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SEMI-RIGID JOINTS FOR MOMENT.RESISTING STEEL FRAMED SEISMIC-RESISTING SYSTEMS

by

George Gharles Clifton

A thesis submitted in partial fulfilment of the requirements for the degree of Doctor of Philosophy

Supervised by Dr J,W. Butterworth

Department of Civil and Environmental Engineering University of Auckland

Private Bag 92121 Auckland New Zealand

June 2005

ABSTRACT

This thesis describes

the

development

of new

semi-rigid

joints for

moment-resisting steel framed ^(MRSF) seismic-resisting systems. Intended as the weak link in the seismic-resisting system, in accordance with a strong column, weak joint philosophy, the joints and systems were designed and detailed to withstand the design level ultimate limit state (500 year return period) earthquake with minimum damage. To meet economic criteria, the joints and systems were also required to be cost-effective to design, fabricate and construcl when compared with conventional MRSFS.

Four joint systems between the beams and columns of a MRSF were considered. These were the:

.

Ring Spring Joint (RSJ), where the beams are clamped to the columns with flush endplates and compressible ring spring elements

o

Post-tensioned Tendon Joint (PTJ), where the beams are post-tensioned onto the columns with post- tensioning technology

.

Flange Bolted Joint (FBJ), where the beams are bolted to the columns through flange and web plates that are designed and detailed to undergo dependable cyclic extension and compression under inelastic rotation demand

.

Sliding Hinge Joint (SHJ), where the beam is pinned to the column at the top flange level and is connected at the bottom flange and the bottom of the web by a unique asymmetrical sliding shear detail

The RSJ, FBJ and SHJ were

developed through

to the

experimental

stage, with

large-scale

tests

on representative

joints

undertaken.

The

FBJ and SHJ were further developed, through small-scale static and dynamic testing, finite element and numerical integration time-history analyses into fully designed and detailed systems.

Design procedures and detailing requirements for the two fully developed systems are presented, together with details of experimental testing, finite element analyses of joint components and numerical integration time-history analyses

of

complete structural systems. Design and detailing requirements for the joints and the frames are covered and fully worked design examples for the Flange Bolted and Sliding Hinge Joints are ^presented.

The results demonstrate that the semi-rigid, strength-limited joints developed, when used in properly designed moment-resisting

steel

frames, have considerable advantages

over

conventional rigidly

jointed

frames for meeting strength, stiffness, ductility, damage-resistance and economic criteria.

ACKNOWLEDGEMENTS

Charles Clifton would like to gratefully acknowledge the contribution of the following people, without whom this project would not have been possible:

(1)

My wife, Linda Clifton, and daughter, Emma Clifton, who gave me the support and encouragement to complete this work, much of it in my spare time, over the very long time period required.

(2)

The many undergraduate students from the Universities of Applied Science in Konstanz and Weingarten, Germany,

who

contributed

to the

experimental

and

analytical

work

undertaken during

their

Second Practical Semesters. There were 12 students over the course of the project, each undertaking specific tasks as directed by and supervised by me.

(3)

The HERA Finite Element Analyst, Nandor Mago, who undertook the finite element studies on the Sliding Hinge Joint (SHJ) reported on in section

5.4.

I determined the scope and extent of modelling required and worked

with

Nandor

in

developing

the

models

and

undertaking

the analyses.

Nandor undertook the operation of the ABAQUS program.

(4)

^My employer, HERA, for their financial and technical support throughout this ^project.

Charles Clifton

would now like to

gratefully acknowledge

the

contribution

of the

following persons and organisations towards this project:

(5)

My supervisors for the project, especially my Principal Supervisor, Dr John Butterworth of the University of Auckland, for their support, guidance and encouragement.

(6)

Hank Mooy and Jos Geurts of the University of Auckland Test labs for their assistance and participation in the extensive experimental testing ^programme.

(7)

Dr Athol Carr, University

of

Canterbury,

for

technical advice and guidance

in the

use

of the

program RUAUMOKO and for implementing the two new hysteresis subroutines (IHYST _{= 35} and IHYST ₌ 42) into that program.

(8)

Raed Zaki of HERA, for work on the drawings and tables and for his participation in the on-going research described in Chapter 6.

(9)

Ada Shea of HERA for the typing and tayout of this thesis.

(10)

The Foundation for Research, Science and Technology for providing the principal funding for this project.

(11)

The companies who contributed supply of materials, fabrication and assembly of specimens at reduced or no

cost.

ln particular:

r

Stud Welding New Zealand Ltd (Athot Wiltrams)

.

Grayson Engineering Ltd (Pat and David Moore)

r

EDL Fasteners (Chris James)

TABLE OF CONTENTS

aHAPTER

1

... ...1

INTRODIICTION .... ...1

1.1 Background to Project... ...'...1

1.2 Objectives of Project ...3

1.3 Scope and Timeline of Project... ...3

1.4 Outline of Thesis and Relationship with Previously Published Material ...4

aHAPTER

2

... ...15

OVERVIEW OF SEMI.RIG'D JO'NTS FOR MOMENT-RES'SI"VG STEEL FRAMED sE sMrc-REsrsrrNc svsrEMs ... ...15

2.1 Previous Examples of Semi-Rigid Joints in MRSFs. ...

15

Advantages and Disadvantages of Semi-Rigid MRSF Systems

Potential advantages in terms of seismic performance Potential advantages in terms of design Potential disadvantages in terms of

design

... 17

Potentiaf advantages in terms of construction..

...

...17

Potential disadvantages in terms of construction

...

... 18

2.3 Support for the Semi-Rigid Joint Concept from Observed Building Performance in Severe Earthquakes... ...18

2.4 General Design Philosophy and Target Performance Requirements

^{.... 19}

2.4.1

General design

philosophy

^{... 19}

2.4.2

^Target performance requirements

...,,...

... 20

0HAPTER 3... ...2s FrRSr TWO

JOTNT

SySTEMS CONS,DERED... ...2s 3.1 Introduction... ...25

3.2 Ring Spring Joints... ...25

3.2.1

Concept behind the ring spring joints

...

...25

3.2.2

Scope of experimental testing

undertaken

...27

3.2.3

Material and section

properties...

...28

3.2.4

Design of

Specimens...

... 30

3.2.5

Instrumentation

...

...32

3.2.6

^Loading

regime

^...33

3.2.7

Experimental

results

... 35

3.2.8

Discussion of

results

.-... 36

3.2.9

Development of analytical moment-rotation

nrode|s...

... 40

3.2.1O

Analytical moment-rotation model developed for the bare steel ring spring joint...41

3.2.11

Benefits and shortcomings of the ring spring joints

...

... 42

3.3 Post Tensioned Tendon Joints ...42

3.3.1

Concept and postulated moment-rotation behaviour of the post-tensioned tendon joints ... 42

3.3.2

Practical problems encountered with designing a workable post-tensioned tendon joint....,....43

3.4 Brief Summary of Analytical Modelling Undertaken ... ...44

3.4.1

Design of representative

frames

...44

3.4.2

Scope of analytical modelling

undertaken

^{... 45}

3.4.3

Key details from the analytical

modelling....

... 46

3.5 Conclusions From The First Two Joint Systems Researched...47

3.5.1 General

...47

3.5.2

Design procedure for ring spring joints at the column bases of

MRSFs

...47

0HAPTER 4... ...91

FLANGE BOLTED JO'NTS FOR MOME'VT.RES'ST"VG STEET FRAMED SE'SM'C. REStSft

VG

SySIE1,|S..,....,... ...91

2.2 2.2.1 2.2.2 2.2.3 2.2.4 2.2.5

16 lo

17

4.1 4.2

4.2.1 4.2.2 4.2.3

Concept And Scope of Coverage ... ...91

Expected Performance of Flange Bolted

Design philosophy and modes of operation...

'_::":: :" '::::: ::.l_oli*"=.,,. _ :

_

"t

Design roles of joint and joint

components

...,...92

Performance characteristics

...

