\--~-----.---- ----.-- --- .. ---- -.- ---.- - - --.. -. +---~-----i~ 4

: ,I I . i I .

i It: ",: [ 2 ~--''-I----!r-----+- ! /ftii..-t·d':'1~·~"

~':'t~~' :: YV.. ~ o

• . ~

10

0 1

. \j

-10

: ~., I' "-.'. ! ."". I

I : I :,,}

I : I

: I '---- Inertia Force V

.......... • ;J >4

--+-------fI 6 ~ • o r-t

---' North Connection -20~------+1-------~-~~:~/--- Strain

1 .. ;~ ~-+------4 4

o

_ _ _~ ... :,... I ---- South Connection

;" /,;:-)J." "" """" I strain

-30'---"'==---___ --L..-____ ._.L.___ _ ! _____________ 1 .----- --------

o 0.008 0.016 0.024 0.032 0.040 0.048 Time, Sees.

FIG. A20a.: RECORDED DATA FROM TEST CWRR

9 ~----~----~----~------~--~II----~----~r-~~~ 126 '

·Midspan----------------~------~------~~

16 in. North of Midspan ----+-----,--~

8 16 in. South of Midspan -----===I==---===::s:;;;;;~__r._+--H--_t_--_J

_ ' ,36 in. North of M1dspan----I

,36 in 0, South of Midspan

7 ~--~-~-+---

I i

i I I

I i I 6 ~----~I------~I -~---~----+-~---4+~4--+f~------~--~

I i i

5 1-----+-----+-----;----------;-------I-l,..-.j...--I-+-4----+----+------I

• ]

... g 4 ~--~-____ +-__ --~--

~ 1

~ 'I

~ 3 i

j I

2

1

/-':>: ·1

.. ' I I

ol~~~~~~ .. :~~······-·:-·~I ~~ __ ~I~~I o 0.006 00012 0.018 O.~4 0.030 0.0,36 0.042 0.048,

Time, Sees. FIG. A2~: RECORDED DATA FROM TEST CWRR

Figure

B1

B2

B3

B4

B5

B6

B1

B8

B9

BIO

Bll

B12

B13

B14

B15

B16

B17

B18

B19

B20

B21

APPENDIX B

PHOTOGRAPHS OF SPEC IMENS AFTER TESTING

.Specimen CBl After Testing 0

Specimen CB2 After Testing

Specimen CB; After Testing 0 0

Specimen CB4 After Testing

Specimen CB5 After Testing 0 0 00.00 <:t 0-0

Specimen CB6 After Testing

Specimen CB1 After Testing

Specimen cBB After Testing

Specimen CTBSA:fter Testing 0

Specimen CTRS After Testingo Q 0

Specimen CFBSAfter Testingo 0

Specimen CFRS After Testing 0 0

Specimen CWBS ·After Testingo

Specimen CWRS After Testingo "

Specimen CTBR .After Testingo e

Specimen CTRR After Testingo 0

Specimen CFBR After Testingo

Specimen CFRR After Testingo 0

Specimen CWBRAfter Testing 0 ·0 0

Specimen CWRR After Testingo

Close-up of Brittle Fracture7 Specimen CFBRo 0

$ • 0

121

Page

128

128

129

129

130

130

1;1

131

132

132

133

133

134

134

135

135

136

136

137

.137

133

-"---'''---

(Specimen Straightened Somewhat During Removal from Testing Frame)

Note: Brittle Fracture, Lower Right Angle

FIG. Bl SPEC IMEN CBl AFTER TESTING

FIG. B2 SPEC IMEN CB2 AFTER TESTING

128

129

TES T CEr3

FIG. B3 SPECIMEN CB3 AFTER TESTING

FIG. B4 SPECIMEN CB4 AFTER TESTING

l~

FIG. B5 SPEC !MEN CB 5 AFTER TESTING

FIG. B6 SPEC !MEN CB6 AFTER TESTING

1;1

FIG. B7 SPEC~ CB7 AFI'ER TESTING

FIG. B8 SPECIMEN cBB AFTER TESTING

132

'f~TB5

FIG. B9 SPEC !MEN CTBS AFTER TESTING

FIG. BIO SPECIMEN CTRS AFTER TESTING

133

Note: Web Holes Unused

FIG. Bl1 SPECIMEN eFBS AFTER TESTING

Note: Web Holes Unused

FIG. B12 SPEC IMEN eFRS AFTER TESTING

134

FIG. B13 SPEC IMEN CWBS AFTER TESTING

FIG. B14 SPECIMEN CWRS AFTER TESTING

1;5

1-- ,3M " 4

FIG. B15 SPEC !MEN CTBR AFTER TESTING

FIG. B16 SPECIMEN CTRR AFTER TESTING

Note: See Fig. B21 for Detail of Brittle Fracture in Lower Left Angle

FIG. BI 7 SPEC IMEN CFBR AFTER TESTING

FIG. Bl8 SPECIMEN CFRR AFTER TESTING

137

FIG. B19 SPECIMEN CWBR AFTER TESTING

.j

FIG. B20 SPECIMEN CWRR AFTER TESTING

l~

FIG. B21 CLOSE-UP OF BRITrLE FRACTURE, SPECIMEN CFBR