... 93

4.3 Experimental Testing ...94

4.3.1

Scope and objectives of

tests

... 94

4.3.2

Large scale

testing

... 95

4.3.3

Smallscale

testing

..._.,.... ^.104

4.4 Moment-Rotation Modelfor Subsequent Analyses...

... 1Og

4.5 Design of Representative Systems ...109

4.6 Numerical Integration Time History Analyses of Representative Systems...110

4.6.1

Modelling of the MRSFs: general

details

... 110

4.6.2

Flange bolted joint _modelling

...

,...

j11 4.6.3

Beams and panel zone

mode11in9...

...112

4.6.4

Selection and scaling of earthquake

records....

... 113

4.6.5

Naming system for the analyses

undertaken.

... 114

4.6.6

Threshold for minimum need of repair following

event....

... 11S

4.6.7

Principal results

obtained

... 1 16

4.6-8

Recommendations from the NITH

studies...

...117

4.7 Detailing Requirements for the Flange Bolted Joint and System

...

...117

4.7.1 General

...117

4.7.2

Limit on overall beam depth as a function of _F

oesisn

^{... 119}

4.7.3

Limit on flange and web plate grade and thickness as a function of bolt diameter....-... 118

4.7.4

Edge distances

required

... 119

4.7.5

Pitches and

gauges

... 119

4.7.6

^{Depth of} web

plate

... 119

4.7.7

Clearance between beam face and column

flange

... 119

4.7.8

Allowance for manufacturing tolerances in the supported beams and inclusion of a decking support

shim...

...120

4.7.9

Tightening of large diameter HSFG bolts

...

... 120

4.7.10

Preferred bolt

sizes

... 121

4.7.11

Surface treatment of the ply contact

surfaces

...121

4.7.12

lsolation of the concrete from the column

flanges

... 121

4.8 Design of Flange Bolted Joints Onto l-section Columns ... ...,122

4.8.'f

Calculation of the design earthquake

moment

...122

4.8.2

Calculation of the element design action reduction factor, _O,'

...

... 122

4.8.3

Top flange bolts and top flange plate

details

...122

4.8.4

^Bottom flange bolts and bottom flange plate

details

...124

4.8.5

Web bolt

details

... 1125

4.8.6

Web plate

details

...126

4,8.7

Check on reduced tension capacity of beam at the bolted connection

region

....127

4.8.8

Welds required between the column flange and the web

plate

...129

4.8.9

Welds required between the column flange and the flange

p|ate...

... 129

4.8.10

Tension/compression stiffener

requirements...

... 130

4.8.11

Joint panel zone

requirements...

... 130

4.8.12

Connections at column

bases...

... 131

4.9 Design of Flange Bolted Joints Onto Circular Hollow Section Go|umns...132

4.9.1 General

...1jz

4.9.2

Design concepts and critical checks

required...

...192

4.10 Design of Moment-Resisting Frames Incorporating Flange Bolted Joint Connections...

... 134

4.10.1

General and scope of guidance given

...

... 134

4.10.2

Procedure for MRSF preliminary

desi9n...

... 134

4.10.3

Procedure for MRSF final

design.

... 137

4.10.4

Guidance on practicalaspects of the MRSF

design...

... 139

4.10.5

Design for wind

loading...

.... 139

4.11 Design Example for the Flange Bolted Joint

... 140

4.11.1

Scope and introduction ...

4.11.2

Design of the joint

0HAPTER s... ...219

SI,D'NG HINGE JO'NTS FOR MOME'VT-RES'SI'ruG STEEL FRAMED SE'SM'C-

RESTSTTNG

SySIEMS...,... ...219

5.1 Goncept and Scope of Coverage... ...219

5.2 Expected Performance of the Sliding Hinge Joint in Severe Earthquakes...220

5.2.1

Design philosophy and modes of

operation

...220

5.2.2

Design role of joint

components

...220

5.2.3

Performance characteristics

...

...221

5.3 Experimental Testing ...222

5.3.1

Scope and objective of

tests

^...222

5.3.2

Large scale

testing

...223

5.3.3

Small scale

testing

...230

5.4 Finite Element Analyses of the Sliding Gomponent... ...232

5.4.1

Scope of finite element analysis

studies...

...232

5.4.2

General description of SHJ FEA

model

^...233

5.4.3

Comparison between predicted and experimental

results

....-...234

5.4.4

Variations in bolt

tension... ...235

5.4.5

Effect of Different Strength Brass

Shims ...235

5.4.6

Comparison with design

procedure

... 236

5.4.7

Effect of bolt impact on the end of the slotted

ho1e...

...237

5.4.8

Effect of misalignment of contact surfaces between beam flange and bottom flange plate....237

5.5 Hysteresis Properties for Subsequent Analyses. ...238

5.5.1 General

...238

5.5.2

^{Overview of the} sliding hinge joint

model

^{.... 238}

5.5.3

Accuracy of the hysteresis models

...

... 239

5.6 Design of Representative Systems ...239

5.7 Numerical Integration Time History Analyses of Representative Systems...240

5.7.1

^{Modelling of} the MRSFs: general

details

^....240

5.7

.2

Sliding hinge joint

modelling

^...24O

5.7.3

Beams and panelzone

modelling....,...

^...242

5.7

.4

Selection and scaling of earthquake

records

...243

5.7.5

Naming system for the analyses

undertaken.

...244

5.7.6

Threshold for minimum need of repair following

event....

...245

5.7.7

Principal results obtained from the ultimate limit state

analyses

^...246

5.7.8

^{Softening of the MRSF with SHJs after} ultimate limit state earthquake

attack

^....247

Detailing Requirements for the Sliding Hinge Joint and System...,...249

Generaf

...249

Materiaf selection for the joint components

...

...249

Limit on flange and web ^plate thickness as a function of bolt

diameter

... 250

Edge distances, pitches and gauges

required

... 250

Clearance between beam face and column

flange

...251

Dimensions of bottom flange plate ...

...

^....251

Dimensions of bottom flange plate brass

shims...

^...252

Dimensions of bottom flange cap plate

...

^....252

Dimensions of web

p1ate...

...252

Dimensions of web brass

shims

.,--.-... 253

Dimensions of web cap

plate

...253

Dimensions of top flange

p1ate...

... 253

Dimensions of optional decking support shim

...

^....254

Preferred bolt sizes and bolt

groupings

...254

Use of Belleville

Springs

...255

Allowance for manufacturing tolerances ⁱⁿ the supported beam and inclusion of a decking support

shim...

...255

Bolt tightening sequence and method of

tightening...

... 256

Tightening of large diameter HSFG bolts

...

...256

Forming of the slotted

holes...

... 256

Surface treatment of the ply contact

surfaces

...25!.

140 140

5.8 5.8.1 5.8.2 5.8.3 5.8.4 5.8.5 5.8.6 5.8.7 5.8.8 5.8.9 5.8.10 5.8.1'l 5.8.12 5.8.13 5.8.14 5.8.15 5.8.16 5.8.17 5.8.18 5.8.19 5.8.20

5.9 s.9.1 5.9.2 5.9.3 5.9.4 5.9.5 5.9.6 5.9.7 5.9.8 5.9.9 5.9.10 5.9.11 5.9.12 5.9.13 5.9.14 5.9.15 5.9.16 5.9.17 5.9.18 5.9.19 5.9.20 5.10

5.10.1 5.10.2 5.10.3 5.10.4

Design of the Sliding Hinge Joint ...257

Design concepts for the sliding hinge

joint

...251

Deterrnination of bolt sliding shear strength

...

... ZSg Calculation of the design moment and design

shear...

... 259

Determine bottom flange plate width and bottom flange and web plate initial thickness ...261

Determine sliding bolt size and numbers for moment

adequacy.

... 261

Design of bottom flange

p1ate...

...262

Design of web top

bolts...

_...263

Design of web

plate...

_...264

Sizing of cap plates and brass shims

...

... 265

Design of top flange bolts and plate

...

...266

Check on the reduced tension capacity of the beam at the bolted connection region ...267

Welds required between column flange and bottom flange

p|ate...

... 269

Welds required between column flange and top flange

p|ate...

... 269

Welds required between column flange and web

p|ate...

... 269

Selection and location of the positioner

bolt

... 269

Tension/compression stiffener

requirements...

... ZT0 Joint overstrength moment,

M!n,

...,.270

Joint panel zone

requirements...

...2T0 Connections at column

bases...

.-...271

Guidance on practical aspects of sliding hinge joint

design

...272

Design of Moment-Resisting steel Frames Incorporating sliding Hinge Joint Gonnections ... ...ZTz

General and scope of guidance given

...

...2T2 Procedure for MRSF preliminary

desi9n...

...273

Procedure for MRSF final

design.

...276

Guidance on practical aspects of the MRSF

design...

...277

5.11 Sliding Hinge Joint Design Example

...ZTT

5.11.1

Scope and introduction

...

...277

5.11.2

^Meeting the detailing

requirements...

...278

5.11.3

^Design earthquake moment and shear

force...

...2T8

5.11.4

Determine bottom flange plate width and initial

thickness...

...218

5.11.5

Determine sliding bolt size and numbers for moment

adequacy...

... ZTg

5.11.6

Design of bottom flange

p1ate...

...279

5.11.7

Design of web top

bolts...

...2T9

5.11.8

Design of web plate

...

... 280

5.11.9

Sizing of cap plates and brass shims

...

... 280

5.11.'10 Design of top flange bolts and

p|ate...

...280

5.11.1

1

Calculate beam tension adequacy in the connection

region

...291

5.11.12 Design of welds between column flange and bottom flange

p|ate...

...291

5.11.'13 Design of welds between column flange and top flange

p|ate...

...292

5.11.14 Design of welds between column flange and web

p|ate...

...292

5.11.15 Selection and location of positioner

bo|t...

...282

5.11.16 Determine area of stiffeners

required

...282

5.11.17 Welds between stiffeners and column flange adjacent to incoming beam...283

5.11.18 Welds between stiffeners and column web

...

... 283

5.11.19 Overstrength

moment

... 283

5.11.20 Design shear force on panel zone

...

.... 283

5.11.21 Design shear capacity of ^panel

2one...

...284

5.11.22 Panel zone

adequacy

...294

cHAprER 6... ...347

FUTURE DEVELOPMENTS OF SEMI.RIGID JO''VrS AND SYSIEMS ...347

6.1 Standard Connections..,... ...347

6.2 Floor lsolating System for Superior Seismic Performance... ...947

6.2.1 lntroduction

...347

6.2.2

^FISSER

concept

...947

6.2.3

Work undertaken during

2003...

... 348

6.2.4

Winding up FISSER

study...

...348

vlii 6.3

Self-Centering Sliding Hinge Joint ...349

GHAPTER

7

...,... ...355

DrscusstoN AND coNcrusrows ...355

7.1 General

... 355

7.2 How Well

^Has

The Principal Objective Been Achieved ...355

7.3 Shortcomings of Project

^{... 356}

7.4 Conclusions...

... 357

7.4.1

^Key

points

... 357

7.4.2

Net advatanges of the semi-rigid MRSF systems developed in this

research.

^{... 357}

7.4.3

Requirements on the semi-rigid connections

developed.

... 358

7.4.4

^{How well do the} proposed details (the FBJ and the SHJ) meet the performance criteria

stated?

...358

7.4.5

Design and detailing guidance given

...

... 359

REFERENCES... ...361

APPENDIX A: ENGINEERING DRAWINGS FOR RING SPR NG IESf NO 2 and 3...367

APPENDTX B: OUTPUT FoR RrNG

SPRTruG

AND POSI TENSIONED JOINT REPRESENTATIVE FRAME DES'GN., ...,...375

APPENDIX C: OUTPUT FOR FLANGE BOLTED JOINT AND REPRESE VTAT,VE FRAME DESTGw.. ...383

APPENDIX D: SUBROUTINE FOR GENERATING THE SLIDING HINGE JOINT HySTERESIS CURVE tN RUAUMOKO ...391

APPENDIX E: OUTPUT FOR StrDrNG HINGE JOTNT AND REPRESENTATTVE FRAME

DESTGN.. ...407

LIST OF FIGURES

Fig. 1.1:

Experimental Monotonic Moment-Rotation

Curves for a Number of

Semi-Rigid Connections

Fig.1.2: Ring Spring Joint Under

Test...

...10

Fig. 1.3: Ring Spring Joint at Column Base, Prior to Test Loading (from

[33])

...10

Fig. 1

.4:

Post-Tensioned Tendon Joint in Unloaded

Condition

...1 1 Fig. 1.6: Sliding Hinge Joint (SHJ) Under

Test...

..., ...12

Fig. 1.7: Moment Versus Net Rotation Curve for the FBJ

...

...12

Fig. 1.8: Elevation of Perimeter Frame Model for

NlrH

Analytical

studies...

...13

Fig.2.1: Riveted Steel Fabrication Details, Government Life Insurance Building, 1937 (from I40l) .... . ...21

Fig 2.2: Typical Moment-Rotation Curves

for

Concrete

Encased,

Riveted Beam

to

Column Connection ^(from Fig. 2.3: Failed Connection Between l-Section Beam and l-Section Column Weak

Axis,

1995 Hyogo-ken Nanbu Fig. 2.4: I-Section Beam

to

Rectangular Hollow Section

Column

Connection Showing Local Damage From Beam Flange Action, 1995 Hyogo-ken Nanbu

Earthquake

...,...22

Fig.2.5: Symmetric Sliding Bolted Detail Developed for Brace System (from t12))...

....

...,...23

Fig. 2.6: Friction Dissipating Brace System Developed for CBF (from

[a3])

...23

Fig.2.7: Rotational Slotted Bolted Connection for Moment Resisting

Connections

...24

Fig. 2.8: Moment-Rotation Curve for Damaged Welded Beam to Column Connections Following Beam Flange to Column Flange Weld Failure (from

t4l).

^{. ...}

.

...-.24

Fig. 3.1: Detailof Ring Spring Joint in Closed and Open

Positions

...52

Fig. 3.2: lndividual Components of a Ring Spring Assemblage (in this case with two sets of spring elements per Fig. 3.3: Section Through Part of the Spring Assemblage, Showing the Key Dimensions and Configuration of the Spring Elements within the

Assemblage

...53

Fig. 3.4: Design of Ring Spring Joint (Negative Quadrant Shown

Onty)...

...54

Fig. 3.5: Ring Spring Joint in Closed Position (see position ₁ on Fig.

3.4)

. . ...

...

...54

Fig. 3.6: InternalActions in Ring Spring

JointWhen

in the Open Position Under Negative Moment...55

Fig. 3.7: Ring Spring Joint in Lockup Position (see position 2 on Fig. 3

4)... ...

...55

Fig. 3.8: Expected Endplate Yieldline Pattern Based

on

Moment Resisting Flush Endplate Design Provisions Fig. 3.9: Deformed Shape

of

Endplate

at

Lockup

of the

Left Hand Ring Spring Assemblage from Test No. 1 Fig. 3.10: Post-Lockup Yielding of Endplate from Test No. 1 (from t33l)...

...

...57

Fig. 3.11: Moment Versus Rotation; Test No. 1 (from (t331)

... .

...52

Fig. 3.12: ldealised Yieldline Patterns in Endplate As Determined from the Experimental Testing...58

Fig. 3.13: Location in Multi-Storey PMRSF Modelled by the Test

Specimens...

...59

Fig. 3.14: Test Setup for Ring Spring Test No. 1 (from

t33l)... .

...59

Fig. 3.15: Test Setup for Test Nos. 2, 3 and

4...

...59

Fig. 3.'16: Test No. 2 Being Fig. 3.17: Test No. 3 Ready for

Loading.

...60

Fig. 3.18: Test No. 4 Ready for

Loading.

...61

Fig. 3.19: Test No. 4, Showing Slab Repaired from Test No. 3, Prior to

Loading

...61

Fig. 3.20: Designation of Bolts for Test Nos 2, 3 and

4...

...62

Fi9.3.21: Location of Tensile Test Specimens in Test No.

2...

...62

Fi1.3.22: Belleville Spring Assemblage Developed for Test No.

4...

...63

Fig. 3.23: Portal Gauge for Displacement

Recording

... ...63

Fig 3.24: lnstrumentation for Test Nos.

2-4...

...64

Fig. 3.26: Test Nos. 2, 3 & 4 Instrumentation - Right Hand Side

...

...65

Fi9.3.27: Loading Regime Used for Test No.

3...

...65

Fig. 3.28: Bolt Forces Versus Joint Rotation; Test No. 1 (From t33l)

. ...

...66

Fig. 3-29: Moment Versus Net Rotation; Test No.

2...

...66

Fig. 3.30: Applied Moment and Moment of Resistance Versus Net Rotation €" = ^{10 mm;} Test No. 2... ...67

Fig. 3.31: Bolt Forces Versus Joint Rotation; Test No. 2

...,....

...67

Fig. 3.32: Condition of Slab at Joint Opening, Negative Moment; Test No.

2...

...68

Fig. 3.33: Joint at 1.501o"i,p, Negative Moment; Test No. 2

...-...

...69

Fig. 3.34: Localised Beam Bottom Flange Yielding, Maximum lmposed Negative Rotation; Test No. 2 ...69

Fig. 3.35: Condition of Slab at Maximum lmposed Negative Rotation; Test No.

2...

...69

Fig. 3.36: Joint at Lockup, Positive Moment; Test No.

2...

...T0 Fig. 3.37: Condition of Slab, Joint at Lockup. Positive Moment;Test No. 2

...

...70

Fig. 3.38: Moment Versus Net Rotation; Test No. 3.

Fig. 3.39a: Endplate Shape at End of Each Load

Cycle

(ie. Unloaded), Left Hand Side; Test No. 3 Cycles 1 to 9 Fig. 3.39b: Endplate Shape at End of Each Load

Cycle

(ie. Unloaded), Left Hand Side; Test No. 3, Cycles 10 to Fig. 3.40:

Left

Hand Side

of

Joint

at

End

of

First Cycle

to

1.5 0Lo4<up, showing Localised Damage Due to

Concrete Falling Between Column and Endplate; Test No.

3...

...74

Fig. 3.41: Moment Versus Total Rotation at Joint; Test No.

4...

...74

Fig. 3.42: Left Hand Side of Joint at Start of Test, Showing Existing Damage

from

Previous Test, New Bolts and Fig. 3.43: Condition of Right Hand Side of Joint After

First

Cycle to Maximum lmposed Negative Rotation; Test Fig. 3.44: Internal Actions

in

Ring Spring

Joint When in

Open Position Under Positive Moment, Including Fig. 3.45: Moment-rotation or Force- Deflection Hysteresis Curve for Ring-Springs ^(IHYST = ^{18) (from} [13])....76

Fig. 3.46: Analytically Derived Net Moment-Rotation Curve for Test No. 2

...

...77

Fig. 3.47: Cross-Section through Ring Spring Joint in a Column Base

Configuration

...77

Fig. 3.48: Post Tensioned Tendon Joint (ln Unloaded Condition) (from [15])....

...

^.

..

...28

Fig. 3.49: Tendon Joint Showing lnternal Actions in

Joint

When ⁱⁿ Opening Position Under Negative Moment.78 Fig. 3.50: Calculated Moment-Rotation Hysteresis Curve for Tendon

Joint...-.

...79

Fig.3.51:Tendon Joint in Closed Position (see Position 1 on

Fig.3.50)....

...79

Fig. 3.52: Tendon Joint at Locked Up Position (see Position 2 on Fig.

3.50)

...80

Fig. 3.53: Tendon Joint at Commencement of Endplate Yielding (see Position 3 on Fig. 3.50)...80

Fig. 3.54: Tendon Joint in Region of Endplate Deformation (see Position 4 on Fig.

3.50)

...81

Fig. 3.55: Tendon Joint Unloading, With Endplate Back in Contact

With

Column Flange on Tension Side (see Fig. 3.56: Tendon Joint Under Commencement

of

Reversing

Moment,

With Endplate Deformation Removed (see Position 7 on Fig.

3.50)

...82

Fig. 3.57: Elevation of Half Perimeter Frame at Level 1, Showing Postulated Layout of Post-Tensioning Tendons Fig. 3.58: Floor Plan of Prototype Five Storey Building (from [15])....

.

...

..

...83

Fig. 3.59: Member Sizes for Representative Frame: Low Seismic

Region

...84

Fig. 3.60: Member Sizes for Representative Frame: High Seismic

Region

...85

Fig. 3.61: Elevation of Frame Model and Location Guide for ldentification of Data Presented in Fig. 3.63 to 3.68 Fig. 3.62: ldentification Details and Relevant Data for the analyses Reported in Figs. 3.63 to 3.68...86

Fig. 3.63: Maximum Rotation in Semi-Rigid Joint, End 1, Exterior Beam, Level

5

...87

Fig. 3.64: Maximum Rotation in Semi-Rigid Joint, End 1, Exterior Beam, Level

1

...87

Fig. 3.65: Maximum Rotation in PanelZone, Exterior Column/Beam Joint. Level

1

...,...88

Fig. 3.66: Maximum Rotation in PanelZone, Interior Column/Beam Joint,

Leve|2...

...88

Fig. 3.67: Maximum Rotation at End 1, Storey 1, Exterior

Cotumn...

^...89

Fig. 3.68: Maximum Lateral Deflection at Top of

Building..

^...89

Fig

4.1:FBJ

Connection between l-section Beam and Concrete

Filled

SHS Column (PrincesWharf, Auckland) Fig.

4.2: First

Proposed Flange Bolted

Joint for

Experimental

Testing

Between

a

53OUB82 Beam

and

a Fig.4.3: First Proposed Bottom Flange Sliding

Connection.

...1S4 Fig.4.4: FinalDetails of the Flange Bolted Joint: lsometric and Exploded

View...

...155

Fig.4.5:Test Set-up for Large Scale Flange Bolted Joint and Sliding Hinge Joint

Tests.

...156

Fig. 4.6: Side View of Large Scale FBJ

Test

Specimen No. 1 under

Construction

...156

Fig.4.7: View Down onto FBJ Large-Scale Test

Set-up

...157

Fig. 4.8: General Test Set-up for the Small Scale

Tests,

Showing Side Elevation, Front Elevation and Plan View Fig.4.9: Flange Plate for FBJ in Small Scale Test Rig Prior to

Loading

...158

Fig. 4.10: Close-up of FBJ Flange Plate in Test Rig Prior to

Loading...

...158

Fig. 4.11: FBJ Large Scale Test Set-up and Dimensions

...

...159

Fig.4.13: View Showing Decking Profile and Shear Stud

Layout

...160

Fi1.4.14: Details of the FBJ 01 forTests 1.1 and

1.2...-...

...161

Fig. 4.15: Details of the FBJ 02 Joint for Tests 2.1 and 2.2

...

...161

Fig. 4.16: View of Top Flange Plate of ^FBJ Test 1 Showing Decking Support and Belleville Springs Under Bolts Fi}.4.17: View of FBJ Test 1 from South Side Showing Belleville Springs Under Bolt

Nut

...162

Fig.4.1B: Method of Assembly of Bolt and Belleville

Springs

...163

Fig.4.19: Actions on FBJ for Calculation of Moments

...

...163 71

Fi9.4.20: Instrumentation for the FBJ Tests: 1 of ³

...

...164

Fi9.4,21: Instrumentationforthe FBJ Tests:

2 ot3

...165

Fi1.4.22: Instrumentation for the FBJ Tests: 3 of 3

...

...166

Fig.4.23: View of FBJ Test 2.1 lnstrumentation: North

Side

...166

Fi1.4.24: View of FBJ Test 2.1 Instrumentation: South

Side,

... roo Fig. 4.25: Loading Regime for FBJS Test 1.1

..,...

...167

Fig. 4.26: Loading Regime for FBJS Test ¹

.2...

...167

Fi9.4.27: Loading Regime for FBJ Test

2.1

...167

Fi1.4.28: Loading Regime for FBJ Test

2.2...

... ...168

Fig.4.29: Moment versus Net Rotation Curve for Part 1 Testing, Flange Bolted Joint with Brass Shims...168

Fig. 4.30: Moment versus Gross Rotation Curve for Part 2 Testing, Flange Bolted Joint with Brass Shims...169

Fig. 4.31: Moment Versus Panel Zone Rotation, Test 1.1

...-...

...169

Fi1.4.32: Moment Versus Net Rotation for Test 2.1

...,...

...170

Fig. 4.33: Moment Versus Net Rotation for First Cycles

to

Nominal Serviceability Load, Test 2.1 ...170

Fig. 4.34: Moment Versus Net Rotation, Cycles to Yield Test

2.1

...171

Fig.4.35: Moment versus Net Rotation, Cycles to Nominal Ductility, Test

2.1

...171

Fig. 4.36: Moment versus Net Rotation, Cycles to Design Ductility, _{p =} 2; Test 2.1 ...

...

...172

Fig. 4.37: Moment Versus Net Rotation, Cycles to Nominal Serviceability Following Design Level Rotation; Test Fig. 4.38: Moment Versus Net Rotation, Cycles to ^1.5 x Design Ductility; Test

2.1

^...173

Fig. 4.39: Moment Versus Net Rotation, Cycles to 2

x

Design Ductility, Test

2.1

...173

Fig. 4.40: Moment Versus Gross Rotation,

f est2.2

...174

Fi1.4.41: Moment Versus PanelZone Rotation, Test

2.1

...174

Fig. 4.42: Moment Versus Panel Zone Rotation, Test

2.2

...175

Fig. 4.43: Moment Versus Lateral Displacement of the Top and Bottom

Flange

Plates Relative to the Column Fi1.4.44: MomentVersus Lateral Displacementof

theTop

and Bottom Flange Plates;Test2.2...176

Fig. 4.45: Fully Tensioning Bottom Flange Bolts Prior to Test 2.1

...

...176

Fig. 4.46: Fully Tensioning Web Bottom Bolts Prior to Test

2.2,

Showing Self Holding Ability of Torque Wrench Fig. 4.47: View of Slab and Column Sunounds Showing Slab Mesh Anchorage System; Test 2.1 ...177

Fig. 4.48: View of Joint South Side at Commencement of Test

2.1

...178

Fig. 4.49: Minor Cracking in Slab After First Negative Rotation Cycle to Nominal Serviceability Loading ...178

Fig. 4.50: Condition of top of Slab after Two Cycles of Loading, Design

Ductility

...-....179

Fig.

4.51:

Condition

of

North

Side of Joint

Following

3

Cycles

of

Loading

to

Design Ductility lmposed Fig. 4.52: Condition of Top of Slab Following

3

Cycles

of

Loading

to Design

Ductility lmposed Displacement; Fig. 4.53: First Negative Moment Cycle to Ductility 4 (Twice Design Ductility Level); Test

2.1

...180

Fi1.4.54: First Positive Moment Cycle to Ductility 4; Test 2.1

...

^...181

Fig. 4.55: Close-up of Joint Shown in Fig. 4.54; Test

2.1...

...181

Fig. 4.56: Condition at Top of Slab on Completion of Test

2.1...

...182

Fig. 4.57: Condition of Joint (South Side or Web Plate Side) on Completion of Test 2.1 ...182

Fig. 4.58: Condition of Slab At Peak Negative Rotation, First Cycle of Negative Rotation to _U = 6; Test 2.2...183

Fig. 4.59: Condition of Joint at Peak Negative Rotation, First Cycle of Negative Rotation to p = 6; Test 2.2...183

Fig.4.60:

ConditionofJointatPeakPositiveRotation, FirstCycleofPositiveRotationtop=6;Test2.2...184

Fig. 4.61: Condition of Slab Above Joint at Peak Negative Rotation, Third Cycle of Negative Rotation to

p

₌ 6;

Fi}.4.62:ConditionofJointatPeakPositiveRotation, ThirdCycleofPositiveRotationtop=6'Test2.2...185

Fig. 4.63: Condition of Joint at the end of Test 2.2, Beam

Horizontal

...185

Fig. 4.64: Condition of Slab at the end of Test 2.2, Beam

Horizontal

...186

Fig.4.65: Underside of Bottom Flange Plate Showing Fracture Pattern During Part2

Testing

^...186

Fig. 4.66: Condition of Bottom Row of Web Bolt Holes in the Beam Web Following Part 2 Testin9...187

Fig. 4.67: FBJ Small Scale Component Test

Set-up

Showing Location of All Components, Including the Shear Fig.4.68: Plan of Typical Cleat Used in Small Scale FBJ

Tests...

^...188

Fig.4.69: Typical Instrumentation for the Cleat Region of a Small-Scale Component

Test

...,188

Fig.4.70: Instrumentationof

theActuatorfortheSmall-ScaleComponentTests...

...189

Fi1.4.71: General Form of Loading Regime for Small ^- Scale FBJ Component

Tests

...189

Fi}.4.72:

Force on Cleat Versus Rotation, All Cycles, OIV / Max (0N") = ^0.72

...

...190

Fig. 4.73: Force on Cleat Versus Rotation, Cycles to Design Lateral Deflection, gtrV1/ Max (0N") = 0.72...190

Fig.4.74: Force on Cleat Versus Rotation, All Cycles, _QIVI / Max (0N") = ^1.01

...

...,..191

Fig. 4.75: Force on Cleat Versus Rotation, Cycles to Design Lateral Deflection, $IV1/ ^{Max (ONJ} = ^1.01 ...191

Fi}.4.76:

Force at Cleat Versus Rotation, All Cycles, ^gEVl / Max (0N") = ^1.23

...

...192

xii

Fig. 4.77: Force at Cleat Versus Rotation, All Cycles, _QIV1 / Max (0N") = ^{1 .23}

...

...,...192

Fig.4.7B: Force at Cleat Versus Rotation, All Cycles, Statically Loaded Test 1.1

(FBJ)

...193

Fi1.4.79: Force at Cleat Versus Rotation, All Cycles, Dynamically Loaded Test 1.2.1

(FBJ)...

^...193

Fig, 4.80: Force at Cleat Versus Rotation, All Cycles, Dynamically Loaded Test 2.2

(FBJS)

...194

Fig. 4.81 : Condition of Bolts Following Test 1

.1

(Replication of Large Scale Test Conditions on Flange Plate) 194 Fig. 4.83: Condition of Cleat Following Test, Test 1.1...

...

...195

Fig. 4.84: Test with QIV; / Max (0N") = O.72, at start of

Tes1...

...196

Fig. 4.85: Test with _OEVI / Max (0N") = 0.72 on Completion of

Loading

^...196

Fig. 4.86: Condition of Cleat with

gIVl

_/ Max (qN") =

'1.0'1

...197

Fig.4.B7: Conditionof

BoltswithQIVr/Max(SN")= 1.01

...197

Fig. 4.88: Condition of Cleat with 0IVr / Max (0N") =

1.23

^...198

Fig. 4.89: Condition of Bolts with SIVI / ^{Max (QN")} =

1.23

^...198

Fig. 4.90: Typical Condition

of

FBJ Bottom Plate Around Bolt Holes

Expected,

Following Testing

to

Slightly Above

the

Design Level Ultimate Limit State Earthquake Joint

Rotation

...199

Fig. 4.91: Elevation of 5 Storey Model Developed for Input into

RUAUMOKO...,

...200

Fig. 4.92: Degrading Bilinear With Gap Hysteresis Model (from _[13 2])

. ... ...

...2O1 Fig. 4.93: Analytical Moment-Rotation Model of Test ^{1.1 ('1} Cycle Only),

FBJS...

...201

Fig. 4.94 Floor Plan of Prototype Buildings Used in NITH Studies

...

...202

Fig. 4.95: Elevations of Four Frame Options Designed For the NITH

Study

...203

Fig. 4.96: Basis for Determining the lnput Data for the FBJ Moment-Rotation Curves

...

^....203

Fi1.4.97: Maximum Rotation in Semi-Rigid Joints, Level 1, Auckland, Design Level

Event

...204

Fig.4.98: Maximum Rotation in semi-Rigid Joints, Mid-Height, Auckland, Design Level

Event

^...205

Fig. 4.99: Maximum Rotation in Semi-Rigid Joints, Level 1, Wellington, Design Level

Event

...206

Fig.4.100: Maximum Rotation in Semi-Rigid Joints, Mid-Height, Wellington, Design Level Event...207

Fig. 4.101: Maximum Rotation in Joints, level 1 Wellington, Ductility 2, 5 Storey

Frame

...208

Fi1.4.102: Maximum Rotation in Joints, Mid-Height, Wellington, Ductility 2, 5 Storey

Frame

...209

Fig.4.103: Maximum Rotation in Joints, Top Level, Wellington, Ductility2,5 Storey Frame...210

Fig. 4.104: Maximum Rotation in Panel Zone

of

Interior Column, Level 2, Wellington, Ductility 2, 5 Storey Frame Fig.4.105: Maximum Rotation at Base of Interior Column, Wellington, Ductility 2, 5 Storey Frame...212

Fig. 4.106: Lateral Deflection at Top of the Frame, Wellington, Ductility 2, 5 Storey

Frame

.,...213

Fig.4.1O7: FBJ Components and Notation for Design and

Detai|ing...

...214

Fig.4.10B: fsolation of l-section Column From the Concrete Floor Slab Where Required by Section 4.7.12..-.215

Fig. 4.109: lsolation of Circular Hollow Section Column from Concrete Floor Slab, Where Required...-216

Fig.4.110:

FBJ

to

Circular Hollow Section Column

One-Way

Frame Showing Critical Location

for

Design Fig. 4.1 11: ldealised Cruciform Connection to CHS Column Showing Critical Locations for Design Checks ...217

Fig. 5.1: Actions of the SHJ in Severe Earthquakes..

...

...293

Fig.5.2: Sliding Hinge Joint: lsometric and Exploded

View

...294

Fig. 5.3: Layout and Notation for the Sliding Hinge Joint....

...

...295

Fig. 5.4: Lever Arms for Moment Capacity Determination

...

...295

Fig. 5.5: Experimental Moment-Rotation Behaviour for Large-Scale Test 3 Without Belleville Springs...296

Fig.

5.6:

Experimental Moment-Rotation Behaviour

for

Large-Scale SHJ

Test 4, With

Belleville Springs to Fig. 5.7: Side View of Large Scale SHJ Test No. 1

Assemb|ed...

...297

Fig. 5.8: Beam Being Lifted into Position, SHJ Test

3,

Showing the Components That Make up The Joint ...297

Fig. 5.9: Close-up of SHJ Flange Plate in Test Rig Prior to

Loading

...298

Fig. 5.10: Large Scale SHJ Test Setup and

Dimensions

...298

Fig. 5.11: Details of Joint for SHJ Tests 1 and 2

...

...,..299

Fi1.5.12: Details of Joint for SHJ Tests 3 and

4... ..

...299

Fig. 5.13: Typical Instrumentation for SHJ Tests: 1 of 3

...

...300

Fig. 5.14: North Side Instrumentation, SHJ

Tests...

...300

Fig. 5.15: South Side Instrumentation, SHJ Tests

...

...301

Fig.5.16: Instrumentation of the SHJ North

Side

...,301

Fig. 5.17: Instrumentation of the SHJ Bottom

Flange

...302

Fig. 5.18: Loading Regime for SHJ Test

1

...302

Fig. 5.19: Loading Regime for SHJ Test

2

...303

Fig. 5.20: Loading Regime for SHJ Test

3

...303

Fig. 5.21: Loading Regime for SHJ Test

4

...303

Fi1.5.22: ^Moment Versus Net Rotation, SHJ Test 1

...

...304

Fig. 5.23: Moment Versus Panel Zone Rotation, SHJ Test

1...

^....304

Fig. 5.24: Moment Versus Rotation, SHJ Test

2...

^...305

Fig. 5.25: Moment Versus PanelZone Rotation, SHJ Test

2...

^...-305

Fig. 5.26: Moment Versus Rotation, SHJ Test 3 Cycles to Design Moment Before Joint Loaded into the Inelastic Fig. 5.27: Moment Versus Rotation, SHJ Test

3,

Cycles to Design Moment After joint Loaded to Design Ductility

Fig. 5.28: Moment Versus Panel Zone Rotation, SHJ Test

3...

....302

Fig. 5.29: Moment Versus Lateral Displacement of the Flange

Plates

Relative to the Column Face, SHJ Test 3 Fi9.5.30: LateralMovementof the Beam Flanges Relativetothe Column Face, SHJ Test4...-...30g Fig. 5.31: Moment Versus PanelZone Rotation, SHJ Test

4...

....309

Fig. 5.32: North Side of SHJ Test 1, Prior to Commencing

Testing

...309

Fig. 5.33: SHJ Test 1 Under Design Negative

Rotation

...309

Fig. 5.34: View Down on Slab, SHJ Test 1 Under Design Negative

Rotation...

...310

Fig. 5.35: Condition of Slab at the End of SHJ Test

1

...310

Fig. 5.36: SHJ Test 2 Under 1.5 x Design Positive

Rotation...

...311

Fig. 5.37: SHJ Test 2 Under 3 x Design Positive

Rotation...

...311

Fig. 5.38: Start of SHJ Test 3 Showing Setup of Assemblage, Instrumentation, Recording Console and Actuator Fig. 5.39: Top of Slab at First Cycle Negative Rotation to Reduced Design

Moment

...312

Fig. 5.40: Top of Slab, SHJ Test 3 At First Cycle to Design Negative Rotation of 30 Mi||iradians...313

Fig. 5.41: SHJ Test 3 Under Second Cycle of Design Positive Rotation (30 Milliradians)...313

Fig. 5.42: Condition of Slab at End of SHJ Test

3...

...314

Fig. 5.43: Condition of Joint, South Side, at End of Test, SHJ Test

3...

...314

Fig. 5.44: Setup of SHJ Test4, Undertaken on the Refurbished SHJ Test 3 Assemb|age... ...315

Fig. 5.45: Close-up of Bottom Flange Bolts with Belleville Springs and Positioner Bolt, SHJ Test 4...315

Fig. 5.46: SHJ Test 4, First Cycle to 1.25 Design Negative

Rotation...

...316

Fi1.5.47: SHJ Test 4, First Cycle to 1.25 x Design Positive

Rotation

...316

Fig. 5.48: SHJ Test 4, North Side, At End of

Tes1...

...317

Fig. 5.49: Condition of SHJ Test Specimen %, Viewed from North

Side,

on Completion of Testing and Removal Fig. 5.50: Condition of SHJ Test Specimen %, Viewed from South

Side,

on Completion of Testing and Removal Fi9.5.51: SHJ Small Scale Test Set-up Showing Location of the Components on the Reaction Beam...318

Fig. 5.52: Plan of typical Cleat Used in Small Scale SHJ

Tests...

...319

Fig. 5.53: Generalform of Loading Regime for

Small-

Scale SHJ Component

Tests

...319

Fig. 5.54: Force Versus Rotation for SHJ Component Test 3.10.2, All

Cycles

...320

Fig. 5.55: Force Versus Rotation for SHJ Component Test 3.8.1, to End of Step 7

...

...320

Fig. 5.56: Condition of Small Scale Component Test 3.10.2 on Completion of Testin9...321

Fig. 5.57: Condition of Cleat Used in Component Tests 3.10 and 3.10.2 After Testing ... ...321

Fig. 5.58: Condition of Top of Cleat Used in Component Test 3.8.1 After Testing ... ...

.

...922

Fig. 5.59: Condition of Bottom of Cleat Used in Component Test 3.8.1 After

Testing..

.. ..

...

...J22 Fig. 5.60: Condition of Brass Shim Surfaces Used in Component Test 3.8.1 After

Testing

...323

Fig. 5.61: Condition of Top of Cap Plate Used in Component Test 3.8.1 After

Testing...

...323

Fig. 5.62: Condition of The M42 Bolts Subjected to Sliding Shear in Test 3.8.1 After

Testing

...324

Fig. 5.63: Solid Modelof Large-Scale Test, Showing Location of Modelled Bolt (from t28l)... ^{.. ..} ...324

Fig. 5.64: Region analysed in FEA Study Showing Components (from

[28])

(Coarse mesh option shown) ...325

Fig. 5.65: Dimensions of M24 Bolt and Nut used (from [28]) (Normal mesh option

shown)

...325

Fig. 5.66: Dimensions of Flange Plate Used Showing the Slotted Hole (from

I28l)...

...326

Fig. 5.67: Small-Scale Component Test Setup, Showing the Reaction

Beam,

Flange Plate and Beam Flange Fig. 5.68: Loading Regime for Component Test 3.30

...

...327

Fig. 5.69: Flange Axial Force Versus Displacementfor Experimentaland Numerical

Results..

^...327

Fig. 5.70: History of Bolt Tension Force with Sliding, for Two Levels of Initial Pre-tension (from [28]) ...328

Fig. 5.71: Plastic Strain (PEEQ) contour after 0.75 mm initial bolt length

adjustment

(310 MPa yield strength Fi1.5.72: Effect of Softer Brass Shim on History of Bolt Force Versus Displacement (from I28l)... . ...329

Fig. 5.73: Von-Mises Stress Distribution in Bolt After lnitial Pre-tensioning (from t28l)...

. ..

...329

Fig. 5.74: Von-Mises Stress Distribution in Bolt Under Stable Sliding on Both Sliding Surfaces (from [28])...330

Fig. 5.75: Bolt Force Decrease When Bolt lmpacts End of Slotted Hole (from t28l) ^{.. ....}

...

...330

Fig. 5.76: Flange Axial Force Increase When Bolt lmpacts End of Slotted Hole (from t28l) ...331

331 Fig. 5.77: Flange Axial Force Versus Displacement, Test

3.30,

Cycle 7, Showing Contact With End of Slotted Fig. 5.78: FEA Modelof Bottom Flange Component Showing Initial 3 mm

Misalignment...

...332

Fig. 5.79: Bolt Tension Force Versus Beam Flange Axial Displacement for 0 mm and 3 mm Misalignment...332

xiv

Fig. 5.80: Beam Flange Axial Force (Sliding Shear) Versus Beam Flange Axial Displacement

for 0

mm and 3

Fig. 5.82: Comparison of Experimental Curve for Test 3 and Simulated Curve Using SHJ Model ...334

Fig. 5.83: SHJ with Belleville Springs to Bottom Flange: SHJS Hysteresis Model, Showing Parameters Used.334 Fig. 5.84: Comparison of Experimental Curve for Test 4 and Simulated Curve Using SHJS Mode|...334

Fig. 5.85: Elevations of Four Frame Options Designed for the NITH

Study

...335

Fig. 5.86: Elevation of 5 Storey Model Developed for lnput into

RUAUMOKO...

...336

Fig. 5.87: Basis for Determining the Spine Curve Input Data for the SHJ Moment-Rotation Springs...336

Fig. 5.BB: Calculation of Earthquake Scale Factor,

k1...

...337

Fig. 5.89: Scaled Spectra for k1, and Design Spectrum, Shallow Soil, No Near Fault Effects...337

Fig. 5.90: Scaled Spectra for k1, and Design Spectrum, Soft Soil, No Near Fault

Effects

...338

Fig. 5.91 : Maximum Rotation in SHJ, Level 1, 5 Storey Building, Wellington, Design Level Event...338

Fig. 5.92: Maximum Rotation in Joint Panel Zone, Level

2,

5 Storey Building, Wellington, Design Level Event339

Fig.5.93:

Maximum Rotation

in SHJ, Level 1, 10 Storey Building, Design Level Event,

Wellington, Shallow/lntermediate Soil, No Near Fault

Action

.... ...339

Fig. 5.94: Displacement Versus Time at Roof (Level 10): NSNDNS

Record

,...340

Fig. 5.95: Direct Comparison of the Pre-and Post

-

Ultimate Limit State Serviceability Limit State Deflection, Fig. 5.96: Moment Versus Rotation, End 1, Exterior Beam, Level 10, Under DLE Newhall: NSNDNS Record ..341

Fig. 5.97: Moment Versus Rotation, End

1,

Exterior

Beam,

Level 10, Under the Two SLE Newhall Events: Fig. 5.98: Displacement Versus Time at Roof (Level 10): NSSDNS

Record

...342

Fig. 5.99: Moment Versus Rotation, End 1, Exterior Beam, Level

10,

Under DLE Sylmar Hospital: NSSDNS Fig. 5.100: Moment Versus Rotation, End

1,

Exterior Beam, Level 10, Under the Two SLE Newhall Events: Fig. 5.101 Sliding Shear Bolt Model for SHJ, lllustrated for the Beam Bottom

Flange

...344

Fig. 5.102: Sliding Hinge Joint Design

Example

...345

Fig.6.1: Cross Section of Different Beam Configurations for

FISSER

^...349

Fig.6.2: DetailAround Perimeter Frame Beam, Column for

FISSER

...350

Fig.6.3: Connection to a Gravity Column in a FISSER

System...

...350

Fig. 6.4: Elevation of 10 Storey FISSER Model Developed for lnput into

RUAUMOKO...

...351

Fig. 6.5: Example of Outcomes from

the

FISSER

Study...

...351

Fig. 6.6: Comparison

of

FISSER, SHJ and FBJ Responses: Deflection with Time at the ROOF Level of

a

¹⁰ Fig. 6.7: Self-Centering Sliding Hinge Joint Concept and

Details

...352

Fig. 6.8: Moment Versus Rotation

in a

SCSHJ

for

Level

1.

10 Storey

Frame,

lntermediate Soil, Near Fault Effects, Wellington Seismic

2one...

...353

Fig. 6.9: Comparison of

the

Lateral Deflection at the Top

of a

10 Storey Frame Between

the FBJ,

SHJ and Fig. 6.10: Displacement Versus Time at Level 10 (Roof)for the SCSHJ, NSSDNS

Record

...354

Fig 6.1 1 : Moment Versus Rotation for a SCSHJ, End 1, Exterior

Beam,

Level 10, Under the Two SLE Newhall Events,NSSDNS

Record

...354

LIST OF

Table 1.f ^: Table 3.1:

Table 3.2:

Table 3.3:

Table 4.1:

Table 4.2:

Table 4.3:

Table 4.4:

Table 4.5.1:

Table 4.5.2:

Table 4.6:

Table 4.7:

Table 4.8:

Table 5.1:

Table 5.2:

Table 5.3:

Table 5.4:

Table 5.5:

Table 5.6:

Table 5.7:

Table 5.8:

Table 5.9:

Table 5.10:

Table 5.11.1:

Table 5.11.2:

Table 5.12:

Table 5.13:

Table 5.14:

Table 5.15:

TABLES

Timeline of Work Undertaken and Published

Outputs

... 6

Materiaf Properties of Steel and Bolts

for

Tests

Zto 4...-..

... 51

Key Galculated Design Parameters

for

Each Joint

Tested...

... 51

Experimentally Obtained Moments

from

Tests 2-4

...

...51

Detaifs

of

Large Scale FBJ Test Components for Tests 1.1 and 1.2..-... 146

Detaif s

of

Large Scale FBJ Test Gomponents for Tests 2.1 and 2.2..-...-... 146

Comparison

of

Measured and Calculated

Joint

Capacities

for

Test

1.1

^{... 147}

Comparison

of

Measured and Calculated

Joint

Capacities

for

Test

2.1

^{... 148}

Small Scale Component Tests

for

Flange

Bolted Joint

Components: Part 1 of

Table'

... 149

Small Scale Component Tests

for Flange

Bolted

Joint

Components: Part 2 of

Table...

... 150

Member Sizes

for

the 10 Storey MRSF Options

Ml - M8...

^{.... 151}

Member Sizes

for

The 5 Storey MRSF Options M1

- M6...

...152

Scaling

of

Earthquake Records Used In Analyses

for

the Flange Bolted

Joint Systems...

^{... 153}

Details

of

Large Scale SHJ Test Gomponents for Tests 1 and

2...

... 285

Details

of

Large Scale SHJ Test Gomponents

for

Tests 3 and

4...

... 285

Comparison

of

Measured and Calculated

Joint

Gapacities

for

SHJ Test 3 Experimentally Measured Peak Moments on Second Cycle in kNm...286

Comparison

of

Measured and Calculated

Joint

Capacities

for

SHJ Test 4 Experimentally Measured Peak Moments on Second Cycle in KNm... 286

Small Scale Component Tests

for Sliding

Hinge Joint Gomponents: Gleat Detaifs and

Strengths..

...287

Comparison

of

Experimental and Calculated Bolt Strengths, SHJ Small Scale Component

Tests...

...- 288

Recorded Forces and Slip Between Clear and Beam Stub in the SHJ Small Scale

Test...

... 289

Input Parameters for SHJ Hysteresis

Curve.

... 289

Member Sizes for the 10 Storey MRSF Options M1

to

M11

...

... 290

Member Sizes for the 5 Storey MRSF Options

Ml to M7

...291

Scale Factors k1k2

for

Auckland Design Level

Event...

...291

Scale Factors k1k2 for Wellington Design Level

Event...

...292

Bolt ^Sf

iding

Shear Design Capacities and Detailing Properties... ...292

f ndicative Values of

Joint

to Beam Moment

Capacity....

...292

Joint

to

Beam Strength Ratios

for

10 Storey Frames

Analysed...

... 293

Joint

to

Beam Strength Ratios

for

5 Storey Frames

Analysed...

... 293

GLOSSARY OF TERMS

dep

edge distance parallelto the line of principal applied force ^(mm)

6ep

edge distance for slotted holes, SHJ (mm)

?er

edge distance transverse to the line of principal applied force (mm)

&o

^{area of beam (top)} flange (mmt)

A",u

tensile stress area of beam ^(mmz)

A",

^area of ^pair of horizontal column stiffeners (mmt)

b"

width of column flange (mm)

btio

^{width of top flange plate (mm)}

C

coefficient or factor, defined in context where used

d'

target depth of beam (mm)

ds

^{depth of} beam ^(mm)

d1

diameter of bolt (mm)

dwu

^{vertical distance} between the two rows of web bolts, FBJ (mm)

DXINIT

factor used in numerical modelling of ^RSJ

E

^youngs modulus of steel (MPa)

Ec

^youngs modulus of concrete (MPa)

esr

lever arm to spring assemblage 1, RSJ (mm)

€s2r

lever arm to spring assemblage 2, RSJ (mm)

f

clearance between beam and column (mm)

F

force as defined in context (kN)

FBJ

Flange Bolted Joint

f"

specified concrete compression stress (MPa)

f,

ultimate tensile strength (MPa)

tv

^yield stress (MPa)

G

^{dead load (kN} or kN/mz); or

G

shear modulus of steel (MPa)

g

gauge between bolt columns, RSJ (mm)

I

^{moment of inertia (mmo)}

lcor

^moment of inertia of column (mmo) k

er

target spring stiffness, RSJ (kN/mm)

k.

stiffness of spring assemblage, RSJ (kN/mm)

ko

moment-rotation stiffness in elastic range (kN/mm)

L6

span of beam (m)

M

moment (kNm)

M"

design moment (kNm)

M

e'

^design earthquake moment for ductility p (kNm)

Mre.,

nominal moment capacity for the FBJ (kNm)

Mo

opening moment,RSJ (kNm)

Mo

overstrength moment capacity (kNm)

M"oo.n

moment required to commence joint rotalion, RSJ (kNm)

0M""

design section x-axis moment capacity of steel member (kNm)

4M"v

design section y-axis moment capacity of steel member (kNm)

Myloinr

yield moment of joint (kNm)

N'ry

^net tension yield (kN)

N".N,

Nominal flange plate force in compression, tension ^(kN)

[cb

number of bolts in cleat

nc

number of spring elements, RSJ

Ng'.ou'

design axialcompression force on column (kN)

nse

number of ring spring elements in a stack, RSJ

0N"

^{design seclion} compression capacity of steel member (kN)

qNr

design tension capacity of bolt (kN)

OD

^{outside diameter (mm)}

P -

A

^{P-delta effect} (displacement of vertical load)

PTJ

Post Tensioned Tendon Joint

pun

unloading stiffness factor, in NITH analysis

Qu

design basic live load (kN or kN/mz)

r

post elastic stiffness factor in NITH analysis R

rockup

^{force in} spring assemblage at lockup, RSJ (kN)

R"on"

compression force from concrete slab into column, RSJ (kN)

Rs

^lockup force in a spring assemblage, RSJ (kN)

Ro

opening force in spring assemblage, RSJ (kN)

Isn

post elastic stiffness reduction factor

RSJ

Ring Spring Joint

Ru.uuu,"su average capacity (kN or kNm)

Ru.d.s,sn

design capacity (kN or kNm)

r*

post elastic stiffness reduction factor

s

design action (kN or kNm)

s'

^spring travelfrom opening to lockup, RSJ (mm) s

t"

^{spring travel, RSJ (mm)}

se

^maximum travel possible per spring element, RSG (mm)

Sd

flange bolt gauge, FBJ and SHJ (mm)

Sn*

^{web bolt gauge,} FBJ and SHJ (mm)

SHJ

Sliding Hinge Joint

So'

^flange bolt pitch, FBJ and SHJ (mm)

T

time (dimensionless, or seconds, depending on the context)

tc

cleat thickness (mm)

t.on"

effective thickness of concrete slab (mm)

tu

^average thickness of concrete slab (mm)

t*"

thickness of column web (mm)

0V,

design shear capacity of bolt (kN)

V'0,

design shear force on the panel zone from the joint (kN)

xviii

V

65

^{design shear force on} top flange for sizing b.olts (kN)

Vlnr'

horizontal design shear force for FBJ desigri (kN)

Vl

design seismic base shear ^(kN)

Vcou

^column shearform in panelzone design (kN)

V"1

^nsrninal sliding shear capgoiff of bott in SHJ (kN)

Z

seiomiczone

q,,

slenderness reductisn factor for unsfiiffened plate in slrea.

p

proportion of interstorey deflectib.n due to shear translation under seismic load

A

dbflection (lypicallly mrn)

&i

design interstorey elastic deflection at ihe ^lev_el i (mm)

dl

^{changq ot} length ^of an elentent ^(rnm),

Ar-

actuatordicplaeement (mrn)

Eu

^ultimate tensileetrain

O

strength reduction factor

0'.

element design action reduction factor tor the FBJ

0*

design member compression capaeity for buckling absut the x:axis

0.."

Everstrength fa,ctsr, fsr beam or joint _as appropriate

o"or".p,

overstnengttt factor for design of eolUrnn pandl zone

Til,n

interstorey drift limit

tl

struclural ductility demand

Fdesign

^deslgn struclural duotillty factsr

l\,

^qllp

fa@r

between contaot surfaces

0

^{roJation. usually of joint}

0"

^{d,esign rotation}

rOu

^joint rotation at Iookup RSJ (miftirradians)

Orepair;ner nel ro.tatibn limits associated with:minim:um need for repair, FBJ and SHJ

ouffinrate

ultimatedependablerotationeapacity

0y

yield rotation

\ra

^{live toad area reduction fiactor}

,\n,

slerodernees ratio of flenge ^plate

xlN